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HomeMy WebLinkAboutSWP272761 06/23/1999 13:45 4253924676 EASTSIDE CONSULTANTS PAGE 01 p — �C?(0' EASTSIDE CONSULTANTS, INC. ENGINEERS— SURVEYORS Crry OR RENTOrj MEMO JUN 2 3 199e v.�dLl..r3iV1 L.Ut,%150'�j'Iv June 22, 1999 To: Paul Lumbert, City of Renton Public Works Department From: Laura Grignon, Eastside Consultants, Inc. Re: Change Order on Anicello Short Plat Storm Drainage System Per our telephone conversations, attached is the revised storm drainage plan for catch basins 1 and 2, and the new gutter inlet. Please let me know if this is acceptable to you as soon as possible as installation of the conveyance system is scheduled to begin on Thursday, June 24th. cc: Ray Mass, Cascade Builders & Developers 415 RAINIER BOULEVARD N., ISSAQUAH, WASHINGTON 98027 PHONE: (425)392-5351 FAX:(425)392-4676 516 E. FIRST STREET, CLE SLUM, WASHINGTON 98922 PHONE: (509) 674-7433 FAX: (509) 674-7419 m — —— — GUTTER INLET (SEE — — — — — — — — —m .. - __._._. DETAIL - _.—— — 32 L 12" CREP � 10 STA 5+14.75. 16' RT. N.E.(N.E 7TH) j �lI -_ @ 2 0% aRI'�t .33 ------------- ----� r----f------ - ---- I IE=1583.35 BSEI 1 1 39 LF 6' I I x DO @ 1.8% A I I. CS #4 TYPEw W GRATE _ STA 2+31.96, 6.9' z ICB #1, TYPE I 1 ; I - -- -- RIM=382.46L 376.58 RIM=364.68 iE (SW)=371.80 z IE=381.82 `, ` I ' ^ i] 82 LF 12'tn r ♦I ♦� t- .R . ♦ F W 'tDR - DR:VC - • i,r i r ` �• ♦♦♦ . 11 ..,�71 .i..wyrri r�"ram :- " U ._.I•-- �! �.. . _ 'V �J- t r- 1 to F} ,2., ';PEP CLn v I /�_ v a VC g2 -yp= + + STA 0+41.35. �G.9' RT — 1 6 3 I IE=381 OG I YPE i i ti m i S'.A. 1+77.4G; 16' RI t n I I 38g 2 RRA=383.73 '06/23/1999 13:45 4253924676 EASTSIDE CONSULTANTS PAGE 02 TIJN-22 1�7`� 0 ITY OF PENTON 4125 a;d 7300 P.'71:01 Z 0p A j 34 1/4" N 4 IN, I . in . � N a o C 1/8" 1 1/2' 13 5/8" 24" d' tit 4" 12 1/4"=r � 1 1 i 6" DIA. Ref/ onla NOTES: MATIERAL CAST IRON, ASTM A-48 cL 30 OLYMPIC FOUNDRY, INC . • WEIGHTS: GRATE — 55 LIDS., UGi4t "lr END - 12 ems.. NOZZLE - 42 LBS., END OUTLET FRA141E — 113 LBS, 9^ x 23" x 12 1 4" GUTTER INLET WITH END OUTLET APPROX. WEIGHT: SEE NOTES RATING - H2O PART NO. SM 14 TOTAL P.01 7 1� 40 t� 1. Miles Consulting cmpf01eC1 by �' 14400 Bel-Red Road ������'� Suite 105 local oob�o Bellevue, WA 98007 �1+ 'eaI(Tj ri, e"ka'e \� C0 k DETENTION TANK DESIGN 6 CONSTRUCTION Design loads are for the actual dead loads and HS20 vehicle. Soil Load Depth is determined from Civil Engineering Plans. Construction should be in accordance with latest edition of UBC Section 108 and should include; I. All concrete work phases and strength. 2. Provide special inspection by Geotechnical Engineer confirming assumed soils parameters. 3. Any fill placed below footings or slab has sufficient compaction to at least 95% ASTM D-1557 . Prior to excavation it shall be the Contractors responsibility to determine if any underground utilities exist in the area. Tank foundations have been designed based on; Allowable Bearing 2000 PSF Soil Weight 11OPCF Active Pressure 35 PCF (Retaining) Active Pressure 50 PCF (Restrained) Passive Pressure 300 PCF Coef. of Friction . 40 (SF=1. 5) Foundation excavation shall extend into undisturbed soil. Should filling occur, it will be place to 95% compaction and shall be inspected for adequacy. Back-filling of the walls shall be accomplished using a free draining material. Back-fill evenly around tank to prevent overloading specific points on the wall. Provide drainage as required to carry away any local ground water which might accumulate in the back-fill or pond behind wall . Concrete construction for cast-in-place concrete shall be inspected and tested. The concrete shall attain a minimum 28 day strength of fc '= 3000 psi. . Use of add mixtures shall have Owner approval. (Strength required @ back-fill . ) Reinforcing steel shall conform to ASTM A-615-68, Grade 60. Lap splices shall be a minimum of 30 bar diameters. Fy= 60,000 psi. All horizontal reinforcing bars in walls shall be lapped around the corners. The reinforcing shall be protected by minimum cover as detailed on the plans, or when not detailed per UBC Concrete Construction. CIVIL ENGINEERING DATA l S'd« 46 LF CPEEP @ 1.C�% h, 48"0 ACCESS MH W/LOCKING LID RIM=382.1 egFF � tE OUT=371.71lb- ;D F �1a 382.50 48"0 ACQE-SS M RlO=382. 0 DETENTION VAULT 28'x17'x10.1' INT. DI SEE DETAIL PG 4 i STANDARD GALVANIZED 48" COVER LADDER/STEPS STD. 640 MATCH FINISHED GRADE \\ MARKED DRAIN TYP. SEE PLAN VIEW ___W/LOCKING BOLTS_ SPACER RINGS AS REQUIRED o 380.3 DESIGN 0 -- 6" MIN. OVERFLOW 1 DETENTION SURFACE = ROOF-ELEV. = 380.8 ELEV=380.30 ORIFICE #2 = 3.10"0 = 1 I IE = 378.31 ORIFICE #1 = 2.44"0 -- IE=375.06 Q � I PIPE SUPPORT(S) 375.06 DESIGN I #1 I 3 X 0.09 GAGE WATER QUALITY SURFACE _ i i BOLTED OR IMBEDD 2" IN WALL ® 3' ki LL- Q 12"0 RISER PIPE I I SPACING. MIN OF m r---� 6 CLEANOUT GATE -T 1 SUPPORT DRAIN 8" SHEAR GATE --� 12" CPEP e" I I 2 � INLET IE = 371. FLOOR ELEV = 370.7 2' MIN. HORIZ. CLEARANCE IE = 371.71 3-7o,7 cq.( /, O 3 g )ETENTION VAULT CONTROL STRUCTURE N.T.S. FLOW RESTRICTOR CONTROL DEVICE MISC. INFOR2•tATION 1.4St!al 3•atJir9 Pro luct• 3-36 Rod 013CX J iA Inc. None B-'6—alfcN 2tle?eacttors(;in 2 3.8'3 5 8' o H O 3e arrg LergthL O 0 0 1' 1 1 2' 2' 2 1 2" 3' 3 1 2' 4' l 1 3,4' 22 416 438 520 572 625 677 729 4 36' 1007 1 103 ` 1213 1363 1513 1 663 1313 1 o 4`Melds 0 7 Welds 20 700 776 853 929 1005 1C82F3480 1495 1617 1739 1397 2088 2280 The B-36 profile has been"enhanced"via 1e 1443 1588 1693 1818 1943 2068 physical testing to give you the highest dia- 2734 29C9 3084 3258 3436 3710 phragm shear values of any of our prior B-series 16 2434 26CS 2782 2957 3131 3305 profiles. These values are also among the 4350 4578 48C6 5034 5262 5490 5736 highest in the industry. Nestable sidelap I. Tre top ,aloe reflects the a!Iowable reaction at the pare) condition available;coverage equals 35 1/4". -3rd s,pports. T`,e bottom value reflects the allowable reaction at the B 36—Section Pro erties ,rteror si.pports. t.Vak.as are;n pounds per linear foot. Gauge Weight I S+ n3 (psb (In4) (In3) ( ) 22 1.68 0.178 0.130 0.195 20 2.04 0.220 0.235 0.246 :•'; 18 - 2.70 0.302 0.321 0.336 16 336 0.379 0.407 0.415 1.Section properties are based on minimum 38 Rsi steel (Fy)• B 36—Mowable Total DL a LL Uniform Load( s _can Span 50' 55, 6 0' 6'0 7'0 ' a 0' 3o '� 7 6 22 Stress 109 90 16 65 56 49 43 38 34 30 27 Cer'ectbr 93 70 54 42 34 28 23 19 16 14 12 0 Stress 143 Ila 99 35 73 64 56 49 44 40 36 Deflectior 115 87 67 53 42 34 28 23 20 17 14 Span 18 Stress 195 161 136 115 100 87 76 68 60 1 54 49 Deflection 158 119 92 1 72 58 47 39 32 1 27 23 20 16 Stress 247 205 172 146 126 110 97 86 76 69 62 Ceflectior 1?9 119 115 90 72 59 49 40 34 29 25 22 Stress 119 98 32 70 60 53 46 41 37 33 30 Ceflection 119 98 32 70 60 53 46 41 37 33 28 20 Stress 150 124 104 89 76 66 58 52 46 41 37 Ceflect,or 150 124 1C4 89 76 66 58 52 146 41 35 Span Stress 204 169 142 121 104 91 80 71 63 57 51 13 (Deflection 204 169 142 121 IN 91 90 71 63 56 48 16 Stress 252 209 175 149 129 112 99 87 78 70 63 Deflection 252 209 175 149 129 112 99 87 78 70 60 22 Stress 148 122 103 88 76 66 58 51 46 41 37 Cef!actiorr, 148 122 102 90 64 52 43 36 30 26 22 Stress 187 155 130 111 95 83 73 65 58 52 47 Trpie 0 Ceflectioo 187 135 126 99 79 65 53 44 37 32 27 Span to Stress 255 211 177 151 130 113 100 38 79 71 64 Deflection .255 211 173 136 1C9 39 73 61 51 44 37 16 Stress 315 261 219 187 161 140 123 109 97 87 79 (Deflection 315 261 217 171 137 111 92 76 64 55 47 Str�s5 t33ad cn i;'e.v3b!a flexural stress of 22 8 ksi. 3.Adequate bearirg most be provided. 0�f'�crcn is?d )n nix rri m def!ectian .)f L 210. 4. See page 29 for Geraral Notes: ' ,2 Q �szs-44 lo, a�Las 4G LaS 40 CBS HS20 44 3,000 Las. 321000 LBS.* 32:A0 Lash .HS15-44 6,000 LBS. 24.000 LBS. 24.,-�00 L3$. N ar Q 14'-0'• :51 V 0.1 'N 04 'rV - O4 'N W - COMBINEO WEIGHT ON THE FIRST T`NO AXLES WHICH IS THE SAME AS FOR THE CORRESPONDING H TRUCK. V = VARIABLE SPACING — 14 cEET TO 30 =_ET INCLUSIVE ;PACING TO BE USED IS THAT WHICH PRODUCES `aAX:!AL,M ST,aESSES. CLEARANCE ANO LOAO LANE '�I/C)TH 10'-0" CURB 2'-0„ 6.-0.. 2'-0., Figure 3.7.74. Standud HS Trucks 'In the des;n of tlm'xr Scors and x:ha(rc?ic bams)for HS m losdim& vme axIc load of 2a.-:i:0?ounds or two si'e !cads if 16..X0?curds cacti, Spaced 4 net t?art mey be used. 'Ahicltcwr?erod:t--- :he g-a[er stress. :rwe-3d of he 72.1-`Ot}-po4.d a.ek hwa —For slab dcs:jn. ,Ce center life of be ass_-zd to be t foot from `ice of curb. (Seat Article 3,24.2.) _ lit HIGRWAY BRIDGES AP7• A LOADING - N 20-41 • TABLZ Of MAXIMLIA MOMENT3e SHEAM AND REACTION3.-SI)dPLS SPAN3, ONE LAMS Spans in feet; moments in thousands of foot-pounds; shears and reactions in thousands of pounds. These values are subject to Specification reduction for loadinjr of multiple Ianes. Impact not included. End At,eas End shear and end( and end Jpa� Moment - rcactio■ (a) dpa• Moment reaction (a) 36S.1(b) 11.4 1t.0(D1 1 ....... t1 lo.t 12.0(b) i0s.7(b) { t1.OtD) �6 12S 6( 0) Me / ....... IL.O(D) It.O(b) i0 12.0(b) / ....... 10.0(b) S2 ....... ISS.$(b) {L.{ i ....... //.0(D) 12.0(D) S6 .. 43S.5(b) 13 6 t ....... S6 0(D) 12.0(b) / SOS.I(b) I3.9 5 ....... { ....... 11.0(b) 12 0(b) 505.1 11 { { ..... .. 72.0 so o(b) 12.0(b) SO .... .......... SS6. tS.! 10 ....... 30.0(D) 12.0(D) ll ....... 1/.0(D) 12.00j) 12 536 6 IS.{ 1! .. 26.0(b) 12.0M N .... ... 615.1 16 i 11 .. 101.0(b?) 12.0(b) ti ....... S45 a 17.1 11 112.003 12.0(D1 LI 675 {. VA li 120.)lD) 12.S(h) "0 707.11 16.6 '6 .. . 761 6 50.0 16 ....... 121.0(b) 33.0(D) - 30 ....... 672.6 51.6 11 116.0(D) 13 /(b) 960.6 63.! 11 . .... .. 11/.0(b 13 6(b) A .... ... I'M 0 1/ { 11 ..... . . 1$2.0(b) 14.1(b) 11 .. .... 1.141.6 66.4 WA it ....... I11.0(b) 11.7(D) 1,0 1.2501 61 { rt ....... 176.0(D) St 1(D 110 ....... 1:/63 /11 11 151.0(D) 11.10 IA ....... IM2.1 11.6 t6 ....... 112.0(D) 13.1(b) 11/ ....... 1.i11.1 67.6 16 ....... 200.0(1) 34.6(b) 111 ....... 1.131.1 10.8 16 ....... 20/.005) 15.7(D) ISo ....... 1.17S4 71.9 91 ....... 216.1(D) 1b.101) 160 ....... 2.768.0 i lT$ ....... 1,077.6 16.0(D1 150 ....... 1.102.0 t3 { 1{ ....... 23/.7(b) 16.1(D) 14 1.111.1 Si.1 210 ....:.. 1.1001 We 3! ....... 256.1(b) 16 S(b) 2:0 /.362.0 16.6 16 ....... 176.4(b) St.6(b) tit ....... C S31.4 102 { 1{ ,...... 134.2(b) 36.9 2i0 ....... 6.S71.1 101.E 16 ....... 126-2(b) 67= 130 ....... 1.632.9 116.1 1{ ....... 104.20j) if i V4 ....... {.SS0.1 122.1 1{ ....... 626.I1er 16 e 11 ....... 136.0(D) 1, 6 ({ . .: 146.3(D) 11 { ka 1 Coa ova tratry Saa1 's -onS'.de:-A ;'A:d it L-SO aaD?orf. Lca% vrd an tbcst It1p"A" for ear. (1) Yasfma •%1>. Srtaralaed b StoUA Tru3 [ead1'S. Otherwta" t2u.Stu+'ard Coa!t sS to.arm. 1 • . CALCULATIONS c4 t� (A-) 8(D. So 3-t t) .-I 3� l � `t ! t ► CAo� E Za ��aooIL Om` rr- ► to l o +Qt&L cgv3 w4$4�J CD l o0 +--�- tzo� loco#� LL . zo Ol Do (1 .50) J =, .ate 8 ,55 (tZo t Ic�ZCa 4 �C� ILL too -7t6 \aID .cn-� V. ` s� :d z000 co t ! o j a I a / 0 2 Z SO !Zl 3 755 2 2 �o \— tic ` �000 Z 60c,00 461D lJ� 10 - .4;b s �3� "41 oo to roc] z �u Vz- (� �. -z z � n -4,zg (�� Zo,CaCp 1,77(J'ZOO)J+ +(M�to� lC) SS O Af � o 1�,�.�, t O .Z ►`z b o O� C , Qcti = 1� CC) ©O� = t �2 O1 d?z21 � '� z c)" co" �� _ ►oozy (�n Q J MCA J (z IL = 1 C9� CAS Co �ems- - vJ - Z 4 1 �+ L k-7- C �� Z t�R � Zai�4, ck zq �.k4_ �� W Z u 00 vs Q\ o o`t G (�a t 3a0.8 y CjO @ 3 S 10 lto a, IL Jf 3`70, �� �OA �� 3 Return Address: City Clerk's Office 20000216000554 City of Renton PAGE 001 of 002 1055 South Grady Way 02/16/2000Y11:330 KING COUNT , WA Renton,WA 9.00 CITY OF RENTON l3S gam!t IU o �-04 BILL OF SALE Property Tax Parcel Number:�� 1 O 1 U 1 Project File#: Street Intersection: t2 Grantoe(s)- Grantee(s): 1, ti 1. City of Renton, a Municipal Corporation The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to the Grantee,as named above,the following described personal property now located at: in the City of Renton,County of King and State of Washington,to-wit: O co N O c� By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person -, or persons,whomsoever,lawfully claiming or to claim the same. This conveyance shall bind the heirs,executors, administrators and assigns forever. c" IN WI SS REOF,I have hcreunto set my hand and seal the day and year as written below. No Seal must be within box INDIVIDUAL FORM OFACKNOWLEDGMENT STATE OF WASHINGTON )SS COUNTY OF KING ) E O certify that I ow or have satisfactory evidence that KOTA� signed this instrument and =11 )' ; acknowledged it to b hi er/their free and voluntary act for the uses and purposes 01 �►.�. S PUBL1G 4Nub d in the instru ent i N%, �i 01_= lic in for JW State Was m oPrint) ► t� My appoi tree ires: Dated: l� HAFORMS\KCRECORD\BOS.DOC\bh Page t PROJECT CLOSING k4 Final Cost Data FINAL COST DATA AND INVENTORY and Inventory SUBJECT: CITY PROJECT NUMBERS: WTR- tp I �" wWP 'a - a SWP ame of project TRO- TED- TO: City of Renton 'FROM: Plan Review Section Planning/Building/Public Works — GPJ #v2O 200 Mill Avenue South 7 Renton,WA 98055 DATE: Per the request of the City of Renton,the following information is fumished concerning final costs for improvements installed for the above referenced project. WATER SYSTEM CONSTRUCTION COSTS: Length Size Type L.F.of WATERMAIN L.F.of WATERMAIN L.F.of WATERMAIN L.F.of WATERMAIN EACH of GATE VALVES EACH of GATE VALVES EACH of GATE VALVES " EACH of FIRE HYDRANT ASSEMBLIES 5 n (Cost of Fire Hydrants must be listed separately) S (Include Engineering and Sales Tax if applicable S TOTAL COST FOR WATER SYSTEM $ SANITARY SEWER SYSTEM: STORM DRAINAGE SYSTEM: Length Size Type Length Size Type L.F.of SEWER MAIN _6#0 L.F.of I STORM LINE L.F.of SEWER MAIN 37 L.F.of $ w CPC—P STORM LINE L.F.of SEWER MAIN 30 L.F.of 6 STORM LINE EA of DIAMETER MANHOLES I EA of STORM INUT/OU11EI' EA of DIA 4ErER MANHOLES EA of STORM CATCHBASIN (Including Engineering and Sales Tax " _�_ EA of 4,E� " —_ STORM CATCHBASIN if applicable) S (Including Engineering and Sales Tax TOTAL COST FOR SANITARY SEWER SYSTEM S if applicable) S TOTAL COST FOR STORM DRAINAGE SYSTEM S 3j ! STREET IMPROVEMENTS: (Including Curb,Gutter,Sidewalk,Asphalt Pavement and Street Lighting) SIGNALIZATION: (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax) STREET LIGHTING: (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax) Print signatory name day phone#I (SIGNATURE) fonns/COSTDAT2DOCbh (Signatory must be authorized agent or owner of subject-development). Return Address: - C-00000005155 City Clerk's Office PAGE 001 i 003 FACE 991 OF 993 City of Renton 92,16.2999 11:39 1055 South Grady Way 90 KING COUNTY, WA Renton,WA CITY OF RENTON BS 9. BILL OF SALE Property Tax Parcel Number: �) 1Q —p j0 — J Project File#: LU A _ _U-72) Street Intersection: - e,; Grantor(s): Grantee(s): L�n I. ' S j 6j �/�,l . 1. City of Renton, a Municipal Corporation U—) The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to the Grantee,as named above,the following described personal property now located at: L" 7-f k ref t o in the City of Renton,County of King and State of Washington,to-wit: crD cv Vq(l\-'elm 0 0 c-4 By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person or persons,whomsoever,lawfully claiming or to claim the same. This conveyance shall bind the heirs,executors, administrators and assigns forever. IN WITNE F,I have hereunto set my hand and seal the day and year as written below. Notary Seal must be within box LYDIVIDUAL FORM OFACKNOWLEDGMENT STATE OF WASHINGTON )SS COUNTY OF KING ) i =\�0�, � j I certify that I know or have satisfactory evidence that ' +� g =i-�'NO,r�gs signed this instrument and i )' `" acknowledged to b hi er/their free and voluntary act for the uses and purposes 00 -"'«"� enti ed in the instru nt i No blic �d o the Sta e of ashirton No (Print) � NJ My appoi tmen exP s: Dated: t q "l H:\F0RMS\KCREC0RD\B0S.D0C1bh Page I r PROJECT CLOSING #4 Final Cost Data FINAL COST DATA AND INVENTORY and Inventory SUBJECT: CITY PROJECT NUMBERS: WTR- //�� WWP- If'�tnlcc��o SWP- Name of project TRO- TED- TO: City of Renton FROM: (_r,Vr.� (�as �.. \��111_A Plan Review Section _ CL., -k Planning/Building/Public Works 200 Mill Avenue South �ss4 r.�.�(, �4 cc �'-) Renton,WA 98055 DATE: 1l11]j 4 Per the request of the City of Renton,the following information is furnished concerning final costs for improvements installed for the above referenced project. WATER SYSTEM CONSTRUCTION COSTS: Length Size Type .),So L.F.of 1" Di WATERMAIN 51 L.F.of a^ I WATERMAIN 2:W L.F.of 111, Ds WATERMAIN 7-5- L.F.of WATERMAIN EACH of �— " F_ LJ_ GATE VALVES EACH of �L _ Lp,�N_ GATE VALVES EACH of _�_ L irW3 GATE VALVES _ EACH of lMvu FIRE HYDRANT ASSEMBLIES $ ,Z,Y�t1 - R-c 14�-.� (Cost of Fire Hydrants must be listed separately) `-1 (Include Engineering and Sales Tax if applicable S c-� o TOTAL COST FOR WATER SYSTEM $ o SANITARY SEWER SYSTEM: STORM DRAINAGE YS STEM: LCD Length Size Type Length Size Type L.F.of 8 � C_ �SEWER MAIN � L.F.of i STORM LINE v a3 o C L.F.of _Vy C'_ SEWER MAIN L.F.of & " 076P STORM LINE o L.F.of SEWER MAIN 80 L.F.of STORM LINE $ EA of yd' DIAMETER MANHOLES _� EA of (r. STORM INLETIOt117LET o a EA of " 6 EA of _1_ STORM CATCHBASIN C,\�'M (3ti r (Including Engineering and Sales Tax EA of STORM CATCHBASIN C-1l if applicable) S (Including Engineering and Sales Tax TOTAL COST FOR SANITARY SEWER SYSTEM S q7 M( if applicable) S _T TOTAL COST FOR STORM DRAINAGE SYSTEM S d�Q STREET IMPROVEMENTS: (Including Curb,Gutter,Sidewalk,Asphalt Pavement and Street Lighting) 30c) SIGNALIZATION: (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax) 9i'& T STREET LIGHTING: (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax) ti 3,35 •or L eVh a�L3e Print signatory name day phone# (SIGNATURE) (orms/COSTDAT2.DOC1bh (Signatory must be authorized agent or owner of subjcct develop mcnt). Return Address: City Clerk's Office 20000216000552 City of Renton PAGE 001 OF 002 1055 South Grady Way 02/16/2000 11:30 CITY OF RENTON BS 9.00 KING COUNTY, WA Renton,WA BILL OF SALE Property Tax Parcel Number:�J© 106, Project File#: AStreet Intersection: Grantor(s): � Grantee(s): 1. City of Renton, a Municipal Corporation The Grantor,as named above,for,and in co sideration of mutual benefits,hereby grants,bargains,sells and delivers to the Grantee,as named above,the following described personal property now located at: in theCity of Renton,County of King and State of Washington,to-wit: Co By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person or persons,whomsoever,lawfully claiming or to claim the same. This conveyance shall bind the heirs,executors, administrators and assigns forever. IN WI S F,I have hereunto set my hand and seal the day and year as written below. C---) c_D cL) Cv Notary Seal must be within box INDIVIDUAL FORM OFACKNOWLEDGMENT STATE OF WASHINGTON )SS COUNTY OF KING ) O�� W�/t/�i►►►► I certify that I know or have satisfactory evidence that VVIA 6- Alam` s Ilk ►� °N signed this instrument and _ NOTARy ����; acknowledged it to b h' er/their free and voluntary act for the uses and purposes —►•�-- m o e in the ins ent cp PUBL\G J, z ►�` � .,���,..-\ No u lic�1and fg the`State%e of Wash' gton t► F �t/�S� Notary(Print) N l Q�11' ► O �� My appoi tm t e ires: Dated: (, a q cfiUL-1 9 c— H:\FORMS\KCRECORD\BOS.DOC\bh Page 1 PROJECT CLOSING #4 Final Cost Data FINAL COST DATA AND INVENTORY and Inventory SUBJECT: i��Q '��"D 7,f� CITY PROJECT NUMBERS: WTR_ iai 1��� �(�cx�t- la►t' SWP- ame of project TRO TED- TO: City of Renton -FROM: i Plan Review Section Planning/Building/Public Works — G{G�j21i.4 200 Mill Avenue South 1 y' Renton,WA 98055 DATE: Per the request of the City of Renton,the following information is furnished concerning final costs for improvements installed for the above referenced project. WATER SYSTEM CONSTRUCTION COSTS: Length Size Type L.F.of WATERMAIN L.F.of WATERMAIN L.F.of ~ WATERMAIN L.F.of WATERMAIN EACH of " GATE VALVES EACH of GATE VALVES EACH of GATE VALVES EACH of FIRE HYDRANT ASSEMBLIES S (Cost of fire Hydrants must be listed separately) S (Include Engineering and Sales Tax if applicable $ TOTAL COST FOR WATER SYSTEM $ ;.J SANITARY SEWER SYSTEM: STORM DRAINAGE SYSTEM: Ln Length Size Type Length Size Type c__ L.F.of SEWER MAIN L.F.of STORM LINE —, L.F.of SEWER MAIN L.F.of STORM LINE c� L.F.of SEWER MAIN L.F.of STORM LIME co EA of DIAMETER MANHOLES EA of STORM INLEVOIIfLEr �— EA of DIAMETER MANHOLES EA of STORM CATCHBASIN v (Including Engineering and Sales Tax EA of STORM CATCHBASIN. o if applicable) S (Including Engineering and Sales Tax TOTAL COST FOR SANITARY SEWER SYSTEM S if applicable) S TOTAL COST FOR STORM DRAINAGE SYSTEM $ STREET IMPROVEMENTS: g..'-� (Includin Curb,Gutter,Sidewalk,Asphalt Pavement and Street Lighting) C11.i f' 'S 1 -AAl/ 6,1 h LA,-A I-�— �`r�I� r�- i e`( i► ^ �v� SIGNALIZATIO . (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax) STREET LIGHTING: (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax) �tiUe��, �o Sti ��6 949 Ty Print signatory name day phone#1 (SIGNATURE) forms/COSTDAT2.DOC/bh (Signatory must be authorized agent or owner of subject-developmen(). Return Address: City Clerk's Office I AGE 001 OF 0023 City of Renton 02/16//200011.30 1055 South Grady Way CITY OF RENTON ES 9.00 KING COUNTY, Wp Renton,WA Sao I i o -Ongs-o� BILL OF SALE Property Tax Parcel Number: 6,,59 Project File#: Street Intersection: In Grantor(s): Grantee(s): 1, ,1 -j 1. City of Renton, a Municipal Corporation The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to the Grantee,as named above,the following described personal property now located at: M � NC-, -7+t-, f5�i-R�o C'_' in the City of Renton,County of King and State of Washington,to-wit: �n CD c-- N C� By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person or persons,whomsoever,lawfully claiming or to claim the same. This conveyance shall bind the heirs,executors, c � administrators and assigns forever. c" IN VIIT NE S REOF,I have hereunto set my hand and seal the day and year as written below. Notary Seal must be within box INDIVIDUAL FORM OFACKNOWLEDGMENT STATE OF WASHINGTON )SS COUNTY OF KING ) W/N lot I cert that I know or have satisfactory evidence that I,� ��, signed this instrument and k ARY acknowledged it to b er/their free and voluntary act for the uses and purposes ......,.. � Qmioned in the in ment 01 ,I1��'��,��2_01;=,`0� Public i for e tat of W hin on <<�t OF Wnc�� Notary(Print) My appo tm a ires: a Dated: ` a HAFORMS\KCRECORD\BOS.DOC\bh Page I PROJECT CLOSING #4 Final Cost Data FINAL COST DATA AND INVENTORY and Inventory SUBJECT: l�l/� 'q(o—C�7.'� CITY PROJECT NUMBERS: WTR- WWP- Name of project TRO- 1 TED- TO: City of Renton FROM: V/( r{l jCAtl_� Plan Review Section U } Planning/Building/Public Works CC'J 200 Mill Avenue South AA InC Renton,WA 98055 DATE: G1 l Per the request of the City of Renton,the following information is furnished concerning final costs for improvements installed for the above referenced project. WATER SYSTEM CONSTRUCTION COSTS: Length Size Type L.F.of WATERMAIN L.F.of WATERMAIN L.F.of WATERMAIN L.F.of WATERMAIN EACH of GATE VALVES EACH of GATE VALVES EACH of GATE VALVES m EACH of FIRE HYDRANT ASSEMBLIES S Ln (Cost of Fire Hydrants must be listed separately) s (Include Engineering and Sales Tax if applicable $ o TOTAL COST FOR WATER SYSTEM s oCD SANITARY SEWER SYSTEM: STORM DRAINAGE SYSTEM: L—D Length Size Type Length Size Type L.F.of � V SEWER MAIN L.F.of STORM LINE N L.F.of _/�, SEWER MAIN L.F.of STORM LINE o L.F.of SEWER MAIN L.F.of STORM LINE rh EA of DIAMETER MANHOLES EA of STORM INLET/OUTLET EA of EA of STORM CATCHBASIN (Including Engineering and Sales Tax W t�l OL" EA of STORM CATCHBASIN C--' i(applicable)licable S (including En neerin and Sales Tax c�� PP� ) g Jn 8 TOTAL COST FOR SANITARY SEWER SYSTEM S if applicable) s TOTAL COST FOR STORM DRAINAGE SYSTEM s STREET IMPROVEMENTS: (Including Curb,Gutter,Sidewalk,Asphalt Pavement and Street Lighting) SIGNALIZATION: (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax) STREET LIGHTING: (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax) L U Print signatory name day,phone# (SIGNATURE) forns/COSTDAT2.DOCbh (Signatory must be authorized agent or owner of subject-development. j A ANICELLO SHORT PLAT PORTION OF NW 114 OF SE 114 OF SECTION 9, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. Z Z I Ik C S HiCrHL-4:\'D aC f2F' W Q "°E�,R,wax,REN S=.ra.,ME TRq J SCHEY TIC REPRCSENTATORS MLY. //µcann a I EN p G l BE ALLX RE ' D OEPENDIMO ,s cN 2., n Q t. �MERrLBE rROM 9YaiRATION TRETx S J W ED PLAT S—Svsrzu �,•' -�Q F W C.� a 3. TREMwMUST Q smucT oPC r L x MIT- Li Z TIE DO BL C TED STlUlTUXK -- --�Zi __ fE . TRExC CLiMEOD SCxANBCRS� .. _- --,ie I I�iXflO,S'%i1L A)WY /' [J� I E.563/r�f K, MKRiFD '20 SEE XX c - I i —TRAIT. S CIXIIACI r 1-... / I" 1E, \ / Y9 rO S TE—E A I �/•Tu - ,1 • ,.. m IY MECO MUC OM MEETINGBEFORC -ADS RODr b I •. c Ox B(fMSM EMCNES MUST 9! STALLED TI A I—M I I 0<19-COTLAND BOnW4 EOf � ��_\\ N I xsrALL aunET PSE AT mP Arz- N; to u LITT Ewi 2 PW TEE I1 e-P ])])St MA—EX.SRO. Ed,,,I A F aFa" :I I,S_I fI Ir.�z:�[D'-,�.] I!II,"II,:'fE--�- aE�. B—O_`.'LT. •,�/ .i �Y.xF 11II -,.1-X N9&-T µ s2 ,f z.i N®,x_�./•'mz�5Mm}c..tL 5 ID'ry i0 - SYB ea J 3L`W T--- ----« --- A. H R ' PV TEE 9 — P 1 • l7V 1V O' Lt ------- ---- `sa)• Ma L A¢ss I „ ... -:-_ �e. ME-un>r TT A, w` K RM05 RE ACtoR xT. �./ 'F� -.i• -_r,. { + -- -�..I-_- "a'-- ` SaiA,N�Ey`Al i I I vacµvziriaAna ano/ r- .r ✓ ,-�- {- -a- ze'nr.mr rnSea/D r s Dxc nv uc �G•N B•! You DID r w I L30 Lr Tt^tPFP• 1-800-424-5555 )NO•... `\ ��]5re Mllf ON ( ADS RJOr b� ,.``YSOE,UL PO a gulp —P•zr ace 'R -. IE 5e3 zo � I � I. _2 SeY .w B R `I -�`. ';) - .. GRAPHIC SCALE = i )3 I- t I I -IE Seaw •� I .. - rrr� i I I , I , -r I ` __ I I - I i iLxTr � !, s� I I x _ _____ s "bN1URE BENCHMARX 'g ,I .I_ sE•ER EXnNTvw - f O O .O O O O O O M O : w COxc.uax LEA oN. 1;.:.E co sT"KaD ME I 3u'C S u0[ROICCOrCRL�f'I MONROE xUE DLE c Dr RE�111Tr rNAw Aal r DAT �A.Mryc 11 Q A¢t[tft 1'T oA¢LEY?/i ENGINEERS-SURVEYORS _I S ATMI,TOM DAT, 0 -:I N.E. ST BEgNS — g o-ate Ar DLN AT �I .1 STSIDE CO T S INC.I .qr 1 3 MOLL 119 o ! rn PORTION OF NW 1/4 OF SE 1/ANICELLO SHORT PLAT 4 OF SECTION 9, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. _ I f T Z Q D 1 Ckti' S =TTIC REPR%CSCNTATIONS WLY I 4n:R[D OFPCxpwO d fl ox eUU-D rm PR xT. n O W x. OKMLOW rROY Nrxmnnan 1RCxCNES - ` MUST eE T....1.TO RAT SI—SYSTCY f yyy ]. TRENCHES MUST eE ID raw-1 '� 1 6 00 STTLUCn1XE OII K LERTYD 111 / __..-�___ ___ , Q TRENCNCS MAY fiE LOCATED MixXl ' 7— 10'DONNSLOPE OF A STRUCTURE r-'------. !- rotlTl `I rOUNDAnox _-_._. v __ T __� li:--__—-�-a iTio u,rrN Ex r•Ro. p 7 /ac.y�tE THS PAa N]ez.T:v£RM.«—D- a IRENCNFS ARE DESIO IAI VSINC % TRFllgl •nON ' - S I /Tie I I eoi O S-Ox . p ` 0 iN,lq!"quMeCRs. T I() p E i4 W PA4 6 --- _ S .E CONWACIDR MUST C011TAC, =- LPG SYSTEM. 0 C O e Q A—SY j L f s eza z%n s,a« E A m ai I TNaEmxsmuc ox u¢nxc eEroxr i •ns Roor w 5 - e RH CNEs MUSTM«ST M,Lx,TMEU.N I -]eo ze ( ET IC cMER w n SR a > -- \ _ -TALL OUT-ET It TOP R .. 1 a axe I _ IV US—ISUT MIN 17 Q r� z I r ., IT , ez'ATEN Ex relD ---11 Y b /� - "_. __-_0 ___ —ate_ r , D e PE EE x 6 LT P.276103 r [.. RW bee C8 irnr M ' t`1 CB TIDE I ti - F' TE = vase A� e Lr�E�P e T 5 TA JI 4x I -•DIXW 55 IIN I y 3 IT near )1 wOiE:M TAT U.UTUDMA as.1- M'Lv aPPRUnwAtF OMCR vRU ix]u,v La151 DUDES A,ALIONUCNI. > IFf I I l 4 r Ati eF AT-- FT— rl1 ,Nu/ � A< aMau�.=UL-r�Ruit G1N-114�voM oye { I ,xm 4�L -�,,,- T.w Lr x•ICRP :x '� t-eoo-aza ssss Yq , 1 [l �x I} 11 rWEP a xx t I _ TODTIND REPA 8p0 ( Sl. an 1 I - i ST.1. wi T6 ar ri�t PHI t;, I i �I� y7-, GRAC SCALE I I ` f ' R, I 1 I ea , ,I - I 1 ruN1f SEW xrtx ER ETSNxI BENCH�MRKRI a o 0 0 0 0 0 �k r LEAD.D R DN .:Ix E Mom - - SF DN-- E MT CO —C aVoD EAST) SIIsT RUc a-U. TT DATUM Q CTl Df E. II I LC . 561.6D(IEET)(xaw ee) 1 I nE�EnMw�Exnv,M I DAICtLx"�1 i a: DATE 1 ENGINEERS-SURVEYORS O DATE I sungerw rOR AT D .1 S S D I CO SIN `E x D,IL, i «c r 344 ROLL 159 7 0 -75- ANICELLO SHORT PLAT PORTION OF NW 114 OF SE 114 OF SECTION 9, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. < Z I ST8 WART'S HIGNLA 15ti tg D RE Ld AC e Z I01EMfTLTPA°ON THE C SIU4N ARE / TRACTS Q. I LOCAnON MAT°.17ERE.SUEP411E`xr°wc Qa ] Inwc E°°TPBNT. OWTTL lM l°Y wFILTNAnpll TBENCHEs Is pass-I yM 4M/. W W I En ra N.sraxu snrt4 uN Ue ( T RU Nusr BE ra Exw ANY Q x. STMICIUBE MAY P Ln— -E. \ u Z z To,Dow 4Ar BE LOCATEe NIneN _ ___-_ I ; 1F 11a5 PA¢ -,111E 16 r�sew• ./ ' rn Q Qz To, E«A STNIICNNE l �y 3]318 dl. 1 110.5x1a 1M1pN /.¢s• r - S` J �� E(NW)-3a2.za Q a ,zENaEs Aa ascxm ..+E(w)_ssz b Q Q i SEE i M PAfE°NC eBE� I 1 e IL Po a •n s 'E(sE)-J6z.3a s w mATNACTdi m. coo AI m C I _ 3 sA a23 75 SrTO S wG UE n �'1 1 8 G II !25 B3]]589 TO NECT.. A ' I T TIONc7 uEEnxc ands ; ; ABs Baa a ^S 4 7 I e 1111 1 w�TALLA I 1 1 O I e TNENd1ES MIST a wSTAEIEB wTN A 4N.xw CB ; �) w► Q a,e-c AAu BOTTo4 star d oTE _ ~ wsr.0 CUTLET PIPE AT TOP a END Purl A ♦ 'V N 4ytl p I ` znz3- 'fi/ -�!" a l �}T ,°•4TILrcr Esui Le"d^a xi'�'1°as e-._ o uw J 17 wuwn�'' I xEcrmrEAr A FtzYy E JV�EVPB YO\B-1.6I I ayr YE L[f-n. - Neyo.ALe eSduzzp♦.oL.hsBY eSxq1 B_eB_N `N..`D'____ ___iII _1_/___�___ � A q / -_i `e`l,� A♦f vvbr Nw}M�aJO .nu awia ®�w' _x.k ti AND ___--___ F iIr E.) 6i) _ _-__-_ __ I BP ME 9 8T ,.N ,M BNL TTN) za UIUTY 8 bA] ET ' 1-f'__ _ SU ilLl r z Aft eA'I7. srw^PPN0QM As 0— e I''i I i'• `�� ' 1 1 ALUND CNUlU nES 4AVEEMSI i A Ewc s sEo waeecx LLLL 7r ;4/. I I.-cc am � rr sNAu� CEWiR.cTat Axn/ ILA='.�__- Y_ {ax A. omm o sAu Eatismx uluras O�ET�L419 PG.°, I cNl BB/«Vod+sp1a nrn E Tz-b•EP (- ; 1.eoo-e2e-sass Y I # I • C��je��R� �: ' �, _ a,- ---- ¢ ,wN FOO SEE x I STA°♦�I35.Ia3•Ni.. ;,y. I . � s�rscjB°aelin--- ------` .r .--- --- -�srAi♦ .w.,a kr ,� ' �=-�--�° a xw-yban a I ' s 2 ai-in.sz `� '�\ I' 20 Pun .. GRAPHIC SCALE os o . b , E , I I I •4'� ---_1 BER unlrTY I , L , I I E I i --- pRgs r V il° I4zE.w x L (M.nil .,e, I •kz \ E 'a BENCHMARK O O SEMEN E%IENT d pARK OF«ENS° nz, w Edn 40N- a+.-,.• �l I.I.I.I. M usE.oN a.s•Ix THE cexsTeucTEo 41' ]nt I z lExIINE NE ,N PLACE(TU TIE EAST) Noon rtx¢ T CAST«THE C°NS,wICTEB EC.—INE d i 21 IL.a-n ^OXrtM VENUE NE 4 ��a�aao8 d «aE(�T) ro b� ELE ndT b.E ) NEcauuENUEO iiOB � ? ON APPq°vAL 3 1. eY °ATE_ sTAn S E°B ENGINEERS-SURVEYORS e OAI= xr zrN T BEMs °A A W W AT YBNU I C LT r INC. DATE_ w tE 4oxxoE ArE. . :' /B/3:,R-ire/•S •CNxx=B I.c E 1989 ROLL 161 1 0 5 3?� -7 L r- (, 3 S � �2 t 3Iq __L2.- 9 3l ql l LEVEL I - ANALYSIS FOR ANICELLO SHORT PLAT client: Gary Anicello - ; 3401 N. E. 7th St. Renton, Wa. 98056 Phone: (206) 255-4208 �� , Project Number: 96014 0EV , Date: April 10 1996 �)r arciTON TABLE OF CONTENTS CORE REQUIREMENTS TASK 1: STUDY AREA DEFINITION AND MAPS SITE LOCATION ,MAP TOPOGRAPHIC MAP SOILS MAP FIGURE 1-COMMUNITY PLANNING MAP FIGURE 2-DRAINAGE BASINS MAP SENSITIVE AREAS MAP FOLIO WETLANDS STREAMS & 100 YR. FLOODPLAINS EROSION HAZARD AREAS LANDSLIDE AREAS SEIZMIC HAZARD AREAS COAL MINE HAZARD AREAS TASK 2 : RESOURCE REVIEW TASK 3 : FIELD INSPECTION TASK 4 : DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING TASK 5: MITIGATION SPECIAL REQUIREMENTS (1) CRITICAL DRAINAGE AREA (2) COMPLIANCE WITH AN EXISTING MASTER PLAN (3) CONDITIONS REQUIRING A MASTER DRAINAGE PLAN (4) ADOPTED BASIN OR COMMUNITY PLAN (5) SPECIAL WATER QUALITY CONTROLS (6) COALEXCING PLATE OIL/WATER SEPARATOR (7) CLOSED DEPRESSIONS (8) USE OF LAKES, WETLANDS, OR CLOSED DEPRESSIONS FOR PEAK RATE RUNOFF CONTROL (9) DELINEATION OF THE 100 YEAR FLOODPLAIN (10) FLOOD PROTECTION FACILITIES FOR TYPE 1 AND 2 STREAMS (11) GEOTECHNICAL ANALYSIS AND REPORT (12) SOILS ANALYSIS AND REPORT CORE REOUIREMENTS TASK 1: STUDY AREA DEFINITION AND MAPS THE SUBJECT PROPERTY, WHICH IS LOCATED ON NE 7TH ST. , EAST OF MONROE AVE, CONSISTS OF 1. 6 ACRES. THERE IS A SINGLE FAMILY RESIDENCE CURRENTLY ON THE PROPERTY WHICH WILL BE REMOVED OR DEMOLISHED DURING THE CONSTRUCTION OF THE PROJECT. THE IMMEDIATE SURROUNDING DEVELOPED AREA IS MOSTLY SINGLE FAMIIi RESIDENCES. THE NORTH HALF OF THE SITE IS LANDSCAPED IN GRASS AND SHRUBS AND LARGE FIR TREES WHILE THE SOUTH HALF OF THE SITE HAS BEEN RECENTLY CLEARED. THE PROPERTY IS UNDERLAIN BY ARENTS, ALDERWOOD SOILS (AMC) . (SEE ATTACHED SOILS MAP) THESE SOILS CONSIST OF GRAVELLY SANDY LOAM TYPICALLY TO A DEPTH OF 27" TO 40". THE SITE IS RELATIVELY LEVEL ON THE NORTH HALF AND SLOPES AWAY TO THE SOUTH AND SOUTHEAST IN THE SOUTHERLY HALF OF THE PROPERTY. (SEE ATTACHED TOPOGRAPHY MAP) BECAUSE OF THE TOP LAYER OF GRAVELLY, SAND LOAM SOILS, MOST RAINFALL IS INFILTRATED INTO THE GROUND. ANY SURFACE FLOWS WOULD SHEETFLOW TO THE SOUTH AND SOUTHEAST TO ADJACENT PROPERTIES WHICH ARE AT A LOWER ELEVATION. A FIELD INSPECTION OF THE SITE DURING THE MONTH OF FEBRUARY FOLLOWING EXTENSIVE RAINS SHOWED NO SIGNS OF ANY SURFACE WATER PONDING, SCOURING OR OTHER PROBLEMS ON THESE ADJACENT PROPERTIES. 5010 4 '* a 4 5 fi o 7 8 9 10 11 12 • 13 WIZ -lad g , . 3 Q � o ,b 2 � � p, tr z �-� _ •a Es a] 3 Q 4 1 1 o.t 9t.�e V-P f>. •.�, N.E. 7TFl ST. j M ` � g s Ln �. o to a — lro 8 10 11 12 ^ 13 I d : 2 o ---- - `j �.+ :► — tsso �e 726" PS 24 23 22 20 tg 18� 17 �'. t \ •t n 5 I� 4 1' fi n � 116 lit lip-!L ^I• � �. `_`•'jt[: e' .f�� .;��,,��-eiii'' o • t•o ..;�� - gl Ci NOF E. oaj 52 �\ eF ,' r � CD 13 I�t� 03 asp 92 T 1 N IV N. E. 6 TN �,PL cjp II 1 9 8 7 6 5 4 3 2 I - 10 n 4 S' 2 I _D 1 _ -v 91T a I 4 s ee t0 . ; N.E. 6TNAul s i9A9 e5a2 6054 �f 1035 W4As o ac 2 3 — g ro x O _-. iwT,fdr 1 f N o CI CO 100 IZSR e 4 g �i ` e> 8 1^•z 12 a a Id IS 16 I7 IA CaZOQ �� �3 40 06 , M ----- � 6 �• �. 7 .. � 13 �� ?I.ji � a e �a ,�n5h� it 69 1 9 ti��" ti SO + . a65.b1 Gt x a 19 TI 36c I•�_11 595 . 64� 1.52 Ac. T.1.37 TRACT A >i 1 r-:• -- '-'�� I i Z (� r— S tT�. �,oca•ttl�r.� MAP 1 i_ - �--- Y�- - -- - x— ------�x 396-- x 406 — AVT_ — N. d Ll o G� TREES-- TREES ' > I TREES �) I [] BRUSH r I � L 1 382� - 393x _ x x _ x — --- — — ----- — --- ir -j w a t--� 4 I L_1 > W T R. to °o I TR. 375 '� t x Sol I •� __ _ x \ 1� TR II I] ❑ x 663 368 _ / -- — �� ix --------�� --- ----� x 352--- -- �— Av_E_ --- - DLL El L� EJ x - --- -� — — -- d El d �q 1 r39 - x 334 _ o CARY ANICELW GRAPHIC SCALE 340E ME na IT. RENTOK WA SM" P"E No. (208) 255-4208 2w t0�0 200 t�o PRELIMINARY SHORT PLAT TOPOGRAPHIC MAP — CITY OF RENTON ""`Jaw t• - Zpp' "-AREA!. SURVEY _ ( W FEET ) --- Pew 13 1►80t4 ��- 1 j"to4 a Pnn Pt S � f LAO 't Y+ ,•. "` �t �� 7�'°#�j '� alp r 1 4, r { a An 1e�nra Cep 7: •'f j t.. f,� .. . � t Ev AMA. v4 OhAVLEL •r. ; , iv III .r �w •. �,�.. 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'' •+•� t B� jt � y_,,. •�e•'jr � �.j I �• f�,r.. ` F`�y^1r--• `'r?^r-: }- _ 7. �"1 s' � - tL' I •t, 1 � � } 1 f •1 r �w ' �����-„��il'it, TAT� lIr'... ... - '+� C The boundaries of the sensitive areas dis- See wetlands and landslide hazard maps for Seismic Hazard DUwamish (� Waved on tnese maps are approximate. additional potential seismic hazard areas. Add+t,Ona, sensitive areas that have not Wettands and landslide areas are susceptible been mapped may be present on a oevel- to failure during eartnquaKes. Other seismic Areas -2-7 MILE obment proposal site. Where oitterences hazard areas not shown on this map are 7[ occur between what is illustrated on these sno relines underlain by lacustrine sediments: _ td maps and the site conditions,the actual pre- these are susceptible to liquefaction. 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J;� T-.t r'�i.• �.•I .!/t nil 1Y ji } s�••►•.�. Q '.J tj,� �l r.l.''!�;' i ttil1' J' 1 J • � ` _ I�'�t;'1-�•,� -'�C� _ T...J:..1L )�' ,� 1, 'r: _;r>>�,: f1;� 1, •') r�; _e��-TIA_.�-c -I.: �, �,r I ;,� i I, r i4`-".�*�f:3' •'•`r�t' f 'r ��11 .ram � I� ���' # < <4�:���._._..1::;_..: .�_ ' �`,` ;a'. i . , . ',� �I {71'.-:.� '�• �'�' `�ii��'`��'illr)�I TASK 2s RESOURCE REVIEW A REVIEW OF VARIOUS RESOURCES AVALIBLE FROM THE CITY OF RENTON WAS MADE AND NO EXISTING OR POTENTIAL PROBLEMS WERE IDENTIFIED WITHIN THIS AREA. TASK 3s FIELD INSPECTION A DETAILED FIELD INSPECTION WAS PERFORMED ON—SITE TO INVESIGATE ANY POTENTIAL PROBLEMS. NONE WERE FOUND. INSPECITONS WERE MADE DURING THE MONTH OF FEBRUARY, 1996 WHICH WOULD HAVE BEEN VERY REPRESENTATIVE OF ANY SURFACE WATER PROBLEMS BECAUSE OF THE PREVIOUS WEEKS OF HEAVY RAINFALL AND HIGH GROUND WATER TABLE LEVELS. TASK 42 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING THE EXISTING DRAINAGE PATTERNS WERE SHOWN ON THE DRAINAGE MAP IN TASK 1. THERE ARE NO EXISTING CULVERTS, PIPES, BRIDGES, OUTFALLS OR PONDS INVOLVED WITH THIS EXISTING SITE. RAINFALL INFILTRATES INTO THE GROUND BECAUSE OF THE GRAVELLY SANDY LOAM MATERIAL. THE PROPOSED PROJECT WILL PROVIDE FOR THE INCREASED RUNOFF POTENTIAL DUE TO THE INCREASED IMPERVIOUS AREAS OF PAVEMENT AND ROOFTOPS ASSOCIATED WITH THIS PROJECT. DETENTION AND BIO- FILTRATION WILL BE PROVIDED TO ACCOMODATE THE ROADWAY IMPROVEMENT WHILE INFILTRATION WILL BE PROVIDED FOR THE ROOFTOP AREAS. THE DISCHARGE OF THE DETENTION WILL BE TO AN EXISTING STORM SEWER SYSTEM LOCATED IN 7TH PL: TO THE SOUTH. TASK 5: MITIGATION MITIGATION FOR THE INCREASED RUNOFF DUE TO IMPERVIOUS AREAS CREATED FROM THIS PROJECT WILL BE PROVIDED FOR BY 1) ROOF DOWNSPOUTS DISCHARGED TO INDIVIDUAL ON-SITE LOT INFILTRATION SYSTEMS AND 2) RUNOFF FROM THE NEW ROADWAY WILL BE COLLECTED AND STORED IN A DETENTION FACILITY PRIOR TO BEING DISCHARGED INTO A BIO-FILTRATION BWALE AND THEN DISCHARGED INTO THE CITIES EXISTING STORM SEWER SYTEM. SPECIAL REQUIREMENTS (1) CRITICAL DRAINAGE AREA THIS PROJECT IS NOT LOCATED IN A DESIGNATED CRITICAL DRAINAGE AREA. (2) COMPLIANCE WITH AN EXT8TING MASTER PLAN THE CITY OF RENTON DOES NOT HAVE AN EXISTING STORM SEWER MASTER PLAN. (3_) CONDITIONS REQUIRING A MASTER DRAINAGE PLAN NOT APPICABLE O ADOPTED BASIN OR COMMUNITY PLANS THIS PROJECT LIES WITHIN THE CEDAR RIVER DRAINAGE BASIN AND THE NEWCASTLE COMMUNITY PLAN AREA. WE ARE UNAWARE OF ANY SPECIAL REQUIREMENTS IMPOSED BY THESE AREAS. (5) SPECIAL WATER QUALITY CONTROLS SINCE THIS PROJECT WILL CONSTRUCT LESS THAN ONE ACRE OF IMPERVIOUS AREA ASSOCIATED WITH AUTOMOBILE USE, THIS SECTION IS NOT APPLICABLE. 16) COALESCING PLATE OIL/WATER SEPARATOR SINCE THIS PROJECT WILL CONSTRUCT LESS THAN 5 ACRES OF IMPERVIOUS AREA, THIS SECTION IS NOT APPLICABLE. 01 CLOSED DEPRESSION NOT APPLICABLE (8) USE OF LAKES, WETLANDS, OR CLOSED DEPRESSIONS FOR PEAR RATE RUNOFF CONTROL NOT APPLICABLE _(9) DELINEATION OF THE 100 YEAR FLOODPLAIN NOT APPLICABLE (10) FLOOD PROTECTION FACILITIES FOR TYPE 1 AND 2 STREAMS THERE ARE NO TYPE 1 OR 2 STREAMS ASSOCIATED WITH THIS PROJECT. (11) DEOTECHNICAL ANALYSIS AND REPORT NOT APPLICABLE (12) SOILS ANALYSIS AND REPORT SOILS INFORMATION IS AVAILALBLE THROUGH THE KING COUNTY SCS SOIL REPORT FOR THIS AREA AND UNLESS THERE ARE SOME SPECIFIC CONCERNS DURING DESIGN, NO SOILS TESTING IS ANTICIPATED. EASTSIDE CONSULTANTS INC. ENGINEERS- SURVEYORS DRAINAGE REPORT ANICELLO SHORT PLAT FILE # LUA-96-073, ShPI Client: Chambord Development Co. 31591 W. Morrison Ct. Carnation, Wa. 98014 Date: September 25, 1998 Q��pF W A y�G� 2co --z _ 9l�_ •4 00375 O � Na ONAL FEXPIRES 11/10/ )�? 415 RAINIER BOULEVARD N., ISSAQUAH, WASHINGTON 98027 PHONE: (425) 392-5351 FAX: (425) 392-4676 516 E. FIRST STREET, CLE SLUM, WASHINGTON 98922 PHONE: (509) 674-7433 FAX: (509) 674-7419 AL-EASTSIDE CONSULTANTS INC. ENGINEERS- SURVEYORS Project Description: This project proposes to subdivide 2 existing parcels into 9 separate lots for the construction of single family homes. A new public street,Newport Court N.E., will be constructed with a hammerhead for fire truck turning. Half street improvements to N.E. 7th Street, including curb, gutter and sidewalk, will be built along the length of the property. Necessary utilities including sewer, water and storm drainage will be installed. The storm drainage system will include a piped conveyance system, detention vault and bio-filtration swale, and roof infiltration for Lots 4-7. 415 RAINIER BOULEVARD N., ISSAQUAH, WASHINGTON 98027 PHONE: (425)392-5351 FAX:(425)392-4676 516 E. FIRST STREET, CLE SLUM, WASHINGTON 98922 PHONE: (509)674-7433 FAX:(509) 674-7419 Core Requirement#1• Discharge at the Natural Location The property slopes down to the south and storm water currently infiltrates and/or sheet flows to the south. After development runoff will be collected in a detention vault and discharged to the existing storm water conveyance system in 7th Place to the south. Core Requirement#2: Off-Site Analysis A Level I Analysis is included with this report. Core Requirement #3: Runoff Control The proposed project will provide detention to detain the developed runoff from the 2, 10 & 100 year storms and release it at the existing rate. A biofiltration swale will be provided after the detention vault. Rooftop downspouts from Lots 4 - 7 will be infiltrated on-site with emergency overflow conveyed to the plat stormwater system. Core Requirement#4: Conveyance System A conveyance system analysis is included with this report. Core Requirement#5: Temporary Erosion/Sedimentation Control TESC measures including a tree retention plan, silt fences, stabilized construction entrance and sediment trap will be utilized during construction. A TESC plan is included with the project submittal. Special Requirements: Special requirements are addressed in the enclosed Level I Analysis with the exception of a geotechnical report. A geotechnical report has been prepared by S & EE, Inc. and is included with the project submittal. Page 1 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET !�' PARTI*. "PROJECT OWNER AND" • !QE10104 ProjectOwner Chambord Development Co. Project Name Anicello Short Plat 31591 W. rrson . , a_nat' i Address M i Ct C H15 Location _23 N. Phone (425) 333-4142 TownshipI Project Engineer Allen Lang, P.E. Range 5 E. Company Eastside Consultants, Inc. Section 9 Address Phone 415 Rainier Blvd. N. ,Issacu h Project Size 1.62 AC (425) 392-5351 7 Upstream Drainage Basin Size 5 AC • whla 1E.we) Subdivision [:J DOF/G HPA 0 Shoreline Management Short Subdivision = COE 404 Rockery Grading = DOE Dam Safety (�] Structural Vaults Commercial -_-_ ED FEMA Floodplain Other Other [� COE Wetlands HPA � 17 Romig - Community Newcastle Drainage Basin Cedar River i River (_J Floodpiain L_J Stream Wetlands Critical Stream Reach L= Seeps/Springs Depressions/Swales High Groundwater Table Lake ----- ------- -- ,__, Groundwater Recharge Steep Slopes Other Lakeside/Erosion Hazard Son Type Slopes Erosion Potential Erosive Ve!a;r, . Arents, Alderwood 0 - 15% slight to severe Additional Sheets Attatched r Pago 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET DEVELOPMENT REFERENCE LIMITATIOWSITE CONSTRAINT � ] Ch.4-Downstream Analysis None (� one — ED - - 0 Additional Sheets Attatched PART 9.'ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION L Sedimentation Facilities Stabilize Exposed Surface Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities Perimeter Runoff Control Clean and Remove All Silt and Debris Clearing and Grading Restrictions Ensure Operation of Permanent Facilities I )' Cover Practices ED Flag Limits of NGPES L-J Construction Sequence Other 0 Other IT Grass Lined Channel F-� Tank FX Infiltration Method of Analysis [� Pipe System [ Vault 0 Depression SBUH Open Channel Energy Dissapalor f7 Flow Dispersal Compensation/Mitigation L� Dry Pond C] Wetland F--1 Waiver of Eliminated Site Storage Wet Pond (] Stream Regional Detention detention vault Brief Description of System Operation Facility Related Site Limitations [� Additional Sheets Altatched Reference Facility tJmitation [] Drainage Easement Cast in Place Vault Other ED Access Easement r ' Retaining Wall r- Native Growth Protection Easemen; Rockery >4'High ( ) Tract Structural on Steep Slope (. _j Other - . I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the ) '' atiatchments. To the best of my knowledge the information provided ! here is accurate. Joe EASTSIDE CONSULTANTS, INC. SHEET NO. I OF 415 Rainier Blvd. N. 516 E. 1st Q Issaquah, WA 98027 Cle Elum, WA 98922 CALCULATED BY -7 DATE 9 — 1 —Y6�_ (425) 392-5351 (509) 674-7433 CHECKED BY DATE FAX (425) 392-4676 FAX (509) 674-7419 SCALE tc— E. r',)"T"COf ,1 F I. LE LU 9(o 07 � , `_� t-IPA C U;---)I t-1,L�:, 101 1 D 0 `I e�� �. t-I o.o r LTE. , Cof-iTk,i -E, a •va AG r OA L >_. 7T4 St.') o ► L f t r-I _� �__ �_� t,!��. �,� C� C�Rom C S P E v_E r-,A .T_ -pz. to iPloo PRODUCT 201-1(GOO SIWISl 2051(Pawed) JOB EASTSIDE CONSULTANTS, INC. SHEET NO. OF 415 Rainier Blvd. N. 516 E. 1st CALCULATED BY �:� DATE Issaquah, WA 98027 Cle Elum, WA 98922 (425) 392-5351 (509) 674-7433 CHECKED BY DATE FAX (425) 392-4676 FAX (509) 674-7419 SCALE H o u 5 r ar o f>:i-�.rk, <1: _ H a 1-1 0 O g 1 Ac O r- .r-S I.r a t-l�V r.:lam wiz� /� C-�+� � L a(o Co ��� 0.0�`� ram. �E7�L I CCU S SurzF- R VEfw 19 c�r l Aram► t�, r:�-. ! 1 G, l. y Lp ,4' T ► r of--. Co.►- i_c a I--i-I- ram. t,_ o i-i ' 1, n• 1 � /� MOM 204-1(SNgk 90dsl205.1(PaM) eoe '2 1 C� EASTSIDE CONSULTANTS, INC. SHEET NO. of 415 Rainier Blvd. N. 516 E. 1st Issaquah, WA 98027 Cie Elum, WA 98922 CALCULATED BY 1 DATE (425) 392-5351 (509) 674-7433 CHECKED BY DATE FAX (425) 392-4676 FAX (509) 674-7419 SCALE 1p'E R V L G�_��, �J u i _F/'.C,-E:% _ _ C C►� _ `•� ,� T-F\,M. 1 `;' _.T?E1Ua`NC—E 'r% U E SO`% FM E_tt�/ + pu A v L-.; O F--F- L-r E: i:-.CD t-I ` U TtiTT? V-.C...1.' �.�J�_ �Rr� M\ `QTS TO _ Tz'E I Fes► �' 1 �r'T`-►7_-Ft.f� ►._._ �:.; � l._O 1"� u'l —_� l. 2C�C1 v (H) _ 'GO��� ` F- T 1(-_V 10 0 Z G. 1 'Z ER..V 10 R.V7 C OF C—Cl PROM 204.10in0 Shms)205.1(Paddedl 9/22/98 Eastside Consultants, Inc. page 1 ANICELLO SHORT PLAT 98105 BASIN SUMMARY BASIN ID: D10 NAME: DEVELOPED 10 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.,70 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 2 .85 inches AREA. . : 0. 99 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 TIME OF CONC. . . . . : 5. 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 0.71 Acres CN. . . . . 98. 00 PEAK RATE: 0.92 cfs VOL: 0.28 Ac-ft TIME: 470 min BASIN ID: D100 NAME: DEVELOPED 100 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 70 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA -PRECIPITATION. . . . : 3 . 85 inches AREA. . : 0. 99 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 5. 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA. . : 0.71 Acres CN. . . . . 98 . 00 PEAK RATE: 1. 37 cfs VOL: 0.41 Ac-ft TIME: 470 min BASIN ID: D2 NAME: DEVELOPED 2 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 70 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 1. 95 inches AREA. . : 0. 99 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 TIME OF CONC. . . . . : 5. 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0.71 Acres CN. . . . . 98. 00 PEAK RATE: 0. 53 cfs VOL: 0. 17 Ac-ft TIME: 470 min 9/22/98 Eastside Consultants, Inc. page 2 ANICELLO SHORT PLAT 98105 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: P10 NAME: EXISTING 10 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.70 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 2 . 85 inches AREA. . : 1. 57 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 21 TIME OF CONC. . . . . : 28 .96 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 13 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 62 . 00 ns: 0. 1500 p2yr: 1. 95 s: 0. 0960 TcReach - Sheet L: 121. 00 ns: 0. 1500 p2yr: 1. 95 s: 0. 0170 TcReach - Sheet L: 117. 00 ns: 0. 1500 p2yr: 1. 95 s: 0. 0680 TcReach - Shallow L: 15. 00 ks: 11. 00 s: 0. 1300 PEAK RATE: 0.49 cfs VOL: 0. 23 Ac-ft TIME: 480 min BASIN ID: P100 NAME: EXISTING 100 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.70 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA -PRECIPITATION. . . . : 3 . 85 inches AREA. . : 1. 57 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 21 TIME OF CONC. . . . . : 28.96 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 13 Acres CN. . . . . 98. 00 TcReach - Sheet L: 62 .00 ns: 0. 1500 p2yr: 1. 95 s: 0. 0960 TcReach - Sheet L: 121. 00 ns: 0. 1500 p2yr: 1. 95 s: 0. 0170 TcReach - Sheet L: 117 . 00 ns: 0. 1500 p2yr: 1. 95 s: 0. 0680 TcReach - Shallow L: 15. 00 ks: 11. 00 s: 0. 1300 PEAK RATE: 0. 79 cfs VOL: 0. 36 Ac-ft TIME: 480 min BASIN ID: P2 NAME: EXISTING 2YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 70 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 1.95 inches AREA. . : 1. 57 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 21 TIME OF CONC. . . . . : 28. 96 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 13 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 62 . 00 ns: 0. 1500 p2yr: 1. 95 s: 0. 0960 TcReach - Sheet L: 121. 00 ns: 0. 1500 p2yr: 1. 95 s: 0. 0170 TcReach - Sheet L: 117. 00 ns: 0. 1500 p2yr: 1. 95 s: 0. 0680 TcReach - Shallow L: 15. 00 ks: 11. 00 s: 0. 1300 PEAK RATE: 0.24 cfs VOL: 0. 13 Ac-ft TIME: 480 min 9/22/98 Eastside Consultants, Inc. page 3 ANICELLO SHORT PLAT 98105 HYDROGRAPH SUMMARY PEAK TIME ` VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0. 239 480 5503 cf 1.70 2 0. 533 470 7361 cf 1.70 3 0. 488 480 10070 cf 1.70 4 0.919 470 12265 cf 1. 70 5 0. 791 480 15551 cf 1. 70 6 1. 372 470 17982 cf 1. 70 7 0. 239 510 7361 cf 1. 70 8 0.487 500 12265 cf 1.70 9 0. 792 500 17982 cf 1.70 9/22/98 Eastside Consultants, Inc. page 4 ANICELLO SHORT PLAT 98105 STAGE STORAGE TABLE RECTANGULAR VAULT ID No. V Description: VAULT Length: 24. 00 ft. Width: 12 . 00 ft. STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 100.00 0.0000 0.0000 102.10 604.80 0.0139 104.20 1210 0.0278 106.30 1814 0.0417 100.10 28.800 0.0007 102.20 633.60 0.0145 104.30 1238 0.0284 106.40 1843 0.0423 100.20 57.600 0.0013 102.30 662.40 0.0152 104.40 1267 0.0291 106.50 1872 0.0430 100.30 86.400 0.0020 102.40 691.20 0.0159 104.50 1296 0.0298 106.60 1901 0.0436 100.40 115.20 0.0026 102.50 720.00 0.0165 104.60 1325 0.0304 106.70 1930 0.0443 100.50 144.00 0.0033 102.60 748.80 0.0172 104.70 1354 0.0311 106.80 1958 0.0450 100.60 172.80 0.0040 102.70 777.60 0.0179 104.80 1382 0.0317 106.90 1987 0.0456 100.70 201.60 0.0046 102.80 806.40 0.0185 104.90 1411 0.0324 107.00 2016 0.0463 100.80 230.40 0.0053 102.90 835.20 0.0192 105.00 1440 0.0331 107.10 2045 0.0469 100.90 259.20 0.0060 103.00 864.00 0.0198 105.10 1469 0.0337 107.20 2074 0.0476 101.00 288.00 0.0066 103.10 892.80 0.0205 105.20 1498 0.0344 107.30 2102 0.0483 101.10 316.80 0.0073 103.20 921.60 0.0212 105.30 1526 0.0350 107.40 2131 0.0489 101.20 345.60 0.0079 103.30 950.40 0.0218 105.40 1555 0.0357 107.50 2160 0.0496 101.30 374.40 0.0086 103.40 979.20 0.0225 105.50 1584 0.0364 107.60 2189 0.0502 101.40 403.20 0.0093 103.50 1008 0.0231 105.60 1613 0.0370 107.70 2218 0.0509 101.50 432.00 0.0099 103.60 1037 0.0238 105.70 1642 0.0377 107.80 2246 0.0516 101.60 460.80 0.0106 103.70 1066 0.0245 105.80 1670 0.0383 107.90 2275 0.0522 101.70 489.60 0.0112 103.80 1094 0.0251 105.90 1699 0.0390 108.00 2304 0.0529 101.80 518.40 0.0119 103.90 1123 0.0258 106.00 1728 0.0397 108.00 2304 0.0529 101.90 547.20 0.0126 104.00 1152 0.0264 106.10 1757 0.0403 102.00 576.00 0.0132 104.10 1181 0.0271 106.20 1786 0.0410 9/22/98 Eastside Consultants, Inc. page 5 ANICELLO SHORT PLAT 98105 STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. D Description: ORIFICE Outlet Elev: 100. 00 Elev: 100. 00 ft Orifice Diameter: 2 . 3555 in. Elev: 102 . 60 ft Orifice 2 Diameter: 2 . 0742 in. Elev: 104 .70 ft Orifice 3 Diameter: 1. 9688 in. STAGE -DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- 100.00 0.0000 101.60 0.1904 103.20 0.3598 104.80 0.5363 100.10 0.0476 101.70 0.1963 103.30 0.3712 104.90 0.5574 100.20 0.0673 101.80 0.2020 103.40 0.3821 105.00 0.5752 100.30 0.0825 101.90 0.2075 103.50 0.3924 105.10 0.5911 100.40 0.0952 102.00 0.2129 103.60 0.4024 105.20 0.6060 100.50 0.1065 102.10 0.2182 103.70 0.4121 105.30 0.6199 100.60 0.1166 102.20 0.2233 103.80 0.4214 105.40 0.6332 100.70 0.1260 102.30 0.2283 103.90 0.4305 105.50 0.6460 -100.80 0.1347 102.40 0.2333 104.00 0.4393 105.60 0.6583 100.90 0.1428 102.50 0.2381 104.10 0.4479 105.70 0.6702 101.00 0.1506 102.60 0.2428 104.20 0.4562 105.80 0.6818 101.10 0.1579 102.70 0.2843 104.30 0.4644 105.90 0.6930 101.20 0.1649 102.80 0.3042 104.40 0.4725 106.00 0.7040 101.30 0.1717 102.90 0.3203 104.50 0.4803 101.40 0.1781 103.00 0.3346 104.60 0.4880 101.50 0.1844 103.10 0.3476 104.70 0.4956 9/22/98 Eastside Consultants, Inc. page 6 ANICELLO SHORT PLAT 98105 LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) MATCH D2 TO P2 ............... 0.24 0.53 V D 102.52 7 724.58 cf MATCH D10 TO P10 ............. 0.49 0.92 V D 104.59 8 1321.83 cf MATCH D100 TO P100 .......... 0.79 1.37 V D 106.88 9 1980.82 cf 0 ro LEGEND Hw NO. I— Hqd No. 2 Hyd No, 7 L, 3 6 9 12 15 18 21 24 27 Time in Hours Hyd No. Ex -7 1 Or-i 0 R Rate: 0.24 cfs Time: 8.00 hr Vol 0.13 Ac-ft Int: 10.00 min Hyd No. : 2 V.:> Of-I I.- I v I :> 1 , , --) A- Rate: 0.53 cfs Time: 7.83 hr Vol 0.17 Ac-ft Int: 10.00 min Hyd No. : 7 -/\ r-, I-C--F I I-A'( tom. ,-a �\ Rate: 0.24 cfs Time4 8.50 hr Vol 0.17 Ac-ft Int: 10.00 min 0 N LEGEND 10 y E�2 s To M Hyd No. 3_ Hyd No. 4...... Hyd No. 8.-- w u c �o �o M P,�-r-C_r-{ 3 6 9 12 15 18 21 24 27 Time in Hours Hyd No. : 3 Ex-i ; T. Cdt-jF:�) 17- 1n _ 1 (� `1R a,-TOR, r� Rate: 0.49 cfs Time: 8.00 hr Vol 0.23 Ac-ft Int: 10.00 min Hyd No. : 4 E ./. C C) N 1.2 1 r- i Ci r .% I U -i j Rate: 0.92 cfs Time: 7.83 hr Vol 0.28 Ac-ft Int: 10.00 min Hyd No. : 8 M P-T CGS-+ H� 1- ",4 L-1 T-O { `I D Rate: 0.49 cfs Time: 8.33 hr Vol : 0.28 Ac-ft Int: 10.00 min 0 ro LEGEND 10 0 V c A 2 s r U tz rat Hyd No. 5_ Hyd No. 6...... Hyd No. 9___ c �o Y- 1 t r.t Q f'lA,T r� i r 3 6 9 12 15 18 21 24 ZT Time in Hours Hyd No. : 5 E � I r.i (.nt iUt-r C) , IC>O yR G TvR r✓t Rate: 0.79 cfs Time: 8.00 hr Vol 0.36 Ac-ft Int: 10.00 min Hyd No. : 6 De\i, Gc-t-IUI-rtnr-t _ , IUU '-( tz STnPr� Rate: 1.37 cfs Time: 7.83 hr Vol 0.41 Ac-ft Int: 10.00 min Hyd No. : 9 M ATr- 1 r Rate: 0.79 cfs Time: 8.33 hr Vol : 0.41 Ac-ft Int: 10.00 min JOB 9 Y, /-'1 ! l L_ l EASTSIDE CONSULTANTS, INC. SHEET NO- OF 415 Rainier Blvd. N. 516 E. 1st Issaquah, WA 98027 Cle Elum, WA 98922 CALCULATED BY r L, DATE (425) 392-5351 (509) 674-7433 CHECKED BY DATE FAX (425) 392-4676 FAX (509) 674-7419 SCALE _1 O_F t t_i_ �',_ _ i-_ I_c7 t _ L�.�_ _t _r_.�►m__ ! C_.��4_r T�i-i Co � X 1 6:T ! N:C., �!�I _� '1..� ! : C �:c.7 t.-t '-. o� , `l (Z r .oZ.�`I :d IZ S-(:�.- ►',.. t� /—00 l_��''J ,, ✓,.i t',. , ' , 1`l- C` r '� W r f Tl-1 �. 1 \ 1 C;Q � 1.�1./,_L T..r- i -t. Ll _ I H.7s tea, PRODUCT 204 1(Singh SAMs)205-1(NM) Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: 98105 Comment: ANICELLO Solve For Bottom Width Given Input Data: Left Side Slope. . 3.00:1 (H:V) Right Side Slope. 3.00:1 (H:V) Manning's n. . . . . . 0.350 Channel Slope. . . . 0.0200 ft/ft Depth. . . . . . . . . . . . 0.33 ft ( V Discharge. . . . . . . . 0.24 cfs Computed Results: Bottom Width. . . . 2.11 ft (a I = "Z 00 Velocity. . . . . . . . . 0.23 fps Flow Area. . . . . . . . 1.02 sf Flow Top Width. . . 4.09 ft Wetted Perimeter. 4.20 ft Critical Depth. . . 0.07 ft Critical Slope. . . 4.4921 ft/ft Froude Number. . . . 0.08 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: 98105 Comment: ANICELLO Solve For Depth - Given Input Data: Bottom Width. . . . . 2.11 ft Left Side Slope. . 3.00:1 (H:V) Right Side Slope. 3.00:1 (H:V) Manning's n. . . . . . 0.027 Channel Slope. . . . 0.0200 ft/ft Discharge. . . . . . . . 0.79 cfs Computed Results: Depth. . . . . . . . . . . . 0.15 ft Velocity. . . . . . . . . 1.99 fps Flow Area. . . . . . . . 0.40 sf Flow Top Width. . . 3.04 ft Wetted Perimeter. 3.09 ft Critical Depth. . . 0.15 ft Critical Slope. . . 0.0215 ft/ft Froude Number. . . . 0.97 (flow is Subcritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 JOB EASTSIDE CONSULTANTS, INC. SHEET NO OF 415 Rainier Blvd. N. 516 E. 1st Issaquah, WA 98027 Cle Elum, WA 98922 CALCULATED �-� 7 DATE �� - I - (425) 392-5351 (509) 674-7433 CHECKED BY DATE FAX (425) 392-4676 FAX (509) 674-7419 SCALE I;?-r-_,-r 1 p f--1 T rL E::i-1--4 C 1 !.1 ! VJ 4., U 1 N [-, P-4 p-i.L--:-r T.P-.-r a.rc�:-�' !' H f�,r- 1 c_;,f=- tz,!::, 1Zc'or VI -7f-ik i-/In i►-� OF T �) �.. r_ 2 U• S ' �- >' S" vim/ aeoNUM44ISi &401206.1(Pad" 10/13/98 Eastside Consultants, Inc. page 1 98105 ANICELLO SHORT PLAT ROOF INFILTRATION TRENCHES BASIN SUMMARY BASIN ID: D100 NAME: DEVELOPED 100 YR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 07 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 .85 inches AREA. . : 0. 00 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86. 00 TIME OF CONC. . . . . : 5. 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 07 Acres CN. . . . . 98 . 00 PEAK RATE: 0. 07 cfs VOL: 0. 02 Ac-ft TIME: 470 min 10/13/98 Eastside Consultants, Inc. page 6 98105 ANICELLO SHORT PLAT ROOF INFILTRATION TRENCHES --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) -------------------------------------=--------------------------------------- ----------------------------------------------------------------------------- INFILTRATE ................... 0.00 0.07 1 1 100.28 2 55.97 cf 0 + LEGEND 100 y F—P.Z- s Tv tz M Hyd No. 1_ Hyd No. 2 11 - 4 u c w a 3 6 9 12 15 i8 21 A 27 Time in Hours Hyd No. : 1 Rate: 0.07 cfs Time: 7.83 hr Vol 0.02 Ac-ft Int: 10.00 min Hyd No. : 2 Rate: 0.04 cfs Time: 8.33 hr Vol : 0.02 Ac-ft Int: 10.00 min 10/13/98 Eastside Consultants, Inc. page 2 98105 ANICELLO SHORT PLAT ROOF INFILTRATION TRENCHES STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No. 1 Description: INFILTRATION TRENCH Length: 50. 00 ft. Width: 3 . 00 ft. Side Slope 1: 3 Side Slope 3 : 3 Side Slope 2 : 3 Side Slope 4 : 3 Infiltration Rate: 8. 33 min/inch 10/13/98 Eastside Consultants, Inc. page 3 98105 ANICELLO SHORT PLAT ROOF INFILTRATION TRENCHES STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. 1 Description: INFILTRATION TRENCH Length: 50. 00 ft. Width: 3 . 00 ft. Side Slope 1: 3 Side Slope 3 : 3 Side Slope 2 : 3 Side Slope 4 : 3 Infiltration Rate: 8. 33 min/inch STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 100.00 0.0000 0.0000 100.10 16.602 0.0004 100.20 36.456 0.0008 100.28 54.729 0.0013 10/13/98 Eastside Consultants, Inc. page 4 98105 ANICELLO SHORT PLAT ROOF INFILTRATION TRENCHES --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE Infiltration Rating Curve for Storage Struct 1 STAGE <-INFILTRATION-> STAGE <-INFILTRATION-> STAGE <-INFILTRATION-> STAGE <-INFILTRATION-> (ft) ---cfS-- ------- (ft) ---cfs-- ------- (ft) ---cfS-- ------- (ft) ---cfS-- ------- -------------------------------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------------------- 100.00 0.0250 100.10 0.0307 100.20 0.0364 100.28 0.0412 10/13/98 Eastside Consultants, Inc. page 5 98105 ANICELLO SHORT PLAT ROOF INFILTRATION TRENCHES --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE BROAD CRESTED WEIR ID No. 1 Description: DUMMY OUTFLOW cd: 3 . 0300 Weir length: 20. 0000 ft. El: 106. 00 ft. Weir Increm: 0. 10 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- (ft) ---CfS-- ------- -------------------------------------------------------------------------------------------------------- 106.00 0.0000 106.30 9.9576 106.60 28.164 106.90 51.741 106.10 1.9163 106.40 15.331 106.70 35.491 107.00 60.600 106.20 5.4202 106.50 21.425 106.80 43.362 Designing a Stormwater 5. Determine the Amount of Crushed Stone for the chamber Bed. Management System Using Each chamber, when used in accordance with the Infiltrator® Chambers. typical cross section recommended by Infiltrator Systems, requires 0.85 cu. yds. of stone. Some This document-introduces the professional extra stone will be needed for the area between engineer to the stormwater system design process the perimeter of the chambers and the walls of using Infiltrator°chambers. All designs must be in the excavation. Use 1 1/2'to 2'washed crushed keeping with all applicable local, state and federal rock. regulations. A cost estimate worksheet is on page 3. . EXAMPLE: 1. Determine the Amount of Storage Volume We have a bed large enough for 630 chambers Needed. with an average of about 1 ft.between the chambers and the walls of the excavation. This is commonly done using TR-55, rational, or Therefore: other accepted methodology. • 630 chambers x 0.85 cu.ydsJchamber=535 2. Determine Quantity of Chambers Needed. cu.yds. Using a void percentage of 35 for the stone 1 ft.wide z 2.1 ft.deep x 444 ft.perimeter used in association with the chambers, the void length=932 cu.ft. volume plus the chamber volume(16.3 Cu. ft.) is 932 cu.ft.x 1 cu.ydJ27 cu.fL-35 cu.yds. approximately 24 cu. ft. Divide the needed TOTAL VOLUME OF STONE NEEDED storage volume(cu. ft.) by 24(cu. ft./chamber). 570 CU.YDS. The quotient equals the number of chambers needed to provide adequate storage. 6. Determine the Area of Filter Fabric Needed. Wrap the sides and top of the stone with filter 3. Determine the Chamber Bed Area. fabric(Mirafi 140N or equivalent). In areas where Multiply the number of chambers needed by wide fluctuations in the water table exist, it may 18..75 sq. ft. to determine the area of the bed. be advantageous to line the bottom of the stone, at the soil interface, as well. 4. Customize the Bed Configuration to Ft the Site. EXAMPLE: If the site cannot support a one-layer chamber . Find the area of the top of the chamber bed. bed of adequate size, a two-layer chamber bed 115 ft.x 107 ft=12,305 sq.fL can be considered. In the event a two-layer bed is needed,contact the Engineering Depart- • Find the area of the sides of the bed-3.5 feet ment at 800-221-4436 for design assistance. will be used for bed depth and includes overlap. 3.5 feet x[(115ft. x2)+(107 ft.x2)] -1,554 sq.ft EXAMPLE: TOTAL AREA OF FILTER FABRIC NEEDED In order to satisfy local regulations,the chamber 13,859 SQ.FT.=_1540 SO.YDS. bed must be able to store 15,000 cu.ft.of stormwater runoff. • Find the number of chambers needed. 7. Determine the Techniques to Use for Chamber 15,000 cu.ft.1 24 cu.ft./chamber-625 Bed Inlet and Outlet Design. chambers. - The most common inlet designs incorporate a • Find the area needed to accommodate the header and manifold system. It is not necessary chambers. - to inlet directly into each chamber row. Every 625 chambers x 18.75 sq.ft./chamber - third or fourth chamber row is sufficient, since a 11,719 sq.ft _ water will spread laterally throughout the bed via • Try a bed 115 ft.long by 107 ft.wide. This wilf the chambers'louvered side walls and the easily ft 18 chambers in a row(112.5 feet),and surrounding stone void. Infiltrator chambers allow 35 rows(approximately 105 feet). Abed of great flexibility ip outlet design. Any outlet design these dimensions will also provide adequate which meets the designer's needs and does not room to work around the chambers. A bed of this size wi0 allow for the installation of 630 - compromise the system's structural integrity is chambers(35 rows x 18 chambers/row=630) acceptable to Infiltrator Systems. Infiltrator chambers accept up to a 12-inch inner diameter pipe. 1 t S. Provide On-Line Sediment Tra s in the Water p Infiltrator® Chamber Product I Collection and Conveyance System. Specifications. These may include catch basin sumps, 9011 elbows on catch basin outlet pipes, grit separat- ing chambers, etc. The above usually work High Capacity Infiltrators chambers are injection most efficiently when used in combination, and molded from high-density polyethylene. The density should be maintained on a regular basis. of the polyethylene raw material is a minimum 0.950 gms./cu. cm. (ASTM 01248, D1505). The top of 9. Pavement and Pavement Subbase Must be. each unit is arch-shaped and the bottom is open. Designed to Accomodate Traffic Bearing The sidewalls of the chamber are louvered to a height Situations. - of about 10 in. allowing for free flow within the chamber bed. The top of the sidewall is located at At a minimum, all overburden should be com- the bottom of the arch which spans the top of the pacted to 95%density(Standard Proctor). chamber. The nominal dimensions of each chamber 10. Special Methods Must be Employed to Ensure are 16 in. in height, 34 in. wide at the base, and 75 in. Tong Structural Stability of the Bed Where Sandy Soils are Encountered. Chambers used in stormwater management applica- In all Florida systems and all systems in loose, tions shall conform to H-20 load rating standards of sandy soils, the base of the chamber bed must the American Association of State.Highway and be compacted, either by hydraulic or mechanical Transportation Officials (AASHTO), and shall be means. These beds must also have geogrid capable of supporting 32,000 lbs./axle with 18 inches (Tensar BX 1100) in the fill placed over the of properly compacted cover(excluding asphalt chambers. pavement). H-20 Infiltrators chambers are clearly marked as such with raised lettering molded into the 11. Contact ISI for Design Review and Approval. units. All designs must be reviewed and approved by Infiltrator Systems to ensure compliance with Each unit has anominal wall thickness of 1/8 in. and a current manufacturer's standards and specifica- bearing footprint of 2.0 sq. ft. Each unit has minimum dens. Failure to forward plans to Infiltrator sidewall opening area of 0.42 sq. ft. per linear foot or Systems may jeopardize the product warranty. 2.6 sq.ft. per unit. The sidewall openings measure Send plans to:Engineering Department, Infiltrator 0.19 in. high and have ribs above and below. Systems, Inc., 4 Business Park Road, Old Saybrook, CT 06475. A timely response will Each unit has interlocking latches to allow for indefi- follow. nite extension of units into rows. A 1 1/4 in. overlap is provided at joints between units. 12. Questions concerning design should be forwarded to Infiltrator Systems, Inc. at Each chamber is provided with a knockout port 800-221-4436. capable of receiving a 4-inch diameter pipe. This knockout port is located on the center of the chamber. The High Capacity Infiltrator® Chamber F t25 EE 1.75 Sr 2 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: 98105 Comment: CAPACITY CHECK 100 YR STORM Solve For Actual Depth Given Input Data: Diameter.......... 1.00 ft Slope............. 0.0100 ft/ft ( l_ /�_ I •r F Manning's n....... 0.012 Discharge......... 1.37 cfs Computed Results: Depth............. 0.41 ft r.. Velocity.......... 4.50 fps Flow Area......... 0.30 sf Critical Depth.... 0.50 ft Critical Slope.... 0.0052 ft/ft Percent Full...... 41.16 % Full Capacity..... 3.86 cfs aMAX @.94D........ 4.15 cfs Froude Number..... 1.42 (flow is Supercritical) Open Channel Flow Module, Version 3.43 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 JOB EASTSIDE CONSULTANTS, INC. SHEET NO. OF 415 Rainier Blvd. N. 516 E. 1st Issaquah, WA 98027 Cie Elum, WA 98922 CALCULATED BY L� 1 DATE I U I I (425) 392-5351 (509) 674-7433 CHECKED BY DATE FAX (425) 392-4676 FAX (509) 674-7419 SCALE S G I M e r-1 T- —r rz ► �. ► t�a Ca .F C 5= r ` U SE E xG �1 r r_ iD t-1 r-_aa T-- .I PRODUCT 204-1(Single Shee15)2051 IPaM)