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Home My WebLink AboutSWP2702269 } LEVEL 1 DRAINAGE INSPECTION FOR ST. ANDREW UNITED PRESBYTERIAN CHURCH SEPTEMBER 6, 1995 R. NFL I.ON' � �w c'A CITY t�F r2 N y ON � � I'S � Z! E C F 9 V ED. �, i S�Py �rJJ 2701 aLiiv DIVISION EXPIRES: 9/5 By: FOR: PACIFIC ENGINEERING DESIGN, INC. ST. ANDREW UNITED 130 ANDOMER O RK,EAST PRESBYTERIAN CHURCH SUITE 300 3606 NE IOTH CT. SEATTLE, WA 98188 RENTON, WA98056 , PHONE: (206) 431-7970 PHONE: (206) 226-5547 I e LEVEL 1 DRAINAGE INSPECTION On September 3, 1995, a site inspection of the downstream corridor was made during clear weather conditions. The City of Renton Storm Drainage Inventory Maps/data were used as a reference. The proposal consists of adding additional classrooms and offices to an existing church building located at 3606 NE 10th Court, Renton, Washington. The addition is approximately 3538 s.f. of impervious surfaces to be added to the existing building. The present buildings, walkways and parking areas are located within the 1.70 acre site. The site's pervious surfaces consist of lawn and small trees/shrubs. The drainage corridor was investigated for 1/4 mile (1320'±) downstream of the site and no capacity problems were observed. An interview with the property owner living at 3624 NE IOth Street, adjacent to M.H. 13G4-5 (refer to Inventory Map), indicated no flooding or capacity problems existed with the present system. Any flooding at catch basin grates was caused by debris accumulation on the grate. The present site drains to the east into an enclosed storm drainage system which conveys storm flows to the south across T.L. 202 and Lot 1 of Albert Blach's President Park No. 9 within easements. From here the storm flows are conveyed east in NE 10th Lane and then south within easements across Lots 5 and 6 of the Hackman Addition to NE 1 Oth Street. In NE 1 Oth Street, the storm drain line carries flows west to the intersection of Olympia Avenue and NE 1 Oth Street and then turns south. Inspection of these structures and drainage system showed no capacity problems, erosion, bank sloughing or sedimentation. It should be noted the entire site is developed with single family residences and all drainage is conveyed by pipes. A preliminary drainage analysis was dove for the existing and proposed site to determine the increase in storm drainage flows as a result of adding a 3538 s.f. addition. The results of this analysis, using the SBUH methods, is that storm flows would increase between 0.019 cfs and 0.017 cfs or about 8.5 gallons per minute which is insignificant. The proposed drainage modifications for this addition are to provide erosion control techniques during construction and to connect all new downspouts into the present drainage system located along the east property line. Because no additional parking is proposed or required, an oil/water separator will not be constructed as part of this project drainage system. NOTE Kroll Maps are compiled Irom Qfllclal Records 368E , R E N TO N and Field Surveys. TneV re pr9aucealor reference use -� only and no warranty Is xpre sea or Implied. T`r 12TH� '7 7 d J4 1 . 7dm 1I 70 41I1 L 05 1..tJ-J J `^9.I S°• ^ QPY. `LI JI 17J I JS� ra0 dJ.Jj o ) J °` T 'n m 1 1 a!� r � I •n .Ar I a •I�,,1' �,- 1•^ 68 3 3 n 1 •t I M..-, N I :_i 2 '� `, 1 "' /J7 SO• I r. 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' I 1.............}.. ,.............�. i. , t. !l....Q i.� .J....... i j ? t..........._;_ i ji j !. ..... j ? .... .........:.............:............ i............:...... ..............j............. w. ...... ..........:............. .....................................................;........._... ..................... 76 ...........t.............1............;.............! �I...s j ! ; ! 130 ANDOVER PARK EAST, SUITE 300 SEATTLE, WASHINGTON 98188 (206) 431-7970 FAX:431-7975 � �m * / � _ 9/ 6/95 Pacific Engineering Design Inc page 1 ST . ANDREW PRESBYTERIAN CHURCH BUILDING ADDITION BASIN SUMMARY BASIN ID: DE10 NAME: DEVELOPED 10 YR SBUH METHODOLOGY TOTAL AREA . . . . . . . = 1 .70 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE . . . . USER1 PERVIOUS AREA PRECIPITATION . . . . 2 .90 inches AREA - : 1 . 15 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 86 .00 TIME OF CONC . . . . . : 35 .70 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 0 .55 Acres CN . . . . : 98 .00 TcReach - Sheet L : 252 .00 ns:0 . 1500 p2yr : 2 .00 s : 0 .0100 TcReach - Channel L : 93 .00 kc : 21 .00 s :0 .0026 PEAK RATE: 0 .54 cfs VOL : 0 .27 Ac-ft TIME: 480 min BASIN ID: DE100 NAME : DEVELOPED 100 YR SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 .70 Acres BASEFLOWS : 0 .00 cfs RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 .90 inches AREA . . : 1 .15 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 86 .00 TIME OF CONC . . . . . : 35 .70 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 0 .55 Acres CN . . . . 98 .00 TcReach - Sheet L : 252 .00 ns :0 . 1500 p2yr : 2 .00 s:0 .0100 TcReach - Channel L : 93 .00' kc : 21 .00 s:0 .0026 PEAK RATE : 0 .83 cfs VOL : 0 .40 Ac-f t TIME : 480 rn i n BASIN ID: DE2 NAME: DEVELOPED W/ 2 YR SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 .70 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 .00 inches AREA . . : 1 . 15 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 86 .00 TIME OF CONC . . . . . : 35 .70 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 0 .55 Acres CN . . . . : 98 .00 TcReach - Sheet L : 252 .00 ns:0 . 1500 p2yr : 2 .00 s :0 .0100 TcReach - Channel L : 93 .00 kc: 21 .00 s:0 .0026 PEAK RATE : 0 .31 cfs VOL : 0 . 16 Ac-ft TIME : 480 min 9/ 6/95 Pacific Engineering Design Inc page 2 ST . ANDREW PRESBYTERIAN CHURCH BUILDING ADDITION BASIN SUMMARY BASIN ID: DE25 NAME : DEVELOPED 25 YR SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 .70 Acres BASEFLOWS : 0 .00 cfs RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 .43 inches AREA . . : 1 . 15 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 86 .00 TIME OF CONC . . . . . : 35 .70 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 0 .55 Acres CN . . . . 98 .00 TcReach - Sheet L : 252 .00 ns :0 . 1500 p2yr : 2. .00 s : 0 .0100 TcReach - Channel L : 93 .00 kc:21 .00 s:0 .0026 i PEAK RATE : 0 .69 cfs VOL : 0 .34 Ac-ft TIME : 480 min BASIN ID: EX10 NAME : EXISTING W/ 10 YR . SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 .70 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 .90 inches AREA . . : 1 .23 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 86 .00 TIME OF CONC . . . . . : 35 .70 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 0 .47 Acres CN . . . . : 98 .00 TcReach - Sheet L : 252 .00 ns: 0 . 1500 p2yr : 2 .00 s :0 .0100 TcReach - Channel L : 93 .00 kc: 21 .00 s: 0 .0026 PEAK RATE: 0 .53 cfs VOL : 0 .27 Ac-ft TIME : 480 min BASIN ID: EX100 NAME : EXISTING W/ 100 YR SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 .70 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 .90 inches AREA . . : 1 .23 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 86 .00 TIME OF CONC . . . . . : 35 .70 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 0 .47 Acres CN . . . . 98 .00 TcReach - Sheet L : 252 .00 ns: 0 .1500 p2yr : 2 .00 s : 0 .0100 TcReach - Channel L : 93 .00 kc:21 .00 s:0 .0026 PEAK RATE : 0 .81 cfs VOL: 0 .39 Ac-ft TIME: 480 min 9/ 6/95 Pacific Engineering Design Inc page 3 ST . ANDREW PRESBYTERIAN CHURCH BUILDING ADDITION -- BASIN SUMMARY BASIN ID: EX2 NAME : EXISTING W/ 2 YR SBUH METHODOLOGY TOTAL AREA . . . . . . . = 1 .70 Acres BASEFLOWS : 0 .00 cfs RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 .00 inches AREA . . : 1 .23 Acres TIME INTERVAL . . . . : 10 .00 ruin CN . . . . : 86 .00 TIME OF CONC . . . . . : 35 .70 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 0 .47 Acres CN . . . . 98 .00 TcReach - Sheet L : 252 .00 ns:0 .1500 p2yr : 2 .00 s :0 .0100 TcReach - Channel L : 93 .00 kc :21 .00 s :0 .0026 PEAK RATE: 0 .29 cfs VOL: 0 .16 Ac-f t TIME: 480 min BASIN ID: EX25 NAME : EXISTING W/ 25 YR SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 .70 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 .43 inches AREA . . : 1 .23 Acres TIME INTERVAL . . . . : 10 .00 min CN . . . . : 86 .00 TIME OF CONC . . . . . : 35 .70 min IMPERVIOUS AREA ABSTRACTION COEFF : 0 .20 AREA . . : 0 .47 Acres CN . . . . 98 .00 TcReach - Sheet L : 252 .00 ns :0 . 1500 p2yr : 2 .00 s :0 .0100 TcReach - Channel L: 93 .'00 kc: 21 .00 s :0 .0026 PEAK RATE: 0 .67 cfs VOL : 0 .33 Ac--f t TIME : 480 min 9/ 6/95 Pacific Engineering Design Inc page 4 ST . ANDREW PRESBYTERIAN CHURCH BUILDING ADDITION HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min . cf\AcFt Acres 1 0 .290 480 6804 cf 1 .70 X ZLI17, 2 0 .526 480 11579 cf 1 .70 jFX 10L/lL 3 0 .673 480 14530 cf 1 .70_, X,-._75 L/Z 4 0 .807 480 17201 cf 1 .70 FIC, /06) L/2 5 0 .307 480 7077 cf 1 .70 CFI/ Zt-/2 — 6 0 .544 480 11900 cf 1 .70_ pFV 1O-y2 - -_ 7 0 .692 480 14871 cf 1 .70 prV.25_ye 8 0 .826 480 17557 cf 1 .70 DFV_ /QV l/ goo ye- 4 Q = OJZ& - o ,5o7 = o o Iq cF.s Z5 VIZ P = 0,(OgZ - 0,&73 = 0 ,0 tq CFS l() y/Z. - 01544- 0, szG = 0, 01b CF.s 2 y/Z - 4 Q 0,3o7 - of 7e?o = 0. 017 C FS • • r fir, � � i. ..,�,.,.r,,��,®►��..�'�"' � or 1� .y r r.: sell 1 l� i 1� � 1 1�' t fill • OR 1 • WARVAr.�i� f • f • • 111131 Drill t , r Im f KING COUNTY, WASIIINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.211 SCS WESTERN WASIIINCTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC S ROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 (D 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 ' Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52. 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 3.5.2-3 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15% of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE:3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP" SOIL GROUP GROUP" .---� Alderwood C Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Ovall C Beausite C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earlmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A/B 'Sammamish D Indianola A Seattle D Kitsap C Shacar D Klaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL.GROUP CLASSIFICATIONS A. (Low runoff potential). Soils having high infiltration 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 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 clay soils with a high swelling potential, soils with a permanent high water table, soils whh a hardpan or clay layer at or near the surface, and shallow soils over Hearty Impervious material. These soils have a very slow rate of water transmission. From SCS, TR-55, Second Edition,June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 1988. 3.5.2-2 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.51C "a" AND "k" VALUES USED IN TIME CALCULATIONS FOR HYDROGRAPHS -n;Sheet Flow Equation Manning's Values(For the Inhlal 300 n of travel) n.' Smooth surfaces(concrete,asphalt,gravel,of bare hard packed aex) 0.011 Fallow lields or loose sot surface(no residue) 0.05 Cultivated sox with residue cover(a <-0.20 h/tt) 0.06 Cultivated sox with residue cover(S> 0.20 h/h) 0.17 _ Shad prairie grass and lawns 0.15 Dense grasses 0.24 Bermuda grass 0.41 Range(natural) 0.13 Woods or lorest with light underbrush 0'40 Woods or forest whit dense underbrush 0'80' *Manning values for sheet Bow only,from Overton and Meadows 1976(See TR•55, 1966) 'k'Values Used In Travel Tkne/Tkne of Concentration Calculations Shallow Concentrated Flow (titer the Initial 300 B.of sheet Bow,R -0.1) k. 1. Forest with heavy ground liner and meadows(n-0.10) 3 2. Brushy ground with some Trees(n-0.D60) 5 3. Fallow or minimum Ixtage cultivation(n-0.040) a 4. High grass(n -0,035) 9 5. Shod grass,pasture and lawns(n-0.030) 11 G. Nearly bare ground(n-0.025) 13 7. Paved and gravel areas(n-0.012) 27 Channel Flow(Intent iuenl)(At the beginning of visible channels:R-02) k. 1. Forested swafo whit heavy ground litter(n - 0.10) 5 2. Forestal dminage course/ravine with defined channel bed(n-0.050) 10 3. Rock linedwaterway(n-0.035) 15 4. Grassed waterway(n-0.030) 17 5. Earth-lined waterway(n-0.025) 20 6. CMP pipe(n-0.024) 21 7. Concrete pipe(0.012) 42 B. Other waterways and pipes 0.508/n Channel Flow(Continuous stream,R -0A) k. 9. Meandering stream with some pods(n -0.040) 20 10. Rock-lined stream(n-0.035) 23 11. Grass-lined stream(n-0.030) 27 12. Other streams,man-made channels and pipe 0.007/n" -See Chapter 5.Table 5.3.GC for additional Mannings'n'values lot open charnels 3.5.2-7 1190 \\�� Q I E ' 10 �", p G3- 13,G3-4 41 L.t1 ,E.3 4 r 3,C3-2 z ` lac - i �� 3,G3-9 � � I P7:1 13,D3-11 3,D3-1 13,D3-10 !_ 13,D3-3 41 13,E3-5 13,F3 3 13,D3-8 13,G3- z �� W 13,D4-2 m z I L� a 13,G3- 13, 4-9 � W 't J 13,G3- 13,G3-10 13,D4-1 13,D4-3 13,C4-9 13,D4-4 13,E4- � NE L d 13,D4-5 �¢ r 13,F 3 0 l� 13 4- f0 13,C4-10 3,D4-7 13,E4-5 L 3,D4-6 3,E4 3 13,G4-3 4-11 IpT� 1 4-9 E4- d p 13 4-i ' 40 13,E4- 3,F4-2 �- �- 13, 4-1 E 10 G4- 13,E4-2 13,E -8 13,F -4 13.G4- �F 6 N y H w 13,E4- 3,F 7 ST Q � 13,F4-5 13,D5- Li 13, -5 W Z 13,D5- 3 1 ,? -4 ( W 9T Z W G5- 13,E5-1 Q 13,C5-1 LLJ lit 3,C5 2 W Q LA 13 E5-2 x W 13,E5-8 FS_ 13 F5- 13,E5-3 LLJ o N i ,Fs 8 H W z S W Z W W � 13,E5-4 Q S� LAI- 13,E5-7 13,D -1 S� 13,E5-5 - A 13 J ,E5-6 NE N NE 7TH I Jc T i ITS ► r\ i EBTSDI3.XLS CATCH BASIN AND OUTLET PIPE INVENTORY SHEET 13 (The inventory information for the storm drainage system was compiled from numerous sources and is the best information available at this time and should be used only for GENERAL guidance . The City of Renton is not responsible for errors or omissions when this information is used for engineering purpose. Designers are to field verify this information. DWN GRATE GRATE PIPE PIPE STREAM TRUCTURE INDEX # TYPE ELVE UPPER I LOWER IE TYPE DIAM TYPE LENGTH STRUCT PLAN FILE CB 13,F 8 - 8 1 341.4 339.45 338.69 - 8 - 153 13,F8-9 16-4-13 CS 13,F 8 - 9 1 341.62 338.69 337.52 - 12 - 153 13,F9-5 16-4-13 CB 13,F 9 - 4 1 344.37 341.97 - - 12 - - T INTO 12" 2-3-5. NE 4 ST CB 13,F 9 - 5 1 341.4 337.52 337.44 - 12 - 12 13,F9-6 16-5-13 CB 13,G 3 - 1 1 425.39 423.74 423.09 - 12 - 118 13,G3-2 2-3-52. CB 13,G 3 - 3 1 424.86 422.86 422.46 - 12 - 117 13,G3-4 2-352 CB 13,G 3 - 5 1 423.4 421.3 420.82 - 12 - 93 13,G3-6 2-3-52, ------- s CB 13,G 4 - 2 1 - - - - - - - .13,G4-1 2-1-53. CB 13,G 4 - 4 1 - - - - 10 CC - 13,G4-5 - CB 13,G 8 - 1 1 373.9 370.8 369.36 - 12 - 47 13,G8-2 16-1-475 CB 13,G 8 - 2 1 371.4 369.36 361 - 12 - 144 13,G8-3 16-1-475 CB 13,H 2 - 2 1 422.39 418.55 414.5 S 12 CC 173 13,H2-3 2-1-53. CB 13,H 2 - 3 1 417.5 414.5 414.12 S 12 CC 33 13,12-1 2-1-53. CB 13,H 2 - 4 1 424 421.72 414.5 S 12 CC 30 DITCH/14,H2-3 2-1-53. CB 13,H 3 - 1 1 432.1 428.4 425.8 S 12 CC 197 13,H3-2 2-1-53. CB 13,H 3 - 2 1 429.32 425.8 421.1 S 12 CC 292 13,H3-3 2-1-53. CB 13,H 3 - 3 1 425.29 421.1 418.7 S 12 CC 355 13,H3-4 2-1-53. CB 13,H 3 - 5 1 423.46 419.95 418.55 S 12 CC 280 13,H2-2 2-1-53. CB 13,H 4 - 1 2 424.87 419.19 418.26 C 12 CMP 135 13,1-14-2 2-2-158 CB 13,H 4 - 4 1 414.41 412.01 411.23 S 12 DI 45 13,14-2 2-2-158 CB 13,H 4 - 5 1 428.5 426 423.5 S 12 CC 128 13,H4-6 2-1-53. CB 13,H 4 - 7 1 422.12 416.91 415 S 15 CC 271 14,134-1 2-1-53. CB 13,H 5 - 1 1 410.01 406.84 405.92 S 8 32 13,H5-2 17-4-16 CB 13,H 6 - 6 1 409.5 404.64 404.06 - 18X11 CMP 113 13,H6-5 2-3-305 CB 13,H 6 - 7 1 412.5 406.28 404.64 - 12 CMP 75 13,H6-6 2-3-305 CB 13,H 8 - 1 1 385.41 383.23 379.25 - 12 - 72 13,H8-2 16-1475 Aril, 1995 Page 3 EMTSUI3.XLS MANHOLE AND OUTLET PIPE INVENTORY SHEET 13 :The inventory information for the storm drainage system was compiled from numerous sources and is the best information available at this time and should be used only for GENERAL guidance . The City of Renton is not responsible for errors or omissions when this l information is used for engineering purpose. Designers are to field verify this information. DWN GRATE UPPER LOWER GRAT OMf PIPE PIPE STREAM PLAN STRUCTURE INDEX # TYPE CB ? IE IE IE TYPE SEP. DIAM. TYPE LENGTH STRUCT FILE MH 13,E 3 - 1 2 Y - - - - N 12 - - 13,E3-2 16-2-765 MH 13,E 3 - 2 - Y - - - - N 12 - - 13,E3-3 16-2-765 MH 13,E 3 - 3 2 Y - - - - N 12 - - 13,E3-4 16-2-765 MH 13,E 3 - 4 2-48. Y - - - - N 12 - - 13,E3-5 16-2-765 MH 13,E 3 - 5 2 Y - - - - - N 12 - - 13,E4-1 16-2-765 MH 13,E 4 - 1 2 Y - - - - N 12 - - 13,E4-2 16-2-765 ----j%&P MH 13,E 4 - 2 2 Y - - - - N 10 CC - 13,E4-3 16-2-765 MH 13,E 4 - 3 2 Y - - - - N 12 CC - 13,E5-1 16-2-765 MH 13,E 4 - 4 2-48. Y 392.2 386.03 385.5 - N 12 - 106 13,E4-8 2-2-152 MH 13,E 4 - 5 2-54. Y 394.2 388.38 386.65 - N 42 - 79 13,E4-6 2-2-152 MH 13,E 4 - 6 2-54. Y 392.2 386.65 386.12 - N 42 - 105 13,E4-7 2-2-152 MH 13,E 4 - 7 2-54. Y 393.7 386.12 386.03 Y 12 - 18 13,E4-4 2-2-152 -----� MH 13,E 5 - 2 2 Y - - - - N 12 CC - 13,E5-3 16-2-765 MH 13,E 5 - 3 2 Y - - - - N 12 CC - 13,E5-4 16-2-765 MH 13,E 5 - 4 2 Y - - - - N 12 CC - 13,E5-5 16-2-765 MH 13,E 5 - 5 2 Y - - - - N 12 CC - 13,E5-6 16-2-765 MH 13,E 5 - 6 2 Y - - - - N 12 CC - 13,E6-1 16-2-765 MH 13,E 5 - 8 2 Y - 382 379 - N 12 - 290 13,E5-3 2-1-116 MH 13,E 6 - 1 2 Y - - - - N 15 CC - 13,D6-3 - MH 13,E 6 - 4 2-48. Y 342.76 335.6 334.7 - N 18 - 178 13,E7-10 16-2-763 MH 13,E 6 - 5 2-48. Y 346.96 338.51 337.3 - N 18 - 286 13,E6-4 16-2-763 MH 13,E 6 - 6 2-48. Y 345.79 338.73 338.26 - N 18 - 74 13,E6-5 16-2-763 MH 13,E 6 - 7 2-48. Y 342.22 339.54 338.73 - N 18 - 272 13,E6-6 16-2-763 MH 13,E 6 - 8 O/W SEP Y 344.03 340.5 339.54 - Y 18 - 211 13,E6-7 16-2-763 MH 13,E 6 - 9 2-48. Y 348.38 343.3 340.9 - N 12 - 112 13,E6-8 16-2-763 MH 13,E 6 - 10 2-48. Y 358.54 349.36 346 - N 12 - 43 13,E6-9 16-2-763 MH 13,E 7 - 1 2 Y - - - - N 12 PVC - 13,E6-10 16-2-763 April, 1995 Page 6 EMTSUI3.XLS MANHOLE AND OUTLET PIPE INVENTORY SHEET 13 The inventory information for the storm drainage system was compiled from numerous sources and is the best information available at this time and should be used only for GENERAL guidance . The City of Renton is not responsible for errors or omissions when this information is used for engineering purpose. Designers are to field verify this information. DWN GRATE UPPER LOWER GRAT O/W PIPE PIPE STREAM PLAN STRUCTURE INDEX # TYPE CB ? IE IE IE TYPE SEP. DIAM. TYPE LENGTH STRUCT FILE MH 13,E 7 - 3 2 Y - - - - N 12 CMP - 13,E7-4 16-2-765 MH 13,E 7 - 4 2 Y - - - - N 12 CMP - 13,E7-6 16-2-765 MH 13,E 7 - 5 2 Y 352.23 335.72 334.47 - N 36 CMP 123 13,E7-6 16-2-762 MH 13,E 7 - 6 2 Y - - - - N 36 CMP - 13,E8-6 - MH 13,E 7 - 7 2-48. Y 333.31 321.19 320.09 - N 18 - 225 13,E8-3 16-2-763 MH 13,E 7 - 8 2-48. Y 337.4 328.83 321.19 - N 18 - - 13,E7-9 6-2-763 MH 13,E 7 - 9 2-48. Y 336.45 330.02 328.53 - N 18 - 22 13,E7-8 -16-2-763 MH 13,E 7 - 10 2-4$. Y 338.92 331.9 330.3 - N 18 - - 13,E7-9 16-2-763 MH 13,E 7 - 12 2 Y 336.9 331.5 331.1 - N 12 - 90 13,E7-13 16-2-763A MH 13,E 7 - 13 2 Y 335.1 331.1 330.8 - N 12 - 124 13,E7-14 16-2-763A MH 13,E 7 - 14 O1W SEP Y 336.4 330.7 330.3 - N 12 - - 13,E7-9 16-2-763A MH 13,E 8 - 1 2-48. Y 328.05 319.21 317.88 - N 18 - 222 13,D8-2 16-2-763 MH 13,E 8 - 2 2-48. Y 329 319.7 319.21 - N 18 - 109 13,E8-1 16-2-763 MH 13,E 8 - 3 2-48. Y 332.04 320.09 319.7 - N 18 - 70 13,E8-2 16-2-763 MH 13,E 8 - 6 2-54. Y 341.4 334.39 332.45 - N 36 CMP 344 13,E8-7 2-2-148 MH 13,E 8 - 7 2-54. Y 338.31 332.45 331.94 - N 36 CMP 45 13,E8-10 2-2-148 MH 13,E 8 - 10 2-54. Y - 331.94 332.08 - N 36 CMP 259 13,E9-3 2-2-148 MH 13,E 9 - 1 2-54. Y 340.49 330.69 329.44 - N 27 - 75 18,E2-9 16-4-3 MH 13,E 9 - 3 2-54. Y 338.35 - 331.94 - N 36 CMP 7 18,E2-1 2-2-148 MH 13,F 2 - 1 2-48. Y 434.2 429 427.94 S N 12 CC 265 8,F8-2 2-2-136 MH 13,F 3 - 1 2 Y - 425.24 424.05 - N 8 CC 223 13,F3-2 2-2-121 MH 13,F 3 - 2 2 Y - 424.05 422.83 - N 8 CC 228 13,F3-3 2-2-121 MH 13,F 3 - 3 2 Y - 422.38 421.24 - N 8 CC 314 13,F4-3 2-2-121 MH 13,F 4 - 3 2 Y - 421.24 - - N 10 CC - 13,G4-1 2-2-121 —4;w MH 13,F 4 - 4 2 Y - - - - N 10 CC - 13,F4-5 - �_� MH 13,F 4 - 5 2 Y - - - - N 10 CC - 13,F4-6 MH 13,F 4 - 6 2 Y - - - - N 10 CC - 13,E4-3 - April, 1995 Page 7 EMTSDi 3.XLS MANHOLE AND OUTLET PIPE INVENTORY SHEET 13 The inventory information for the storm drainage system was compiled from numerous sources and is the best information available at this time and should be used only for GENERAL guidance . The City of Renton is not responsible for errors or omissions when this information is used for engineering purpose. Designers are to field verify this information. D WN GRATE UPPER LOWER GRAT OM PIPE PIPE STREAM PLAN STRUCTURE INDEX # TYPE CB ? IE IE IE TYPE SEP. DIAM. TYPE LENGTH STRUCT FILE MH 13,F 8 - 4 2-48. Y 344.11 341.11 340.96 - N 24 CMP 31 13,F9-3 2-3-5. MH 13,F 9 - 1 2-54. Y 346.34 339.74 335.2 - N 27 CC 409 13,F9-2 16-4-3 MH 13,F 9 - 2 2-54. Y 341.69 335.2 330.67 - N 27 CC 375 13,E9-1 16-4_3 MH 13,F 9 - 3 2-54. Y 346.5 340.96 340.8 - Y 12 CMP 34 13,F9-2 2-3-5. MH 13,F 9 - 6 01W SEP Y 341.6 337.4 - - Y 8 - 6 13,F9-7 16.4-13 MH 13,F 9 - 7 RY WEL Y 341.58 - - - N OUT 16-4-13 MH 13,G 2 - 1 2 Y - 431.4 428.86 - N 12 - 231 13,G3-8 2-1-53. MH 13,G 3 - 2 2 Y 425.89 423.09 422.86 - N 12 - 50 13,G3-3 2-3-52. MH 13,G 3 - 4 2 Y 427.56 422.46 421.3 - N 12 - 337 13,G3-5 2-3-52. MH 13,G 3 - 6 2 Y 423.82 -420.82 419.8 - N 12 - 45 13,G3-7 2-3-52. —� MH 13,G 3 - 7 2 Y - - - N 13,G4-2 _ MH 13,G 3 - 8 2 Y - 428.86 424.5 - N 12 283 13,G3-9 2-1-53. MH 13,G 3 - 9 2 Y - 424.5 422.24 - N 12 - 282 13,G3-10 2-1-53. MH 13,G 3 - 10 2 Y - 422.24 - - N - - 13,G3-7 2-1-53. �'--� MH 13,G 4 - 1 2 Y - - - - N 10 CC - 13,G4-3 2-1-53. .�--� MH 13,G 4 - 3 2 Y - - - - N 10 CC - 13,G4-5 — l MH 13,G 4 - 5 2 Y - - - - N 10 CC - 13,G4-6 �----* MH 13,G 4 - 6 2 Y - - - - N 10 CC 13,F4-4 - MH 13,G 4 - 7 2 Y - - - - N 10 CC - 13,F4-7 MH 13,G 4 - 8 2 Y - - - - N 8 CC 13,G5-1 MH 13,G 5 - 1 2 Y - - - - N 10 CC - 13,G5-2 MH 13,G 5 - 2 2 Y - - - - N 10 CC - UNKNOWN MH 13,G 6 - 1 2 Y - 88.09 - C N 12 CC 13,F6-3 2-3-101 MH 13,G 6 - 2 2 Y - - - - N 6 CC - 13,G6-3 MH 13,G 6 - 3 2 Y - - - - N 8 CC - 13,G6-4 MH 13,G 6 - 4 2 Y - - - - N 8 CC - 13,G6-1 MH 13,G 7 - 1 2 Y - 98.94 93.48 - N 8 CC 346 13,G6-1 2-3-101 April, 1995 Page 9