Lake_Youngs-Dike_Reconnaissance_Seismic_Slope_Stability_1980.pdf

ConverseWardDavlsDlxon

SEAITLE WATER DEJ?ARTMt.W

CENTRAL FILES I

REP:)RI' ON DIKE RECONNAISSANCE

Lake Youngs Reservoir Reservoir Seismic Slope Stability Analyses

Supplemental Agreement to W79- 33

Seattle WA San Francisco CA Pasadena CA AnaheimCA Las Vegas NV Cincinnati OH Caldwell NJ

Septenfuer 3), 1980

City of Seattle Engineering Department Seattle Municipal Building - Room 910 600 Fourth Avenue Seattle, Washington 98104

Attention : Mr. Arthur E. Maronek

ConverseWardDavlsDlxon Geotechnical Consultants

79-522::>-17

Acting Director of Engineering

Subject: REroRI' ON DIKE REl:ONNAISSANCE lake Y0llrBs Reservoir Reservoir Seismic Slope Stability Analyses Supplemental Agreement to W79- 33

This letter report presents the results of our field reconnaissance of the perimete r dikes at Lake Youngs with regard to stability during strong earthquakes. The subject study was conducted in accordance with our proposal of July 10, 1980 and was authorized by your letter dated

August 15, 1980.

1. BACKGroUND INFOR'1ATION

'I'wo embankments to enclose the existing Swan Lake were r eportedly con structed in 1921 in accordance with plans dated October 29, 1920. The

South (or Outlet) Dam was apparently constructed in the dry and our explorations indicate the fill is firm. The original Inlet Dam at the east side of the lake was abandoned in 19 31 after construction of the cascades Dam approximately 1600 feet to the west.

cascades Dam was constructed across a wet , marshy area. Foundation excavation was reportedly acccmplished by draglines and depth of removal was limited by the reach of the cranes . Embankment fill material was apparently soil excavated fran the adjacent lake . SOil was placed without significant cCmpactive effort and the fill encountered in our

Converse Ward Davis Dixon, Inc.

100 West Harrison Seattle, Washington 98119 Telephone 206285-5200 .

-2-borings was classified as wet and very lcose to lcose. It is our opin ion that this embankment is subject to liquefaction and slope instabil ity during strong seismic shaking as indicated in our interim report dated August 15, 1980.

Construction of the perimeter dikes has been interpreted to be similar t o that of the Cascades Dam since the date of dike construction, 193~

1934*, nearly coincides with that of the darn and therefore, equipnent and methods wculd have been similar. Because the dikes were built to raise the water elevation in the lake and not necessarily to darn a topo graphic depression, so ft and wet soils were probably left in place with dike fills above the water level receiving limited canpaction fran con struction traffic . These interpretations of dike construction have been verified during conversations with retired Water Department employees

W10 wcrked at the Lake Youngs site.

Our preliminary conclusion that the perimeter dikes and Cascades Dam are lcose or underlain by loose rraterials and therefore are subject to darrage during earthquakes, is verified by reports of darrage to the dikes and darn during rrajor earthquakes on April 13, 1949 and April 29, 1965.

Discussions with veteran Water Department errployees have revealed that

"spider-web" patterns of cracks were observed in several places on the surface of the dikes and Cascades Dam after the 1949 earthquake. A detailed record of the l=ation of these cracks was not available. The cracks were reportedly repaired by excavating the cracked , surficial soil and replacing it with canpacted granular fill from on-site borrow pits.

Damage to the perimeter dikes and Cascades Dam from the 1965 earthquake was reported in an intra-department memorandum dated April 3J, 1965

(copy enclosed) . In addition to cracks in the Cascades embankment , two areas of cracking in the perimeter dikes were noted near Mile Post 2 and

6 as indicated on the Site Plan, Drawing 1. Width of cracks varied from hairline to one fect. Copies of the photographs Which accorrpanied the rrerrorandum are also enclosed . Remedial construction reportedly consist ed of excavation of the cracked soil and replacement with canpacted granular fill from on-site borrow pits.

*~~illiams, Mary, Seattle Water Department History 1854-1954, p. 88.

Converse Ward Davis Dixon, Inc.

-3-

Perimeter dikes are currently at approximately elevation 494 to 496, are al:out ;;n feet wide at the top, and are maintained as access roads by

"later Deparbrent personnel and equiprrent.

2. S1'UDY APPROACH

It was not considered practicable for this level of study to =nduct subsurface investigation of the entire 6.6- mile length of dikes. After discussion with project personnel fran both the Water and Engineering

Deparbrents, the approach of this re=nnaissance was as follows:

A. Based on construction techniques employed and performance of the dikes as described in section 1 of this report, it was =nservatively assumed that all perimeter dikes at Lake

Youngs are susceptible to failure during the maximum earthquake selected for errbankment evaluation during this project : Richter magnitude 7.5 event with peak ground acceleration of O. 35 g.

B. In the event of dike failure, it was assumed Water Depart ment operating personnel VIOuld draw dONn the lake level by activating bypass lines or by shutting off flow to lake

Youngs at landsburg. Department crews could then pr=eed with re=nstruction of the dikes.

C. Available plans and topographic maps were reviewed to determine if water released during dike failure could flow off the lake Youngs reservation onto adjacent properties.

Questionable areas were field checked during the re=nnais sance and surveyed .

D. Reccmrendations for backup dikes to =ntain water on the reservation were developed for those areas determined to be low enough to provide a flow path off City property.

-4-

3. FlEW OBSERVATIONS

On July 14, 1980, a field reconnaissance of the Lake Youngs perimeter dikes and adjacent areas was completed by Messrs . Dean Ryden (Converse

Hard Davis Dixon), Jack Herold (City of Seattle Hater Department), and

Al Rice (City of Seattle Engineering Department) . As expected, observa tion of the dikes did not reveal areas of instability since these em bankments are continuously maintained. Therefore, surrounding areas were observed to identify possible paths Where water could escape from the reservation after catastrophic dike failure . Questionable areas identified during this reconnaissance were subsequently field checked for elevations by City Engineering Department surveyors.

Five areas were observed in Which the ground surface between the dikes!

dams and the reservation property line was lONer than the maximum lake level of 494 feet (City datum). These potential paths of water release are shaded on the enclosed Site Plan , Drawing 1, and are discussed belON.

North End of Lake

Although the ground surface to the north of the north dike is s~at lONer than the maximum lake elevation, the area of potential flooding appears to be confined well inside of the property line by the Tunnel

Road and the eIIDankrnent over Bypass Line No.5.

The top of the dike rrounded over the bypass line was measured to range from elevation 500 at the east end of the potential area of flooding to a minimum of elevation 497.1 at a point approximately 35 feet west of the valve well along the outlet tunnel. If Bypass Line No. 5 became damaged by flooding , it is our understanding that water to the lake could be shut off at Landsburg or diverted through Bypass Line No.4.

The tunnel road as surveyed ranged f r crn elevation 507.9 at a point 'Z75 feet out (northwest) from the lake dike to a minimum of elevation 498.5 at the valve well.

The Chlorine Building could be surrounded by shallON water during a flood but the fl=r and controls are reportedly above the maximum lake level.

-5-

McEThoe Bay to South Dam

A potential path of water release off the property was observed at the southwest portion of the lake as indicated on Drawing 1. An access road, referred to as the 24" vit Clay Drain Foadway, is between the lake and the property line in this area. The surface of this road was measured to range fran approximately elevation 490 to elevation 493.

Therefore, since the maximum lake level is higher than the surrounding ground and road in this area, it is a potential path for release of water off-site in the event of dike failures.

Several small embankments Which were constructed concurrently with the

South Dam have been abandoned since construction of the newer, inboard perimeter dikes currently in use. These enbankments were observed in the field and appeared to be intact except for one gap Which was report edly excavated to allCM drainage of water collected between the old embankment and new dike. The presence of this gap provides a potential path for release of water off City property in the event of perimeter dike failure.

Cascades and South Dams

Obviously because of their purpose, these two locations have significant

1= areas outside of the dams Which would all= release of water off the reservation. These two dams will be addressed in separate reports under terms of our original agreement.

4. CCOCUlSIONS AND REXXMMENDATICNS

Based on field observations, review of available drawings, and discus sions with Water Department personnel, our conclusions and recomnenda tions from this reconnaissance level study are summarized belCM.

A. The perimeter dikes at lake Youngs were constructed in 1933 and 1934 without modern construction equipnent. The under lying soft, saturated soils at the lake's edge apparently were not removed prior to filling and the fill received mirlimal C011f>3.ction. Surface cracking of the dikes was reported after both the 1949 and 1965 earthquakes. It is

- 6-concluded that all of the perimeter dikes at lake Youngs are subject to damage during the maximum earthquake con sidered in this study ( 7. 5 Richter magnit ude with peak ground acceleration of 0.35 g).

B. provided all dikes have at least one backup embankment to contain released water on the reservation , and based on the indication that the Water Department is prepared to incur rerredial construction costs to repair earthquake damage, no further geotechnical exploration of the lake Youngs peri meter dikes is recanrrended at this time.

C. All new structures and roads near the north end of the lake should be constructed to an elevation above the maximum lake level and should be designed to withstand flooding .

D. The potential path of water release identified at the southwest side of the lake should be enclosed by raising the 24" Vit Clay Drain Roadway to at least elevation 494 .

Fill material for this construction should include at least

15 percent fines (silt or clay size particles f i ner than

No. 2)0 sieve) . Published geologic maps indicate the area adjacent to the west side of the lake is a glacial moraine which contains glacial till. Till typically contains the recommo-Dded percentage of fines. Therefore , it is suggest ed that the siltier material in the established rorrON pits on the west side of the lal(e be considered for fill mate rial . A determination of the quantity of suitable material in these pits was beyond this scope of work. Fill should be canpacted in horizontal layers to at least 90 percent of the laboratory maximum dry density as defi ned by ASTM D1557 method D. All organics should be removed fran areas to be filled . A typical cross section schemati c is illustrated on Drawi ng 2. The embankment could be provided with a six inch gravel wearing surface.

E. The gap in the abandoned dike near the South Dam should also be refilled t o at least elevati on 494. All organics

Converse Ward Davis Dixon, lnc.

-7-should be rerroved fran surfaces t o receive fill and the sides of the existing gap should be sloped back to 5H:lV

(horizontal to vertical). Fill material and canpaction should be as reccrnnended in itan D above. An illustration of the recammended fill cenfiguratio n is enclosed as

Drawing 3.

It is urKlerstood that sane drainage through this existing gap area is desired under normal cenditions. An outlet pipe ceuld be installed through the rebuilt dike for this purpose. The pipe should be provided with two anti-seep cellars as shown on Drawing 3. The inlet end of the pipe should be provided with a trash grate and a flap valve to stop flON in the event of a flood (it is assumed that the

=rent drainage through the gap and off the property is acceptable) . Periodic inspections should be cenducted to clear deb ris fran the inlet. The embankment should be protected fran erosion at the inlet by a cellar, rip rap or other means.

F. It is recanrnended that the Water Department continue their program of dike inspection and maintenance and that these activities be expanded to include all backup dikes and roads on the reservation.

5. LIMITATIONS

The findings, recanrnendations, and professional opinions in this report are presented, within the limits prescribed by the client, after being prepared in accerdance with generally accepted professional engineering principles and practice. There is no other warranty, either express or implied . t~<" ' ..

c~ WARD DAVIS DIXON, INC.

Dean E. Ryden Senior Engineer

DER/ kpp Converse Ward Davis Dixon, Inc.

REFERENCE:l. Topography from ·SWAN LAKE & VICINITY·, 1"-400' contour map by Seattle Waterwork's, May 1917.

2. Roadways from ·LAKE YOUNGS RESERVATION", 1"-400', file 68-3 serial 2782, by City of Seattle Water ri : 'l \ , \ o 800 1600

SCALE IN FEET

PROPERTY LINE

LEGEND:

APPROXIMATE AREA OF WATER

RELEASED BY FAILURE OF MAJOR

EMBANKMENT

APPROXIMATE AREA OF WATER

RELEASED BY FAILURE 'OF PERIMETER

DIKE

OBSERVED CRAcKS IN DIKE

(APRIL 30, 1965)

PATH OF WATER RELEASE WITHOUT

_ • BACKUP DIKE ---

'----'------'Del}-artm-e-n1- date-d- April 1967.

_ _ c~ _____________ ~_

SITE PLAN

LAKE YOUNGS RESERVOIR-SEISMIC STABILITY ANALYSIS

King County, Washington for City of Seattle Engineering Department

@ ConverseWard DaVIS Dixon Geotechnical Consultants

Scale

NOTED

Project No .

Date SEPT 1980 79-5220-17

Prepared by BH Drawing No .

Checked by

DER 1

Approved by DER c .2 .2 :0 ,

c. , .2 c.

c.

n n C a z , " a

New compacted fill placed in horizonta l layers

6" gravel wearing surface elev. 494

Exi sting Road / '

/ Embankme nt

Benc hes exca va into existing emba nkment

Existing surface stripped of vegetation, topsoil and organics

CROSS SECTION

not to sca le

TYPICAL FILL CONFIGURATION FOR RAISING EXISTING ROAD

LAKE YOUNGS RESERVOIR - SEISMIC STABI LITY ANALYS IS

King County, Washington for City of Seattl e Engineering Department

® ConverseWard DavIs Dixon Geotechnical Consultants

Project No.

79- 5220-17

Drawing No.

o z > • o

West ~--------------~-- min. elev. 494 East (Lake)

Anti-seep co ll ar (typica l )

./ Erosion protection / at inlet

Excavation to c l ean~ bottom of existing channel

Tra sh screen & shut off va l ve

Outlet pipe

CROSS SECTION ALO NG CENTERLINE OF PIPE

not to scale

Refi ll excavation with compacted fill in horizontal layers

Excavate ex i sting dike to receive new fill Outlet pipe with ant i seep co llars

Excavate bottom of existing channel to remove soft, saturated soi l s and organi cs

PROFILE ALONG EXISTING DIKE

not to scale

RECOMMENDED FILL CONFIGURATION FOR RESTORATION OF SOUTH OUTLET DIKE

LAKE YOUNGS RESERVOIR - SEIISMIC STAB ILITY ANALYSIS

King County, Wash ington for City of Seattle Engineering Department

® ConverseWard DaVIS Dixon Geotechnical Consultants

Project No.

79 - 5220-17

Drawing No.

"- ~ .' ., . '. _a. _ .... "IiiW'"

;BJECT:

) MR.

~OM

WATER DEPARTMENT

CITY OF SEATTLE

INTRA-DEPARTMENT CORRESPONDENCE

ADril 30. 1965 i , Ec.::-ta C;':'cZo D"~";;() Aooo::lI:!:':O:lt rat ',later Dovo.rt:;;on~ Inotalla.tionD-

J. ~y lic~th, Suporinto~c0nt of Water

Jo:)oa C. l1Cl:l0Y. \-luter O;Joro.tiono Director j

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1. Loo ~a:li:: - One tic rca in uDDor hal£ of tcrJ: Dupport1nc structuro (no~ It::ddor) bro!to~

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2. Poy Standpipo .. Cr~c~G in anGlo iron at baeo of otandp1~o. ~

3. Hoodl~cl Perk Stnndp1:po .. ~cn of tho t'.tonty bold-do'.,rn bol to b:'oko nt tho nuto. ':i.'horc;:Juining ton ",'oro strotched (~e~~~ontly dofol~cd).

4. De~con 2e~e~/oir. South - Tho undor-drain f1o~ increaoed e,pro~:i.!::w.toly 5~. ~ho undor-drain flow hod roturnod to nOlQa].

by b: co J>.l.j J,p."il ;0 t 1965.

5. Bitter Luko lleoorvoir - Tho ~~der-dro.in flow inoro2ood oppro",4Qutoly lOP. ':i.'hiD incrouco in !lo~ 10 otiil continuinG ~~U will bo chQckcd rOL~larly.

G. Dc'" Lc1:a Ec~crvoir - Pi't'0lin;) 0;':':."813 cc.uooc1 by quzilic cllovcd b~l in air velva to G~Op ru,a it did not ro-ac~t corroctly. '1ho rcc'.ll tin:~ lOD.~~::!Go p<!rti~lly floodou.· tho gato t:,::",d cquiIl;:;oat ch;:.;::lbc!". Coz"dit:,oD WUD cor-roctod but 80:::13 eloctrioal c~ui~wout vaG v~tor duwnsod rulu vill re~uiro ropair.

7. 33::-0. Ava S'J l:; SW :::;l~ob:--no ?u;:!p St(lt1o~ - Brick chippod and ~~or frncturoc. DO~f,pout fall down. D~:::c.so 10 conor ned the buildinS Gufforcd no c~aco otr~e~u4~ly.

2. C~"~c::a in c.li::o m'ou."1cl Ln1:c Yoz;:c: i:1 3 Tllneeo (ell l1uro.llcl \Jit~ G!~c~o2ino). 01~O oori()o just Gou-cil of cpill\;,c.y; o~o o~rioo ;;00 icc~ r.orth 0:1: ::ila ?ont }2, c:pp;:o:·:i~,~tcly 1 ~O feot 10",£;;:

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1 ' t~s ~9 8 t i' ,1 bal l ~il l be renl~ced fir3~ :.tin~ in tha corning c:-:" ~/ .... VJ/ 3:'1 2 . ':r. "~':;? .; 7 ::!: ·:. co:-,j s:..·.':J;·! r· ::':l~ B:;~ ·'.):-::: 8 l ~s.k ~~oo :feet Nc-r th 'cr the c~· : :, · :· .:~ i ~ ;! ,:7' F' '- :: : '0 'o!~l ~ :', :~oC\.·j. ::-'h~3 pipe is .~p~! !'oxiitJstly . 12 f1 out ,""' : -:-' (\!l;"'"; ; · ,~tt~ ~s p.;.l.:1 t. r f'r,er ,; ';)e~' io.j ,0: 2 0:" 3 hrs. this le r 1--' dried up

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