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Home My WebLink AboutSWP272112 Short Plat (SHPL # ) REQUEST FOR PROJECT # Prelim Plat (PP# ) CAG# To: Technical Services Date Jugs, 3, I993 WON rr-'j-N O Grcen# 95-7'7--) From: Plan Review/Project Manager KAU r2E7J kt T TR 1CIL Project Name i>112kF+EIMETL MAIL gl{Y� CAWPOP—T Pt= Z (70 charac s max) Description of Project: LOATEP— STOPS STp Tl1C�u j d QOIJr IMI�t2ar�lalltS QAIN eL "WOE + AW—f-OP-T ktw�t/ Circle Size of Waterline: 81, 10" 12" Circle One: or Extension Circle Size of Sewerline: 8" 101, 12" Circle One: New or Extension Circle Size of Stormline: (T) 15" 181, 24" Circle One: QS or Extension Address or Street Name(s) QA1NUJ P AN(-i 7t>& A I p pQ?T 1 lay LAL c- AV6• S Dvlpr/Contractor/Owner/Cnslt �ou1 t ��e�ut rMTYLUST �Ut2rcuFllAti� �T C� (70 max) Check each discipline involved in Project Ltr Drwg # of sheets per discipline GR" Trans-Storm UJe,�T u 1u �✓ s (Rmciway/Drainage) (Off silt impmv==tsxinclude basin name) (include TESC sheets) Q' Transportation (Signalization Channclization,Lighting) O Wastewater �Stt]6 ssnr�u oltry IA1G. ON CIT4 2 (Sanitary Sewer Main)(include basin name) Water (Mains,Valvq Hydrants) (Include composite&Horizonial Cat Sheea) TS Use Only 'fl UT � a-�- ally - aria Approved by TSM Date rovmlmisc/92-090 DOC rCD•bh TECHNICAL INFORMATION REPORT For BURKHEIMER RETAIL BUILDING located at Airport Way & Lake Avenue South Renton,Washington By Bush, Roed & Hitchings, Inc. 2009 Minor Avenue East Seattle,WA 98122 (206) 323-4144 BRH Job No. 92142.01/eng4lb December 8, 1992 vy cm oc REWON �i RE C E I V E ® O� esrs �x [� DEC 15 1992 ,'q SjOiVAi�N j BUILDING DIVISION EXPIRES 12/1/ /y� • • TABLE OF CONTENTS • Page No. I. Project Overview II. Preliminary Conditions Summary III. Off-Site Analysis IV. Retention/Detention Analysis and Design V. Conveyance Systems Analysis and Design VI. Special Reports and Studies VII. Basin and Community Planning Areas • VIII. Other Permits IX. Erosion/Sedimentation Control Design X. Bond Quantities Work Sheet, Retention/Detention Facility, Summary Sheet and Sketch, and Declaration of Covenant XI. Maintenance and Operations Manual XII. Appendix • I. PROJECT'OVERVIEW • • INTRODUCTION Burkheimer Retail Building is a 1.97 acre "L" shaped site located between South Tobin Street and Airport Way just east of Rainier Avenue. Currently the site is developed with a Black Angus Restaurant along the southern boundary and the remainder being asphalt paved parking line. Located between the subject site and the intersection of Airport Way and Rainier Avenue is a Sizzler Restaurant. The 0.66 acre restaurant site is also nearly 80% impervious. Asphalt paving from the Sizzler Restaurant is contiguous with the Burkheimer paving. Storm water runoff from the Sizzler Restaurant sheet flows onto the Burkheimer site. PROPOSED DEVELOPMENT Development of the existing Burkheimer site would include demolition of the Black Angus, construction of a 20,800 s.f. retail building and modifying the parking area. The new retail building would be located along the eastern boundary. New landscape areas would be created along the Airport Way, Lake Avenue and Tobin Street frontages. There will also be new landscape islands within the parking area. The existing asphalt beneath the pro- posed building will have to be removed and the area beneath the existing restaurant will have to be graded and paved. It is expected that some minor grading will be required along the west side of the new retail building. Also, new catch basins and storm dram lines will be installed within the parking lot. The storm drain line will discharge into Lake Avenue which is the natural location. • PROPOSED STROM WATER DRAINAGE Only minimal grading will be required for building construction. Therefore, the easterly sheet flow of storm water runoff will be nearly identical to the existing condition. A new storm water collection and conveyance system will have to be installed west of the pro- posed building. It is our understanding that the Black Angus Restaurant was developed prior to May of 1979. According to Renton Design Standards, the existing conditions for the SBUH/SCS bydrograph will be for a totally impervious site. Since the proposed site plan has less impervious surface area than the pre-developed site, storm water detention is not required. A topographic survey by BRH of this site dated July, 1982, show a gas station located on the Sizzler Restaurant site. The gas station site has nearly 100% impervious surface coverage. Peak discharge rates will be reduced from the 1982 value because Sizzler and the proposed retail site plans provide increased landscaped areas. Similarly, biofiltra- tion will not be required for the entire site. Per conversation between Neil Watts, City of Renton, and John E. Anderson, Bush, Roed & Hitchings, Inc., biofiltration will only be required for an area greater than or equal to the square footage of the Black Angus Res- taurant. 92142.01/eng4lb • Page 1 of 2 King County Building and land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 7- PROJECTILOCATION PROJECT ENGINEER DESCRIPTION Project Owner Burkke~ tAaqlemqpA cra Project Name Px r Wl et`v e r-F-e R 1 j B( dq Address 446 MOAU04 56SA F Location Phone 6 y Township !g Project Engineer 3a( n e/so Range 23 Section 5 Company 41 Project Size Z.O AC Address Phone �23 `� ! Upstream Drainage Basin Size t• o AC PART 4 OTHER PERMITS ] Subdivision DOF/G HPA Shoreline Management Short Subdivision COE 404 C] Rookery Grading (] DOE Dam Safety Structural Vaults Commercial (] FEMA Floodplain Other C] Other I] COE Wetlands I] HPA PARTS SITE COMMUNITY AND DRAINAGE BASIN C-rr "n Rt V e r Drainage Basin GreeN RtVat PARTS SITE CHARACTERISTICS O River O Floodplain p Stream j] Wetlands 0 Critical Stream Reach O Seeps/Springs (] Depressions/Swales [] High Groundwater Table (] Lake Groundwater Recharge CD Steep Slopes t�Z Other t�en2 n� 4\e a 6ye- 0 Lakeside(Erosion Hazard Soil Type Slopes Erosion Potential Erosive V¢lodties llrba *RblN yArrlblt V.,-Mp �/-re f3uvs4+e 0 - is Law 4-0 -OAera+e, Stow 4- M04crhe' Additional Sheets Attatched 1/90 • Page 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT REFERENCE LIMITATIOWSITECONSTRAINT /I Ch.4-Downstream Analysis t)4tfC tI f s a SSqskG aLL,,c4prin-ct ow��i-fat1 L.t a Qy e. 5.4 , oar rI.GI'�toP W.tl rESu IT fvt a 5�ltc 0cA is At 5A u1¢ ra"C `k,, hj�e- I'Ue i f O � — See TL2 Additional Sheets Attatched PART 9 ESC REOUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities Stabilize Exposed Surface Stabilized Construction Entrance ® Remove and Restore Temporary ESC Facilities F�—S] Perimeter Runoff Control Clean and Remove All Silt and Debris 0 Clearing and Grading Restrictions ® Ensure Operation of Permanent Facilities Cover Practices Flag Limits of NGPES F�<j Construction Sequence 0 Other Other \ r 1 bid Grass Lined Channel 0 Tank l] Infiltration Method of Analysis Pipe System Vault 0 Depression Open Channel 0 Energy Dissapator = Flow Dispersal Compensation/Mitigation Dry Pond Wetland = Waiver of Eliminated Site Storage Wet Pond Stream E::] Regional Detention Brief Description of System Operation }F Marko of S1k LI ba J,yt-t-� 4,n...r4l. A Facility Related Site Limitations 0 Additional Sheets Attatched Reference Facility Umitation PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTSITRACTS (May require special structural review) Drainage Easement Cast in Place Vault 0 Other Access Easement Retaining Wall Native Growth Protection Easement Rockery>4'High Tract 0 Structural on Steep Slope 0 Other PART 14 SIGNATURE OF 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 attatchments. To the best of my knowledge the information provided here is accurate. s4^�a'aw• 1/90 — I »!r TM - 5i i u� : 1 rgrx 1T " 5 nsrx i �� A N . � d L r� • t u,»„x ass In*x sr i Rnw 3 ItDr'K E II {{ I]}D fTe —TINS �,(pY) II! Pl LSRi xI,M orTn s cY j.. iz»rx sr Y C i •''i aa J - n s rie*•_ — s — --- ,u �-�' —� F � n— ; �l itr IN n3 . 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MEMMEM .Mason .\ ■oOI$:I:a a $:::::'I:SOS:EN lIona=IN m mmummoom MEMINI:::u$$:iis= $I$l�IM $ I ;$ MMIIMMMMMMMMM Monsoon $ � $ $ ' WAY ■ l:� E11M WiA -% � 1mom; mom;m;ommommommo; MunsonI� ME INN Y■ d :Y:YY\iiiir : : : ::: M ::Noun:::M. ■■m■■ ■ EgEMM : . ■ . • • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 35.2A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY: HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP` Aiderwood C Orcas Peat D Arents,Nderwood Material C Oridia D Arents,.Everett Material - B Ovall C Beausite C Plchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Eadmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A Sammamish D Indianola A Seattle 0 Kltsap C Shacar D Klaus C Si Slit C Mixed Alluvial Land Variable _ Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A (Law runoff potentiao. Soils having"high infiltration rates, even when thoroughly wetted, and consisting ch efly'of deep,well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potentlaq. Soils having moderate infltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentia). Soils having slow Infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water,or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of day soils with a high swelling potential, sols with a permanent high water table, soils with a hardpan or day layer at or near the surface,and shallow soils over nearly Impervious material. These soils have a very slow rate o1 water transmission. • From SCS,TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Sol Interpretation Record, Form N5, September 1988. 3.5.2-2 I/90 N SERVICE R.4•E. R 5 E. �SEA TILE(ciry P o I w 6 TO 117EPS-A-E 90 405/4.F (Joins sheet 5) Bri, m 7 tLighlan U N. 7 Ln 0 sc 3111 : - plet't't' Ur AkF EID Ocem EvC CL 25S Park ,RAI BM 1. 4�1 BeD I R-e.0 VIA i Rh* r•e L Fc illy,14 e—' T, r 13 7 Ng BeC Golf U(se No 7 Ur • •\T o pA ff f;c rabl 3 THE • Dis SU > • A8C N. Ur A90 20 r Ur Pu :L0 pere4 Fffwf-1.61m Py Wo it A9D 0 �-%'ack p, 76 U, N I Ur Ng R s rvoir k py 0 So Tu Pu U Sk wo P, 3U 29' 14 . 25 o— . . 82OM3 A C J Age ur Py Sk 151 W, U, iAgU 0, iUr in AMR 5 D m MB 7 PU P, IRd f i. NMI rifts lift Ira NEW FAR �• 19 k� � .� Ia�11� t► �� /� ,,�; il� ��: •� is�-'� ��, �� •mac � .�� FIIRIR� �l , �� -- . r ' i 1 • i I III. OFF-SITE ANALYSIS • • A). OFF-SITE DRAINAGE TO THE SITE • Storm water runoff sheet flows eastward from Rainier Avenue. This includes the 0. 66 acres from the Sizzler Restaurant site. right of way. All street drainage is contained within the ri 4 Therefore the total basin is 2 . 63 acres. There are two catch basins near the Black Angus Restaurant and three within the parking lot along the Lake Avenue frontage. It appear that 6 inch storm conveyance pipe was used. Catch basin outfalls tee into a trunk line which conveys the storm water to a manhole near the intersection of Lake and Tobin. B). OFF-SITE DOWN STREAM ANALYSIS Storm water is discharged at the southeast corner of this site into manhole 16, F4-2 which is located within the Lake Avenue right of way. From this structure the storm water flows southward in 12 inch concrete pipe. At 16,F4-3 the pipe changes to 15 inch CMP. Storm water continues to flow southward within the 15 CMP until structure 16 , F5-10 where the pipe material changes to concrete . The pipe size is increased to 18 concrete at the intersection of Lake Avenue and South 2nd Street. Storm water- continues south within the Lake Avenue system. On the south side of 2nd the pipe size is increased to 24 inch concrete at structure 16,F5-2. The 24 inch concrete pipe continues southward to a point which is beyond the 1/4 mile limit for the downstream analysis. Since the proposed development will result in a smaller peak discharge rate, the downstream system will benefit. However, the difference in peaks will be so small that significant improvements are not expected. Refer to the map5on the following page5for details of the routing. • YR- S CtL TIt Ma U1 p "XSICKR t OENTON INDEX MAP %GE 16 != DCSIdE s SCALE 400' �._] Lout-J1 L— -'—',� 1✓r,. \`� 1-�MII BLS-L r � t{� �n 1✓1.t lama l{ra-Kra-� _ 1 , h11 1 KJ•• KLYI ,4M-1 h +� KLhla wH If.Gr1 (N•la 4{f H A. SI �F !y{ 1 Yl IVH Tualm �• VH Z 1 w0� •1L IILH H AV KtH1 ]AL t H 1 H K( N W Q tAti-{ �� IVa-S KL3-II ✓}t wrl ! lur+ �- I I ]- i4o-,t µty, IfFr taro Itia+t . art Iar> r wrl. 24"CC FV 1 � Y IVH l[t-10 ✓i-I{ IU M-I{ {L 4 VYI. {p II IVf- tVh] t IVf-If I IVhlt I N I {1• wf-II I f.M- IVYV IV1-1 IVIti DISCLAIMER The inventory Inf OreAtim for the store drainage systee was coa0iled from nunerws sources and is the best inforutim available at this tiee and should be used only for General guidance. the City of Penton is not SA(EI 16 fes0ansible 101 errors or Oe1sa10n5 when this is Used for engineering purposes. Designers are to field verily this infonalia. MANHOLE AND OUIL(I PIP[ IMYEMIORT MTDRADL IC CRATE GRAIE PIPE PIP[ MRAINGS ONNSTte. PLAN PIP( PIPE AREA PIPE CAPACITY RADIUS STRUCTURE IAD(T 1 TYPE CA 7 [fly. UPPER It LOv(R It IYK O/N S[P, OIAM TYPE IENGM A SiROC. FILE SLOPE(%[ (FT-2) ICES) IFI.) AN 16,(5.12 2 7 - - - C N 12 CC 0.012 16,E5-IS - ERR 0.1154 (RN 0.2S00 M 16,E5.13 2 Y - - C 1 12 CC - 0.012 16.0.14 - (AR 0.7954 tot 0.2500 M 16,0-11 2 T - - C N IN CC 0.012 It,ES-10 - - EAR 1.7671 ERR 0.3150 M 16,(5-1 2-18 T 76.41 72.11 61.1 - N 12 CM 37 0.02/ ' 16,CS-3 /-3-3S6 1.146 0.78S1 5.11 02500 MR 16,E5-5 2.48 T 60.3 56.6 - If - 4.3.356 EAR 0.0000 ERR I" nM 16,15-6 2-11 T 71.0 72.24 77.11 - T WIN 1 [AP 2S 0.024 t6,(SQ /•3456 0.120 0.3491 0.47 0.1"1 M 16.15-1 2-51 T 68.0 60.8 56.86 T N/A 8 CIO 11 0.024 16,E5.9 1-3.356 1.610 9.3491 2.OS 0.1661 M I4,E6.1 2 T 36.3E 31.3 26.2 C A 21 CC 0.012 16,06.11 19-4-I3 ERR 3,1416 ERR 0.5000 M 16.16-10 2 T - - C 1 12 CC - 0.012 HAII-9 ERR 0.785/ (RR 0.2500 M 16,E6-11 2 T 27.66 19.16 S A 12 CC 0.012 - 16,[6.2 16.4-14 EMI( 0.7454 (Rl 0.2500 M 16,E6-12 2 T - - 5 A 12 CC - 0.012 16,E6-ll - ERR 0.7854 (it 0,7500 M 16,E6.13 2 T - - - 5 A 12 CC 0.012 16,E6.12 ERR 0.7854 (0.R 0.2500 M 16,E6-19 2 T - - C A 50 CAP - 0.02/ 16.06-12 - ERR 13.6354 ERR 1,0411 60136 PIK M 16,E6-2 2-I8 T 23.19 16.49 - C 1 12 CC 0.412 16,E6./ 16-/-16 (RN 0.715/ ERR 0.2500 M I6,E6-20 2 Y - C A 101 CC - 0.011 - I6,Et-21 fit 0.0000 ERR ERR M 16,[6-11 2 T - - C A SO CEO - 0.0;1 l4,E6.22 - ERR .13.6354 ftA 1.0411 60136 PIK M 16,f6-22 2 T - - C M SO CIO - 0.024 I6,E6-21 EAR 13.6354 EAR 1.0117 60136 PIK M 16,E6-23 2 Y C A SO CM 0.024 ISM-19 EAR 13.63S1 (RR 1.04J7 60136 PIK M 16,E6-1 2 T - C A SO Coup - 0.02/ I6,E1.19 fit 13.6154 EPA 1.007 60136 PIK M IIIJI-I 2-I8 T 2L2A 16.23 13.97 A 12 191 - HAII.2 6-3-SSS 1.123 0.735/ EAR 0.2500 MN 16,[1.10 2-72 T 22.2 15.57 IS - T VIA 11 CAP I3 0.024 I6,E1-I1, 11-1-112 4.385 1.7671 11.95 0,31$0 M 16,EA-11 2 T - - - - A 21 - 16,E1.12 I1-1-112 ERR 3.1416 EAR 0.5000 M 16,10-12 2 1 21.26 .13.95 C A 21 CC 10 0.012 11,[1-17 19-1-112 0.000 3.1e16 0.00 0.5000 M 16,ER-13 2 T 21.04 13.6/ - C A 21 - - 13AII-11 11.1-112 EPA 3.1416 ERR 0.5000 AA 16,(1-II 2 T 13.18 12.96 C A 21 CC 31S 0.012 16,08-2 1.3.201 0.070 3.1416 6.49 0.5000 • AM 16JII-IS 2-54 T 20.0 16.09 16 5 A 21 CMP /2 0.02E 16,E1-S A•3-210 0.214 3.1416 5.69 O.S000 MR 101-111 2 T 21.34 12.85 12,22 C A 18 RCP 22S 0.012 16,ER-17 58 7TM 5T 0.280 12-5664 12.56 1.0000 M 16,(I-17 2-72 Y 12.22 11.9 C A /A RCP 11S 0.012 Ii All-11 SN 7TA 0.271 12.5664 82.31 1.0000 M 14.11.11 2.72 T - 13.7 13.1/ C N 21 CC 23 0.012 16,[1.1 SA 7111 0.211 3,1416 12.55 0.5000 M 16.11.11 2 T - - - C A 50 CM - 0.02/ 16,0R-10 - CAR 15.6354 ERR 1,0417 60R36 PIPE RN 16,16-2 2-49 y 16.77 13.67 - - M 12 IS - 1 10 60" 1•S•SSS 0.000 0.78S/ fit 0.2500 M 16.18.3 2-I8 y 21.76 17 14.2 - A 12 - SS 16,E1-/ /-3-355 1.000. 0.7154 ERA 0.2500 MR 16,[8-1 2 T 13.64 - C A 2/ CC 0.012 IIIJI-11 IN 711 ERR 3.1416 EAR 0.500o MR 108-S 2-72 T 22.0 16.0 C T WIN - 21 CM 0.024 I6,fP6 1•S-210 _ ERR 3.1416 ERA O'5m M 16,E1-1 2-51 T 21.0 16.SS 15.75 - It 2/ CMP 105 0.024 I&M-1 19-1-112 0.571 5.1416 9.29 0.5000 MR I6,(1-1 2-54 T 21.0 I5.75 15.57 N 2/ CNP SO 0.024 16,E1-10 11-1-I12 - 0.600 3.1416 9.52 0.500 AM 16,16.1 2-51 T 21.0 16.35 15.1S - A 21 CAP 16 0.024 16,[14 19-1-112 0.62S 3.1416 9.71 0.5000 Im I6,F3-1 2 T 30.17 20.29 20.04 - M It CC 100 0.012 - 1.2-1 0.250 1.7671 5.71 03150 M 16,F3-1 2 T 26.8 21 20.71 C A 12 CC 302 8.012 16,EI-S '4-2.7 0./01 0.78S1 2.4S 0.2500 M 16,F1-I 2.46 Y 26.3 22.31 C N 12 CC 0.012 1/,1`I-12 3•1-SSI fit 0.7354 ERR 0.2500 - M 16,F4-7 2•48 y 25.S 22.56 22.11 5 A 12 CC SO 0.012 16,F6-1 3-1-SSZ 0.500 0.7851 2.71 0.2500 M 11,F4-3 2.48 T 71.5 21.19 11.S6 S M Is Crop 216 0.024 16,11.6 3-I.5S1 0.150 1.2212 1.36 0.3125 M 16,F/-6 2-48 y 26.S 2/.65 22.56 C M 12 CC 200 0.012 16,H-2 1-1-124 1.015 0.7854 3.96 0.TWO M 16,rS•l 2 T - - - C A 12 CC 6.012 16,rs-14 - EMIR 0.7954 (me C.2500 M 16,F5-10 2-41 T 24.1 17.97 17.91 S A IS CC 110 .0.012 16,F5-7 /•1.136 0.145 1.2212 2.66 0.312S M 16,F5.11 2-SI T 30.S 20.93 20.6 L A 18 Cup SI 0.024 1t,FS•12 /-1•I16. 0.569 12.5664 58.95 1.0000 16,FS-12 2-$1 Y 26.6 20.6 18.22 1 T W/o 12 CC 70 0.012 16,FS-10 1•I.136 5.400 0J854 1.11 0.2500 DISCLA IMEI The Inventory infor.11ion (or the store drainage STslea was Comled fro, nuaerovs Sources and is the best infuriation available at this fiat and SHE(i 16 Should be used only for 6eneril guidance. The City of Renton is not responsible for errors 01 OUSSIOnS -hen this is used for engineering purposes. MANHOLE AND OUTLET PIPE IMYCNTOAY Designers are l0 field verily this inforulicn. GHAT[ HTOAAVL IC STRUCTURE GRATE Ip[ PIPE AAMMINGS DNNSTAM. PLAN PIP[ PIP( AREA PIPE CAPACITY RADIUS XX 16.(5-I!INDEX1 TYPE Ct ? fl[Y. UPPER {I TOWER it TYPE O/N SEP. DIAN TYPE LENGTH N STRUC. FILE 5- 2 T 26.36 15.4 $I OPC(I] )fl-1] (Cf5) ((L] A Ct - 0.012 16,F5-1 If NO ERR 0,0000 (AR (RR AN 10.FS-11 2 T - - - C N 12 CC - 0.012 16,F6.10 I AN 16,f 5-16 I T - - E0.0. 0.7851 (A0. 0.I500 C N 21 CC 0.012 16,f6.1 17-3-31 (Re 3.1416 ERA 0.5000 AN 16,F54 2 1 26.86 15.4 C R 21 cc 0.012 I6,f5.16 17-1-7 [AR 3.1416 ERR 0.5000 MM 16,F5-3 2-49 Y 26.03 17.6 17.S C N 11 CC IS 0.012 Ib,FS-9 3-I-SSI 0.118 1.1671 3.41 0.3750 • AN 16,F5-6 2.41 1 25.4 18.16 17.97 S A (5 CMP (10 0.024 16,F5-10 3-1-551 0.112 1.2272 1.17 0.3125 MN 16,F5-1 2.18 Y 25.9 17.31 17.61 C N IS CHIP 27 0.024 I6,F5-3 3•I-S51 MN 16,F5-1 2 1 32.96 28.46 0.1/1 1.2272 2J1 0.3125 All 16,F5-9 2 T - - 1 S N Is CC 190 0.012 16,f5-9 17-1-1 0.000 1.7671 0.00 0.3750 AM 16,F6-IO 2 N - - Cc 0.012 16,FS-2 17-1-7 EAR 3.1416 [0.R 0.5000 ON 16,F6-ll 2 Y C A 12 CC EA0. 0 0.012 16,F6-IS 0.1500 AN 16,F6.13 - S N II [C 0 � .7BS/ (AA 1 A - - .012 11IM-15 - ERA 0.7854 ERR 0T500. C N 12 CC 0.011 If,F6•N ERA 0.7854 ERA 0,2S00 . . C N HH 16,f6-11 2 N C N 12 CC - 0.012 16,F1.5 - NI 16,F6-S 2•SI T 27,34 1874 1817 - (RA 0.1851 (AA 0.2500 12 CC 260 0.012 I6,F6-6 3.1-501 0.219 0.71154 1.81 O.I500 ' MR 16,f6-6 2.54 Y 26.09 11.17 18.17 C N 12 CC 12 0.62 16,f l-1 3-1.501 0.000 0.78S/ 0.00 0.2500 IN 16,F6-7 2-54 T 21.8 16 15 S A 1 cc S00 0.012 16,FG-1 1.1-111 0.333 0.3491 0.76 0.1667 AN 16,F6.8 2-54 T 21.9 IS.83 14.33 S N 1, tt 150 0.012 16,F6-9 /-1-111 1.000 0.3491 1.31 0.1667 MN 16,1`6-9 2-54 T 21,9 11.13 12.65 S N 8 Cc 150 0.012 16E6.3 /-1.111, 1.000 0.3491 1.31 0.1667 Pal 16,F7-1 2-51 T 26.02 10.17 - C N 12 cc 0.012 16,F7.5 12-2 i 3.1-501 ERR 0.7851 MN 16,f1-12 2 T - - C IT .11 cc EAR 0.2500 MR IIIJI-17 2 T - 0.012 I6,f1.10 - ERA 0.7671 [AR 0.2500 " C N 12 CC - 0.012 16,F8-3 E0.A 0.783/' ERA 0.2500 M 16,11-2 2-54 T 24.71 17.46 - C A 12 CC - 0.012 16,F7.17 12-2 ERA 0.785/AM 16,F7-3 2-41 T 2015. 12.73 12.4 C N .98 0.2500 11 cc 27I75 0.012 16,f7.11 4-4.254 0.120 1.7671 3.95 0.3750 AM 16,f 1.1 2-/0 1 20.6 Ii.BI 11.77 C A 11 �tt 15 0.012 I6,f7-S 1•<45/ 0.120 1./671 J.9f 0.1750 AM 16,11-5 2 T - - - C A 11 - - 16,F7-1 12-2 ERR 1,7671 EAR 0.37$0 HIT 16,F7•SA 2 T - - - C A Is - - - I6,F1-1 12-2 ERA 1.7671 ERA 0.J7S0 • MX 16,f I-58 2 T - C N 12 - - - I6,11-2 12-2 ERR 0.7954 ERR 0.2500 MN 16,F1-10 2 Y 15.8 12.4 C A 21 CC 0.012 LIFT SIN /-1-254 (RA 3.1416 EAR 0.5000 AN 16,1`8.11 I-I8 1 23.7 17.8 16.2 C T NJR 12 - /0 16,11-15 4.1-147 4.000 0.7851 ERR 0.2500 MN 16,f1-IS 2 T 22.22 14.91 14.12 C N 30 CMP 294 0.024 16,E1-16 SIT TIN 0.269 1,9087 11.55 0.6250 AN 16,18-16 2 T S I 12 CC . MN 16,F1.17 2 T - - - 0012 16jil - ERA 0.7854 ERR 0.2500S N l2 CC - 0.012 16,f1-I8fAA 0.1851 ERR 0.2500 AN 16,fB-IB 1 T - - - S M I8 U - 0.012 16,f1.10 M 16,f 1-19A 2 T - - C N ERR 1.7671 ERR 0.3750 12 cc - 0.012 16,11.1 51 TIN ERR 0.7854 EAR 0.2500 MN 16,FA-191 2 T - - C A 21 CC 771 0.012 16.18.13 SA 71N MX 16,F1-2 2-48 Y 22.0 17.67 17.03 C A 0.000 0.1g6 3.70 0.2500 12 CC Ill 0.012 16,f1-3 1-1-117 0.ERR 0.7154 3 RR 0.2500 MIN 16,f 8-1 2-I0 1 21.1 - - N 12 CC - 0.012 I6,18-7 4-1-117 (AA 0.715/ (0.R 0.2500 MR 16,1`8.1 2-48 T 22.71 19.S8 18.57 C Y WIN 1 CM 6S 0.024 16,1`1.5 17-1-I11 1.554 0.3491 0.82 0.1667 MN 16,111-5 2-40 T 22.08 16.71 C A 10 CC - 0.012 16,11-19 11.1-171 ERR Mist ERR 0.2083 He 1011-7 2-48 T 22.23 19.73 - 0 N 12 cc - 0.012- 14I,F1.6 17-3.501 ERR 0.7854 ERA 0.2500 III 16,F8-8 2 T - - - C N 12 cc - 0.012 16,1`1.5 EAR 0.7851 "IT 16,P1-9 2 Y - - C N 6 tt - (RR 0.2500 He 16,03-3 2 T 28.2 73.57 22.02 C N 0.012 16.63.2 - C1R 0,1967 [AR 0.2500 AM 16,G!•1 2 T 28.4 23.38 23 C N 12 CC 175 0.012 16,G1.3 1-2.7 0.507 0.785/ 2.75 0.2509 12 CC 15 0.012 16,63-5 1-2.7 0.373 0.7854 2.36 0.2500 MN 16,G3-7 2 T - 17.81 25.11 C N 12 CC IOi 0.012 16,G3-1 1-1-7 0.2500 ON 16,GS-I 2 T 29.46 26.23 25.SS C N 1 cc 170 0.012 16,GS•2 F1 340 G 1-1.103 0.400 0.3491 0.83 0.1667 I6.0-1 2 T 28.2 23.83 23.65 - N - CC 70 0.012 16.FS-IS FIT 340 0.257 0.0000 EAR ERR • IV. RETENTION/DETENTION ANALYSIS AND DESIGN � A • • i CONVEYANCE SYSTEM ANALYSIS AND DESIGN • BUSH, ROED&HTTC7LAv INC. JOe CIVIL ENGINEERS & SURVEYORS 2009 Mino ue East SHEET NO. OF Seattle,WA 98102 CALCULATED DYE DATE (206)323-4144 B R H (206)323-7135 *Fax CHECKED BY DATE SCALE _ ... .. ... ..... . -... CID ncen+r-e,+ L9t4 . slope = 7j7 v 33_0 � D ?7, d t� Z003�d Soo 4- MIN Q V7F0 c c �.< S 6WL\A, A,�-4,&\^,PL �{1E:- l+l.� . �.� 5r_o�� r•�rQ o-�L w.�� bC Lv tir Ae cue c� +Al- ,A-25 a L,0.S ta�,it� Q= GSA =id'ibLl-`�Sl�-1� = '2525 F Mak �� aWgCf m.,,sro.Yed,Ml fP+OEM�®®xc.Grvbn.wn.u,��,.rnobrngr[mu FYE,.aoo-zriQBo RAE J-M PIPE W�Ea aa; b a ip Op 40 A kr .. VELOCITy._fps * \ O M1 .P s � � *a•- 3 0 .o ib, �o �` °t °a N �ro � OM`t7�, ti �15CALF 42" „w J yCV 79, pl• i / S 36 i ew � w Mom• w _ �9•r 1 a rr °] e � li „n k6 ° ` 0 ID i ' •O 10 ]C04*\ tt VOLH ry '�L \ m Of SIOPE--9 \��\ 1 \ \ U.S. GALLONS FEILD'S HYDRAULICS ALCULATOR FOR GRAVITY FLOW IN PIPES CoPYnp. 1 , W�hild - - - ]]II Alobeme Aran" BASED ON THE MANNING FORMULA Abaa.dq,Virpinq e P—o\ BUSH, ROED& HITC INC. JOe r g �1 C( CIVIL ENGINEERS &L*SURVEYORS 2009 Minor Avenue East SHEET NO. OF Seattle,WA 98102 CALCULATED BY DATE r (206)323-4144 BRH (206)323-7135 *Fax CHECKED BY DATE SCALE �j J F/_t�T R 'C1 olQ ...*.�u IA LE !Fv t 1a T... SQ e =fl •�w. ... v = 0.23 BPS s td.zc - 311 i Q= 0,5 0 J� V -- 0. fp s The s%-Zx� =Ear- < ( `'�G..�`r v1ti. vxwwT:a+�Nµ stiwz.i irmm®.�wn um mai.mma,vxdaraurxu iaromano • File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 INPUT , MODIFY OR BROWSE DATA 3 3 BASIN IO 82 SBUH HYDROGRAPH 3 3DESCRIPTION DEVELOP 2YR SWALE 3 3AREA (acres ) 0.400 RAINFALL CHOICES 3 3RAIN PRECIP ( in ) 2.00 1 . TYPE IA 3 3TIME INTERVAL( min ): 10.00 2 . TYPE I 3 3TIME OF CONC (min ): 11 .00 3. TYPE II 3 3RAINFALL SELECTION: 6 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 S. TYPE 3 3 3BASE FLOW (cfs ) 0.000 6. USER 1 3 3STORM OUR (hrs ) 24,000 7. KC 7 DAY 3 3 S. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 0.000 acres AREA: 0.400 acres 3 3CN 86.00 CN 98.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 8.00 hrs 3 3PEAK HYDROGRAPH FLOW: 0, 1789 cfs 3 3TOTAL HYDROGRAPH VOL: 0.0591 ac-ft 3 3 HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete 3 3 Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> • • • File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMe 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID 8100 SBUH HYDR06RAPH 3 3DESCRIPTION : DEVELOP 100YR SWALE 3 3AREA (acres ) 0.400 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 3.90 1 . TYPE IA 3 3TIME INTERVAL(min ): 10.00 2. TYPE I 3 3TIME OF CONC (min ): 11 .00 3. TYPE II 3 3RAINFALL SELECTION: 6 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 S. TYPE 3 3 3BASE FLOW (cfs ) 0.000 6. USER 1 3 3STORM OUR ( hrs ) 24.000 7. KC 7 DAY 3 3 8. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 0.000 acres AREA: 0.400 acres 3 3CN 86.00 CN 98.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDR06RAPH TIME: 8.00 hrs 3 3PEAK HYOROGRAPH FLOW: 0.3607 cfs 3 3TOTAL HYDROGRAPH VOL: 0. 1222 ac-ft 3 3 HOME END F1 :Find F2:New F3:6et F4:Tc-Calc FS:Delete 3 3 Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> • VI. SPECIAL REPORTS AND STUDIES NIA • • • VII. BASIN AND COMMUNITY PLANNING AREAS • • VIII. OTHER PERMITS N�j� IX. EROSION/SEDIMENTATION CONTROL DESIGN • BUSH,ROED& HITC INC. JOB B'4r(cf�na! Q¢ el �elu — JN R1 Id�-.OI CIVIL ENGINEERS &LA, SURVEYORS 2009 Minor Avenue East SHEET NO. OF Seattle,WA 98102 CALCULATED BY DATE (206)323-4144 BRH (206)323-7135 * Fax CHECNEDBY DATE SCALE T�hQo�F�R`l S��N�T � .�7ZASlo�r cal-rfoL_ crl�cur�rtonlS 5e� eH Tit Ais 'Ac, AS�, 2 • K �s. CVO 2 .22- C2, 6) �o. .. . So,t S vv? c- l CV C , o Ptz �St (J - 15 ,(O•��(� K�3' 0. 50 -, /AC- VsE� L Sr DI pA v U 0.05+7zm- ,� r--- Ir 1,r KING COUNTY, WA• INGTON, SURFACE WATO DESIGN MANUAL 0 To complete the desian of the temporary sediment trap: a. The "Pond Geometry Equations" section in the 'Reference' portion at the back of the Manual may also be useful in designing the sediment trap. b. A 3:1 aspect ratio between the trap length and width of the trap is desirable. Length is defined as the average distance from the inlet to the outlet of the trap. This ratio is Included in the computations for Figure 5.4.4C for the surface area at the interface between the settling zone and sediment storage volume. C. Determine the bottom and top surface area of the sediment storage volume to be provided (see Figure 5.4.4C) while not exceeding 1.5' in depth and 3:1 side slope from the bottom of the trap. Note the trap bottom should be level. d. Determine the total trap dimensions by adding an additional 2' of depth above the surface of the sediment storage volume, while not exceeding 3:1 side slopes, for the required settling volume. (see Figure 5.4.4C) TABLE 5AAA HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY SOIL SOIL EROD- EROD- HYDROLOGIC IBILITY HYDROLOGIC IBIL.ITY SOIL GROUP GROUP* FACTOR;IC SOIL GROUP GROUP* FACTOR.-IC - Alderwood C 0.15 Orcas Peat D 0.00 Arents,Alderwood C - 0.15- Orioia D 0.49 Arents, Everett 8 0.17 Ovall C 0.17 Beauslte C 0.15 Pilchuck C 0.10 Bellingham Puget D 0.28 Bristol D 0.32 Puyallup 8 0.28 Buckley _ D 0.32 Ragnar B 0.32 Coastal Beaches Variable 0.05 Renton 0 0.43 Eadmont SO Loam D 0.37 Riverwash Variable Edgewick C 0.32 Salal C 0.37 Everett A 0.17 Sammamish D 0.37 Indianola A - 0.15 Seattle D 0.00 Kftsap C 0,32 Shacar D 0.00 Klaus C 0.17 SI Sit C 0.37 Mixed Alluvial Land Variable 0.10 Snohomish D 0.32 Newton A 0.10 Sultan C 0.37 Newberg B 0.32 1 Tukwila D 0.00 Nooksack C 0.37 Urban Variable Norm. Sandy Loam D 0.24 Woodinville D 0.37 HYDROLOGIC SOIL GROUP CLASSIFICATIONS k (Low runoff potential). Sorts having high InfYtration rates, even when thoroughly wetted,and consisting chiefly of deep,well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate Infiltration rates when thoroughly wetted,and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potential). Soils having slow Infiltration rates when thoroughly wetted,and consisting chiefly of soils with a layer[hat Impedes downward movement of water, or soils with moderately fine to fine textures. These sods have a slow rate of water transmission. D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of day sods with a high swelling potential,sods with a permanent high water table,sods with a hardpan or day layer at or near the surface,and shallow sods over nearly Impervious material. These soils have a very slow rate of water transmission. .� From SCS,TA-55, Second Edition,June 19W, Exhibit A-1. Revisions made from SCS,Soils Interpretation Record, Form 05.September 1988. 5.4.4.1.3 1/90 ___ r � z IS volnes for following slolm length,1,It(m) IS v0loe4 far following slope length.1,It(m) ,(7 slot. -- -._._ A Slope gradient 10 20 30 40 511 6(I 70 80 90 100 150 NO 250 300 350 400 4.50 500 600 700 ON 900 1000 n ratin s,", (.1-M M.1) (9.1) (12.2) (15.2) (18.3) (21,:1) (24.4) (27.4) (:10.5) (46) (fill (76) (91) (107) (122) (137) (152) (183) (213) (244) (274) (305) Ifs+ O - Its O.W 0.07 (1.07 0.08 0.08 0.09 0.09 0.09 0.(MJ 0.10 0.10 0.11 0.11 0.12 0.12 0.13 0.13 0.11 0.14 0.14 0.14 0.15 0.15 c C IIgCI I 11.118 Il.lpl IL 10 0.10 O.II 41.11 0.12 0.12 0.12 OA 0.14 0.14 1).15 0.16 0.16 0.16 0.17 0.17 0.18 0.18 0.19 0.19 0.20 Z' 2 0.10 0.12 11.11 0.1!, 0.16 11.17 0.18 11.19 11,19 020 0.23 0.25 0.26 0.28 0.29 0.30 0.32 0.33 0.34 0.36 0.37 0.39 0.40 [+ .j :1 0.14 11.18 MAI 0.22 0.23 0.25 0.N 0.27 (1.28 0,29 0.32 0.35 0.38 0.40 0.42 0.43 0.46 0.46 0.49 0.51 0.51 0.55 0.57 Ge "4 4 0.16 0.21 0.25 0.28 0.30 0.33 0.1.5 0.17 0.38 0.40 0.47 0.53 0.58 0.62 0.66 0.70 0.73 0.76 0.82 0.87 0.92 0.96 1.00 r L>1L1 5 0J7 0.24 0.29 0.14 078 0.91 0.45 0.48 0.51 0.53 0.66 0.78 0.85 .0.98 1.00 1.07 .1.13 1.20 1.31 1A2 1.51 LGO 1.69 6 11.21 0.30 0.37 0.43 0.48 O.S2 0.56 &fio 0.64 0.67 0.82 0.96 1.(% 1.16 1.26 1.34 1.43 1.50 1.65 1.78 1.90 2.02 2.13 D 7 0.LM 0.37 0.45 n.52 0.58 0.&1 0.69 0.74 0.78 0.82 1.01 1.17 1.30 1.43 1.54 1.65 1.75 1.84 2.02 2.18 2.33 2.47 2.61 H 12'1:1 8 0.31 0.44 0.54 0.63 0.70 0.77 0.&1 0.89 0.9.1 0.99 1.21 1.40 1.57 1.72 1.85 198 2.10 2.22 2.43 2.62 2.80 2.97 3.13 1 9 0.37 0.52 0.64 0.74 0.&1 0.91 0.98 1.05 1.11 1.17 1.44 1.66 1.85 2.03 2.19 2.35 2.49 2.62 2.97 3.10 3.32 3.52 3.71 h 10A M 0.43 0.61 0.75 0.87 0.97 1.1%i 1.15 1.22 1.30 1.37 . 1.68 1.94 2.16 2.37 2.56 2.74 2.90 3.06 3.35 3.62 3.87 4.11 4.33 n 11 OAO 0.71 0.86 1.00 1.12 1.22 1.32 1.41 1.50 1.58 1.93 2.23 2.50 2.74 2.95 3.16 3.35 3.53 3.87 4,18 4.47 4.74 4.99 8:1 12.5 0.61 0.86 1.(15 1.22 1.36 1.49 1.61 1.72 1.82 1.92 2.35 2.72 3.04 3.33 3.59 3.84 4.08 4.30 4.71 5.08 5.43 5.76 6.08 `j 15 0.81 1,14 1.40 1.62 1.81 1.98 2.14 2.29 2.43 2.56 3.13 3.62 4.05 4.43 4.79 5.12 6.43 5.72 6.27 6.77 7.24 7.68 8.09 O 6:1 16.7 0.96 1.36 1.67 1.92 2.15 2.36 2.54 2.72 2.88 3.04 3.12 4.30 4.81 5.27 5.69 6.08 6.45 6.80 7.45 8.04 8.60 9,12 9.62 'z to 5:1 20 1.29 1.82 2.23 2.58 2.88 3.16 3.41 3.65 3.87 4.08 5.00 6.77 6.45 7.06 7.63 &16 8.65 9.12 9.99 10.79 11.54 12.24 12.90 rn A 1%:I 22 1.51 2.13 2.61 3.02 3.37 3.69 3.99 4.27 4.53 4.77 5.84 6.75 7.54 8.26 8.92 9.64 IO.I2 10.67 11.68 12.62 13.49 14.31 15.08 C" ? 4:1 25 1.86 2.63 3.23 3.73 4.16 4.56 4.93 5.27 5.59 5.89 7.21 8.33 9.31 10.20 11.02 11.78 12.49 13.17 14.43 15.58 16.66 17.67 18.63 Tj '-' .30 2.51 3.56 4.36 5.03 5.62 6.16 6.65 7.11 7.54 7.05 9.74 11.25 12.57 13.77 14.88 15.91 16.87 17.78 19.48 21.04 22.49 23.86 25.15 3:1 1.1.3 2.98 4.22 5.11 5.96 6.67 7.30 7.89 8.43 8.95 9.43 11.55 13.34 1491 16.33 17.64 18.86 20.00 21.09 23.10 24.95 26.67 28.29 29.82 D '., .15 1.21 4.57 S.fA 6.48 7.23 7.92 8.5.5 9.14 9.70 10.22 12.52 14.46 16.16 17.70 19.12 20.44 21.68 22.86 25.04 27.04 28.91 30.67 32.32 l7 2%:1 40 4.110 5.66 6.93 8.00 8.95 9.80 10.59 11.32 12.00 12.65 15.50 17.89 20.01 21.91 23.67 25.30 26.84 28.29 30.99 33.48 35.79 37.96 40.01 f1'I 45 4.81 6.80 8.33 9.61 10.75 11.77 12.72 13.60 14.42 15.20 18.62 21.50 24.03 26.33 28.44 30.40 32.24 33.99 37.23 40.22 42.99 45.60 48.07 2:1 Sn 5.CA 7.97 9.76 11.27 12.60 13.81 14.91 15.94 16.91 17.82 21.0 25.21 28.18 30.87 33.34 35.65 37.81 39.85 43.66 47.16 50.41 53.47 56.36 �G 55 6.48 0.16 11.22 12.96 14.48 15.87 17.14 18.32 19.43 20.48 25.09 28.07 32.39 35.48 38.32 40.97 43.45 45.80 50.18 54.20 57.94 61.45 64.78 a 1%:1 57 6.82 9.64 11.80 13.63 15.24 16.CO 18.0.1 19.28 20.45 21.55 26.40 10.48 34.08 37.33 40.32 41.10 45.72 40.19 52.79 57.02 60.96 64.66 68.15 � CIO 7.32 10.35 12.68 14.64 16.37 17.93 19.37 20.71 21.06 ' 23.15 28.35 32.74 36.60 40.10 43.31 46.70 49.11 51.77 56.71 61.25 65.48 69.45 73.21 � I%:1 66.7 8.44 11-93 14.61 16.88 18.87 20.67 22.32 23.87 25.31 26.68 32.68 37.74 42.19 46.22 49.92 53,37 56.60 59.66 65.36 70.60 75.47 80.05 84.38 70 8.98 12.70 15.55 17.96 20.08 21.99 23.75 25.39 26.93 28.39 34,77 40.15 44.89 49.17 53.11 56.78 60.23 63.40 69.54 75.12 80.30 95.17 89.78 75 9.78 13.83 16.94 19.56 21.87 23.95 25.87 27.66 29.34 30.92 37.87 43.73 48.89 53.56 57.65 61.85 65.60 69.15 75.75 81.82 87.46 92.77 97.79 1%:1 81) 10.55 14.93 18.28 21.11 23.60 25.05 27.93 29.85 31.66 33.38 40.88 47.20 52.77 57.81 62.44 66.75 70.80 74.63 81.76 88.31 94.41 100.13 105,56 rn &5 11.30 1598 19.58 22.61 25.27 27.69 29.9(1 31.97 33.91 35,74 43.78 50.55 56.51 61.91 66.87 71.48 75.82 79.92 87.65 94.57 101.09 107.23 113.03 W) 12.02 170) 20.82 24.04 26.88 29.44 31.80 34.00 36.Mi 38.01 46.55 53.76 60.10 65.84 71.11 76.02 80.63 84.99 93.11 100.57 107.51 114.03 120.20 95 12.71 17.97 22.01 25.41 . 28.41 31.12 &3.62 35.94 38.12 40.18 49.21 56.82 63.53 69.59 75.17 80.36 85.23 89.84 98.42 106.30 113.64 120.54 127.06 Z 1:1 100 1136 18.89 23.14 26.72 29.87 32.72 35.34 37.78 40.08 42.24 51.74 59.74 66.79 73.17 79.03 84.49 89.61 94.46 103.48 111.77 119.48 126.73 133.59 •Cdeu/lated fmm ` 19 ` 5.41 X .4 + 4 56 x. +0.0651 I �- I$-topnge-phie 4mor . D 11 t f 10,11110 . + I0,000 ////// 7R.6 I-.Mpe length,It(m X 0.3048) z t-.lope.leepnem. m-e.pnnent depmalenl.pan dupe.leepnn. (0.2 In,dope.<1%,0.3 foe dope.I to 3%, `- 0.4 foe dupe 3.5 to 44%,.nd C 04 foe dope>5%) X. BOND QUANTITIES WORK SHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT • • BOND QUANTITIES PRICE SCHEDQP King Canty Building and Land Development Division SUDIy1SION PRODUCTS SECTION The unit prices shown on this schedule are reccammn� mini" prices consultants shall follow when complet- ing the BOND OIANTITIES WORKSMEET for engineering plan subsittals. unit prices shorn reflect material and instalation costs averaged from bid quantities compiled by the Department of Public Works. Unit prices my not deviate from this schedule unless prior approval Is obtained from the Subdivision Products Section. Unit Price Units Unit MISC.: ROAD CONSTRUCTION: Price Units Rip Rap Outfall Protection. 17.00 CY Clearing L Grubbing LS Access Road/Bollards. . . . 500.00 LS Excavation i Embankment S5.00 CY Fencing (around pond) . . . 9.00 LF A.C. Pavement i Rock Base 10.00 SY Infiltration Trench . . . . 15.00 LF Cement Conc. Curb 4 Gutter. 6.DO LF Flow Spreader . . . . . . . 15.00 LF Extruded Asphalt Curb . . . 4.00 LF Trash Racks . . . . . 200.00 LF Concrete Sidewalk . . . . . 9.00 LF DRAINAGE PIPE: RETAINING WALLS E STRUCTURES: 12• Culvert . . . . . . . . 15.00 LF .Retaining Walls . . . . . . LS 18" Culvert . . . . . . . . 20.00 LF Bridges . . . . . . . . . . LS 24• Culvert . . . . . . . . 26.00 LF Rockery Facia Walls . . . . 5.00 SF 36- Culvert . . . . . . . . 40.00 LF 48• Culvert . . . . . . . . 50.00 LF TRAFFIC CHANNEL IZATION: 54e Culvert . . . . . . . . 60.00 LF Signalization . . . . . . . LS 60" Culvert . . . 65.00 LF Channe lization. . . . . . . LS 72" Culvert . • • • . . 80.00 LF " SITE STABLI ZATIOM/EROSION CONTROL: CATCH BASINS: Rock Construction Entrance. 300.00 ea. INLET d Grate . . . . . . . 500.00 ea. Seeding/Mulch . . . . . . . 3000.00 ACRE - CS TYPE 1 4 Grate . . . . . 750.00 ea. Silt Fence. . . . . . . . . 4.00 LF CS TYPE 11 48- S Grate. . . 1400.00 ea. Netting/Jute Mesh . . . . . 5.DO SY CB TYPE I1 54" 4 Grate. . 1600.00 ea. Sedimient Pond Standpipe 200.00 ea. CB TYPE II 72e 4 Grate. . 3400.00 ea. CS TYPE It 96- i Grate. 4000.00 ea. Riprap (quarry spells). . 17.00 CY RETENTION/DETENTION CONTROL: Pond Excavation i Spillway. .5.00 cY Restrictor/Separator 120. 450.00 ea. Restrictar/Separator 18". 600.00 ea. Restrictar/Separator 24•. 75D.00 ea. • try0 King County Building and land Development Division BOND QUANTITIES WORRSHEET COMMERCIAL/MULTIFAMILY GROUP . Page 1 of 2 -------------- Date: I BALD Project No.: Project Name: �rkhctM�r k"(11 i Vim` µL �1 �/ � Site Address: �rtY �_ (,J_, / , 6 HV[/LIe 5ott'-�'{', Fill in those items which pertain to this project and return to the Commercial/Multifamily Group - Site Developinent Review Unit. PUBLIC ROADWAY IMPROVEMENTS I PRIVATE ON-SITE IMPROVEMENTS Unit Price Unit I Quantity Price I Quantity Price A.C.Pavement . . . . . . . . . . S 8.00 SY I S I $ Cement Conc. Curb 8 Gutter . . . 9.00 LF I S I $ Extruded Asphalt Curb . . . . . 2.50 LF ( S I $ I Concrete Sidewalk . . . . . . . 9.00 LF I S I $ I 6" pipe . . . . . . . . . . . . 7.50 LF I S I $ 8" pipe . . . . . . . . . . . . 10.00 LF I S I S 12" pipe . . . . . . . . . . . . 15.00 LF I S I $ I 15" pipe . . . . . . . . . . . . 16.00 LF I $ I S 18" pipe . . . . . . . . . . . . 20.00 LF I S I s 24" pipe . . . . . . . . . . . . 16.00 LF I $ I s I 36" pipe . . . . . . . . . . . . 30.00 LF I S I S 48" pipe . . . . . . . . . . . . 50.00 LF I S i S i 60a pipe . . . . . . . . . . . . 65.00 LF I S I s I 7201 pipe . . . . . . . . . . . . 80.00 LF I S I S Curb Inlet . . . . . . . . . . . 500.00 EA. ( S I S I CB TYPE I S I-L . . . . . . . . 750.00 EA. I S I S I CS TYPE II - 48" . . . . . . . . 1400.00 EA. I S I s I CS TYPE 11 - 54" . . . . . . . . 2100.00 EA. I $ I $ I CB TYPE 11 - 72" . . . . . . . . 3400.00 EA. I S I $ I CS TYPE II - 96.. . . . . . . . . 4000.00 EA. I $ I $ I Restrictor/Separator 12.. . . . . 450.00 EA. I S I $ I Restrictor/Separator 15" . . . . 500.00 EA. I S I S I Restrictor/Separator 18" 600.00 EA. I S I S Restrictor/Separator 241- 750.00 EA. I S I S Fencing (around pond) . . . . . 10.00 LF I S I S Riprap . . . . . . . . . . . . . 30.00 CY I s I E Rockery, Gabion 6 ecology wall . 7.00 SF I S S I Concrete Retaining wall . . . . 8.00 SF I S S I Excavation for Pond . . . . . . 5.00 CY I S I s Infiltration Trench . . . . . . 15.00 LF S I $ Flow Spreader . . . . . . . . . 15.00 LF S I $ I Trench Drain . . . . . . . . . . 15.00 LF S I S I Trash Rack . . . . : . . . . . . 100.00 EA. S I S I Detention Pipe Riser . . . . . . 400.00 EA. I S I 3 I S I S I S I S I • I S I S I I I I t i i SUBTOTAL S I SUBTOTAL S I I 1/90 BOND QUANTITIES RORRSHEET King County Building and Land Development Division Commercial/Multifamily Group page 2 of 2 EROSION/SEDIMENTATION CONTROL FACILITIES Unit Price Unit I Quantity Price Silt Fence . . . . . . . . . . . S 3.00 LF f Seeding/Mulch . . . . . . . . . 3000.00 ACRE f Temporary Pond . . . . . . . . . 5.00 CY S Standpipe . . . . . . . . . . . 200.00 EA. S CB Interim Protection . . . . . 25.00 EA. I S Quarry SpalL/Rip-rap . . . . . . 30.00 Cy f Rock Construction Entrance . . . 300.00 EA. S Pipe ( inch dia.) . . . . . . LF f 1 i SUBTOTAL f Signature: j Telephone No.: 1 i Firm Name: The following information will be completed by the King Canty Site Development Review Unit. PUBLIC ROADWAY IMPROVEMENTS: f PRIVATE ON-SITE IMPROVEMENTS: f EROSION/SEDIMENTATION CONTROL S SUBTOTAL : S 20% CONTINGENCY S TOTAL BOND AMOUNT S t � • RIGHT-OF-WAY BOND S #8:80NDSHEE.WPF 11/25/1989 1/90 XI. MAINTENANCE AND OPERATIONS MANUAL • KING COUNTY, WASOINGTON, SURFACE WATA DESIGN MANUAL KING COUNTY, WASHINGTON SURFACE WATER DESIGN MANUAL APPENDIX A MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Section No. Subject 1 Ponds 2 Infiltration 3 Closed Detention Systems 4 Control Structure/Flow Restrictor 5 Catch Basins 6 Debris Barriers 7 Energy Dlssapators 8 Fencing 9 Gates 10 Conveyance Systems 11 Grounds 12 Access Roads/Easements • 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DEOGN MANUAL RETENTION/DETENTION SUMMARY SHEET SKETCH All retention/detention summary sheets must include a sketch prepared to the following criteria: 1. Heading for the drawings should be located at the top of the sketch, pre- ferably at the top right hand corner. The heading should contain: North arrow point up or to the left - Iy19 - Plat name or Short Plat number - Date drawn or updated - Address (nearest the site) - Thomas Brothers page and grid number - Maintenance Division number 2. Label CB's and MH's with the plan and profile designation. Label the control structrue in writing or abbreviate with C.S. or O.W.S. 3. Pipes - indicate: - Pipe size - Pipe lenghth - Flow direction - Use a single, heavyweight line Example: eao-,— -=.y""r Tanks - use a double, heavyweight line and indicate the size Example: 72, 5. Access Roads - Outline the limits of the road - Fill the outline with dots if the road is gravel. Label in writing if it is another surface 6. Other Standard Symbols: - Bollards 9"s tart■ - Rip Rap ce65,0 - Fences -" X XX X X - Ditches �D—O—D 7. Label trash racks in writing. Example: }rosh rack ,,/—�� 8. Label all streets with the actual street sign designation. If you don't know the actual street name, consult the plat map. 9. Include easements and lot lines or tract limits when possible. 10. Arrange all the labeling or writing to read from left to right or from bottom to too with reference to a properly oriented heading. Indicate driveways or features that may impact our access, maintenance or replacement. RD•2 1/90 KING COUNTY, WA• NGTON, SURFACE WATEODESIGN MANUAL MAINTENANCE REQUIREMENTS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES • r NO. 1 - PONDS Mdnionance Conditions When Maintenance Results Expected Component Detect Is Needed Wtm Maintenance Is Performed General Trash 6 Debris Any trash and debris which exceed 1 Trash and debris Geared from sitc cubic foot per 1000 square feet (this Is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Polsonous Any poisonous vegetation which may No danger of poisonous vegetation where Vegetation constitute a hazard to County personnel County personnel or the public might or the public. Examples of poisonous normally be. (Coordination with vegetation include: tansy ragwort, poison Seatlle/IGng County Health Department) oak,stinging nettles,devils club. Pollution al.gasoline,or other contaminants of No contaminants present other than a one gallon or more or any amount found surface film. (Coordination with that could: 1)cause damage to plant, Sealtie/I(ing County Health Department) animal,or marine life;2)constitute a fire hazard;0 3)be flushed downstream during rain storms. Unmowed Grass/ It facility is located In private residential When mowing is needed,grass/ground Ground Cover area,mowing is needed when gross cover should be mowed to 2 Inches In exceeds 18 inches In height. In other height _ . areas,the general policy is to make the - pond site match adjacent ground cover and terrain as long as there is no Interference with the function of the facility. • Rodent Floles Any evidence of rodent holes if facility is Rodents destroyed and dam or berm - acting as a dam or berm,or any evidence repaired. (Coordination with Seattle/ of water piping through dam or berm via IOng County Health Department) rodent holes. Insects When insects such as wasps and hornets Insects destroyed or removed from site. Interfere with maintenance activities. Tree Growth Tree growth does not allow maintenance Trees do not hinder maintenance access or interferes with maintenance activities. Selectively cultivate trees such activity ii.e.,slope mowing,silt removal, as alders for firewood. vectoring or equipment movements). If uses are not interfering with access,leave trees alone. Side Slopes of Erosion Eroded damage over 2 inches deep Slopes should be stabilized by using Pond where cause of damage is still present or appropriate erosion control measure(s): where there is potential for continued e.g.,rock reinforcement,planting of erosion. grass,compaction. Storage Area Sediment Accumulated sediment that exceeds 10% Sediment cleaned out to designed pond of the designed pond depth. shape and depth;pond reseeded if necessary to control erosion. Pond Dikes Settlements Any pan of dike which has settled 4 Dike should be built back to the design inches lower than the design elevation, elevation. Emergency Rock Missing Only one layer of rock exists above native Replace rocks to design standards. Overflow/Spillway soil in area live square feet or larger,or any exposure of native soil. A-1 1190 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL �. 2 - INFILTRATION mjdntenan CorWHlons wh« Malnrrunee Flesutes Expected ; component Defect Is Needed Ivh..r Mslr+eensna Is Parformed r General Trash A Debris See'Pondi Standard No. 1 See'Ponds Standard No. 1 Poisonous See'Ponds'Standard No. t $"*Ponds Standard No. 1 Vegetation Pollution Sea'Ponds'Standard No. 1 So@*Ponds Standard No. 1 Unmowed Grua/ Sea'Ponds'Standard No. 1 Sss'Ponds Standard No. 1 Ground Cover Rodent Boles See'ponda'Standard No. 1 See 'Ponds Standard No. 1 Insects See'Ponds'Standard No. 1 Sea'Ponds Standard No. 1 Storage Area Sediment A percolation test pit or test of facility Sediment Is removed and/or facility Is Indicates facility is only working at 90%of cleaned so that infiltration system works Its designed capabilltiss, according to design. Sheet Cover Sheet cover Is visible and has more than Sheet cover repaired or replaced. (k Appilcable) three 1/44nch holes in it Sump filled With Any sediment and debris filling vault to Clean out sump to design depth. Sediment and 10%of depth from sump bottom to - Debris(11 bottom of outlet pipe or obstructing flow Applicable) Into the connector pipe. Filter Bags Filled with Sediment and debris fill bag more than Fleplace filter bag or redesign system. Sediment and 1/2 full. Debris Filters Sediment and By visual inspection little or no water Replace gravel In rock filter. Debris flows through filter during heavy rain storms. • A 2 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 3 - CLOSED DETENTION SYSTEMS (PIPES/TANKS) Malntonanoa CorWhfons When Malntsnara Reautb &petted Component Defect Is Needed Wlsen mahrtenance Is Performed Storage Area Pkpged Air Vents One-had of the cross section of a vent Is Wnb 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 vauR or any point depth exceeds 15%of diameter. Example: 72dnch storage tank would require cleaning when sediment reaches depth of 7 Inches for man than 1/2 length of tank. Joints Betwsen Any crack allowing material to be Ail joints between tank/pipe sections vs Tank/Plpe Section transported Into facility. sealed. Tank/Pipe Bent My 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. Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Ma2ranism Not maintenance person with proper tools. Working Bolts 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 IGng County Safety Office and/or Ladder meets design standards and Unsafe maintenance person judges that ladder la 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 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Results . MC nut gwerit Defect N a When R/alnbnana YNten Mafn�tenaamo Is Performed General Trash end Debris Distance between debris bulld-up and NI trash and debris removed. (hfdWes bottom of orifice plate Is less than 1.1/2 Sadlment) feet Structural Damage Structure Is not securely attached to Structure securely attached to wall and maMole wall " outlet pipe structure OuWt pipe. should support at least 1,000 pounds of up or down prsmure. Structure is not in upright position (allow Structure in correct position. up to 10%from plumb). Connections to outlet pipe we not Connections to outlet pipe are watertight; watertight and show signs of rust structure repaired or replaced and works as designed. Any holes—other than designed holes— Structure has no holes other than In the structure. designed holes. Cleanout Gate Damaged or O"nout 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 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. Missing due to missing, out of place,or bent orifice plate. Obstructions Any trash,debris,sediment,or vegetation - Plate is tree of all obstructions and works blocking the plate, as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having Ptpa Is free of all obstructions and works the potential of blocking)the overflow as designed. Pipe. Manhole See"Closed Detention Systems"Standard See"Closed Detention Systems' Standard No.a No.a Catch Basin Sea"Catch Basins Standard No.5. Sea *Catch Basins*Standard No. 5. A-4 I/90 • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS Yaarroenanee Conditions When Maintenance Results Fapectad 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 loot 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 a debris Qn 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 Comer of frame extends more than 3/4 Frame is even with curb. to Frame and/or inch past curb face into the street Cif Top Slab applicable). Top slab has holes larger than 2 square Top slab is tree 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 wau/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 panicles 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 Huard 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. • A-5 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL .. 5 - CATCH BASINS (Continued) _1 Mainterw.ee Co..df8gna When Makrtena.we Results Expected Componen! Defect Is Needed ViPhon Wlntenance Is Performed -Catch Basin Cover Caves Not In Place Covr Is missing or only partially in place. Catch basin cover Is closed. . . Any open catch basin requires maintenance. Lacking Mechanism cannot be opened by one Mechanism opens with propar rotas. Mechanism Nat maintenance psrson with proper rods. Working Botts Into frame hew Is"than 1/2 Inch of thread. Cover Difficult to One maintenance person cannot remove Cover can be removed by one Remove lid after applying 8o ibs.of lift Intent is maintenance person. keep cover from sealing off access to maintenance. Ladder Ladder%ngs Ladder is unsafe due to missing rungs, Ladder meets design standards and Unsafe misalignment,rust,cracks,or sharp allows maintenance person safe access. edges. Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet 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 members) of Grate is In place and meets design MGsaing the grate. - standards. • A-6 1190 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL `• NO. B - DEBRIS BARRIERS (e.g:Trash Racks) Makrbnance CMditilms when Makrwrance Reaulb Expected Component Detect In Needed Who, makrfenanee is Performed General Trash and Debris Trash or debris that is pugging more eaMer dear to recent capacity flow.. than 70%of the openings In the barder. Meta! Damaged/Missing But are bent out of shape mare than 3 Ban In place with no bonds more than Bars Itches. 3/4 irrck Ban we missing«sinks bawler is Bars in place according to design. n*s4q• Ban an base and rust fa causing 5R% Repair or replace banter to design deterbratkm to any pat of barrier. standards. • A 7 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL i �, 7 - ENERGY DISSIPATORS Mel+ianarxe CertAllons WMn MaloNnanoe Results Expected, comportard D~ is Needed When Malnberw w is Performed ' i Rock Pad Missing or Moved Only one layer of rook exists above native Replace rocks to design standard. Rook soil in area fivs square feet or larger,or any exposure of native soil. Dispersion Trench Pipe Plugged with Iaumulstsd sediment that exceeds 20% Pipe cleaned/flushed so that it matches Sediment of the design depth. design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or rebuilt to Water Properly concentrated points along trench (normal standard. condition is a'shoot flow'of water along trench). Intent Is to prevent erosion damage. Perforations Over 1/2 of perforations In pipe we Clean or replace perforated pipe. Pigged plugged with debris and sediment Water Flows Out Maintenance person observes water Facility must be rebuilt or redesigned to Top of'Distributor' flowing out during any storm less than ehrrdards. Catch Basin the design storm or it is musing or appears likely to cause damage. Receiving Area Water In receiving area is causing or has No danger of landslides. CwSaturated potential of causing landslide problems. Internal: ole/Chamber Worn or Damaged Structure dissfpating flow deteriorates to Pepiace structure to design standards. Posts,Baffles, 1/2 or original size or any concentrated Sides of Chamber worn spot exceeding one square foot which would make structure unsound. Other Defects Sea"Catch Basins'Standard No.5 See*Catch Basins'Standard No.S • A S 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL _. NO. 8 - FENCING Mak,anance condtdons'wMn waintenarwe fiesufts Expected . Cornponent 'Dried la Needed What Winbnance Is Performed , (enerti AMsdnq or Broken My defect In the fence that permits easy Parts in place to provide adequate Pelts entry b a facility. security. Parts broken or mooing. Broken or missing parts replaced. Erosion Erosion mors than 4 Inches high and 12- No opening under the fence that exceeds 18 lrxim wide permitting an opening 4 Inches in height under a fence. Wre Fences Damaged Puts Posts out of plumb more than 6 Inches. Posts plumb to within 1-1/2 Inches. Top rats bent more than 6 Inches. Top rail free of bends greater than 1 inch. Any part of fence Qnciuding posh,top Fence Is signed and meets design ralia,and fabric)more than 1 foot out of standards. design alignment Nosing or loose tension wire. Tension wire In place and holding fabric. Nosing or hoes barbed wire that Is Barbed wire In place with less than 3/4- sagging more than 2-1/2 inches between Inch sag between posts. posts, Extension arm missing,broken,or bent Extension arm In place with no bends out of shape more than 1-1/2 Inches. larger than 3/4 Inch. Deteriorated Paint Pad or parts that have a rusting or scaling Structurally adequate posts or parts with or Protective condition that has affected structural a uniform protective coating. _• Coating adequacy. Openings In Fabric Openings in fabric are such that an 8• No openings In fabric. ' Inch-diameter ball could fit through. A-9 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 9 - GATES mabbnanoe Cordtlons Whw YYnYrrnoe Neeutb Expected , Compoeent D~ is Needed Vfi a MalnOrunea Is Putonmd Genes! Damaged or Listing gate or oddng dwkes. Gabe end loddng devio"In platy. Mlasing Member Broken or mbsing tdrper much that gate Ffnpes Intact and lobed. Gab is working annot be easily opened and dosed by a treey. malnbnann person- Gab Is out of*mb more than 8 lndm Gate is aiigned and vertk:al. and more Bun t foot out of design Nigrvront. Mlasing stratdur bar.stntrhu bands. Stretd w bar,bands,and ties in place. and tNs. Openings In Fabric See'Fsndng'Standard No.8 So*Toning'Standard No.8 A-10 1190 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL - NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Malnthnanee CoMMane Mahan Maintenance Results Expected Cornrponerd Defect ' ta Needed Yyhert Malnbnanc+Is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 2D% Pipe cleaned of all sediment and debris. of the diameter of the pipe. _ - vegetation Vegetation that reduces free movement of All vegetation removed so vaster}lows water through pipes. frosty Rough PIPea. Damaged ProtectM coating Is damaged;nut Is Plpe repaired or replaced. causing more than 50%deterioration to any part of pipe. Any dent that decreases the cross section Pipe repaired or replaced. area of pipe by more than 20%. Open Ditches Trash 6 Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from ditches. par 1.000 square fast of ditch and slopes. Sediment Accumulated sediment that exceeds 20% Ditch deaned/flushed of all sediment and of the design depth. debris so that it matches design. Vegetation Vegetation that reduces free movement of Water flows freely through ditches. water through ditches. Erosion Damage to Sea'Ponds'Standard No. 1 Soo"Ponds'Standard No. 1 Slopes Pxxk Lining Out of Maintenance person can see native soil Replan rocks to design standard. Plan or mesing (if beneath the rock lining. Applicable) Catch Basins See"Catch Basins'Standard No.5 See'Catch Basins'Standard No.5 Debris Berrien See"Debris Barriers'Standard No.6 See'Debris Barriers Standard No.6 (e.g.,Trash Rack) A-11 1190 ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 11 - GROUNDS (Landscaping) Maintenance , conditions when Maintenance Reswa Expected ; Component Defect Is Needed When Maintenance to Performed General weeds weeds growing In mors than 20%of the woods proven In lees than 5%of the pbnpolsorwus) tandseapod area(frees and shrubs only). landscaped area. Safety Hazard Any presence of pow Ivy or other No poisonous vegetation present In a poisonous vegetation. landscaped area. Trash or Uttar Paper,can,bottles,sotaWng more than 1 Area dear of lifter. cubic foot within a WMscapsd area (bees and shrubs only)of 1,00o square feet. Tress and Shrubs Darn" Limbs or parts of to"or shrubs that are Trees and shrubs with less than 5%of the split or broken which affect more than total foliage with split or broken limbs. 25%of the total foliage of the tree or shrub. Trees or shrubs Hut have been blown Tree or shrub In place free of injury. dam or knocked over. Trees or shrubs which are not adequately Tree or shrub In place and adequately supported or us leaning over,causing supported;remove any dead or diseased exposure of the roots. trees. • A-12 1N0 ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL - . NO. 12 - ACCESS ROADS/EASEMENTS MalnWurnoe Caditlons When Maintenance r Results Expected Component Detsct Is Needed When Maintenance Is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot Trash and debris cleared from efts. par 1.000 square feet.Le.,trash and debris would fill up one standard size garbage can. Blocked Roadway Debris which could damage vehicle tire* Roadway free of debris which could glass or metal). damage Ures. My obstructions which reduce clearance Roadway overhead dew to 14 fast high. above road surface to less than 14 feet My obstructions restricting the stoats to Obstruction removed to allow at least a a/4 to 12-foot width for a distance of 12-foot across. more than 12 feet or any point restricting access to Ion than a 10400t width. - Road Surface Settlement When any surface defect exceeds 8 Road surface uniformly smooth with no Potholes, Mush Inches in depth and 8 square feet In was. evidence of settlement,potholes,mush Spots,Ruts In general.any surface defect which spots,or nits. hinders a prevents maintenance access. Vegetation In Road Weeds growing In the road surface that Road surface free of weeds taller than 2 Surface am more than 8 Inches tall and less than Inches. p inches apart within a 400-square-foot area. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more Shoulder free of erosion and matddng Ditches than 8 Inches wide and 8 inches deep. the surrounding road. r Weeds and Brush Weeds and brush exceed 18 inches In Weeds and brush cut to 2 Inches In height or hinder maintenance access. height of cleared In such a way as to . allow maintenance access. A-13 1/'90 APPENDIX 1 •