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Home My WebLink AboutWTR2700400(5) LAKE WASHINGTON - LID 291 - DIARY W-4 0 0#4 The borings and field reconnaissance reveals a complex system of soil deposition in ...,r. project area. The area can be generalized into three pro- vinces of roughly similar subsurface conditions; the shoreline, the hillside, and the May Creek Basin. The shoreline, covered by Borings 1, 2, 3 and It), is c:)aractarized by an organic silt and peat deposit extending to depths fu excess of 10 feet. The peat is locally overlain by fi_1 of miscellaneous character. One short stretch of high ground (about 300 feet between Borings 10 and 3) is most likely underlain by sand and clay rather than peat. The groundwater table is generally 3 to 5 feet below grade. The hillside, represented by Borings 7, 8 and q, consists of a thick clay unit over bedrock. Bedrock is in excess of 10 feet below grade and so is not a c sideration in construction. The clay is stifr to hard except where locally softened near tha surface. The clay unit contains lenses and { layers of sandy material which locally cunt in groundwater (the clay itself is not waterbearing) . Numerous springs and creeks drain the steep hillside •, area between Borings 7 and 8. The Mav Creek Basin, covered by Borings 4, 5 and 6, contains layered strean sediments varying from siity fine sand to coarse sand and gravel. A gravelly sand predominated, and can be named the "May Creek Delta Depos'.t." Groundwater was generally 2 to 5 feet below grade in this province. F Specific condition& at the site of each boring are depicted in detail. on the individual logs of each boring. p: TRENCHING, AND BACKFI-L ` Shoreline: Stable trench slopes can be excavated in peat, even below the water table. Fill soils can be expected to slough locally. I recommend a baled hay be used for bedding along this stretch. The excavated soils may f i �r till SUBSURFACE INVESTIGATION CITY OF RENTON KENNYDALE WATER SYSTEM L.I.D. 291 INTRODUCTION This report presents the results of my Subsurface Investigation along the route of additions to the Kennydale Water System in Renton, Washington. The System will. consis f 8 and 12 inch ductile iron pipe placed in trenches about 5 feet below present site grade. The general layout of the system Is shown on Dwg. No. 1. This drawing also shows the major topographical features, t i.icluding the shoreline of Lake Washington, May Creek, Elevation contours, a Interstate Highway 405, and the Burlington Northern Railroad. SUBSURFACE CONDITIONS The site occupies a West-facing hillside fronting on Lake Washington. Topographic relief in the project area varies from a high of about Elevation 125 to the shoreline at about Elevation 20. The May Creek drainage area cuts through the Southern portion of the project. It appears that highway embank- ment construction has backed up drainage to form a swamp at the bottom of the steep hillside on the West. The subsurface conditions alc•ng the alignment were explored by drilling 10 borings at the locations shown on Dwg. No. 1. These borings were advanced to dep�hs of about 1.0 feet below ground level with portable, power-operated drilling equipment. Frequent samples were taken from each boring for classi- ficatiun and laboratory testing. The logs of the borings are shown graphically on Dwg. Nos. 2 to 5. The natural moisture content of in-place soil is also shown on these logs. Gradation tests are depicted graphically on Dwg. Nos. b to 8. 1 • _ I I pail r.-weber consilting engineer e,)r""i 045 June 4, 1975 Gardner Engineers j. Penthouse - Arctic Building ) Seattle, Washington Gentleman: This letter transmits six copies of mr Subsurface Investigation for the City of Renton, Xennydale Water System, L.I.D. 291. This work was authorized verbally by Mr. Mort Thomas on May 15, 1975. Preliminary information has been transmitted to vour office as work proceeded. If there is any Ceotechnical information lacking, please do not hesitate to bring it to my attention, and I will be pleased to provide it to the extent I am capable, zc. Sincerely, Paul Paul E. Weber, P.E. PRW:u I W-rVI'*ee Ooe nO(thA9C';les.NQ (A)04/(206)283 09) 'll + r I � + �nniNnN��l�u �uvu��■■_ ul�N��N�� !��■■I�1�1■i�1ir�n�ia I�ulI�■ uI1�11NN■ ■l:�w.■1� IIII II I�N��1111!��■i Illli IIIN�HV"�tw��i��N■�I►�uu�■� DATE LOCATION 110 IIIII�NNN■ u�� Nu Nl�.l� FIL `IIIIIIIN�H ■�q��N� N��■��LYSIS GRAPH Do 140 ��ni11t 30 �� 1111/1 N u�■■�■■�� N�a �u120 �IIIIIIIIHH ■■■■N■�� _� �� , go go III.! NN�HN■■■■/�� N��_■�. ! IIIII��HH ■■■��/�� . III IIIIN`��■N�/N=i�� IIIIIIINHH\ , ; IIIIIN/�N�HSI� ■ �� 40 IIIIIIIIINuh�■■ / Ilinn��■�=iina iull�ia I�ilui�ilN■ 20 InII�11uu��■■�1►"� IIN�1u1u� IIIIII/IN ■■ NOTOf Ialill■ pN��q�=��FLOW CAL, rapt IMMUTIF 4 to r. ss— fir. WATER SUPPLY ANALYSIS GRAPH IIIII111/■■■■■i/.��Ci/I�iitN��l�� J. at ?■lw 7-7 �- 11111/1//n■ ■■AI��1!�i�■■�■� �� IIIIIN■■■Y■/�%�S� �i�■�t��JfH- 'lr. e a III�1111/■■■■■ ' !� ■■�IN/�9l�G�'. '.E'R��:ltl IIIII111/n■■■■N■nN�� Im so 40 40 10 10 INHIINh■■■ Nam■■■■ ■�� iiiiriiuiii=lui�ii■�a i=ii�io■�iii�ii. 10�1 N��■■■■■■■!!�� . .--- IIIIIII■n�■■■N -NDos of N.C"WIF, .�■� IN/IYNH■■11■■�■�: FLOW GAL. PER MINUTE Inn■ n .r Y iy.y A�i f S Yr" ^1 / Lip l / ..Ii • .. 'ARFAS w (- SHADE �J rom `a L S III •;'� i / � . att�w��traa Twaw• � VICINITY MAP Ww 'YV N ♦ �� LW N, srzw �, r a P r b is 4f'lo'r ♦it.M' y y r ALI It 06 1 i+ s t - �_ 419.11• y � Scr 6TMLa hC � 1 '� � t /9i.T 6TArf ITt � �• ti . ��;�; .+ifs i / '. . —_ __ ..^,� �.,'►Aw SOWT P, S�� •s w 1 " ��ar 14rc J -+ ybT P I't • .�. ,3ra ..r 11/F Ia�t,�LIM`MAM ' \ N i QNftNif 1 a �' ::c4uY H ✓��. 4i G;*. Gov-r Lz+A M' to aristtM we o/ tr+wlM Imad Q g11t-o1-qy by WA1 t, r' r 4a�r Am i J xNI . .ay r ! '• +wwacup..• .� I 9' f A•.• y7r-�i r,. � ,A SOMEN y M•li/i..YRW . G.G,�y�yy .,PnnNi •H+"WLL MI[R ��p Np zp� � CdNRLKNS Nf p.1N 9Y3 fi� -'�_'FEE Y •, 5 e✓t 1 e, ica ! J � � Ir i� H BANTER M CA /icfa ac J Naxr[a 0,44fLE rjIJ, of Dpuelq7 SCA I'• 200, y1��.10 w LLiAMS HAZEL�V _,._._� I� tiB,6l000 E/wa T Irf�1/1/11 la ) J�noyrc� ,1, 1 02,061AC ''° J H BANTER !!`,EELIG, PUG Ea )ET �GII ,� d CO N MILLER, MARrIN __ H ROBERT C !is,Ile" J 19Jac CO �y[Tol-, i JRO E7 AL ids. L CO'� slew Sol" r //QPef.M J7_?''c. iSEELIG, SIC,NE h ' - j MARTIN A COS 4� OUENDALL TERMINALS O� •• j _—_�. . BRANDT HAL ,% �� • Jac,Peron ♦ _ --�.� J `l,ssa°° ♦ � �AGJ \ �i♦ j r`Il053e.L'Dl iJa 7/-cc A, i { ♦ IffRBER .79.46V I Z I WALTER M F . ♦/ 21 1 _�11 �sFy a�jr a E BOT 1. T. V - ♦/ 'i/°,o9c o '... -fs •C�' I '• fz aVfa� 01 oil 4T IV r—__.� °,�•f' ;♦ P' ',7t&ffl OOUCT Ill f,{,,_ Ilii lcoc'AP INC 1 BARK E MILL �1 fAKf 5 I ORP. f Co INC � e ISSA — [6 07lpE f♦{lRRvo / wy� 411e 3v3GC . J61,7aaoo ii j zzr3c ♦�4�+04 4 IVAN L. / Z AWCETTT, J"F" • VE1 6i7 o0 / �J i•-_1-«-1�f s aT TN z 4U "NSON ( �E INV Jlr�r i�84 TH fr,V5rlo � .y ER BAR ---- II" x0 YLDS MILL COLMBI, JAK 1.—__ 31z29fm y . INIELSEN, HAUTH, GEORGE R ° _ BENTHIN• j I �yy ISyp '� µ.TA MAE BARONOVICH •I pE LICPHS,, 0.MARL —.- rl1�7� ENE �I RCO%s CK W— KENORICR F TH T WAL r AE brE.qe ��C�@yy�1µIV.IDAMSI W / 00 MARTIN. MVq J. p ` JAZ,KSON,`M ►. d i ��°rA.�fTl� Islt!?° 1' HORN PAUL GOODA'RO, ANITA HMMINER6 ti 1• •i[.Lz�r JAC BSL, 1 - �filoo GODDARD--'—- ��YNN. WILLIAM i I - , ,ANDERSEN, LOUIS LL „RIVA WILLIAM JR HIJff� sy ' DENZER JAME5 E fJ` O 7J ✓AWRE NLE,CORDON 0 , i ; ?9iI4cV IETLIGCIIY f RMAIrIG ST i i ♦ LESLIE C. IS pµ,L IMbRE,CJtAMAM �. I E Jlaf AP ; _ jJM.-7 'MN, RUDY N I fy Arn Charge f 67r00 1-1 I W1,� TOh/ .IJJIIS�IE/!f R/R</•r' ¢10 I Erv/inp MbigJ � /U �.Yeaa-y •I•I�IH•N CITY OF RENTON DEPARTMENT Of ENGINEERING , K•I,erK1 w1 rK ,� --• " " - KENNYOALE WATER L 1.0. W Z!1 an �r�3 COMPREHENSIVE PLAN ' _J11 `•ref ham' ._..�M�l�r.. .:,, 4. y `,,� ^I Ywr t•.'9 !•..�Il �� •No. �lvvL , SUTION R f t ar Ar /714� I - I x �, `� w • \ iltrr•t/ to , , � y•K + t \� yo jai 10410 C+nwa....a) ,,-t ,. AVE SE y �ITX I aA �' IsJ B 9 i 3 ,"+ ' A � � I w �.I�.Md yea ; nt' Fi ■� my* (Yn i 107TN i ; I I t I I I • n. w. Ii Mi I c...INTO--O w Sor.1,�..ti1--- --AVF IE—c + I w- 100 old M� Seattle Bell !me 14`ht so/• W-a, • I'Int .•+ttrfc ipi Washington 6011111.011111 King `rci i NWioi Scct=32 TO:, tv, io i, 74 North Reffa. S East � lh' "amette .11e.1•ifliuu ._� o m" - SIMON zi. � r %.—� ; / Seeleeh Yt•ttC M1MIiM e IL c / / +'�,- Irr• "" ',\�� Fir \Y �/ �' �1 1,,�,�.# °i `� .\ �&, .�,;. _ mot•/ G V. 101 ]. xv, �� '' 'tom :g• � � ' M 1 r "F \y `f V r OF r INTRODUCTION: A soil survey investigation was requested by Mr Mortimer H. Thomas of Gardner Engineers, Inc. , Consulting Engineers, for the City of Renton, wasl,ington on the Kennydale Water System (L.I .D. No. 291) project. The project will require approximately 16,600 feet of ductile -ron pipe ' in the following sizes and lengths: 1,000 ft. of 4-in. 6O ft. of 6-in. 800 ft. of 8-in. 14,200 ft. of 12-in. The field work for this investigation was performed by Daune B. Ford, P.E. for CIPPA on May 21, 1975. Mr. Albert M. Arnett of Gardner Engineers, Inc., provided maps and field orientation assistance. In addition, two soil samples included in the °Subsurface Investigation Report" by Paul R. Weber, P.E., Consulting Soils Engineers, were made available for evaulation and testing. The purpose of the investigation was to determine if the soils would be corrosive to ductile ir.)n pipe. PROCEDURES• Representative test locations were selected along the pipeline routes. These locations, numbared 1 through 12, and proposed pipeline are shown on the map which accompanies this report as Exhibit . , - 1 - 1 N D r X TITLE PAGE NO. INTRODUCTION 1 PROCEDURES 1-2 OBSERVATIONS 2-3 TEST RESULTS 4-5 CONCLUSIONS AND RECOMMENDATIONS 5-6 - F i EXHIBITS Map of Project I ANSI A21.5 - American National Standard for II Polyethylene Encasement for Gray or Ductile Cast Iron Pipe. ® 1r SOIL SURVEY INVESTIGATION CITY OF_RENTON, WASH?NGTON L. I.D. NO. 291 KENNYDALE WATER SYSTEM ,. MAY 21, 1975 BY: APPROVED BY: Duane B. Ford, P.E. W. Harry Smith, P.E. Regional Engineer President CAST IRON PIPE RESEARCH ASSOCIATION (CIPRA) Executive Plaza West, Suite `_09 1301 West 22nd Street Oak Brook, Illinois 60521 t � t i ' • 11111 . ■■ai �� ■■i lli■■ waii`i•i ■EIII!i �`= I INN ■■ ii■ii ilia MM■iiiii61■a ��iiia 'i■miiiiii. aiuNUNN �■a u�i��■■■u�iI WIN ��ai■nuii■ HUMAN • ■■allll��■■■III■■�►� IIII111�■■11111IN MINIMUM �■■■�� i��■■�illil■■i�1111�11�1■■11111� ■Ilill�■■■ - ■iali 1� ■■ Iliil■■■■�►��IIG►\Wailnil i�■ate ' IonnNIlion■�iiiil�oaai li'ra�laiiHill amiliiig�� ' . INN WIN� ■ 111 ■■ Illl�il ■11111 ■m it■■� . ■ �_■ i ■ 'iii ON, �iiiiiiiaim■ill INN . a.a i �■ �= i IO N,.�■ ...■i► .. ilium ui .�■��I . W . ■� . . ■�.� ...a i u■■a■.i��l �..,..i,•�iC.aa�ui a■ :. • ■ �■■■fiill ■ illl ■ `�.�ui11�■ ■ Ini i ■! 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WEBER RATURAL WATER CONTENT E.'fNSuUM SOR.SEM'�NEER a.a n06 aX ErL•aa ✓.T- /LASTI[ OMIT albrL4P•'•I..aA•aa • 0.4K�--LIDMID UNIT DEPTH W OEPH ELEV BORING LOG 7 STANDARD PFNE'RAT.ON RESISTANCE FT FT. TOP E,CvAT1pw s 4 M C O 70 40 60 b . � way . e- ♦. _ �R4' vtlf crwN � .? • v Ne wrww. 20 20 BORING, LOG b T:P F.EVAT'ON 70 1. S' L z BORING LOG 9 TOP ELEVATK 3, �..J.-S•. 1i 5.1' Y'. 4�TT L��T • 1D [O Ci [0{ A01 !Oi RO{ WATER CONTFwT L[GENO • UNDISTURSEp SAMPLE EXTRACTED CITY" � RENrMN ® D1STIFRA[D SAMPLE EXTRACTED ` 0 SAMPLE ATTEMPTED BUT LOST <� _ p SPT cows To OnINE SAND•.ER 12' PAUL R WEBER NATURAL WATER CONTENT CONSULTING SOM1S[NO:NCER 10.4 N- . �♦LA[TIC LIMIT rawV40.1 Lrt.Nwrw LIDMID LIMIT [lArttgrLM EAME MlwMl " T t M � OEPFH of ^ cuV BORING LOG ; STANDARD PEN[TRATON I6 ANCE . , TOP ELEVATION C ! n O EO AO AO SO 0 2• •ea..-w•D wow w_± P+�RI --�— 3,' 0 10 p 7I 20 20 BORING LOG 5 TOP ELEVATOR +�, - ' I 10 LJ I BORING LOG C TOP ELEVATION _ .. y y • a-Y aq�� .._.�_ C.,>LL2 rq S-L TS ffu 20 Of IOi Mf f01 !04 WATER CONTENT LEGEND ` :85uRFKE t�v�STlyMfi'N UNDISTU08E0 SAMPLE EXTRACTED LIry Cr. REN-row ® DISTURBED SAMPLE EXTRACTED ❑ SAMPLE ATTEMPTED BUT LOST p SPT BLOWS To DRIVE SAMPLER 12. ° PAUL R. WEBER = _- NATURAL WATER CONTENT Pic o, MASTIC LIMIT ROD RU=lW IN.WIrtN ��..L.OUID LIMIT alAt/L4 ba.lNm Ntl-Pw _ 1 1! } DEPTH DEPTH ELEV BORING LOG I 'TAN:MRD PENETRATION RESISTANCE ET FT TOO ELEVATION 5 O 0 E0 40 /0 to tMU AIb Y<' I T 1 BORING LOG TOP ELEVATION zo :Jj �j, Lj A i0 20 BORING LOG 3 TOP ELEVATION :2I o d iMIY MGwY .J4NhIC>•�� IL 10 J - lac Awhq E•AotS I 10 20 ON, EOS4 4" 4m E0% WATER CONTENT LEGENO UNDISTURBED SAMPLE EXTRACTED r y—Y cf � ® DISTUREED SAMPLE EXTRACTED ❑ LID I SAMPLE ATTEMPTED BUT LOST p SrT BLOWS TO DRIVE SAMPLER Iz' --- PAUL R. WEBER ��- • NATURAL WATER CONTENT cONS!nNG.11 SMLS ENGINEER L, c Y _ '.ASTIC LIMIT M0lwnwa Aa.roAYN LIMIT -weEU1iLar P�M PW1 fQ-IMP L � L AWE WA94ING TO.N \ I 1 \ a Ye INTF ;� S rAT=' R WE$EQ, CITY Of RENTON GON5ULTIN4nq r;,lq kiE R TAM x..t.rcY. t. trt.Ylt. Ys `�UBSURFA(,� i!,:VE$S'1 YipN r.w 291 'p appear justified for a shallow trench in peat. Hillside: Hillside water can normally be controlled by local pumpinp May Creek Basin: Water control would be difficult here due to the high permeability of the sell. T suggest the pipe be placed in the wet. R w E Respectfully submitted, v� pPSNIAG�� Q ~ Paul R. Webc_, P.E. -- PRW:u Attachments fSS'!p•",it•�• 9 poul r weber t � 1 _3- be returned to the trench, except for the top two feet which should be select backfill. The upper foot of the select backfill should be compacted to 9o%. Tha contractor will have to use some planning and discretion in this area to produce a satisfactory job. Hillside: Trenches in the clay will stand vertical for sufficient time to lay pipe in most cases. Local sloughing of fill soils can be expected. This hillside exhibits siRrs of former slide activity. Trenches will not stand well in zones disturbed by slides, nor where they intersect heavy seeF— age layers. 3 I understand a parallel sewer line will be constructed by others in the run between Borings J and 8. Trench stability could be effected by this a work depending on how close it is and the care used by the contractor. If the sewer is in place at the time cf this construction, care should be exer- cised to prevent slope movements damaging to the sewer. finless the weachor is quite favorable, this province should be backfilled with imported pit run material. Here, and wherever the pipe is placed on a steep gradient, the trench should contain baffles every one hundred feet to prevent piping velocities in groundwater in the drainage backf'. 11. Mav Creek Basin: Much of the soil excavated in the Basin will be granular. Open-cut side slopes or trenches are expected to be on the order of 14:1 (horizontal to vertical). All granular excavated material can be used as backfill. Organic soil, clay and clayey fill should be wasted. tt appears at least half of the excavated soil may be utilized. Pioe bedding should be one in the conventional manner. WATER CONTROL Shoreline: Water control does not seem necessary. The pipe can be placed under water. Localized pumping may be effective, but it do .s not dou! r !,r8p^r r► f Ila ' w A■' ' jai �� ! �1' `i�' ��•� � �� irk. f a lei° � �'K+ �� Gy,�� " ��, d �� ' �d�f, '� , ', t y F �_ . ENDING OF Fil F FILE PTLE •r yy 9 1i y•r ■ 1 h V ^F I� • v . 1 The area in the reduced pressure system vest of SR 405 between N. 28th and N. 40th St. is single family residenticl in character. The mains are principally 4 �r 6- ich pipe with some 8-inch. The capacity of this nystem is approx..nately 1,500 GPM to N. 40th St. 3. Pressure Gradients The LID -ea will be ser':ed by the reduced (330 foot) pressure gradient vest of SR 405. The highest elevation served there is about 225 feet. This compares reasonably with the elevations in the LID area. (maximum elevation abonf 215 feet). It should be noted that the main ou Lincoln Ave. N.E. (110th Ave. S.E.) at its south end is at nearly the maximum elevation for service. The minimum static pressure will be about 45 psi at the highest point. This Se adequate for single family usage. f' 1 ' and can be retarded as a suitable maximum flow for future develop- ment in the area. This flow quantity can usua.Lly be supplied by a looped 12-inch pipe system so that each line carries about 3,000 GPM. At this rate the flow velocity is 8.5 feet per second and the head per 1000 feet of pipe is 19 feet (Hazen-Williams C-130. The pro- posed system is not a complete 12-inch loop due to the existing 450' o" 6-inch steel main on N.E. 40th, east from the railway. This should be replaced with 12-inch pipe as funds are available. The area along Lincoln Ave. N. E. , south of N. E. 4Gth St. will be nerved by a dead end main until some further development allovh looping of the mair.. The ground also rises going south on Lincoln to approximately elevation 215. These factors combine to limit fire flow to a aaximum of 3,000 GPM at the south em of the Lincoln Avenue line wi.ich is more than adequate for the single family zone. The areas immediately south of K.E. 44th is served by an eyisting 8-inch main grid. :his is adegratefor the portion east of SR 405 but is potentially marginai for the Pan Abode facility to the west with its 5,000 GPM fire demand. This can be remedied by connecting a 12-Inch maia from the existing 12-inch main just south c, May Creek at SR 405 through Pan Abode. C. Existing System Adeoiacy For examination purposes we considered the system in the follow- ing three portions: First - the basic supply, pump stations, supply mains, the reservoirs. Second - the distribution system in the 436 foot gradient between N.E. 12th and N.F. 30th. Third - the distribution system in the reduced (330± foot) pressure gradient from N. 29th to N. 40th St., , vest of SR 405• The basic supply system between the pump stations and the nighlanas ' Reservoir consists of 16-inch and 12-inch mains and has sufficient capacity to provide 6,000 GPM to N.E. 12th St. The 6,000 GPM flow can be supplied from the reservoirs only in emergency situations f with the pump stations out of service. r k The 436 gradient between N.E. 1.2th and d.E. 30th consists of 2,500' of 16-inch main to Aberde-, N.E. and N.E. 16th with a sparse grid of 12, 8, and 6-inch mains northerly from there to N.E. 30th and SH 405• The capacity of this system is approximately 4,500 GPM to N.E. 30th and SR 405. -2- ' � 1 AAROMER ENGINEERS, INC. CONSULTING °NGMURS - PLANNERS . SURVEYORS Since 1893 Arctic Building^enmouse. Seattle. Washington 9810E Telephone 12081 624-82^6 25 January 1975 SYSTEM ADEQUACY ANALYSIS FOR CITY OF RENTON KENKDALE WATER LID 291 L, Fire Flow Requirements As recommended by Washington Survey and Rating Bureau, December 1974 STRUCTURE LOCATION FIRE FLOW A. Misty Cove Apartments 5021 Lake Wash. Blvd. 4,500 GPM (West of Railway 6 Blvd. at extreme north end of LIJ System) B. Quendall Terminals West of Railway and Blvd. 5,000' GFM Plant Site north of N. 44th St. C "arbee Mill Co. West of Railway, South 6,000 GPM ant Site of N. 44th St. D. Pen Aboda West of SR 405 5,000 GPM South of N. 44th St. E. U. Storage Garages 4232 Jones Ave N.E. 2,250 GPM Printing Plant 4308 Jones Ave N. E. Photograver 2, System Adequacy for Recommended Fire Flows A. Approach We have made a general analysis of both the proposed LID System and the existing system supply capacity into the area. Our intent is not to develop a master plan for the system but to insure that al. components of the LID meet the requirements of the assessed properties. Also we will discuss the ability of portions of the existing system to provide the fire flows. B. Proposed LID System Adequacy The maximum fire requirement of 6,000 GPM occurs in the middle of the system for the Barbee Mill Co. This is a relatively high figure ROY L. GARDNER MORTIMER N. TifOMAS ALBERT J. NEMANE - ALBERT M. ARNETT - L. J. 1JACx1 LOCCE AArfufad wing:Consulting Engmaets Council:Amen Can Society Ot CiWI Engicee,s. Lend Su,veyoti Association of Washington The area in the reduced pressure system vest of SR 405 between N. 28th and N. 40th St. is single family residential in character. The mains are principally 4 or 6-inch pipe with some 8-inch. The capacity of this system is approximately 1,500 GPM to N. 40th St. 3. pressure Gradients The LID area will be served by the reduced (330 foot) pressure gradient west of SR 405. The highest elevation served there is about 225 feet. This compares reasonably with the elevations in the LID area, (maximum elevation about 215 feet). It should be noted that the main on Lincoln Ave. N.E. (110th Ave. S.E. ) at its south end is at nearly the maximum elevation for service. The minimum static pressure will be about 45 psi at the highest point. This is adequate for single family usage. i i and can be regarded as a suitable maximum flow for future develop- nent in the area. This flow quantity car, usually be supplied by a looped 12-inch Pipe system so that each line carries about 3,00o GPM. At this rate the flow velocity is 8.5 feet per second and the head per 1000 feet of pipe is 19 feet (Hazen-Williams Cs130). The pro- posed system is not a complete 12-inch loop dit.e to the existing 450' of 6-inch steel main on N.E. 40th, east from the railway. This should be replaced with 12-inch pipe as funds are available. The area along Lincoln Ave. N. E. , south ,f N. E. 40th St. will be served by a dead end main until some further development allows looping of the main. The ground also rises going south on Lincoln to approximately elevation 215• These factors combine to limit fire flow to a maximum of 3,000 GPM at the south end of the Lincoln Avenue line which is more than adequate for the si❑gie family zone. The areas immediately south of N.E. 44th is served by an existing 8-inch mein grid. This is adequatefor the portion east of SR 405 but is potentially marginal for the Pan Abode facility to the vest with its 5,000 GPM fire demand. This can be remedied by connecting s 12-inch main from the existing 12-inch main just south of May Creek at SR 405 through Pan Abode. C. Existing Systc-, . ,equacy For examinatio:, purposes we considered the system in the fellow- , ing three portions: First - the basic supply, pump stations, supply mains, the reservoirs. Second - the distribution system in the 436 foot gradien.: between N.E. 12th and N.E. 30th. Third - the distribution system in the reduced (33(4 foot) pressure gradient from N. 29th to N. 40th Et. , vest of SR 405• The basic supply system. between the pump stations and the Highlands Reservoir consists of 16-inch ano 12-inch mains and has sufficient rapacity to provide 6,000 GPM to N.E. 12th St. The 6,000 GPM flow can be supplied from the reservoirs only in emergency situations with the pump stations out of service. The 436 gradient between N.E. 12th and U.E. 30th consists of 2,500' of 16-inch main to Aherdeen N.E. and N.E. 16th with a sparse grid of 12, 8, and 6-inch mains northerly from there to N.E. 30th and SR 405. The capacity of this system is approximately 4,500 GPM to N.E. 30th and SR 405• -2- 1 C1ARDNER EN61NEhAS, INC. CONSULTING ENGINEERS r PLANNERS SURVEYORS Since 1883 Anil.Building Penthouse.SEettle.Washington 98104 Talephone(206) 624-6205 25 January 1975 SYSTEM ADEQUACY ANALYSIS FOR CITY OF RENTON KENNYDALE WATER LID 291 I 1. Fire Flow Requirements As recommended by Washington Survey and Rating Bureau, Deremoer 1974 STRIICVJRE LOCATION FIRE FLOW A. Misty Cove Apartments 5021 Lake Wash. Blvd. 4,500 GPM (West of Railway 8 Blvd. at extreme nortr end of LID System) B. Quendall Terminals West of Railway and Blvd. 5,000 GPM Plant Site north of N. 44tn St. C. Barbee Mill Co. West of Railway, South 6,000 GPM Plant Site of N. 44th St. D. Pan Abode west of SR 405 5,000 GPM South of N. 44th St. !. E. U. Gtorage Garages 1,232 Jones Ave N.E. 2,250 GPM Printing Plant 4308 Jones Ave N. E. Photograver , 2. System Adequacy for Recommended Fire F'.ovs A. Approrch W have made a general analysis of both the proposed LID System and .,e existing system supply ci,pacity into the area. Our intent is not to develop a master plan for the system but to insure that all components of the LID meet the requirements of the assessed properties. Also we will discui.s the ability of portions of the existing system to provide the 'Ire flows. B. Proposed LID Fystem Adequacy The maximum fire requlJement of 6,000 GPM occurs in the middle of the system for the Barbee Mill Co. This is a relatively high figure r ROY L GARDNER • MORTIMER N. T40MAS ALERT J. MEERANK A(EERT M. ARNETT L J. (JACK) LCOKE 190h010d with C'onsulrmp Engineers Council. ,ironic sn$OLIn✓al'Civil Enpnresrs:Land Smvevurs Associanon of Wash,v'00 Z y ffnn LOCATION _ RE-TON. FtR S FIT MnTON SOIL SAMPLE LOCATION 79 I .• W�`� ,.t CIPRA ENGINEER rvA.r;, e. tFORD DXTE MAY 21, 1975 ti wuf.n f!•K� 1'. A V Y�ry-e� . a Y awr �s"`r.::. r R 7T i �Z � �.r� � ...... A 4� rw+ .w • _ Y t.. � � luau c i r•uty I tj I ce•..nrrr s rw.ut.�xc :e 995 (pvRREs'EYSY C RL1N �� fif x ,w. bedding material where peat soils are encountered. The writer does not necessarily agree with his recommendation, but polyethylene encasement would be needed anyway. It is estimated that approximately 3,000 lineal feet of i 12-inch pipe will require polyethylene encasement. A requirement in the specification for this amount of encase- ment which is to be installed at the direction of the engineer, should be adequate. The suggested installation procedure and standard (ANSI A21.5 - AWWA C105) for pnly- ethylene encasement are included as Exhibit II of this report. There may also be areas where major cathodically- protected utility systems cross or parallel newly constructed waterlines. These conditions were not investigated or observed during the field work, _ however, should they exist, it is recommended that loose polyethylene encasement be installed at crossings or on new parallel lines within 10feet of cathodically-protected systems as a shield against stray direct current. The foregoing report and recommendations are based upon examinations and tests which were made in accordance with generally accepted professional en--ineering standards and considered necessary in the circumstance. BY: APPRO Cq Duane B. Ford, P.E. w. r y Smith,vP.F.. Regional Engineer - o - P silent t f !M Resl.s- tivity Redox Sul- Soil & Moisture No. Location _ ohm,/cm my pH fide Description __ 8 N. 48th St. about 2, 200 +220 5.5 Pos. Brn. sand w/ c janic 20' E. of Bore silt to 3' 7Blue-gray hole No. B-9 in varved clay below- tul.e bed water at surface 9 Lincoln Ave. N.E. 1,540 +300 5 .6 Neg. Hard stiff silty i (Weber's boring B-7) clay, It. brn. in color - Moist 10 Jones Ave. . N. 7,590 ---- ---- ----- Dk. brn. & brn. (Feber's boring B-6) sandy silt & gray gravelly sand -Water i Ca 2' (area overlain w/hark chips) { *11 Shore'ine (Weber's 2,400 +280 5.4 Pos. Blk. peat soil-Sat. ' B-10 or B-3) *12 hillside (possibly 2,800 +220 5.7 Neg. Brn. silty clay Weber's B-7) similar to Sample 9 * Samples were rc eired and tests were run on 6/10/75. They were obtained from Paul R. weber, Scils Engineer, and sent by Gardner Engineers. i The soil sampled was analyzed and evaluated in ! , accor ..,rce with ANSI A21.5 (AWWA C105) Pages 4-7 of Appendix A. CONCLUSIONS AND RECOMMENDATIONS: It is recommended that gray c- du-,tile cast iron pipe be protected with loose polyethyiene encasement in areas where organic peat soils are encountered at pipe depth or where vegetable ma`ter will be allowed in the backfill around the pipe. It was noted that Weber had recommended in his report the use of baled hey as a 5 1 I .. t'* TEST RESULTS: The following table lists the results of both the field and laboratory analysis of the soil sampled: Resis- tivity Redox Sul- Soil & Moisture No. Location ohm/cm my pH _fide Description _ 1 N. 38th St. about 5,400 +320 6.2 Neg. Lt brn. silty loam 200' W. of Park Ave. Moist (but well N. drained 2 Adjacent to exist- 6,900 No sample taken Glacial till mixtures ing pump sta. next used 4-pin resis. of gray clay,silt, to Lake Washington test. sand & gravel-Sat. _ to surface 3 Burlington Northern 6,435 No sample taken Gray gravelly sand R.R. at N. 'Oth St . used hand probe 2 ' ; Dk. brr, organic r ' (Webers boring ),I) for resis. test. silt (loose) 9' ; Water table in bore -�r t hole at 1' - 4 Burlington Northern 5, 527 ---- ---- ---- Dk. brn. to gray ,.. R.R. at N. 44th St. layers of sani„&i.t, (Weber's boring B-2) & clay- Water .e @ 5' 5 On E.side of Iake 7, 920 ---- ---- ---- Glacial till-Sat. Washington Blvd. in drained ditch 6a Adjacent to bose 8,__O --- ---- ---- Gravelly clay,water hole in diten at surface (Weber's boring B-4) 6b Rlk, waste fi?.1 2,' 10 +170 9. 1 Neg. Silty sand w/oxidized adjacent to bore hole metal-Moist (Weber's boring B-4) '7 Near R.R. trestle @ 4,200 +320 5.3 Tr. Brn. loam to 3' 0 upper end of pro3ect Gray varved clay " (Weber's boring B-3) below w/silt & sand Saturated (water table at. 2.5 U 4 _ .;..y. µ. that in earlier times Lake Washington contained a higher elevation lake level. Gardner Engineers sent two soil samples collectedy55.Ps. +": by '_heir soils engineer, P. R. Weber. The samples, k_. k��«r"; `•; labeled "Shoreline" , were an organic peat soil and are designated No. 11 in this report. The sample was arbitrarily located on the enclosed map at the 8 site of Weber's bore hole No. 10. It may have been taken from Weber's bore hole No. 3 where organic peat soils were also encountered. The Weber sample labeled "Hillside" was indentical in texture to Sample 9 collected by the writer and is designated No. 12 in this report _., . and on the enclosed map. None of ,;he samples collected or tested were considered corrosive to gray or ductile iron pipe with the exception of the organic peat soils found along the lake shoreline or in localiTed tule swamps (see Samples B and 11) . It should also oe noted that surface soils containing bark chips aad other vegetable matter were observed at several locations along the pipeline route and if these soils were allowed as backfill against the pipe, the corrosion potential would be harmful to the pipe. 3 L � 1S � r { At each location, certain basic soil analyses were accomplished. A small diameter boring to a depth of approximately 3' feet was made by means of a portable earth auger. Soil samples were removed for analyses, 3 including: resistivity, pH, oxidation-reduction (Redox) i potential, sulfides, soil and moisture description and :.;t•' other examination. For a description of this testing - procedure, refer to Exhibit II (ANSI A21.5, Pages 4 to 7) of this report. In addition, earth resistivity was determined at each location by means of a single probe inserted into the subsoil at the bottom of eac, boring. The soils encountered at the selected locations and depths were generally saturated. The lowest resistivity measured is recorded in this report. ( OBSERVATIONS: The project is located near the east shore of Lake Washington on the slope of a recessional moraine which is principally Wisconsin in age. The glacial till is a hard, blueish gray to gray cr -Like mixture of clay, silt, sand and gravel an!l lake Front, the formation is overlain with later of irganic clay and peat and more recently, man-made fills. Varved clays foul , on .:he ea, t side of the stale highway indicate ltr'