Research and preliminary engineering report on the placement of a ranney collector in the Stillaguamish River

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Property of the Library
RESEARCH AND PRELIMINARY ENGINEERING REPORT

ON THE PLACEMENT OF A RANNEY COLLECTOR

IN THE STILLAGUAMISH RIVER

FOR

CITY OF MARYSVILLE, WASHINGTON

COASTAL ZONE
INFORMATION CENTER

Project No. 1500/115

U.S- DEPARTMENT OF COMMERCE NOAA
COASTAL SERVICES CENTER
2234 SOUTH HOBSON AVENUE
CHARLESTON SC 29405-2413

December-1976

Prepared by

HAMMOND, COLLIER & WADE - LIVINGSTONE
ASSOCIATES, INC.
4010- Stone Way North
Seattle , Washington 98103

PROJECT NO. STILLAGUAMISH WELL

CITY OF MARYSVILLE

The preparation of this report was financially aided

through a grant from the Washington State Department

of Ecology with funds obtained from the United States

Department of Commerce and appropriated for Section

306 of the Coastal Zone Management Act of 1972.

Table of Contents

Page

SUMMARY AND RECOMMENDATIONS

INTRODUCTION

SFCTION 1 - PROJECT DESCRIPTION 2

A.. Caisson 2
B. Late rals 4
C. Pumps, Piping and Superstructure 4
D. Location 7
E. Transmission Main 8

SECTION 2 POSSIBLE CONFLICTS WITH SURROUNDING AREA 17

SECTION 3 SCOUR.RESEARCH 18

A. Method of Research 18
B. Research Results 19
C. Summary of Possible Methods of Minimizing the,
Downstream Scour Effects 21

SECTION 4 - RECOMMENDATIONS 25

REFERENCES CONSULTED

APPEN-DIX LETTERS FROM AUTHORITIES CONSULTED

FIGURES

I Cross-Section of Caisson 3
2 Proposed Lateral Assembly 5
3 Existing Ranney Collectors. 6
4 Collector Site 7
5 Collector Site 9
6 Location of ColIector 10
7 Location of Collector 11
8 Location of Collector 12
9 Transmission Main Location 13
10 Transmission Main Location 14
11 Slope Protection 16
12 Scour Shapes From "Guide to Bridge Hydraulics" 22
13 Scour Arrestors 23
14 Proposed Ranney Collector Installation With Scour
Arrestor 26

L The transmission main will be buried a minimum of six feet below

the low water level of the river allowing the operation of equip-

ment across it.

3. Mining operations should be k-ept at a distance to insure that

gotioes will not be taken out of the structure by equipment.

INTRODUCTION

On a gravel bar located on the west side of the Stillaguamish River,

Snohomish County, Washington, adjacent to Arlington Sand and Gravel, the

coils ti, liction of an infil tration well. is proposed to be cons tructed by the

City of Marysville. The well is to be constructed by sinking the base of

a 16-foot diameter, round concrete caisson to a depth approximately 40 feet

below the surface of the gravel bar. The upper portion of the caisson will

exten d approximately 20 feet above the surfac e. The gravel bar in which

the well is to be situated is also used by Arlington Sand and Gravel

Company as their source of gravel.
Th e intent of this*report is to,examine the location of the well and

transmission facilities and to determine the possible effects the well

would have on the downstream gravel deposits and the shoreline areas of the

river. After determining whether or not any adverse effect will result

from the placement of the facilities, it is then necessary to determine the

exten t of the effects and examine the possible solutions and alternatives.

The final step then consists of making recommendations as to the best

course of action to pursue to assure compatibility between the gravel

operations and the municipal water supply.

Summary and Recommendations

The City of Marysville proposes to install a Ranney Collector
infiltration well system on a gravel bar of the Stillaguamish River, 1.2'@'

miles northwest of Arlington, Washington. This system is needed to

supply the addit ional 4.73 mill.ion gallons of water per day required to

meet the City of Marysville's predicted 1990 demand. This system is

recommended by Marysville's 1974 Comprehensive Water Plan over other
aiternati'ves because it can satisfy the 1990 water demands more economi-

cally and with water@which requires only preventive chlorination treatment.

The gravel deposits in the area of the proposed well are mined by

Arlington Sand and Gravel. Two concerns we Ire expressed regarding the

proposed well: would the well casing rising above the stream bed create

changes in.the gravel-depositing characteristics of the river for this

gravel bar? And if so,.what effect would this have on thegravel operation?

Research was initiated in order to study the problem and determine

possible solutions to minimize the effects. We examined textbooks and

published reports to determine what effects might occur, and it was deter-

mined that scour would occur. Then we consulted institutes and organizations

with expertise in this area to obtain their opinions on this problem.

Ba,sed on the research results, the report makes three recommendations

as to the most beneficial method of minimizing the scour effects and pro-

tecting the future mining activity in the immediate area of the well.

These recommendations are as follows:

1. A disk type scour arrestor be installed around the well caisson so as

to minimize any possible downstream scour effects and provide protec-

tion for the well and piping.

SECTION 1

PROJECT.DESCRIPTION

According to the City of Marysville's 1974 Comprehensive Water Plan,

a new source of water capable of supplying 4.73 million gallons per-day needs

to be developed by the year 1990. The comprehensive Plan recommends the use

of an infiltration system in the Stillaguamish River at a location determined

by a 1969 hydro-geological study. The location is on a bar in the River which

consists of a highly permeable sand-and-gravel aquifer. The site is well

suited for a collection system and presently is the most economical method of

meeting the 1990 water demands of the City of Marysville.

The proposed well will be a Ranney Collector which is termed an infil-

tration system.. The basic system consists of a round concrete caisson with

lateral infiltration arms located at the base. The caisson will be extended

appr.oximate-ly 20 feet above the surface level of the stream and will support

a superstructure which.will house the pump motors and contro ls.

A. Caisson

The caisson as shown in Figure No. 1 will be a round, reinforced concrete

structure with an outside diameter of 16 feet. The walls will be constructed

to a width of 1 .5 feet by utilizing concrete.and number 5 reinforcing

bar. The-caisson is formed in segments at ground level. After a section

solidifies, it is lowered into the ground by A combinat.ion of its own weight,

and the removal of soil directly beneath,the caisson. The base section is,

formed with portholes so that the lateral arms can be extended o utward from
the caisson.. A:concrete treinie seal. "is poured in the bottom of the caisson

to prevent 'further, movement. After the -seal is installed, the above ground

portion of the caisson is constructed to the desired height.

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B Laterals

Through the porthol es formed at thebase of the caisson, laterals are

extended for the purpose of collecting water. The lateral configuration and
@construction details @are shown in Figure No. 2. Each lateral consists of a

slotted screen pipe with.a digging head mounted on the end. A 4-1/2 inch dia-
ineter movah1e sand line is placed inside a 10-3/4 inch diamter screen pipe during

the development stage. The laterals are installed by a combination of jacking

and washing.

C.- Pumps, Piping and Superstructure

The pumps and motors are located in a superstructure on top of the well

approximately 15 feet above the surface of-the gravel bar. The superstructure

can be designed to be round, square, or rectangular. Figure No. 3 shows the

designs sel-ected for wells at Carmichael, and Santa Rosa, California. Si nce

the structure is to be located at.a site where it can be easily viewed, ade-

quatearchitectural treatment.is a necess,ity.

The transmission main'from the structure,as well as the electrical

service,will be buried as they traverse the gravel bar. However, it is

necessary to attach both lines to the exterior of the caisson between the

surface of the gravel bar and the,superstructure. This is necessary to avoid

any potential contamination th at could be caused by a connection through the.

wall of the caisson below the level of' the maximum flood.

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1ATERAL PROJEC710N DIAGRA,N\
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FEET Ac rUAL- LENGTH 'LOCATION, DIRECTION,NUMBER
AND ELILVk7@0N Of LATEKALS TO BE DE-lf-RIAINE-D BY
FIELD CONDMON5.

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SECTION SHOWNG SCREEN PIPE AND ACCESSORIES

5CALF- I NONE
FIGURE NO. 2
PROPOSED LAJE-RAL ASSEMBLNe

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ASSOCIATES, INC,
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D Location

The proposed collector is located approximately 1 mile northwest of

Arlington, Washington, on the Stillaguamish River. Eight sites were inves-

tigated along the river and this particular one was chosen because the water

is virtually free of iron and there is no noticeable taste or odor. All the

other sites would have required the construction of a treatment plant.

FIGURE NO 4

The site is on a gravel bar at a bend in the Stillaguamish River as can
be seen in Figure No.4. Arlington Sand and Gravel is located adjacent to

be seen in Fiqure No. 4. Arlington Sand and Gravel is locate d adjacent to

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the site an d mines the river gravel from the bar. Figure No. 5 shows a

closeup aerial view'of the operations of Arlington Sand and Gravel in

relation to the bar and collector site.

The collector is to be located in the upstream portion of the bar and

towards the River's low wateredge. Figures No. 6, 7 and 8 show views

taken on.the ground of the area surrounding the site.

E. Transmission Main

The transmission main from the collector to the distribution area will

cons-ist of a 14-inch ductile iron pipe. The pipe will be under a static head.

of 80 psi at the,collector site. The transmission,main will begin at the

collector where it will traverse the gravel bar to the upper bank of the

river. It will thenJollow the bank of the ri.ver adjacent to the natural

vegetation ac.ross the property of Arlington Sand and Gravel to the Thompson
Road (59th Avenue N.E.). See Figures 9 and 10. The main will' then proceed

southerly along 59th Avenue N.E. to Highway 530, turn west and tie into the

present line serving the Island Crossing area or as can alternate turn south

before Island Crossing and tie into the City's present system in the vicinity

of the Arlington Airport.

Approximately 180 feet of transmission main will be located on the

gravel bar. It is proposed that this section of main will be buried a minimum

of 6 feet and a maximum of 8 feet. The trench will be backfilled with native

granUlar material. The backfill will be in conformance with the Department

of Fisheries request per their letter of.August 30, 1976. The six to eight

feet of ba ckfill over the pipe will assure the safety of the water main plus

allow.the gravel bar to be mined above the 'Pipe to an elevation of approxi-

mately lovi water level.

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PHOTO NO. I
UPSTREAM VIEW FROM COLLECTOR SITE

PHOTO NO. 2

DOWNSTREAM VIEW FROM COLLECTOR SITE

LOCATION OF COLLECTOR
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FIGURE NO. 6
PHOTOS TAKFN OCTOBER 14, 1976

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PHOTO NO.3

BANK VIEW FROM COLLECTOR SITE

PHOTO NO.4

RIVER VIEW FROM. COLLECTOR SITE

LOCATION OF COLLECTOR

FIGURE NO. 7
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COLLECTOR SITE
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PHOTO NO
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COLLECTOR SITE
FROM EDGE OF RIVER

PHOTO NO,7

COLLECTOR SITE
FROM RIVER BANK

LOCATION OF COLLECTOR

FIGURE NO. 8
PHOTOS T A VF N0('To.nFR f4, 1976

COLLECTOR SITE
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APPROXIMATE LOCATION OF
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Where the pipe traverses up the river bank we propose that the depth

of bury be six feet and that. the trench be again backfilled with native.
granular material. Further, we propose that a rip rap blanket be placed

over the disturbed area to provide additional protection. Figure 11 shows

the type of rip rap protection proposed.
The transmission main will be placed along the river bank so'as not to

disturb the natural vegetation: In some areas where the vegetation is

lacking or it is apparent that bank erosion.could be a threat to the main,

the bank will be rip rapped similar to Figure No. ]I.*

In order to provide protection to the river bank in case of a break

in the main, a check valve will be installed at the intersection of 59th

Avenue N.E. and the Dike Road.

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SECTION 2

POSSIBLE CONFLICTS WITH SURROUNDING AREA

The effects of the well on the natur al characteristics of the Stillaguamish

River are of major concern to the City of Marysville as well as the adjacent
property owners. The major effect that could result from the placement. of a

structure at the site is the rearrangement of the gravel deposits due to

river scour. The term scour applies to the net removal of sedime nt from a

channel, stream bed or bank by water action. Scour can be of two basic types,
either localized or generalized. Localized s.couroccurs when sediment is removed

only from a relatively small area around the obstruction with no effect further
571 downstream; generalized scour on the other ..hand consists of sediment re-
moval over a wide area and in some cases can affect the stream bed for a con-

siderable distance downstream. The effects of scour are not always of great

concern. However, at this particular site, if there was a considerable amount

of.scour it could have an.adverse affect on Arlington Sand and Gravel's op-

erations as well as the structure itself.

SECTION 3

SCOUR RESEARCH

Research was initiated to determine the extent of scour that would be

caused by the proposed collector. Scour is critical because.of theeffects

it could have on the Channel and the gravel deposits mined by Arlington Sand

and Gravel The purpose of the research was first to determine if scour would occur

and if so, to what extent. A second part of the research was to determine

possible solutions to any adverse condition that-could expect to occur.

A* Method of Research

The ef fects of s cour can vary i n magni tude and' depend upon the char-

acteristi.cs of the stream flow and the composition of the stream bed. Since the

effects vary within each stream system and the characteristics of each river

are different more than one source had to be consulted. Several sources were

examined and their results compiled in order to reach a realistic conclusion

LT for our particular site on the Stillaguamish River.

The research on scour centered around two basic sources of information.

First, textbooks and published reports were consulted in order to determine
the theory and basic principles behl'nd scour. Through the use of the informa-

tion obtained from the. textbooks and reports, it was possible to determine

whether or not scour would occur and if further research was required. The

information gathered from this source indicated that scour would occur to

some magnitude. Since it was determined that scour would occur, we consulted
insti*tutes and organizations known for their work or experience in this'area.

Those consulted included Purdue University, the Universities of Iowa and

Illinois, the U..S. Department of Interior Geologic Division, the Corps

of Engineers Waterways Experiment Station arid consulting.Engineers and Cities

who have had experience with Ranney Collectors tinder similar conditions.

B. Research Results

All sources that were contacted agreed that scour would occur to some

extent and if the magnitude was large enough, it would interfere with gravel

deposits downstream. However, it was apparent there were steps that could be

taken to minimize iL. Al.though experimentation is normally required to deter-

ffline the exact extent of scour and the best method for minimizing its effect,

approximations are possible to determine the scour severity and the necessity

for further investigation.

Basical.ly, all those consulted agreed on the extent of scour expected
around the well. The summary ofthe findings by those.. consulted is as follows:

John F. Kennedy -The University of Iowa:, Mr. Kennedy is certain that local

scour will be produced, but hi-s preliminary judgment is that the scour effects

would be mainly localized. The downstream effects would be observed for only

a few caisson diameters from the.structure.

M. Sid Allsop, P.E. Sonoma County,(Californi4 Water Agency: Th.e Agency has

two wells similar to the proposed collector on the Stillaguamish River. One
collector on the Russian River@ has a similar type river bed. They have had

of about two to three feet in depth upstream for a distance of approxi-

mately 10 feet., Downstream there has been a.buildup of mat erial of a.bout

two to three feet in depth which tapers to nothing in about 50 feet.

Edwin R. Stowell Dewante and Stowell, Consultipg_Lngineers: Mr. Stowell
was Consulting Engineeron two Ranney collectors located in the flood plain.,

-of the American River. One of the collectors was constructed with submersible

pumps installed in a.sealed structure whose top was flush with the river bed.-

The other was of normal c aisson type construction and located in a deposit

of sand and gravel Localized shifting of the sands and gravels were ob-

served. At the caisson s .ite the river channel has shifted away from the

collector, but it is his opinion that this is probably due more to the river

configuration rather than the collector location.. It is also his opin.io,n

that I-,he basic river has not been materially altered due to the collectors.

G.H. Toebes Purdue Univen@@: Mr. Toebes was unable to furnish us specific

research on our particular scour question, however, he was able to provide an

opinion based on hi-5 past experience. Mr. Toebes stated that the effect

would be localized with the maximum depth of scour not likely to exceed two

diameters in distance from the ca'isson. Noticeable scour would not likely

extend further than 40 caisson diameters downstream. He believes that theo-

retically the deposits would be improved downstre am by the presence of less

fines. He suggested that the planting and maintaining of brush in a teardrop

shape could minimize any detrimental effect. Also, if the effect were too

great, the well could be made flush with the river bed and on-shore pumps

could be used.

Roy M. Trotter, Principal Trotter-Yoder and Associates: Mr. Trotter was

associated with the construction of two Ra nney Collectors on the Smith.,

River at Crescent City, California.. Both were located upstream from sand and
gravel operation.s. It is his opinion that the well will have very little

effect on the sand arid gravel deposits in a channel of the size of the

Stillaguamish River.

E.B. Pickett - Corps of Engineers Wate!@@aL_Experiment Station: Mr. Pickett
_p__r_o_vi_d'ed a list of reference material which leads back to the information

referenced by John Kennedy of the University of Iowa,

2()

11111 All 11PORTS

Guide to Bridge Hydrauli*cs- by C.R. Neil was published fo.r the Roads and

Transportation Association of Canada, by the University of Toronto Press.

Portions of the publication dealing with scour suggested that at the

City of Marysville's site, localized scour would more than likely be all

that would occur. Figure No. 12 shows a chart used to predict the shape of

scour for different shapes of obstructions.

Scour and Fill in Alluvial Channels by D. M. Culbertson, L.E. Young and J.C..

Brice, published by the United States Department of the Interior,Geological

Survey. The publication agreed with the other sources that scour would occur,

but would probably be only localized.

Scour Around Bridqq Piers and Abutments by Emmett M. Laursen and Arthur Toch
J
how
prepared by the Iowa Institute of Hydraulic Research. This report suggested

several methods to minimize the effects of scour around obstruction in river

beds. The one which is most suitable to the City of Marysville's needs and

requirements makes use of a scour arrestor as shown in Figure No. 13. Accord-

ing totheir criteria, the disk-shaped ar restor without a space between it

and the caisson would be of the most value. Also, they suggest the use of

rip rap around the obstruction.which would function in much the same capacity

as the arrestor. However, they point out that the rip rap stands the possi-

bility of being carried away during heavy flooding.

C. Summary of Methods of Mini.mizing the Downstream Scour Affects

1. Do nothing to correct the amount of scour because of its relatively

low magni tude, This is a possible alternative because the,scour

predicted is Only localized and of a low magnitude.

Design of waterway opening for scour and backwater

Local scour allowances for piers aligned parallel, to flow

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SCOUR SHAPES FROM "GUIDE TO BRIDGE HYDRAULICS
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SCOUR ARRESTORS

FIGURE No. 13.

2. Relocate the well to a site where the gravel deposits are not

e to the fact
as important. This alternative is not too feasible du

that th6 water at this particular location is higher inquality

than any of the other locations explored and would require no pre-

treaLment other then chlorination.

3. Install a form of erosion control such as a scour arrestor to rip

rap around the caisson. The @use of this type of control would

minimize the effects better than the other forms of arrestor. Rip

rap would possibly bring around the same results as a ring arrestor,

except that during heavy fl ooding, it is quite possible that the

rip rap may be carried away and-require replacement..

4. Construct the caisson so that i@ top is flush with the river bed

and utilize on-shore or submersible pumps. If an extremely large

amount of critical scour was predicted or appearance was critical,

this would be a favorable alternative. However, due to the low

amount of scour anticipated and the use of sound architectural

treatment, there seems to be no logical reasons to go to this

added expense. Further, if the caisson is not sealed.properly,

potential contamination could occur.

SECTION 4

RECOMMENDATIONS

Scour on.Gravel Bar. It is apparent from our research that a certain amount

of localized scour will take place at the Arlington Sand and Gravel Site. It

is predicted that these scour effects will-be minimal and cause little change

in the gravel depositing characteristics of the Stillaguamish River. It

appears that if the downstream gravel bar is changed at all,.it probably

would be for a distance of not greater than 150 feet. The change downstream

would be in the form of fill rather than scour, thus adding to the,gravel

deposits.

After considering all the material consulted on this project, it appears

that the structure should have some type of protection against localized scour.

The best alternative for this-particular site and structure would be the

installation of a disk type scour arrestor which is structurally attached to

the caisson. Figure No. 14 shows a cross-section of'the proposed collector

with the selected arrestor. Besides minimizing any possible downstr eam scour,

it would also deter the undermining of the discharge piping lead ing from the

well to the shore. Also, during periods of heavy flooding, it would lessen

the possibili,ty of deep scouring which could damage the structure itself. In

our opinion, the structure would cause little change in the grave I bar down-

stream if the scour arrestor were not installed, however, providing the
arrestor will minimize what effects there will.be and also protect the well

and piping.

Mining Operations. The gravel bar where the collector'is to be placed and

where a portion of the transmission main will, be installed is presently

actively wined by Arlington -Sand and Gravel. It is our opinion, tha t the

mining operation as now undertaken will not have an effect on the water

quality of the.well. The sand and graveldeposits are only removed to an

elevation of the surface o-f the river. Therefore, the lowest elevation of

removal Would be the summer low water level which will provide approximately

30 of material above the collector's horizo,ntal laterals.

FUrther, the transmission mai n will be buried a minimum of -six feet

below thi.s low water level,. This depth will provide sufficient protection

to the pipe so equipment can move and operate over the site. The depth also

provides at least three feet of protection in case.the mining should go below

the low water level.

The construction of the collector and the installatio'n of the transmission

main will not prohibit Arlington Sand and Gravel from mining the materials on

6W and adjacent to the collector site. The materials can be excavated up to the

concrete scour arrestor if necessary. However, we do recommend that the City

request that the materials only be mined to a distance that will not cause

damage to the structure by the equipment, i.e., mining should not be so close

that gouges are taken out of the walls of the arrestor or collector.

PUMPHOUSF-
PUMP

IAE-A" FLOODING 57AGE
100 YEAK V:1_00D E-L, 59.1 AS PER
ARIVh- CC)RP OP E-WGINEE95

SUCTION LINF_

D 14oll TRNNSMISSION MNIN
DISC - SHAMD CONC. SCOUR
D TOR, 3-Z'IN DIAM.
ARRES

LOW RIVER STAGL ELEY. 41.Ot
ELEY. 410. 5 t
4o

4 ELLN. 3 5.0 t

CAMSON

3o
ul
LL_

Z SAND AND GRAVEL--
0
20

HORIZONTAL Lk7ERALS

CoNc.
0 o") 'j,::)
19"

0. -------

PRO-POSED RANNEr COLLECTOR INSTALLA71ON
\N ITH SCOUR ARRE@STOR
SCALES: HORIZ. 1"*20'
VERT'. Ill 10'
FIGURE NO. 14
AR R E@@10 @,N-Z IN 010,M.'
L t
R
r

ORAWN B Y, SCALI@ HAMMOND, COLLIER& WADE- LIVINGSTONE
HE C K__ E D 8-YLI)AT ASSOCIATES. INC.
26 CO'N SULTI NG ENGINEERS
APPROVED BY: F tl NO :
@010 StONE WAY N SkATTLL W-5.1-J101 VVIC)J JJ06) 632-2004

REFERENCES CONSULTE
Books and Reports

Open Channel Hydraulics by Ven Te Chow, Ph.D., the McGraw-Hill Book
Company, New York, 1959.

Guide to Bridge Hydraulics by C.R. Neil University of Toronto Press,
Toront, 1974.

Scour Around Bridge Piers and Abutments by Emmett M. Laursen and
Arthur Toch, Iowa Institute of Hydraulic Research, Iowa City, May, 1956.

Scour at Bridge Crossings by Emmett M. Laursen, Iowa Institute of
Hydraulic Research, Iowa City, August 1958.

Scour and Fill in Alluvial Channnels by D.M. Culbertson, L.E. Young and
J.C. Brice, United States Department of the Interior Geoloical Survey, 1967.

City of Marysville Comprehensive Water Plan by Hammond, Collier and Wade
Livingstone Associates, Inc., January 1974.

Letters

Bennett, Truman W. - Executive Vice President of the Ranney Company,
Naterville, Ohio; dated. September 30, 1976.

Chow,Vente, Ph.D - Professor of Hydraulic Engineering, University of
Illinois, Urbana Illinois; dated September 3, 1976.

Kennedy, John F. - Director of the Institute of Hydraulic Research,
The University of Iowa, Iowa City, Iowa; dated October 4, 1976.

Miller, Gordon W. - Chief Engineer, Sonoma County Water Agency, Santa
Rosa, California; dated October 11, 1976.

Pickett, E.B. - Director of Hydraulic Engineering Information Analysis
Center, Vicksburg, Mississippi, dated, October 1, 1976.

Stowell, Edwin R.- Dewante and Stowell Consulting Engineers, Sacramento,
California; dated October 15, 1976.

Toebes, G.H. - Professor and Director of Hydromechanics Laboratory,
Purdue University School of Civil Engineering, West Lafayette, Indiana;
dated, October 21, 1976.

Trotter, Roy M. - Principal, Trotter-Yoder and Associates, Lafayette,
California; dated October 20, 1976

APPENDIX

The University of Iowa

Iowa City, Iowa 52242

U.S.A.

Institute of Hydraulic Research 4 October 1976

Mr. Robert G. Smith
Hammond, Collier & Wade--
Livingstone Associates, Inc.
Consulting Engineers
4010 Stone Way North
Seattle, Washington 98103

Dear Mr. Smith:

Please excuse me for being so long in replying to your letter
of 1 September 1976. The delay has been occasioned by the press of other
commitments that were awaiting me upon my return from a trip which took me
out of the country for an extended period.

There is no doubt but what the caisson will produce local scour.
An estimate of the magnitude of the scour can be obtained from the graphical
predictor prepared by Laursen and presented in the enclosed bulletins.
Determination of the lateral extent of the scour hole and its effect on
the river channel downstream would require a more detailed study. My
preliminary judgment, made on the basis of the information you sent me,
is that the scour effects would be relatively localized; i.e., the lateral
and downstream extents of the scour hole would be of the order of a few
caisson diameters.

Finally, if you are in need of further information on local scour
I would refer you to the recently published ASCE monograph entitled
Sedimentation Engineering. one whole section of the monograph is given
over to a discussion of local scour.

Sincerely yours,

John F. Kennedy
Director

JFK mj
Enclosures

Dictated by Dr. Kennedy but transcribed Received
and signed in his absence. OCT 13 1976
HAMMOND, COLLIER & WADE
LIVINGSTONE ASSOCIATES, INC.

SONOMA COUNTY WATER AGENCY
(Formerly Sonoma County Flood Control & Water Conservation District)
SONOMA COUNTY ADMINISTRATION BLDG. SANTA ROSA, CALIFORNIA 95401
PHONE (707) 527-2211 GORDON W. MILLER
Chief Engineer
October 11, 1976

FILE: 60-5-1

Mr. Larry R. Wade, P. E.
Hammond, Collier, Wade & Associates
Consulting Engineers
4010 Stone Way North
Seattle, Washington 98103

Dear Mr. Wade:

In conversation with Fred Mikels recently the tentative installation of a collector
for the City of Marysville was discussed. He subsequently sent a letter together
with a drawing showing the plan and section of the proposed installation which I
find in review to be reasonably similar to the installation of two collectors that
We have had in operation on the Russian Rivers since 1958. Fred asked for our
comments on the effect our collectors have had pn the streambed. The riverbed at
our location is at approximately the same elevation above sea level as indicated on
your drawing No. 1500/115; our 100-year flood level, however, goes to approximately
elevation 75. The aquifer around our collectors is an alluvial deposit of uncemented
sand and gravel material down to a bottom of caisson level of approximately zero
elevation.

In our eighteen years of operation we have not had any significant change in the
character of gravel bars in the vicinity of the collectors. What little change has
occurred has been limited to approximately 10 feet upstream of the collector and 50
feet downstream. There has been no noticeable change in the stream bed either side
of the collector. The change upstream has been limited to an erosion of perhaps two
or three feet of material for the 10-foot distance and the change downstream has been
building up of two or three feet of material which has been the same width as the
diameter of the caisson at the caisson and tapering down to nothing at approximately
50 feet downstream of the caisson.

If we can be of any further assistance by reason of our experience with similar
collectors on what looks to be a similar stream condition, please do not hesitate
to Contact us.

Very truly yours,
GORDON W. MIILLER,Chief Engineer

By:
MSA/c. M. Sid Allsop, P.C.
Civil Engineer IV

R.E. Reimund
THE RANNEY COMPANY President
DIVISION OF laune NEW YORK COMPANY, INC. Truman W. Bennett
Exec. Vice President
P.0. BOX 145 WESTERVILLE, OHIO 43081 TELEPHONE (614) 882-3104

September.30, 1976

Mr. Larry R. Wade, P. E.
Hammond, Collier & Wade and Associates
Consulting Enyineers
4010 Stone Way North
Seattle, Washington 981103

REFERENCE: RANNEY COLLECTOR - CITY OF MARYSVILLE, WASHINGTON
SEDIMENTATION IMPACT

Dear Mr. Wade:

Mr. Frederick C. Mikels of the Ranney Method Western Corporation of Kennewick,
Washington has supplied us with background data on the proposed Ranney Collector
installation for Marysville, Washington. He has requested our opinion with
regard to the impact that the Collector will have if installed at the proposed
site, upon the patterns of gravel deposition immediately down stream.

Our company, and its predecessors, have been involved in the design and con-
struction of Ranney Collectors since 1933 and have, on several occasions,
constructed Collectors in similar hydrogeological situations. In no instance
has the installation of the Collector well had any measurable impact on sedi-
mentation patterns other than very minimal scour in the immediate vicinity
(within 25 feet) of the caisson itself. We have made these installations
along the Ohio and Mississippi Rivers as well as many smaller streams.

If we can provide you with any further information, please do not hesitate to
call upon us.

Very truly yours,

THE RANNEY COMPANY

Truman W. Bennett
Executive Vice President

TWB:bf

cc: Mr. F. C. Mikels

RANNEY COLLECTORS INTAKE PUMP STATIONS HYDROLOGIC EVALUATION

HGCHARGE SYSTEMS LARGE DIAMETER CAISSONS

DEWANTE AND STOWELL
CONSULTING ENGINEERS
1767 TRIBUTE ROAD, SACRAMENTO, CALIFORNIA 95815, 916 929-0271

October 15, 1976

Mr. Larry R. Wade, P.E.
Hammond , Collier & Wade Associates
Consulting Engineers
4010 Stone Way North
Seattle, Washington 98103

Gentlemen:

We have been requested by Mr. Frederick Mikels
of Ranney Method Western Corporation to offer you
Our comments regarding the affects of the Carmichael
Irrigation District Ranney Collectors on the
gravels in the American River.

Our Firm was the Consulting Engineers for the
Carmichael Irrigation District at the time the
Ranney Collectors were constructed in 1958-59 in
the flood plain of the American River. The American
River normal flow channel in the location of the
collectors is for the most part located in clays.
The sands and gravels in which the collectors are
located are limited deposits within the clay channel.
The River flow is regulated by ups-tream reservoirs
with normal releases of 1500 to 3000 cubic feet per
second being common. However, releases have varied
from 800 c.f.s. to 115,000 c.f.s., plus or minus,
since the collectors were Constructed.

One of the collectors at the Landis Avenue Site

(See attached location map), is located near the
normal flow line of the River and is flush with the
groung level, submersible pumps being used. The
collector at the Oak Avenue site was located near
the river channel and is of normal construction
with the caisson extending above the River high
water level.

RECEIVED

0 C T 2 1 1976

HAMMOND, COLLIER & WADE
LIVINGSTONE ASS0CIATES, INC.

page
October 15, 1976
Mr. Larry R. Wade, P.E.

As would be expected, there have been some
localized shifting of the sands and gravels in the
vicinity of Hie collectors, particularly at the Oak
Avenue site which is on the inside of a bend.

The normal river channel at the Oak Avenue Site
has shifted away from the collector caisson over
the years, probably more due to the river configuration
rather than the collector location. In any event,
the gravel deposits in which this and the other
collectors are located remain intact.

In our opinion, the basic river channel and
gravel deposits in the river have not been materially
altered due to the collectors.

Very truly yours,

DEWANTE & STOWELL

Edwin R. Stowell

ERS:djk

Ven Te chow, Ph.D., Hon.Sc.D., Hon.D.Eng.
President, International water Resources Association
Vice President, International Commission on Surface Water
Editor, Advances in Hydroscience, Academic Press, Inc., New York
Editor, Journal of Hydrology, north Holland Pub Co., Amsterdam
Consulting Editor, Water Resources & Environmental Eng., McGraw-Hill, New York
Advisory editor, Developments in Water science, Elsevier Sci. Pub. Co., Amsterdam
Editor-in-Chief, Water International, IWRA
Professor of Hydraulic Engineering
Hydrosystems Laboratory
University of Illinois Urbana, Illinois 6181 U.S.A.
Tel. (217)333-0107, 333-0687, 333-1166
September 3, 1976
Mr. Robert G. Smith
Hammond, Collier & Wade-Livingstone Assoc. Inc.
400 Stone Way North
Seattle, Washington 98103
Dear Mr. Smith:
Thank you very much for your letter of September 1, 1976 to our Hydraulic Engineering, Civil Engineering Department, concerning the Scour effect in installing an infiltration well.
Unfortunately we are not engaging in any such activities, either in research or teaching. I would sggest that your write Waterways Experiment Station, U.S. ARmy Corps of Engineers, Vicksburg, Miss. They may have the information you need.
With my best wishes.
sincerely yours,
V. T. chow
VTC:nb

PURDUE UNIVERSITY

SCHOOL OF CIVIL ENGINEERING

VVEST LAFAYIE@TTE, INOIANA 47907

October 21, 1976

Mr. Larry R. Wade, Partner
liwoinond, Collier, arid. Wa(le
)iffl.0 S'Lone Way Hor-Lfi
Seattle, WA 98103

Dear Mr. Wade:

This is in response to your letter of September 15, 1976, and the
set of questions sent earlier by Mr.-Robert G. Smith.

In my inquiries I have not come across specific research on the
specific question you asked. I will therefore provide an opinion based
on my past research involvement in vortex wakes, river flow, Ranney well
flow and related areas.

1. Unfortunately the key piece of information, namely the distance
'between the proposed well and the gravel deposit location of concern, is
not Liiven. Consequently the general effect cannot be st ated. If the
distance is large enough there will be no effect.

2. The scouring effect is localized.

3. The maximum depth of scour will be at.the well shaft itself.
There it is not likely to exceed 2 diameters.

4. Noticeable scour is not likely to extend further downstream
-than 40 diameters.

5. To minimize scour one may plant and maintain brush and give
the planting a -teardrop shape, i.e. streamline it.

6. See A.

7. If the distance to the gravel deposits is very short, those
deposits would (theoretically) be improved (less fines). If the explo-
tation increased, scour at the well could increase and (again theoretic-
ally) its stability could be effected.

OCT 2
HAMMOND COLLIER WADE
LIVINGSTON@ ASSOCIATES, INr

Mr. Wade
October 21, 1976
Page 2

8. If legal questions are to be prevented would it be possible to
consider a solution as appended?

Sincerely yours,

G. H. Toebes
Professor and Director
Hydromechanics Laboratory

GHT/sin

Att: 1

PURDUE UNIVERISTY
Attachment to 10/21/76 letter
from-@G. H..Toebes to L., R. Wade.

TROTTER -YODER & ASSOCIATES
ENGINEERING CONSULTANTS
October 20, 1976 principal office
3730 Mt. Diablo Blvd.
Lafayette, Calif. 94549
(415)) 284-2980

sacramento office
455 Capitol Mall, Suite 270
Sacramento, Calif 95814
(946)446-7691
Mr. Larry R. Wade, P.E.
Hammond, Collier & Wade and Associates
Consulting Engineers
4010 Stone Way North
Seattle, Washington 98103

Dear Mr. Wade:

Mr. Frederick C. Mikels of Ranney Method Western Corporation has
furnished us a plan, section and location plan, and other data on the pro-
posed Ranney Collector for the City of Marysville, Washington. Fred
asked rne if I would pass on to you my experiences with Ranney Collector
installation on the Smith River providing the water supply for the City of
Crescent City, California. The collector system was constructed in 1958.

After reviewing the preliminary plans for the proposed collector for the
City of Marysville, it would appear that the installation is very similar
to the horizontal collector system for the City of Crescent City. Both
installations have a sand and gravel operation located downstream from
the Ranney Collector system. The real difference is in the physical
features of the river channel; those existing at the Crescent City site
would be more apt to create problems. I will discuss these differences
and point out the conditions that developed problems:

1. The north and south banks forming the river channel in which the
collector was constructed are approximately parallel and restrict
the flow during storrn runoff to a condition which produces velocities
that will move gravels up to approximately 12 inches in diameter.
The Crescent City Collector was constructed approximately 75 feet
north from the south river bank and about 20 feet south of the low
river stage waterline.

The proposed collector at the Marysville site is to be located on the
inside of the curve in the Stillagaumish River where the lower

Oct 25 1976

HAMMOND, COLLIER & WADE
Livingstone associates, inc.

Mr. Larry R., Wade, P. E..
October 20, 1,976
Page 2

velocities will occur depositing the finer.sands and gravels. At
Hiis Locz@d:i.oii, yau -can expect less nuisance aiid damage from''
floating dulbris, brush, trees, and logs.

2. Approximately 250 yards downstream from the Crescent City
Collector, the dry weather river (Smith River) makes a bend to the
north and then to the west (see attached plan). At this point, the
rapid increase in the channel width during flood stages creates a
c.Irop in the flow velocity which results in'tbe deposit of the large
gravels from the materials being carried by the flowing.water.
This bar, or barrier of heavy (large) gravel., is very important to
the successlul operation of the' Crescent City Collector by preventing
scour and maintaining a uniform grade of the river bed in the area
where the horizontal collection system is located. The high velocities
(411'illg the winter flows remove the rqud and organic materials that
rnay be deposited on the river bottom throughout the periods.of the
year -\Vhen the river flows are low.

The only restriction placed on the gravel operation downstream
from the collector is the protection of the large gravel deposits at
the point of velocity change and increased width of flow channel ,
(large size gravel bar) providing and maintaining a fixed upstream
river bottom gradient, Downstream from the point of velocity
change (large gravel bar), the fine gravel and sands are deposited
every year as a new supply to be excavated and used for construction.

It is our feeling that the,Ranney Collector structure has v,ery li ttle
effect on the sand and gravel transport capacity and depositing
characteristics of the river.

It is our opinion that the efficiency and proper operation of the pro-
posed RanneyHorizontal Collector system for the City of Marysville
will not be affected by the Arlington Sand and Gravel Company's
operation as long as the company does not remove material from
the area over the horizontal collector system and will always

Mr. Larry R. Wade, P. E.
October 20, 1976
Page 3

maintain a natural stream gradient from the material being excavated
to the material over the collector system.

Again, we want to comment that, in our opinion, the Ranney
Collector structure has very little effect on the depositing of
material in a channel of this magnitude.

The 1964-65 flood on the Smith River created scour problems at the
collector structure. The City lost the water connection from the
collector structure to the supply line to the City. This was repaired
within ten days with the support of a hard-hat diving crew In 1967,
scour protection was designed and constructed around the collector
structure and since that time, as far as we know, no problems have
occurred.

It is our hope that our experiences with the Ranney Collector system at
the City of Crescent City will assist you in working out your design pro-
blems for the City of Marysville. With the right conditions and 1ocation,
we feel that the Ranney Horizontal Collector system is one of the best
supply systems.

Should you have any questions on the information submitted, please call
me at (415) 284-2980.

Very truly yours,

TROTTER-YODER & ASSOCIATES

Roy M. Trotter, Principal

RMT:scj
enclosures
cc/en:Mr. Frederick C. Mikels, President
Ranney Method Western Corporation

Mr. Michael Young, City Manager
Crescent City

DCPARTMENT OF THr. ARMY

WATERWAYS EXPERIMENT STATION, CORPS OF ENGINEERS

VICKSBURG. MISSISSIPPI 39180

nEPLY FIEFER TO@ W.ESHP 1 October 1976

Mr. Robert C. Smith
Hammond, Collier & Wade
Livingstone Associates, Inc.
4010 SLorie Way North
Seattle, Washington 98103

Dear Mr. Smith:

Considerable research has been conducted on scour around local obstructions
such as described in your letter of 7 September 19.76. Unfortunately, no
universal- solutions have been derived because of the very complex flow
pa t tern. The localsediment transport rate, and thus the depth of scour
for eqUilibriUM, cannot easily be determined. Copies of several abstracts
from our referetice file are inclosed and may indicate some material which
you may find helpful.,

Because of this diffi culty of evaluating the flow pattern and the result'ing
shear forces, most of the data upon which estimates of the extent of scour
are made have been obtained by experiments For example, an investigation
by.means of hydraulic models was carried ou*t by Laursen and Toch (see
references 9 and 13). They related the depth of scour around piers to the
flow pirameters and piergeometry. The depth of scour was measured for a
rather wide range of velocities andsediment sizes.. Professor Laursen is
now teaching at the University of Arizona should you wish to contact him.

As to bed stabilization at the well site, reference number 1 should prove
helpf ul. The author, Dr. G. L. Lewis,.i.s.now a professor at the University
of Nebraska at Omaha. You may wish to consult him for more detailed
sis Lane(-.

In addition to a shoreline management permit, the Corps of Engineers also
requires a permit to place obs.tructions in waterways below the ordinary
Hgh-water line. You should consult the Seattle District of the Corps
on this matter. Their address is P. 0. Box C-3775, Seattle, 98124.

OCT '7 1976
HAMMOND, COLLIER & WADE
LIVINGSTONE ASSOCIATES, INC,

WESHP I October 1976
Mr. Robert G. Smith

Although we could not give you specific answers to your questions, we
1)ope that this inforniatioii will lead you to a satisfactory solution.

Sincerely yours,

1. 1 n c .1. E. B. PICKETT
As stated Director
Hydraulic Engineering Information
CF: Analysis Center
Seattle District

WASHINGTON
DEPARTMENT OF
FISHERIES

DANIEL J. EVANS ROOM 115, GENERAL ADMINISTRATION BUILDING PHONE 753-6600 DONALD W. MOOS
GOVERNOR OLYMPIA, WASHINGTON 98504 DIRECTOR

August 30, 1976

Snohomish County Planning Department
County Administration Building
Everett, Washington 98201

Attention Leslie Stephen, Senior Planner

Gentlemen:

Shoreline Management Substantial Development
Permit for City of Marysville, Sm 13 (6-76)

we see no problems with appropriating water or constructing the Ranney
Collector for the subject project. The pipeline in the flood plain should
create no problems if backfilled with native granular material as stated.
There may be a problem where (and if) the pipeline climbs the bank from the
flood plain if erosion is not prevent by check dams.

If the collector or pipeline lies within the ordinary high water line,
a Hydraulic Project Approval will be required from the Departments of
Fisheries and Game.

Thank you for the opportunity to review this project.

Sincerely,

Fay Conroy
Hydraulic Engineer

cc: Richard E. Noble, SEPA Coordinator, WDF

111.23 TG320
.1 L48
1.11
prap Protection of Bridge Footings," Dissertation by
ary L. Lewis, CO State Univ, March 1972 294 pgs
(Microfilmed copy)

lytical and experimental evaluations of the hydraulic
characteristics and stability of rock-riprap for bridge
bankments are presented. A numerical technique for
limating the velocities and depths of free-surface con-
tricted flow in a river channel is develiped, and the
technique is evaluated by comparisons of predicted and
measured velocity and depth data collected from small-
scale bridge constrictions constructed in two laboratory
lumes. A technique for determining stable rock-riprap
izes for flood protection of the channel bed and constrict-
ing embankments is also developed and tested with data
from small-scale riprap-protected embankments that were

900
090
091.11
Scour Around Pile Bridge Piers by R.D. King and :.E.
Cox. Submitted in partial fulfillment of the require-
ments for the Degree of Master of Science at MIT.
1947. 624.15 K586

090 090
091
KEY WORDS: bridge abutments; bridges; hydraulics; peirs; scour; sediment

ABSTRACT: Based on the proposition that the limit of clear-water scour is a boundary
shear equal to the critical tractive force, analytical relationships are obtained for the
scour in a long contraction, at an abutment, and around a pier. The pier and abutment
solutions make use of the assumption that the flow beyond the scour hole can be ignored
and that the depth of scour at the pier of abutment is a multiple r of the scoar in the
equivalent long contraction. An expression for the active phase of scour is obtained
using a simplified transport equation. Comparison of predictions with measurements
from several laboratories is reasonably satisfactory.

REFERENCE: "Analysis of Relief Bridge Scour." by Emmett M Laursen, Journal of
the Hydraulics Division, ASCE, Vol. 89, No. HY3, Proc. Paper 3516, May, 1963, pp.
93-118.

Discussion by S. V. Chitale, Journal of the Hyd. Div.,
ASCE Proceedings, Jan. 1964, p. 287. Closure by Emmett M.
Laurson, Journal of Hyd. Div., ASCE Proceedings, July
1964, p.231.

010
099
091
"Report of an Investigation of Scour at Bridges Caused
by Floods," by L. K. Moulton, C. Belcher, and B. E.
Suzler, Civil. Engr. and Public Works Review, Vol.53,
No. 624, June 1958.

Article based on scour observations at bridges after
New England flood of 1955. Author develops theory and
equation for average scour at bridges based on flood
discharges. Gives curve data for equations. Compares
computed with observed scour.

091.11
920

Erosion autour de piles de ponts en riviers (Erosion
Around Bridge Piers in a River) by L. J. Tison.
Annales des Travaux Publics de Begique, v.41, no.6,
p.S13-S71, Dcc. 1940. Includes bibliography. (In
French).

090
091.11

Local Scour Around Piers in Rivers by Ing. O.J. Maggiolo.
(In Spanish). Seminario Internacional De Hidrailica Y
Mecanica De Fluidos, 20 Al 25 De Agosto, 1962, Santiago,
Chile. Laboratorio De Hidraulica, Iniversidad de Chile,
1963.
The results of a research about depth of scour occurr-
ing at the front of bridge piers placed in an alluvial
channel are reported. The local bed scour is a function
of the particular regime of flow. In all experiences the
regime was axial, and the bed was maintained in the zone
between rides and the transition to plane. The shear
stress at the bottom of the experimental flume was always
slightly superior to the critical value for incipient

091.

The Hydraulic Design of Bridges for River Crossing - A
Case History by A. G. Anderson. University of Minnesota,
SaFHL, Technical Paper No. 23, Series A, Jan. 1966.
Discusses model study performed to define hydraulic con-
ditions that led to collapse of one of the I-29 bridges
on April 1, 1962, and to test proposed protective works.
Collapse was initiated by undermining by crosion of one
of the piers of the upstream bridge; a consequence of the
erosion pattern was subsidence of a portion of the left
bank, which was left without support when the bed down-
stream of the bridges eroded to a considerable depth.
(RGC)

TAI C45 B.53
010
099
091
"Report of an Investigation of Scour at Bridges Caused
by Floods," by L. K. Moulton, C. Belcher, and B. E.
Butler, Civil. Engr. and Public Works Review, Vol. 53,
No. 624, June 1958
Article based on scour observations at bridges after
New England flood of 1955. Author develops theory and
equation for average scour at bridges based on flood
discharges. Gives curve data for equations. Compares
computed with observed scour.

010 TE7
090 16
071 No.4

Scour Around Bridge Piers and Abutments by Emmett M.
Laursen and Arthur Toch. Bulletin No. 4, Iowa Highway
Research Board. Prepared by the Iowa Institute of
Hydraulic Research, State University of Iowa, May 1956,
in cooperation with the Iowa State Highway Commission
and the Bureau of Public Roads.

2.0013, SCOUR AT BRIDGE CROSSING IN ALASKA
L.S. LEVEEN, U.S. Dept of Interior, Geological Survey
Anchorage, Alaska
This research is part of the program of water resources in-
vestigations conducted by the U.S. Geological Survey in coopera-
tion with the State of Alaska.
Only meager information is available on scour of alluvial
channels at constrictions and no generally accepted method of
predicting depth of scour is presently available. The objective of
this project if to develop general relationships between observed
depth of scour and measurements of the associated bydraulic and
sediment transport variables at selected bridge crossing in Alaska.
The project is designed to obtain detailed information on the
cross sectional and longitudinal profile of the streambed utilizing
echo sounders from a boat; and to provide measurements of
hydraulic and trasport variables such as the vertical velocity and
sediment distributions, stage discharge and depth-discharge rela-
tionships and particle size of suspended sediment and bed materi-
al. The results of this investigation will complement laboratory ex-
periments and aid in understanding the mechanics of scoar
around bridge piers and abutments.

082 TC90
091.1 L8b
Studies on the Nature of Local Scour," by Peder No. 46
Fjorth, Dept of Water Resources Engineering, Lund Institue
179 pps, 1975
This study is mainly concentrated to the mechanism of the
local scour provess associated with pipelines and cylindri-
cal bridge piers. The pipelines are supposed to be lying on
or to be partly embedded in a uniform sediment bed. The on-
coming flow is supposed to be at right angles to the axis
of the pipeline. The cylindrical bridge piers investigated
are of three shapes, circular, square and square turned 45
to have an adge facing the oncoming flow. Finally an ex-
ample is given of how to use the findings of this study to
design a rip-rap scour arresting mat.
EBP

090
091-1

"Mechanics of Local Scour - Discussion and Bibliography"
by S. S. Karaki and R. M. Hynie, prepared for U. S. Dept
of Commerce, Bureau of Public Roads, at Civil. Engr. Sec.
Colorado State University, November 1963. (Copy in RCL)
Presents discussion of theory of local scour with
historical background and development of theory and
equations. Uncludes a 301 item annotated bibliography.
(RGC)

097 TAI A5j HY V. 86

Scour at Bridge Crossings by Emmett M. Laursen.
Journal of the Hydraulics Division, ASCE Proceedings,
Feb. 1960, pp.39-54.
Discussion by Joseph N. Bradley, Journal of Hyd. Div
ASCE Proceedings, August 1960, pp.69.
Discussions in Journal of the Hyd. Div., ASCE Proceedings
Nov. 1960 by the following: D.V. Joglekar, p.129; W. J.
Bauer, p.132; L. J. Tison, p.134; by S. V. Chitale, p.
137; by A Rylands Thomas, p.142; by Mushtaq Ahmad, p.
144; by Pier Luigi Romita, p.151.
Discussion in Journal of the Hydraulics Division
ASCE Proceedings, july 1961, pp.227-229. Closure by
E. M. Laursen.

TAI A5j HV V. 87
091.11
6591 LOCAL SCOUR AROUND BRIDGE PIERS

KEY WORDS: abrasion; bridges (piers); hydraulics; pile structures;
scouring; vortices

ABSTRACT: Local scour caused by the horseshoe vortex system which forms at the
base of the piers is considered. Piers which induce a pressure field strong enough to
cause the formulation of the horseshoe vortex system are termed "blunt nosed"; all
others being classed as sharp-nosed piers. The condition of the sediment transported
into and out of the scour hole forms the basis for the further classification of the scour
process into clear-water scour and scour with continuous sediment motion. The pier
Reynolds number is shown to be an important variable describing the strength of the
horseshoe vortex system. Further, the equilibrium scour depth depends on the intial
sediment transport condition for steady uniform flow with fully developed bed mater-
ail transport. Design criteria are proposed for blunt-nosed piers under the conditions
of clear-water scour and scour with continuous sediment motion. Several deviations
from the above ideal design conditions are discussed; methods for design in these
cases are suggested.

REFERENCE: Shen, Hsieh W., Schneider, Verne R., and Karaki, Susumu, "Local
Scour Around Bridge Piers," JOurnal of the Hydraulics Division, ASCE, Vol. 95, no.
HYS, Proc. Paper 6591, November, 1969, pp. 1919-1940. TAI A5j HY V. 95 July-Nov.

091.11

Effect of Bridge Pier Shape on Local Scour by Hsieh W.
Shen and Verne R. Schneider. ASCE National Meeting on
Transportation Engineering, Boston, Mass, 13-17 July 1970,
Preprint 1238.
This paper presents results of a laboratory investiga-
tion on the effect of bridge pier shape on local scour
depth. Local scour depth near a sharp-nosed pier is
much shallower than that near a blunt-nosed pier if the
sharp-nosed pier is properly aligned with the flow. (RGC)
090010 TAI I50 V. 30

"Measurements of Bridge Scour and Bed Changes in a Flood-
ing Sand-Bed River" by C. R. Neill, Proceeding, Institute
of Civil Engineers, London, Feb. 1965.

Measurements of river-bed scour in the vicinity of
several bridges and changes in bed profile along river
course mad during exceptional flood. Summary of the reg-
ime and tractive force theories and of associated methods
of estimating scour depths. Also gives methods of estima-
ting depths.

090 TA1
CA
V.33

"scour at Bridge Piers" by L. Stabilini, Civil
Engineering, p. 46, May 1963.
Discuses mechanism of scour, methods of prevention.
Gives several illustrations of bridge failures. In-
cludes photographs of failures and flow conditions.
Copy in HAB Technical File 090. (RGC)

071.11

Laboratory Observations of Scour at Bridge Abutments
by H. K. Liu and M. M. Skinner. Prepared for Hydraulic
Division of the U.S. Bureau of Public Reports,
Papers, Bulletins, and Theses, 1948 through 1961, Civil
Engineering Section, Dec. 1961, Item 108, p.A13.

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B ARY A;

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