[From the U.S. Government Printing Office, www.gpo.gov]





							FY 1992 FINAL PRODUCT   TASK 63
						         Strmwtr Drainage Mgt. Plan

							A COMPREHENSIVE DRAINAGE STUDY
						     AND STORMWATER MANAGEMENT PROGRAM

									FOR

							THE TOWN OF WEST POINT, VIRGINIA

									PREPARED BY

								LANGLEY AND MCDONALD, P.C.
							WILLIAMSBURG AND VIRGINIA BEACH, VIRGINIA

									November, 1993

Langley and McDonald, P.C.

Engineers 								5544 Greenwich Road, Virginia Beach, VA 23462
Surveyors									(804) 473-2000 FAX (804) 497-7933
Planners
Landscape Architects						201 Packets Court, Williamsburg, VA 23185
Environmental Consultants						(804) 253-2975 FAX (804) 229-0049














                                            A COMPREHENSIVE DRAINAGE STUDY
                            			AND STORMWATER MANAGEMENT PROGRAM
                                                      FOR


                                          THE TOWN OF WEST POINT, VIRGINIA


        TC9777. V8 1993








                                                  PREPARED BY


                                             LANGLEY AND MCDONALD, P.C.
                               	WILLIAMSBURG AND VIRGINIA BEACH, VIRGINIA





                                                 November, 1993





                        This report was funded, in part, by the Department of Environmental Quality's Coastal Resources
                        Management Program through Grant # NA27OZO312-01 of the National Oceanic and Atmospheric
                        Administration, Office of Ocean and Coastal Resource Management, under the Coastal Zone Management
                        Act of 1972, as amended.
                 
                      TC977




                                                                                    









                                  TABLE OF CONTENTS



          1.0  EXECUTIVE SUMMARY     .................................     4


          2.0  BACKGROUND AND SCOPE      ..............................    6


          3.0  DRAINAGE INVENTORY    .................................     8
               3.1 SMOKE TESTING AND CAMERA WSPECTION       .............  8
               3.2 FUELD SURVEYS    ...................................    9
               3.3 WATERSHED BOUNDARIES      ...........................   9
               3.4 AERIAL PHOTOGRAPHS      ............................    9


          4.0  DRAINAGE STUDY    .....................................     10
               4.1 TECHNICAL APPROACH      ............................    10
               4.2 HYDROLOGIC/HYDRAULIC MODELING        .................  13
               4.3 WATER QUAL1TY MODELING       ........................   52
               4.4 TROUBLE SPOTS    ..................................     55


          5.0  RECOMMENDATIONS FOR CAPrrAL IMPROVEMENTS PROGRAM .. 57


          6.0  ORDINANCE/POLICY RECOMMENDATIONS      ...................   60


          7.0  MAINTENANCE PROGRAM      ................................   62


          8.0  FINANCING MECHANISMS     ...............................    64
               8.1  GENERAL OBLIGATION BONDS     .......................   65
               8.2  REVENUE BONDS     .................................    65
               8.3  LAND DEVELOPMENT FEES    .......... ...............    65
               8.4  PARTICIPATION AND REIMBURSEMENT AGREEMENTS       ..... 66
               8.5  SPECIAL SERVICE DISTRICTS   ........................   66
               8.6  STORMWATER UTILITY     ............................    67
               8.7  REVENUE ESTIMATES    ..............................    68






















          Langley and McDonald, P.C.                        West Point Stormwater Study
          October 23, 1993                                               Page I










                                                LIST OF TABLES


              Table I      SCS Curve Numbers by Land Use and Soils        .................         I I
              Table 2      Rainfall Depth-Duration-Frequency West Point, Virginia     .........     12
              Table 3      West Point Creek Watershed Existing Condition Hydrologic
                           Parameters ....                                                          16
              Table 4      West Point Creek i@aie*@hed*'E*xist*in'g C*o*n*ditio*n*P*e*ak* *FI'o`w` R'a'te*s* 18
              Table 5      West Point Creek Watershed Existing Drainage System Elements             -19
              Table 6      West Point Creek Watershed Future Condition Hydrologic
                           Parameters    .......................................                    21
              Table 7      West Point Creek Watershed Future Condition Peak Flow Rates        ....  22
              Table 8      Magnolia Watershed Existing Condition Hydrologic Parameters      .....   27
              Table 9      Magnolia Watershed Existing Condition Peak Flow Rates      .........     29
              Table 10     Magnolia Watershed Existing Drainage System Elements       .........     30
              Table 11     Magnolia Watershed Future Condition Hydrologic Parameters        .....   32
              Table 12     Magnolia Watershed Future Condition Peak Flow Rates       ..........     33
              Table 13.    North Chelsea Watershed Existing Condition Hydrologic
                           Parameters    .......................................                    36
              Table 14     North Chelsea Watershed Existing Condition Peak Flow Rates     ......    38
              Table 15     North Chelsea Watershed Existing Drainage System Elements      ......    39
              Table 16     North Chelsea Watershed Future Condition Hydrologic Parameters       .  .41
              Table 17     North Chelsea Watershed Future Condition Peak Flow Rates       ......    42
              Table 18     Thompson Watershed Existing Condition Hydrologic Parameters        ....  45
              Table 19     Thompson Watershed Existing Condition Peak Flow Rates        .........   47
              Table 20     Thompson Watershed Existing Drainage System Elements         ........    48
              Table 21     Thompson Watershed Future Condition Hydrologic Parameters        .....   50
              Table 22     Thompson Watershed Future Condition Peak now Rates         .........     51
              Tables 23/24, Annual Storm Phosphorus Export for Existing Developed and Non-
                           Developed Land Uses      ................................                54


























              Langley and McDonald, P.C.                                         West Point Stormwater Study
              October 23. 1993                                                                     Page 2










                                                 LIST OF FIGURES


               Figure I     West Point Creek Watershed Basin Map        ....................           15
               Figure 2     West Point Creek Watershe    d Hydrologic Soils Classification  .......    17
               Figure 3     West Point Creek Watershed Future IAnd Use        ................         20
               Figure 4     Magnolia Tributary Basin Map      ..........................               26
               Figure 5     Magnolia Tributary Hydrologic Soils Classification     .............       28
               Figure 6     Magnolia Tributary Existing lAnd Use      .....................            31
               Figure 7     North Chelsea Tributary Basin Map        ......................            35
               Figure 8     North Chelsea Tributary Hydrologic Soils Classification    .. I........    37
               Figure 9     North Chelsea Tributary Future Land Use        ..................          40
               Figure 10    Thompson Tributary Basin Map        .........................              44
               Figure 11    Thompson Tributary Hydrologic Soils Classification       ............      46
               Figure 12    Thompson Tributary Future Land Use        .....................            49
               Figure 13    Watershed Delineatio n- for Water Quality Calculations    ...........      53






                                                     APPENDICES


               Appendix 1   Channel Information
               Appendix 2   HEC-1 Printouts
               Appendix 3   Water Quality Calculations
               Appendix 4   Cost Estimating Worksheets
               Appendix 5   Photographs




























               Langley and McDonald, P.C.                                           West Point Stormwater Study
               October 23, 1993                                                                      Page 3










                1.0                              EXECUTIVE SUND4ARY



                This report documents the findings and recommendations of the comprehensive drainage study
                and stormwater management program for the Town of West Point. This project was divided into
                two phases: the development of the drainage inventory (Phase I) and the drainage study and
                recommendations for stormwater management (Phase H). A Stormwater Advisory Committee
                consisting of representatives from the Town, the State, and Langley and McDonald was formed
                to provide input at various stages during the study.

                The development of the drainage inventory included smoke testing and camera inspection of
                selected pipes, field surveys of the drainage system, the delineation of watershed boundaries,
                and aerial photographs of the Town. Deliverables to the Town include: videotapes and
                individual data sheets of the camera inspection, field survey notes, reproducible topographic
                maps with the drainage system drafted onto them, digital files of the watersheds, and color and
                infrared aerial photographs.

                The drainage study documents existing conditions within the Town with respect to the quantity
                and quality of runoff, and estimates potential impacts that future development may have on the
                Town's drainage system and receiving waters. Hydrologic and hydraulic modeling were
                performed on the four major stream systems within the Town. Pollutant loadings generated
                from existing and future development within the -Town were estimated based on procedures
                established by the Chesapeake Bay Local Assistance Department.

                Hydrologic modeling of West Point Creek and three tributaries to the Mattaponi River were
                performed using HEC-1. Runoff hydrographs for the 2-, 10-, 25-, and 100-year storms were
                calculated for these watersheds under existing and future development conditions. The modeling
                results indicate that many of the drainage systems within the Town are inadequate. Trouble spot
                areas are noted in the report.

                The Town is divided into two watersheds for the purpose of documenting the results of the water
                quality calculations. The area draining to the Pamunkey River has an average existing
                phosphorus export of 1.06 pounds/acre/year corresponding to an impervious cover percentage
                of 45. The area draining to the Mattaponi River has an average existing phosphorus export of
                0. 82 pounds/acre/year corresponding to an equivalent impervious cover percentage of 34. These
                average land cover conditions set the threshold by which future development may have to
                provide for water quality controls under the Chesapeake Bay Preservation regulations.

                Based on the results of the drainage study, recommendations for stormwater capital
                improvements, ordinances and policies, maintenance, and financing are provided. Specific
                recommendations in these four areas are found in Sections 5.0, 6.0, 7.0, and 8.0.

                Capital improvement recommendations include the upgrade of culverts and storm sewer systems
                to meet VDOT-specified design criteria, and the acquisition of drainage easements to facilitate
                adequate drainage and maintenance. Land use management practices should be implemented to
                achieve a "no net increase" in phosphorus loadings to the receiving waters.




                Langley and McDonald, P.C.                                             West Point Stormwater Study
                November 29, 1993                                                                        Page 4








               Recommendations for revisions and additions to the local Chesapeake Bay Preservation
               regulations, the Subdivision ordinance, and general policies are provided.                  These
               recommendations address the existing land cover conditions as determined for West Point for
               the Chesapeake Bay Preservation Act, and the performance of drainage systems within the
               Town.


               In the Town of West Point, the Virginia Department of Transportation is responsible for
               maintaining the drainage systems within the right of way. Unless the Town receives adequate
               funding from the State, VDOT should remain responsible for these systems. The Town should
               implement a regular maintenance program for those portions of the system outside the right of
               way, including the acquisition of drainage easements where the drainage system is located on
               private property.

               Options that the Town could consider to fund stormwater management include general obligation
               bonds, revenue bonds, land development fees, participation agreements, special service districts,
               and a stormwater utility. Each of this options is discussed is Section 8.0. A comprehensive
               approach consisting of traditional methods augmented by the creation of a stormwater utility and
               periodic issuance of revenue bonds should provide a stable, long-term source of revenue to
               implement the stormwater management program.





































               Langley and McDonald, P.C.                                                West Point Stormwater Study
               October 23, 1993                                                                            Page 5










                2.0                            BACKGROUND AND SCOPE



                In the Fall of 1992, the Town of West Point requested proposals from engineering firms for the
                development of a comprehensive drainage study and stormwater management program. As
                stated in the Request for Proposals, the purpose of the project "is to develop a comprehensive
                water management program to control flooding and property damage, soil loss, and point and
                nonpoint source pollution in the water stream in and around West Point". To accomplish the
                tasks requested by the Town, this project was divided into two phases. Phase I involves the
                development of the drainage inventory, and Phase H includes the drainage study and
                recommendations for stormwater management.

                Our project approach included the formation of a Stormwater Advisory Committee designed to
                provide input at various stages of the project to ensure that Town goals were being met. This
                committee included the following individuals:

                       Watson Allen          Town Manager, Town of West Point
                       C.J. Sanders          Councilmember, Town of West Point
                       James Vadas           Planning Commission, Town of West Point
                       Herb Brown            School Administration, Town of West Point
                       Mary Causey           Wetlands Board, Town of West Point
                       Joshua Lawson         Chamber of Commerce, Town of West Point
                       John Nein             Chesapeake Corporation
                       Olen Sikes            Chesapeake Corporation
                       Brian Wagner          Chesapeake Bay Local Assistance Department
                       Keith White           Chesapeake Bay Local Assistance Department
                       Joseph Battiata       Virginia Department of Conservation & Recreation
                       Julie Brown           Virginia Department of Transportation
                       Norman Mason          Langley and McDonald
                       Diana Tulis           Langley and McDonald
                       Steve Romeo           Langley and McDonald
                       Jack Whitney          Langley and McDonald

                Periodic meetings were held to inform the committee of project status, and to develop agreed
                upon objectives of successive tasks.

                With the aid of a consultant, the Town is currently developing a Geographical Information
                System (GIS). Digital information created by this project (i.e. drawing, spreadsheet, and word
                processing files) can be utilized by a GIS. Langley and McDonald has coordinated with the GIS
                consultant to determine file format compatibility. Data Transfer Files (DXF) files will be used
                to transfer the graphic information and Worksheet Files (WK1) will be used to transfer
                spreadsheet data.









                Langley and McDonald, P.C.                                              West Point Stormwater Study
                November 29. 1993                                                                         Page 6








               This report is divided into eight sections as follows:

               1.  Executive Summary:                     Provides a managerial overview of the project.
               2.  Background and Scope:                  Describes the objectives of the work.
               3.  Drainage Inventory:                    Discusses Phase I of the project.
               4.  Drainage Study:                        Discusses Phase H of the project.
               5.  CIP Recommendations:                   Sets forth recommendations for capital improvement
                                                          projects based on the Drainage Study.
               6.  Ordinance/Policy Recommendations:      Sets forth recommendations for new/revised
                                                          stormwater management regulations.
               7.  Maintenance Program:                   Provides recommendations for maintenance of
                                                          stormwater system.
               8.  Financing:                             Describes    available   funding    options     for
                                                          implementing stormwater management program.









































               Langley and McDonald, P.C.                                             West Point Stormwater Study
               October 23, 1993                                                                        Page 7










               3.0                               DRAINAGE INVENTORY


               The first task undertaken in this project was to determine the physical components of the
               drainage system within the Town. This task included smoke testing and camera inspection of
               selected storm pipes, field surveys of the drainage system, and the delineation of watershed
               boundaries based on existing mapping and field verification of these boundaries. Also included
               in this phase of the project was the production of color and infrared aerial photographs of the
               Town from photography dated April 12, 1993.

               3.1 SMOKE TESTING AND CAMERA INSPECTION


               To determine drainage system components and possible cross-connections, smoke testing was
               performed on 14,305 linear feet of pipe.           By forcing smoke through pipe sections,
               determinations were made as to connecting structures, pipes, outfalls, pipe failures, and possible
               cross-connections of the sanitary sewer system. Smoke testing revealed scattered pipe failures
               and one possible cross-connection on Lee Street between 7th and 8th Streets.

               Once the system connections were determined, select pipes were cleaned and inspected by video
               camera to determine their condition. Camera inspection was also used to help determine the
               location of drainage systems where smoke testing was unable to do so. A total of 6,464.4 linear
               feet of the Town's drainage system from 14th Street south and selected sections north of 14th
               Street were videotaped. The resulting videotapes and individual data sheets from this inspection
               have already been provided to the Town.

               Listed below are some of the observations resulting from the camera inspection.

               0       Initial attempts of the camera to "crawl" through some of the pipes were unsuccessful
                       due to sediment and debris in the pipes. Efforts were made by the Town to clean the
                       pipes by pressure washing; however, sediment and debris remained in certain sections
                       of the system which impeded the path of the camera.

               0       Many of the pipes experience root penetration at the pipe joints, some of which severely
                       block the flow of water through the pipe.

               0       Several sections of pipe within the Town have offset joints and cracks, some of which
                       experience infiltration.

               0       Several sections of pipe have other utilities running through them which reduces the
                       capacity of the storm pipe.

               0       Buried manholes were found.


               0       Attempts were made to inspect tidal-influenced pipes during low tide. Water was still
                       present during low tide in some of these systems.

               0       Pipe sag was encountered in several locations.




               Langley and McDonald, P.C.                                                West Point Stormwater Study
               October 23, 1993                                                                            Page 8









                      No cross-connection was found on Lee Street between 7th and 8th Streets. Camera
                      inspection of the sanitary system revealed a broken storm drainage pipe above a broken
                      sanitary pipe. These pipes have since been repaired by the Town.



               3.2    FULD SURVEYS


               The Town's storm sewer systems were surveyed to determine pipe size, material, length, rim
               and invert elevations. Culverts at road crossings were also surveyed. These systems were
               drafted onto reproducible Town topographic maps at a scale of 1'= 100'. A storm drainage
               inventory was developed for each topographic map. This inventory was developed in a
               spreadsheet format that is compatible for use with the Town's future GIS. The maps          and
               inventory have been provided to the Town under separate correspondence.

               Field investigations were also made to determine typical cross-sections of certain channels and
               ditches, and to estimate their corresponding roughness values. This information is contained in
               Appendix 1.



               3.3 WATERSHED BOUNDARIES


               Watershed boundaries were delineated based on existing topographic mapping.               Where
               appropriate, boundaries were adjusted to reflect conditions in the field. These boundaries are
               provided in digital format to be compatible with the Town's GIS.


               3.4 AERIAL PHOTOGRAPHS

               An aerial photograph of the Town was taken on April 12, 1993. Color and infrared copies of
               the photograph have been provided to the Town. These photographs were used to delineate
               existing land uses for water quantity and quality modeling.





















               Langley and McDonald, P.C.                                              West Point Stormwater Study
               October 23. 1993                                                                          Page 9










               4.0                                 DRAINAGE STUDY



               As the Town of West Point grows, additional development will impact the quantity and quality
               of stormwater runoff. The goal of this study is to document existing conditions within the Town
               with respect to stormwater runoff quantity and quality, estimate the impacts that development
               may have on the Town's drainage system and receiving waters, and recommend measures to
               control adverse impacts that might occur as a result of development.

               4.1 TECHNICAL APPROACH


               HYDROLOGIC MODEL


               The U.S. Army Corps of Engineers' "Flood Hydrograph Package" (HEC-1) computer program
               (version 4.0. 1E, revised May, 199 1) was used as the flood hydrograph and routing model.

               Basic hydrologic inputs were developed in accordance with the USDA, SCS publication
               "Technical Release No. 55, Urban Hydrology for Small Watersheds", 2nd edition, June, 1986.
               Adjustments to times of concentration were made using methodologies described in A Guide to
               Hydrologic Analysis Using SCS Methods, Richard H. McCuen, 1982.

               No published soil survey exists for the Town of West Point. Soils data was taken from maps
               of the area located at the Three Rivers Soil and Water Conservation District.


               Topographic information was provided by the Town on I " = 100' scale maps at 2' contour
               intervals compiled by the Sirine Group from photography dated 10/26/85.

               Future land use was taken from a map of the Comprehensive Land Use Plan dated September
               1986. Table 1 provides runoff curve numbers as a function of future land use and soil type.

               Existing land use was taken from the aerial photograph dated April 12, 1993.

               Field visits were performed in the Spring and Summer of 1993.

               Rainfall data for West Point was developed using information contained in "Rainfall Frequency
               Atlas of the United States for Durations from 30 Minutes to 24 Hours and Return Periods from
               I to 100 Years", Technical PWr No. 40, Weather Bureau, U.S. Department of Commerce,
               Washington, D.C., 1961, and "Five to 60 Minute Precipitation Frequency for the Eastern and
               Central United States", NWS HYDRO-35, National Weather Service, NOAA, U.S. Department
               of Commerce, Silver Springs, Md., June 1977. Depth/Duration/Frequency values used in this
               study are shown in Table 2.










               Langley and McDonald, P.C.                                              West Point Stormwater Study
               October 23, 1993                                                                         Page 10





















                                                                                                        wX


                                                                                                                      ... .......
                                                                             ka
                                                                                                                    . -.-   ::X.
                                                              I
                                      .........                                                            ......... ........
                                   ................... .....
                                           ..............
                                                           .............
                                            ............... . .                                        . ...... . . . ..........
                                                                                                         ........ . .. .
                                                                                                         .. .... . . .
                                            X.,                                                          ...........
                                                                                                         I .... .. II
                                                                                                          .............
                                                                                                       . ...................
                                                          .. ...... .                                               ......


                                                                              logic S
                                                                        Hydro 7T     oil Group
                       Comp. Plan                 A                      B                    C                     D
                        Land Use


                            LDR                   50                    67                    79                    84

                            MDR                   54                    70                    so                    85

                            HDR                   60                    74                    81                    87

                            GC                    86                    90                    93                    94

                            1-1                   77                    85                    90                    92

                            HI                    89                    92                    94.                   95

                            C                     39                    61                    74                    so

                            PS                    66                    78                    85                    88

                            SD                    74                    83                    88                    91



                            LDR            LOW DENSITY RESIDENTIAL
                            MDR            MEDIUM DENSITY RESIDENTIAL
                            HDR            HIGH DENSITY RESIDENTIAL
                            GC             GENERAL COMMERCIAL
                            LI             LIGHT INDUSTRY
                            HI             HEAVYINDUSTRY
                            C              CONSERVATION
                            PS             PUBLIC SEMIPUBLIC
                            SD             SPECIAL DEVELOPMENT




                   Reference:    SCS TR-55

                            Q    (p _ 0,2S12         S           10
                                 (P + 0.8S)                CN


                            0    Runoff finches)
                            P    Rainfall (inches)
                            S    Potential maximum retention after runoff begins (inches)
                            CN    SCS Curve Number








                  Langley and McDonald, P.C.                                                         West Point Stormwater Study
                  November 26, 1993                                                                                     Page 11







































                                                                                  ........ .. ....
                                                                                                                             .. ........
                                                                                           .....            .......-..... ......... .. ..... .. .. ........
                                                                                                                        . ..............
                                          .................. ......                                                 .. ....
                                              ...........
                                                                      ..... .                                        ................. .. ..... .. .. ..
                      ............
                                                   ..... .. .......                                             ... .. ........ .......... ......
                                        .......             all                      F
                                                                             Ur. Von Frequent
                    ...............
                   .. ........                                                                   V.
                                                                                                            ..........
                                                                                             ....           ..... ....  ..... .... ..
                                          . .. ..... ........ .......           . . . .. ........... ..
                                                                                                          ....... ........ ..
                                                                                                                : ::: ............ ..... .. . ... ..
                                                                      SVJINJ@d
                                                                                                                            .......... .
                                                                            an


                       Duration           2-YR             5-YR             1 0-YR           25-YR           50-YR           1 00-YR
                                        [inches]         [inches]         [inches]         [inches]         [inches]         [inches]


                        5 min.            0.47             0.54             0.60             0.68             0.74             0.81

                       10 min.            0.75             0.90             1.00             1.16             1.28             1.40

                       15 min.            0.95             1.14             1.28             1.49             1.65             1.81

                       30 min.            1.27             1.56             1.77             2.07             2.31             2.54

                       60 min.            1.60             2.00             2.28             2.68             2.99             3.30

                        2 hr.             1.81             2.28             2.61             3.08             3.45             3.82

                        3 hr.             2.02             2.56             2.95             3.49             3.91             4.33

                         6 hr.            2.55             3.29             3.80             4.53             5.09             5.65

                        12 hr.            3.03             3.94             4.56             5.45             6.14             6.83
                   2=4 h r.               3.50             4.58             5.33             6.38             7.19             8.00

                   Sources:         USWB TP-40
                                   NWS HYDRO-35






















                   Langley and McDonald, P.C.                                                          West Point Stormwater Study
                   October 23, 1993                                                                                        Page 12











                HYDRAULIC MODEL

                The analysis of culverts was performed in accordance with the Federal Highway Administration
                (FHWA) culvert design and analysis techniques set forth in the publication "Hydraulic Design
                of Highway Culverts," Hydraulic Design Series No. 5, FHWA, 1985.

                Hydraulic data were developed from field reconnaissance and surveys. Information relative to
                determining Manning's "n" value was developed from field observations. Manning's "n" values
                for natural channels were estimated in accordance with SCS procedures set forth in ORen
                Channel Hydraulics by Richard H. French, 1985. Typical channel cross-sections and significant
                hydraulic structure data were measured in the field.

                WATER QUALITY MODEL


                A spreadsheet model was developed to calculate pollutant loadings at various locations
                throughout the Town. The calculations are based upon existing and future land uses as
                prescribed by the Chesapeake Bay Local Assistance Department in their November 1989 Local
                Assistance Manual.


                Existing land use was based upon the aerial photograph taken April 12, 1993 as part of this
                project. Future land use was based upon the Town's 1986 Comprehensive Land Use Plan.

                PROBLEM SPOT ANALYSES


                The rational method (Q=ciA) was used to calculate peak runoff flow rates for existing and
                future development conditions. Hydraulic grade lines were estimated to evaluate system
                capacities.



                4.2 HYDROLOGIC/HYDRAULIC MODELING


                The Town of West Point is a 6.3 square mile incorporated municipality located in King William
                County at the confluence of the Pamunkey, Mattaponi, and York Rivers. Of the total 6.3 square
                miles, approximately 4.7 square miles is land area. Twenty-two and seventy-seven percent of
                the land area drains to the Pamunkey and Mattaponi Rivers respectively. Twelve acres of land
                located at the southeastern edge of Town drain directly into the York River.

                Hydrologic modeling using HEC-1 was performed on the four major stream systems within the
                Town. These four streams include West Point Creek and three tributaries to the Mattaponi
                River. Each of the four watersheds is discussed separately below. Detailed printouts of the
                HEC-1 models are provided in Appendix 2.

                As stated in the Flood Insurance Study for the Town of West Point (FEMA, June 18, 1990), the
                stillwater elevations for the York, Pamunkey, and Mattaponi Rivers and their adjoining
                tributaries within West Point have been determined for the 10-, 50-, 100-, and 500-year floods.
                The stillwater elevations for the three rivers and estuaries are 6.0 feet for the 10-year storm, 7.4
                feet for the 50-year storm, 8.0 feet for the 100-year storm, and 9.4 feet for the 500-year storm.


                Langley and McDonald, P.C.                                                  West Point Stormwater Study
                October 23, 1993                                                                              Page 13









                Flood elevations along major stream reaches within the. Town are controlled by the
                corresponding flood elevations of these three rivers. The Flood Insurance Rate Maps for the
                Town show the flood hazard areas inundated by the 100-year flood.


                West Point Creek - Existing Conditions

                West Point Creek flows from north to south through the middle of Town and empties into the
                Mattaponi River just south of 12th StreeL The West Point Creek watershed is approximately
                1.75 square miles in size, with various residential, commercial, agricultural, public, and
                undeveloped land uses.

                The West Point Creek watershed was divided into 26 sub-basins for hydrologic analysis. Figure
                1 shows sub-basin delineations. Hydrologic parameters developed for each sub-basin are shown
                in Table 3.


                Figure 2 shows the hydrologic soil groups present in this watershed. As seen from Figure 2,
                all four soil groups are represented.

                The West Point Creek watershed was analyzed under current conditions in the 2-, 10-, 25-, and
                100-year events. Table 4 shows calculated peak flow rates for each sub-basin.

                Table 5 describes selected system elements and provides estimated peak flow capacities and road
                crest elevations.


                West Point Creek - Future Conditions


                To estimate the impacts of future development, hydrologic parameters were developed for the
                sub-basin assuming full development of the watershed based on the Town's 1986 Comprehensive
                Land Use Plan. This assumption implies that areas that are currently undeveloped will
                ultimately be developed to allowable densities, and that areas where densities are lower than
                allowable will be further densified by future development.

                Figure 3 represents future land use patterns for the West Point Creek watershed. If land use
                patterns change significantly, the results of this study must be reevaluated.

                Future hydrologic, parameters used as a basis for modeling are shown in Table 6. Table 7 shows
                the results of the 2-, 10-, 25-, and 100-year storm analyses.














                LangleV and McDonald, P.C.                                              West Point Stormwater StudV
                October 23, 1993                                                                        Page 14













                                                                                                                      10,




                                                                                                                                                   C-9



                                                                                                                                   C-8
                                                                                                                                                               C-10








                                                                                                                           C-7
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                                                                                                                                           C-14


                                     C-1                                                                          C-6
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                                                               C-3                C-4                                                     C-16
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                          Sub-basin                     Area                  Curve                  Time of Conc.
                                                      [acres)                Number                      [hours]


                               C1                        50                     83                         0.65

                               C2                        43                     75                         0.90

                               C3                        61                     71                         2.64

                               C4                        47                     66                         1.55

                               C5                        33                     68                         1.28

                               C6                        53                     68                         1.88

                               C7                        54                     73                         2.10

                               C8                        84                     75                         1.52

                               C9                        39                     72                         1.41

                               C10                       64                     70                         2.30

                               C11                       108                    67                         2.63

                               C12                       60                     69                         4.32

                               C13                       40                     65                         1.76

                               C14                       29                     64                         1.94

                               C15                       42                     74                         1.96

                               C16                       32                     77                         1.31

                               C17                       14                     70                         0.96

                               C18                       22                     67                         1.87

                               C19                       27                     76                         3.37

                               C20                       20                     73                         1.32

                               C21                       69                     69                         1.89

                               C22                       23                     79                         1.17

                               C23                       19                     75                         2.07

                               C24                       23                     76                         2.24

                               C25                       20                     76                         2.49

                               C26                       43                     77                         2.57








                  Langley and McDonald, P.C.                                                               West Point Stormwater Study
                  October 23, 1993                                                                                             Page 16





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                                      C4                              13                           33                      47                 69

                                      C5                              12                           29                      40                 59

                                      CIS                                                          36                      49                 72

                                      C7                              19                           41                      54                 76

                                      C8                              42                           87                      114                157

                                      C9                              17                           37                      50                 71

                                      C10                             17                           40                      55                 79

                                      C11                             21                           53                      75                 110

                                      C12                             10                           23                      32                 46

                                      C13                             9                            24                      34                 51

                                      C14                             5                            16                      22                 33

                                      C15                             17                           35                      46                 65

                                      C16                             20                           39                      51                 69

                                      C17                             7                            16                      21                 30

                                      C18                             5                            14                      20                 29

                                      C19                             8                            16                      21                 29

                                      C20                             10                           22                      29                 40

                                      C21                             20                           48                      66                 95

                                      C22                             17                           32                      41                 54

                                      C23                             8                            16                      21                 29

                                      C24                             9                            19                      24                 34

                                      C25                             7                            15                      19                 27

                                      C26                             16                           33                      43                 59








                       Langley and McDonald, P.C.                                                                                 WeSt Point stormwater Study
                       October 23,    1993
                                                                                                                                                           Page 18














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                                                                                                                                                                                                                                             Road                           Existing                                                    Calculated                       Flow Rates (cfs)
                                                                                       Location                                                                             Description                                                      Crest                        Capacity                                      Existing Conditions/Future Conditions
                                                                                                                                                                                                                                    Elevation                                   (cfs)                                2-yr                            1 0-yr                             25-yr                              1 00-yr

                                                                  Magnolia Avenue-East                                                                                          18" RCP                                                      11.0                                  15                                10/19                          23/37                               32/49                              46/67

                                                                         Magnolia Avenue                                                                                        18" RCP                                                      13.2                                  16                                35/86                        88/164                           123/211                             186/284

                                                                Magnolia Avenue-West                                                                                            24" RCP                                                      12.9                                  25                                17/38                          37/63                               50/78                            71/100

                                                               Thompson Avenue-East                                                                                             15" RCP                                                      9.3                                     6                               8/20                            16/36                              21/46                              29/62

                                                              Thompson Avenue-West                                                                                   Double 42" FICP                                                         6.3                                 250                          101/152                            185/228                           224/354                             386/576

                                                                         ODI Street-North                                                                                       18" RCP                                                      7.8                                   18                                20/36                          39/67                               51/86                            69/115

                                                                         ODI Street-South                                                                                       15" RCP                                                      9.8                                     7                               7/15                            16/32                              21/41                              30/57

                                                                                    Oak Lane                                                                                    18" RCP                                                      8.5                                     7                               17/23                          32/42                               41/52                              54/69

                                                                                 14th Street                                                                              Double 8.5'x                                                       7.4                            >1000                             148/222                           292/383                            370/508                             574/836
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                                    Sub-basin                              Area                           Curve                         Time of Conc.
                                                                         lacresl                        Number                                [hoursl


                                          C 1                                50                             85                                  0.63

                                          C2                                 43                             84                                  0.83

                                          C3                                 61                             77                                  2.14

                                          C4                                 47                             87                                  1.32

                                          C5                                 33                             79                                  0.95

                                          C 6                                53                             77                                  1.32

                                          C7                                 54                             77                                  1.46

                                          C8                                 84                             85                                  1.21

                                          C 9                                39                             86                                  1.26

                                          C10                                64                             78                                  2.20

                                          C11                                108                            81                                  1.98

                                          C12                                60                             77                                  3.40

                                          C13                                40                             73                                  1.35

                                          C14                                29                             75                                  1.71

                                          C15                                42                             77                                  0.93

                                          C16                                32                             78                                  0.58

                                          C17                                14                             72                                  0.29

                                          C18                                22                             74                                  1.31

                                          C19                                27                             80                                  1.32

                                          C20                                20                             82                                  1.17

                                          C21                                69                             87                                  1.82

                                          C22                                23                             81                                  0.84

                                          C23                                19                             95                                  1.77

                                          C24                                23                             83                                  1.72

                                          C25                                20                             86                                  2.12

                                          C26                                43                             84                                  2.14








                         Langley and McDonald, P.C.                                                                                             West Point Stormwater Study
                         October 23, 1993                                                                                                                                  Page 21
















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                                 Sub-basin                           2-YR                       1 0-YR                   25-YR            1 00-YR
                                                                     [cfsl                        [CfsI                    fcfsl              [Cfs]


                                      C 1                            73                           122                      150                193

                                      C2                             51                           87                       108                140

                                      C3                             26                           53                       68                 93

                                      C4                             47                           77                       95                 122

                                      C5                             29                           54                       69                 92

                                      C6                             33                           65                       84                 115

                                      C7                             31                           61                       79                 107

                                      C8                             81                           137                      170                220

                                      C9                             38                           63                       78                 100

                                      C10                            29                           56                       73                 99

                                      C11                            61                           112                      142                189

                                      C12                            19                           37                       49                 67

                                      C13                            19                           42                       55                 77

                                      C14                            13                           27                       36                 50

                                      C15                            34                           65                       84                 113

                                      C16                            36                           67                       86                 115

                                      C17                            15                           32                       41                 57

                                      C18                            12                           24                       32                 44

                                      C19                            20                           36                       46                 62

                                      C20                            18                           32                       40                 53

                                      C21                            53                           89                       110                141

                                      C22                            23                           42                       52                 69

                                      C23                            20                           30                       35                 44

                                      C24                            16                           28                       35                 46

                                      C25                            13                           23                       28                 36

                                      C26                            27                           47                       58                 76








                      Langley and McDonald, P.C.                                                                                  West Point Stormwater Study
                      October 23, 1993                                                                                                                     Page 22









                West Point Creek - Trouble SWts

                1.     Filling QDerations
                       The drainage pattern in the area east of the King William Avenue/Magnolia Avenue
                       intersection has recently changed. The topographic maps show a channel flowing north
                       to south approximately 750 feet east of this intersection. An 18" culvert under Magnolia
                       Avenue is designed to convey the channel flow from north to south. The area just south
                       of this culvert has been disturbed by filling operations, blocking the natural north to
                       south drainage pattern. Field investigations indicate that the channel north of Magnolia
                       now flows in the opposite direction, eventually to a 24" culvert under Magnolia
                       approximately 1860 feet from the Magnolia/King William intersection. The receiving
                       channel and culvert are now serving more area than they were prior to the
                       aforementioned filling.     Other drainage patterns have been disturbed within this
                       watershed, including areas west of Mattaponi Avenue and areas east of Chelsea Road.
                       Drainage paths have been blocked or totally removed by fining operations on private
                       property.

                2.     Unmaintained systems
                       The drainage ditches and culverts in several areas of this watershed, including the
                       vicinity of the Thompson Avenue/ODI Street intersection and the Magnolia Avenue/Bond
                       Street intersection, are overgrown with vegetation. These drainage systems need to be
                       regularly cleaned and maintained to improve the drainage in these areas.

                3.     Lee Street
                       The east side of Lee Street from 22nd Street south to 18th Street experiences street
                       flooding during significant storms. The drainage systems serving this area should be
                       checked for sediment accumulation, and cleaned if necessary. The storm sewer systems
                       and culverts should be sized to meet VDOT criteria for Lee Street.


                4.     Main Street/14th Street
                       The piped system that serves this intersection and other areas of Main Street and 14th
                       Street is inadequate to carry runoff from significant storms, even when operating at full
                       capacity.    Field investigations reveal that this system is experiencing heavy root
                       penetration and sediment build-up. The trunk line changes size from 12" to 6" at the
                       Main Street/13th Street intersection. These factors significantly reduce the capacity of
                       this system.

                5.     Bagby Street
                       Water drains to a natural low area off Bagby Street west of Mattaponi Avenue. No
                       culvert exists to drain this water under Bagby Street, nor is there a downstream receiving
                       channel to convey the water away from Bagby Street.

                       The Bagby Street/Mattaponi Avenue intersection is also a low spot to which the
                       surrounding water drains, but no outfall exists.

                6.     Thompson Avenue
                       Theexisting system serving Thompson Avenue at the school is inadequate. Further


                Langley and McDonald, P.C.                                                 West Point Stormwater Study
                October 23, 1993                                                                            Page 23









                           discussions of this problem area are found later is this section under "TROUBLE
                           SPOTS".


                  7.       Mat=ni Avenue
                           There is no culvert at the low spot on Mattaponi Avenue north of Bagby Street to drain
                           water away from the road, nor is there an adequate receiving channel to carry runoff
                           away from this area.

                           The culvert under Mattaponi Avenue south of Bagby and the receiving channels have not
                           been maintained, preventing adequate drainage in this area. Additional information on
                           this trouble spot are found later in this section under "TROUBLE SPOTS".
















































                   Langley and McDonald. P.C.                                                              West Point Stormwater Study
                   October 23, 1993                                                                                            Page 24








               Magnolia Tribu!M to MaqQoni River - Existing Conditions

               The Magnolia Tributary to the Mattaponi River (see Figure 4) drains approximately 121 acres
               of land. Land uses within this watershed include single family residential, agricultural,
               institutional, and undeveloped.

               The Magnolia watershed was divided into three sub-basins for hydrologic analysis. Figure 4
               shows sub-basin delineations. Hydrologic parameters developed for each sub-basin are shown
               in Table 8.


               Figure 5 shows the hydrologic soil groups present in this watershed. As seen from Figure 5,
               soil groups B, C, and D are represented.

               The Magnolia watershed was analyzed under current conditions in the 2-, 10-, 25-, and 100-year
               events. Table 9 shows the calculated peak flow rates for each sub-basin.

               Table 10 describes selected system elements and provides estimated peak flow capacities and
               road crest elevations.


               Magnolia Tribu!aa to MaLWoni River - Future Conditions

               To estimate the impacts of future development, hydrologic parameters were developed for the
               sub-basin assuming full development of the watershed based on the Town's 1986 Comprehensive
               Land Use Plan. This assumption implies that areas that are currently undeveloped will
               ultimately be developed to allowable densities, and that areas where densities are lower than
               allowable will be further densified by future development.

               Figure 6 represents future land use patterns for the Magnolia watershed. If land use patterns
               change significantly, the results of this study must be reevaluated.

               Future hydrologic parameters used as a basis for modeling are shown in Table 11. Table 12
               shows the results of the 2-, 10-, 25-, and 100-year storm analyses.

               Magnolia Tribut= to Matiaggni River - Trouble S2gt

               1 .    Ponding at school
                      See discussions later in this section under "TROUBLE SPOTS".


               2.     ftressions
                      There are several areas within this watershed where water drains to an existing low spot
                      with no topographic relief The topographic maps show depression areas north and south
                      of Chelsea Road. The water ponds until it either evaporates or infiltrates into the
                      ground.








               Langley and McDonald, P.C.                                              West Point Stormwater Study
               October 23, 1993                                                                         Page 25














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                          Langley and McDonald, P.C.                                                                                             West Point Stormwater Study
                          October 23, 1993                                                                                                                                  Page 27







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                               Langley and McDonald, P.C.                                                                                                                          West Point Stormwater Study
                               October 23, 1993                                                                                                                                                                     Page 29














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                                                                                                                                                                                            Road                       Existing                                        Calculated Flow Rates (cfs)
                                                                       Location                                                              Description                                    Crest                    Capacity                              Existing Conditions/Future Conditions
                                                                                                                                                                                        Elevation                         (cfs)                        2-yr                      1 0-yr                      25-yr                        1 00-yr

                                          Chelsea Road south of Magnolia                                                                        36" RCP                                       6.6                            75                     31/45                      54/69                       67/100                      101/167
                                                                 Avenue (1328)
                                     Bagby St. west of Chelsea Rd. (R27)T                                                                                                                                                                            18/40                     35171                        46/89                       62/117






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                                   Sub-basin                         Area                        Curve                       Time of Conc.
                                                                   [acres]                      Number                              [hours]


                                       C27                            38                            82                              0.86

                                       C28                            47                            75                              0.93

                                      C285                            35                            71                              0.92































                          Langley and McDonald, P.C.                                                                                West Point Stormwater Study
                          October 23, 1993                                                                                                                  Page 32




















































                                                           ..... .. .. .                          .. .....    ..... .
                   .......... .. .
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                           Sub-basin                  2-YR                  1 0-YR             25-YR          1 00-YR
                                                      (cfs]                  [cfs]               [cfs]          [Cfs]


                               C27                     40                     71                  89             117

                               C28                     34                     68                  89             122

                             C285                      20                     44                  59            83































                   Langley and McDonald, P.C.                                                           West Point Stormwater Study
                   October 23, 1993                                                                                        Page 33








               North Chelsea Tribuj= to Ya=oni Rivu - Existing Condition

               The North Chelsea Tributary to the Mattaponi River (see Figure 7) drains approximately 424
               acres of land, including 227 acres which is beyond the Town limits.. Land uses within this
               watershed include single family residential, agricultural, and undeveloped.

               The North Chelsea watershed was divided into 6 sub-basins for hydrologic analysis. Figure 7
               shows sub-basin delineations. Hydrologic parameters developed for each sub-basin are shown
               in Table 13.


               Figure 8 shows the hydrologic soil groups present in this watershed. As seen from Figure 8,
               all four soil groups are represented.

               The North Chelsea watershed was analyzed under current conditions in the 2-, 10-, 25-, and
               100-year events. Table 14 shows calculated peak flow rates for each sub-basin.

               Table 15 describes selected system elements and provides estimated peak flow capacities    and
               road crest elevations.


               North Chelsea Tribujaa to MatWorii River - Future Condition

               To estimate the impacts of future development, hydrologic parameters were developed for the
               sub-basin assuming full development of the watershed based on the Town's 1986 Comprehensive
               Land Use Plan. This assumption implies that areas that are currently undeveloped will
               ultimately be developed to allowable densities, and that areas where densities are lower than
               allowable will be further densified by future development.

               Figure 9 represents future land use patterns for the North Chelsea watershed. If land use
               patterns change significantly, the results of this study must be reevaluated.

               Future hydrologic parameters used as a basis for modeling are shown in Table 16.     Table 17
               shows the results of the 2-, 10-, 25-, and 100-year storm analyses.

               North Chelsea TribulM to Mag=ni River - Trouble Spgts

               1.     Chelsea Road north of Riverview
                      The downstream end of the 12" culvert under Chelsea Road north of Riverview is buried.
                      Without the culvert, water must pass over Chelsea Road to enter the downstream
                      receiving ditch.

               2.     Doressions
                      As in other portions of the Town, there are areas within this watershed where water
                      drains to an existing low spot with no topographic relief. The topographic maps show
                      several such areas north. of Chelsea Road between Magnolia Avenue and the tributary.
                      The water ponds until it either evaporates or infiltrates into the ground.





               Langley and McDonald, P.C.                                             West Point Stormwater Study
               October 23, 1993                                                                       Page 34





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                                                                 Sub-basin                                                          Area                                                  Curve                                                Time of Conc.
                                                                                                                                 [acres]                                               Number                                                            [hours]


                                                                         C2                                                            25                                                     69                                                             1.12

                                                                         C30                                                           30                                                     71                                                             1.68

                                                                         C31                                                           20                                                     64                                                             1.26

                                                                         C32                                                           40                                                     68                                                             1.69

                                                                         C33                                                           32                                                     52                                                             1.80

                                                                         C34                                                         277                                                      67                                                             2.19




























                                             Langley and McDonald, P.C.                                                                                                                                                                                      West Point Stormwater Study
                                             October 23, 1993                                                                                                                                                                                                                                             Page 36









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                                  Sub-basin                        2-YR                            1 0-YR               25-YR               1 00-YR
                                                                    [CfSI                          [Cfs]                   [CfS1            [CfS1


                                      C29                            11                            25                      34                 49

                                      C30                            11                            25                      34                 48

                                      C31                             5                            15                      21                 31

                                      C32                            12                            29                      40                 59

                                      C33                             1                            8                       13                 24

                                      C34                            62                            158                     221              324




























                      Langley and McDonald, P.C.                                                                                  West Point Stormwater Study
                      October 23, 1993                                                                                                                     Page 38














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                                                                                                                                                                                                                                      Road                          Existing                                                Calculated Flow Rates (cfs)
                                                                                        Location                                                                               Description                                            Crest                        Capacity                                   Existing Conditions/Future Conditions
                                                                                                                                                                                                                              Elevation                                  (cfs)                            2-yr                         1 0-yr                            25-yr                            1 00-yr

                                                Chelsea Road north of Riverview Dr.                                                                                             12" RCP                                               10.5                       0 - buried                            11/26                          25/54                             34/72                           48/100
                                                                                            (R30)                                                                                                                                                                     outfall
                                          Chelsea Road north of Euclid Blvd. (R33)T 8'x 2' culvert                                                                                                                                    3.2                                  50                          47/83                       101 /335                          239/469                           390/672:]










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                              Sub-basin                          Area                    Curve                    Time of Conc.
                                                              [acres]                  Number                           [hours]


                                  C29                            25                       80                            0.89

                                  C30                            30                       72                            0.51

                                  C31                            20                       78                            1.03

                                  C32                            40                       78                            1.52

                                  C33                            32                       75                            1.34

                                  C34                            277                      78                            1.56




























                     Langley and McDonald, P.C.                                                                         West Point Stormwater Study
                     October 23, 1993                                                                                                         Page 41

















































                                                                                     .................. .....
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                               Sub-basin                      2-YR                         0-YR                25-YR           1 00-YR
                                                              [Cfs]                        [CfS]                [CfS1              [CfS1


                                  C2                             24                        43                     55               73

                                  C30                            26                        54                     72               100

                                  C31                            21                        35                     44               57

                                  C32                            24                        46                     60               81

                                  C33                            18                        36                     48               65

                                  C34                                                      311                    402              543



























                     Langley and McDonald, P.C.                                                                         West Point Stormwater Study
                     October 23, 1993                                                                                                         Page 42








                Thompson Tributau to Maltamoni River - Existing Condition

                The Thompson Tributary to the Mattaponi River (see Figure 10) drains approximately 107 acres
                of land. Land uses within this watershed include single family residential, institutional,
                agricultural, and undeveloped.

                The Thompson watershed was divided into six sub-basins for hydrologic analysis. Figure 10
                shows sub-basin delineations. Hydrologic parameters developed for each sub-basin are shown
                in Table 18.


                Figure I I shows the hydrologic soil groups present in this watershed. As seen from Figure 11,
                all four soil groups are represented.

                The Thompson watershed was analyzed under current conditions in the 2-, 10-, 25-, and 100-
                year events. Table 19 shows the calculated peak flow rates for each sub-basin.

                Table 20 describes selected system elements and provides estimated peak flow capacities and
                road crest elevations.


                Thompson TribujM to Ma=ni River - Future Conditions

                To estimate the impacts of future development, hydrologic parameters were developed for the
                sub-basin assuming full development of the watershed based on the Town's 1986 Comprehensive
                Land Use Plan. This assumption implies that areas that are currently undeveloped will
                ultimately be developed to allowable densities, and that areas where densities are lower than
                allowable will be further densified by future development.

                Figure 12 represents future land use patterns for the Thompson watershed. If land use patterns
                change significantly, the results of this study must be reevaluated.

                Future hydrologic parameters used as a basis for modeling are shown in Table 21. Table 22
                shows the results of the 2-, 10-, 25-, and 100-year storm analyses.

                Thompson Tribujaa to M "tta oni River - Trouble Spot

                I .    School parking lot
                       See discussions found later in this section under "TROUBLE SPOTS".

                2.     Unmaintained ditches/jDrivate j2roRgrty
                       Many sections of open ditch in this watershed flow through private property where no
                       regular maintenance of the ditch sections occurs. In addition to reducing flow capacity,
                       the lack of ditch maintenance oftentimes creates a nuisance.










                Langley and McDonald, P.C.                                              West Point Stormwater Study
                October 23, 1993                                                                        Page 43






























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                                                                  Sub-basin                                                         Area                                                   Curve                                                Time of Conc.
                                                                                                                                  [acres]                                                Number                                                            [hours]


                                                                          C35                                                            8                                                     82                                                             0.89

                                                                          C36                                                            17                                                    79                                                               1.9

                                                                          C37                                                            12                                                    70                                                             0.86

                                                                          C38                                                            18                                                    69                                                             1.86

                                                                          C39                                                            29                                                    85                                                             1.56

                                                                          C40                                                            24                                                    72                                                             2.32





























                                              Langley and McDonald, P.C.                                                                                                                                                                                      West Point Stormwater Study
                                              October 23, 1993                                                                                                                                                                                                                                               Page 45







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                       Langley and McDonald, P.C.                                                                             West Point Stormwater Study
                       October 23, 1993                                                                                                               Page 47














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                   Langley and McDonald, P.C.                                                              West Point Stormwater Study
                   October 23, 1993                                                                                            Page 50

















































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                   Langley and McDonald, P.C.                                                          West Point Stormwater Study
                   October 23, 1993                                                                                        Page 51









                4.3 WATER QUALITY MODELING

                The Town is divided into two watersheds for the purpose of documenting results of the water
                quality calculations, namely the watersheds of the Pamunkey River and the Mattaponi River (see
                Figure 13). As prescribed by the Chesapeake Bay Local Assistance Department, average
                existing land cover conditions were determined for each of the two watersheds based on land
                use. Phosphorus loadings as a function of land use are shown in Table 23. Weighted averages
                of phosphorus export for each watershed were calculated based on existing land uses, excluding
                various undevelopable marsh/wetland areas as shown in Figure 13. The Mattaponi watershed
                has an average existing phosphorus export of 0.82 lb/acre/year corresponding to an equivalent
                impervious cover percentage of 34.       The Pamunkey watershed has an average existing
                phosphorus export of 1.06 lb/acre/year corresponding to an equivalent impervious cover
                percentage of 45.

                These average land cover conditions set the threshold by which future development may.have
                to provide for water quality controls under the Chesapeake Bay Preservation regulations. If the
                percentage of impervious cover for a development project is kept below the threshold level for
                that watershed where the development takes place, then no stormwater quality controls are
                needed. For example, if a developer wants to build a subdivision in the Mattaponi River
                watershed, then no stormwater quality controls are needed as long as the average percent of
                impervious cover does not exceed 34 percent of the total development site.

                Phosphorus loading calculations were also made considering the impact of future land uses. The
                Mattaponi watershed has an average future phosphorus export of 0.77 lb/acre/year corresponding
                to an equivalent percent impervious cover of 31. The Pamunkey watershed has an average
                future phosphorus export of 1.28 lb/acre/year corresponding to an equivalent percent impervious
                cover of 55. As this figure is greater than the allowable 45 percent, development controls will
                be necessary or stormwater quality BMP's will be required.

                Detailed printouts of the water quality calculations are provided in Appendix 3.























                Langley and McDonald, P.C.                                              West Point Stormwater Study
                November 29, 1993                                                                        Page 52







































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                                                            LAND USES                                                         IMPERVIOUS                              PHOSPHORUS
                                                                                                                                          COVER                                EXPORT
                                                                                                                                          (%)                                  (lbs/ac/yr)

                                                                                                                                          0                                    0.12
                                                            5.0 acre residential lots                                                     5                                    0.22
                                                            2.0 acre residential lots                                                     10                                   0.33
                                                            1.0 acre residential lots                                                     15                                   0.43
                                                                                                                                          16                                   0.45
                                                                                                                                          17                                   0.47
                                                                                                                                          18                                   0.49
                                                                                                                                          19                                   0.52
                                                            0.50 acre residential lots                                                    20                                   0.54
                                                            0.33 acre residential lots                                                    25                                   0.64
                                                            0.25 acre residential lots                                                    30                                   0.75
                                                                                                                                          35                                   0.85
                                                            Townhouses                                                                    40                                   0.96
                                                                                                                                          45                                   1.06
                                                                                                                                          50                                   1.17
                                                            Garden Apartments                                                             55                                   1.27
                                                                                                                                          60                                   1.38
                                                                                                                                          65                                   1.48
                                                            'Light                                                                        70                                   1.59
                                                            Commercial/Industrial                                                         75                                   1.69
                                                                                                                                          80                                   1.80
                                                            Heavy                                                                         85                                   1.90
                                                            Commercial/Industrial                                                         90                                   2.01
                                                                                                                                          95                                   2.11
                                                            Asphalt/Pavement                                                              100                                  2.22
                                                                                        Based on annual rainfall                          of 44     inches per year


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                                                                                        ANNUAL.
                                                                                                            STORK.PHOSPHORU&EXPORT..                                           .. ..... 11.11 ......     ....... ......
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                                                                                                                                          HYDROLOGIC SOIL GROUP
                                             LAND USE                                                             A                                 B                          C                       D

                                             Conventional Tillage                                              0.83                         1.63                               2.42                 3.71
                                             Cropland
                                             Conservation Tillage                                              0.52                         1.02                               1.52                 2.32
                                             Cropland
                                             Pasture Land                                                      0.20                         0.40                               0.59                 0.91
                                             Forest Land                                                       0.04                         0.08                               0.12                 0.19




                               Langley and McDonald, P.C.                                                                                                                          West Point Stormwater Study
                               October 23, 1993                                                                                                                                                                      Page 54










                4.4 IROUBLE SPOTS

                The Town identified five specific areas where drainage was inadequate. Brief descriptions of
                these trouble spots are presented below, with recommended improvements provided in Section
                Five. The improvements mentioned in this report represent a concept only. Other trouble spots
                discovered during this study have been previously discussed. Detailed analysis and design,
                outside the scope of this study, are required for actual implementation.


                7th Street and Main S

                The existing drainage system serving this area is inadequate in size and, therefore, cannot carry
                runoff from significant rainfall events. In addition, this system outfalls to an existing marsh area
                at the intersection of 6th Street and Kirby Street, and the outfall has a tendency to become filled
                with sediment and debris. This outfall. was buried at the time of our initial field inspection.

                23rd Street and King William Avenue                 &

                The existing drainage system serving this area runs along King William Avenue from Bellwood
                Street to 16th Street where it empties into an open ditch at Chesapeake Corporation. This
                system can not carry the design storm runoff from the contributing drainage area. The trunk
                line of this system is undersized, with some pipes positioned on negative slopes. It appears that
                settling has occurred, resulting in sections of the systems being on a reverse gradient. The
                outfall ditch, in its existing condition, creates a tailwater effect which further reduces the
                capacity of this system.

                16th Street and Kirby S

                The downstream end of the culvert under 16th Street is buried, thus inhibiting the conveyance
                of water. In addition, the piped system that outfalls to an existing ditch is inadequate for the
                10-year design storm.
                King William Avenue between Magnolia Dlive and Pamunka Avenue

                The piped drainage system serving this area runs north along King William Avenue from
                Pamunkey Avenue and then turns east alongside the Jackson Hewitt Tax Service. This system's
                capacity is inadequate to serve the area draining to it. The system outfalls to an open ditch that
                is heavily vegetated at the point where the pipe ends. High tailwater conditions at the outfall
                may contribute to the inadequacy of this system during some rainfall events.

                Elementu3@ school ad-jacent to Chelsea Ro

                There are three areas around the West Point schools that are experiencing drainage problems.
                The gravel parking lot at the elementary school off of Chelsea Road, the grassed area adjacent
                to the high school along Mattaponi Avenue, and Thompson Avenue near the entrance of the high
                school do not drain adequately during most rainfall events.




                Langley and McDonald, P.C.                                                 West Point Stormwater Study
                October 23, 1993                                                                             Page 55









               There is no topographic relief in the gravel parldng lot at the elementary school. Water drains
               from the surrounding area to a low spot located in the parldng lot. Water stands in this location
               until it either evaporates or infiltrates. A dry well was recommended to expedite the infiltration
               process. The school has installed dry wells at two locations at the elementary school which have
               improved the drainage in this area.

               Also, there is no topographic relief in the grassed area adjacent to the high school. An 18"
               culvert located under Mattaponi Avenue just northwest of this area has not been maintained and
               consequently does not provide any drainage from one side of the street to the other. The area
               north of the culvert has been designated as wetlands. A definite drainage pattern in this area
               cannot be, determined from the existing topography as shown on the topographic maps.

               The piped system draining the area near the entrance of the high school on Thompson Avenue
               is inadequate to carry the runoff from this area. The yard inlet on the south side of Thompson
               Avenue was full of water during several field visits, with no apparent positive drainage. Some
               of the downstream segments of this system, which outfall near Westwood Court, are positioned
               on adverse slopes.









































               Langley and McDonald, P.C.                                                West Point Stormwater Study
               October 23, 1993                                                                           Page 56










               5.0 RECOMNIEENDATIONS FOR CAPITAL IMPROVEMENTS PROGRAM



               Water Quali1y IWrovements

               Based on the results of the water quality modeling, the Town should employ non-structural best
               management practices (BMP's) to manage the quality of stormwater runoff from future
               development. To provide a "no net increase" in phosphorus loadings to the receiving waters as
               prescribed by the Chesapeake Bay Local Assistance Department, land use management practices
               should be implemented. According to the water quality modeling (see Section 4.3), a "no net
               increase" in phosphorus loadings can be achieved within the Town if future development does
               not exceed 45 % imperviousness in the Pamunkey River watershed or 34 % imperviousness in the
               Mattaponi River watershed. Specific recommendations for changes in Town policies and
               ordinances are found in Section 6.0.


               Although not recommended, structural BMP's were considered in the study. Wet ponds, dry
               ponds, and infiltration basins are structural measures accepted by CBLAD to "treat" stormwater
               runoff. The feasibility of locating a regional BMP facility within the Town was explored with
               the stormwater advisory committee. Two possible locations for regional facilities included the
               area just upstream of the Thompson Avenue crossing of West Point Creek and the vacant area
               north of 16th Street between Kirby and Main Streets. Based on several factors including wetland
               issues, permitting process, facility cost, and ongoing maintenance responsibilities, it was
               determined that a regional BMP would not be considered at this time.


               Water Quanti1y I=rovements

               Criteria
               According to VDOT guidelines, culverts serving secondary roads should be designed for a 5 -
               10-year storm, while culverts serving primary roads should be designed for a 25-year storm.
               Storm sewer systems for primary and secondary roads should be designed for the 10-year storm
               for non-depressed roadways, and the 50-year storm for depressed roadways. Roadside and
               median ditches should have a 10-year storm capacity and a protective lining designed for the 2-
               year storm.


               Culverts
               Tables 5, 10, 15 and 20 list the existing capacities of selected culverts, and the expected peak
               flowrates under existing and future development for the 2-, 10-, 25-, and 100-year storms. As
               seen from these tables, there are several culverts that are inadequate to handle the peak flowrates
               from the VDOT-specified design storm.

               Recommendation: Upgrade the secondary and primary road culverts to meet VDOT criteria.
               Cost: Variable








               Langley and McDonald, P.C.                                                 West Point Stormwater Study
               October 23, 1993                                                                             Page 57









                Storm Sewer Systems

                As mentioned in the previous section, five specific storm sewer systems were analyzed for
                drainage capacity. Where capacity was determined to be inadequate, conceptual designs for
                improvements were developed. These improvements and cost estimates are described below.
                See Appendix 4 for cost estimating worksheets.

                        7th and Main
                        To improve drainage in this area, an upgraded system is needed from the 7th Street/Main
                        Street intersection down to the outfall. A system designed to handle the 10-year storm
                        under developed conditions would increase in size from 12" at the beginning of the
                        system to 30" at the outfall. Additional curb drop inlets would be needed along the
                        route.    Elliptical or parallel pipes may be needed to maintain minimum cover
                        requirements. Estimated cost: $89,000

                        23rd and King William Avenue
                        A drainage system designed for the 10-year storm under developed conditions would
                        consist of pipes ranging in size from 30" to 72", with additional drop inlets along the
                        route. The length of the system and location of other existing utilities more than likely
                        will require pipes at minimum slopes. The existing outfall ditch needs additional
                        capacity to decrease tailwater effects. Several sections of pipe on the lower end of the
                        system may need to elliptical or parallel. Estimated cost: $734,000

                        16th Street and Kirby Street
                        The piped system at this intersection needs to be upgraded to handle the flows from the
                        10-year design storm. The downstream end of the culvert under 16th Street is buried,
                        blocking the flow through this pipe. Appropriate actions should be taken to ensure
                        efficient flow through this culvert. Channel improvements are needed at the outfall ditch
                        to maintain downstream capacity. Estimated cost: $11,000

                        Kin2 William Avenue between Magnolia Avenue and Pamunkey Avenue
                        A drainage system designed for the 10-year storm under developed conditions would
                        consist of pipes ranging in size from 12" to 60", with additional drop inlets. The
                        capacity of the existing outfall ditch would need to be increased to reduce high tailwater
                        conditions. Estimated cost: $302,000


                        School
                        Drainage improvements for Thompson Avenue at the elementary school would include
                        placing curb and gutter and a new piped system along Thompson Avenue adjacent to the
                        school to handle the 10-year design storm. Regrading of the areas adjacent to the right-
                        of-way would be required. The new system would outfall to an existing channel east of
                        the Thompson/Chelsea intersection. This improvement would also decrease the amount
                        of area draining to the Westwood Court/Mattaponi Avenue intersection, which is
                        currently undersized for the 10-year storm. This improvement only addresses the street
                        flooding on Thompson Avenue. Estimated cost: $71,000





                Langley and McDonald, P.C.                                                   West Point Stormwater Study
                October 23, 1993                                                                               Page 58








                       A new system to improve drainage along Mattaponi Avenue near the school, without
                       disturbing the wetland area that has been created, would consist of a new piped system
                       flowing south along Mattaponi Avenue from Bagby Street to Thompson Avenue and then
                       east along Thompson Avenue to Chelsea Road. This system, ranging in pipe size from
                       12" to 54", would outfall to an existing channel east of Chelsea Road. Thompson
                       Avenue and Mattaponi Avenue would need regrading and new curb and gutter.
                       Regrading of the areas adjacent to the right-of-way would be required. The ditch flowing
                       north to Bagby Street would require regrading and enlarging, and the culvert under
                       Bagby Street would need upgrading. This improvement would also serve the existing
                       problem area on Thompson Avenue at the elementary school. Estimated cost: $772,000

               Additional problem areas where capital improvements for storm sewer systems are recommended
               include: the drainage system along Main Street from llth Street to 14th Street and along 14th
               Street from Main Street to the outfalls, Mattaponi Avenue north of Bagby Street, and Bagby
               Street west of Mattaponi Avenue.

               Tidal Water


               Due to the low and flat topography of West Point, certain drainage systems in the Town are
               influenced by the tidal rise and fall of the Pamunkey, Mattaponi, and York Rivers. The capacity
               of the drainage systems at the lower elevations will vary depending on the tide levels. During
               high tide, there are some systems that are completely full of water from the rivers. For
               example, the rim elevations of the drop inlets at the 2nd Street/Kirby Street intersection are
               below high tide levels. Therefore, when it rains during high tide, the pipes in this system are
               already full of water and they do not have the capacity to handle the runoff. This situation
               occurs in other areas of the Town as well.


               There are few feasible alternatives available to improve drainage in these situations. One choice
               is to pump the water from the low-lying areas, and the other is to block the tidal water from
               entering the low-lying areas by means of flood walls. Both of these alternatives are expensive
               to implement.

               Another option is to abandon the flooded area if the flooding cannot be tolerated.

               Drainage Easements

               Drainage and maintenance easements should be obtained on all properties where runoff from
               public property drains. The cost of obtaining these easements depends upon the specific
               property to be obtained. The Town may be successful in negotiating with the property owners
               to obtain the land in exchange for regular maintenance of the system.











               Langley and McDonald, P.C.                                               West Point Stormwater Study
               October 23, 1993                                                                          Page 59









                6.0                  ORDINANCE/POLICY RECOAlMENDATIONS



                Comprehensive Land Use Plan

                All of the water quantity and quality modeling performed in this study estimating future
                development conditions was based on land uses as designated in the Town's 1986
                Comprehensive Land Use Plan. Results of this study are valid only for those specific land uses.
                Assumptions for average residential lot size used in the calculations include the following:

                       Low density residential             0.7 acre lots         18 % impervious
                       Medium density residential          0.33 acre lots        25 % impervious
                       Ifigh density residential            < 0.25 acre lots     35 % impervious

                We do not recommend any changes to         the Comprehensive    Land Use Plan; however, if
                significant land use changes are made to   the plan, the results of the study will need to be
                reevaluated.


                Chesapeake Bay Preservation Act

                Existing average land cover conditions have been determined for the Town of West Point. As
                opposed to the default Chesapeake Bay watershed pollutant loading of 0.45 pounds/acre/year
                corresponding to an average percent imperviousness of 16 %, specific values for the watersheds
                of West Point have been determined. It is recommended that two watersheds be specified within
                the Town, namely the Pamunkey River watershed and the Mattaponi River watershed as shown,
                in Figure 13. Average land cover conditions for the Pamunkey River watershed result in a
                pollutant loading rate of 1.06 pounds/acre/year corresponding to an average percent
                imperviousness of 45%. Average land cover conditions for the Mattaponi River watershed
                produce a pollutant loading rate of 0.82 pounds/acre/year corresponding to an average percent
                imperviousness of 34 %. These values should be adopted as baseline existing average land cover
                conditions for the Town's two major watersheds.

                These existing average land cover conditions for the Town's two major watersheds were based
                upon existing land uses as depicted in the aerial photograph of the Town taken on April 12,
                1993. Areas designated as undevelopable on Figure 13 represent potential Resource Protection
                Areas and were not considered in these calculations. Therefore, these areas should not be
                considered in site-specific calculations. These potential Resource Protection Areas were based
                upon the National Wetland Inventory Maps and were not field verified. Ground truthing of
                Resource Protection Areas on a specific site should be the responsibility of the individual
                developer.

                Subdivision Ordinance


                Recommended additions to the Town's Subdivision Ordinance include the following:

                1.     Drainage ditches should have a bottom slope greater than 0.25 percent.
                2.     Drainage ditches with less than one percent bottom slope should be paved with concrete


                Langley and McDonald, P.C.                                              West Point Stormwater Study
                November 29, 1993                                                                       Page 60









                      or other appropriate lining as accepted by the Town.
               3.     No road should be constructed with less than 0.4 percent gradient.

               Erosion and Sediment Control

               Based upon our field inspections, there does not appear to be a chronic erosion problem within
               the Town. Flat bottom slopes and heavily vegetated ditches reduce the velocity of water flowing
               through open channels, thereby reducing the erosive forces of the water.

               No revisions to the Erosion and Sediment Control ordinance are recommended.


               General Recommendations


               1.     Avoid running other utilities through the storm drainage system.
               2.     Drainage systems should be designed to handle runoff from the entire area draining to
                      the system, assuming full development of the drainage area. If stormwater controls are
                      required, the timing of the release and corresponding downstream impacts on peak
                      flowrates should be considered.
               3.     Obtain drainage easements where appropriate.
               4.     Prohibit the obstruction of drainageways throughout the Town.




































               Langley and McDonald, P.C.                                              West Point Stormwater Study
               October 23, 1993                                                                        Page 61










               7.0                              MAINTENANCE PROGRAM



               In West Point and other incorporated towns with populations under 3,500, the Virginia
               Department of Transportation (VDOT) is responsible for maintaining drainage systems including
               roadside ditches, curb and gutter, drop inlets, and cross drains within the right of way. VDOT's
               policy states that they are not responsible for storm sewer outfalls or outlet ditches outside the
               right of way unless they are constructed by VDOT on easements required for that purpose.

               The Town of West Point is served by the Bowling Green Residency Office of VDOT. This
               office has no record of VDOT easements within West Point; therefore, their maintenance
               responsibilities are limited to systems within the right of way. The Town has the responsibility
               of maintaining those portions of the drainage system on public property beyond the right of way
               and within established drainage easements. However, much of the Town's drainage system is
               located on private property where no drainage easements exist.

               For various reasons, the drainage system in West Point has not been regularly maintained. The
               lack of maintenance has contributed to drainage problems experienced within the Town. Cases
               of buried outfalls, clogged inlets, overgrown ditches, and debris-filled pipes were discovered
               during field investigations. Several factors have contributed to the lack of regular maintenance
               of the drainage system either within or outside the right of way in West Point. Some of these
               factors include the following:

                               VDOT does not have the resources necessary to implement a regular maintenance
                               program for the localities that they serve.

                               No maintenance program has been established for the Town.

                               Most of the maintenance that does take place is in reaction to a problem as
                               opposed to regularly scheduled activities.

                               Much of the drainage system is located on private property.

               A successful    stormwater management program will only be realized with an effective
               maintenance program. A maintenance program will include strategic scheduling of activities
               such as inlet cleaning, ditch maintenance, pipe cleaning, and sediment clean out. These
               activities will allow drainage systems to perform to their potential, while also providing water
               quality benefits.

               Recommendations


               1 .     Obtain drainage easements on private prope  rty where drainage systems serve runoff from
                       public property.

               2.      Clean storm pipes annually.

               3.      Clean inlets after significant rainfall events.


               Langley and McDonald, P.C.                                                 West Point Stormwater Study
               October 23, 1993                                                                            Page 62









               4.      Clean ditches every year. Cut grass-lined channels at least once per month during the
                       growing season.

               5.      Inspect outfalls/culverts on a regular basis. Clean/repair as necessary.

               6.      Develop a GIS-based maintenance schedule.

               7.      Bring manholes/structures to grade.

               8.      Repair joints/cracks in drainage pipes/structures.

               It is understood that many of these maintenance tasks are the responsibility of VDOT. Unless
               the Town receives adequate funding from the State to take on VDOT's responsibilities, VDOT
               should remain responsible for maintaining the drainage systems within the right-of-way.

               According to sources at the Bowling Green Residency Office, VDOT's drainage maintenance
               costs in West Point approached $30,000 for the July, 1992 through June, 1993 fiscal year. The
               breakdown of costs is as follows:


                       Maintenance of primary road systems               $14,770
                       Maintenance of secondary road systems               11,355
                       Maintaining ditches by hand                         2,170
                       Maintaining ditches by machine                       1,565
                                                           Total         $29,860


               The Town currently has no set budget for maintaining the drainage system outside the right-of-
               way. Historically the Town reacts to a problem when it occurs, but no regular maintenance
               schedule is followed. A reliable funding source should be established to ensure that regular
               maintenance activities are implemented.
























               Langley and McDonald, P.C.                                              West Point Stormwater Study
               November 29, 1993                                                                       Page 63










                8.0                             FINANCING MEECHANISMS



                Stormwater runoff has long been recognized as a major cause of water quality degradation. In
                response, the Commonwealth of Virginia will be developing strategies to reduce excess nutrients
                that enter the James, York and Rappahannock rivers as part of the Chesapeake Bay Program.
                These "tributary" strategies will deal with the excess amounts of nutrients entering the rivers
                from both point and non-point sources. The overall goal is to reduce nutrients currently entering
                the Bay by 40%. Stormwater management at the local level will play a major role.

                Since stormwater management programs such as ones mandated by the Chesapeake Bay
                Preservation Act are relatively new, most localities have not yet developed comprehensive
                programs to plan, develop, maintain and finance such programs. Nevertheless, it is clear that
                in order to meet existing regulatory requirements along with future nutrient reduction goals,
                expenditures for stormwater management at the local level must increase.

                Traditionally stormwater management or "drainage projects" have been financed through
                property taxes. Recently, some grant funding has been made available to localities to prepare
                stormwater management plans. However, neither property taxes nor grants alone can be
                expected to adequately provide the funds necessary to administer stormwater management
                programs including such elements as planning and engineering, property acquisition, operation
                and maintenance, remediation, and site plan review over the long-term. Since stormwater
                management costs are anticipated to increase, budget allocations are not likely to keep pace
                unless additional revenue sources can be identified.


                In a survey performed by the Hampton Roads Planning District Commission, local expenditures
                for stormwater management-related activities increased 16% to 38% between 1984 and 1989.
                (It should be noted that these increased expenditures occurred before localities began
                implementing the programmatic requirements of the Chesapeake Bay Preservation Act.) The
                survey also found that all the surveyed localities relied heavily upon general fund revenues and
                Capital Improvement Programs. Some localities also used general obligation bonds, Community
                Development Block Grants and cost share agreements with developers.

                Like most localities, the Town of West Point has relied on the general fund and grants to finance
                stormwater management.       In addition to funding from the operating budget, the Town
                appropriated $100,000 in the FY 92-93 Capital Improvements Budget for the Master Storm
                Water Study and received a $30,000 grant from the Commonwealth of Virginia for stormwater
                management planning. However, no capital improvement funds for stormwater related projects
                have been allocated for FY 93-94 and beyond. Grant funds are generally awarded on an annual
                basis and are competitive in nature; therefore, they are not viable as a reliable long-term revenue
                source for administering a comprehensive stormwater management program.

                Since the operating budget cannot be expected to bear the entire burden of stormwater
                remediation needs identified in this report or administer a stormwater management system
                addressing future growth, other options must be considered. Those include:





                Langley and McDonald, P.C.                                                 West Point Stormwater Study
                October 23, 1993                                                                            Page 64









                       General Obligation Bonds
                       Revenue Bonds
                0      Land Development Fees
                0      Participation Agreements
                       Special Service Districts
                       Stormwater Utility

                8.1    GENERAL OBLIGATION BONDS

                General obligation bonds are long-term borrowing mechanisms which are commonly sold by
                local governments to finance major non-revenue producing capital improvements such as roads,
                schools, and recreational facilities. These bonds have traditionally been used as a means of
                financing stormwater management projects. The taxing power of a locality is pledged through
                the general fund or other local sources to pay interest and retire debt on bond issues.

                The advantages of general obligation bonds include low interest rates, ability to finance both the
                short and long-term stormwater management program costs, and these bonds can be issued in
                a relatively short timeframe.

                However, localities are subject to specific debt restrictions under the Code of Virginia. A
                locality's outstanding debt obligation is limited to no more than ten percent of the assessed value
                of taxable real estate.


                A disadvantage of general obligation bonds is that bond installments paid from the general fund
                over a long period of time may reduce the Town's ability to fund other programs that are not
                supported by obligated funds. Interest rates also may fluctuate.

                8.2 REVENUE BONDS


                Revenue bonds are usually associated with water and sewer projects. Revenues from such
                projects are used to pay annual dividends to bond holders. Debt is retired from the revenues
                produced by a particular enterprise rather than from the general fund. A prime advantage of
                revenue bonds is that, because they are not backed by the full faith and credit of the Town,
                bonding capacity is not reduced. A disadvantage is that interest rates for revenue bonds are
                higher than general obligation bonds and are, therefore, more expensive to issue. Also, a
                stormwater utility must be established to serve as the revenue generator if the bond funds are
                used for stormwater management projects.

                Nevertheless, revenue bonds together with a stormwater utility may represent a very viable
                financing strategy for West Point.

                8.3 LAND DEVELOPMENT FEES


                Pursuant to Section 15.1-466(d) of the Code of Virginia, localities are required to provide
                adequate drainage and flood control. Section 15.1-4660) enables localities to assess fees to
                developers based on the pro-rata share of runoff contributed by development. However, the
                Town must have a comprehensive stormwater management plan in place. Also, fees can only



                Langley and McDonald, P.C.                                                 West Point Stormwater Study
                October 23, 1993                                                                            Page 65









                be used for off-site facilities serving the developer's project. These fees are usually assessed
                on a per acre basis, based on imperviousness, land use or contribution to peak flow. Credits
                may be given if on-site control is provided. This option is especially attractive where regional
                systems are contemplated.

                Under the Chesapeake Bay Preservation Act regulations, the Town may implement this
                alternative in lieu of a program which requires on-site controls. On-site control programs are
                generally less effective and are more difficult to administer than regional systems.

                A number of disadvantages to this option include:

                0      Fees can only be assessed on new development. Costs cannot be recovered from existing
                       developers in the watershed.

                0      Fees can only be used for the construction of facilities that serve new development.

                0      Facilities must be constructed in advance of development and before receipt of fees.

                0      Since fees can only be used to construct regional stormwater management facilities, the
                       availability of suitably sized tracts of undeveloped land within the Town limits becomes
                       an issue.


                0      Since approximately 40% of the Town's land area has established uses, and the rate of
                       new growth has slowed, the opportunity to utilize this option is somewhat limited.

                0      Long term maintenance obligations would be incurred without a commensurate source
                       of funds identified.


                8.4    PARTICIPATION AND REBOURSEMIENT                   AGREMEENTS


                This technique would involve agreement by a developer to finance and construct a regional
                stormwater management facility to the specifications of the Town and then be reimbursed over
                time as new development occurs in the same watershed. The benefit of this approach is that the
                Town does not have to provide the up-front capital to construct a facility.

                However, given the relatively slow rate of undeveloped land conversion within the Town, the
                rate of reimbursement may not be attractive to potential developers.

                8.5 SPECIAL SERVICE DISTRICTS


                Spe cial service stormwater management districts can be established in designated watersheds.
                Property owners in such districts would be taxed by the Town to provide funds for the
                construction and maintenance of stormwater management facilities.

                The establishment of a special stormwater management district may be difficult since its
                formation is contingent upon the approval of fifty percent of the proposed district's voters.
                Consequently, this alternative is probably only viable in developed areas of the Town where



                Langley and McDonald'P.C.                                                West Point Stormwater Study
                November 29, 1993                                                                         Page 66









               chronic flooding problems are so severe that residents are willing to tax themselves to obtain
               relief. It is unlikely that residents of a sparsely developed watershed without existing drainage
               problems would create a district in anticipation of future development.

               8.6 STORMWATER UTI]LrrY


               Establishment of a stormwater utility is an attractive option for the financing of stormwater
               management in West Point. Many localities throughout the United States are using stormwater
               utilities in combination with bonds and other programs to finance all aspects of local stormwater
               management. In Virginia, several localities in Hampton Roads, including the Cities of Norfolk,
               Chesapeake and Virginia Beach, have created stormwater utilities.

               A stormwater utility is similar to a water and sewer utility in that it is a local go     vernment
               enterprise, financially separate from other municipal functions, and it is financed by user fees
               placed into restricted accounts that can be used only for stormwater management purposes. The
               main advantage of a stormwater utility is that revenues can be generated without impacting the
               Town's operating budget. These revenues a0b can be used to support the issue of revenue
               bonds.


               Nationwide, the emergence of stormwater utilities is a relatively new phenomenon. Although
               some localities, such as Boulder, Colorado, have stormwater utilities dating back to 1973, most
               were authorized during or after the mid-1980's, largely following the recognition that traditional
               revenue sources at the local level were not keeping pace with the costs of mandated stormwater
               management related programs. This was especially evident in the area of maintenance.
               Stormwater management facilities were not performing as effectively as possible due to lack of
               proper maintenance. Proper maintenance was not being performed due to lack of funds.

               In Virginia, no stormwater utilities existed prior to 1991. This was due to the fact that no clear
               authorization under Virginia law enabled localities to establish such utilities. In 1991, the
               Virginia General Assembly passed legislation authorizing every county, city or town in the
               Commonwealth to adopt a "stormwater control program" by "establishing a utility or enacting
               a system of service charges."

               Pursuant to Code of Virginia Section 15.1-292.4, the local governing body of any locality which
               administers a stormwater control program may recover related costs through the establishment
               of a utility. All revenues so derived, however, are considered "dedicated special revenue" and
               can only be used for certain purposes. Those are:

               1.      Acquisition of real and personal property necessary to construct, operate and maintain
                       stormwater control facilities.


               2.      Administrative costs.


               3.      Engineering and design, debt retirement, construction costs for new facilities and
                       improvement of existing facilities.

               4.      Facility maintenance.


               Langley and McDonald, P.C.                                                 West Point Stormwater Study
               October 23, 1993                                                                            Page 67









                5.     Monitoring of stormwater control devices.

                6.     Pollution control and abatement, consistent with State and Federal regulations for water
                       pollution control and abatement.

                This legislation also authorizes localities to issue general obligation bonds or revenue bonds in
                order to finance infrastructure costs.

                Two or more localities may also enter into cooperative agreements for the management of
                stormwater.


                Stormwater utilities should assess fees to all generators of runoff located in areas where runoff
                is conveyed through the town system. Stormwater utility fees should be related to the amount
                of runoff generated over and above that of a given parcel in the natural condition. In some
                instances, credits for on-site runoff control are allowed. The following briefly describes three
                techniques for assessing stormwater utility fees.

                0      The "rational method" bases the fee on runoff coefficients associated with different land

                       uses.


                0      A fee based on the amount of impervious surface on a given lot or parcel.

                0      A flat, uniform charge assessed to each property owner.

                8.7    REVENUE ESTEWATES


                In order to determine an "order of magnitude" estimate of the potential annual revenue
                contribution of a stormwater utility to the Town of West Point, the "rational method" was
                adapted to existing land uses. The following assumptions were used;

                0      An "Equivalent Residential Unit" (ERU) was the base unit adjusted for land use. One
                       acre of residential use represented approximately 3,000 square feet of impervious
                       surface.


                0      All residences, regardless of lot size, would be assessed a monthly charge based on one
                       ERU.


                0      Commercial uses would be assessed based upon an impervious surfaces percentage of 50
                       - 70% per acre or 6 ERUs per acre.

                0      Industrial uses would be assessed based upon on impervious surfaces percentage of 70 -
                        90% per acre or 8 ERUs per acre.

                0      Institutional, agricultural and undeveloped properties would be exempt.

                0      1993 land use data.





                Langley and McDonald, P.C.                                               West Point Stormwater Study
                October 23, 1993                                                                          Page 68








                      All developed property within the Town limits would be assessed regardless of drainage
                      pattern.



                                     HYPOTHETICAL ANNUAL REVENUE YIELD
                                         WEST POINT STORMWATER UTILITY


                                          TOTAL LAND AREA = 3,133 ACRES


                     LAND USE           (DWELLINGS)           PERCENT          ERU/        ANNUAL REVENUE
                                          ACREAGE           IMPERVIOUS ACRE
                                                           SURFACES                        LOW          HIGH

                 RESIDENTIAL                 (1099)              10%              1        $23,079        $39,564
                                              659

                 COMMERCIAL                    96             50%-70%             6        $12,096        $20,736


                 INDUSTRIAL                    193            70%-90%             8        $32@256        $55,296

                 AGRICULTURAL                 294                N/A              0           0              0

                 INSTITUTIONAL                 51                N/A              0           0              0

                 UNDEVELOPED                  1,840              N/A              0           0              0
               ITOTAL                         3,133                                        $67,431 1 $115,596

                      Rate:           Low      $1.75/month/ERU
                                      High     $3.00/month/ERU



               Recommendations


               Clearly, the Town of West Point must develop a comprehensive approach to the financing of
               stormwater management. The traditional approach which has relied heavily upon the operating
               budget, capital improvement budget and occasional grant funding will not provide revenues in
               an amount sufficient to correct existing drainage problems or offset long-term costs associated
               with administering new programs such as mandated by the Chesapeake Bay Preservation Act.

               A comprehensive approach consisting of traditional approaches augmented by the creation of a
               stormwater utility and periodic issuance of revenue bonds holds the greatest promise to provide
               a stable, equitable, long-term source of revenue to meet these difficult challenges.








               Langley and McDonald, P.C.                                                West Point Stormwater Study
               October 23, 1993                                                                           Page 69









               Specifically, the following recommended actions are offered.

               The Town should:


               1.     Conduct an audit to determine the level of current expenditures devoted to stormwater
                      management. This would include all costs associated with planning and administration,
                      engineering, site plan review, operations and maintenance, inspection and enforcement,
                      capital expenditures, etc.

               2.     Conduct an analysis of the anticipated costs associated with mandated programs
                      compliance.    This should include the future cost of ordinance development and
                      administration, comprehensive plan amendments, enhanced site plan review, stormwater
                      master plan preparation and administration, and operation and maintenance of facilities.

               3.     Adopt a Stormwater Control Program or its equivalent in accordance with Section 15. 1-
                      292.4 of the Code of Virginia.

               4.     Conduct a detailed cost/effectiveness analysis including draft ordinance preparation to
                      determine the feasibility and anticipated public acceptance of a Stormwater Utility.



                                                       REFERENCES


               1 .    Virginia Department of Environmental Quality.
                      Discussion PaWr: Reducing Nutrients in Virginia's Tidal Tributaries. May 1993.

               2.     Hampton Roads Planning District Commission.
                      Stormwater Mana2ement Financing Strategy for Hampton Roads Virginia. February
                      1991.


               3.     Maryland Department of the Environment.
                      A Survey of Stormwater Utilities. March 1988.

               4.     Maryland Department of the Environment.
                      Financing Stormwater Management: The Utility A1212roach. August 1988.

               5.     Maryland Department of the Environment.
                      Potential Revenues from Stormwater Utilities in MaUland. July 1991.

               6.     Town of West Point. ftrating BUdM FY 92-93.

               7.     Town of West Point. Cagital Iml2rovements Budget. 7/l/92 - 6/30/97.

               8.     Town of West Point. A Coml2rehensive Plan, September, 1986.






               Langley and McDonald, P.C.                                              West Point Stormwater Study
               October 23, 1993                                                                         Page 70



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                      APPENDIX 1
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                                                                                                 ==M= ==mom






                                                                        CHANNEL INFORMATION



                                                                                                        TYPICAL
             MAP                                                  HEC-1                            CROSS-SECTION                   ESTIMATED TOPOGRAPHIC MAP
             ID                         LOCATION                  ID                            (DIMENSIONS IN FEET)               ROUGHNESS          SHEET #


             I           Channel flowing east to                  S11                     TRAPEZOIDAL                                                         17
                         Magnolia Ave.                                                    B=3.5 T=7.0 D=1.6                                   0.05


             2           Swale flowing south                      n/a                     TRAPEZOIDAL                                                         17
                         to 1                                                             B=2.5 T=6.5 D=1-1                                   0.05


             3           Swale flowing south                      n/a                     TRAPEZOIDAL                                                         21
                         to 2                                                             B=2.0 T=4.5 D=1-9                                   0.05


             4           Co  nfluenoe in sub-                     n/a                     TRAPEZOIDAL                                                         17
                         basin C-1 1                                                      Upstream
                                                                                          B=2.0 T=7.0 D=0.5                                 0.045



                                                                                          Downstream

                                                                                          B=4.0 T=7.0 D=0-9                                 0.045


             5           Swale flowing east                       n/a                     TRAPEZOIDAL                                                         17
                         under old RR                                                     Upstream
                                                                                          B=3.0 T=6.0 D=1.5                                 0.045



                                                                                          Downstream

                                                                                          B=5.0 T=8.0 D=1.3                                 0.045






                                                       "Now











                         Channel flowing east to                n/a                   TRAPEZOIDAL                                                    17
                         Magnolia in C-9                                              B=6,0 T-10.0 D=1.0                             0.055


            7            Confluenoe south of                    U/S East=S10          TRAPEZOIDAL                                                    17
                         Magnolia in C-13                       U/S West=S9           Upstream East
                                                                DIS n/a               8=4.0 T=8.0 D=1.0                              0.045


                                                                                      Upstream West
                                                                                      B=3.0 T=6.0 D=0.6                              0.045


                                                                                      Downstream
                                                                                      B=5.0 T=7.0 D=1.4                              0.045


            8            Confluence in                          n/a                   TRAPEZOIDAL                                                    21
                         sub-basin C-1 2                                              Upstream East
                                                                                      B=6.0 T=8.0 D=1.3                              0.066


                                                                                      Upstream West
                                                                                      B=6.0 T=9.0 D=1.2                              0.065



                                                                                      Downstream South
                                                                                      B=6.0 T=9.0 D=1.1                              0.065


            9            Confluenoe of C-13,                    n/a                   NO DEFINED CHANNELS                                            18
                         C-15, and C-14                                               B=3.0 D=0.2                                     0.05


            10           Confluence In C-13                     U/S North=S12         TRAPEZOIDAL                                                    18












                        upstream of (9)                                              Upstream North
                                                                                     8=0 T=9.0 D=1.0                                  0.05


                                                                                     NO DEFINED CHANNELS
                                                                                     Upstream South, Downstream


           11           Confluenoe of C-14,                    S14.S7,S6             NO DEFINED CHANNELS                                             13
                        C-7, and C-6                                                 Upstream North (S14)
                                                                                     B=4.0 D=0.25                                   0.065


                                                                                     Upstream South (S7)
                                                                                     B=3.5 D=0.15                                   0.065


                                                                                     Downstream (S6)
                                                                                     B=5.0 D=0.3                                    0.065


           12           Channel flowing west                   S16                   TRAPEZOIDAL                                                     13
                        to West Pt. Creek                                            B=4.0 T=5.0 D=0.5                              0.065


           13           Channel in C-25                        n/a                   NO DEFINED CHANNEL                               0.08           14
                        flowing south


           14           Channel flowing south                  n/a                   TRAPEZOIDAL                                                     14
                        in C-26                                                      B=3.0 T=5.0 D=1.2                                 0.09


           16           Confluence in C-21                     S21                   TRAPEZOIDAL                                                     14
                                                                                     Upstream West
                                                                                     B=3.5 T=6.0 D=1.5                              0.045















                                                                                   Upstream East
                                                                                   B=1.5 T=4.0 D=2.0


                                                                                   Upstream South
                                                                                   B=3.0 T=5.0 D=2.0



                                                                                   U-SHAPED

                                                                                   Downstream

                                                                                   T=5.0 D=1.0


           17           Channel In C-21                      n/a                   NO DEFINED CHANNEL                                             9
                                                                                   Upstream West, Downstream                      0.06


                                                                                   TRAPEZOIDAL
                                                                                   Upstream East
                                                                                   B=3.0 T=3.0 D=11.5


           19           Confluence at C-24,                  n/a                   TRAPEZOIDAL                                                   14
                        C-25, and C-23                                             Upstream West, East
                                                                                   B=4.0 T=6.0 D=1.5                             0.055



                                                                                   Downstream

                                                                                   B=6.0 T=8.0 D=2.0


           20           Confluenos at C-26,                  D/S=S20               TRAPEZOIDAL                                                    9
                        C-23, and C-20                                             Upstream West
                                                                                   B=3.0 T=4.0 D=3.0















                                                             U/S East=S23           Upstream East
                                                                                    B=4.0 T=6.0 D=2.0                              0.055



                                                                                    Downstream
                                                                                    B=5.5 T=6.0 D=3.5                               0.06


          21           Magnolia Ave.
                       Tributary (P Chelsea Rd.              S285                   MARSH                                           0.05           22

          22           Channel flowing north                 D/S=S28                TRAPEZOIDAL                                                    22
                       to (21)                                                      Downstream
                                                                                    B=2.5 T=4.0 D=3-5                              0.065


                                                                                    Upstream
                                                                                    B=4.5 T=5 D=0.75


          23           Confluenos at C-29 and                D/S=S31                  U-SHAPED                                                     22
                       C-31                                                         Upstream north
                                                                                    B=1.5 D=1.0



                                                                                    TRAPEZOIDAL
                                                                                    Upstream south
                                                                                    B=4.0 T=5.0 13=11.0                             0.06



                                                                                    Downstream
                                                                                    B=2.0 T=5.0 D=4.5                               0.05



    m = = = = = = m = m m m m = m m m = m






         24          North Chelsea Tributary            S32                MARSH                                       0.04          25



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        HECI S/N: 1343000043         HMVersion: 6.33      Data File: C:\WESTPT\WP2EXIN.PRN




        t  FLOOD HYDROGRAPH PACKAGE (HEC-1)        t                                                         t   U.S. ARMY caRp5 OF ENE.i@jEERE.
        I               MAY    1991                t                                                         I   HYDROLOGIC ENGINEERING CENTER        t
        I            VERSION 4.0.IE                I                                                         t          609 SECOND STREET             t
        1                                          $                                                         t       DAVIS. CALIFORNIA 95616          1
        t RUN DATE   08/19/1993 TIME 10:33:36      1                                                         $           (916) 756-1104









                                                            x       x  xxxxxxx   xxxxx             x
                                                            x       x  x         x    x           xx
                                                            x       x  x         x                 x
                                                            xxxxxxx    xxxx      x       xxxxx     x
                                                            x       x  x         x                 x
                                                            x       x  x         x    x            x
                                                            x       x  xxxxxxx   xxxxx           xxx










                                                             Full Microcomputer Implementation
                                                                               by
                                                                    Haestad Methods, Inc.





                                            37 Brookside Road $ Waterbury, Connecticut 06708 t (203) 755-1666






                    THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECI (JAN 73), HECIGS, HECIDB, AND HEC1KW.


                    THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
                    THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 29 SEP 81. THIS IS THE FORTRAN77 VERSION
                    NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREGUENCY,
                    111:R111 TIME SERIES AT DESIRED CALCULATION INTERVAL         LOSS RITE:GREEN AND IMPT INFILTRATION
                    KINEMATIC WAVE:-NEW FINITE DIFFERENCE ALGORITHM







                                                                     HEC-1 INPUT                                                   PAGE I


                   LINE             ID .......I.......2....... 3.......  4....... 5....... 6.......7....... 8....... 9 ...... 10


                      I             ID    WEST POINT CREEK       EXISTING CONDITIONS
                      2             11    LIM 111 12-191         2-111R STIRI
                                    $DIAGRAM
                      3             IT        5                        288
                      4             la        5





                      5             KK        III
                      6             BA   0.168
                                    t 2-YEAR STORM       VDOT
                                    t                    0.47      0.95      1.6    2.06     2.28     2.52     2.76     2.88
                                    t2-YEAR STORM           NWS
                      7             PH                      0.47     0.95       1.6     1.81     2.02     2.55    3.03       J.5
                                    t10-YEAR STORM       VDOT
                                    t                       0.6    1.28      2.3    2.96     3.27       3.6    3.96     4.08
                                    110-YEAR STORM          NWS
                                    $                       0.6    1.28    2.28     2.61     2.95       3.8    4.56     5.33
                                    t25-YEAR STORM       VOGT
                                    1                    0.68      1.49    2,71       3.5    3.87     4.38     4.56       4.8
                                    t25-YEAR STORM          NWS
                                    t                    0.68      1.49    2,68     3.08     3.49     4.53     5.45     6.38
                                    I100-YEAR STORM      VDGT
                                    t                    0.81      1.81    3.35     4.32     4.77     5.16     5.64     5.76
                                    t100-YEAR STORM         NWS
                                    t                    0.81      1.81      3.3    3.82     4.33     5.65     6.83          a
                      8             LS                67
                      9             UD   1.578


                     10             KK        511
                     11             RS        3    FLOW        -1
                     12             RE    0.07     0.05     0.07     1400    0.003
                     13             RX        175   240     271.5  273.25 276.76       278.5      320      410
                     14             RY        16      14    13.5     11.9      11.9     13.5       14     16.1



                     16             BA        0.1
                                              '10


                     17             LS                70
                     11             11    1,31


                     19             KK   J@MAG    COMBINE SlI AND CIO
                     20             HC        2
                                    1    MAG   CULVERT AT MAGNOLIA
                                    t         I  ELEV






                     21             KK        SIO
                     22             RS             FLOW        -1
                     23             RC   0.085     0.045    0.065      440   0.003
                     24             RX        0       80       127   128.5   131.5       133      270      400
                     25             RY        14      12    10.07    9.33      9.33    10.07       12       14







                                                                  HEC-1 INPUT                                                PAGE 2


                                                                                                       .............




                    26            KK      C?
                    27            BA     0.06
                    28            LS               72
                    29            UD   0.846
                                  t    MAGW  CULVERT AT MAGNOLIA-WEST
                                  t       I    ELEV       ?
                                  t





                    30            KK      S9
                    31            RS        4    FLOW      -1
                    32            RC   0.085    0.045   0.085     1050    0.003
                    33            RX        0      80     127     128.5   131.5      133     270      400
                    34            RY      14       12   10.07     9.47     9.47    10.07       12      14


                    35            KK      C12


                    37            LS               69
                    38            UD   2.592
                                  $    MAGE  CULVERT AT MAGNOLIA-EAST
                                  I       I    ELEV       ?






                    39            KK      512
                    40            RS        7    FLOW      -1
                    41            RC   0.085     0.05   0.085     1000 0.0008
                    42            RX      100      160  165.5       170   174.5      180      270     360
                    43            RY      10         a    7.9     6.BB      7.9        a        9      10


                    44            KK   HC13   COMBINE S9, SIO, AND 512
                    45            HC        3


                    46            KK      Cli,
                    47            BA   0.062
                    48            LS               65
                    49            UD   1.056


                    50            KK      C15
                    51            BA   0.066
                    52            LS               74
                    53            UD   1.176


                    54            KK   HS14     COMBINE HC13, C13, AND C15
                    55            HC        3


                    56            KK      S14
                    57            RS      18     FLOW      -1
                    58            RC   0.105     0.065  0.105     1550 0,0012
                    51            RI      210      231    210       215     211      291      411     120
                    60            RY        a        6       4    3.75     3.75        4        6       8







                                                                    HEC-1 INPUT                                                  PAGE 3


                   LINE            ID ....... I.......2....... 3....... 4....... 5........0.......7....... 8.......9...... 10




                    61             KK         C14
                    62             BA   0.045
                    63             L5                 64
                    64             UD   1.164


                    65             KK         C7
                    66             BA   0.084
                    61             Ll                 13
                    68             UD     1.26


                    69             KK         ca
                    70             BA   0.131
                    71             LS                 75
                    72             UD   0.912


                    73             KK         S7
                    74             Rs         10   FLOW        -1
                    75             11   1,111    0,061   0,115      1451 0,0112
                    76             RX         ISO     170      185  223      227       255      275      310
                    77             RY         12      10       8    6.15     6.15         a       10       12


                    78             KK     J@S6   COMBINE C14, S14, C7,   AND 97
                    79             HC         4


                    so             KK         96
                    81             RS         20   FLOW        -1
                    82             RC   0.105    0.065   0.105      1900 0.0011
                    13             RI         130     310      331  311      312       411      141      510
                    84             RY         a       2        1.9  1.7      1.7       1.9        2        a


                    85             KK         C6
                    86             BA   0.083
                    87             LS                 68
                    as             UD   1.129


                    B9             KK         C16
                    qO             EA     0.05
                    11             LS                 77
                    92             UD   0.786
                                   I  ODI-N   CULVERT AT ODI-NORTH
                                   t          I ELEV           ?






                    93             KK         S16
                    94             RS         2    FLOW        -1
                    95             RC   0.105    0.065   0.105      450 0.0125
                    96             RX         155     180 197.5     19B      202     202.5      215     265
                    97             RY         a       4    2.54     2.49     2.49     2.54        4        B







                                                                     HEC-I INPUT                                                   PAGE 4


                   LINE             ID .......I.......2.......  3....... 4....... 5....... 6.......7....... 8.......  9......  10




                     98             KK      C17
                     99             BA   0.021
                   100              LS                70
                   101              UD   0.576
                                    t  ODI-S   CULVERT AT ODI-SOUTH
                                    I       I    ELEV        ?






                   112              KI      117
                   103              RS        2    FLOW         -1
                   104              RC    0.03     0.03      0.03     660      0.01
                   105              RX        0      ISO     260      264      266      268      280       320
                   106              RY      9.9       a      6.5         5        5     6.5        7        8


                   107              KK J@TWEST COMBINE C6, S6, S16, S17
                   III              IC        4


                   109              KK   TWEST   CULVERT AT THOMPSON-WEST
                   110              RS        I    IL11         3
                   III              SA    4.82     7.54      9.3     9.37      9.56     9.87   10.31    10.89    12.54    14.73
                   112              SA   17.29    20.18    30.73    31.35    32.92    34.33    35.43
                   113              SE      1.8       2         3    3.04      3.15     3.33     3.58     3.91    4.32     4.79
                   114              SE    5.34     5.96      6.66     6.7      6.8      6.89    6.96
                   115              so        0       0         0       25        50      75     100       125      150      175
                   116              so      200      225     250      350      400      450      500


                   117              KK      S5
                   Ila              RS        4    FLOW         -1
                   119              RC    0.06     0.04      0.06    1700   0.0005
                   120              RX      110      145     150      155      340      345      350       365
                   121              RY        6       4         2     1.5      1.5         2       4        6


                   122              KI      ClI
                   123              BA   0.034
                   124              LS                67
                   125              UD   1.122


                   126              KK      C5
                   127              BA   0.052
                   128              LS                6B
                   129              UD   0.768


                   110              1K      C19
                   131              BA   0.042
                   132              LS                76
                   133              UD   2.022
                                    $  TEAST   CULVERT AT THOMPSON-EAST
                                    t       I    ELEV        ?






                                                                 HEC-1 INPUT                                                 PAGE 5






                   134           KK      SIB
                   135           RS         6   FLOW       -1
                   136           RC     0.07   0.065      0.07   2300 0.0067
                   137           RX      200      215      230    240      270     285      295     305
                   138           RY         a       6        4       2       2        4        6       a


                   139           KK     J@S4   COMBINE CIB, CS,  S5, AND SIB
                   140           HI         4


                   141           KK       S4
                   142           RS       -7    FLOW       -1
                   143           RC     0.06    0.04      0.06   2800    0.0005
                   144           RX       68      78       88     170      320     330      340     380
                   145           RY         8       6        4       2       2        4        6       8


                   146           KK       C4
                   147           BA    0.074
                   141           Ll               16
                   149           UD     0.93


                   150           KK     HS3    COMBINE S4 AND C4
                   151           HC         2


                   152           KK       S3
                   153           RS         9   FLOW       -1
                   154           RC     0.06    0.04      0.06   3700 0.0005
                   155           RX      110      125      155    178      325     335      347     357
                   156           RI         1       6        4       2       2         1       6       1


                   157           KK      C24
                   158           HA    0.036
                   159           LS               76
                   160           UD    1.344


                   161           KK      121
                   162           BA    0.031
                   163           LS               76
                   164           UD    1.494


                   165           KK    HS23    COMBINE C24 AND C25
                   166           HC         2


                   167           KK      S23
                   168           RS         5   FLOW       -1
                   161           RC    0,091   0,011     0,115   1601 0*0101
                   170           RX         0     10       50       51       55      56     356     656
                   171           RY      5.8      5.8      4.B    2.8      2.8     4.8      4.q        5


                   172           KK      C26
                   173           BA    0.068
                   174           LS               77
                   175           11    1*542







                                                                    HEC-I INPUT                                                   PAGE 6


                    LINE            ID ....... I.......2....... 3....... 4.......5....... 6....... 7....... 8.......9...... 10



                    176             KK         C23
                    177             SA    0.03
                    178             LS                 75
                    111             11    1,212


                    IBO             KK    HS20    COMBINE C23, C26, AND S23
                    181             HC         3


                    182             KK         520
                    183             RS         10 FLOW          -1
                    III             IC    1,161   1,16     1,061    2111 0,0111
                    185             RX         0       50       250 250.25 255.75       256    386      406
                    186             RY         7.2     6.2      6     2.5      2.5        6    6.2      7.2


                    187             KK         C20
                    188             BA    0.037
                    189             LS                 73
                    190             UD    0.792


                    191             KK         C3
                    192             11    1,111
                    193             LS                 71
                    194             UD    1.58


                    195             KK         C22
                    196             BA    0.035
                    197             LS                 79
                    191             11    1,702
                                    t     OAK  CULVERT AT OAK LANE
                                    t          I ELEV           ?






                    171             KK         121
                    200             RS         16 FLOW          -1
                    201             RC    0.065   0.045    0.065    3900 0.0006
                    202             RI         0       70       90    111     221      240     311      390
                    203             RY    10.5    11.5          10       a       a      10     10.4     10.8


                    204             KK         C21
                    205             BA    0.107
                    206             LS                 69
                    207             UD    1.134


                    208             KK  J@S20A    COMBINE S21 AND C21
                    209             HC         2


                    210             KK    920A
                    211             RS         2  FLOW          -1
                    212             RC    0.065   0.06     0.065     400 0.0004
                    213             RX         40      46       55     65      85       95     125      150
                    214             RY         8       6        4        2       0        0        2        4






                                                                    HEC-1 INPUT                                                  PAGE 7


                   11 IE                                                ....... 1-



                    215            KK    HS2     COMBINE S20A, C3, S20, C20, AND S3
                    216            HC        5


                    217            KK      S2
                    218            RS        4    FLOW       -1
                    219            RC    0.06     0.04      0.06    1750 0.0005
                    220            RX      50       90       110      150     310      340      380      390
                    221            RI        1        6        4        2       2        4        6        1


                    222            KK      C2
                    223            11   0,117
                    224            LS               75
                    225            UD    0.54


                    226            KK   HR14     COMBINE C2 AND S2
                    227            HC        2
                                   t    R14    CULVERT AT 14TH STREET
                                   i       I     ELEV        ?
                                   t
                                   t
                                   t


                    228            KK      si
                    229            RS        4    FLOW       -1
                    230            RC    0.06     0.04      0.06    1800 0.0005
                    231            RX        0      0.1      50        82      132     139      146      186
                    232            RY        5        5        4        2       2        4        6        8


                    233            KK      Cl
                    234            BA   0.078
                    235            LS               83
                    236            UD    0.39


                    237            KK   HMAT   COMBINE Sl AND Cl
                    238            HC        2
                    239            zz








                          SCHEMATIC DIAGRAM OF STREAM NETWORK
        INPUT
         LINE      (VI ROUTING                   DIVERSION OR PUMP FLOW


           NO.         CONNECTOR                 RETURN OF DIVERTED OR PUMPED FLOW


            5         Cil
                          V
                          V
           10         Sil




           15                       CIO



           19        J@MAG ............
                          V
                          V
           21         Slo




           21                        11
                                      V
                                      V
           30                        S9



           35                                    C12
                                                   V
                                                   V
           39                                    S12


           44        J@C13' ........................


           46                       C13



           50                                    C15



           54        J@S14 ........................
                          V
                          V
           56         S14



           61                       C14



           65                                     C7



           69                                                  Cs
                                                                V
                                                                V
           73                                                  S7



           78         J@S6 ....................................
                          v




          BO            S6



          85                         C6



          B9                                     C16
                                                   v


          93                                     S16



          9B                                                 C17
                                                                v
                                                                v
         102                                                 S17



         107        HTWES ....................................
                        v
                        v
         109         TWEST
                        v
                        v





         122                        Cie



         126                                      C5



         130                                                 C19




         134                                                 SIB



         139          J@S4 .....................................
                        v
                        v
         141            S4



         146                         C4



         150          j@S3 ............
                        v
                        V
         152            S3



         157                        C24




         161                                     C25



         165                      J@S23 ............


                                      v
         167                        S23




         172                                   C26



         176                                                C23



         180                     HS20 ........................
                                     v


         182                       S20



         IB7                                   C20



         191                                                 C3



         195                                                              C22
                                                                            v
                                                                            v
         199                                                              S21



         204                                                                          C21



         208                                                           J@S20A ............
                                                                            v
                                                                            v
         210                                                             S20A



         215          HS2 ................................................
                         v


         217            S2



         222                         C2



         226         HR14 ............
                         v
                         v
         228            Sl



         233                         Cl



         231         HIAT ............


        (00   RUNOFF ALSO COMPUTED AT THIS LOCATION







        HECI S/N: 1343000 043         HMVersion: 6.33      Data File: C:\WESTPT\WP2EXIN.PRN






        1   11,11 11111111PH PACKAGE (HEC-11        I                                                        t    U.S. ARMY CORPS OF ENGINEERS         t
        t                MAY    1991                t                                                        t    HYDROLOGIC ENGINEERING CENTER        t
        I             VERSION 4.0.IE                $                                                        t          609 SECOND STREET              I
        t                                           t                                                        t       DAVIS, CALIFORNIA 95616           t
        I RUN DATE    08/17/1993 TIME 10:33:36      t                                                        9            (916) 756-1104               t










                                      WEST POINT CREEK       EXISTING CONDITIONS
                                      L&M JOB 92-093         2-YEAR STORM


           4 10           OUTPUT CONTROL VARIABLES
                                 IPRNT              5  PRINT CONTROL
                                 IPLOT              0  PLOT CONTROL
                                 OSCAL              0. HYDROGRAPH PLOT SCALE


             IT           HYDROGRAPH TIME DATA
                                   NNIN             5  MINUTES IN COMPUTATION INTERVAL
                                 IDATE       1      0  STARTING DATE
                                 ITIME          0000   STARTING TIME
                                     NQ         288    NUMBER OF HYDROGRAPH ORDINATES
                                NDDATE       1      0  ENDING DATE
                                NOTIME          2355   ENDING TIME
                                ICENT               19 CENTURY MARK


                            COMPUTATION INTERVAL       0.08 HOURS
                                  TOTAL TIME BASE      23.92 HOURS


                  ENGLISH UNITS
                        DRAINAGE AREA           SGUARE MILES
                        PRECIPITATION DEPTH     INCHES
                        LENGTH, ELEVATION       FEET
                        FLOW                    CUBIC FEET PER SECOND
                        STORAGE VOLUME          ACRE-FEET
                        SURFACE AREA            ACRES
                        TEMPERATURE             DEGREES FAHRENHEIT









                                                                          RUNOFF SUMMARY
                                                                 FLOW IN CUBIC FEET PER SECOND
                                                             TIME IN HOURS, AREA IN SOUARE MILES


                                                    PEAK   TIME OF       AVERAGE FLOW FOR MAXIMUM PERIOD             BASIN      MAXIMUM      TIME OF
                  OPERATION          STATION        FLOW     PEAK          6-HOUR       24-HOUR       72-HOUR        AREA       STAGE       MAX STAGE


                  HYDROGRAPH AT          C11          21.    13.83             12.           4.            4.        0.17


                  ROUTED TO              Sil          20.    14.25             12.           4.            4.        0.17          13.73        14.25


                  HYDROGRAPH AT          CIO          17.    13.50             9.            3.            3.        0.10


                  2 COMBINED AT        J@MAG          35.    13.83             20.           6.            6.        0.27


                  ROUTED TO              slo          35.    14.00             20.           6.            6.        0.27          10.88        14.00


                  HYDROGRAPH AT           C9          17.    12.92             6.            2.            2.        0.06


                  ROUTED TO               S9          16.    13.33             6.            2.            2.        0.06          10.60        13.33


                  HYIRIIRAPH IT          C12          10,    11,01             1,            2,            2,        0,09


                  ROUTED TO              S12          10.    15.75             7.            2.            2.        0.09          8.37         15.75


                  3 COMBINED AT        J@C13          50.    13.67             32.          10.           10.        0.42


                  HYDROGRAPH AT          C13           9.    13.17             4.            1.            1.        0.06


                  HYDROGRAPH AT          C15          17.    13.25             7.            2.            2.        0.07


                  3 COMBINED AT        J@S14          73.    13.50             43.          14.           14.        0.55


                  ROUTED TO              S14          72.    14.17             43.          13.           13.        0.55          5.56         14.17


                  HYDROGRAPH AT          C14           5.    13.33             3.            1.            1.        0.05


                  HYDROGRAPH AT           C7          19.    13.33             9.            3.            3.        0.08


                  HYDROGRAPH AT           CB          42.    13.00             15.           4.            4.        0.13


                  ROUTED TO               57          42.    13.25             15.           4.            4.        0.13          7.52         13.25


                  4 COMBINED AT          J@S6         115.   13.92             67.          21.           21.        0.81


                  ROUTED TO               S6          114.   14.42             66.          20.           20.        0.81          3.01         14.42


                  HYDROGRAPH AT           C6          14.    13.25             6.            2.            2.        0.08


                  HYDROGRAPH AT          C16          20.    12.83             6.            2.            2.        0.05


                  ROUTED TO              516          20.    12.92             6.            2.            2.        0.05          3.44         12.92


                  HYDROGRAPH AT          C17           7.    12.58             2.            1.            1.        0.02


                  ROUTED TO              S17           7.    12.67             2.            1.            1.        0.02          5.68         12.67


                  4 COMBINED AT        J@TWES         130.   14.33             76.          25.           25.        0.76


                  ROUTED TO            TWEST          101.   15.33             75.          25.           25.        0.96          3.59         15.33


                  ROUTED TO               S5          100.   15.75             115.         24.           24.        0.96          2.26         15.715




                  HYDROGRAPH AT           cis         5.     13.25             2.              1.            1.      0.03

                  HYDROGRAPH AT           C5          12.    12.83             4.              1.            1.      0.05

                  HYDROGRAPH AT           C19         B.     14.25             5.              1.            1.      0.04

                  ROUTED TO               SIG         B.     15.00             5.              1.            1.      0.04          2.28         15.00

                  4 COMBINED AT           HS4         112.   15.58             83.             27.           27.     1.09

                  ROUTED TO               S4          110.   16.42             82.             25.           25.     1.09          2.89         16.42

                  HYDROGRAPH AT           C4          13.    13.00             5.              2.            2.      0.07


                  2 COMBINE D AT          j@s3        113.   16.42             B4.             27.           27.     1.17

                  ROUTED TO               S3          111.   17.42             82.             24.           24.     1.17          2.93         17.42

                  HYDROGRAPH AT           C24         9.     13.42             4.              1.            1.      0.04

                  HYDROGRAPH AT           C25         7.     13.58             4.              1.            1.      0.03

                  2 COMBINED AT           HS23        16.    13.50             B.              2.            2.      0.07

                  ROUTED TO               S23         11.    16.25             B.              2.            2.      0.07          4.89         16.25

                  HYDROGRAPH AT           C26         16.    13.67             a.              3.            3.      0.07

                  HYDROGRAPH AT           C23         B.     13.33             3.              1.            1.      0.03

                  3 COMBINED AT           J@S20       32.    13.58             19.             6.            6.      0.17

                  ROUTED TO               S20         26.    16.00             19.             6.            6.      0.17          6.29         16.00

                  1YDR11RA11 AT           C20         10,    12,1.1            3*              1,            1,      0*03

                  HYDROGRAPH AT           C3          16.    13.75             8.              3.            3.      0.09


                  HYDROGRAPH AT           C22         17.    12.75             5.              1.            1.      0.04


                  ROUTED TO               S21         10.    15.00             4.              .1.           1.      0.04          9.34         15.00


                  RYDROGRAPH AT           C21         20.    13.25             9.              3.            3.      0.11


                  2 COMBINED AT       11121A          20*    13*25             12,             4,            4,      0,14

                  ROUTED TO               S20A        20.    13.42             12.             4.            4.      0.14          1.47         13.42

                  5 COMBINED AT           J@S2        146.   17.17             107.            38.           38.     1.60

                  ROUTED TO               S2          145.   17.58             107.            36.           36.     1.60          3.02         17.58


                  HYDROGRAPH AT           C2          31.    12.58             8.              2.            2.      0.07


                  2 COMBINED AT           J@R14       148.   17.58             108.            38.           38.     1.67


                  ROUTED TO               SI          147.   17.92             108.            37.           37.     1.67          3.93         17.92


                  HYDROGRAPH AT           cl          66.    12.42             13.             4.            4.      0.08


                  2 COMBINED AT           HMAT        150.   17.83             ill.            41.           41.     1.75




        It$ NORMAL END OF HEN ttt







        HECI S/N: 1343000043          HMVersion: 6.33      Data File: C:\WESTPT\WPF21N.PRN





        $   FLOOD HYDROGRAPH PACKAGE (HEC-1)                                                                 I    U.S. ARMY CORPS OF ENGINEERS
        t                MAY   19q1                 t                                                        t    HYDROLOGIC ENGINEERING CENTER
        t            VERSION 4.0.IE                 I                                                        t          609 SECOND STREET
        t                                           t                                                        $       DAVIS, CALIFORNIA 95616           t
        t RUN DATE   08/19/1993    TIME  11:43:51   t                                                        $            (916) 756-1104               t










                                                             x      x  xxxxxxx   xxxxx             x
                                                             x      x  x         x     x         x x
                                                             x      x  x         x                 x
                                                             xxxxxgx   xxxx      x        XXXXI    x
                                                             x      x  x         x                 x
                                                             x      x  x         x     I           x
                                                             x      x  xxxxxxx   xxxxx           xxx










                                                             Full Microcomputer Implementation
                                                                               by
                                                                    Haestad Methods, Inc.





                                            37 Brookside Road I Waterbury, Connecticut 06708 1 (203) 755-1666






                    THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEN KNOWN AS HECI (JAN 73), HECIGS, HECIDB, AND HEClKW.


                    THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
                    THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
                    NEW OPTIONS: DAMNEAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREGUENCY,
                    DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL         LOSS RATE:GREEN AND AMPT INFILTRATION
                    KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM







                                                                      HEC-1 INPUT                                                     PAGE I


                    LINE             ID ....... I....... 2....... 3....... 4....... 5.......6....... 7....... 8....... 9 ...... 10


                       I             ID    WEST POINT CREEK        FUTURE CONDITIONS
                       2             ID    L&M JOB 92-093          2-YEAR STORM
                                     $DIAGRAM
                       3             IT         5                       28B
                       4             10         5





                       I             KK      III
                       6             BA   0.168
                                     4 2-YEAR STORM        VDOT
                                     t                     0.47     0.95      1.6     2.06     2.28     2.52     2.76     2.88
                                     t 2-YEAR STORM         NWS
                       7             PH                      0.47     0.75       1.6    1.81     2.02     2.55     3.03        3.5
                                     t 10-YEAR STORM       YDOT
                                                            0.6     1.28      2.3     2.96     3.27       3.6    3.96     4.08
                                       10-YEAR STORM        NWS
                                                            0.6     1.28     2.28     2.61     2.95       3.8    4.56     5.33
                                     1 25-YEAR STORM       VDOT
                                     i                     0.6B     1.49     2.71       3.5    3.87     4.38     4.56       4.8
                                     9 25-YEAR STORM        NWS
                                     1                     0.68     1.49     2.68     3.08     3.49     4.53     5.45     6.38
                                     1 100-YEAR STORM      VDOT
                                     s                     0.81     1.81     3.35     4.32     4.77     5.16     5.64     5.76
                                     t 100-YEAR STORM       NWS
                                     t                     0.81     1.81      3.3     3.82     4.13     5.65     6.B3          8
                       a             LS               81
                       9             UD   1.188


                     10              KK      Sil
                     11              RS         3   FLOW       -1
                     12              RC    0.07     0.05     0.07     1400    0.003
                     13              RX      175     240    271.5   273.25 276.76      278.5      320      410
                     14              RY      16       14     13.5     11.9      11.9    13.5        14    16.1


                     15              KK      III
                     16              BA      0.1
                     17              LS               78
                     Is              UD    1.32


                     19              KK   J@MAG    COMBINE S11 AND C10
                     20              HC         2
                                     t    MAG   CULVERT AT MAGNOLIA
                                     t       I    ELEV         ?
                                     t





                     21              KK      sio
                     22              RS             FLOW       -1
                     23              RC   0.085     0.045   0.085       440   0.003
                     24              RX         0     80       127    128.5   131.5      133      270      400
                     25              RY      14       12    10,17     1,33      1,13   11,17        12      14






                                                                    HEC-I INPUT                                                   PAGE 2


                   LINE             ID .......I.......2.......  3....... 4....... 5.......6....... 7....... 9.......9...... 10



                     26             KK        C7
                     27             BA    0.06
                     28             LS                86
                     29             UD  0.756
                                    1   MAGW   CULVERT AT MAGNOLIA-WEST
                                    I         I  ELEY           ?






                     30             KK        S9
                     31             RS        4   FLOW          -1
                     32             RC  0.085     0.045   0.085     1050     0.003
                     33             RX        0       80        127 128.5, 131.5        ILI      270      400
                     34             RY        14      12  10.07     7.47      9.47    10.07       12       14


                     35             KK        C12
                     11             IA  1,191
                     37             LS                77
                     38             UD    2.04
                                    t   MAGE   CULVERT AT MAGNOLIA-EAST
                                    I         I  ELEV           ?






                     37             KK        S12
                     40             IS        7   FLOW          -1
                     41             RC  0.085     0.05    0.085     1000 0.0009
                     42             RX        100     160 165.5       170    174.5      180      270      360
                     43             RY        10      a         7.9 6.88       7.9       a         9       10


                     44             KK  HC13    COMBINE S9, SIO, AND S12
                     45             HC        3


                     46             KK        C13
                     47             BA  0.062
                     41             LS                73
                     49             UD    0.81


                     so             KK        C15
                     51             BA  0.066
                     52             LS                77
                     53             UD  0.55B


                     54             KK  HS14     COMBINE J@CI3, C13, AND C15
                     55             HC        3


                     56             KK        S14
                     57             IS        18  FLOW          -1
                     58             RC  0.105     0.065   0.105     1550 0.0012
                     59             RX        210     230       280   285      289      295      410      420
                     60             RY        8       6         4   3.75      3.75       4         6        8







                                                                    HEC-I INPUT                                                   PAGE 3


                   LINE             ID .......I....... 2....... 3....... 4....... 5.......6....... 7....... 8.......9...... 10



                     11             11        114
                     62             BA  0.045
                     63             LS                 75
                     14             Ul  1,126


                     65             KK        C7
                     66             BA  0.084
                     67             LS                 77
                     68             UD  0.888


                     69             KK        C8
                     70             BA  0.131
                     71             LS                 85
                     72             11  0,726


                     73             KK        S7
                     74             RS        10   FLOW         -1
                     75             RC  0.105    0.065    0.105     1450 0,0032
                     76             RX        150   170     185      223      227       255      275      310
                     77             RY        12       10       8   6.15      6.15        8        10       12


                     78             KK    HS6    COMBINE  C14, S14, C7,   AND S7
                     79             HC        4


                     80             KK        S6
                     al             RS        20   FLOW         -1
                     82             RC  0.105    0.065    0.105     1900    0,0011
                     13             RI        230   331     331      317      112       415      440      110
                     84             RY        8        2    1.9      1.7      1.7       1.9        2        a


                     15             KK        C6
                     86             BA  0.083
                     87             LS                 77
                     sa             UD  0.792


                     89             KK        C16
                     90             HA    0.05
                     11             Ll                 71
                     92             UD  0.348
                                    t  ODI-N   CULVERT AT ODI-NORTH
                                    I         I  ELEV       ?






                     93             KK        S16
                     94             RS        2    FLOW         -1
                     15             11  0,101    0*061    0,115      450 0,1121
                     96             RX        155   ISO   197.5      198      202    202.5       215     265
                     97             RY        a        4    2.54    2.49      2.49     2.54        4        a







                                                                    HEC-I INPUT                                                    PAGE 4


                   LINE             ID ....... I.......2....... 3....... 4....... 5....... 6....... 7.......8....... 9......  10



                     98             KK      C17
                     99             BA  0.021
                   100              LS                72
                   101              UD  0.174
                                    1  ODI-S   CULVERT AT ODI-SOUTH
                                    t       I    ELEV           ?






                   102              KK      III
                   103              RS         2  FLOW          -1
                   104              RC   0.03     0.03      0.03     660      0.01
                   105              RX         0      180       260  264      266      268      280      320
                   106              RY      9.9       a         6.5      5        5    6.5          7      a


                   107              KK  J@TWEST  COMBINE  C6, S6, S16, S17
                   111              11         4


                   109              KK  TWEST    CULVERT  AT THOMPSON-WEST
                   Ill              RI         I  ELEV          3
                   Ill              SA   4.82     7.54          9.3 9.37      9.56     9.87    10.31    10.89    12.54    14.73
                   112              SA  17.29     20.16    30.73    31.35    32.92    34.33    35.43    36.69     38.1     39.2
                   113              SE      1.8       2         3   3.04      3.15     3.33     3.58     3.91     4.32     4.79
                   114              SE   5.34     5.96      6.66     6.7      6.8      6.89     6.96     7.04     7.13      7.2
                   115              so         0      0         0      25         50     75     100      125       150      1175
                   116              so      200       225       250  350      400      450      500      560       67JO     Ifoo


                   117              KK      S5
                   lie              RS         4  FLOW          -1
                   119              RC   0.06     0.04      0.06    1700    0.0005
                   120              RX      110       145       150  155      340      345      350      365
                   121              RY         6      4         2    1.5      1.5                   4      6


                   122              KK      cis
                   123              BA  0.034
                   124              LS                74
                   125              11  0,716


                   126              KK      C5
                   127              BA  0.052
                   128              LS                79
                   129              UD   0.57


                   130              KK      C19
                   131              BA  0.042
                   132              LS                80
                   131              UD  1,792
                                    t  TEAST   CULVERT AT THOMPSON-EAST
                                    t       I    ELEV           ?
                                    t







                                                                    HEC-1 INPUT                                                  PAGE 5


                   LINE            ID ....... I.......2....... 3....... 4.......5.......  6....... 7.......8.......9...... 10



                    134            KK     SIB
                    135            RS         6   FLOW         -1
                    136            RC    0.07    0.065      0.07    2300 0.0067
                    137            RX     200       215      230     240      270     285      295      305
                    138            RY         8      6         4        2       2         4        6      8


                    139            KK    HS4     COMBINE CIB, C5, S5, AND S18
                    140            Hc         4


                    141            KK         S4
                    142            RI         7   FLOW         -1
                    143            RC    0.06     0.04      0.06    2800 0.0005
                    144            RX         68     78        as    170      320     330      340      380
                    145            RY         a      6         4                2         4        6      8


                    146            KK         C4
                    147            BA   0.074
                    148            LS                07
                    14q            UD   0,792


                    III            KK    1@13    COMBINE 14 AID 14
                    151            HC         2


                    152            KK         S3
                    i53            RS         9   FLOW         -1
                    154            RC    0.06     0.04      0.06    3700 0.0005
                    155            RX     110       125      155     178      325     335      347      357
                    116            RY         1      6         4        2       2         4        1      1


                    157            KK     C24
                    151            IA   0,036
                    159            LS                83
                    160            UD   1.032


                    161            KK     C25
                    162            BA   0.031
                    163            LS                B6
                    164            Ul   1,272


                    165            (K   J@523    COMBINE C24 AND C25
                    166            HC         2


                    167            KK     S23
                    168            RS         5   FLOW         -1
                    161            RI   0,095    0*151     0,191    1600 1,0011
                    170            RX         0      10        50       51      55        56   356      656
                    171            RY     5.8       5.8      4.8     2.8      2.8     4.8      4.9        5


                    172            KK     C26
                    173)           BA   0.068
                    174            LS                84
                    171            UD   1,214







                                                                   HEC-1 INPUT                                                   PAGE. 6


                   LINE            ID ....... I.......2....... 3....... 4....... 5.......6....... 7....... 8.......9...... 10



                   176             KK         C23
                   177             BA     0.03
                   178             LS                 95
                   179             UD   1.062


                   180             KK   HS20     COMBINE C23, C26, AND S23
                   181             HC         3


                   182             KK         S20
                   183             RS         10  FLOW         -1
                   114             IC   1,065     0.01    0,161    2100 0,1101
                   185             RX         0       50    250 250.25 255.75          256     386      406
                   186             RY         7.2   6.2        6     2.5      2.5       6      6.2      7.2


                   187             KK         C20
                   ISO             BA   0.032
                   189             LS                 82
                   190             UD   0.702


                   191             KK         C3
                   112             11   1,011
                   193             LS                 77
                   194             UD   1.284


                   195             KK         C22
                   196             BA   0.035
                   197             LS                 81
                   191             ID   1,504
                                   t    OAK   CULVERT AT OAK LANE
                                   t          I  ELEV        ?
                                   t





                   199             KK         S21
                   200             RS         16  FLOW         -1
                   201             RC   0.065     0.045   0.065    3BOO 0.0006
                   202             RI         0       70       10    150      220      211     315      390
                   203             RY     10.5    11.5         10       8       a       10     10.4     10.8


                   211             KI         121
                   205             BA   0.107
                   206             LS                 87
                   207             UD   1.092


                   208             KK   HS20A    COMBINE S21 AND C21
                   209             HC         2


                   210             KK     S20A
                   211             RS         2   FLOW         -1
                   212             RC   0.065     0.06    0.065     400 0.0004
                   213             RX         40      46       55      65      85       95     125      150
                   214             RY         8       6        4        2       0       0         2        4







                                                                    HEC-1 INPUT                                                  PAGE 7


                    LINE            ID ....... I.......2....... 3....... 4.......5....... 6.......7 ....... 8.......9...... 10



                    211             11     1112  COMBINE S20A, C3, S20, C20, AND S3
                    216             HC         5


                    211             11         S2
                    218             RS         4  FLOW        -1
                    219             RC     0.06   0.04      0.06    1750 0.0005
                    220             RX         50    90      110      150      310      340    380       390
                    221             RY         8       6        4        2       2        4       6         a


                    222             KK         C2
                    221             11  1,161
                    224             LS               94
                    225             UD  0.498


                    226             KK  J@R14    COMBINE C2 AND 52
                    227             HC         2
                                    t   R14    CULVERT AT 14TH STREET
                                    t          I ELEV       ?
                                    I





                    228             KK         st
                    229             RS         4  FLOW        -1
                    230             RC    0.06    0.04      0.06    1800 0.0005
                    231             RX         0    0.1       so       B2      132      139    146       186
                    232             RY         5       5        4        2       2        4      6          8


                    233             KK         cl
                    234             BA  0.078
                    235             Ll               15
                    236             UD  0.378


                    237             KK  HMAT COMBINE SI AND Cl
                    238             KC         2
                    239             zi









                        SCHEMATIC DIAGRAM OF STREAM NETWORK
        INPUT
         LINE      (V) ROUTING                   DIVERSION OR PUMP FLOW


          N1,          CONNECTOR          (< --- RETURN OF DI VERTED OR PUMPED FLOW


            5         C11
                        V
                        V
          10          Sil



          15                        CIO



          19         J@MAG ............
                        V
                        V
          21          Slo



          26                         C9
                                      V
                                      V
          30                         S9



          35                                     C12
                                                   V
                                                   V
          39                                     S12



          44         J@C13 ........................



          46                        C13



          50                                     C15



          54         J@S14 ........................
                        V
                        V
          56          514



          61                        C14



          15                                      C7



          69                                                  CB
                                                                V
                                                                V
          73                                                  S7



          78          J@S6 ....................................
                        V




                         I
          so           S6



          85                        C6



          89                                    C16


                                                  v
          93                                    S16



          98                                                C17
                                                               v
                                                               v
         102                                                S17



         107       J@TWES ....................................
                         v
                         v
                         T
         109         TWES


                         v
         117           S5



         122                       cis



         126                                     C5



         130                                                C19
                                                               v
                                                               v
         134                                                SIB


         139          HS4 .....................................
                         v
                         v
         141           S4




         146                         C4



         150          AS3 ............
                         v


         112           S3




         157                        C24




         161                                    C25



         165                     HS23 ............
                                      v
                                      v
         167                        S23








          176                                                    C23



          180                       J@S20 ........................
                                         v


          182                         S20



          187                                      C20



          191                                                     C3



          195                                                                   C22
                                                                                   v
                                                                                   v
          199                                                                   S21



          204                                                                                C21



          211                                                                J@S20A ............
                                                                                   v
                                                                                   v
          210                                                                  S20A



          215          J@S2 ................................................
                            v
                            v
          217             S2



          222                           C2



          226         J@R14 ............
                            v
                            v
          228             91



          233                           cl



          237          J@MAT ............


         (ttt) RUNOFF ALSO COMPUTED AT THIS LOCATION







        HEC1 S/N: 1343000043          HMVersion: 6.33     Data File% C:\WESTPT\WPF21N.PRN






        I  FLOOD HYDROGRAPH PACKAGE (NEC-1)         I                                                       I    U.S. ARMY CORPS OF ENGINEERS         t
        t               MAY     1991                9                                                       t    HYDROLOGIC ENGINEERING CENTER        t
        t            VERSION 4.0,IE                 9                                                       t           609 SECOND STREET             t
        t                                           9                                                       t       DAVIS, CALIFORNIA 95616           t
        I RUN DATE   08/19/1993 TIME 11:43:51       t                                                       t            (916) 756-1104               t










                                      WEST POINT CREEK       FUTURE CONDITIONS
                                      L&M JOB 92-093         2-YEAR STORM


          4 10           OUTPUT CONTROL VARIABLES
                                IPRNT               5  PRINT CONTROL
                                IPLOT               0  PLOT CONTROL
                                OSCAL               0. HYDROGRAPH PLOT SCALE


             IT           1Y1R11R1P1 TIME DATA
                                  NMIN              5  MINUTES IN COMPUTATION INTERVAL
                                IDATE       1       0  STARTING DATE
                                ITIME           0000   STARTING TIME
                                    NO          288    NUMBER OF HYDROGRAPH ORDINATES
                                NDDATE      1       0  ENDING DATE
                                NDTIME          2355   ENDING TIME
                                ICENT               19 CENTURY MARK


                            COMPUTATION INTERVAL       0.08 HOURS
                                 TOTAL TIME BASE       23.92 HOURS


                  ENGLISH UNITS
                        DRAINAGE AREA           SOUARE MILES
                        PRECIPITATION DEPTH     INCHES
                        LENGTH, ELEVATION       FEET
                        FLOW                    CUBIC FEET PER SECOND
                        STORAGE VOLUME          ACRE-FEET
                        SURFACE AREA            ACRES
                        TEMPERATURE             DEGREES FAHRENHEIT









                                                                                   RUNOFF SUMMARY
                                                                          FLOW IN CUBIC FEET PER SECOND
                                                                     TIME IN HOURS, AREA IN SGUARE MILES


                                                          PEAK    TIME OF         AVERAGE FLOW FOR MAXIMUM PERIOD                  BASIN       MAXIMUM        TIME OF
                    OPERATION             STATION         FLOW       PEAK           6-HOUR        24-HOUR         72-HOUR          AREA         STAGE       MAX STAGE


                    H11R11RAP1 AT             111           61,      11,21             21,              1,             1,          1,11


                    ROUTED TO                 Sil           58.      13.56             25.              a.             8.          0.17           14.26         13.58


                    HYDROGRAPH AT             CIO           29.      13.42             13.              4.             4.          0.10


                    2 COMBINED AT          J@MAG            86.      13.50             38.            11.             11.          0.27


                    ROUTED TO                 sio           85.      13.67             38.            11.             11.          0.27           11.35         13.67


                    HY1R11RA11 IT              C1           11,      12,71             11,              1,             3,          1,16


                    ROUTED TO                  S9           36.      13.08             11.              3.             3.          0.06           10.92         13.08


                    HYDROGRAPH AT             C12           19.      14.25             11.              3.             3.          0.09


                    ROUTED TO                 S12           18.      14.93             11.              3.             3.          0.09           8.60          14.83


                    3 COMBINED AT          J@CI3           118.      13.58             60.            18.             Ia.          0.42


                    HYDRIGRAP" AT             C13           19*      12,11              1,              2,             2,          0,16


                    HYDROGRAPH AT             C15           34.      12.59              a.              3.             3.          0.07


                    3 COMBINED AT          J@S14           140.      13.42             74.            23.             23.          0.55


                    ROUTED TO                 S14          139.      13.  83           74.            22.             22.          0.55           6.08          13.83,


                    HYDROGRAPH AT             C14           13.      13.08              5.              2.             2.          0.05

                    HYDROGRAPH AT              C7           31.      12.92             .11.             3.             3.          0.08

                    HYDROGRAPH AT              C8           81.      17.75             23.              7.             7.          0.13


                    ROUTED TO                  S7           80.      13.00             23.              7.             7.          0.13           7.93          13.00


                    4 COMBINED AT            J@S6          210.      13.33             Ill.           34.             34.          0.81


                    ROUTED TO                  S6          209.      13.75             111.           33.             33.          0.81           3.51          13.75


                    HYDROGRAPH AT              C6           33.      12.83             11.              3.             3.          0.08


                    HYDROGRAPH AT             C16           36.      12.33              7.              2.             2.          0.05


                    ROUTED TO                 516           36.      12.42              7.              2.             2.          0.05           3.74          12.42

                    HYDROGRAPH AT             C17           15.      12.17              2.              1.             1.          0.02


                    ROUTED TO                 S17           15.      12.17              2.              1.             1.          0.02           6.01          12.17


                    4 COMBINED AT          J@TWES          230.      13.67             125.           37.             39.          0.96


                    ROUTED TO              TWEST           152.      15.17             121.                           39.          0.96           4.35          15.17


                    ROUTED TO                  95          Ist-      19-90             17A-           IA              IR           A QA.          I A7          iq qo





                  1111111111 11          118          12.   12.83              4.            1.            1.        0.03


                  HYDROGRAPH AT           C5          29.   12.58              7.            2.            2.        0.05


                  HYDROGRAPH AT          C19          20.   12.83              6.            2.            2.        0.04


                  ROUTED TO              S18          19.   13.25              6.            2.            2.        0.04          2.48        13.25


                  4 COMBINED AT         HS4           162.  15.33            130.           43.          43.         I.oq


                  ROUTED TO               S4          161*  16,11            129*           41,          11,         1,19          1,11        11*00

                  HYDROGRAPH AT           C4          47.   12.75             14.            4.            4.        0.07


                  2 COMBINED AT         HS3           166.  15.92            134.           45.          45.         1.17

                  ROUTED TO               S3          165.  16.67            133.           42.          42.         1.17          3.17        16.67

                  HYDROGRAPH AT          C24          16.   13.08              6.            2.            2.        0.04

                  IY1111RIP1 AT          C21          11,   13,31              6,            2,            2,        1,03

                  2 COMBINED AT        HS23           29.   13.17             12.            3.            3.        0.07


                  ROUTED TO              S23          16.   16.00             12.            3.            3.        0.07          4.99        16.00

                  HYDROGRAPH AT          C26          27.   13.33             11.            3.            3.        0.07

                  HYDROGRAPH AT          C23          20.   13.00              7,            2.            2.        0.03

                  3 COMBINED AT        HS20           54.   13.17             30.            9.            9.        0.17

                  ROUTED TO              S20          43.   15.25             29.            9.            9.        0.17          6.44        15.25

                  HYDROGRAPH AT          C20          18.   12.75              5.            2.            2.        0.03

                  HYDROGRAPH AT           C3          26.   13.33             12.            4.            4.        0.09

                  HYDROGRAPH AT          C22          23.   12.50              S.            2.            2.        0.04

                  ROUTED TO              S21          12.   14.50              5.            1.            1.        0.04          B.38        14.50

                  HYDROGRAPH AT          C21          53.   13.OB             20.            6.            6.        0.11

                  2 11111111 IT       J1121A          14*   13,01             21,            1,            B.        0.14

                  ROUTED TO             S20A          53.   13.25             24,            a.            S.        0.14          2.29        13.25

                  5 COMBINED AT         HS2           220.  16.17            178.           64.          64.         1.60

                  ROUTED TO               S2          219.  16.50            178.           62.          62.         1.60          3.30        16.50

                  HYDROGRAPH AT           C2          51.   12.50             11.            3.            3.        0.07

                  2 COMBINED AT        HR14           222.  16.50            191.           66.          66.         1.67

                  ROUTED TO               sl          222.  16.8  3          180.           64.          64.         1.67          4.36        16.83

                  HYDROGRAPH AT           cl          73.   12.33             14.            4.            4.        0.08


                  2 COMBINED AT        HMAT           225.  16.83            183.           68.          69.         1.75




       tit opmai Pmn np HFr-l ttl







        HECI S/N: 1343000043          HMVer5ion: 6.33      Data File: C:\WESTPT\WPFIOIN.PRN





        t   11111 111R11R111 1111111 111-11         1                                                        t    U.S. ARMY CORPS OF ENGINEERS
        t                MAY     1991               t                                                        t    HYDROLOGIC ENGINEERING CENTER        t
        9             VERSION 4.0.1E                t                                                        t          609 SECOND STREET              t
        t                                           t                                                        t       DAVIS, CALIFORNIA 95616           $
        t RUN DATE   08/19/1993 TIME 11:42:53       t                                                        t            (916) 756-1104               t








                                      WEST POINT CREEK       FUTURE CONDITIONS
                                      L&M JOB q2-093         10-YEAR STORM


           4 10           OUTPUT CONTROL VARIABLES
                                 IPRNT              5 PRINT CONTROL
                                 IPLOT              0 PLOT CONTROL
                                 OSCAL              0. HYDROGRAPH PLOT SCALE


             IT           HYDROGRAPH TIME DATA
                                   NMIN             5 MINUTES IN COMPUTATION INTERVAL
                                 IDATE       1      0 STARTING DATE
                                 ITIME          0000  STARTING TIME
                                     NO         288   NUMBER OF HYDROGRAPH ORDINATES
                                 NODATE      1      0 ENDING DATE
                                 NDTIME         2355  ENDING TIME
                                 ICENT              19 CENTURY MARK


                            COMPUTATION INTERVAL      0.08 HOURS
                                  TOTAL TIME BASE     23.92 HOURS


                  ENGLISH UNITS
                        DRAINAGE AREA           SGUARE MILES
                        PRECIPITATION DEPTH     INCHES
                        LENGTH, ELEVATION       FEET
                        FLOW                    CUBIC FEET PER SECOND
                        STORAGE VOLUME          ACRE-FEET
                        SURFACE AREA            ACRES
                        TEMPERATURE             DEGREES FAHRENHEIT









                                                                         RUNOFF SUMMARY
                                                                FLOW IN CUBIC FEET PER SECOND
                                                             TIME IN HOURS, AREA IN SGUARE MILES


                                                   PEAK    TIME OF      AVERAGE FLOW FOR MAXIMUM PERIOD            BASIN      MAXIMUM      TIRE OF
                  OPERATION          STATION       FLOW       PEAK        6-HOUR       24-HOUR      72-HOUR        AREA        STAGE      MAX STAGE


                  IIIRIIRAIH 11          CII        112,    11,11            41,          11,           11,        1,11


                  ROUTED TO              Sil        109.    13.50            47.          14.           14.        0.17          14.61        13.50


                  HYDROGRAPH AT          CIO         56.    13.33            26.            B.           8.        0.10


                  2 COMBINED AT       J@MAG         164.    13.42            72.          22.           22.        0.27


                  ROUTED TO              sio        163.    13.58            72.          22.           22.        0.27          11.79        13.56


                  HYDROGRAPH AT           C9         63.    12.75            19.            6.           6.        0.06


                  ROUTED TO               S9         60.    13.00            19.            6.           6.        0.06          11.17        13.00


                  HYDROGRAPH AT          C12         37.    14.17            23.            7.           7.        0.09


                  ROUTED TO              S12         37.    14.67            22.            7.           7.        0.09          8.92         14.67


                  3 COMBINED AT       J@C13         225.    13.50           113.          35.           35.        0.42


                  HYDROGRAPH AT          C13         42,    12.83            14.            4.           4.        0.06


                  HYDROGRAPH  AT         C15         65.    12.58            17.            5.           5.        0.07


                  3 COMBINED  AT      J1114         112,    13,21           142,          45.           45.        0.55


                  ROUTED TO              S14        272.    13.67           142.          44.           44.        0.55          6.74         13.67


                  HYDROGRAPH  AT         C14         27.    13.08            11.            3.           3.        0.05


                  HYDROGRAPH  AT          C7         61.    12.q2            21.            6.           6.        0.06


                  HYDROGRAPH  AT          CB        137.    12.75            41.          13.           0.         0.13


                  ROUTED TO               17        117,    12,92            41*          13,           11,        1,13          1*31         12,12


                  4 COMBINED  AT        J@S6        427.    13.11'          212.          66.           66.        0.81


                  ROUTED TO               56        427.    13.50           212.          65.           65.        0.81          4.37         13.50


                  HYDROGRAPH  AT          C6         65.    12.83            21.            6.           6.        0.08


                  HYDROGRAPH  AT         C16         67.    12.33            13.            4.           4.        0.05


                  ROUTED 11              S16         61,    12,42            11,            4,           1,        0,01          4,14         12,12


                  HYDROGRAPH  AT         C17         32.    12.17              5.           1.           1.        0.02


                  ROUTED TO              S17         31.    12.17              5.           1.           1.        0.02          6.44         12.17


                  4 COMBINED  AT      J@TWES        475.    13.50           246.          77.           77.        0.96


                  ROUTED TO           TWEST         228.    15.50           208.          76.           76.        0.96          6.05         15.50

                  ROUTED TO               S5        229.    15.83           207,          75,           75.        0.96          2,74         15.83




                  HYDROGRAPH AT           CIB         24.     12.83              8.           2.            2.         0.03


                  HYDROGRAPH AT            C5         54.     12.58            14.            4.            4.         0.05


                  HYDROGRAPH AT           C19         36.     12.75            11.            4.            4.         0.04


                  ROUTED TO               SIG         35.     13.08            11.            4.            4.         0.04          2.72         13.08


                  4 COMBINED AT         J@S4         246.     15.33           224.           85.           85.         1.09


                  ROUTED TO                S4        241*     11,92           221*           12,           12,         1,09          3,42         11,12


                  HYDROGRAPH AT            C4         77.     12.75            24.            B.            a.         0.07


                  2 COMBINED AT         j@S3         256.     15.67           233.           89.           89.         1.17


                  ROUTED TO                S3        255.     16.33           233.           84.           84.         1.17          3.52         16.33


                  HYDROGRAPH AT           C24         28.     13.00            11.            3.            3.         0.04


                  HYDROGRAPH AT           C25         23.     13.25            10.            3.            3.         0.03


                  2 COMBINED AT        J@S23          50.     13.08            20.            6.            6.         0.07


                  ROUTED TO               S23         33.     15.08            20.            e             6.         0.07          5.11         15.08


                  HYDROGRAPH AT           C26         47.     13.25            20.            6.            6.         0.07


                  HYDROGRAPH AT           C23         30.     13.00            11.            4.            4.         0.03


                  3 COMBINED AT        J@S20          94.     13.17            50.           16.           16.         0.17


                  ROUTED TO               S20         74.     14.58            48.           16.           16.         0.17          6.64         14.58


                  IYIRIIRAP" AT           120         32.     12.67              9.           3.            3.         0.03


                  HYDROGRAPH AT            C3         53.     13.33            24.            7.            7.         0.09


                  HYDROGRAPH AT           C22         42.     12.50            10.            3.            3.         0.04


                  ROUTED TO               S21         28.     13.92              9.           3.            3.         0.04          6.62         13.92


                  HYDROGRAPH AT           C21         87.     13.08            35.           Il.           11.         0.11


                  2 COMBINED AT        JIS20A         10,     11,11            13,           14,           14,         0*14


                  ROUTED TO             S20A          89.     13.17            43.           14.           14.         0.14          2.86         13.17

                  5 COMBINED AT         J@S2         374.     14.50           322.          1"24.         124.         1.60


                  ROUTED TO                S2        372.     14.92           322.          121.          121.         1.60          3.76         14.92


                  HYDROGRAPH AT            C2         87.     12.50            20.            6.            6.         0.07


                  2 COMBINED AT        J@R14         383.     14.92           326.          128.          128.         1.67


                  ROUTED TO                SI        382.     15.25           329.          125.          125.         1.67          5.06         15.25


                  HYDROGRAPH AT            cl        122.     12.33            24.            B.            a.         0.08


                  2 COMBINED AT        MAT           392.     15.17           334.          133.          133.         1.75








        HECI S/N: 1343000043          HMVersion: 6.33      Data File: C:\WESTPT\WPIOEXIN.PRN






        t   FLOOD HYDROGRAPH PACKAGE (HEC-1)        t                                                        t    U.S. ARMY CORPS OF ENGINEERS         t
        $                MAY   1991                 t                                                        9    HYDROLOGIC ENGINEERING CENTER        t
        t            VERSION 4.0.1E                 I                                                        t          609 SECOND STREET              I
        I                                           t                                                        t       DAVIS. CALIFORNIA 95616           t
          RUN DATE   08/19/1993 TIME 10:32:36       t                                                        1            (916) M6-1104
                                                    t
        ..............  t............ t"       ......








                                      WEST POINT CREEK       EXISTING CONDITIONS
                                      L&M JOB 92-093         10-YEAR STORM


           4 10           OUTPUT CONTROL VARIABLES
                                 IPRNT              5PRINT CONTROL
                                 IPLOT              0PLOT CONTROL
                                 OSCAL            0. HYDROGRAPH PLOT SCALE


             IT           HYDROGRAPH TIME DATA
                                  NMIN              5MINUTES IN COMPUTATION INTERVAL
                                 IDATE       1      0STARTING DATE
                                 ITIME          0000 STARTING TIME
                                     NO         288  NUMBER OF HYDROGRAPH ORDINATES
                               NDDATE        1      0ENDING DATE
                               NDTIME           2355 ENDING TIME
                               ICENT              19 CENTURY MARK


                            COMPUTATION IN   TERVAL   0.08 HOURS
                                  TOTAL TIME BASE    23.92 HOURS


                  ENGLISH UNITS
                        DRAINAGE AREA           SOUARE MILES
                        PRECIPITATION DEPTH     INCHES
                        LENGTH, ELEVATION       FEET
                        FLOW                    CUBIC FEET PER SECOND
                        STORAGE VOLUME          ACRE-FEET
                        SURFACE AREA            ACRES
                        TEMPERATURE             DEGREES FAHRENHEIT









                                                                         RUNOFF SUMMARY
                                                                FLOW IN CUBIC FEET PER SECOND
                                                             TIME IN HOURS, AREA IN SOUARE MILES

                                                   PEAK    TIME OF      AVERAGE FLOW FOR MAXIMUM PERIOD             BASIN       MAXIMUM     TIME OF
                   OPERATION         STATION       FLOW      PEAK          6-HOUR      24-HOUR       72-HOUR         AREA       STAGE      MAX STAGE

                   HYDROGRAPH AT          Cil         53.    13.67            29.              9.            9.      0.17

                   ROUTED TO              Sil         52.    14.08            29.              9.            9.      0.17         14.20         14.OB

                   HYDROGRAPH AT          Clo         40.    13.50            19.              6.            6.      0.10

                   2 COMBINED AT       J@MAG          88.    13.83            48.              15.           1.5.    0.27

                   ROUTED TO              Slo         87.    14.00            48.              15.           15.     0.27         11.36         14.00

                   HYDROGRAPH AT          C9          37.    12.83            13.              4.            4.      0.06

                   ROUTED TO              S9          36.    13.17            13.              4.            4.      0.06          10.92        13.17

                   HYDROGRAPH AT          C12         23.    14.92            16.              5.            5.      0.09

                   ROUTED TO              S12         23.    15.50            16.              5.            5.      0.09          8.70         15.50

                   3 COMBINED AT       J@C13          120.   13.83            75.              24.           24.     0.42

                   HYIRIIRIPI IT          113         21,    11,01            11,              3*            1,      0,06

                   HYDROGRAPH AT          C15         35.    13.25            is.              5.            5.      0.07

                   3 COMBINED AT        J@S14         167.   13.50            100.             31.           31.     0.55

                   ROUTED TO              S14         167.   13.72            99.              31.           31.     0.55          6.24         1j.92

                   HYDROGRAPH AT          C14         16.    13.25              7.             2.            2.      0.05

                   lYlRllRIll AT          C7          41,    11,33            11,              1,            6,      1,11

                   HYDROGRAPH AT          ca          87.    12.92            31.              9.            9.      0.13

                   ROUTED TO              S7          86.    13.17            31.              9.            9.      0.13          7.99         13.17

                   4 COMBINED AT          J@S6        275.   13.58            152.             46.           48.     0.91

                   ROUTED TO              S6          274.   14.00            152.             46.           46.     0.81          3.80         14.00

                   HYlRllRAlH AT          16          16,    13,17            15,              5,            5,      1,11

                   HYDROGRAPH AT          C16         39.    1233             13.              4.            4.      0.05

                   ROUTED TO              516         39.    12.83            13.              4.            4.      0.05          3.80         12.03

                   HYDROGRAPH AT          C17         16.    12.58              4.             1.            1.      0.02

                   ROUTED TO              S17         16.    12.67              4.             1.            1.      0.02          6.04         12.67.


                   4 COMBINED AT       J@TWES         315.   13.92            177.             56.           56.     0.96

                   ROUTED TO            TWEST         185.   15.75            162.             56.           56.     0.96          5.01         15.75





                   HYDROGRAPH AT             Cie      14.    13.17                6.           2.            2.       0.03

                   HYDROGRAPH AT             C5       29.    12.83                10.          3.            3.       0.05

                   HYDROGRAPH AT             C19      16.    14.17                10.          3.            3.       0.04

                   ROUTED TO                 SIB      16.    14.58                10.          3.            3.       0.04         2.44         14.58

                   4 COMBINED AT             J@S4   205.     15.50          179.               62.           62.      1.09

                   ROUTED TO                 54     205.     16.08          178.               59.           59.      1.09         3.28         16.08

                   HYDROGRAPH AT             C4       33.    13.00                13.          4.            4.       0.07

                   2 COMBINED AT             J@S3   211.     16.00          183.               63.           63.      1.17

                   ROUTED TO                 S3     211.     16.67          182.               59.           59.      1.17         3.36         16.67

                   HYDROGRAPH AT             C24      19.    13.42                9.           3.            3.       0.04

                   HYDROGRAPH AT             C25      15.    13.58                7.           2.            2.       0.03

                   2 COMBINED AT             J@S23    33.    13.42                16.          5.            5.       0.07

                   ROUTED TO                 S23      22.    15.67                16.          5.            5.       0.07         5.04         15.67

                   HYDROGRAPH AT             C26      33.    13.58                17.          5.            5.       0.07

                   HYDRGGRAPH AT             C23      16.    13.25                7.           2.            2.       0.01)

                   I COMBINED AT             J1120    51,    11,11                31,          12,           12,      0,17

                   ROUTED TO                 S20      50.    15.17                36.          12.           12.      0.17         6.49         15.17

                   HYDROGRAPH AT             C20      22.    12.83                7.           2.            2.       0.03

                   HYDROGRAPH AT             C3       36.    13.67                19.          6.            6.       0.09

                   HYDROGRAPH AT             C22      32.    12.67                9.           3.            3.       0.04

                   ROUTED TO                 121      23,    14,21                1*           3,            3,       0,04         1*16         11,25

                   HYDROGRAPH AT             C21      46.    13.17                20.          6.            6.       0.11

                   2 COMBINED AT             J@S20A   50.    14.17                29.          9.            9.       0.14

                   ROUTED TO                 S20A     49.    14.25                28.          9.            9.       0.14         2.22         14.25

                   5 COMBINED AT             J@S2     288.   16.33                242.         88.           88.      1.60

                   ROUTED TO                 S2       217,   16,67                212,         15,           11,      1,61         3,12         16,17

                   HYDROGRAPH AT             C2       63.    12.50                16.          5.            5.       0.07

                     COMBINED AT             J@R14    292.   16.67                246.         90.           90.      1.67

                   ROUTED TO                 sl       291.   16.92                245.         Be.           Be.      1.67         4.69         16.92

                   HYDROGRAPH AT             Cl       113.   12.33                23.          7.            7.       0.08

                   2 COMBINED AT             HMAT     297.   16.92                250.         95.           95.      1.75








        HECI S/N: 1343000043          RMVersion: 6.33       Data File: C:\WESTPT\WP25EXIN.PRN





        i  FLOOD HYDROGRAPH PACKAGE (HEC-1)          t                                                         t    U.S. ARMY CORPS OF ENGINEERS
        t,               MAY    1991                 t                                                         $    HYDROLOGIC ENGINEERING CENTER         t
        t             VERSION 4.0.1E                 t                                                         t           609 SECOND STREET              t
        t                                            t                                                         t        DAVIS. CALIFORNIA 95616           t
        t RUN DATE    08119/1993 TIME 10:44:53       t                                                         s            (916) 756-1104                $


              ..................... ,..............








                                      WEST POINT CREEK        EXISTING CONDITIONS
                                      L&M JOB 92-093          25-YEAR STORM


          4 IQ            OUTPUT CONTROL VARIABLES
                                 IPRNT               5 PRINT CONTROL
                                 IPLOT               0 PLOT CONTROL
                                 USCAL               0. HYDROGRAPH PLOT SCALE


             IT           HYDROGRAPH TIME DATA
                                   NMIN              5 MINUTES IN COMPUTATION INTERVAL
                                 IDATE       1       0 STARTING DATE
                                 ITIME           0000  STARTING TIME
                                    NO           288   NUMBER OF HYDROGRAPH ORDINATES
                                NODATE       1       0 ENDING DATE
                                NOTIME           2355@ ENDING TIME
                                ICENT                19 CENTURY MARK


                            COMPUTATION INTERVAL       0.08 HOURS
                                  TOTAL TIME BASE      23.q2 HOURS


                  ENGLISH UNITS
                        DRAINAGE AREA            SGUARE MILES
                        PRECIPITATION DEPTH      INCHES
                        LENGTH, ELEVATION        FEET
                        FLOW                     CUBIC FEET PER SECOND
                        STORAGE VOLUME           ACRE-FEET
                        SURFACE AREA             ACRES
                        TEMPERATURE              DEGREES FAHRENHEIT










                                                                           RUNOFF SUMMARY
                                                                 FLOW IN CUBIC FEET PER SECOND
                                                              TIME IN HOURS, AREA IN SGUARE MILES


                                                    PEAK    TIME OF       AVERAGE FLOW FOR MAXIMUM PERIOD            BASIN       MAXIMUM      TIME OF
                  OPERATION           STATION       FLOW      PEAK          6-HOUR      24-HOUR       72-HOUR        AREA        STAGE      MAX STAGE


                  HYDROGRAPH AT          Cil          75.     13.67           40.           12.           12.        0.117


                  ROUTED TO              Sil          74.     14.00           40.           12.           12.        0.17          14.38        14.00


                  HYDROGRAPH AT          Clo          55.     13.42           26.            B.            8.        0.10


                  2 COMBINED AT        J@MAG         123.     13.93           66.           20.           20.        0.27


                  ROUTED TO              Slo         122.     13.92           66.           20.           20.        0.27          11.58        13.92


                  HYDROGRAPH AT           C9          50.     12.83           17.            51.           5.        0.06


                  ROUTED TO               S9          48.     13.17           17.            5.            5.        0.06          11.06        13.17


                  HYDROGRAPH AT          C12          32.     14.83           22.            7.            7.        0.09


                  ROUTED TO              112          32,     11,42           22,            7,            1,        1,01          1,15         11,12


                  3 COMBINED AT        J@C13         167.     13.83          103.           33.           33.        0.42


                  HYDROGRAPH AT          C13          34.     13.OB           14.            4.            4.        0.06


                  HYDROGRAPH AT          C15          46.     13.17           20.            6.            6.        0.07


                  3 COMBINED AT        J@S14         234.     13.50          136.           43.           43.        0.55


                  ROUTED TO              S14         233.     13.92          136.           42.           42.        0.55          6.57         13.92


                  HYDROGRAPH AT          C14          22.     13.25           10.            3.            3.        0.05


                  HYDROGRAPH AT           C7          54.     13.33           24.            8.            B.        0.08


                  HYDROGRAPH AT           ce         114.     12.9 2          40.           13.           13.        0.13


                  ROUTED TO               S7         113.     13.06           40.           12.           12.        0.0           9.16         13.06


                  4 COMBINED   AT        J@S6        377.     13.59          207.           65.           65.        0.81


                  ROUTED TO               S6         376.     13.92          207.           64.           64.        0.81          4.19         13.92


                  IY1111RIP1   AT         16          49,     11,11           21,            6,            6,        0*01


                  HYDROGRAPH   AT        C16          51.     12.75           16.            5.            5.        0.05


                  ROUTED TO              S16          51.     12.93           16.            5.            5.        0.05          3.97         12.83


                  HYDROGRAPH   AT        C17          21.     12.58             6.           2.            2.        0.02


                  ROUTED TO              S17          21.     12.58             6.           2.            2.        0.02          6.20         12.JG


                  4 COMBINED IT        l@TlEl        416,     11,13          243,           71,           17,        0,96


                  ROUTED TO            TWEST         224.     16.00          205.           76.           76.        0.96          5.94         16.00





                  HYDROGRAPH AT          cis         20.    13.17               B.          3.            3.         0.03


                  HYDROGRAPH AT           C5         40.    12.75             13.           4.            4.         0.05


                  HYDROGRAPH AT          C19         21.    14.17             13.           4.            4.         0.04


                  ROUTED TO              111         21,    14,11             13,           4,            1*         1,14         1,52         11*10


                  4 COMBINED AT        J@S4         250.    15.50           226.           85.           85.         1.09


                  ROUTED TO               S4        249.    16.08           226.           al.           al.         1.09         3.43         16.08


                  HYDROGRAPH AT           C4         47.    13.00             17.           5.            5.         0.07


                  2 COMBINED AT        HS3          259.    15.92           233.           86.           86.         1.17


                  ROUTED TO               S3        258.    16.58           232.           81.           81.         1.17         3.53         16.58


                  HYDROGRAPH AT          C24         24.    13.42             11.           4.            4.         0.04


                  HYDROGRAPH AT          C25         19.    13.50             10.           3.            3.         0.03


                  2 COMBINED AT       HS23           44.    13.42             21.           7.            7.         0.07


                  ROUTED TO              S23         31.    15.42             20.           6.            6.         0.07         5.10         15.42


                  HYDROGRAPH AT          C26         43.    13.50             22.           7.            7.         0.07


                  HYDROGRAPH AT          C23         21.    13.25               9.          3.            3.         0.03


                  3 COMBINED AT       HS20           72.    13.50             49.          16.           16.         0.17


                  ROUTED TO              S20         66.    15.00             47.          16.           16.         0.17         6.59         15.00


                  HYDROGRAPH AT          C20         29.    12.83               9.          3.            3.         0.03


                  HYDROGRAPH AT           C3         49.    13.67             26.           8.            a.         0.09


                  HYDROGRAPH AT          C22         41.    12.67             12.           4.            4.         0.04


                  ROUTED TO              S21         32.    14.08             11.           3.            3.         0.04         8.67         14.08


                  HYDROGRAPH AT          C21         66.    13.17             28.           a.            a.         0.11


                  2 COMBINED AT       HS20A          73.    13.92             38.          12.           12.         0.14


                  ROUTED TO            S20A          73.    14.00             38.          12.           12.         0.14         2.62         14.00


                  5 COMBINED AT        HS2          364.    16.00           314.          119.          119.         1.60


                  ROUTED TO               S2        364.    16.25           313.          116.          116.         1.60         3.74         16.25


                  HYDROGRAPH AT           C2         82.    12.50             21.           6.            6.         0.07


                  2 COMBINED AT       J@R14         370.    16.25           319.          122.          122.         1.67


                  ROUTED TO               si        370.    16.50           318.          119.          119.         1.67         5.02         16.50


                  HYDROGRAPH AT           cl        141.    12.33             29.           9.            9.         0.08


                  2 11"111EI IT       IIIAT         171,    16*11           121*          129*          121,         1,71








        HECI S/N: 1343000043          HMVersion: 6.33       Data File: C:\WESTPT\WPF251N.PRN






        t   FLOOD HYDROGRAPH PACKAGE (HEC-1)         t                                                         t   U.S. ARMY CORPS OF ENGINEERS          t
        t                MAY    1991                 t                                                         t   HYDROLOGIC ENGINEERING CENTER         $
        t             VERSION 4.0.IE                 t                                                         t          609 SECOND STREET              4
        I                                            t                                                         I       DAVIS, CALIFORNIA 95616           4
        t RUN DATE    06/19/1993 TIME 11:41:55       t                                                         t           (916) 756-1104                t










                                      WEST POINT CREEK        FUTURE CONDITIONS
                                      L&M JOB 92-093          25-YEAR STORM


           4 10           OUTPUT CONTROL VARIABLES
                                 IPRNT               5 PRINT CONTROL
                                 IPLOT               0 PLOT CONTROL
                                 OSCAL               0. HYDROGRAPH PLOT SCALE


             IT           HYDROGRAPH TIME DATA
                                   NMIN              5 MINUTES IN COMPUTATION INTERVAL
                                 IDATE        1      0 STARTING DATE
                                 ITIME           0000  STARTING TIME
                                     NO          288   NUMBER OF HYDROGRAPH ORDINATES
                                NDDATE        1      0 ENDING DATE
                                NDTIME           2355  ENDING TIME
                                ICENT                19 CENTURY MARK


                             COMPUTATION INTERVAL      0.08 HOURS
                                  TOTAL TIME BASE      23.92 HOURS


                  ENGLISH UNITS
                        DRAINAGE AREA            SOUARE MILES
                        PRECIPITATION DEPTH      INCHES
                        LENGTH, ELEVATION        FEET
                        FLOW                     CUBIC FEET PER SECOND
                        STORAGE VOLUME           ACRE-FEET
                        SURFACE AREA             ACRES
                        TEMPERATURE              DEGREES FAHRENHEIT










                                                                          RUNOFF SUMMARY
                                                                 FLOW IN CUBIC FEET PER SECOND
                                                             TIME IN HOURS, AREA IN SQUARE MILES


                                                   PEAK    TIME OF       AVERAGE FLOW FOR MAXIMUM PERIOD            BASIN       MAXIMUM      TIME OF
                  OPERATION          STATION       FLOW       PEAK         6-HOUR       24-HOUR       72-HOUR        AREA       STAGE       MAX STAGE


                  HYDROGRAPH AT          Cil        142.    13.17             60.          19.           19.         0.17


                  ROUTED TO              Sil        139.    13.50             60.          19.           19.         0.17         14.77        13.50


                  HYDROGRAPH AT          CIO         73.    13.33             33.          10.           10.         0.10


                  2 COMBINED IT       111AI         211,    11,42             11,          21,           21,         0,21


                  ROUTED TO              slo        209.    13.50             93.          29.           29.         0.27         11.98        13.50


                  HYDROGRAPH AT           C9         78.    12.75             24.           8.            B.         0.06


                  ROUTED TO               S9         75.    13.00             24.           B.            a.         0.06         11.29        13.00


                  HYDROGRAPH AT          C12         49.    14.17             29.           9.            9.         0.09


                  ROUTED TO              S12         48.    14.67             29.           9.            9.         0.09          9.07        14.67


                  3 COMBINED AT       J@C13         298.    13.50           145.           46.           46.         0.42


                  HYDROGRAPH AT          C13         55.    12.83             18.           6.            6.         0.06


                  HYDROGRAPH AT          C15         84.    12.5B             22.           7.            7.         0.07


                  3 COMBINED AT       J@S14         354,    13.25           184.           58.           58.         0.55


                  ROUTED TO              S14        353.    13.58           193.           57.           57.         0.55          7.07        13.58


                  HYDROGRAPH AT          C14         36.    13.00             14.           4.            4.         0.05


                  lYlRllRAPl AT           17         79,    12,91             27,           1,            1,         1,01


                  HYDROGRAPH AT           ca        170.    12.67             51.          16.           16.         0.13


                  ROUTED TO               S7        169.    12.83             51.          16.           16.         0.13          8.47        12.83


                  4 COMBINED AT         J@S6        561.    13.17           273.           86.           86.         0.81


                  ROUTED TO               96        559.    13.50           273.           85.           85.         0.81          4.78        1J.50


                  H11R11111H IT           C6         14,    12,75             27,           1,            1,         1,01


                  HYDROGRAPH AT          C16         86.    12.33             17.           5.            5.         0.05


                  ROUTED TO              S16         84.    12.42             17.           5.            5.         0.05          4.33        12.42


                  HYDROGRAPH AT          C17         41.    12.17               6.          2.            2.         0.02


                  ROUTED TO              S17         41.    12.17               6.          2.            2.         0.02          6.59        12.17


                  1 COMBINED IT       11TIE1        624,    11,12           119,           101,          111*        1,96


                  ROUTED TO           TWEST         354.    15.00           252.           99.           99.         0.96          6.71        15.00





                  HYDROGRAPH AT          cis         32.    12.75             10.            3.           3.         0.03


                  HYDROGRAPH AT           C5         69.    12.58             18.            6.           6.         0.05


                  HYDROGRAPH AT          C19         46.    12.75             15.            5.           5.         0.04


                  ROUTED TO              111         41*    11,01             15*            1,           1,         0,01          2,13        11*11


                  4 COMBINED AT         J@S4         375.   15.25            272.         110.          110.         1.09


                  ROUTED TO               S4         363.   15.83            272.         106.          106.         1.09          3.77        15.83


                  HYDROGRAPH AT           C4         95.    12.75             30.            10.         10.         0.07


                  2 COMBINED AT         J@53         375.   15.75            286.         115.          115.         1.17


                  ROUTED TO               S3         366.   16.42            286.         109.          109.         1.17          3.88        16.42


                  HYDROGRAPH AT          C24         35.    13.00             13.            4.           4.         0.04


                  HYDROGRAPH AT          C25         28.    13.25             12,            4.           4.         0.03


                  2 COMBINED AT        J@S23         62.    13.08             26.            a.           a.         0.07


                  ROUTED TO              S23         42.    14.83             25.            B.           a.         0.07          5.17        14.83)


                  HYDROGRAPH AT          C26         5B.    13.25             26.            a.           a.         0.07


                  HYDROGRAPH AT          C23         35.    13.00             14.            5.           5.         0.03


                  1 11MIIIED AT        11121         112,   13,17             62,            21,         21,         0*17


                  ROUTED TO              S20         93.    14.42             61.            21.         21.         0.17          6.74        14.42


                  HYDROGRAPH AT          C20         40.    12.67             12.            4.           4.         0.03


                  HYDROGRAPH AT           C3         68.    13.33             31.            10.         10.         0.09


                  HYDROGRAPH AT          C22         52.    12.50             13.            .4.          4.         0.04


                  ROUTED TO              S21         38.    13.83             12.            4.           4.         0.04          8.74        13.83


                  HYDROGRAPH AT          C21         110.   13.08             43.            14.         14.         0.11


                  2 COMBINED AT       J@S20A         118.   13.58             54.            18.         18.         0.14


                  ROUTED TO             S20A         117.   13.67             54.            17.         17.         0.14          3.21        13.67


                  5 COMBINED AT         HS2          497.   14.17            408.         160.          160.         1.60


                  ROUTED TO               12         491,   14,42            407*         111,          116,         1,61          4,06        14*42


                  HYDROGRAPH AT           C2         10B.   12.50             26.            1.           B.         0.07


                  2 COMBINED AT        J@R14         508.   14.42            416.         164.          164.         1.67


                  ROUTED TO               si         505.   14.67            416.         161.          161.         1.67          5.49        14.67


                  HYDROGRAPH AT           CI         150.   12.33             31.            10.         10.         0.08


                  2 111111EI AT        J@MAT         121,   11,67            421,         171,          171,         1,75








        HECI S/N: 1343000043          HMVersion: 6.33      Data File: C:\WESTPT\WPIOOEXN.PRN






        t  FLOOD HYDROGRAPH PACKAGE (NEC-1)         t                                                         t    U.S. ARMY CORPS OF ENGINEERS          t
        I                MAY    1991                1                                                         t    HYDROLOGIC ENGINEERING CENTER         t
        I            VERSION 4.0.IE                 I                                                         t           609 SECOND STREET              $
        t                                           t                                                         t       DAVIS, CALIFORNIA 75616            t
        t RUN DATE   08/19/1993 TIME 10:31:13       s                                                         $            (916) 756-1104                t
        t                                           9                                                         t                                          t
        .............t ................ "t   ........








                                      WEST POINT CREEK       EXISTING CONDITIONS
                                      L&M JOB 92-Oq3          100-YEAR STORM


          4 10            OUTPUT CONTROL VARIABLES
                                 IPRNT              5 PRINT CONTROL
                                 IPLOT              0 PLOT CONTROL
                                 USCAL              0. HYDROGRAPH PLOT SCALE


             IT           HYDROGRAPH TIME DATA
                                   NMIN             5 MINUTES IN COMPUTATION INTERVAL
                                 IDATE       1      0 STARTING DATE
                                 ITIME          0000  STARTING TIME
                                     No         288   NUMBER OF HYDROGRAPH ORDINATES
                                NDDATE       1      0 ENDING DATE
                                NDTIME          2355  ENDING TIME
                                ICENT               19 CENTURY MARK


                            COMPUTATION INTERVAL       0.08 HOURS
                                  TOTAL TIME BASE     23.92 HOURS


                  ENGLISH UNITS
                        DRAINAGE AREA           SQUARE MILES
                        PRECIPITATION DEPTH     INCHES
                        LENGTH, ELEVATION       FEET
                        FLOW                    CUBIC FEET PER SECOND
                        STORAGE VOLUME          ACRE-FEET
                        SURFACE AREA            'ACRES
                        TEMPERATURE             DEGREES FAHRENHEIT










                                                                          RUNOFF SUMMARY
                                                                 FLOW IN CUBIC FEET PER SECOND
                                                             TIME IN HOURS, AREA IN SGUARE MILES


                                                   PEAK    TIME OF       AVERAGE FLOW FOR MAXIMUM PERIOD             BASIN      MAXIMUM      TIME OF
                  OPERATION          STATION       FLOW      PEAK          6-HOUR       24-HOUR       72-HOUR        AREA       STAGE       MAX STAGE


                  HYDROGRAPH AT          Cil         110.    13.67            58.           18.           is.        0.17


                  ROUTED TO              Sil         109.    13.92            58.           Is.           18.        0.17          14.61        133.92


                  HYDROGRAPH AT          CIO          79.    13.42            38.           12.           12.        0.10


                  2 COMBINED AT        HMAG          180.    13.75            95.           30.           30.        0.27


                  ROUTED TO              slo         l7q.    13.83            95.           30.           30.        0.27          11.85        13.B3


                  HYDROGRAPH AT           C9          71.    12.83            24.            7.            7.        0.06


                  ROUTED TO               S9          68.    13.17            24.            7.            7.        0.06          11.24        13.17


                  HYDROGRAPH AT          C12          46.    14.83            32.           10.           10.        0.09

                  ROUTED TO              S12          46.    15.33            32.           10.           10.        0.09          9.04         15.33

                  3 COMBINED AT        J@C13         746.    13.75           149.           47.           47.        0.42


                  IY1111RAll AT          111          51,    13,11            21,            6,            6,        0,16


                  HYDROGRAPH AT          C15          65.    13.17            27.            9.            9.        0.07


                  3 COMBINED AT        J@S14         343.    13.50           196.           62.           62.        0.55


                  ROUTED TO              514         342.    13.63           05.            61.           61.        0.55          7.03         13.83


                  HYDROGRAPH AT          C14          33.    13.25            15.            4.            4.        0.05


                  IY111GRAPI AT           C7          76,    13,25            31,           11,           11,        0,11


                  HYDROGRAPH AT           CB         157.    12.92            56.           17.           17.        0.13


                  ROUTED TO               S7         156.    13.08            56.           17.           17.        0.13          B.40         13.08


                  4 COMBINED AT          J@S6        552.    13.50           295.           94.           94.        0.81


                  ROUTED TO               S6         550.    13.83           295.           92.           92.        0.81          4.75         13.83


                  11IR11RAPI AT           16          72,    11,17            31,            9,            9,        0,01


                  HYDROGRAPH AT          C16          69.    12.75            22.            7.            7.        0.05


                  ROUTED TO              S16          69.    12.83            22.            7.            7.        0.05          4.18         12.83


                  HYDROGRAPH AT          C17          30.    12.58              8.           2.            2.        0.02


                  ROUTED TO              S17          30.    12.58              8.           2.            2.        0.02          6.41         12.56


                  4 COMBINED AT        J@TWES        639.    13.75           349.           Ill.          Ill.       0.96


                  ROUTED TO            TWEST         386.    15.33           274.           108.         108.        0.96          6.77         15.33





                   HYDROGRAPH AT           CIB        29.    13.17            12.            4.            4.        0.031


                   HYDROGRAPH AT           C5         59.    12.75            19.            6.            6.        0.05


                   HYDROGRAPH AT           C19        29.    14.08            18.            6.            6.        0.04

                   ROUTED TO               111        21,    11,12            17,            6,            6,        1*14          2,65         11,12

                   4 COMBINED AT           HS4        426.   15.50            303.           120.          120.      1.09

                   ROUTED TO               S4         422.   16.00            303.           114.          114.      1.09          3.93         16.00

                   HYDROGRAPH AT           C4         69.    12.92            25.            a.            B.        0.07


                   2 COMBINED AT           HS3        435.   15.92            314.           122.          122.      1.17


                   ROUTED TO               S3         430.   16.50            314.           114.          114.      1.17          4.06         16.50


                   HYDROGRAPH AT           C24        34.    13.33            16.            5.            5.        0.04


                   HYDROGRAPH AT           C25        27.    13-50            13.            4.            4.        0.03


                   2 COMBINED AT           J@S23      60.    13.42            29.            9.            9.        0.07

                   ROUTED TO               S23        45.    15.08            27.            9.            9.        0.07          5.16         15.08

                   HYDROGRAPH AT           C26        59.    13.59            30.            9.            9.        0.07

                   HYDROGRAPH AT           C23        2q.    13.25            13.            4.            4.        0.03


                   3 COMBINED AT           J@S20      96.    13.50            68.            22.           22.       0.17

                   ROUTED TO               S20        92.    14.83            66.            22.           122.      0.11/         6.74         14.83


                   HYDROGRAPH AT           C20        40.    12.75            13.            4.            4.        0.03


                   HYDROGRAPH AT           C3         70.    13.67            36.            11.           11.       0.09


                   HYDROGRAPH AT           C22        54.    12.67            16.            5.            5.        0.04


                   ROUTED TO               S21        45.    13.92            16.            5.            5.        0.04          8.82         13.72


                   HYDROGRAPH AT           C21        95,    13.17            40.            12.           12.       0.11


                   2 COMBINED AT       J@S20A         114.   13.75            55.            17.           17.       0.14

                   ROUTED TO               S20A       113.   13.83            55.            17.           17.       0.14          3.17         13.83


                   5 COMBINED AT           J@S2       569.   16.42            439.           169.          169.      1.60


                   ROUTED TO               S2         166,   16,67            431,           164,          164*      1*60          4,22         16,67


                   HYDROGRAPH AT           C2         113.   12.50            29.            9.            9.        0.07


                   2 COMBINED AT           J@Rl4      574.   16.67            447.           173.          173.      1.67


                   ROUTED TO               si         571.   16.72            446.           170.          170.      1.67          5.70         16.92


                   HYDROGRAPH AT           Cl         183.   12.33            39.            12.           12.       0.08


                   2 COMBINED AT           J@MAT      580.   16.92            456.           182.          182.      1.75








        HECI SIN: 1343000043          HMVersion: 6.33      Data File: C:\[email protected]






        t  FLOOD HYDROGRAPH PACKAGE (HEC-1)         t                                                        t   U.S. ARMY CORPS OF ENGINEERS          t
        $                MAY    1991                t                                                        t    HYDROLOGIC ENGINEERING CENTER        $
        I            VERSION 4.0.1E                 t                                                        t          609 SECOND STREET              t
        t                                           t                                                        t       DAVIS, CALIFORNIA 95616           $
        1 RUN DATE   08/19/1993 TIME 11:40:56       t                                                        t           (9161 756-1104                t










                                      WEST POINT CREEK       FUTURE CONDITIONS
                                      L&M JOB 92-093         100-YEAR STORM


          4 IG            OUTPUT CONTROL VARIABLES
                                 IPRNT              5 PRINT CONTROL
                                 IPLOT              0 PLOT CONTROL
                                 OSCAL              0. HYDROGRAPH PLOT SCALE


             IT           HYDROGRAPH TIME DATA
                                  NMIN              5 MINUTES IN COMPUTATION INTERVAL
                                 IDATE       1      0 STARTING DATE
                                 ITIME          0000  STARTING TIME
                                     No         288   NUMBER OF HYDROGRAPH ORDINATES
                                NODATE       1      0 ENDING DATE
                                NDTIME          2355  ENDING TIME
                                ICENT               iq CENTURY MARK


                            COMPUTATION INTERVAL      0.08 HOURS
                                  TOTAL TIME BASE     23.92 HOURS


                  ENGLISH UNITS
                        DRAINAGE AREA           SQUARE MILES
                        PRECIPITATION DEPTH     INCHES
                        LENGTH, ELEVATION       FEET
                        FLOW                    CUBIC FEET PER SECOND
                        STORAGE VOLUME          ACRE-FEET
                        SURFACE AREA            ACRES
                        TEMPERATURE             DEGREES FAHRENHEIT










                                                                          RUNOFF SUMMARY
                                                                 FLOW IN CUBIC FEET PER SECOND
                                                             TIME IN HOURS, AREA IN SQUARE MILES

                                                   PEAK    TIME OF       AVERAGE FLOW FOR MAXIMUM PERIOD             BASIN      MAXIMUM      TIME OF
                  OPERATION          STATION       FLOW       PEAK         6-HOUR       24-HOUR       77-HOUR        AREA       STAGE       MAX STAGE


                  HYDROGRAPH AT          Cil        189.     13.17            80.           25.          25.         0.17


                  ROUTED TO              Sil        186.     13.42            80.           25.          25.         0.17         14.98        13.42


                  HYDROGRAPH AT          CIO          9q.    13.33            45.           14.          14.         0.10


                  2 C111INEI-AT        111AI        211,     13,42           125,           10,          40,         1,27


                  ROUTED TO              SIO        282.     13.50           125.           39.          3q.         0.27         12.24        13.50


                  HYDROGRAPH AT           C9        100.     12.75            31.           10.          10.         0.06


                  ROUTED TO               S9          97.    13.00            31.           10.          10.         0.06          11.44       13.00


                  HYDROGRAPH AT          C12          67.    14.17            40.           13.          13.         0.09


                  ROUTED TO              S12          67,    14*11            41,           11,          13,         0,09          1,21        11,51


                  3 COMBINED AT        J@C13        389.     13.42           195.           62.          62.         0.42


                  HYDROGRAPH AT          C13          77.    12.83            25.            a.            a.        0.06


                  HYDROGRAPH AT          C15        113.     12.58                           9.            9.        0.07


                  3 COMBINED AT        J@S14        483.     13.17           248.           80.          80.         0.55


                  ROUTED TO              914        481.     13.50           246.           7B.          78.         0.55          7.54        13.50


                  HYDROGRAPH AT          C14          50.    13.00            19.            6.            6.        0.05


                    DROGRAPH AT           C7        107.     12.92            37.           12.          12.         0.08


                  HYDROGRAPH AT           ce        220.     12.67            68.           22.          22.         0.13


                  ROUTED TO               S7        220.     12.83            68.           22.          22.         0.13          8.71        12.93)


                  4 COMBINED AT          J@Sh       774.     13.17           369.          lie.         118.         0.81


                  ROUTED TO               S6        772.     13.42           369,          116.         116.         0.81          5.37        13.42


                  lYlRllRIPl IT           C6        115,     12,75            31,           12,          12,         0*11


                  HYDROGRAPH AT          C16        115.     12.33            23.            7.            7.        0.05


                  ROUTED TO              S16        113.     12.33            23.            7.            7.        0.05          4.58        12.33


                  HYDROGRAPH AT          C17          57.    12.17              a.           3.            3.        0.02


                  ROUTED TO              S17          56.    12.17              8.           3.            3.        0.02          6.77        14".17


                  4 COMBINED IT       11TIE1        163,     11,31           433*          137,         137*         0*96


                  ROUTED TO            TWEST        576.     14.50           353.          135.         135.         0.96          7.06        14.50





                  HYDROGRAPH AT           Cla        44.    12.75            14.            4.            4.         0.03


                  HYDROGRAPH AT           C5         92.    12.58            24.            8.            G.         0.05


                  HYDROGRAPH AT           C19        62.    12.75            20.            6.            6.         0.04

                  ROUTED TO               111        60,    13,11            20,            6,            6,         1,11         2*19         13*10

                  4 COMBINED AT           J@S4       615.   14.67            390.         150.            150.       1.09

                  ROUTED TO               S4         610.   15.08            389.         145.            145.       1.09         4.32         15.08


                  HYDROGRAPH AT           C4         122.   12.75            39.            13.           13.        0.07


                  1. COMBINED AT          J@Sj       633.   15.00            414.         157.            157.       1.17


                  ROUTED TO               93         627.   15.50            412.         150.            150.       1.17         4.54         15.50


                  HYDROGRAPH AT           C24        46.    13.00            10.            6.            6.         0.04


                  HYDROGRAPH AT           C25        36.    13.25            16.            5.            5.         0.03


                  2 COMBINED AT           HS23       82.    13.OB            34.            11.           11.        0.07


                  ROUTED TO               923        61.    14.50            32.            11.           11.        0.07         5.25         14.50

                  HYDROGRAPH AT           C26        76.    13.25            34.            11.           Ii.        0.07


                  HYDROGRAPH AT           C23        44.    13.00                           6.            6.         0.03


                  3 COMBINED AT           J@S20      130.   13.17            BI.            28.           28.        0.17


                  ROUTED TO               S20        124.   14.42            90.            27.           27.        0.17         6.89         14.42


                  HYDROGRAPH AT           C20        53.    12.67            16.            5.            5.         0.03


                  HYDROGRAPH AT           C3         93.    13.33            42.            13.           0.         0.09


                  HYDROGRAPH AT           C22        69.    12.50            17.            5.            5.         0.04


                  ROUTED TO               121        13,    13,67            17,            5,            5,         0,14         1,11         11,67,


                  HYDROGRAPH AT           C21        141.   13.08            57.            Is.           is.        0.11


                  2 COMBINED AT       HS20A          167.   13.50            72.            23.           23.        0.14


                  ROUTED TO               520A       166.   13.58            72.            23.           23.        0.14         3.75         13.58


                  5 COMBINED AT           HS2        82q.   15.42            592.         218.            'Lie.      1.60


                  ROUTED TO               S2         111,   11,67            511,         214,            214,       1,60         4,71         15*67


                  HYDROGRAPH AT           C2         140.   12.50            34.            11.           11.        0.07


                  2 COMBINED AT           J@R14      836.   15.67            605.         225.            225.       1.67


                  ROUTED TO               sl         833.   15.83            605.         221.            221.       1.671        6.43         15.83


                                                                                                          7
                  HYDROGRAPH AT           Ci         193.   12.33            40,            13.           1j.        0.08


                  2 COMBINED IT           IIIAT      141,   15,11            619,         214,            234,       1,71










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                                                                                                                                                                                                                                                                                                                                                               77


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          ID MAGNOLIA TRIB. TO MATTAPONI                          FUTURE CONDITIONS
          ID L JOB 92093                 100-YEAR STORM
          *DIAGRAM
          IT          5                            288
          IO        5
	    *
	    *
          
          KK    C 2 7
          BA 0.059
          * 2-YEAR    STORM
          *                          0.47       0.95        1.6       1.61       2.02       2.55       3.03         3.5
          * 10-YEAR STURM
          *                           0.6       1.28       2.28       22.61      2.95        3.8       4.56        5.33
          * 25-YEAR     STORM
          *                          0.68       1.49       2.68       3.0q6       3.49       4.q53       5.45        6.38
          * 100-YEAR     STORM
          PH                         0.81       1.81        3.3       3.62      4.33       5.65       6.93            0
          LS                  82
          UD 0.516
          *  BASBY      CULVERT     AT  BAGBY   - R27
          *         1     ELEY           ?
          *


          
          KK    S28
          RS        3     FLOW          -1
          RC 0.065      0.065       0.065       1410     0.006
          RX    214         222       239        240        742         243        260       294
          RY        8         6          6       2.5        2.5            6          6          8
          KK    C2 9
          BA  8
          LS  0.074             75
          UD  0.558                  


                                      A
          KK J8R28    COMBINE S2 AND C28
          


          HC        2
          KKCHEL28      CULYERT AT CHELSEA - R28
          RS        1     ELEV
          SA
                    0     0.19       0.51       0.82       1.48       2.13       2.62       3.27         3.6
                              
          SE   1.17                     3           4          5          6     6.66       7.55       7.97
          so        0                   24          37         52         40          74      200         400
          KK   B285
          RS        6	FLOW		-1
                                    
          RC   0.07       0.05       O.07        1690      0.004
          RX        0         30        32       125        135         210        214       230
          *         a         2          0      -0.5       -0.5       -0.2            2          9
          RY    8.5         2.5       0.5            0          0       0.3        2.5       8.5
          KK   C285
          BA 0. 055
          LS	71
          UD  0.592

                    
          KK J@END	COMBINE	S2B5	AND	C285
          HC	2


          ZZ
          
          







           ID NORTH CHELSEA TRIB TO NATTAPONI                     FUTURE CONDITIONS
           ID L&M JOB 92-093                            100-YEAR STORK
           *DIAGRAM
           IT        5                            286
           IO	5
	     *
	     *

           KK    C29
           BA 0.039
           *2-YEAR STORK
           *                          0.47       0.95         1.6      1.81        2.02        2.55      3.03          14.5
           *10-YEAR STORM
           *                            0.6       1.28       2.28       2.61        2.95         3.8      4.56        5.33
           *25-YEAR      STORM
           *                         0.68       1.49       2.68       3.08        3.49        4.53      5.45        6.38
           *100-YEAR STORM
           PH                         0.81       1.81         3.3      3.82        4.33        5.65      6.83             q9
           LS                  80
           UD 0.534
           KK    C30
           BA 0.047
           LS                  72


           *     R30     CULVERT AT CHELSEA - R30
           *        1      ELEV            ?





           KK J@S31   COMBINE C29 AND R30
           HC        2
           XX	B31
                
           RS        3    FLOW           -1
           RC   0.09      0.05        0.09       2020      0.005
           RX     90         130       146        160         172        106         210        260
           RY       10         8          6           4          4           6          0         10
           KK    04
           BA 0.433
           LS                  78
           UD 0.936
	     KK    C33

           BA 0.05
           LS     75


           
           UD G.804
           KK   J@R33 COMBINE  C34, S31, C31, AND C33
           HC      4
           KK    R33    CULVERT AT CHELSEA - R33
	     RB	1	ELEV	3
           SA    7.44    9.42  11.39   12.29   12.61    13.3
	     SE     2	3	4	4.25	4.47	4.64	5
	     SO	37	47	100	300	400	500	700
	     XX     S32
	     RS	5	FLOW	-1
	     RC	0.07	0.04	0.07	2890	0.005
	     RX	40	90	120	300	320	350	372	380
	     RY	4	2	1.1	1	1	1.1	2	4
	     XX	D32
	     BA	0.063
	     LS   		79
	     UD 0.912






        HECI SIN: 1343000043           HMVersion: 6.33      Data File: C:\WESTPT\THEXIOON.PRN





        t   FLOOD HYDROGRAPH PACKAGE (HEC-1)         t                                                         t    U.S. ARMY CORPS OF ENGINEERS         $
        t                MAY    1?91                 1                                                         t    HYDROLOGIC ENGINEERING CENTER        t
        $             VERSION 4.0.1E                                                                           t          609 SECOND STREET              $
                                                                                                               t       DAVIS, CALIFORNIA 95616           t
        t RUN DATE    08120/1993 TIME 08:35:43       t                                                         $            (916) 756-1104               9










                                                              x      x  xxxxxxx   xxxxx              x
                                                              x      x  x         x      x         x x
                                                              x      x  x         x                  x
                                                              xxxxxxx   xxxx      x        xxxxx     x
                                                              x      x  I         x                  x
                                                              x      x  x         x      x           x
                                                              x      x  xxxxxxx   xxxxx            xxx










                                                              Full Microcomputer Implementation
                                                                                by
                                                                     Haestad Methods, Inc.





                                             37 Brookside Road t Waterbury, Connecticut 06708 t (203) 755-1666






                    THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECI (JAN 73), HECIGS, HECIDS, AND HEClKW.


                    THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
                    THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 29 SEP 81. THIS IS THE FORTRAN77 VERSION
                    NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREGUENCY,
                    DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL          LOSS RATE:GREEN AND AMPT INFILTRATION
                    KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM







                                                                        HEC-1 INPUT                                                       PAGE I


                     LINE             10 ....... I.......2 .......3 ....... 4 ........ ;.......6....... 7 ...                      'o
                                                                                       i                     .... a....... 9 ......


                        I             ID    THOMPSON TRIB. TO MATTAPONI                 EXISTING CONDITIONS
                        2             ID    L&M JOB 72-093                    100-YEAR STORM
                                      *DIAGRAM
                        3             IT                                  298
                        4





                        5             KK         C40
                        6             BA   0.038
                                      t 2-YEAR STORM     NWS
                                      t                      0.47     0.95       1.6     1.81     2.02     2.55      3.03       3.5
                                      1 10-YEAR STORM
                                      4                        0.6    1.28     2.28      2.61     2.95       3.8     4.56      5.33
                                      t 25-YEAR STORM
                                      t                      0.68     1.49     2.68      3.08     3.49     4.53      5.45      6.38
                                      i 100-YEAR STORM
                        7             PH                        0.81    1.81        3.3     3.82    4.33       5.65    6.83         3
                        a             LS                 72
                        7             UD   1.392
                                      t    R40    CULVERT AT DRIVEWAY - R30
                                      t          I  ELEV         ?







                      10              KK         C39
                      11              BA   0.045
                      12              Ll                 15
                      13              UD   0.936
                                      t    R39    CULVERT AT CHELSEA - R39
                                      t          I  ELEV         ?
                                      t
                                      t




                      14              KK   J@537  COMBINE R39 AND R40
                      15              HC         2


                      16              KK         S37
                      17              RS         4     FLOW       -1
                      11              IC     0,01      1,15     1,11    1110     1,107
                      19              RX         24      40       55      105       120      125      131       141
                      20              RY         a       6        4         2          2       4        6         8


                      21              KK         C37
                      22              BA   0.019
                      23              LS:)               70
                      24              Ul   0,511







                                                                     HEC-1 INPUT                                                    PAGE 2


                    LINE            ID ....... I....... 2....... 3.......4 ....... 5....... 6.......7.......8....... 9...... 10



                     25             KK         C36
                     26             BA   0.027
                     27             LS                  7q
                     21             11     1*11


                     29             KK         C35
                     30             BA   0.012
                     31             LS                  82
                     32             UD   0.534
                                    t    R35    CULVERT AT DRIVEWAY     R35
                                    I          I  ELEV
                                    t
                                    t
                                    I


                     33             KK         S36
                     34             RS         12  FLOW          -1
                     35             RC     0.00    0.05      0.08     880 0.00025
                     36             RX         0        70       so    92      158       160      168     260
                     37             RY         6        4        2    1.5      1.5         2       4      5.5


                     7
                     J8             XK   J@S38   COMBINE S37,    C37, C36, AND S36
                     39             HC         4


                     40             KK         S38
                     41             RS         16  FLOW          -1
                     42             RC     0.06    0.04      0.06    1180 0.00025
                     13             RX         110   208      220     315      330       560      570     584
                     44             RY         6        2     1.3     1.2      1.2       1.3       2        6


                     45             KK         C38
                     46             BA   0.028
                     47             LS                  69
                     48             UD   1.116


                     49             KK   HEND COMBINE S38 AND C38
                     50             HC         2
                     51             11









                          SCHEMATIC DIAGRAM OF STREAM NETWORK
        INPUT
         LINE       (V) ROUTING                    DIVERSION OR PUMP FLOW


          NO.           CONNECTOR                  RETURN OF DIVERTED OR PUMPED FLOW


             5          C40



           10                        C39



           14         J@S37 ............
                          V
                          V
           16           S37



           21                        CN



           25                                     C36



           21                                                   C35
                                                                   V
                                                                   V
           33                                                   S36



           38         J@53B .....                   ..............
                          V
                          v
           40           silo




           45                        C38


           49         J@END' ............

        Mt@   RUNOFF ALSO COMPUTED AT THIS LOCATION







                HECI S/N: 1343000043            HMVe rsion: 6.33    Data File; C:\WESTPT\THEXIOON.PRN





        t   FLOOD HYDROGRAPH PACKAGE (HEC-1)        t                                                        t    U.S. ARMY CORPS OF ENGINEERS
        $                MAY    1991                t                                                        t    HYDROLOGIC ENGINEERING CENTER
        I             VERSION 4.0.11                $                                                        $           607 SECOND STREET
        9                                           9                                                        t       DAVIS, CALIFORNIA 95616
        I RUN DATE    08/20/1993 TIME 08:")5:43     t                                                        1            (916) 756-1104










                                      THOMPSON TRIB. TO MATTAPONI              EXISTING CONDITIONS
                                      L&M JOB 92-093                  100-YEAR STORM


           4 10           OUTPUT CONTROL VARIABLES
                                 IPRNT              5 PRINT CONTROL
                                 IPLOT              0 PLOT CONTROL
                                 9SCAL              0. HYDROGRAPH PLOT SCALE


             IT           1Y1R11RAPH TIME DATA
                                   NMIN             5 MINUTES IN COMPUTATION INTERVAL
                                 HATE         1     0 STARTING DATE
                                 ITIME          0000  STARTING TIME
                                     NO         28B   NUMBER OF HYDROGRAPH ORDINATES
                                NDDATE        1     0 ENDING DATE
                                NDTIME          2355  ENDING TIME
                                ICENT               19 CENTURY MARK


                            COMPUTATION INTERVAL       0.08 HOURS
                                  TOTAL TIME BASE     23.92 HOURS


                   ENGLISH UNITS
                        DRAINAGE AREA           SOUARE MILES
                        PRECIPITATION DEPTH     INCHES
                        LENGTH, ELEVATION       FEET
                        FLOW                    CUBIC FEET PER SECOND
                        STORAGE VOLUME          ACRE-FEET
                        SURFACE AREA            ACRES
                        TEMPERATURE             DEGREES FAHRENHEIT









                                                                                 RUNOFF SUMMARY
                                                                          FLOW IN CUBIC FEET PER SECOND
                                                                    TIME IN HOURS, AREA IN SGUARE MILES


                                                         PEAK    TIME OF        AVERAGE FLOW FOR MAXIMUM PERIOD                 BASIN       MAXIMUM       TIME OF
                    OPERATION            STATION         FLOW       PEAK          6-HOUR        24-HOUR        72-HOUR          AREA        STAGE        MAX STAGE


                    HYDROGRAPH AT             C40          31.      13.42              15.            5.             5.         0.04


                    HYDROGRAPH AT             C39          64.      12.72              23.            7.             7.         0.05


                    2 COMBINED AT             J@S37        91.      13.00              38.           12.            12.         0.08


                    ROUTED TO                 937          90.      13.17              38.           12.            12.         O.OB            3.27         13.17


                    HYDROGRAPH AT             C37          29.      12.50              7.             2.             2.         0.02


                    HYDR111API AT             131          11,      11,17              12,            1,             4,         0,03


                    HYDROGRAPH AT             C35          23.      12.50              6.             2.             2.         0.01


                    ROUTED TO                 S36          22.      12.92              6.             2.             2.         0.01            2.27         12.92


                    4 COMBINED AT             J@S38        155.     13.00              63.           20.            20.         0.14


                    ROUTED TO                 S39          153.     13.42              63.           20.            20.         0.14            2.09         13.42


                    HYDROGRAPH AT             C38          25.      13.17              10.            3.             3.         0.03


                    2 COMBINED AT             J@END        176.     13.42              74.           23.            23.         0.17





          H EI S  N   11 @"T    4                                         ;ila:
                                              .4iiiercion: 6.7







          t   @f rn @.-IoRnpgg      pArl'o;
                L UUL M    .0 n "   ,
                                                                                                                                            G
          i               VERSION   '.3.1E                                                                                                6,01IQ SECIOND STREET


                                         T'ME 08:75:0                                                                                                        a











                                              :'H@Npqnhi TRIS. TI.  MATTAPCNT              FUTURE OgNiDITION'S
                                                                                 100-YEAF. STOR'l


                                n-i-lf@;.T CONTROL


                                       T P!   T

                                                          0.   wYDRGG;.,    1:1 DT C@Cilj


                                HY D R 00 G p -A PH T Imv A T P
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                                              @MpE-
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                       TEMPERATURE            n-G-E-- CA H 9- E NIH. ETT
                           cr, .r, c            r- P. ZZ










                                                                 -14 IN             PER S;C.-.Tqn
                                                             0,   N n um'    M"Ell llill SGUARE MILZES

                                                 'P E A KTTMr M-      AVERAGE FLOW FOR   MAYTMI@- PURIOD        B A @ I    MAX, ! MUM   TTM; n'
                   U;RITTON                                                                                                             Ay -:@Tro;
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                                I                   li f   - ;@                           4.                     V V11


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                   RO-111T," TO         '71         24,


                   4                    K8         2316.   12.50                                                 0.14
                   COMBINED AT       .1                        JU

                   R Oul T E D To                  '35.    11.23,                        1 -71                                   7-

                   WIDIROGRAPR AT                   17.    12.79                          4.           4.


                                                                                                      -7 7
                   T rrM-TNED AT     j   END       277.    12 . S









                                                                          L             % .31, 1







               FLIOND @YLDRTGRAPH PAICIK'AGE      Hl E C- 1.                                                                      t    JUS. ARMY CORTS 0        ENGSINEEI Q_
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                                         "TL'L                      M.7
                                                        r-m               uu


                       j:NCLTQP, UNITS
                                                               'Olul "r-  iLz
                                    lir                        U111-1 MTi
                             PREi'TF'lT,,r-N   D-TH            I NUES
                                          4 Lit  r@
                                 fG T H ELEVATION              FErT
                                                                   Pr.-T PER SECOND
                             STOIRAGE VOLUME                   ACRE-"@-T
                                                                   @
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                             OURFACE AREA
                                      T U;                     D E GR EE SR E NET



























































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                                                                       HH"ers         on,                     at a          E                       I, THF25 "I.PRN






                      FLOOD HURn.GRAPH                  F "P. C K A    E    R         1                                                                                                                         U
                                                                                                                                                                                                                    S.
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                                                                                                                                                                                                                                            J     lIV.












                                                                       THnMPSON 7PTB. T@' M-T%PON1
                                                                       ; @ .                    I -   li ;M I !".                               r lu              P4        u
                                                                       L&A JOB 92-091,                                          25-YEAR         STORM


                    d io                        GUTPUT C-P-INTROL VAIRIABLES
                                                                11. @ I T                       = PRIINT CONTROL
                                                                ful I                           1@  A I             I u
                                                                       1                        0. PLOT CONTROL
                                                                                                0. HYDROGRAPH PLO, SCALE,


                                                HYDROLE""RAPH TIME DATA


                                                                                      1           STARTTtiC mA7-
                                                             !TT-;:
                                                                                      00.10       ST-'RTINC,        TTME
                                                                                                228 "UNDEP COF HYDROGRAPI; 01RDIIIATEES
                                                                                                                                                    ilm
                                                          "D DA T E                   1         0 ;NDING DATP
                                                            D T 11 P                            3 5 5ENOTNG TIME
                                                                I      E
                                                           jCE"T                                  mr?4TIMV H-PK


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                                                                T,TA
                                                                       H1L T111tE     B-A u-      2 3-  K.,'  w I Ut ISS




                                                A     16,1
                                                                AREA                            S 9R E        S
                                            PRECTPTTATION DEPTH                                 1CHIE 3
                                            L E Nfr3 T.W , E L E VA' T I D N                    PEET
                                            F L G 10                                            CUDIC FEET PER SECONID
                                                                                                ACRE
                                            STURiGE VGLUME                                      MLf%r-;EET
                                            SURFACE -PPEA
                                                             .I:,-                              A C R E S,
                                                      _I- A TU.,R C
                                                                                                DECREES
















































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             4  14 a t 1 $ it I t 4 t it i a a t at t, a a a a it till a 't a T t t t


              FLOOD HY'jR,*F.RuWrP, PACVAISE       H..
                                                                                                                                               n P I   T   C i(,@ T@7          T
                           VERSION 4.0i.lE
                               A u


         a
             R U      E
               -N DAT-    0' 70 '19?1      TIME     8   5   13  it











                                                TNnM-QON TR!n, To MATTAPD!                       @X!'T-NG CO'lojljq@-::
                                                LP NP Q2-0137                         10 -Y EAP  STIOPM


                                C'UTFFUT CO.NTROL @111AFIABLESS
                                        'PRNT                   5 P9,1,14T CONTROL
                                                                  @ :1   1 L     Ill
                                        I P                       P L Ou TOu N T R D L
                                           MT
                                                                -1) HYDRCRAPH P; .-,T ',-C@Ii Z
                                             Il@                . -



                                        oll I     ;,;, .111;
                                   D P.    A P 4TIME D'TA
                                                                    1 14 UE Q I @4 CnlPJlj-,'TjGj4 INTERVAL
                                                        i       0 SUPTING DATE

                                                                                 1:
                                           P'l E                  QT"TjNtG -E
                                                                  -mr,    11     ,
                                                                  Nllvn@p. IN
                                                            L 0     UimOC    I 'HYDRC3RAPH OIRDT'@IA',@Q
                                                        i         f:,jD 7 NG @ATC
                                        POTIM              -77@q  rl@4n I US TTMr
                                        i? I IE                   - U
                                        ICE:-                   11
                                                                ii r"DIJURV MARK


                                                    IVERVAl               pn"Pc:
                                                U   IN'     ". L         Z F.-Ul-
                                           T'u';AL TIMIE ESSE     2   3 27 U rl 11


                             I-   "':TTQ
                                  LIM
                                A
                               7,111NAHC AREA               SgUmRt- MILESS
                               PR@@r P T -A,- T rl@.
                                                ,I
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                               U13                          CUSIC FEE            ED-in
                                                                                   U
                               STORAGE VOLUME               lic Q E E E T
                               S U R F  A 11", EA.          A c R E











                                                                                            1       IN IUSTr PUT PER -'"ND
                                                                                                              - "- - r. Ot,-@
                                                                                                                 '-P- IN ;,nu"-E
                                                                                                                                   JIM


                                                                         P;,qK      T-Mr OF            AVERAGE PLOW FOR MAXIMUM PI;PTnn                             -A-,TN         MAXIMUM             TIME OF
                                                                                    , J.- ,               - - I             r      I'M--         -1-               r. -                                  4!1   o r
                          OPERATION                                                         AK                                                                        AQ,,
                                     'Uri           S TIP T T il          L 0; w        PEM              6-HOUR            24-H               7^-ROUR
                                                        1. 1 Up                                                                     R         f c                    M.- Z.4         z I OZ


                                  I, A' I I  A                                                                                                        2
                            YU-0 tlrm        IT           C 101              -6,      117,11                   16                  2,


                                                                             AA.       1. rl@                 I
                          H v n R C R A p H  AT                                                               .41
                                                                                                                                                                           ful
                                                                                            7


                          2 COMBINED         A T        @S"                                                                                                                n
                             1,                                              53,      17 . 00


                          ROUTED TO                       Q"7                         I-


                                                          C"
                          H Y I R &S R A, PH A T


                           11 R '1' 073 1 A P IIT         C-6                17       11 17                                                                                A 7


                                      1
                                      'PH    A
                                      1      IT                              14.      127 . 50


                          ROUTED TO                       3-                                n                                                                                           -7 ;'i 7          1 -


                                                        I                                                                                                            A     i
                             COMBINED AT                                     .1


                          PGIIT;n Tl                                                   7. ia                  76.                                                                                                8


                                             -A7               1             4, 7.


                             -OMPINED AT                MEND                 ?Q,      17.;q








        HCI S/N 1343000043          HMVErsion: 6.33     Data File C:\WESTPT\THF10IN.PRN






FLOOD HYDROGRAPH PACKAGE  (HEC-1)					U.S. ARMY CORPS OF ENGINEERS
	MAY  1991								HYDROLOGIC ENGINEERING CENTER
   VERSION 4.0 1F									609 SECOND STREET
										DAVIS, CALIFORNIA 95616
RUN DATE 08/20/1993  TIME   08:57:40					(916) 756-1104




		THOMPSON TRIB, TO MATTAPONI       FUTURE CONDITIONS
		L&M JOB 92-093		10-YEAR STORM

4 10		OUTPUT CONTROL VARIABLES
			1PRNT		5  PRINT CONTROL
			1PLOT		0 PLOT CONTROL
			QSCAL		0.  HYDROGRAPH PLOT SCALE

IT		HYDROGRAPH TIME DATA
			NNIH		3 MINUTES IW COMPUTATION INTERVAL
			IDATE	   1	0  STARTING DATE
			ITIME		0000 STARTING TIME
			  WQ		288	NUMBER OF HYDROGRAPH ORDINATES
		     NODATE	  1	0  ENDING DATE
			NOTIME     2355  ENDING TIME
			ICENT		19	CENTURY MARK

		COMPUTATION INTERVAL	0.08 HOURS
			TOTAL TIME BASE   23.92 HOURS

	ENGLISH UNITS
		DRAINAGE AREA	SQUARE MILES
		PRECIPITATION DEPTH	INCHES
		LENGTH, ELEVATION		FEET
		FLOW				CUBIC FEET PER SECOND
		STORAGE VOLUME		ACRE-FEET
		SURFACE AREA		ACRES
		TEMPERATURE			DEGREES FAHRENHEIT








                                                                               RUNOFF SUMMARY
                                                                     FLOW IN CUBIC FEET PER SECOND
                                                                  TIME IN HOURS, AREA IN SGUARE HILES

                                                                  TME
                                                      PEAK      TI   OF       AVERAGE FLOM FOR MAXIMUM PERIOD               BASIN       MAXIMUM       TIME OF
                   OPERAT10k           STATION        FLOW        PEAK          6-HOUR       24-HaUR        722-HOUR        AREA        STAGE        MAX STAGE


                   HYDROSRAPH AT           C40           39.      12.42             9.             3.            3.         0.04


                   HYDROGRAPH AT           C39           59.      !2.33            111.            3.            3.         0.05


                   2 COMBINED AT          j@S37          96.      12-33            20.             6.            6.         0.08


                                           A
                   ROUTED TO               Irl           93.      12.50            20.             6.            6.         0.08            3.29          2.50


                   HYDROGRAPH AT           C.357         70.      12.42             4.
                                                                                                                            0.02


                   HYDROGRAPH AT           C36           22.      12.?2             a.                                      0.03


                   HYDROGRAPH AT           C35           17.      12-33             3.             1.            i.         0.01


                   ROUTED TO               B36           15.      12.92             3.             1.            1.         0.01            2.11         12.92


                   4 COMBINED AT          J1931B         130.     12.50            35.            11.            IL.        0.14


                   ROUTED TO                  43         126.     13.00            35.             11.           11.        0.14            2.00


                   HYDROGRAPH AT           C38           25.      12.75             8.             2.            2.         0.03


                   2 COMBINED AT          J@END          148.     13.00            42,            0.             113.       0.17






        HEC1 S/N 1343000043         HMVersion: 6.33     Data File: C:\WESTPT\THEX21N.PRN




        I   FLOOD HYDROGRAPH PACKAGE (HEC-1)                                                                  U.S. ARMY CORPS OF ENGINEERS         t
        I               MAY    1991                                                                           HYDROLOGIC :ENGINEERING CENTER       t
        I            VERSION 4.0.1E                                                                                   609 SECOND STREET             t
                                                                                                            I      DAVIS, CALIFORNIA 95616           s
        t RUN DATE   08/20/1993 TIME 08:59:52                                                                          (916) 756-1104               1








                                      THOMPSON TRIB. TO MATTAPOINI             EXISTING CONDITIONS
                                      L&M JOB 92-093                 2-YEAR STORM


           4 10           OUTPUT CONTROL VARIABLES
                                IPRNT              5 PRINT CONTROL
                                IPLOT              0 PLOT CONTROL
                                QSCAL              0. HYDROGRAPH PLOT SCALE


             IT           HYDROGRAPH TIME DATA
                                  NMIH             5 MINUTES IN COMPUTATION INTERVAL
                                IDATE       1      0 STARTING DATE
                                ITIME          0000  STARTING TIME
                                    No         288   NUMBER OF HYDROGRAPH ORDINATES
                               NDDATE       1      0 ENDING DATE
                               NDTIME          2355  ENDING TIME
                               ICENT               19 CENTURY MARK


                            COMPUTATION INTERVAL      0.08 HOURS
                        TOTAL TIME BASE     23.92 HOURS
                       ENGLISH UNITS
                        DRAINAGE AREA          SQUARE MILES
                        PRECIPITATION DEPTH    INCHES
                        LENGTH, ELEVATION      FEET
                        FLOW                   CUBIC FEET PER SECOND
                        STORAGE VOLUME         ACRE-FEET
                        SURFACE AREA           ACRES
                        TEMPERATURE            DEGREES FAHRENHEIT









                                                                      FUNGFF SUMMARY
                                                             FLOW IN CUBIC FEET PER SECOND
                                                          TIME IN HOURS, AREA IN SGUARE HILES


                                                 PEAK   TIME OF      AVERAGE FLOW FOR MAXIMUM PERIOD          BASIN      MAXIMUM     TIME OF
                 OPERATION         STATION       FLOW      PEAK        6-HOUR      24-HOUR      72-HOUR       AREA       STAGE      MAX STAGEE


                 HYDROeRAPH AT         C40          7.   13.50            4.           1.           1.        0.04


                 HYDROGRAPH AT         C39        23.    12.92            8.           2.                     0.05


                 2 COMBINED AT       J@537        29.    13.00           12.           4.           4.        0.09


                 ROUTED TO             937        29.    13.17           1.2.          3.           3.        0.08          2.71        13.17


                 HYDROGRAPH AT         C37          7..  12.58            2.           1.                     0.02


                 IYDROI.RIP" IT        C16          1,   11,17            4,           1,           1,        0,13

                 HYDROGRAPH AT         C35          a.   112.50           2.           1.           1.        O.Oi


                 ROUTED TO             S36          7.   13.33            22.          1.                     0.01          138         !3.33


                 4 COMBINED AT       J1938        47.    13.25           19.           6.           6.        0.14


                 ROUTED TO             S 38       45.    13.92           !9.           6.           6.        0.!4          1.64        13.92


                 HYDROGRAPH AT         C38          5.   13.25            2.           1.           1.        0.03


                 2 COMBINED AT       J@END        48.    13.92           20.           6.           6.        0.17









       HECI S/N 1343000043         HMVersion 6.33      Data Files C\WESTPT\THF21N.PRN






                                                                                                                                    
          FLOOD HYDROGRAPH PACKAGE (HEC-1)                                                                    U.S. ARMY CORPS OF ENGINEERS
                       MAY    1991                                                                          HYDROLOGIC ENGINEERING CENTER
                    VERSION 4.0.1E                                                                                 609 SECOND STREET
                                                                                                              DAVIS. CALIFORNIA 95616
        RUN DATE    08/20/1993 TIME O8:58:13                                                                         (916)756-1104










                                     THOMPSON TRIB. TO MATTAPONI             FUTURE CONDITIONS
                                     L&M JOB 92-093                  2-YEAR STORM


          4 10           OUTPUT CONTROL VARIABLES
                                IPRNT              5 PRINT CONTROL
                                IPLOT              0 PLOT CONTROL
                                OSCAL            0.  HYDROGRAPH PLOT SCALE


            IT           HYDROGRAPH TIME DATA
                                  NMIN             5 MINUTES IN COMPUTATION INTERVAL
                                IDATE              0 STARTING DATE
                                ITIME          0000  STARTING TIME
                                    No         288   NUMBER OF HYDROGRAPH ORDINATES
                               NDDATE       1      0 ENDING DATE
                               NDTIME            2355  ENDING TIME
                                ICENT             19 CENTURY MARK


                           COMPUTATION INTERVAL      0.08 HOURS
                                 TOTAL TINE BASE     23.92 HOURS


                  ENGLISH UNITS
                       DRAINAGE AREA           SQUARE MILES
                       PRECIPITATION DEPTH     INCHES
                                
                       LENGTH,ELEVATION                  FEET
                       FLOW                    CUBIC FEET PER SECOND
                       STORAGE VOLUME          ACRE-FEET
                       SURFACE AREA            ACRES
                       TEMPERATURE             DEGREES FAHRENHEIT
 








                                                                                           RUNOFF SUMMARY
                                                                                FLOW IN CUBIC FEET PER SECOND
                                                                            TIME IN HOURS, AREA IN SGUARE MILES


                                                               PEAK      TIRE OF         AVERAGE FLOM FOR MAXIMUM PERIOD                      BASIN         MAXINUI         TIME OF
                      OPERATION               STATION          FLGM         PEAK            6-INOUR        24-HOUR          72-HOUR            AREA          STAGE         MAX STAGE


                      1111111RIll IT              Co I 1          11,     12*11                  1 ,              1. ,             1,          1,11


                      HYDROGRAPH AT               C39             31.     12.33                  6.               2.               2.          0.05


                      2 COMBINED Af             J@837             40.     12.33                .0.                3.               3.          0.08


                      ROUTED TO                   S37             46.     12.50                10.                3.               3.          0.08              2.91             2.30


                      HYDROGRAPH AT               C37             10.     12.50                  2.               1.,              1.          0.02-


                      HYDROGRAPH AT               C36             12.     12.92                  4.               1.               1.          01.03


                      HYDROGRAPH AT               C35             10.     12.42                  2.                                1.          0.01


                      ROUTED 170                  936               S.    13.17                  2.               1.               1.          0.01              1.9i            .113.411


                      4 CUIBINED AT              u1@938           65.     12.58                .18.               5.               5.          0.14


                      ROUTED TO                   538             571.    13.25                i8.                5.               5.          0.14              1.72            13.2-51

                      1111111API IT               131             14,     12,71                11,                1,               .1,         1,11

                      2 COMBINED AT              JIEND            66.     13.25                21.                6.               6.          0.17








        HECI S/N: 1343000043          HMVersion 6.33       Data File; C:\WESTPT\MGEX100N.PRN

                                                                                                                                       

           FLOOD HYDROGRAPH PACKAGE (HEC-1)                                                                      U.S. ARMY CORPS OF ENGINEERS          
                        MAY    1991                                                                              HYDROLOGIC ENGINEERING CENTER         
                     VERSION 4.0.1E                                                                                     609 SECOND STREET           
                                                                                                                    DAVIS, CALIFORNIA 95616            
         RUN DATE    08/19/1993 TIME 16:41:54                                                                           (916) 756-1104                 









                                                              x     x  xxxxxxx     xxxxx             x
                                                              I     I  x           x    x           xx
                                                              x     x  x           x                 x
                                                              xxxxxxx  xxxx        x        xxxxx    x
                                                              x     x  I           x
                                                              x     x  x           x    x
                                                              x     x  xxxxxxx     xxxxx           xxx










                                                         
                                                              Full Microcomputer Implementation
                                                                                by
                                                                     Haestad Methods, Inc.





                                            37 Brookside Road I Waterbury, Connecticut 06708 (203) 755-1666






                    THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-I KNOwN AS HEC1 (JAN 73), HECIGS, HECID AND HECIKW.

                    THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
                    THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED KITH REVISIONS DATED 29 SEP 81. THIS IS THE FoRTRAN77 VERSION
                    NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREUENCY,
                    DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL           LOSS RATE:GREEN AND AMPT INFILTRATION
                    KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
 






                                                                                       HEC-1 INPUT                                                                    PAGE 1


                         LINE                 ID .......   I.......  2.......   3 .......  4 .......  5 .......               .......    8.......   9......  10


                             I                ID     MAGNOLIA TRIS. TO MATTAPONI                         EXISTING CONDITIONS
                             2                ID     L&M JOB 92-093                100-YEAR STORK
                                              IDIAGRAM
                             3                IT           5                            288
                             4                11





                             5                KK       C27
                             6                BA    0.059
                                              t 2-YEAR STORM
                                              t                           0.47      0.95         1.6       11.81       2.02       2.55      3.03          01.5
                                              t 10-YEAR STORM
                                              t                            0.6      1.2B        2.28       2.61        2.15         33       4.56        5.33
                                              t 25-YEAR STORM
                                              1                           0.68      1.49        2.69       3.08        3.49       4.53       5.45        6.38
                                              1 100-YEAR STORM
                             7                PH                             0.01      1.81L        3.3        3.82       4.33      5.65        6.83
                             8                LS                     78
                             9                UD    1.206
                                              t   BAGRY     CULVERT AT BAGBY - R27
                                              I        I       ELEY          ?






                           10                 KK       S2AB
                           11                 RS           3    FLOW            -1
                           12                 RC    0.065       0.065      0.065       1410      0.006
                           iz                 RX       2214       222        239        240         242         243       260        2974
                           14                 RY           6                    6       2.5         2.5            6          6          B


                                              KK       CA"S
                           16                 BA    0.074
                           17                 LS                     73
                           ia                 UD     0.72


                           19                 KK    JIR28   COMBINE S28 AND C28
                           20                 HC           2


                           21                 KK   CREL28      CULVERT AT CHELSEA - R20
                           22                 RI           I    ELEV            1
                           23                 SA           0    0.19         0.51      0.82        1.48       2.13        2.612     3.27          3.6
                           24                 SE     1.17            2          3          4          5                   6.66      7.55        7.71'
                           25                 so           0         11         24        37          52         67         74       200         400


                           26                 KK     B285
                           27                 RS           6    FLOW            -1
                           2B                 RC     0 . 07     0.05         0.07      1690      0.004
                           29                 RX           0         30         A       125         135         210       214        230
                                              1        9          2          0      -0.5        -0.5       -0.2           2          a
                           30                 RY       8.5        2.5        0.5           0          0         0.3       2.5        8.5







                                                                  HEC-1 INPUT                                                  PAGE 2


                   LIKE           ID ....... I.......2.......3....... 4.......5 .......6....... 7.......8....... 9...... 10



                    31            KK     C285
                    32            BA    0.055
                    33            LS               66
                    3
                    44            Ul     1,711


                    35            KK 'JIEND   COMBINE S285 AND C285
                    36            HC         2
                    37            zz









                          SCHEMATIC DIAGRAM OF STREAM NETWORK
         INPUT
          LINE       (Y) ROUTING                    DIVERSION OR PUMP FLOW


           NO.       G) CONNECTOR                   RETURN OF DIVERTED OR PUMPED FLOW


             5           C27


                          y
           10            S28



           15                        C2B



           13         J@R2B ............
                          V
                          V
           21        CHEL28
                          y
                          V
           26           S285



           41                       C285



           11        JlElD* ...


         (111) RUNOFF ALSO COMPUTED AT THIS LOCATION


HEC1 S/N 1343000043				HMVersion: 6.33		Data File: C:\WESTPT\MGEX100N.PRN

FLOOD HYDROGRAPH PACKAGE (HEC-1)				U.S. ARMY CORPS OF ENGINEERS
MAY 1991								HYDROLOGIC ENGINEERING CENTER
VERSION 4.0.1E							609 SECOND STREET
									DAVIS, CALIFORNIA 95616
RUN DATE 08/19/1993  TIME 16:41:54					(916) 736-1104



MAGNOLIA TRIB. TO MATTAPONI		EXISTING CONDITIONS 
L&M JOB 92-093		100-YEAR STORM

4 10		OUTPUT CONTROL VARIABLES
IPRNT			5 PRINT CONTROL
IPLOT 		0 PLOT CONTROL
OSCAL			0. HYDROGRAPH PLOT SCALE

IT		HYDROGRAPH TIME DATA
		NMIN		5 MINUTES IN COMPUTATION INTERVAL
		IDATE	1	0 STARTING DATE
		ITIME	   0000 STARTING TIME
		   NO		288 NUMBER OF HYDROGRAPH ORDINATES
		NDDATE   1    0 ENDING DATE
		NDTIME	2355 ENDING TIME
		ICENT			19 CENTURY MARK

	COMPUTATION INTERVAL		0.08 HOURS
		TOTAL TIME BASE		23.92 HOURS

ENGLISH UNITS
	DRAINAGE AREA	 	SQUARE MILES
	PRECIPITATION DEPTH	INCHES
	LENGTH, ELEVATION		FEET
	FLOW				CUBIC FEET PER SECOND
	STORAGE VOLUME		ACRE-FEET
	SURFACE AREA		ACRES
	TEMPERATURE			DEGREES FAHRENHEIT
		








                                                                                RUNOFF SUMMARY
                                                                      FLOW IN CUBIC FEET PER SECOND
                                                                  TIME IN HOURS, AREA IN SGUARE MILES


                                                       PEAK     TIME OF        AVERASE FLOW FOR MAXIMUM PERIOD               BASIN        MAXIMUM       TIME OF
                   OPSRATION            STATION        FLOW        PEAK          6-HOUR       24-HOUR        72-HOUR          AREA        STAGE       MAX STAGE


                   11111111PI AT             121          11,    11,11              21,             1,             1,         1,11


                   ROUTED TO                 S29          61.    13.42              27.             B.             8.         0.06            6.64         13.42


                   HYDROGRAPH AT             C.28         99.    12.75              30.             9.             9.         0.07


                   Z COMBINED AT           JOR28        135.     12.92              57.            is.           18.          0.13


                   ROUTED TO             CHEL28         loi.     13.59              57.            Is.           Is.          0.0             6.85         07.58


                   ROUTED TO                3111        110,     13,13              17,            11,           11,          0,11            1,14         13,61


                   HYDROSRAPH AT            C285          58.    12.83              19.             6.             6.         0.05


                   2 COMBINED AT           JiEND        123.     '13.75             75.            24.           24.          0.19





        ttt NORMAL END OF HEC-1 111


HEC1 S/N: 1343000043		HMVERSION: 6.33			DATA FILE: C:\WESTPT\MGF100IN.PRN


FLOOD HYDROGRAPH PACKAGE (HEC-1)					U.S. ARMY CORPS OF ENGINEERS
	MAY 1991								HYDROLOGIC ENGINEERING CENTER
VERSION 4.0.1E									609 SECOND STREET
										DAVIS, CALIFORNIA 95616	
RUN DATE 08/19/1993	TIME 16:41:24					(916) 756-1104	


	MAGNOLIA TRIB. TO MATTAPONI			FUTURE CONDITIONS
		LAM JOB 92-093	100-YEAR STORM

4 10		OUTPUT CONTROL VARIABLES
			IPRNT			5 PRINT CONTROL
			IPLOT			0 PLOT CONTROL
			OSCAL			0. HYDROGRAPH PLOT SCALE

IT		HYDROGRAPH TIME DATA
			NMIN			5 MINUTES IN COMPUTATION INTERVAL
			IDATE		1	0 STARTING DATE
			ITIME		   0000 STARTING TIME
			  MG			288 NUMBER OF HYDROGRAPH ORDINATES
			NDDATE	  1   0 ENDING DATE
			NDTIME		2355 ENDING TIME
			ICENT			19 CENTURY MARK


COMPUTATION INTERVAL 0.08 HOURS
	TOTAL TIME BASE	23.92 HOURS


ENGLISH UNITS
	DRAINAGE AREA		SQUARE MILES
	PRECIPITATION DEPTH	INCHES
	LENGTH, ELEVATION		FEET
	FLOW				CUBIC FEET PER SECOND
	STORAGE VOLUME		ACRE-FEET
	SURFACE AREA		ACRES
	TEMPERATURE			DEGREES FAHRENHEIT
		








                                                                                           RUNOFF SUMMARY
                                                                               FLOW IN CUBIC'FEET PER SECOND
                                                                           TIRE IN HOURS, AREA IN SGUARE MILES


                                                               PEAK      TIME OF         AYERAGE FLOW FOR MAXIMUM PERIOD                      BASIN         MAXIMUM         TIME OF
                      OPERATION               STATION          FLOW         PEAK            6-HOUR         24-HOUR          72-HOUR            AREA          3TAGE         MAX STAGE


                      HYDROGRAPH AT                C27          117.      L2.50                29.                9.               9.          0.06


                      ROUTED TO                    S28          113.      1211.67               9.                9.               7.          0.06              71.06          ilAl.ill


                      HYDROGRAPH AT                C28          122.      12.58                32.              10.              10.           0.07


                                                                                                                                               A.13
                      2 COMBINED AT             ilR20           2-,o,.                                          19.              19.           v
                                                                  @A      12. 59               61.


                      ROUTED TO                CHEL28           1.61'.    12.92                60.              0.               19.           0.0               7.311          12.92


                      ROUTED TO                   1211          112,      11,25                11,              20,              21,           1*13              1,12           03,25

                      HYDROGRAPH AT               C2G5             83.    12.58tl              22.                7.               7.          0.05

                      2 COMBINED AT             JIEND           197.      0.17                 02.              26.              26.           0.19
                                                                                   /
                                                                                               3


                                                                                               6


                                                                                               6


                                                                                               6


HEC1 S/N: 1343000043			HMVERSION: 6.33				DATA FILE: C:\WESTPT\MGEX25IN.PRN


FLOOD HYDROGRAPH PACKAGE (HEC-1)					U.S. ARMY CORPS OF ENGINEERING
MAY 1991									HYDROLOGIC ENGINEERING CENTER
VERSION 4.0.1E									609 SECOND STREET
										DAVIS, CALIFORNIA 95616	
RUN DATE 08/20/1993  TIME 09:03:38						(916) 756-1104

4 10 			OUTPUT CONTROL VARIABLES
				IPRNT 		5 PRINT CONTROL
				IPLOT			0 PLOT CONTROL
				OSCAL			0. HYDROGRAPH PLOT SCALE

17			HYDROGRAPH TIME DATA
				NMNIN 		5 MINUTES IN COMPUTATION INTERVAL
				IDATE		1	0 STARTING DATE
				ITIME		0000	ST ARTING TIME
				NQ			288 NUMBER OF HYDROGRAPH ORDINATES
				NDDATE		1  0	ENDING DATE
				NDTIME		2355 ENDING TIME
				ICENT			19	CENTURY MARK

COMPUTATION INTERVAL  0.08 HOURS
TOTAL TIME BASE  23.92  HOURS

ENGLISH UNITS
	DRAINAGE AREA		SQUARE MILES
	PRECIPITATION DEPTH	INCHES
	LENGTH, ELEVATION		FEET
	FLOW				CUBIC FEET PER SECOND
	STORAGE VOLUME		ACRE-FEET
	SURFACE AREA		ACRES
	TEMPERATURE			DEGREES FAHRENHEIT
	



	








                                                                                          RUNOFF SUMMARY
                                                                               FLOW IN CUBIC FEET PER SECOND
                                                                           TIME IN HOURS, AREA IN SGUARE MILES


                                                                           THE OF
                                                              PEAK       TA              AVERABE FLOW FOR MAXIMUM PERIOD                      BASIN         MAXIMUM         TIME OF
                      OPERATION              STATION          FLOM         PEAK            6-HOUR          24-HOUR          72-HOUR           AREA          STAGE         MAX STAGE


                      HYIRIIRAPH IT                121           11,       174,21              11,               6,               1,          1,11


                      ROUTED TO                    928           45.       13.50               20.               6.               6.          0.06              6.46            13.50


                      HYDROGRAPH AT                C28           71.       12.75               1.2.              7.               7.          0.07


                                                                                                                                              0.0
                      2 COMBINED AT             JIR28            94.       12.03               41.              13.              13.


                                                                                                                                                                                -3.71
                      ROUTED TO                CHEL2B            611.      13.115              41.              13.                                             5.38


                      ROUTED TO                  3265            61'.      14.00               41.              13.              13.          0.13              0.54            14.00
                      HYDROGRAPH AT              C2B5            39.       12.83               13.               4.               4.          0.05

                        COMBINED AT             lj'@END          87.       13.08               54.              17.              17.          0.19


HEC1 5/N: 1343000043	HMVersion: 6.33	Data File: C:\WESTPT\MGF25IN.FRN

FLOOD HYDROGRAPH PACKAGE (HEC-1)		U.S. ARMY CORPS OF ENGINEERS
MAY 1991						HYDROLOGIC ENGINEERING CENTER
VERSION 4.0.1E					609 SECOND STREET
							DAVIS, CALIFORNIA 95616
RUN DATE 08/20/1993 TIME 09:05:09		(916) 756-1104


				MAGNOLIA TRIB. TO MATTAPONI		FUTURE CONDITIONS
				L&M JOB 92-093	25-YEAR STORM
4 10		OUTPUT CONTROL VARIABLES
			1PRNT			5 PRINT CONTROL	
			1PLOT			0 PLOT CONTROL
			0OSCAL		0 HYDROGRAPH PLOT SCALE

IT		HYDROGRAPH TIME DATA

			NMIN			5 MINUTES IN COMPUTATION INTERVAL
			IDATE		1	0 STARTING DATE
			STIME		   0000 STARTING TIME
			NO		    288 NUMBER OF HYDROGRAPH ORDINATES
			MDDATE	1	0 ENDING DATE
			NDTIME	   2355 ENDING TIME
			ICENT		     19 CENTURY MARK
		COMPUTATION INTERVAL	0.08 HOURS
			TOTAL TIME BASE	23.92 HOURS

	ENGLISH UNITS
		DRAINAGE AREA		SQUARE MILES
		PRECIPITATION DEPTH	INCHES
		LENGTH, ELEVATION		FEET
		FLOW				CUBIC FEET PER SECOND
		STORAGE VOLUME		ACRE-FEET
		SURFACE AREA		ACRES		
		TEMPERATURE			DEGREES FAHRENHEIT









                                                                         RUNOFF SUMMARY
                                                                FLOW IN CUBIC FEET PER SECOND
                                                             TIME IN HOURS, AREA IN SQUARE MILES


                                                   PEAK    TIME OF      AVERAGE FLOM FOR MAXIMUM PERIDD            BASIN       MAXIMUM     TIME OF
                  OPERATION          STATION       FLOW       PEAK         6-HOUR      24-HOUR       72-HOUR        AREA       STAGE      MAX STAGE


                  11010111 IT             117        11,    12,50            12,            7,           1,         1,  11


                  ROUTED TO               828        65.    12.67            22.            7.           7.         0.06         6.26          12.67


                  HYDROGRAPH AT           C28        89.    12.59            23.            7.           7.         0.07


                  2 COMBINED AT        JOR28         011.   !2.67            45.           14.           14.        0.13


                  ROUTED '10          CHEL28         100.   13.06            45.           14.           14.        0.13         6.95          13.08


                                                                                                                                 A
                  ROUTED TO              1215        17,    11,42            41,           11,                      A.G5         Y,61          11,0-
                  HYDROBRAPH AT          C285        59.    12.58            15.            5.           5.         v


                                                                                                         .9.
                  2 COMBINED AT        JOEND         117.   13.33            60.           19.






       HED1 S/N: 1343000043           HMVersion 6.33    Data File:C\WESTPT\MGEX10IN.PRN




       I   FLOOD HYDROGRAPH PACKAGE (HEC-l)                                                                 U.S. ARMY CORPS OF ENGINEERS
                         MAY    1991                                                        	            HYDROLOGIC ENGINEERING CENTER
       I             VERSION 4.0.1E                                                              	      609 SECOND STREET
       I                                                                                                    DAVIS, CALIFORNIA 95616
         RUN DATE   06/20/1993 TIME 09:04;08     		                                          (916) 756-1104










                                      MAGNOLIA TRIB. TO MATTAPONI             EXISTING CONDITIONS
                                      L&M JOB 92-093       10-YEAR STORM


          4 10           OUTPUT CONTROL VARIABLES
                                IPRNT             5 PRINT CONTROL
                                IPLOT             0 PLOT CONTROL
                                GSCAL            0.  HYDROGRAPH PLOT SCALE


             IT          HYDROGRAPH TIME DATA
                                  NKIN             5 MINUTES IN COMPUTATION INTERVAL
                                IDATE       1      0 STARTING DATE
                                ITIME          0000  STARTING TIME
                                                                     GRAPH
                                    NG         288   NUMBER OF HYDRO       ORDINATES
                                HODATE      1      0 ENDING DATE
                                NDTIME         2355  ENDING TIME
                                ICENT            19  CENTURY MARK


                            COMPUTATION INTERVAL      0.08 HOURS
                  ENGLISH UNITS  TOTAL TIME BASE     23.92 HOURS
                       DRAINAGE AREA           SQUARE MILES
                       PRECIPITATION DEPTH     INCHES
                       LENGTH, ELEVATION       FEET
                       FLOW                    CUBIC FEET PER SECOND
                       STORAGE VOLUME          ACRE-FEET
                       SURFACE AREA            ACRES
                       TEMPERATURE             DEGREES FAHRENHEIT









                                                                                            RUNOFF SUMMARY
                                                                                FLON IN CUBIC FEET PER SECOND
                                                                            TIME IN HOURS, AREA IN SOUARE MILES

                                                               PEAK      TIME OF          AVERAGE FLOW FOR MAXIMUM PERIOD                      BASIN         MAXIMUM         TIME OF
                       OPERATION              STATION          FLOW          PEAK           6-HOUR          24-HOUR          712-HOUR          AREA          STAGE         MAX STASE

                       HYDROGRAPH AT                C27           35.      13.25                is'.              5.               5.          0.016


                       ROUTED TO                    328           35.      13.50                15.               5.               5.          0.06              6.32            !1`3.50


                       HYDROGRAPHAT                 C20           54.      12.715               16.               5.               5.          0.01,


                       2 COMBINED AT             JOR28            74.      12.75                31.              .0.             10.           0.0


                       ROUTED TO               CHEL28             54.      13.61'               Ill.             10.             10.           0.0               5.0             _13.67


                       ROUTED TO                  S2S5            54.      130.92               311.             io.             io.           110.13            0.50            13.92


                                                                  pis,     i
                       HYDROGRAPH AT              C285            .4       -2.83                  9.              3.               3.          0.05


                       2 COMBINED AT             01END            69.      13.25                41.              13.             13.           0.19








        HEC1 S/N: 134300O043          HMVersion 6.33     Data File: C\WETPTMGFl0IN.PRN






           FLOOD HYDROGRAPH PACKAGE (HEC-1)                                                                  U.S. ARMY CORPS OF ENGINEERS
                        MAY    1991                                                                          HYDROLOGIC ENGINEERING CENTER
                    VERSION 4.6.1E                                                                                  609 SECOND STREET
                                                                                                                DAVIS, CALIFORNIA 95616
         RUN DATE   08/7019930 TIME 09:03:38                                                                        (916) 756-1104









                                      MAGNOLIA TRIB. TO MATTAPONI            FUTURE CONDITION'S
                                      L&N JOB 92-093        10-YEAR STORK


          4 ID            OUTPUT CONTROL VARIABLES
                                IPRXT              5 PRINT CONTROL
                                IPLOT              0 PLOT CONTROL
                                9SCAL            0.  HYDROGRAPH PLOT SCALE


             TT           HYDROGRAPH TIME DATA
                                  NNIN.            5 MINUTES IN CONFUTATION INTERVAL
                                IDATE       1      0 STARTING DATE
                                ITIME          0000  STARTING TIME
                                    11         111   IUMIER IF IYDIIIIAPI IRIIATES
                                NDDATE      1      0 ENDING DATE
                                NDTIME         2353  ENDING TIME
                                ICENT            19  CENTURY MARK


                            COMPUTATION INTERVAL      0.08 HOURS
                                 T0TAL TIME BASE     23.92 HOURS


                  ENGLISH UNITS
                       DRAINAGE AREA           SQUARE MILES
                       PRECIPITATION DEPTH     INCHES
                       LENGTH, ELEVATION       FEET
                       FLOW                    CUBIC FEET PER SECOND
                       STORAGE VOLUME          ACRE-FEET
                       SURFACE AREA            ACRES
                       TEMPERATURE             DEGREES FAHRENHEIT









                                                                     RUNOFF SUMMARY
                                                            FLOW IN CUBIC FEET PER SECOND
                                                         TIMS IN HOURS, AREA IN 99UARE MILES


                                                PEAK   TIME OF      AVERABE FLOW FOR MAXIMUM PERIOD         BASIN     MAXIMUM     Tislirl ulr"
                 OPERATION         STATION      FLOW      PEAK        6-HOUR     24-HOUR      72-HOUR       AREA      STAGE      MAX STASIC


                 11IR11RIPH AT         C21        7/1,  11,11           17,           1,           1,       1,11


                 ROUTED TO             92S        67.   12.75           17.           5.           5.       0.06          6.110


                 HYDROGRAPH AT         C28        68.   12.59           17.           S.           5.       0.07


                 2 COMBINED AT       JIR28        133.  12.67           35.          11.         11.        0.13


                 ROUTED TO          CHEL28        69.   13.17           35.          11.         11.        0.0           6.20      13.1,


                 ROUTED TO            S285        69.   13.50           34.          11.         .1.        0.0           0.55      13.30


                 HYDROGRAPH AT        C285        44.   L2.59           11.           3.           3.       0.05


                 2 COMBINED AT       JIEND        87.   13.00           46.          115,        15.        0.19








        CI SIM: 1343000043         HMVersion: 6.33     Data File: CWESTPTNBEX21N.PRM






          FLOOD HYDROGRAPH PACKAGE (HEC-1)                                                                  U.S. ARMY CORPS OF ENGINEERS
                       114AY 19RI                                                                           HYDROLOGIC ENGINEERING CENTER
                    VERSION 4.0.IE                                                                               509 SECOND STREET
                                                                                                               DAVIS, CALIFORNIA 55616
         RUN DATE   09120/1993 TIME 09:04:38                                                                       (916) 756-1104










                                     MAGNOLIA TRID. TO MATTAPUNI            EXISTING CONDITIONS
                                     L&K JOB 92-093         2-YEAR STORM


          4 10           OUTPUT CONTROL VARIABLES
                                IFRNT             5 PRINT CONTROL
                                IPLOT             0 PLOT CONTROL
                                0SCAL           0.  HYDROGRAPH FLOT SCALE


            IT           HYDROGRAPH TIME DATA
                                 RMIN                                   ION INTERVAL
                                 1                5 MINUTES IN COKPUTAT
                                IDATE      1      0 STARTING DATE
                                ITIME         0000  STARTING TIRE
                                   No         230   NUMBER OF HYDROGRAPH ORDINATES
                              ADDATE       1      0 ENDING DATE
                              NOTIFE          2355  ENDING TIRE
                              .CENT             19  CENTURY KARK


                           COMPUTATION INTERVAL      O.OB HOURS
                                 TOTAL TIME BASE    23.92 HOURS


                 ENGLISH UNITS
                       DRAINAGE AREA          28SQUARE MILES
                       PRECIPITATION DEPTH    INCHES
                       LENGTH, ELEVATION      FEET
                       FLOW                   CUBIC FEET PER SECOND
                       STORAGE VOLUME         ACRE-FEET
                       SURFACE AREA           ACRES
                       TEMPERATURE            DEGREES FAHRENHEIT








                                                                                      RUNOFF SUMMARY
                                                                            FLOM IN CUBIC FEET PER SECOND
                                                                        TIME IN HOURS, AREA IN SGUARE MILES

                                                            PEAK     TINE OF         AVERASE FLOW FOR NAXINU? PERIOD                   BASIN        MAIINUN        TIME OF
                     OPERATION             ISTATION         FLOW         PEAK          6-HOUR         24-HOUR         72-HOUR           ARE.;        STACE        MAX STASE


                     IIIRIIIIP" IT               121          11,     11,21                 1,              2,              2,          1,16


                     ROUTED '10                  S28          18.     13.42                 8.              2.              2.          0.06             5.717         13.42


                     HYDROGRAPH AT               C28          25.     12.75                 a.              2.              2.          0.07


                     2 COMBINED AT            jlR2B           37.     13.06               15.               5.              5.          0113


                     ROUTED TO               CHEL28           31.     13.42               15.               5.              5.          O.is             3-54          13.42-


                     ROUTED TO                 9285           30.     14.Oe               15.               5.              5.          01170           0.38           14.00


                     HYDROORAPH AT             C285           11.     12.92                 4.              1.              i.          0.05


                     2 COMBINED AT            JOEND           35.     14.00               19.               7.              7.          0.19








       HEC1 S/M 1343000043         HMVersion: 6.33      Data File: C:\WESTPPBF21N.PRN






          FLOOD HYDROGRAPH PACKAGE (HEC-1)                                                                   U.S. ARMY CORPS OF ENGINEERS
                       MAY     1991                                                                          HYDROLOSIC ENGINEERING CENTER
                    VERSION 4.0.1E                                                                                609 SECOND STREET
                                                                                                               DAVIS, CALIFORNIA 95616
        RUN DATE    08/20/1993 TIME 09:06:08                                                                         (916) 756-1104









                                     MAGNOLIA TRIB. TO MATTAPONI             FUTURE CONDITIONS
                                     L&M JOB 92-093          2-YEAR STORK


          4 10           OUTPUT CONTROL VARIABLES
                                IPRNT              5PRINT CONTROL.
                                IPLOT              0PLOT CONTROL
                                9SCAL            0. HYDROGRAPH PLOT SCALE


            IT           HYDROGRAPH TIME DATA
                                  44,19            5NIKUTES, IN COMPUTATION INTERVAL
                                IDATE       1      0STARTING DATE
                                TIME          0000 STARTING TIME
                                    NO         288  NUMBER OF HYDROGRAPH ORDINATES
                                NDDATE      1      0ENDING DATE
                                NDTINE         2355 ENDING TIME
                                CENT             19 CENTURY MARK


                           COMPUTATION INTERVAL      0.08 HOURS
                                 TOTAL TIME BASE    23.92 HOURS


                  ENGLISH UNITS
                       DRAINAGE AREA           SQUARE MILES
                       PRECIPITATION DEPTH     INCHES
                       LENGTH, ELEVATION       FEET
                       FLOW                    CUBIC FEET PER SECOND
                       STORAGE VOLUME          ACRE-FEET
                       SURFACE AREA            ACRES
                       TEMPERATURE             DEGREES FAHRENHEIT









                                                                     RUNOFF SLIMMARY
                                                            FLOW IN CUBIC FEET PER SECOND
                                                         T!ME IN HOURS, AREA IN-SGUARE MILES

                                               PEAK    TIME OF      AYERAGE FLOW FOR MAXIMUM PERIOD         BASIN'     MAXIMUM    TIME OF
                 OPERATION        ST                                                                        4@rfi
                                    IATION     FLOW       PEAK        &-HOUR     24-HOUR      72-HOUR                  STA6E     MAX ST40E


                 HYDROGRAPH AT         C27        40.   12.50            9.           3.                    0.06


                                                                                                                .6           4       12
                 ROUTED TO             328        36,   12.83            9.           3.                    01c          6.3


                                                                                      T.           -Z
                 HYDROGRAPH AT         C28        34.   12.58            9.


                 2 COMBINED AT       JIR28        207.  12.75                         5.           5.       0.13


                 ROUTED TO          CAEL28        45.   -13.17           18.                                0.13          415r.


                 ROUTED TO            1211        41*   13,12            11,          6,                    1,13          1,41       11,42


                 HYDROGRAPH AT        C235        20.   !2.58            5.           2.           2.       0.05


                 2 COMBINED AT       JIEND        53.   13.25            23.          a.           a.       0.19




	HEC1 S/N: 1343000043   HMVersion: 6.33  Data File: C:\WESTPT\NCEX100N.PRN

	

	FLOOD HYDROGRAPLH PACKAGE  (HEC-1)								U.S. ARMY CORPS OF ENGINEERS
			MAY 1991										HYDROLOGIC ENGINEERING CENTER
		  VERSION 4.0.1E											609 SECOND STREET
														  DAVIS, CALIFORNIA 95616
	RUN DATE  08/20/1993  TIME 08:36:16									(916) 756-1104

								X	X XXXXXXX  XXXXX		X
								X	X X       X     X	     XX 	
								X	X X	    X			X
								XXXXXXX XXXX    X		XXXXX X
								X	X X	    X			X
								X	X X	    X	    X		X
								X	X XXXXXXX  XXXXX	     XXX

								Full Microcomputer Implementation
										  by
									Heastad Methods, Inc.

						37 Brookside Road & Waterbury, Connecticut 06708 & (203) 755-1666





THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW.

THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE UPED WITH THE 1973-STYLE INPUT STRUCTURE.

77THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81.  THIS IS THE FORTAN77 VERSION

NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS: WRITE STATE FREQUENCY,

DSS: READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE: GREEN AND AMPT INFILTRATION

KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM






                                                                    HEC-1 INPUT                                                  PAGE i


                    LINE              ID .......1.......2.......3.......4 .......5.......6....... 7.......8 .......9 ...... 10


                       I              ID    NORTH CHELSEA TRIB. TO NATTAPONI      EXISTING CONDITIONS
                       2              Ill   L&N JOB 92-093                100-YEAR STURM
                                      $DIAGRAM
                       3              IT       5                     288
                       4              11       5
                                      1
                                      I


                       5              KK    C29
                       6              BA 0.039
                                      12-YEAR STORM
                                      1                   0.47    0.95       1.6   1.31     2.02      2.55    3.03       3.5
                                      110-YEAR STORM
                                      I,                   0.6    11.28    2.28    2.61     2.95       34     4.56     5.33
                                      t25-YEAR STURM
                                      9                   0.68    1.49     2.68    3.08     3.49      4.53)   5.45     6.33
                                      1100-YEAR STORM
                       7              PH                    0.81    1.91       3.3   3.22     4.33     5.65     6.83        B
                       0              LS            69
                       9              Ull 0.672


                     10               lK    C31
                     11               BA 0.047
                     112              LS            71
                     13               UD 1.008
                                      t R30    CULVERT AT CHELSEA - R30
                                      I     I    ELEY        ?






                     11               KK J1131 11"1111 C29 AID 130
                     !5               HC       2


                     16               KK    93i
                     17               RS       3   FLOW      -1
                     is               RC    0.09   0.05     0.09    2020    0.005
                     19               RX    90      130      146     160       j2     186      Allo     260
                     21               11    11         1        1      4         4      6        1       11


                     21               KK    C34
                     22               IA 0,431
                     23               L8            67
                     24               Ull 1.314


                     25               KK    C31
                     26               SA 0.031
                     2-1              LS            64
                     21               11 0,751







                                                                                   H.EC-l INPUT                                                                PABE 2


                        LINE               ID .......     I.......2 .......   3.......   4.......   5....... 6  ....... 7 .......   8.......  9......  IG



                         29                KK       C33
                         30                BA      0.05
                         31                LS                    52
                         32                UD      1.08


                         33                KK     JOR33 COMBINE C34, 331, C31, AND C33
                         33,5              "KK'     R3'3    CULYERT AT CHEL*SEA - R3%7?
                         36                RS             1   ELEY            3
                         37                SA      7.44'      9.42      11.39      1.1.87     12.29     .12.61       113.3
                         38                  r            2       3           4    4.25        4.47      4.64           5
                         19                                                           300       400
                                           so          37        47        100                            500         700


                         40                KK       S32
                         41                RS             5   FLOW          -1
                         12                IC      0,07       0,14       0,07      2890       0.005
                         43                RX          40        90        120        300        320      330                    380
                         44                RY             4       2        1.1           1          1     1.1           2           4


                         45                KK       C32
                         46                SA     0.063
                         47                LS                    68
                         41                UD     1,114


                         49                KK     JIEND   COMBINE   932 4RD C32
                         10                IC             2
                         51                zz









                         SCHERA711C DIAGRAM OF STREAM NETWORK
        INPUT
         LINE      (Y) ROUTING                  DIVERSION OR PUMP FLOW


          No.      (.1 CONNECTOR                RETURN OF DIVERTED OR PUMPED FLOW

            5         C29



          10                       C30



          14       J1831 ...........



          16
                      S31



          21                       C34



          25                                   C31



          29                                               CLI



          33       J033  ....................................
                         y
                         v
          35          133



          40          S32



                                  C.?
          45                        32


          49       JIEND .............

        (181) RUNOFF ALSO COMPUTED AT THIS 'LOCATION


HEC1 S/N: 1343000043	  HMVersion: 6.33	   Data File: C:\WESTPT\NCEX100N.PRN


	FLOOD HYDROGRAPH PACKAGE (HEC-1)								U.S. ARMY CORPS OF ENGINEERS
			MAY 1991										HYDROLOGIC ENGINEERING CENTER
		   VERSION 4.0.1E											609 SECOND STREET
RUN DATE 08/20/1993 	TIME 08:36:16								  DAVIS, CALIFORNIA 95616
															(916) 756-1104

				NORTH CHELSEA TRIB. TO MATTAPONI    EXISTING CONDITIONS
				L&M JOB 92-093			100-YEAR STORM

	4 10		OUTPUT CONTROL VARIABLES	
				IPRNT		   5  PRINT CONTROL
				IPLOT		   0  PLOT CONTROL
				OSCAL		  0.  HYDROGRAPH PLOT SCALE

	IT		HYDROGRAPH TIME DATA
				NMIN		  5  	MINUTES I COMPUTATION INTERVAL
				IDATE	   1	  0	STARTING ATE
				ITIME	     0000   STARTING TIME
				   NQ	      288	NUMBER OF HYDROGRAPH ORDINATES
			     NDDATE    1    0	ENDING DATE
			     NDTIME	     2355	ENDING TIME
				ICENT		 19	CENTURY MARK

			COMPUTRATION INTERVAL   0.08 HOURS
				TOTAL TIME BASE  23.92 HOURS

		ENGLISH UNITS
			DRAINAGE AREA		SQUARE MILES
			PRECIPITATION DEPTH	INCHES
			LENGTH, ELEVATION		FEET
			FLOW				CUBIC FEET PER SECOND
			STORAGE VOLUME		ACRE-FEET
			SURFACE AREA		ACRES
			TEMPERATURE			DEGREES FAHRENHEIT

		  










                                                                                           RUNOFF SUMMARY
                                                                               FLOW IN CUBIC FEET PER           SECOND
                                                                           TIME IN HOURS, AREA IN SGUARE MILES.


                                                               PEAK     TIME OF          AVERAGE FLOM FOR MAXIMUM PERIOD                      BASIN         MAXIMUM         TIME OF
                      01PERATIGN             STATION            FLOW        PEAK            6-HOUR         24-HOUR          '112-HOUR          HAREA         STAGE         NAX STAGE


                      11DR111A11 IT               C21            11,      12,61                11,               1,               1,           1,11


                      HYDROGRAPH AT               ISO            48.      13.00                IS.               6.               6.           0.05


                      2 COMBINED AT            JlS31             92.      12.83                33.              10.              !0.           0.09


                      ROUTED TO                   931            91.      13.00                33.              10.              10.           0.09              5.67           113.004


                      HYDROGRAPH AT               C34           324.      13.33              151.               47.              47.           0.43


                      "11111RAP1 IT               111            31,      12,75                10,               1,               1,           1,01


                                                  C-P
                      HYDROGRAPH AT                 53           24.      '13.17               10.               3.               3.           0.05


                      4 COMBINED AT            J@R33            449.      13.17              204.               63.              ail.          0.60


                      ROUTED TO                   R33           390.      13.67              1177.              77.              77.           0.60             4.45            13.67


                      ROUTED TO                   832           386.      14.00              176.               77.              77.           0.60             1.20            14.00


                      HYDROGRAPH AT               C32            59.      13.1010              23.               7.               7.           0.06


                      2 COMBINED AT            JIEND            417.      13.92              193.               34.              84.           0.66





         01 NORMAL END OF HEC-1 Itt


 	HEC1 S/N: 1343000043	HMVersion: 6.33	Data File: C:\WESTPT\GCF100IN.PRN

	
	
	FLOOD HYDROGRAPH PACKAGE  (HEC-1)								U.S. ARMY CORPS OF ENGINEERS
			MAY 1991										HYRDROLIC ENGINEERING CENTER
		   VERSION 4.0.1E											609 SECOND STREET
														  DAVIS, CALIFORNIA 95616
	RUN DATE  08/20/1993 TIME 08:36:49									(916) 756-1104

		

				NORTH CHELSEA TRIB. TO MATTAPONI  FUTURE CONDITIONS
				L&M JOB 92-093			100-YEAR STORX
	
	4 10		OUTPUT CONTROL VARIABLES
				IPRNT		5	PRINT CONTROL
				IPLOT		0	PLOT CONTROL
				GSCAL	     0.	HYDROGRAPH PLOT SCALE
	
	IT		HYDROGRAPH TIME DATA
				NMIN		5	MINUTES IN COMPUTATION INTERVAL
			     IDATE	  1	0	STARTING DATE
			     ITIME	   0000	STARTING TIME
				  NO	    288	NUMBER OF HYDROGRAPH ORDINATES
			    NDDATE	  1   0	ENDING DATE
			    NDTIME	   2355	ENDING TIME
			     ICENT	     19	CENTURY XARK

			COMPUTATION INTERVAL	0.08 HOURS
				TOTAL TIME BASE	23.92 HOURS

		ENGLISH UNITS
			DRAINAGE AREA 		SQUARE MILES
			PRECIPITATION DEPTH	INCHES
			LENGTH, ELEVATION		FEET
			FLOW				CUBIC FEET PER SECOND
			STORAGE VOLUME		ACRE-FEET
			SURFACE AREA		ACRES
			TEMPERATURE			DEGREES FAHRENHEIT

			








                                                                                          RUNOFF SUMMARY
                                                                               FLOW IN CUBIC FEET PER SECOND
                                                                           TIME IN HOURS, AREA IN SQUARE MILES


                                                              PEAK      TIME OF          AVERAGE FLOW FOR MAXIMUM PERIOD                      BASIN        MAXIMUM          TIME OF
                     OPERATION               STATION          FLOW          PEAK           6-HOUR          24-HOUR         72-HOUR            AREA          STAGE         MAX STAGE


                     HYDROGRAPH AT                C29            73.     12.50                is.                10.              6.          0.04


                     HYDROGRAPH AT                C30           100.     12.25                1q.                6.               6.          0105


                     2 COMBINED AT              J@93!           163.     12.33                37.              !2.              12.           0.09


                     ROUTED TO                    831           157.     12.50                37.              12.              12.           0.09             6.15            !2.50


                                                  0
                     HYDROGRAPH AT                  34          143.     12.q2               196.              62.              62.           0.43


                     HYIRGIIAPH IT                C31            11,     12,51                11,                1,               1,          1,174


                                                  CT
                     HYDROGRAPH AT                  33           65.     12.83                "Lt.               7.               7.          0.05


                     4 COMBINED AT              J@R.)3          764.     1-2.33              271.              85.              85.           0.60


                                                                                                                                              ...I
                     ROUTED TO                    R33           672.     13.09               24B.              96.              56.           V


                                                                                                               9j.
                     ROUTED TO                    932           666.     110.33              246.                               96.           -0.60            2.09            .1.11.133


                     HYDROGRAPH AT                C32            6.1.    12.92                149,               3.               9.          0.06


                     2 COMBINED At'             JIENG           730.     13.33               271.              .105.            105.          0.66


 	HEC1 S/N: 1343000043	HMVersion: 6.33	Data File: C:\WESTPT\NCEX25IN.PRN

	
	
	FLOOD HYDROGRAPH PACKAGE  (HEC-1)								U.S. ARMY CORPS OF ENGINEERS
			MAY 1991										HYRDROLIC ENGINEERING CENTER
		   VERSION 4.0.1E											609 SECOND STREET
														  DAVIS, CALIFORNIA 95616
	RUN DATE  08/20/1993 TIME 09:00:25									(916) 756-1104

		

				NORTH CHELSEA TRIB. TO MATTAPONI  EXISTING CONDITIONS
				L&M JOB 92-093			25-YEAR STORX
	
	4 10		OUTPUT CONTROL VARIABLES
				IPRNT		5	PRINT CONTROL
				IPLOT		0	PLOT CONTROL
				GSCAL	     0.	HYDROGRAPH PLOT SCALE
	
	IT		HYDROGRAPH TIME DATA
				NMIN		5	MINUTES IN COMPUTATION INTERVAL
			     IDATE	  1	0	STARTING DATE
			     ITIME	   0000	STARTING TIME
				  NO	    288	NUMBER OF HYDROGRAPH ORDINATES
			    NDDATE	  1   0	ENDING DATE
			    NDTIME	   2355	ENDING TIME
			     ICENT	     19	CENTURY MARK

			COMPUTATION INTERVAL	0.08 HOURS
				TOTAL TIME BASE	23.92 HOURS

		ENGLISH UNITS
			DRAINAGE AREA 		SQUARE MILES
			PRECIPITATION DEPTH	INCHES
			LENGTH, ELEVATION		FEET
			FLOW				CUBIC FEET PER SECOND
			STORAGE VOLUME		ACRE-FEET
			SURFACE AREA		ACRES
			TEMPERATURE			DEGREES FAHRENHEIT

			








                                                                                           RUNOFF SUMMARY
                                                                                FLOW IN CUBIC FEET PER SECOND
                                                                            TIME IN HOURS, AREA IN SOUARE MILES


                                                                PEAK     TIME OF          AVERAGE FLOW FOR MAXIMUM PERIOD                      BASIN        "AWAIMUM         TIME OF
                       OPERATION              STATION           FLOW         PEAK           6-ROUR          24-HGUR          72-HOUR            AREA         STAGE         NAi STAGE


                       1111111AII IT               121              11,    12,67                11,               1,               1,           ','4'


                       HYDROGRAPH AT               C30              34.    13.00                0.                4.               4.           0.05


                       2 COMBINED AT            JIS31               65.    12.03                                  7.               7.           0.0


                                                                                                                                                A A9
                       ROUTED TO                   S31              63.    Moo                  23.               7.               7.           J'v


                       HYDROGRAPH AT               C34              221.   13.42               104.              32,              32.           0.43


                       HYDROGRAPH AT               c3i              21.    12.75                  7.
                                                                                                                                                0.03


                       HYDROGRAPH AT               C33              0.     13.25                  6.              2.               21.          0.05


                       4 'COMBINED AT           J@R33               304.   13.25               140.              43.              43.           0.60


                       ROUTED 710                  ;33)             739.   13.92               116,              CO.              60.           0.60


                       ROUTED TO                   932              230.   1-4.25              .116.             60.              60.           0.100            1.60           .1-4.25


                       HYDROGRAPH AT               C32              40.    13.08                16.               5.               q.           0.016


                       2 COMBINED AT            40END               246.   14.25               11.26.            65.              6151          0..,-




            SECI SIN: 134@000043                   HMVersion: 6.33           Data  File: C:\WESTPT\NCFA'51N.PRJ"v





            t   FLOOD HYDRGERAPH PACKAGE (HEC-1)                                                                                                   U.S. ARKY CORPS OF ENGINEERS
            9                    ?AY     1991                       t                                                                       I      HYDROLOGIC E401EERING C@1'4TE
            I                VERSION 4.0.1E                         1                                                                       1              @09 SECOND STREST
                                                                    9                                                                       1          DAVIS, CALIFORNIA 75616
            S  RUN DATE      06/20/1593 TIME 09:02:02               1                                                                       1                i916) 75cm-1104









                                                   NORTH,CFELSEA TRIB. TO PATTAPONI                   FUTURE CONDITIONS
                                                   'IM JOB 92-0?3
                                                        u                                 25-YEAR STORM


               4 0                 OUTPUT CONTROL       VARIABLES
                                           [FRUT                    5 PRINT CGHTROL
                                           IPLOT                    0 PLOT CONTROL
                                           9SCAL                 0.   HYDROGRAPH PLOT SCALE


                  IT               HYDROGRAPY      TIME DATA
                                             1,81.14                5 MINUTE3 lN COMPUTAT71'           INTERVAL
                                           Z;ATE          1         0 STARTING DATE
                                                              0000    Sr
                                           -P?4E                       @ARTINC TIME




						NDDATE	1	0	ENDING DATE
						NDTIME	   2355	ENDING TIME
						ICENT		     19	CENTURY MARK

					COMPUTATION INTERVAL		 0.08 HOURS
					     TOTAL TIME BASE		23.92 HOURS

			ENGLISH UNITS
				DRAINAGE AREA		SQUARE MILES
				PRECIPITATION DEPTH	INCHES
				LENGTH, ELEVATION		FEET
				FLOW				CUBIC FEET PER SECOND
				STORAGE VOLUME		ACRE-FEET
				SURFACE AREA		ACRES
				TEMPERATURE			DEGREES HAGRENHEIT
				








                                                                                    RUNOFF SUMMARY
                                                                         FLOW IN CUBIC FEET PER SECOND
                                                                     TIME IN HOURS, AREA IN SGUARE HILES


                                                          PEAK     TIME OF        AVERAGE FLOM FOR MAXIMUM PERIOD                  BASIN       MAXIMUM         TIME OF
                                                                                                                                                87
                    OPERATION             STATION         FLOM        PEAK           6-.40UR       24-HOUR        712-HOUR         AREA           1AGE       MAX 37AGE


                    HYDROGRAPH AT             C29           55.     12.50               14.             4.              4.         0.04


                    HYDROGRAPH AT             C30           72.     12.25               13.             4.              4.         0.05


                    2 COMBINED AT            9301          119,     12.33               27.             S.              a.         0.09


                    ROUTED TO                 331          112.     12.58               27.             a.              a.         0.09            5.86           12.5S


                    HYDROGRAPH AT             C34          402.     1.2.92            144.             45.             45.         0.413


                    IYIRIGRAPH IT             131           11,     12,11               12,             4,              4,         1,03


                    HYDROGRAPH AT             C33           48.     12.83               15.             S.              5.         0.05


                    4 COMBINED AT           JOR33          569.     12.93             199.             62.                         0.60


                    ROUTED TO                 R@3          469.     13.25             .175.            73.             75.         00.601          4.59           1.3.25
                                               3


                    ROUTED-TO                 932          460.     13.50             174.             75.             75.         0.60                           15.50


                                                                                                        -7
                    P'TDROGRAPH AT            C32           60,     12.92               21.             1.              7.         0.06


                    2 COMBINED AT            JIEND         50.      13.42             i9l.             82.             82.         0.66





HECI S/Nl 13430000043		HMVersion: 6.33	 	Data File: C:\WESTPT\NCEX10IN.PRN





	FLOOD HYDROGRAPH PACKAGE (HEC-1)					U.S. ARMY CORPS OF ENGINEERS
		      MAY 1991							HYDROLOGIC ENGINEERING CENTER
		   VERSION 4.0.1E							     609 SECOND STREET
											   DAVIS, CALIFORNIA 95616
    RUN DATE 08/20/1993   TIME 09:00:58					       (916) 756-1104





				NORTH CHELSEA TRIB. TO KATTAPONI	EXISTING CONDISTIONS
				L&M JOB 92-093			10-YEAR STORM

		OUTPUT CONTROL VARIABLES
			IPRNT		5 PRINT CONTROL
			IPLOT		0 PLOT CONTROL
			QSCAL	     0. HYDROGRAPH PLOT SCALE

		HYDROGRAPH TIME DATA
			 NMIN		5 MINUTES IN COMPUTATION INTERVAL
			IDATE	  1	0 STARTING DATE
			ITIME    0000 STARTING TIME
			   NO	    286 NUMBER OF HYDROGRAPH ORDINATES
	    	     NDDATE   1   0 ENDING DATE
		     NDTIME    2355 ENDING TIME
	 	     ICENT       19 CENTURY MARK

	      COMPUTATION INTERVAL  0.08 HOURS
		     TOTAL TIME BASE 23.92 HOURS

	ENGLISH UNITS
		DRAINAGE AREA		SQUARE MILES
		PERCIPITATION DEPTH	INCHES
		LENGTH, ELEVATION		FEET
		FLOW				CUBIC FEET PER SECOND
		STORAGE VOLUME		ACRE-FEET
		SURFACE AREA		ACRES
		TEMPERATURE			DEGREES FAHRENHEIT








                                                                                      RUNOFF SUMMARY
                                                                            FLOW IN CUBIC FEET PER SECOND
                                                                        TIME 1N HOURS, AREA IN SGUARE MILES

                                                            PEAK     TIME OF         AYERAGE FLOW FOR MAXIMUM PERIOD                   BASIN        MAXIMUM        TIME OF
                     OPERATION             STATION          FLOW         PEAK          6-HOUR         24-HOUR         72-HOUR           AREA         STAGE        MAX STAGE


                     1111111111 IT              111            21,     12,11                 1,             2,              2,          1,01


                     HYDROGRAPH AT              C30            25.     17-08              10.               3.                          0.05


                     2 COMBINED AT            -3@1931          46.     12.83              17.               5.              S.          0.09


                     ROUTED TO                  S31            46.     13.08              17.               5.              5.          0.09             5.19         1,01 . a


                     HYDROGRAPH AT              C34          158.      13.42              75.              23.            23.           0.43


                     HYDROGRAPH AT              C31            15.     12.83                 5.             1.              1.          0.014


                     HYDROGRAPH AT              C33              8.    13.25                 4.             1.              i.          0.05


                     4 COMBINED AT            JIR33          217.      13.23              iol.             3l.            31.           0.60


                     ROUTED TO                  R33          101.      14.92              80.              50.            50.           0.60             4.00          14.92


                     ROUTED TO                  S32          100.      L5.33              80.              50.            50.           0.60             1.30"         15.33


                     HYDRORRAPH AT              C32            29.     13.00                                4.              4.          0.06


                     2 COMBINED AT            JOEND          109.      15.25                               53.            53.           0.610




HECI S/N: 1343000043		HMVersion: 6.33	Data File: C:\WESTPT\NCF101N.PRN



	FLOOD HYDROGRAPH PACKAGE (HEC-1)						U.S. ARMY CORPS OF ENGINEERS
                MAY  1991								HYDROLOGIC ENGINEERING CENTER
	       VERSION 4.0.1E								      609 SECOND STREET
 												   DAVIS, CALIFORNIA 95616
     RUN DATE  08/20/1993  TIME 09:02:34						       (916) 756-1104


NORTH CHELSEA TRIB. TO MATTAPONI	FUTURE CONDITIONS
L&M JOB 92-093			10-YEAR STORM

4 10			OUTPUT CONTROL VARIABLES
				IPRNT		5 PRINT CONTROL
				IPLOT		0 PLOT CONTROL
				QSCAL	     0. HYDROGRAPH PLOT SCALE

  IT			HYDROGRAPH TIME DATA
				 HMIN		5 MINUTES IN COMPUTATION INTERVAL
				IDATE	 1	0 STARTING DATE
				ITIME	   0000 STARTING TIME
				   NO	    288 NUMBER OF HYDROGRAPH ORDINATES
			     NDDATE	 1 	0 ENDING DATE
			     NDTIME    2355 ENDING TIME
			     ICENT       19 CENTURY MARK

		     COMPUTATION INTERVAL  0.08 HOURS
                      TOTAL TIME BASE 23.92 HOURS

		ENGLISH UNITES
			DRAINAGE AREA	 	SQAURE MILES
			PRECIPITATION DEPTH	INCHES
			LENGTH, ELEVATION		FEET
			FLOW				CUBIC FEET PER SECOND
			STORAGE VOLUME		ACRE-FEET
			SURFACE AREA		ACRES
			TEMPERATURE			DEGRESS FAHRENHEIT








                                                                             RUNOFF SUMMARY
                                                                    FLOW IN CUBIC FEET PER SECOND
                                                                TIRE IN HOURS, AREA IN 99UARE MILES

                                                       PEAK   TIME OF       AVERAGE FLOW FOR MAXIMUM PERIOD             BASIN       MAXIMUM      TIME Or'
                    OPERATION            iATION        FLOW      PEAK         6-HOUR       24-HOUR       72-HOUR         AREA       STAGE       MAX STAGE

                    HID1111AIH IT          121          41,    11,11             11,            1,            34,        1,11

                    HYDROGRAPH AT          C30          54.    12.33             10.            J.            3.         0.05

                    2 COMBINED AT         JIS31         91.    !2.33             21.                          6.         0.09

                    ROUTED TO              931          66.    12.58             21.            6.            6.         0.09           5:63         12.59

                    HYDROGRAPH AT          C34         311.    12.92            Ill.'          34.           34.         0.43

                    HYDROGRAPH AT          C31          35.    12.5B               9.           3.            3.         0.03

                    HYDROGRAPH AT          C33          36.    12.93             12.            4.            4.         0.05
                    4 COMBINEiAT          JOR33        442.    12.83            153.           47.           47.         0.60

                    ROUTED TO              R33         335.    13.33            130.           63.           63.         0.60           4.33         113.33

                    ROUTED TO              932         327.    13.58            130.           63.           63.         0.60          1.72         13.58

                    HYDROGRAPH AT          C32          46.    !2.92             16.            5.                       0.06

                    2 COMBINED AT         J@END        355.    13.59            143.           68.           68.         0.66


HECI S/N: 1343000043		HMVersion: 6.33	Data File: C:\WESTPT\NCEX2IN.PRN



	FLOOD HYDROGRAPH PACKAGE (HEC-1)					U.S. ARMY CORPS OF ENGINEERS
		    MAY 1991							HYDROLOGIC ENGINEERING CENTER
		 VERSION 4.0.1E							     609 SECOND STREET
     											  DAVIS, CALIFORNIA 95616
     RUN DATE  08/20/1993  TIME 09:01:30					       (916) 756-1104



				NORTH CHELSEA TRIB. TO MATTAPONI	  EXISTING CONDISTIONS
				L&M JOB 92-093			2-YEAR STORM

4 10		OUTPUT CONTROL VARIABLES
			IPRNT			5 PRINT CONTROL
			IPLOT			0 PLOT CONTROL
			QSCAL		     0. HYDROGRAPH PLOT SCALE

  IT		HYDROGRAPH TIME DATA
			 NMIN			5 MINUTES IN COMPUTATION INTERVAL
			IDATE		1	0 STARTING DATE
			ITIME		   0000 STARTING TIME
			   NO		    286 NUMBER OF HYDROGRAPH ORDINATES
		     NDDATE		1	0 ENDING DATE
		     NDTIME	         2655 ENDING TIME
			ICENT		     19 CENTURY MARK

		     COMPUTATION INTERVAL  0.08 HOURS
                      TOTAL TIME BASE 23.92 HOURS

	ENGLISH UNITS
		DRAINAGE AREA		SQUARE MILES
		PRECIPITATION DEPTH	INCHES
		LENGTH, ELEVATION		FEET
		FLOW				CUBIC FEET PER SECOND
		STORAGE VOLUME		ACRE-FEET
		SURFACE AREA		ACRES
		TEMPERATURE			DEGREES FAHRENHEIT







                                                                                          RUNOFF SUMMARY
                                                                               FLOW IN CUBIC FEET PER SECOND
                                                                           TIME IN HOURS, AREA IN SgUARE MILES

                                                                                                                                                 IN
                                                              PEAK      TIME OF         AYERAGE FLOW FOR MAXIMUM PERIOD                    BASS           MAXIMUM         TIME OF
                      OPERATION              STATION          FLOM         PEAK            6-HOUR         24-HOUR         72-HOUR            AREA         3TAGE         MAX STAGE


                      HYDROGRAPH AT               C29            11,     12.75                 S.               1.               1.          0.04


                      HYDROGRAPH AT               C30            11.     13.08                 4.               1.               1.          0.05


                      2 COMBINED     AT         J1831            20.     12.92                 9.               2.               2.          0.0-1


                      ROUTED-TO                   931            20.     13.17                 G.               2.               2.          0.09             4.75            13.17


                      HYDROGRAPH     AT           C.34           62.     13.50                3i.              10.             110.          0.410


                      HYDROGRAPH     AT           c3i              5.    12.83                 2.               1.               1.              vi


                      HYDROGRAPH     AT           C33              1.    00.58                 1.               0..              0.          0.05


                      4 COMBINED     AT         J@R33            84.     13.33                41.                              IS.           0.60


                      ROUTED TO                   R'33           47.       0.08               40.              33.             36.           0.60             3.00             0.00


                      ROUTED TO                   832            47.       0.08               40.              39.             39.           0.60             1.25             O.Z-0


                      HYDROGRAPH AT               C32            12.     13.08                 5.               1.               1.          0.06


                      2 COMBINEII AT            JIEND            49.     13.17                45.              40.             40.







        HEC1 S/N: 1343000043          HMVersion: 6.33     Data File: C:\NESTPT\NCF21N.PRN






        FLOOD HYDROGRAPH PACKAGE (HEC-1)                              U.S. ARMY CORPS OF ENGINEERS
                       MAY     1991                                   HYDROLOGIC ENGINEERING CENTER
                    VERSION 4.0.1E                                    609 SECOND STREET
                                                                      DAVIS, CALIFORNIA 95616
         RUN DATE   08/20/1993 TIME 09:03:06                          (916) 756-1104









                                      NORTH CHELSEA TRIB. TO MATTAPONI       FUTURE CONDITIONS
                                      L&M JOB 92-093                 2-YEAR STORM


           4 10           OUTPUT CONTROL VARIABLES
                                IPRNT                5 PRINT CONTROL
                                IPLOT                0 PLOT CONTROL
                                QSCAL                0 HYDROGRAPH PLOT SCALE


             IT           HYDROGRAPH TIME DATA
                                  NMIN               5 MINUTES IN COMPUTATION INTERVAL
                                IDATE       1        0 STARTING DATE
                                ITIME             0000 STARTING TIME
                                    NQ             288 NUMBER OF HYDROGRAPH ORDINATES
                                NDDATE      1        0 ENDING DATE
                                NDTIME            2355 ENDING TIME
                                ICENT               19  CENTURY MARK


                            COMPUTATION INTERVAL      0.08 HOURS
                                 TOTAL TIME BASE     23.92 HOURS


                  ENGLISH UNITS
                        DRAINAGE AREA          SQUARE MILES
                        PRECIPITATION DEPTH    INCHES
                        LENGTH, ELEVATION      FEET
                        FLOW                   CUBIC FEET PER SECOND
                        STORAGE VOLUME         ACRE-FEET
                        SURFACE AREA           ACRES
                        TEMPERATURE            DEGREES FAHRENHEIT








                                                                                   JPJNOFF SUMMARY
                                                                        FLON IN CUBIC FEET PER SECOND
                                                                     TIME IN HOURS, AREA IN SQUARE MILES

                                                         PEAK     TIME OF        AYERAGE FLOV.FOR MAXIMUM PERIOD                 BASIN        MAXIMUM       TIME OF
                    OPERATION             STATION        FLGW         PEAK          6-HOUR        24-HOUR        72-HOUR          AREA        STAGE        MAX STAGE


                    HID111RAPI AT             C21           21,     12,11               1,             1,             2,          1,14


                    HYDROGRAPH AT             C30           26.     12.33               5.             1.             i.          0.05


                    2 COMBINED AT           ils3i           46.     12.42              10.             3.             3.          0.09


                    ROUTED TO                 831           42.     12.67              10.             3.             S.          0.09            5.14          .42.67


                    HYDROGRAPH AT             C34          161.     13.00              57.            17.            !7.          0.43


                    IYDRIIIAPH AT             C31           21,     12,11               1,             1,             2,          1-.11


                    HYDROGRAPH AT             C33           13.     1.2.03              6.             2.             2.          0.05


                    4 COMBINED AT           JIR33          230.     12.83              79.            24.            24.          0.60


                    ROUTED TO                 R33           B3.     14.17              64.            ;5.            45.          0.60            3.69          14.17


                    ROUTED TO                 932           23.     .14.58             64.            45.            45.          0.60            1.34          414.558

                    HYDROBRAPH AT             C32           24.     12.92               B.             2.             2.          0.06


                    2 COMBINED AT           JIEND           91.     14.42              71.            47.            '41'.        0.66



 I
 I
 I
 I
 I
 I
 I
                         0
 1
 1
 1                    APPENDIX 3
 1           WATER QUALITY CALCULATIONS
 I
 I
 I
 I
 I
 I
 I
 I



















                                                                N

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                               P6
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                                                       F

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                                            M





                                                      TOWN OF WEST      POINT
                                                      COMPREHENSIVE DRAINAGE STUDY AND
                                                      STORMWATER MANAGEMENT PROGRAM









                                                                                                            @,VEST POINT V-1ATER QUALITY DATA



     T PC
          -)IN T CREEK 11OAl-EBOH ED                                                             EXISTIN G LAND USE


  I'JAHEA              AREA                    AREA                      LAN D                   $OIL
                       (RcreD)                                           LISE                    13POLIP                  AREA                      CN                       CO?AP.CN                                                    LOADIP40                 VMLOAD

                                      49.68                                              (1.25                        B                     12.61                                                                                                0.75                     9.46
                                                                                         1.1.25                                             2.6!)                                                                                                0.75                     2.02
                                                                                           HC                                               17.27                                                                                                 1.9                    32.81
                                                                                           HC                         c                     2.06                                                                                                  1.9                     3.lqo
                                                                                           "C                         9                     UI4                                                                                                   1.9                     1.79
                                                                                           0.3                        B                     0.82                                                                                                 0.64                     0.52
                                                                                           0.3                        0                     3.16                                                                                                 0.64                     2.02
                                                                                             u                        0                        0                                                                                                 0.19                     0.00
                                                                                             LI                                                                                                                                                  0.08                     0.00


                 C2                   [email protected]                                               0.3                        c                     2.93                                                                                                 0.64                     1.88
                                                                                           H C                        D                     0.49                                                                                                  1.9                     0.93
                                           23                                              H C                        B                     1.72                                                                                                  1.9                     3.2?
                                                               (2.04)                        u                        c                        0                                                                                                 0.12                     0.00
                                                               (4.31)                        u                        D                        0                                                                                                 0.19                     0.00
                                                                 6. -?)                      u                        D                     16.87                                                                                                0.19                     3.21
                                                                                             LI                       D                                                                                                                          1.48                     1.4?                     U.41?


                C.3                                                                        0.3                        c                     21.91                                                                                                0.64                    14.0?
                                                                                             u                        c                     4.06                                                                                                 0.12                     0.58
                                      30.22                 1: 13.56)                        u                        D                                                                                                                          0.19                     0.00
                                                                                             u                        B                                                                                                                          0.08                     0.00
                                                                                           1.9                        B                     1.27                                                                                                 0.33                     0.42
                                                                                             1-1                      c                     2.12                                                                                                 1.48                     3.14                     W60

                 C4                     47.4                                               0.5                                              0.49                                                                                                 0.54                     0.416.
                                                                                             1-1                                            1.11                                                                                                 1.48                     1.64
                                      V.25
                                                                                             A                        B                     3.4!)                                                                                                1.0                      5.69
                                                                                         CEPA                                                                                                                                                    1.06                     2.40
                                                                                             u                        c                     22.4.1                                                                                               0.12                     2.69
                                                                                             u                        0                     1.0M                                                                                                 0.19                     0.26
                                                               (7.3-4)                       u                        B                       6.1                                                                                                0.08                     0.49


                                      33.4?                                              CEM                          c                     3. 11                                                                                                1.06                     3.H
                                                                                         CEIIJI                       c                     2.511)                                                                                               1.06                     2.68
                                      22.66                                                  u                        c                     ?.26)                                                                                                0.12                     0.87
                                                                 (4.2)                       u                        0                        0                                                                                                 0.19                     0.00
                                                                                             u                        B                                                                                                                          0.08                     0.00









                                                                                                                 VVEST POINT ))VATER QUALITY DATA



  !::T FICAN T CREEK 100ATERSH ED                                                                    EXISTING LAMD USE


  "AHEA                AREA
                                                 ARE.a@                     LAND                      SOIL
                                                 (wi.n.11)                  USE                       GROUP                     AREA                      CN                         CO?AP.CN                                                      LOADIN G                   WT.LOAD


                                                                                                                                                   1.87                                                                                                     0.47                       0.08
                                                                                               (1.8                        c                       1.48                                                                                                     0,47                       Milo
                                                                                               0.6                         B                       1.05                                                                                                     GA?                        0.0
                                                                                               0.13                        D                       1.89                                                                                                     0.47                       0.09
                                                                                                   U                       0                       1.89                                                                                                     0.19                       0.@16
                                                                                                   U                       B                       0.90                                                                                                     0.08                       0.08
                                                                                                   A                       D                       0.51'.                                                                                                   3.71                       2.04                       0.54


                 06                    53.07                                                       A                       c                       3.11                                                                                                     2.42                       7.f.3
                                                                                               0.0                         c                       14.13                                                                                                    0.47                       6.64
                                       42.16                                                   (1.8                        D                       0.87                                                                                                     0.4?                       0.11
                                                                                                   U                       c                       6.23                                                                                                     0.12                       0.75
                                                                ((;.63)                            U                       D                       2.1                                                                                                      0.19                       0.40
                                                                                                   U                       B                           1                                                                                                    0.00                       0.08
                                                                                                   U                       B                       2.32           -                                                                                         0.08                       0.19
                                                                 (,1. 1!))                         U                       B                           0                                                                                                    0.00                       0.00
                                                                                                   A                       B                       0."                                                                                                      1.63                       1.14
                                                                                                   U                       c                       3.11                                                                                                     0.12                       0.@?
                                                                                                   U                       B                       3.4                                                                                                      0.08                       0.,.!?
                                                                                               0.0                         B                       0.59                                                                                                     0.47                       0. 28
                                                                                               0.8                         c                       1.39                                                                                                     0.47                       0.65
                                                                                               0.8                         13                      2.22                                                                                                     0.47                       1.04
                                                                                               0.8                         D                       0.87                                                                                                     0.4?                       0.41                       0.48


                 c 7                   54.06                                                       1                       c                       6.64                                                                                                     0.43                       2.43
                                                                                                   A                       c                       6.03                                                                                                     2.42                      14.11
                                       5 41. 0                                                     A                       D                       2.57                                                                                                     3.71                       9.53
                                                                                                   U                       c                       0.06                                                                                                     0.12                       0.97
                                                                                               H C                         c                       10.72                                                                                                       1.9                   2 0.'0?
                                                                                                   U                       B                       10.9                                                                                                     0.09                       0.8?
                                                                                                   A                       B                       7.72                                                                                                     1.63                      12.$8
                                                                                                   U                       0                       0.43                                                                                                     0.19                       0.08
                                                                                                   U                       8                       1.02                                                                                                     0.08                       0.08
                                                                                                   A                       13                      0.96                                                                                                     1.63                       1.66                       1.16


                 C8                       83.6                                                     LI                      c                       3.45                                                                                                     1.48                       5.11
                                                                                                   U                       0                       6.52                                                                                                     0.19                       1.24
                                       75.05                                                 APT                           D                       3.01                                                                                                     1.17                       3.52









                                                                                                     WEST POINT WATER QUALITY DATA



 :@J' POINI CREEK 'OJAI ERSH ED                                                            EXISTING LAN 0 USE


 BANE.O.             AFIE.P.                AREA                    LAND                   MI.
                                                                    USE                    GROUP                   AREA                   c"                      COPAP.CN                                               LOADIN 0                 WT.LOAD


                                                                                        LI                    c                    0.66                                                                                           1.48                    1.27
                                                                                     0.4                      c                    10.67                                                                                           0.6                    6.40
                                                                                     0.4                                           4.43                                                                                            0.6                    2.66
                                                                                        u                     D                    4.50                                                                                           0.19                    0.8?
                                                                                        u                     D                    3.26                                                                                           0.19                    0.62
                                                                                   APT                        c                    1.14                                                                                           1. 1?                   1.33
                                                                                     0.5                      c                    2.43                                                                                           0.54                    1.31
                                                                                     H C                      c                    2.22                                                                                            1.9                    4.22
                                                                                        1                                          7.66                                                                                           0.43                    3.29
                                                                                                                                                                                                                                  1.48                    1.64
                                                                                        F                     c                    1.43                                                                                           0.12                    0. 1?
                                                                                        F                     D                    1.19                                                                                           0.19                    0.23
                                                                                     H 0                      c                    1.64                                                                                            1.91                   3.12
                                                                                        u                     D                    3.67                                                                                           0.19                    0.74
                                                                                     L C                      D                    2.03                                                                                           1.59                    3.23
                                                                                        u                     B                    10.31)                                                                                         0.08                    0.83
                                                                                        A                     B                      3.3                                                                                          1.63                    5.38
                                                                                                              c                    0.60                                                                                           1.48                    1.01                    0.64

                                   38.51                                                                      c                    6.68                                                                                            0.6                    4.01
                                                                                     0.4                      D                    0.45                                                                                            0.6                    0.2?
                                     35.@                                            L C                      c                    0.26                                                                                           1.59                    0.41
                                                                                        u                     c                    1.06                                                                                           0.12                    0.13
                                                                                        u                     D                    21.09                                                                                          0.19                    4.01
                                                                                        A                     D                    0.91                                                                                           3.71                    3.30
                                                                                        u                     c                    0.64                                                                                           0.12                    0.00
                                                                                        u                     B                    2.82                                                                                           0.08                    0.23
                                                                                        A                     B                    0.23                                                                                           1.63                    0.3?
                                                                                        u                                          1.16                                                                                           0.12                    0.14                    0.37

                                   64.26                                                u                                          1.59                                                                                           0.12                    0.19
                                                                                     LC                       c                    0.94                                                                                           1.59                   14.21
                                                                                     0.9                      c                    1.14                                                                                           0.45                    0.51
                                                                                     0.4                      c                    1.08                                                                                            0.6                    0.65
                                                                                     LC                       0                    0.6s                                                                                           1.59                    1.08
                                                                                        A                     D                    0.66                                                                                           3.71                    2.41
                                                                                        u                     D                    8.46                                                                                           0.19                    1.61
                                                                                        u                     c                    4.68                                                                                           0.12                    0.56




          MMM'MMM




                                                                                                                 'WEST POINT WATER QUALITY DATA



  !-;T F,011-41- CRUEK WATERSH ED                                                                     EXISTIN 0 LAND LISE


  "AFIE.D.              ANEA                      MiE.,@                    LAND                      $OIL
                                                  i:rj(l.n-ii)              LISE                      GROUP                     AREA                       CN                        COPAP.CU                                                        LOADING                   VIT.LOAD


                                                                                                   li                       B                      o.?4                                                                                                      0.08                       0.06
                                                                                                   A                        D                      3.49                                                                                                      3.71                      12.95
                                                                                                   A                        c                      3.25                                                                                                      2.42,                      Ut?
                                                                                                   u                        A                      3.71                                                                                                      0.04                       0.15
                                                                                                                            c                      8.21                                                                                                      0.12                       0.99
                                                                                                                            9                      5.57                                                                                                      0.08                       0.46
                                                                                                   A                        B                      1.69                                                                                                      1.63                       2.75
                                                                                                   A                        A                      0.66                                                                                                      0.03                       0.55
                                                                                                   0.6                      A                      0.42                                                                                                      0.52                       0.122
                                                                                                   1.1                      A                      0.47                                                                                                      0.43                       0.1110
                                                                                                   A                        c                      0.72                                                                                                      2.42                       U41
                                                                                                   0.6                      c                      0.7.9                                                                                                     0.52                       0.41
                                                                                                   A                        c                      0.48                                                                                                      2.42                       1.16
                                                                                                   A                        B                      0.41                                                                                                      1.63                       oJi?
                                                                                                   1.1                      D                      0.@])                                                                                                     0.43                       0.16
                                                                                                   A                        0                      0.86                                                                                                      3.71                       3.15
                                                                                                   A                        B                      1.6!)                                                                                                     1.63                       2.75                      0.95


                Cil                    107."                                                       TH                       D                      2.17                                                                                                      0.92                       2.00
                                                                                                   u                        c                      U4                                                                                                        0.12                       0.16
                                       10?.62                                                      A                        c                      2.76                                                                                                      2.42                       6.68
                                                                                                   A                        D                      1.68                                                                                                      3.71                       6. 12, 3
                                                                                                   L C                      D                        1.1                                                                                                     1.69                       1.75
                                                                                                   u                        D                     41.43                                                                                                      0.19                       ?.V?
                                                                                                   u                        c                     41.83                                                                                                      0.12                       5.02
                                                                                                   u                        c                      6.21                                                                                                      0.12                       8.63
                                                                                                   u                        B                      1.5.4                                                                                                     0.08                       0.12
                                                                                                   u                        A                      8.56                                                                                                      0.04                       0.24                      0.29


                012                      60.40                                                     A                        c                      0.48                                                                                                      2.42                       1.16
                                                                                                   .0.                      D                      1.39                                                                                                      3.71                       5.116
                                         @;@.34                                                    A                        9                        013                                                                                                     1.63                       O.W
                                                                                                                            0                      0.73                                                                                                      3.71                       2.71
                                                                                                                            B                      1.11)                                                                                                     1.61                       1.92
                                                                                                   0.7                      D                      3.22                                                                                                      0.49                       1.68
                                                                                                   0.7                      D                        2.2                                                                                                     0.49                       Mia
                                                                                                   0.7                      c                      0.52                                                                                                      0.49                       0.26
                                                                                                   A                        B                      1.58                                                                                                      1.63                       2.58



                                                                                                                                                                                                                      I






                                                                                                                'WEST POINT WATER QUALITY DATA



       P,:.',lN I'C:Rl-'-EK W.0.11HSH ED                                                             EXISTING LAND USE


                       AREA                      AREA                      LAND                      SOIL
                                                 (a q.m                    USE                       GROUP                      AREA                      CN                        CO?Ap.cN                                                       LOADING                   WT.LOAD


                                                                                                   U                       B                       ?,44                                                                                                     0.08                      0.60
                                                                                                   u                       c                       2.96                                                                                                     0.12                      0.36
                                                                                              1.1                          A                       0.54                                                                                                     0.43                      0.23
                                                                                              1.1                          c                       0.91                                                                                                     0.43                      0.39
                                                                                              0.6                          B                       1.41                                                                                                     0.62                      o.?3
                                                                                                   1                       1)                      0.54                                                                                                     0.43                      0.23
                                                                                                   1                       B                       0.36                                                                                                     0.43                      0.15
                                                                                                   1                       8                       0.44                                                                                                     0.42                      0.19
                                                                                              0.8                          D                       0.07                                                                                                     0.4?                      0.41
                                                                                                   A                                               1.5111                                                                                                   3.71                      5.90
                                                                                                   A                                               1.07                                                                                                     3.71                      3.9?
                                                                                                   U                                             13.43                                                                                                      0.19                      2.55
                                                                                                   U                       c                       2.46                                                                                                     0.12                      0.29
                                                                                                   U                       c                       7.17                                                                                                     0.12                      0.86
                                                                                                   A                       0                       2.32                                                                                                     3.71                      8.61
                                                                                                   A                       B                       1.04                                                                                                     1.63                      Vo
                                                                                                   U                       B                       2.39                                                                                                     0.08                      0.19
                                                                                                   U                       D                       1.38                                                                                                     0.19                      0.26


              c 113                                                                                U                                               1.43                                                                                                     0.08                      0.11
                                                                                                   A                                               6.1                                                                                                      1.63                      9.94
                                       36.18                                                       A                       D                       0.95                                                                                                     3.71                      3.52
                                                                                                   A                       9                       0.75                                                                                                     1.63                      1.22
                                                                                                   A                       B                       2.64                                                                                                     1.0                       4.30
                                                                                                   A                       B                       1.52                                                                                                     1.63                      2.49
                                                                                                   U                       D                       0.?2                                                                                                     0.19                      0.14
                                                                                              M,                           c                       0.49                                                                                                     0.64                      0.26
                                                                                                   U                       0                       2.26                                                                                                     0.19                      0.43
                                                                                                   U                       9                       5.93                                                                                                     0.09                      0.4?
                                                                                                   U                       a                       1.84                                                                                                     0.1.10                    0.15
                                                                                              0.9                          B                       1.69                                                                                                     0.45                      0.72
                                                                                                   U                       B                       1.96                                                                                                     0.08                      0.16
                                                                                                   A                       B                       2.1                                                                                                      1.63                      3.42
                                                                                              (1.7                         a                       0.79                                                                                                     0.49                      0.39
                                                                                                   A                       B                       3.72                                                                                                     1.63                      6.06
                                                                                                   U                       B                       1.39                                                                                                     0.08                      0.11                       0.94


              c 14                    28. t?                                                       A                                                                                                                                                        1.63                      3.52









                                                                                                     'i.?q'EST POINT WATER QUALITY'DATA


  I
   ';T Pf
          '11H T C:Bl::EK WATERSH ED                                                       EXISTING LAN D USE


 F.I.P. HE"o,        AREA                    AREA                   LAND                   SOIL
                                             I:rj(l.illl)           USE                    GROUP                   AREA                   CH                      Co?Ap.cN                                                LOADING                 V)T.LOAD


                                                                                       U                      B                      1.74                                                                                         0.118                   0.14
                                                                                                                                     5.61                                                                                         3.71                   20.89
                                                                                       A                      D
                                                                                       U                      B                   11.75                                                                                           0.08                    0.94
                                                                                       A                      B                      3,84                                                                                         1.63                    6.26
                                                                                       U                      a                      1.34                                                                                         0.19                    0.25
                                                                                     0.5                      c                      0.71                                                                                         0.54                    0.38
                                                                                       U                      D                      0.65                                                                                         0.19                    0.12                    1. 1?


             c 15                   412.16                                             U                      B                      0.36                                                                                         0.08                    0.03
                                                                                       U                      D                      2.49                                                                                         0.19                    0.47
                                    -10.8$                                             U                      c                      11.4                                                                                        .0.12                    1.37
                                                                                     2.3                      B                      0.69                                                                                         0.31                    0.21
                                                                                       A                      B                      2.63                                                                                         1.63                    4.29
                                                                                     0.7                      9                      2.4                                                                                          0.49                    1.18
                                                                                       A                      c                      4.76                                                                                         2.42                   11.62
                                                                                       A                      D                      1.7                                                                                          3.71                    6.31
                                                                                       A                      B                      2.1                                                                                          1.63                    3.42
                                                                                       A                      8                      5.18                                                                                         1.63                    8.44
                                                                                       A                      c                      3.10                                                                                         2.42                    7.70
                                                                                       A                      c                      3.96                                                                                         2.42                    9.58                    1.33


                                    22.22                                            0.5                      r.                     3.17                                                                                         0.54                    1.71
                                                                                     0.5                      c                      0.62                                                                                         0.54                    0.33
                                      1.33                                           0.5                      D                      0.55                                                                                         0.64                    0.30
                                                                                     0.5                      D                      1.47                                                                                         0.54                    0.?9
                                                                                     0.5                      c                      1.71                                                                                         0.54                    0.92
                                                                                       A                      a                      0.34                                                                                         1.63                    0.55
                                                                                       A                      D                      1.41                                                                                         3.71                    5.23
                                                                                       U                      D                      1.07                                                                                         0.19                    0.20
                                                                                     0.5                      D                      1.22                                                                                         0.54                    0.66
                                                                                     0.5                      B                      2.52                                                                                         0.64                    1.36
                                                                                       A                      c                      0.55                                                                                         2.42                    1,33
                                                                                     0.5                                             0.39                                                                                         Q. '1 4                 0.21
                                                                                     0@5                                             1.74                                                                                         0,54                    0@94
                                                                                     0.5                      D                      3.04                                                                                         0.64                    1.64
                                                                                       A                      c                      0.69                                                                                         2.42                    1.6?
                                                                                       A                      D                      2.22                                                                                         3.71                    8.24
                                                                                       A                                             2.70                                                                                         2.42                    6.73










                                                                                                              WEST POINT WATER QUALITY DATA



  I- POIN T C:P.I-.--EK WAT GRSH ED                                                               EXISTIN G LAND USE


   F EA             AREA                      ARE.O.                    LAN D                     SOIL
                     Ficreu)                                            IJ S E                    GROUP                      AREA                      CN                        COPAP.CN                                                       LOADING                    VOT.LOAD


                                                                                             u                          D                      1.71)                                                                                                     0.19                      0.33
                                                                                             ii                         B                      2.29                                                                                                      0.08                      0.18
                                                                                             li                         c                      0.38                                                                                                      0.12                      0.05
                                                                                             u                          1)                     0.67                                                                                                      0.19                      0.13
                                                                                             u                          c                      0.26                                                                                                      0.12                      0.03
                                                                                             .06                        B                        0.6                                                                                                     1.63                      0.92


            Cl?                     13.66                                                    u                          c                      0.36                                                                                                      0.12                      0.04
                                                                                             A                          B                      1.09                                                                                                      1.63                      1138
                                      12.6                                                   u                          B                      0.36                                                                                                      0.08                      0.03
                                                                                             u                          D                      1.11                                                                                                      0.19                      0.21
                                                                                             A                          B                      0.90                                                                                                      1.63                      1.60
                                                                                             u                          8                      1.24                                                                                                      0.08                      0.10
                                                                                           0.5                          B                      1.23                                                                                                      0.54                      0.66
                                                                                           0.5                          D                      2.21                                                                                                      0.54                      1.19
                                                                                           0.5                          B                      4.03                                                                                                      0.64                      2.18                       0.62


                                    2 1.69                                                   u                          B                        5.4                                                                                                     0.08                      0.43
                                                                                             .06                        8                      2.69                                                                                                      1.63                      4.38
                                    19.30                                                  0.6                          c                      1.97                                                                                                      0.52                      1.02
                                                                                             A                          c                      1.70                                                                                                      2.42                      4.31
                                                                                                                        D                          1)                                                                                                    0.19                      0.00
                                                                                                                        D                      0.66                                                                                                      3.71                      2.45
                                                                                                                        B                      0.66                                                                                                      1.6a                      1.08
                                                                                             u                          0                          1)                                                                                                    0.19                      0.00
                                                                                             u                          B                      0.59                                                                                                      0.08                      0.05
                                                                                             u                          c                      2.20                                                                                                      0.12                      0.27
                                                                                           0.7                          B                      0.73                                                                                                      0.49                      0.36
                                                                                           0.7                          c                        1.7                                                                                                     0.49                      0.03
                                                                                           0.7                          c                      0.91.)                                                                                                    0.49                      0.46                       0.81


            c                       26.1@b                                                 0.5                          c                      2.,49                                                                                                     0.54                      1.29
                                                                                             A                          D                      0.47                                                                                                      3.71                      1.74
                                                                                             A                          c                      2.q6                                                                                                      2.42                      5.71
                                                                                             A                          D                      2.26                                                                                                      3.71                      8.38
                                                                                             A                          c                      4.915)                                                                                                    2.42                     11.90
                                                                                             u                          c                      1.71                                                                                                      0.12                      0.21
                                                                                             u                          c                      0.03                                                                                                      0.12                      0.11










                                                                                                           'WEST POINT WATER QUALITY DATA



  '-:T POINT C:Rl::EK WATERSHED
                                                                                                 EXISTING LAND USE


  ::Af7:EA            AHEA                     AREA                     LAN D                    SOIL
                      (Fi c r c. a)            (11 (1. n-1 1)           LISE                     GROUP                    AREA                     c N                      CopAp.cN                                                   LOADIN G                  WT.LOAD


                                                                                              u                      a                      2.52                                                                                                0.08
                                                                                              u                                             0.87                                                                                                0.19                      0. 1?
                                                                                              1                                             2.75                                                                                                0.43                      1.18
                                                                                              li                     D                      1.11                                                                                                0.19                      0.9!1
                                                                                           03                        1)                     1.14                                                                                                0.49                      M56
                                                                                              1                      c                      2.46                                                                                                0.43                      1.06                      1.27


              C20                     20.25                                                   u                      c                          1                                                                                               0.12                      0.12
                                                                (19)                          u                      0                      14.37                                                                                               0.19                      2.73                      0.19

              C21                     68.64                    C4. 1)                         u                      D                      0.9                                                                                                 0.19                      0. 1?
                                                                                              u                      c                      14.82                                                                                               0.12                      1.78
                                      65.09                                                   u                      0                      1.21                                                                                                0.19                      0.23
                                                                                              u                      D                      4.38                                                                                                0.19                      0.03
                                                                                              u                      B                      5.92                                                                                                0.08                      0.47
                                                                                              A                      B                      3.96                                                                                                1.63                      6.45
                                                                                              u                      D                      12.71                                                                                               0.19                      2.41
                                                                                              A                                             5.12                                                                                                1.63                      8.35
                                                                                              A                                             2.27                                                                                                1.63                      3.70
                                                                                              u                      B                      1.34                                                                                                0.08                      0.11
                                                                                              A                      B                      2.2                                                                                                 1.63                      3.59
                                                                                              u                      D                      2.39                                                                                                0.19                      0.45
                                                                                           0.7                       D                      1.98                                                                                                0.49                      0.97
                                                                                           03                        c                      1.19                                                                                                0.49                      0. ".
                                                                                              u                                             3.1                                                                                                 0.12                      0,14?
                                                                                              u                                             1.61                                                                                                0.12                      0.19                      0.47


              C22                       22.?                                                  A                      c                      1.66                                                                                                2.42                      4.02
                                                                                              1                                             1.13                                                                                                0.43                      0.49
                                        23.2                                                  1                                             4.19                                                                                                0.43                      1.00
                                                                                              1                                             5.23                                                                                                0.43                      1). 2 ?
                                                                                              1                      D                      6.34                                                                                                0.43                      2.30
                                                                                              u                      D                      4.8                                                                                                 0.19                      0.91
                                                                                              u                                             0.43                                                                                                0.19                      0.08
                                                                                              u                                             0.37                                                                                                0.12                      0.04                      0.51


              C24                     18.38                                                   u                                             9.37                                                                                                0.19                      1.78
                                                                                              u                                             2.01                                                                                                0.12                      0.24










                                                                                                      "NEST POINT WATER QUALITY DATA



  :-;T PClt4l'C:Fll-:EKP)A'l ER.SHED                                                        EXISTIN Q LAND USE


                     AHEP.                  AFIE.A.                 t-AMI)                  SOIL
                                                                    USE                     GROUP                   AREA                    CN                      COfAp.cN                                                 LOADING                 Y)T.LOAD


                                      M6                                                U                      D                    1.37                                                                                            0.19                     0.26
                                                                                        A                      c                       0.9                                                                                          2.42                     2.18
                                                                                        A                      D                    1.3?                                                                                            3.? 1                    5.08
                                                                                        A                      c                    0.69                                                                                            2.42                     1.67
                                                                                        A                      c                       1.6                                                                                          2.42                     3.8?
                                                                                        A                      D                    1.29                                                                                            3.71                     4.79                     1.0?


                                                                                        U                      D                    4.43                                                                                            0.19                     0.86
                                                                                      0.7                      D                    0.55                                                                                            0.49                     0.27
                                                                                                               c                    0.93                                                                                            0.49                     0.46
                                                                                      0.7
                                                                                        U                      D                    0.50                                                                                            0.19                     0.11
                                                                                        U                      1)                   0.91*3                                                                                          0.19                     0.18
                                                                                      0.5                      D                    1.35                                                                                            0.64                     0.73
                                                                                        U                      D                    4.86                                                                                            0.19                     0.92
                                                                                        A                      D                    0.76                                                                                            3.71                     2.92
                                                                                        A                      c                       0.3                                                                                          2.42                     o.?3
                                                                                        U                      c                    0.54                                                                                            0.12                     0.06
                                                                                        A                      c                    0.32                                                                                            2.42                     0.??
                                                                                        A                      D                    0.42                                                                                            3.71                     1.56
                                                                                      0.?                      D                    0.63                                                                                            0.49                     0.31
                                                                                      0.5                      c                    Me                                                                                              0.54                     0.42
                                                                                      0.7                      c                    4.79                                                                                            0.49                     2.35                    0.56


                                    19.93                                               U                      D                    5.70                                                                                            0.19                     1.10
                                                                                        U                      c                    1.35                                                                                            0.12                     0.16
                                   19. IV, 6                                            A                      D                    0.63                                                                                            3.71                     2.34
                                                                                        A                      c                    1.12                                                                                            2.42                     2.71
                                                                                        A                      D                    0.59                                                                                            3.71                     2.19
                                                                                        A                      c                    0.69                                                                                            2.42                     1.67
                                                                                        A                      A                    0.63                                                                                            0.83                     0.52
                                                                                        A                      c                    0.13                                                                                            2.42                     0.31
                                                                                        U                      c                    1.72                                                                                            0.12                     0.21
                                                                                        A                      c                    4.33                                                                                            2.42                     10.48
                                                                                        A                      D                    1.07                                                                                            3.71                     3.9?
                                                                                      0.5                      c                    0.96                                                                                            0.54                     0.52
                                                                                        A                      c                    0.85                                                                                            2.42                     2.06                     1.42


             C26                    43.23                                               U                      c                    2.75                                                                                            0.14,                    0.33




                                                                                                             = IM IM = m @ = m




                                                                                                                 VVEST POINT WATER QUALITY DATA



  :;T POINT CREEK WATERSHED                                                                          EXISTING LAND USE


   ANIE.A.             AREA                      AREA                      LAND                      $OIL
                                                                           USE                       GROUP                      AREA                      CN                        COIAP.CM                                                        LOADING                   WT.LOAD


                                                                                                 U                         D                     10.41                                                                                                      0.19                       1.98
                                       46.19                                                     A                         D                      3.52                                                                                                      3.71                      13.06
                                                                                                 A                         B                      0.49                                                                                                      1.63                       0.00
                                                                                                 A                         D                      1.46                                                                                                      3.71                       5.42
                                                                                                 U                         D                      0.75                                                                                                      0.19                       0.14
                                                                                              0.7                          D                      2.19                                                                                                      0.49                       1.0?
                                                                                                 U                         0                      5.73                                                                                                      0.19                       1.09
                                                                                              9.5                          D                      3.52                                                                                                      0.54                       1.90
                                                                                              0.5                          8                      2.19                                                                                                      0.54                       1.18
                                                                                              (1.5                         c                      1.01                                                                                                      0.54                       0.55
                                                                                              0.7                          c                      1.21                                                                                                      0.49                       0.59
                                                                                              0.7                          B                      1.35                                                                                                      0.49                       0.66
                                                                                              0.7                          c                      4.78                                                                                                      0.49                       2.M
                                                                                           IN ST                           D                      1.26                                                                                                      1.38                       1.?4
                                                                                           IN ST                           8                      2.57                                                                                                      1.38                       3.55                      0.81


                                                                                                                                                                                                                                                                                                                  0.74
  :3N OHA THID TO MATTAPON I
               C2?                     3 ?.!) 2                                                  A                         0                      1.12                                                                                                      3.? 1                      4.16
                                                                                                 A                         c                        1.:)                                                                                                    2.42                       3.15
                                         4.0 4                                                   A                         D                      1.11                                                                                                      3.71                       4.12
                                                                                                 A                         c                      0.88                                                                                                      2.42                       2.13
                                                                                              0.5                          c                      1.92                                                                                                      0.54                       1.04
                                                                                              0.5                          D                      4.21                                                                                                      0.54                       2.27
                                                                                              0.5                          c                      1.46                                                                                                      0.54                       0.119
                                                                                              0.7                          c                      0.95                                                                                                      0.49                       0. 4?
                                                                                              0.7                          0                        1.4                                                                                                     0.49                       0.69
                                                                                              0.7                          c                      0.36                                                                                                      0.49                       0. 1?
                                                                                                 A                         D                      0.66                                                                                                      3.71                       2.45
                                                                                                 A                         B                      I'll                                                                                                      1.63                       1.01
                                                                                                 A                         c                      0.39                                                                                                      2.42                       0.92
                                                                                                 U                         c                      2.07                                                                                                      0.12                       0.25
                                                                                                 U                         a                      2.51                                                                                                      0.08                       0.2.0
                                                                                                 U                         c                      2.98                                                                                                      0.12                       0.146
                                                                                                 U                         0                      1.31)                                                                                                     0.19                       0.26
                                                                                           IN ST                           D                        2.3                                                                                                     1.38                       3. 1?
                                                                                           IN ST                           c                      5.96                                                                                                      1.38                       8.21                       1.08










                                                                                                     WEST POINT 11VATER QUALITY DATA



  'r POIN T CREEK 'AP.0.1-ER811 ECI                                                        EXISTIN G LAN D LISE


    V! E A          AHEA                   A F; E.A.               LAN D                   SOIL
                                                   1)              USE                     GROUP                   AREA                    CH                      COMP.CM                                                  LOADING                 VMLOAD

            C28                   47.33                                                 u                                          2.97                                                                                                                     0.26
                                                                                     0.5                      c                    3.84                                                                                             0.54                    2.07
                                                                                     0.6                      a                    1.57                                                                                             0.54                    0.85
                                                                                     0.5                      D                    2.11                                                                                             0.54                    1.14
                                                                                        u                     c                      0.5                                                                                            0.12                    0.06
                                                                                        A                     c                    1.37                                                                                             2.42                    3.32
                                                                                        1                     c                    0.76                                                                                             0.43                    0.33
                                                                                        1                     c                    0.39                                                                                             0.43                    0. 1?
                                                                                        1                     B                    3.01                                                                                             0.43                    1.29
                                                                                        A                     8                    3.86                                                                                             1.63                    6.29
                                                                                        A                     c                    1.99                                                                                             2.42                    4.5?
                                                                                        A                     B                    1.13                                                                                             1.63                    1.84
                                                                                        A                     D                    3.64                                                                                             3.71                    13.50
                                                                                        A                     B                    2. 3 2                                                                                           1.63                    3.?e
                                                                                        1                     D                      0.0                                                                                            0.43                    0.34
                                                                                        u                     8                    5.14                                                                                             0.08                    0.41
                                                                                        u                     D                    3.77                                                                                             0.19                    0.72
                                                                                     0.7                      c                    4.94                                                                                             0.49                    2.42
                                                                                        A                     D                    1.37                                                                                             3.71                    5.09
                                                                                        A                     B                    1.53                                                                                             1.63                    2.49                    1.09


          C 2 b, 5                                                                      A                     c                    0.69                                                                                             2.42                    1.0
                                                                                     0.6                      a                      0.5                                                                                            0.52                    0.26
                                   29.6                                                 A                     13                   3.33                                                                                             1.63                    5.43
                                                                                        A                     c                    1.51                                                                                             2.42                    3.65
                                                                                        F                     c                    0.99                                                                                             0.12                    0.11
                                                                                        F                     B                    0.63                                                                                             0.08                    0.05
                                                                                     1.5                                           0.86                                                                                             0.38                    0.33
                                                                                     1.5                                           0.56                                                                                             0.30                    0.21
                                                             (4)                        u                     c                        0                                                                                            0.12                    0.00
                                                                                        u                     B                    7.20                                                                                             0.08                    0.50
                                                                                        1                     B                    2.35                                                                                             0.43                    1.01
                                                                                        1                     D                    1.01                                                                                             0.43                    0.43
                                                                                        1                     B                    2.36                                                                                             0.43                    1.01
                                                                                        A                     a                    3.54                                                                                             1.63                    S.?7
                                                                                        A                     B                    1.41                                                                                             1.63                    2.30
                                                                                        1                     B                    0.69                                                                                             0.43                    0.110
                                                                                        A                     D                    0.?2                                                                                             3.71                    2.67




       mmm




                                                                                                        'WEST POINT ).AfATER QUALITY'DATA



  ':T POIN T'C:R[:-:r=K IIJ.13,1-ERSH ED                                                      EXISTING LAND USE


  )AREA              AREA                     AREA                    LAND                    SOIL
                                              (sq.n.11)               USE                     GROUP                   AREA                     cN                      cOpAP.cN                                                   LOADING                 WT.LOAD


                                                                                           A                      B                    1.27                                                                                              1.63                     2.07


                                                                                                                                                                                                                                                                                           1.04


  FITH CHELSEA TRIB TO PAATTAPON I


             C29                     4. 7 1                                                A                      c                    2.71                                                                                              2.42                     6.56
                                                                                           U                      B                    1.54                                                                                              0.08                     0.12
                                                                                           U                      c                    9.46                                                                                              0.12                     1.14
                                                                                           U                      D                    8.04                                                                                              0.19                     1.1;3
                                                                                           I                      c                    1.64                                                                                              0.43                     0.66                     0.43


             C30                    $0.26                                                  A                      c                    2.05                                                                                              2.42                     4.96
                                                                                           1                      c                    0.87                                                                                              0.43                     0. 4?
                                    2?.99                                                  1                      B                    5.31                                                                                              0.43                     2.20
                                                                                           1                      c                    5.68                                                                                              0.43                     2.44
                                                                                           1                      B                    9.26                                                                                              0.43                     3.98
                                                                                           1                      c                    1.93                                                                                              0.43                     0.83
                                                                                           1                                           2.89                                                                                              0.43                     1.24                     0.58


             C31                    19.58                                                  U                      B                       1.8                                                                                            0.08                     0.14
                                                                                           U                      D                    ?. is                                                                                             0.19                     MIS
                                                                                           U                      c                    8.35                                                                                              0.12                     1.08
                                                                                           U                      B                    1.31                                                                                              0.00                     0.10
                                                                                           U                      B                    0.95                                                                                              0.08                     0.118                    0.14


             C32                    40.03                                                1.2                                           1.0?                                                                                              0.43                     0.46
                                                                                           U                                           2.01                                                                                              0.09                     0.16
                                    20.99                                                  A                                           1.25                                                                                              1.63                     2.04
                                                                                           A                      c                    3.95                                                                                              2.42                     9.56
                                                                                           1                      c                    1.14                                                                                              0.43                     0.49
                                                                                           U                      c                       1.1                                                                                            0.12                     0.13
                                                          (mv)                             U                      D                    1.02                                                                                              0.19                     0.19
                                                            11.6?)                         U                      c                    6.47                                                                                              0.12                     0.78
                                                                                           U                      B                    2.90                                                                                              0.00                     0.24                     0.67


             C31                                                                           U                      B                    15.46                                                                                             0.00                     1.24
                                                                                           U                      a                    9.96                                                                                              0.19                     1.89









                                                                                                                WEST POINT WATER QUALITYCIATA



   T P"JIN T CREEK WATEFISH ED                                                                      EXISTING LAND USE


  ABEA                AREA                      AREA                      LAN 1)                    SOIL
                                                 a (I. n-i 1)             USE                       GROUP                      AREA                      CN                        COPAP.CM                                                      LOADIN G                   111T.LOAD


                                                                                                 U                        A                     7.27                                                                                                       0.04                       0.29                      0. lu

              C34                    277.41                          6)                          U                        A                     15.36                                                                                                      0.04                       0.61
                                                              1:37.44)                           U                        B                     6.23                                                                                                       0.08                       0.50
                                      50.27                   (64.4@)                            U                        c                     $.of)                                                                                                      0.12                       0.97
                                                             ('124.01)                           U                                             20.62                                                                                                       0.19                       3.92                      0.15


                                                                                                                                                                                                                                                                                                                0.30
                TRID 1-0 MATTAPONI


              C:3FJ                     7.66                                                     F                        D                     0.93                                                                                                       0.19                       0,18
                                                                                                 A                        D                     2.06                                                                                                       3.71                       ?.(;4
                                                                                                 A                        c                     0.72                                                                                                       2.42                       1,?4
                                                                                                 A                        c                     0.46                                                                                                       2.42                       I'll
                                                                                                 A                        c                     0.06                                                                                                       2.42                       0.15
                                                                                                 A                        c                     0.87                                                                                                       2.42                       2.11
                                                                                              0.5                         c                     0.37                                                                                                       0.54                       0.20
                                                                                                 A                        c                     0.11)                                                                                                      2.42                       0.44
                                                                                                 F                        D                     0. b                                                                                                       0.19                       0.03
                                                                                                 F                        c                     ().M)                                                                                                      0.12                       0.04
                                                                                                 F                        D                     0.22                                                                                                       0.19                       0.04
                                                                                                 .1%                      D                     0.81                                                                                                       3.71                       3.01                      2.32


              C. 36                   1?. I@                                                  0.7                         c                     1.35                                                                                                       0.41a                      0.66
                                                                                              1.4                         c                     03 1                                                                                                       0.43                       0.31
                                                                                                 A                        c                     0.? 1                                                                                                      2.42                       1.72
                                                                                              1.4                         D                     1. h-                                                                                                      0.43                       0.75
                                                                                                 A                        D                     0.89                                                                                                       3.71                       3.@o
                                                                                                 U                        D                     1.43                                                                                                       0.19                       0.14's
                                                                                                 A                        c                     1.02                                                                                                       2.42                       2.47
                                                                                                 U                        c                        1.:)                                                                                                    0.12                       0.16
                                                                                                 A                        c                     0.72                                                                                                       2.42
                                                                                                 A                        D                     5. C,                                                                                                      3.71                     20.89                       2.0?

              CI-37                   12.2 1                                             IN s*r                           8                     02)                                                                                                        1.38                       0.54
                                                                                         I n s,r                          D                     0.7!)                                                                                                      1.30                       1.09
                                        8.96                                             IN ST                            B                        0.9                                                                                                     1.39                       1.24
                                                                                              0.9                         B                     0.01                                                                                                       0.45                       0.40









                                                                                                       "NEST POINT WATER QUALITY DATA



  '-;T PiDIN T CBF-EK WATERSH ED                                                            EXISTING LAND USE


   A F; E A          AHEA                    AREA                    I. AN D                SOIL
                                                     1)              USE                    GROUP                    AREA                   CN                      COFAKCH                                                  LOADIN G                 V;T.LOAD


                                                                                        A                       B                    1.57                                                                                             1.0                     2.66
                                                                                        U                       B                    0.? 1                                                                                            0,08                    0.06
                                                                                        A                       c                    0.22                                                                                             2.42                    0.53
                                                                                        u                       c                    2.23                                                                                             0.12                    0.12?
                                                                                        U                       D                        0                                                                                            0.19                    0.00
                                                                                      0.?                       c                    0.33                                                                                             0.49                    0.116
                                                                                        U                       c                    0.92                                                                                             0.12                    0.11                     0.?$

               C38                  VAJ 1                                               U                       c                    1.08                                                                                             0.12                    0.
                                                                                        U                       13                   2.22                                                                                             0.08                    0.
                                    10. 1?               (14.4?)                        U                       11                   6.87                                                                                             0.19                    M0                       0.16


                                    28.64                                          IN ST                        c                    1.35                                                                                             1.38                    1.06
                                                                                   IN ST                        1)                   5.52                                                                                             1.38                    ?.62
                                                                                   INST                         13                  16.26                                                                                             1.38                   22.44
                                                                                      0.9                       c                    1.17                                                                                             0.45                    0.!;3
                                                                                   IN ST                        1)                     1.1                                                                                            1.38                    I.Q
                                                                                   IN ST                        c                    1.64                                                                                             1.38                    2.26                     1.34

               C41)                 24.33                                             0.9                       c                   15.64                                                                                             0.45                    T(14
                                                                                        A                       13                   1.81                                                                                             3.71                    632
                                                                                      0.9                       13                   3.02                                                                                             0.45                    1.72
                                                                                        U                       13                   3.27                                                                                             0.08                    0.  6                    0.64






                                    11. fA, 0                                        0.25                                            3.59                                                                                             0.75                    2,69
                                                                                                                                                                                                                                                              6.14                     0.76



                  1                 72.77                                             LC                                             6.69                                                                                             1.59                   M64
                                                                                     11-25                                          33.12
                                    72.43                                             us                        1)
                                                                                        LI                      1)                   3.26                                                                                             1.48                    4J12
                                                                                      us                        D
                                                                                      0.25                      0                    1.40                                                                                             0.75                    I'll









                                                                                                     't-VEST POINT WATER QUALITY DATA



  ;T P0114 T C:Fil:-:EK WATEFISH ED                                                        EXISTING LAND USE


  A,REA             ABEA                   AREA                    LAND                    SOIL
                                           foq.mi)                 USE                     GROUP                   AREA                   CN                       CO?AP.CN                                                 LOADING                 VJT.LOAD

                                                                                     us                         D                                                                                                                                                                  0.93



             ?A2                                                                     us                         0
                                                                                       LI                       D                    5.68                                                                                           1.48                    8.41
                                   17@67                                               LI                       c                    2.09                                                                                           1.48                    4.28
                                                                                     us                         c
                                                                                     us                         D                                                                                                                                                                   1.48



             I'All                403.99                                             0.5                                             0.83                                                                                           0.54                    0.48
                                                                                     us                         c
                                                                                       A                        0                      7                                                                                            3.71                    2s.9'II
                                                                                       .1%                      c                    4.21                                                                                           2.42                    10.19
                                                                                       A                        D                    5.38                                                                                           3.71                    19.96
                                                                                     1.1                        D                    1.1                                                                                            0.43                    0.47
                                                                                       A                        D                    5.8                                                                                            3.71                    21.52
                                                                                     us                         D                                                                                                                                                                   3.22



             I'Al                 194.26                                                                        c                    0.40                                                                                           2.42                    20.52
                                                                                       A                        B                    1.87                                                                                           1.63                    3.05
                                  194.26                                             0.9                        8                    0.90                                                                                           0,45                    0.44
                                                                                       F                        c                    0.61                                                                                           0.12                    0.07
                                                                                     us                         D
                                                                                       A                        D                    1.99                                                                                           3,71                    7.38
                                                                                     0.5                        D                    2.35                                                                                           0.54                    1.27
                                                                                       A                        D                    1.0                                                                                            3.71                    6.68
                                                                                       A                        B                    0.61                                                                                           1.63                    0.99
                                                                                       F                        c                    0.69                                                                                           0.12                    0.118
                                                                                     0.8                        c                    0.72                                                                                           0.47                    0.34
                                                                                     us                         c
                                                                                     us                         B
                                                                                     us                         D
                                                                                     (1.7                       c                    1.5                                                                                            0.49                    0.74
                                                                                       A                        c                    3.33                                                                                           2.42                    3.06
                                                                                       .1%                      9                    2.95                                                                                           1.63                    4.81
                                                                                       .1%                      0                    3.?5                                                                                           3.71                    13.91









                                                                                                                'WEST POINT WATER QUALITY DATA



  ;T PiDINT CHEEK WATERSHED                                                                         EXISTING LAND USE


  ABEA                AREA                      AREA                       LAN D                    WIL
                                                         1)                USE                      GROUP                      AREA                      CN                         Co?Ap.cU                                                       LOADING                   WT.LOAD


                                                                                                 1.5                      D                      2.45                                                                                                      0.38                       0.93
                                                                                                 us                       a
                                                                                                 LC                       13                     3.90                                                                                                      1.59                       6.4
                                                                                                 LC                       D                      1.33                                                                                                      1.59                       2.,@ 1
                                                                                                 1                        B                         1.3                                                                                                    0.43                       0.56
                                                                                                                          0                      4.69                                                                                                      0.43                       2.02
                                                                                                                          B                      6.88                                                                                                      1.63                       11.1111
                                                                                                 A                        c                      2.58                                                                                                      2.42                       6.24
                                                                                                 us                       D



               PAS                       1.04                                                    1                        c                      1.07                                                                                                      0.43                       0.46
                                                                                                 1.5                                             4.01                                                                                                      0.@o                       1.52
                                       '12.43                                                                                                                                                                                                              0.12                       0.05
                                                                                                 F                        c                      0.44
                                                                                                 F                        B                      0.32                                                                                                      0.08                       0.03
                                                                                                 1.5                      a                      1.7?                                                                                                      0.38                       0. 6?
                                                                                                 1.5                      c                      4.23                                                                                                      0.38                       1.6 1
                                                                                                 1                        B                      15.21                                                                                                     0.43                       6.64
                                                                                                 1                        c                      5.57                                                                                                      0.43                       2.40
                                                                                                 us                       c
                                                                                                 us                       D
                                                                                                 I                        D                      4.61                                                                                                      0.43                       1.94
                                                                                                 0.3                      0                      0.37                                                                                                      0.64                       0.24
                                                                                                 us                       D
                                                                                                 0.9                      D                      0.91                                                                                                      0.45                       0.44
                                                                                                 us                       D                                                                                                                                                                                      0.41



                p 1                   128,IJ2                                                0.26                         0                      7.25                                                                                                      0.75                       5.44
                                                                                             0.25                         B                      6.31                                                                                                      0.75                       4.73
                                      104.81                                                 0.25                         B                      13.91                                                                                                     0.75                       10.43
                                                                                                 LC                       B                      0.59                                                                                                      1.59                       13.66
                                                                                                 us                       D
                                                                                                                                                 29.73                                                                                                       1.9                      56.49
                                                                                                                                                 1.31)                                                                                                       1.9                      2.0
                                                                                                                                                 0.67                                                                                                        1.9                      1.27
                                                                                                 0.3                      D                      0.53                                                                                                      0.64                       U14
                                                                                                 H I                      D                      2. 15                                                                                                       1.9                      4.09




       mmmm MMM Mao M M MM m w M m



                                                                                                      "NEST POINT WATERQUALITY DATA



  .;T POIN T CREEK W.O.TERSH ED                                                            EXISTING LAND USE


  AHEA              AREA                    ARE.A.                  LAND                   $OIL
                                            (ral.nil)               USE                    GFIC)UP                 AREA                    CN                      COfAP.CN                                                 LOADING                 V)T.LOAD


                                                                                        F                      D                                                                                                                    0.19                    3.05
                                                                                        US                     D
                                                                                        HI                     1)                  0.63                                                                                              1.9                    16.21
                                                                                    0.25                       B                   1.97                                                                                             0.75                    1.48
                                                                                        HI                     B                   5.64                                                                                              1.9                    10.72
                                                                                        0.4                    B                   1.1.1                                                                                             0.6                    0.68
                                                                                        HC                     B                   0.915                                                                                             1.9                    1.82                     1.27



              p                   168.43                                                H I                    D                 103.66                                                                                              1.9                    196.95
                                                                                        H C                    B                   5.66                                                                                              1.9                    10.75
                                  169.97                                                0.3                    c                  13.13                                                                                             0.64                    8.44
                                                                                        H C                    c                     5.7                                                                                             1.9                    10.83
                                                                                        H I                    c                  19.36                                                                                              1.9                    3638
                                                                                        0.5                    c                   1.02                                                                                             0.@Al                   0.55
                                                                                        F                      c                   6.71                                                                                             0.12                    0.81
                                                                                    CEPA                       c                   3.47                                                                                             1.06                    3.68
                                                                                        F                      c                   0.62                                                                                             0.12                    0.0?
                                                                                        0.3                    c                   2.04                                                                                             0.64                    1.82
                                                                                        F                      c                   1.86                                                                                             0.12                    0.22
                                                                                        H C                    c                   4.9@                                                                                              1.9                    9.41
                                                                                        IF                     c                   0.94                                                                                             0.12                    0.11                     1.65



              P3                  lo?.613                                               H I                    D                   7.515                                                                                             1.9                    14.35
                                                                                        H I                    c                   6.14                                                                                              1.9                    11.6?
                                   95.61                                                H I                    D                  15.43                                                                                              1.9                    29.32
                                                                                        V;                     D
                                                                                        V;                     c
                                                                                        H I                    c                  11.4111                                                                                            1.9                    21.83
                                                                                        0.3                    c                  17.64                                                                                             0.64                    11.29
                                                                                        us                     c
                                                                                        H c                    c                    0. 5                                                                                             1.9                    0.95
                                                                                        F                      c                   1.14                                                                                             0.12                    0.14
                                                                                        0.1.)                  c                   7.77                                                                                             0.4?                    3.65
                                                                                        1                      c                   1.52                                                                                             0.43                    0.66
                                                                                        F                      c                   0.37                                                                                             0.12                    0.04
                                                                                        0.0                    c                   3.49                                                                                             0.47                    1.64










                                                                                                                VVEST POINT WATER QUALITYDATA



   T POIN T CRFEK VO.A.TERSH ED                                                                     EXISTIN Q LAND USE


  0, F; E A           AREA                      AREA                      LAND                      SOIL
                                                                          USE                       GROUP                      AREA                      CN                        COPAKCH                                                         LOADING                   V)T.LOAD



                                                                                              HC                          c                      0.46                                                                                                        t9                       0.87
                                                                                              0.9                         c                      5.39                                                                                                        0.45                     2.43
                                                                                              1-11                        c                      4.05                                                                                                        1.9                      9.21
                                                                                                 F                        c                      1.09                                                                                                        0.12                     0.13
                                                                                              0.4                         c                      1.92                                                                                                        0.6                      1.15
                                                                                           APT                            c                      0.9@                                                                                                        1.17                     1.15
                                                                                              0.5                         c                      1.51                                                                                                        0.54                     0.82
                                                                                              1-11                        c                      4.90                                                                                                        1.9                      9.46
                                                                                              0.9                         c                      1.02                                                                                                        0.45                     0.46
                                                                                              us                          c
                                                                                              0.4                         c                      0.37                                                                                                        0.6                      0. 12, 2                   1.27



               P4                     45.25                                                   us                          c
                                                                                              0.4                         c                      3.39                                                                                                        0.6                      2.03
                                      35.64                                                      F                        c                      3.94                                                                                                        0.12                     0.47
                                                                                                 F                        c                        1.7                                                                                                       0.12                     0. 1, 0
                                                                                              0.8                         c                      4.78                                                                                                        0.47                     2.25
                                                                                                 1                        c                      21.03                                                                                                       0.4$                     9.39
                                                                                              us                                                                                                                                                                                                                0.40



               ps                     @;9.73                                                  us                          D
                                                                                              us                          c
                                      '19.53                                                                              c                      19.53                                                                                                       0.43                     8.40                      0.43



               F6                     %3A4                                                       F                        c                      12.72                                                                                                       0.12                     1.65
                                                                                                 F                        D                      19.71                                                                                                       0.19                     3.?4
                                      157.65                                                  0.6                         c                      0.47                                                                                                        0.52                     0.24
                                                                                                 F                        c                      3.01                                                                                                        0.12                     0.36
                                                                                             1.1.25                       c                      3.0@                                                                                                        0.115                    2.32
                                                                                                 F                        c                      S.?2                                                                                                        0.12                     0.69
                                                                                              0.7                         c                      11.07                                                                                                       0.49                     5.42
                                                                                              LC                          c                      2.59                                                                                                        1.59                     4.12
                                                                                              LC                          c                        4.2                                                                                                       1.1.19                   fl.68
                                                                                                 F                                                 5.6                                                                                                       0.12                     0.67




                                                                                                                                                                                                              owl




                                                                                   VVEST POINT V-1ATER QUALITY DATA



 !':I' POINTCREEKWATERSHED                                                 EXISTIN G LAND LISE


 :AREA           AREA               AREA                LAN D              SOIL
                                           1)           LISE               GROUP              AREA                C N                cOmp.cN                                        LOADING             VIT.LOAD


                                                                        F                  c                7.7.)                                                                         0.12                o,q3
                                                                      0.9                  c               76.07                                                                          0.45              3 4.21 3
                                                                      0.9                  D                6.37                                                                          0.46                2.42
                                                                      2.8                  D                  1.2                                                                         0.31                0.3?

                                                                      2.0                  c                  1.1                                                                         0.31                0.34                0.40









                                                                                                                          WEST POINT WATER QUALITY DATA


       TOWN OF WEST POINT                                                            Lk% I'A JOB 92-093
                                                           ,"IrVATER QUALITY CALCULATIONS ONLY"


       SUBAREA                  AREA                       AREA                      LAN D                     SOIL
                                                           (oq.mi)                   USE                       GROUP                     AREA                                                                                                                LOADING                   ij,r.LOAU

       C 1                                      49.68                      0.078     RH                        B                                           9.85                                                                                                      0.05                       10?
                                                                                     RH                        C                                           3.9?                                                                                                      OAS                        3.3?
                                                3?.?9                      (6.97)    RH                        0                                                0                                                                                                    0.135                      0.00
                                                                                     RH                        C                                           3.90                                                                                                      0.06                       3.38
                                                                                     GB                        B                                           17.09                                                                                                       1.8                      32.20
                                                                                     Ge                        C                                             2.1                                                                                                       1.8                      :11.78
                                                                           (4.28)    OB                        D                                                0                                                                                                      I.e                      0.00                        1.311'


       C2                                       42.59                      0.06?     RH                        c                                           3.61                                                                                                      03.15                      3.0?
                                                                                     OB                        C                                           2.64                                                                                                        1.8                      4.75
                                                18.17                                OB                        0                                           3.71                                                                                                        1.0                      63 1
                                                                                     08                        D                                           3.35                                                                                                        1.0                      6.03
                                                                                     GB                        D                                           2.12                                                                                                        1.0                      J.82
                                                                         (11.61)     Cos                       D                                                0                                                                                                    0.12                       0.00
                                                                           (3.04)    Cos                       D                                                0                                                                                                    0.12                       0.00
                                                                           (1.98)    Cos                       C                                                0                                                                                                    0.12                       0.00
                                                                           (C..53)   Cos                       D                                                0                                                                                                    0.12                       0,00
                                                                                     LI                        C                                           2.?2                                                                                                      IAB                        4.03                       1.  6


       C,
                                                60.7?                      0.095     RH                        C                                           26.11                                                                                                     0.135                      22. 19
                                                                                     PSP                       C                                           2.25                                                                                                      1.06                       2.39
                                                28.36                      (9.77)    COS                       C                                                0                                                                                                    0.12                       0.00
                                                                         (12.15)     Cos                       D                                                0                                                                                                    0.12                       0.00
                                                                           (?.53)    Cos                       B                                                0                                                                                                    0.12                       0.00


       Cal                                         47.4                    0.074     PSP                       c                                           4.09                                                                                                      1.06                       4.34
                                                                                     PSP                       C                                           4.59                                                                                                      1.06                       4.11?
                                                   36.6                              SD                        C                                           13.43                                                                                                     1.138                      10.53
                                                                           (3.07)    Cos                       D                                                0                                                                                                    0.12                       0.00
                                                                           (4.5?)    COS                       D                                                0                                                                                                    0.12                       0.00
                                                                           (1.29)    COS                       B                                                0                                                                                                    0.12                       0.00
                                                                                     IND                       D                                           4.79                                                                                                        1.9                      9.10
                                                                                     IND                       B                                             9.7                                                                                                       1.9                      10.43                       1.51

       cs                                       33.47                      0.052     PSP                       C                                           8.21                                                                                                      1.06                       Mo
                                                                                     RM                        C                                           6.56                                                                                                      0.64                       4.20
                                                22.66                      (4.7)     COS                       0                                                0                                                                                                    0.12                       0.00









                                                                                                                       WEST POINT WATER QUALITY'DA*rA



   TOWN OF WEST POINT                                                             L.1 PA JOB 92-093
                                                        "'PATER QUALITV CALCULATIONS ON L'Y'll


   SUBAREA                   AREA                       AFIEA                     LAND                      SOIL
                                                        (Dq.nil)                  USE                       GROUP                     AREA                                                                                                                LOADING                   vj,r.LOAD

                                                                        (14.8?)   Cos                       B                                                0                                                                                                     0.12                      0.00
                                                                                  RL                        c                                            1.44                                                                                                      0.49                      0.71
                                                                                  RL                        9                                            2.02                                                                                                      0.49                      0.99
                                                                                  RL                        D                                              2.2                                                                                                     0.49                      1.08
                                                                                  FIL                       D                                            2.23                                                                                                      0.49                      1.09


   C co                                      53.07                      0.093     RM                        C                                          23.75                                                                                                       0.64                      15.20
                                                                                  R?A                       0                                            4.07                                                                                                      0.64                      2.60
                                             42.2?                                RM                        a                                            1.09                                                                                                      0.154                     0.70
                                                                                  RPA                       B                                            2.39                                                                                                      0.61                      1.0
                                                                                  RPA                       0                                            0.?4                                                                                                      0.64                      0.217
                                                                        (2.24)    Cos                       8                                                0                                                                                                     0.12                      0.00
                                                                        (1.0)     Cos                       8                                                0                                                                                                     0.12                      0.00
                                                                        (2.1)     Cos                       D                                                                                                                                                      0.12                      0,110
                                                                                  RL                        a                                            0.56                                                                                                      0.49                      0.127
                                                                                  RL                        D                                            0.20                                                                                                      0.49                      0.13
                                                                                  RL                        B                                            1.82                                                                                                      0.49                      8.09
                                                                                  AL                        C                                            3.91                                                                                                      0.49                      1.92
                                                                                  RL                        8                                            2.89                                                                                                      0.49                      1.112
                                                                                  RL                        0                                            0.79                                                                                                      0.49                      0.29                       0.60


   C?                                        54.06                      0.004     SD                        C                                            1.69                                                                                                      1.38                      2.23
                                                                                  RM                        C                                          28.95                                                                                                       0.64                      10.63
                                             533 1                                RM                        0                                            4.17                                                                                                      0.64                      2.6?
                                                                                  RM                        a                                            18.9                                                                                                      0.64                      12.10                      1.1.66


   C"                                           83.6                    0.131     IND                       C                                              4.0                                                                                                       1.9                     @.'12
                                                                                  IND                       0                                            1.53                                                                                                        1.9                     2.9 1
                                             00.64                                RH                        c                                            3.15                                                                                                      0.1115                    2.68
                                                                                  RH                        0                                            1.79                                                                                                      0.1.45                    1.52
                                                                                  SD                        C                                            10.9                                                                                                      1.38                      V5. (14
                                                                                  S D                       0                                          10.25                                                                                                       1.38                      14.15
                                                                                  so                        c                                            16.5                                                                                                      1.1118                    22.77
                                                                                  S D                       D                                            3.05                                                                                                      i.qo                      5.2 1
                                                                                                                                                         2.75                                                                                                      1.140
                                                                                  S D                                                                                                                                                                                                        M10
                                                                                  H m                       B                                          11.05                                                                                                       0.64                      ?.(1?
                                                                                  R m                       C                                            5.63                                                                                                      0.64                      3.64









                                                                                                                       "NEST POINT WATER QUALITY* DATA


    TOWN OF WEST POINT                                                            1.31`4 JOB 92-093                                                                                                   111)12)93
                                                        "'APATER QUALITV CALCULATIONS ON LV**


    SUBAREA                  AREA                       AREA                      LAND                      MI.
                                                        (oq.mi)                   USE                       GROUP                     AREA                                                                                                               LOADIN 0                   ViT.LOAD

                                                                                  RM                        D                                           7.24                                                                                                                                 4.63
                                                                                  R?A                       D                                           1.16                                                                                                                                 0.74                       1. ifi

    C9                                       39.51                     0.060      SD                        C                                           8.06                                                                                                      1.38                       11.12
                                                                                  so                        0                                           0.04                                                                                                      1.30                       12.20
                                             35.93                                R"                        D                                           14.32                                                                                                     0.134                      @. 16
                                                                                  RPA                       C                                           0.59                                                                                                      0.1A                       0.38
                                                                                  RM                        B                                           2.77                                                                                                      0.134                      1.77
                                                                                  RPA                       C                                           1.35                                                                                                      0.114                      0.86

    Clo                                      64.26                     0.100      SD                        c                                           13.05                                                                                                     1.38                       1 u. 11
                                                                                  SD                        D                                           3.16                                                                                                      1.3p                       4.@6
                                             62.99                                AM                        D                                           11.11                                                                                                     0.1m                       7.11
                                                                                  RM                        B                                           0.79                                                                                                      0.64                       0.51
                                                                                  RM                        C                                           5.51-1                                                                                                    0.154                      @.55
                                                                                  R?A                       A                                           1.94                                                                                                      0.1,14                     1.24
                                                                                  RM                        C                                           3.99                                                                                                      0. 13, 4                   2.55
                                                                                  RL                        A                                           3.31                                                                                                      0.49                       1.62
                                                                                  RL                        C                                           9.19                                                                                                      0.49                       4.50
                                                                                  R L                       8                                           10.1                                                                                                      0.49                       4.@s

    Cil                                      10?.58                    0.168      so                        C                                           4.20                                                                                                      l.:  9                     5.9 1
                                                                                  SD                        D                                                                                                                                                     1.:3E,                     17.V
                                                                                  RM                        rl                                          27.72                                                                                                     0.1A                       17.74
                                                                                  RM                        D                                           24,75                                                                                                     0.154                      16.84
                                                                                  R?A                       C                                           0.44                                                                                                      0.64                       (1.28
                                                                                  RPA                       .0,                                                                                                                                                   O.ii4                        4 1.,
                                                                                  RL                        c                                                                                                                                                     0.49                       6AI)
                                                                                  R'L                       D                                           @.07                                                                                                      0. .14 q                   -1.44
                                                                                  RL                        c                                           4.74                                                                                                      0.49                       2.32
                                                                                  R L                       .01                                         5.02                                                                                                      0.19                       2.46                       11,71

    C 12                                     60.48                     0.095      RL                        C                                           2.98                                                                                                      0.49                       1.46
                                                                                  RL                        C                                              4.1                                                                                                    0.1119                     2.01
                                                63.9                              RL                        B                                           15.95                                                                                                     0.49                       T02
                                                                                  RL                        B                                           1.24                                                                                                      0.49                       (1.61
                                                                                  RL                        D                                           29.47                                                                                                     0.19                       1 9 5




    3




         =@MMIM mm




                                                                                                                        'WEST POINT WATER QUALITY'DATA



    TOWN OF WEST POINT                                                             L3 M JOB 92-093                                                                                                     10)12)93
                                                         "'APATER QUALITY CALCULATIONS ONLY"


    SUBAnEA                   AREA                       AREA                      LAND                      SOIL
                                                                                   USE                       GROUP                     AREA                                                                                                              LOADIN G                    IIJT.L(.',AU


                                                                                   AL                        C                                            7.09                                                                                                     0.49
                                                                                   RL                        8                                            3.97                                                                                                     0.49                       MIS


    C 13                                      39.85                     0.062      RM                                                                     12.45                                                                                                    0.154                      7.97
                                                                                   RPA                                                                    7.2                                                                                                      0.134                      4.61
                                              40.21                                RM                        C                                            0.93                                                                                                     0.64                       0.60
                                                                                   FIL                       C                                            0.4?                                                                                                     0.49                       0.113
                                                                                   RL                        0                                            4.11                                                                                                     0.49                       2.01
                                                                                   AL                        B                                            15.05                                                                                                    0.49                       ?.2?


    C14                                       29.77                     0.045      APA                       a                                            3.46                                                                                                     0.1M                       2. 2 1
                                                                                   AM                        D                                            6.85                                                                                                     0.154                      4.28
                                              29.37                                                                                                                                                                                                                0.64
                                                                                   RM                        B                                            8.66                                                                                                                                ..f;4
                                                                                   RL                        D                                            1.76                                                                                                     0.49                       fMis
                                                                                   RL                        B                                            5.63                                                                                                     0.19                       2.116
                                                                                   RL                        C                                            1.51                                                                                                     0.119                      0. M
                                                                                   RL                        C                                            0.5                                                                                                      0.19                       0. 2 5                    1).S9


    C15                                       42.16                     0.066      R L                       B                                            6.59                                                                                                     0.49                       3. .! 3
                                                                                   R L                       D                                            ?.04                                                                                                     0.49                       2.115
                                                 42.3                              RL                        C                                            27.01                                                                                                    0.14Q                     13.1.13
                                                                                   R L                       8                                            1.66                                                                                                     0.49                       fi. 0 1                   1.1. 4 @4


    C16                                       @12.22                    0.050      R L                       C                                            4.33                                                                                                     0.49                       2.12
                                                                                   RL                        0                                            11.32                                                                                                    0.49                           5
                                                                                   R L                       C                                            6.3                                                                                                      0.49                         D 9
                                                                                   RL                        B                                            5.22                                                                                                     0.49                       2.@i6
                                                                                   RL                        C                                            3.4                                                                                                      0.49                       Mi?
                                                                                   R L                                                                    1.75                                                                                                     0.49                       (1.06


    C 1?                                      13.56                     0.021      RL                        C                                            0.19                                                                                                     0.0                        0.09
                                                                                   RL                        8                                            1.53                                                                                                     0.49                       0.115
                                              13.15                                RL                        D                                            3.64                                                                                                     0.49                       1.78
                                                                                   Al.                       B                                            ?.58                                                                                                     0.49                       :). -11 1
                                                                                   RL                        D                                            0.21                                                                                                     0.49                       f). l 0                       9


    CIO                                       911.59                    (1.73)     R L                       0                                            1.42                                                                                                     0.19                       0.70




        ='Mmmmm




                                                                                                                     'WEST POINT WATER QUALITY DATA


      T OWN OF WEST POIN T                                                       L.1 ?A JOB 92-093                                                                                               10)12)93
                                                        "WATER QUALITY CALCULATIONS ON LVA*


      SUBAREA                  AREA                     AREA                     LAND                     ML
                                                                                 USE                      GROUP                     AREA                                                                                                           LOADING                  %0;T.L0AD

                                                                      (10.36)    RL                       B                                          9.96
                                               19.92                             RL                       C                                          7.29                                                                                                  0.49                      3.57
                                                                        (.22)    RL                       0                                               0                                                                                                0.49                      0.00
                                                                           (.4)  RL                       0                                               0                                                                                                OA14                      0.00
                                                                                 RL                       C                                          1.25                                                                                                  0.49                      0.61

      C19                                      26.96                    0.042    RL                       c                                          2.42                                                                                                  0.49                      1.19
                                                                                 RL                       0                                          0.52                                                                                                  0.49                      0.1115
                                               26.94                             RL                       0                                          2.85                                                                                                  0.49                      1.40
                                                                                 FIL                      D                                          7.94                                                                                                  0.49                      3.09
                                                                                 RL                       C                                          9.93                                                                                                  0.49                      4.89
                                                                                 RL                       B                                          2.23                                                                                                  0.49                      1.09                        4 9

      C20                                      20.25                    0.032    IN 0                     0                                          3.42                                                                                                    1.9                     @.50
                                                                      (16.83)    Cos                      0                                          12.2                                                                                                  0.12                      1.46
                                               16.32                             Cos                      C                                            0.7                                                                                                 0.12                      0.08                     0.0

      C21                                      68.64                    (1.69)   Cos                      D                                                                                                                                                0.12                      0.00
                                                                                 Cos                      C                                          5.29                                                                                                  0.12                      0.63
                                               6333                     (1.51)   Cos                      0                                               0                                                                                                0.12                      0.00
                                                                                 IND                      8                                          0.61                                                                                                    1.9                     1.16
                                                                                 IND                      D                                          13.1                                                                                                    1.9                    24.F.;9
                                                                                 IND                      C                                          4.01                                                                                                    1.9                     ?.(;2
                                                                                 IND                      B                                          11.91                                                                                                   1.9                    22.0
                                                                                 IND                      C                                            9.2                                                                                                   1.9                    WAS
                                                                                 IND                      B                                          1.53                                                                                                    1.9                     2.91
                                                                                 RL                       B                                            2.1                                                                                                 0.49                      1.03
                                                                                 RL                       D                                          ?.?9                                                                                                  0.49                      M12
                                                                                 RL                       C                                                                                                                                                0.49                      0.69
                                                                                 RL                       C                                          2.77                                                                                                  0.49                      M;6
                                                                                 RL                       B                                          4.04                                                                                                  0.49                      1.98                      1.@s

      C22                                      22.7                     0.035    RL                       C                                          2.01                                                                                                  0.414                     IM18
                                                                                 RL                       D                                          6.63                                                                                                  0.49                      2.76
                                               22.85                             RL                       C                                          11.19                                                                                                 0.49                      5.63
                                                                                 PSP                      C                                          0.91                                                                                                  1.06                      o.q
                                                                                                                                                                                                                                                                                        ,6
                                                                                 PSP                      0                                          1.72                                                                                                  1.06                      1.02




        MMM'MMMMMM




                                                                                                                           VVEST POINT WATER QUALITY DATA


       TOWN OF WEST POINT                                                             Ll ?A JOB 92 -093                                                                                                   11))12193
                                                            *11WATER QUALITY CALCULATIONS ON LV*A


       SUBAREA                   AflEA                      AREA                      LAND                      SOIL
                                 (McreD)                    (0q.ml)                   USE                       GROUP                     AREA                                                                                                                LOADING                   WT.LOAD

                                                                                      PSP                       c                                            1.09                                                                                                      1.06                                                 1j. 6 3

       C23                                        18.80                     0.030     IND                       D                                            1.42                                                                                                       1.9                      2.70
                                                                                      IND                       C                                            2,02                                                                                                       1.9                      rj.@i6
                                                  18.72                               IND                       D                                           11.83                                                                                                       1.9                    22.18
                                                                                      IN D                      c                                            2.65                                                                                                       1.9                      6.04                       1.91)

       C24                                        22.86                     0.036     IND                       D                                            1.59                                                                                                       1.9                      3.02
                                                                                      AL                        D                                          12.07                                                                                                       0.0                       5.91
                                                  22.74                               RL                        C                                            1.72                                                                                                      0.49                      0.04
                                                                                      RL                        C                                            1.14                                                                                                      0.49                      0.1;6
                                                                                      AL                        C                                            6.22                                                                                                      0.49                      3.05                       0.5!@

       C25                                        19.93                     0.031     IN D                      D                                            2.17                                                                                                       1.9                      4.12
                                                                                      IND                       C                                            2.57                                                                                                       1.9                      4.08
                                                  V.63                                IND                       D                                            1.43                                                                                                       1.9                      2.112
                                                                                      RL                        D                                            4.28                                                                                                      0.49                      2. *10
                                                                                      AL                        C                                            7.18                                                                                                                                3.52                       0. 9 el

       C26                                        43.23                     0.069     IND                       B                                            0.25                                                                                                       1.9                      0.118
                                                                                      IND                       D                                            9.71                                                                                                       1.9                     18.45
                                                  42.56                               IN D                      c                                            2M                                                                                                         1.9                      5.10
                                                                                      RL                        D                                           19.16                                                                                                      0.49                      M:9
                                                                                      RL                        8                                            6.19                                                                                                      0.49                      3.03
                                                                                      RL                        C                                            2.63                                                                                                      0.49                      1.1119
                                                                                      PSP                                                                    0.94                                                                                                      1.1.16                    1.110
                                                                                      PSP                                                                    0.04                                                                                                      1,06                      0.89                       0.9 4


                                                                                                                                                         996.61
                                                                                                                                                                                                                                                                                                                            0.14
       MAGN OLIA TRIB. TO MATTAPON I


                         C27                      V.92                      0.059                      PSP                           C                       9.1                                                                                                       1.116                     @.65
                                                                                                       PSP                           D                       5.49                                                                                                      1.06                      6.112
                                                  36.97                                                PSP                           C                       3.21                                                                                                      1.06                      3.10
                                                                                                       PSP                           D                       0.8                                                                                                       1.01                      0.05
                                                                                                         R L                         0                       1.25                                                                                                      0.49                      0.6 1




       IM IMIMM                                                                                                     = m m = mm



                                                                                                                WEST POINT WATER QUALITY DATA


      TOWN OF WEST POIN T                                                     [.,%?A JOB 92-093                                                                                           11))12)93
                                                      "WATER QUALITY CALCULATIONS ONLY"


      SUBAREA                AREA                     AREA                    LAND                    SOIL
                                                      (Dq.ml)                 USE                     GROUP                   AREA                                                                                                       LOADIN 0                 VJT.L0AD


                                                                                                RL                                             4.33                                                                                              0.49                     2.12
                                                                                                RL                                             5.44                                                                                              0.49                     2.0
                                                                                                RL                        C                    3.19                                                                                              O.lq                     1.56
                                                                                                RL                        8                    4.16                                                                                              0.49                     2.04                     1). 7


                       C28                  4?.38                   0.074                       RL                        C                    3.32                                                                                              0.414                    1.63
                                                                                                RL                        B                    6.88                                                                                              0.49                     :017
                                            46.08                                               RL                        D                    0.30                                                                                              0.49                     0.19
                                                                                                RL                        D                    8.39                                                                                              0.49                     4.11
                                                                                                RL                        B                    9.52                                                                                              0.49                     4.66
                                                                                                RL                        0                    0.72                                                                                              0.49                     0.135
                                                                                                RL                        C                    5M                                                                                                0.49                     2.61
                                                                                                RL                        B                    2.63                                                                                              0.19                     1.29
                                                                                                RL                        C                    8.92                                                                                              9.4q                     4.@:7                    1-M!@


                     C205                   35.23                   0.055                       RL                        13                   19.51                                                                                             0.49                     @.S6
                                                                                                RL                        C                    0.91                                                                                              0.4q                     0.45
                                            30.53                                               RL                        D                    2.91                                                                                              0.49                     1.43
                                                                                                RL                        B                    5.71                                                                                              0.49                     2.00
                                                                                                RL                        C                    1.49                                                                                              0.49                     0.73
                                                                    (3.96)                    Cos                         C                         0                                                                                            0.12                     0.00                     0.49





      M OFITH CHELSEA TRIB. TO MATTAPON I


                       C29                  24.? 1                  0.039                       RL                        0                    8.22                                                                                              0.49                     4.03
                                                                                                RL                        C                    14.?3                                                                                             0.49                     7. 1, 2
                                            24.62                                               RL                        B                    1.67                                                                                              0.49                     0.e2                       4 9


                       C30                  30.26                   0.047                       R L                       c                      9.6                                                                                             0.49                     4.70
                                                                                                R L                       B                    5.41                                                                                              0.49                     2.65
                                            30.11                                               R L                       8                    9.54                                                                                              0.119                    4.67
                                                                                                R L                       C                    2.03                                                                                              0.49                     1.39
                                                                                                R L                       B                    2.73                                                                                              0.49                     1.34                     1). 49






     ,7




                                                                                                                           = m = mm m = = =



                                                                                                                        WEST POINT WATER QUALITY'DATA



      TOWN OF 'NEST POIN T                                                         L3 ?A JOB 92-093
                                                         "WATER QUALITY CALCULATION 8 ON LVAA


      SUBAFIEA                 AREA                      AREA                      LAND                     SOIL
                                                                                   USE                      GROUP                      AREA                                                                                                            LOADIN G                   V)T.L0AD


                        C31                     19.50                     0.031                       RL                          B                      1.95                                                                                                   0.49                      0.96
                                                                                                      RL                          D                      6.72                                                                                                   0.49                      3.29
                                                                                                      RL                          c                      0.27                                                                                                   0.49                      4.05
                                                                                                      RL                          B                      0.06                                                                                                   0.414                     OA2
                                                                                                      RL                          B                      1.29                                                                                                   0.49                      0.63


                        C32                     40.03                     0.063                       RL                          B                      3.13                                                                                                   0.49                      M;3
                                                                                                      RL                          0                      10.77                                                                                                  0.49                      5.129
                                                22.11                                                 RL                          B                      4.03                                                                                                   0.49                      1.97
                                                                                                      RL                          c                      2.49                                                                                                   0.49                      1.122
                                                                                                      RL                          D                      1.69                                                                                                   0.49                      1).(13
                                                                        (12.65)                    Cos                            D                         0                                                                                                   0.12                      0,00
                                                                          (6.2)                    Cos                            c                         0                                                                                                   0.12                      0.00                      11.44


                        C33                     32.31                     0.050                       RL                          8                      15.56                                                                                                  0.49                      ?.62
                                                                                                      RL                          D                      13.93                                                                                                  0.49                      6.83
                                                                          (im)                     Cos                            D                         0                                                                                                   0.12                      0.00
                                                                          (1.24)                   Cos                            c                         0                                                                                                   0.12                      0.00                      0.49


                        C34                                               0.433                       RL                          A                      15.36                                                                                                  0.1119                    ?.!;3
                                                                          40.69                       RL                          B                      6.23                                                                                                   0.49                      3.05
                                                50.27                     69.22                       RL                          c                      8.06                                                                                                   0.49                      MIS
                                                                          122.08                      RL                          D                      20.62                                                                                                  0.4q                      10.110


                                                                                                                                                      175.60
      THOMPSON TRIB. TO PAATTAPONI


                        C35                       ?.56                    0.012                       RL                          c                      0.08                                                                                                   0.49                      0,04
                                                                                                      RL                          c                      1.09                                                                                                   0.49                      0.0
                                                  ?.45                                                RL                          c                      1.96                                                                                                   0.49                      0.96
                                                                                                      RL                          D                      0.94                                                                                                   0.49                      0.116
                                                                                                      RL                          D                      3.30                                                                                                   0.49                      1.(i6                     0. 4V


                        C36                     17.15                     0.02?                       RL                          c                      2.79                                                                                                   0.49                      1.27
                                                                                                      FIL                         D                      1.61                                                                                                                             0.   9
                                                15.89                                                 RL                          c                      3.1                                                                                                    0.49                      1.S2
                                                                                                      RL                          D                      9.149                                                                                                  0.44                      4.11




                                                                                                                             = m MIMIM m = m m = mm



                                                                                                                       WEST POINT WATER QUALITY DATA


   TOWN OF YVEST POINT                                                            L,% I'A JOB 92-093                                                                                                  11))12)93
                                                       "APAT Eli QUALITY CALCULATIONS ONLV"


   SUBAREA                   AREA                      AREA                       LAND                      SOIL
                                                                                  USE                       GROUP                     AREA                                                                                                                LOADING                   VOT.LOAD


                                                                        (.47)                      Cos                           C                          0                                                                                                     0. V                       0.00
                                                                        (.09)                      Cos                           D                          0                                                                                                     0.12                       (1.00                      fj.4@4


                     CV                      12.21                      0.019                        R L                         a                        4.1                                                                                                     QAq                        2. 0 1
                                                                                                     R L                         c                      2.23                                                                                                      0.19                       1.09
                                               9.61                                                  R L                         0                         1.6                                                                                                    0.49                       (.1.74
                                                                                                     A L                         B                      0.30                                                                                                      0.149                      0.19
                                                                                                     RL                          c                         1.4                                                                                                    0.49                       0.69
                                                                        (2.23)                     Cos                           D                          0                                                                                                     0.12                       0.00                       0. 4 9


                     C38                     17.61                      0.020                        R L                         C                      1.09                                                                                                      0.119                      0.53
                                                                                                     R L                         B                      2.33                                                                                                      0.149                      1.14
                                             10.12                                                   R L                         0                      4.45                                                                                                      0.49                       2), is
                                                                                                     RL                          D                      2.25                                                                                                      0.4f4                      1.10
                                                                        (7.6)                      Cos                           D                          0                                                                                                     0.12                       0.00                       0.49


                     C39                     20.54                      0.045                      PSP                           D                      0.64                                                                                                      1.136                      0.68
                                                                                                   PSP                           B                      0.74                                                                                                      1.06                       0.78
                                             2?.61                                                 PSP                           D                      ?.(13                                                                                                     1.06                       7.77
                                                                                                   PSP                           a                      3.16                                                                                                      1.06                       111. @, 15
                                                                                                     RL                          8                      12.65                                                                                                     0.49                       fA. 2 0
                                                                                                     FIL                         C                      2.84                                                                                                      AAIQ                       M19
                                                                                                     RL                          D                      0.26                                                                                                      0Aq                        0.12                       (1.74


                     C40                     24.33                      0.039                        RL                          B                      1.82                                                                                                      0Aq                        0.09
                                                                                                     RL                          C                      9.34                                                                                                      0. -1 @4                   4.58
                                             24.54                                                   RL                          c                      5,05                                                                                                      0.49                       2.47
                                                                                                     RL                          B                      8.33                                                                                                      0.49                       1.08                       (1.41


                                                                                                                                                                                                                                                                                                                        0. 5 fj


                       v 1                   11.88                                                   RH                          B                      3.51                                                                                                                                 2.98
                                             11,63                                                   RH                          D                      8.12                                                                                                      0.15                       6M                         0.85



                          1                  72.77                                                   RH                          B                      15.72                                                                                                     n.:35                      13.@o
                                                                                                     RH                          D                                                                                                                                0.35                       0.00




                                                                                                                  MMMM M



                                                                                                             'WEST POINT WATER QUALITY DATA



   TOWN OF WEST POIN T                                                     1.3 1`4 JOB 92-093                                                                                        10)1243
                                                   "WATER QUALITV CALCULATIONS ONLVAx


   SUBAHEA                 AREA                    AREA                    LAND                   $OIL
                                                   (Dq.m 1)                USE                    GROUP                   AREA                                                                                                      LOADING                 VOT10AD


                                          44.53                                              OB                       B                    5.84                                                                                              1.0                    0.5 1
                                                                                             RH                       B                    10.21                                                                                           0.05                    15.48
                                                                                             RH                       0                    4.76                                                                                            0.135                    4.05



                                          26.54                                              Cos                      D                                                                                                                                             0.00
                                                                                               Ll                     c                    2.89                                                                                            I.-IV                    4-28
                                          16.37                                                Ll                     0                        6                                                                                           1.0                      MIS
                                                                                             PSP                      D                      2.4                                                                                           1.06                     2.54
                                                                                             GB                       0                    3.43                                                                                              1.8                    6.17
                                                                                             GB                       D                    1.65                                                                                              1.8                    2.0



                     M3                  403.99                                              IND                      D                    17.32                                                                                             1.9                   32.91
                                                                                             IN 0                     c                    4.21                                                                                              1.9                    8.00
                                          27.88                                              RL                       c                    5.21                                                                                            0.49                     2.55
                                                                                             RL                       c                    1.14                                                                                            0.49                     0.66
                                                                                             Cos                      0                                                                                                                    0.12                     0.00



                     M4                   144.26                                             RL                       c                    2.58                                                                                            0.49                     1.26
                                                                                             RL                       8                    17.42                                                                                           0.49                     8.!;4
                                          48.02                                              RL                       D                    10.84                                                                                           0.119                    S.M
                                                                                             RL                       c                    12.6                                                                                            0.49                     6.17
                                                                                             RL                       B                    4.58                                                                                            0.49                     2.24
                                                                                             Cos                      D                                                                                                                    0.12                     0.00                    0.414



                     PAS                  91.84                                              Cos                      D                                                                                                                    0.12                     0.00
                                                                                             Cos                      c                                                                                                                    0.12                     0.00
                                          V.04                                               AL                       c                      8.6                                                                                           0.19                     4..! 1
                                                                                             RL                       B                    18.47                                                                                           0.49                     MIS
                                                                                             RL                       c                    9.97                                                                                            0.49                     4.09
                                                                                             RL                       D                                                                                                                    0.49                     0.00
                                                                                             Cos                      D                                                                                                                    0.12                     0.00                    0. 4 @4







  '10




       MMM MIMI M mmmm                                                                                                                                                                                                                           m



                                                                                                               WEST POINT WATER QUALITY* DATA



   TOWN OF WEST POINT                                                       L,% ?A JOB 92-093
                                                    "10YATER QUALITY CALCULATIONS ON LVIll


   SUBAREA                 AREA                     AREA                    LAND                    SOIL
                           (mcrea)                                          USE                     GROUP                    AREA                                                                                                       LOADINCA                100T.LOA0


                     P 1                  120.02                                              RH                        D                   15.32                                                                                               0.05
                                                                                              RH                        B                    6.81                                                                                               0.85                    5.?9
                                          114.25                                              GB                        B                   13.36                                                                                                1.0                   24.05
                                                                                              RH                        B                   14.04                                                                                               0.05                   11.93
                                                                                              GB                        B                    6.99                                                                                                1.8                   12.58
                                                                                              IND                       D                   60.82                                                                                                1.9                   96.56
                                                                                              IND                       a                    6,91                                                                                                1.9                   113.13                    1. 13 5



                     P2                   168.48                                              RH                        C                   15.91                                                                                               0.05                   13.F@2
                                                                                              GB                        c                    4.90                                                                                                1.8                    @.93
                                          168.99                                              IND                       D                   100.45                                                                                               1.9                  190.86
                                                                                              IND                       c                   17.09                                                                                                1.9                   3 2.4?
                                                                                              so                        C                    8.46                                                                                               1.08                   11.6?
                                                                                              PSP                       C                   14.31                                                                                               1.06                   K 1?
                                                                                              PSp                       C                    2.31                                                                                               1.0r.                   2. 4 5
                                                                                              G B                       B                      5.5                                                                                               1.8                    9.90


                     P3                   10?.68                                              IND                       D                   18.49                                                                                                1.9                        13
                                                                                              IND                       c                   17.51                                                                                                1.9                   23.27
                                          94.68                                               IND                       C                    3.43                                                                                                1.9                    6.52
                                                                                              RH                        c                   15.06                                                                                               0.85                   12.(10
                                                                                              so                        c                   36.44                                                                                               1.30                   so.29
                                                                                              IND                       c                    3.75                                                                                                1.9                    T 13                     1. 5



                     P4                   45.25                                               IND                       C                         0
                                                                                              RI-I                      c                   16.09                                                                                                                      13. (i a
                                                                                              R L                       C                   18.51                                                                                               0.49                    @.07
                                                                                              Cos                       0                                                                                                                       0.12                    (1.00                      6 6,



                     P5                   59.73                                               RH                        C                         1)                                                                                            0.05                    0.00
                                                                                              R L                       c                   2 1.2?                                                                                              0.49                   10.42
                                          21.27                                               Cos                       c                                                                                                                       0.12                    f). (10
                                                                                              Cos                       D                                                                                                                       0.11,                   0.00                     u. 49




                                                                                                                M.Mmm mmm =



                                                                                                          'WEST POINT WATER QUALITY DATA



   TOWN OF WEST POINT                                                     L,% PA JOB 92-093                                                                                      10)12)93
                                                                 QUALITV CALCULATIONS ONLVA-1


   SUBAREA                AREA                    AREA                    LAN D                 SOIL
                                                  (Dq.ml)                 USE                   GROUP                   AREA                                                                                                   LOADIN 0                VJT.LOA0



                    pe                 163.64                                             RL                        c                  94.82                                                                                           0.49                   46.216
                                                                                          RH                        c                    11.2                                                                                          0.145                   9.52
                                        160.26                                            so                        C                  25.16                                                                                           1.38                   34.72
                                                                                             LI                     c                  11.83                                                                                           I.-Is                  17.tia
                                                                                          RH                        D                    4.26                                                                                          0.05                    3.62
                                                                                          AM                        C                  12.94                                                                                           0.154                       9












































  '12




 I
 I
 I
 I
 I
 I
 I
 I
 I
 I                    APPENDIX 4
 1           COST ESTIMATING WORKSHEETS
 I
 I
 I
 I
 I
 I
 I
 I





                LANGLEY fi MONALD, P.C.                                       8 12            1993
                5544 GRIENNICH ROAD
                VIRGINIA BIACH, VA.       23462

                PRELIMINARY COST, ISTISITING WORKSBIFT


                TOWN OF WES' POINT, VIRGINIA
                Tth & MATE


                JOB 10. 92093


                UPGRADE EXISTING STS. SYSTI1 TO CARRY ULTIIATR 10               YR. STM


                                                                                          UNIT       ISIT
                                                                                                         IINATED
                LINE ITH                                                 QUANT   ON      PRICE            COST

                01   15' RCP                                                22   LF        $16.00         $352,00
                02   Is* RCP                                                31   LF        $18.00         $594.00
                03   27' RCP                                                277  LF        $29.00      $8,033.00
                04   30" RCP                                                '039 LF        $36.00    $12,204.00
                                                                            '100 TF
                     '4x2'u   u        11                                   0    a                          u v     I      i
                05   1      M. CON"                                                        $27.00      $8,160.00   TWIN PIPE 150'
                06   CATCR BASIN R11OVAL                                      3  H         $400.00     $11,200.00
                07   PIPE RHOVAL                                            621  LF           $4.50    $3,694.50
                08   CATCR BASIN RIPLACIIINT                                  6  1A     12,000.00    $12,000.00
                09   CURB & GUTTE3 REMOVAL                                  12 IV, LF         $V .1       $4120.00
                10   COBB I GUTTER REPLACRKKN91                             1120 LF           $T.50       $90030
                III  ASPEALT PAVRIENT REMOVIAL                              400  SY           $3.50    $1,400.00
                12   ASPHALT PAVRIENT REPLACHM                              400  ST        $12.00      $4,800.00
                                                OTIT
                i3   RELOCATION Of HIM.            JJITIRS                    1  Lcu    $7,000.00      $7,000,00







                14   SELECT IIATIVA'                                        300  CY           $8.00    $21400,00
                       T
                15   SELECT BIDDING                                         30   TN        $2i.00         $630,00
                1    RIF RAP                                                io   SY        $,Vo.oo        $3nc,on
                I                                                                                           v     v
                17   SIDEWALK REEOVATU                                      env  LF           0-1.00      $1H.00
                                REPT ACEII!
                IS   SIDEWALK              FUT                              115  SY        $16.r.0        $577,50
                                    u                                                         L li               11
                19   TOPCOIL      SEEDING                                   400  CUT          $11.00      $400.00
                                                      IAT
                201  RAUL OFF   UNSUITABLE    IATIER u                      300  CY           $3.00       $900.00





                                            SUB. TOTAL                                               $66,141030

                                            tODT'                               5,
                                                lLjIZ./BORDS/INSUB.              .0                    $3,307.21"
                                            EROS. & SID. CONTROL                2%                     $1,3112.90
                                            TRAFFIC CONTROL                     2%                     $11,322.90
                                                                                Irv
                                            PROFFISSiONAL SERVICES               04                    $9,921.75
                                            CONTINGENCY                         10%                    $6,614,50



                                            GRAND TOTAL                                              $88,634.30






                         LANGLEY & MCDONALD. P.C.                                      8     9       1993
                         5544 GREENWICH ROAD
                         VIRGINIA BEACH, VA. 23462

                         PRELIMINARY COST ESTIMATING WORKSHEET


                         TOWN OF WEST POINT, VIRGINIA
                         KING WILLIAM AVE.
                         JOB NO. 92093


                         UPGRADE EXISTING STM. SYSTEM TO CARRY ULTIMATE 10 YR. STM


                                                                                                        UNIT               ESTIMATED
                         LINE ITEM                                                   QUANT    UN       PRICE                COST


                         01   12" RCP                                                   120    LF          $15.00          $1,800.00
                         02   18" RCP                                                    72    LF          $18.00          $1,296.00
                         03   21" RCP                                                   343    LF          $22.00          $7,546.00
                         04   24" RCP                                                   102    LF          $27.00          $2,754.00
                         05   30" RCP                                                    51    LF          $36.00          $1,836.00
                         06   36" RCP                                                   35B    LF          $44.00         $15,752.00
                         07   42" RCP                                                   331    LF          $50.00         $16,550.00
                         08   48" RCP								    699    LF          $65.00         $45,435.00
                         09   54" RCP							         1149    LF          $80.00		  $91,920.00
                         10	48"X76" ELL, RCP (60")						    705    LF         $135.00         $95,175.00
       			 11	58"X91" ELL, RCP (72")						    147    LF	    $170.00		  $24,990.00		
                         12	CATCH BASIN REMOVAL						     27    EA         $400.00		  $10,800.00
				 13	PIPE REMOVAL							   4077    LF	      $4.50		  $18,346.50
				 14	CATCH BASIN REPLACEMENT						     27    EA	  $2,600.00         $70,200.00
                         15   CURB & GUTTER REMOVAL                                    2500    LF           $3.50          $8,750.00
                         16   CURB & GUTTER REPLACEMENT                                2500    LF           $7.50         $18,750.00
                         17   ASPHALT PAVEMENT REMOVAL                                 1500    SY           $3.50          $5,250.00
                         18   ASPHALT PAVEMENT REPLACEMENT                             1500    SY          $12.00         $16,000.00                         
				 19	RELOCATION OF EXIST. UTILITIES                              1    LB	 $25,000.00         $25,000.00
				 20	SELECT MATERIAL							   2300    CY           $8.00		  $18,400.00
                         21   SELECT BEDDING                                            200    TN          $21.00          $4,200.00
                         22   RIP RAP                                                    20    SY          $30.00            $600.00           
				 23   WIDEN & RESRADE EXIST. DITCH                                1    LB       $5,000.00          $5,000.00
                         24   SIDEWALK REMOVAL                                         2800    LF           $3.00          $8,400.00
                         25   SIDEWALK REPLACEMENT                                     1250    SY          $16.50         $20,625.00
                         26   TOPSOIL & SEEDING                                        3000    SY           $1.00          $3,000.00
                         27   HAUL OFF UNSUITABLE MATERIAL                             2500    CY           $3.00          $7,500.00




                                                     SUB. TOTAL                                                          $547,875.50

     								     MOBILIZ./BONDS/INSUR.                    5% 				  $27,393.78
                         				     EROS. & SED. CONTROL                     2%                          $10,957.51	                       
                                                     TRAFFIC CONTROL                          2%                          $10,957.51
                                                     PROFESSIONAL SERVICES                    15%                         $82,181.33
                                                     CONTINGENCY                              10%                         $54,787.55

                                                     GRAND TOTAL                                                         $734,153.17
 




ANGLEY & MCDONALD, P.C.                                             10      12    1993
544 GREENWICH ROAD
VIRGINIA BEACH, VA. 23462

RELIMINARY COST ESTIMATING WORKSHEET

TOWN OF WEST POINT, VIRGINIA
KIRBY ST. & 16TH ST.

JOB NO. 92093

LINE ITEM						QUANT    UN          UNIT              ESTIMATED
										   PRICE			COST

 1	18" RCP					54	    LF	   $18.00             $372.00
 2	24" RCP					12	    LF	   $29.00		    $348.00
 3	ES-1 24"					 1	    EA	  $575.00	  	    $575.00
 4    PIPE REMOVAL                        66        LF          $4.50             $297.00
 5	CATCH BASIN REMOVAL			 2	    EA	  $400.00		    $800.00
 6	CATCH BASIN REPLACEMENT			 2        EA	$1,500.00		  $3,000.00
 7	CURB & GUTTER REMOVAL			 8	    LF	    $3.50		     $28.00
 8	CURB & GUTTER REPLACEMENT		 8	    LF	    $7.50	           $60.00
 9	ASPHALT PAVEMENT REMOVAL		25	    SY	    $3.50	           $87.50
10	ASPHALT PAVEMENT REPLACEMENT		25	    SY	   $12.00	          $300.00
11	RELOCATION OF EXIST. UTILITIES	 1	    LS	$1,000.00           $1,000.00
12	SELECT MATERIAL				20        CY	    $8.00	          $160.00
13	RIP RAP					 6	    SY         $30.00	          $180.00
14	TOPSOIL & SEEDING			     100	    SY	    $1.00             $100.00
15  	HAUL OFF UNSUITABLE MATERIAL	      20	    CY	    $3.00	           $60.00




                        SUB. TOTAL                                              $7,967.50

                        MOBILIZ./BONDS/INSUR/          5%                         $398.38
                        EROS. & SED CONTROL            2%                         $159.35
			      TRAFFIC CONTROL                2%                         $159.35
                        PROFFESSIONAL SERVICES        15%                       $1,195.13
                        CONTINGENCY			      10%                         $796.75


                        GRAND TOTAL                                            $10,676.45








LANGLANGLEY & McDONALD, P.C.                      8  16     1993
55445544 GREENWICH ROAD
VIRGVIRGINIA BEACH, VA  23462

PRELPRELIMINARY COST ESTIMATING WORKSHEET

TOWNTOWN OF WEST POINT, VIRGINIA
PROPPROPPSED ULTIMATE SYSTEM AT OLD OUTFALL NO 1208


JOB JOB NO 92093


                                                                           UNIT                  ESTIMATED
LINELINE ITEM                                    QUANT    UM              PRICE                     COST      
   1   1 12" RCP                                   250    LF                $15.00                $3,750.00
   2   2 15" RCP                                   440    LF                $16.50                $7.260.00
   3   3 24" RCP                                   252    LF                $25.00                $6,300.00
   4   4 30" RCP                                   210    LF                $36.00                $7,560.00
   5   5 33" RCP                                   400    LF                $40.00               $16,000.00
   6   6 36" RCP                                    40    LF                $45.00                $1,800.00
   7   7 54" RCP                                   470    LF                $80.00               $37,600.00
   8   8 60" RCP                                   484    LF               $100.00               $48,400.00
   9   9 GRADE PROPOSED DITCH                      540    LF                $20.00               $10,800.00
  10  10 PROP EW w/WING WALLS                        1    EA             $3,000.00                $3,000.00
  11  11 PROP. D.I.                                 15    EA             $1,800.00               $27,000.00
  12  12 PROP JB-1                                   3    EA             $3,000.00                $9,000.00
  13  13 PIPE REMOVAL                              680    LF                 $4.50                $3,060.00
  14  14 CATCH BASIN REMOVAL                         6    EA               $400.00                $2,400.00
  15  15 CURB & GUTTER REMOVAL                     204    LF                 $3.50                  $714.00
  16  16 CURB & GUTTER REPLACEMENT                 204    LF                 $7.50                $1,530.00
  17  17 ASPHALT PAVEMENT REMOVAL                  240    SY                 $3.50                  $840.00
  18  18 ASPHALT PAVEMENT REPLACEMENT              240    SY                $12.00                $2,880.00
  19  19 RELOCATION OF EXIST. UTILITIES              1    LS            $20,000.00               $20,000.00
  20  20 SELECT MATERIAL                           150    CY                 $8.00                $1,200.00
  21  21 RIP RAP                                    15    SY                $30.00                  $450.00
  22  22 TOPSOIL & SEEDING                        2000    SY                 $1.00                $2,000.00
  23  23 HAUL OFF UNSUITABLE MATERIAL              150    CY                 $3.00                  $450.00
  24  24 REPLACE 4"x4' CONC. WALK                  711    SY                $16.00               $11,376.00

                           SUB. TOTAL                                                           $225,370.00

                           MOBILIZ./BONDS/INSUR           5%                                     $11,268.50
                           EROS. & SED. CONTROL           2%                                      $4,507.40
                           TRAFFIC CONTROL                2%                                      $4,507.40
                           PROFESSIONAL SERVICES         15%                                     $33,805.50
                           CONTINGENCY                   10%                                     $22,537.00



                           GRAND TOTAL                                                          $301,995.80
   




               



LANGLEY & McDONALD, P.C.		8	12	1993
5544 GREENWICH ROAD
VIRGINIA BEACH, VA. 23462

PRELIMINARY COST ESTIMATING WORKSHEET

TOWN OF WEST POINT, VIRGINIA
THOMPSON AVE. @ SCHOOL SITE

JOB NO. 92093

SHIFT DRAINAGE DIVIDES REMOVE 6.32 AC. FROM WESTWOOD DRAINAGE AREAS

									UNIT			ESTIMATED
LINE ITEM				QUANT       ON		PRICE			COST

1 18" RCP				262		LF		$18.00		$4,716.00
2 27" RCP				450		LF		$29.00		$13,050.00
3 30" RCP				350		LF		$36.00		$12,600.00
4 RS-1 30"				1		RA		$575.00		$575.00
5 ES-1 18"				1		EA		$310.00		$310.00
6 PIPE REMOVAL			44		LF		$4.50			$198.00
7 CATCH BASIN REMOVAL		1		EA		$400.00		$400.00
8 CATCH BASIN REPLACEMENT	5		EA		$1,800.00		$9,000.00
9 STORM MANHOLE			1		EA		$1,200.00		$1,200.00
10 CURB & GUTTER REMOVAL	148		LF		$3.50			$518.00
11 CURB & GUTTER REPLACEMENT	148		LF		$7.50			$1,110.00
12 ASPHALT PAVEMENT REMOVAL	60		SY		$3.50			$210.00
13 ASPHALT PAVEMENT REPLACEMENT 60		SY		$12.00		$720.00
14 RELOCATION OF EXIST. UTILITIES 1		LS		$5,000.00		$5,000.00
15 SELECT MATERIAL		150		CY		$8.00			$1,200.00
16 RIP RAP				10		SY		$30.00		$300.00
17 TOPSOIL & SEEDING		1100		SY		$1.00			$1,100.00
18 HAUL OFF UNSUITABLE MATERIAL 150		CY		$3.00			$450.00






			SUB. TOTAL					$52,657.00

			MOBILIZ./BONDS/INSUR.	5%		$2,632.85
			EROS. & SED. CONTROL	2%		$1,053.14
			TRAFFIC CONTROL		2%		$1,053.14
			PROFFESSIONAL SERVICES	15%		$7,898.55
			CONTINGENCY			10%		$5,265.70


			GRAND TOTAL					$70,560.38			




                      LANGLEY I KcDONALD. P.C.                                                                                                         1993
                      5544 GREENNICR ROAD
                      VIRGINIA BEACH, VA. 23462

                      PRELIMINARY COST ESTIMATING NORKSHEET

                      TOWN OF WEST POINT, VIRGINIA
                      SATTAP041 AVE.
                      7n NCt. 92093


                      UPGRADE EXISTING STM. SYSTEM '10 CARRY ULTIMATE 10 YR. STIM
                      ADD CURB & GUTTER ALONG MATTAPOKI AVE.                    THOMPSON AYE.
                                                                                                         UNIT         ESTIMATED
                      LIKE   ITEM                                                     GUANT     UK      PRICE             COST


                         1   121 RC?                                                     768    LF         $14.00     $10,752.00
                         2   151 RCP                                                     792    LF         $15.50     612t276.00
                                                                                         260    LF         $19.00      $4,680.00
                         4   14'x23'    ELL RCP                                          139    LF         $23.00      $3,174.00
                         '   "I 'CP


                         5   19*00"     ELL RC?                                          340    LF         $31.00     $10,540.00
                         6   24'x3a'    ELL RCP                                          294    LF         $45.00     $13,230.00
                         7   27'x45'    ELL RCP                                          330    LF         $56.00     $18,480.00
                         a   362 RCP                                                     225    LF         $44.00      $9,900.00
                         9   420 RCP                                                     728    LF         $50.00     06t400.00
                        10   484 RlnP                                                    704    LF         $65.00     $45.760.00
                        11   341 RCP                                                     810    LF         $80.00     $64,80%0.00
                                                                                          JA
                        12   ES-1 151                                                        V  EA       $275.00       $2.750.00
                        13   ES-1 A'E'                                                       3  EA       $310.00           $730.00
                        14   ES-A' 54"                                                       1  lrA    $1,200.00       11,200.00
                        15   PIPE REMOVAL I DRIVEWAYS                                    504    LF          14.50      $2,268.00
                        16   CATCH BASIN                                                  29    EA     $2,400.00      $69.600.00
                        17   DROP lNLET                                                      5  EA     $1,000.00       $5,000.00
                        2    DRIYEKAY @EFAIR                                              32    EA       $235.00       $7,520.00
                        19   HISC ZRADING I CULVERT &            PnU4                        I
                                                                   .DING    AREAS               LS     $2,000.00       $2fooo.00
                        21   E111 I 117@1                                              6250     LF          $7.50     $46,875.00
                        21   ASPHALT PAVEMENT REMOVAL                                  8950     BY          $3.00     Q'IM0.00
                             ASPHALT PAVErENT REPLACEMENT                              8950     SY         $12.00     $107,400.00
                        2 "' RELICCATION' 97 =.@ISTL !j7'r' ITM                              i  Ls    $15.000.00      115101011.110
                                                                                                                             WV v
                        24   Z.Z'-..ECT ma-rR@Ai
                                                                                       i0oo     ruy         $8,00      $8.000.00
                        25   SELECT BED'w-"-:N6                                          125    I'N        $21.00      $2,625.00
                        26   RIP RAP                                                      20    SY         $30.00          $600.00
                        27   WIDEN & REGRADD-le EXIST. DIVIN                           45500    LF          $4.00     $18,000.00
                        28   SIDEWALK REMOVAL                                            3508   LF          13.00      $1,050.00
                        2?   SIDEWALK                                                    925    SY         116.50     $151262.50
                        11   TIP1111-6 &- EEED1111                                     3500     SY          11.00      s7p.. 500. AVA
                                                                                                                                  v
                        31   EAUL OFF UNSUITABLE MATERIAL                              1200     CY          $3.00      $3,600.00
                        32   DITCH                                                       800    LF          $7.50      $6,000.00

                                                       SUB. TUTIAL                                                    076,022.50

                                                       NO0.71  17. ;BONDSIINSUR.              5%                      128,801.13
                                                       ERGS.      SED. CONTROL                2%                      $11,520.45
                                                       TRAFFIC CONTROL                        21                      111.,520.45
                                                       PROFFESSIONAL SERVICES                 15%                     $869403.38
                                                       CONTINGENCY                            10j".                   $57,602-25

                                                       GRAND.'TBTAL                                                   $771,670.15



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                    PHOTOGRAPHS
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                                     it























               WEST POINT HIGH SCHOOL                           AUGUST  5,1993


























                    WEST POINT HIGH SCHOOL                  MARCH 4,1993














                                   ANN&,

                                                   ML

















               WEST POINT ELEMENTARY SCHOOL                     AUGUST 5,1993
               THOMPSON AVENUE






                                                           V


                    @&A












                    WEST POINT ELEMENTARY SCHOOL            MARCH 4,1993
                    THOMPSON AVENUE

















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                                  -17'















               KING WILLIAM AVENUE                               AUGUST 5,1993
               BETWEEN PAMUNKEY AVE. & MAGNOLIA AVENUE









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                                                    7





                    KING WILLIAM AVENUE                      MARCH 4,1993
                                   IN, P
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                    BETWEEN PAMUNKEY & MAGNOLIA AVENUE
















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                         I)ITCH NORTH OF 16TH STREET                                                AUGUST 5. 1993






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                                                                  L'i, :                         , ,    1\







                         DROP INLET AT CORNER OF                                                    AUGUST 5,1993
                         KING WILLIAM AVE. & PAMUNKEY AVE.





















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               KING WILLIAM AVENUE
                          AINED CHANNEL
               WELL-MAINT                                          -AUGUST 5, 1993











                                      .71



                    PRIVATE PROPERTY                           JUNE 14,1993
                    FLOW IN CHANNEL IS BLOCKED
                                                                           5-od










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