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







                   New York State Department of State
            Division of Coastal Resources and Waterfront Revitalization




           @Recommendations For Statewide Building Code
                      Changes In Coastal Hazard Areas



                         309 Project of Special Merit




VD
IV)                           Performance Report
'41L          to the Office of Ocean and Coastal Resources Management
                               National Ocean Service
                   National Oceanic and Atmospheric Administration
                           U.S. Department of Commerce



                                    June 1994














          INTRODUCTION

               This is the final report in a series of 4 performance reports
          on the progress of activities related to amending the New York
          State Uniform Fire Prevention and Building Code (Code) .           The
          Department of State, Division of Coastal Resources and Waterfront
          Revitalization (DCRWR) reviewed standards and recommendations from
          FEMA, NOAA, various coastal states, the scientific and engineering
          literature and building code organizations to develop the proposed
          amendment to the Code. This report presents the revised amendment
          by the Department of State, Codes Division, and highlights major
          changes that were made to the draft code section contained in
          Performance Report No. 3. A copy of the transmittal letter from
          the Department of State to the Division of Housing and Community
          Renewal (DHCR) for review of the proposed amendment by the Codes
          Council is enclosed, along with a brief discussion of the process
          DHCR and the Codes Council must go through before the proposed
          amendment can be adopted as part of the Code.


          DRAFT AMENDMENT REVIEW BY DOS, CODES DIVISION

               DCRWR coordinated two reviews of the proposed amendment with
          Codes Division personnel in the Department of State. The initial
          review of the draft amendment dealt largely with the format to be
          used and proper code language.       Changes were made to various
          sections in an attempt to clarify them and eliminate all
          ambiguities and redundancies. The initial review also focused on
          which documents should be incorporated as reference standards in
          the Code.    The final review by Codes Division personnel was
          performed to examine some additions to the structural requirements
          of the proposed amendment made by DCRWR and to ensure that all
          changes recommended in the initial review had been satisfactorily
          made.



          CHANGES TO THE PROPOSED AMENDMENT

               The following changes have been made to the draft code section
          contained in Performance Report No. 3:

               1.  The Coastal Hazard Area Construction Standards section was
                   changed from section 810 to part 1130 because this section
                   falls under the category of special requirements.

               2.  The design loads to which pile foundations may be
                   subjected are the loads specified in section 803 and the
                   horizontal water loads specified in Appendix D.8 of the
                   FEMA Coastal Construction Manual.

               3.  Pile analysis shall consider the piles in column action
                   from the bottom of the structure to the stable soil









                   elevation and shall determine if pile bracing is required
                   to resist the design loads. Acceptable types of pile
                   bracing and bracing placement recommendations are also
                   given.

               4.  Acceptable materials for piles in coastal hazard areas,
                   minimum sizes for timber piles, and recommendations for
                   pile installation are provided in the structural
                   requirements.

               5.  Additional recommendations on framing, connecting, and
                   bracing wood framed structures are provided in the
                   structural requirements.

               6.  Hazardous locations 1, 3, 4, 5 and 7 were deleted f rom the
                   list of hazardous locations for the purposes of glazing
                   because these locations were not unique to coastal
                   construction and are already contained in section 715 of
                   the Code.

               7.  Specific language to address the plumbing issues was
                   provided by the Codes Division of the Department of State
                   and has been included in the proposed amendment.

               8.  The specific draft language developed by DCRWR to address
                   mobile homes located in coastal hazard areas has been
                   deleted. Standards for the construction of mobile homes
                   shall be in accordance with the requirements of section
                   1221.1 of the Code. Mobile homes located in coastal
                   hazard areas shall be located and installed in accordance
                   with the requirements of part 1223, the structural
                   requirements of part 1131, and part 1133.


         PROCESS OF AMENDING THE STATE FIRE PREVENTION AND BUILDING CODE


               Executive Law 377 authorizes the State Fire Prevention and
         Building Code Council (Council) to formulate, periodically review
         and amend the Code. The Council is part of the Division of Housing
         and Community Renewal (DHCR) . DOS has forwarded the proposed final
         amendment to DHCR expressing the belief that this amendment will
         improve construction standards in coastal hazard areas, thus
         reducing the risk to life and property from severe storms. (See
         attached transmittal letter.)
               Depending on the schedule of the Codes Council, which meets
         periodically, it may be some time before the proposed amendment
         comes up for review. The Council is a deliberative body and the
         review process is likely to involve much discussion and debate of
         the key items in the section under consideration. The Council may
         require certain portions of the new section be rewritten and
         resubmitted. In view of this process, it will probably take more
         than a year before the proposed amendment is finally adopted as
         part of the Code.











             Article 16


             Coastal Hazard Area Construction Standards


                                                         PART 1130


                            COASTAL HAZARD AREA CONSTRUCTION STANDARDS



                 Section 1130.1      Scope. Buildings and structures located within coastal hazard areas, as
             defined herein, shall conform with the requirements of this article. Provisions of this article
             shall take precedence over less restrictive provisions of this code with respect to buildings and
             structures located within coastal hazard areas.



                 Section 1130.2      Definitions. For the purpose of this part the following shall apply:

                     (a) Mean Sea Level (MSL) - The tidal datum which is the arithmetic mean of hourly
                 water level heights observed over a 19 year period by the National Ocean Service.

                     (b) Base Flood Elevation (BFE) - The peak water elevation in relation to Mean Sea Level
                 (MSQ expected to be reached during a flood having a one percent chance of being equalled
                 or exceeded in any given year. The Base Flood Elevation shall be determined from the
                 FEMA Flood Insurance Rate Map for the coastal area in which the structure is located.

                     (c) V-Zone - Velocity zone subject to coastal flooding and high velocity waters including
                 storm wave wash, as shown by the @EMA Flood Insurance Rate Maps. V-zones are located
                 along the Atlantic Shoreline of New York State, including the shoreline of Long Island Sound
                 and adjacent bays, and the shoreline of Lake Ontario and Lake Erie.-

                     (d) Coastal Erosion Hazard Area (CEIM) - Area identified by the New York State
                 Department of Environmental Conservation under Article 34 of the Environmental
                 Conservation Law, Coastal Erosion Hazard Area Act, near the shoreline of the Atlantic
                 Ocean and Great Lakes which has been identified as subject to at least one of the following
                 hazards: (1) Historical or predicted future trends of long term erosion, (2) erosion expected
                 to occur during a coastal storm reaching the base flood elevation, or (3) shoreline fluctuations
                 due to tidal inlets.


                     (e) Coastal Hazard Area - All areas which are located within the V-zone or the coastal
                 erosion hazard area.


                    (f) FEMA - FEMA is the United States Federal Emergency Management Agency. This
             agency administers the National Flood Insurance Program and publishes the official flood
             insurance rate maps (FIRMS).


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                     (g) Lowest Floor - The lowest floor of the lowest enclosed area (including basement or
                  cellar). An unfinished or flood'resistant enclosure, usable solely for parking of vehicles,
                  building access to storage in an area other than a basement area is not considered a building's
                  lowest floor; provided:

                             a. That the walls are substantially impermeable to the passage of water and the
                             structural components have the capability of resisting hydrostatic and
                             hydrodynamic loads and effects of buoyancy; or,

                             b. Construction shall be designed to automatically equalize hydrostatic flood
                             forces on exterior walls by allowing the entry and exit of flood waters.


                  PART 1131 STRUCTURAL REQUIR]EWNTS



                  Section 1131.1     Piling standards. (a) All buildings located in coastal hazard areas shall
              be constructed and anchored on pile foundations of sufficient strength to support the design loads
              to which they may be subjected including loads specified in section 803 and horizontal water
              loads specified in Appendix D.8 of RS 20-3. Piles shall be designed so the pile size and pile
              embedment are adequate to support the specified design loads. Pile embedment shall include
              consideration of the type of soil, method of pile installation, and decreased resistance capacity
              caused by anticipated scour of soil strata surrounding the piling based on local scour data. In
              the absence of local scour data, a scour depth of 4.5 feet shall be used for the first row of
              structures and 2 feet for inland structures. Spread footings and fill shall not be used for
              structural support purposes. Mat or raft foundations which support columns shall not be
              permitted where soil investigations indicate that soil material under the mat or raft is subject to
              scour or erosion from wave-velocity flow conditions.

                  (b) All pilings within the coastal hazard area shall have a minimum tip penetration of at least
              5 feet below MSL or 16 feet below average original grade, whichever results in the deeper
              penetration.

                  (c) Pile foundation analysis shall include consider-ation of the piles in column action from the
              bottom of the structure to the stable soil elevation and shall determine if pile foundation bracing
              is required to provide adequate lateral resistance to the specified design loads. Acceptable types
              of pile foundation bracing include knee bracing, diagonal bracing, truss bracing, and horizontal
              bracing. Knee braces shall be permitted along pile rows parallel and perpendicular to the
              shoreline. Knee braces shall be sloped at or near one horizontal to one vertical and shall not
              extend more than 3 feet below the BFE. Diagonal braces shall be sloped at or near one
              horizontal to one vertical. Diagonal bracing consisting of wood members shall only be placed
              along pile rows perpendicular to the shoreline. Diagonal bracing consisting of steel rods or steel
              cable shall be permitted in any plane. Truss br-acing systems providing increased later-al


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              resistance to pile foundations shall consist of diagonals, struts, and bolted connections and shall
              be limited to the same locations as diagonal bracing. All connections for pile foundation bracing
              shall be bolted connections. Information on pile foundation bracing is provided in Appendix B
              of RS 20-3.


                  (d) Acceptable materials for piles in coastal hazard areas include wood and reinforced
              concrete. The minimum sizes for timber piles shall be a tip diameter of 8 inches for round
              timber piles and 8" x 8" for square timber piles. Concrete piles shall be cast of concrete with
              a 28 day compressive strength of not less than 5000 psi and shall be reinforced with a minimum
              of 4 longitudinal steel bars having an area of not less than I percent nor more than 4 percent of
              the gross concrete area.

                  (e) Piles installed by driving shall be driven by a pile driver or drop hammer that holds the
              pile in position through the use of leads while the pile is being driven. A protective driving cap
              shall be utilized to transmit energy from the hammer to the pile during the driving process.
              Piles installed by jetting shall be designed assuming a loose sand soil condition due to the jetting
              operation. Piles shall not be driven closer than 2 feet to each other or to an existing structure.
              Piles shall not be jetted closer than 10 feet to an existing structure unless approved by a design
              professional. Splicing of foundation piles shall be avoided. Pile splices that are unavoidable
              shall be constructed to provide and maintain aligment and position of the component parts of the
              pile and to transfer pile loads across the splice.


                  Section 1131.2      Elevation standards. (a) The lowest structural member excluding piling
              and bracing supporting the lowest habitable floor in the coastal hazard area shall be elevated
              above the base flood elevation (BFE) plus wave height addition.

                  (b) The wave height addition is determined by the flood water depth (D) under the building
              using the formula: (See Figure 1)

                      Wave Height Addition = 0.55 X D

              Where D = base flood elevation minus lowest finish grade elevation; or other acceptable
              methods of wave height determination such as found in "Estimating Wave Heights" (FEMA TD-
              3) or the Corps of Engineers "Shore Protection Manual" (SPM).


                  Section 1131.3 Construction, materials, and methods standards. (a) All construction
              and equipment located below the Base Flood Elevation shall be resistant to flood damage.

                  (b) Construction of solid walls or partitions below the lowest floor shall not be permitted in
              coastal hazard areas. Non-supporting breakaway walls are permitted when designed by a
              registered design professional in accordance with RS 20-3.



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                          WAVE HEIGHT ADDITION 0.55 x D











                                               D = FLOOD DEPTH


            ------------------


             MAXIMUM WAVE             WAVE      0.55 D
             HEIGHT ELEVAT'ION        HEIGHT,:
             ............................................ . ........... .. .... ..............................
                                                BASE FLOOD ELEVATION










           Figure I WAVE CONDITIONS ON A PILING SUPPORTED BUILDING





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                                               rO..55 D
                                               ... ...................









                 (c) All construction shall be adequately anchored, connected and braced to prevent uplift,
              floatation, collapse, lateral movement or overturning during design storm conditions. Special
              attention shall be given to connection between major structural subsystems including but not
              limited to piling to floor beam, beam to floor joist, joist to exterior side wall diaphragms and
              side wall to roof joist.

                 (d) Wood frame construction:
                 (1) All floor beam splices shaU be located directly over the beam supports. Notching of pile
              tops shall be limited to the minimum amount required to provide ledge support for the framing
              members and the cross section of the pile shall not be reduced below 50 percent by notching.

                 (2) Floor joists shall be fastened to floor beams with metal joist anchors or wood connectors.
              Cross bridging or solid bridging shaH be provided for all floor joists at a maximum spacing of
              8 feet on center.


                 (3) Exterior grade plywood not less than 23/32 inches in thickness shall be used for subflooring
              and attic flooring throughout wood framed structures. Plywood shall be fastened to the joists
              and beams with annular or spiral thread galvanized nails and a waterproof industrial adhesive.
              Required plywood thicknesses and methods of attachment shaH be as specified in RS 25-3.

                 (4) Exterior grade plywood wall sheathing and approved anchors shall be used to form a
              continuous tie between roof framing, wall framing, and floor framing. Wall sheathing shaU be
              continuous from the top wall plate to the floor beam or joist. At all locations where the plywood
              sheets are not verticaHy continuous, 2 x 4 nailer blocking shaU be provided at all horizontal
              joints. Exterior grade plywood wall sheathing shall provide bracing to exterior walls to resist
              racking due to lateral loads. Plywood wall bracing shall occur at all comers, and shall cover
              the floor joist and header and extend to and cover the top plate of the wall. Bracing shall extend
              at least 4 feet in each direction from each comer. AU plywood sheathing shall be attached with
              annular or spir-al thread galvanized nails. Required plywood thicknesses and methods of
              attachment shall be as specified in RS 25-3.

                 (5) Conventional rafter and ceiling joist construction shall be installed so the joists provide a
              continuous tie across the rafters. Roof rafters and ceiling joists shall be securely fastened at
              their intersections and shall be fastened to the wan top plate with metal connectors or wood
              connectors.


                 (6) The design of metal plate connected wood roof trusses shall comply with RS 25-27. Roof
              trusses shall be adequately braced and anchored to the wan top plate with metal connectors at
              all points of bearing. Roof trusses shall be braced and installed in accordance with RS 25-32.
              Design drawings for individual roof trusses shall include bracing and anchoring details and shall
              be sealed by a Professional Engineer.

                 (7) Gable roof framing shall be reinforced by installing 2 x 4 blocking at 2 feet on center
              between trusses or rafters for a minimum of 8 feet at each end of the structure.


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               (8) Roof sheathing shall be exterior grade plywood or board lumber not less than 15/32 inches
             in thickness. Sheathing shall be fastened to supports with screws or annular or spir-al thread
             nails. Methods of attachment and required plywood thicknesses shall be as specified in RS 25-3.
             All fasteners for roof coverings shall be galvanized -or of corrosion resistant material.

               (e) All cantilevers and projecting members shall be anchored and braced to withstand forces
             due to the specified design loads.

               (f) Construction documents shall show details of foundation support and connection components
             used in meeting the requirements of Section 1131.3(c) and shall be sealed by a design
             professional.

               (g) In the coastal hazard area, all metal connectors and fasteners outside of conditioned spaces
             shall be hot dip galvanized steel after fabrication and meet the requirements of RS 20-2.
             Exposed metal connectors such as tie down straps on porches, decks, and areas under the
             structure shall be minimum of 3/16 inch thick and shall be hot dip galvanized after fabrication
             and meet the requirements of RS 20-1 or RS 20-2. Metal connectors of approved equivalent
             corrosion resistant material may be accepted. See Table A.


                 Section 1131.4     Records and certifications.       (a) Plans or specifications submitted in
             connection with a building permit application shall be sealed by a Professional Engineer and
             shall certify that the building is designed in compliance with Section 1131.1.

               (b) The construction documents shall be accompanied by a statement bearing the signature of
             the registered design professional indicating that the design and proposed methods of
             construction are in accordance with all applicable provisions of section 1131.2.

               (c) The actual elevation required by Section 1131.2 shall be detennined by a Registered Land
             Surveyor or Professional Engineer. The actual elevation of the first floor shall be certified by
             a Registered I-and Surveyor or Professional Engineer before construction is continued above the
             first floor level.



















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                                                                           TABLE A
                                                             CORROSION RESISTANCE


                                     (Applies Only to Structures Located in Coastal Hazard Areas)


                                                    OPEN                            VENTED/ENCLOSED                 CONDITIONED
                                                    (exteriors, porches,            (attic, floor trusses,          (heated/cooled living
                                                    underhouse)                     enclosed crawl spaces           areas)
                                                                                    and stud cavity)

                    Nails, staples, screws          Hot Dip galvanized              Hot dip galvanized              -----
                    Nuts, bolts washers, tie        Hot Dip galvanized              Hot Dip galvanized              -----
                    rods

                    Steel connection plates &       Hot Dip galvanized after        Hot Dip galvanized
                    straps (3/16" minimum           fabrication
                    thickness)

                    Sheet metal connectors,         Stainless Steel or Hot          Hot dip galvanized after        Hot dip galvanized
                    wind anchors, joists            Dipped galvanized after         plate fabrication
                    hangers, steel joists and       fabrication
                    beams

                    Truss plates                    Stainless Steel or Hot          Hot dip galvanized after        Standard galvanized
                                                    Dipped galvanized after         fabrication or stainless
                                                    fabrication                     steel within 6'-0" of a
                                                                                    gable louver or soffit
                                                                                    vent. Otherwise in
                                                                                    accordance with TIP-78
                                                                                    of the Truss Plate
                                                                                    Institute




                      PART 1132 GLAZING



                     Section 1132.1            Glazing standards.              (a) Each light shall bear the manufacturer's label
                  designating the type and thickness of glass. When approved by the Code Enforcement Official,
                  labels may be omitted from other than tempered glazing materials providing an affidavit is
                  furnished by the glazing contractor certifying that each light is glazed in accordance with the
                  approved plans and specifications.

                      (b) Each unit of tempered glass shall be permanently identified by the manufacturer. The
                  identification shall be etched or ceramic fired on the glass and be visible when the unit is glazed.
                  Tempered spandrel glass is exempted from permanent labeling. This type of glass shaft be
                  identified with a removable paper label by the manufacturer.

                      (c) Regular plate, sheet or patterned glass in jalousies and louvered windows shall be no


                                                                                A-7









              thinner than nominal 7/32 inch and no longer than 48 inches. When other glass types are used,
              design shall be submitted to the Code Enforcement Official for approval. Exposed glass edges
              shall be smooth. Wired glass with wire exposed on longitudinal edges shall not be used in
              jalousies or louvered windows.

                 (d) Individual glazed areas in hazardous locations including but not limited to those indicated
              in section 1132.1 (e) shall pass the test requirements of RS 20-4, or by comparative test shall
              be proven to produce at least equivalent performances.

                 EXCEPTIONS:
                      1. Pofished wire glass for use in fire doors, fire windows and view panels in 1-hour or
                      less fire resistant walls shall comply with RS-6.

                      2. Approved plastic materials used as glazing in hazardous locations shall comply with
                      RS-6.


                 (e) The following shall be considered specific hazardous locations for the purposes of glazing.

                      1. Glazing in fixed and sliding panels of sliding type doors (patio and mall type).

                      2. Glazing, operable or inoperable, adjacent to a door in all buildings and within the
                      same wall plane as the door whose nearest vertical edge is within 12 inches of the door
                      in a closed position and whose bottom edge is less than 60 inches above the floor or
                      walkdng surface.

                 (f) The following products, materials and uses are exempt from the above hazardous locations:

                      I .    Openings in doors through which a 3-inch sphere is unable to pass.

                      2.     Leaded glass panels where no individual piece of glass has an area greater than
                             30 square inches.

                      3.     Glazing materials used as curved glass panels in revolving doors.

                      4.     Commercial refrigerated cabinet glazed doors.

                      5.     Faceted and decorative glass.

                 (g) Maximum sizes of single regular (annealed) glass may be determined directly from Table
              H. 1132. Maximum sizes of other glass types may be determined by first dividing the wind load
              determined in section 803.4 and by the factors in Table 1. 1132. Table H. 1132 is applicable for
              rectangular glass firmly supported on all four edges. When approved by the Code Enforcement
              Official, alternate means for selecting glass may be used in place of Table 1. 1132 and Table
              H. 1132.



                                                             A-8









                 (h) Glass supports such as sash members, glazing stops or glazing clips shall be considered
               firm when deflection of the support at design load does not exceed 1/175 of the span. Where
               other than firm support on all sides is provided, (three sides, two sides, cantilever, or highly
               flexible, for example), detailed shop drawings, specifications and rational analysis and/or test
               data assuring safe performance for the specific installation shall be prepared by engineers
               experienced in this work and shall be submitted for and receive, if warranted, formal approval
               by the Code Enforcement Official.



                                                         TABLE 1. 1132
                                       RELATIVE RESISTANCE TO WM LOAD


                 GLAss TYPE                                               FACTOR'

                 Laminated'                                               0.75

                 Wired                                                    0.5

                 Heat Strengthened                                        2.0
                 Fully Tempered                                           4.0
                 Insulating glass'       2 panes                          1.7
                                - 3 panes                                 2.55
                 Pattemed'                                                1.0

                 Sandblasted'                                             0.4

                 Regular (annealed)                                       1.0

                 Wind pressure determined from section 803.4 should be divided by this factor for use with
               Table 11. 1132.

               ' Applies when two plies are identical in thickness and type; use total glass thickness, not
               thickness of one ply.

                 Applies when each glass pane is the same thickness and type; use thickness of one pane.

               4 Use minimum glass thickness, i.e., measured at the thinnest part of the pattern; interpolation
               of Table 11. 1132 may be required.

                 Factor varies depending upon depth and severity of sand blasting; value shown is minimum.






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                PART 1133 UTELrIIES



                Section 1133.1 Utility connections. (a) Water supply and drainage piping for buildings
             or structures located in coastal hazard areas shall be designed to minimize infiltration
             and damage by flood waters. Above ground piping shall be securely fastened to sides of interior
             piles or piers away from the ocean front or be located within a protective floodproof enclosure
             not more than 2' wide unless designed by a Professional Engineer or Architect.

             (b) All floor and wall penetrations for plumbing, mechanical and electrical systems shall be made
             water tight to prevent flood water seepage through spaces between the penetration and wall
             construction materials.


             (c) Sanitary sewer systems that have openings below the base flood elevation shall be provided
             with shutoff valves or closure devices to prevent back-water flow during conditions of flooding.



                PART 1134 MOBILE HOMES



                Section 1134.1     Mobile home requirements.         Mobile homes located within the coastal
             hazard area shall be located and installed in accordance with the requirements of pail 1223, the
             structural requirements of part 1131, and part 1133 except Part 1131.3(d).



























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                                              WIND LOAD C14ART



                                                    Design Wind Load (kPa)

                                   0.6  0.0 1.0      1@5    .0 2.5 3.0   40 5.0 6.0    0.0
                            300 1                           T ---- T- I    - --                 2S.0
                            250-

                                                                                            -20
                            200-







                                                                                                io.
                            100-
                                                                         +                      8.0
                              80-
                            Cr                                                                  6.0E
                            Y@. 60
                            ca                                                                  5.0
                                                                                                   cri
                              so-
                                                                                                4.0
                            V) 40
                            (A
                            co
                                                                                                3.0
                            E
                                                                                                2.5E
                            E 25                                                                   :3        i.
                            X                                                                   2.0E
                            cc                                                                     x
                              20                                                                   CU


                                                                                                1.5





                                                                                                1.0
                               10


                                 8



                                 6
                                 10      15   20      .30    40 50 60                  ISO      200

                                              Design Wind Load                (psf)
                                                       Design Factor = 2.5
                                   Chart Applies for Width-to-Length Ratios from 1:5 to 1:1

                            Based on Minimum Glass Thickness Allowed In Federal Specifleat(on
                                                           D D-G-451 D








                                              TABLE 11.1132 WM LOAD CHART



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                              STRUCTURAL REFERENCE STANDARDS (to be added)


                 RS No.       Issued by           Title


                 RS 20        OCE                 Flood Proofing Regulations
                                                  EP-11652314, June 1992


                 RS 20-1      ASTM                Standard Specification for Zinc Hot Dip
                                                  Galvanized Coating on Iron and Steel Products
                                                  A123-89A



                 RS 20-2      ASTM                Standard Specification for Zinc Coating
                                                  (Hot Dip) on Iron and Steel Hardware
                                                  A153-87



                 RS 20-3      FEMA                Design and Construction Manual for Residential
                                                  Buildings in Coastal High Hazard Areas
                                                  (Coastal Construction Manual)
                                                  FEMA-55, February, 1986


                 RS 20-4      FEMA/CPSC           Consumer Product Safety Commission
                                                  Architectural Glazing Materials, Federal Register
                                                  16-77 CFR Part 1201 Category II


                 RS 25-32     TPI                 Bracing Wood Trusses
                                                  Commentary and Recommendations for Handling,
                                                  Instilling and Bracing Metal Plate Connected
                                                  Wood Trusses
                                                  BWT-76











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                                                                                                                    NOAA COASTAL SERVICES CTR LIBRARY


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