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03258 - Technical Information Report - Drainage
� _���� .,. � _ � N . _, m ` �i� � Site Development Associates, LLC 18322 Bothel�Woy NE: Bofheli,Washington 98011 ' Office:a25,qg6.8533 fax:425.d86.6543 Final Drainaqe Report ��,,y �. rL� Zetter�erg Shor� Rl�t �. ,� n Renton, Washington �� c�`�G Prepared for: ���� �//,s- Dreamcraft Homes � [�� OS-t 7- or Prepared by: Site Development AssociatEs, LLC '�8322 Bott�ell V1►ay NE Bothell, `1VA �8Q'! 1 June 10, 2005 } � � . �-- ��E�l�Sc� '�', '� U; 3zs8 Table of Contents Page Mtroduction.............................................................. 1 I Existing Conditions......................................... ....... 9 Soi/s............................................................... 9 i Existing Onsite Drainage Basin................... 1 Developed Conditions..................................... ....... 7 Proposed Drainage Plan ................................ 7 Detention Calculations................................... 7 Water Quality Calculations ............................ 7 Downstream Analysis..................................... 8 , � Conveyance..................................................... 8 TESC................................................................ 8 References....................................................... ....... 9 Appendix A — Detention and water quality Appendix B — Off-Site Analysis Appendix C— Conveyance Appendix D— T.E.S.C. List of Figures Page Figure1. Vicinity Map.................................................................. 2 Figure 2. Existing Site.................................................................. 3 Figure 3. Proposed Site............................................................... 4 Figure 4. Soil Survey Map for Project Site................................. 5 Figure 5. Index to Mapping Units................................................ 6 INTRODUCTION The proposed Zetterberg Short Plat lies within the City of Renton in a portion of the SE 1/4, SE 1/4 SEC. 19, TVVP. 23N, RGE. 5E, W.M., in King County, Washington. The site is bordered by South 21 St Street to the north, State Route 515 to the east, and private properties to the east and south. Figure 1 shows the vicinity map with the project location. The site is approximately 1.39 acres in size and has approximately 275 lineal feet of frontage on South 21St. The site slopes from the south property line northward gradually to a ditch on the south side of 21 St. There is an existing one story single family residence and two large sheds on the property. Figure 2 shows the existing site topographic and boundary survey. The proposed short plat will subdivide the site into 9 single-family housing lots with a detention tract. Located within the detention tract will be a combined water quality and detention pond. Access for the proposed subdivision will be via a short public road off of South 21St Street. The proposed lot layout and access roads are shown on Figure 3. In addition to the roadways, the proposed project will include all utilities and other improvements necessary to accommodate the new lots. This preliminary report addresses the storm drainage issues associated with the subdivision of the property, and construction of the new homes. The design standards addressed for this report are contained in Renton Municipal Code Section 4-6-30. Section 4-6-30 specifies that the drainage design analysis shall conform to the standards set forth in the King County Surface Water Design Manual. EXISTING CONDITIONS Soils The soils on the project site are classified as Beausite gravelly sandy loam (BeC) according to the Soil Survey of King County Area, Washington (Soil Conservation Service [SCS], 1973). Figures 4 and 5 contain the portion of the SCS map in the vicinity of the project site and the index to soil units. Beausite soils are made up of well-drained soils that are underlain by sandstone at a depth of 20 to 40 inches. Existing On-site Drainage The existing site contains a single-family residence and other structures. Roof runoff for the residence is collected by gutters and downspouts and is discharged around the perimeter of the building. The existing surface runoff travels by way of overland flow northwards towards the ditch south of 21 S�. Property located to the west of the site from Smithers Avenue eastward, drains to this ditch as well. 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M1"'R��1�,' ��� �. `y� `/; YL�1 . s• �x �'I- -- - � -� � � � rn.� ;' �'�. �' r. f u ' ' r �� :.s3'�' ' ��"�'�'� ;�'"�� .,-t^w ,� / i�,f'y���,� j�. e ��� o� F �; .�����,, , .� ,� �_ 1 M1 #� "��s �� '+wd �+, �� _ ' i ����",ao � `_` ' , . _ . � „f- �? � .b'. .' .. �: ,..�,,.�.Sg7��..� ... ".. : ,M�. .-�R s*'�k`�„'t�yt W,��, W :.,�.r�,.�t'.'. . . ''.G.�7,kT. � . ,.�� ,. . J� � C� - .. - . .. .�, -Y�. '� - t��� �� QJIDE TO NAPPING IAiITS For a full description of a mapping imit, read both the description of the mapping imit and that of the soil series to which the mapping imit belongs. See table 6, page 70, for descriptions of woodland groups. Other information is given in tables as follows: Acreage and extent, table 1, page 9. Town and country planning, table 4, page 57. Engineering uses of the soils, tables 2 and 3, Recreational uses, table 5, page 64. o pages 36 through 55. Fstimated yields, table 7, page 79. �o Woodland o Described Capability imit group �n Map an symbol Mapping unit page Symbol Page Sy�ol � Ag6 Aldeiwood gravelly sandy loam, 0 to 6 percent slopes---------- 10 IVe-2 76 3d2 � AgC Alde2wood gravelly sandy loam, 6 to 15 percent slopes--------- 8 IVe-2 76 3dl �o+ AgD Aldexwood gravelly sandy loam, 15 to 30 percent slopes-------- 10 VIe-2 78 3d1 i AkF Aldexwood and Kitsap soils, very steep------------------------ 10 VIIe-1 78 2d1 � Am6 Arents, Aldeiwood material, 0 to 6 percent slopes 1/---------- 10 IVe-2 76 3d2 � AmC Arents, Aldeiwood material, 6 to 15 percent slopes 1/--------- 10 IVe-2 76 3d2 I ti An Arents, Everett material 1/----------------------------------- 11 IVs-1 77 3f3 � ;� BeC Beausite gravelly sandy loam, 6 to 15 percent slopes---------- I1 IVe-2 76 3d2 I � BeD 8esusite gravelly sandy loam, 15 to 30 percent slopes--------- 12 VIe-2 78 3d1 � BeF Beausite gravelly sandy loam, 40 to 75 percent slopes--------- 12 VTIe-1 78 3d1 � Bh Bellin�am silt loam------------------------------------------ 12 IIIw-2 76 3w2 3 Br Briscot silt loam--------------------------------------------- 13 IIw-2 75 3w1 � Bu Buckley silt loam--------------------------------------------- 13 IIIw-2 76 4w1 , "� Cb Coastal beaches-------^--------------------------------------- 14 VIIIw-1 78 --- ' � Ea Earlmont silt loazn-------------------------------------------- 14 IIw-2 75 3w2 � Ed Edgewick fine sandy loam-------------------------------------- 15 IIIw-1 75 201 �-- EvB Everett gravelly sandy loam, 0 to S percent slopes------------ 15 IVs-1 77 3f3 � EvC Everett gravelly sandy loan, 5 to 15 percent slopes----------- 16 VIs-1 78 3f3 �— EvD Everett gravelly sandy loam, 15 to 30 percent slopes---------- 16 Vle-1 77 3f2 o EwC �Everett-Alden+ood gravelly sandy loatas, 6 to 15 percent ! I slopes------------------------------------------------------ 16 VIs-1 78 3f3 oo InA Indianola loamy fine sand, 0 to 4 percent slopes-------------- 17 IVs-2 77 4s3 � InC Indianola loamy fine sand, 4 to 15 percent slopes------------- 16 IVs-2 77 4s3 � InD Indianola loamy fine sand, 15 to 30 percent slopes------------ 17 VIe-1 76 4s2 o KpB Kitsap silt loam, 2 to 8 percent slopes----------------------- 17 IIIe-1 75 2d2 � KpC Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 IVe-1 76 2d2 � KpD Kitsap silt loam, 15 to 30 percent slopes--------------------- 18 VIe-2 78 2d1 0 KsC Klaus gravelly loamy sand, 6 to 15 percent slopes------------- 18 VIs-1 78 Sfl �- F1a Mixed alluvial land------------------------------------------- 18 VIw-2 78 201 ,,�,� NeC Neilton very gravelly loamy sand, 2 to 15 percent slopes------ 19 b'Is-1 78 3f3 � Ng Ne�aberg silt loam--------------------------------------------- 19 IIw-1 74 201 � T3c Nooksack silt loam-------------------------------------------- 20 IIw-1 74 201 .� 16o Noima sandy loam---------------------------------------------- 20 IIIw-3 76 3w2 oOr Orcas peat---------------------------------------------------- 21 VIIIw-1 78 --- � Os Oridia silt loam--------------------------------------------- 21 IIw-2 75 3w1 � OvC Ovall gravelly loam, 0 to 15 percent slopes------------------- 22 IVe-2 76 3d1 � OvD Ovall gra��elly loam, 15 to 25 percent slopes------------------ 23 VIe-2 78 3d1 � OvF Ovall gravelly loam, 40 to 75 percent slopes------------------ 23 VIIe-I 78 3d1 0 Pc Pilchuck loamy fine sand-------------------------------------- 23 VIw-1 78 2s1 Z Pk Pilchuck fine sandy loam-------------------------------------- 23 IVw-1 76 2s1 a Pu Puget silty clay loam---------------------------------------- 24 IIIw-2 76 3M•2 � Py Puyallup fine sandy loam-------------------------------------- 24 IIw-1 74 201 RaC Ragnar fine sandy lo�n, 6 to 15 percent slopes---------------- 25 IVe-3 77 4s1 � RaD Ragnar fine sandy loam, 15 to 25 percent slopes--------------- 26 VIe-2 78 4s1 � RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 -------- -- --- � Ragnar soil-------------------------------------------- -- IVe-3 77 4s1 Z Indianola soil------------------------------------------- -- IVs-2 77 4s3 ; RdE Ragnar-Indianola association, moderately steep: 1/------------ 26 -------- -- --- m Ragnar soil---------------------------------------------- -- VIe-2 ?8 4s1 aIndianola soil----------------------------------------- -- VIe-1 77 4s2 C oC � o � � 0 � ti O � � � WPH ZETTERBERG � °vs�°" � � � SHORT PLAT r-xx' � ��� Site Develo ment Associates, LLC c�ls c A�HI 20. 2006 �"' D'ts 193Y1 Bo�hell Way NE;Bo1heN,Washingfon 98011 �, 1 om�a:au�.e.s� F�:I25.1866593 .w:.y.�a.g��a�«m Index t0 Map Units FI01R� 06 � Pro)ect o. Flfluro No. � ) ! 'r DEVELOPED CONDITIONS Proposed Drainage Plan The proposed subdivision will redevelop the majority of the property. The proposed on-site drainage improvements will include curb and gutter, catch basins and a pipe nefinrork for collection of surface runoff from landscape, driveways, roads and sidewalks. Runoff from the developed site area will be routed through a detention pond designed in accordance with the 1990 King County Surface Water Design Manual. This will be combined detention and water quality pond. Detention Calculations Runoff from the balance of the developed site area, 1.39 acres will be mitigated by constructing a detention pond designed to match the developed 2-year peak runoff rate to the 2-year predeveloped peak runoff rate, the developed 10-year to the predeveloped 10-year, and the developed 100-year to the predeveloped 100- year as specified in the King County Manual. A 30 percent factor of safety will be added to the detention volume calculated. Table 1. is the 24-hour precipitation totals from the 2, 10, and 100-year storm isopluvials contained in the King County Manual. Table 1. 24-hour recipitation volumes for desi n storms. Storm 2-year 10-year 100-year 6-month 33°/a of 2- r Precipitation 2.0 3.0 4.0 0.66 inches Please see Appendix A for the predeveloped and developed SBUH runoff calculations, the pond dimensions and stage-storage relationship, the control structure design and stage-discharge relationship, and the level pool routing table for the proposed detention vault. The calculations were performed using Waterworks hydraulic analysis software. Water Quality Calculations In addition to the detention volume, water quality "dead storage" volume will be provided in the pond. The dead storage volume will be equal to the SBUH runoff volume of the six-month storm. The King County manual specifies that the six- month storm is equivalent to 1/3 of the 2-year precipitation total. The water quality calculations are contained in Appendix A. - 7 - i` � #. F Downstream Analysis The site currently drains to a swale located to the south side of South 21St Street. This drainage is collected by a catch located approximately 120 feet west of the intersection of S. 21St and SR 515. The 12" diameter pipe from this catch basin heads northeasterly where it joins the 12" storm drainage system for SR 515. This drainage systems heads northward down the hill. The ditch along S. 21St is well maintained, and the catch basin is working properly. Because of the steep downward grade of SR 515 head north, we didn't notice any drainage issues, and don't expect there to be any capacity problems. See the attached off-site analysis drainage system map, and associated site photographs for a more information on the drainage system downstream of the proposed project. This information is presented in Appendix B of this report. Conveyance The site was modeled using StormCAD analysis software which uses the rational method. Catch Basin numbers 1 and 2 were modeled using both a free outfall condition and a tailwater elevation set at 205.5. This elevation is between the 10-�rear and the 100-year pond elevation. The new conveyance system along S. 21S was designed to collect runoff in the existing ditch from the west. A tributary basin draining to the existing ditch was determined using aerial information. The 100-year undetained flow from the vault was inserted into the catch basin downstream of the control structure. Both systems function adequately under these design conditions. Please see Appendix C for the calculations and supporting documentation. TEMPORARY EROSION SEDIMENTATION CONTROL The Zetterberg project site is divided into 2 basins for purposes of erosion and sedimentation control. The basins are as follows: • Basin A —This basin is located in the northern portion of the site and flows primarily in a northerly direction toward S 215' Street and discharges into proposed sediment trap "A", which is located at the northern edge of the property. The basin is 0.72 acres in size. • Basin B - This basin is located in the southern portion of the site and slopes to the east toward the eastern property line. The flows will discharge into proposed sediment trap "B", which is located at the eastern end of the basin. The basin is 0.74 acres in size. - 8 - � ' � � Methods for clean up of vehicles shall be performed as necessary to prevent vehicles from tracking soil away from the site. Construction entrance rock pads will be installed at the entrance to the site off of So 21 S` Street. The ent�ance shall be maintained regularly to ensure proper functioning. If sediment is tracked off site, it shall be swept or shoveled from the paved surface on a daily basis. Washing of the streets to remove the sediment is not allowed. Sizing Calculations for Sediment Traps The size of each basin, as shown above, is less than 3 acres. Therefore sediment traps will be designed to control sediment laden su�face runoff from the site. These traps are sized in accordance with the 1990 King County Surface Water Design Manual. The 10 year, 24 hour design storm will be used as a basis for sizing. The precipitation values from the King County Surface Water Design Manual for the 10 year precipitation value is 3.0". This value will be used in the sediment trap sizing calculations. The surface area calculated represents the area of the sediment trap at the water surface level of the trap (at the elevation of the overflow spillway). Please see Appendix D for the calculations. REFERENCES City of Renton • Municipal Code, current through Ordinance 5020, passed September 29, 2003 King County • Surface Water Design Manual, 1998 Soil Conservation Service • Soil Survey King County Area Washington, 1973 - 9 - }\ Appendix A - Calculations • Detenfion • Water Quality . i � King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owne Project N me YY1 r, �'r1 ic.�a�� �e�erborrt� �e-1-�e �erc, �na-� p�c�.� Address �eA�"�a�'�s Location 215 EaS� V'tle�.ke r �-re� p 23 !� e � W .i� Townshi Phone Range 5 E C2s�� 95`�— ql�q 7 Project 'ne,e r ••••••�••�-•�Section S� �� c� �� Pii t l e�sle ,E, Company �J�� � �„�� Address/Phone iotilo vr1p�L Slyr���(5(0 e , W,L� q8ot I µ25 86--�533 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION �' Subdivison _ DFW HPA ❑ Shoreline Management ❑ Short Subdivision ❑ COE 404 ❑ Rockery , ❑ Grading L� DOE Dam Safety ❑ Structural Vaults L� Commercial ❑ FEMA Floodplain ❑ Other �Other rjh0�'� p lCt-� ❑ COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community n �e��� C,�,.� ot- Drainage Basin 1 �V l.�a vn`t�r�l. _ �-rv'eFt"L ���Pt� Part 6 SITE CHARACTERISTICS , — River � Floodplain i ❑ Wetlands � — Stream , _ ❑ Seeps/Springs I — Critical Stream Reach � � High Groundwater Table � — Depressions/Swales ❑ Groundwater Recharge ' -' Lake ❑ Other ; � Steep Slopes � � 4 Part 7 SOILS Ii Soil Type Slopes Erosion Potential Erosive Velcoties `3 ea c.w��-� �.�i e C� �-l0 15�'o �fYl�pra� ��s ❑ Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT ❑ Ch. 4—Downstream Analvsis ❑ ❑ ❑ 0 ❑ ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ❑ Sedimentation Facilities �Stabilize Exposed Surface � Stabilized Construction Entrance � Remove and Restore Temporary ESC Facilities � Perimeter Runoff Control ,�Clean and Remove All Silt and Debris � Clearing and Graing Restrictions 1� Ensure Operation of Permanent Facilities � Cover Practices C� Flag Limits of SAO and open space � Construction Sequence preservation areas '� Other ❑ Other � } � � Part 10 SURFACE WATER SYSTEM Method of Analysis ❑ Grass Lined ❑ Tank ❑ infiltration �, Channel ❑ Vault ❑ Depression ���� I'� ❑ Pipe System Compensation/Mitigati I ❑ Energy Dissapator ❑ Flow Dispersal on of Eliminated Site ' ❑ Open Channel Stora e ❑ Wetland ❑ Waiver 9 , ❑ Dry Pond � � ' ❑ Stream ❑ Regional �Wet Pond Detention Brief Description of System Operation �o��C�iC b Cvn b G'L� CG� �� � � � � Facility Related Site Limitations �� � Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS ❑ Cast in Place Vault ❑ Drainage Easement ❑ Retaining Wall ❑ Access Easement ❑ Rockery> 4' High ❑ Native Growth Protection Easement ❑ Structural on Steep Slope ❑ Tract ❑ Other ❑ Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. V�J�1 � � �r , � �eb� � I Signed/Date _� i �:�� �� � � � _, �� �7 �� --- E � 206 , oo ,�f�, - �, � � �,�:� . -- �-, _ � ��T�.N71ot� ;+i=� 1�� EL 203,20 W��t�� ������y F� �L 24�, S a \�� � -. '�,. .�� � / __ z � I T � �. ���z � �'� ��� Cov�n�( NEp WAT�T�. QU��� � ,� ' �t N1`� s,�� E r��t t o��J t�0�1� 2/13/05 6 : 5 :2� �m RN Parnell CZ„�pany page 1 Zetterberg Subdivision Existing Site Runoff BASIN SUMMARY BASIN ID : ex10 NAME : SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 50 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 00 inches AREA. . : 1 . 29 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 90 . 90 TC. . . . : 25 . 00 min 25 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 31 cfs VOL: 0 . 17 Ac-ft TIME : 490 min BASIN ID: ex100 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 50 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 4 . 00 inches AREA. . : 1 . 29 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 80 . 00 90 . 90 TC. . . . : 25 . 00 min 25 . 00 min ABSTR.ACTION COEFF : 0 .20 PEAK RATE: 0 . 54 cfs VOL: 0 . 27 Ac-ft TIME : 480 min BASIN ID: ex2 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 50 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 1 . 29 Acres 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 90 . 90 TC . . . . : 25 . 00 min 25 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 . 12 cfs VOL: 0 . 08 Ac-ft TIME : 490 min ` � � _ � 2/13/05 6 : 6 : 20 pm RN Parnell Company page 1 Zetterberg Subdivision Proposed Site Runoff _______________________ BASIN SUMMARY BASIN ID : pro10 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 50 Acres BASEFLOWS : Q . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 00 inches ✓ AREA. . : 0 . 68 Acres 0 . 82 Acres � TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 98 . 00 TC. . . . . 5 . 00 min 5 . 00 min � ABSTRACTION COEFF: 0 . 20 ', PEAK RATE: 0 . 68 cfs VOL: 0 . 26 Ac-ft TIME: 480 min ' BASIN ID: pro100 NAME : SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 1. 50 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 4 . 00 inches✓ AREA. . : 0 . 68 Acres 0 . 82 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 98 . 00 TC. . . . . 5 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 99 cfs VOL: 0 . 37 Ac-ft TIME: 480 min BASIN ID: pro2 NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 50 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches �/AREA. . : 0 . 68 Acres 0 . 82 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 98 . 00 TC . . . . . 5 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 ' PEAK RATE : 0 . 39 cfs VOL : 0 . 15 Ac-ft TIME : 480 min ( � ( � Zetterberg Subdivision Detention Calculations Site Development Associates, LLC 4-20-05 � Assumptions Proposed Subdivision • 9 lots based on R8 • Developable area 1.39 acres �, • Actual Site Density 6.46 units per acre ' • Soil Type Beausite (Hydrologic Group 'B') AREAS FOR DETENTION CALCULATIONS Includes developable area (property area minus wetlands and buffers) , Existinq Areas Total Area = 1.50 acres I mpervious i Gravel Roads and Driveways = 4,904 sf CN 85 I Homes, Barns, Sheds = 4,904 CN 98 Total = 8,983 sf or 0.21 acres Composite CN = [(85 x 4,904) + (98 x 4,079)] / (8,983) = 90.9 Pervious 1.50 acres — 0.21 acres = 1.29 acres CN 90.9 Proposed Areas Total Area = 1.50 acres Impervious Lot Area: 1.39 acres Single Family Residential Impervious Coverage ! ��'r � ��n�. _ 6.5 DU/Acre = 54% impervious Total = 54% of 1 .39 = 0.75 acres Offsite Impervious 0.05 acres Total 0.80 acres Pervious 1.50 acres — 0.80 acres = 0.70 acres TIME OF CONCENTRATION Existing 1 St Seqment Sheet Flow Tt = (0.42)(nSL)o.s � �p2)o.5z��so�o.a ns = 0.15 for grasses and lawns L = 65 feet P2 = 2.0 inches so = 1' / 65' = 0.015 ft/ft Tt = 9.7 minutes 2�d Seqment Sheet Flow Tt = (0.42)(nSL)o.s � �p2)o.s2��So�a.a ns = 0.011 for pavement L = 25feet P2 = 2.0 inches so= 0.020 fflft Tt = 1.2 minutes 3�d Segment Sheet Flow Tt = (0.42)(nSL)o.$ � �p2)o.52��so�o.a ns = 0.15 for grasses and lawns L = 120 feet P2 = 2.0 inches so= 0.02 Tt = 14.1 minutes Total T� . 9.7 + 1.2 + 14.1 = 25.0 minutes ' Proposed i mpervious/Pervious 5 minutes �--_,� �-- 2/13/05 6 : 10 : 56 pm RN Parnell Company page 5 Zetterberg Subdivision Pond without f .o. s . LEVEL POOL TABLE SUMMARY MATCH IrFLOW -STO- -DIS- <-PEAK-> CUTF�OW STORAGE <---—-—DESCRIPTION--—--—-> (cfs) (cfs; --id- --id- <-STAGE> id {cfs) VOL (cf) ----------------------------------------------------------------------------------- --------------------------------------------------------------------------------- 2 to 2 . ...................... 0.12 0.39✓pond combo 204.76 10 0.12 1227.13 cf 10 to 10 ..................... 0.31 0.68 pond combo 205.39 il 0.31 1975.14 cf 1D0 to 100 . . ... .. ..... . .. . . . . 0.54 0.99 nond combo 206.00 12 0 S4 2875.OD cf 6/9/05 11 : 11 : 34 am RN Parnell Company page 2 Zetterberg Subdivision Proposed pond w/ f .o. s. --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INF;,OW -S^_'O- -DIS- <-PEAFt-> OUTFLOW STORAGE <------DESCRIP?'?ON-------> (cfs) (Cf5) --id- —id- <-STAGE> id (cfs) VOL (cf) , ----------------------------------------------------------------------------------- .. ---------------------------------------------------------------------------------- 2 to 2 ...... .......... ....... 0.12 0.39 proposed combo 204.44 10 0.11 1450.03 cf 10 to 10 ............ . ........ 0.31 0.68 proposed combo 205.12 11 0.25 2505.01 cf 100 to 1C0 . . .. .. . .. . . . . . . . . .. 0 S4 0.99 proposed combo 205.71 12 0.37 3643.09 cf � � ( i 2/13/05 6 : 10 : 54 pm RN Parnell Company page 1 Zetterberg Subdivision Pond without f .o. s . � ____________________________________________________________________= I STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. pond Description: pond w/o fos Length: 23 . 50 ft . Width: 23 . 00 ft . ', Side Slope l : 3 Side Slope 3 : 3 , Side Slope 2 : 3 Side Slope 4 : 3 I Infiltration Rate : 0 . 00 min/inch STAGE <----ST'ORAGE----> STAGE c----ST'ORAGE----> STAGE <---STORAGE----> STAGE <----STORAGE----> , (ft) ---cf--- --Ac-Ft- (ft) ---cE--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- e03.20 0.0000 0.0000 204.50 964.77 0.0221 205.80 2559 0.0588 207.10 4942 0.1134 203.30 55.457 0.0013 204.60 1063 0.0244 205.90 2713 0.0623 207.20 5162 0.1185 203.40 113.76 0_0026 204.70 1165 0.0267 206.00 2871 0.065 207.30 5368 0.1237 203.50 175.03 0.0040 204.80 1271 0.0292 206.10 3033 0.0696 207.40 5620 0.1290 203.60 239.29 0.0055 204.90 1381 0.0317 206.20 3201 0.0735 207.50 5858 0.1345 203.70 306.63 0.0070 205.00 1495 0.0343 206.30 3374 0.0774 207.60 6101 0.1401 203.60 377.11 0.0087 205.10 1613 0.0370 206.40 3551 0.0815 207.70 6351 0.1458 203.90 450.82 0.0103 205.20 1735 0.0398 206.50 3734 0.0857 207.60 6606 0.1517 2C4.00 527.82 0.0121 205.30 1861 0.0427 206.60 3922 O.D900 2D7.90 6866 0.1577 2C4.10 608.19 0.0140 205.40 199z 0.0457 206.70 4115 0.0945 208.00 7136 0.1638 2C•4.20 692.00 0.0159 205.50 2127 0.0486 206.80 4314 0.0990 204.30 779.32 D.0179 205.60 226�7'�0.0520 206.90 4517 0.1037 2��4.4C 670.22 D.0200 205.70 ��1!4.0553 207.00 4727 0.1085 � l���,k s��.. 2 $ � I �� 6/9/05 11 : 10 : 53 am RN Parnell Company page 1 Zetterberg Subdivision Proposed pond w/ f .o. s . STAGE STORAGE TABLE j CUSTOM STORAGE ID No. proposed 'I Description: Proposed pond w/ 2 : 1 slopes STAGE <----STORAG�----> STA3E <---STORAGE---> STAGE <----STORAGE----> STAGE �----STORAGE----> (ft) --cf-- --Ac-Ft- (ft) --cf--- --Ac-Ft- (ft) ---cf-- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 203.20 0.0000 0.0000 204.20 1090 0.0250 205.20 2657 0.0610 206.20 4677 0.1074 203.30 99.500 0.0023 204.30 123� 0.0284 205.30 2851 0.0655 206.30 4908 0.1127 203.40 199.00 0.0046 204.40 1384 0.0318 205.40 3046 0.0699 206.40 5139 0.1180 203.50 296.50 0.0069 204.50 1532 0.0352 205.50 3241 0.0744 206.50 5370 0.1233 203.60 398.00 0.0091 204.60 1679 0.0385 205.60 3436 0.0789 206.60 5600 0.1286 203.70 497.50 0.0114 204.70 1826 0.0419 205.70 3631 0.0833 206.70 5831 0.1339 203.80 597.00 0.0137 204.80 1973 0.0453 205.80 3825 0.0878 206.80 6062 0.1392 203.90 696.50 0.0160 204.90 2120 0.0487 205.90 4020 0.0923 206.90 6293 0.1445 204.00 796.00 0.0183 205.00 2267 0.0520 206.00 4215 0.0968 207.00 6524 0.1496 ■ 2C4.10 943.10 0.0217 205.10 2462 0.0565 206.10 4446 0.1021 �Iol��� l��..k s+-�-- �{�zt5 c�.b;c �u,�-- F��-��.� �a�,�i �o rK� �. �-������( �o -�.o. 5, -� :Z� � 7 � x � . 3 = ��7 3 2 �� �o�cr�e-�.. � ' �: � � i 2/13/05 6 : 10 : 54 pm RN Parnell Company page 3 Zetterberg Subdivision Pond without f .o. s . --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. orifice Description: Outlet Elev: 203 . 20 ✓ Elev: 201 . 20 ft � Orifice Diameter: 1 . 8750 in.� Elev: 204 . 90 ft Orifice 2 Diameter: 3 . 0000 in. / STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs- ------ (ft) ---cfs-- ------- (ft) ---cfs-- ----- (ft) ---cfs-- ------- 203.20 0.0000 204.00 0.0853 204.80 0.1207 205.60 0.3521 203.30 0.0302 204.10 0.0905 204.90 0.1244 205.70 0.3693 I 2G3.40 0.0427 204.20 0.0954 205.00 0.2052 205.80 0.3655 203.50 0.0523 209.30 0.1001 205.10 0.2407 205.90 0.4010 203.60 0.0603 204.40 0.1045 205.20 0.2687 206.00 0.4158 203.70 0.0675 204.50 0.1068 205.30 0.2927 2�3.80 0.0739 204.60 0.1129 205.40 0.3142 203.90 0.0798 204.70 0.1168 205.50 0.3339 �, � ► ; ; 2/13/05 6 : 10 : 54 pm RN Parnell Company page 4 ' Zetterberg Subdivision Pond without f .o.s . STAGE DISCHARGE TABLE RISER DISCHARGE ID No. riser Description: Riser Diameter (in) : 12 . 00 elev: 205 . 95 ft Weir Coefficient . . . : 9 . 739 height : 206 . 00 ft Orif Coefficient . . . : 3 . 782 increm: 0 . 10 ft STAGn <--DISC:3:.RGE---> STAGE <--DiSCF'ul<3�---> STAGE <—DISCHARGE---> STAGE <--DISCHARGE---> (ft) —-cfs-- ------- (fti -—cfs-- ------- (ft) ---cfs-- -----— (ft) ---cfs-- ---—-- 205.95 0.0000 206.00 0.1089 206.00 0.1069 206.00 0.1089 � 1 =, , 2/13/05 6 : 10 : 54 pm RN Parnell Company page 2 Zetterberg Subdivision Pond without f .o. s . STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No . combo Description: Structure : orifice Structure : Structure : riser Structure : Structure : STAGE <--DISCHP.RGE---> STAGE <--DISCHkR3E---> STA�E r-DISCHARGE---> oTAGE <--DISCf�L"+RGE---> (ft) ---cfs-- ------- (ft) ---cfs-- ------ (ft) ---cfs-- ------- (fU --cfs-- ----- 203.20 D.0000 204.00 0.0853 204.80 0.1207 205.60 0.3521 203.30 0.0302 204.10 0.0905 204.90 0.1244 205.70 0.3693 203.40 0.0427 204.20 0.0954 205.00 0.2052 205.80 0.3855 203.50 0.0523 204.30 0.1001 205.10 0.2407 205.90 0.4010 203.60 0.0603 204.40 0.1045 205.20 0.266� 2^6.00 0.5247 203.70 0.0675 204.50 0.1088 205.30 0.292 203.80 0.0739 204.60 0.1129 205.40 0.3192 2C3.�., 0.07g3 ���4.-,. ..._=6E� 2���.=,. ...33±9 } ' ..,1 1 a� ; ; _,. � _� � _� .. i ► 1t 2/13/05 6 : 7 :48 pm RN Parnell Company page 1 Zetterberg Subdivision Water Quality Runoff --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: pro6mo NAME : SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 50 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 0 . 66 inches AREA. . : 0 . 68 Acres 0 . 82 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 80 . 00 98 . 00 TC. . . . . 5 . 00 min 5 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE: 0 . 09 cfs VOL: 0 . 03 Ac-ft TIME: 480 min p . 0 3 �4� - ��- = i y 1a �.�, � ,`� �� �. +- �v�vt�G ��r.�t�� ' s� c�c, �'I �5G1 LabiG-7-'c�-� a � ��.�i -� s � �,�� - �<<-� l 511 �b S�-F��- \ � � Appendix B - Off-site Analysis � ; � 21,H - H6-6 , � ��� ❑ � � �I DISTANCE OF , 1/4 MILE DOWN3TREAM _ _z II O II � � � � �I 5 � � EXISTINO — z1,H�- CONVEYANCE � 3Y3TEM 21- -4 � (CB AND PIPE3) a � 1� � � o a 1� fl � °' �1 H7-3 d [] m —� Z �1 z1,�21,H7-Z O � Z 1� � p � � ❑ v � c � _ -� = f- — ., � � � � � � � N � EXISTINO ° g SWALE ❑ � ♦ --;�♦ � � S 21st ST. � � g A B SITE � � � l � 3 � ��f � ❑ �L � c _ � o � % o � � I _ � � WPH ZETTERBERG 8 Desi�n � �� SHORT PLAT t••2oo� $ Drawn Site Development Associates,LLC cale � oate 10116MamShee�.S�Re106;8otheA,Wmhhyton 98011 DOWNSTREAM ANAYLSIS 5 130-001-04 Olfice:425.�86.6533 Fmc:125.486.6593 �.������e��om � ProJect No. Figure No. � O O N O e- .9 �! � 7,t ,�"Y�i ��,y �11 �* T �'T FT Aya°""Y'�� 1 � .c ww� v '` t'4.,��`6,yt; �� '�'ji�iSf., �A`'�t 1�''� •�a f`}�.�, �`'y,t �j:., "�,,.� J��.Q�' W ',«r«.� t � � Y� S'� ts pAy s.�i� ylt � ��� i�'� 6. «r i i crnf' 1 C . � . 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" __ ��• ; ? � i �,r ( _ , ; . ; _ ,_,, _ Title:Zetterbery Subdivision Project Enyineer: Bill Helsl�y r�_..1001-04 (zetterberg)`,calcs`,r_elterberg_stm Site Development Associates,LLC St�xniCAD v5.5[5��003] OJ;20:05 0£t�,,A�2'+ P�.' )Ii<��t•slad�.1etf,��ds, Inr_ 37 B��,�:F.�i�'r�R��a:1 1Naterhury, CT Ori7;l£i USA +1-2(13-755 1v66 Paqe 1 of 1 Profile Scenario: Base Profile : CB # 1 TO POND Tailwater Elevation 205 .5 _ ; CB #1 210.00 i RI M 206.39 ft ' IE 203.44 ft CB #2 � RIM 206.39 ft : ' — HYDRAULIC GRADELINE IE 203.29 ft --=-- � _ -�' � - POND , 205.00 Elevation (ft) ; � ! .....- i L=18.00 ft 12 inch S=0.004908 ft/ft L=30.00 ft 12 inch - 200.00 5=0.005055 ft/ft 0+00 1+00 Station (ft) TiUe: Lutterbury Sut�ciivision ProjeCt Engineer:Bill Helsley r�...\001-04(zetterbery)\calc;s�zetterbergstm Site Development Assceiates,LLC StormCAD v5.5[5.5003] 04/20/05 Of3:51:59 PM C�Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: Base Profile: CULVERT TO CB #6 Scenario: Base CULVERT CB #3 RIM 203.67 ft i - CB #5 ', IE 203.67 ft � RIM 208.22 ft _ _ . _ _ __._ RI_M 207.50 ft 210.00 , IE 202.34 ft CB #4 IE 200.93 ft � . RM207.33ft I� 201 .48 ft I ! -�_—CB #6 : i � I _ _ _ . _ _ _ _ ___. ; . .. __._.. _ 205.00 ' i � i i I i ��� � Elevation (ft) 26 S\�-Os����ft L=156.00 ft 7s 12 inch ' 4 ft� S=0.005506 ft/ft �-�'61.00 ft �'�6 p �, 200.00 ft , S=0.b09035 ft/ft O �5625 f� I � ft I I i I ' ___ ___ _.__.._._- __i ___ _....... ___ _.____ _- 19 5.0 0 0+00 1+00 2+00 3+00 Station (ft) Titl� 7ettPrherc�Subdivision Project Engineer:Bill Helsley r:�._�001-04 (z�ttPrherg)\calcs�zetterberg.strn Site DevelopmentAssociates,LLC StormCAD v5.5[5.5003] ��F�/09/OS 10:50:41 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Calculation Results Summary Scenario Base___________________________________________________ , »» Info: Subsurface Network Rooted by: POND � »» Info: Subsurface Analysis iterations: 2 ' »» Info: Convergence was achieved. I »» Info: Subsurface Network Rooted by: CB #6 ' »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. �! CALCULATION SUMMARY FOR SURFACE NETWORKS Label Inlet Inlet Total Total Ca ture Gutter Gutter � � � � � � P � � � i � � Type � � Intercepted � Bypassed � Efficiency � Spread � Depth � � � I � Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � ( �---------�---------------�----------------------�------------- �---------- � ------------�--------� --------� � � CB #2 � Generic Inlet � Generic Default 100� � 0.54 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #1 � Generic Inlet � Generic Default 100$ � 1.15 � 0.00 � 100.0 ( 0.00 � 0.00 � � CB #5 � Generic Inlet � Generic Default 100� � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #4 � Generic Inlet � Generic Default 100� � 0.15 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #3 � Generic Inlet � Generic Default 100� � 0.00 � 0.00 � 100.0 � 0.00 ( 0.00 � � CULVERT � Generic Inlet � Generic Default 100� � 3.79 � 0.00 � 100.0 � 0.00 � 0.00 � I -------------------------------------------------------------------------------------------------------- CALCULATION SUMMRRY FOR SUBSURFACE NETWORK WITH ROOT: POh: � Label � Number � Section � Section j Length � Total � Average Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sections � � � � Flow � {ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � �-------� ---------- �--------- �----------�--------� --------� ----------� -----------�------------� � P-5 � 1 � 12 inch � Circular � 18.00 � 1.66 � 2.11 I 205.53 � 205.50 � � P-4 � 1 � 12 inch � Circular � 30.00 � 1.15 � 1.46 � 205.56 � 205.53 � ----------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � � Flow � (ft} I Line In � Line Out � � � (cfsl � � (ft) � (ft) � � ------- �--------�----------- �-----------�----------- � � POND � 1.65 � 203.20 � 205.50 � 205.50 � I CB #2 � 1.66 I 206.39 � 205.53 � 205.53 � � CB #1 � 1.15 � 206.39 � 205.56 � 205.56 � CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: CB #6 � Label ! L:umber � Section � Section � Length � Total � Average � Hydraulic ' Hydraulic � � � of � Size � Shape ; (ft) � System � Ve'_ocity � Grade � Grade � � � Sections � � � Flow � (ft/s) � Upstream I Downstream I � � � � � (cfs) � � (ft) � {ft) � �------- I --------- � --------� --------- --------� -------- � - � ---------- � ------------ � � P-3 I 1 I 12 inch � Cir�ular 16.00 � 4.79 � 8.69 � 201.84 � 201.25 � � P-2 � 1 '�, 12 inch � Circular 61.00 � 4.81 � 5.12 � 202.83 I 201.64 � i P-i � 1 � 12 inch � Circular 156.00 � 3.78 � 4.82 � 204.33 I 202.83 � Title:Zetterberg Subdivision Project Engineer: Biil Helsley r:\...\001-04(zetterberg)\calcs\zetterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 06'09�05 10:50:56 AM �Haestad Methods, Inc. 37 Brookside Road Waterbury.CT 06708 USA +�-203-755-1666 Page 1 of 2 Calculation Results Summary � PIPE � 1 � 12 inch � Circular � 26.00 � 3.79 � 10.72 � 204.50 � 204.33 � ----------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic ( � � System � Elevation � Grade � Grade ( � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � �--------- � --------�-----------�-----------�-----------� � CB #6 � 4.79 � 207.57 � 198.52 � 198.52 � � CB #5 ( 4.79 � 207.50 � 201.84 � 201.84 � � CB #4 ( 4.81 � 207.33 � 202.83 � 202.83 � � CB #3 � 3.78 I 208.22 � 204.33 � 204.33 � � CLTL,VERT � 3.79 � 203.67 � 203.67 � 203.67 I -------------------------------------------------------- Completed: 06/09/2005 10:50:20 AM -� 1 _'� : , Title: Zetterberg Subdivision Project Engineer: Bill Helsley r:1...1001-04(zetterberg)',calcs`,zetterbergstm Site Development Associates,LLC StormCAD v5.5[5.5003] On!09i05 10:50:5o AP.4 ��,Haestad�o^.ethods. Inc. 37 Broo4:side Rcad �ti'aterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2 Scenario: Base � SDA Inlet Label Rim Area Inlet Sump Time System dditlona Rim Hydraulic ElevaGon (acres) C Elevation of Rational Flow Elevatio Grade (ft) (ft) Concentration Flow (cfs) (ft) Line Out (min) (cfs) (ft) CB#1 206.39 0.70 0.60 201.44 5.00 1.15 0.00 206.39 205.56 CB#2 206.39 0.22 0.90 201.29 5.00 1.66 0.00 206.39 205.53 CB#3 208.22 0.00 0.00 201.36 0.00 3.78 0.00 208.22 204.33 CB#4 207.33 0.06 0.90 199.48 5.00 3.82 0.99 207.33 202.83 CB#5 207.50 0.00 0.00 198.93 0.00 3.80 0.00 207.50 201.84 CULVERT 203.67 3.67 0.64 203.67 15.00 3.79 0.00 203.67 203.67 �- .'._,. �,���; • _��. iF:-i� �.� . . . . . . �'�.��.._:w � . �;�'-�ti,... '�t s`q:-;;._J � ��, . x', � I� . ; � -.� `-i � ,� ,--� -_ � � .� I / � _•� Titie:Zetterberg Subdivision Project Engineer: Bill Helsley r:1...1001-04(zetterberg)\calcslzetterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 06/09�05 10:51:�1 AM O Haestad R4ethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base � SDA Pipe Upstream Downstream Upstream Downstream Length Section Constructed Manning Total Node Node InveA Invert (ft) Size Slope n System Elevation Elevation (fUft) Flow (ft) (ft) (cfs) � ,� CB#2 POND 20329 203.20 18.00 12 inch 0.004908 0.012 1.66 � CB#1 CB#2 203.44 203.29 30.00 12 inch 0.005055 0.012 1.15 CB#4 CB#5 201.48 200.93 61.00 12 inch 0.009035 0.012 4.81 CB#3 CB#4 202.34 201.48 156.00 12 inch 0.005506 0.012 3.78 CB#5 CB#6 200.93 200.52 16.00 12 inch 0.025625 0.012 4.79 CULVERT CB#3 203.67 202.34 26.00 12 inch 0.051154 0.012 3.79 Title:Zetterberg Subdivision Project Engineer: Bill Helsley r:1...\001-04(zetterberg)\calcslzetterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 06/09.%05 10:51:23 AM C:Haestad Methods. Inc. 37 Brookside Road Waterbury,CT 06708 USA +�-203-755-1666 Page 1 of 1 �i � � Rainfall Table Retum Periods Durations 25 year 5 min 2.70 10 min 2.00 15 min 1.60 30 min 1.00 Rainfall Intensities are in(in/hr) Title� Zctterherg Subdivislon Projer.t Engineer_ Bi!I H�rlsley rA...'�001-04 (zetterberg)'�,calcs\zett�rbergstm Site Development Associates, LLC StonnCAD v5.5�5 SUU3] i)4;20�05 OF3�47:4G PR4 ;�Hatslad P.4elhods. Inc- 37 Brookside R��ad `.^,�aterbury�, CT OF708 USA +�-203-7�5-1666 Page � cfi 1 C �: 2 �, ,�-� 3. � � .4 S �S � - � C D�aa.�cr-,��'� z��c��x� S'6�1i'v�r Jo,-� ��O JTTi�I wI �/"��i� �G w��G�r� f 7`'ar C�r1 r//y�►r!C{ • � l/ ��/s S.'�c �vw l�o.Kc�.,� /�'sso�:,��4, GL c . iMAP - Pro e Information Plannin 4 � y•, �� ��27�1� .. �t � � � � ' p� T212o0tli35 Q, 1 ,F� �za2000v» �� � � � ' �, � �� �: ,, � Z: ,: � , � , �, � ! ----.._.---_..d._r,�� � � �zo�sasgo�a � �` �, I ,,,,�g,21ST_ST �. + , f' + � --�-_"z�� � �� � �� 1 \ ti! 5 ���., � — ���_ � (fl ,s � �''7222A00137 t . 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July 6, 2005 Mr. Allen Quynn, P.E. Utility Systems Division — Surface Water City of Renton 1055 South Grady Way Renton, WA 98055 RE: Zetterberg Short Subdivision— STORM WATER CONVEYANCE CALCULATION REVISIONS Dear Allen, The following letter is intended to address your specific comments on the drainage report dated June 10, 2005 for the Zetterberg Subdivision. This letter and the calculations attached are also intended to supplement the calculations in that report and supercede the calculations for the offsite conveyance collection. The area located to the south of the project was included in the conveyance calculations. This additional area is shown in the drainage report. This area currently flows west then north, then east along S 21 St Street. The frontage improvements for the subdivions will cut off the existing roadside ditch. This ditch will be replaced with a culvert draining to a pipe and catch basin system. The off-site area of 3.67 acres was modeled as 60% impervious with a time of concentration of 10 minutes. The 25-year backwater calculation was performed to ensure that the hydraulic grade line was less than 0.5 feet from the rim of each catch basin in the system. The worst case is CB #3 which has 2.63 feet of freeboard. The 100-year storm was also run to determine whether any catch basins will overtop during this event. Again, the worst case is CB #3 which has 0.1 feet of freeboard at the 100-year. The hydraulic grade line profile, and calculations performed using StormCad analysis software are attached. If you have any questions or comments regarding the calculations or the storm drainage design please don't hesitate to call. Sincerely, Site Development Associates, LLC athan Turcott, P.E. I��, Attachments: • Revised storm water conveyance calculations Ofrice:425.4F15 653? i c�x: 425.486.b593 Profile �• - Scenario: Base Profile: CULVERT TO CB #6 25-year Backwater analysis CULVERT CB #3 RIM 203.67 ft CB #5 IE 203-:6� ft _. R1.M_208_.22 ft._..._. _..---------....... .. .. . __._.._ __....-- _.__ F�I_IVF_207.50 ft , 210.00 IE 202.34 ft � �� #4 IE 200.93 ft � RIM 207.33 ft � I� 201 .48 ft i _ � , _ _ __ __ -CB #6 ; I I '� i � _ _.. _ _._. __ _ 205.00 _...._.. I __ � ! I <� !, � Elevation (ft) 2 S\�•OS��6��f� L=156.00 ft 7Sh 12 inch � g tif _ _ - a5506 fUft I �=>g 200.00 S-0.0 � f �-61.00 ft 0 t 2 inch 0, �2 in�� ft S=O. 09035 ft/ft ' �' 02�625 ft/ft I i , I , � _ _ _ _ I _ __ _ 195.00 0+00 1+00 2+00 3+00 Station (ft) Title:Zetterberg Subdivision Project Engineer: Bill Helsley r:\...\001-04(zetterberg)\calcs\zetterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 07/06/OS 03:59:42 PM OO Haestad Methods, inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 - - Scenario: Base � Z�-yc,�r . J SDA Inlet Label Rim Area Inlet Sump Time System dditiona Rim Hydraulic Elevation (acres) C Elevation of Rational Flow Elevatio Grade (ft) (ft) Concentration Flow (cfs) (ft) Line Out (min) (cfs) (ft) CB#1 206.39 0.70 0.60 201.44 5.00 1.15 0.00 206.39 205.56 CB#2 206.39 0.22 0.90 201.29 5.00 1.66 0.00 206.39 205.53 CB#3 208.22 0.00 0.00 201.36 0.00 4.72 0.00 208.22 205.59 CB#4 207.33 0.06 0.90 199.48 5.00 4.74 0.99 207.33 203.26 CB#5 207.50 0.00 0.00 198.93 0.00 4.72 0.00 207.50 201.88 CULVERT 203.67 3.67 0.64 203.67 10.00 4.73 0.00 203.67 203.67 Title:Zetterberg Subdivision Project Enyineer:Bill Helsley r:\...\001-04(zetterberg)\calcs�zetterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 07/06/05 03:59:54 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base � � ;�5-�ta� , . SDA Pipe Upstream Downstream Upstream Downstream Length Section Constructed Manning Total Node Node Invert Invert (ft) Size Slope n System Elevation Elevation (fUft) Flow (ft) (ft) (cfs) CB#2 POND 203.29 203.20 18.00 12 inch 0.004908 0.012 1.66 CB#1 CB#2 203.44 203.29 30.00 12 inch 0.005055 0.012 1.15 CB#4 CB#5 201.48 200.93 61.00 12 inch 0.009035 0.012 5.73 CB#3 CB#4 202.34 201.48 156.00 12 inch 0.005506 0.012 4.72 CB#5 CB#6 200.93 200.52 16.00 12 inch 0.025625 0.012 5.71 CULVERT CB#3 203.67 202.34 26.00 12 inch 0.051154 0.012 4.73 Title:Zetterberg Subdivision Project Engineer: Bill Helsley r:\...\001-04(zetterberg)\calcs�etterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 07/06/05 04:00:04 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +�-203-755-1666 Page 1 of 1 .� Calculation Results Summary �5- .�� ________�________________________________________________________ Scenario: Base »» Info: Subsurface Network Rooted by: POND »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. »» Info: Subsurface Network Rooted by: CB #6 »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � � � Type � � Intercepted � Bypassed � Efficiency � Spread � Depth � � � � � Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � �---------� ---------------�----------------------�-------------�----------�------------�-------- �--------� � CB #2 � Generic Inlet � Generic Default 100� � 0.54 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #1 � Generic Inlet � Generic Default 100� � 1.15 � 0.00 � 100.0 ( 0.�0 � 0.00 � � CB #5 � Generic Inlet � Generic Default 100� � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #4 � Generic Inlet � Generic Default 100� � 0.15 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #3 � Generic Inlet � Generic Default 100� � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � � CULVERT I Generic Inlet � Generic Default 100� � 4.73 � 0.00 � 100.0 � 0.00 � 0.00 � ---------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: POND I � Label � Number � Section � Section � Length � Total � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sections � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � ( (ft) � (ft) � �-------�----------�---------�----------�--------� --------�----------� -----------� ------------� � P-5 � 1 � 12 inch � Circular � 18.00 � 1.66 � 2.11 � 205.53 � 205.50 � � P-4 � 1 � 12 inch � Circular � 30.00 � 1.15 � 1.46 � 205.56 � 205.53 � ----------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � �-------�--------�-----------�-----------�-----------� � PorrD � i.6s � aos.ao � aos.so � zos.so � � CB #2 � 1.66 � 206.39 � 205.53 � 205.53 � � CB #1 � 1_15 � 206.39 � 205.56 � 205.56 � ------------------------------------------------------ CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: CB #6 � Label � Number � Section � Section � Length � Total � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sections � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � � (cfs) � � (ft) � (ft) � � -------�---------- �---------�----------�--------�--------�----------� ----------- �------------� � P-3 � 1 � 12 inch � Circular � 16.00 � 5.71 � 8.93 � 201.88 � 201.34 � � P-2 � 1 � 12 inch � Circular � 61.00 � 5.73 � 7.30 � 203.26 ( 201.88 � � P-1 � 1 � 12 inch � Circular � 156.00 � 4.72 � 6.o1 � 205.59 � 203.26 � Title:Zetterberg Subdivision Project Engineer:Bill Helsley r:\...\001-04(zetterberg)\calcslzetterberg.stm Site Development Associates,LLC StortnCAD v5.5[5.5003] 07/06/05 03:59:20 PM �Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 I .� Calculation Results Summary � PIPE � 1 � 12 inch � Circular � 26.00 I 4.73 � 6.03 � 205.98 2G5.59 � -----------------------------------------------------------------------—---------—----------- � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation I Grade � Grade � � � Flow � (ft) � Line In � Line Out � ( � (cfs) � � (ft) � (ft) � �---------�-------- �-----------�----------- �-----------� � CB #6 � 5.70 � 207.57 � 198.52 � 196.52 � � cB #5 � s.�i � ao�.so � Zoi.ae � 2oi.as � � CB #4 � 5.73 � 207.33 � 203.26 I 203.26 � � CB #3 � 4.72 � 208.22 � 205.59 � 205.59 � � CULVERT � 4.73 � 203.67 � 203.67 � 203.67 I ----------------------------—-------------------—----- ----------------------------------------------------------------- Completed: 07/06/2005 03:59:09 PM Title: Zetterberg Subdivision Project Engineer: Biil Helsley r:\...1001-04(zetterberg)\calcslzetterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 07/06/05 03:59:20 PM OO Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 l Profile ' � Scenario: Base Profile: CULVERT TO CB #6 100-year Backwater analysis CULVERT CB #3 RIM 203.67 ft CB #5 IE 203:67 f4 RIM 208.22 ft ; __ ___....._ _____.. ___. _..._. _........ RIM_207.50 ft , 210.00 IE 202.34 ft R� �4 IE 200.93 ft j M 207.33 ft � I 201 .48 ft ! _ _ . _ � __ ; _. _ _ ------C B #6 I i ' ' I '.___. _ _ _ __ __ � , _ _ --_ _.._ ..._ _ _.__ _......._. � 205.00 � ' i i ' I i I <� ' Elevation (ft) 2 S\�•OS�s��ff L=156.00 ft � �7sh 12� mch 4t'��f 5=0,00,�5_06._ft/€t. _. __ ' ' _61,00 ft C'�6 p 200.00 t t � S=0.�2 inch �.02Ss�h ft � ��9035 ftlft ' 2$ft/ft � _ � _.... _ � , 195.00 __ __ 0+00 1+00 2+00 __ 3+00 Station (ft) Title:Zetterberg Subdivision Project Engineer: Bill Helsiey r:\...\001-04(zetterberg)\calcs�zetterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003J 07/06/05 03:56:51 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base " ' SDA Inlet ' 1 dp- ��q r Label Rim Area Inlet Sump Time System dditiona Rim Hydraulic Elevation (acres) C Elevation of Rational Flow Elevation Grade (ft) (ft) Concentration Flow (cfs) (ft) Line Out (min) (cfs) (ft) CB#1 206.39 0.70 0.60 201.44 5.00 1.45 0.00 206.39 205.60 CB#2 206.39 0.22 0.90 201.29 5.00 2.10 0.00 206.39 205.55 CB#3 208.22 0.00 0.00 201.36 0.00 6.14 0.00 208.22 208.12 CB#4 207.33 0.06 0.90 199.48 5.00 6.19 0.99 207.33 204.17 CB#5 207.50 0.00 0.00 198.93 0.00 6.16 0.00 207.50 202.06 CULVERT 203.67 3.67 0.64 203.67 10.00 6.15 0.00 203.67 203.67 Title:Zetterberg Subdivision Project Engineer: Bill Helsley r:\...\001-04(zetterberg)\calcs�zetterberg.stm Site DevelopmentAssociates,LLC StormCAD v5.5[5.5003J 07/06/05 03:58:46 PM �Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +�-203-755-1666 Page 1 of 1 � Scenario: Base " � SDA Pipe ' � bC�-�c a r Upstream Downstream Upstream Downstream Length Section Constructed Manning Total Node Node Invert Invert (ft) Size Slope n System Elevation Elevation (fUft) Flow (ft) (ft) (cfs) CB#2 POND 203.29 203.20 18.00 12 inch 0.004908 0.012 2.10 CB#1 CB#2 203.44 203.29 30.00 12 inch 0.005055 0.012 1.45 CB#4 CB#5 201.48 200.93 61.00 12 inch 0.009035 0.012 7.18 CB#3 CB#4 202.34 201.48 156.00 12 inch 0.005506 0.012 6.14 CB#5 CB#6 200.93 200.52 16.00 12 inch 0.025625 0.012 7.15 CULVERT CB#3 203.67 202.34 26.00 12 inch 0.051154 0.012 6.15 Title:Zetterberg Subdivision Project Engineer:Bill Helsley r:\...\001-04(zetterberg)\calcs�zetterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003J 07/06/05 03:58:59 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 I �a�cuiaiiu�a t�e�u+is Jurr���..� ��O- e,-�. !' ________�___ _ _ ,_ Scenario: Ba= »» Info: Subsurface Ivetwork Rooted by: ��-:. »» Info: Subsurface Analysis iterations: � »» Info: Convergence was achieved. »» Info: Subsurface Network Rooted by: CB #6 »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION SiJM:VIARY FOR SURFACE N3TWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter ', � � Type � � Intercepted � Bypassed � Efficiency � Spread � Depth � � � � � Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � �--------- �---------------�----------------------� -------------�----------� ------------�--------� -------- � � CB #2 � Generic Inlet � Generic Default 100� � 0.68 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #1 � Generic Inlet � Generic Default 100� � 1.45 � 0.00 � 100.0 � 0.00 I 0.00 � � CB #5 � Generic Inlet � Generic Default 100� � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #4 � Generic Inlet � Generic Default 100� � 0.19 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #3 � Generic Inlet � Generic Default 100� � 0.00 � 0_00 � 100.0 � 0.00 � 0.00 � � CULVERT I Generic Inlet � Generic Default 100� � 6.15 � 0.00 � 100.0 � D.00 � 0.00 � ---------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETI90RK WITH ROOT: POIv� � Label � Number � Section ; Section Length � Total i Average I Hydraulic '� Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sections � � � � Flow � (ft/s} � Upstream � Downstream � � � � � � � lcfs) � � (ft) � (ft} � � -------� ----------� ---------�----------�--------�--------�----------�-----------�------------� � P-5 � 1 � 12 inch � Circular � 18.00 � 2.10 � 2.67 � 205.55 � 205.50 � � P-4 � 1 � 12 inch � Circular � 30.00 � 1.45 � 1.84 � 205.60 � 205.55 � ----------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic � ' � System � Elevation � Grade � Grade � I � Flow I (ft) � Line In � Line Out � � (cfs) � � (ft) � (ft) � ! -------� --------�-----------� -----------�-----------� ! POND � 2.09 I 203.20 � 205.50 � 205.50 � I CB #2 � 2.10 � 206.39 � 205.55 � 205.55 � ; CB #1 � 1.45 � 2a6.39 � 205.60 � 205.60 � CALCULATION SUM�IARY FOR SJBStiRFACE NET�40RiC WI.H ROOT: CB #6 � Labe1 � Number � Sec�ion � Section I Length ' Tc:al I Average � H-y-draulic � H;✓draulic � � of � Size � Shape � (ft) j System � Velocity � Grade � Grade ; I � Sections � � � � Flow � (ft/s) � Upstream � Downstream � � � � � � (cfs) � � (ft) � (ft) I I -------� ----------� ---------� ----------�--------�--------� ----------� -----------�------------' � P-3 � 1 � 12 inch � Circular I 16.00 � 7.15 � 9.11 � 202.06 � 201.50 � P-2 � 1 � 12 inch � Circular I 61.00 � 7.18 � 9.14 � 204.17 � 202.06 � P-1 � 1 � 12 inch � Circular � 156.00 I 6.14 � 7.82 � 208.12 � 204.17 TiUe:Zetterberg Subdivision Project Engineer: Bili Helsley r:\...\001-04(zetterberg)lcalcs�zetterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 07`06/05 03:55:59 PM �Haestad Methods, Inc. 37 Brookside Road V`Jaterbury, CT 06708 USA +?-203-755-1666 Page � of 2 . Calculation Results Summary � PIPE � 1 � 12 inch � Circular � 26.00 � 6.15 I 7.83 � 208.78 � 208.12 ! ----------------------------------------------------------------------------—-------—------— � Label � Total � Ground � Hydraulic � Hydraulic � � I System � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � �--------- �--------�-----------�-----------�----------- � I CB #6 � 7.14 I 207.57 � 198.52 � 198.52 � � cB #s � �.is � ao�.so � aoa.o6 � aoa.o6 ', � CB #4 � 7.18 � 207.33 � 204.17 � 204.17 j � CB #3 � 6.14 I 208.22 � 208.12 � 208.12 � � CULVERT � 6.15 � 203.67 ! 203.67 � 203.67 I -------------------------------------------------------- ------------ --------------- Completed: 07/06/2005 02:51:40 PM Title:Zetterberg Subdivision Project Engineer:Bill Helsley r:1...\001-04(zetterberg)lcalcslzetterberg.stm Site DevelopmentAsscefates,LLC StormCAD v5.5[5.5003] 07/06/05 03:55:59 PM �Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 2 of 2 Rainfall Table Retum Periods Durations 25 year 100 year 5 min 2.70 3.40 10 min 2.00 2.60 15 min 1.60 2.05 30 min 1.00 1.30 Rainfall Intensities are in (in/hr) Title:Zetterberg Subdivision Project Engineer:Bill Helsley r:\...\001-04(zetterberg)\calcs�zetterberg.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 07/06/05 04:02:58 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 / I I . 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The sediment trap will be sized for the 10-year/24 hour design storm. I Steps ' 1. Obtain the discharge for the 10 year/24 hour developed storm. I Q,oy��2an�= 0.15cfs (see attached basin summaries) 2. Determine the Surface Area (SA) required measured at the invert of the spillway = SA = FS(Q,oNs) Where VS = 0.00096ft/sec , and FS=2. � � SA = 2(0.15/0.00096) SA= 313 SF A pond with top dimensions of 25' x 30' would provide 750 SF of surface area. Basin B Basin B consists of the southern portion of the site and contains approximately 0.76 acres. The sediment trap will be sized for the 10-year/24 hour design storm. Steps 1. Obtain the discharge for the 10 year/24 hour developed storm. Q,oY��zan�= 0.16cfs (see attached basin summaries) I 2. Determine the Surface Area (SA) required measured at the invert of the spillway SA = FS(Q,oNs) Where VS = 0.00096ft/sec , and FS=2. SA = 2(0.16/0.00096) SA = 333 SF A pond with top dimensions of 25' x 30' would provide 750 SF of surFace area. 4/21/05 10 : 0 :2� am RN Parnell C��npany page 1 Zetterberg Subdivision � TESC Runoff Calculations --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY r BASIN ID: tescA NAME: ` SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 72 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 00 inches AREA. . : 0 . 72 Acres 0 . 00 Acres � TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 0 . 00 t TC. . . . . 14 . 13 min 5 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 250 . 00 kc : 17 . 00 s : 0 . 0200 PEAK RATE: 0 . 15 cfs VOL: 0 . 07 Ac-ft TIME : 480 min BASIN ID: tescB NAME: SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 74 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 00 inches AREA. . : 0 . 74 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 80 . 00 0 . 00 TC. . . . . 14 . 13 min 5 . 00 min ABSTR.ACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 TcReach - Channel L: 250 . 00 kc : 17 . 00 s : 0 . 0200 PEAK RATE: 0 . 16 cfs VOL: 0 . 08 Ac-ft TIME : 480 min 'I