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Home My WebLink AboutSWP272253(2) SPRINGBROOK- City of Renton, Washington ' Technical Information Report Prepared by: Shawn G. Moore, E.I.T. Reviewed by: 1 Roy E. Lewis, Jr., P.E. 1 1 1 � s ,SUN - 5 1996 ' TRIAD ASSOCIATES RD ,Vij- _- � - APRIL 24 1996 TRIAD JOB # 95 - 202 Technical ormatlon Report SPRINGBROOK CITY OF RENTON, WASHINGTON TRIAD ASSOCIATES 11814 - 115th Avenue N.E. Kirkland, WA 98034 Phone: (206) 821-8448 i Prepared by: ' Shawn G. Moore, E.I.T. Reviewed by: Roy E. Lewis, Jr., P.E. N . e � 1p TRIAD ASSOCIATES �� APRIL 24 1996 TRIAD JOB # 95 - 202 CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT MEMORANDUM DATE: JUNE 10, 1996 TO: JACK CRUMLEY DAVE CHRISTENSEN LYSHORNSBY BOB MAHN RONSTRAKA FROM: NEIL WATTS SUBJECT: CONSTRUCTION PERMIT PLANS FOR SPRINGBROOK CONDOMINIUMS The attached plans are nearly ready for final approval, and I will be requesting minor corrections and mylar submittals soon. Please review the attached plans and return your comments by June 18, 1996. Comments/corrections should be listed by category: For future reference with no change required; Minor revision prior to construction with no plan change peccessary; OR Major screwup with plan revision needed prior to approval. .1 Drainage: Note that there are minor corrections needed that will be sent once everyone's comments are returned. Drainage looks OK, and since this is not a plat it should remain private for a very long time. Comments: A t )C,6;'fV i2-C ' TABLE OF CONTENTS t SECTION I: PROJECT OVERVIEW I-1 SECTION II: PRELIMINARY CONDITIONS SUMMARY II-1 1 SECTION III: OFF-SITE ANALYSIS III-1 RESOURCES USED FOR THE ANALYSIS III-2 SECTION IV: DETENTION ANALYSIS AND DESIGN IV-1 ' EXISTING CONDITION IV-2 DEVELOPED CONDITION IV-3 ' SECTION V: CONVEYANCE SYSTEM ANALYSIS AND DESIGN V-1 SECTION VI: SPECIAL REPORTS AND STUDIES VI-1 1 SECTION VII: BASIN AND COMMUNITY PLANNING AREAS VII-1 SECTION VIII: OTHER PERMITS VIII-1 SECTION IX: EROSION/SEDIMENTATION CONTROL DESIGN IX-1 ' POND#1 IX-1 POND#2 IX-2 ' TECHNICAL INFORMATION REPORT-Page i ' APPENDIX Existing Condition Map Developed Condition Map Soils Map Mitigated Determination of Non-Significance TE/SC Map Tributary Area Map Downstream Drainage Map King County Sensitive Areas Folio S.C.S. Curve Numbers Table Figure 4.4.7J(Riser Inflow Curves) ' Table 4.3.3A(Rational Method C's) Isopluvials ' TECHNICAL INFORMATION REPORT-Page ii y Page 1 of 2 � 9*100,Count,�r�8jutlding and Land�evelopmentDtvlslon N1CA O EP 'If ), WORCHEET ;mow, } NU c x PROJECTPART 1 P'ROJECT OWNER AND . .7 PART 2 PROJECT LOCATION AND DESCRIPTION ProjectOwner TOM ICHELSON, ENV,.;-DEV.GR( Ul Project Name SPRINGBROOK Address PO BOX 1574 BELLEVUE,,WA 9 8 0 9 Location Phone ( 2 0 6 ) 4 51 -82 21 Township 23 ' Project Engineer -ROY E. LEWIS, JR. P.E. Range 5 31tion Company TRIAD ASSOCIATES Sec 6 . 97 11814 1 1 5 AVE NE Project Size AC ' ddress Phone - Upstream Drainage K RKLAND WA U Ps a Basin Size AC 9 }`•> '.a.�.a,kitzs>y:S s .�. ? xYa�,a� ais� �: '.:. r. PART 3 TYPE OF - • PART4 OTHER ..,-, ; -..Ryf4 fir+ {t--.v{aX:ka i .•"`< *i-yr.< ::}.3t-., Q Subdivision '`0 DOF/G HPA 0 Shoreline Management Q Short Subdivision Q COE 404 Rockery C Grading Q DOE Dam Safety ® Structural Vaults Q Commercial Q FEMA Floodplain ® Other NPDES,FOREST EO Other MULTI-FAMILY Q COE Wetlands 0 HPAPRACTICOF,WRA�GH PART 5 SITE COMMUNITY AND DR. Community. SOOS -CREEK Drainage Basin GREEN RIVER, BLACK RIVER SUB-BASIN PART 6 SITE CHARACTERISTICS Q River Q Floodplain ' Q Stream Q Wetlands EJ Critical Stream Reach Q Seeps/Springs 0 Depressions/Swales Q High Groundwater Table tQ Lake Q Groundwater Recharge ® Steep Slopes (NOT ALTERED) Q Other Lakeside/Erosion Hazard - '. SOILS i Soil Type Slopes Erosion Potential Erosive Velocities AT.TIFRWr)nr), r 1 n-1 C;$ 4T,Tl=NT Q Additional Sheets Attatched 1/'90 Page 2 of 2 , King County Building and Land Development Division TECHNICAL INFO R AT10NJ : EP.�!yR (TIR)�°1N!ORKSHEET ,. ,�aLra •.eiYas r"`�[r� xx �ed%��c� w`n.��i.'",n�'�'l� i•Y-�:s. PART i DEVELOPMENT LIMITATIONS -' •1 REFERyEpN�CE 1 1f3 Ch.4-D :. •' NONE•ED r 0 ownstream Analysis ED - ED - ,{ a Additional Sheets Attatched PART-9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS . `'MINIMUM ESC REQUIREMENTS • DURING CONSTRUCTION FOLLOWING CONSTRUCTION y , ® Sedimentation Facilities ® Stabilize Exposed Surface ® Stabilized Construction Entrance ® Remove and Restore Temporary ESC Facilities ' XD Perimeter Runoff Control Clean and Remove All Silt and Debris ® Clearing and Grading Restrictions Ensure Operation of Permanent Facilities Cover Practices [5d Flag Limits of NGPES Construction Sequence 0 Other ' 0 Other PART i SURFACE WATER SYSTEM =1 Grass Lined Channel = Tank [=1 Infiltration Method of Analysis ' EZI Pipe System ® Vault Depression SBOH, RATIONAL Open Channel 0 Energy Dissapator Flow Dispersal Compensation/Mitigation Dry Pond 0 Wetland 0 Waiver of Eliminated Site Storage , Wet Pond F-1 Stream Regional Detention N/A ' Brief Description of System Operation TT cHTLTNF coNVFYANCFSY4T M TO AND FROM UNDERGOUND WET VAULT. , Facility Related Site Limitations :Additional SheetsAttatched. Reference Facility Limitation requirePART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS XJ Dralnagetea gild 5�1 Cast in Place Vault Qj Retaining Wall 0 Rockery>4'High Tract E] Structural on Steep Slope 0 Other SIGNATUREPART 14 OF -• • 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. Sr7—evw. 1/90 ' Section I: PROJECT OVERVIEW The proposed project is the construction of 90 condominiums with a looped access road and utilities on approximately 6.97 acres of land. The site is located along the east side of tTalbot Road South, between South 43rd Street and South 55th Street, in the City of Renton. Please refer to the Vicinity Map located on the following page. More generally, ' the site is located in Section 31, Township 23 North, Range 5 East, W.M., King County, Washington. Two existing single-family residences are located on the site. Associated with these residences are approximately 0.33 acres of impervious surfaces and approximately 6.64 acres of pervious surfaces (please reference Existing Condition Map in the Appendix). The pervious area is predominantly a combination of pasture and young second growth ' forest. Topography on the site is moderate, sloping from east to west at approximately 10 to 15 percent. Presently, surface water runoff is collected in the roadside ditch along the ' east side of Talbot Road South and conveyed to a tightlined storm drainage system north of the site. According to the Soil Survey - King County Area, the site is underlain with ' Alderwood, type `C' soils. In the developed condition, runoff will be conveyed to an underground vault for detention and water quality enhancement. The detained runoff will outfall into a tightline conveyance system within Talbot Road South. The runoff will then be conveyed northerly and discharge into the existing drainage ditch at the northwestern fcorner of the property. TECHNICAL INFORMATION REPORT-Page I-1 1 i,- ST i t f sv c OIL a tnn ! , ST sE�� c : Ripq R ism ,,,,, W I 101 31 JJREN < 'qR IMq h _ t SE W; ST sE WIN 'l," Y t.tc a a t to ? A SE as� S, j I Sr S SSTN IST u�w SE I92M0`' ST SITEv� SE I"ST tiq T i-TJ��..F� f q .� �II k A lfrn 1l tin R l tl� /' I"TW I�� t tts ,t 9iM S1 ZOO7N 's7 -- SE 200TH ST q t -sue Sr Y i• 11 � sE mao ! mtM ST Tx . Q A• `R � H � R � sE zoenl i sr ■+%x �' _ ■t SE i :rM+;,t�,�,r.s(S e�.Y�y-.', t (yu R �.1.m SIR S Iby ■tYi t R AL t[fA • , t R�[ f KEN ,! o� sTt - T.. 9. m S . TI yT e nt t(n- :Wt REFERENCE: THE THOMAS GUIDE,KING COUNTY,WASHINGTON.PAGES 656 AND 686.1995 EDITION. Vicinity Map NTS 1 Section II: PRELIMINARY CONDITIONS SUMMARY ' Associated with the Mitigated Determination of Non-Significance for the Springbrook Site Plan were eight additional conditions for plan approval. The specific conditions are ' referenced within a letter, dated February 14, 1996, from Mark R. Pywell, AICP (City of Renton) to Alan D. Fure, P.E. of Triad Associates. Each of these additional conditions have been satisfied. (please refer to the Appendix) ' TECHNICAL INFORMATION REPORT-Page H-1 Section III: OFF-SITE ANALYSIS A downstream drainage analysis was performed on December 7, 1995, a cloudy and cold day. Please refer to the Downstream Drainage Map, located in the Appendix, along with the following description of the downstream system. There was a small quantity of runoff ' being conveyed within the existing drainage ditches and tightline storm drainage systems. Runoff from the site currently sheet flows in a westerly direction and is collected within 1 the existing drainage ditch located on the east side of Talbot Road South. The drainage ditch is approximately two to three feet deep and has side slopes of 2:1, with a one foot base width. The ditch runs northerly along Talbot Road South, at a slope of approximately one-half to one percent, while conveying flows through a series of(3) 12- ' inch diameter culverts. Immediately north of the subject property, flows are conveyed beneath an existing driveway via a 12-inch diameter HDPE culvert. Runoff then continues 1 northerly within the ditch for approximately 200 feet. Then, runoff is collected within a City of Renton storm drainage system via a 12-inch diameter CMP culvert (located across ' from South 45th Place). Runoff is conveyed within this tightlined conveyance system to a point beyond one quarter-mile downstream. The downstream conveyance system was in good shape and showed no evidence of drainage related problems (flooding, erosion, etc.). The system appears to have more than adequate capacity to handle the existing flows. The King County Sensitive Areas Folio ' was researched and the site was not found, nor was it tributary to (within at least a quarter mile), any sensitive areas (wetlands, erosion hazard areas, etc). As such, it is our opinion that a detention standard more restrictive than matching the pre-existing flows for the 2, 10, and 100-year, 24-hour storm events is not warranted. TECHNICAL INFORMATION REPORT-Page III-1 f ' RESOURCES USED FOR THE ANALYSIS ' Adopted Basin Plans The site is located in the Green River Basin, Black River Subbasin as of the 1990 King County Surface Water Design Manual. A basin plan, detailing specific drainage requirements, has not been adopted for this basin. The site is also located within the Soos Creek Community Planning area. Area specific conditions have been adopted for portions of this basin, however, the subject property is outside of the affected area. Critical Drainage Area Maps The site is not located in any of the critical drainage areas discussed in the referenced section of the 1990 King County Surface Water Design Manual. Flood Plain /Floodway Maps ' The proposed site is not located within or immediately adjacent to an existing flood plain. ' Sensitive Areas Folio ' The King County Sensitive Areas Maps did not reveal the site to be in a problem area with regards to landslide, seismic, or erosion hazard areas (please refer to the Appendix for the ' appropriate maps). King County Soil Survey As located in The Soil Survey for the King County Area, the site is underlain with ' Alderwood, type `C' soils. Please refer to the Soils Map in the Appendix of this report. King County Wetlands Inventory The subject property does not contain any wetlands, nor is tributary to any wetlands, within a quarter-mile, as identified in the King County Wetlands Inventory. No signifigant wetlands were found in a study done by `The ERC Group' intitled Evaluation of Potential ' Wetlands,Terrestial Habitat and Wildlife Occurring on the Springbrook Property on September 21, 1995. TECHNICAL INFORMATION REPORT-Page III-2 Section IV: DETENTION ANALYSIS and DESIGN The storm drainage system for the proposed project is designed with reference to standards found within the 1990 King County Surface Water Design Manual ' (KCSWDM). In general, runoff from the site will be conveyed within a tightline drainage system to an underground detention vault to be located near the western property line. The detention vault will be designed as a wet vault, incorporating live and dead storage, and providing water quality enhancements. The detained and treated storm drainage will connect to a tighthne conveyance system in Talbot Road South (which will be constructed in association with the frontage improvements for this project). The storm drainage will then discharge into the existing drainage ditch along Talbot Road South, at the northwestern corner of the site. Runoff from off-site tributary areas, to the east of the project, will be collected and conveyed along the southern property line of the site in a ' separate conveyance system. ' The wet vault will be designed to provide peak rate runoff control for the 2, 10, and 100- year, 24-hour storm events. The vault will be designed such that the post-developed peak ' runoff rates are attenuated to the pre-developed peak runoff rates for each of the 2, 10, and 100-year, 24-hour storm events. A 30-percent volume correction factor (factor of ' safety) will also be applied to the live storage volume. Water quality enhancement will be provided within the vault through the use of "dead storage". Dead storage will be ' provided for the volume of the "water quality" (6-month) storm event. The precipitation to be used for the water quality storm event will be one-third of the 2-year, 24-hour ' precipitation. Using the computer program Water Works, hydrographs were generated for the existing ' and developed conditions for the 2, 10, and 100-year, 24-hour storm events. The hydrographs were generated using the Santa Barbara Urban Hydrograph Methodology ' (SBUH) with a User 1 (King County Type 1A), 24-hour storm event. In the existing condition, the site was modeled with separate curve numbers for the pervious and ' TECHNICAL INFORMATION REPORT-Page IV-1 impervious areas. The pervoius area was modeled with a weighted S.C.S. curve number representative of the various pervious land covers (second growth forest, pasture, etc.). In the developed condition, the site was also modeled with separate curve numbers for the ' pervious and impervious areas. Developed condition runoff hydrographs for the 2, 10, and 100-year, 24-hour storm events were then routed through a theoretical pond with ' maximum discharge rates set equal to the peak rates for the pre-developed 2, 10, and 100- year storm events. The required volume of live storage, determined through the process of level pool routing, was then increased by a 30% factor of safety to determine the actual volume of live storage required. The required volume of dead storage was then computed ' by generating the developed condition hydrograph for the water quality storm event. Please refer to the existing and developed condition maps in the Appendix of this report. ' EXISTING CONDITION Total Area=6.97 Ac ' Undeveloped Area= 0.55 Ac (not included in calculations) ' Developed Area= 6.42 Ac Impervious Area= 0.33 Ac @ CN_98 (existing house and driveway, etc.) ' Pervious Area= 6.09 Ac @ CN=84.16 (average of pervious areas) Gravel Road= 0.20 Ac @ CN=89 (gravel road) Lawn=0.68 Ac @ CN=86 (lawns and landscaping good condition) ' 2-nd Growth Forest= 1.65 Ac @ CN=81 (wood or forest land) Pasture= 3.56 Ac @ CN=85 (meadow or pasture) ' CNw=0.20(89)+0.68(86)+3.56(85)+1 65 ,81)= 84.16 6.09 Ac Time of Concentration= 18.68 min. ' Reach 1: 30' Sheet Flow @ 23.33%; `n' = 0.40 (2nd Growth) Reach 2: 270' Sheet Flow @ 9.26%; `n' = 0.13 (Pasture) Reach 3: 335' Shallow Concentrated Flow @ 10.75%; `k' = 11 (Pasture) TECHNICAL INFORMATION REPORT-Page 11V-2 Existing Condition H dro ra h Rainfall Type User 1 Time of Conc. 18.68 min. Baseflows 0.00 cfs Total Area 6.42 Ac Abstraction Coeff. 0.20 Pervious Area 6.09 Ac @ CN=84.16 Time Interval 10.00 min. Impervious Area 0.33 Ac @ CN=98 Existing Condition H dro ra h Summaries ' Precip. I Peak Flow Volume Time of Peak Storm rinj i rcFsiAc-ft min 2-Year 2.00 0.91 0.43 480 ' 10-Year 2.90 1.94 0.81 480 100-Year 3.90 3.23 1 1.27 1 480 2-yr Allowable Release Rate= 0.91 cfs 10-yr Allowable Release Rate= 1.94 cfs ' 100-yr Allowable Release Rate=3.23 cfs ' DEVELOPED CONDITION Total Area= 6.97 Ac Undeveloped Area= 0.55 Ac Developed Area= 6.42 Ac ' Bypass Area= 0.47 Ac Detained Area= 5.95 Ac Impervious Area=3.21 Ac @ CN=98 (houses and driveways) ' Pervious Area=2.74 Ac @ CN=86 (lawn/landscaping) Time of Concentration= 6.0 min. (assumed, conservative) Detained Area H dro ra h Rainfall Type User 1 Time of Conc. 6.0 min. ' Baseflows 0.00 cfs Total Area 5.95 Ac Abstraction Coeff. 0.20 Pervious Area 2.74 Ac @ CN=86 Time Interval 10.00 min. I Impervious Area 3.21 Ac @ CN=98 TECHNICAL INFORMATION REPORT-Page IV-3 ' Detained Area H dro ra h Summaries Precip. Peak Flow Volume Time of Peak ' Storm finj r S1 rAc-ft] min Water Quality 0.67 0.42 0.14 470 2-Year 2.00 2.07 0.67 1 470 10-Year 2.90 3.40 1.07 1 470 100-Year 3.90 4.93 1.54 1 470 Total Bypass Area= 0.47 Ac Pervious Area= 0.33 Ac @ CN=86 Impervious Area=0.14 Ac @ CN=98 ' Time of Concentration= 6.0 min. (assumed) Bypass Area H dro ra h Rainfall Type User 1 Time of Conc. 6.0 min. ' Baseflows 0.00 cfs Total Area 0.47 Ac Abstraction Coeff. 0.20 Pervious Area 0.33 Ac @ CN=86 Time Interval 10.00 min. Impervious Area 0.14 Ac @ CN=98 ' Bvpass Area H dro ra h Summaries ' Precip. Peak Flow Volume Time of Peak Storm rinl rCFSjAc-ftj rminj 2-Year 2.00 0.13 0.04 480 10-Year 2.90 0.23 0.07 470 100-Year 1 3.90 0.35 0.11 470 TECHNICAL INFORMATION REPORT-Page IV-4 ' Stage- Storne/Discharge Table: STORAGE ID No.DETI ' DESCRIPTION: Theoretical Detention Vault Bottom: 162.20 ft Max. Water Surface: 167.50 ft Length: 80.00 ft. Width: 19.00 ft. DISCHARGE ID No.DIS1 DESCRIPTION: Multi-Orifice Discharge Structure Outlet Elev: 162.20 ft. Orifice#1 Elev: 160.20 ft.Orifice Diam: 4 9/16 in Orifice#2 Elev: 164.60 ft Orifice Diam: 4-7/8 in Orifice#3 Elev: 166.00 ft Orifice Diam: 4 5/8 in ' STAGE STORAGE DISCHARGE Im C 162.20 0 0.0000 162.50 456 0.3091 163.00 1216 0.5047 163.50 1976 0.6434 164.00 2736 0.7571 164.50 3496 0.8558 ' 165.00 4256 1.3513 165.50 5016 1.6356 166.00 5776 1.8615 166.50 6536 2.4686 ' 167.00 7296 2.8151 167.50 8056 3.1076 Level Pool Routing Table: The following table represents the results of routing the developed hydrographs through a theoretical detention vault with maximum discharge rates for the 2, 10, and 100-year, 24- hour storms set below the pre-development peak rates for the respective storm events. ' The discharge hydrographs were then added with the developed bypass hydrographs to ensure that the total discharge rate from the site does not exceed the allowable release ' rates. The computed volume of storage is the theoretical volume of detention required. The actual volume of live storage required is equal to the theoretical volume plus the irequired 30%factor of safety. Description Inflow Storage Discharge P. Stage Volume Outflow P. Time CFS ID ID [Ftl C CFS in EX 2-DEV 2 YR 2.07 DETI DIS1 164.48 3458 0.851 510 EX 10-DEV 10 YR 3.40 DETI DIS1 165.95 5701 1.841 500 EX 100-DEV 100 4.93 1 DETI DIS1 167.44 7970 1 3.076 500 TECHNICAL INFORMATION REPORT-Page IV-5 Total Developed Discharge Hy dro ra h Summaries ' Vault Bypass Area Total Allowable Outflow Peak Q Discharge Release STORM cfs) (cfs) (cfs Rate cfs 2-Year 0.851 0.13 0.90 0.91 ' 10-Year 1.841 0.23 1.94 1.94 100-Year 1 3.076 1 0.35 3.22 3.23 ' The total developed condition discharge rate from the site was computed by adding the vault outflow hydrographs to the developed bypass area hydrographs. Due to timing ' differences in the hydrograph peaks, the combined peak rate from hydrograph addition will not equal the arithmetic addition of the peak rates. Please note the total discharge ' rates from the site do not exceed the allowable release rates for the 2, 10, and 100-year storm events. Thus, as computed, the theoretical volume of storage required is 7,970 ' cubic-feet. Therefore, by applying the 30% factor of safety, the actual volume of live storage required is 10,361 ft . As designed, the actual vault provides in excess of 12,000 ' cubic-feet of live storage. ' Water Ouality Calculations: ' The required volume of dead storage is equal to the total volume of runoff from the post- developed storm event with a total precipitation equal to one-third of the 2-year, 24-hour precipitation (the water quality storm). The total developed runoff from the site for the water quality storm event was previously defined to be approximately 0.14 acre-feet. The ' acutal required volume of dead storage is 6,134 f?. As designed, the wet vault provides in excess of 6,200 cubic-feet of dead storage. Overflow Risen ' The overflow riser was sized to convey the peak rate of runoff from the undetained, post- developed 100-year, 24-hour storm event. The riser was sized assuming 0.5 feet of available head with the 100-year peak flow rate of 4.93 cfs. The required diameter of the riser is calculated to be 1.5 feet (please see Figure 4.4.77 in the Appendix). The vault was ' designed with an 18 inch diameter overflow riser. TECHMCAL INFORMATION REPORT-Page IV-6 Section V: CONVEYANCE SYSTEM ANALYSIS and DESIGN ' Conveyance calculations have been provided for the tightlined storm drainage systems on the site. The conveyance system was divided into three separate systems, North (CB 11 to ' CB29), South (CB32 to CB39), and West (CB30 and CB31), to compute the Hydraulic ' Grade Lines (HGL's). Each of the systems outfall into the detention vault at separate locations. The conveyance system was designed to convey the runoff from the developed ' 25-year storm event with a minimum of 0.5 feet of freeboard at each catch basin. The hydraulic grade line calculations were performed using Advance Data Systems, Inc. ' program Storm Sewer's. A tributary area was defined for each catch basin and the associated runoff was estimated using the Rational Method of analysis (please refer to the ' Tributary Area Map in the Appendix). A weighted rational method runoff coefficient (CW) was used in estimating the flow into each catch basin. `C'W was calculated as follows: Land Cover `C'* Area acres % Area `C'x%Area Lawns 0.25 2.74 0.46 0.11 Pavement, Roofs 0.90 3.21 0.54 0.49 Total Area: 5.95 Cw: 0.60 ' * Please refer to `C' Values (Table 4.3.3A) in the Appendix. ' Storm Sewer's determines the flow rate in each pipe and performs a standard step hydraulic analysis on the network. The methodology used for a non-uniform flow analysis ' is the standard step energy balance. This procedure is used to determine the hydraulic grade line throughout the pipe network and is identical to that used for any open channel ' water surface profile. The steady state energy equation (Bernoulli's Equation) is used ' between the upstream and downstream sections of each pipe. The friction slope is calculated by applying Manning's equation at the upstream and downstream points and ' averaging the slope between them. The program then performs three iterations to pinpoint the hydraulic grade line. The computations begin at the most downstream pipe in the network and continue in an upward direction. After three iterations, the program has established the hydraulic grade line at the upstream and downstream ends for each pipe in TECHNICAL INFORMATION REPORT-Page V-1 ' the network. A freeboard table summarizing the 25-year hydraulic grade line (HGL) calculations is included below. A complete printout of the HGL calcs is in the Appendix. 25-yr FREEBOARD TABLE ' (North System) Catch Rim Elev. HGL Elev. Freeboard Basin ' CB 11 169.64 168.34 1.30 CB12 169.64 169.14 0.50 ' CB 13 172.50 169.16 3.34 CB14 172.50 169.38 3.12 CB 15 182.79 181.20 1.59 ' CB 16 184.25 181.25 3.00 CB 17 184.25 181.74 2.51 CB18 182.52 181.21 1.31 ' CB 19 185.00 181.83 3.17 CB20 185.00 182.30 2.70 CB21 189.87 188.10 1.77 CB22 189.87 188.33 1.54 CB23 197.73 195.40 2.33 ' CB24 197.73 195.56 2.17 CB25 206.19 203.59 2.60 CB26 206.19 203.64 2.55 ' CB27 206.00 203.89 2.11 CB28 212.71 209.35 3.36 CB29 212.71 210.23 2.48 ' South System) ' Catch Rim Elev. HGL Elev. Freeboard Basin CB32 179.30 173.39 5.91 ' CB33 179.30 177.41 1.89 CB34 192.71 190.13 2.58 CB35 192.39 190.41 1.98 ' CB36 204.51 202.15 2.36 CB37 204.51 202.64 1.87 ' CB38 214.56 212.48 2.08 CB39 215.12 213.49 1.63 ' TECHNICAL INFORMATION REPORT-Page V-2 (West System) Catch Rim Elev. HGL Elev. Freeboard Basin CB30 168.53 167.51 1.02 ' CB31 168.53 167.54 0.99 Frontage Conveyance System The tightline storm drainage conveyance system in Talbot Road South was designed to ' provide 0.5 feet of freeboard during the 25-year storm event. The tightlne system will convey the outfall from the Springbrook detention vault along with runoff from off-site tributary areas to the east and south of the site. Flows for the off-site tributary areas were estimated for the 25-year storm event using the Rational Method of analysis with Seattle- Renton IDF curves. The off-site flows calculated are existing condition (as of 1996) flows, assuming that any development of the off-site areas will, at a minimum, be required ' to detain developed flows to the pre-developed rates. The following table summarizes the off-site tributary flow calculations. Following the off-site flow calculations is a table summarizing the hydraulic grade line calculations for the 25-year storm event. OFF-SITE TRIBUTARY AREAS Description Area (Acres) `C' 25-yr Flow (cfs) 100-yr Flow (cfs) ' Value* East of Property 9.34 0.15 1.68 2.02 ' South of Property 1.61 0.20 0.88 1.03 *`C' Values ' East of Property: Impervious Area: 10,000 sf @ `C' = 0.90 (houses and paved areas) Pervious Area:6,000 sf @ `C' = 0.25 (landscape) 390,720 sf @ `C' = 0.15 (dense forest) ' `c vg' = (10,000/406,721)(0.90) + (390,721/406,721)(0.15) + (6,000/406,721) 1Ca119' = 0.17 ' Flow Path: 1,400' @ 8.2%; `k' = 3 (Velocity= 0.86 fps) Time of Concentration= 1,400/60(0.86) =27.16 min. TECHNICAL INFORMATION REPORT-Page V-3 ' 25-yr Rainfall Intensity= 1.06 in/hr Iu=P25(i25) I23 =3.40(2.66(27.16-0'65)); (per Section 4.3.3, `90 KCSYMM) 100-yr Rainfall Intensity= 1.27 in/hr ' Iioo=P(iioo) I100=3.90(2.61(27.16-0.63)) South of Property: Pervious Area:70,200 sf @ `C' = 0.20 (pasture) `C' =0.20 ' Flow Path: 660' @ 19%; `k' = 7 (Velocity=3.05 fps) Time of Concentration= 660/60(3.05) = 3.61 min.; use 6.3 min. (minimum) ' 25-yr Rainfall Intensity=2.74 in/hr I25 =P25(i25) I25 =3.40(2.66(6.3-0.6s)); (per Section 4.3.3, `90 KCSVWDM) ' 100-yr Rainfall Intensity= 3.20 in/hr lion =P(iioo) ' I100 =3.90(2.61(6.3-0.63)) 1 TECHNICAL INFORMATION REPORT-Page V-4 25-yr FREEBOARD TABLE (Front a e S stem and Off Site Bypass) Catch Rim Elev. HGL Elev. Freeboard Basin CB 1 160.03 158.47 1.56 CB2 161.35 158.85 2.50 ' CB3 162.35 159.34 3.01 CB4 162.00 159.34 2.66 VAULT 167.50 160.62 6.88 ' CB6 163.02 159.76 3.26 CB7 163.32 160.04 3.28 CBS 162.90 160.14 2.76 CB 10 164.10 160.87 3.23 CB40 173.40 170.23 3.17 CB41 193.80 190.59 3.21 CB42 203.00 200.09 2.91 CB43 213.90 210.64 3.26 CB44 222.00 218.74 3.26 CB45 232.40 231.45 0.95 CB9 163.22 160.34 2.88 CB5 161.60 159.39 12.21 CB 10A 164.15 162.87 1.28 Additionally, the frontage storm drainage system was checked for capacity during the 100- year storm event. Conservatively, the vault outflow was assumed to be the undetained ' flow from the 100-year storm event. The storm drainage system was found to have adequate capacity without overtopping any of the catch basins in the system (a summary of these calculations has not been included with this report). 1 1 TECHNICAL INFORMATION REPORT-Page V-5 t Section VI: SPECIAL REPORTS and STUDIES ' A traffic impact study was performed by `Transportation Planning and Engineering, Inc.' (TP&E) on December 29, 1995 (Spring Brook Condominiums: Traffic Impact Study). A wetland study was performed by `The ERC Group' on September 21, 1995 (Evaluation of ' Potential Wetlands, Terrestrial Habitat, and Wildlife Occurring on the Spring Brook Pro e . Two geotechnical studies were performed by `Terra Associates, Inc.' one on ' May 5, 1995 (Geotechnical Report: The Cottages) and one one January 20, 1996 (Supplemental Development Exploration: Spring Brook Apartments). ' TECHNICAL INFORMATION REPORT-Page VI-1 i Section VII: BASIN and COMMUNITY PLANNING AREAS 1 As identified in the off-site analysis, the site is located within the Green River Drainage Basin. More specifically, the site is located within the Black River sub-basin. According 1 to the 1990 King County Surface Water Design Manual, a basin plan has not been adopted for the Green River Basin. The site is also located within the Soos Creek community planning area. Area specific conditions have been adopted for portions of this planning area, however, the subject property is outside of the limits of the affected area. 1 1 i 1 i i 1 TECHNICAL INFORMATION REPORT-Page VII-1 Section VIII: OTHER PERMITS ' Additional permits required include an NPDES, Forest Practice, and Right of Way Use permit. ' TECHNICAL INFORMATION REPORT-Page VIII-1 Section IX: EROSION/SEDIMENTATION CONTROL DESIGN ' The temporary sediment ponds were designed using the 1994 updates to the erosion control chapter of the 1990 KCSWDM. Generally, the ponds were designed to provide an ' effective surface area large enough to settle out the design particle (medium silt, 0.02 mm). The site was designed with two sediment ponds. Pond #1 has a tributary area of 3.24 acres, and Pond #2 has a tributary area of 3.18 acres. The required surface area of each pond was computed using an inflow rate equal to the 2-year, 24-hour peak rate of runoff from the tributary area, assuming the site has been cleared. A summary of the erosion control calculations for each of the ponds is included below. POND#1 1 Tributary Area= 3.24 Ac @ CN=87 (Bare ground/dirt) Time of Concentration= 6.0 min. (minimum Time of Concentration) Erosion Control H dro ra h Rainfall Type User 1 Time of Conc. 6.0 min. Baseflows 0.00 cfs Total Area 3.24 Ac Abstraction Coeffff, 0.20 Pervious Area 3.24 Ac @ CN=87 Time Interval 10.00 min. Impervious Area 0.0 Ac @ CN=98 Erosion Control H dro ra h Summaries Precip. Peak Flow Volume Time of Peak Storm rinj rCFSJAc-ft rminj 2-Year 2.00 0.70 0.24 480 10-Year 2.90 1.38 0.45 480 100-Year 3.90 2.20 1 0.69 1 470 i ' Required Surface Area: Req'd Surface Area(Pond 1) =2 x (Q/0.00096) Req'd Surface Area (Pond 1) = 2 x(0.70/0.00096) Req'd Surface Area (Pond 1) = 1,458 sf The actual pond provides a surface area of approximately 2,250 square feet. TECHNICAL INFORMATION REPORT-Page IX-1 ' Overflow Riser: The overflow riser was designed using Figure 4.4.7J in the 1990 KCSWDM(please see Figure 4.4.7J in the Appendix). Using the 10-year peak outflow rate of 1.38 cfs with 0.5 1 feet of head, the riser is required to be 12-inches in diameter. Overflow Spillway_ The spillway was designed using the equations found in Section 4.4.4 of the1990 ' KCSWDM. The spillway was sized to convey the peak rate of runoff from the 100-year, 24-hour storm event (2.20 cfs)with 0.5 feet of head. ' L=(Qloo/(3.2113'2)) - (2.41f), 6 feet minimum L= 1.34 ft.; use L = 6 feet Discharge Orifice: The discharge orifice was designed, according to chapter 5 of the KCSWDM, as follows: A,, = As(2h)'2 ; As = 1458, h=2.5, T =24 ' 10.6(3600)(T)(g'r2) A.= 0.000627 sf Diameter=0.34 in., use 1 inch minimum POND#2 ' TributaryArea= 3.18 Ac CN=87 are ground/dirt) i @ (B g d/d rt) ' Time of Concentration= 6.0 min. (minimum Time of Concentration) Erosion Control H dro ra h ' Rainfall Type User 1 Time of Conc. 6.0 min. Baseflows 0.00 cfs Total Area 3.18 Ac Abstraction Coeffff, 0.20 Pervious Area 3.18 Ac @ CN=87 Time Interval 10.00 min. Impervious Area 0.0 Ac @ CN=98 ' TECHNICAL INFORMATION REPORT-Page IX-2 ' Erosion Control H dro ra h Summaries Precip. Peak Flow Volume Time of Peak ' Storm in CFS Ac-ft min 2-Year 2.00 0.69 0.24 480 10-Year 2.90 1.36 0.44 480 ' 100-Year 3.90 2.16 1 0.67 470 Required Surface Area: Req'd Surface Area =2 x(Q/0.00096) Req'd Surface Area =2 x(0.69/0.00096) Req'd Surface Area = 1,438 sf The actual pond provides a surface area of approximately 1,640 square feet. Overflow Riser: The overflow riser was designed using Figure 4.4.7J in the 1990 KCSWDM(please see Figure 4.4.7J in the Appendix). Using the 10-year peak outflow rate of 1.36 cfs with 0.5 feet of head, the riser is required to be 12-inches in diameter. Overflow Spillway_ ' The spillway was designed using the equations found in Section 4.4.4 of thel990 KCSWDM. The spillway was sized to convey the peak rate of runoff from the 100-year, j24-hour storm event (2.16 cfs)with 0.5 feet of head. L= (Qloo/(3.2113n)) - (2.41f), 6 feet minimum ' L= 1.30 ft.; use L= 6 feet ' Discharge Orifice: The discharge orifice was designed, according to chapter 5 of the KCSWDM, as follows: A, = As(2h)1/2 ; As = 1438, h=2.5, T=24 10.6(3600)(T)(gl/2) A. = 0.000619 sf ' Diameter= 0.34 in., use 1 inch minimum TECHNICAL INFORMATION REPORT-Page IX-3 s H A W a � - � � � � � � � � � r r� r � r � � � � � " CITY F R i ton D ' ERNA 'IaON 4�N SIGN C�9;NCE QVIIT GATED)' ' CONDITIONS APPLICATjON,NO(S): LUA-96-004,SA,LLA,ECF APPLICANT: Triad Assgglates(Mr.Alan Fure) PROaECT NAME 3pringbrook Residential,Development DESCRIPrtlQK O PRdPO§ALs The appli nt seeks approval`to�develop the property with 45 single farrirly-condominium un'as Intwo.three;:and�our-un4164nhousestyle buildings togetherwith 45 -multi-family 'condominium.-units in five,,nine=unitcjhree-story buildings. In addition; the :applicant •proposes-to segregate lots�and C,into a configuration-which-relates solelyto the..site.plan application.: This segregation will be accomplished through th.e lot line adjustment process. ' LOCATION OF PROPOSAL: 4014 and 4700 Talbot Road South The Site Plan:for.SPNngbrook Residential Developrrrent File No. LUA-96-0044s.approved; subject to f6flowing condidons: CONDITIONS: 1 The- applicant.-,shall comply, with the environmental mitigation .measures established by the Environmental Review Committee 2. The,applicant shall record the 4ot Line Adjustment submitted,with this application, -prior to the ,issuance,of.Buildtng-Permits:` = 3. The applicant shall remove the two existing homes during the construction phase of the project.', 4 The applicant sliall:submit a"revised landscape plan; Sheet 6 of 8 to demonstrate a minimum of five;feet of:landscaping..between the proposed rockeries .on the north property line and- the adjacent property_and the locatign ot;enyprogoseo'central trash/garbage bins 5 The'appifoant shall I1mitJconst ualon,arid b[iiidmg odivrties to tfie`riours between y 00 AM and 9 Q0 PM Monday=through,Friday;_,0,.MAM o 00;PM.ort Satilyday.and.na worts on Sundays. Work.outside of-these.hours shall only be ahowed.with written permission of the City of-Renton. 6. The applicant shall provide a"pedestrian lr t�tin s`stem aloe e i eri c 9 g. y 9.the-nt o sidewalks-within the project Plans-for-the lighting.syOeM.sh$Il:be submitted to the satisfaction of the'Development Services Division pri 6'the issuance of building:perrnits: = 7. The 'applicant shall create and`r`ecoord a Homeowner's Association "to"-'the satisfaction of-the Development Services Qivislon-priorto the tsuance of-a building permit �'he.Homeowner's' Association .shall,be 'reaponsible for.the Milint6narice of all''common facilities, 'structures, ' landscaping, etc. 8. The private street:system shall be designed ta'widen"the pavemen,tlo 28 feel.along the first 280 feet(approximately)of the south entry n order to provide parking on-the north.Mde.of the street. 1 Sidewalks along this area shah be a rtiinimum cf four(4)feet in width on both sides. The redesign of,the street plan is subject to approval by Development:$elvices Division. ' MUMEASI.DCC/ L .�• ,iF:.+ni�` ` a,.g�,•,.• f r-. s�',y '`"`4 .d"�'� '';N- M� � ['l!/ri'Ti .a'v' • 7 �RYLY i� �ar3!�-.-- �+-��'•'a�'icldt ff °�__ ":.'�:,ws•t""��, �f .r� .•�'`J•r- `�f • • !, ��. III!!l1��4447 ... �S adI �I- ♦. "�" y b_'•+-�� 1'. Lip !... (,�• r ,+ }•t.- sr� , Y,;It _� i`.a :• .J"'i 1r. 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"f _, -t�..�-�.! +..il�_..- /y, .. ;\ ,.- '� a:v a1 "'el. -+ [ �y ��I �_'..L._._. •t, _.__ -_ � �II F •� � ... �• eft �{,I L*'�•`71 ,,,,��1�. .• _". r „a ��F' � '�1 _�� Ir , l w - '-.. ,. r-• ► •._ � .:1 is -`_ I i�� y 1 = - - \' �\ . � � :'�[ ., � i �._v.Y. �• 11�.�! � � I'�[,}.�p�t 1! � :�' I '1:6 � �■►11'I v '�. .Y F x. y." �'.,, I II�I�'?�'�} FA .1 !^.�,-•:�I. .. .. .l.^' •.u•:.c�.... I ,,... �� 'C'.f'1 �i\ � i � f I I�` 1� .� � ;�I' \li. .,i �i •(i .t��, ?..y r: ��91, a`,- • a Mon [y/I -41 i / .•,,-*^„ '+r.-i.l w•..^1 � .r.��l.... '✓�ti1. i�_a�,.++�n k'--• � ..:.-..-'�'i�✓'�=- .. .. - 1. 'w�4�ill/ , ,� .� � V"�r��E-. •, st__ I -t " ��' �:a,:aJ ■L..TY� .. k;:.� .✓f. '.' �. .. � „�i: � ��rr � ... - - �r�__ :,1r..'L�� I .-'I_.� _.. _ „� '-�. _ � �. , + � -.�� - : A� L _ -�� 1 �L. •_i i1'.l Ll J.d'l Y Y 1 _ 1 iY ' CURVE NUMBERS TABLE ' 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 SOIL GROUP 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 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 94 ' Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 O 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 8g Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 TOO 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 TABLE 4.3.3A RUNOFF COEFFICIENTS - "C" VALUES FOR THE RATIONAL METHOD* GENERAL LAND COVERS LAND COVER C LAND COVER C Dense forest .0.10 + Playgrounds 0.30 Light forest 0.15 Gravel areas 0.80 Pasture 0.20 Pavement and roofs 0.90 Lawns 0.25 Open water (pond, 1.00 lakes, wetlands) SINGLE FAMILY RESIDENTIAL AREAS (Density is in dwelling units per gross acreage (DU/GA)) LAND COVER I LAND COVER DENSITY C DENSITY C f 0.20 DU/GA (1 unit per 5 ac.) I 0.17 3.00 DU/GA 0.42 0.40 DU/GA (1 unit per 2.5 ac.) 0.20 3.50 DU/GA 0.45 0.80 DU/GA (1 unit per 1.25 ac.) 0.27 4.00 DU/GA 0.48 1.00 DU/GA 0.30 4.50 DU/GA 0.51 i 1.50 DU/GA 0.33 5.00 DU/GA 0.54 2.00 DU/GA 0.36 5.50 DU/GA 0.57 2.50 DU/GA 0.39 6.00 DU/GA 0.60 For land covers not listed above, an area-weighted "C x At"sum should be computed based on the following equation: C x A, _ (C,xA,) + (C2xA2) + ...+(CnxA„), where A, _ (A, + A2 + ...+A„), the total drainage basin area. (For use only in determining peak design flow for analyzing and sizing pipes, culverts or channels) 1 ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.4.7J RISER INFLOW CURVES ' Weir Flow Orifice Flow ----- ' 100 ., 36 33 30 27 c � 24 c ' CL 21 aD 18 Cz a 15 0 cc ' 12 10 10 kA Rol, 1 0.1 0.5 1.0 10.0 HEAD IN FEET (measured from crest of riser) SOURCE: USDA-SCS y.q3 CS+S QWIER = 9.739 DH312 ' QORIFICE = 3.782 D2H112 Q in cfs, D and H in feet ' 4.4.7-10 1/90 LF Elul ir • _ Vick Mob VIP rM _ m ti r � �A •♦ L!�v ill ��Iwl� y. ,- �J1 � • �� '�i�E�l��•;+moo.- .: �..�.��i'Fes' � •,•�'�►��__R' i I,,��r, ram- it/�� tl��`'�'--•� �� , .'� MAN I AN n 10! � .- @ . 1111,15 Elkin KIN �,. wl A5U.- WOOlift WWI a �i WY ��.�� i` � •,fir is � `►- . �� , , , �� , 04/05/96 STORM SEWER SUMMARY REPORT SPRINGBROOK NORTH COVEYANCE FILE: NORTH.STM ' RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I - 9.090/ ( Tc + 0.000) ^ 0.650 LINE/I DESCRIPTION �INC ARfRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMISIZE/IINVERT (PIPE I NVAL IHGISLOPEIHYD GRD I VEL I DOWNLINE/ TOT AR WEIGHTD Tc TOTL IIiTOT CIA TOTALQ FLOWCAP TYPE UP/DOWN LEN INVSLOP JLC UP/DOWN UP/DOWN ' I (ac) C (min) (in/h) (cfs) (cfs) (cfs) (in) I (ft) (ft) (ft/ft) I (ft/ft) (ft) (ft/s) I i I I I I I I I I I I I I 1 I CB11 I 0.2 0.60 6.30 2.75 0.26 0.00 I 15DI 165.30 331 0.0121 0.002I 167.581 3.93 DNLN - 0 II 3.6 0.60 8.73 2.22 4.83 4.83 21.4 15D 162.20 0.0941 1.00 I 167.501 3.93 2 I CB12 0.1 0.60 6.30 2.75 0.23 0.00 I 12D 166.89 24 0.012 0.007 167.991 5.90 DNLN - 1 I 3.5 8.67 2.23 4.64 4.64 9.5I 12DI 165.45I I 0.060I 1.15 167.821 5.90 3 I cB13 I I 1 I I ! I I I I I I DNLN - 2 I 0.21 0.601 6.30 2.751 0.301 0.00 f 12DI 168.521 55I 0.0121 0.005 168.88 2.82 I0.51 0.601 6.73I 2.63I 0.711 0.711I 6.61 12DI 166.89 i 0.0301 0.75 168.61I 0.91 ' 4 I CB14 I 0.31 0.601 6.30I 2.751 0.451 0.00 ' 12DI 169.00� 481 0.0121 0.008I 169.38 2.44 DNLN - 3 I 0.31 0.601 6.30I 2.75I 0.451 0.451 3.9i 12DI 168.52I i 0 .0101 1.00 I 168.971 1.30 5 I CB15 0.01 0.601 6.30 2.75 0.05 0.001 I 12DI 179.64I 1161 0.0121 0.102I 180.481 5.60 ' I DNLN - 2 2.91 0.601 8.30 2.30 3.95 3.95I 12.8 12DI 166.89 I 0.1101 1.20 I 168.61 5.04 6 I C816 0.1 0.60 6.30 2.75 0.18 0.00 12D 180.77 53 0.012 0.002 181.17 3.02 DNLN - 5 0.6 0.60 6.64 2.65 0.88 0.88 5.6 12D 179.64 0.021 0.75 181.07 1.12 7 I CB17 0.4 0.60 6.30 2.75 0.73 0.00 12D 181.25 48 0.012 0.010 181.74 2.84 ' I DNLN - 6 I 0.4 0.60 6.30i 2.75 0.73 0.73 3.9 12DI 180.77 0.010! 1.00 ! 181.27 1.83 8 I CB18 0.11 0.60 6.30I 2.75 0.13 0.00 12DI 179.77 25 0.0121 0.0001 181.071 0.76 IDNLN - 5 I 0.4I 0.601 7,31I 2.50! 0.60� 0.602.81 12DI 179.64 I 0.0051 0.75 I 181.071 0.76 I I I I I I I I I I I I 9 I cB19 I 0.1I 0.601 6.301 2.75 0.23I 0.001 I 12DI 181.52 49I 0.0121 0.015I 181.821 2.53 DNLN - 8 I 0.3I 0.601 6.791 2.62I 0.50I 0.501 7.31 12DI 179.77� I 0.036I .00 0.75 I 181,081 0.64 10 I CB DNLN 9 I 0.2I 0.60I 6.30I 2.75I 0.30I 0.001 I 12DI 1821 48I 0.012I 0.009I 182.301 2.16 I 0.2I 0.601 6.301 2.751 0.30 0.301 3.91 12DI 181.521 I 0.010 1.00 I 181.901 1.10 I I I I I I I I I I I I' 11 I CBDN I 0.1I 0.60I 6.30I 2.75 0 I .10 0.001 I 12DI 187.00 77I 0.012I 0.086 187.69I 4.60 DNLN - 5 I 1.9I 0.60I 7.98I 2.36 2.67I 2.67I 11.91 12DI 179.64 I 0.0961 1.25 181.071 3.40 I I I I I I 12 I CB22 I 0.2I 0.60I 6.30I 2.75I 0.36I 0.001 I 12DI 187.12 241 0.0121 0.001I 188.121 3.33 ' I DNLN - 11 I 1.8I 13 CB23 0.60I 7.86I 2.38 2.61I 2.611 2.71 12DI 187.00 I 0.0051 1.20 I I 188.101 3.33 I 0.2I 0.60I 6.301 2.75 0.25I 0.001 11 12DII 194.51 79I 0.012I 0.087I 195.16I 9.36 DNLN - 12 1.6I 0.60I 7.50I 2.45I 2.37I 2.37I 11.81 12DI 187.12I I 0.094I 0.80 I 188.331 3.02 ' 14 I 0.60 6.30I 2.75 0.15 0.001 I 8DI 195.32I 241 0.0121 0.0071 195.561 1.93 I DNLN - 13 I 0.11 0.601 6.30I 2.751 CB24 0.11 0.151 0.151 1.9 8DI 194.84I I 0.0201 1.00 I 195.401 0.47 15 CB25 I I I I i I I I I I 1 I I I I I 0.01 0.601 6.301 2.751 0.071 0.001 I 12DI 202.71 91I 0.0121 0.067I 203.321 4.15 DNLN = 13 I 1.41 0.601 7.07I 2.551 2.101 2.101 11.61 12DI 194.511 I 0.0901 1.00 I 195.401 2.84 ' I I I I I I ' I I I I I I I I 16 i CBDNLN 15 I O.lI 0.60I 6.301 2.75I 0.121 0.001 i 12D) 202.831 241 0.012I O.000I 203.59 1.94 I 0.81 0.60I 6.851 2.60I 1.251 1.25I 2.7I 12DI 202.71I I 0.005I 0.75 I 203.59I 1.71 I I I I I I I i I I I I I 17 I CB27 I 0.71 0.601 6.30I 2.75I 1.20 0.001 I 12DI 203.25I 84I 0.012 0.003 203.891 3.32 IDNLN - 16 I 0.71 0.601 6.301 2.75I 1.20 1.201 2.7� 12DI 202.83 ji 0.005 1.00 203.69 1.77 18 I CB28 I 0 .0 I 0.601 6.30 2.75I 0.07 0.001 12DI 208.71 62 0.012 0.089 209.10` 3.01 DNLN - 15 I 0.51 0.601 6.381 2.73I 0.87 0.871 12.0 12DI 202.71 0.097I 1.15 203.591 1.18 19 I C1129 I 0.5 0.60 6.301 2.75 0.81 0.00 8DI 209.52 24 0.012I 0.037 210.231 5.11 DNLN - 18 I 0.5I 0.60I 6.301 2.75I 0.81 0.81I 1.9 8DI 209.04 0.020I 1.00 209.351 5.11 1 ' 04/05/96 STORM SEWER SUMMARY REPORT SPRINGBROOK SOUTH COVEYANCE FILE: SOUTH.STM ' RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I - 9.090/ ( Tc + 0.000) ^ 0.650 LINE#j DESCRIPTION JINC AR RUNOFFC INLTIME INLT I INC CIA INPUTQ UNIFORM SIZE/[INVERT PIPE NVAL IHGLSLOPEIHYD GRD VEL DOWNLINE# ITOT AR WEIGHTD Tc TOTL I TOT CIAl TOTALQ IFLOWCAP TYPE JUP/DOWN LENINVSLOP JLC UP/DOWN UP/DOWN (ac) C (min) I(in/h) l (cfs) (cfs) (cfs) l(in) I (ft) l(ft) (ft/ft) (ft/ft) (ft) (ft/3) 1 CB32 0.21 0.60 6.301 2.75 0.401 0.001 12D 172.20 33 0.012 0.166I 172.981 5.15 DNLN - 0 2.41 0.60 8.171 2.32 3.381 3.38I 21.21 12DI 162.20 i 0.303� 1.00 1 167.501 4.31 2 CB33 I 0.3 0.60i 6.30I 2.75I 0.461 0.001 ' BDJ 176.89 32 0.012 0.029I 177.41 4.36 DNLN - 1 0.3! 0.60 6.301 2.75 0.461 0.461 1.91 BDI 176.25 0.020I 1.00 l 176.48! 4.36 3 CB34 1 0.11 0.60 6.301 2.751 0.231 0.001 1 12DI 189.151 111 0.012 0.148I 189.85I 4.67 DNLN - 1 I 1.91 0.60I 7.711 2.411 2.761 2.761 15.11 12DI 172.201 0.153 0.80 173.39 3.52 4 CB35 0.31 0.60� 6.301 2.751 0.451 0.00� BD 189.98 25 0.012 0.011� 190.41 2.75 DNLN - 3 1 0.31 0.60 6.301 2.751 0.451 0.451 1.91 BDI 189.48 ! 0.020 1.00 190.131 1.29 ' S CB36 0.5 0.601 6.301 2.75 0.841 0.001 1 12DI 201.29 961 0.0121 0.123 201.931 4.27 DNLN - 3 1 1.5 0.601 7.271 2.50I 2.251 2.251 13.71 12DI 189.15 0.1261 0.80 I 190.131 2.89 6 CB37 1 0.41 0.601 6.30 2.751 0.661 0.001 1 BDI 202.10 24 0.012I 0.0201 202.6411 3.18 IDNLN - 5 I 0.41 0.601 6.301 2.751 0.661 0.661 1.91 BDI i 201.621 0.0201 1.00 1 202.151 2.20 ' 7 I CB38 = 5 I 0.0 0.60 6.301 2.75 0.051 0.001 12DI 211.821 118 0.0121 0.085I 212.241 3.12 DNLN I 0.61 0.60 6.381 2.721 0.961 0.961 11.5I 12DI 201.291 0.0891 1.00 202.151 1.34 8 CB39 0.6 0.60I 6.301 2.75 0.921 0.001 BDI 212.71 27 0.0121 0.0371 213.491 5.37 DNLN - 7 0.6I 0.60� 6.301 2.75I 0.921 0.921 1.91 BDI 212.151 0.0211 1.00 212.481 5.37 ' 04/05/96 STORM SEWER SUMMARY REPORT SPRINGBROOK WEST COVEYANCE FILE: WEST.STM RAINFALL FILE: RENTON.RND 25 YEAR DESIGN STORM I = 9.090/ ( Tc + 0.000) ^ 0.650 LINEi DESCRIPTION JINC AR RUNOFFCIINLTIMEIINLT IIINC CIAl INPUTQ JUNIFORMISIZE/INVERT l PIPE f NVAL IHGLSLOPEIHYD GRD I VEL DOWNLINE# ITOT ARIWEIGHTD Tc ITOTL IJTOT CIAl TOTALQ IFLOWCAPiTYPE IUP/DOWN LEN IINVSLOPI JLC IUP/DOWN I(ft) (ac) I C I (min) l(in/h)l (cfs) I (cfs) I (cfs) (in) (ft) (ft) f(ft/ft) (ft/ft) I (ft) I I I I I ► I 1 I CB3DNLN - 0 ( 0.11 0.60 6.30f 2.751 0.201 0.001 1 12Di 163.27 49 0.0121 0.000 167.501 0.70 ' I 1 0.41 0.60I 7.091 2.541 0.551 0.551 5.71 12DI 162.20 I 0.0221 1.00 167.501 0.70 z 1 c831 31 - 1 1 0.21 0.601 6.301 2.751 0.401 0.001 1 12DI 164.081 241 0.0121 0.000� 167.521 0.50 0.21 0.601 6.301 2.751 0.401 0.401 5.51 12DI 163.601 1 0.0201 1.00 1 167.511 0.50 1 ' 04/24/96 STORM SEVER SUDIMARY REPORT 3PR371GBROOK FRONT CONVEYANCE FILE FRONT.STM RAIMr.l.T. FILET RENTON.RND 25 YEAR DESIGN STORM I 9.090/ ( To + 0.000) ^ 0.6: ' y37iL/I DESCR3:PTSOF 1331C ARIRUNOFTCI33LT33DEI33aT 2133iC CIA 333PUT0 IUNTFORKIRT7F/I334V= IP33?E I NYAZ ImiszOPEIHYD GRD I VEE DOHMINES TOT AR NE.IMUD To TOTL S TOT CIA TOTA10 FIONCIP TYPE IUP/DORN IMM IMMIOPIft JLC IUP/DOWN IUP/D033 1 (sc) I C I (ain) I(sn/b)I (cfa) I (cfs) i (cfa) I(1n) (ft) (ft) (ft/ft) (ft/ ) (ft) tft/s I I i I I i I I I I i I I I I 1 I CBI 0.21 0.60I 6.301 2.751 0.26I 0.001 1 1ZD1 157.86I 411 0.0121 0.005I 158.341 3.44 1 DNLN = 0 1 1.31 0.60 14.671 1.591 1.27 1.271 2.81 12D1 157.65I 0.005 0.75 158.13 3.44 ' 0.23I O.ODI I 12DI 158.271 821 0.0121 0.0031 158.72I 3.30 2 I CB2 1 O.lI 0.60I 6.30I 2.75I DNLN = 1 I 1.21 0.601 14.171 1.621 1.141 1.141 2.71 1ZDI 157.66I I 0.0031 0.75 I 158.471 2.25 1 . I 138.751 9 03I 159.181 a O.00S 100 158.85 2.191I . I . I 01210 . . . .I II3I � i 1 I 3.19 ' I 1 I I I I I 1 I i I I I 1 I 4 1 ®9 I 0.1 D.60 6.301 2.751 D.O81 D.001 I 12D1 158.84 17 0.0121 D.D001 159.33I 0.31 IDNLN = 3 I 0.11 0.60I 7.141 2.331 0.121 0.121 2.81 12DI 138.751 I 0.0051 0.00 I 159.341 0.25 ' S I VAULT I 0.OI 0.00I 6.30I 2.75I 0.00I 3.08I 3.SI 12DlZDI 158.89I 811 D.0120.008I 1o0013 160 I 159.57I 5.01 5.01 DYLY = 4 6 1 CB6 I 0.11 0.601 6.301 2.751 0.161 0.001 1 12DI 159.291 1081 0.0121 0.0031 159.661 2.89 DNLN = 3 I 0.71 0.601 12.761 1.741 0.771 0.771 2.71 1ZDI 150.75I I 0.0051 0.75 I 159.341 1.60 ' 7 CB7 0.2 0.601 6.301 2.751 0.33 0.00 12D 159.53 48 0.012 0.002 159.88 2.70 I DNLN = 6 1 0.61 0.601 12.411 1.771 0.68I 0.681 2.71 12DI 159.29I I 0.005I 0.80 I 159.76I 1.87 8 I CB8 1 0.01 0.601 6.301 2.751 0.051 0.001 I 12D1 159.951 171 0.0121 0.0071 160.091 1.63 DNLN - 7 0.11 0.601 6.871 2.601 0.111 0.111 6.11 12D1 159.531 I 0.0251 1.25 I 159.981 0.32 9 1 CB10 1 0.01 D.601 6.301 2.751 0.051 1.031 1 12DI 160.161 1261 0.0121 0.0051 160.671 3.58 1 DNLN = 7 1 0.41 0.601 11.821 1.831 0.411 1.441 2.71 12DI 159.531 1 0.0051 1.00 1 160.041 3.58 I I i I I i I i I I I I 10 I CB40 1 0.11 0.601 6.301 2.751 0.161 0.001 I 12D1 169.90I 751 0.0121 0.124 170.161 2.34 DNLN = 9 I 0.31 0.601 10.901 1.91I 0.39I 0.39I 13.9I 12DI 160.161 I 0.1301 0.75 I 160.971 D.66 11 1 CB41 I 0.11 0.60I 6.301 2.75I 0.08I 0.00I I 1ZDI 190.301 1901 0.0121 0.1071 190.341 2.19 DNLN = 10 0.2 0.60 9.21 2.15 0.31 0.31 12.6 12D 169.90 0.107 0.75 170.23 1.37 I 1 1 I I I 1 I 1 1 1 I 12 i CB42 I O.lI 0.601 6.301 2.751 0.08I 0.001 12D1 199.821 901 0.0121 0.1051 200.04 2.08 DNLN = 11 0.2 0.6D 8.34 2.29 0.26 0.26 12.5 12D 190.3D 0.106 0.73 190.59 1 I I I { I 1 1 1 I I I I I 1.37 1 13 1 CB43 0.1 0.60 6.30 2.751 0.00 O.OD 12D1 210.40 100 0.012 0.1051 210.591 1.96 DNLN = 12 I 0.1I 0.60I 7.30I 2.501 0.21i 0.21I 12.5I 12D+ 199.82I I 0.106I 0.75 1 200.091 1.24 14 I CB44 1 0.11 0.601 6.301 2.751 0.081 0.001 I 12D1 218.501 751, 0.0121 0.1071 218.661 1.77 DNLN = 13 1 0.11 0.601 6.411 2.721 0.151 0.151 12.71 12DI 21D.401 1 0.1081 0.75 1 210.641 1.02 ' 1 1 I I 1 I 1 1 I I 1 I I I 15 1 CB45 I 0.DI 0.60 6.301 2.751 0.071 1.68 1 12D 228.90 781 0.012 0.1631 231.451 12.21 I DNLN = 14 1 0.01 0.601 6.301 2.751 0.071 1.75I 14.11 12DI 218.50I 1 0.1331 1.0D 1 219.741 12.21 16 I C89 I 0.01 0.60I 6.301 2.751 0.071 0.001 I 12DI 160.201 351 0.0121 0.0061 160.341 1.42 t I DNLN = 8 I 0.OI 0.60I 6.301 2.75I 0.071 0.07I 3.3I 1ZDI 159.951 I 0.D07I 1.00 I 160.141 0.63 17 1 CB5 1 0.0 0.601 6.30 2.751 D.051 0.001 1ZD1 159.27 35 0.012 0.002 159.39 1.15 1 DNLN = 4 i 0.0I 0.601 6.30I 2.751 0.051 0.051 4.31 12DI 158.84I I 0.012I 1.00 I 159.34I 0.13 I 1 1 I I I I 18 I cB10A i 0.01 0.601 6.301 2.751 0.001 0.881 I 12D1 162.331 401 0.0121 0.0501 162.871 3.02 1 DNLN = 9 1 0.01 0.001 6.30I 2.751 0.001 0.081 9.01 12D1 160.161 1 0.0541 1.00 1 160.071 1.48 I r J I l ' EX. 12",4t 15w, 7- DENSESLACKWRIES WOODE6 AREA IWI f 11 WOOt5ED ARE41 Wl' J, TREE-I DENSE BLACKBERRIES IMF f f EXI I 1 J' . C8 J, f RI4161.57 EX. 8 IE 15 .37 6RASS I�LD &8LAt-KBERRIE9 'APPR0X7MA`)E LOCAVION AND DEPTH OF FRQVCH DRAIN PER FIELD AS-BUIVS1 PR a COO D Y UA(IWRSAL LAND VZ 77ON COMPANY, 11-1-95. LIC ' l` I I X. 12"Ir 160117 4�00 AREA W/ DENSE�'BLACXBERRIES pp� ..74� FH TI? TR L fVRE&NCE WRE,;ffNCE rf ORA VWSL 112 /E 16ar57 11201. SH ' (. r I I ! ' J f r 1 GRASi FIELD G+S FIELD !, j EXIS 77NG HOUSE I( 1ROCKjR FF=206.97 C(XVC. SLAB f If EX. C6 'EX, CHAIN UNKIFENCE. RIA4=162.97 �A. f pl- i. WIRE FENCE �M ......... ................. 6 /* EXIS77NG Id 204. I 7tR HOUSE FF=183.07 IGARDEPV I IAR�A I Ar A GRASS 0 D AREA 12 IE 1 is )IFFAUCE'V, L4J 1 1 1 1 L i 1 41 WELL 0 NZ f GRA54 nELDy' ' I' I. I f + I e I ; :b I �I ,,,r I 9.7 ;1 1 GAAAC� FF-19 I 1 / „rM r I ZZ I X. 2-1 162. APPROk MATE tLOCH RON ANTI DEPTH I OF FR�NCH 07AIN PPR FMAD AS-BUX TS Co1vS?RuC PROWDED BY UN1WRSAL tAND us 77qV COWqANY ft- 4- 7., -,F7.77.., dR�l WE Pp WMA y Ift 202.4 )L-40-SWUP L46"S —p ------ maw At ' I IX. A2'it 142.27 GRASS&BLAFKBERRYS f EX PERWOUS AREA. 6.09 acres EX IMPERVIOUS AREA: 0.M acres TOTAL EA7.97ING AREA: 6.42 acres q ' h' r I UNDEVELOPED AREA: 0.55 acres TOTAL WE AREA: 6.97 acres i �- �I �rl EXISTING CONDIRON MAP AV MIR mill a> I. 11 � 3 Rc / �• 14724 5 �a p � s45 0 261 0 L 8 0 38 _ N4 15 28 3 16 39 `Z`r J- 1 � 24 1 Ef•S 41)RTH p CAMPUS BINDING S TE PLAN / �� (V 130 ot, `1781~'8121Z� �doRA23 "�„ , �ILJJI 2 ' 17 / 29 r_ s22 a p gel a\off //3�9f _ / m o!6 7889` ; I o�8 -to o IRA/ `b E M J 9 ` �C 20 6— err 130 goo �37.5'? -� —245' ^�\n �a S) �~n� J Q o S. I276056� 'Z9.37"<::e+i:�,. s00 Lr/ z e1 0-12801 — (2) „ (3)I?j qj\ r— '— lot s 79 I/50 J 36.25 3 D 31.73 --113.55-j co sa. IS 1/4 mile point. bo N o 58.35 16530 ,r 163.64 A2 ' _ 2a4fi �' 3.r 90--'.'AUL ROAO CSMT�� I W I I 1 try El i C �`+ NI (2) o O li 4 01 �� 9 00 58 I C' n -fl e /� L � ❑ /\.._ WIN h i L0 (3) State of Washinc Z8 Ac � � I a 125. '.l � 3pringbrook hI � I �.; . / • Lands I•nc. hh JO / ao uric ir_ 223.24 (2) 4430 2.50 Ac. /,�� (4) 270.92 Z64 65 40 / S.P. 074-85 253.74 ! r 9 ^• 2.73: '� p Valle Vi 110 yy Sr I I: ; : \\\ Convale5cent 2.37AC. S.P. 459 79 `` O 30472 '� 62. 41 RENTU�V' 1� ISO-3 -- 6s .3zCORPORATE Q 10 1 450--— �1 i pp _____-- B �B2/6 + j, 1e0 W. She r u d N3 C. °� 9 S. 45 T PL. ► 6� sa '90,10 = _ 480.99 State of Washing - _I 3Z7.51 60 3I. g 9 PaAucl Longville k � E 280 91 S/ Culvert Jack B. Sparks 2.63 Ac. �: 67 culvert ch `,: + /BZ P. S. '. 8 L. Go. 2.39 Ac. culvert 71 SITE /8260 Dr. Douglas L. Morel I �_, I ,Ep l 90.5571, u.; A r t h tr r H. Fa l y �; ° l 40 l Ac. /�¢ c l I I Roy Fntj r: c r 9p °' ——— II 210 ——— — ----- -� I U) \��--- ------- 184 0 D m N �' -riet -Keliv :.: 0 0 n - DOWNSTREAM DRAINAGE MAP r•� ��r�r r�4r�:r.� �+ Rim Mill �,. .' � � 1 M �J r ..•EOM . ANN - ,-;-_...__ . __, �� _-ram_ �►r� .. . .� �. 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Moo PLAN NEW STORMWATER DETENTION AND WET VAULT SCALE• 1'-70' SVSM0 SPEAR CAJE 07 RWS RY OF YA4T Q 16A50 �•+ _ F0077NG NiD711 _ !�.� YAflT STI'F7T fL; g.1W�—{I 70FAS5 1 1 �(4 L00'iREEBWRO 740BCAr EL 16idA KICS /'.� ICi�N47LA4 11/lpNf IMtll. KIYS or a _ REK01£ABIE fYA1ER"mr COI.PL/x I ,_ MrXE 4-7 Q 4"S& 1 C a",ULE M7101EABI£YAJERBORT 1 I' S7CYtACE 271'' ' --e XR.RAYO� E / sEwREAv To -- ———--- -- sr a w 1cM 1 1 snvAP srzwAaE neA r+ 9 lY E aff 4ii1G TCP CF STOPAOE DEb two aexTCE s nE W full 9RN 00O TMtl Af71TGV SRi 0MG BaJ7 Y.a CAGE SJRAPS Lamm Y MO kE MULL ISOM 2.70'DEAD �- STORAGE I VA.,Bor7ofl Ec 15850 —— — ——— ———— !' 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' _ 228.13 .- ��8, G - H �. - --_ _.-- -.- -- __ - _. __ __. __ ?� - f 218.13 _ `218.13 230.13 230:13. 232.46 232,46 2 30 I_. _ - - EXIS7NNG INTERCEPTOR TRENCH . _-_ ..._- ___ H G ---,, ... `� 220.13 220.13 _ - 222.46 222.46 __ _ _ -- - - - _ _ _ 8.13 _. 228.13 _ _ _\ ti _ - - _ N . . ✓ ....._ ..._ IN . I' r: .•,,' . 2 '"'WA &W"Z Nkiltg UA9401 IuY a ,,Q rain;w. - - t� :`;, G 225.88 _._ _ � �� 22 i 83 __- ,i _ as wt a.: . _ - 217 50 _ �r ,, .,. __. ago -. - 8 1 . . ' - ... . • _ 215.88 ?, - 219.50 - � • 225.88 �\, 217.50 � � \ 2�� - �i - - . 50 a� Noy G �' 215.88 - -- 2 221.83 2 \ _ - - - - - 223.55� a<e� 213.55 22 p. r217.50 _ { - --.. -_ H G � J �� G H 8 • 213.55 aw Yi 217 50." 219.88 219.88 219.88 -- __ - = - ` ❑ . ems' 209.88 209.88 209.88 - -- . 6- Yun , ,r mo O N0 215.25 ww �� v 2J5 2 x,wIu a 0 '' l� - - - - -- . - 191i 5 �' • __. - Jc 212.92 _ -. , O . _ __ __ • - - ,. _ LOCATE AS SHOw>v -�- -- 212.92 ' � - ' �nra: CB 44 +ar � p uIa- - __ 2!C = - 209.25� '�, __♦ ` � �° ~ 0.05 AC 209.25 209.25 - 209.25 � � _ . . _ o .. .. 11, - - - _eq �� - -- -. ---- - - ___ ... - _ _ - . . �_ ,. i . • ,. ,, .,. 2061 - - N o -a- _ - .- -- / °� t3 ❑ ❑ ❑ i . '• 3 PR V T ROA a .. 206 . I :' ` , ., \ �.1 7+10.21" `\ ��• _ '� EA>EIJ NT (T1P,) �`` _ . 1 . e \ :: ;. .. RR SNEEr _ - - s�o _ _ - -- -- ?Zt:' -- --= `L - r _ \ - _ (SEE PR 0't 8 21 W ��1 / ,� 2 i `` - \ � Q -- - . , _ �� • .. �"`�o� \ ' CB. 39-0-5fi AC J ~`�M1 I~ BEGIN WASHED ROCK 0� I - - �' _ T, \ - - - - - _ - - 16 �\ 4 \` INTERCEPTOR TRENCH, _..-- \ t r . _ �, _ .,'.. - ?. I A 5+0 .00, 1 �"I t �- __ �08 I ** �. '1� PT•_ ;5+77.1 �2 1 N PER DETAILS, SHEET I CB 27 0.73 Ac _ - _. - ' , • ' . . �2` ` . N _ I`r' LOCATE AS SHOWN C 26 0.0 / AC `��` I ' • ' - ._ _ , . 1 B r6� �n - ,_ 217.50 V'�o ` - E I 7+66.00, 12.2' RT • , PC 4+92. 1 I I ` `L ° o o \ 5 6 0' 9 ,� �� 6 _ 84 "I 11 Q \a ,` -12 I :. w_.__,,. 217,75 �� - _ , -- -- . _... _ _ _ . . . 3 \ I ?4; w 21Z75 B _ _ ; 1 . ..' 214.50 4) N - P = 7+78.90 d,. 2 •• 2 4 _1 O 215.13 k.,i' 2pt \ I \ 17.75 A �t _ _ 2� - I , �`206 _ - \ 2 a� Z , . i I \ 214.oo C CB 38 �� ' • _ w ' 4+92.00, 12.2" LT �"�- a'' CB 43 r. I 210.00 \ I - `J CB2 0.04Ac 0.03A �tt , • -J ` C `'� I LOCATE AS SHOWN • 18.08 I I 206.38 205.75 ` `, �I CB �'S O. 4 AG r• 6+86.00, 12,2 LT , 7 208.25 {- �� 1�/: \} 0.05 AC 1 . ,1, '?04_ J 7+66.00, 12. L T 218.08 \ � ' '' i 1.50 212,-13 - - -.. _ 5 2 _ E \, .:' (n 208.2 , I - . - 6 `. �' , tp m \ I. 8 3 TI _ 1-, 1 203.38 202.75 \ I WI W* 210.63 O t'. ,• .00 ` 2 - I - -. _ - ---- - ---+h _ -► /I I 1O' PRIVATE 1 _ 4 _ �' Ix, /'' - - --- - ___-1- -- - _- \ �•' ICJ?+}, -2 r� I 6" PVC ROOF GRAIN -- / STORM DRAINAGE 1, ' '� E ''� �0� I+ \\ \\\\ - !f INTERCEPTOR (TYP.) -- - 1'J0 _ _� i� I EASEMENT (TYP.) F I `�� 210\ i - - I I 3 I I - ' . N , . . I I I �+, !I ti. I O r \ I t0�5 , o I : . , Q I � `� � rn . t, . 2D6 --_-_ I - I q v� %, TE . . , . A p I 1 2 <" I 'N I Y•- S rORM-DRAI`OFFSI 00 _� �,�.. .` - __ - __ _ I NAGE 8Y . _ _ . . f _ I I I PASS SYSTEM WI TN1N- 199.75 :' '.•' : `-- ��_ __ 208 1 �- 209.75 210.38 I / - `� i �1_ �' :I I A WASHED ROCK 200,38 I / . - - - I �_ I - � ,� INTERCEPTOR TRENCH, " = `+ PER DET IL SHEET - - A -- --- F ; . ! �� 0 20 2� I - - - 2 I ;, 6 -� E I �I • . _ - _ f 9�g _ I J 8 -- -- -_- -- - _ 1 '. � f I I \ 9 i , 6" PVC ROOF DRAIN "'� INTERCEPTOR (TYP,) I - o ' , �:: _205.75 _ _ 6 38 Q, \ - -- 198-_---_ : ..- I _ - _ _ \ --- -- .-- - - _ - - I 197.63 - , \ _ _ , : 197.00 `� _ I - ° : . . . I .:'� '2D4 . . I _ c /'1 7 .,, � t �'r'� CB 23 0.15 Ac `� ... . . �� H � fi -__ CONNECT TO EXIS 1NG , - - - - _ - - 1N TERCEP TOR THE 9� CB I I CB 24 0.0 AC •' , - ❑ _. - - AC - __ -_ _ _ C \ 2 _ 3+74.0 Y 12.2 RT - - I - - __ _ . . . ,\ ; .. I G 04.63--- 204.00 - '" - 0, �/ I - - _ _ _ _ •' 3 040 zoo- I `c❑� I \' 197 88 197.25 � ` - I p _ 207 63 N CB 36~ .�J 1- ACf ~� ,' O r 202 CB 42 O.-�J� J I I �` I E 2 E -- _197,63 3+74.00 12.2' LT �� PC = 3+55.72 LOCATE AS SHO ! I I - ! rn I ', ~P� .,. *61.20 _ ,' ' I I \ ' a _ \ ti 4=J17$'01" 02 - - - -- - - . . - \ - P• 100:00.' 5,00, 12.2' T _ __ 201.63 ~201.00 R��50.00 2" `ff _ - \ 194.88 194.25 a G 2' � \' - ?a0-F I I \ t 5 20i.63 L 29,94' _ -�� 201.00 201.63 I �� O .; - - _ - - 19 191.63 6 N i 191.00 G I \ \ a, . �. ;' - - i - _ _ I g <n - 1 II I ��\ ❑ - 1 1 \' t '"� t 198.00 I _ _ . , • 1 . . . B.21 ,0:06 A � ` r. - ~ 201.63 -- � ; • I .. 198.63 +45.00, 1?:2�''RT. \\ - �191.63 , O� 198.00, ! I '�! 6" PVC ROOF GRAIN I _ 191,88 191.25 '; ' \ 12 - 198.63 _ y - .- _ - , INTERCEPTOR TYP. ''' ( ) i 1 - ` - . �a • ' F : , - �� .. I ��, CB 35 .27 • . . , 4 _ /� I Ac h \, �. 196 - - - - - - -- - \- - ` `j \ - _ - it \ -- - . �. � � rh I , .: III r L\ ----- • 't 168\ W�C`p i 1-$S .' a - ram_ ' : �9,\ 25 a --- - - - - i I CB 41 7 �`\ I I I :/4 \ `fl, .- _ - -- --- - -- - t `�9 0.14 AC \,� -f`40_ -9 _ I LOCATE AS SHOWN `f - _ 2� I 0.0 5 AC �� , / R' 100 00' L CA TE AS`SHOWN - __- _--- 4---- -- . ' I CB 34 13 -... � I 8H A . _ -_--_--__.-- 192- I` � \\I - 1 � '• .. I - 2+77,00, 12.2' L r ._ _ 0 - I 1 PI • 1 \ - PC = 9+89,81 "� 8 ~� 19 . _ r1 CB 17 0.4 4�A CB 18,0. 1g6,-- �CB 12Q__ - - i- _ - rs -- C �''_ D I _ _ - f ` � �A, As sHowN - _ - - _ CB 15 0.03 Ac� \ 10+29.00, 12,2' LT _ LOCATE AS SHOWN �� _ - 43 PRI VAT ROAD __ 5' (rYP.)\' - LOCA TE AS SHOWN` LO. \ _ i / EASEMENT E \ h � �_ 10+26.00, 12.2 T \ / � ° � -� _ � -. 4 12" - i /! . 10' PRIVATE -I. 184 - 54>-12` . - -188 �� I I -STORM DRAINAGE r 54 I 48 -12' 6' (TYP.) -- :' _ EASEME, (TYP.) K 6' (T rF.) - A 12 - N I I -- \ 25.9' 6,9' 1 25 12- •i I 188 25 188 88 _- 26.9 •' 9, 26. ' I �• . ryy 0 , 4 . . .. } 8 - - 6 . l 84.75 184. 184.75 ❑• 1 2 PT - 0+44.7 y -r� - - E I I O 185. 0 185.5,0 _- 185. 0 _ •; � I I I I I I 11-I �__-- 18E\r 1�1 `O . ^y B ,q B ry -- - - - - u B A B I W, � - -- �� _ -� I 1. _ T ry. 185.25 t ` f �+. Cn ..� i •'' _ +l` C _ C _ _ C , 0 24 A `` t - � � I 1 c -- CB 32 TYPE ll, 48 ' -- O 1 `. -- J ` I ' 2 \ 85 \ 185.08 � '' � � -I-.� 185.83 CTR. GRATE, 20.2 L T.. _._- --•. D ' 175.25 -- '-~1 175.25 I . W I,K� _. ...:` _... _ - 6.00 CTR, CB, 19.3' L T 8? �t_}!+- AI •_ 17 ^. �- . � ✓ir S \�_ _ _ t C t�1 .'.,.�.. .. 185.83 'cv 1+6 ,.. - .� � � �. 7 0 O lr I � .- 6.0 , .2 R T , 7 __.. ' _lu1- /1 - �� Q � 182.88 I I CONS C r OFFSI TE 0 2 \ cs� -` , 182,25 i TRU / �- , " STORM DRAINAGE BY- " _ ie - oI - - _ J!: ___�\`__ /8D Z `�'� 6 PVC ROOF GRAIN I I PASS-SYSTEM tM THIN OR - . 6 PVC ROOF GRAIN NTER I �I l , "' *�w - ! CEPT TYP.) I I I .f W 32 8 ` I INTERCEP�OROTRENCH, INTERC TOR TYP:) _ �- - ( - , t .. . r• F : . . . i �' - - - -- - - -� - - 1 -- - --'[ I PER DETAILS, SHEET ` r.. _ -- - I - It \�!-- - -._...__ - - _ �-- --� 116 _ _- I - \,, _ 7 ��-- - - `-•-- _ _-_ - 182-- -._. `1 I " ` I / ..., I "` --•----_..____-__---_-.....__-___.._.__--- --- 17 i- 3 ' I �y -- - - --- / I ti I! �� I` 1 I 1 \ .� _ �\ - �I Q _ _ 1 I 12, , I S " 1, I rn CB 14 0,27 AC CB 1 0.18 AC 12" lE 162.2o 1 I ,•`• I ,L � , •.• �� 35' PRIVATE ROAD - ._ I � _ 12" lE 162.20 _ I LOCATE AS SHOWN �/ -. LOCH AS SHOWN i EASEMENT (rYP.) ------ I- ^ti = - - _ - - - - I -� I _, i� - - - -i CB-1�-a.1 172- �� 12 IE 159.50 I 12" IE 162.20 _ -174 I I - - 'i " i ` 11+44.00, ! 54 1 i 12.2 RT ( I `. ■ I ■ 173. 174.13.._ ,, _ - I , - _.-- . r L6' (TYP.) 56_12N / 1 26.9' _ . _ .: - r -� - -- - - 26.9 I -, X. __ , • - , 26.9' 17 7? ' o - N ?. u )} a \ - n_ r\ _ -- : i N 174 5 174 174 5 -1� _ - _ __ -_ y _, 0 0 ` 1!� 173.DO 173.0 173.00 - 1 •' 70 171.13 , B A B �� _ a - - - - B- - A B ,` �I - - -I -- ,3 lY C _ C ? --I : I C C- __ - - .- - _ 168 • • - S - 1 0 10 Ac _ _ _ 66�--- � - ` - CB 11 0.16 A C CB z 0 0. 12 -- - - -- --- - - - D I h5 173.33 - _ \� o> 11+:4,00, 12.2' L r -I I 16 .50 ` .ti �4 0+90.00, 12.2' L T I - ,i I " 1 173.33 CB 5 0.03 Ac I -I - 174.83 ••• _ 163.50 _' , �s - _165:_00 _ 174.83 16s __- I,.I _ _ - - - - - - _ __ '_ -- - 167.50 PCR = 11+96.77 165 00 _ - -I I I\ I - R -- -- - _. . .. . . 2 1 , 1 . \ -_ - �t b r N APR 1�� _ � _ ,� CB 4 0. I , I �--- I ------------------ B. 8 0:03-Ac - - t- - - 6� - - - - - - - _ i - - - I F / I I . --- __ - - - - - - I t - 9 `- 164 = - - _ - - ------ - ..-. . _- - R 9 _ +56.6 - -. _ _ _ . ; � _ � � OUTFACE 1-A __ _ - --� a-35. - P Z -- - - - - - _ _2s's�1- - - AC lb"6-- I L- •:. • 27 `" - - _ _ _ _ CB 1 0.16 Ac B 2 0.14 AC ____ c� 0 21 Ac Ce 6 0.1 O AC -- R - 35. _ I - - - - PCR - 0+57 40 --� I I Ir - - 35 TEN GRA TE ~ 57+34.57, 18.4' RT -- - -_.._ _ _...56+11,-38,-�21.2..RT_- -_ ,; : 55+16.34, 21,2' RT 54+07.92, 21.2' RT B 7 0.02 AC 35 TREN N GRATE- a = 3220'09" PROV10£ RIPRAP PER 56+93.56, 21.2' RT / , .. EE - } , _.__ _ - .__ - - - "'� - SEE TAI SHEF.T )- , +59.92, 21.2' RT R = 35.2' DETAIL, SHEET -- ';.2----- ------ ----�_�-` . _ - -- --- - - L' t ) - � ..._. SHEE - _ - � ^ \k \: .:.• N89 29 50 E 465.41 -- __ --- __ �' :'� �• S �E A �� - - - EX. 12" 1E 157.87 -' ,__ EX. :12" lE 159.47: EX. •`8"','IE 159.37 ) - - _ IE-161.37 - . - -- ---- -- . .. _, .., _ - F --- - -- p� - - - - _ �� __ .. 12N __-. _ _ EX. 12"•CIE 160.17 - - -- -- -- 48�-12" i -_.__ - 41 - - 82-12 _. \ 95 -1 I \ ;� .. - --- - -- \\ 40'-12" - _ -I_.. .... I .. • _--.-- _.,d. f ti-- G'. -,� •wo -:= �=,---- -108-12" i - - - 2"S - _ ,� _ - - - 12"SD -___- � `•12"SD �� _._ - _ _ _ - - -- -- -- - - �.- 12" �� `\ 1 --- - - - -- - -- - 126--- --- - I �� 12 D -� - ;� \, -- - -_ \ '\ `� - \. `` _ _ _ -- - 1C< - - - - - -- -- -_ - EX. 12"\lE 160.97 \\�\- _ 162.1�' J \\ - \ \ EX_-12" IE 16 _ VE' - __ - - - - - - - - - - - - - - - - - - _ - X 12 /E - -- __ _ - - WV T2 13'`- �2 W - __ -�, \ 1\ - T2,y1,\ - -- �'[12 W � - - - __- - - _ W r = _ - _' _ 171-f-V- - - -- -�- - 12 - - - - - ---- - - 2'K 1 ,- 1� �-� - -- -- - ` ,\ ,\ REMOVE EXISTINGCUC4�ERT\ \ \ \ \ \\ -\\� ,\ -\\^\ "\ \='�� \ i R w1 I XISTI G CULVERT �� \ 1 \ \ r\ - \ \ \ I \ \ EXTEND, EXIST G\8 STORM DRA/A' \ `? ' \ \ \ \ I\ \ E ISnN CU vERt REMOVE EXISTINc,,CULVERr \ \ \.INTgKE\10�A \ `� \ `` \ `\ , ` 57 `, \ \ \ REMOVE EXIST/NG CULVERT \ 56 \ \ TA L EfUt ROAD S. ` \ \ ` \ `' . \\ \ \ \INTO THE. NEW,CATCH BASIL\ \\ ,•�\ \ \ 55 \191.39' \ \ c, I 54 53`\ -__ , \ `� \ 51+\93.69, 20:3 Rt \ �\ � - - - --�-1- -�--- -` \ - \ - \ \ \ \ \ \� \ \ \ - `� \ \ \ \ PROWDE RIPRA PER 52 \ \ 51+75 \\ \\\ \ \ \ \ \ \\ \ \ i \T , \ \ \^2! \ 654,14 N O JO'10"E• a� \\ \ \ "\ I CB. l 0\ \- \ \ I.\\ c �;Ef r , \\ \ ``� \ \ \\ _ \ . \ � \ \ ,\ % EXTEND,,EX/ST1N1;`8 STORM\DR IN \� \- \ \ �S Flow FS \ ��.-- \ \ \ ff �\ \ ` \ \_ 52t34.18, 21 2' R 8 `. \. \. �\ \, \. \ � \ \ \ II `\ Z\ \ \ �EX. CB \ \ \ `�' `INTO\7NE\NEW,CATCH AS/N \ \ \ ( \ \ \ ,\. \ \ z \ \ \A.03 Ac \\ \ . \ \ �, \ \ \\ \ \ \ \lNT 55+34.25\TALBOT ROAD S = \ Rl =16 97`\ \ \ \p \ INT. SJ+42.86 TdLBOf\ROAD\S =\ -._ \\ \ \ �\� \.` \\ \ \ - - - - ` \ \_ \ \ \ \ \ \ \ \ \ _\ 1�\ \\ _ \ 1 +53. 9 \46 PLAC \ \\\ \ \ \ \ \ \ \\ \ \ \ G-- - G - - G- G - - G- - G- �-1 G -� - -t- \ \ \ \ \\ \ \ 0 00'`S. 47TH S�REEt \ \ \ \ \ \ \ \ \ �. , \ - ,6"w- \` \16 -, -\r6°w `-`. -\ \ ��s'"w� '\\ - -� \ -\ ` \ \ - c�--� - �\c-��\ \ G I-_\ - `7 � �� = �_ G \ \ -`� c` �` G \ \ -� �� '- ` -- - _ _ _ _ _ - _ -- _ _ _ _ - _. _ - - - .'�I...I - - -_�.:__, _. ,.a .= _ _ I W. �, \ \ d . 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