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HomeMy WebLinkAboutSWP271588b- I5 g5 Technical Information Report (abbreviated) Highland Community Church �I Renton, Washington 9619 Prepared for: Highland Community Church 3031 NE loth Street Renton, WA 98056 (206) 22 7-7883 Prepared by: Pacific Engineering Design, Inc. 130 Andover Park East, Suite 300 Seattle, WA 98188 (206) 431-7970 October 16, 1996 (1rr1,4SG0 nG,/ TABLE OF SON-r-r i 1T5 CONTENT LIST FOR DRAINAGE REPORT �f �r/s\ FOR CONCEPTUAL DRAINAGE PLAN ( J A. Stamped and signed by a Washington P.E. on the front page. Complete 1-4- Technical Information Report (TIR) Worksheet B. Briefly describe the construction involved. C. Describe existing and proposed on -site drainage features. S D. CORE AND SPECIAL REQUIREMENTS 1. Show that Core Requirements 1-5 in Section 1.2 are addressed. 2. Show that all Special requirements in Section 1.3 that are applicable to this project are addressed. E. Use the SBUH/SCS hydrograph method to compute required on -site detention. (Using 2,10, and 100 24 hour design storm events for pre -developed and post - developed conditions (6 separate peak flows). This should show sizing for the peak rate runoff control (re tention/detention) facility, with a routing table. F. Biofiltration preliminary and conceptual design talcs (per Section 4.6), if for 2 Z. project site sub -basins with more than 5000 square feet of new impervious area subject to vehicular use or storage of chemicals. G. Wet pond sizing preliminary and conceptual design talcs (if there is more than Z3 1 acre of new paved impervious area and meets other conditions of Special Requirement #S ). H. A Level 1 Off -Site Analysis, as described in Core Requirement tl2. (Level 2-4- 2 or 3 analysis may be requested later if a downstream problem is found or anticipated from review of the initial submittal of the Drainage report). Z King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Project Owner Address ��3 I n r t �i P h o n o Project Engineer R, i : 0-2-71•1 Company F(Y!')li r) P1,. Address Phono IZy Art; 'CO -,C A A �7C1'"c�� 4il 7ct70 QJ Subdivision F-1 Short Subdivision IJ Grading Commercial Q Other_ Q River _ (] Stroam Q Critical Stroam Reach Q Deprossions/Swales E�J Lako 0 Stoop Slopes Q Lakosido/Erosion Hazard J Page 1 of 2 A Project Name Location Township Z n Range S Section `L Project Size —7, r AC Upstream Drainage Basin Size AC ED DOF/G HPA Q COE 404 0 DOE Dam Safety (� FEMA Fioodplain COE Wotlands C] Floodplain Q Wetlands Sopps/Springs Q High Groundwator Table Q Groundwater Recharge ED Other Q Shoreline Management Q Rockery Q Structural Vaults Other 0 HPA �I�\ S�oil Typo Slopes Erosion Potential Erosive Velocities -L�^L I() C-!(• L2'-3 (t'� IA r = Additional Shoots Attatchod 3 1 /90 Pago 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET a REFERENCE LIMITATIOWSITE CONSTRAINT Ch. 4 - Downstream Analysis n:+1 0 Additional Shoots Attatchod MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities Stabilize Exposed Surface Stabilized Construction Entrance Q Remove and Restore Temporary ESC Facilities Perimeter Runoff Control Q Clean and Remove All Silt and Debris (� Clearing and Grading Restrictions Ensure Operation of Permanent Facilities l� Cover Practices Flag Limits of NGPES ( Construction Sequence Other 0 Other >r d U Grass Linod Channel Tank Infiltration Method of Analysis C1 Pipe System 0 Vault Depression Wil - E D Open Channel Energy Dissapator Flow Dispersal Componsation/Mitigation = Dry Pond Wetland (_1 Waiver of Eliminated Site Storage Wol Pond E�J Stream [] Regional Detention Brief Description of System Operation , r �. i i �'�" •.) f Pz, ,k; TU G_6,', iSJas )}IS 1Nr� f>101-2 -z�, --M C(S /Q nr CVO Facility Related Site Limitations Additional Shoots Attatchod Roferonco Facility Limitation (� Cast in Place Vault Other (� Retaining Wall (� Rockory> 4' High (� Structural on Stoop Slope 1 or a civil onginoor under my supervision havo visited the sito. Actual silo conditions as obsorved wore incorporated into this vrorkshoot and the attatchments. To tho Bost of my knovrlodgo the information provided hero is accurate. 0 Drainage Easement Access Easement 0 Native Growth Protection Easement C] Tract ED Other sk -dD,r, 1/90 B. Construction Involved The new development will include an addition to the existing church and new parking within the southerly undeveloped portion of the site. C. Existing and Proposed On -Site Drainage Features Runoff flows in sheet fashion from the existing paving areas and church roofs to a swale located in the westerly undeveloped portion of the site. This swale routes runoff to an existing catch basin located within NE 9th Street. There currently is no detention facilities on -site. The proposed improvements will include water quality and runoff control facilities located adjacent to the westerly property line. Some parking lot ponding may also be provided next to the runoff control facility. The pond will discharge to the existing storm system located within NE 9th Street. The new facilities have been designed to route all of the existing and new developed areas within the church property. This site does not appear to lie within the Aquifer Protection area. D. Core and Special Requirements Core Requirements This site will discharge at the natural location which is the existing 12 inch storm system located along the northerly portion of NE 9th Street. 2. The off -site system has been analyzed and is discussed in section H of this report. 3. The runoff from this site will discharge to the natural location as described in item 1 above. The detention facility will be designed to control peak rate runoff for the 2 and 10 year storm events and routing for the 100 year storm event. 4. The new on -site conveyance system will be sized to convey the 25 year storm event. 5. An erosion/sedimentation control plan will be provided with the final engineering submittal. 6. A maintenance and operation schedule will be provided with the final engineering report. rs 7. A bond quantity form will be provided with the final engineering report. Special Requirements The site is not located within a critical drainage basin. The site does not appear to lie within the Aquifer Protection Area. 2. This site does not appear to lie within an existing Master Drainage Plan. 3. This site will be less than the 50 acre threshold requiring any conditions for a Master Drainage Plan. 4. This site does not appear to lie within an adopted basin or community plan. 5. This site has more than 1 acre of impervious surface subject to vehicular use. The project will not direct discharge to a regional facility. On -site detention and water quality is proposed. This site does not appear to lie within 1 mile of a Class 1 or 2 stream of Class 1 wetland. 6. This site has less than 5 acres of new impervious surface. 7. This site does not lie within a closed depression. 8. This site will not use a lake, wetland or closed depression for peak rate runoff control. 9. This site does not contain or abut a stream, lake, wetland or closed depression. 10. This site will not contain or abut a Class 1 or 2 stream. 11. This site will not have an infiltration system. 12. A detailed soils report should be provided with the engineering drawings. NO "Reproduced with permission granted by THOMAS BROS. MAPS. N111.71' map . copyrighted by THOMAS BROS. MAPS. It is unlawful T to copy or reproduce all or any part thereof, whether for T personal use or resale, without permission." jqbi- a I +'u �rlt • nTN ? ,••. i-SE,/6— iE nST u ! Iw sE Tern t ' 4 Ntr... a eE1�„z daMSE. sr I wn� C � Is s, u S�,q •. a NSt I � �' ' •. 5F a L'� ...._. h _ W SE bSE�''rs:Lbq■°., w. e. ?• nl/ iW,'�' r 4` i�'. • • [ ". .+t� sr ��' a ^I ST11 m� . lip X�'e, 71S 7lj 1 i'i N �lQs^r KNi S < ;. 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'EvC S�.'t;./; 14kF:: a I i _ n �. ,, j � :� I I + +,r•► '" i `�� � - �.a•:4,f r I );Td t +"\ •L �`� ,.,`...:;. t - as • I �.� 1 ,A. 3- 1 ©M �. sr, u, �, ! 1 �. a ,y f t - InC --- � •,+ a'� • .4:0,`••• �, :r1:,i 3 I • -_A tPy Py --- q :I r \,i ,+. Tit,• 1 •_ Eck JL ;I•�II`r,, 1 't BN137 tf od (uta, I ► i r L ! Colt t } z ,l.. o: :1•-- yT- ACC' ; • + InC t rz........./ 4t AkF n �¢ Jr�` I . �•. y� 'ACD �Xt a , ry :.r" tit 4 .1'•' /� -J--•- •\- ,'• •SubStai A;nC1—_C':,+' ������ ��__ .` •.i. V �. C.,yr •]`� .. •N'', t ACC a br�a�a nk! =.`� ;� a1P 'r r, pHC r 1 7 1 20 �.ti ♦ maw j r -, �� r i,l `, , , -' 1 °I7 J:• ALC CC:' • :Lf.,' : A, F + ;Pack N AQ ;• ,r - '1 ��t; ���.,.: ';Eve SOILS MAF { ACp �� \ I //5 r`��1„t ic:;l(f.:� .i: ,, •�� .� � ••t t 76 _- Permeability is moderately rapid in the surface layer and subsoil and very slow in the substratum. Roots penetrate easily to the consolidated substra- tum where they tend to mat on the surface. Some roots enter the substratum through cracks. Water moves on top of the substratum in winter. Available water capacity is low. Runoff is slow to medium, and the hazard of erosion is moderate. This soil is used for timber, pasture, berries, and row crops, and for urban development. Capability unit IVe-2; woodland group 3dl. Alderwood gravelly sandy loam, 0 to 6 percent slopes (AgB).--This soil is nearly level and undulating. It is similar to Alderwood gravelly sandy loam, 6 to 15 percent slopes, but in places its surface layer is 2 to 3 inches thicker. Areas are irregular in shape and range from 10 acres to slightly more than 600 acres in size. Some areas are as much as 15 percent included Norma, Bellingham, Tukwila, and Shalcar soils, all of which are poorly drained; and some areas in the vicinity of Enumclaw are as much as 10 percent Buckley soils. Runoff is slow, and the erosion hazard is slight. This Alderwood soil is used for timber, pasture, berries, and row crops, and for urban development. Capability unit IVe-2; woodland group 3d2. Alderwood gravelly sandy loam, 15 to 30 percent slopes (AgD).--Depth to the substratum in this soil varies within short distances, but is commonly about 40 inches. Areas are elongated and range from 7 to about 250 acres in size. Soils included with this soil in mapping make up no more than 30 percent of the total acreage. Some areas are up to 25 percent Everett soils that have slopes of 15 to 30 percent, and.some areas are up to 2 percent Bellingham, Norma, -and Seattle soils, which are in depressions. Some areas, especially on Squak Mountain, in Newcastle liiljs-, and north of Tiger Mountain, are 25 percent Beausite and Ovall soils. Beausite soils are underlain by sandstone, and Ovall soils by andesite. Runoff is medium, and the erosion hazard is severe. The slippage potential is moderate. This Alderwood soil is used mostly for timber. Some areas on the lower parts of slopes are used for pasture. Capability unit VIe-2; woodland group 3dl. Alderwood and Kitsap soils, very steep (AkF).-- This mapping unit is about 50 percent Alderwood gravelly sandy loam and 25 percent Kitsap silt loam. Slopes are 25 to 70 percent. Distribution of the soils varies greatly within short distances. About 15 percent of some mapped areas is an included, unnamed, very deep, moderately coarse textured soil; and about 10 percent of some areas is a very deep, coarse -textured Indianola soil Arents, Alderwood Material Arents, Alderwood material consists of Alder - soils that have been so disturbed through urban- ization that they no longer can be classified ti;i- the Alderwood series. These soils, however, hay many similar features. The upper part of the so" to a depth of 20 to 40 inches, is brown to dark - brown gravelly sandy loam. Below this is a gray_ brown, consolidated and impervious substratum. Slopes generally range from 0 to 15 percent. These soils are used for urban development. Arents, Alderwood material 0 to 6 percent sic (AmB).--In many areas this soil is level, as a result of shaping during construction for urban facilities. Areas are rectangular in shape and range from 5 acres to about 400 acres in size. Representative profile of Arents, Alderwood material, 0 to 6 percent slopes, in an urban area 1,300 feet west and 350 feet south of the northea_ corner of sec. 23, T. 25 N., R. 5 E.: 0 to 26 inches, dark -brown (10YR 4/3) gravelly sandy loam, pale brown (lOYR 6/3) dry; massive; slightly hard, very friable, non - sticky, nonplastic; many roots; medium acid abrupt, smooth boundary. 23 to 29 inches thick. 26 to 60 inches, grayish -brown (2.5Y 5/2) weakly consolidated to strongly consolidated glaci: till, light brownish gray (2.5Y 6/2) dry; common, medium, prominent mottles of yellow - brown (10YR 5/6) moist; massive; no roots; medium acid. Many feet thick. The upper, very friable part of the soil extent to a depth of 20 to 40 inches and ranges from dar; grayish brown to dark yellowish brown. Some areas are up to 30 percent included soils that are similar to this soil material, but eithe: shallower or deeper over the compact substratum; and some areas are 5 to 10 percent very gravelly Everett soils and sandy Indianola soils. This Arents, Alderwood soil is moderately well drained. Permeability in the upper, disturbed soi material is moderately rapid to moderately slow, depending on its compaction during construction. The substratum is very slowly permeable. Roots penetrate to and tend to mat on the surface of the consolidated substratum. Some roots enter the substratum through cracks. Water moves on top of the substratum in winter. Available water capacit: is low. Runoff is slow, and the erosion hazard is slight. This soil is used for urban development. Ca- pability unit IVe-2; woodland group 3d2. Drainage and permeability vary. Runoff is rapid to very rapid, and the erosion hazard is severe Arents, Alderwood material, 6 to 15 percent very severe. The slippage potential is severe. slopes (AmC .-_This soil has convex slopes. Areas These soils are used for timber. Capability are rectangular in shape and range from 10 acres t, unit VIIe-1; woodland group 2dl. about 450 acres in size. 10 )3 Some areas are up to 30 percent included soils that are similar to this soil material, but either shallower or deeper over the compact substratum; and some areas are 5 to 10 percent very gravelly Everett soils and sandy Indianola soils. Runoff is medium, and the erosion hazard is moderate to severe. This soil is used for urban development. Ca- pability unit IVe-2; woodland group 3d2. Arents, Everett material (An). --This is a level to gently sloping, dark -brown gravelly or very gravelly sandy loam. It is very similar to Everett gravelly sandy loam (see Everett series), but it has been disturbed and altered through urban de- velopment. Multicolored very gravelly coarse sand is at a depth of 8 to 40 inches. Areas are common- ly rectangular in shape, and range from 1 to 120 acres in size. Representative profile of Arents, Everett mate- rial, in a homesite, 440 feet west and 100 feet north of the center of sec. 11, T. 24 N., R. 6 E.: 0 to 8 inches, dark -brown (7.SYR 3/4) gravelly sandy loam, brown (7.5YR 5/4) dry; massive; soft, very friable, nonsticky, nonplastic; few roots; 30 percent gravel content; slightly acid; clear, smooth boundary. 8 to 14 inches thick. 8 to 60 inches, grayish -brown and light olive -brown (2.5Y 5/2 and 5/4) very gravelly coarse sand, light gray and light yellowish brown (2.SY 7/2 and 6/4) dry; single grain; loose, nonsticky, nonplastic; few roots; 55 percent gravel and 10 percent cobblestone content; medium acid. The upper part of the soil ranges from dark brown to olive brown and from gravelly sandy loam to very gravelly loamy sand. The substratum ranges from black to olive brown. This soil is somewhat excessively drained. The effective rooting depth is 60 inches or more. Permeability is rapid, and available water capacity is low. Runoff is slow, and the erosion hazard is slight. This soil is used for urban development. Ca- pability unit IVs-1; woodland group 3f3. Beausite Series The Beausite series is made up of well -drained soils that are underlain by sandstone at a depth of 20 to 40 inches. These soils formed in glacial deposits. Thcy are rolling to very steep. Slopes are 6 to 75 percent. The vegetation is alder, fir, cedar, and associated brush and shrubs. The annual precipitation is 40 to 60 inches, and the mean annual temperature is about SO* F. The frost -free season ranges from 160 to 190 days. Elevation is 600 to 2,000 feet. In a representative profile, the surface layer and the upper part of the subsoil are dark -brown to dark yellowish -brown gravelly sandy loam that extends to a depth of about 19 inches. The lower part of the subsoil is olive -brown very gravelly sandy loam. Fractured sandstone is at a depth of about 38 inches. Beausite soils are used for timber and pasture. Some areas have been used for urban development. Beausite gravelly sandy loam 6 to 15 percent slopes (BeC).--Areas of this soil are 20 acres or more in size. Slopes are long and convex. Representative profile of Beausite gravelly sandy loam, 6 to 15 percent slopes, in woodland, 570 feet south and 800 feet east of the northwest corner of sec. 29, T. 24 N., R. 6 E.: 01--2 inches to 1/2 inch, undecomposed leaf litter. 02--1/2 inch to 0, black (10YR 2/1) decomposed leaf litter. Al--0 to 6 inches, dark -brown (IOYR 3/3) gravelly sandy loam, brown (IOYR 5/3) dry; weak, fine, granular structure; soft, very friable, nonsticky, nonplastic; many roots; slightly acid; clear, wavy boundary. 5 to 7 inches thick. B21--6 to 19 inches, dark yellowish -brown (IOYR 4/4) gravelly sandy loam, light yellowish brown (10YR 5/4) dry; massive; soft, very friable, nonsticky, nonplastic; many roots; slightly acid; clear, irregular boundary. 10 to 15 inches thick. B22--19 to 38 inches, olive -brown (2.SY 4/4) very gravelly sandy loam, light yellowish brown (2.SY 6/4) dry; massive; soft, very friable, nonsticky, nonplastic; common roots; medium acid; abrupt, irregular boundary. IIR--38 inches, fractured sandstone; medium acid. The A horizon ranges from very dark grayish brown to very dark brown and dark brown. The B horizon ranges from dark grayish brown to dark yellowish brown and olive brown. It is gravelly and very gravelly sandy loam and gravelly loam. Depth to sandstone ranges from 20 to 40 inches. Some areas are up to 20 percent included Alder - wood soils, which have a consolidated substratum, and Ovall soils, which are underlain by andesite; some are up to 5 percent the wet Norma and Seattle soils; some are up to 5 percent Beausite soils that have a gravelly loam surface layer and subsoil; and some are up to 10 percent soils that are similar to Beausite soils, but are more than 40 inches deep over sandstone. Roots penetrate easily to bedrock and enter a few cracks in the bedrock. Permeability is moderately rapid. Available water capacity is low. Runoff is medium, and the hazard of erosion is moderate. This soil is used for timber and pasture and for urban development. Capability unit IVe-2; woodland group 3d2. 11 13 If drained, this soil is used foi _ow crops. It Ap2--3 to 8 inches, g is also used for pasture. Capability unit IIw-3; light brownish no woodland classification. fine, prominent and 3/4) mottle mottles of stro Urban Land dish yellow (7. and very fine, . Urban land (Ur) is soil that has been modified by friable, sticky disturbance of the natural layers with additions of medium acid; ab fill material several feet thick to accommodate large inches thick. industrial and housing installations. In the Green 821g--8 to 38 inches, River Valley the fill ranges from about 3 to more gray (SY 6/1) d than 12 feet in thickness, and from gravelly sandy brown (7.5YR 4/ loam to gravelly loam in texture. nent mottles of The erosion hazard is slight to moderate. No 25 percent of m capability or woodland classification. brown (10YR 2/2 (10YR 3/4) peat. massive; hard, Woodinville Series roots; medium at 30 to 40 inches The Woodinville series is made up of nearly level 822g--38 to 60 inches, and gently undulating, poorly drained soils that loam, gray (SY c formed under grass and sedges, in alluvium, on stream mottles of brow; bottoms. Slopes are 0 to 2 percent. The annual massive; hard, precipitation ranges from 35 to 55 inches, and the slightly plastic mean annual air temperature is about 50° F. The frost -free season is about 190 days. Elevation The A horizon rang, ranges from about sea level to about 85 feet. gray and from silt lo: In a representative profile, gray silt loam, horizon ranges from g: silty clay loam, and layers of peaty muck extend to gray and greenish gra;. a depth of about 38 inches. This is underlain by silt loam. In places greenish -gray silt loam that extends to a depth of fine sandy loam and lc 60 inches and more. are common in the a he Woodinville soils are used for row crops, pasture, and their combined thi and urban development. and 40 inches, does nc Soils included witl Woodinville silt loam (Wo).--This soil is in elon- no more than 25 percer gated and bloc haped areas that range from 5 to areas are up to 15 pei nearly 300 acres in size. It is nearly level and to 10 percent SnohomiE gently undulating. Slopes are less than 2 percent. to 10 percent Oridia, Representative profile of Woodinville silt loam, and Nooksack soils. in pasture, 1,700 feet south and 400 feet west of Permeability is moc the north quarter corner of sec. 6, T. 25 N., R. 7 sonal high water table E•: drained areas, the eff inches or more. In u; Apl--O to 3 inches, gray (5Y S/1) silt loam, grayish is restricted. The a� brown (10YR 5/2) dry; common, fine, prominent, high. Runoff is slow, dark reddish -brown (SYR 3/4) and reddish -brown slight. Stream overfl (SYR S/4) mottles; moderate, medium, crumb flood protection is pi structure; hard, friable, sticky, plastic; This soil is used f many fine roots; medium acid; clear, smooth urban development. C, boundary. 2 to 4 inches thick. group 3w2. I5 10/17/96 Pacific Engineering Design Inc page 1 Highlands Community Church Pond Design 9619 BASIN ID: A10 SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: TcReach - Sheet L: TcReach - Sheet L: TcReach - Channel L: PEAK RATE: 4.80 cfs BASIN ID: A100 SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: TIME OF CONC.....: ABSTRACTION COEFF: BASIN SUMMARY NAME: Developed 10 year 7.80 Acres BASEFLOWS: 0.00 cfs USER1 PERVIOUS AREA 2.90 inches AREA..: 1.58 Acres 10.00 min CN.... : 86.00 9.87 min IMPERVIOUS AREA 0.20 AREA..: 6.22 Acres CN.... : 98.00 60.00 ns:0.1500 p2yr: 2.00 s:0.0670 460.00 ns:0.0110 p2yr: 2.00 s:0.0500 300.00 kc:42.00 s:0.0100 VOL. 1.59 Ac-ft TIME: 480 min NAME: Developed 100 year 7.80 Acres BASEFLOWS: 0.00 cfs USER1 PERVIOUS AREA 3.90 inches AREA..: 1.58 Acres 10.00 min CN.... : 86.00 9.87 min IMPERVIOUS AREA 0.20 AREA..: 6.22 Acres CN.... : 98.00 TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670 TcReach - Sheet L: 460.00 ns:0.0110 p2yr: 2.00 s:0.0500 TcReach - Channel L: 300.00 kc:42.00 s:0.0100 PEAK RATE: 6.68 cfs VOL: 2.22 Ac-ft TIME: 480 min BASIN ID: A2 NAME: Developed 2 year SBUH METHODOLOGY TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 1.58 Acres TIME INTERVAL....: 10.00 min CN.... : 86.00 TIME OF CONC.....: 9.87 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 6.22 Acres CN.... 98.00 TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670 TcReach - Sheet L: 460.00 ns:0.0110 p2yr: 2.00 s:0.0500 TcReach - Channel L: 300.00 kc:42.00 s:0.0100 PEAK RATE: 3.12 cfs VOL: 1.03 Ac-ft TIME: 480 min N 10/17/96 Pacific Engineering Design Inc Highlands Community Church Pond Design 9619 BASIN SUMMARY BASIN ID: a10 NAME: Existing 10 year SBUH METHODOLOGY TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.90 inches AREA..: 3.80 Acres TIME INTERVAL....: 10.00 min CN.... : 85.00 TIME OF CONC.....: 46.90 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres CN.... : 98.00 TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.067O TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500 TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310 PEAK RATE: 2.44 cfs VOL: 1.37 Ac-ft TIME: 480 min BASIN ID: a100 NAME: Existing 100 year SBUH METHODOLOGY TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 3.90 inches AREA..: 3.80 Acres TIME INTERVAL....: 10.00 min CN.... : 85.00 TIME OF CONC.....: 46.90 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres CN.... 98.00 TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670 TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500 TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310 PEAK RATE: 3.59 cfs VOL: 1.97 Ac-ft TIME: 480 min BASIN ID: a2 NAME: Existing 2 year SBUH METHODOLOGY TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 3.80 Acres TIME INTERVAL....: 10.00 min CN.... : 85.00 TIME OF CONC.....: 46.90 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres CN..., 98.00 TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670 TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500 TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310 PEAK RATE: 1.46 cfs VOL: 0.84 Ac-ft TIME: 490 min page 2 1] 10/17/96 Pacific Engineering Design Inc Highlands Community Church Pond Design 9619 HYDROGRAPH SUMMARY page 3 PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 1.464 490 36732 cf 7.80 r=xwr z ti2 2 2.443 480 59504 cf 7.80 3 3.591 480 85894 cf 7.80 100 4 3.120 480 44932 cf 7.80 v "L 5 4.797 480 69301 cf 7.80 '' 10 6 6.678 480 96844 cf 7.80 100 15 1.462 510 44012 cf 7.80 16 2.443 510 68381 cf 7.80 ^ jO 17 3.588 510 95924 cf 7.80 14,0 A 10/17/96 Pacific Engineering Design Inc page 4 Highlands Community Church Pond Design 9619 STAGE STORAGE TABLE CUSTOM STORAGE ID No. P2 Description: Custom Pond STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----) (ft)---cf-----Ac-Ft- (ft)---cf-----AC-Ft- (ft) ---cf-----Ac-Ft- (ft)---cf-----Ac-Ft- 227.00 0.0000 0.0000 228.10 1236 0.0284 229.20 4712 0.1082 230.30 9448 0.2169 227.10 92.000 0.0021 228.20 1552 0.0356 229.30 5028 0.1154 230.40 10184 0.2338 227.20 184.00 0.0042 228.30 1868 0.0429 229.40 5344 0.1227 230.50 10920 0.2507 227.30 276.00 0.0063 228.40 2184 0.0501 229.50 5660 0.1299 230.60 11656 0.2676 227.40 368.00 0.0084 228.50 2500 0.0574 229.60 5976 0.1372 230.70 12392 0.2845 227.50 460.00 0.0106 228.60 2816 0.0646 229.70 6292 0.1444 230.80 13128 0.3014 227.60 552.00 0.0127 228.70 3132 0.0719 229.80 6608 0.1517 230.90 13864 0.3183 227.70 644.00 0.0148 228.80 3448 0.0792 229.90 6924 0.1590 231.00 14600 0.3352 227.80 736.00 0.0169 228.90 3764 0.0864 230.00 7240 0.1662 227.90 828.00 0.0190 229.00 4080 0.0937 230.10 7976 0.1831 228.00 920.00 0.0211 229.10 4396 0.1009 230.20 8712 0.2000 IC1 10/17/96 Pacific Engineering Design Inc page 5 Highlands Community Church Pond Design 9619 STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 03 Description: Orifice 3 - pond Outlet Elev: 228.00 Elev: 226.00 ft Orifice Diameter: 6.5625 in. Elev: 229.70 ft Orifice 2 Diameter: 5.7656 in. Elev: 230.40 ft Orifice 3 Diameter: 6.4688 in. STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE--- (ft) --- cfs--------- (ft) --- cfs--------- (ft) --- cfs--------- (ft) --- cfs-- ------ 228.00 0.0000 229.10 1.2257 230.20 2.3713 231.30 4.3414 228.10 0.3696 229.20 1.2802 230.30 2.4712 231.40 4.4667 228.20 0.5227 229.30 1.3325 230.40 2.5653 231.50 4.5877 228.30 0.6401 229.40 1.3828 230.50 3.0138 231.60 4.7048 228.40 0.7391 229.50 1.4314 230.60 3.2481 231.70 4.8185 228.50 0.8264 229.60 1.4783 230.70 3.4444 231.80 4.9291 228.60 0.9053 229.70 1.5238 230.80 3.6199 231.90 5.0368 228.70 0.9778 229.80 1.8532 230.90 3.7814 232.00 5.1418 228.80 1.0453 229.90 2.0144 231.00 3.9324 228.90 1.1087 230.00 2.1469 231.10 4.0751 229.00 1.1687 230.10 2.2641 231.20 4.2111 Zo 10/17/96 Pacific Engineering Design Inc page 6 Highlands Community Church Pond Design 9619 LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- (-PEAK-) STORAGE (--------DESCRIPTION---------) (cfs) Ws) --id- --id- (-STAGE) id VOL (cf) ex2yr - dev2yr ............... 1.46 3.12 P2 03 229.57 15 5868.42 cf exl0yr - devl0yr ............. 2.44 4.80 P2 03 230.27 16 9243.17 cf ex100yr - dev100yr ........... 3.59 6.68 P2 03 230.78 17 12992.75 cf ZI F. Biofiltration This site proposes to provide water quality within the dead storage portion of the detention pond. This wet pond design is an accepted practice within the City of Renton. 22 �� III f�LlllIIIII 34(, BENI I WINlip, �^ z-�Z I I I I I IV =' z 4 SLY r IGGU cF pF A.,) 2r--TA„l 1 n 1 4 n 521. 7T/rAt = 13,G&a cF GIB Przw� T % 1 }20 2ZK 44O+ 400 I�[qG� �O'.LO 331 1GU0+ ZLQU = 3Y4G CF 1 Z;6 44SG> �4EG `�+� 01 0 Z3 1 Woo _i_+ ' li,��o c� O H. Level 1 Analysis This site drains to the existing 12 inch storm system located within NE 9th Street. From there runoff flows westerly along NE 9th Street for approximately 2900 feet and crosses under SR 900. From there runoff continues westerly approximately 1200 feet and crosses under 1405. From there runoff flows northwesterly for approximately 3100 feet to Gene Coulon Park and Lake Washington. The existing systems observed did not appear to have any evidence of any scouring or erosion. Also, the drainage from this site does not appear to cause any harm to any adjacent or downstream properties. 24- � Sa Technical Information Report (abbreviated) Highland Community Church Renton, Wash ington 9619 Prepared for: Highland Community Church 3031 NE 10th Street Renton, WA 98056 (206) 227-7883 Prepared by: Pacific Engineering Design, Inc. 130 Andover Park East, Suite 300 Seattle, WA 98188 (206) 431-7970 October 16, 1996 f Zrzv4Sr'O nG,j Z-), l �� G fii TABLE OF C.O t`1Tr i1 T S CONTENT LIST FOR DRAINAGE REPORT FOR CONCEPTUAL DRAINAGE PLAN A. Stamped and signed by a Washington P.E. on the front page Technical Information Report (TIR) Worksheet F C !] Briefly describe the construction involved. Describe existing and proposed on -site drainage features. CORE AND SPECIAL REQUIREMENTS PA �C(s) Complete I _ 4- 1. Show that Core Requirements 1-5 in Section 1.2 are addressed. 2. Show that all Special requirements in Section 1.3 that are applicable to this project are addressed. E. Use the SBUH/SCS hydrograph method to compute required on -site detention. (Using 2,10, and 100 24 hour design storm events for pre -developed and post - developed conditions (6 separate peak flows). This should show sizing for the peak rate runoff control(retention/detention) facility, with a routing table. F. Biofiltration preliminary and conceptual design talcs (per Section 4.6), if for ZZ. project site sub -basins with more than 5000 square feet of new impervious area subject to vehicular use or storage of chemicals. G. Wet pond sizing preliminary and conceptual design talcs (if there is more than Z3 1 acre of new paved impervious area and meets other conditions of Special Requirement #5 ). H. A Level 1 Off -Site Analysis, as described in Core Requirement #2. (Level 2-4 2 or 3 analysis may be requested later if a downstream problem is found or anticipated from review of the initial submittal of the Drainage report). z King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ProjectOwner l IIhNt.Ar��): ,"_�MM CLlyu, t Addross - 0 ) rn (-z. 107i Phone ZZ 7 ` 763 Project Engineer R111• c L'2'',-Ij Company G iFrt, G n,.; f f.,i ) N�(. Address Phone IZO 4r3,X A, Z il� L ECG ,(-7, A A CiSel-EY 4 5) 7y70 Q River F-1 Stream 0 Critical Stream Roach 0 Deprossions/Swales Lake O Stoop Slopes Lakeside/Erosion Hazard Soil Typo -AMc J Page 1 of 2 A Project Name Location Township Z ' n Range S Section Project Size AC Upstream Drainage Basin Size d AC DOF/G HPA 0 COE 404 (] DOE Dam Safety FEMA Floodplain 0 COE Wotlands 0 Floodplain Wetlands Seeps/Springs High Groundwater Table Groundwater Recharge Other Shoreline Managemont Rockory Structural Vaults Other HPA Slopes Erosion Potential Erosive Vellocilies L Ir) -1c, (y E=1 Additional Shoots Attatched 3 1/90 Pago 2 of 2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET REFERENCE LIMITATION/SITE CONSTRAINT n Q Ch. 4 - Downstream Analysis Moir - Additional Shoets Attatched MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities Stabilize Exposed Surface �] Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities ® Perimeter Runoff Control Q Clean and Remove All Silt and Debris 0 Clearing and Grading Restrictions Q Ensure Operation of Permanent Facilities M Cover Practices 0 Flag Limits of NGPES %E Construction Sequence (=1 Other 0 Other = Grass Lined Channel = Tank l] Infiltration Method of Analysis Q Pipe System Q Vault Q Depression - S1,t,%/ Q Open Channel Q Energy Dissapator Q Flow Dispersal Componsation/lvlitigation 0 Dry Pond Wotland Waiver of Eliminated Site Storage Wot Pond 0 Stream 0 Regional Detention Brief Description of System Operation e H ri T r I't a'-) f 21tLAJ 7U C- TGH !i-AS llll Lv1 r7- Poh Q 3i. -Ti Facility Related Site Limitations Q Additional Sheets Altatchod Roferonco Facility Limitation (� Cast in Place Vault Retaining Wall Q Rockery> 4' High Q Structural on Steep Slope Drainage Easement [�] Other Q Access Easement Q Native Growth Protection Easement Q Tract Q Other I or a civil onginoor undor my suporvision havo visited tho silo. Actual sito conditions as obsorvod woro incorporated into this vrorkshoot and the ottatchmonts. To tho bost of my knowledge the information provided hero is nccurato. V90 B. Construction Involved The new development will include an addition to the existing church and new parking within the southerly undeveloped portion of the site. C. Existing and Proposed On -Site Drainage Features Runoff flows in sheet fashion from the existing paving areas and church roofs to a swale located in the westerly undeveloped portion of the site. This swale routes runoff to an existing catch basin located within NE 9th Street. There currently is no detention facilities on -site. The proposed improvements will include water quality and runoff control facilities located adjacent to the westerly property line. Some parking lot ponding may also be provided next to the runoff control facility. The pond will discharge to the existing storm system located within NE 9th Street. The new facilities have been designed to route all of the existing and new developed areas within the church property. This site does not appear to lie within the Aquifer Protection area. D. Core and Special Requirements Core Requirements This site will discharge at the natural location which is the existing 12 inch storm system located along the northerly portion of NE 9th Street. 2. The off -site system has been analyzed and is discussed in section H of this report. 3. The runoff from this site will discharge to the natural location as described in item 1 above. The detention facility will be designed to control peak rate runoff for the 2 and 10 year storm events and routing for the 100 year storm event. 4. The new on -site conveyance system will be sized to convey the 25 year storm event. An erosion/sedimentation control plan will be provided with the final engineering submittal. 6. A maintenance and operation schedule will be provided with the final engineering report. 7. A bond quantity form will be provided with the final engineering report. Special Requirements The site is not located within a critical drainage basin. The site does not appear to lie within the Aquifer Protection Area. 2. This site does not appear to lie within an existing Master Drainage Plan. 3. This site will be less than the 50 acre threshold requiring any conditions for a Master Drainage Plan. 4. This site does not appear to lie within an adopted basin or community plan. 5. This site has more than 1 acre of impervious surface subject to vehicular use. The project will not direct discharge to a regional facility. On -site detention and water quality is proposed. This site does not appear to lie within 1 mile of a Class 1 or 2 stream of Class 1 wetland. 6. This site has less than 5 acres of new impervious surface. 7. This site does not lie within a closed depression. 8. This site will not use a lake, wetland or closed depression for peak rate runoff control. 9. This site does not contain or abut a stream, lake, wetland or closed depression. 10. This site will not contain or abut a Class 1 or 2 stream. 11. This site will not have an infiltration system. 12. A detailed soils report should be provided with the engineering drawings. I i7u' .. �� Y,.'. ■. _..�. 1� NIlISlat � '. ti . `s 68TN M.1 _ SE'' - SE �rt:� 691ff"�!?* i n� '• q a {•C .� ` 7C�e . aw, ST "Reproduced with permission granted by 7110MAS BROS. MAPS. _ - S. '• �rns,` , � ,tsT i� 71 map is copyrighted by THOMAS BROS. MAPS. It is unlawful - �,o <h k s 3, c ,Ia +s'• CFI to copy or reproduce all' or any part thereof , whether for "° T far► - _I' < SE �zdo - ; 1 n^ !> x4 t permission." 3 3 *..IILrFC1K.no _ t I i SE St- 1 PL sE '�• 1.- R:- Z.1. yr. 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'\•� I1 .•+'t- �.� at Itn' AkF ,i.Yi52- yl .. •t +' a r,1,,' • I ,� ��•• -•� _ `r' •�y t. •AmC ••/ r t i ,- tir• 1• ACC JEvC =1. t ,� �• •I. .,.•.,•�' ,1•'. •ABC'' `y AkF I r -Ur t 1 '� I , I �' ,: ::,•srti .a� AmC t Ur I p •••.,'•'; , ., ��/� v'?[ .' rl _. I•r.+ „ f/'�BDY t --'� fir- ("I,ql '•�1 _ I t`Jry ir.I'r' 1. : C' �y•tl• rh �j :. 'Tl .,'Plan A� ta,�•` \ IV �,'�•,d Ja .�\• L1, �I L'IV�� I �• EvG•1 `'•''TRt •f. (�,11�'�3/t'p, - \\n..c� ?. .} .�,• "I Ste_ d� - 1 f'4° ''.�.. e' •�• t'1�,'�5 +A:1`, •_ i 7$?.;: `'« i`� , Q •• ••.. ;1't- i 1 ' is �. •`.• f� •::� •�r i;;; `;.�• 'll: •�'1 .a!`i� ri.. s�� T _ it t t •AmCnr """""'1:v" Ur .I ��al,',� •�: •g SChcl •'•�; ' i! , • V Z ' ' �I� t t' r . t fin Ef ['i�11 � i7 r l AeC., •' ,'y'. , ; _ '1�; ; _ r i' ' , .'IjC[i .r. r' :: �, • t q/�/� y.;••' i__ Trail ra Cv6 '.r:;'�• R' � :BIt M � •_ •r ark:. i [ y .�- -___ ■ i n 3 3 _y113342r •a Srno Ur • �� I 7t a;.•;-.---T-: - sra: rGrcenwaod CE ''�' s " r tl •'. EVLP I r i A _r l r Ur •�� •AkFI:. I t r tlr i5 `_�'lll it Gtt �. t a �atrl I,. qgC • t 1 y I 1 �I f S, \ •Yr 1 nll� J� ,t r +••••��•-� f '' • mo 111: E•C! t 1 ' �� 1 '�,i • ri � •) ja'eb31P �I 1 cemi :� +aa •p 'An. p i (�y `c I. Park Pc k� - 1ORAVCL 321. anit, L• .Q t • n 1 C I t r�� 15 • ii Rh t 4 IIt.. s �♦ •. -, a I '\ ,� .\ ,• t `S t ��rJ� r .t�_.I .. \AkF: ;EVC .'1;:',.r't'• IOF;cu ; ` r t,," `III ` �..,:'. e'.,;"• -I td Ur PICZ � �� �,•+ I 8M �yJ� �:, r a 'I ' r 4t• a' I. d _•l:•JI' li •� air` gLC 8MI37 AkF Py AmC "- •� �.� 1 '�- /,' ,�` '•.� u� s+'t I' ti ?Q,Y.•'�%•- �. ACC t' i SP ` AkF q a} r• I• r " it •+• InC - - �'- •_ate: - ........... � ..�:• •,' Rh r, +^• •'� $`P: ! a1 •GryO •;G6a '". )` :.. ��. �\i� i ,--'t ?C •,I� �~ ��( Ir t\� ' 'a T ^.a.� �tyi(M'f'. hal• •�. �•'••'•• �p aJiy` I (•. �� ACD _ i i ` .% ' l'Y.,' `. •r •l4 r .I' a --SV65tart A:nCr G� rt; `*� •<.. V' r ..p C',y'' �• l;.r. _•_ P-, ACC ;•'--+`'%:•-J �'I- q .�Ak- �� .yp� cap ,, .y„~.,, PNC i1, �/ ••� ALD 20 ��;. ov I 21 , r. ft. r. r r �• •1.„t• I" - �: '�• '1! „• I�� 455 `tiva w r r Iir I ru •, \11 I•:•a ACC. \AkFI `\ ,` ,\ �'Ik� � .. ,M 1 \o� . I'r .,ACC � '+pa0'a •.ill(F^ � ' � �.. Pack tom. rl' ►'-- .� :: f i r SOILS MAP 1 �• rt •�� I . J .� ~� ii • 3 J I � . cEvC Z �ACO l�t r2 i,li"l re M'�. •,B 1 4i•rt. s r.. 1 �. r t h< \. Permeability is moderately rapid in the surface layer and subsoil and very slow in the substratum. Roots penetrate easily to the consolidated substra- tum where they tend to mat on the surface. Some roots enter the substratum through cracks. Water moves on top of the substratum in winter. Available water capacity is low. Runoff is slow to medium, and the hazard of erosion is moderate. This soil is used for timber, pasture, berries, and row crops, and for urban development. Capability unit IVe-2; woodland group 3dl. Alderwood gravelly sandy loam, 0 to 6 percent slopes (AgB).--This soil is nearly level and undulating. It is similar to Alderwood gravelly sandy loam, 6 to 1S percent slopes, but in places its surface layer is 2 to 3 inches thicker. Areas are irregular in shape and range from 10 acres to slightly more than 600 acres in size. Some areas are as much as 15 percent included Norma, Bellingham, Tukwila, and Shalcar soils, all of which are poorly drained; and some areas in the vicinity of Enumclaw are as much as 10 percent Buckley soils. Runoff is slow, and the erosion hazard is slight. This Alderwood soil is used for timber, pasture, berries, and row crops, and for urban development. Capability unit IVe-2; woodland group 3d2. Alderwood gravelly sandy loam, 15 to 30 percent slopes (AgD).--Depth to the substratum in this soil varies within short distances, but is commonly about 40 inches. Areas are elongated and range from 7 to about 2S0 acres in size. Soils included with this soil in mapping make up no more than 30 percent of the total acreage. Some areas are up to 25 percent Everett soils that have slopes of 15 to 30 percent, and, some areas are up to 2 percent Bellingham, Norma,"and Seattle soils, which are in depressions. Some areas, especially on Squak Mountain, in Newcastle Hills; and north of Tiger Mountain, are 25 percent Beausite and Ovall soils. Beausite soils are underlain by sandstone, and Ovall soils by andesite. Runoff is medium, and the erosion hazard is severe. The slippage potential is moderate. This Alderwood soil is used mostly for timber. Some areas on the lower parts of slopes are used for pasture. Capability unit VIe-2; woodland group 3dl. Alderwood and Kitsap soils, very steep (AkF).-- This mapping unit is about 50 percent Alderwood gravelly sandy loam and 25 percent Kitsap silt loam. Slopes are 25 to 70 percent. Distribution of the soils varies greatly within short distances. About 15 percent of some mapped areas is an included, unnamed, very deep, moderately coarse textured soil; and about 10 percent of some areas is a very deep, coarse -textured Indianola soil. Arents, Alderwood Material Arents, Alderwood material consists of Alder, soils that have been so disturbed through urban- ization that they no longer can be classified wi: the Alderwood series. These soils, however, hat"c many similar features. The upper part of the so to a depth of 20 to 40 inches, is brown to dark - brown gravelly sandy loam. Below this is a gray: brown, consolidated and impervious substratum. Slopes generally range from 0 to 15 percent. These soils are used for urban development. Arents, Alderwood material 0 to 6 percent slo (AmB).--In many areas this soil is level, as a result of shaping during construction for urban facilities. Areas are rectangular in shape and range from 5 acres to about 400 acres in size. Representative profile of Arents, Alderwood material, 0 to 6 percent slopes, in an urban area 1,300 feet west and 350 feet south of the northea: corner of sec. 23, T. 25 N., R. 5 E.: 0 to 26 inches, dark -brown (10YR 4/3) gravelly sandy loam, pale brown (10YR 6/3) dry; massive; slightly hard, very friable, non - sticky, nonplastic; many roots; medium acid abrupt, smooth boundary. 23 to 29 inches thick. 26 to 60 inches, grayish -brown (2.5Y 5/2) weakly consolidated to strongly consolidated glaci: till, light brownish gray (2.5Y 6/2) dry; common, medium, prominent mottles of yellow - brown (10YR 5/6) moist; massive; no roots; medium acid. Many feet thick. The upper, very friable part of the soil extent to a depth of 20 to 40 inches and ranges from dare grayish brown to dark yellowish brown. Some areas are up to 30 percent included soils that are similar to this soil material, but either shallower or deeper over the compact substratum; and some areas are 5 to 10 percent very gravelly Everett soils and sandy Indianola soils. This Arents, Alderwood soil is moderately well drained. Permeability in the upper, disturbed soi material is moderately rapid to moderately slow, depending on its compaction during construction. The substratum is very slowly permeable. Roots penetrate to and tend to mat on the surface of the consolidated substratum. Some roots enter the substratum through cracks. Water moves on top of the substratum in winter. Available water capacit: is low. Runoff is slow, and the erosion hazard is slight. This soil is used for urban development. Ca- pability unit IVe-2; woodland group 3d2. Drainage and permeability vary. Runoff is rapi to very rapid, and the erosion hazard is severe Arents, Alderwood material, 6 to 15 Percent very severe. The slippage potential is severe. slopes (AmC ,__Phis soil has convex slopes. Areas These soils are used for timber. Capability are rectangular in shape and range from 10 acres tc unit VIIe-1; woodland group 2d1. about 450 acres in size. 10 Some areas are up to 30 percent included soils that are similar to this soil material, but either shallower or deeper over the compact substratum; and some areas are 5 to 10 percent very gravelly Everett soils and sandy Indianola soils. Runoff is medium, and the erosion hazard is moderate to severe. This soil is used for urban development. Ca- pability unit IVe-2; woodland group 3d2. Arents, Everett material (An). --This is a level to gently sloping, dark -brown gravelly or very gravelly sandy loam. It is very similar to Everett gravelly sandy loam (see Everett series), but it has been disturbed and altered through urban de- velopment. Multicolored very gravelly coarse sand is at a depth of 8 to 40 inches. Areas are common- ly rectangular in shape, and range from 1 to 120 acres in size. Representative profile of Arents, Everett mate- rial, in a homesite, 440 feet west and 100 feet north of the center of sec. 11, T. 24 N., R. 6 E.: 0 to 8 inches, dark -brown (7.5YR 3/4) gravelly sandy loam, brown (7.5YR 5/4) dry; massive; soft, very friable, nonsticky, nonplastic; few roots; 30 percent gravel content; slightly acid; clear, smooth boundary. 8 to 14 inches thick. 8 to 60 inches, grayish -brown and light olive -brown (2.SY 5/2 and 5/4) very gravelly coarse sand, light gray and light yellowish brown (2.5Y 7/2 and 6/4) dry; single grain; loose, nonsticky, nonplastic; few roots; 55 percent gravel and 10 percent cobblestone content; medium acid. The upper part of the soil ranges from dark brown to olive brown and from gravelly sandy loam to very gravelly loamy sand. The substratum ranges from black to olive brown. This soil is somewhat excessively drained. The effective rooting depth is 60 inches or more. Permeability is rapid, and available water capacity is low. Runoff is slow, and the erosion hazard is slight. This soil is used for urban development. Ca- pability unit IVs-1; woodland group 3f3. Beausite Series The Beausite series is made up of well -drained soils that are underlain by sandstone at a depth of 20 to 40 inches. These soils formed in glacial deposits. They are rolling to very steep. Slopes are 6 to 75 percent. The vegetation is alder, fir, cedar, and associated brush and shrubs. The annual precipitation is 40 to 60 inches, and the mean annual temperature is about 50° F. The frost -free season ranges from 160 to 190 days. Elevation is 600 to 2,000 feet. In a representative profile, the surface layer and the upper part of the subsoil are dark -brown to dark yellowish -brown gravelly sandy loam that extends to a depth of about 19 inches. The lower part of the subsoil is olive -brown very gravelly sandy loam. Fractured sandstone is at a depth of about 38 inches. Beausite soils are used for timber and pasture. Some areas have been used for urban development. Beausite gravelly sandy loam, 6 to 15 percent slopes (BeQ .--Areas of this soil are 20 acres or more in size. Slopes are long and convex. Representative profile of Beausite gravelly sandy loam, 6 to 15 percent slopes, in woodland, 570 feet south and 800 feet east of the northwest corner of sec. 29, T. 24 N., R. 6 E.: 01--2 inches to 1/2 inch, undecomposed leaf litter. 02--1/2 inch to 0, black (10YR 2/1) decomposed leaf litter. Al--0 to 6 inches, dark -brown (10YR 3/3) gravelly sandy loam, brown (10YR 5/3) dry; weak, fine, granular structure; soft, very friable, nonsticky, nonplastic; many roots; slightly acid; clear, wavy boundary. 5 to 7 inches thick . B21--6 to 19 inches, dark yellowish -brown (10YR 4/4) gravelly sandy loam, light yellowish brown (10YR 5/4) dry; massive; soft, very friable, nonsticky, nonplastic; many roots; slightly acid; clear, irregular boundary. 10 to 15 inches thick. B22--19 to 38 inches, olive -brown (2.5Y 4/4) very gravelly sandy loam, light yellowish brown (2.5Y 6/4) dry; massive; soft, very friable, nonsticky, nonplastic; common roots; medium acid; abrupt, irregular boundary. IIR--38 inches, fractured sandstone; medium acid. The A horizon ranges from very dark grayish brown to very dark brown and dark brown. ilia B horizon ranges from dark grayish brown to dark yellowish brown and olive brown. It is gravelly and very gravelly sandy loam and gravelly loam. Depth to sandstone ranges from 20 to 40 inches. Some areas are up to 20 percent included Alder - wood soils, which have a consolidated substratum, and Ovall soils, which are underlain by andesite; some are up to 5 percent the wet Norma and Seattle soils; some are up to S percent Beausite soils that have a gravelly loam surface layer and subsoil; and some are up to 10 percent soils that are similar to Beausite soils, but are more than 40 inches deep over sandstone. Roots penetrate easily to bedrock and enter a few cracks in the bedrock. Permeability is moderately rapid. Available water capacity is low. Runoff is medium, and the hazard of erosion is moderate. This soil is used for timber and pasture and for urban development. Capability unit IVe-2; woodland group 3d2. 11 0 If drained, this soil is used foi -ow crops. It Ap2--3 to 8 inches, g is also used for pasture. Capability unit IIw-3; light brownish no woodland classification. fine, prominent and 3/4) mottle mottles of stro: Urban Land dish yellow (7. and very fine, Urban land (Ur) is soil that has been modified by friable, sticky disturbance of the natural layers with additions of medium acid; ab fill material several feet thick to accommodate large inches thick. industrial and housing installations. In the Green B21g--8 to 38 inches, River Valley the fill ranges from about 3 to more gray (SY 6/1) d than 12 feet in thickness, and from gravelly sandy brown (7.5YR 4/, loam to gravelly loam in texture. nent mottles of The erosion hazard is slight to moderate. No 25 percent of m; capability or woodland classification. brown (10YR 2/2: (10YR 3/4) peat, massive; hard, : Woodinville Series roots; medium a( 30 to 40 inches The Woodinville series is made up of nearly level B22g--38 to 60 inches, and gently undulating, poorly drained soils that loam, gray (SY c formed under grass and sedges, in alluvium, on stream mottles of browr bottoms. Slopes are 0 to 2 percent. The annual massive; hard, x precipitation ranges from 35 to S5 inches, and the slightly plastic mean annual air temperature is about SO* F. The frost -free season is about 190 days. Elevation The A horizon rangt ranges from about sea level to about 85 feet. gray and from silt lo: In a representative profile, gray silt loam, horizon ranges from gr silty clay loam, and layers of peaty muck extend to gray and greenish gra% a depth of about 38 inches. This is underlain by silt loam. In places greenish -gray silt loam that extends to a depth of fine sandy loam and lc 60 inches and more. are common in the B he Woodinville soils are used for row crops, pasture, and their combined thi and urban development. and 40 inches, does nc Soils included witl Woodinville silt loam (WO). --This soil is in elon- no more than 25 percer gated and bloc y shaped areas that range from 5 to areas are up to 1S pei nearly 300 acres in size. It is nearly level and to 10 percent Snohomi�7 gently undulating. Slopes are less than 2 percent, to 10 percent Oridia, Representative profile of Woodinville silt loam, and Nooksack soils. in pasture, 1,700 feet south and 400 feet west of Permeability is moc the north quarter corner of sec. 6, T. 25 N., R. 7 sonal high water table E.: drained areas, the off inches or more. In ur Apl--O to 3 inches, gray (SY 5/1) silt loam, grayish is restricted. The a,, brown (10YR S/2) dry; common, fine, prominent, high. Runoff is slow, dark reddish -brown (SYR 3/4) and reddish -brown slight. Stream overf] (SYR 5/4) mottles; moderate, medium, crumb flood protection is pi structure; hard, friable, sticky, plastic; This soil is used f many fine roots; medium acid; clear, smooth urban development. C:, boundary. 2 to 4 inches thick. group 3w2. 10/17/96 Pacific Engineering Design Inc page 1 Highlands Community Church Pond Design 9619 E BASIN SUMMARY BASIN ID: A10 NAME: Developed 10 year 5BUH METHODOLOGY TOTAL AREA''''''': 7'80 Acres 8ASEFL0WS: 0'00 cfs RAINFALL TYPE'''': USER1 PERVIOUS AREA PRECIPITATION'''': 2'90 inches AREA..: 1'58 Acres TIME INTERVAL'-'': 10'00 min CN'''': 86'00 TIME OF C0NC..... : 9'87 min IMPERVIOUS AREA ABSTRACTION COEFF: 0'20 AREA..: 6'22 Acres CN'''': 98'00 ToReaoh - Sheet L: 60'00 na:0'1500 p2yr: 2'00 s:0'0670 ToReach - Sheet L: 460-00 no:0'0110 p2yr: 2'00 a:0'8500 ToRmach - Channel L: 300'00 kc:42'00 o:0'0100 PEAK RATE: 4'80 ofo VOL: 1-59 Ao-ft TIME: 480 min BASIN ID: A100 NAME: Developed 100 year 5BUH METHODOLOGY TOTAL AREA''''''': 7'80 Acres BA5EFLDWS: 0'00 ofs RAINFALL TYPE'''': U5ER1 PERVIOUS AREA PRECIPITATION'''': 3'90 inches AREA..: 1'58 Acres TIME INTERVAL'''': 10'00 min CN'''', 86'00 TIME OF CONC'-''': 9'87 min IMPERVIOUS AREA ABSTRACTION COEFF: 0'20 AREA..: 6'22 Acres CN'''': 98'00 ToReaoh - Sheet L: 60'00 no:0'1500 p2yr: 2'00 o:0'0670 ToReaoh - Sheet L: 460'00 na:0'0110 p2yr: 2'00 s:0'0500 TcReauh - Channel L: 300'00 ko:42'00 o:0'0100 PEAK RATE: 6'68 ufo VOL: 2'22 Ao-ft TIME: 480 min BASIN ID: A2 NAME: Developed 2 year SBUH METHODOLOGY TOTAL AREA .''''''z 7'80 Acres BASEFLOWS: 0'00 cfa RAINFALL TYPE'''-: U5ER1 PERVIOUS AREA PRECIPITATION'''': 2'00 inches AREA..: 1'58 Acres TIME INTERVAL'''': 10'00 min CN'''': 88'00 TIME OF CONC''''': 9'87 min IMPERVIOUS AREA ABSTRACTION COEFF: 0'20 AREA..: 6'22 Acres CN-'''. 98'00 ToReaoh - Sheet L: 60'00 na:0'1500 p2yr: 2'00 s:0'0670 TcReach - Sheet L: 460.00 na:0'0110 p2yr: 2'00 o:0'0500 TcReaoh - Channel L: 300'00 ko:42-00 s:0'0100 PEAK RATE: 3-12 ofo VOL: 1.03 Ao-ft TIME: 480 min H� 011 10/17/96 Pacific Engineering Design Inc Highlands Community Church Pond Design 9619 BASIN SUMMARY BASIN ID: a10 NAME: Existing 10 year SBUH METHODOLOGY TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.90 inches AREA..: 3.80 Acres TIME INTERVAL....: 10.00 min CN.... : 85.00 TIME OF CONC.....: 46.90 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres CN.... 98.00 TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670 TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500 TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310 PEAK RATE: 2.44 cfs VOL: 1.37 Ac-ft TIME: 480 min BASIN ID: a100 NAME: Existing 100 year SBUH METHODOLOGY TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 3.90 inches AREA..: 3.80 Acres TIME INTERVAL....: 10.00 min CN.... : 85.00 TIME OF CONC.....: 46.90 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres CN.... 98.00 TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670 TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500 TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310 PEAK RATE: 3.59 cfs VOL: 1.97 Ac-ft TIME: 480 min BASIN ID: a2 NAME: Existing 2 year SBUH METHODOLOGY TOTAL AREA.......: 7.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: USER1 PERVIOUS AREA PRECIPITATION....: 2.00 inches AREA..: 3.80 Acres TIME INTERVAL....: 10.00 min CN.... : 85.00 TIME OF CONC.....: 46.90 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 4.00 Acres CN.... : 98.00 TcReach - Sheet L: 60.00 ns:0.1500 p2yr: 2.00 s:0.0670 TcReach - Sheet L: 430.00 ns:0.0110 p2yr: 2.00 s:0.0500 TcReach - Sheet L: 320.00 ns:0.2400 p2yr: 2.00 s:0.0310 PEAK RATE: 1.46 cfs VOL: 0.84 Ac-ft TIME: 490 min page 2 IMA 10/17/96 Pacific Engineering Design Inc Highlands Community Church Pond Design 9619 HYDROGRAPH SUMMARY page 3 PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 1.464 490 36732 cf 7.80 r=KisT Z Y2 2 2.443 480 59504 cf 7.80 10 3 3.591 480 85894 cf 7.80 100 4 3.120 480 44932 cf 7.80 Ory 2 ' 5 4.797 480 69301 cf 7.80 '' 10 6 6.678 480 96844 cf 7.80 100 15 1.462 510 44012 cf 7.80 16 2.443 510 68381 cf 7.80 10 17 3.588 510 95924 cf 7.80 jG0 11 V61 10/17/96 Pacific Engineering Design Inc page 4 Highlands Community Church Pond Design 9619 STAGE STORAGE TABLE CUSTOM STORAGE ID No. P2 Description: Custom Pond STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----) STAGE (----STORAGE----) (ft)--- cf--- --Ac-Ft- (ft)--- cf--- --Ac-Ft- (ft)--- cf--- --Ac-Ft- (ft)---cf-----Ac-Ft- 227.00 0.0000 0.0000 228.10 1236 0.0284 229.20 4712 0.1082 230.30 9448 0.2169 227.10 92.000 0.0021 228.20 1552 0.0356 229.30 5028 0.1154 230.40 10184 0.2338 227.20 184.00 0.0042 228.30 1868 0.0429 229.40 5344 0.1227 230.50 10920 0.2507 227.30 276.00 0.0063 228.40 2184 0.0501 229.50 5660 0.1299 230.60 11656 0.2676 227.40 368.00 0.0084 228.50 2500 0.0574 229.60 5976 0.1372 230.70 12392 0.2845 227.50 460.00 0.0106 228.60 2816 0.0646 229.70 6292 0.1444 230.80 13128 0.3014 227.60 552.00 0.0127 228.70 3132 0.0719 229.80 6608 0.1517 230.90 13864 0.3183 227.70 644.00 0.0148 228.80 3448 0.0792 229.90 6924 0.1590 231.00 14600 0.3352 227.80 736.00 0.0169 228.90 3764 0.0864 230.00 7240 0.1662 227.90 828.00 0.0190 229.00 4080 0.0937 230.10 7976 0.1831 228.00 920.00 0.0211 229.10 4396 0.1009 230.20 6712 0.2000 10/17/96 Pacific Engineering Design Inc page 5 Highlands Community Church Pond Design 9619 STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 03 Description: Orifice 3 - pond Outlet Elev: 228.00 Elev: 226.00 ft Orifice Diameter: 6.5625 in. Elev: 229.70 ft Orifice 2 Diameter: 5.7656 in. Elev: 230.40 ft Orifice 3 Diameter: 6.4688 in. STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE---) STAGE (--DISCHARGE--- (f0 --- Cfs--------- (f0 --- Cfs--------- (f0 --- Cfs--------- (f0 --- Cfs-- ------ 228.00 0.0000 229.10 1.2257 230.20 2.3713 231.30 4.3414 228.10 0.3696 229.20 1.2802 230.30 2.4712 231.40 4.4667 228.20 0.5227 229.30 1.3325 230.40 2.5653 231.50 4.5877 228.30 0.6401 229.40 1.3828 230.50 3.0138 231.60 4.7048 228.40 0.7391 229.50 1.4314 230.60 3.2481 231.70 4.8185 228.50 0.8264 229.60 1.4783 230.70 3.4444 231.80 4.9291 228.60 0.9053 229.70 1.5238 230.80 3.6199 231.90 5.0368 228.70 0.9778 229.80 1.8532 230.90 3.7814 232.00 5.1418 228.80 1.0453 229.90 2.0144 231.00 3.9324 228.90 1.1087 230.00 2.1469 231.10 4.0751 229.00 1.1687 230.10 2.2641 231.20 4.2111 Zo 10/17/96 Pacific Engineering Design Inc page 6 Highlands Community Church Pond Design 9619 LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- (-PEAK-) STORAGE (--------DESCRIPTION---------) (cfs) Ws) --id- --id- (-STAGE) id VOL (cf) ez2yr - dev2yr ............... 1.46 3.12 P2 03 229.57 15 5868.42 cf ezl0yr - devl0yr ............. 2.44 4.80 P2 03 230.27 16 9243.17 cf ez100yr - dev1OOyr ........... 3.59 6.68 P2 03 230.78 17 12992.75 cf ZI F. Biofiltration This site proposes to provide water quality within the dead storage portion of the detention pond. This wet pond design is an accepted practice within the City of Renton. ZZ 11111 ammm �10 v� ti Uplullroll "0000"jl'o . ................. JrJori (F I?,- A.J1 $) c,-r. A 1, S30 44o 400 632,o i3l4 o j C, 41Y vi 231 War '7 c, c r H. Level 1 Analysis This site drains to the existing 12 inch storm system located within NE 9th Street. From there runoff flows westerly along NE 9th Street for approximately 2900 feet and crosses under SR 900. From there runoff continues westerly approximately 1200 feet and crosses under 1-405. From there runoff flows northwesterly for approximately 3100 feet to Gene Coulon Park and Lake Washington. The existing systems observed did not appear to have any evidence of any scouring or erosion. Also, the drainage from this site does not appear to cause any harm to any adjacent or downstream properties. Z+