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SWP272348
' TECHNICAL INFORMATION O REPORT t FOR OZBOLT APARTMENT SITE -2-7 2-4( CLIENT: Schneider Homes, Inc. 6510 Southcenter Blvd., #1 Tukwila, WA 98188 ' Phone: (206)248-2471 t PREPARED BY: Daley-Morrow-Poblete, Inc. ' 1215 South Central Ave., Suite 133 Kent, WA 98032 Phone: (253)854-9344 j PROJECT No. 96120 e DATE: July 30, 1997 / 13268 l ' REVISED: Jan. 29, 1998 1 t TABLE OF CONTENTS 1 SECTION DESCRIPTION PAGE I Project Overview 1 -4 ' 11 Preliminary Conditions Summary 5 -7 ' III Off-site Analysis A. Hardie Avenue System 8—23 ' B. Maple Avenue System 24-40 IV Detention Facility Analysis and Design 41 -53 ' V Conveyance System Analysis and Design A. On-site Systems 54—56 B. Hardie Avenue and Maple Avenue Systems 57—65 ' C. Analysis of Maple Avenue Systems Assuming Street is 66-69 Developed up to Crest ' VI Special Reports&Studies N/A VII Other Permits N/A ' VIII Erosion Sedimentation Control Design 70 IX Bond Quantities Worksheet,Detention Facility Summary 71-75 ' Sheet and Sketch, and Declaration of Covenant X Maintenance and Operations Manual 76-80 w N� W w rE"l� V ' PROJECT OVERVIEW ' The project site is located within a portion of the Southwest Quarter of Section 18, Township 23 North, Range 5 East, Willamette Meridian, in the City of Renton, King County, Washington. The property is between Maple Avenue S.W. and Hardie Avenue S.W., and is north of the Plum Tree ' Park Apartment complex. The property is approximately 2 acres in size and is mostly covered with short grass, some trees ' and brush along the property lines. Existing ground generally slopes from the northwest corner to the southeast corner of the property. Off-site runoff from the single-family residence north of the property enters the site along the northern property line and sheet flows across the site. There are ' no off-site runoff entering the site from the west, south and east sides of the property. Runoff collects in the existing ditch along the east side of the property then drains into the conveyance ' facility within Hardie Avenue S.W. which consists of 12" CMP pipes and catch basins. The stormwater then travels southeast along Hardie Avenue, then southwest along the Burlington Northern Railroad, then south where it drains into the conveyance facility within S.W. 7th street. ' An apartment complex with associated parking is being proposed for the site. All the proposed improvements are shown in the plans. A detention tank and bioswale will be provided for water quantity and quality control. The tank was sized using King County's and the City of Renton's ' design criteria.. The bioswale was also sized using King County's design criteria. Runoff will be collected by a series of pipes and catch basins within the paved areas. Post-development runoff ' discharge will be to the same downstream conveyance facilities as the pre-developed condition. t 1 1 1 Page 1 of 2 ' King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART I PROJECT OWNER AND PART 2 PROJECT LOCATION i AND DESCRIPTION PROJECT ENGINEER ' Project Owner SC HNEiDER No1IES . //�/C. Project Name d�60�T AI�A.eTiyE✓V7S Address 65I0 Location Phone�2G>6)2 yf�-2 q 71 � ,q'w'4 q8/� Township 23�/ ' Project Engineer N>�L L. pl�CE`7 /2 E. Range S E Section /8 Company ZA/6-Y M0e20k)7 PG)131. 7 Project Size 2• o AC Address Phone Z2--�ZV_ Upstream Drainage Basin Size 0.5 AC PART 3 TYPE OF • ' [:-] Subdivision 0 DOF/G HPA Shoreline Management L=1 Short Subdivision 0 COE 404 0 Rockery E:�] Grading E::] DOE Dam Safety Structural Vaults Commercial E:1 FEMA Floodplain EA Other Other F-1 COE Wetlands 0 HPA ' PART 5 SITE COMMUNITYDRAINAGE Community G�EF/y Drainage Basin G,eEEN tPART 6 SITE CHARACTERISTICS ED River = Floodplain ' 0 Stream = Wetlands 0 Critical Stream Reach 0 Seeps/Springs Depressions/Swales High Groundwater Table ' Lake — 0 Groundwater Recharge Steep Slopes - E-1 Other 0 Lakeside/Erosion Hazard PART 7 SOILS Soil Type Slopes Erosion Potential Erosive V locities 1 Additional Sheets Attatched _ - 1/90 Z Page 2 of 2 ' King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET I—PART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT ' E::] Ch.4-Downstream Analysis 0 � - a - 0 Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION (ALLOWING CONSTRUCTION imentation Facilities d tabilize Exposed Surface _stabilized Construction Entrance Remove and Restore Temporary ESC Facilities ICI Perimeter Runoff Control 21 Clean and Remove All Silt and Debris Clearing and Grading Restrictions E ' Ensure Operation of Permanent Facilities Cover Practices Flag Limits of NGPES Construction Sequence Other Other PART�0 SURFACE WATER SYSTEM ' !J�rass Lined Channel Tank Infiltration Method of Analysis L-- Pipe System F-j Vault Depression e,OT/GitJ�9 L Open Channel 0 Energy Dissapator �Flow Dispersal Compensation/Mitigation Dry Pond 0 Wetland E:�] Waiver of Eliminated Site Storage Ci Wet Pond 0 Stream Regional Detention tBrief Description of System Operation Facility Related Site Limitations Additional Sheets Attatched Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS May require' special [7] Drainage Easement Cast in Place Vault 0 Other [."Access Easement Retaining Wall [� Native Growth Protection Easement (___] Rockery>4'High [ ] Tract -� Structural on Steep Slope L] Other ' PART 14 SIGNATUREOF PROFESSIONAL ENGINEER I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the fj attatchments. To the best of my knowledge the information provided sp «. ' here is accurate. 1/90 /\ SEE IMP 'Ae I'^ H bi f'7 �< Sr 7 ' N >< •^ i.... - -- ' --"' - —` V Ens 1 M1 Sr t �,♦ N SM SWIN NVRFRI7 Z ! NF w 3 Y 1WIA Y�t ` `IDS 115_.n i }fir I .R LINEAR! N ST l ME = N t5 �r Tj`V . i t STH S�• 8 ASS PARK rota i I I _ _ _._ v`•�+ •...• t 5 178TH 2 s ' i i ♦• < 1 <a < <' > > n ra i �' I SE 1 l_26Tx. $T 11 < 4i < Y T-, < B70G ti N W rx T' ` < N 4TN ST •r 1 ST YIHaD�SLM� r Npr.l <' , 1 s C") f `w 4TN ST N ► I4RK Y' NE 4TH O r yl _ ,� r O IY fL'N s 19000 a 1 - ,��, ST •Q GREfAilOgp j Q "A7NR?ET._.... .. r_ _... ro "1` _I < NE 3RD PE SE 129TH nl 0 4 W > N AIRPORT My / ♦ ' ; _.._ -- ER-- -- _.. <>i ST s " s 4 r N I Y ` �t. .. 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Ji,__ Q@<I i= ?Stlr9rx Sr1r°r�r�'-- 'y:x o. YI •••63 h ram• S w - ,.. 6 zE Fr i SI -4'$I I I e? 4CN ION \ .9' s[172N0 sr' Rx SE'«I 1 Is ,13� i axar u o s1 r.LIB .D •: 'N W 3iM Sr Al�• 1tM r .< I ) dS '�r4 r < -. I_ TI 17?,NpY < ST SE�171ST •Irt i _ .. a it•S.•.��•,` C r I- -13 17arx S, Nix sf �•J YI urn FAI .4 rq i hnrx ST 3 d •r SI.Ipb it. sr rrr + L .�o( a E. �... � '� ay, s 3RJH x 4. i' Y' 17JR0 _: it a SW 39TH sT s CT .s h� ai�a f5 ,I 1} ri x j RI u i l`:w s u JF GOLI w s y d /�1 / G f�S SF 175TN 1 IT > 4 JN$T �/ SE ST ST sT _ o1 s[ lisE SE PEt0.0V115 SrsT sT VALLEY �j p0 S11 Ni Y; - - roil. - Ct NTCRLi Irm Q PRELIMINARY CONDITIONS SUMMARY ' CORE REQUIREMENT#1: DISCHARGE AT THE NATURAL LOCATION ' The proposed bioswale will collect and discharge all runoff to the natural location as shown in the plan. ' CORE REQUIREMENT#2: OFFSITE ANALYSIS The offsite analysis is included in this report. CORE REQUIREMENT#3: RUNOFF CONTROL A detention tank is proposed for this project to control post-development runoff. The facility was sized using both the King County Criteria of matching the 2-yr and 10-yr pre-development peak flow rates plus 30 ' percent, and the City of Renton's criteria of matching the 2-yr, 10-yr and 100-yr pre-development peak flow rates. The bioswale was sized using King County's design criteria. CORE REQUIREMENT#4: CONVEYANCE SYSTEM ' The proposed conveyance facilities are show in the plan. CORE REQUIREMENT#5: TEMPORARY EROSION AND SEDIMENTATION CONTROL Temporary erosion control facilities per King County and the City of Renton will be provided and are shown in the plans. ' SPECIAL REQUIREMENT#1: CRITICAL DRAINAGE AREA The project site does not lie within a critical drainage area. SPECIAL REQUIREMENT#2: COMPLIANCE WITH AN EXISTING MASTER ' DRAINAGE PLAN The project site does not lie within an existing master drainage plan. SPECIAL REQUIREMENT#3: CONDITIONS REQUIRING A MASTER ' DRAINAGE PLAN There are no conditions that would require a master drainage plan for this project. y SPECIAL REQUIREMENT#4: ADOPTED BASIN OR COMMUNITY PLANS The property does not lie within an adopted basin or community plan area. ' SPECIAL REQUIREMENT#5: SPECIAL WATER QUALITY CONTROLS ' The proposed impervious area subject to vehicular use will be less than 1 acre,therefore, no special water quality control is required. ' SPECIAL REQUIREMENT#6: COALESCING PLATE OIL/WATER SEPARATORS This condition does not apply to this project. SPECIAL REQUIREMENT#7: CLOSED DEPRESSIONS ' There are no closed depressions onsite. SPECIAL REQUIREMENT#8: USE OF LAKES, WETLANDS OR CLOSED DEPRESSIONS FOR RUNOFF CONTROL It is not proposed to use any lakes, wetlands or closed depressions for runoff control. SPECIAL REQUIREMENT#9: DELINEATION OF THE 100 YEAR ' FLOODPLAIN The property does not abut, nor does it contain a 100-yr floodplain. The Fema map is included in the Level I Downstream Analysis. ' SPECIAL REQUIREMENT#10: FLOOD PROTECTION FACILITIES FOR TYPE 1 AND TYPE 2 STREAMS The property does not contain or abut a Type 1 or Type 2 stream. ' SPECIAL REQUIREMENT#11: GEOTECHNICAL ANALYSIS AND REPORT This project does not propose to construct a pond within 200 feet of a steep slope, or create a 6' high berm. It is also not proposed to modify existing flood protection facilities. SPECIAL REQUIREMENT#12: SOILS ANALYSIS AND REPORT ' The site soils are clearly shown in the soils map in Task 2 of the Level I Downstream Analysis. 1 OFF-SITE ANALYSIS 1 1 LEVEL I DOWNSTREAM ANALYSIS 1 i4 A K D I E AVEnI U E S Ns Tr- M 1 FOR: 1 OZBOLT APARTMENT SITE i 1 PROJECT NO: 96120 1 1 CLIENT: SCHNEIDER HOMES, INC. 6510 SOUTHCENTER BLVD. 1 TUKWILA, WA 98188 1 DATE: NOVEMBER 11, 1996 1 1 � 1 1 1 1 1 OFF-SITE ANALYSIS ' TASK 1: STUDY AREA DEFINITION AND MAPS I The project site is located within a portion of the Southwest Quarter of Section 18, Township 23 North, Range 5 East, Willamette Meridian, in the City of Renton, King County, Washington. The property is between Maple Avenue S.W. and Hardie Avenue S.W. , and is north of the Plum Tree Park ' Apartment complex. An apartment complex with associated parking is being proposed for the ' site. The property is approximately 2 acres in size and is mostly covered with short grass, some trees and brush along the property lines. Existing ground generally slopes from the northwest corner to the southeast corner of the property. Off-site runoff from the single- family residence north of the property enters the site along the northern property line and sheet flows across the site. There are no off-site runoff entering the site from the west, south and east sides of the property. Runoff collects in the existing ditch along the east side of the property then drains into the conveyance facility within Hardie Avenue S.W. which consists of 12" CMP pipes and catch basins. The ' stormwater then travels southeast along Hardie Avenue, then southwest along the Burlington Northern Railroad, then south where it drains into the conveyance facility within S.W. 7th street. 1 1 �� �r �. yp `�� �� ���,� ���� 'gL•� ��•of �0 to iQ $ IfOwe s y �. c 9 � , i �t f i:a '� tf f 6 0 � '� �► Ij.A orb •., s -o r s. r 4tv �� �► .• 0 3Q- .77 asz-ems-�i T -�i-4 e. 494..3o F.�.spy caw � M b� 6 s . �K � tt► a�:r_ - A SE MAP l5 S* ,v N 6TH 57 %.. *� o.`��� � : ct Y 'i' z som ^h'l l 11a _ ♦ LytN S F ,SiRsumvEn l C w nr '$P > NE sTH 1fNGR N ST iE ME _�� a J +'YY NE < < —,1 N PARK�:}< < > r > n l ay *e SE IZxr � DARPN Ci A 4y <' Oz 5T128TH NJNSOt[u.cC 8204 < NE 4TH ST "' fR GREEAWOD '1'T � w Sxo ` < < = i z �Q >wt a + •�' '' c I 7,aoo - ,• sr" O :RENTM s` 4 -�, F 3R0 PL SE, 129TH A7R3S0RT-. y 9p - < - _. _. w _ - TfRY __ < ST N '< �� N AIRPORT WY I N. $". � 3 f -- -- Ax ,srm Q N a7x0 S! p' » S T(lll—_C r5r H s Isr 2N L $T Y -. 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S v..J (iOLi r xl 17 N x WN r S j171TH Si a$[ I x$r J" SI InRR{r - 5\ r9 < SF u 171" 1 .St L r$T EA1R6t3Dp S $W ' 3 3SrN : •., �' x 177Wj . s y k s SE 175TH xti O 6 39TH ST CT & \& `I i>n L I x ,F b _ SE x-ST �( 176TH ST ST- rz m' - • SE_ 1 SY < 41ST _ ST VALLEY i AV rISE 176TH S N PET0.0V1j SRH- sr ��.e(� St I�Jxn r. /rJ�rCWNTRY 31 CLW MEDTCALS 17 CENTER 00.. C t*P� _... MMMMMM 3 rd . x 29 AVE. 175— (/ \ \ \ 9/h "o / \ / x�/ 29 —— X — PLACE ` ` ' / / — 1p x i M / \ 28 ice' ✓ //y I `� \ \ \ \ \ \ i� / � X VD � — / `— ---------- x 86 // \\ \ OL X \ \ \ X 12/7 ' - --� X97 _--- SUNSET _----- 103 52 tp \\\\\ BR i AVE. \ \ \ \ \ \ I BR 62 / X / / \\\ ` \ X X 63 c') / \ \ \BR 8 22 � 27 23 X SCAT. TREES S / r T PA dt l56 \ AGO // It X 22 CNIC 30 23 X f 17 1 ' — \ X2 1 I� 25 \ d 37 f•• __ l EARLINGTON GOLF COURSE 20 24 \ X x ///�l \\ i I 19. I L i21 \� I � 23 i JI' \ '----4-CITY OF RFNTON zy 530088 ' CORPORATE _ = F LIMITS I c LL I I ZONE X CITY OF RENTON w > 530088 L } I ' KING COUNTY UNINCORPORATED AREAS M71 ' KrNG COUNTY RENTON r 18 t I Y o�rH- _�ORPE J tgti�s llr4r7-S Q o _ ' OULEVA D ' ZONE X S!T� fL 1A IVA CCA4-E: /" = S oo w Ln w / a �r- 1 ' TASK 2: RESOURCE REVIEW ' The 100-yr Flood Plain map shows that the project site is outside the floodplain area. The different Sensitive Areas Folio Maps are also attached and indicates that there are no identified sensitive areas on- site. Per the attached U.S. Department Of Agriculture, King County ' Soils Survey map, most of the site soils are classified as Beausite gravelly sandy loam (BeC) with the remaining portion classified as Urban land. The other King County resource maps do not cover this area, since ' the site is in the City of Renton, and is therefore not included. 1 1 1 A t P � 1 ri ITT rTf s 4� i 1- T mil__ +-:� ♦ � `�� t \� i - -�.-,' -47 tty pn tth t� Coal Mine Hazard Duwamisft 4 ,= Areas x-•3 I: P3. e , 6 iI , ,,G b p'? /J 1 ' --JT_- '1a• t ��� �•%. ti--a�I � '.j �' T `__1 jr lli �:. , ♦ 1 / g 1171 jr'`I 71 f 1 tL f7i } 1114 ' ,- �=1-�' ,__/ y�., �"ice,. •� r r r v -r It .i- TT `, M1 1 t Streams and 100- cl,' Duwamish Ine �-�--�-+-• Class 2(with salmonids) s Year Floodplains Class 2(perennial;salmonid ��" t3` use undetermined) 14, SCALE: � = /`1�� 'o • • • • • Class 3 sa j Unclassified Al2 16 •�• � � '� � 1. �_ i C/7�.•(�\ -t { �••� •r �� 't.. �1 ,F� •,{ �. 1 � 1/�1 if Tvj , �• l(^\ yt. } t ; 7. f 6 r I If1fr�!1'rt/''I r Duwamish ,4 1 4 .� s_w' �..i, ; >,17 , 17 k TIT � .R-,� mot. ;•�t _-4 A 1 i I -'r 2$b ft W46114m on _ E-� 1 .- 44 'r •tom a tyr t o!1._ a `' — tE { ' 'r'_` "jl.- i• 4. ' I ``�i_;� 1 ; 1 ! - gyp.14 A. v I i'1 t ell ya \ h Low Gdv ' 0 4 Wetlands wetlands Duwamish, Open water Basin Boundaries 14 .•r.6'1 - Sub basin Boundaries 1 I L r + • _— i 3 PoLl 1 ;M fi� � Seismic Hazard ouWary.irsh 4 Areas 2 ,.,,. ' � I _: ,y l/�.. �' It�! I ,. / _ _� _.1. �.-J ...�Y .•./ `,�� tit' �. �1 .. _r L+ 5 - , 'I w i•. � � � ��" .'tom-..�- 7 ��, � ��� : � tJ �/ � �- � - ... ,-- r .r.. ~--•a"'� i.-ram)-. �/�1•� �!I -� ( ITJ i i -T I -t 1, �':. •�v '- �. r i'l "��' r- `( � ._�_f�..�.�- �.�j f••- 1__ L�i:�� 7_j_,_�� ' 1.---+--- •{�—_i__�I --` r�t' .�_„ •-/ Y i �._;_' '�.;".✓� ,.rr - --�•jT`-.i �J _ �4 ! I i..lei _ 1� ��i� I' ;,r 11 , 1 C/� .��.f`h\ ( i"y}•� .r.. ii " r r,"ti I, \`tia.� I-I,+•a I :. M� � -+ �-'•a'ua\.-..k•� �, ,. -�' r L� ,� J"'.- . -'1 _ Y •ask l7Jf1, -i +, �.. J..•-^f- '�i H rr�-' 1��...- ��-�' '�•• >r 1 \� I ..✓••"mow• I ,f - rx 71 r ._ t Y Q .YM�1 1:T� #' � 1 �-.� 1...71 > f ��.lix.���I� �(,� S�I. i�..'� r� .�✓ /}._...�-�«�_�._.���1`� I� i� All i fr �_�11 } i TASK 3: FIELD INSPECTION There are no existing drainage facilities on-site except for the ditch along the east side of the property. Runoff from the site and upstream areas generally sheet flows east and drains into the ditch. Runoff then enters the conveyance facility within Hardie Avenue S.W. which consists ' of 12" CMP pipes and catch basins. Water then travels southeast, then turns southwest within conveyance pipes along the Burlington Northern Railroad. Runoff then travels south where it eventually drains into the ' S.W. 7th Street conveyance facility which is approximately 1900 feet downstream from the property. The attached City of Renton Surface water Drainage System map clearly shows the downstream facilities. ' There were no existing drainage problems identified during our site inspection, nor are there any drainage problems anticipated for this multi-family residential development. TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING ' No drainage problems were identified during our feild inspection. The downstream drainage facilities appear to be in good condition and adequate size to handle additional flows. TASK 5: MITIGATION ' The proposed development will generate additional runoff due to the increase in impervious surface. To mitigate the effects of development, a detention facility is being proposed for this site, and will be sized ' per the King County requirements. A bioswale will also be provided to upgrade the quality of water leaving the site. These measures will provide adequate protection to the downstream facilities. t AT & � t •�. �� � •t-��� tip e F FL r.. �� i•' III � '� 1 5318 NW 1/4 �►an.1l,/ .,_� .. 16,E516E3 7 t415 e O � /�I6.C5-9 J � 14f36 S ... : 14C5' �_�y" �16C5 5 CITY OF RENTON Il 4E5 +°/� 1 s to 14.154j �► ) 54 4 4E3 . 16f3 i SURFACE WATER f 16f - (/Z 2J , 1 W . S,� ,. _ ;4fs ,16f5_l DRAINAGE SYSTEM ....... ' - ....... 6•CS I Q r J 2,1d. St ` Q�. -..••+ ... .. .. ........ .1 "fS-IE -.(:7 :' 'Qp�`''••+„ `- , „ i �� _. C Tars-e -- LEGEND idc3's~+ a ... .. 13 d 14cs>z: 3 14 s=?14c5 r I-. - STORM C C° i57N6-z : E-3 �R S€ a,;J 3r :14D6=9 14D6-5 at 6C6-10 14f5-16 W ql P/ : i i4C6-U 14D6 P•.., 1k 10 SEWER L1 BLS 1S7tc-'a.. : .. ?a. E6�.. j �... -.�. r4cs.-! ~+ "� � NIs.Esb - T�7T/�� 'sue ISM6-t •kQ ��- >� ' 1 4� Q7J ' D6 S} 6� 6 9 -....� f_-. -. .?-'- 1406 t ... ._.._�. 1 _j.. ..,. L., Zru- .14L6?.Zz 14E6.2 I�t ❑ r i"":14D6-1 14C6;16.:..:• -leg-.- _ CATCH -,( �...:A' 6,E6-II BASINS 14E6-19 - ' 6,E6 6 y i 1416 i4C6-7 .V w,,.C. 416•E6-I6JS .... O 1 1 .1 � MANHOLES S DIRECTION ARROWS -1SH6 7' tbf6-J 14C6� �.• f` r 406-1a 14C5.It �:;.•',. 1 t.IJL I RT 4.RC>1�,JA\V ' _ 1486 2: 14E6-25 ,Y-•' •—• •:.ISJN6: -+E`� ',. 14D6-IS ��14f6-il �: ��{/�►�� /�y�y �����-{ -•" "" f .'� S it 14C)-1 14E6-I),. O -———.- RENTO\ CITY LLMI S -.. : D-t 16f7 ' Sw sunsefW 07 1 a 7 2..,..:::.Sp, 74E - s 14 7 e' 3 � � : ..: 4 759 14D t`- .Q W, 14B7-ID: ,4�h 14C7-3: .:: 7 ' z W // .. Pp: : �yln_p� •`off ~+. .. .zy 16X7-18 //� .� -.JM' !rr'• 1 4= I&D7-!5 .. 14f 7-4 fp cn 11.17-9 Q 4D7-13 '14E7-3 16,17-1 �•` 4)- 14D7-12 6F7-19 D7-17 �6 16•.BI-7 ..ry SS{{ 16•C7 Y if✓/1 E7 14f 7-28C ^\ ' 1417-6'`Nih /� •:!`. •/ 5 - 7 Ia/7-5 '--*- 3 -'-5:,€ r Y'J4D7 H 16f7 10 Qi :°•1407-8 8 1473. 1 ''�._ 14CY-9�'•�. ?. d 1407-t�:f�? 1417-a ~' `14BB-9 s•:'+ 4C) 16I7 ' t417-2 14C 7-T •✓' +' - - 16,E7 7 16f)i2 98-1 1488-t16607 16.88-1 .14C8-5 I4C7-1 .�' MD8- 4 - 14C8-6 + •'Z4E8 6 1.ED 2 LIFT STATION - - - - - -.._..._ y bBe-z S. 4Ee-z2, -.-. . . \n+. DISCLAIMER _ _ STERN DRAINAGE - -.,14CB-1 - 4C7 14DS 6 2N tbf $ 14EB 5 4C8 25 FOR THE 16te 1 ....... - 14DS-e -••�' - e 10 IS ISCHEMATIC�CNLY�ITAWASS,CO PIL D FROI NUMEROUS SYSTEM ' B(11,�'n - .,• 1 7 14D_9 - - p ;S IS ill BEST INiORMATION AVAILABLE AT THIS TIME• AND SHOULD [e 9fQR 16.Ce T' � lore-re BE USED F GENERAL GUIDANCE ONLY. THE CITY OF REH70N -' Tate 3 -- 6-Ee-ro RESPONSIBLE FOR ERRORS OR OMISSIONS. VHEM THIS ........N�.fLL,,�� -- _ ... �94ce-z INFORMATION IS USED FOR ENGINEERING PURPOSES. DESIGNERS ARE TO FIELD VERIFY THIS INFORMATION - . . . . . R.R. .. lD t7 aDD-12 16IB-t6 ]6,C8-7 14E8-8 IaCB-9 ' ..........,r.2012-1 16.18 5 14C8J 14C8 31 laEp-ID - - .......-::.......... :14C8 s 14D8 5 - `16f B-17"08- 14f1 I -. ...-,:................................ p 14D8 2 16 Ee 1 16f B-It .......... ,4.�.Qaz.......f6C..�3p1.16fB zzS s 0 400 800 ' ............................. :.. 3..............:....:, ......................-.. 2Lf2-2 ..... \ 8 C:l U'2 Ep 21 Ibf 1 6f8 20 fa 'Te- 4ED z'i. r4[ 6 :'-21F2 1 :4800 ;C JQ 2LF2-4 �Y zl cz I LUE U 21c3-6 �c ♦ ♦ PB/PW TECHNICAL SERVICES N/23/% NL: / E - 5318 SW 1/4 N0 `2LC3.3 2l(3 ,� 2g1q-� � � i : 2LC 3-❑ 5319 NW 1/4 -- - ZS 1 1 OFF-SITE ANALYSIS 1 FOR 1 OZBOLT APARTMENT SITE IIIAPZ-E A v6NbE' S yS TtM 1 CLIENT: ' Schneider Homes Inc. ' 6510 Southcenter Blvd., #1 Tukwila, WA 98188 Phone: (206)248-2471 ' PREPARED BY: ' Daley-Morrow-Poblete, Inc. 1215 South Central Ave., Suite 133 Kent, WA 98032 ' Phone: (253)854-9344 1 PROJECT No. 96120 ' DATE: Jan. 11, 1997> ER s p0 REVISED ; JAN. 2% llg9 q, j 83✓r2 .,�Q- 8 z8 9� ZY TASK 1: STUDY AREA DEFINITION AND MAPS ' The project site is located within a portion of the Southwest Quarter of Section 18, Township 23 North, Range 5 East, Willamette Meridian, in the City of Renton, King County, Washington. The property is between Maple Avenue S.W. and Hardie Avenue ' S.W., and is north of the Plum Tree Park Apartment complex. The property is approximately 2 acres in size and is mostly covered with short grass, ' some trees and brush along the property lines. Existing ground generally slopes from the northwest corner to the southeast corner of the property. Off-site runoff from the single- family residence north of the property enters the site along the northern property line and sheet flows across the site. There are no off-site runoff entering the site from the west, south and east sides of the property. An apartment complex with associated parking is being proposed for the site. All the proposed improvements are shown in the plans. A detention tank and bioswale will be provided for water quantity and quality control. The tank was sized using King County's ' and the City of Renton's design criteria.. The bioswale was also sized using King County's design criteria. Runoff will be collected by a series of pipes and catch basins within the paved areas. Post-development runoff discharge will be to the same ' downstream conveyance facilities as the pre-developed condition. 1 t j B SEE -- MAP ink70 s h 'JR > R h k SK7 ,.�xs sr N 6TH ST �4f'.'"�t6n` A I '�' BV TML'n Z Z �I s wo a L x[W `E •.. i a #�4, I[V NE 5 i s[ I E� ?I� . 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J 1 zlosr = I H EE61R/ zS� �. o[rvrr Q aNi�K �' L �cwYr"ys�ai) I< $ ' 2ND Sj ` HIKER CEMETERY `� <ee ;z N SL xT 1L IJSix. /� 3 "'1 i •.[.1 F %%� v n ST - '�� �; r S 3RD S <' \ R+C'+J\` ^{1(-''y�fl `fIQ SE 2ND s P sE 36Tw $7R0 5T t \E! � 1 O�`\ �t r ` � � SS Y.Q � i 'I/.4 v VY'TN.SUN �, l• $l ATi1r -.57x: •',d_� RENrDN 5 ., �' < ram. `C ` PARK B•, yy ^[ 7 I CENTER z.TM 3 �I <'` -. `+E 9� [ SE 57H v, V SE ItM��^'SH L r - [sN r n 5 5TN Sr *x sr d ° `C f RD J S6rN 57 ld1ST 3tt I s _-_. 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" .ram¢, f 4 �i4.P f Jf di` �f ST <<\ I y 1 S 19TN $T p _= 4 StJya `_ h f KIRk RD LQSYr1CRf$ ➢ �� TANLbLN 'P\ 1RM r k•�\t i QHrnen�N Sf \9M RACE r 8 rL PARK S K�,L1 p� s 'r ein zt N. �,a. s IRACK -w�215T rIST r 7 p�^ '< PUGET~'F''+ 3 r'rlu''�'"-.. v r \r .�nwl y. ` , yY : 1 ?r I TI _ µi�n'KO st`Izt d L \I Hlx � s SY�23RD ST_ S 23RD ST Ixu"zi;r sl w ry. 5YY '_ �•sr' " �. _ ,J �." r_gett!l-Wu.RzKP_nr� ,n a/ Ia1111 I 111 > 8/} Y1CTdP1A .� JR I Y r __ .r /¢y tit 161 St ST 6, T leo s J !vi a RAT S "-' MS 1162rID<>:.: ST �. f Sf 1615i� ST sr 16o x.,. 'I n9Ym C M1+ \I6Tx -- y \I l W If 16"rl $[w. ' Y x i t,s '^? ^•C" ' '''' Q Sf 16TRD ST�I 161ID x [fir.v Sl I ro— „ s 27TH S7 SE IP41H � 1616i rE 5E •�- 5T SZ)rx - � r¢TN ST `i I .I.-...... Wf. - 51 SE 164THI ST YM ,IT[ I_�>ej J S ilr,l-S, SE 165TH 1657H k - " •.J" �:SI r6.,W -T sE r °� .p - ti I x J SE 164TH S 5 61Re ram' SY 29TH ST Ts \w .,s%r[ _S�m)xin < 57 oIC, t5y " 15r B'' �11 166)x s) r SEFA ,,. [I66Txi 5[ 166rN s'P J \ r ,sr �u 16nx s) - I�! I .r 4 w FAR s �. -< rf e�Y- lxa I sE„1661 _rlv �, s,. l6nxs, 1 IMGpO is 16 p SW 31ST ST SW 30TN 'lr °o- - W $ <, _ ; "' J 1<..'16n .. J!/ 'LINDBIRG" t ('TT -`ST-- �1_ -/r[r _- _ N I M1 5r 16)ul SY �� x )6)ru .l "S Q. F c "i `�11 Si S7 > >� SE r 5[1661x Pl J••+r ,.• _ _�j33RD ITI rlx sl : <. <. x 166TH , ST H /U Ii ry 5 I6x [ L)�,I INNHr 3 0 2 I lxJ S 169M i 169r a!r P, •.• SE 169Tx £ Sf A 1691x Tr ^r sE 16x B r �, SE 170TH ST SW - PL I gl - SE 170 rN. - . .. _.__3/iN F5 5(_1.91N JF J '115r�. ,K+- sr �y L� a ¢ J r -- sT - S 172NO ST Y(.. $E 172N Sr - x .. ! i g��I x $.F,•... ...Tx Sr /�rh, -.—RCxrox _ �� 1 4 J = r :H -_l19. SF 1 I< pu nARr $Lod SI y tI8 SY 98Tx Si t�'LSM / r< r.1 i� J� •-.'SE.'72ND sr _` SE T I72NDfc .c_ Si]5[ID`1 Si 51 I)lxo l) oST 9Y SF 5[ 1.1z1,y.Pr '�S[ yY.I rnn FAEIbEWO '=1x iN Si a5[ I)11 St t r 1 1 ,.•, S ,V \ ,� : 17]RD 39TN ST M .& y/ IS it RI -�I--- fr 2s SE 115TH y, KY • lsl gJN 5T SE 176TH ST Sr _ 0 ;r 5[. SE pV 1t5KV' sr,,,n a '•sale. . CGIKITRY SW_ _. d1ST ST VALLEY �: p0 5[. -ESf 176rH SrIN PCTR sF 8 CLUB Ali MEDICAL s v>n _ �aP N � ire Isalo M ; ��4•Ysr oi't6hl � � �'.wq � �c� a �'�s•L�s -� �-•�G-ems �] y �?l �. � !�-� �N ''4i�?y.�' � 4Z. .� e o •��. 'A i ,. rT7 (�J .� —Icc V-4—CITY OF RENTON A� H'rj� fif 530088 ' CORPORATE __� F LIMIT = G r .Jcr = I ' L`l ZONE X Y x CITY OF RENTON 530088 ' KING COUNTY UNINCORPORATED AREAS 530071 ' K1 NG CpUNTy RENTON 18 i SOUTHwE C pRPORAT E J � Lll►,,/TS 2 S H I ND 'J 2 167 T 0 LSFT �E ' OULEVARD Y ZONE X SITE- fEMA HA ' �-- CCAc,E: i AL ' / u`�i ticp / / _ —�-- ------ — - 30 --- --- 3rd .— 'X29---AVE_- - X 1X h `�\ '\ \ 1 / / ,/ t \ . o \ I '( � // \ YI \ \ \ X I oil �I�n ` \\\ \\ \\ \\\ / 28 \ \ � x x 2 \ \ \\ X R7 ` ' \' l ------------ 86 --- SUNSET _ \ ;1 24 x \ --� X97 ~ _ _. — t \ \\ \ \ V '1 jp 52 _4 x \73 BR AVE. --- — \ \\ \ \ \\ 5 1 °`\` \ 1 22 X 63 i//h // /N 40Eil 1BR l O 27 x ---- 1 \ 23 X CIF � 1 SCAT. TREES / / E co \56 11 \ CNICA X22 ; \1 1 1 30 \�\ //i 23 X /t \`7 5 ; \` 46/ In X2 I I� �25 \ _ 1 135 37 O � J EARLINGTON GOLF COURSE 20 0 \ x 16 \ I x / kI " S'C.gGE. /N= Zo � 1 41. TR. x 28 Z5 / X 21 28I / x 19 ' \\� 1 �/ i2/ ZI TASK 2: RESOURCE REVIEW ' The 100-yr Flood Plain map shows that the project site is outside the floodplain area. The different Sensitive Areas Folio Maps are also attached and indicates that there are no identified sensitive areas on-site. Per the atttached U.S. Department of Agriculture, King County Soils Survey Map, most of the site soils are classified as Beausite gravelly sandy loam(BeC) with the remaining portion classified as Urban land. The other King County resource maps do not cover this area, since the site is in the City of Renton. 1 ' 3a 1 . r t F .I l � �.`..� �t�i.i .+ �.1/:- •r�j•� t' \L �(f�l ��'. �4 tld{}, �� .�,,�;It rII -• � - �' � �� •�" : Y,1 ���T � h\ . L� --�•-;.� vim' " !! \l I ` � t`% I !1 1-� \ ' -� i`a-t:•4 v'��' 7 � -�--- — - r � I11 � ,i r� _ �`11�_/ ♦ i 1 ilk 17 jt Lj I � „Y if iPy ILLr v JT and 100- ' Streams I� �—�--�—+-� C�lass 12(with salmonids) Duwamish 4 t Class 2(perennial;salmonid Year Floodplains s use undetermined) }j SCALE. / _ / MILE + `.' • • • • • Class 3 „/ Unclassified " 21 rr ` y <;..• !� ++1i .�` )}err 'Ale I Or NN V IF i. {.:..t• 4.t t i 1,� } - ;_- ' �? i- `s } Y ��-_j i_-�.L.If,r\'11 . '`� t `J. - —� 1 i i , �- I i_ r•L —; T ri Ill t I , , x' f� - I fill r_. I Y` � { i� •�L. \}i I: .I/iJi Ir� {r:� ?r� ll� _ Coal Mine Hazard °uwamisr, 4 t e- th Areas I1. t •, 3Z 1 . j`'�� � .I;—r 1. .� � F ,� l��, :`�.-�✓ , f r% TJ I Li Pill r w k.. V. - .�-" t- � E �,�.,t r j ` i. ��,.{� •--F- -,__ -,- �' ,v;1-4 1 r.; _— E t 4-ti - ' 4 - V `• - 7 1 l 1 � ; FiZ 41 c, Duwamish 4 SCALE : / " _ / N/lX +-' y I i a+, . 33 zi x _71U i 5 f or NZ ,. �.•_t`\ Y T-" , it � �1 �,• NNr - ' Landslide Hazard uuWam'sn 4 Areas s}; ' „ 3V M , i' �_.'`�..� '� �r -c`' .(� Ir~ i l; __�t •.� _�f _ ..1_�=ti __._ ! _ �t0�•. _ �t C j,'- I. ' a` �, �``''� t ^��. � � !_ / Ei-- �1 I- `til �. - --• 1��� -ter,• I� ^nl - -T � -y:'f�'l�i;/ � �� _i:..,a:j r� :y t �T I_�.1 '�,�,a •�/ -r%N...lr � n �' .:_. -r��:• - ..�F�. W •' - w!� .�� ...._ t �.N I -`\� _. '' ..ice t ,{;j` d:^a-"' - .. '� �o `� � •.... . . ✓ S;\` L is- i� � � _ � C �] �`�.`` � r 1 I ! . ,,!,Y+.yy ����R " •\ 17' 11 __ ?'� \ •+�-� k'.''.1_j/' 1. �yi•� `ti...f~ -•+F,— / !- t t > s 11.1c* P K WfY r ,r .r n-{ =f�l !- f\ lr^( } Iy.-_-'_•� r ' �r i ,-:.i'f :'S," ";i.• � ��� ' .._! -`_ __ { < .I.{./ r-"�j \�,\ �"(�'le� 6^r+�ifrafl?`' 1:`l .�� \ �`,,nr .�� `,� .�^.-„"` ...__.r.•,,,, LC { i 54 �rrtr' � `V 1�y1,v - ,, 7 rt:r y ;h; pI lY j "•t'4 „k'p`5� 'Ir W+Mr i� ,--- j ..•i--.. i ' �R�. �'.L i _ ^74�},r .1" •�* r I A y��'t'' +� '1'� .,�" i r•�-, ;.'4 \r T L•Y t\_ f \. !i \ t d y r t \T ��� Y- `� .. - �r>ta:#�x��i l-.`�t�+¢�nj�'R�'k tPy+,✓�'T 1f�r It tt i �} s„w�n, l Y y �! i I �_ -..J�/ � < .7*"7r � v ,1• � t iv¢ .;f�'`t} "r �.�. ,� ti $�p�Ly.-i.1.. .•� �.... _.:_ r... ", �-�_ i "t'r. � .. .. � ` € ki.i'"„ .'$ter 7wSx,,•,i^f*+r P`rj/ `ijt%,/ r.- s��..� I. y .yy"?-�_.-__!__ r. yvw�y �•e .v .M1ty f , u: _ i .�. / __ l_..+ � (`r�- .�_ f f lI+-i ../ v co I. _ 1 \ .. ±.tG_.i>- 1I �j I C\�..� r�. ?�•� � r � ..ram f V� -rL_�_' r` ^•••'\;!-• y'; . ��d � ���f�x'-�'��'� Y.� � ,y,!' ! �...�✓�•�r) i-•. .e.__�r-� ll..l.:- ---�-•` i.�._- I .__'— ._._--�^-' ..�T� _ .I < I � (�^J-� /'':�"1 � �v 1� _.-�Cf ;y1•"( .... � Z��iS � r �— � � •'� n C. i -.i. .1 i I � I �. ��-..� _J.._-LLI i_,li � �- � 0 . . .. �. _.1��,� _ I..-�l^t�l -1� '+• �� �I�il i t.a. iIr'r• 1 Y,._"1 { I � I -�'• { -� 1 1 - r t- r l'��t _ r•. i � 1 t �� .+.,/� I - C�.: / I r ryi� t'-, i T I / C 1� r � t r I 1.[�:jit \ '\ � �,,' T•� T'� ;1 I"• �_�� TT- or tj rt all. \"• �_T ;,lki_•t/� y1.��--t- _d '$=1.- � �—t \ter--�\ _ d.f` :}. � ,•/ _ '.r !�j1 ..•�\..__ J�V• l•! y I./ 'r?T.-_•�.__i..:..�T. 2 ( A v , Alm !J1 TIMM Ilk - l� � • IBM jai i TASK 3: FIELD INSPECTION ' We performed an actual field survey of the downstream drainage facilities from Maple Avenue S.W. to where it connects to the facilities along Hardie Avenue S.W. A map is included in this report that shows the downstream facilities. The closest facility to the tsouthwest corner of the site is an 8" PVC pipe that connects to an 18" CMP pipe that continues south along Maple Avenue S.W. to the S.W. 5`h Place intersection. From the intersection a 24"CMP conveys runoff in a northeasterly direction for approximately 650 ' feet. The system the turns southeast for approximately 90', then runs along the west side of Hardie Avenue S.W. for about 240 feet. The system then goes across Hardie Avenue ' S.W. and connects to the 3' x 5' arch pipe along the east side of Hardie Avenue S.W. ' TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING There is a high point on Maple Avenue S.W., approximately 320 feet north of the ' northwest corner of the site. Runoff north of this high point flows north into the facilities along Sunset Boulevard W. Runoff south of the road drains to the side of the road since there are no curbs or conveyance facilities along the east side of Maple Avenue S.W. ' Runoff west of Maple Avenue S.W. is collected in a ditch at the northwest corner of Maple Avenue S.W. and 5th Avenue W. There are existing conveyance facilities along 50' Avenue W. that are not shown in the City of Renton Surface Water Drainage System ' map. This system conveys the water west along the north side of 5`h Avenue W. The tributary area to the downstream facilities from the southwest corner of the site is limited to the existing and proposed roadway from the northwest corner to the southwest corner ' of the site. No drainage problems were identified during our field inspection. The downstream ' drainage facilities appear to be in good condition and adequate size to handle additional flows. ' TASK 5: MITIGATION The proposed development will generate additional runoff due to the increase in ' impervious surface. Most of the runoff from the site drains to the east. To mitigate the effects of development, a detention facility is being proposed for this site, and was sized per King County requirements. A bioswale will also be provided to upgrade the quality ' of water leaving the site. These measures will provide adequate protection to the downstream facilities. ' �8 1 5318 NW 1/4 V) _......,..J. 1`3gt 0,!• ���C 2� .:......1 r16,C3-3 14CS u. !: j16T3-10 CITY OF RENTON h St SURFACE WATER RAINAGE SYSTEM 1 6 tS 1 1� 16J3 7 ��7 S'�/• �_'.:: ._. ........... ...�}•I 4CS Ib 3 2cid�.S l z ,.:. Q"9s.t ...i 9Sr 4C3-h -.,..., -P� `( 16L3-IE i 07 d curs-1b:,. 16fY,7LEGEND r . � z 'Ra•`:--. �''1.ti• ...� ...L���r� _i4rs-B Isrs-?.... z O) ) Ire 1313-1 ? ND a t7 c' Icy} cl ? 14c3? a l f! t C�3j .; .1 Q,+ 14c s-Is (/f 1 14C J - �. STORM JL lic6- �' SEWER LJ BLS 1406-5 3rfy P/ 4Eh4 _ < r•• _- - :...�-• L �6'! _ � �:.. 14f¢.15 VI I u 1 LJ GCS •� , .4.&6:.2.. 14E6- -•Y4ly 9 N 1 "'. M..,, ..,•. c4�` Gel 0:4.,� 14�4f.v.,�yY 4C6 S ..3*'d..Jt.:.......:..... '-" ❑ .---•1,- 14DY6 D6 1.G, 1`y3K-a-.. . . .:. L .:., � � . ,4 - - ...-�- `-iers:Q - CATCH BASKS a Q - r611`v 14E6 1e-:....--16.G 2r,, 14E6- .- :-'....-_ ..., :14B6-6: • ----.. sue'` 16C6-27.6 MANHOLES 14B6' ^`�i4C6 7 • 'rx f+C,F •7a 1646-16 -- o' ate-+ '` 4B - S� •+.J¢C6• Q. 1 DIRECTION ARROWS � i 1 6 I ... P, ! ..: z i6E6-17 -IS,M6-7' 14B6-J - IU6. .- :. � .•fr ` 1•14D6-1. 14E6-23 I" 4 S..IJ L 1 LlIT CROSSING 74t6 2 r ?• _ i 14D6-I5 s ��14f6-IIA - •i '„�.,(ter- '? 1• - FT 4 t 14E6,a f RENTON CITY LIMITS (� - 16L 7 'c -"".•..;:.•kw.. :ll .' � � .,..1L,.G7...4. ...-..-.: `1 •r.c,•r.` ��It �407-6. 4D7-Itl�' .. � 16f7 T �7-6 � U Sv Sunset BCvd w7 it 14D" 'T. .......:....... ..�.,:. . 14c - O'NO 14l7-IB r' /� 9 D .14.87 to . -_ Y „-S t -1• 14D7-13 16f 7-e. /p �j �/ cn 4D7-1314C)-3 ? 19 1437-8 ,,,,... 4 7- 1497-TZ D7-17 k 14f 7-20 ~� 14f7-9: - 1 16-.V-7 't4C7-4. - C A 14t7-c,SS.t/3 i- ';: 16.0 7-9 Ib,f_7 4 -1,...3' + .L1:,:.-...,.....:- :• 4 B �4 4D7 11. 4! 7 10 4C7-S 1 .- 161r 13 ^-... !11.1-5 14C7-6 .. i 14D7-1 ,14C7-6 '- t4f7-11t d j 14D7-1„:•:^ ;.•.. -.... `=.Ibf'7-1 W27_4 �;, 4DB-9 _ "7-7 74f -t i1 _ 14t7-2 14C7-7'•. i _-' 14D7-S` _ ' 2,•' "16f7 1 E") s DISCLAIMER 16.67-1 14DB 14M-. 498-7 16.B8-i -. •`,14GB-3 14C7-t 407 14C8-6 +. :'' -,.t -7• --:."�4EB-6 1 B-2 4 14l7 4Te-2 14E8-S •� 4C8-25 l&c TwTI �A _ -6 -2. t4< - IS SCHEINATIC�C317Y�.�TAVAS COMPILE FROM NUMEROUS SOURC FOR THE 14CB.-� 7 14D8 B B 0 CR7M SYSTEM -`-1406 CB SDRAINAGE -' •�'-v"v-"-- `-' :✓� �� 14 - 140-�e�,'" � IT THIS IS THE BEST INFORMATION AVAILABLE AT THIS TIME, AND �SHOULD 1 :•'" ' ".._ BE USED FOR GENERAL GUIDANCE ONLY. THE CITY OF RENTON �4r'"'9't� 16.Ge Y' - -� ""`- - t4fB-18 IS NOT RESPONSIBLE FOR ERRORS OR OMISSIONS. VHEN THIS ... .. 14CB-3 -19 __. .__ .......:..NOI".t/,_ .. .. .-t YV6.Ce-z ARE PTO�i�l�via TT�HiENGINEERING NFOR AT OR POSES- DESIGNERS 1 ? 14 - , ,..R•R•OB 11 4fB 77 . � •'•J4CB-1 .. 4D8-12 14fe-16 2 ': :'........ Y - 54E -7 14Ce-t 14C8-9 ' 1 1 ....::..............:..:2yQ-t 16.t8-3 14Ce-7 [ Ce-B 14DB DB , 14CB-Ji 16-CB-10 r14E 6 B Hi4fl-13 4 0 V 0 .............M.:............:.. _.. :14 -S 140e_2 I6.EB-1♦ ILf ...............:,.:.::... .......--..............,.:::.,. .:................: ,v....,.«:.,..::......... ...5 t. .............. ..:.:..:.:....+ .,.-I6.E9:�........1��:Iy1it 14ld z C f.:............... :......... .............. ...-.........................,.....:::.:... .....:...,-....-.....-......... .. .. ...................... EB-21 t6IB- 1 6J8-20 _ ...... ......:.. -..,.-...,.:. .::.. 1 S ...14 Dea.......... N....... [ 16111-TC' 14CB- 16.0 -6 ftz-1:.. ....... 2L 2 3. 3 1 :4800 3 NL; S =B1l2-. �Q Q' 21E2-. 21E2-2 1 d ♦ ♦ P/B/PW :CECHNICAL SERVICES - U 2LC 7-6 yI O? C 2uz-7' 6d a2LC3-.� (21C,-3 l _ �0 09/23/96 f v7 2Lt7�-2LC3-7 . 2u3-11 5 _ 5319 NW 1/4 318 SW 1/4 1 3y DETENTION ' ANALYSIS AND DESIGN EXISTING SITE HYDROLOGY(PART A) ' As mentioned in the previous Sections,the site is presently covered with short grass, some trees and brush along the perimeter and is presently undeveloped. Site soils were identified as either ' Beausite gravelly sandy loam or Urban land, which has CN values of 81 for woods and brush, and 85 for meadow and pasture. The attached drainage map and calculations shows the assumptions and flow path used in determining the time of concentration. ' 41 O�6O�T ,4�.9.Plf�EA/JS Y4! = ,8e = ' C/V VAZ 66,6 I-AND 61SE 4 C•4ceE5) civ ' 14)0049 5 a B,e(G Sf,� o, Z o 8/ tAOOcJ ok AA97URE 1, 90 85 ' Pe/lvio u,5 7-11Ye OF C O j)CEitIT�T/ON /c = olyz ( s 5, �(�K ' L lss-z1.$)�00 z p. 03 7c = /8 3 Nl/N, 1 ' �2 1 S. C. S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURAT ION (HOUR) , PRECIP ( INCHES) N� 2, 24, 2 m� 6.r1Sr1A16 cowolnolV ******************** S. C. S. TYPE IA DISTRIBUTION ******************** 2-YEAR 24-HOUR STORM **** 2. 00" TOTAL PRECIP. ********* _..... .... ______________________ ENTER: A (PERV) ~ CN (PERV) , A ( IMPERV) , CN ( IMPERV) , TC FOR BASIN NO. 1 N� 85, 0, S. DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 2. 1 2. 1 85. 0 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) . 30 7. 83 6046 - ENTER [d: ] [pat h]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: w� 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 N� 2. 1 , 85, 0, 0 N� 18. 3 DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN N� 2. 1 2. 1 85. 0 . 0 18. 3 18. 3 PEAK-Q (CFS) T-PEAK (HRS> VOL (CU-FT) . 64 7. 83 11425 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: � . �� S. C. S. TYPE-IA RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) ^ DURATION (HOUR) , PRECIP( INCHES) 100, 24, 3. 9 N� ---------------------------------------�~~��^��-�---------------------- S. C. S. TYPE-1A DISTRIBUTION ********* 100-YEAR 24-HOUR STORM **** 3. 90" TOTAL PRECIP. ********* ______________________________________________________________________ ENTER: A <PERV> , CN (PERV) , A ( IMPERV) , CN ( IMPERV) , TC FOR BASIN NO. 1 2. 1 , 85,�h, 0~ 18. 3 DATA PRINT-OUT: N� AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 2. 1 2. 1 85. 0 . 0 . 0 18. 3 m� PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) 1 . 07 7. 83 17993 N� ENTER [d: ][path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: ~- T ~+�� �� DEVELOPED SITE HYDROLOGY (PART B) ' Two apartment buildings and associated parking are being proposed for this site. The remaining areas will either be covered with grass or new trees per landscaping plan. The CN values are 98 for ' the impervious surfaces, 81 for woods and 86 for lawn areas. The attached drainage basin map shows the proposed structures and flow path used in determining the time of concentration. The calculations includes the assumptions used in generating the post-development hydrographs. ' Discharge will be to the same location as the existing condition point of discharge. ' HYDRAULIC ANALYSIS(PART C) Two design criterias were used in designing the detention tank. The first criteria is the standard ' King County design criteria which limits the post-development 2-yr and 10-yr release rates to the pre-development 2-yr and 10-yr release rates respectively plus a 30 percent factor of safety. The Second criteria limits the post-development 2-yr, 10-yr and 100-yr release rates to the pre- development 2-yr, 10-yr and 100-yr peak flow rates respectively. The results of the calculations shows that the second criteria requires a larger volume requirement. The required storage volume is 2459 cu.ft. and requires approximately a 90' length of a 72"diameter tank. An 80 foot bioswale is provided and was sized per King County's design criteria. qs ' .SOB 96/ZSHEET NO. OF/JCALCULATED BY /T / DATE 7 3 0DALpmor? 40K1216 SOVW CHECKED BY DATE KENT.WAS/N GTON auaw 1rAtp i SCALE ...... ... ..... .... .... .... .. ---- ��!/�ll3ioFl1 �wt/D7lf�/✓ ........................ _.. ...... .... _.. . ..... ...... ...._ /......U......G. ................................ ..... ..... ...... ..... ..._ ..... ...... ...... ..... ..... ... ...................._..; ....._..GN17........ `.5 :......_.... "........_CCU'. .... .._......._... ... 'E AE 4 eS ........ ....... ................ LlPce��ac�s / .._./3...................................... ..:.... '.... v:_..._ ...._............. wva ... ._.. _ .... C .. 8,� s.........._............. ............. .. .. O ! ..... ...... ....,.. ...._.. .. . . .... ...... ..... ...... ...... ...... M . T_....... ... aL CIE:.....Caw. 6WVT c9T/..........................................__ ......... . . ..... .:........_ .. _.. � D. . <............. 60 ..... ........... ... s..: .-S� .. .... .. .... C. 1/ ...._ .. .. .... ........ ..... . L 30.' ... Vz ° s -of.. Z '�nf.. .._.._ ....... ....... ...... 9 ..:................ ......_.... .. _ ....oS'. ��... .:...... a.... .... 4� �Z (r 0 /Sx3o �.... ..........3 _. ........-. ..f ,�. ._.............I-. .. ... .... ..... .. ...... .... _... i 2 ' X 4 oS _, _ o x............,.......6 3..:. .. . 97 - ,r�/. _. .... ... . .... . .. t C. S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURATION (HOUR) , PREOIP ( INCHES) N� 2. 24, 2 ******************** S. C. S. TYPE---IA DISTRIBUTION ******************** ******** N� ENTER: A (PERV) , CN (PERV) , A ( IMPERV) , CN ( IMPERV) , TC FOR BASIN NO 1 . 97, 84, 1 . 13, 98, 5. 97 ^ DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES> A CN A CN 1 . 0 84. 0 1 . 1 98. 0 6. 0 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) 7' 67 9897 ENTER [d: ] FOR STORAGE OF COMPUTED HYDROGRAPH: a: t2 N� FILE ALREADY EXIST: OVERWR S. C. S. TYPE-1A RAINFALL DISTRIBUTION N� 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. ********* _____________________________________________________________ N� ENTER: A (PERV) , CN (PERV) , A ( IMPERV) , CN ( IMPERV) , TC FOR BASIN NO. 1 . 97, 84, 1 . 13, 98. 5. 97 N� DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 84. 0 1 . 1 98. 0 6. 0 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) N� 1 . 15 7. 67 15997 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a: t10 FILE ALREADY EXIST: OVERWRITE (Y or N) ? U� 7 / STORM OPTIONS: ~� 1 - S. C. S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S. C. S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) , DURATION (HOUR) , PRECIP ( INCHES) N� 100, 24, 3. 9 ******************** S. C. S. TYPE-1A DISTRIBUTION ******************** ******** ******** ENTER: A (PERV) , CN (PERV) , A ( IMPERV) , CN ( IMPERV) , TC FOR BASIN NO. 1 N� . 97, 84, 1 . 13, 98, 5. 97 DATA PRINT-OUT: N� AREA (ACRES) PERVIOUS IMPERVIOUS TC (MT NUTES> A CN A CN 2. 1 1 . 0 84. 0 1 . 1 98. 0 6. 0 w� PE(-'4.K-Q (CFS) T-PEAK (HRS) VOL (CU-FT> 1 . 68 7. 67 23073 w� ENTER [d: ] [pat h]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: a: t100 �� �� - . DETEw7ioN %ANK Sid/NG L E: GCS/NG ,ri�vG Co�,v T�J ' s 4A,OARD Oe516N Ce172-,elA FX -DEV ' i_JM MARY OF INPUT ITEMS Z- ye _ ) TYPE OF FACILITY: TANS:: ' 2) TANK DIAMETER (f t) , STORAGE DEPTH (ft) : 6. j=0, 5. 50 � 3) VERTICAL PERMEABILITY (min/in) : . 00 ' 4) PRIMARY DESIGN HYDROGRAPH FILENAME: a: t _) 5) PRIMARY RELEASE RATE(cfs) : . 64 ' ) NUMBER OF TEST HYDROGRAPHS: 2 - TEST HYD 1 FILENAME: e: t'2 TARGET RELEASE (cfs) : . .30 TEST HYD ? FILENAME: w tloc TARGET REL ASE(cfs) : 1 . 07 ' . NUMBER-OF-ORIFICES, RISER-HEAD V Ot) , R I SER-D I AM ( i n) : ` 5. 50, 12 ITERATION DISPLAY: INO Et;' !TEM NUMBER TO BE REVISED (ENTER LER:=1 IF NO REVISIONS ARE REQUIRED) : r N I E`I AL STORAGE VALUE FOR ITERATION PURPOSES: 5253 CU-FT OTTOM ORIFICE: ENTER Q-MAX (cfs) , 1 -IA. - 2. 54 INCi- f-_'S '_:)P ORIFICE: ENTER HEIGHT (ft) ' .. IA. == 2. _2 INCHES RFORMANCE: I.NFLOW TARGET--OUTFLOW ACTUAL---OUTFLOW PK--STAGE STORAGE ' DESIGN HYD: 1 . 15 , 64 . 64 5. 49 1789 7:-EST HYD 1 . , 30 -t: 2. 96 1040 TEST HYD 2. 1 . 6e. 1 . r*7 1 . 68 5. 72 179C! ' ]PECIFY: D -- DOCUMENT, R - REVISE, A - ADJUST ORIF, E -. ENLARGE, S - STOP ' Q� ^ �NLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. ~~ �NTER: STORAGE-INCREASE (%) , STAGE-HEIGHT (ft) l0, 5. 5 Am°177-WA-1_ 3mY OF tERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 15 . 64 . 55 4. 50 2059 TEST HYD 1 : . 70 . 30 . 28 2' 55 1140 N� TEST HYD 2: 1 68 1 07 1 . 68 5. 72 2320 . . 'rECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE° S - STOP `ERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 15 . 64~6---- /0 55 4. 50 2059 N� TEST HYD 1 : . 70 . 30 �--- |� - �/� . 28 2. 55 1 140 TEST HYD 2: 1 . 68 1 . 074---' / ~��/� 1 . 68 5. 72 2320 �, TRUCTURE DATA: R/D TANK (FLAT GRADE) ISER-HEAD TANK-DIAM STOR-DEPTH TANK-LENGTH STORAGE-VOLUME N� 5. 50 FT 6' 00 FT 5. 50 FT 85' 8 FT U-FT / ^ :OUBLE ORIFICE RESTRICTOR: DIA ( INCHES) HT (FEET) Q-MAX (CFS) N� BOTTOM ORIFICE: 2. 54 . 0O . 410 TOP ORIFICE: 2. 32 3. 00 . 230 OUTING DATA: �TAGE (FT) DISCHARGE (CFS) STORAGE (CU-FT) PERM-AREA (SQ-FT) . 00 ' 00 . 0 . 0 N� . 55 . 13 188. 1 . 10 . 18 422. 6 . 0 1 . 65 . 22 684. 4 . 0 N� 2. 20 '. 26 961 . 7 . 0 2. 75 . 29 1244. 3 . 0 3. 00 . 30 1371 . 9 . 0 N� 3. 30 ' 40 1522. 5 . 0 ~~ 3. 85 . 48 1786. 2 . 0 4. 40 . 54 2023. 4 . 0 4. 95 ' 59 2217. 1 . 0 N� 5. 50 . 64 2328. 1 . 0 5. 60 . 96 2328. 1 . 0 5. 70 1 ' 53 2328. 1 . 0 N� 5. 80 2. 26 2328. 1 . O 5. 90 3. 06 2328. 1 . 0 6. 00 3. 35 2328. 1 . 0 VERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH PECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP S-0 �� 0/-- ve6,V 7u^,,V CR/7-E1?-1,j SUMMARY OF INPUT ITEMS f's' �6-L,-, 2-- ��� W 1 ) TYPE OF FACILITY: TANK_ N� 2) TANK DIAMETER (ft) , STORAGE DEPTH (ft) : 6. 009 5. D0 vrc- 3) VERTICAL PERMEABILITY (min/in) : . 00 4) PRIMARY DESIGN HYDROGRAPH FILENAME: a: t100 N� 5) PRIMARY RELEASE RATE (cfs) : 1 . 07 6) NUMBER OF TEST HYDROGRAPHS: 2 N� TEST HYD 1 FILENAME: a: t2 TARGET RELEASE (cfs) : . 30 ~~ TEST HYD 2 FILENAME: a: t10 TARGET RELEASE (cfs) : . 64 7) NUMBER-OF-ORIFICES, RISER-HEAD (ft) , RISER-DIAM ( in) : 2^ 5. 50, 12 N� 8) ITERATION DISPLAY: NO N� ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 7692 CU-FT ~~ BOTTOM ORIFICE: ENTER Q-MAX (,_fs> . 47 N� DIA. = 2. 72 INCHES m� TOP ORIFICE: ENTER HEIGHT (ft) 2. 3 N� DIA. = 3. 52 INCHES PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORA[ DESIGN HYD: 1 . 68 1 . 07 1 . 07 5. 49 24� TEST HYD 1 : . 70 . 30 . 30 2. 26 10� TEST HYD 2: 1 . 15 . 64 . 73 3. 44 16, N� SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - S- ��^ d N� PERFORMANCE: INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 68 1 . 07°�---/o o 1 . 07 5. 49 245� N� TEST HYD N� STRUCTURE DATA: R/D TAN|( (FLAT GRADE) RISER-HEAD TANK-DIAM STOR-DEPTH TANK-LENGTH STORAGE-VOLUME 5. 50 FT 6. 00 FT DOUBLE ORIFICE RESTRICTOR: DIA ( INCHES) HT (FEET) BCTTOM ORIFICE: 2. 72 . 00 . 470 N� TOP ORIFICE: 3. 52 2. 30 . 600 ROUTING DATA: 0� 5TAGE (FT> DISCHARGE (CFS) STORAGE (CU-FT) PERM-AREA (SQ-��) . 55 . 15 199. 3 . 0 1 . 65 . 26 723. 7 . 0 2. 20 . 30 1016. 9 . 0 �� 2. 75 ' 56 1315' 7 ' 0 3. 3O 70 1609. 9 . 0 3. 85 . 81 1888. 7 . 0 N� 4. 40 . 91 2139' 6 . 0 4. 95 . 99 2344. 4 . 0 5. 50 1 . 07 2461 . 8 . 0 N� 5. 60 1 . 39 2461 . 8 . 0 5. 70 1 . 97 2461 . 8 . 0 5. 80 2. 71 2461 . 8 . 0 N� 5. 90 3. 52 2461 . 8 . 0 w� 6. 00 3. 81 2461 . 8 . 0 AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH SPECIFY: F - FILE. N - NEWJOB, P - PRINT IF/OF, R - REVISE. S - STOP �� ' { JOB SHEET NO. OF o n.u�wc ^ � IPCALCULATED BY /->~-�/lo DATE ' DALET•MORROW-POBLETEIINC. CHECKED BY DATE 1215 CENTRAL AVENUE SOUTH,LUTE 123 KENT.WASHINOTON Milli (ZOS)d54Y]N(F/UQ MAM65 SCALE ' (/ot-u rrtE �/Zavi c'E D 9d �- -77- t�iF� Cs.s' 6rrec'I-/ C = 2 7, Z X Y { 1 ? 1 1 1 1 1 1 1 1 1 1 1 ' �3 CONVEYANCE SYSTEM ANALYSIS AND DESIGN �rapezoidal Channel Analysis & Design Open Channel - Uniform fIow Worksheet Name: N� Comment: OZBOLT APARTMENTS 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 Discharge. . . . . . . . 0. 30 cfs N� Computed tjlts: Bottom Wid�h. Velocity. . . . . . . . . 0. 24 fps °� Flow Top Width. Wetted Perimeter . 4. 86 ft N� Critical Depth. . . 0. 07 ft Critical Slope. . . 4. 4841 ft/ft Froud L., 0. 08 (flow is Subcritical ) Ae,514 r0l-� 4 0001' 5�VA(-F- 2 vo x 7S- �f DV> Lf0 z IleE0 6Or7O,'-1 6XV,,�7-,e-1 r6Z /A) '�'��� '`� � �� - 2A3X' 3- S*� �� ^ �� Open Chanr�el F�iow Mod�'�le, Versic,r. 3.. 41 (c) 1'��`91 — |�aestad Methods, I— c . * 37 Brooi'�side Rc' * Waterburv, Ct 067 � ' ��� Trapezoidal Channel Analysis & Design m� Open Channel - Uniform flow N� Worksheet Name: Comment: OZBOLT APARTMENTS m� Solve For Depth Given Input Data: Bottom Width. . . . . 10. 00 ft Left Side Slope. . Right Side Slope. 3. 00: 1 (H: V) Manning' s n. . . . . . 0. 027 Channel Slope. . . . 0. 0050 ft/ft Discharge. . ' . . . . . _1���i_cfs Computed Results: Depth. ft Velocity. . . . . . . . . 1 . 07 fps Flow Area. . . . . . . . 1 . 57 sf N� Flow Top Width. . . 10. 90 ft ~~ Wetted Perimeter . 10. 95 ft Critical DE.-.- J.t Slope. . . 0. 0236 ft/ft N� Froude Number. . . . 0. 50 (flow is Subcritical ) 5. 6 /0f,ct)Ae-6 Ope� C��annel Flow �ozu�e, Va �.ior 3. 4� (c ) �9T � ~~ Haestad Methods. Inc ' * 37 Broo�side Rd � Wa�erburv. Ct ��7�[ Circular Channel Analvsis & Design Solved with Manning' s Epuation Open Channel - Uniform flow Worksheet Name: Comment: C3NVEYANCE PIPE DE5IGN Solve For Full Flow Capacitv — Given Input Data: Diameter. . . . ' . . . ' . 1 . 00 ft Discharge. . . . ' . . . . 2. 73 cfs N� Computed Results: Full Flow Capacity. . . . . _2�..... ..... ~��fs Full Flow Depth. . . . . . . . 1 . 00 ft Area. Critical Depth. . . . 0. 71 ft Critical Slooe. . . . 0. 0069 ft/ft 100. 00 % Full Capacity' ' ' . . 2. 73 cfs QMAX @. 94D. . . . . . . ' 2. 94 cfs N� Froude ����� � � ��� ~ l� � . /'4 PAC/7�1 n�' �� ���,� /�` ��^ ��` �� ��� /u�- � ��` '`�- ~~ . - .,J �_ _v - � 11A ,I ' NARRATIVE ' Our field survey and inspection revealed that the drainage basin to the downstream facilities along Maple Avenue S.W. does not extend all the way to Sunset Boulevard West. There is a high point on Maple Avenue S.W. approximately 320 feet from the ' northwest corner of the site. Runoff north of the high point drains into the conveyance facilities within Sunset Boulevard West. Runoff south of the high point either drains across the properties to the east, or west into the conveyance facilities along S.W. 5t' Place. The facilities along Sunset Boulevard West and S.W. 5`h Place are not show in the City of Renton's Surface Water Drainage System map. The drainage basin to the new drainage facilities along Maple Avenue S.W. is therefore limited to the pavement ' between the northwest and southwest corners of the site. A drainage area map that shows the drainage basins is included in this report. ' Both the Maple Avenue S.W. and Hardie Avenue S.W. systems were designed using the 100-yr design storm. Since the drainage basins are not as big as we previously thought, the 100-yr peak flow rates were not as restrictive. Both the Manning's equation and ' Backwater analysis were used in calculating the pipe capacities. For the Hardie Avenue S.W. system it was assumed that water rises to about 2 feet within the existing drainage ditch. The invert elevation of the pipe draining the ditch is 20.17, we therefore used an ' elevation of 22.17 as the tailwater elevation at the existing catchbasin near the southeast corner of the site. The total 100-yr flow to this point is the summation of the site flows equal to 1.68, and the upstream flows generated in this report which is equal to 0,97 cfs. The resulting peak flow rate to this point is then equal to 2.65 cfs. Using Figure 4.3.5.c of the King County Manual (see report), the headwater elevation is equal to 1.12. This gives a tailwater elevation of 20.53 (invert elevation in existing CB plus 1.12), which is a lot less than the tailwater elevation used in the calculations. We therefore believe that our calculations are conservative and that water will not surcharge the new facilities. In the "Backwater Calculation Sheet", the headwater elevations are compared with the overflow ' elevations and shows that the overflow elevations will not be exceeded. 5�,7 k►G ff Po r�,ff- N eOAD WAJ- ' - No S�o.z9 ��/� �a►� Lr i ` � G��Sfr�.a� ��✓� aileQ` L= / s 0.017 �k� lr PwxcaZ, i 1 i - -__- . W L 23� = 30 \Y5 ,4' p.►xcEL z. IRA- a , •gyp �- '� "' f ems a wn ' �' 98 / I \ JE:3175 - 1 _ iiZZ n X / \\ X 53 / I I ' i' \ \ _29— PLACE - i \ x cl 'po `` � �! 'A2 x ��� ✓ j I \\\ \ \\ �OZ- X \ \ \\ X 127 / — --- suNSET lb 52 5j\ '-- / _ Nx _ --- - \ X !!62 22 / \ 25 BR 27 � -------- \ \\ 23 1/0 _ ••• r O / �KEE j l,IAJ SCAT. TREES O ►AILWA� \ _ CVAICPG X 22 23 X t 0 3- i I wI X 2 I L- 0 l to 37 24 \X \ \\\\ ; i kl ^ SC.9CE. /"= T (" (, -'\\\ -I EARLINGTON GOLF COURSE � \ 2O N X Zo / X 16 TR. 28/ \ / 21 I JOB 9�/Zo DMP, INC. 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 00�tilir yA/VC6 fA��uTy DF�icN. MA101Lr A i/F_N(/F S yS,rEM CN vAc QEA cn/ /r';r'Ekvroee 4, /7 98 i � '�/MF OT �avcE�vT2�t TiaN ; i h7 = 207 /— _ 0. �!6 Min/• I ( OX e12V0,07 C,(/ I/ACGc E ; f1�EA CN /iyPE,�2 vi oc�s _ D, 3 f 98 O/,V& D, D f 48 ' R-OAOwA(f D. 25 96 PEE v/vu. S /y6 8 ' yA,eo Aj OOD s 0, 7/1-�C 0,1" eo�vCL-iVT,2A7-iaN: ' Z 's So U (0 x K 776 K So ruy�ie� ; s = 0• Z/ l woovs) L = Z `/o ' L - 35� = 2 in/ .So O.0 So z 0. O So 0,29 r ' bd ')UUCT 204 1(Single Sheel�l 205-1 IPadded -- SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH m� STORM OPTIONS: 1 - S. C. S. TYPE-1A 7-DAY DESIGN STORM STORM DATA FILE /00- �k f61,At- N� SPECIFY STORM OPTION: Top- OPTION. OAPe& AlI6_ e6wb6 — VA�VCE FAC/1171� �5�/�� S. C. S. TYPE-1A RAINFALL DISTRIBUTION N� ENTER: FREQ (YEAR) , DURATION (HOUR> . PRECIP ( INCHES) 100, 24, 3. 9 ---------------------------------------------------------------------- S. C. S. TYPE-1A DISTRIBUTION ******************** ********* 1 ********* N� ---------------------------------------------------------------------- N� ENTER: A (PERV) , CN (PERV) , A ( IMPERV) , CN ( IMPERV) , TC FOR BASIN NO. 1 0, 0, . 17, 98, . 46 N� DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) N� A CN A CN 98. 0 ' 5 PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) N� . 21 7. 67 2262 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: ---------------------------------------------------------------------- ENTER: A (PERV) , CN (PERV) , A ( IMPERV) , CN ( IMPERV) , TC FOR BASIN NO. 2 1 . 46, 84, . 34, 98, 19. 2 /00- Y)Q DATA PRINT-OUT: ���" ��� / ^ '� ~',/����8����V�- AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) (�14A6���*-�� ���^���'^�� ' ' ' ^ A CN A CN 1 . 8 1 . 5 84. 0 . 3 98. 0 19. 2 m� PEAK-Q (CFS) T-PEAK (HRS) VOL (CU-FT) . 97 7. 83 16563 N� ENTER [d: ] [path]filename[. ext] FOR STORAGE Cl- COMPUTED HYDROGRAPH: �� -' Circular Channel Analysis & Design @� Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name: Comment: CONVEYANCE FACILITY DESIGN Solve For Full Flow Capacity ~~ Given Input Data: N� Slope. . . . . ' ' ' ' ' ' ' . 0. 0050 ft/ft ~� Manning' s n. . ' . . . . 0. 012 Discharge. . . . . . . . . 2. 73 cfs N� Computed Results: Full Flow Cap Etc itv. . . . . 2. 73 cfs Full Flow Depth. . . . . . . . 1 . 00 ft Velocity. . . . . ' ' . . ' 3. 47 fps Flow Area. . . . . . . . . 0. 79 sf Critical Depth. . . . 0. 71 ft Critical Slope. . . . 0. 0069 ft/ft N� Percent Full . . . . . . 100. 00 % Full Capacity. . . . . 2. 73 cfs QMAX @. 94D. . . . . . . . 2. 94 cfs N� Froude Number. ' . . . FULL � /4�A�`f��� /����� A4��wN�/& a I-q�)A7} oxj� ~~ fog /� ^ /�/�' W/ 'r7/� oa��z�/6 (tOoE c 2 . ;S - � � � o voe A�ADY-,r- A(I&A)L)C FACI�-,IVC� = 6)'-/ 0 '� e 7.7 � *� ' /�'u� FD� /��� /f�/?D/� ���F�O� ���/�/77F� � �� f � � � 7� ^f . '' ' . ~ OF T4,12- ^ Open Channel Flow Module, Version 3. 41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 B A C K W A T E R C A L C U L A T I O N S H E E T C .. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) z Bar Fric- Entr Entr Exit 0 tit Inlet Appr Bend June sa Pipe Outlt Inlet Barrel Barrl Vel TW tion HGL Head Head Contr Contr Vel Head Head HW �++Segment Q Lngth Pipe ••n•• Elev Elev Area Vel Head Elev Loss Elev Loss Loss Elev Elev Head Loss Loss Elev +' 0 CB to CE (ofs) (ft) Size Value (ft) (ft) (sqft) (fps) (ft) (ft) (ft) (ft) (£t) (ft) (ft) (ft) (£t) (ft) (ft) (ft) C OUE FZOLJ tZ QKaFXCg p Li i2,S I o.o�Z �0,2- 36, 0-2d_ 6117 •oo► 31.23 , 000y 3i,z3 ,oaoz o� 3►,Z3 30, - 1 •ool 3i.23 c-a /�/ z c6 GB13 OIL 117.2 1 Z 0,01 3o y5 q 0,78 0,27 •c)o1 33_14 • ODY 33.1U .OM?- •Do( 33,14 3y,S oaf D� Iz D,ZI Gn 1�- 0,012 3kf S2,35 0,78 0.27 .W) 34 3y, �Gol 3y•S Sz,Bs - sa Cj - ,005 s2,a � Ss � 1 �G a y r x rc- z x c 0,9- 12-- 0.612 17,5[ z/,3 0,79 A2-Y a2 2217 ,ll 22.26 .01 ,02 z2,31 21 •oz ,006 � 22, > y3 n U�gcaZ o•g 2 0,0/2 2Y,3 Z/Ply 0.7g iY o,oZ 0 Q-Z 2 Z3 Z .o 1 ,o z- 2-2.3S 22•43 .101 ,00S � -2 Z Y o A CI! /(n.b /Z p, blZ zy.By L2 d, )/.Z�/ N, 210 z2 y 01 oZ 2 7 _ _ - Zt, j 2 % z w oEiU G G ,�� C a a — m a� -- d m H ►r n z 3 a z C .. a � r 0 fi'65 i6 A.) 5'7D/,-2,&,� ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.3.4E• BEND HEAD LOSSES IN STRUCTURES ' 1.4 I 1.2 t ° 1.0 y f I 0.8 Y ' a Bend at Manhole, no Special Shaping l a I yDeflector � 0 -� 0.6 ' Curved 0.55 l I ' Bend at Manhole, l Y Curved or Deflectorl ' 0.4 ' 0.3 Curved Sewer r/D=2 I ' 0.2 i ' .1 Sewer r/D>6 I ' 0.0 1 I 00 200 40° 600 800 900 1000 Deflection Angle Y , Degrees ' 'From 'Modern Sewer Design', copyright 1980,American Iron and Steel Institute -- d '2 1/190 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ' FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL 180 10,000 ' 168 — 8,000 EXAMPLE —� (2)` (3) 6 ENTRANCE TYPE 156 6,000 D•42 Inches (35 feet) 6 0•t2o cfs SQUARE EDGE WITH 144 5,000 5' 6 S HEADWALL ' — 4,000 Hwe Hw 132 D feet 4. — 3,000 (I) 2.5 e.s 5. a. 120 1 (z) 2,1 • 1 ' = 2,000 (3) 2.2 7.7 - 4.-- 108 3. 1 D in feet 3. 96 3 ' 1,000 -- - GROOVE e00 HEADWALL 84 � -- 2. —2: - 600 500 ' 72 400 2. 3 I = 300 1.5 1.5 Z cn i� cr 60 U 200 / 1.5 PLAN (2� z ? GROOVEEND 54 a PROJECTING a t La z w 48 (D > / cr 801.0 = ' cc) o N_ 50 HW ENTRANCE � 1.0 40 D SCALE TYPE w w 3 6 .9 (`3) t' .9 30 (1) square edge itn header 3 .9 w _ — 33 0 Q 20 (2) Groo end .nth Q Q W 30 wd.o11 = -8 (3) Groove end '6 — /�/Z ' 27 projecting U 10 -- - •7 7- (�W /f/Z 24 8 .7 ' 6 o use scale (2 r (3) project 2 I 5 horizontall o scale (1),then 4 use sir t inclined line through D o 0 scales,or rtvuse as 6 ' 3 ustroied. 6 6 18 15 / 5 5 5 ' 12 / ' 4.3.5-1 1 1/90 ' DMP, INC. JOB 96/20 Engineering - Surveying - Land Planning SHEET NO. OF ' 1215 So. Central Ave. Suite 133 CALCULATEDBV fJSP OnrE / 29 KENT, WASHINGTON 98032 (253) 854-9344 CHECKED By DATE FAX (253) 854-6663 SCALE ' AIAMG11f,S/S of M gPLC A (IrAA 'E- CONVEVAWC j,41-/L/7-I ASS'O" 6 ST2 LT IS DFV�(n/3 Z) UP R C'�EST_ i",4 PL E A 41 CA1616 yae,41 IC 72) Til&- wt'S,r- ' /NTo -71Vj�- 4,e,411VA6C f A C/L/�/E� 6VIIAl S %h' A V,6-. <u /T /S NOT kAl of ) hfOGtJ 7-/E" S e-mo A/ Df 4 v E XIO2 r// of t �Tf/67- s/rc w/c& d E �vcc.OPED/ 7-11e12r�oRE Ta/z 7111s .44,1,46 ysis, /T G-UI6L 06 .4SS0A16D T/f.4TT 7f1E 102AIMA66 -,!!3 s11V 6tlEST 4F i14 P6E 4616NUE W It - A650 6E AQ 411U11 (, 7//2o v61V- TXIE SV5T" , -i 6 -04AI vA OE 4A;/ 1 HAIR ITV TrtC &6Xr- lg r. E E/AOWS 7///5 4.4EA, /T IS 46SO 11-S,rVmeD 7hW7- wIt—L "96, ru.c,y dE��,�`'6D -� 34 ('///'E �'r'vEtii�/VT �- Cv2,C3 6 U77"E2 4 >^) ,Q o7/t siD ES- THE /on- y7Z .S70X" uM�5 cAZ&D 1 N r/fC- APA L-1f CM ' LA No 6 5F 4 R64 c/V IMPt-e4iou,S _ D, SSAG 92 ' N Ek/k6A,0 tt/A c'! CS 70 X 4 8 �� Z 7 3(ab fZ � ©,63 A- 98 ExZsT 20 AD ( %,,y /moo = zo80 FT 2-) 4, 6 S 4 C- s a-_/7 AC 98 PC-R v/o c-c.s /• -7 9 A c c3C ' 71"E DF (1We16iyfEA-ZZ0A/ o, �IZ ('4sL ) g f Z- ' Pz s 60 x v - Lpp 170 Z - 2✓N �o v C82 --6 8 76 v M/A/ 4- q 13 .8 M//V, >RODUfi 7M',Smrfia'—K.%'.5-,1,011 ' \ 126 tp x of � \ I `-62 x / �04 ` 86 24 X 11 \\ DMA IMAGE gASlt\J 2 T6 \ QUA PL_E AVE. FACILITIES 25 27 23 X 1 /i^�------ \\\ l ice'• SCAT. TREES CHICAGO MIS 23 x F 17 c::D \ �3 \ x re X 2 a � AGE Bas �j n/? p ' x 19 sQ ALE -' SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH N� STORM OPTIONS: 1 - S. C. S. TYPE-111 7-DAY DESIGN STORM STORM DATA FILE SPECIFY STORM OPTION: S. C. S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ (YEAR) DURATION (HOUR) PRECIP ( INCHES) . , ~~ 100, 24, 3. 9 S. C. S. TYPE-1A DISTRIBUTION ******************** 1(-O-YEAR 24-H0UR STORM **** 3. 90" TOTAL PRECIP. ********* ____ N� ENTER: A (PERV) , CN (PERV) , A ( IMPERV) , CN ( IMPERV) , TC FOR BASIN NO. 1 1. 79586, . 85, 98, 13. 8 N� DATA PRINT-OUT: AREA (ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) A CN A CN 1 ' 8 86. 0 ' 9 98. 0 13. 8 PEAK-Q (CFS) T-PEAK (HRS) VOL- 1 . 7727225 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: B A C K W A T E R C A L C U L A T I O N S H E E T n C (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) M Z Bar Fric- Entr Entr Exit Outlt Inlet Appr Bend Junc A n Pipe Outlt Inlet Barrel Barrl Val TW tion HGL Head Head Contr Contr Val Head Head HW Segment Q Lngth Pipe "n" Elev Elev Area Val Head Elev Loss Elev Loss Loss Elev Elev Head Loss Loss Elev A n CB to CB (ofs) (ft) Size Value (ft) (ft) (sqft) (fps) (ft) (ft) (ft) (ft) (£t) (ft) (ft) (ft) (ft) (ft) (ft) (ft) A p b7 C C O ti Ll d� L r'� P 6z ,7 0.02 30.23 3QjS 0 8 Z.-Z 7 ¢off 1423 0 c'z5 QQ/& L-o-Z 1- 2 0, og — 31, 33./ .� _ � E L-2-7 1/7 L /2 o.a/Z 30�39 3 q 0.78 2,27 0.6Y 3 ,`' Z-_ L!,Zj 0.016 00$ 1 -77 l p0 — — c L_ZZ /77 /2- 1)0/ZZ 3 Y 51 .1 078 Z 17 o,3S A(- 0.0/L0.o6 34,7 3. Ie _ - — 53,1� r S y7 rc- z a 0 z 0 z W � y O —L 2Z z 73 a a m 0 m H ,r n z a z c a � r 0 /oo- /Z a6:-S1C11v SPECIAL REPORTS & STUDIES w NP6o W �w w 0 EROSION AND SEDIMENTATION ' CONTROL DESIGN Y ' JOB 96/20 SHEET NO. OF D PIMp AG CALCULATED BY DATE ' DALEY-MORROW-POBLETE INC. CHECKED BY DATE 1215 CEMAAI AVENUE SOUTH,LUTE 133 TENT,WASH**TC111 W= (206)654-"""JQ MEMO SCALE sA. j4Fsz ,/vs . .060 96 /y5,76 s,F 1 7O BOND QUANTITIES WORKSHEET, DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION ' OF COVENANT ' KING COUNTY, WASHING.TON, SURFACE WATER DESIGN MANUAL RETENTION/DETENTION SUMMARY SHEET ' Development 40120GT AMARZ Date 8 Location - S6C�TI Or1 / 8 , TDovcJS,�///? Z3 /U, �.�Sf�!/C� ��' F �✓�1• ENGINEER DEVELOPER NamejEL L . 0d6 E . Name �TC�, Firm 6 r/O SOCOT11 CE.vT�L /d Z,y0 •71 ,;/ Address,/2/S Sn . C? 7?46 _ Gam. _/3$Address 'LU,,4CGv/G A tot_l,+ B /Q�_ ' Phone 'BSSF _�3 Sjtf Phone • Developed Site 2- acres Number of Lots l • Number of Detention Facilities On Site / • Detention provided in regional facility Regional Facility location • No detention required 0 ' Acceptable receiving waters • Downstream Drainage Basins ' Basing Immediate Major Basin /`�[ Basin B Basin C Basin D TOTAL INDIVIDUAL BASIN Drainage Basin(s) A B C__T D Onsite Area Z Offsite Area ' Type of Storage Facility Co Live Storage Volume ' Predeveloped Runoff Rate 2 year 3 10 year 0 L Postdeveloped Runoff Rate 100 year7 Cis ' 2 year : 10 year -� Developed Q 100 year ' Type of Restriction Size of Orifice/Restriction ' Orifice/Restriction No.1 Z No.2 3 " No.3 ' No.4 No.5 �� ROUND MANHOLE COVER WITH LOCKING BOLTS MARKED 'DRAIN' ' RIM EL.= 28.50 NNDHOLDS ' " MIN 6' MAX Cat n OVERFLOW ELEV.-- 25.84 � � r— STANDARD GALVANIZED STEEL LADDER/STEPS 2.64 PIPE SUPPORT---""' 2' MIN (SEE NOTE 3) ' 3"x .075" ALUMINUM OR .079" STEEL ' OUTLET PIPE INLET PI E SEE NOTES 5,6 ADAPTOR _z I.E.= 20.34 o I.E.= 20.34 i ' N CLEANOUT GATE: SHEAR GATE 8" DIAMETER MIN. z 54" MIN 1 RESTRICTOR PLATE' DIAMETER c,2 WITH 2 3/4"0 ORIFICE SECTION A-A REMOVABLE WATER—TIGHT ' COUPLING XE 3L1/ WITH 2"0 CORIFICEAIL 0 ' PLAN VIEW CONTJ ' �2 45' CB No. 9 - TYPE 11 54" JE EL.= 28.50 PARALLEL TANK 20.34 ACCESS RISERS INLET PIPE (SEE DETAIL) 0 6` DIA (TYP.) 72` • CMPCB No. 10 - TYPE 11 54" 2'MAX RIM EL.= 28.50 LE.= 2034 Ar O72" o CMP OUTLET PIPE TO BIOSNALE CONTROL STRUCTURE (SEE DETAIL) NOTE: PLAN VIEW ALL METAL PARTS CORROSION RESISTANT. STEEL PARTS GALVANIZED AND ASPHALT COATEI NTS (TREATMENT 1 OR BETTER). 2" MIN. DIA. AIR VENT PIPE WELDED TO TANK CH No. 10 LEVEL 8" DEAD STORAGE Ilf 2'MAX 72`e CMP CONTROL STRUCTUR:7 DETENTION TANK (FROP-T SHOWN) 2'MAX MIN. 54" DU. TYPE 2 CB 36` DIA (TYP) SECTION A-A ( SEE DETAIL ) NTS DETENTION TANK DETAIL N.T.S. W CITY OF RENTON wAT -esiYi>_ PLANNING, BUILDING/PUBLIC WORKS DEPARTMENT FINAL COST DATA AND INVENTORY ' NAME OF PROJECT WTR- W WP- OzBoL�' SWP- ' - TRO- TED- Per the request of the City of Renton, the following information is furnished concerning final costs for improvements installed and turned over to the City for the above referenced project. WATER SYSTEM CONSTRUCTION COSTS: ' Length Size Type 403 L.F. of WATERMAIN L.F. of WATERMAIN L.F. of WATERMAIN ' L.F. of WAYBRMAIN 3 EACH of 8 GATE VALVES EACH of GATE VALVES ' EACH of GATE VALVES o� 'r— EACH of FIRE HYDRANT ASSEMBLIES $ AD (Cost of Fire Hydrants must be listed separately) ' (Include Engineering and Sales Tax if applicable $ 3 TOTAL COST FOR WATER SYSTEM $ SANITARY SEWER SYSTEM: STORM DR Length Size 'Type Length Size Type L.F. of G` VG SEWER MAIN Z%-o • L.F.of 12— STORM LINE Z,f L.F. of B 11-041-1 SCR AMAIN L.F. of " STORM LINE L.F. of SEWER MAIN L.F. of STORM LINE 1 EA of : DIAMETER MANHOLES EA of _ STORM INLET/OUTLET EA of DIAMETER MANHOLES Z EA of `-_L'- ORM CATCHHASIN (Including Engineering and Sales Tax EA of STORM CATCHBASIN f applicable) $ (Including Engineering and Sales Tax $ 7�0� TOTAL COST FOR SANITARY SEWER SYSTEM S if applicable) TOTAL COST FOR STORM DRAINAGE $ ofl SYSTEM STREET IMPROVEMENTS: (Including Curb, Gutter,Sidewalk,Asphalt Pavement) d� Curb, Gutter, Sidewalk: ¢7S L.F. $00 per" .-asphalt Pavement: le!5' .SY or L.F. of Width S 3ZO SIGNALIZATION: (Including Eng. Design Costs, City Permit Fees,WA Sc Sales Tax) ' STREET LIGHTING: (Including-Eng. Design Costs, City Permit Fees, WA St Sales Tax) 7 of Poles Z S MEL L. QA-LEY Print signatory name ay pkgfre N (SIGNATURE) J rms/COSTDAT2.DOC/bh (Signatory must be authorized agent or owner of subject developmant)_ 7y CITY OF RENTON ' PLANNING, BUILDING/PUBLIC WORKS DEPARTMENT FINAL COST DATA AND INVENTORY NAME OF PROJECT WTR- WWP- oz.6�'�f- SWP- TRO- TED- Per the request of the City of Renton, the following information is furnished concerning final costs for improvements ' installed and turned over to the City for the above referenced project. WATER SYSTEM CONSTRUCTION COSTS: Length Size Type -1�o3 L.F. of e a 0. -f'. WATERMAIN L.F. of WATERMAIN L.F. of WATERMAIN ' L.F. of WATERMAIN 3 EACH of GATE VALVES EACH of GATE VALVES EACH of GATE VALVES Z EACH of FIRE HYDRANT ASSEMBLIES S 6d ;Cost of Fire Hydrants must be listed separately) $ Include Engineering and Sales Tax if applicable $ (9(0 TOTAL COST FOR WATER SYSTEM $ SANITARY SEWER SYSTEM: yo 7 t" cr,.o srre.H t i.v� 1 Length Size Type Length Size Type _470 L.F. of �!" ` �VG SEWER MAW B4�.Z L.F. of /o STORM LINE `g•5 L.F. of Fl ~ , yG SEWER MAIN _� L.F. of /2 ` CMp STORM LINE L.F. of �— SEWER MAIN Z L.F. of -?,q " t=,44,,O ARM LINE EA of DIAMETER MANHOLES EA of STORM INLET/OUTLET EA of DIAMETER MANHOLE$ _9 EA of ` �,�t STORM CATCHBASIN including Engineering and Sales Tax i _ _ EA of STORM CATCHBASIN 4 ' applicable) S (Including Engineering and Sales Tax $ TOTAL COST FOR SANITARY SEWER SYSTEM S if applicable) TOTAL COST FOR STORM DRAINAGE $ SYSTEM 'STREET IMPROVEMENTS: (Includ' Curb, Gutter,Sidewalk,Asphalt Pavement) - 6� urb. Gutter, Sidewalk: 47 5 L.F. -1,sphalt Pavement: 0 .SY or L.F. of Width 5 �� ,'IGNALIZATION: (Including Eng. Design Costs, City Permit Fees,'WA St Sales Tax) ',TREET LIGHTING: (Including-Eng. Design Costs, City Permit Fees, WA St Sales Tax) of Poles Z $ IeL- nt signatory name day on SIGNATURE) rn,s/cOSTDAT2.DOC/bh (Signatory must be authorized agent or owner of subject development) 7s OPERATIONS AND MAINTENANCE MANUAL KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ' NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Condttions When Maintenance Results Expected Component Defect is Needed When Maintenance is Performed ' Storage Area Plugged Air Vents One-half of the oross section of a vent is Vents free of debris and sediment. blocked at any point with debris and ' sediment. Debris and Accumulated sediment depth exceeds All sediment and debris removed from Sediment 10%of the diameter of the storage area storage area. for 1/2 length of storage vault or any point depth exceeds 15%of diameter. Example: 72Anch storage tank would require cleaning when sediment reaches depth of 7 Inches for more than 1/2 length of tank. ' Joints Between Any crack allowing material to be All joints between tank/pipe sections are Tank/Pipe Section transported into facility. sealed. ' Tank/Pipe Bent Any part of tank/pipe Is bent out of shape Tank/pipe repaired or replaced to design. Out of Shape more than 10%of its design shape. Manhole Cover not in Place Cover is missing or only partially in place. Manhole Is dosed. Any open manhole requires maintenance. ' Docking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Botts Into frame have less than 1/2 inch of thread (may not apply to self-locking ' lids). Cover Difficult to One maintenance person cannot remove Cover can be removed and reinstalled by Remove lid after applying 80 pounds of lift. Intent one maintenance person. ' is to keep cover from sealing off access to maintenance. Ladder Rungs Fling County Safety Office and/or Ladder meets design standards and Unsafe maintenance person judges that ladder is allows maintenance persons safe access. ' unsafe due to missing rungs, misalignment,rust,or cracks. Catch Basins See'Catch Basins' Standard No. 5 See"Catch Basins`Standard No. 5 ' A-3 1/90 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 1 NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR 1 Maintenance Condtdons When Maintenance Resufts Expected Component Defect Is Needed When Maintenance Is Performed 1 General Trash and Debris Distance between debris build-up and All trash and debris removed. (Includes bottom of orifice plate is less than 1-1/2 Sediment) feet. 1 Structural Damage Structure is not securely attached to Structure securely attached to wall and manhole wall and outlet pipe structure outlet pipe. should support at least 1,000 pounds of up or down pressure. 1 Structure is not in upright position (allow Structure in correct position. up to 10%from plumb). Connections to outlet pipe are not Connections to outlet pipe are watertight; watertight and show signs of rust. structure repaired or replaced and works 1 as designed. Any holes—other than designed holes— Structure has no holes other than in the structure. designed holes. 1 Cleanout Gate Damaged or Cleanout gate is not watertight or is Gate is watertight and works as designed. Missing missing. Gate cannot be moved up and down by Gate moves up and down easily and Is 1 one maintenance person. watertight. Chain leading to gate is missing or Chain Is in place and works as designed. damaged. ' Gate is rusted over 50%of its surface Gate is repaired or replaced to meet area. design standards. Orifice Plate Damaged or Control device is not working property Plate is in place and works as designed. 1 Missing due to missing,out of place, or bent orifice plate. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and works blocking the plate. as designed. 1 Overflow Pipe Obstructions Any trash or debris blocking (or having Pipe is free of all obstructions and works the potential of blocking)the overflow as designed. pipe. 1 Manhole See 'Closed Detention Systems"Standard See 'Gosed Detention Systems' Standard No. 3. No.3. Catch Basin See"Catch Basins"Standard No.5. See"Catch Basins"Standard No. 5. 1 1 1 1 1 ,-7 1 A-4 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ' NO. 5 - CATCH BASINS ' Maintenance Conditions When Maintenance Results Expected Component Defect Is Needed When Maintenance Is Performed General Trash &Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in (includes foot which Is located Immediately In front front of catch basin opening. Sediment) of the catch basin opening or is blocking capacity of basin by more than 10%. ' Trash or debris on the basin)that No trash or debris in the catch basin. exceeds 1/3 the depth from the bottom of basin to invert of the lowest pipe into or out of the basin. ' Trash or debris in any Inlet or outlet pipe inlet and outlet pipes free of trash or blocking more than 1/3 of its height. debris. Dead animals or vegetation that could No dead animals or vegetation present ' generate odors that would cause within the catch basin. complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which would attract ' foot in volume. or support the breeding of insects or rodents. Structural Damage Corner of frame extends more than 3/4 Frame is even with curb. ' to Frame and/or inch past curb face into the street (if Top Slab applicable). Top slab has holes larger than 2 square Top slab is free of holes and cracks. inches or cracks wider than 1/4 inch ' (intent is to make sure all material is running into the basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than 3/4 inch of the frame from the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design Walls/Bottom than 3 feet, any evidence of soil particles standards. ' entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 Inch and longer No cracks more than 1/4 inch wide at the ' than 1 foot at the joint of any inlet/outlet joint of inlet/outlet pipe. pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design ' Misalignment rotated more than 2 inches out of standards. alignment. Fire Hazard Presence of chemicals such as natural No flammable chemicals present. gas,oil, and gasoline. ' Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin. more than 10%of the basin opening. ' Vegetation growing in inlet/outlet pipe No vegetation or root growth present. joints that is more than six inches tall and less than six inches apart. Pollution Nonflammable chemicals of more than No pollution present other than surface ' 1/2 cubic foot per three feet of basin film. length. ' t ' A-5 I/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ' NO. 5 - CATCH BASINS (Continued) ' Maintenance Conditions When Makdonanoe Resutta Expected Component Defect Is Needed When Maintenance Is Performed Catch Basin Cover Cover Not In Place Cover is missing or only partially in place. Catch basin cover is dosed. Any open catch basin requires maintenance. Looking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Bolts Into frame have less than 1/2 inch of thread. ' Cover Difficult to One maintenance person cannot remove Cover can be removed by one Remove lid after applying 80 lbs.of lift; intent is maintenance person. keep cover from sealing off access to maintenance. ' Ladder Ladder Rungs Ladder Is unsafe due to missing rungs, Ladder meets design standards and Unsafe misalignment,rust,cracks,a sharp allows maintenance person safe access. edges. Metal Grates Grate with opening wider than 7/8 inch. Grate openings most design standards. ' (if applicable) Trash and Debris Trash and debris that Is blocking more Grate free of trash and debris. than 20%of grate surface. ' Damaged or Grate missing or broken member(s) of Grate is in place and meets design Missing the grate. standards. A-6 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) ' Maintenance Conditions When Maintenance Results Expected Component Defect is Needed When Maintenance Is Performed ' Pipes Sediment&Debris Accumulated sediment that exceeds 20% Pipe cleaned of all sediment and debris. of the diameter of the pipe. Vegetation Vegetation that reduces free movement of All vegetation removed so water flows ' water through pipes. freely through pipes. Damaged Protective coating is damaged; rust is Pipe repaired or replaced. causing more than 50%deterioration to any part of pipe. t Any dent that decreases the cross section Pipe repaired or replaced. area of pipe by more than 20%. ' Open Ditches Trash &Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from ditches. per 1,000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and of the design depth. debris so that It matches design. t Vegetation Vegetation that reduces free movement of Water flows freely through ditches. water through ditches. Erosion Damage to See"Ponds'Standard No. 1 See "Ponds' Standard No. 1 ' Slopes Rock Uning Out of Maintenance person can see native soil Replace rocks to design standard. Place or Missing (If beneath the rock lining. t Applicable) Catch Basins See"Catch Basins"Standard No. 5 See "Catch Basins"Standard No. 5 Debris Barriers See"Debris Barriers" Standard No.6 See "Debris Barriers"Standard No.6 ' (e.g., Trash Rack) 1 ' A-11 1/90 I i w� Ilm I �41111M1 d g I `w / \ CB TYPE I / RIN-.4.72 M^ /W 111((( IE-22.07 12"CPEP S T� //yI 3 VALVE VALVE 3 WATER 7 Sl(� WT 1 /1 2" [`�-2" YO t�a�pen 7oRar I" \4` 55.63 13 -4d. N,S,HW .. em aim \ f PC-0+14.59 SL\ ar \ RI TYPE 1 RM-2412 IE-20.72 lY CPEP N N° O m SDIWI�TYP M1 .46 II K RIM-2 RM-29.46 IE-21.1 8"C IE-16. 21'C E 3 tE=18.31 .0 K 1 A H N. } 15 RIM- RIN-39.72 E- .97 8"N,S 4 5 !� 34 R;Y-2 98 4 1 3 \ OJE VAL 34 \ 4 C � E-20.17 � EL O h / �w1LK W41R T Iplp - IE-30.82 +' 7A WXstfl• FL. .4 19V tY a.9aYex i6 3 cAIu4[ �� n1S641R 28�__� ...',.re •..�. / 411r .yl \ IY17/ Inc •a a ' Ce TYPE I 0� . G8 TYPE 1 RM-33.34 RIN-23.33 E-30.69 12'CUP N ° Izxr r r1c w.lA TYPE I ' ML ° E-20.23 1Y CPEP W E-30.49 12"CUP W rlm E=50.54 12•CNP E o R001-23.86 '.,•�f tw Ir c v 0 ma E-19.56 12'CUP N 4 IE 9.41 12•CNP S W:.4Nc 0 ce Tr3E I 3w Irt� a:: pl 17+17.77.17.27'RT, RtM-33.14 \ MQT E-30.J9 8'PVC W / \ 14WI \` C73 723E I RIM-237 /ry4 t y y STA: 17+13.96.4.85'RT.SDMH 12'CNP IE 117 N \ y RU-33.78 E-19.17 1T CPEP E Xl E-30.23 12•CM P W f E-30.53 g'PVC E E-29.83 18'CNP S(� o WATETF 4- .. YH 0 SDNH TYPE U BRICK �W C 6 RIM-23.70 WATER E-19.20 8'CONC E (f E-19.30 12'CONC W � 55MN SSUH 4E 00 24"CONC W O�_RI1M RN-33.77 E-16.25 5.0 K 3 CO ARCH N E-T5. W.N.5 E-26.27 8'N,S E-16.O5 3.0 K 3.0 ARCH S b SDYH TYPE It H TYPE Y RY-33.05 RIM-16.15 IE-29.25 16'CUP N E-22.35 24"CUP SE o IE-29.05/8•CUP s E-22. 12 CUP S 65 65 12'CUP N ® WATER METER s4�. I 0 1� RI MH TYPE II RM-24.21 IE-16.36 30'CPEP E -W-WATER LINE D IE-13.76 3'.S'ARCHED PIP 5- IE-15.76 3'.5'ARCHED PPE N -G- GAS LINE 9 �� C -0-STORM SEWER LINE /yp o (D SAN. SEWER MH D Cj FIRE HYDRANT O C17 GAS VALVE o Sfri.l SDUH TYPE 11 ' o unun POLE RIM-25.60 E-26.91 la' CNP N IE-21.75 24'CUP S E-27.48 12 PVC E IE-21.85 21'CUP NW E-27.48 12'CNP W - EX. CURB E-25.51 18•CUP S O �I GNP ° ZU 9 O ° z � N o 3DW H ° E-27.0178'PVC E E-27.01 8'PVC W E=2631 18'Cow a E-26.16/8'CNP 5 SDNH TYPE 11 O R 4629.W E-23.95 24"CUP E E-24.95 tY CUP S E-24.D5 24'CUP W 0 o ° a 0 0 Z� CNP 5DNH BRICK RIM-22.74 E-tB:14 1Y CTDHC.E IE-t 6.64 3'x LW w IE-1S.84 Y.5'ARCFEp PIPE N (1 C IE-1S.79 'KS'ARCHED PIPE S ° E-19.74 or PVC N .v O SDUN RIM-25.09 E-19.39 24 CUP N iE-18.99 24'CUP E O IE=19.24 12'CYP III o o o� 0 CB TYPE I Rw0-r9.4e SDNH `'I c'�v RIN-31.85 E-24.95 24'CUP E E-26.D0 12"CUP W E-25.55 16'CUP N CB TYPE I RIM -19.31 E-17.51 6'CONC.E..W. POUWST�EA H CONVEYANCE t s o SDNH BRICK RIM-21.4J IE=15.43 3'.5'ARCHED PIPE N IE-15.53 3'.5'ARCHED PIPE W IE=16.43 16'CMP S IE-'1.23 24•CONC.HE