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Home My WebLink AboutSWP271905` A Q@ Mneer National Title Insurance Comp>wy WASHINGTON TITLE DIVISION Filed for Record at Request of TO City of Renton Utilities Division 200 l,:ill Avenue South Renton, ItiA 98055 THIS SPACE RESERVED FOR RECORDER'S USE Foptw L 32M BILL OF SALE KNOW ALL MEN BY THESE PRESENTS: That Colony Craft, Inc. of Bellevue County of Ding , State of Washington, the party of the first part. for and in consideration of the sum of one and NO/100 Dollars lawful money of the United States of America, to them Dollars in hand paid by the City Of Renton the party of the second part, the receipt whereof is hereby acknowledged, does by these presents grant, bargain, sell and deliver unto the said part of the second part, the following described personal property now located at N. 20th Street and Duvall Avenue N.E. in the City of Renton , County of King and State of Washington, to -wit: Approximately 3,485 L.F. of storm line, 36 catch basins and 1 detention vault per the attached Inventory Sheet and including all appurtenances pertaining to said storm drainage system. expressly warranting said storm drainage system against any expenses, costs or liens hereto incurred thereon by, through or under Seller herein. TO HAVE AND TO HOLD the same to the said party of the second part, its heirs, executors. administrators and assigns forever. And said party of the first part, for its heirs, executors, administrators, covenants and agree s to and with the said part y of the second part, ' is executors, administrators and assigns, that said part y of the first part is the . owner of the said property, goods and chattels and ha s good right and full authority to sell the same, and that it will warrant and defend the sale hereby made unto the said part y of the second part, it executors, administrators and assigns, against all and every person or persons, whomsoever, lawfully claiming or to claim the same, IN WITNESS WHEREOF, The said party of the first part has hereunto t its hand and seal this 24th day of January, 1,989 " (SEAL) (SEAL) (SEAL) (SEAL) STATE OF WASHINGTON, ss. County of On this day personally appeared before me to me known to be the individual described in and who executed the within and foregoing instrument. ar.d acknowledged that 1`t� .pAd the same as r- free and voluntary act and deed. for the uses and purposes therein mentio. GIVEN under my hand I�C. 7 day of L.,/�•� � / � * Notary Public in and for the State of Washington, S A� VVI i residing at /ate_kj_d� Storm Drainage System Length COST DATA AND INVENTORY Size Type 1. 620 L.F. of 8" 2. 1,856 L.F. of 12" 3. 423 L.F. of 15" 4. 586 L.F. of 18" PIPE PVC Storm Line Concrete Storm Line Concrete Storm Line Concrete Storm Line Pipe Costs $ 59,877.40 STRUCTURES Type Quantity 1. Type 1 C.B. 19 2. Type II 48" L.B. 13 3. Type II 54" L.B. 2 4. Type II 72" L.B. 2 5. Detention Vault 1 Structure Costs S 94,685.00 Total Cost for Storm Drainage System S154.562.40 pfs/b T�ET��Y Ti°W ,16/ -17i CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS / GEOLOGISTS 12919 N.E. 126- PLACE KIRKLAND, WASHW4GTON 98036 (206)823-9800 EVERETT (206) 259-0817 TO; ATTN: THE FOLLOWING WAS NOTED: FIELD TEST DATA SEE FIELD REPORT No DATE CERT. NO. PROJECT LOCATION BLDG. PERMIT NO. OWNER WEATHER TEMP J G AT ATe PM ENGINEER ARCHITECT CONTRACTOR TRUCK SAMPLED Z ` TRUCK TICKET No. �G L 3,/ TIME I SLUMP %AIR UNIT WEIGHT YEILD CEMENT FACTOR TEMP, CONC AIR sU F7 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 3 C.A.' WATER TOTAL CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET No. 67�� cv-E z PRODUCERS: AEA CONCRETE CEMENT ADMIX. I Z.CK. ^ �CAG 1 z -'1G 1 PLACEMENT AREA & NOTES i r.,Lr/L !!�•>>�1 J- G�z t.-ti G-f✓�z C� �s. ��.->, �/! c L CU. YARDS PLACED 3G- DESIGN STRENGTH J / J INSPECTOR: COPIES TO: pi SIGNED: PREVIOUS :/G, l Z L, REPORT No. ! No. CASCAOE TESTING LABORATORY. INC. TESTING 8, INSPECTION / ENGINEERS / GEOLOGISTS 12919 N E 126— PLACE KIRKLAN . \NA5H1NCT0N 96034 (2061823-9800 EVERETTT 12061 259-0817 TO: ATTN: AS REQUESTED BY: THE FOLLOWING WAS NOTED �/ C'IyZGGG C� DATE CERT.NO. PROJECT LOCATION BLDG. PERMIT NO. OWNER WEA-TYER TEMPu AT �z:� ATL- ENGINEER ARCHITECT CONTRACTOR SC 42e,- -71 ��•.��2 �� l �- �c �i-� � . �5 - G ' �'/2 ' ' Inc--L�- SEE TEST REPORT NO. HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY 7 INSPECTOR: G'- f ✓ d%'� Imo✓ COPIES TO: L P - e. ' I ', r-) ct -,? I FIELD O SIGNED: '�'�� CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 N.E. 126— PLACE KIRKLAND. WASHr4GTON 9803A (206)823.9800 EVERETT (206) 259-0817 TO: �� /firt11CS ATTN THE FOLLOWING WAS NOTED. FIFI n TFST DATA SEE FIELD 4V62 REPORT No. No DATE CERT. NO. PROJECT LOCATION BLDG. PERMIT NO. OWNER i of 0 2- e- WEATHER TEMP AT ��'. AM AT P ENGINEER ARCHITECT CONTRACTOR SCa �Cc TRUCK SAMPLED Gc7 Z TRUCK TICKET No. ClG 7 / TIME SLUMP UNIT %AIR WEIGHT YEILD CEMENT FACTOR TEMP. CONC AIR �G�,, LUM!'HtJJIVt J 1 HtNU I H BATCH DATA FOR 1 CU. YARD DESIGN MOIST ADJUSTED WEIGHTS CEMENT "yWEIGHTS 74 FA. C.A. WATER TOTAL I I CYLINDER DATE NUMBER MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET No. "X12 cityc REN _N !3EP2�l�sa ► •) °, ",1r1 a n r PRODUCERS: CONCRETE CEMENT CU. YARDS PLACED AEA ADMIX. CACl2 °S DESIGN STRENGTH - PLACEMENT AREA & NOTES / G.rc� zt INSPECTOR COPIES TO: SIGNED: J. CLARK JOHN Consulting F•nginn 1418 112th Ave. N.E. Bellevue, WA 98" (206) "7137 Job: Date:-S/o3/B .rt DK/C'S Subject:='�L-CS• rJLTf5nu-r/one T-A-NlL 11,14L L 1ZL//VF Wl = ;fir _ O•Z3 _ Z. T)e Y 6 " j.'14 L L d = 6 - 1 z - �'" s = G. 19" _ Qu ="" = o. 003 Y 55rcF� 2 su r-04 'Off (W5Lo44) y ONC. /5 PLINK _ oeo o p I5 ToavuvG -- 9.93 lurrns 1 fill wL bLA _ 3)(14.1.9 - G c Z 'nr Z < 5 @ A. (91C �A4s - - 3 /9'J (r/, VE2T, JAts1DE FpC€ JO N AppL1E5 To 3 n�ia CS OP OAL0 5 J. CLARK JOHNS(' Consulting Engineer 1418 112th Ave. N.E. Bellevue, WA 98004 (206) 45C7137 Al /DDI-C roo rlIyo Job: Date ors 2 SY blaet: �ETE/VTiDti/ T,4NK -rnucK �ZSop3Fx3S) L CONC PL-A-NK = 3, ! V. Z 9 FX/6T/n1 Et L-0,4D, �so,e_ - /Zo pcF'�i9,o8) = 1, 09 14/14 T,R,( 3 -G WID6 F'oor,lveh 1 „� C2Ea5L Foe � E psu ,4LL )W.40Z.E SOi,L PRESSvMG =Zoom/f(o.zo)(9.08-�)� = 5Z3Z PIP NET lVE1.,l 1,4[104v-0.46)XV 1' 3,5 - Z. rsF G SZ3Zps F uct. CNECI< SHEAC U„ Vr- (ZGoo)�4 o.G7_d�_�O.gS��2r2oov�(IZ� �l2ci� /, ,7- d 4. 2 i d "� t � _ 7, Z Coo U g C- to" rki c,c FeorW6_5 C..DOU T. C)IL J. CLARK JOHNSO lobo 3 Consulting Engineer 1418 112th Ave. NR Da t e Ley I Bel(206) 454-7137 WA Su b j e c t flETENT1 oN TAAj K MIDDLE 1`00-nAl-r ( OAfQ GNECK MoMEAIT MV-.2L 33 1 Z _ 4,13 �'�� _ �4,13o )(�Z)!ico) _ lZEG7 D QU (0'90) 1d-►0 A3 = P bc(_ D. Z4 1&1z USA 42�►,Ji�G x /o"Z>6C—P Fr&. w/ '�'S@ 13"0•C. TRAYVS. LOAJ (-r . j E I N %. A5= P,,,.r. bd = 0.961"? xl 5"- *5 (,4S` 0< .'. �-�-s LONGt. 12EInsF, CoNT, John R. Newell Inc., P.S. 231 Williams Ave. So., Suite 200 P.O. Box 396 Renton, Washington 98057-0396 Phone: (206) 255-2190 May 12, 1988 City of Renton Storm Water Utility Department 200 Mill Avenue South, 4th Floor Renton, WA 98055 Attn: Chuck Price Re: May Creek Highlands Dear Chuck: Attached, please find the drainage analysis for the off site storm drain along the east side of Duvall Avenue N.E.. The Rational Method and a 10 year storm event was used in the pipe analysis. Per my discussion with you the, off site storm drain line along the east side of Duvall Avenue N.E. was designed assuming complete orfice failures and detention vault overflow using a 10 year design storm which is conservative. A revised pipe analysis has not been repeated for the piping on site. The numbers may change slightly due to adding extra catch basins but essentially the piping runs are the same as previously submitted. If you are not in agreement with this and a revised analysis for the on site pipes is an absolute requirement for plan approval please advise me as soon as possible. Sincerely, JOHN R. NEWELL INC., P.S. i I tvv Kc tL*Q John R. Newell, P.E. JRN/kab C7-002 Enclosure STORM WATER UTIU"'( SCE IV V tam 1 21999 Nio« Pb {NY 1(DA--So i. SEW&WDESICCAL/ IVS LOCA77101V NAM == ��" Y►Yl.rrf Y1WLJ Lar�:�iR llrYrY �'��f' Y�iJ WI�►`�1,�, ��r�`e So mom x 427 \ -x S1Trz�� 0 .- x 1 x� 0 1 11 A= Oic n � I O xkm 0 g2 12 n TREES y < 0 osi3 ca" s- _ c x 413 %02Z \ 406 \ Co'JCD 390 ^ 11 TREES \ 64 � y �kl... TREES % � /_ _../ A? JL JL x.*o i �w PRAtN J Ch`f d� �F,tTON Eizi uiz y - is (0'2 i L rCouNz� �Nv SuVy-ypc '•t 1 P s t l +•72 9�QZ 2i . 7 ao y, n►�o fig' .� P ltwN o 4tt.00} A T SourN END 3 WIDE312 10-00 413.7 ` j' "nPuV--QtX" 313 lo.oa ;( (10+05 T.T. -S.oe CJ 18 C►,[' I►1 F�„� tii. IQ4, 410.�, ✓ l ( Rl.n• 413,vV� lL"^.CUG. kQWGL&h W. �►.►V 411 l(� our zo.Seuty tWV 4 to.Bt 31• 10+44 1.00 rzT 4V5.39 =Nl'. tN Feo- I.i \NJ = 410 . 54, , 319 l0.'JA.27 413. 93 `HP. Out To S, IWQ'4l6.49 k' �o.�c tts w . 1Nd : 41o. 69 316 11-00 412.6 1, tt _I c�-3 Q•6A= a.-z.�g MU 41"-i, I ��2 l�� 4u'1�� pZ . t7 �. ^�'�. ,N . tJ , 1N\) : 40 7. $ 1 4 1 l b' 24'4 '1 4 O ��,U-Lv VE21f iEL "-6s� 319 11•60 K It+coo Q..T qo . o..� L..•1 re"' CuQ(3 ��' �., ♦ - E� 4U.ZG F CM6 It , 317 12•00 410.A3 \Z>roo .ZT l-V EL= 410 b: 320 13N0 400.26 to-1 ¢owo re 7 Q , * 321 13#70 406.N 1%4 Qo...� 322 13973 0 COS 1'.!+'l3= �T, l53 CPS-.L QtK• 4f�fo.44 I`Z4a Co"e. OUT S. I14q• Aoo. t9 1Z:' Cow�c t►1 . Nt tblJ = 4co •CVg 43, 1NV n 4c 0o 71 MD= cc, I1---I; T DRAINAGE ANALYSIS FOR MAY CREEK 91614L4NDS QW ►�,�P ��FG 1 S 1 EF�`G �`` A '�fflOxAI CRA9 TSMAN TOMES INC. ,OA TE 4. 6.88 BY. 10HN R. NEYVfl G INC. P.S. /0 0. dox 396 ffENTON, WA 98057 (20Co) 255 - Zi4o PQOJEcT: �LgL�_ MAy�QEEL' HIGf/LANO,S P. / DISCLIS�IU N; THE EXISTING 1-51Tf /5 COMPD::ZED OF /D. /0 ACRES KIITH Z ,PELIDENCE5 TOGTHEIZ ►KITH V4210uS OUT$UICDI"6.S . THE -!TE HAS A HMMte R/(XF W1-1104 ,BUN-" NORTI-I TO ,`OUTH AT .APPEoXl&4A7ELy 7HF MIQDLE OF THE P20PEETjl. 7HIS RIDE SPLITS THE PQoPE2ry 1N,7D TWO D2A14AGE 5'.L/e-l3AL 5; e,OTN WHICH FLOW �OUTHEPLy TO 7M HONEY CREEK D2AINAGE NAY. PAf14 INVESTIGATTOt4 THIZU 517E Vl.W-5 AND ,PEVIEN OF THE AERIAL TOPO, MAP FUR .5EC7-1oti1 3, 7. 23 N., k S F, W.M. C ITV OK QEfiITON 1 qG3 DATA -,HoWS THE 5U8- I BA` INS COMBINED co' NoNf-y C2EE4 , THL-2EFORE , Fo/Z DETENTION 0E5164 C{5E ENRef PLAT A;, ONE QAS/N, STOCM PVNOFF MU Nor BE DiVr2TED F20M THE HoNEy C2FF4 &SOj USE A RENF02CED COOCEETE DETENTION VAULT, CONSTQUCTfD /N PCACE I ON LOT ZS, TO DE7A/N L70RM 2UNOFF, DISCHAPCE EU&IOFF AFrFE DETENTION INTO A NEW ENCLOSED 5TO&4 012AII`IAGC ,&TEM To BE CoNsT2uCrE0 IN /38'" AvE �. F-. AND TIF INTO t-XI�TIN(, 01?AINAGE 6y57ffl, DEGIGtiI CEITEPIA F02 DETC-14TIOO ANACy 51s '. (. 5 y2 RELEASE QA7E V4I7Pr 2S y,e DETENTION VOWMES AREA 'c / 040 AC , 0,10 4. C (0) = 0.510 JU/Ac = 4 4 / 10,W = 4. 36 du1Ac S. 2- -c7A6E �2IFICE G. PENTON- SEAMF FOEMULA5 7, 5C,5, TECH, F0 J� OVE2LANo GLOW V,E L LICIT/E.-, T0G06QAPMy ; VEG E 7A71DN ; SC oPES RANGE FCOM 2% TO 3.6'0/o (AVEI7A6E) H&F 7H& .'17E HAS Some- 725E IN PASTUeE . THE TREE LIMIT IS CALCULATE DETEAIT100 VOLUME COJ"tlS�n�� pAS/h A=10,10Ac C(F-x) = 0,1 D C(DEv)-0,50 WITHIN THE EXISTIN,, PROPFeTy THRW6140W. APP,00, I AWE-Ly ONE - COV�E2 W17H THE 0EA-jA1N DER' SHOWN ON THE 012AINAC•E HAP, TC (WEST SU88A5/N) = lU-t�- -4r 4gMrN 0, (,,rco 0. 3Ao 0 0.¢45.O 0,3)(60 �,. Tc> ( EAST 5Ue-bA5IN)- 10-!- Z(W- r /gU t 120 = 33.31kin+ ,6160 0,5x60 U.05-X(c0 U.6Y60 USE 40, 4q wiN WNIcH WILL C,1VE �m&LeSr RCLEASt RATE I(5y,e) : 0, 55"/H,e TC = 40.4'-i Q(Exj= (10,10)(0,10)(, 56) = 0.536CFS. QC) = 0.561,/ (lU.l))(0.50) = 0.116 CF.Sl&-C E9Q1KT: PL67 OF MAVCe&-_Z NIGHLANDS P. 2 rw - zs d —0 19-9 c Q _ -zs f 13Z.C1 V5- 34ZO(13Z,01 __ _ (ZI�fJ�116)(►32.01) 132,01 Y Z5 24/7.59 VT: (2417.5�!)(IO.�o)(, l Z 20q CF. SET TOP OF STOEALE Q� 417.0 AND WE 0.5' FZEFea D C'ONLIDEZ "r-TOPACE IN C a 4 PIPF5 A5 COWfVeUTION TOWAZ,.D TOW YOWHE C8" 5 1,12' x S, Z CF/F7 = S.B CE"4 /155 x 512. = 8,Z ?,a2 lC IZ,G 35.5 F3� 2 2,4q x .d.Z - 13.0 C13" 3 2,45 x 5,Z /Z,9 CB 18 1, 12, 6 cam/4. To C13 o1 e (12"i 40 K 0,78 1 Z S K 0.34 = 4Z, Co'llb To Cep, 1 7 39 )( 0.7 b = is(01 CL3" I TO C'6"7 220 X Q3 = 270,6 To C86 7 coo x 1.73/c: = 37 0 TO TM. PIPES f &ASIN = (a57.3 C.F. VOL ,2EQ'D IN ST2LlM12E = IZZoq- OS7= //SSZ CF. DEPTH NAW IN 572UCTU2E - 4' ACEA = //SSZ /4= 2888 5,F VAULT 78 x 103 35 x, 5z.5 U5E 3S X83 ' P12alEC7 PZA7 OF_44,4 % 'Ee�H/GHLAnIDS ,0.3 L7A6E Oe/F,CE.S ToTA(,- 0,58 L CFs Q O&Q(c = 0.S86/Z= 0.293 cFs C = 0,lcZ N = 2, 0,3 Q, - 0, 2 9311, & Z) (G4.4 x z, ��) �� 0. 0 413 J17 ((4)604!3)IL o,Zzy� 7T Z 314„¢ Q z = 0,793 CFS Hz = 4,04 Q2 = d7- ((G2)(�)) I- = O, l9Zo 7T Z TABLE 1 RUNOFF FACTORS FOR STORM SEWERS FLAT ROLLING 0-5$ >S% UNDEVELOPED LAND Wood $ Forest . . . . . . . . . . . 0.05 �0.10 Sparse Trees & Ground Cover . . . . . . ..10 0.15 Light Grass to Bare Ground . . . . . . 0.15 0.20 DEVELOPED AREA Pavement $ Roofs .. . . . . . . . 0.90 0.90 Gravel Roads $ Parking Lots . . . . . . 0.75 0.$0 City Business . . . . . . . . . . . . . 0.85 , 0.90 Apartment Dwelling Areas . . . . . 0.80• 0.85 Industrial Areas (Heavy) . . . . . . . 0.70 0.80 Industrial Areas (Light) . . . . . . . 0.60 0.70 Earth Shoulder . . . . . . . . . . . . O.SO 0.50 Playground . . . . . . . . . . . . 0 ��2O 0.30 Lawns, Meadows & Pastures . . . . O 0.25 Parks $ Cemetery . . . . . . . .`, 0.15 0.20 SINGLE FAMILY RESIDENTIAL (Dwelling Unit/Gross Acre) 1.0 -1. S DU/GA . . . . . . . . . . . . . . . 0.30 1 . 5-3.0 DU/GA . . . . . . . . . . . . . . . 0.35 3.0-3.5 DU/GA . . . . . . . . . . . . . . . 0.40 _ 3. S-4. 0 DU/GA . . . . . . . . . . . . . . . 0.45 pe+Q��n 4.0-6.0 DU/GA . . . . . . . . . . . . . . . 0 S 6.0-9.0 DU/GA . . . . . . . . . . . . . . . 0.60 9.0-15.0 DU/GA . . . . . . . . . . . . . . . 0.70 18 5/79 r surface Watfr ManagemenjDivision - P Special Information Bulletin THESE GUIDELINES ARE EFFECTIVE SEPTEMBER 1, 1985 FOR FIRST SUBMITTALS. Subject: STORM DRAINAGE CONTROL - REQUIREMENTS AND GUIDELINES l� (DESIGN REVISION: MULTIPLE ORIFICES) %Cj- %% This bulletin outlines requirements, guidelines and design criteria for a change to Storm Drainage Control - Requirements and Guidelines, King County Department of Public Works, Division of Hydraulics, May 1979". Figure 1, page 46 -- "Flow Restrictor/Oil Separator, Control Devise/Catch Basin" is replaced by "Multiple Restrictor/Oil Pollution (FROP) Control Device". These requirements will apply to all new projects submitted for review after the effective date of this bulletin. DESIGN CRITERIA FOR USE OF MULTIPLE RESTRICTOR/OIL POLLUTION (FROP) CONTROL DEVICE (1) Multiple orifices are required when the allowable release rate produces an single orifice greater than 2 1 inch diameter or a flow greater than 0.30 cfs. (2) When multiple orifices are required, a minimum of 2 orifices are required and 3 orifices are recommended depending`on orifice sizes, discharge and head available. (3) The minimum orifice diameter is 0.5 inches. (4) The allowable discharge shall be divided equally among the orifices at maximum head. For example, when 2 orifices are used, each orifice shall pass 50% of the allowable Q under maximum head; and, when 3 orifices are used, each orifice shall be sized to pass 33% of the allowable Q under maximum head. (5) The minimum vertical spacing between orifices shall be 1.0 feet (See attached FROP Section detail.) (6) A plan and cross-section (to scale) detail must be provided for all multiple orifices (FROP) devices. (7) The simplified Rational Method can be used for determining the allowable discharge rate and sizing multiple orifices for drainage areas less than 50 acres; the SCS method is strongly recommended for areas greater than 50 acres. (8) See Table 1 for storage requirements for orifices with equal head pressure between adjacent orifices. (9) See Multiple Restrictor/Oil Pollution (FROP) Control Device. (10) For multiple orifices with unequal head pressure between adjacent orifices, the Engineer must calculate the DR value as defined in "Criteria for Use of Fixed Multiple Orifices" and "Supplement to Criteria for Use of Fixed Multiple Orifices" (available at the Surface Water Management Division). King County, Washington Department of Public Works Surface Water Management Division • Randy Revelle, King County Executive Donald J, LaBelle, Director Joseph J Simmler, Manager 976 King County Administration Building Seattle, Washington 98104 r TABLE 1 STORAGE REQUIREMENTS FOR MULTIPLE ORIFICES AREA Type* and Number of 0-Year Design Storm 25-Year Design Storm Peak Storage Maximum Storage Peak Storage Maximum Storage Outlets Time(Minutes) Volume (Cu.Ft/Ac) Time(Minutes) Volume (Cu.Ft/Ac) Seattle/ Renton One T = -25+ 1762 Qo Vs = 2820T - 40QoT T+25- T = -25+ 2138 _Qo_ Vs = 3420T - 40QoT + 5 Seattle/ Renton Two T = -25+ 70500 d29.9Qo Vs = 282OT-29.9QoT + 5 T = -25+ 855UO d 29.900 Vs = 3420T-29.9QoT T+25- Seattle/ Renton Three T = 25+ 70500 26.4Qo Vs = 2820T.26.4QoT � T = -25+ 85500 26.4Qo- Vs = 3420T-26.4QoT Seattle/ Renton Four T = -25+ 70500 25 o Vs = 282OT-25.1QoT fi+25 T = -25+ffn Vs = 3420T-25.1QoT Seattle/ Renton Five T = -25+ 70500 24 o Vs = 2820T-24.lQoT T+25 T = -25+ 85500 2-4 Vs = 3420T-24.1QoT T+26- * Orifices with equal head pressure between adjacent orifices. M.Tseng/L.Gibbons/7/19/85 -"Z MAyCEEE,K 11I6NC.AND5 STEUclU9F No. WT After P-lw AUA 01=FSITI= A(ZEA 14 A 14419 VIZ4 (9500 14 L 11535 ICI 3q 12 Z1600 SZ34 I IIOW 13 1459to CO3 a r,4G1Z 6bO 14150 !0 ZI (,8l $(40 w 1,611 3104 5 32 1�w ?S34 4 ZZSID 1131? 3 14111 1472,0 11:71A (440L ;().1 Irma, 14403 4i'll 16A 14404 41` 1103 1442Z y508 Irj I Zqc- gZ2'i 20 f� 48 a 34"74 19 �201 �111 - "i z-74- LU? LS {%NS ;3?k7(o IJo442 :-22250 CALL. C(D) WT user I-100 rc Wr -TyPKAL 2000 SF Hou.sf- c = a,q o 40U SF DVLV3y C` = Olgo l5U SF PA-(10- ImxvAl S C ' 0 Ctu 4(o to `_>F LAWN C - O,Zo (4(oSo)(0.A% ZS50(.g0)r 1Z,00 = CALOT) = CALC, Z(D) F-lW t(�,E 3,�' LANDSCAptt-AG 1 ACH SIDF- USE 21, 5' W At.rS / CU S/GuTTEI-S � 2C)ADWA`I c cz1m t ZI,S( 'Ga) / Z's = (:),Bo CHF-Cr (C(o FOC 44 LOTS oN 10,10 AL du/AC= 44110.%D= 4.3(. DU/AC c(W = o,So FROM MA► LAP, . V 1ZIP) WEIGHTED GCD) (332G71 (o.g5) �- 106442(-go) )+- &c�,15 C--ZL�)/ 43g734 ( ►c,Ts) IZIw ir- 0, SZU Or-- CUNSEeV&TIVE- SOLUTION OF MANNING'S EC MON-FOR CIRCULAR PIPE A R I I t A a 12/3 Nor wiwf rails of n) =. Dia- - In Area Mydrlt. R'/1 AR'/' I,_j-fD i[ 1, , a-, • YarWvs VOW t1 n .� 22 .813 .014 A1S T-016 Al] .018 1 .019 A121 .K3 024 A27 M A31 A32 A33 All --�-- - s a + .20, 1:S ..v" ' r4 ( op 6l 5.[1 4.t6 4.56 4.29 4.05 4.04 3.47 3.17 3.04 2.70 2.43 2.35 7.79 2. 8 3S 16) i iO3 i 106 13.09 12.08 11.22 10A7 l.t2 9.21 8.73 8 2) 7.48 6.93 6.115 S.82 5.24 5.07 4.91 4. :r -SS I 208 151 1l1 , 23 74 j 21-91 20.34 1S." 17 80 16 75 15 62 lA 99 13.S6 12.36 11.07 10 55 9 49 9.19 8.90 t 1 'E ! 5n 1 .397 1 !;2 j 38 fly 3S 63 ; 33.08 34t8 29l5 27 74 25.73 24.38 2206 20.14 19-30 17.15 I 15.44 14-94 14.47 14. 1'• 1.2s 1 ?:= .46) I 566 6v.98 ; 64.60 i Sy 96 5518 52-49 49 40 1 46 IS i 44 20 39.19 36.51 34.19 31.10 27.l9 21.09 26.2/ 2S. I ( 1! 1.77 3-5 1 520 � 9:9 1 11 P FI 105 1. 91 91.:,1 t5.35 1 RIC.33 71.t7 65.03 9.37 -W 50.58 4S S2 42.67 . 42 241 43/ j 1 385 171.6 S4 08i 1 98.09 t9.i i56 85t 7629 I44.05 6866 66.45 61.37 6 3 14 .5aC .630 I 1.979 2451 226.2 ( .44 2101 196.1 I 183.8 I7S.8 173.0 163./ 15.8 140 17 7.9 122 5 7089 .03 94.47 91.9 89.24 I 31 :.9. 625 7+i 3 S88 I 444.s 4IU 2 36C.9 j 3555 ' 333 3 i 3:3.7 I 2%.2 2806 25l0 211.8 I 222.2 1971 ( 177.7 172.0 1666 61 3E I 7 J7 ; 7SO 1 .025 ; 5 832 I 722.6 I 6670 6193 578.1 I S41.9 510.1 I 481.7 1 456.4 4129 377.0 1 351.3 1 321.1 2890 279.7 271.0 I 262. 42 ' 9.62 875 915 I 9 8J3 1089 1006 934 7 971.9 817.4 769.4 7266 688.4 1 622.9 568.7 545.0 484.4 4360 421.9 408.7 3% I' 46 12 o 1.0.3 1 00 I1 1-7 1556 I 1436 I 1333 1244 1167 1098 1037 I 982.2 ! t89.2 $11.9 778.1 691.6 I 622-4 602A Sa3.3 S65 S4 :5.9 1 12S ' 1.082 I 17.21 2130 1966 1826 1704 1S97 1503 1420 I 1345 1217 1111 1065 I 946.8 852-1 824.7 718.9 774 63 19.6 I 1.25 11_16 22 78 2921 2604 ` 2418 2757 2116 1991 1880 j 1731 1612 1472 3410 12S3 1 1128 1092 1068 102S 66 72 23.8 i 28.3 :375 1.SU 1 236 I 1.313 79 37 3',,4 !637 45bE 3°58 13138 32-5 3932 2910 M." 2728 3441 256i 1 3236 2425 2297 30�58 2097 2078 •1898 1818 1616 j 1455 1408 1364 1322 2621 2393 2294 2039 1335 1776 1720 1668 78 j 33.2 1.625 1382 I 45.56 SC19 5242 4868 454i 4253 j 4009 3766 1 3587 3245 (394 2963 283! 2524 2271 21" 21" 2065 t4 -75, ./S2 5.86 j6i0 688 (536 1485 'I4613 14370 3610 13460 3075 2768 2676 2S95 2516 9C /4.2 1 1 67.20 838 7678 7130 6654 1 6238 5871 5545 4159 697 3327 3m 3119 3024 95 i 1 503 .iI i1. 200 1 587 79.77 98o I5932 V120 8469 I5190 7904 74:0 6974 6587 1 6240 WA 5155 4940 4391 3952 3824 3703 3593 102 I 56 7 2.125 1647 91 39 11614 10721 I 99S5 9291 8710 6198 7743 7335 6636 W59 S607 5162 4645 4495 4355 4223 104 63.6 2.25 j 1.717 1092 13526 12466 71594 �1U621 10145 9948 9017 8543 7729 7057 6763 6011 5410 5236 5072 4918 1i4 1 70-9 2.375 1.780 12( 2 �15624 , 14/22 I13317 112499 1)1718 11029 10416 9868 8928 8152 7812 6944 6249 60" 5859 `68l ` 120 78.5 2 9G 1.642 14c 7 17915 16537 1535S I14332 117645 11943 11314 10237 9347 8957 7962 7166 693/ 6718 14 I 1:6 I IN 6 1 2.625 1 1.902 164.7 j 2W04 19934 17489 I13436 16523 15K'3 j14433 13632 12887 11659 10645 10202 906P t161 7t98 7651 .19 13: 1 9i 0 750 ; 1 963 1 ld6.6 j 23CS9 21JJ2 Iy799 18179 I20805 17324 11lSrH 16305 11S399 14589 131" 12051 11549 10266 9239 8941 6662 t399 ;:A 103 9 2L,l i :•2Z 2: 1 2P':4t 24"G 12?91 :8357 17337 �I64J5 14860 13568 13003 11558 10402 10067 l752 9456 141 13 1 i 3 0: ' 2080 2352 29135 26b91 I J4910 233U5 i 21849 In563 ]94? 1 (1,,399 11,"6 151" 14566 12947 11652 11276 10924 110593 ,5:, .4..7 3 125 2 137 12C2 2 3248' 179963 1 27b41 f25985 24361 22928 1 1205111 18561 16947 16241 119436 112992 12573 12160 11811 1S5 132 7 I i 3 250 1 2.194 ' I 24' 1 36063 1 33289 1 30411 i28850 21047 254bo 121654 24u42 22777 20607 MIS 18031 161126 �14421 13960 13523 13114 16: 143.1 3 375 2.2SO 3220 39842 36814 34184 131905 29911 I28152 26568 22789 20808 19941 17725 1S952 15438 14995 14502 166 i 153.9 3.50 I1 12.305 3'54.7 43943 40563 37665 35154 32957 131018 29295 125188 27753 25110 22927 21971 19530 17577 17010 16478 1S179 114 1165 1 3 625 fff 2 360 385.6 46254 44542 413W 36603 36110 34061 32169 3N76 27573 2S176 24127 21446 19301 16679 ism 17546 IV j 176.7 3 750 , 2 414 4266 52919 48756 IS274 42255 3961/ ]72ia 35213 33359 30182 27558 26409 23415 21127 20446 l9d07 11112O7 Note. 1O obtain now, ci mumply values given 1n Ia1D1a by slope, 5"'. + .. - - - -• . ...t�® • ��■�a .. � .. m�®®�®a®n��m®m��®cam • ��nr�r�n�±� • • ram®�m�m�m�®�®gym®c�as�cm ��r�m ... me��m�m�■�� ®tee � m��s M �o��n�.... ®m�m�m�m�® •. me-�m��sn�e� I, i' I - i1G��Cl�3L�ii( INS �R�ifl[i'�Al��.71F�1��i � • • !��i7��r1l4�l��R�®�� Bill •20 x 427 1 — 0==, �,; l! 00, IxLf424 8 O I 3 it TR ES r1 X421 x7x I' 1 II 20CD .20 ❑ I I r ,I rt it t�12 ti = it o O TREES y IT 16 It � O •� . CIL 5-4 x e ► EX . 0 5- X 413 OQ f I I I1 i C, = ,, X. , -� 390 TREES h94 AL j-i Imo... TREES ><40 Cl'ty dF' N E� v y �- u¢v • lq PROJECT' P147 OF MAY 64 14I6HLAND,5 F,QOSION CONTrzoL FEW eIA16 CO SO/15 5662VEy THE SITE CON7A1N5 qgC (440fEW= 6RAVC-Uy SANDY L041 AND EV C ( EVEZETr 61ZAVI:1,I:y SANDY LOAM, 2UNOFF FIXJm BO TN TYPES OF 501L5 IS 3L0 W TD MEDIUM AND F2051DN HAFACD /S SLIGHT To NoDEQATE. AL964 7O BE CGEAQEO �1Noloe D6TURBED LOT.5 9 &50o 10 72D0 1 / 77,06 1Z 7100 13 WOO !4 7 Zq4 15 1451 1G 1OZ3S 17 -7445 18 1357 2Z 775(, 23 q'!(,G Z4 IM? ZS 93ct - 5794ffe T5 I00 442 2l0110 SF. 4.84Ac UNCLTZA2E0 Z Z8 qG 4 5F 5, 2& Ac. AC DE2 W oo D 5 EI?/f-5 A j L 501/o U RoUP C E VE2ETT S E12/E.5 Ey G 5v% 6tZowP A TYPE 14 8TOOM P12FCIP, - ZOO " LOANLI SANDY H2 5702A6E VOWN& EVG 2,4Z Ac x 400 4L° � CLEARED L ArJD Ay C. 2 4Z Ac X laoo = Z420 Aq C 2.G3 4c r ZSo = &S0 UNCCE,42FD LAID EVG 2.(a3 Ac x loo = 743 VOL FOP 5FD1hPN7ti (NOMOGRAPH 10 Z ) 14=0.70 (ACDG?l& D) SEDIMENT VOLT 30C.V/Acg484r2= 2q0 C,F, TOTAL PW O VOL- REQ 19 - 45919 C - F usF- 4(.00 C, F. Fop- TIFHP FOND. r" 4G ELI 41q (FT) 416 40 POND VoL utlF EL. A(ZEA ON9 AREA AVG VOL. 40 SCALE 5,F, A2FA (S.Ir) C.F. 4/7 418 2.67 459 Z 5304 3144 41q 3,76 Gol(l qm 0 2000 4000 6aO0 Boo VoL (CIF) • 42 B — — BeC — -- ----- % v "85 ---- ----t — ---- — -- n i I m.' fi �yrQla% .. .. r v Ne 1�1 w� Agl) I BeC I • . r- Hills BeC n EvB ArnC + BeD I AkF °gC • BeC Sk ! Ur New I 9 BeC M �b93 • U 3 ;� •, I ' Be0 199 EvC •:• I • AmC I BeD ie( I .. 1� Bn r I •. ♦ I • ARC • AgC EvC 9�0 �' \ AgB OvD---- �O \ \ J • . ------ --� — --- —------- BM& p BM --- —�—------- 8$ --- i ••AgC 690 692 I 79 BeC 7 0 . \ AgC BMA m I No I AgC 1 • 605 I OvD I '' \• • O ® BeC .T •ti AgC A AgD I 0 �.AgD 34 BeD AkF - ' A6C FvB * AkF OvU \ I BeC, EvC - I 3 csun vEr r ARC �i 306 A AgC -- — IBM T. 24 N. _i Elm '411 • Gv6 � •cn; yV — ---- -- T. 23 N. a Ev0 _ A4gD ,/ OvC AgC •� • ' B� -. RdC r •. n -KF AmC '}• . .�__ ,, •• ARC L O: ! , SITE ve r: Bn •Sm ' =f• , ., ' I + • Rm� ir. RdG •„ _ �„ •railer ark Tu a •' _ J` \•.• '� `? E— r � '. [[ '•C��,' -- AgC • = n 47030' `RdC 10' 122°07'30" N Orthophotobase compiled in 1970 by USGS. Planimetric 2 Miles detail obtained from USGS 71/2'minute series maps. 10000 Feet Polyconlc projection. 1927 North American datum. 10,000-foot grid based on Washington coordinate system, north zone. SHEET NO. 5 r t cog I tin (ed no arm zC eac Sri th Ind tab This section describes soil series and map- ping units in the King Cou.. , Area. Each soil series is described and then each mapping unit in that series. Unless it is specifically mentioned otherwise, it is to be assumed that what is stated about the soil series holds true for the mapping units in that series. Thus, to get full information about any one mapping unit, it is necessary to read both the description of the mapping unit and the description of the soil series to which it belongs. An important part of the description of each soil series is the soil profile, that is, the sequence of layers from the surface downward to rock or other underlying material. Each series contains two descriptions of this profile. The first is brief and in terms familiar to the layman. The second, detailed and in technical terms, is for scientists, engineers, and others who need to make thorough and precise studies of soils. Unless it is otherwise stated, the colors given in the descriptions are those of a moist soil. As mentioned in the section "flow This Survey Was Made," not all mapping units are members of a soil series. Urban land, for example, does not belong to a soil series, but nevertheless, is listed in alphabetic order along with the soil series. Following the name of each mapping unit is a symbol in parentheses. This symbol identifies the mapping unit on the detailed soil map. Listed at the end of each description of a mapping unit is the capability unit and woodland group in which the mapping unit has been placed. The woodland desig- nation and the page for the description of each capability unit can be found by referring to the, "Guide to Mapping Units" at the back of this survey. The acreage and proportionate extent of each mapping unit are shown in table 1. Many of the terms used in describing soils can be found in the Glossary at the end of this survey, and more de- tailed information about the terminology and methods of soil mapping can be obtained from the Soil Survey Manual (19) . Alderwood Series The Alderwood series is made up of moderately well drained soils that have a weakly consolidated to strongly consolidated substratum at a depth of 24 to 40 inches. These soils are on uplands. They formed under conifers, in glacial deposits. Slopes are 0 to 70 percent. The annual precipitation is 3S to 60 inches, most of which is rainfall, between October and May. The mean annual air temperature is about 50° F. The frost -free season is 1S0 to 200 days. Elevation ranges from 100 to 800 feet. In a representative profile, the surface layer and subsoil are very dark brown, dark -brown, and grayish -brown gravelly sandy loam about 27 inches thick. The substratum is grayish -brown, weakly consolidated to strongly consolidated glacial till that extends to a depth of 60 inches and more. Alderw( )ils are used for timber, pasture, berries, r. -rops, and urban development. They are the most extensive soils in the survey area. Alderwood gravelly sandy loam, 6 to 15 percent slopes (AgC).--This soil is rolling. Areas are irregular in shape and range from 10 to about 600 acres in size. Representative profile of Alderwood gravelly sandy loam, 6 to 15 percent slopes, in woodland, 450 feet east and 1,300 feet south of the north quarter corner of sec. 15, T. 24 N., R. 6 E.: Al--0 to 2 inches, very dark brown (10YR 2/2) gravelly sandy loam, dark grayish brown (10YR 4/2) dry; weak, fine, granular struc- ture; slightly hard, friable, nonsticky, nonplastic; many roots; strongly acid; abrupt, wavy boundary. 1 to 3 inches thick. B2--2 to 12 inches, dark -brown (10YR 4/3) gravelly sandy loam, brown (10YR 5/3) dry; moderate, medium, subangular blocky structure; slightll hard, friable, nonsticky, nonplastic; many roots; strongly acid; clear, wavy boundary. 9 to 14 inches thick. B3--12 to 27 inches, grayish -brown (2.5Y 5/2) gravelly sandy loam, light gray (2.5Y 7/2) dry; many, medium, distinct mottles of light olive brown (2.SY 5/6); hard, friable, non - sticky, nonplastic; many roots; medium acid; abrupt, wavy boundary. 12 to 23 inches thicl IIC--27 to 60 inches, grayish -brown (2.5Y 5/2), weakly to strongly consolidated till, light gray (2.5Y 7/2) dry; common, medium, distinct mottles of light olive brown and yellowish brown (2.5Y 5/6 and 10YR S/6); massive; no roots; medium acid. Many feet thick. The A horizon ranges from very dark brown to dark brown. The B horizon is dark brown, grayish brown, and dark yellowish brown. The consolidated C horizon, at a depth of 24 to 40 inches, is mostly grayish brown mottled with yellowish brown. Some layers in the C horizon slake in water. In a few areas, there is a thin, gray or grayish -brown A2 horizon. In most areas, this horizon has been destroyed through logging operations. Soils included with this soil in mapping make uF no more than 30 percent of the total acreage. Some areas are up to 3 percent the poorly drained Norma, Bellingham, Seattle, Tukwila, .and Shalcar soils; some are up to 5 percent the very gravelly Everett and Neilton soils; and some are up to 15 percent Alderwood soils that have slopes more gentle or steeper than 6 to 1S percent. Some areas in New- castle Hills are 2S percent Beausite soils, some northeast of Duvall are as much as 25 percent Ovall soils, and some in the vicinity of Dash Point are 10 percent Indianola and Kitsap soils. Also included are small areas of Alderwood soils that have a gravelly loam surface layer and subsoil. Permeability is moderately r ' in the surface layer and subsoil and very slog the substratum. Roots penetrate easily to the consolidated substra- tum where they tend to mat on the surface. Some roots enter the substratum through cracks. Water moves on top of the substratum in winter. Available water capacity is low. Runoff is slow to medium, and the hazard of erosion is moderate. This soil is used for timber, pasture, berries, and row crops, and for urban development. Capability unit IVe-2; woodland group 3dl. Alderwood gravelly sandy loam, 0 to 6 ercent slopes AgB).--This soil is nearly level an undulating. It is similar to Alderwood gravelly sandy loam, 6 to 15 percent slopes, but in places its surface layer is 2 to 3 inches thicker. Areas are irregular in shape and range from 10 acres to slightly more than 600 acres in size. Some areas are as much as 15 percent included Norma, Bellingham, Tukwila, and Shalcar soils, all of which are poorly drained; and some areas in the vicinity of Enumclaw are as much as 10 percent Buckley soils. Runoff is slow, and the erosion hazard is slight. This Alderwood soil is used for timber, pasture, berries, and row crops, and for urban development. Capability unit IVe-2; woodland group 3d2. Alderwood Iravelly ' 11111Y lnnm! 1 to 30 iorr��nt �1u�us (Ayl)) .--Depth to the substratwu In till, ,ui 1 VUjr us within ~hurt kli::tuncus, l'ut i" wmmunly about 40 Inches. Aruas are elongated and rungu from 7 to about 2Sll acres in size. Soils included with this soil in mapping make up no more than 30 percent of the total acreage. Some areas are up to 25 percent Everett soils that have slopes of 15 to 30 percent, and some areas are up to 2 percent Bellingham, Norma, and Seattle soils, which are in depressions. Some areas, especially on Squak Mountain, in Newcastle Bills, and north of Tiger Mountain, are 25 percent Beausite and Ovall soils. Beausite soils are underlain by sandstone, and Ovall soils by andesite. Runoff is medium, and the erosion hazard is severe. The slippage potential is moderate. This Alderwood soil is used mostly for timber. Some areas on the lower parts of slopes are used for pasture. Capability unit VIe-2; woodland group 3dl. Alderwood and Kitsap soils, very steep (AkF).-- This mapping unit is about 50 percent Alder -wood gravelly sandy loam and 25 percent Kitsap silt loam. Slopes are 25 to 70 percent. Distribution of the soils varies greatly within short distances. About 15 percent of some mapped areas is an included, unnamed, very deep, moderately coarse textured soil; and about 10 percent of some areas is a very deep, coarse -textured Indianola soil. Drainage and permeability vary. Runoff is rapid to very rapid, and the erosion hazard is severe to very severe. The slippage potential is severe. These soils are used for timber. Capability unit VIIe-1; woodland group 2d1. 10 Are Alderwood Material D,7 0 Arents, Alderwood material consists of Alderwood soils that have been so disturbed through urban- ization that they no longer can be classified with the Alderwood series. These soils, however, have many similar features. The upper part of the soil, to a depth of 20 to 40 inches, is brown to dark - brown gravelly sandy loam. Below this is a grayish - brown, consolidated and impervious substratum. Slopes generally range from 0 to 15 percent. These soils are used for urban development. Arents, Alderwood material, 0 to 6 percent slopes (AmB).--In many areas this soil is level, as a result of shaping during construction for urban facilities. Areas are rectangular in shape and range from 5 acres to about 400 acres in size. Representative profile of Arents, Alderwood material, 0 to 6 percent slopes, in an urban area, 1,300 feet west and 350 feet south of the northeast corner of sec. 23, T. 25 N., R. 5 E.: 0 to 26 inches, dark -brown (10YR 4/3) gravelly sandy loam, pale brown (10YR 6/3) dry; massive; slightly hard, very friable, non - sticky, nonplastic; many roots; medium acid; :Ihnll,t, smooth hournlnry. Z3 to 29 inches thick. '6 to 00 inches, grayl-.h I-ruwn ('.5Y 5/1) weakly cunsulidated to stroni;ly consulidatud `laciul till, light brownish gray (2.5Y 012) dry; comljiun, mediwn, prominent mottles of yulluwish brown (10YR 5/6) moist; massive; no roots; mediwn acid. Many feet thick. The upper, very friable part of the soil extends to a depth of 20 to 40 inches and ranges from dark grayish brown to dark yellowish brown. Some areas are up to 30 percent included soils that are similar to this soil material, but either shallower or deeper over the compact substratum; and some areas are 5 to 10 percent very gravelly Everett soils and sandy Indianola soils. This Arents, Alderwood soil is moderately well drained. Permeability in the upper, disturbed soil material is moderately rapid to moderately slow, depending on its compaction during construction. The substratum is very slowly permeable. Roots penetrate to and tend to mat on the surface of the consolidated substratum. Some roots enter the substratum through cracks. Water moves on top of the substratum in winter. Available water capacity is low. Runoff is slow, and the erosion hazard is slight. This soil is used for urban development. Ca- pability unit IVe-2; woodland group 3d2. Arents, Alderwood material, 6 to 15 percent slopes (AmC).--Iliis soil has convex slopes. Areas are rectangular in shape and range from 10 acres to about 450 acres in size. Depth to the IIC horizon ranges fr- 18 to 36 inches. Some areas are up to 5 percent - -luded Alderwood soils, on the more rolling and undulating parts of the,landseape; some are about 5 percent the deep, sandy Indianola soils; and some are up to 25 percent Neilton very gravelly loamy sands. Also included in mapping are areas where consolidated glacial till, which characteristically underlies Alderwood soils, is at a depth of 5 to 15 feet. Permeability is rapid. The effective rooting depth is 60 inches or more. Available water capac- ity is low. Runoff is slow, and the erosion hazard is slight. This soil is used for timber and pasture and for urban development. Capability unit IVs-1; woodland Everett gravelIX sandy loam, 5 to 15 percent slopes EvC .--This soil is rolling. Areas are irregular in shape, have a convex surface, and range from 25 acres to more than 200 acres in size. Run- off is slow to medium, and the erosion hazard is slight to moderate. Soils included with this soil in mapping make up no more than 25 percent of the total acreage. Some areas are up to 5 percent Alderwood soils, which overlie consolidated glacial till; some are up to 20 percent Neilton very gravelly loamy sand; and some are about 15 percent included areas of Everett soils where slopes are more gentle than 5 percent and where they are steeper than 15 percent. This Everett soil is used for timber and pasture and for urban development. Capability unit VIs-1; woodland group 3f3. Everett gravelly sandy loam, 15 to 30 percent slopes (EvD).--This soil occurs as long, narrow areas, mostly along drainageways or on short slopes between terrace benches. It is similar to Everett gravelly sandy loam, 0 to 5 percent slopes, but in most places is stonier and more gravelly. Soils included with this soil in mapping make up no more than 30 percent of the total acreage. Some areas are up to 10 percent Alderwood soils, which overlie consolidated glacial till; some are up to S percent the deep, sandy Indianola soils; some are up to 10 percent Neilton very gravelly loamy sand; and some are about 15 percent included areas of Everett soils where slopes are less than 15 percent. Runoff is medium to rapid, and the erosion hazard is moderate to severe. Most of the acreage is used for timber. Capa- bility unit VIe-1; woodland group 3f2. Everett-Alderwood gravelly sandy loams, 6 to 15 percent slopes (EwC).--This mapping unit is a out equal parts Everett and Alderwood soils. The soils are rolling. Slopes are dominantly 6 to 10 percent, but range from gentle to steep. Most areas are irregular in shape and range from 15 to 100 acres or more in size. In areas classified as Everett soils, field examination and geologic maps indicate 16 vun�aaura�cu DUUDLlaLW11 aL a ae Ln of 7 to 20 feet, substratum is the same mate- p' Zf rial as that in th ierwood soils. Some areas are up to 5 percent included Norma, Seattle, and Tukwila soils, all of which are poorly drained. Runoff is slow to medium, and the erosion hazard is slight to moderate. Most of the acreage is used for timber. Capabil- ity unit VIs-1; woodland group 3f3. Indianola Series The Indianola series is made up of somewhat excessively drained soils that formed under conifers in sandy, recessional, stratified glacial drift. These undulating, rolling, and hummocky soils are on terraces. Slopes are 0 to 30 percent. The annual precipitation is 30 to 55 inches, and the mean annual air temperature is about 50° F. The frost - free season is 150 to 210 days. Elevation ranges from about sea level to 1,000 feet. In a representative profile, the upper 30 inches is brown, dark yellowish -brown, and light olive - brown loamy fine sand. This is underlain by olive sand that extends to a depth of 60 inches or more (pl. I, right). Indianola soils are used for timber and for urban development. Indianola loamy fine sand, 4 to 1S percent slopes (InC).--Tliis undulating and rolling soil has convex slopes. It is near the edges of upland terraces. Areas range from S to more than 100 acres in size. Representative profile of Indianola loamy fine sand, 4 to 15 percent slopes, in forest, 1,000 feet west and 900 feet south of the northeast corner of sec. 32, T. 25 N., R. 6 E.: 01--3/4 inch to 0, leaf litter. B21ir--0 to 6 inches, brown (10YR 4/3) loamy fine sand, brown (10YR 5/3) dry; massive; soft, very friable, nonsticky, nonplastic; many roots; slightly acid; clear, smooth boundary. 4 to 8 inches thick. B22ir--6 to 15 inches, dark yellowish -brown (IOYR 4/4) loamy fine sand, brown (10YR 5/3) dry; massive; soft, very friable, nonsticky, non - plastic; common roots; slightly acid; clear, smooth boundary. 6 to 15 inches thick. C1--15 to 30 inches, light olive -brown (2.5Y 5/4) loamy fine sand, yellowish brown (IOYR 6/4) dry; massive; soft, very friable, nonsticky, nonplastic; common roots; slightly acid; gradual, smooth boundary. 12 to 17 inches thick. C2--30 to 60 inches, olive (5Y 5/4) sand, light brownish gray (2.5Y 6/2) dry; single grain; loose, nonsticky, nonplastic; few roots; slightly acid. Many feet thick. There is a thin, very dark brown Al horizon at the surface in some places. The B horizon ranges ('-" z 6 • 7L-=.,WIOC - Ry ACA149S NOMOGRAPH AIINOICIF VOLUME (TYPE /A 5TOAM ARE 7L%V Pretipitatidn' It % IOD 2 ... ... ........ 7S - V —75 70— Q —70 9 4-s— CX —41S . ... ..... —60 P, 0 R.S 3.0 0 c a A ji-O lS RUNOFF -INCHES 0., 500- -1000— Cl 16190 r1 as- 2000- 4OW— Base) Upon a rime 0f 4500- Conc--in+rafiOn of • 2S hr 6?0 By RTM I I - -L .. _ :_._ _ } F I I - P- �3 OIL LJ2OSIOW POTEXTTAL HYDROLOGIC GROUP K FACTOR Alderwood C 1 •20 Beausite moderate -very severe B .15 Bellingham slight c .24 Briscot sli(ht i C Buckley B/C -slight Earlmont slight B/C Ed ewick slight B Everett moderate -severe A .10 Indianola moderate -severe A .24 Kitsap moderate -severe C .37 Klaus slight B .20 Neilton slight -moderate B .15 Newberg slight B Nooksack slight B Norma slight - B/C •28 Jrcas none D .05 Oridia Islight C Ovall Severe C .28 Pilchuck moderate -severe A .10 Puget slight B/C .32 Puyallup slight B .28 ' Ra nar moderate -severe A •32 Renton slight B/C Salal slight B Sammamish none C Seattle none C Shalcar sli ht C .24 Si slight B SnohomiSIk slight D .17 Sultan C .37 --slight Tukwila D --slight Woodinville ,slight C/D t--- P 24 `- /VOMOGRAPM #2 Wtvll #,i�- SEDIMENT VOLUME FOR __ OE.rENr/ON .-ST. CRA&E lao 4.0 �rJ--'� � -Wn 1 >S r I r * EAamenary L.' :. � : ..�-�_ •-- ' - . , 1�--�•�-Ii�� .04 �-. • 2 • '. >n r, n. ago t goo two • ... p 20 �O 40 Slope Length in Feet — EROSION TONS IRC. �1 (E-RKLSGP) 10 a00 0.. 4- l eLA�hv, wed h u se d cw. let C►ti o Q 300: *6Gtre 6round CC=/.O, ol 60 P.GF fir Fts Q CITY OF RENTON PUBLIC WORKS DEPARTMENT Earl Clymer, Mayor August 10, 1988 Mr. Glen Maurer Construction Manager Pacific Properties, Inc. 14410 Bellevue -Redmond Rd. Suite No. 200 Bellevue, Washington 98007 Design/Utility Engineering Subject: May Creek Highlands - Plan Review Mahan & DeSalvo Consulting Engineers, Billing Invoice Dear Glen: Attached you will find a copy of Billing Invoice No. 158312 from Mahan & DeSalvo Consulting Engineers. This invoice is for engineering services for May Creek Highlands. You will also find attached a copy of the Authorization of Special Billing form which authorizes the City of Renton to bill you for the aforementioned services. As the City of Renton has been billed for this invoice, we request that you please remit your check to the Storm Water Utility, but make it payable to Mahan & DeSalvo Consulting Engineers, for the amount of $34.00. Please address it to my attention: Charles E. Price, Storm Water Utility Engineer. Very truly yours, Charles E. Price, P.E. Storm Water Utility Engineer cl/maychk: jlm Attachments 200 Mill Avenue South - Renton, Washington 98055 - (206) 235-2631 9 Mahan& DeSalvr� CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 (206) 624-4488 August 1, 1988 �11 Mr. Chuck Price City of Renton 200 Mill Avenue South Renton, Washington 98055 RE: PLAN REVIEW SERVICES #158312 May Creek 1.0 hrs @ $34/hr $34.00 Current Amount Due $34.00 CITY OF RENTON Engineering Dept. 1 1C PROPERTIES, INC. ERIv DEVEIOrMENT ~NSIRUCTION MANAGEMENT Y HORIZATION OF SPECIAL b—i-ING GLEN MAURER CONSTRUCION MANAGER 144t0 KI RFD ROAD REI LEVUE WA M07 12061644 2310 DATE: Mo'\3,y°I';�`b PROJECT NAME: _ Jv`C"A C-rPeti- PROJECT NUMBER: WORK ORDER NO.: It is [lie intent of this letter to authorize the City of Renton to bill the undersigned for all costs incurred relative to the above -referenced project, by the City of Renton for the following work: L.Ac:, „n 2 P_r's Cr, 1 Lc. —Z:>e_ 44"- C'�4 0� RQlkor. 7 BILLING TO BE SENT TO: C/o '7 Name: Address: 1kiL\10 6e` 'Ze-d CA *Zoo City: �Q �1 eu,, e✓ Wc,. eI bOO-4 Attn: �1e•� MG.�srer Phone No.: b (-11-I - Z3 Ny caner/Developer, Contractor or Authorized Agent Gle- Crt1._ Mahan&DeSalvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206)624-8150 (206) 624-4488 August 3, 1988 Wn Mr. Garth Cray City of Renton 200 Mill Avenue South Renton, Washington 98055 Regarding: May Creek Highlands Detension Vault Dear Mr. Cray, In response to your letter of July 29 to Mr. Maurer, we wish to comment on your use of the term "shop drawings". The drawings and calculations prepared by Concrete Technology which were submitted along with other plans for our review are actually design documents. They were reviewed for code compliance only, as were the other drawings and calculations contained in the same submittal. We do not review shop drawings for the City of Renton as a part of our plan review service. Appropriate procedure requires that the Engineer of Record review and stamp shop drawings and submit copies to the Building Official. Sincerely, "c William Mahan PA Mahan& DeSalvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206)624-8150 (206)624-4488 August 3, 1988 ��1 Mr. Garth Cray City of Renton 200 Mill Avenue South Renton, Washington 98055 RE: MAY CREEK HIGHLAND DETENSION VAULT PAYMENT Please find enclosed a copy of Craft Colony's check for payment of $221.00 for the May Creek project. For any additional information regarding this review please contact Mr. Chuck Price, City of Renton. Sincerely, Carol Olsen COLONY CRAFT CONTROL 8 9 4 0 8—._. NO. VOUCHER INVOICE INVOICE INVOICE DISCOUNT NET COMMENTS NUMBER NUMBER DATE AMOUNT TAKEN PAYABLE 594607 158312 07/01 /88 221.00 00 221. 00 CHECK TOTAL ---> 221.00 .00 221.00 '.'FC 201 (5/87) BE.ITTLE-i/q8T NATIONAL BAN4 98-468 COLONY CRAFT •YLLEVUE BHANCH •FLLEVUE. WA Qd004 :'.,�'. �'-.. 1251 14410 BEL—RED ROAD #200 ? BELLEVUE, WA 98007 IF Y O ' - voio aFTER oC'DAYS wtAMOUNT Age7. ToR.E;ETTLE, N Ee E$ALVQ `, 1 , p r Not valid for QY c $2000.OQ THE l{ w thout p Gin to s ORDERr FOURTH AVENUE BLDG OF WA. 98101 r- ((•0891.08i1' 1: L 250000 24i: n• _`^ cV a ^7 a v Z e� EXIST/NG 24'� CONC. L' 2 6o r, i r .' � P,2oP0 C.6 C3 �8 28 5 ' APT 3 f ZO'f T .3 too Crop, SyA ACCURATELY t-OCArE EMGANIES oRlgoNT4LLy E2T/CAL7-00, Q1AjE/jc Y E(SCUR 5T4ECTS CN�FRAPSENTATVE � CTYN5PTOR CTTOWEQ S . B E /VOTF/EO /N1MEO/4TEL y• r] 40 PR Earl Clymer, Mayor Mr. Glen Maurer Construction Manager Pacific Properties, Inc. 14410 Bellevue -Redmond Rd. Suite No. 200 Bellevue, WA 98055 Subject: May Creek Highlands Construction of Detention Vault Dear Glen: CITY OF RENTON PUBLIC WORKS DEPARTMENT July 29, 1988 Design/Utility Engineering The Storm Water Utility is now in receipt of the shop drawings for the May Creek Highlands Detention Vault which have been reviewed and stamped by the structural engineer. On July 27, 1988 I spoke, via telephone, with Mr. Bill Mahan of Mahan & DeSalvo about their review of the shop drawings. Mr. Mahan verbally stated that the shop drawings and calculations had been checked along with the structural plans and they met code requirements. Mr. Mahan also confirmed that they have received your payment for the structural review. As it appears that everything is now in order, you may proceed with the construction of the vault. If you have any further question, please contact myself or Charles Price the Storm Water Utility Engineer at (206) 235-2631. Very truly yours, Garth D. Cray Sr. Engineering Specialist cg/mayvault/gdc: jlm Mr. Bill Mahan 200 Mill Avenue South - Renton, Washington 98055 - (206) 235-2631 PHONE CALL FOR DATE TIME M TELEPHONED OF RETURNED YOUR CALL ' PI -TONE AREA CUOE NUMBER EXTENSION PLEASE CALL MESSAGE WILL CALL AGAIN CAME TO SEE YOU WANTS TO SEE YOU SIGNED S FORM 4003 n� PUBLIC WORKS DEPARTMENT MUNICIPAL BUILDING 200 MILL AVE. SO. RENTON, WASH. 98055 DESIGN/UTILITY ENGINEERING — 235-2631 0 TRAFFIC ENGINEERING DIVISION — 235-2620 O F R�• (:3 R o Z n � rn O 9,0 09�rFD SEPI"�g�P TO: Mathan & DeSalvo DATE: 8/29/88 JOB NO.: RE: Notice to Paci.ic Properties Washington 99-10-1- Seattle, ATTN: GENTLEMEN: WE ARE SENDING YOU ❑ SHOP DRAWINGS ❑ COPY OF LETTER Ek ATTACHED ❑ UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS: o PRINTS ❑ REPRODUCIBLE PLANS ❑ SPECIFICATIONS 0 COPIES I DATE I NUMBER I DESCRIPTION AND REMARKS THESE ARE TRANSMITTED AS CHECKED BELOW: ❑ FOR APPROVAL ❑ APPROVED AS SUBMITTED ❑ FOR YOUR USE ❑ APPROVED AS NOTED ❑ AS REQUESTED ❑ RETURNED FOR CORRECTIONS ❑ FOR REVIEW AND COMMENT ❑ COPIES TO: for Mav Creek Hi:zhiands. ❑ RESUBMIT COPIES FOR APPROVAL ❑ SUBMIT COPIES FOR DISTRIBUTION ❑ RETURN CORRECTED PRINTS ❑ PRINTS RETURNED AFTER LOAN TO US SIGNED! TITLE IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE 0 • 'R Earl Clymer, Mayor Ms. Bridget Smith Mahan & DeSalvo 1411 Fourth Avenue Bldg. Seattle, Washington 98101 CITY OF RENTON PUBLIC WORKS DEPARTMENT July 29, 1988 Subject: Payment for the Structural Review Dear Ms. Smith: Design/Utility Engineering During a July 27, 1988 telephone conversation with Mr. Bill Mahan, he verbally confirmed that you had received payment from Pacific Properties, Inc. for the structural review. As the original invoice was billed to the City of Renton (copy attached), would you please send us a copy of the check and/or transmittal for the check from Pacific Properties so that we may also have a record of that payment. We would also like to request that you send us an additional copy of the final structural review for the May Creek Highlands Detention Vault. Thank you for your cooperation. Very truly yours, Garth D. Cray Sr. Engineering Specialist cg/strucpay/gdc:jlm Attachments 200 Mill Avenue South - Renton, Washington 98055 - (206) 235-2631 0 0 rap Mahan& DeSaluo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 (206) 624-4488 July 1, 1988 Chuck Price City of Renton 200 Mill Avenue South Renton, Washington 98055 RE: MAY CREEK RETENSION #158312 For plan review services through 6-30-88. May Creek 6.5 hrs @ $34/hr $221.00 Current Amount Due $221.00 886! 0 S lnr I aII1a�Cal AUTHORIZATION OF SPECIAL*LING DATE: Ma••� \S \°1 S% PROJECT NAME:JA �`t PROJECT NUMBER: WORK ORDER NO.: It is the intent of this letter to authorize the City of Renton to bill the undersigned for all costs incurred relative to the above -referenced project, by the City of Renton for the following work: �.nG.�nQP_r�nc. i�v•t'w O ��orw� \.Ja.�Cr �e_i�..��o.v Vc�� 4'2- C, � J -t R S-1-A " BILLING TO BE SENT TO: y� Name: Address: _ \till\ o Ztk Qejd CA Y4 Zoo City: --?S�\\ ev,, c. WC, lBoo7j Attn: (2le%o. Ma-..3rV-V— Phone No.: Vl 11 — �3 \y caner/Developer, Contractor or Authorized Agent (3�r- crv'.R� ��1 0 0 OR Earl Clymer, Mayor Mr. Glen Maurer Construction Manager Pacific Properties, Inc. 14410 Bellevue -Redmond Rd. Suite No. 200 Bellevue, Washington 98007 CITY OF RENTON PUBLIC WORKS DEPARTMENT July 7, 1988 Design/Utility Engineering Subject: May Creek Highlands Retension Vault - Structural Plan Review Mahan & DeSalvo Consulting Engineers, Billing Invoice Dear Glen: Attached you will find a copy of Billing Invoice No. 158312 from Mahan & DeSalvo Consulting Engineers. This invoice is for engineering services received June 30, 1988 for the review of the retension vault for May Creek Highlands. You will also find attached a copy of the Authorization of Special Billing form which authorizes the City of Renton to bill you for the aforementioned services, and a copy of a letter dated June 2, 1988 itemizing their review comments. As the preferred method of payment (per the City of Renton Finance Department), we request that you please remit your check, made payable to Mahan & DeSalvo Consulting Engineers, for the amount of $221.00, to the City of Renton. Please address it to my attention: Charles E. Price, Storm Water Utility Engineer. Very truly yours, Charles E. Price, P.E. Storm Water Utility Engineer cl/ckmaycrk:jlm Attachments 200 Mill Avenue South - Renton, Washington 98055 - (206) 235-2631 f Mahan&DeSalvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206)624-8150 (206)624-4488 July 1, 1988 ) Chuck Price City of Renton 200 Mill Avenue South Renton, Washington 98055 RE: MAY CREEK RETENSION #158312 For plan review services through 6-30-88. May Creek 6.5 hrs @ $34/hr $221.00 Current Amount Due $221.00 Ift f "'ED Fj PACIFIC PROPERTIES, INC. PRJ'pERTY DEVELOPMENT CONSTRUCTION MANAGEMENT u HORIZATION OF SPECIAL BILLING GLEN MAURER CONSTRUCTION MANAGER 14410 BEL RED ROAD BELLEVUE WA 98007 1206) 644 2310 DATE: Mom., v-S ,yl I i�B PROJECT NAME: PROJECT NUMBER: WORK ORDER NO.: It is the intent of this letter to authorize the City of Renton to bill the undersigned for all costs incurred relative to the above -referenced project, by the City of Renton for the following work: �.NC,�nQP_r � �.c. `'ems • Nw o � 5--�(w. � c��e.r �_��.,��o.vya.,., i{� �.0 c_\., C.A_ Oe_ t'1a V. r(ZC , �e 11 � BILLING TO BE SENT TO: Name: Address: VGA la 6e` Qe-d P� Zoo City: ��\1 e.u,, e— W&- 9 500-4 Attn: ()ke••. M&%3r-e,r- Phone No.: V - `j - Z31y of wner/Developer, Contractor or Authorized Agent G",- Crh.kA� . � 1 f • Mahan&DeSalvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 June 2, 1988 (9i James Hanson City of Renton 200 Mill Avenue South Renton, Washington 98055 Regarding: May Creek Highlands Stormwater Retension Vault Dear Mr. Hanson, We have received drawings and calculations for the proposed project and have reviewed them for compliance with Chapters 23 through 29 of the 1985 Edition of the Uniform Building Code. Please have the applicant respond to the following comments in itemized letter form and resubmit any necessary calculations and/or drawings. Structural 1. Design walls for water on the inside of the tank. The soil on the exterior of the wall is an extreme case and the full height of soil should not be used in the calculation. 2. Show adequacy of the #4 hairpins for outward loads on the walls. 3. Note, on the drawings, that the precast prestressed concrete unit drawings are to be submitted to the City for review. 4. Call out what codes the retention tank were designed to. 5. If soil is to be placed on the lid, specify the maximum height on the drawings. 6. We have contacted the Developer, Glen Maurer and requested a soils report and civil drawing to describe the topography and soil conditions. We will review this information at the time of the resubmittal from the structural engineer. Please call if you have any questions. Sincerely, � o Bridget Smith cc: Clark Johnson Chuck Price City of Renton Puri 31988 CITY OF RENTON Engineering Dept. f CONCRETE LI TECHNOLOGY ( CORPORATION PROJECT SUBJECT M 4 y ( 2U �� k2 a C0 r7 . Jury 0 31988 V AHAN & DESdA UO, INC, JOB NO. BY--� DATE SHEET ( OFP_ DYrf9Q /E Pc 4xJK t4� S D Z-� t'-!-- V 1 i Dot/ A-) l-r L i-L-D may: Lm htlht:rST 71tKIItY IHAI IHE PRECAST ETE COMPONENTS DESCRIBED HEREIN s BEEN DESIGNED TO CARRY THE LOADS , SPL:.IFIED BY THE ENGINEER OF RECORD. 7 =. THESE CALCULATIONS ARE HEREBY SUBMITTED TO THE ENGINEER Of RECORD FOR HIS REVIEW AND APPROVAL. AL 1123 PORT OF TACOMA ROAD, TACOMA, WA 98421 (206) 383-3545 C CONCRETE TECHNOLOGY LI CORPORATION PROJECT M+y cRjE,-<' Ili-440.ras JOBNO. 680g7* SUBJECT BY -+-_ DATE SHEET Z OF 6ogJS -P�s,�.J �o,f 6J04E 32" .fx�c. Lo4o cv/IZL% -►- � loap;.J'ti Ovet? 0Y C-A y z 2 17.2•, I I — -----'01 C.0Ar • 3•o c.� 2Z0 K�LF U-, -, r - c,. P k -A . ft S S A Wt � DPP iX-rg 7-0 /f-e- Gou,LPds•n�.c.q F02 GvcDut��c3� . ASSuLt4f klok\ -cow %oarzi tm T5ppet� 4 0 D 7-4' -r 0t+'L e- C Co q- 0 t4 W q- Q- 4 o s T PG;,04 S 1123 PORT OF TACOMA ROAD, TACOMA, WA 98421 (206) 383-3545 HOLLOW -CORE ANALYSIS Job No.: 88047 Page '� of $ «****x*��***+�*�r+r«*�*�*r�r*,r*�x+�**«art+�*+�,►�rar+rar��r�r±��**x��r**x�r PROGRAM IN BASIC BY CONCRETE TECHNOLOGY CORPORATION FOR INFORMATION CONTACT CTA AT 206-383-3545 Information presented for MARK NO.: CASE1 Topping thickness= 0 in. Span length= 17.25 ft. Total length= 17.25 ft. Hollow -core concrete release strength= 6000 psi. Hollow -core concrete 28-day strength= 8000 psi. Hollow -core weight. (pcf)= 156 Topping 28-day strength= 0 psi. Topping weight (pcf)= 0 12 IN. DYCORE DESIGN (ACI 318-83) FOR WEB # 1 AND LAYER # 1 Yb-e= 1.75 , # strands= I , Initial strain= .0056 FOR WEB # 2 AND LAYER # 1 Yb-e= 1.75 # strands= 2 Initial strain= .0056 FOR WEB # 3 AND LAYER # 1 Yb-e= 1.75 # strands= 1 Initial strain= .0056 FOR WEB # 4 AND LAYER # 1 Yb-e= 1.75 # strands= 2 Initial strain= .0056 FOR WEB # 5 AND LAYER # 1 Yb-e= 1.75 # strands= 1 Initial strain= .0056 GouCa&rv_ TbPP�� ko k P C_A- 5.Z . HOLLOW -CORE ANALYSIS Job No.: 88047 Page A of 6 LOAD Al B1 C1 DL=1 (k/ft) (ft..) (ft.) (ft.) or LL=2 FOR LOAD # 1 0.29 0.00 17.25 17.25 1 Formt ID( - FOR LOAD # 2 0.00 0.00 17.25 17.25 1 FOR LOAD # 3 0.30 0.00 17. 25 17. 25 1 iaPPiNK (&4 IK av; FOR LOAD # 4 0.22 0.00 17.25 17.25 1 ALL (OVIOLtY) FOR LOAD # 5 17.90 2.00 0.00 15.25 2 0$4LULL LOMD 1. FOR LOAD # 6 8.95 8.00 0.00 9.25 2 uNval (okD 2 WORKING REACTIONS RL= 27.7 K AT 0.0 FT FROM LEFT RR= 13.3 K AT 17.3 FT FROM LEFT CONTROLLING CONC. RELEASE STRESSES BOT MAX. = 16235.0 PSI AT 2.1 FT FROM LEFT O k TOP MIN. = -214.1 PSI AT 2.1 FT FROM LEFT CONTROLLING CONC. FINAL STRESSES BOT MIN. = 117.5 PSI AT 0.3 FT FROM LEFT BOT MAX. = 1115.6 PSI AT 15.2 FT FROM LEFT TOP MIN. = 21.6 PSI AT 16.9 FT FROM LEFT TOP MAX. = 996.8 PSI AT 7.9 FT FROM LEFT COMPOSITE HORIZ. SHEAR = 0.0 PSI AT 0.0 FT FROM LEFT1 b .90*MN - MU = 5.9 K-FT AT 0.3 FT FROM LEFT] .85*VC - VU = -14.5 K AT 0.3 FT FROM LEFT 4- LOAD FACTORS: PHI FACTORS: 1.40 * DEAD LOAD 1.70 * LIVE LOAD .90 (FLEXURE) .85 (SHEAR) **ULTIMATE SHEAR REQUIRED GREATER THAN SHEAR STRESS ALLOWED** lk f�loTt� M dL LL LD A. L-) 4 Z IS /k5Sc)aAILa io Tz,CIL kFLA 45 HOLLOW -CORE ANALYSIS Job No.: 88047 Page 5' of $ DIST .9*MN MU .85*VC VU FCT-EFF FCB-EFF (FT) (K-FT) (K-FT) (K) (K) (PSI) (PSI) 1.0 63.4 45.9 35.5 43.7 272.5 356.8 3.1 141.8 100.3 18.6 10.9 636.0 575.5 5.0 176.9 119.0 13.9 3.8 810.0 394.2 7.1 207.8 134.7 13.2 6.4 952.2 246.1 9.1 207.8 128.1 13.6 11.2 899.4 301.1 11.0 198.9 104.8 18.7 13.3 699.2 509.7 13.1 161.0 74.8 28.8 15.7 433.2 786.8 15.0 125.6 42.9 43.1 17.9 145.8 1086.3 16.0 73.8 23.2 36.8 19.0, 69.6 675.1 !` i LL L AGf( Uc f D 24 D� 1z2f?cl! Plii/CicL �L1Z15 HOLLOW -CORE ANALYSIS Job No.: 88047 Page of 22 PROGRAM IN BASIC BY CONCRETE TECHNOLOGY CORPORATION FOR INFORMATION CONTACT CTA AT 206-383-3545 Information presented for MARK NO.: CASE2 Topping thickness= 6 in. Span length= 17.25 ft. Total length= 17.25 ft. Hollow -core concrete release strength= 6000 psi. Hollow -core concrete 28-day strength= 8000 psi. Hollow -core weight (pcf)= 156 Topping 28-day strength= 3500 psi. } 11 Topping weight (pcf )= 150 Jt Tot'!'"KT5 lu-,-T—QQlL 12 IN. DYCORE DESIGN (ACI 318-83) FOR WEB # 1 AND LAYER # 1 Yb-e= 1.75 , # strand•= 1 , Initial strain= .005f_, FOR WEB # 2 AND LAYER # 1 Yb-e= 1.75 # strands= 2 , Initial strain= .0056 FOR WEB # 3 AND LAYER # 1 Yb-e= 1.75 # strands= I Initial strain= .005E, �• •• 1 • • FOR WEB # 4 AND LAYER # 1 (7) �9' sTeA Yb-e= 1.75 # strands= 2 Initial strain= .0056 FOR WEB # 5 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 HOLLOW -CORE ANALYSIS Job No.: 88047 Page -7- of LOAD Al 61 C1 DL=1 (k/ft) (ft.) (ft.) (ft.) or LL=2 FOR LOAD # 1 0.29 0.00 17.25 17.25 1 -pc .4tik ]jL FOR LOAD # 2 0.30 0.00 17. 25 17. 25 1 ToPitzinla (COWPaSii* FOR LOAD # 3 0.22 0.00 17.25 17.25 1 aJ22ZL�`/ FOR LOAD # 4 17.90 5.00 0.00 12.25 2 I6 4E&L FOR LOAD # 5 17.90 11 .00 0.00 6.25 2 th4e .L diL. WORKING REACTIONS ----------------- ----------------- RL= 26.2 K AT 0.0 FT FROM LEFT RR= 23.6 K AT 17.3 FT FROM LEFT CONTROLLING CONC. RELEASE STRESSES BOT MAX. = 1623.0 PSI AT 2.1 FT FROM LEFT( TOP MIN. = -214.1 PSI AT 2.1 FT ��C FROM LEFT, t CONTROLLING CONC. FINAL STRESSES BOT MIN. = 173.1 PSI AT 0.3 FT FROM LEFT BOT MAX. = 1048.9 PSI AT 15.2 FT FROM LEFT TOP MIN. _ -47.3 PSI AT 15.4 FT FROM LEFT O �� TOP MAX. = 269.3 PSI AT 9.0 FT FROM LEFT TOPPG. MAX.= 505.3 PSI AT 10.9 FT FROM LEFT COMPOSITE HORIZ. SHEAR = 71.4 PSI AT 0.3 FT FROM LEFT .90*MN - MU = 19.1 K-FT AT 0.3 FT FROM LEFT cD(e .85*VC - VU = 3.8 K AT 11.0 FT FROM LEFT LOAD FACTORS: 1.40 * DEAD LOAD 1.70 * LIVE LOAD PHI FACTORS: .90 (FLEXURE) .85 (SHEAR) HOLLOW -CORE ANALYSIS ,Job No.: 88047 Paqe of DISIT .9*MN MU ,--'.5*VC V!I FCT -EFF FCR -EFF (FT) (K - FT) (K -FT)(K;) (PSIj (PSI) 1.0 99.9 4 3 A 5G.2 41.3 -16.9 523.0 1 221.9 126.4 F,g,4 38.9 57.7 776.4 5.0 275.8 198.1 21.0 6.3 202.1 387.3 7.1 21G.31 208.8 21.0 4.0 254.6 308 6 9.1 316.3 214.E 21.0 1.6 269.1 275.3 11.0 30').5 214.4 4.8 31.0 247.E 290.5 13.1 251.4 147.8 52'.1 33.3 120.5 647.0 15.0 196.9 82.5 68.4 35.5 -29.3 1013.E 17.3 0.0 0.0 0.0 38.1, 0.0 0.0 June 7, 1988 Colony Craft, Inc. c/o Pacific Properties 14410 Bellevue -Redmond Road Suite 200 Bellevue, Washington 98007 Attention: Subj ect : Gentlemen: Mr. Glen Maurer Lot 25 May Creek Highlands Renton, Washington Earth Consultants Inc. Geotechnical Engineers, Geologists & Environmental Scientists E-3935 JUM 91988 CITY OF RENTON Engineering Dept. On June 2, 1988, Earth Consultants, Inc. (ECI) observed the excavation of two test pits in the area of a proposed storm water detention structure at the subject site. Copies of the field logs, showing pit locations and describing the encountered soils, are attached for your review. The observed soil profile consists of about three feet of silt, sand and gravel mixtures overlying dense, glacially consolidated till soils to a depth of seven feet. The surficial one to three feet of soil appears to be a medium dense fill. Groundwater seepage was noted at the interface of the overburden and till -type soils. This seepage represents a seasonally fluctuating, perched water source and not a static water table. Our review of Sheet S-1, May Creek Highlands, Stormwater Detention Vault, as prepared by J. Clark Johnson Consulting Engineers and dated May 11, 1988, indicates that the proposed detention vault will be founded at about six to seven feet below the ground surface. Very dense, cemented, till occurs at this depth. The till soils are capable of supporting six thousand (6000) pounds per square foot (psf) bearing pressures with settlements anticipated to be less than one-half inch. Settlements will be primarily elastic in nature and should occur relatively rapidly with dead load application during construction. Footing drains should be placed at the base of the vault's perimeter footings and sloped for gravitational drainage to an appropriate discharge structure. The drains should be constructed of perforated, four -inch diameter or larger pipe. The pipe invert should be no higher in elevation than the footing bottom and it should be surrounded with free -draining material. 1805 - 136th Place N.E., Suite 101, Bellevue, Washington 98005 Bellevue (206) 643-3780 Seattle (206) 464.1584 222 E. 26th Street, Suite 103, P.O. Box 111744, Tacoma, Washington 98411-9998 Tacoma (206) 272-6608 Colony Craft, Inc. June 7, 1988 E-3935 Page 2 Below -grade walls should be backfilled with a free -draining, granular material containing 7 percent or less of particles passing the No. 200 sieve size. The backfill should be in direct contact with the footing drain and should be compacted to 90 percent or more of the maximum density determined by ASTM Test Method D-1557 (Modified Proctor). The upper one foot of backfill, at ground surface, should consist of low permeability material, such as compacted silt or clay soils or pavement. Below -grade walls backfilied in the described ;nanner can be designed for active forces equivalent to a fluid pressure of not less than forty-five (45) pounds per cubic foot (pcf). We appreciate this opportunity to work with Colony Craft, Inc. and Pacific Properties. If additional information is needed or we can be of additional service, please contact us at your convenience. Yours truly, CONSULTANTS, INC. ohn J. Moran Project Manager Robert S. Levinson, P. E. President JJM/RSL/kml it CC _ r' Z Z Ix A 4W O 9 14691 ki FG' S T /ONAt cc: City of Renton Attn: Mr. Chuck Price Mahan and DeSalvo Attn: Ms. Bridgette Smith Earth Consultants, Inc. SPEED LETTER TO:— DATE PROJECT: SUBJECT: (Signed) Mahan&DeSalvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206)624-8150 June 2, 1988 1� James Hanson City of Renton 200 Mill Avenue South Renton, Washington 98055 Regarding: May Creek Highlands Stormwater Retension Vault Dear Mr. Hanson, We have received drawings and calculations for the proposed project and have reviewed them for compliance with Chapters 23 through 29 of the 1985 Edition of the Uniform Building Code. Please have the applicant respond to the following comments in itemized letter form and resubmit any necessary calculations and/or drawings. Structural 1. Design walls for water on the inside of the tank. The soil on the exterior of the wall is an extreme case and the full height of soil should not be used in the calculation. 2. Show adequacy of the #4 hairpins for outward loads on the walls. 3. Note, on the drawings, that the precast prestressed concrete unit drawings are to be submitted to the City for review. 4. Call out what codes the retention tank were designed to. 5. If soil is to be placed on the lid, specify the maximum height on the drawings. 6. We have contacted the Developer, Glen Maurer , and requested a soils report and civil drawing to describe the topography and soil conditions. We will review this information at the time of the resubmittal from the structural engineer. Please call if you have any questions. Sincerely, Bridget Smith cc: Clark Johnson Chuck Price City of Renton E T �9"4 27 Puri s isaa CITY OF RENTON Engineering Dept. Fol— Mahan&DeSalvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 June 2, 1988 James Hanson City of Renton 200 Mill Avenue South Renton, Washington 98055 Regarding: May Creek Highlands Stormwater Retension Vault Dear Mr. Hanson, STORM WATER UTILITY EEIVE� JUN 7 1988 We have received drawings and calculations for the proposed project and have reviewed them for compliance with Chapters 23 through 29 of the 1985 Edition of the Uniform Building Code. Please have the applicant respond to the following comments in itemized letter form and resubmit any necessary calculations and/or drawings. Structural 1. Design walls for water on the inside of the tank. The soil on the ex`.erior of the wall is an extreme case and the full height of soil should not be used in the calculation. 2. Show adequacy of the #4 hairpins for outward loads on the walls. 3. Note, on the drawings, that the precast prestressed concrete unit drawings are to be submitted to the City for review. 4. Call out what codes the retention tank were designed to. 5. If soil is to be placed on the lid, specify the maximum height on the drawings. b. We have contacted the Developer, Glen Maurer , and requested a soils report and civil drawing to describe the topography and soil conditions. We will review this information at the time of the resubmittal from the structural engineer. Please call if you have any questions. Sincerely, Bridget Smith cc: Clark Johnson] Chuck Price City of Renton J. CLARK JOHIV-,tN Consulting Fngim,-' 1418 112th Ave. N. Bellevue, WA 96004' 1206) 454.7137 WALL RGItIF. Job: M A� C'_l2 k 1�►G ►ti I¢rlDS Date: ai/_A3 r:c/.^T Subject: yE7MJTt0" rAL f< w, _ = 0.Z3 "sr Wy = (sspcP)(910's) = O.SD '`-F `b2-3 4.4G Z -77, 82= I�JL�7�R �rJ L Y 61 s. -3)( ;; LT _ M�J,'►� _ �1,18��1�7� lei it. by (a0 Clie- 4:0, CdIP41rC?IF- P.,7AY- = 0.73 K-/� ��. �o 1*4 JUN 7 - 1988 7oPP 44 l m0rwo ooa L2.uvcr- !./oG/Bs 0.15 W-4+ A.fpe_,es ro s F14 e.6s arc n4 Le s ��•n-J. CURKJOfIWIWiz. 1��f" •r ;,-. 141B112thAmNS Bellevue, WA 9WH S Y b J t 0 t t - - - _ - (206) 454.7137 ITY Y NI rDot C Foo rIA16, - l T7?uCK - �zsoP3Fx- 4,38 K� IVA PILPWK : (rSVPco )(= = 3, Z 8 1 C-xcs-f„v 46V J_0�D, POOL = Ozo pr- -)( 9,0e) = og 14 _ _ �,,ir�ns4Q fot o�P f SB *OLE z ,4tl-O A0Z-Z SO/L PRESSUI�G = ZG��/ffG,tok9_og-��=yFz3Z Psr NET NEW PRE6,5t)ec = r.��io•y-L'i.�k� j Z ' 3,-T ZGc'0�� SL32psF , o lL Vu 1,4r-d - d ��a. s bo•r -- • - ; *. c.r-'.r^y cr �:.-tir..•e. +w .. : �.� _.�i.._..,�„ ._. .ar•-w. •--._'—:,mac v-r--•- " - c�.x�':-•ram--•• :�. �.�- ''f}}`�� ._.�_- i v,� r J. CLARK JOHNS01 N Consulting E:nginw, ' 1418 111th Ave. NI,', Bellevue, WA 98" (2W 454.7137 I.vA-L L 2C-IN F tits (s5PC-F)(4,25) = v, Z3"s>` Job: MAY 1IIfs NLANL?S Date: /os/s3', qY, flk�rt 1 Subject:—s�AGCS D.Z3 wt o. S-0 ' ^ 4�� rn = 7. J Z Cws t o•r4)A 0 I' Hoare. �rw ' l5" o�•ON.r o o �3� To►/vN[s q, f3•� N lit N1i a of Q = � ,L _ o z3 _ = w 2-(4,z0 5�- (4, �) /, 7(. j TRY 8 " j•✓•9L L �'i VIA, s 3 ^ (.4 d C�-� (19) 7 4 , e.4o a H PLo c2 m rrt = �, Y O<< �s►+,�. _ �o bd -M z 5 R A. "Ole' Cos =0.23/All QrL USC &~,�/ALL w/-0Se /G"OC, Gee. (.0, VE2T, /,V-4/,E F,4Cr- 5/l3le9 Apt-1Es ro 3 PACs ES OF CAIX g X CLARK JOH N + ' i. a: _ ConeWdm Engin4 1418 112th Ave. N.. Date: AY: Bellevue, WA 9800/ Subject; / (206) 454-7137 D�'tENTfeati/ T,4NfL . . m /AACG I�po TiitlG� rrluc K (Z 5OPsF.c� - 4.38 '<14+ Car/ C (/sole,`)( r F) PLANK EX46TrA-16 L0i4D, Po#t ' (/Zo perc')(9'oB) rwtFo it o E Prm /�LLo�ABLE Sort f'RE65l1fzE = Zac�o�/f(o.zoj(`9.o8-�}] = 523Z P,ar NET NEW PRO66OZ = /ACio,y-�i.aa��}j 1T, ss - ZGcD�sF SL329sp �NEc�c S�E'A� U„ . V�_ r� Z)C- b C{ d (4-) t2G0O) �,az-d- 4ztd J = O.27' — 3.3 J.'CI.ABK JOHI P C Eh 1418 !l2ch Ave. N.1,'�' PAkvue, WA 9M (206) 4,%7137 A`i Date: `fit Sublectc VE7-ENT1o" M"K M I DDLG F'©o n nl es (C OAff) GN ECK 1`'! oME^!T Mu ' Z 331( z 4,13 REQ'D QU 0,C)0Z)(icca� tat--lo-3-' 3 �3= Pbet - (0.003) IAI%' o!� L)6r. 4 Z" W IDG x /oy�EEP f rev w/ '"3 @ ,cs 0 • C . -MAWS. LOP46? . REIM F. As = P,.►�r. bd = t"V,ao3)AO((-79)= o. 9$,xz S-'t5 (Qs' l Ss,�'' 0 V- - S LnP461, REIAJF, Coyr, UNIVERSAL / LAND CONST. CO. UNIVELC159RL Escavatinn and Sewer Contractors P.O. Box 329 • 20306 - 144th Ave. N.E. Woodinville, Washington 98072 Phone 483-6200 STORM WATER UTUrf June 3, 1988 R E C E I V E D MAY 3 0 1988 Mahan & DeSalvo 1411 - 4th Ave. Suite 830 Seattle, WA 98107 Attention: Bridget Smith Subject: Plat of May Creek Highlands, Renton, Wash. Gentlemen: As General Contractor, on behalf of the project owners, Pacific Properties, we are transmitting herewith 5 copies of the drawings of the precast concrete roof panels for the storm retention vault for the subject project prepared by Concrete Technology of Tacoma, Wash. Please review these plans at the earliest possible time and forward 4 approved sets to Mr. Chuck Price at the City of Renton Engineering Dept. If you have any questions or need further data, contact Ms. Liz Johnson or Mr. Dennis Murwood at Concrete Technology at 284-9611. Any effort you can provide to the get approvals completed at the earliest possible time would be appreciated. If we can provide a courier, please call me at 483-6200. Sincerely, Un' rsal/Land C struction Company �L d- ff,6/, Richard Allen RA/kg r cc: Mr. Chuck Price, City of Renton Engineering w/1 cy of drawing Mr. Glen Miller, Pacific Properties, w/1 cy of drawing 0 i CONCRETE ( TECHNOLOGY I� CORPORATION PROJECT SUBJECT JOB NO. 8 BY� DATE SHEET ( OF_ ( 2 DYr(94� iE Pc44,lK s may: i HERFnY CERTIFY THAT THE PRECAST ";ET. COMPONENTS DESCRIBED HEREIN r' BEEN DESIGNED TO CARRY THE LOADS Sr FIED BY THE ENGINEER OF RECORD. THESE CALCULATIONS ARE HEREBY SUBMITTED TO THE ENGINEER OF RECORD FOR WIC RFUIFW Amn ePPpnwm ��QNoVVaa JUN 51986 eti a • o s e a • yoa•N044 \\ O iJONAT R UTIUTY C E I V E D 1123 PORT OF TACOMA ROAD, TACOMA, WA 98421 (206) 383-3545 le - CONCRETE � PROJECT Mky clqj6'<' �/f-44&q�s JOB NO. 68og7A- TECHNOLOGY U SUBJECT. DES non1 ✓k)cl L%d BY�_ DATE � -88 ( CORPORATION SHEET Z OFL_ C Ldg')5 -D �Fs: c� croR �icJ�LE 32r /PKEC, L.D� W//ZL ovaP-LAY C z 2 i»K 1 li 9' STORM WATER UTILITY RECEIVED MAY 3 0 1988 u PP Rk�o % 5 *4r ss4/5, ' "ow-,,s�o.)- U-k,atp,a. ftSs,,, %-o /f-C-7- Gocc.( Po5• TZ� Lq �p(Z k40V4SAJ �L ZZO K�Lf &5uuAr -Cou.(ee-,c' M 75p p t/J� Aoo 744-r 43ca-sa-c Li R-Z t4�� Wb 5PA-A3 (-s 54q-LPL L �-- 4D S 7- /f-K)v c)Jf-j- jrAf ; pCF d1 !& 1123 PORT OF TACOMA ROAD, TACOMA, WA 98421 (206) 383-3545 HOLLOW -CORE ANALYSIS Job No.: 88047 Page '� of era*�r***�**�+�**�**��**err«*********�**+t.�,►�r��rar�+��rr�r**�r,rx*�r*�* PROGRAM IN BASIC BY CONCRETE TECHNOLOGY CORPORATION FOR INFORMATION CONTACT CTA AT 206-383-3545 Information presented for MARK NO.: CASE1 Topping thickness= 0 in. Span length= 17.25 ft. Total length= 17.25 ft. Hollow -core concrete release strength= 6000 psi. Hollow -core concrete 28-day strength= 8000 psi. Hollow -core weight (pcf)= 156 Topping 28-day strength= 0 psi. Topping weight (pcf)= 0 12 IN. DYCORE DESIGN (AC1 318-83) FOR WEB # 1 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 FOR WEB # 2 AND LAYER # 1 Yb-e= 1.75 # strands= 2 Initial strain= .0056 FOR WEB # 3 AND LAYER # 1 Yb-e= 1.75 # strands= 1 Initial strain= .0056 FOR WEB # 4 AND LAYER # 1 Yb-e= 1.75 # strands= 2 Initial strain= .0056 FOR WEB # 5 AND LAYER # 1 Yb-e= 1.75 # strands= 1 Initial strain= .005C, Co44C12&r- TbPP"r� is ko &- A C_,1 S,;ez . STORM WATER UTILITY RECEIVED MAY 3 0 1988 HOLLOW -CORE ANALYSIS Job No.: 88047 Page 4 of $ LOAD Al B1 C1 DL=1 (k/ft) (ft..) (ft.) (ft.) or LL=2 FOR LOAD # 1 0.29 0.00 17.25 17.25 1 Pt4N�C Ot_ FOR LOAD # 2 0.00 0.00 17.25 17.25 1 FOR LOAD # 3 0.30 0.00 17.25 17.25 1 TePPcnlG i46,4 Nrap- FOR LOAD # 4 0.22 0.00 17.25 17.25 1 I9LL (ojf_9 try FOR LOAD # 5 17.90 2.00 0.00 15.25 2 01-R9_LL LokD 1 FOR LOAD # 6 8.95 8.00 0.00 9.25 2 LNU-L Lbk.D 2 WORKING REACTIONS RL= 27.7 K AT 0.0 FT FROM LEFT RR= 13.3 K AT 17.3 FT FROM LEFT CONTROLLING; CONC. RELEASE STRESSES BOT MAX. = 1623.0 PSI AT 2.1 FT FROM LEFT TOP MIN. _ -214.1 PSI AT 2.1 FT FROM LEFT CONTROLLING, CONC. FINAL STRESSES BOT MIN. = 117.5 PSI AT 0.3 FT FROM LEFT BOT MAX. = 1115.6 PSI AT 15.2 FT FROM LEFT TOP MIN. = 21.6 PSI AT 16.9 FT FROM LEFT TOP MAX. = 996.8 PSI AT 7.9 FT FROM LEFT COMPOSITE HORIZ. SHEAR = 0.0 PSI AT 0.0 FT FROM LEFT c .90*MN - MU = 5.9 K-FT AT 0.3 FT FROM LEFT .85*VC - VU = -14.5 K AT 0.3 FT FROM LEFT �+- LOAD FACTORS: PHI FACTORS 1.40 * DEAD LOAD 1.70 * LIVE LOAD .90 (FLEXURE) .85 (SHEAR) **ULTIMATE SHEAR REQUIRED GREATER THAN SHEAR STRESS ALLOWED** / it 4_ LL LDA.Ll Z is kc c.0 AlL6 To TbC-1 2s !% �--� To (2-A-c." o r- -C4e-- --s - HOLLOW -CORE ANALYSIS Job No.: 88047 Paqe '57' of GIST .9*MN MU .85*VC VU FCT-EFF FCB-EFF (FT) (K-FT) (K-FT) (K) (K) (PSI) (PSI) 1.0 63.4 45.9 35.5 43.7 272.5 356.8 3.1 141.8 100.3 18.6 10.9 636.0 575.5 5.0 176.9 119.0 13.9 8.8 310.0 394.2 7.1 207.8 134.7 13.2 6.4 952.2 246.1 9.1 207.8 128.1 13.6 11.2 899.4 301.1 11.0 198.9 104.8 18.7 13.3 699.2 509.7 13.1 161.0 74.8 28.8 15.7 433.2 786.8 15.0 125.6 42.9 43.1 17.9 145.8 1086.3 16.0 73.8 23.8 36.8 19.0, 69.6 675.1 1` r LL L AC-f4 U0 t L� 2 �- Du f �Ocl� P(�!/CicL �it1�5 Tb PQDLfl DeL_ .5 &1 L-�Prc-i r-C( . HOLLOW -CORE ANALYSIS Job No.: 88047 Page -(a of PROGRAM IN BASIC BY CONCRETE TECHNOLOGY CORPORATION FOR INFORMATION CONTACT CTA AT 206-383-3545 Information presented for MARK NO.: CASE2 Topping thickness= 6 in. Span length= 17.25 ft. Total length= 17.25 ft. Hollow -core concrete release strength= 6000 psi. Hollow -core concrete 28-day strength= 8000 psi. Hollow -core weight. (pcf)= 156 Topping 28-day strength= 3500 psi. 0-roP�;�S iu E<G�L Topping weight (pef)= 150 12 IN. DYCORE DESIGN (ACI 318-83) FOR WEB # 1 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 FOR WEB # 2 AND LAYER # 1 Yb-e= 1.75 # strands= 2 Initial strain= .0056 i FOR WEB # 3 AND LAYER # 1 1� Yb-e= 1.75 # strands= 1 Initial strain= .0056 (• •• • •• FOR WEB # 4 AND LAYER # 1 1 (7) -�__+ Vr"4D5 Yb-e= 1.75 , # strands= 2 , Initial strain= .0056 FOR WEB # 5 AND LAYER # 1 Yb-e= 1.75 , # st.rands= 1 , Initial strain= .0056 HOLLOW -CORE ANALYSIS Job No.: 33047 Page -7- of lb LOAD Al B1 C1 DL=1 (k/ft) (ft.) (ft.) (ft.) or LL=2 FOR LOAD # 1 0.29 0.00 17.25 17.25 1 pCgtAV_ IjL FOR LOAD # 2 0.30 0.00 17. 25 17. 25 1 TOPIf �-iIJA ((ouemr 7- FOR LOAD # 3 0.22 0.00 17.25 17.25 1 aJitzLAy FOR LOAD # 4 17.90 5.00 0.00 12.25 2 FOR LOAD # 5 17.90 11 .00 0.00 6.25 ex-L_� WORKING REACTIONS RL= 26.2 K AT 0.0 FT FROM LEFT RR= 23.6 K AT 17.3 FT FROM LEFT CONTROLLING CONC. RELEASE STRESSES BOT MAX. = 1622.0 PSI AT 2 . 1 FT FROM LEFT OV-' TOP MIN. = -214.1 PSI AT 2.1 FT FROM LEFT CONTROLLING CONC.. FINAL STRESSES BUT MIN. = 173.1 PSI AT 0.3 FT FROM LEFT BOT MAX. = 1043.9 PSI AT 15.2 FT FROM LEFT TOP MIN. _ -47.3 PSI AT 15.4 FT FROM LEFT O r, TOP MAX. = 269.3 PSI AT 9.0 FT FROM LEFT TOPPG. MAX.= 505.3 PSI AT 10.9 FT FROM LEFT COMPOSITE HORIZ. SHEAR = 71.4 PSI AT 0.3 FT FROM LEFT .90*MN - MU = 19.1 K-FT AT 0.3 FT FROM LEFT CD V_ .35*VC - VU = 3.3 K AT 11.0 FT FROM LEFT LOAD FACTORS: 1.40 * DEAD LOAD 1.70 * LIVE LOAD PHI FACTORS: .90 (FLEXURE) .35 (SHEAR) HOLLOW -CURE ANALYSIS Job No.: 23047 P a q e $ of _& D I S T .9*MN Mll 5*VC VU FCT -EFF FCB -EFF (FT) (K-FT) (K - FT) (.K) (K) (PSI j (PsI) 1.0 99.9 43.3 56.2 41.' -16.9 523.0 3.1 221.9 126.4 63.4 :33.Ca 57.7 776.4 5.0 275.3 193.1 21.0 6.3 202.1 337.3 7.1 31G.3 203.3 21.0 4.0 254.6 308.6 9.1 316.3 214.E 21.0 1.6 269.1 275.3 11.0 _Ct9.5 214.4 34.3 31.0 247.6 2`)0.5 13.1 251.4 147.2 52.1 33.3 120.5 647.0 15.0 196.9 32.5 63.4 35.5 -2a.3 1013.6 17.3 0.0 0.0 0.0 33.1. 0.0 0.0 , r u I N T E R O F F I C E M E M 0 TO: C15P DATE: FROM : SUBJECT: �� 5?u e77G XA-1- �f//Z-z C�� MAHAN & DESALVO, :. • - Consulting Engineers 1411 - 4th Avenue Building SEATTLE, WASHINGTON 98101 (206) 624-8150 (206) 624-4488 TO City of Penton Public tuorks Dept 200 Mill Avenue South Renton, tda 98055 WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via_ ❑ Shop drawings ❑ Prints ❑ Plans ❑ Copy of letter ❑ Change order ❑ LLCEUUCb4 DATE June 9 1938 JOB NO. 158312 ATTENTION Chuck Price RE May Creek Highlands Stormwater Retension Vaults the following items: Samples ❑ Specifications COPIES DATE NO. DESCRIPTION If t�' 4- R --- � O� 10 D� ON EP THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ For your use ❑ Approved as noted ❑ As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ Resubmit _copies for approval ❑ Submit _copies for distribution ❑ Return corrected prints El PRINTS RETURNED AFTER LOAN TO US REMARKS -- -- 1 ER T►LI? Y — tz --L) COPY TO SIGNED: PBODIXT 2102 Ees I... wtx MM 0; a;! If enclosures are not as noted, kindly notify, us at OrIC ridget Smith June 7, 1988 Colony Craft, Inc. c/o Pacific Properties 14410 Bellevue -Redmond Road Suite 200 Bellevue, Washington 98007 Attention: Mr. Glen Maurer Subject: Lot 25 May Creek Highlands Renton, Washington Gentlemen: Earth Consultants Inc. Wo Geotechnical Engineers, Geologists & Environmental Scientists E-3935 D11 R-1 - JUN U 81988 AH NI I "AL . . d0,INC. On June 2, 1988, Earth Consultants, Inc. (ECI) observed the excavation of two test pits in the area of a proposed storm water detention structure at the subject site. Copies of the field logs, showing pit locations and describing the encountered soils, are attached for your review. The observed soil profile consists of about three feet of silt, sand and gravel mixtures overlying dense, glacially consolidated till soils to a depth of seven feet. The surficial one to three feet of soil appears to be a medium dense fill. Groundwater seepage was noted at the interface of the overburden and till -type soils. This seepage represents a seasonally fluctuating, perched water source and not a static water table. Our review of Sheet S-1, May Creek Highlands, Stormwater Detention Vault, as prepared by J. Clark Johnson Consulting Engineers and dated May 11, 1988, indicates that the proposed detention vault will be founded at about six to seven feet below the ground surface. Very dense, cemented, till occurs at this depth. The till soils are capable of supporting six thousand (6000) pounds per square foot (psf) bearing pressures with settlements anticipated to be less than one-half inch. Settlements will be primarily elastic in nature and should occur relatively rapidly with dead load application during construction. Footing drains should be placed at the base of the vault's perimeter footings and sloped for gravitational drainage to an appropriate discharge structure. The drains should be constructed of perforated, four -inch diameter or larger pipe. The pipe invert should be no higher in elevation than the footing bottom and it should be surrounded with free -draining material. 1805 - 136th Place N.E., Suite 101, Bellevue, Washington 98005 Bellevue (206) 643-3780 Seattle (206) 464-1584 222 E. 26th Street, Suite 103, P.O. Box 111744, Tacoma, Washington 98411-9998 Tacoma (206) 272-6608 Colony Craft, Inc. June 7, 1988 E-3935 Page 2 Below -grade walls should be backfilled with a free -draining, granular material containing 7 percent or less of particles passing the No. 200 sieve size. The backfill should be in direct contact with the footing drain and should be compacted to 90 percent or more of the maximum density determined by ASTM Test Method D-1557 (Modified Proctor). The upper one foot of backfill, at ground surface, should consist of low permeability material, such as compacted silt or clay soils or pavement. Below -grade walls backfilled in the described manner can be designed for active forces equivalent to a fluid pressure of not less than forty-five (45) pounds per cubic foot (pcf). We appreciate this opportunity to work with Colony Craft, Inc. and Pacific Properties. If additional information is needed or we can be of additional service, please contact us at your convenience. Yours truly, CONSULTANTS, INC. Gam_ ohn J. Moran Project Manager *AS F� - C Robert S . Levinson, P. E. `° AFC 14691 President iFs /sT� =S/ONA�E�� JJM/RSL/kml cc: City of Renton Attn: Mr. Chuck Price Mahan and DeSalvo Attn: Ms. Bridgette Smith Earth Consultants, Inc. L[ETTV7 JOHN R. NEWELL INC., r% `,, 231 Williams Avenue South S 200 P.O. Box 396 RENTON, WASHINGTON 98057-0396 (206) 255-2190 TO Ms. Bridqett Smith 1411 - 4th Avenue, Suite 830 Seattle WA 98101 DATE June 1, 1988 JO■ NO. ATTENTION RE May Creek Hi hl I � _ INC- WE ARE SENDING YOU EX Attached ❑ Under separate cover via the following items: ❑ Shop drawings d Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COZIES DATE No. DESCRIPTION 1 Set 11 Improvement Plans/Sheets Cover-1 thru 10 of 10. THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ® For your use ❑ Approved as noted ❑ As requested ❑ Returned for corrections q For review and comment ❑ ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS Per Glen Maurer of fnlnn�4 Craft Hnmas �n ltjnp 1 1g22 COPY TO SIGNED: —J�f I_ 1 77 i I " " k -_ /7 / _ t" C. If enclosures, are not ss noted, kindly notify us at once. Kimberly A% Bateman t C CONCRETE TECHNOLOGY LI CORPORATION PROJECT SUBJECT Rp- nuff JUN 03 1ggg D MAHAN & DESALVO, I I� 12U Q. co JOB NO. O BY--( DATE SHEET ( OF J� 1 Gh�L 9�cLb� DYre94� iE r (AIK s may: LUMNNtNIJ ULJUHIBEU HEREIN "..E BEEN DESIGNED TO CARRY THE LOADS Si'l i- I-iED BY THE ENGINEER OF RECORD. THESE CALCULATIONS ARE HEREBY i SUBMITTED TO THE ENGINEER OF RECORD ,R HIS REVIEW AND APPROVAL. I Mill MyI1 AL C 1123 PORT OF TACOMA ROAD, TACOMA, WA 98421 (206) 383-3545 CONCRETE TECHNOLOGY LI ( CORPORATION PROJECT M+y cgje-<' �/#-44e-?Xas JOB NO. 880g7l SUBJECT D6TEI3;nor1 ✓4Ucr p BYgl�_ DATE '88 SHEET Z OF �dgJS ��.s: CtiJ �OQ 6%cJT,LE Ci T"L'u o q,iz� g , -1)'•C.Tdl:zor''- c, G. 04Q g 32 " 'f x s-/- G n 4-o d=f eTaK S `} Ov e e �A I 5 f' . Z20 Klor c;. Pi T'o if-e-i GoU4 po5•' tzF-c.7 FD2 lW D(4445(3, . l�55Uwc� f�Io��-Cou,t?os� 7z PPrZA -- n vtb 5pA-A� C'S -5-4 405 T *+Uv . ),r f-e 1123 PORT OF TACOMA ROAD, TACOMA, WA 98421 (206) 383-3545 HOLLOW -CORE ANALYSIS Job No.: 88047 Page 3 of PROGRAM IN BASIC BY CONCRETE TECHNOLOGY CORPORATION FOR INFORMATION CONTACT CTA AT 206-383-3545 Information presented for MARK NO.: CASE1 Topping thickness= 0 in. Span length= 17.25 ft. Total length= 17.25 ft. Hollow -core concrete release strength= 6000 psi. Hollow -core concrete 28-day strength= 8000 psi. Hollow -core weight (pcf)= 156 Topping 28-day strength= 0 psi. Topping weight (pcf)= 0 12 IN. DYCORE DESIGN (ACI 318-83) FOR WEB # 1 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 FOR WEB # 2 AND LAYER # 1 Yb-e= 1.75 , # strands= 2 Initial strain= .0056 FOR WEB # 3 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 Initial strain= .0056 FOR WEB # 4 AND LAYER # 1 Yb-e= 1.75 , # strands= 2 Initial zt.rain= .0056 FOR WEB # 5 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 Initial strain= .0056 .0-0. - 4 sT2a-44s GouCQ&Y-m- TbPS Io(-D C,gSZ . HOLLOW -CORE ANALYSIS Job No.: 88047 Page 4 of I& LOAD Al B1 CI DL=1 (k/ft) (ft..) (ft.) (ft.) or LL=2 FOR LOAD # 1 0.29 0.00 17.25 17.25 1 ?t-rNr OL FOR LOAD # 2 0.00 0.00 17.25 17.25 1 FOR LOAD # 3 0 .30 0. 00 17. 25 17. 25 1 -rc FiNK Nr9c; FOR LOAD # 4 0. 22 0.00 17. 25 17. 25 1 I LL (OJU tr) FOR LOAD # 5 17.90 2.00 0.00 15.25 2 014LcLL LokD 1 FOR LOAD # 6 8.95 8.00 0.00 9.25 2 LL)R -L LokD 2 WORKING REACTIONS RL= 27.7 K AT 0.0 FT FROM LEFT RR= 13.3 K AT 17.3 FT FROM LEFT CONTROLLING, CONC. RELEASE STRESSES BOT MAX. = 1623.0 PSI AT 2.1 FT FROM LEFT TOP MIN. _-214.1 PSI AT 2.1 FT FROM LEFT CONTROLLING CONC. FINAL STRESSES BOT MIN. = 117.5 PSI AT 0.3 FT FROM BOT MAX. = 1115.6 PSI AT 15.2 FT FROM TOP MIN. = 21.6 PSI AT 16.9 FT FROM TOP MAX. = 996.8 PSI AT 7.9 FT FROM COMPOSITE HORIZ. SHEAR = 0.0 PSI AT .90*MN - MU = 5.9 K-FT AT .85*VC - VU = -14.5 K AT LOAD FACTORS: 1.40 * DEAD LOAD 1.70 * LIVE LOAD PHI FACTORS: .90 (FLEXURE) .85 (SHEAR) LEFT LEFT LEFT LEFT 0.0 FT FROM LEFT o� 0.3 FT FROM LEFT 0.3 FT FROM LEFT �*- **ULTIMATE SHEAR REQUIRED GREATER THAN SHEAR STRESS ALLOWED** z rl.g'_ Ll- &) 9d,_ LL Li:) A. l 4" Z I S kc, S L)UA IL D i O 3Cl- DtS`CZs 2s n -ro -r Ak-D _� N- L. c rJ ; ?(-A � �S HOLLOW -CORE ANALYSIS Job No.: 88047 Page _g of DIST .9*MN MU .85*VC VU FCT -EFF FCB -EFF (FT) (K-FT) (K-FT) (K) (K) (PSI) (PSI) 1.0 63.4 45.9 35.5 43.7 272.5 356.8 3.1 141.8 100.3 18.6 10.9 636.0 575.5 5.0 176.9 119.0 13.9 8.8 310.0 394.2 7.1 207.8 134.7 13.2 6.4 952.2 246.1 9.1 207.8 128.1 13.6 11.2 899.4 301.1 11.0 198.9 104.8 13.7 13.3 699.2 509.7 13.1 161.0 74.8 28.8 15.7 433.2 786.8 15.0 125.6 42.9 43.1 17.9 145.8 1086.3 16.0 73.8 23.8 36.8 19.0, 69.6 675.1 r ii LL E AG+4 Ua I L 2 --o' Peon!.! Tb PQA J) D tl_ -54 C-4-iL L -� &C- 7,-c4 . HOLLOW -CORE ANALYSIS Job No.: 88047 Page of PROGRAM IN BASIC BY CONCRETE TECHNOLOGY CORPORATION FOR INFORMATION CONTACT CTA AT 206-382-3545 Information presented for MARK NO.: CASE2 Topping thickness= 6 in. Span length= 17.25 ft. Total length= 17.25 ft. Hollow -core concrete release strength= 6000 psi. Hollow -core concrete 28-day strength= 8000 psi. Hollow -core weight (pcf)= 156 Topping 28-day strength= 3500 psi. 6 k( ToPC��►s� 1� EcC�1�, Topping weight (pcf)= 150 12 IN. DYCORE DESIGN (ACI 318-83) FOR WEB # 1 AND LAYER # 1 Yb-e= 1.75 , # strand-.= 1 , Initial strain= .0056 FOR WEB # 2 AND LAYER # 1 Yb-e= 1.75 # strands= 2 Initial strain= .0056 FOR WEB # 3 AND LAYER # 1 Yb-e= 1.75 # strands= 1 Initial strain= .0056 �• .• • . FOR WEB # 4 AND LAYER # 1 I (7) -�_"-� 5�raA^»b Yb-e= 1.75 , # strands= 2 , Initial strain= .0056 FOR WEB # 5 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 HOLLOW -CORE ANALYSIS Job No.: 88047 Page -7- of 5 LOAD Al 61 CI DL=1 (k/ft) (ft.) (ft.) (ft..) or LL=2 FOR LOAD # 1 ------------------------------- 0.29 0.00 17.25 17.25 1 ?cINV_ DL FOR LOAD # 2 0.30 0.00 17.25 17.25 1 Tox'i-4la (ncurcri7^ FOR LOAD # 3 0.22 0.00 17.25 17.25 1 nJle2-.-Ity FOR LOAD # 4 17.90 5.00 0.00 12.25 2 L6+IEL # FOR LOAD # 5 17.90 11.00 0.00 6.25 2 164e£L -4t- WORKING REACTIONS RL= 26.2 K AT 0.0 FT FROM LEFT RR= 23.6 K AT 17.3 FT FROM LEFT CONTROLLING CONC. RELEASE STRESSES BOT MAX. = 1623.0 PSI AT 2.1 FT FROM LEFT) DV-' TOP MIN. _ -214.1 PSI AT 2.1 FT FROM LEFT; CONTROLLING CONC. FINAL STRESSES BOT MIN. = 173.1 PSI AT 0.3 FT FROM LEFT BOT MAX. = 1048.9 PSI AT 15.2 FT FROM LEFT TOP MIN. _ -47.3 PSI AT 15.4 FT FROM LEFT O K TOP MAX. = 269.3 PSI AT 9.0 FT FROM LEFT TOPPG. MAX.= 505.3 PSI AT 10.9 FT FROM LEFT COMPOSITE HORIZ. SHEAR = 71.4 PSI AT 0.3 FT FROM LEFT .90*MN - MU = 19.1 K-FT AT 0.3 FT FROM LEFT Ott .85*VC - VU = 3.8 K AT 11.0 FT FROM LEFT LOAD FACTORS: 1.40 * DEAD LOAD 1.70 * LIVE LOAD PHI FACTORS: .90 (FLEXURE) .85 (SHEAR) HOLLOW -CORE ANALYSIS Job No.: 88047 Page $ of _2L DIST .9*MN MU .85*VC vu FCT-EFF FC6-EFF (FT) (K-FT) (K-FT) (K) (K) (PSI) (PSI) 1.0 99.9 43.3 56.2 41.3 -16.9 523.0 3.1 221.9 126.4 68.4 38.9 57.7 776.4 5.0 275.8 198.1 21.0 6.3 202.1 387.3 7.1 316.3 208.8 21.0 4.0 254.6 308.6 9.1 316.3 214.6 21.0 1.6 269.1 275.3 11.0 309.5 214.4 34.8 31.0 247.6 290.5 13.1 251.4 147.8 52.1 33.3 120.5 647.0 15.0 196.9 82.5 68.4 35.5 -29.3 1013.6 17.3 0.0 0.0 0.0 38.1 0.0 0.0 1 J. CI.ARK JOHNSOI Consulting Engineer 1418 112th Ave. N.E. Mlevue, WA 98004 06) 454-7137 WALL RGIt4F. SOIL ON lob:- M !'R��1Gn!7Gl�Li31�lIDS RGWSGp Date: �.5f By,...:rvc/C`S ' Subject: DE 7-N TI Olt/ (.t.JL = O�J, ' O- Sc7 ks, Z'sdc c HAeU e Cµs-Lo-�rT— t • jSi !� 15 ptAIJK o of T o vr, MGt w 1 Qom, W 1 1 2 , L = 2—" , (4 83) 76 klu P - L _ �i. -7 (. ) �9, 9 _ A - k 7, 9 � 1,07 WaT� R ptiJ L Y 7 3 l `/` M= per) = (0,7�)�43 J U N 0 '? 1988 OD O O O �t A4. - i rGR , bu OIC- W4-L L `.SC /r "0, C C� 2. Go, CG'lt r�rc. OF wA u 2nenl€2 gL}eS G/OG/5V AfrLjet5 ra s p4 G &% or- cA LcS CLARK JOHNS0I Consulting F,nginew _ 1418 112th Ava NX . DA t 4 " Bellevue, WA 11ri M - $ u b l C t o r2M C%7137 -_ srt V C'FENT I O A/4,36 K , PLf+NK ; --�ISt�PcF)C' �� } = 3, 4+ - 1 O y 9 "/;4 2 /7- :y 1 DE Fo o rr nr G I�Gt2L�i45E Fog ��P Piz USG 'y#eLE 23»: 'ALL01, ,ABLE' 60l PRE'SSClf2G = Zc�o[/t (G, zok g_og-1 = 523Z Psl= NET AJEW PRE650eC - rr .5 ZGva�tt= < SL3ZpsF COECK 5�4EAe Vv (ZGoQV4?LZ��=�O.$57l(L12o d = 0 . Z 7' - 3.3 J. CLARK JOHNSO - Consulting Engineer 1418 tl_'th Ave. N.E. Bellevue, WA 98004 I_'06i 454-7137 l.vA-L L f245//VF Job: MA`( Cem Date:-5/03/f3 6 gr Subject: 'At-C6- ��TEnrTrotil T-,4MI4. wt= (55PCF)(4,Zs) = o, 23K6F cvy� (ssPcy)(9,og) = o, 5o'�f 7. 92 -T,e y 3 " I,/,4 L 55t,cF 2 su,♦>4 (NsLo4f) Z� /5„ PLANK a00 o 0 �5 To �rvCe W ,,t L alit 7� 1JL. r. 1 s e . &, au o c;o - o• oo3 Pm +n = iY ti j bd =(0,o0�(IZ)(6,19}= O- ZZ rN s < 5 (F A. O.C, �4.. A' .•. s c&� �,IAL L w/ems e 16'10.C, 6E, 6 D, VE(?T, IA1,61.)E FACE S/i5/V0 RpP,-)Es ro 3 P46 Cs OF CAu 5 job; Date a 2 Subject: J. CLARK JOHNSOli, Coneultin` Ensmew 1418 112th Ave. N.E. Bellevue, WA 98M (206) 454-7137 DETCAITIOAJ TANX. A41PV4E FOOT/Alfa T7?Uc K : (Z St7P3Fx PLA-Ml< % (1.50PCF)(iJ�-L 4, 3 S "% 3, Z 8 ! V. Z. 9 FXCSTIAICI y'r a' -to •llnf Foorinv6, lwtcREa56 Foe DEpr$4 LLOIn/ABLE Sofl- PREbSv�G = Z000L/f(o.zo)(9.o6-Q-7 = 5z3Z PsF NET NEW PRC-bSVZG - /,4[1o,i9-(I.49�XW }} ZGPOryC SL32psF `vLt, 9-.5 OIL Cr+E:CK-514EAC VO.OUc (ZGoQ� °y6z�}=fO.Bs��Z Zooc��CIZ� C12�) 4 ZI, d D. 27 ' - 3.3 A f 3 t t � bor • ;, - J. CI.ARK JOHNSO, - Conwlting Engineer 1418 112th Ave. N.E. Bellevue, WA 98M 06) 454-7137 Juba - oot0, 3 Subject; VETENT1oN TANY. MIDDLE Foo-nAle, (coA r) CN ECK M oMC-A/T Mu - 2 L as -i 2 �d=10 i o•ss ;-" o7- $5 AS = P bc1 = (o• 003� �lZ�t'6.75� = o. Z4 ok USC 42nWlDG x/o''DEEo Fr&- w/ LO"C, . 12EIN F. .0. �� LolUCT. RE1n1-F, COMT, _ N T E R 0 F F I C E M E 0 TO: DATE: -T74o Ale w e %/ OLtT FROM: SUBJECT: CITY OF RENTON "LL PUBLIC WORKS DEPARTMENT Earl Clymer, Mayor Design/Utility Engineering MEMORANDUM DATE: May 17, 1988 TO: Dee Beedle, Building & Zoning FROM: Chuck Price, Storm Water Utility SUBJECT: May Creek Highlands - Detention Tank Structural Plan Review Dear Dee: Attached you will find one (1) set of plans and structural calculations for the May Creek Highlands Detention Tank. I would like you to send them out for structural review. Please change the review fee to Account No. 401 /000/ 15.538.30.40.00. Thank you for your assistance. 4�� C4-a6k Price cm/may-dee/cep: jlm Attachment 200 Mill Avenue South - Renton, Washington 98055 - (206) 235-2631 AUTHORIZATION OF SPECIAL BILLING DATE: PROJECT NAME: PROJECT NUMBER: WORK ORDER NO.: It is the intent of this letter to authorize the City of Renton to bill the undersigned for all costs incurred relative to the above -referenced project, by the City of Renton for the following work: C 9 CU ��1w�►o�+5 S�r�1 ��-� .3tsn,.� as PACIFIC PROPERTIES, INC. PROPERTY DEVELOPMENT CONSTRUCTION MANAGEMENT GLEN MAURER CONSTRUCTION MANAGER 14410 BEL-RED ROAD BELLEVUE, WA 98007 (206) 644-2310 BILLING TO BE SENT TO: C% p Name: �c: c �� e-0 �P%4,e_% A^C . Address: V-1'\\ o Qe` Qe-d Q-c� " Zoo City: �e 1 e.�,, e_ W �. e1 5 00 4 Attn: keC''3 Phone No.: V.1 `1y wner/Developer, Contractor or Authorized Agent G:�z Cr0-4s_1._ LIEUUr (OF UGD3USAOU"Tk JOHN R. NEWELL INC -).S. 231 Williams Avenue South ce 200 P.O. Box 396 RENTON, WASHINGTON 98057-0396 (206) 255-2190 TO CITY OF RENTM PUBLIC 'HORKS DEPARTP^ENT *HA^1n C�2RY DATE May 10, 1988 JO• NO. ATTENTION Mr. Chuck Price RE ,'lay Creek Hinhlaris WE ARE SENDING YOU E� Attached ❑ Under separate cover via the following items: ❑ Shop drawings [� Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 1 Set 9 Improvement Plans/Sheets Cover-1 thru 5 "{ 13A, B & C of 14. co THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval For your use ❑ Approved as noted ❑ Submit copies for distribution Q As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US Please find attached a set of corrected prints for your final approval. If REMARKS additional items are needed please call us as soon as possible. COPY TO SIGNED:- jr .nNoaur.t are na .s noted. kindly notOy us at John R . Newell, P.E. OF o PUBLIC WORKS DEPARTMENT DESIGN/UTILITY ENGINEERING 0 235-2631 MUNICIPAL BUILDING 200 MILL AVE. SO. RENTON, WASH. 98055 9,07R .o• 09�7tO SEPIS:t' P BARBARA Y. SHINPOCH MAYOR MEMORANDUM DATE: June 24, 1987 TO: Bob Bergstrom FROM: Chuck Price SUBJECT: Development Application — Storm Water Review May Creek Highlands I. The storm drainage line on the interior North/South street should extend North to the property line and terminate with a catch basin and curb inlet. 2. Storm detention/retention is required using a 25 year design storm and a 5 year release rate. In addition, the development shall not impact the down stream drainage facilities during the 5, 10, and 25 year flood events. Off site street imporvements should be included in the detention/retention analysis. 3. Four inch (4") drainage stub —outs should be provided for each lot to tie roof drains into the street catch basins. Locations and elevations should be shown on the plans. C k Price 2J1.01.08.cp:jlm C C CONCRETE'rPROJECT TECHNOLOGY SUBJECT CORPORATION S� ow , 'I 1 S l4y 12 4 1"C � may: L JOB NO. BY DATE SHEET_OF�_ SHOP DRAWINGS REVIEW REVIEW IS FOR GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS NO RESPONSIBILITY IS ASSUMED FOR COR &" ETAILS NO EXCEPTIONS TAKE AMFNO & RESUBMIT REJECTED SEE REMARKS 1 CLARK JOHNSON C^4%01Nv ENGINEER i ' , f WA 980% V d.^ V i i riE EnY CERTIFY THAT THE PRECAST ).' WAS ,� �% COrAPONENTS DESCRIBED HEREIN r*A%E SEEN DESIGNED TO CARRY THE LOADS SPE;:IFIED BY THE ENGINEER OF RECORD. ° tHESE CALCULATIONS ARE HEREBY �� oJs� SUBMITTED TO THE ENGINEER OF RECORD �,� �,.«*go. al 0 E^R HIS REVIEW AND APPROVAL ^ � 1 F -1 -,1 pi r I � J UN 3 98 1123 PORT OF TACOMA ROAD, TACOMA, WA 98421 (206) 383-3545 CONCRETE KI PROJECT M+y cRse,'<' 44-4404445 JOB NO. 960�71 TECHNOLOGY SUBJECT BY DATE CORPORATION SHEET 2 OF -D,Fs •�.J �oQ a%"1-e 3Z'` �9 xEc. Go+c� cv/r2L% t. i f- o Oil 11 %c 119� L lor�p ; tiT'ti 6 , PP Rom, � 7�� 5.�` • 3.a ` �,� ov e 9- v+ `f r: �/: . ZZo K��F Crt'b �L 2 O �M. �Tcv�3 - cJ Wt+ 0. c,. P '�T -'� . f4s s v lAA E PP 11 4-TZ 7-0 As.suw« 400 7-4i-r cJN-'. e. c Li 4-0 �¢ utc� 5PA-A3 (`s .549-e-r__c—I a4-r-1- 0-3 4o s 7- f V) f ilJf--c irAP% Pc;,04 S 1123 PORT OF TACOMA ROAD, TACOMA, WA 98421 (206) 383-3545 HOLLOW -CORE ANALYSIS Job No.: 88047 Page Of of *�**w+r*+*•***x*+�*.***.�r*.+r*�*��r*�r�xx�r,►�**sir*.xr+�x�rar*�+�x.*r+r PROGRAM IN BASIC BY CONCRETE TECHNOLOGY CORPORATION FOR INFORMATION CONTACT CTA AT 206-333-3545 Information presented for MARK NO.: CASE1 Topping thickness- 0 in. Span length= 17.25 ft. Total length= 17.25 ft. Hollow -core concrete release strength= 6000 psi. Hollow -core concrete 28-day strength= 8000 psi. Hollow -core weight (pcf)= 156 Topping 28-day strength= 0 psi. Topping weight (pcf)= 0 12 IN. DYCORE DESIGN (ACI 318-83) FOR WEB # 1 AND LAYER # 1 Yb-e= 1.75 , # strands= I , Initial strain= .0056 FOR WEB # 2 AND LAYER # 1 Yb-e= 1.75 , # strands= 2 , Initial strain= .0056 FOR WEB # 3 AND_LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 FOR WEB # 4 AND LAYER # 1 Yb-e= 1.75 , # strands= 2 , Initial strain= .0056 FOR WEB # 5 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 t (7) Go u C R &I-0- Tb P i s Tc� ova a b o c N HOLLOW -CORE ANALYSIS Job No.: 38047 Page 4 of 5 LOAD Al B1 Cl DL=1 (k/ft) (ft.) (ft.) (ft.) or LL=2 FOR LOAD # 1 0.29 0.00 17.25 17.25 1 FLtNr- DC_ FOR LOAD # 2 0.00 0.00 17.25 17.25 1 FOR LOAD # 3 0.30 0.00 17.25 17.25 1 TcPPir44 1g6n1 lkrgxlc FOR LOAD # 4 0.22 0.00 17.25 17.25 1 I LL (a/f_QLtY) FOR LOAD # 5 17.90 2.00 0.00 15.25 2 014LU.L Loc) L FOR LOAD # 6 8.95 8.00 0.00 9.25 2 ba)NQ_0_L Loki 2 ****rc�r+�****�**r.��r**r*�**+*,r*ors******�r+r****�r�*.+►*+�*�r**�r*+�,r WORKING REACTIONS RL= 27.7 K AT 0.0 FT FROM LEFT RR= 13.3 K AT 17.3 FT FROM LEFT CONTROLLING CONC. RELEASE STRESSES BOT MAX. = 1623.0 PSI AT 2.1 FT FROM LEFT b(� TOP MIN. _ -214.1 PSI AT 2.1 FT FROM LEFT . CONTROLLING CONC. FINAL STRESSES BOT MIN. 117.5 PSI AT 0.3 FT FROM BOT MAX. = 1115.6 PSI AT 15.2 FT FROM TOP MIN. = 21.6 PSI AT 16.9 FT FROM TOP MAX. = 996.8 PSI AT 7.9 FT FROM COMPOSITE HORIZ. SHEAR = 0.0 PSI AT .90*MN - MU = 5.9 K-FT AT .85*VC - VU = -14.5 K AT LOAD FACTORS: PHI FACTORS: 1.40 * DEAD LOAD 1.70 * LIVE LOAD .90 (FLEXURE) .35 (SHEAR) LEFT LEFT LEFT LEFT 0.0 FT FROM L EFT � o 0.3 FT FROM LEFT 0.3 FT FROM LEFT �-- **ULTIMATE SHEAR REQUIRED GREATER THAN SHEAR STRESS ALLOWED** z i I i-r.g'` K_ Iv- ' f f_ (T _ �OTe %9E,sL.. Lo4.L-� 4 Z iS kSSvuAI-D to T3C'-- DCSttZ,\ -3L) ; c--::) 25 % TO c r- -tf-4-10- kn_� /k-C_L--N 7 FLQ)45 HOLLOW -CORE ANALYSIS Job No.: 83047 Page _g of DIST .9*MN MU .85*VC VU FCT-EFF FC8-EFF (FT) (K-FT) (K-FT) (K) --------- (K) ------------- (PSI) (PSI) 1.0 63.4 45.9 35.5 GiD 272.5 356.3 3.1 141.8 100.3 18.6 10.9 636.0 575.5 5.0 176.9 119.0 13.9 3.3 310.0 394.2 7.1 207.8 134.7 13.2 6.4 952.L 246.1 9.1 207.8 128.1 13.6 11.2 399.4 301.1 11.0 198.9 104.8 18.7 13.3 699.2 509.7 13.1 161.0 74.3 28.3 15.7 433.2 786.8 15.0 125.6 42.9 43.1 17.9 145.3 1086.3 16.0 73.8 23.8 36.8 19.0. 69.6 675.1 t` ILL L <EGt-� It Q I. � - O� f � OrL! l� Ci11(� cL 1�1i15 To PQatll D HOLLOW -CORE ANALYSIS Job No.: 88047 Page of PROGRAM IN BASIC BY CONCRETE TECHNOLOGY CORPORATION FOR INFORMATION CONTACT CTA AT 206-383-3545 Information presented for MARK. NO.: CASE2 Topping thickness= 6 in. Span length= 17.25 ft. Total length= 17.25 ft. Hollow -core concrete release strength= 6000 psi. Hollow -core concrete 28-day strength= 8000 psi. Hollow -core weight (pcf)= 156 Topping 28-day :strength= 3500 psi � 6 �� ,►.T5 i��.�Q-1L Topping weight (pcf)= 150 # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # # 12 IN. DYCORE DESIGN (ACI 318-83) FOR WEB # 1 AND LAYER # 1 Yb-e= 1.75 , # st rands.= 1 , Ini t.i al st.rai n= . (J05C:. FOR WEB # 2 'AND LAYER # 1 Yb-e= 1.75 , # strands= 2 , Initial strain= .0056 FOR WEB # 3 AND._ LAYER # 1 .r,_ Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 FOR WEB # 4 AND LAYER # 1 Yb-e= 1.75 , # strands= 2 , Initial strain= .0056 FOR WEB # 5 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 HOLLOW -CORE ANALYSIS Job No.: 33047 Page -7- of LOAD Al B1 C1 DL=1 (k/ft) (ft.) (ft..) (ft.) or LL=2 FOR LOAD # 1 0.29 0.00 17.25 17.25 1 Fc,tit4L hL_ FOR LOAD # 2 0 .30 0.00 17. 25 1-7 25 1 ToPc''irla (6t"110 l; FOR LOAD # 3 0.22 0.00 17.25 17.25 1 CJtt2j-A-y FOR LOAD # 4 17.90 5.0O 0.00 12.25 2 �r-L FOR LOAD # 5 17.90 11.00 0.00 6.25 2 C�4L-IL � * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * WORKING REACTIONS RL= 26.2 K AT 0.0 FT FROM LEFT RR= 23.6 K AT 17.3 FT FROM LEFT CONTROLLING; CONC. RELEASE STRESSES 2.1 FT FROM LEFT; SOT MAX. = 1623.0 PSI AT TOP MIN. _ -214.1 PSI AT 2.1 FT m v__ FROM LEFT: J CONTROLLING CONC. FINAL STRESSES SOT MIN. _ 173.1 PSI AT 0.3 FT FROM LEFT SOT MAX. = 1043.9 PSI AT 15.2 FT FROM LEFT TOP MIN. _ -47.3 PSI AT 15.4 FT FROM LEFT v;z TOP MAX. = r69.3 PSI AT_ 9.0 FT FROM LEFT TOPPG. MAX.= 505.3 PSI AT 10.9 FT FROM LEFT COMPOSITE HORIZ. SHEAR = 71.4 PSI AT 0.3 FT FROM LEFT .90*MN - MU = 19.1 K-FT AT 0.3 FT FROM LEFT O �- .35*VC - VU = 3.3 K AT 11.0 FT FROM LEFT LOAD FACTORS: 1.40 * DEAD LOAD 1.70 * LIVE LOAD PHI FACTORS: .90 (FLEXURE) .35 (SHEAR) HOLL01.4-CORE ANALYSIS .lob No.: 88047 Page $ of 9, GIST .9*MN MU 85*VC VU FCT -EFF FCB -EFF (FT) (K -FTj (K - FT) (K) (Kj (PSI) (PSI) 1.0 99.9 43.3 56.2 41.? -16.9 523.0 _.1 221.9 126.4 68.4 38.9 57.7 776.4 5.0 275.8 198.1 21.0 6.3 202.1 387.3 7.1 316.3 208.8 21.0 4.O 264.6 308.6 9.1 lb. 214.E C1.0 1.G 2Cl9.1 275.E 1 1 .0 309 . 5 214. 4 :4. 8 31 . Cl 247.E L 0. 13.1 251.4 147.3 52.1 33.3 120.5 64'.0 15.0 196.') 82.5 6t.4 35.5 -29.3 1013.6 17.3 0.0 0.0 0.0 38.1. 0.0 0.O a, <21) PLANKS 4-O NOM. = $4 - O 8 1.4 ►'-4" & T �o wb IN OP FLANbC YOIDS,i`fP. 00 nI� O 0000 0000 0000 0000 o •�� 01 01 01 04 00 0 71- 03 02 �: ♦ ° a A O iOD ul x, • 1 �— �I I� 00000000 -- — 000000000000 ' C4I:I 00000000 -- 000000000000 M 0 a0 4 01 ! N lcz 03 O 0 00 ° 04 01 O1 .4, 0000 0000 —+ I --I000000 �oo I Ni PLAN 4(� 11 I.CTC WILL INSTALL ALL BLOCKOUTS REQUIRED FOR STRUCTURAL CONNECTIONS AS INDICATED DN THESE DK^WINGS. PENETRATIONS FOR MELKANICAL,PLUMBING, C.LECTRtCAL,AND ALL OTIALA TRAGEL ARG TO BE FIELD 1NGTA1A-CQ SY OTIEXQ. 2. FIELD -INSTALLED PENETRATIONS MUST NOT INTERFERE WITH PRESTRESSING STRANDS. SEE SECTION BELOW FOR L".AT►ON OF SAFE DRILLING. ARRAS. 3. PRESTRESSINGa STRANDS TO BE ASTM ►41(0, I�y0 UNCOATCD 7-WIRE STRESS. RELIEVED. 4 {� HOLLOW CORE = 6000 R.S.I. S. ALL MOLLOWCO%L TOINTG SHALL BE GROUTLD I WITH iNWNKA L COMPE.NSATIN& GROUT. DIMENSIONS FOR SAFE DRILLING SHOP DRAWINGS REVIEW REVIEYi,IS FOR GENERAL COMPLIANC 4a" (rroM-) '' T' "? TRACT DOCLRAENTS ;LITY, IS ASSUMED FD �('� 37y` W DETA LS to'� 1 I� AVEND A RESUBMIT RE1cCTED SEE REMARKS I. CLARK JOHNSON CONSULTING ENGINEER BELLEVUE. WA 98004 Ilk 114i � 11"1 � 111h�4>4[ -Ufa Q 8�f-A. JUb NAME: MAY CREEK HIGHLANDS DET. VAULT IS ... d by: L.J. JUb NO.: "(,.71Q-H -. ___ . _ _- DATE: DUNE 3, 198B Rw— NO. 0 12 IN. DYCORE Job QUANTITY TABULATION YPIECE MARK I QTY. I I REVENUE I TOTAL I MIN. -NUMBER I I WT. (K)WI I REVENUE STRANDS 47- 1 I 36 I 5.3 --EA. I 18.08 I —I 650.88 I 7 47- 2 1 2 1 5.3 I 18. OB I 36.16 I 7 47- 3 1 2 1 5.3 1 18. oe I 56.16 I 7 47- 4 1 2 I 5. 3 I 18. 08 I 36. 16 I 7 I TOTAL I I 42 I I I I I I 759.36 I 8� 4" REBAR GROUTL0 RiTINF• 9Y OT14ff25 NTO SMEAR KCTS ,y" 1=6" 2:-�s G"0 30. EA.YOID i (76"¢ Sp. EA, Vo1D 5 IN EA.Vol m (6" DEEP) IF VOID DAIq VOID DAM i 5:p II+'X 3�' O.RG. STRIP I/4xSs' isRG. STRIP IF C].P. WALL,TOPPING, FILL, C QY CTC.) CST C.T,C,) j z; 1988 >r RC1N1- t3Y OTNiiZS TYP, C.I.P. WALL (34 OTHERS) C.I.P. WALL C8Y OTM�ItS) SEE OTHER TIES. N3 v FOR iYP. NOTii5. 4' DQIJtVNG 1 3" sGgING � �� C I F1 Fi F u I I jLj I II-11 L-�31 n -I.wz I�o=W cT�o ��_` k� SECT 10 N SECTION �:> E N SECTION Ftm7: A/SI REF: B /S 1 REF: C/ 51 CONTRACTOR: CONCRETE -ECHNOLO C'aY CORP. MAX CREEK HIGHLANDS 12 DYCORE PLACEMENT PLAN , D^• �' � se_.._.__.-_ ►A. RoBEcr.Ts ! ROBF-3kT SCALZO INC. °°"" I DD NCT MANUFACTL'RLIS OF PRTSTRESSED CONCRETE $n No � ch—,d t— STORM DETEN7ioN VAULT SLCTIONS NOTES i. SCQT. P• 1 225010 N.E. % ST. SCALE 11a -"FT c -+co.0 ockD D,-, %c c CONCRETE Ir� PROJECT TECHNOLOGY SUBJECT CORPORATION 71,2- -7/,F 7� Iq +y CztElk 2 " DYrD4� /E JOB NO. BY DATE SHEET I OF_� SHOP DRAWINGS REVIEW REYIEW IS FOR GENERAL COMPLIA WITH CONTRACT DOCUMENTS t ASSUMED OR NO RESPONSIBILITYCDR AMEND 5 RE9JBMIT REJECTED S£E REMARKS J LTim JOHNSO fANSULTING ENGINEER B£LLEVUE. WA 9w DATE 7 a'r----4, Fc4'tx Lac s /r 42 r/.4v LT LID �Y: ntIr_nT :.tKIIrT INAl IHt tHtGA5l G^:FsC�«Tc COMPONENTS DESCRIBED HEREIN SEEN DESIGNED TO CARRY THE LOADS , SP"C-CIFiED BY THE ENGINEER OF RECORD. 7 rHESE CALCULATIONS ARE HEREBY SUBiMITTED TO THE ENGINEER OF RECORD FOR HIS REVIEW AND APPROVAL. Ir �u JUN uPi-17.r t1 Ll C/ 1123 PORT OF TACOMA ROAD, TACOMA. WA 98421 (206) 383-3545 c c CONCRETE � PROJECT M+y cRzE,-c HI�µc*xx5 JOB NO. 88047'+ TECHNOLOGY U SUBJECT BY_f DAT ( CORPORATION SHEET Z OFF_ CI I -ss-: cj d%4;Z1-E 2�-'• -,;;.Ti+�eor-c, G.0.46-21 loalo:�'ti Ov a if CLN t � 2 • 3•o c.rr ZZO K/Lf "0w�,"r- A.) - (z,)- UA, 0. t P'Va . 4S s, u c" e 7 _0 PP i 4,T'9 TO COG44P0s. rzr.c.7 Fog G0t0a4IIU, . isGuu (, t4om-cou.tposC'm TbPl°1''Z� A o D 7"44-r (A)e4, . p-c Li R- z t4m,ti- Q_ "tb SP+AA C-s 549-e.r-- j-- L 4E-7-z3 Igo 5 T &4v ilJ/f-e- JEAS % PC¢X)I S 1123 PORT OF TACOMA ROAD, TACOMA, WA 98421 (206) 383-3545 HOLLOW -CORE ANALYSIS Job No.: 33047 Page 3 of M . * • • x * * * * . * * * 4 * * * • * a * * 1 . r r * * * * * * * * * * * * * * * * * * w * * * * * * * x * * i * * * PROGRAM IN BASIC BY CONCRETE TECHNOLOGY CORPORATION FOR INFORMATION CONTACT CTA AT 206-333-3545 Information presented for MARK NO.: CASE1 Topping thickness= 0 in. Span length= 17.25 ft. Total length= 17.25 ft. Hollow -core concrete release strength= 6000 psi. Hollow -core concrete 23-day strength= 8000 psi. Hollow -core weight (pcf)= 156 Topping 23-day strength= 0 psi. Topping weight (pcf)= 0 12 IN. DYCORE DESIGN (ACI 313-33) FOR WEB # 1 AND LAYER # 1 Yb-e= 1.75 , # st.rands= 1 , Initial strain= .0056 FOR WEB # 2 AND LAYER # 1 Yb-e= 1.75 , # strands= 2 , Initial strain= .0056 FOR WEB # 3 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 ,rInitial strain= .0056 FOR WEB # 4 AND LAYER # 1 Yb-e= 1.75 , # strands= 2 , Initial strain= .005b FOR WEB # 5 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 C014C92&V-Ck� TbF, 5 lCiosaa.0-b e ko kC C_k 5- ` . HOLLOW -CORE ANALYSIS Job No.: 88047 Page d of b LOAD Al B1 C1 DL=1 (k/ft) (ft.) (ft.) (ft.) or LL=2 FOR LOAD # 1 0.29 0.00 17.25 17.25 1 L-rmt~ or - FOR LOAD # 2 0.00 0.00 17.25 17.25 1 FOR LOAD # 3 0 .30 0.00 17. 25 17. 25 1 7_4bPPit-4 1404 IN, 9V FOR LOAD # 4 p.22 0.00 17.25 17.25 1 MLL (0Vf_RLti) FOR LOAD # 5 17.90 2 . 00 0.00 15 .25 2 In 14Lz LL L04-1) 1 FOR LOAD # 6 3.95 8.00 0.00 9.25 2 U9K�L (pk� 2 WORKING REACTIONS RL= 27.7 K AT 0.0 FT FROM LEFT RR= 13.3 K AT 17.3 FT FROM LEFT CONTROLLING CONC. RELEASE STRESSES BOT MAX. = 1623.0 PSI AT 2.1 FT FROM LEFT TOP MIN. _ -214.1 PSI AT 2.1 FT FROM LEFT CONTROLLING CONC. FINAL STRESSES BOT MIN. 117.5 PSI AT 0.3 FT FROM BOT MAX. = 1115.6 PSI AT 15.2 FT FROM TOP MIN. = 21.6 PSI AT 16.9 FT FROM TOP MAX. = 996.8 PSI AT 7.9 FT FROM COMPOSITE HORIZ. SHEAR = 0.0 PSI AT .90*MN - MU = 5.9 K-FT AT .85*VC - VU = -14.5 K AT LOAD FACTORS: 1.40 * DEAD LOAD 1.70 * LIVE LOAD PHI FACTORS: .90 (FLEXURE) .85 (SHEAR) LEFT LEFT LEFT LEFT 0.0 FT FROM LEFT c 0.3 FT FROM LEFT 0.3 FT FROM LEFT �-- **ULTIMATE SHEAR REQUIRED GREATER THAN SHEAR STRESS ALLOWED** I r yZ j (0 i hloTe_� (1) 9tZ 01 LoA.l � Z is ksSo" (F-a to '6 bKSTla- i"sC-) .z) 25220 To L±_ Ar-_" o F -t P� e- A-n _� lk-c-&_0 ?LA?,) 45 HOLLOW -CORE ANALYSIS Job No.: 88047 Page --g of -22 DIST .9*MN MU .85*VC VU FCT-EFF FCB-EFF (FT) (K-FT) (K-FT) (K) (K) (PSI) (PSI) 1.0 63.4 45.9 35.5 43.7 272.5 356.8 3.1 141.3 100.3 18.6 10.9 636.0 575.5 5.0 176.9 119.0 13.9 8.3 810.0 394.2 7.1 207.8 134.7 13.2 6.4 952.2 246.1 9.1 207.8 123.1 13.6 11.2 899.4 301.1 11.0 198.9 104.8 18.7 13.3 699.2 509.7 13.1 161.0 74.3 28.3 15.7 433.2 786.8 15.0 125.6 42.9 43.1 17.9 145.8 1036.3 16.0 73.8 23.8 36.8 19.0, 69.6 675.1 To PQoIli Da- HOLLOW -CORE ANALYSIS Job No.: 88047 Page _? of -22 PROGRAM IN BASIC BY CONCRETE TECHNOLOGY CORPORATION FOR INFORMATION CONTACT CTA AT 206-382-3545 Information presented for MARK NO.: CASE2 Topping thickness= 6 in. Span length= 17.25 ft Total length= 17.25 ft. Hollow -core concrete release strength= 6000 psi. Hollow -core concrete 28-day strength= 8000 psi. Hollow -core weight, (pef)= 156 Topping 28-day strength= 3500 psi. tl Topping weight (pcf)= 150 12 IN. DYCORE DESIGN (ACI 318-8:3) FOR WEB # 1 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 FOR WEB # 2 AND LAYER # 1 Yb-e= 1.75 # strands= 2 Initial strain= .0056 FOR WEB # 3 AN Q. LAYER # 1 Yb-e= 1.75 # strands= 1 Initial strain= .0056 L-0.- •C FOR WFR & A AN F) I AYFP # t I (7) -�_~ � 5TaA^�J_-, Yb-e= 1.75 , # strands= 2 , Initial strain= .0056 FOR WEB # 5 AND LAYER # 1 Yb-e= 1.75 , # strands= 1 , Initial strain= .0056 HOLLOW -CORE ANALYSIS Job No.: 30047 Page -7- 0f LOAD Al Bi C1 DL=1 (k/ft) (ft.) (ft..) (ft.) or LL=2 FOR LOAD # 1 0.29 0.00 17.25 17.25 1 ?c -AtV_ DL_ FOR LOAD # 2 0.30 0.00 17. 25 17. 25 1 TOPP 6.1a (CC CU POSi FOR LOAD # 3 c] . 22 0. 00 17. 25 17. 25 1 �J112_ .�y FOR LOAD # 4 17 .90 5 . CIO 0.00 12. 25 2 (6r4L,�_L. # FOR LOAD # 5 17.90 11.00 0.00 6.25 2 w t4e.Ll_ ************************************************************ WORKING REACTIONS RL= 26.2 K AT 0.0 FT FROM LEFT RR= 23.6 K AT 17.3 FT FROM LEFT CONTROLLING CONC. RELEASE STRESSES 1 SOT MAX. = 1623.0 PSI AT 2 1 FT FROM LEFT( m v__ TOP MIN. = -214.1 PSI AT 2.1 FT FROM LEFT: CONTROLLING CONC. FINAL STRESSES SOT MIN. 173.1 PSI AT 0.3 FT FROM LEFT SOT MAX. = 1048.9 PSI AT 15.2 FT FROM LEFT TOP MIN. _ -47.3 PSI AT 15.4 FT FROM LEFT TOP MAX. _ ".59.3 PSI AT_ 9.0 FT FROM LEFT TOPPG. MAX.= 505.3 PSI AT 10.9 FT FROM LEFT COMPOSITE HORIZ. SHEAR = 71.4 PSI AT 0.3 FT FROM LEFT .90*MN - MU = 19.1 K-FT AT 0.3 FT FROM LEFT O l� .05*VC - VU = 3.0 K AT 11.0 FT FROM LEFT LOAD FACTOR'S: 1.40 * DEAD LOAD 1.70 * LIVE LOAD PHI FACTORS: .90 (FLEXURE) .05 (SHEAR) HOLLOW -CURE ANALYSIS Job No.: 38047 Paqe $ of I]ISIT 9*MN Mli 35*V(-_ VU FCT -EFF FCB -EFF (FT) (K - FT) (K - FT) (K) (K) (F'SI:i (PSI) 1.0 99.9 43.3 5G.2 41.3 -IGA 523.0 3.1 221 .�� 136.4 63.4 38.9 57.7 77t=,.4 5.0 275.8 193.1 21.0 6.3 202.1 337.3 7.1 316.3 200.3 21.0 4.0 254.6 308.E 9.1 316.3 214.E Z1.0 1.6 269.1 275.3 1 1. fr 3 09 . 5 2 14. 4 4. 3 3 1. 0 2 47 . 6 21' D 0. 5 13.1 251.4 147.3 52.1 33.3 120.5 647.0 15.0 196.9 82.5 68.4 35.5 -29.3 1013.6 17.3 0.0 0.0 0.0 33.1 0.0 0.0 C21)PLANKS (_' 4.O NOM. O'*'v a a PLAN 2-O" TOO ,2 RE13AR GROUTED RtLINF• DY OT1afR5 �MTO SMEAR KLTS I I I I I aO. @ 4'-0` (6" DEEP) CJ.P. WALL,TOPPING, RILL, 4 RCINF. s`f OTH:RS TYP SECT 1 O N ;Zr;:: A/ S 1 G" 0 B.C. EA. VptD VOID DATA 1/44' )( 3/t; ' aRG. STRIP ( aY CT c.) WALL(3`1 OTHEQS) 4 D£ARI NG SECTION REF: 6 /S t / ( G"¢ 5,0, EA. VOID I ' .I VOID DAM ( SY CTc,) /4xS�s' SRG. STRIP ( ,sY cT.ci C.I.P. WALL (SY OTH" S) 1 3' 11LE►41NG TYP. ECT10N REF C 5 1 I i FOR STRUCTURAL CQNr4E-TIONS AS INDICATED oN TIAESE Df[AWINGS. PENETRATIONS FOR MFLHANIC.AL,PLUMBING, CLECTRICAI.,AND ALL. OTHER TRAOEL ARL TO @lE FIELD INSTALLED QY OTHERS. Z. FIELD -INSTALLED PENETRATIoNS MUST NOT %mTERFEKE WITH PRESTRCSSIN3 STRANDS. SEE SECTION BELOW FOR LOCATION OF SAFC ORILLINC. AREAS. 3. PRESTREEZING STRANDS TO wL ASTM M4141 270 KSI., 1,l20 UNCOATLD 7-WIR£ SlitEii RELIEVED. 4 {G HOLLOW CORE = 8000 I-S.I. S. ALL HOLLC WCORE TQ4NTC SKALL BE GR WTSD WITH SHRINKAGE CGMPEN6ATIN6 GROUT. DIMENSIONS FOR SAFE DRILLING SHOP . 46" (NOM.) , WISi VIIH CON,�Ai i UULrf4L,,-; FfrO^Ff1Q 1 I - _ ZAA REJECIE� SEE kEMAj(N5 � .. J. CLARK JOHNSOM 1lo�al I14i I ttlFi I 1ll�i�l��L CONSULTING ENGINEERr- BEELLLLEVUL WA 980N Jub NAME: MAY CREEK HIGHLANDS DET. VAULT lswea by: L.J. Jub NO.: 860.7A-4i DATE: JUNE 3. 1988 Rem, No. 0 1Z IN. DYCORE Job QUANTITY TABULATION NARK I QTY. I PIECE I REVENUE I TOTAL I MIN. NUMBER I -- I MT. (K) 'I —EA. I REVENUE I STRAP" 47- 1 1 36 I 18. OB I 650. 88 I 7 47- 2 1 2 1 5.3 1 18. 08 1 36.16 1 7 -- 47- 3 I 2 1 5.3 l 18.08 1 36.16 1 :7 47- 4 I 2 i 5. 3 I IS- 08 I 36.16 1 7 t TOTAL 1 I I 1 42 1 I I 1 759.36 1 t21 S-3" al cb J u sv 1588 SEE OT$4ER SECTIONS FOR T{P NOTU S . ,F (La�t �� SECTION CONTRACTOR: ROBERT SCAL'ZO INc. E 22SO4o N.. :lX ST. D-9" ROBCRTs 1 CONCRETE TECHNOLOGY CORP. MAY CREcK HIGHLANDS �O1'" I ❑O NCT MA.N 6'FACfCREhS OF PRLT: 4ESSED CCNCRE7I -- i STORM DETENTIOTI VAULT SCALE n� A fiT CF T. kC00.1A RClD , Dal, 4 " ='..8$......... ... 12 DYCORE PLAc.EME.NT PLAN SECTIONS , NOTES F.P. } [ha Ac ..._.............. PL AN REVIEWS No. Project Name: Building Permit Number: Date to Utility Billing: Business or Use: Site Address: Owner/Billing Address: Tax Lot Number(s) Square Footage Assessment PHONE CALL A.M. FOR DATE TIME4��C'tJP.��. M A2 _ TELEPHONED OF ___ RETURNED . PHONE YOUR AREA CODE NUMBER FxTENSON LEASE CALL MESSAGE WILL CALL AGAIN CAME TO SEE YOU _ WANTS TO SEE YOU SIGNED TOPS 2 F ORM 4=- K ,i DESCRIPTION ADDRESS DATE RECEIVED DATE - CHUCK'S DATE TO DUE DATE TO BUILDING DATE RCVD. DATE TO REVIEW BERGSTROM BUILDING DEPT. PLAN NO. PERMIT BILLING 11-7 I 3 v cc L 7 ! t i I i I � I I I i I i-.t® .�__rurs�a�.a�a..' °.. .:�,,7n;,�.✓�,'. �w -:. '.:,. ' �,vr:>. xu..a.-r.---.�nH�.a�Y�c.�'�a�.....,�,,..��...w•an. .�trrrrv�n+- ..��aaaa,.- z�z: _�..v�_rm.ae�.a :..a.-wita�,.;---::�a+suc s:�rae� .,.,,s4=.=.w.. =.}t,i�. A - 4-' 18 C20PLANKS @ 4'•O' NOM. a 64-0" Aj 1'•4 1' 4" / ago 8/0 IN TOP rrLANOE iN ALL Y0It> , -NP. a 00 HI O 0 000146 000000000000 01 01 01 04 00 O 03 02 II 00000000 0000 0000 0000 00000000 000000000000 1 t 02 03 QI O 00 04 O! 01 00000000 -�► �— 000000 00 a 4(�D PLA N RE9AR GROUTED REINF. BY OTHMS !I INTO SHEAR. KCYS o'XG"BO.a SP, IEA.YOID I G q5 5.0, EA, VOM a (G.- DEEP) I I I l MOTES I.CTC WILL INSTALL ALL BLJCKOUTS REQUIRED FOR STRUCTURAL CONNfFr-TICSNS AS INOICATEO ON THESE ORAWING3. PENETRATIONS FOR MECHANIC.AL,PLUN15ING,CLSCTRICAL,/\ND ALL OTHER TRADEL ARE TO %E FIELD 1NSIMLLED BY OTHERS. 2. FIELD• INSTALLED PENETRATIONS MUST NOT INTERFERE WITH PRESTRE5SIN4 5r&.%NDS. SEE SECTION BELOW FOR LOCATION OF SAFE DRILLING AREAS. S. PRESTRESSING STRANDS TO BE ASTM A414o , 270 KSI., ";jO UNCOATED 'i•W►RE STlR.ESS RELI Ev ED. 4. �G HOLLOWCORE = 5000 P.S.I. S. ALL HOLLOWCOKE JO/NTS SHALL BE GRAUT&b V WITH SHRINKAGE COMPENSATIN6 CsWJUT. DIMENSIONS FOR SAFE DRILLING JUb NAME: MAY CREEK HIGHLANDS DET. VAULT Issued bys L.J. JUb NU.: 88047A-H DAl-E: JUNE 3, 19aa Rev. No. O 12 IN. DYCORE -----------------JOB -QUANTITY TABULATION ---------------------------- MARK I QTY. I PIECE I REVENUE I TOTAL I MIN. r -NUMBER -- I t WT. (K) I EA. --I-REVENUE I STRANDS --------------- ------------------ A 47- 1 1 36 I 5.3 18.08 650.88 1 7 47- 2 I 2 t 5.3 I 18.08 I 36.16 1 7 47- 3 I 2 1 5. 3 I 18. 08 I 36. 16 1 7 47- 4 1 2 1 5.3 I 1a. 08 1 36.16 1 7 1 1 1 -. q I I 1 I 1 TOTAL I 42 1 I 1 759. 36 1 4 " Z:-ea. I 12l 6=3'. 5 IN EA. Valo YO►C DAM vo1D DAM " (BY CT.C.) ( BY CTC,) S 0 is 3 lx?vjl ' B.RG. STRIP t/4 icVD' BRG. STRIP 1 � j�� CI.P. WALL,TOPPING, FILL, Ic«INF: AY OTHER'S, TYP. C.I,P WALL (B'1 OTHEQS� G,I.P. WALL (8Y OTHERS) SEE OTHER SECTIONS FOR Tf P. NOTES. F 4 BEARING 1 73" BF'.A ING Ir ' 7 P. e'yg N 2 USN = A _SEC_Tt0N 8 _SEC_TION ,� EC:T10N Q S��TI_ �w��,�',l�+,T��Ti�.�*u l�oo REF: A/51 REF: H JS 1� REF; C S 1 pvlkf 3 0 1988 --- CONTRACTOR: D—p......... ............................ Dw, 4'..3: a8............ • D—,m. RaBERT3 r-ONCRETE TECHNOLOGY CORP. MAY CREEK HIGHLANDS � f2 I;YCORE PLACEMEN`r PLAN , 1 1 �13� +T S'-��.ZQ ItvC• -.- I - DQ (,JOT MANUFACTURERS OF PRESTRESSED CONCRETE S -�� Appr d - '12-1 PORT OF TACOMA ROAD ., STO�M L%ETEN"iiC}N VAULT 5'ECTIOiNs NQTE$ £ SCAT. D g. h. ..p.' --- 2250tn N.E. 4(0"� ST. SCALE No. Rn,u— By App'd. Dal RE':lMC'Nt)'j WA. ciPS053 .. . .- - 8a04%. Ryprovrd � - TACOM.A. WA3HINGTCN 9842: Chug. No .._.........._._ _._....... .......... lob No. .... ._.. ..._.. ...... _.:.... as'- 44' O m i� (21) PLANKS @ 4.0' NOM. = 84' 0 _ 1a; PLAN LCTC WILL INSTALL ALL $LACKOUTS REQUIRED FOR STRUCTURAL CONNECTIONS P.S INDICATED ON THESE DRAWINGS. PENETRATIONS FOR M LKANICAL,PLUMBING,ELELTRICAL,ANO ALL OTKEA 1PUNCES ARC. TO ME FIELD INSTALLED SY OTHERS. 2. FIELD• INSTALLED PENETRATIONS MUST NOT INTERFERE. WITH PRESTRESSING STRANDS. SEE SECTION BELOW FOR LOCATION OF SAFE DRILLING AREAS. 3. PRESTRESSING STRANDS TO $E ASTM A414P P 270 KSI., I/2¢ UNCOATCD 7•W►RE STRESS RELIEVED. 4. �G HOLLOWCOKE = 15000 P.S.I. 5. ALL HOLLOWCOML 70INTS SHALL BE GWJWTED WITH SHRINKACoE COMPENSATING GRAUT. DIMENSIONS FOR SAFE DRILLING JUb NAME: MAY CREEK HIGHLANDS DET. VAULT Issued by= L.J. JUb NO.: 88047A—H _...._. .. _ ._ DATE: JUNE 3, 1988 Rev. No. O 12 IN. DYCORE JOB QUANTITY TABULATION ------------------------------------------------------------ MARK I QTY. I PIECE I REVENUE I TOTAL i MIN. NUMBER I I WT. (K) I EA. I REVENUE I STRANDS -------------------------------------------------------------'I 47— 1 1 36 1 5.3 1 18. 08 1 650.88 1 7 47— 2 1 2 1 5.3 1 18.08 1 36.16 1 47— 3 1 2 1 5. 3 I 18.08 1 36.16 I 7 47— 4 1 2 1 5.3 1 18.08 1 36.16 1 7 F Fg leg 9 9 I_z:n I' ' 1 I 759. 36 1 JUN 0S 9169! 19� RESAR Alt VTED KLVS Rfl HA1`U-DESA V0, INC* ' RE114F• 8Y OTHERS INTSH O EAR KEYS 4 1.�" I=G" I;. TYP. 12l Tt 3 fv'XG•'B4O.@ 4=0" 6"Sb 210, EA.V010 EA.Vo1Dr� IN fp,vo1D (6" DEEP) , CJR WALL,TOPPING, FILL., 4 REINF. 'BY OTHVe--, TYP. _ A SECTICJN REF: A/SI VOID DAM I Vo1D DAM (Si CSC.) ( BY CSC,) 1/4'X �✓g' BRG. STRIP 14�S'8• gRG. STRIP ( SY CT.C.) C a c.r.r.) G.I.P WALL (34 OTHERS) C.I.R. 'A'ALL (BY OTHERS) 4" BEARING 3" MEAZING y� TYP. B SECTION C_ SECTION_ R6F: B/SI REF': C/SI SEE 0714ER SECTIONS FOR _"P, NOTE S . as- s«r1oN UN — — CO........ ROBEf2T SCAL.ZO INC. MA 2250:n �•�• ��3T. RF.�M01\1{1J w�• 9 d�3 De p D° M RoBERTs Cheoked ... epprowd _ DO NOT SCALE CONCRETE TECHNOLOGY CORP. MANUF4CTURERS OF PRESTRESSED CCNCR=_TE � � 1123 PORT OF TACOMA ROAD TACOMA. WASHINGTON 98421 ,"�'.,.• r MAY CREEK HIGHLkWDS STORM twl C3TOR�Vf DETENTION VAULT' I `' �- ` 12 i�YC062E PLACEMF_N TPL A W �c cT 10 5 NO YE� s! �j �.F. L a Sh No ��.. Du�q. No. — Iob No tic F,e•,.ss:ons By ApPV Date ♦ 1 Y1T t ^ N al re, 4' 8, (21) PLANKS @ REMP. 8Y OTHERS o'XG" 6.6. @ 4'-0" (G" DEEP) C-I.P. WALL,TOPPING, FILL, 4 REINF. BY 0THE2S,'TYP. A SECT 10 N REF: A/SI PLAN 47— 2:p" 6"fib QtO, EA. Ypld V01D DAM Ort 1/4'X3/B- emG. STRIP C DY GSG.) C.%.P WALL (8Y OT%EQS� Q SECTI_ON REF: B/SI L=0" TIP. 2" RE3AR GROUTED INTO SHEAR KEYS 1=bTIP. G."o 5,0, EA, VOID YOID DAM ( BY CTC,) )/4!-A Va ' tiRG. STRIP ( BY C.T.C.) �-- C,I.P. WALL (81Y OTHGRS) 3" BEARING TIP. 8• r' S ECT10N REF: C/SI LCTC WILL INSTALL ALL SUOCKOUTS SLEaUIRED FOR STRUCTURAL CONNECTIONS AS INDIUATED ON THESE DIV.WINGS. PENETRATIONS FOR MECKAN ICAL, PLUMBING, ELECTRICAL,AND ALL 0Tt1ER TRADES. ARC. TO DE FIELD INSTALLED BY OTHERS. Z. FIELO-INSTALLED PENETRATIONS MUST NOT INTERFERE WITH PRESTRESSING STRANDS. SEE SECTION BELOW FOR LOCATION OF SAFE DRILLING AREAS. 3. PRESTRESSING, smtkNDS TO SE ASTM A414o, 170 K%I.,',2jO uNCOATCD 7•WIRE STRESS RELIEVED. 4. J;G HOLLOWCORE c B000 P.S.I. S. ALL HOLLOWCOWLL JOINTS SHALL BE GRCUTSD WITH iHRINKAGE COMPENSATING GROUT. DIMENSIONS FOR SAFE DRILLING JOB NAME: MAY CREEK HIGHLANDS DET• VAULT Issued hyt L.J. JOB NO.: 88047A—H DATE: JUNE 3, 198& Rev. No. O 12 IN. DYCORE JOB QUANTITY TABULATION ------------------------------------------------ MARK I QTY. I PIECE I REVENUE 1 TOTAL I MIN. NUMBER --------- I 1 NT' (K) I Eq. I REVENUE 1 STRANDS -------—------------------------------------------- 47— 1 1 36 1 5.3 1 18. 08 1 650. 88 1 7 47— 2 1 2 1 5.3 1 18. 08 1 36. 16 1 7 47— 3 1 2 1 5.3 1 18. 08 1 36. 16 1 7 47— 4 1 2 1 5.3 1 19. 08 1 36.16 1 7 1 1 1 1 1 1 I I 1 I I TOTAL 1 42 1 1 I 759. 36 I 4 %' &" 1 2:-4;' t t �5 IN EA. vole SEE OTHER SECTIONS J U N 6 198E FOR 711 P. NUTS S . 8 w a C W W U cw.�02 Oap D SECTION ` �o CONTRACTOR: Dee......... ................._... - D.1e �'.�'..a$._.......... I- CONCRETE M oBeltTa CONCRETE TECHNOLOGY CORP. MAY CREEK HIGHLANDS 12 tYycop - PLACEMENT PLAN -- KID5ERT SCAL.ZO INC.- DQ I`.1(OT MANUFACTURERS OF PRESTRESSED CONCRETE � Sh. Na 2250[a N.E. 4to ST, Checked SCALE STORM DETENTION VAULT SECTIONS NOTES L SQT. P.I A vrowd 1123 PORT OF TACOMA ROAD a .. °g Owg. No ..... _ .....- REdMON'LS WA. °18OS3 P TACOMA, WASHINGTON 98421 k�,, g6 O�7 no keoas�ons Ry Aop d. Dace J .........._......._...... leb N. ...._ . ...__................... ► I r I / m 8 (21) PLANKS @ 4,•O NOM. - $4 - O, $ 04 14•• �'� 9/o IN TOP FLANot Q �� IN ALL YO►D S , i`(P, g -, ¢ =� , - 0 0 n TTO O r-- 000000000000 o 19 p i 01 01 04. O O O 03 02 0n to A pp 0 :x d H v it i In 0000,0000 0000 0000 0000 - N _� _ 00000000 ---- -- 000000000000 a -o 02 03 O 00 ° 04 01 01 IA N 0000 00 00 —► -�-- 000000 OO RSINF• BY OTHERS 2'xG"15O-@ 4=0" (Gr DEEP) C,I.P. WALL,TOPPING, FILL, 4 RE%NF. sY c-rw-R5, TYP. _�S E C -1 O N REF: A/SI PLAN I.CTC WILL INSTALL ALL BLflCKOUTS REAUIRED FOR STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. PENETRATIONS FOR ME-KANICAL,PLUMING,9:1-CCYRICAL,AND ALL OTHER TRADES ARP- TO ME FIELD INSTALLED SY OTHERS. 2.FIELD- INSTALLED PENETRATIONS MUST NOT ►NTERFEKE WITH PRESTRESSING STRANDS. SEE SECTION BELOW FOR LOCATION OF SAFE DRILLING AREAS. 3. PRESTRESSING STRANDS TO BE ASTM A414D, 270 KSI., ":jo UNCOATED 7•WIRE STRESS RELIEVED. 4, rf� HOLLOWCORE = 8000 P.S.I. 5. ALL HOLLOWCORE JOINTS SHALL BE GRAUTUD Wills SHFUNKAGL CGMPEN5A71N6 GROUT. DIMENSIONS FOR SAFE DRILLING 4S" (NOM.) 371' " 10 iG�4l 111.2 L I II•R 1 I llh L[d•4l JUb NAME: MAY CREEK HIGHLANDS DET. VAULT Issued by: L.J. JUb NU.: 88047A-H DATE: JUNE 3, 1988 Rev. No. O 12 IN. DYCORE JOB QUANTITY TABULATION ------------------------------------------------------------- MARK I QTY. I PIECE I REVENUE I TOTAL I MIN. NUMBER 1 1 WT. (K) 1 EA. I REVENUE I STRANDS _________________________—__--_--__--_--_—_—_ 47— 1 1 36 I 5.3 1 1B. 08 1 650.88 1 7 47— 2 I 2 1 5.3 I 18.08 1 36.16 1 7 47— 3 1 2 1 5.3 1 16.08 1 36. 16 1 7 47— 4 1 2 1 5.3 1 18. 08 1 36.16 1 7 I 1 i t 1 TOTAL I 42 1 1 I 759.36 1 4" 2=0" 2=0" T<P. 2" REBAR GROUTED INTO SHEAR KLYS 4" 1.�,' �'.�• Go 0 290• EA.VOID G"0 BO• EA. VOID S IN EA.VOIO VOID DAM IF VOID DAM (8'f CT.C.) ( BY CYC•i BRG. STRIP 1/4k%/S BRG.STaIP ( DY CS.G.) C BY GT.G) �( C•1•P WALL (BY OTHERS C.I.P. WALL (BYOTHL'RS) SEE OTHER SECTIONS FOR -N P- NOTES. 4 BEARING 3" BEARING I] f I�V~Cm B SECTION �C: S_ ECTION� SECTION a==W REF: B/SI REF: C/51 CONTRACTOR: ROBERT SCALZO INC. 2ZS04o N.E. 46-m ST. R.EDMONO� WA- �Sos3 D—g-.....- M-itoBEiiTs Drat-00 CM k d __. - .1 pproued ........ ......... ................................... NOT SCALE CONCRETE TECHNOLOGY CORP. ESS£D C'ONCRETF. ��,,,,.i MANUFACTURERS OF TACO 1123 FORT OF TACOMA ROAD TACOMA, W'ASHINGTON 98421 ' MAY CREEK HIGHLANDS STORM DETENTION VAULT 12' DYCORE PLACEMENT PLAN SECTIONS NOTES £. sccr. ' r' Date"-' Sh No. Ip of - I- - P. Chug. No...a O w 7 O T — - - -- - Nu Reui,u n: kiu .a p,.d Date $ C21) PLANKS 4*•c' NOM. = 84' 0" 1a =yy4 .4' 4 8/o IN Top FLANdE 'I 'i 1 11� 1N ALL VOIDS , iYP. rel io 00 O "C4UO 000 —+ �— 00000000 0000 I I 01 O t 044 OO O 03 02 0000 00 00 —� �-- 000000000000 00000000 — -- 000000000000 02 03 O 00 04 01 O1 00000000 —+ �— OOOOUOF1 OO a a _ PLAN TKP. 2" RESAR GROUTED REINF. 8Y OTHERS INTO SHEAit KLYS G'XG"BO,& 4=C" Q."51 (30, EA. VOID I G'i� 80, EA. VOID (G" DEEP) Ti VOID DAM V01D DAM (SY CS.G.) ( gY C.T,C,) I/4'7t �p�' ElRG. STRIP I/s}iCS'e' BRG. sTRIP +j CtJ.P. WALL, TOPPING, FILL, (BY CS.C.) ( 6Y CTC.) 4 REINP. B`f OTHERS, TYP. C..I,P. WALL (34 OTHERS) C.I.P. %'ALI, (BY OTHERS) 4" BEARING ILEAR►NG _n SECTION REr: A/SI a., (� SECTION REF: a/SI V1 8 C SECTION REF: C/SI I.CTC WILL IµSThLL ALL BLACKOUTS ItELaU1RED FOR STKUCTURhL CONNECTIONS AS ►NO%CATED ON THESE O"VVINisS. PENETRATIONS FOR MECHANICAL, KUMaiNG,CLECTRICAL,ANO ALL OTHER 1RADEL ARL TO aE FIELD INSTALLED BY OTHERS. 2. FIELD • INSTALLED PENETRATIONS MUST NOT INTERFERE WITH PRESTRESSING STRANDS. SEE SECTION 6ELOW FOR LOCATION OF SAFE DRILLING AREAS. 3. PRESTRESSING STRANDS TO BE ASTM p41lo, 270 KSL, ►:io UNCOAT6.D T'W►RE STRESS RELIEVED. �-� 4. �� HOLLOWCORE = 8000 P.S.I. S. ALL HOLLOWCORE SOINTS, SHALL SE GRAUTCD WITH SHRINKAQL COMPENSATING GROUT. DIMENSIONS FOR SAFE DRILLING JUb NAME: MAY CREEK HIGHLANDS DET. VAULT Issued by$ L.J. JUb NU.: 86047A—H DATE: JUNE 3, 1988 Rev. No. O 12 IN. DYCORE _____________________________________________________________ JOB QUANTITY TABULATION MARK I OTY. I PIECE i REVENUE I TOTAL I MIN. NUMBER 1 I WT. (K) I EA. IREVENUE I STRANDS In__________________________^___--_--_—_--_ (l N 47— 1 1 3a 6 1 5. 1 18.08 1 -----------_ 6`J0.88 1 7 47— 2 1 2 1 5.3 1 18.08 I 36.16 1 7 47— 3 I 2 I 5. 3 I 18.08 1 36. 16 I 7 47— 4 I 2 I 5. 3 1 18.08 I I 36. 16 1 i 7 I TOTAL I 1 42 I I I I 1 I 759.36 1 oil 1*3' � � i / 5 IN EA: voles S-o" J z rtt SEE OTHER SECTIONS J U N (7 q r� p ^ U 1� FOR "{`f P. NOTES. y� zom' D SECTION N4�W a Y u � — u O CONTRACTOR: ROBERT SCA>_ZO INC. — 2ZS04o N.E.. 4&-m ST. Hrvc.ana Ru App'd D.v REDWIO%tb,, WA • 1158063 Design_._....__._....._......_...... D aum M.ItOBERTS Chackrd .... .. _.. .4pprc d ._. _... ........ DD NOT CONCRETE TECHNOLOGY CORP. ( MAY CREEK HIGHLANDS i MANUFACTURERS OF PRESTRESSED CONCRETE STORM jZETENTION VAULT SCALE 1123 PORT OF TACOMA ROAD Ib '' TACOMA, WASHINGTON 98421 I Sh No. ..._�...—o(.... _L....___.. SECTIONS, NOTES L SGtT. Q Dwg. No... lob No. v�o47 AV, =4:' 8 C21) PLANKS @ 4' o' wank. = 84; 0" I44" &'14 8/0 IN TOP Ir1.ANdE IN ALL YOID$,l`fP. t i :¢ _N = =sl H 00 I O 1 00 0so � 000 01 �— 0000 01 0000 o t 0000 o4 03 02 00 J .� 'A^`9 C4 dW '0 G IA 00000000 0000 0000 0000 e 00000000 -- 000000000000 0 �. co ,�O Ua A J 02 03 ``N 00 00 0 04 01 01 00000000 000000 00 [ ----I Bee REINF• BY OTHERS ro'XG"80.@ 4=0" (G" DEEP) 0—C CJR WALL,TOPPING, FILL, R:EINF•. BY OTHER-%, TYP. 4 4(� 4(� PLAN M L I NOTES LCTC WILL INSTALL ALL BIOCKOUTS R QUIRED FOR STRUCTURAL CONNECTIONS AS INDICATED ON TKESE DRAWINGS. PENETRATIONS FOR MECHANICAL, PLUMBING, CLECTRICAL,ANO ALL Ol'"EA TRADES, ARC TO %L FIELD INSTALLED MY OTHERS. 2. FIELD -INSTALLED PENETRATIONS MUST NOT INTERFERE WITH PRESTRESSINO STRANDS. SEE SECTION BELOW FOR LOCATION OF SAFE DRILLING AREAS. 3. PRESTRESSING STRANDS TO SE ASTIA A4140, 2.70 KS►.,',%;O UNCOATCD 7-WIRE STRESS RELIEVED. 4. �` HOLLOWCORE = 6000 P.S.I. S. ALL HOLLOWCOKE 70INTS SHALL BE GRIZOTED WITH SHRINKAGE COMPENSATING GROUT. DIMENSIONS FOR SAFE DRILLING JUb NAME: MAY CREEK HIGHLANDS DET. VAULT Issued bys L.J. JUb NO.: 88047A-H - -. _...___.. ._.._.. DATE: JUNE 3, 1988 Rev. No. O 12 IN. DYCORE JOB QUANTITY TABULATION ----------------------------------------- MARK I QTY. 1 PIECE I REVENUE I TOTAL 1 MIN. NUMBER I I WT. (K) 1 EA. I REVENUE I STRANDS ---------------------------------------------------------- 47— 1 1 36 I 53 1 18. oil1 650.88 1 7 47— 2 1 2 1 5:3 1 18.08 1 36.16 1 7 47— 3 ZI 5. 3 I 18. 08 I 36.16 1 7 47— 4 1 2 1 5. 3 1 18. 08 I 36.16 1 7 t t 1 I 1 TOTAL I 42 11 I I 759.36 1 2,- 0" ; 2'-0" TYP. 2" ,-REBAR GROUTED INTO SHEAR KLVS G" 0 OP. EA. V01D G'¢ SP. EA. VOID t F VOID DAM V01D DAM I S=0" J ($Y CS•C,) { BY C.TA.) 1/4f X Aa BRG. STRIP t/4'x'Vs 6RG. STP.I P BY CT.C.) C BY CT,G•) L C.I.P W/\LL (SY OTHERS) I C.I.P. WALL (BY OTHERS) � SEE OTHER SECTIONS POR TY P, NOTES. 4' SEARING S- SCAP-ING �I MMD tl SECTION REF: A/SI g SECT IONC�SECTION ._ REF: B/SI _ REF: C/SI lu1 SECTION Im~o~WJ ISd Y� o CONTRACTOR: BE-RT Sct�L.ZO INC. 4' ZZ54O M.E. '4�G� RET�1el�CD�®' `NA. gg05� D,,igrt ................... ,Ira"M.R09ERTS Checked.. � � Approved _. .__. _. ..... DO NOT SCALE CONCRETE TECHNOLOGY CORP. MANUFACTURERS OF PRESTRESSED CONCRETE 1123 PORT OF TACOMA ROAD !i' :.< TACOMA, WASHINCTON 96421 ��.:.,� 1 MAX CREEK HIGHLkNDS NORM DETENTION VAULT 12 D`�(CORE PLAC.EME`a�1T PLAN , SECTIONS NES L SQT. iO Dase 4-._3-.58._.......... 1 1 <h No f . o-- P. 1 1hu9 No ...... ... lob No SS047 rvo Revss�ons Ny App'd Dale