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HomeMy WebLinkAboutVALLEY VIEW APARTMENT COMPLEX DRAINAGE REPORT FOR VALLEY VIEW APARTMENT COMPLEX Tu� CLIENT: Schneider Homes, Inc. 6510 Southcenter Blvd., #1 Tukwila, WA 98188 Phone: (206)248-2471 PREPARED BY: Daley-Morrow-Poblete, Inc. 726 Auburn Way N Auburn, WA 98002 Phone: (253)333-2200 PROJECT No. 96115 DATE: June 1,2001 REVISED. July 941 Z001 Q o Z � 13258 S/ON EXPIRES: JAN. 9, 2002 STAMP NOT VAUD UNLESS SIGNED AND DATED TABLE OF CONTENTS DESCRIPTION PAGE Vicinity Map 1 Project Overview 2 City of Renton Review Comments 3 Response to Review Comments 4—4A Off-site Analysis Drainage System Table 5-6 Exhibits Analysis of Proposed Detention Facility and Conveyance Facility Sizing 6A Existing Conditions Drainage Maps 7-8 Data for Drainage Basins 9— 11 Pre-development Peak Flow Rates 12- 14 Developed Conditions Drainage Map 15 Developed Conditions Data for Sub-basin 2(On-site) 16 Post-Development Peak Flow Rates for Sub-Basin 2 17- 18 Pond Routing 19-22 25-yr Backwater Analysis 23 V �1� AIR, iF 0 NlM,�; biit.rut a gin N ."i ug" pk X �;,j 1 4, M"t E"Ig, WA 5 i,. 5U, ant.. 54 qwn;� q MI &A D'N MOO, gh 41.-NiZ.1-i". .PIP, 10 f. V1i::­jl:1:ih1Fi3`T, 51"AN11M. I tr ,101iig,� 11P.4 A tR 111 'n 01v Pf (AN, gm tg uk to V, 'Im Mop IN am low 11-1111.4ov­­­;q'. NEW .4 ­f,A M_ Rk OVA I nI RF T Nd T-1 hi;2 04 4,�x 1­�, tj All gn ggg �:!�Ilflq imp BENI! r1u. g-iji-1-f' i�� KIP, g�%gj Oil, J24 -Ow". Ile 111l� P 41 WON 11.110 i-ug ko­ BA I OR ;QN-1; 4­1 u IN11 i MIM MTSM Onn'll ghaul,1PU "Ink Ai§ Im go BEE g1l , ";i1ral NO, 1.1 igg"sl IsTaU5, vmc� v limaImp, pp q rg� .,[!34jIM ��! gg NMI Ism-K ORSINI F" 14.x "Umm INN PIP SEN. pgpy, r4 or rip 01 ,3a.; R L iW '14 1.2 v."",Ja?jR W ..;Ne M; -ME g 4J'!W,_W $ Ile 4 'R91 AMR U�R P, 417, MEMO i � V F j � �.yq7jk I ii.0 to M? �t 1 �"3 ­11­�,, f- 1.4, ji A i,w" . I "U—, R , NMI Roil RIM, 1 MCA! owl MIN 7�`7' PROJECT OVERVIEW The project site is located within a portion of Sections 13 and 14, Township 23 North, Range 4 East,Willamette Meridian in King County Washington. The property is bounded on the north by SR 900(Martin Luther King Way), on the west by 68I'Avenue South, and by a rock quarry on the south side of the property. The property is approximately 24.5 acres, and is heavily wooded with no existing structures. The topography is somewhat undulating and slopes downward to the north, south, east and west from a north-south trending ridgeline across the middle of the property,providing drainage away from the site in all directions. It is proposed to develop the site into an apartment complex with associated parking and driveways. Runoff from the southern portion of the site will be conveyed to a detention/water quality facility to be built near the southwest corner of the property. Discharge from the stormwater facility will be conveyed west to Charles Monster Road. Downstream conveyance facilities for the western and southern portions of this project will be within the City of Renton. We are therefore providing this report for the facilities downstream from CB No. 46. King County is reviewing on-site facilities up to CB No. 46. Since the total tributary area is greater than 10 acres,the conveyance facilities were sized using the TR 55/SBUH method as allowed in Section 3.2 of the 1998 King County Surface Water Design Manual. The pipes were sized using the 25-yr undetained condition(see page 29 for backwater analysis). The developed condition hydrographs were also routed through the proposed detention facility to determine the pond release rates during the 2, 10, 25 and 100-yr storms,and to show that the pre-developed release rates are not being exceeded. The 10,25 and 100 year post-development rates from the developed areas to the southwest corner are lower than the existing condition rates,while the 2-yr peak flow rate will be matched. The calculations are included in this report. JUL-13-2001 11:32 CITY OF RENTON 425 430 7300 P.01i01 CITY OF RENTON PLANNING/BUILDING/PUBLIC WORDS MEMORANDUM DATE: July 6,2001 TO: Kayren Kittrick FROM: Allen Quynn SUBJECT: Valley View Apartment Complex TIR Review I have the following comments regarding the Valley View Apartment Complex: • The downstream analysis for the proposed project site does not sufficiently address potential downstream drainage impacts including impacts to the Anmarco Site. Although the Anmarco site is more than a quarter of a mile downstream from the proposed development discharge point,the applicant must extend the analysis further if there is potential flooding or other drainage problems, particularly along the road ditch along Monster Road. I'm concerned about possible surcharging of the conveyance system within the Anmarco property and the erosion impacts to the road side along the east side of 68`h Ave_ S_ due to increased flow duration as a result of detention. Has the applicant's engineer investigated the storm system within the Anmarco property to verify storm system adequacy? • The downstream drainage map does not clearly show the wetland or outfall pipe referenced in the report. This information would be helpful for the reviewer in understanding the complete downstream system. • I'm concerned with the level of detention that is provided for Basin 2. This basin drains southwest and contributes to the downstream drainage system along Monster Road in Renton. The proposal is to drain all of Basin 2 to a point of discharge located at the southwest comer of the site. In reality, however, only a portion of this basin contributes to the proposed point of discharge (about a half). Since the project proposes to match existing condition peak flows for the whole basin and not for the portion that drains to the point of discharge, the developed peak flows after detention will be higher than the existing condition flows. The increased flows downstream of the project may create flooding and erosion problems. The applicant has submitted an SBUH (Santa Barbara Urban Hydrograph) hydrologic analysis which shows that the proposed detention facility will match the 100-yr peak predeveloped flow for the portion of the basin which is contributing to the point of discharge. Although the SBUH hydrologic analysis satisfies the requirements in the 1990 King County Surface Water Design Manual, it is a minimum standard which may be exceeded if the project is located in a sensitive area. At a minimum, the applicant must verify that the 2-yr and 10-yr existing condition peak flows are not exceeded using SBUH. Unless it can be shown that a lower standard is acceptable, it is my opinion the applicant should have to demonstrate the developed peak runoff from basin 2 will not exceed the predeveloped peak runoff rate at the point of discharge using the 1998 KCRTS level 1 analysis. cc_ Ron Straka EI:\DIVISION.SIUTILrM.SIDOCS\2001\2001-386_doc\a TOTAL P.01 RESPONSE TO REVIEW COMMENTS Item 1.We have provided additional information to include the facilities within the Anmarco site. Exhibit A,B and C shows the different components of the downstream facilities. The components are described in the Off-site Analysis Drainage System Table on pages 5 and 6. Pipes capacities were also calculated using Manning's equation. The most critical section will be the pipes that crosses Monster Road and the pipe immediately downstream from it, which has a capacity of 4.33 cfs. The 25-yr post- development peak flow rate to the pipes will be less than the existing peak flow rate and will be approximately 2.39 cfs(pond release plus peak flow rates from basins SA and SC),which is less than the capacity of the pipes. The entrance to the pipe that crosses Monster Road is presently buried and will have to be cleaned. Rip-rap protection around the opening will also minimize future blockage. We are providing new drainage piping along Monster Road to where the ditch gets wider and has more capacity. The ditch is presently grass-lined and appears to be maintained regularly. By providing a pond with sufficient capacity so that the existing peak flow rates are not being increased,we believe that no problems will be created within the downstream facilities. Item 2.As we have explained in our phone conversation with Mr. Allen Quynn, instead of going down Monster Road,the previous proposal to King County was to provide conveyance across Monster Road, along the north side of Coal Mine Road,then across Coal Mine Road before discharging into the wetland within the City of Tukwila. The Technical Report submitted to King County has not been revised,and still reflects the previous proposal. We are now proposing to go down Monster Road,across Monster Road,then into the Anmarco Property, which has conveyance that goes north that also discharges into the same wetland. King County is aware of the proposed change,and has agreed to allow the City of Renton to review and approve the plans for the downstream facilities, since they will be within the City limits. Upon the City of Renton's approval of the plan for the downstream facilities,the Technical Report and construction plans will be revised to reflect the requirements of the City of Renton, and will be resubmitted to the County. Please see Exhibit C within this report for the location of said wetland and City Boundary. Item 3.Although King County has allowed us to use the entire South Basin to determine the allowable release rate,within this report we are only using the western half of the South Basin to determine the allowable release rate. Our analysis shows that by using the Santa Barbara method, we can provide a detention facility with enough capacity so that the existing peak flow rate to the southwest comer of the site is not exceed. In fact,the 10,25, and 100-yr peak flow rates will be reduced,while the 2-yr peak flow rate will be maintained. The pond had to be enlarged in order to match the 2-yr peak flow rate. The plans will reflect the change. As we have mentioned during our phone conversation with Mr. Quynn, although the site falls within the Level 2 design criteria,the County has allowed us to use a slightly lower design standard, since we are proposing to provide piping down the steep slopes. We are still required to detain up to the'100-yr storm. 0 The City of Renton's design criteria requires matching the 2-yr and 10-yr peak flow rates. We are proposing to match the 2-yr and reduce the 10, 25 and 100-yr storms(see page 6A for table of pre and post-development flow rates). We are also providing piping down the steep slopes. We therefore believe that we are providing sufficient protection to the downstream facilities, and that we are also using a higher standard than what is required by the City. OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement#2 Basin: Subbasin Name: Q,& -,6,4siil/ 2 40WAI;Z2/ Subbasin Number: Symbol Drairtiae pr�Inage Component !Slope R�stance'-: Existing Potential (�bervatityns of:fi�ld ln's eGtb CompQnant'1yYQ , p DesCript10n frorrw site PrQbiems Pcgbi�m resqurCrv�gw�r,pr'r�sider►t' hid';andSize disChar . Type sheefikriv,swal.e ; anetrlctlons,under ra,ptatty,<pondfnti, >>ss++map, stcesm,cf+ nrwi..pipe ar>,ingge pe+:in,yeput.ttpn, +i►r, 94 ;'! t14 mt;w�,32 :R overto to ;;ftioodin h>tbi} or or anhim i nkNi' pond,51zr dlemnter .. . .tlepth Pp G q , 0 rCY M tld, hood ref pjobtem, >7ypq pt seheetlyN ef6s Vnlums destruot�on anourtn ##�lnk atot�phing; oxeritnw PY+�:Pat>ilat:lmp�lcta,'<: >< tuNace'eree *edlrriAntAtion;Inclsbn;Mh+l :ero�fott . KoAn S/oE Qt4ss' C�N 61� Nc�v CGS✓v�YA�VC� jfk�ur - 8 �.7 0 — 3 N�17j� N 0,�1/ o �oi1/ pn/C ,¢GONG 6871,4 ,4l f, 5 . 73 3 _ D RAADS/DE P AF�,v/Z�x,/yAZECy 2'wiDE�Y C -D rc 4Z otv G 667-11 7 'l 10EFf? R?6ueA ee e-11) tl / CA)TA141AIC.E' v6413a 7U /3E L.EAtAC 2 C/ZvSSES (8_Th`4 1, C7 07 2 �r t' cRPAci - C �� AL©,vG w�3T SIDE r/ tt ,r - cPE1' of -/2 7Y .t ALdNG w6 Sr Si067 /Z CPEP 0 68Tov AVC- S. G ' SrZe/ p q,S /57V— /7/ l rr " 7, 7Y CA / SD 0. 60 ` Z/ 7-23o " rr L- M ^' s OL1Teble,doc 11r2/92 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin: Subbasin Name: D06,.pv,,,77Z6,,4/_(Subbas1n Number: Symbol; Drairlape........ . ........m - ' Drainage Potential 6 ;;Slope - Dista ... e . � .. � sor.m...a.. tion, ............ ,- p . tT on . from p . b viewer, .p.. site s. en t ........ x:N8Me, an'd Size; ........ ...... T ...... bt Ina -�bi I V".Vm*&,t.I*O*nl*�,t4�4i":i��������i� dry . ... .1.00*1:,320 ft:i�� ppppgj��:_Pq Qe:P A.k.... . .......... ':Sizim,diameter;: t H16hood eN." pond, f i:Vo 6 d.M ........... .p . ............... . ...... IN: . ..........W I.. 6thees' lwfece area ...... Woa� ........ ell A/ 0 8 5711�> 2_615 ' 27�5 p- 5 D 27�8 -Zajt 88 A4 !00 64 -9 2- 0. 5 �1 2812-3 11 Z 177o 33_(yq__ (4 sp Zs7.,_�112 3 ZZe 2 7, qV el�_ OS� 17, 33 0-6- 14j67'e6A�YPMA _T- 0 t00AJQ POND -. l PO-)7-0 W1 0v6c1t-&Q!L) P IJ rt AAAD U_ V Z Y S0 POI\JD OU-rLCr J, OX34bq-.�S� C74S V- W 214 // S,0 OfSC,14A26� To wCTLAND Z34% ZS08 -3�11 7. Ll Table.doc I IM92 L�7,7 \ f EI ------------- ------- \ 5�oG D iTe N \ \ CTN \ \ \ G Z Q, -7,3 uOG \ \' 2°��. Ex C a �o► /E = 70,97 EX c B l E CN) : C y. sy zoo.8 Lf - lz cPEP ",o.r46 /,67 X `� Ex C 8 G 9,M - 61,6 .,,E : 58, Y6 A� 7v Q S8,of � 1 �) � /.E CEj ' 57,69 �� E• (N) "53.�7 1, ZC lA/.7 LF - / 2 De CB m e/O z 43 y8 � Rim 4 q, y/ 5.73 /•E 6"J) =46, 74 c 1�8,2� - i2" CPEPCS 2, % b O-T Ln z . .. N ANALYSIS OF PROPOSED DETENTION FACILITY AND CONVEYANCE FACILITY SIZING The following pages include the analysis of the proposed detention facility. The existing peak flow rates from the development area are included in pages 12 and 13. The post- development peak flow rates were routed through the proposed detention facility to determine the pond release rates during the 2, 10, 25 and 100-yr storms. Our analysis shows that the post-development peak flow rates for the 10, 25, and 100-yr storms will be less that the pre-development rates, while the 2-yr peak flow rates will be maintained. The detention facility was enlarged in order to match the 2-yr peak flow rate. The plans will reflect the change. See table below for comparison. Existing Condition Developed Condition 2-yr 0.18 cfs 0.18 cfs 10-yr 0.42 cfs 0.27 cfs 25-yr 0.60 cfs 0.44 cfs 100-yr 0.83 cfs 0.62 cfs The design for the new conveyance facilities can be found in page 23. The pipes were sized using the 25-yr storm, and assuming overflow condition. 6�1 D.F. ; ti a • JOB DMP, INC. Engineering - Surveying - Land Planning SHEET NO. of 1215 So. Central Ave. Suite 133 CALCULATED BY S/ DATE KENT, WASHINGTON 98032 (253) 854-9344 M CHECKED BY DATE FAX (253) 854.6663 SCALE Va :...... _ ....... .. ............. . ......... . ..G,A�/U. ...........Lt S ......... A.�� ............ ...........'............. .... .............. _` _ ........ . a . .... �r..7_S.. 6 . a.. .. .: .: . _ ....... ...:....._......._ ...... / a.� 1.��.... .... G .�tJ T cam! ................................................................_......... _..-.. ..... .... ...... ........:.... i 01 .... .... _ . ... .... . ..... .: . ... z.... ...:.. ...........:............. .... . .. ... .... ..... .... . : . ..;.. ( yG ... 2� = p. .o................ ................,............. G . ra .... .. .... s ...... .... ... o-...... ............. ..... ........................ .._... 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Central Ave. Suite 133 CALCULATED BY DATE.ed KENT, WASHINGTON 98032 (253) 854-9344 CHECKED BY DATE FAX (253) 854-6663 SCALE .............,............................:...........................;..............;............-.........................................s.—. ..... ...... ..... ..... ..... ..... ...... ...... i ..U.3...-...C3.4:SL�V.....sS,A......,.............o.... .... .. ... ... ... .....................b CslrNlJ.........f�c�.. ................:............. ..........-0.......-.. ...............fl "4......._..............................._..............................._.......�'�........y...........;.......... ... . ... .......... .... .............. :...... ...,........ .... .... .... .. _ ... ...... o. �.v r�.o. .._.� ......... _..-.7 . .... ................... ._... ..... ...... 3 € ` - �. _.......... - 7- '.... .. .....TLM...... ...-.Q...:..:...... 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JOB Engineering - Surveying - Land Planning SHEET NO. OF 1215 So. Central Ave. Suite 133 KENT, WASHINGTON 98032 CALCULATED BY DATE (253) 854-9344 CHECKED BY DATE FAX (253) 854-6663 SCALE _ Ae 6sz, sic 77 1 SAY :.. �.f/a 5. ........_ ..._..D._o.3._........_.......... ........ ....... _. 5�.----...................................... ... ..:..._......_.. ........ .. -74 .. __..........................T/r>E......r�F.. 'a �JT �T��✓a r..........-...... .... ... ..................... ... _. .... R o, ;�f2G p D i O An So Q...... ..��.........._................................................. 4..................... .....1:zSJ._ . 0 0.. . ..... . ....' . i i Y � �[1 Z o a ��.. fn/.:........... ..................................... .............. ..................... moo , _ :.. . .... q......................... lix ti .3 >x ........a.... .. .. .... �.;....... ..- D y 20 ©o� / 6 . .. . . ......... ...... . Z O, 3.3° C °'S .. _.. ..... 3 5 T-T-JI-I.s....1:111 ........................ FTT VIA. ._.............................. ........r............ 7-17 10.. ................ ........... ............. ........... ... ............... .................... T-4-4-4 PRODUCT W1(Si*Skft)2641,WW) __ SV6 - LASW2 PRE- .DLU F(_bf"E�D S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 2,24,2 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2 .00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 6.75, 76, 0,0, 122.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 6.8 6. 8 76.0 .0 .0 122.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 18 12.67 10016 ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a: /br/exon2 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 10,24,2 . 9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2. 90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV)., A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 6.75, 76, 0,0, 122.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 6.8 6. 8 76.0 .0 .0 122.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 42 10. 67 22943 ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/exonl0 /Z 5 U6 1'�AS/N Z f,JE -lac Vb'L oPE.0 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24, 3. 4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------7------ ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 6.75, 76, 0, 0;122.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 6. 8 6.8 76.0 - .0 .0 122.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .60 10.50 31283 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/exon25 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24, 3. 9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- _ ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. I 6.75,76, 0, 0, 122.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 6.8 6.8 76.0 .0 .0 122 .4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 83 8. 67 40150 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/exon100 l3 EA 25- y2 PEAK _ S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATTON(HOUR) , PRECIP(INCHES) 25,24, 3.4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 7.05, 77, .55, 98, 31.3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 7.6 7.1 77.0 .6 98.0 31.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1. 66 7.83 40799 T ENTER [d: ) [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a: /br/sa25 Sc>6 —L-�A�ir✓ SC S.C.S. TYPE-1A RAINFALL DISTRIBUTION Zs -yR Pf-Ak ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24, 3. 4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-IA DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 1.51,76, .09, 98,38.5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 1.6 1.5 76.0 .1 98.0 38.5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .29 8.00 8077 ENTER [d: ] [path] filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/sc25 JOB DMP, INC. Engineering - Surveying - Land Planning SHEET NO. OF 1215 So. Central Ave. Suite 133 CALCULATED BY 4,r, DATE KENT, WASHINGTON 98032 (253) 854-9344 CHECKED BY DATE FAX (253) 854-6663 SCALE ��...._.._;....... ._:.......d...... ;. ...;.. .... ... ...... _..... ... ..... ..... ......... ... ...... ..... ..... __... ...... .... .... ..... l tiA/Tr%Jn/ S �C3....- .16,sgin/........Z........._1!_..._...................................... PLOW L� ...... 7 6 9.... ._ ............._.......... ..:.......,�...............................,................._........... .._.__. .._ .... ..:.... .... r s a. .._..... i a - .../_... ....... o o 40-11 _.............:......... ...._............. .. 37 - - cvti '....:........... ......_..__.....5..;............_:._�� /. .._................._ 5.._ _...._. .�....�.... I ..........._ ._........L' _.'... Lo _ ' f a o: 7 . . _ ... c� .. . .. ........ ._._- .......P......D...G.` ..._...Alk..._._............. . o- .... _ .... ..._ .... :.a......._..�"" �, Y2 ro, /S x l Coo-_',�� f.. /0 5�8 o•s' ` qA w _......_. ...... M 'E i = -4-1-4-4--t-4 -?TTT-' ............Ell......................................... ...... .............. ..... Aq ' It__Y? jj_jj _.......... ...... ..... ........ ......... f 1 1 1 [--?........... --++?????-T-- -�­..­'. ;,, . J VAN_ 4_ .... .... ......... Ell .... ............._ ..... ...... _... 6 1-4-4-4-4-4 MDUCT 291-1(Single SIKMs)295-1(Padded) . S�3- 6AS /^J 2- Po S T-D E,✓)6- : S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 2,24,2 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 4 . 13, 86, 7. 67, 98, 15.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 11.8 4 . 1 86.0 7.7 98.0 15.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 3.87 7 .83 61999 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/sb2 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 10, 24,2. 9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2. 90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 4 . 13, 86, 7.67, 98, 15.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN - 11. 8 4 .1 86. 0 7.7 98.0 15.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 6. 15 7.83 97749 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/sb10 107 POST - DrvtLoVmE V7- S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24, 3. 4 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.40" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 4 . 13, 86,7 .67, 96, 15.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 11. 8 4.1 86.0 7.7 98.0 15.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 7. 45 7.83 118071 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/sb25 S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 100,24, 3. 9 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3. 90" TOTAL PRECIP. ********* ----------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 4.13, 86, 7.67, 98, 15.7 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 11. 8 4.1 86.0 7.7 98.0 15.7 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 8 .75 7.83 138599 ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/sb100 /8 POND Rol no",!G RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path] filename [ .ext] OF ROUTING DATA a:/br/pond DISPLAY ROUTING DATA (Y or N) ? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) .00 .00 .0 .0 1.00 .12 , 20195.0 .0 1.94 .16 39309.0 .0 3.01 .20 61219.0 .0 3.95 .23 80603.0 .0 5.01 .47 102614.0 . 0 6. 00 .74 123317.0 .0 7 .05 1.82 145431.0 .0 7.95 5.06 164513.0 .0 8.75 6. 42 181574 .0 . 0 AVERAGE PERM-RATE: .0 MINUTES/INCH ENTER [d: ] [path] filename[ .ext] OF COMPUTED HYDROGRAPH: a•/br/sb2 INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 3.87 .18 41876 INITIAL-STAGE (FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 270.15 24 .17 272.71 PEAK STORAGE: 51910 CU-FT ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/pondout2 /9 /o - L/9 l20ND e t17"/�iJG RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path] filename [ .ext] OF ROUTING DATA a:/br/pond DISPLAY ROUTING DATA (Y or N) ? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) .00 .00 .0 . 0 1.00 . 12 20195.0 .0 1.94 .16 39309.0 .0 3.01 .20 61219.0 . 0 3.95 .23 80603.0 .0 5.01 .47 102614.0 .0 6. 00 .74 123317.0 .0 7 .05 1.82 145431.0 .0 7 .95 5.06 164513.0 .0 8 .75 6.42 181574.0 .0 AVERAGE PERM-RATE: .0 MINUTES/INCH ENTER [d: ] [path] filename[ .ext] OF COMPUTED HYDROGRAPH: a:/br/sb10 INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 6.15 .27 55855 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 270.15 24.17 274 .28 PEAK STORAGE: 84400 CU-FT ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a: /br/pondoutl0 �0 25- yR PjNCi Rd(.)r.1 /_t_'? RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename [ .ext] OF ROUTING DATA a:/br/pond DISPLAY ROUTING DATA (Y or N) ? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) .00 .00 .0 .0 1.00 . 12 20195.0 .0 1. 94 .16 39309.0 .0 3.01 .20 61219.0 .0 3.95 .23 80603.0 .0 5.01 .47 102614 .0 .0 6.00 .74 123317.0 .0 7.05 1.82 145431.0 .0 7.95 5.06 164513.0 .0 8 .75 6.42 181574 .0 .0 AVERAGE PERM-RATE: .0 MINUTES/INCH ENTER [d: ] [path] filename[ .ext) OF COMPUTED HYDROGRAPH: a:/br/sb25 INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 7. 45 .44 68522 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 270. 15 24 . 17 275.03 PEAK STORAGE: 100010 CU-FT ENTER [d: ] [path) filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/pondout25 2/ /00- the RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d:] [path] filename[ .ext] OF ROUTING DATA a:/br/pond DISPLAY ROUTING DATA (Y or N) ? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) .00 .00 .0 .0 1.00 . 12 20195.0 .0 1. 94 .16 39309.0 .0 3.01 .20 61219.0 .0 3.95 .23 80603.0 .0 5.01 .47 102614.0 .0 6.00 .74 123317.0 .0 7.05 1.82 145431.0 .0 7.95 5.06 164513.0 .0 8.75 6.42 181574 .0 .0 AVERAGE PERM-RATE: .0 MINUTES/INCH ENTER [d: ] [path] filename[ .ext] OF COMPUTED HYDROGRAPH: a:/br/3b100 INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 8.75 . 62 84243 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 270. 15 24 .00 275. 69 PEAK STORAGE: 113740 CU-FT ENTER [d: ] [path] filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a:/br/pondout100 BACKWATER CALCULATION SHEET 25-YR DESIGN STORM Project:VALLEY VIEW APARTMENTS Proj No:96115 Date:06/14/01 Pipe Fric- Entr Entr Entr Exit Outlet Inlet Appr Bend Bend Junc Junc Upstrm Pipe Pipe Pipe "n" Outlet Inlet Pipe Pipe Vel TW tion HGL Loss Head Head Contr Contr Vel Loss Head Loss Head HW Grate Check Segment Q Lngth Size Value Elev Elev Area Vel Head Elev Loss Elev Coeff Loss Loss Elev Elev Head Coeff Loss Coeff Loss Elev Elev HW CB to CB (cfs) (ft) (in) (sf) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) D to 1 47 9A0 72.0 18 0.012 93.00 95.40 1.77 5.32 0.44 94.50 0.49 94.99 0.5 0.22 0.44 95.65 97.40 0,41 0.000 0.000 0.000 0.00 96.99 1 98.40 OK 47 to 46 9.11 245.5 18 0.012 95.40 113.00 1.77 5.16 0.41 96.99 1.56 98.55 0.5 0.21 0.41 99.17 114.95 0.00 0.050 0.021 0.000 0.00 114.97 116.00 OK D: DITCH 47:CB No.47 46:CB No.46 D,1�01 CT- ON14 T23N , / _ ✓ 1 I 65 c,o \ O 50 40 . � 2 3 / f ' r `J- 1 t N Ja c a CLEAN WT f� it�. u �IM i A iNG'f' d'}�Mr�11b I:'t+o- ,..i.'.�•.,.. I. ,. ,, ./ � ' J �4�i ' �.�• . V / r r i _► ��� r o, ��cj' i ' m . a _ T.E. DOW snm - IE N. 6470.4 .34 �®'•' � �i: � '� Ifif ,, I GRASS LINED E. 1 437.3 32 54 / / (A SWALES S=f 1 .0% \ SEE SECTION IE 25.70 COO14 TYPE II-4f w r '• 5 N. 177526.90 , p. T.E• 32.10 --� - E. 1640428.97 • �. I.E. �IN) 1�' C-33 C-14 2� -' 0. 1.E• ,�• i N. 1 24.55 w ' o •-� i 40 120 160 MATCHUNE SEE C-- 3 Q ' o 30 LF It 23.55 60 LF i 2' 6'�• �'�r"`' I DIP to • X • 1.5x • 0 I/ SOLE, 1 40 3o LF t 0" ! DIP • 0.5% 5• CONT.M.H.J 1 TYPE II- ' <�+ 33 LF T.E. 32.00 CBJ20 TYPE II-54" IE 26.80 � .. 2e SD I°E. iN 12' r f ryi . T.E. 32.00 N. 177882.94 ✓�''~~ LE. N3 N E. 1649 -.'"' ,- / • 0.5x I.E. �' ' C 1 N-54" LE. IN 12" 26. �� - ' '' CB#16 TYPE N-72' .75 e-► `' I.E. (IN) 24" "".•� r "-~' 1 . I.E. 21.5tS �' _,� .-�`� T.E. 31.60 IN) 1 or 26.04 -j _....� E. 285.28 .... ��!�' �� SO • I.E. (IN) 1 � • v k N. 1 7409.69 �-- 6a r -' Jr LE. ( i `�'� \ E. 1649405.34 �Ir 1 3 /• S� • N ri Zj �C IS IF 2� SD 32 LF 1 f SD o 1 x ?51 •I� a 3UTLET TO WETPOWl� • 0.5X DETENTION POND �1► C9J 19 TYPE II-54 i ^ IE 20.0 T.E. 32.00 td 2 I.E. (IN) 12' 2 3.2 5 // /• r 116 LF 24" SD • 1.25X 111 I.E. (OUT) 24 f1 '1 i N. 1775P: CR#17 TYPE IL /i E. 1 �r C821, TYPE II-54` 3 CE WETPO DETENKI70N T.E. 3t.e 1 SEE SHEET C-15 I.E. (OUT) 12- 27.00 t POND EE S C�-15 FO N. 177957.08 N. 177781.37 OUT E. 1649222.56 E. 16411248.3 / DETAI L D i r TOP 24.0 r IE IN) 20.20 2+C' 0 87 ! 1 IE OUT) 2r 20.08 ' SEE SHEET C-15 N. 178076 1 ' Z4 LF 'tom - � E. 164914 .11 .� C8 #24, TYPE I '? lwl� 'DETAIL ' SEE SHEET C-15 elk- �r' N. 177995.94 --'"� 11•• �OPOSED RAILROAD E. 164:1!,�..^8 SPUR TRACK (TYP.) �. t C1 CB #23, TYPE II-s4 TOP 21.5 'C SEE SHEET C-15 � 10.09 � • ,� SC �C N. 17805.5.37 SWALE S-0.7 � E. 1649152.09 TOP 24.0 L IE (IN) 19.76 NE 0 I V% r ' 103 LF QAU 4E HOURS 114' ' 2,C SD • 2. !° BEFORE YOU DIG ��>slr. t Ef EL 18.00 U / •/'� � \ (� N. 178023 W 1-800-494-5855 l�h E. 1649053.67 , 1, I� , ,JN 0. 01 L �J` CLASS III WETLANDS ,56� � ISTEK�'��\� ONAL E �f ,f, ,fw s,f � A•2 I I � ti r - OD a� W errII k CITY OF RENTON 4, D E P A R T M E N T O F P U B L I C W O R K S 1 W40 DATUM: USCGS SURVEY BLACK RIVER WASTE REDUCTION CENTER REP y , ,, II 0 BENCHMARK: BRASS DSC JJ384 STAMPED 1959 "ft AGE Kj, {' , II ,� IN TOP CURB. N°W. END of BRIDGE OVER BLACK RABANCO REGIONAL LANDFILL COMPANY RO(3 C­3 I I .�� RIVER NEAR S.W. CORNER SECTION 13, TWP. 23N., DEs1MD I.E•PLUMM"- DATE OCT• , 1992 FILE No. ,d lit' ' RGE. 4E. ELEV. 32.17 DRAt'M A 0.Ef3NTEDMI - "- 11► {Sr( XA 4 trl �1 I CHUXED R,0,g6LTELMI SCALE �f nnoroan r,ucOlICT., 11$92 r . (` , J; try 1 fi �- , l , II � SECTION 14, T23N , R5E, W. M . 1jV X\N :P r I I I # 4 t h rv11 ; !`1 rI�!1�7'('n}lNti�ll}'r,,�k�'�r'wf+r!l�f1��1111.Ii,• I A ,, f���,, / �}j t v .1 ��{ �� !�{iyll�'M+h�l!I�1 I:,;,{rr7, 4 i ,:a', • Q / . vr? Q dN� r } �Q Q Q - - S'WALE 8-1 X STORM DRAINAGE CONNECTION CLEAN OUT qn ''! t I h,a i�{>" ;� Ij(!ald n {► rl I� h i� ! , ( TO FRONTAGE IAAPROVEMIENT>Q SEE SHEET CF2. C6# it I„ r 16i, I,Y.t�.'• ppil, d I � j71{,� hk, i r �, I a l I , I;. CATCH BASIN 1 1 / , 1 °Q 1�0 �---� DOWNSPOM slue ft ,IS tt I' 1 4�'(RECORD T� � u � 40*# Q / � ClII 0 f[! 97 �ETyp f r N. (4tJT) ' 4 .77 T.E. •40 1M7 +' �iVRVEY F E. 1 2.83 I. IN 1!" { i IN� 1 s BRASS DSC 4 STAMPED 1959 � 17 3 IN TW CUR!!. N.W. END OF BRIDGE OVER BLACK 2�� N. 1 ; -- n N. I r N1R S.W. CORNER SECTION 13, TWP. 23N.. OF h7 I iu IM :4E.' ELEV.' 32.17 LF 1, LINED (A 1 I y, llakf�krt,Ij ty 1{ f . Q (�;o� ! o .7LE 80 LF 1�' l t;. Q ,�� C-33 T.E. 40. r i LE. Ml) 1 36.50 • 0.6� 2 LF 1 lot- 0 ray HOURS-48 { Won YOI� DIG o.ax I.E. 33.04 to up. 1 i i i i / O / i i O / / I.E.. T t W. TYPE I I ahi o 1 941. 7 .7 a A8 12" DIP IN 1f 32.06 u„ f, T �� /� 50 3• • .5X i IN� 12" 32.06Wo d OUT) 17• 31.90 1767,30.30 STUB #3 / 1649981.21 ,�y �, � N p'► ,,.• � � 37 I.E. 33.1 I � 011 0 1 I� SGP� kP- T.E. 9. Cof a 'TYPE I ' t ' �, . ,� '• I.E. T.E. 35.2 I.E. (OUT) It 32.50 V � , 4-\ J'� �L I.E. N. 176741.33 t / 177 .4 '` E. 1649893.77 [ 1 B#5 TYPE 1-4 �� G� ��� .� -� ii ; iti s t a a � E. 5 .QO r f j, « �� „►.. I. (IN I 6. 4 , , I. (0Lg) 1 45. q -'' �,�; N. 77 .44 / r� M O, C 0 3 4 � E. 649 7.Ofl -•'�..,. Ilsl,l,C ' td x 145 LF • S / 5 j 3' �• CB11 TYPE u-4tl' '/ ✓ C808 TYPE II-48'• T.E. 34.00 kC T.E. 51.30 I.E. (IN) 16" 30.15 CB#4 Ih48" E. (IN) 1 Y 45.30 I.E. (OUT) 18" 30.05 * b T.E. .00 I. OUT) 12" 45.20 N. 176937.52 ` 0 �+ I.E. N IF 49.95 N. 17 64 E. 1649772.67 • �� i I �N3 12' 48.85 .E. OUT 12" 4 / E. 16498 :41 f r'� 3 � N. 177331.00 '1 / ;; I N C TYPE 1 59.00 E. 1649744. ��Q / co / ;,{{ (wr) 12" 55• 10 6012 TYP -41r // �� 0 C.O. #4 I zN. 177014.91 h • I.E. 32.50 E. 1 I.E.. (IN) 16 28.9I�y 6 TYPE M - ` -s�Fj I.E. (01 , 18" 28.89 / /( � N. 177i, ;.20 60 57.00 B#13A TYPE I11.35 I~P' fw ) i 6� , E. IN C.O.0 T.E. 32.30 0i { k / 55 . . K ,r + LE. 12' *#2.9Q If OUT) i f 28.48 I.P. �;j ,•�' / Q' N► 77495." 177163.51011 50 Q E. 164"29 25 C.O. #2 1649589.58 \CA- \� ' 100, \ 4b / fr " ' I ALE 5-0.75>r f , B#3 D.S. .0 ! ?i,` L,. 55. STUB #2 547, ., 0• I.E. (ON. UT)5. 1 + E. 1649614.1 13 ?I t CB#15A ( SA ieeo �° C T.E. +u T.E. D.S. 1 I @18T u 4 4 STUB s D.1.P. ,, •,�,..• f�ONAL .03 N. 470. R!9� .34 1.00 GRASS LINED E. 1 437 3� _ y� ti•t6 62.50 r S`W'k-ES S-f 1 .0% I � `.� � � _ :�� �,�� CITY 0 F RENT 0 N SEE SECTION IE 25.70 '� b* CB#14 TYPE 11-4�' „�^AL 5 N. 177526.90 p1 ,i' T.E. 32.10 / ` DEPARTMENT OF PUBLIC WORKS 1 -w4p 1649428.97 e'ti • �..•�" �. I.E. 18•'.-2 �,' Acs 7 C-33 C-14 2$ o• I.E. �IN) 0 BLACK RIVER WASTE REDUCTION CENTER REP owl Sp • N. . PROPOSED RAILROAD RABANCO REGIONAL LANDFILL COMPANY �` t� • 1 ul: .a.►• •.. .... . �, SPUR TRACK t(T P. X\X\x` e►,. rl/.-.WW'"� c , .r s '`'w�. . �.�• ' / rr DESIGNED K.E.PL11 R_ DATE OCT. , 1002 FILE N0. rt.�.r�vQ -- 0\ 24.5 / DRAW A.0•EGHTEDAR I - - CQ 1 M i i" SEP / DA i k tlhi?Itt Irlr11 HUNE SEE C-34 � �p / CHECKED R,4•Q{►LTELAND SCALE AS SHCIMIN rmo Nowr� �� ?'SIP 1*1► Allrwia .r r �+ wa-w .fir w t-. wwr w r e r . • r wren• r r � � r rr. r tt r r � r r .r r r � r APPROVED 21-00-032 ll i{Y(,'ll{S' / •' ." / \,s R....a_ ��1 / � I I * ' f'1, IMII►('.NftiF�M i a �0` 2 as i r 1 !sue 54 L V l � 48 � .T�Q� \\ \ �26? a"e^,� r 1•,��'� '.,.� ,yam ya. '6� IZ 84 �� ___--/__ - � � /tom-----. � �` .,,;�+� ,.,�`.•, ,14 272 fib 262 g50 52 50 �20 ?>��8 ?8p 2Qz`` l/ \\ �'`_�_�'✓ _ ry ry�ry h� /�h by~ 48 44 2 o T O o EX16711V6) CONviTIDIV R511V MAP Cad -slrF-) SCALE: 2 1 i z22a -452 -266 -D& A as 78 76 � \ e / /� / �` ,�•'X ( 11 1 t!� ���i I i 1 I 1� I _. —11 r — I' t/^ { Y64 262 A(LWM+E#T —-E- -1 ---- _ rY50 42 �I7'x= l Ion 6