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HomeMy WebLinkAbout03169 - Technical Information Report - Drainage � _ -_ � ------ _--------- ----___ .. _- -- --_ _ � Site Development Associates, LLC . _ ._ _._ _ __ _ __- --- M 'V���.�:"�h. `15�i�;, .5..,��tE ��� �..��. �F' , �_ .. , ,�: Y�: . _._ �, I Drainaqe Report He:�itage Glen Subdivision Renton, Washington �,�� J. �. I ���� 'ASy���Q� Prepared for I -- �r.r�`` c� �; ' � -- � / � �T� � �.� ��� :=� - _ � ��---�� _ ��. . _ _ _ . _ CamWest Development, Inc. Prepared By Site Qevelopment Associates, LLC C�-�( pF RENTCN 10116 Main Street, Suite 106 Bothell, WA 98011 _ RE R�APPR�VAD 425-486-6533 FO BY-_DATE:�� May 3, 2004 BY._----"DATE:�� ;�� BY�'"pATE:--'�� �1i"`-� RE��,��U.__�„ , MAY p � �004 � �f `� ��'�V1� �� � �v�/� �j�`Ki-� REVlSln/+t , , � � .� ---� �3, �.:, ' \ � � J � �.\ t ! �i _� `_ "_.._. � � ' `�-', j II � �� li Site Development Associates, LLC `j �, 1Q11� ,��r Y�?2t.5�:�.� ;Cr 3o�'I�� �_ Wa�'�^i ��`nr, 98C11 �jf �lU��/ l I �� ( -S www.sdaengineers.com ���� June 3, 2004 Mr. Allen Quynn, P.E. Utility Systems Division — Surface Water City of Renton 1055 South Grady Way Renton, WA 98055 RE: HERITAGE GLEN — STORM WATER CONVEYANCE CALCULATION REVISIONS Dear Allen, The following letter is intended to address your specific comments on the drainage report dated May 3, 2004 for the Heritage Glen 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. ' At your request the area located to the southeast of the project was included in the conveyance calculations. This additional area is shown in the revised basin figure, sheet 3 from the drainage report, which is included with this letter. This area currently flows southwest to NE 20th and then along NE 20�' to the west. The impro�ements associated with the Heritage Glen project do not appear to cut off the current flow path of storm water runoff from this area. However, to accommodate the potential future development of these parcels, an additional structure (CB #13B) was added on the east edge of the new access drive (Lincoln Place NE). The additional area of 1.46 acres was added to the conveyance calculations at the new structure, CB #13, and the 100 year storm was , analyzed. As can be seen in the attached calculations the system more than meets the ' freeboard requirements for the 100-year storm using the rational method. , If you have any questions or comments regarding the calculations or the storm drainage I� design please don't hesitate to call. Sincerely, Site Development Associates, LLC � � � Bill Helsley, P.E. Attachments: I'� • Revised storm water conveyance calculations ��, -.ff ��s �,� ��;« F,.. a2;a��. r;;�� � i , sa�.�U�w o�-�� = Q �� -� �•b _�� S��nulw Q •� � 21 ��Cfi�O' O��O� � , S�h = 1 � � ��n� �p • oz ='�� � ,�� - � = S � �S�� : zl sa��U�l� o�-� = S� ��C��o-� �L��� °� �'� � _ n�°I -� o� � � � 1 Cs���� �,�s� o�L -�� � o��.,,�- =S � O�►� � '�� � �l�•� = s �L II �� �•� �� = � ; r � �� � �� � �' SL11 ' iS��i � L'z -� o , N N N L'� _ � ;;"' �� A f�a A �?,►��-;-��a�►oJ �o 'a t,u�1 N 000 ��� ___ rnmm —mi�� Cj �S l�''JU 27 �O'�- .J� M Q cn cn cn z �.��s Map Output Page 1 of 1 �K�g Co�ntY � � - . SH��T 3 iMAP - Pro ert Info Plannin - _ �,�, . 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Kinq County�GIS Center�News�Services�Comments�Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details. JI � A- (2,z)(.o7s) +- (�,3)C,a�S � + 2(�) (.�) � (.���.�� �•3 = ��6 2 '�� ' �3� � A = 0. 983 �n � _ �o � 9�3�nZl `�� � z_ ���i�� -�- � �-. �. �crES � / � ', n. http://ww��v5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&Clie... 4/22/2004 i , � �� 1 A S�E,�t,,T �i�A- ��, = z ,z C.a7s) �-�,3 C.oz�� + o,3C.o7�� = o.z7P� �nz ���� ��� 2 ��� ��a54�k = ��� 2785 jnL `�35' _ 52,ZG0 �F = 1��� �creS ��n / ` � �R. �N C= o.q0 � � SEE stta�T 5' r K'L' C�V N CV(K �.n� R�s�DcNT��� ��- � � ����.�.-. � }� _ �e 2 — 1 �� = 3.O �.creg � G = �•(o� J I � I � � � � i � I i � II � � 32.1 RAT'IONAL M�THOD TABLE 3.21A RUNOFF COEFFICIENTS-"C"VALUES FOR THE RATIONAL METHOD ' Genera! Land Covers Single Famify Residential Areas Land Cover C Land Cover Density C De�se forest 0.10 ' 0.20 DU/GA(1 unit per 5 ac.) 0.17 Light forest 0.15 0.40 DU/GA(1 unit per 2.5 ac.) 020 Pasture 0.20 0.80 DU/GA(1 unit pe�125 ac.) 0.27 Lawns 0.25 1.00 D U/GA 0.30 Playgrounds 0_30 1.50 DU/GA 0.33 Gravel areas 0.80 2.00 DU/GA 0.36 Pavement and roofs 0.90 2.50 DU/GA 0.39 Open water(pond, 1.00 3.00 DU/GA 0.42 lakes,weUands) 3.50 DU/GA 0.45 4.00 DU/GA 0.48 4.50 DU/GA 0.51 5.00 DU/GA 0_54 5.50 DU/GA 0_57 6.00 DU/GA 0_60 �Based on average 2,500 square feet per lot of impervious coverage_ For combinations of land covers listed above,an area-weighted"C�.X Ar sum shouid be computed based on the equation C�x A,_(C,x A,)+(C2 x A2)+...+(C,x A�},where A,_(A, +A2+...+A„),the totai drainage basin area. TABLE 3Z.1.B COEFFICIENTS FUR THE RATIONAL METHOD`�R"EQUATION Design Stonn Retum Frequency aR bR 2 years 1.58 0.58 5 years 233 0.63 10 years 2.44 0.64 25 years 2.66 0.65 50 years 2.75 0.65 100 years 2.61 0.63 TABLE 3.Z1.0 kR VALUES FOR T�USING THE RITIONAL METIiOD Land Cover Category kR I Forest with heavy ground litter and meadow 2 5 Fallow or minimum tillage cultivation 4J Short grass pasture and lawns 7.0 Nearfy bare ground 10.1 Grassed waterway 15.0 1 Paved area(sheet flow)and shallow gutter flow 20.0 1998 Surface Water Design Manual " 9/1/98 3-13 N w�dai•t zsa»• . w eavx'[ Im_--_" "_'— —'_--�—' "..�—'�, 1"_"_..'_"-�I'_"_�3078,_.._'— � � � � � . � ' � ' " g ;i I ; 9 „�, i i' I �6-q10 1� -010 � � _ I. 1 , � � � • I � , �� 1 Z il�� 1 � � 1 1 .. ' . � ��._.._. .�� ♦�� 1 . � � � . � I �Y� 1 �� �9 20 � ; '•.\. � �' /,: 1 T� ir�- ns-a I r i i; i ■I /� [Lv7Au \�� � i I (((�^^^ . . � i . 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' �-�*------- --- �+ I � � '— .__.. ,- � :":.._._ � _ . .._ ._ .... _ ..i � � / P-1 I � �#1�C� i � � 'VA LT � ._.._. _.i _..._.__...--- � � L_....................____....... ..........J I� .........................._..._...:.,....._..:..._.. _.. __ _l ' � f ___ J P-17 CB-13 P-13 _� a2 CB#14 P-16 CB-13B I Title:Heritage Glen-B-C-E Runs Project Engineer:Bill Helsley r:\...\001-03\calcs\storm\hg-d-24.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 06/02/04 01:54:03 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Rainfall Table Retum Periods Durations 2 year 10 year 25 year 100 year 5 min 1.24 2.53 3.18 3.69 15 min 0.66 1.25 1.56 1.85 30 min 0.44 0.80 0.99 1.19 60 min 0.29 0.51 0.63 0.77 80 min 0.25 0.43 0.52 0.64 100 min 0.22 0.37 0.45 0.56 Rainfall Intensities are in(inRtt) Title:Heritage Glen-B-C-E Runs Projed Engineer:Bill Helsley r:\...�001-03\calcs\stoRnlhg-d-24.stm Site Development Associates,LLC StormCAD v5.5(5.5003] 06/02/04 01:45:24 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +�-203-755-1666 Page 1 of 1 � Scenario: Optimization SDA Inlet Label Rim Area Inlet Sump Time System Known Rim Hydraulic Elevation (acres) C Eleva6on of Rational Flow Elevatio Grade (ft) (ft) Concentration Flow (cfs) (ft) Line Out (min) (cfs) (ft) CB-13 260.90 4.20 0.69 249.95 12.00 17.96 0.00 260.90 253.95 CB-13B 264.07 1.46 0.62 250.12 6_33 3.14 0.00 264.07 253.96 VAULT 262.47 5.86 0.62 252.59 6.33 12.62 0.00 262.47 255.87 Title: Heritage Glen-B-C-E Runs Project Engineer:Bill Helsley r:\...\001-031calcs�storm\hg-d-24.stm Site Development Associates,LLC StormCAD v5.5[5.5003J 06/03/04 09:01:55 AM OO Haestad Methods,inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 ' Scenario: Optimization SDA Pipe Upstream Downstream UpsVeam DownsVeam Length Section Constructed Manning Total Node Node Invert Invert (ft) Size Slope n System Elevation Elevation (fUft) Flow (ft) (ft) (cfs) CB#12 CS CB-13 252.49 251.92 115.00 18 inch 0.005000 0.013 12.59 CB-13 CB#14 251.42 250.06 339.00 24 inch 0.004012 0.013 17.96 CB#14 O-2 250.06 249.86 51.00 24 inch 0.003922 0.013 16.60 VAULT CB#12 CS 252.59 252.49 19.00 18 inch 0.005002 0.013 12.62 CB-13B CB-13 252.12 251.42 140.00 24 inch 0.005000 0.010 3.14 Title: Heritage Glen-B-C-E Runs Project Engineer:Bill Helsley r:\...\001-031calcs\storm�hg-d-24.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 06/03/04 09:02:14 AM �Haestad Methods,Inc. 37 Brookside Road Waterbury.CT 06708 USA +1-203-75�1666 Page 1 of 1 ' Calculation Results Summary Scenario: Optimization »» Info: Subsurface Network Rooted by: O-2 »» Info: Subsurface Analysis iterations: 3 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � � � T�,pe � � Intercepted � Bypassed � Efficiency � Spread � Depth � � � � � Flow � Flow � (�) � (ft) � (ft) � � ( � � (cfs) � (cfs) � � � � �--------�--------------- �----------------------�-------------�----------�------------�--------�--------� ( CB-13B � Generic Inlet � Generic Default 100� � 3.14 � 0.00 � 100.0 � 0.00 � 0.00 � � VAULT � Generic Inlet � Generic Default 100� � 12.62 � 0.00 � 100.0 � 0.00 � 0.00 � � CB-13 � Generic Inlet � Generic Default 100� � 6.97 � 0.00 � 100.0 � 0.00 � 0.00 � CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: O-2 � 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) � �------�----------�---------�----------�--------�--------�----------�----------�------------� I � P-17 � 1 ( 24 inch � Circular � 51.00 � 16.60 � 5_28 � 251.79 � 251.33 � � P-16 � 1 � 24 inch � Circular � 339.00 � 17.96 � 5.72 � 253.95 � 251.79 � � P-13 � 1 � 24 inch � Circular � 140.00 � 3.14 � 4.77 � 253.96 � 253.95 � � P-15 � 1 � 18 inch � Circular � 115.00 � 12.59 � 7.12 � 255.60 � 253.95 � � P-14 � 1 � 18 inch � Circular � 19.00 � 12.62 � 7.14 � 255.87 � 255.60 � � Label � Total � Ground � Eydraulic ' Hydraulic � � � System � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � �-----------�--------�-----------�-----------�-----------� � O-2 � 16.38 � 252.00 � 249.86 � 249.86 � � CB #14 � 16.60 � 254.53 � 251.79 � 251.79 � � CB-13 � 17.96 � 260.90 � 253.95 � 253.95 � � CB-13B � 3.14 � 264.07 � 253.96 � 253_96 � � CB #12 CS � 12.59 � 266.39 � 255.60 ( 255.60 ( I VALTLT � 12.62 � 262.47 � 255.87 � 255.87 � --------------------------------------------------- Completed: 06/02/2004 01:51:50 PM Title:Heritage Glen-B-C-E Runs Project Engineer:Bill Helsley r:\...\001-031calcs�.stormlhg-d-24.stm Site Development Associates,LLC StormCAD v5.5[5.5003J 06/02I04 01:52:02 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-7551666 Page 1 of 1 � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 1.2.4 CORE REQUIREMENT #4: CONVEYANCE SYSTEM All canveyance systems for proposed projects must be analyzed, designed and constructed for existing tributary off-site runoff and developed on-site runoff from the proposed project. The applicant shall demonstrate one of the following: (11 The on-site conveyance system ot the proposed project: (a) exists, or will be constructed, and is sized to convey the peak rate runoff as required below, AND (b) complies with specific requirements for conveyance system composition, pumps, interflow interception, easements, outfalls, and single-family residential lots, OR (2) The project is exempt from this requirement. Sizing The on-site conveyance system adequacy shall be demonstrated using ihe Backwater Analysis Methods described in Section 4.3.4 and 4.3.7. When significant storage volume exists in the conveyance sysiem Isuch as upstream of an existing roadway embankment/cross culvert) these methods shall be used in conjunciion with the Hydrograph Routing Method described in Section 3.5.4. The runoff originating on the project site plus any existing upstream runoff that will be cenveyed through the project site shall be included in the analysis. The conveyance system anaiysis shall use the following design storms, clearances, and other conveyance system element specific requirements: (1) For pipe svstems: Pipe systems shall be designed to convey and contain at least the peak runoff rate for the 25-year design storm using the Methods of Analysis described in Section 'i 4.3.4. Structures for pipe systems must be demonstrated to provide a minimum of 0.5 feet of freeboard between the hydraulic grade line and the top of the structure for the 25 year peak rate of runoff. Structures may overtop for the 100-year peak rate of runoff as described below. When overtopping occurs for the 100-year peak rate of runoff the additional flow over the ground surface is analyzed using the methods described in Section 4.3.7 and added to the flow capacity of the pipe system determined by the backwater analysis. �NVE�jf��.� Exceptions: The upstream end of a pipe system that is open and receives runoff from a natural conveyance element or the following man-made conveyance C(�IT���A elements (ditches, channels and retention/detention ponds) shall be analyzed and sized as a culvert as described in f2) below. (2) For culverts: Culverts shall be designed to convey the peak runoff rate for the 25-year design storm event using the Methods of Analysis for Culverts described in Section 4.3.5 and to meet the designated headwater �equirements. In addition, culverts must be demonstrated to convey the 100-year design storm under surcharged conditions. (3) For draina4e ditches or channels: Drainage ditches or channels shall be designed to convey at least the peak runoff from the 25-year design storm using the Methods of Analysis described in Section 4.3.7 with a minimum freeboard to overflow of 0.5 feet. In addition, drainage � 1.2.4-1 11/92 • ' Profile Scenario: Optimization 100 year profi le � � VaultOutlet- 100 year �'�� � Op N(��j't� �e� � H+ ''��N I ���� JO N.. ��N�� ��.q. �� I ���Nco�i j0)LiYO� ._ __----- _- _--__. -.__ N�N.s CO _ __---------___ . --- - _ __ �+ .. N .. -. 270.00 — --�-��.�-�- -- ��LstYo� ; � ' : �N �� N���N. ���-O��' ����� �NNO�� --- — --- i�-(V'�cp N N- ; -- - ---T? N":.----- --- ���a ���; 2ss.00 ��ttiYv�s' � � � . ' �co ' II : �o��n-- -- --- -- ' — ' ----- --- -- ---- --- �o��mn,� 260.00 �� � �+N:��N .- N� C � ��CaC � � - �CD �p o�o,o°D ��f t s iY� 8evation(ft) ��oai: , +��N ' �4'i�,:�,v C lG do���i�o�— - ---------- ---- ---�R AD�_ Ll N� -- - — ---- --- -------- - =-_ --- --- -- 5.00 ' P-14 �9.00 ft 18 inch WC R15 @S=O.00a00Q NR -- -- --- -- _ - - P-16 -_ _-- -- --- - -- '- _ __ _------_ 1$inch WC P-17 115.69� - -- -- 250.00 339.00 ft 24 inch �C @S=0.00`-�000 fNt ' 51.00 ft 24 inch WC @S=0.004012 ft/ft , @S=0.003922 fi/ft -___- ----_ _ - --- ___ ' 245.00 __-- _---- __._ __ _. _---- - _ -- ------ -- ----._ .___ ---__ __ _ _ ------_ _ ----- -_-- -- _. --------— _..__ __- - �� 5+00 4+00 3�+�0 2+00 1+00 p+pp 9ation(ft) Title:Heritage Glen-B-C-E Runs Project Engineer:Bill Helsley r:\...1001-03\calcs�stortn�hg-d-24_stm Site Development Associates,LLC StormCAD v5.5[5.5003] 06/02/04 02:1120 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +�-203-755-1666 Page 1 of 1 � Profile � � Scenario: Optimization 100 YEAR PROFI LE Offsite flows � � � �N � ON �� � � �' � � N mMO � C�VN NNd- � � O � � � � � � 0 � " � � � �� ob � > .� - - - -_ __ ------ o �n �n N o� -----�-- — -- - 270.00 C����--- �N N �-% CO� M � � � � N a ' � � � » > � � ' � i ' U � c c c �� - - - - — ---�-- -'—-- - 265.00 --- ---- � � � o � � � � cfl ti`iD�tT�UI.tC N 00 OpM Q00 GR��D� ltN� � �pN � � O � Nd�' f` . � (� M N �' + N +-� �, N � ----- -- ------— _ P=,��_ *k�� ��1F- � � � E�f-� __ _ ____ ----- --- - - - ___ _ _ - - -16 m > > .� � Nc� > � � . 140.00 ft 24 i nch 339.00:ft 2 ' U � � � � � d � � � � �evation (ft) P1/C 4 i nch PVC @ S = 0.005000_f�ft -- a�S_= O.Q04II12 ftl#� -- ---- --------- -------- -- - -----�-- --- -------- � 255.00 _- - __ — _ _ 250.00 ----- -- ----- P 17 ` 51 .00 f� 24 i nch PVC � @ S = 0.003922 ft/ft __ __ _ ' 245.00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 Station (ft) . Title:Heritage Glen-B-C-E Runs Project Engineer:Biil Helsley r.\...1001-03\calcs\storm\hg-d-24.stm Ske Developrt�eMAssociates,LLC StormCAD v5.5[5.5003] 06/02/04 02:08:56 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-75�1666 Page 1 of 1 � Table of Contents lnfroduction.............................................................. 9 -� Existing Conditions......................................... ....... 5 Soils............................................................... 5 Existing Onsife Drainage Basin................... 5 Developed Conditions..................................... ....... 5 Proposed Drainage Plan ................................ 5 Detention Ca/culations................................... 8 Water Quality Calculations ............................ 8 Downstream Analysis..................................... 8 Conveyance..................................................... 8 Temporary Erosion Sedimentation Contro!.. ....... 9 References....................................................... ....... 9 Appendix A-Runoff, Detention and Water Quality Calculations Appendix B-Conveyance Calculations Appendix C-Temporary Erosion Sedimentation Control Excerpts from the King County Surface Water Design Manual, 1990, WSDOE Stormwater Management Manual for the Puget Sound Basin,1992, Soil Survey for the King County Area, Washington List of Tables and Figures Figure 1. Vicinity Map 2 Figure 2. Existing Site 3 Figure 3. Proposed Site 4 Figure 4. Soil Survey Map for Project Site 6 Figure 5. Index to Mapping Units 7 Table 1. 24-hour precipitation volumes for design storms _ 8 INTRODUCTION The Heritage Glen proposed subdivision lies within the City of Renton in the southwest '/ of the northeast '/4 of section 5, township 23 north, range 5 east, Willamette Meridian, in King County, Washington. The site is bordered by NE 20th St to the south and residential lots to the north, east, and west. Figure 1 is the vicinity map depicting the project location. The site contains approximately 6.38 acres. The eastern portion of the site is mounded, sloping toward the - property line to the northeast and across the site to the west. Moving from east to west, the site slopes gently for about 250 feet then moderately to the western and southern property lines. The site is relatively clear of native vegetation with some stands of large trees remaining throughout. Existing improvements include four existing homes, three detached garages and several free-standing sheds. The existing site is served by four access drives off of NE 20th St and one from Aberdeen Ave NE. Figure 2 shows the existing site features. The proposed project will subdivide the site into 37 single-family housing lots. Zoning for the site allows 8 units per acre. Access for the proposed subdivision will be by a public road along the alignment of one of the existing gravel drives off of NE 20th St. The proposed access drive will be two 16-foot lanes with vertical � curbs and sidewalks. The access drive will travel north from the intersection at I NE 20�' for approximately 320 feet to a tee intersection with a new east-west . roadway. The east-west roadway section will be identical to the north-south access drive. From the intersection traveling east, the roadway will be approximately 200 feet long terminating with a cul-de-sac bulb. From the intersection traveling west, the access road will travel due west for approximately 120 feet, then curve to the north for another 120 feet and terminate with a cul-de- sac bulb. The access drives, curbs sidewalks, and cul-de-sacs will be constructed to City of Renton standards and will create 42 feet of new City right- of-way along their alignments. 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 report addresses the storm drainage issues associated with the subdivision of the property, and construction of the new homes and access roads. 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, 1990. - 1 - i � 1 I Kennydale � — ii � `` il � i i NE 28th St i � NE 27th St I i , � o ��r I II z \ I � i i NE 24th St Q � i � I — I II � � �.� w � ( � Iz Iz � � L � I �' �' � � I � I ! ¢ � � I I I �, I � I I = � . I I NE 20th St � i I � � I 31TE i I � � i � I � N � � � Is�aie: = " ^ Heritage Glen � � � � - - �g�� 1 _ FINAL DRAINACiE REPORT Site Development Associates, LLC Job No. VblNty M.� ,�,-� i w . ..� � � s�. . ..�:._.__ _^ ___ �_ . ____.___ _ __� � _ ___�--- �.--�--__�_ :_{_�r" � t �� _ � _ .. � �� 3 �`� � - ' � _z ���_ �, '�" �`�.�� ��� ' �� ` -;z� � � ,s '�� ��,� _ 1 .«,s�rs a..r _ "" —�-_ i : __T- -;" , I ' a�i+ � ' '�-�,�., -:= � F��' � � � � .- • - ; '� � � � ' t � �- � � � , ..,�-� I k-� a � ��>:. ��" � � s __ M1 . t =?r � �� � � � � � � ��� . I �� � j � i . ,-s ��,. d�66.S itl!t=. � �-. '� __� � �� t � �'":y ¢ � _s�R S� . :, � � ��_� .��� '': '� � ���. � � ��" EXISTING SITE ' �__ -�. I �. � : . ` AREA 6.38 � ` '� = ACRES __�, � � �-- _ _ �--� - �� . ��:, i �� �._ _ I ' q' _� , x � £ � 4 I ! � �' �_ � :�� �.� ,� � � � ���� �` ������` __- � �-f y �� Eyj � ,-�,„ � ��� -_----�� , 4_� ' 4 � . " -. . .. � Y �-..� :h`� �{{{;;;'-' � I .�. _ - ' �:� M�7?Y[ � . _- � �� �� � - � - � �: , ._ : ,. � r , , �: � - ; . �. „� ; � ; � : � ��., e I �= ' � . ,: � ����" t � ' � - �.__�._�.....,p,�_ .�_� N _.� �. __ ...��� I - 'r" �` � ��. �� --- _ .����.�.._ _. �.. �, ' ___��- _--- _� - �. _ _..- __. �_ �` -..__ _____ _ _ .. _� -3__ --�� �--�,,��—��� R "._.._..._.._. _..___. �� ,:. -= _ ; ; �. � . _ ...�. � -�-�� �, _._. � .�� .�.. _� �� __ �-_�:. � � � ,�"�` �" �� ,'�� ��'�� � � I _,.., . � _�., � � �. I � s�aie: _ - ''-'°°' H eritage Glen i Y�� � - FINAL DRAINAGE REPORT Flgure I Site Develo ment Associates LLC p __ � Job No. EXISTINO 81TE toe-oot-as i � - � 0 0 ,o ,� = DEVELOPED SITE �h 19 20 I AREA=5.86 ACRES O 'z � �::= � ' O2' 6 I 7B = 13 14 15 16 17 I O � � ( O • 23 �� I � 28 Q 33 ; Q O8 i �_ -- 29 Q � Q I Q g , O �� � 30 �Y y��_�.E ,..,.25 LOT 25 NOT Y DEVELOPED � Q .�..rY�', �� O O U� O �� � I 3200 SF WETLAND BUFFER Q 4NCL'UDED IN''v.- g' -._ _ .. _ _ � I DEfENTION - CALCULATIONS $ ` � PROPOSED a 3 , DETENTION AND ' ' I WATER QUALIlY - < VAULT LOCATION �' _...:�_._.,._.�_ I _ - ? IScale: �'-�°°� Heritage Glen �� ,�� Figure 3 = FINAL DRAINAGE REPORT Site Development Associates, LLC Job No. PROPOSED SITE _ __ ___ . ._.__ . _ _ ., _ ___-- --- ,�-00,-03 EXISTING CONDITIONS Soils The soil on the project site is classified as Indianola loamy fine sand (InC) in the Soil Survey of King Counfy Area, Washington (Soil Conservation Service [SCS], 1973). Figures 4 and 5 contain the po�tion of the SCS map in the vicinity of the project site and the index to soil units. Indianola is characterized as loamy �� fine sand to a depth of 30 inches below the surface underlain by sand to a depth � of 60 inches. Permeability is rapid, runoff is slow to medium, and the potential for erosion is slight to moderate. The hydrologic soil group `C' has been assumed. Hydrologic soil groups for SBUH calculations in the Puget Sound region are contained in Table I II-1.6 of the Stormwater Management Manual for the Puget '� Sound Basin (WSDOE, 1992). Indianola has not been specifically classified in Table III-1.6; however, the runoff potential of InC closely matches that of Alderwood (AgC), which is classified as group C. Existing On-site Drainage Basin The existing site contains several single-family residences and other structures. Roof runoff for the residences is collected by gutters and downspouts and is discharged to the ground by downspout infiltration systems. The existing surface runoff travels by way of overland flow to the southwest corner of the site discharging to a wetland adjacent to the property. The predeveloped site is assumed to be pasture for purposes of the detention calculations in this report. DEVELOPED CONDITIONS Proposed Drainage Plan The proposed subdivision will redevelop 5.86 of the 6.38 acres of property. The proposed on-site drainage improvements will include a curb, catch basin and pipe network for collection of surface runoff from landscape, driveways, roads and sidewalks. Runoff from the developed site area, not including 0.07 acres used for wetland buffer averaging, will be routed through a detention vault 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. - 5 - .` ', ., • . Bi; t ! ' i , _ - \ `AkF � 1 ' \ I - -- KnD --- .:- 24 2�3'ZN . B! 42 - - - '!� �• �'-Q��" j� � �C ���1 ' \� r .. I KPE a — i1VEWPO `��' 'Pin EwC � H1I�S pgB �;;q •�I�' • �� RrC '-- I �Z � 11 � - • �o I {� AmC ( _ :� . � � Evl3 � •KPD�A � QS 3 � � iM �� �� - � 2 ;) Ago � 3 ` � . . _ EiM � '`\ I P� � ' 8 RmC �C . 5�� h 1, B � . .. � � i I • •e • " �� ;.EvC 9 �C ' �� BM • May ee �KaC ,•• �� , :� 109 �7,���' .F�:,' ; OvD • '� �� !, / ;ao I - _ _ � -� _=. ------ �- --�`------- , � '' i , �i B 11 A�p ,� ; � f: ,�. � � 'A ��: � , No ry� � ti• . .� AgC �` � BM� � � c y I il• ��';" • �� 1 � 605 S I ,.,' . 1 a � • • • •t \ ` Sm •\ ; ..g: S� C?. i ��• , '•� �• '�C I —' � AgD ,��„ • � �r AgD Q • � � , r,�c .QI' - � �`� ' I Kennydale � . , . ' � � .. �:� ^,�,.` � _ y •InC I AKF�� '•AkF �/ •• • ��' � � AkF :' I q� Ev5 � Coleman Poin � �;M , Py �:�s!�I �,w.��EL I Q. . , � �,T •S. AkF• �� �, � �.'. � • •�In •1• e A . e - s � -- ---- -� - 1 - -- • r � - -- �29• EVS T I g p n N • .• _ u BM�11 ,,'- ;. ge � / � �BM p� •' u u '�^ � m • Fvt;ift' 'L „N ��JO �C.: / U , -__ � .�I� � ��; � . °� akF '1•?7 �_ � �� ' . • ., � I � `• _ ° AmC aa�6 �.� � � r '-- --- • I Sm•• �InC�• •il.., ,_�� ; f • i;'�� M • . � - ,'� :;• .:;'.' =.:-:.��` : f r--- ^��� ���' N ( �r - AkF • • , Ur 1 1' ~.'•;��I l � • � •J :; I ;tmC• o Ur •s �.� M . • .[ •'� �• R rv ir , �, �BDY • �•i.;a1 r � / j',• �.' I ,�-- -- - - � . ��� � • i'�Plam"� \\ ,� � � -� �;• J� I oi ••Ur ``"' R TON , ��'��y#�, � �. .���J. !,� �. •ii I _'"'•. �:� - �.�'� •���: , ,:RdE RENTON 7.9 MI. 1Z'30" (Joins sheet 1 T) ��� 10' RENTON 7.7�4!'t.� I $COIE: � .=� � ,:za.00a Heritage Glen w = � Figure �'F I _ _`_ __,__ FINAL DRAINACiE REPORT Site Development Associates, LLC �ob ,�. sW Surwy Map for ProJ�ot Sit� - ,�,-� Described Map on symbol Mapping unit page AgB Aldenvood gravelly sandy loam, 0 to 6 percent slopes---------- 10 AgC Aldenvood gravelly sandy loam, 6 to 15 percent slopes--------- 8 AgD Aldenvood gravelly sandy loam, 15 to 30 percent slopes-------- 10 AkF Aldezwood and Kitsap soils, very steep------------------------ 10 AmB Arents, Aldenvood material, 0 to 6 percent slopes 1/---------- 10 AmC Arents, Aldeiwood material, 6 to 15 percent slapes 1/--------- 10 An Arents, Everett material 1/---------------------------------- 11 BeC Bea�ite gravelly sandy loam, 6 to 15 percent slopes---------- 11 I BeD Beausite gravelly sandy loam, 15 to 30 percent slopes--------- 12 BeF Beausite gravelly sandy loam, 40 to 75 percent slopes--------- 12 Bh Belling�am silt loam------------------------------------------ 12 Br Briscot silt loam--------------------------------------------- 13 Bu Buckley silt loam--------------------------------------------- 13 I ib Coastal beaches-------------------------------------- 14 Ea Earlmont silt loam-------------------------------------------- 14 Ed Edgewick £ine sandy loam---�---------------------------------- 15 EvB Everett gravelly sandy loam, 0 to 5 percent slopes------------ 15 EvC Everett gravelly sandy loam, 5 to 15 percent slopes----------- 16 EvD Everett gravelly sandy loam, 15 to 30 percent slopes---------- 16 EwC `Everett-Alde nvood gravelly sandy loaffi, 6 to 15 percent slopes------------------------------------------------------ 16 InA Indianola loamy fine sand, 0 to 4 percent slopes-------------- 17 InC Indianola loamy fine sand, 4 to 15 percent slopes------------- 16 InD Indianola loanry fine sand, 15 to 30 percent slopes------------ 17 KpB Kitsap silt loam, 2 to 8 percent slopes----------------------- 17 I KpC Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 KpD Kitsap silY loam, 15 to 30 percent slopes--------------------- 18 KsC Klaus gravelly loamy sand, 6 to 15 percent slopes------------- 18 Ma Mixed alluvial land------------------------------------------- 18 NeC Neilton very gravelly loanry sand, 2 to 15 percent slopes------ 19 I Ng N�wberg silt loam--------------------------------------------- 19 Nk Nooksack silt ioam-------------------------------------------- 20 ?v'o Ilorma sandy loam---------------------------------------------- 20 OrOrcas peat---------------------------------------------------- 21 I Os � Oridia silt loam---------------------------------------------- 21 OvC Ovall gravelly loam, 0 to 15 percent slopes------------------- 22 OvD Ovall gravelly loam, 15 to 25 percent slopes------------------ 23 OvF Ovall gravelly loam, 40 to 75 perceni slopes------------------ 23 I Pc Pilchuck loamy fine sand-------------------------------------- 23 Pk Pilchuck fine sandy loam-------------------------------------- 23 Pu Puget silty clay loam----------------------------------------- 24 pY PuYallup fine sandy loam-------------------------------------- 24 I RaC Ragnar fine sandy loam, 6 to 15 percent slopes---------------= 25 RaD Ragnar fine sandy loam, 15 to 25 percent slopes------------ 26 i RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 Ragnarsoil---------------------------------------------- -- Indianola soil------------------------------------------- -- I RdE Ragnar-Indianola association, moderately steep: i/------------ 26 Ragnar soil---------------------------------------------- -- Indianola soil------------------------------------------- -- I I IScale: _ " ^ Heritage Glen - FINAL DRAINAQE REPORT FgUfe 5 � Site Develo ment Associates, LLC p __�.. Job No. Ind�x to MappYq Unks toa-oo�-aj Table 1. shows the 24-hour precipitation totals from the 2, 10, and 100-year storm isoplu�ials contained in the King County Manual. Table 1. 24-hour reci itation volumes for desi n storms. Storm 2-year 10-year 100-year 6-month 33°/a of 2- r Precipitation 2 2.9 3.9 0.66 inches Detention Calculations Please see Appendix A tor the predeveloped ana developed SBUH runoff calculations, the vault 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 vault. 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. Downstream Analysis The proposed vault will discharge to a new conveyance pipe that runs south for approximately 100 feet and then west along the north side of NE 20th Street for 400 feet. The new conveyance system will discharge at the downstream end of an existing culvert constructed across NE 20�'. The existing culvert and new conveyance piping discharge to an existing stream flowing to the north. The stream has a well defined channel and is heavily covered with rocks, grass and othe�vegetation. Approximately 100 feet north of the culvert crossing and new conveyance discharge point, the stream commingles with a fringe wetland area. The stream flows north for an additional 900 feet and then turns west and discharges to a man-made pond. The stream reforms on the west side of the pond and continues west for approximately 100 feet to c�oss Jones Avenue. On the west side of Jones Avenue, the storm turns northwest and travels approximately 400 feet to the I-405 right-of-way. Conveyance The site conveyance systems, including the system downstream of the vault, are designed to convey the 100-year runoff calculated using the Rational Method. - 8 - The conveyance pipe system located in NE 20th from the Heritage Glen detention vault has also been sized to convey 4.2 acres of area upstream of CB# 13 to accommodate future development and roadway modifications. These modifications were made at the request of the City of Renton and resulted in upsizing the pipe in the street from a 18" diameter pipe to a 24" diameter pipe. The calculations were performed using StormCAD software. Please see �I Appendix B for the calculations. TEMPORARY EROSION SEDIMENTATION CONTROL � During construction, sediment-laden runoff will be minimized using methods approved by the City of Renton. Appendix C contains a summary and calculations for the methods proposed. i i REFERENCES City of Renton � • • Municipal Code, current through Ordinance 5020, passed September 29, 2003 King County • Surface Water Design Manual, 1990 Washington State Department of Ecology • Stormwater Management Manual for the Puget Sound Basin, 1992 Soil Conservation Service • Soil Survey King County Area Washington, 1973 - 9 - Appendix A-Runoff, Detenfion and Water Qualifv Calculations Page 1 of 2 King County Building and Land Development Division I TECHN(CAL INFORMATION REPORT (TIR) WORKSHEET - • • o - • � • . � � � • Project Owner �i'i�����✓��� /N c. Project Name �ei���1 c �'/cn_ Address 97.70 �/E i.2 0� P/ 5�'r/oe �t:hFi�.M/�w f Location Phone `�25 - $ 2 S- i 9SS Township 23'� Project Engineer C�on.�l�n 7:�i�.�; �E R�9e S E � l.�,�.,�o•r.�.•�/��soG GG.G Section SH/•L✓e L�1/E��r e�Sc�,S' Company S f'� � Project Size S $G AC Address Phone ya�g6-6�33 /o�/� �,.� S� Upstream Drainage Basin Size O AC 5•,.� �f // w� 98'ai/ • • • � Subdivision � DOF/G HPA 0 Shoreline Management � Short Subdivision � COE 404 � R�efY � Grading � DOE Dam Safety � Structural Vaults � Comme�cial 0 FEMA Floodp{ain � aher � Other � COE Wetlands � HPA , • . . - j Community G��� o �' Rt� ��,.i II Drainage Basin �-+/c e G,Jas�r•=� r4, � River � F{oodplain 0 Stream Q Wetlands � Critical Stream Reach � Seeps/Springs � Depressions/Swales 0 High Groundwater Table O Lake � Groundwater Recharge 0 Steep Slopes 0 Other � Lakeside/Erosion Hazard /�one . Soil Type Slopes Erosion Potential Erosive Velocities �i1a�•i►�a�9 �/n C� S�, -/S 9'0 /1�0 o/i M �c. $,�'�o s t 0 AdditionalSheetsAttatched I/90 i King County Bullding and Land Development Divisic !, TECHNICAL INFORMATION REPOR� (TIR) 1NO�KSi�I�� � � � � • REFERENCE LIMITATION/SITE CONSTRAINT � Ch.4-Downstream Analysis /VO v.r•s�%rc 9 �Cw%-�aG.G Sy s1�•�r i� �'`�w�4.e io�� 0 � a ; 0 � o 0 Additional Sheets Attatched � MINIMUM ESC REQUIREMENTS MINIMUM ESC REG�UIREMENTS DURING CONSTRUCTION FOLLOWING 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 � C{earing and Grading Restrictions �. Ensure Operation of Permanent Faalifies �I Cover Practices 0 Flag Limits of NGPES N�A � Construction Sequenoe � Other - � Other � � Grass Lined Channel � Tank Cl Infiltration Method of Analysis � Pipe System � Vault � Depression S a NF/ 0 Open Channel 0 Energy Dissapator � F►ow Dispersal CompensatioNMitigation � Dry Pond 0 Wetland 0 Waiver of Eli���d Site Storage 0 Wet Pond � Stteam � Regional Detention Brief Description of System Operation Cd��e�o �J i� Gq�oLi J�2sl-�u�� : � /L�-�b✓�"�C ��SG�1 M rt i��lA � �o TV Yi.Cw��y =�eC1CNf�✓1 !/w•//T Facility Related Site Limitations Q Additional Sheets Attatched Reterence Fxiliry Limitation - . .- � Drainage Easement CX�I Cast in Pface Vault 0 Other � Access Easement � Retaining Wall � Native Growth Protection Easement � Rockery>4'High � Tract � Structural on Steep Slope 0 Other • -• • ' 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 infocmation provided � here is accurate. ��� -------_..--- --------- Site Development Associates, LLC 1��P��•,or �e',� �i�5: fr :ti�s�i :ic� v� -. -�� -- SHEET 1 OF 1 i JOB NO.: 102-003-03 PROJECT Heritaqe Glen Subdivision CALCULATIONS FOR Vault Volume Summary MADE BY lit DATE 03-08-04 CHECKED BY ric DATE 03-08-04 Detention Vault Inside Dimensions I�, 20�V1/ X 65'L X 8.2'H See Stage-Storage Table,includes 1'Clearabove 100-yearpeak I Vault Storage Volume Before Factor of Safety 20' x 65' x 7.21'= 9373 cubic feet Vault Storage Volume With Factor of Safety Factor of Safety = 30% Per King County Surface Water Design Manual, 1990 ' Total Volume 20' x 65' x 7.2' x 1.3 = 12185 cubic feet I� Factored Vault Inside Dimensions (Add 0.5' sediment storage and 0.5'clear space above 100yr wse) 20'W X 85' L X 8.2'H Water Qualitv Volume Required 5961 cubic feet See Basin Summary ior developed six monfh storm Final Vault Dimensions Factored Detention Surface Area 20' x 85' = 1700 square feet Water Quality Depth Required 5961 cubic feet/ 1700 square feet= 3.51 feet Total Depth Required 8.2 feet+ 3.51 feet = 11.71 feet Vault Dimensions Provided 20'WX85'LX11.71'H 3/3/04 12 : 24 :51 am RN Parnell Company page 1 Heritage Glen Subdivision Final Drainage Report Design Vault Volume --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY '-ti'=;'iI =:dF:.�Jii -�T3- -Di� � :'ERK.-> GI;TPLC:v S:'O=�Ia:'E <--------DESCRIP'iION----——-> (cfsi (cfs) --id- --id- <-STAGE> id (cfsi VOL `��:; ----------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 2yr dev to pre ............... 0.67 1.60 vault combo 255.71 10 0.67 4062.09 �f l0yr dev to pre .............. 1.45 2.61 vault combo 257.52 il 1.43 6405.88 cf l0oyr dev to pre . . . . . . ....... 2.44 3.77 vault ccm��c 259.80 i2 2.42 9376.55 cf 3/3/04 12 :26 :32 am RN Parnell Company page 1 Heritage Glen Subdivision Final Drainage Report Vault Volume w/ 30% factor of safety LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE c---——DESCRIPTION-----—--> (cfs) (cfs) --id- --id- <-STAGE> id (cfs) VOL (cf) 2yr dev to pre ............... 0.67 1.60 vaultfac combo 255.26 10 0.62 4541.75 cf l0yr dev to pre .. ............ 1_45 2.61 vaultfac combo 256.96 11 1.27 7427.95 cf 100yr dev to pre ............. 2.44 3.77 vaultfac combo 259.16 12 1.61 11170.'77 cf 3/3/04 12 :23 :40 am RN Parnell Company page 1 Heritage Glen Subdivision Final Drainage Report , _____________________________________________________________________ I STAGE STORAGE TABLE ' RECTANGULAR VAULT ID No. vault Description: design vault storage Length: 65 . 00 ft . Width: 20 . 00 ft . voids : 1 . 000 � STAGE <---STORAGE----> STAGE <----STORAGE---> STAGE �---STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- -Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf-- --Ac-Ft- 'I 252.59 0.0000 0.0000 254.50 2483 0.0570 256.50 5083 0.1167 258.50 7683 0.1764 252.60 13.000 0.0003 254.60 2613 0.0600 256.60 5213 0.1197 258.60 7813 0.1794 252.70 143.00 0.0033 254.70 2743 0.0630 256.70 5343 0_1227 258.70 7943 0.1823 252.80 273.00 0.0063 254.80 2873 0.0660 256.80 5473 0.1256 258.80 8073 0.1853 252.90 403.00 0.0093 254.90 3003 0.0689 256.90 5603 0.1286 258.90 8203 0.1883 253.00 533.00 0.0122 255.00 3133 0.0719 257.00 5733 0.1316 259.00 6333 0.1913 253.10 663.00 0.0152 255.10 3263 0.0749 257.10 5863 0.1346 259.10 8463 0.1943 253.20 793.00 0.0182 255.20 3393 0_0779 257.20 5993 0.1376 259.20 8593 0.1973 253.30 923.00 0.0212 255.30 3523 0.0809 257.30 6123 0.1406 259.30 8723 0.2003 253.40 1053 0.0242 255.40 3653 0.0639 257.40 6253 0.1435 259_40 8B53 0.2032 253.50 1183 0.0272 255.50 3783 0.0668 257.50 6383 0.1465 259.50 8983 0.2062 253.60 1313 0.0301 255.60 3913 0.0698 257.60 6513 0.1495 259.60 9113 0.2092 � 253.70 1443 0.0331 255.70 4043 0.0928 257.70 6643 0.1525 259.70 9243 0.2122 253.80 1573 0.0361 255.60 4173 0.0958 257.80 6773 0.1555 259.80 9373 0.2152�^• P�h� 253.90 1703 0.0391 255.90 43D3 0.0988 257.90 6903 0.1585 259.90 9503 0.2182 STAG E 254.00 1833 0.0421 256.00 4433 0.1018 256.00 7033 0.1615 260.00 9633 0.2211 254.10 1963 0.0451 256.10 4563 0_1048 256_10 7163 0.1644 260.10 9763 0.2241 �� 254.20 2093 0.0480 256.20 4693 0.1077 259.20 7293 0.1674 260.20 9893 0.2271 254.30 2223 0.0510 256.30 4823 0.1107 258.30 7423 0.1704 260.29 10010 0.2298 254.40 2353 0.0540 256.40 4953 0.1137 258.40 7553 0.1734 'I . I 3/3/04 12 :23 : 56 am RN Parnel� Ccrr�:r_y� r�aae 1 Heritage Glen Subdivision Final Drainage Report STAGE STORAGE TABLE RECTANGULAR VAULT ID No. vaultfac Description: vault w/ 30o f .o . s . Length: 85 . 00 ft . Width : 20 . 00 ft . voids : 1 . 000 STF'-.�3E <_.__S'='03AGE----> STAGE <----STCiG"_LE----> SI'A:,a <----STO=:AGE-- -> 9TAGE <----STOP.:�GE----> ift; ---cf--- --Ac-Ft- lft; ---cf--- --Ac-Ft- (ft) --cf--- --Ac-Ft- (ft} ---cf-- --Ac-P�- 252.59 0.0000 0.0000 254.50 3247 0.0745 256.50 6647 0.1526 258.50 10047 0.230e 252.60 17.000 0.0004 254.60 3417 O.D784 256.60 6817 0.1565 258.60 10217 0.2345 252.70 187.00 0.0043 254.70 3587 0.0823 256.70 6967 0.1604 258.70 10387 0.2385 252.80 357.00 0.0082 254.80 3757 0.0862 256.80 7157 0.1643 258.80 10557 0.2424 252.90 527.00 0.0121 254.9D 3927 0.0902 256.90 7327 0.1682 258.90 10727 0.2463 253.00 697.00 0.0160 255.00 4097 0.0941 257.00 7497 0.1721 259.00 10897 0.2502 ��3.10 867.00 0.0199 255.10 4267 0.098D 257.10 7667 0.1760 259_10 11067 0.2541 �53.20 1037 0.0238 255.20 4437 0.1019 257.20 7837 0.1799 259.20 11237 0.2580�� QE,� STp�4G 253.30 12D7 0.0277 255.30 4607 0.1058 257.30 8007 0.1838 259.30 11407 0.26�9 ���•'6 2`_-3.40 1377 0.0316 255.40 4777 0.1097 257.40 8177 0.1877 259.40 1157? 0.2658 253.50 1547 0.0355 255.50 4947 0.1136 257.50 8347 0.1916 259.50 11747 0.2657 253.60 1717 0.0394 255.60 5117 0.1175 257.60 8517 0.1955 259.60 11917 0.273c 253.70 1887 0.0433 255.70 5287 0.1214 257.70 8687 0.1994 259.70 12087 0_2775 253.80 2057 0.0472 255.80 5457 0.1253 257.80 6857 0.2033 259.8D 12257 0.2814� 253.90 2227 D.O511 255.90 5627 0.1292 257.90 9027 0.2072 259.90 12427 0.2853 254.00 2397 0.0550 256.00 5797 0.1331 258.00 9197 0.2111 260.00 12597 0.2892 254.10 2567 0.0589 256.10 5967 0.1370 258.10 9367 0.2150 260.10 12767 0.2931 254.20 2737 0.0628 256.20 6137 0.1409 258.20 9537 0.2169 260.20 12937 0.2970 �� 25?.30 2907 O.OE67 256.30 6307 0.1446 259.30 97C7 0.2228 260.29 13090 0.30G5 � 254.4D 3077 .._C706 255.40 6477 0.148� 258.40 5877 0.2267 3/3/04 6 : 5 : 4 pm RN Parnell Company page 1 Heritage Glen Subdivision Final Drainage Report DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. combo Description: orifice and riser Structure : orifice Structure : Structure : riser Structure : Structure : I MULTIPLE ORIFICE ID No. orifice � Description: outlet structure for vault Outlet Elev: 252 . 59 Elev: 250 . 59 ft Orifice Diameter: 3 . 7383 in. Elev: 255 . 89 ft Orifice 2 Diameter: 4 . 1367 in. � RISER DISCHARGE ID No. riser Description: 100-yr riser Riser Diameter (in) : 18 . 00 elev: 259 . 70 ft Weir Coefficient . . . : 9 . 739 height : 260 .28 ft Orif Coefficient . . . : 3 . 782 increm: 0 . 10 ft 3/3/04 12 :24 : 14 am RN Parnell Company page 1 Heritage Glen Subdivision Final Drainage Report STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. combo Description: orifice and riser Structure : orifice Structure : � Structure : riser Structure : � Structure : � � �TAGE <--DISCHARGE---> STAGE <--DISCfiARGE---> STAGE c--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs-- ------- (ft) --cfs-- ----- (ft) ---cfs-- ------ (ft1 --cfs-- ------- 252.59 0.0000 254.50 0.5241 256.50 1.1126 258.50 1.6722 �� 252.60 0.0379 254.60 0.5377 256.60 1.1507 258.60 1.6942 252.70 0.1256 254.70 0.5509 256.70 1.1868 258.70 1.7158 ' 252.80 0.1738 254.80 0.5638 256.80 1.2211 256.80 1.7372 252.90 0.2111 254.90 0.5764 256.90 1.2540 256.90 1.7583 2�3.00 0.2428 255.00 0.5887 257.00 1.2856 259.00 1.7791 2�3.10 0.2708 255.10 0.6006 257.10 1.3162 259.10 1.7996 �� :.=�3.20 0.2962 255.20 0.6127 257.20 1.3458 259.20 1.6199 �=3.30 0.3195 255.30 0.6243 257.30 1.3745 259.30 1.8399 . _.��3.40 0.3413 255.40 0.6357 257.40 1.4024 259.40 1.8597 � 253.50 0.3618 255.50 0.6469 257.50 1_4296 259.50 1.8792 253.60 0.3811 255.60 0.6579 257.60 1.4561 259.60 1.8985 253.70 0.3995 255.70 0.6688 257.70 1.4820 259.70 1.9176 � 253.60 0.4172 255.80 0.6795 257.80 1.5074 259.60 2.3985 753.90 0.4341 255.90 0.7364 257.90 1.5323 259.90 3.2619 254.00 0.4503 256.00 0.8543 258.00 1.5566 260.00 4.3742 254.10 0.4660 256.10 0.9233 256.10 1.5805 260.10 5.6876 �54.20 0.4812 256.20 0.9791 258.20 1.6040 260.20 7.1751 �:54.30 0.4959 256.30 1.0278 258.30 1.6271 260.29 8.6468 �__.50 p.S�C� 256.4'� 1.071: 258.;p :.64�8 3/3/04 12 : 31 :5 am RN Parnell Company page 1 Heritage Glen Subdivision Final Drainage Report --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: dev6mo NAME: developed 6mo for water qual . SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP � PRECIPITATION. . . . : 0 . 67 inches AREA. . : 2 . 66 Acres 3 . 12 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98-_.D0"� TC. . . . : 12 . 09 min 12 . 09 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 0 . 32 cfs VOL: 0 . 14 Ac-ft TIME: 480 min r � � 3/3/04 12 : 21 : 0 am RN Parnell Company page 1 Heritage Glen Subdivision Final Drainage Report --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: pre10 NAME: Predeveloped 10 year no ds inf SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 5 . 78 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 0 . 00 TC. . . . . 22 . 53 min 0 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 1 .45 cfs VOL: 0 . 72 Ac-ft TIME: 480 min BASIN ID: pre100 NAME: Predeveloped 100 year no ds in SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 5 . 78 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 0 . 00 TC. . . . : 22 . 53 min 0 . 00 min ABSTRACTION COEFF : 0 . 20 PEAK RATE : 2 . 44 cfs VOL: 1 . 14 Ac-ft TIME : 480 min BASIN ID: pre2 NAME : Predeveloped 2 year no ds inz SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 5 . 78 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 0 . 00 TC. . . . . 22 . 53 min 0 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 67 cfs VOL: 0 . 38 Ac-ft TIME : 490 min � I 3/3/04 12 :20 :35 am RN Parnell Company page 1 Heritage Glen Subdivision Final Drainage Report � --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: dev10 NAME: developed 10 year no ds infilt SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 2 . 66 Acres 3 . 12 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 12 . 09 min 12 . 09 min � ABSTR.ACTION COEFF: 0 .20 PEAK RATE: 2 . 61 cfs VOL: 1 . 04 Ac-ft TIME: 480 min BASIN ID: dev100 NAME: developed 100 year no ds infil SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 78 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 2 . 66 Acres 3 . 12 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 12 . 09 min 12 . 09 min ABSTRACTION COEFF: 0 .20 PEAK RATE : 3 . 77 cfs VOL: 1 . 50 Ac-ft TIME : 480 min BASIN ID: dev2 NAME : developed 2 year no ds infilt SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 78 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 2 . 66 Acres 3 . 12 Acres TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 12 . 09 min 12 . 09 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 1 . 60 cfs VOL: 0 . 65 Ac-ft TIME: 480 min � � __---- --______ _.__________------- Site Development Associates, LLC - __ __ — _ __ _ i_. - F--. �. . _ _ 4 SHEET OF JOB NO.: 102-003-03 PROJECT Heritage Glen Subdivision CALCULATIONS FOR Site Area Caiculations MADE BY iit DATE 12-22-03 CHECKED BY ric DATE 12-22-03 Reference: WSDOE Stormwater Management Manual for the Puget Sound Basin, 1992 Total Redeveloped Area = 5.86 acres (255105 sfl Wetland Buffer Averageing Area 3200 sf Net Basin Area (255105 sf– 3200 sf)/43560 = 5.78 acres Pervious and Impervious Areas Impervious Ratio Dwelling Units/Gross Acre = 37 lots/5.86 = 6.31 units/acre % Impervious (6.5 units/acre � Basin Imperviou� 5.78X0.54 = 3.12acres C=9� Basin Perv�ous 5.78-3.12 = 2.66 acres C=86 �..s�. � � =�; — __.___._—__---_______-----__ _ Site Development Associates, LLC SHEET OF JOB NO.: 102-003-03 PROJECT Heritage Glen Subdivision CALCULATIONS FOR Predeveloped and Developed Time of Concentration Calculations MADE BY iit DATE 12-22-03 CHECKED BY ric DATE 12-22-03 Reference: WSDOE Stormwater Management Manual for fhe Puget Sound Basin, 1992 Predeveloped Sheet Flow Section 1 L=120 feet Tt = 0.42(ns� (P2)°.52�(So)°4 Manning's Equation nS=0.15 Per Table 11l-9.4 P2=2.0 inches 2-year precrpitation So=5.0°/a See t.o.c. figure Tt = 9.75 � Section ^ L = 18i Tt = 0.42(ns� (PZ)o sz �So)°�' Manning's Equ nS=0.15 Per Table lll-1.�� P2=2.0 inches 2-year precipit�r;. ;; So=9.4% See t.o.c. figure Tt = 10.48 minutes I Shallow Concentrated Flow I Section 1 L = 74' Tt = L 60V V = k,/So k = 11 Per Table lll-1.4 So=9.4% See t.o.c. figure � confinued ( ) V = 11�094 = 3.37 fps Tt = 1.38 minutes Section 2 L = 130' Tt = L 60V V = k�o k = 11 Per Table I!I-1.4 So=4.6% See t.o.c. figure V = 11,�046 = 2.36 fps Tt = 0.92 minutes Total Predeveloped Time of Concentration 9.75 + 10.48 + 1.38 + 0.92 = 22.53 minutes Developed Sheet Flow Section 1 L=26 feet Tt = 0.42{ns� (PZ)°.52'(So)°4 Manning's Equation nS=0.15 Per Table !l1-1.4 Pz=2.0 inches 2-year precipitation Sa=2.0% See t.o.c. figure Tt = 4.14 minutes Section 2 L = 53 feet Tt = 0.42 n LL (P2)°.52'(So)0�4 Manning's Equation nS=0.15 Per Table l/1-1.4 (continued) P2=2.0 inches 2-year precipitation So=4.0% See t.o.c. figure Tt = 5.55 minutes Section 3 L = 52 feet Tt = 0.42 nSLL (P2)°.52'(So)°4 Manning's Equatron . nS=0.011 Per Table Ill-1.4 P2=2.0 inches 2-year precipitation So=2.0% See f.o.c. figure Tt = 0.89 minutes Channel (pipe) Flow Section 1 L = 404 Tt = I 6C V = k�S k = 21 (concrete pipej Per Taf�le Ill-�.4 So=4.0% See f.o.c. figure V = 21,�040 = 4.2fps Tt = 1.60 minutes Total Developed Time of Concentration 4.14 + 5.55 + 0.89 + 1.60 = 12.09 minutes j _ . �.� r � _ �'�.-� . i , � �� ��� ., � i ..� �. __� _ _._��_ � �_ _ ___ . ___._ _. __ _- _.__v . � ._�� � _�___ �� -�- � _ �__ _ �_.- / ,,� �_., ! t . _ _ �, � 3� �'��' � �� - :�` , � :a�� I , ; ,�. 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II � .• Y•. .. . � -a�} °y, . _ }`�a y`;. �"'xy��F: . ' I . `� 1�4-""`lr�7t `—`-•-+....,._-- � '£ . . . ,�� �" � ,�; s�, �.�� � � 3 � I I $COI@: - _ - �"=10°' Heritage Glen FINAL DRAINAC;E REPOR �9ure A1 Site Development Associates, LLC �ob No. Pr�-d.�«�.a T.o.c. ,08-00,-.03 .. �,.,..�..._..._m�._...�...... � . _---__�.��.` .._ ��'���........---_..............:.�__ ..__E _._._ ��i_— ..__.... __ _ ...� ..� . .___. _, _. ..r i � �,__ ��� ! � __ - �_ � _ � � `�".�:�' ��� ! ��. ?�� � 4� �� 4 Zg• SrEE7 FLO�M.5�2.�% -�- , , � 1 � , o � _ _ -�...�. _ � � �� � � ��� � '� � � �� � � � ..... ... y ....... �'y ....... ........' . . .. ,. • ; : ' � : � � - : - \. . 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' I ' 3/3/04 12 : 23 :22 am RN Parnell Company page 1 Heritage Glen Subdivision Final Drainage Report ________________________ I ------------ --------------------------------- DETAIL HYDROGRAPH SUMMARY � HYDROGRAPH No. 1 Peak runoff : 0 . 6725 cfs Total Vol : 0 . 38 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIM.E DESIGN TIME DESIGN � RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF .. (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min} (cfs) ----------------------------------------------------------=------------------------ 10 410 0.0939 810 0_2373 1210 0.2036 1610 0.0001 20 420 0.0942 820 0.2296 1220 0.2D38 1620 30 430 0.1338 830 0.2254 1230 0.2041 1630 40 440 0.1982 840 0.2229 1240 0.2053 1640 �� 50 450 0.2546 850 0.2281 1250 0.2054 1650 II 60 460 0.3655 860 0.2389 1260 0.2056 1660 70 470 0.5232 870 0.2463 1270 0.2067 1670 80 480 0.6606 880 0.2506 1280 0.2067 1680 , 90 490 0.6725 890 0.2546 1290 0_2069 1690 I� 100 500 0.5691 900 0.2575 1300 0.2081 1700 '� 110 S1C 0.5416 910 0.2590 1310 0_2080 1710 120 520 0.5067 920 0.2612 1320 0.2062 1720 130 530 0.4797 930 0.2630 1330 0.2011 1730 � 140 540 0.4664 940 0.2637 1340 0.1894 1740 � 150 550 0.4354 950 0.2654 1350 0.1820 1750 160 560 0.3520 960 0.2669 1360 0.1765 1760 170 570 0.3661 970 0.2463 1370 0.1740 1770 180 580 0.3519 980 0.2132 1380 0.1725 1780 190 590 0.3439 990 0.1923 1390 0.1707 1790 200 600 0.3404 1000 0.1782 1400 0.1706 1800 210 610 0.3343 1010 0.1703 1410 0.1706 1810 220 620 0.3264 1020 0.1653 1420 0.1698 1820 230 630 0.3226 1030 0_1759 1430 0.1703 1630 240 640 0.3207 1040 0_1974 1440 0.1�07 1840 250 650 0_3215 1050 0.2113 1450 0.1393 1850 260 660 0_3231 1060 0.2205 1460 0.0887 1860 270 670 0.3131 1070 0.2266 1470 0.0565 1870 280 680 0.2953 1084 0.2307 1480 0.0360 1880 290 690 0.2847 1090 Q.2266 1490 0.0229 1890 300 700 0_2794 1100 0.2164 15G0 0.0146 1900 310 710 0.276D 1110 0.2101 1510 0.0093 1910 320 0.0002 720 0.2745 1120 0.2334 1520 0.0059 1920 330 0.0027 730 0.2750 1130 0.2213 1530 0.0038 1930 340 0.0093 740 0.2752 1140 0.1875 1540 0.0024 1940 350 0.0189 750 0.2761 1150 0.1932 1550 0.0015 1950 360 0.0303 760 0.2780 1160 0.1962 1560 0.0010 1960 370 0.0415 770 0.2791 1170 0.1983 1570 0.0006 1970 �80 0.0520 780 D.2804 1180 0.2006 1580 0.0004 1980 �90 0.0626 790 0.2694 1190 0.2014 1590 0.0003 1990 400 0.0732 600 0.2496 1200 0.2021 1600 0.0002 2000 ' 3%3%04 12 :23 :22 am RN Parne_ Heritage Glen Subdiv�sicn Final Drainage Report DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. � Peak runoff : _ _ . TIME DESIGN TIME DESIGN SIME DESIGN TIME DESIGN TIME DES_GN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) {min} lcfsl (min) (cfs) (min} (cfs) (min) (cfs) 10 410 0.2795 810 0.4173 1210 0.3412 1610 0.0002 20 420 0_2947 820 0.4035 1220 0_3413 1620 0.0001 30 430 0.3863 830 0.3950 1230 0.3415 163a 40 440 0.5361 840 0.3900 1240 0.3433 1640 50 450 0.6535 S50 0.3984 1250 0.3432 1650 60 460 0.8831 860 0.4166 1260 0.3432 166D 70 470 1.2�02 870 0.4288 1270 0.3449 1670 80 480 1.4523 880 0.4356 1280 0.3447 1680 90 490 1.4397 890 0.4418 1290 0.3447 1690 100 500 1.2386 900 0.4462 1300 0.3463 1700 110 Si0 1.1177 910 0-4481 1310 0.3460 1710 120 520 1.0281 920 0.4512 1320 0.3460 1720 130 530 0.9582 930 C.4536 1330 0.3340 1730 140 5�0 �.9196 940 G.4541 1340 0.3144 1740 150 550 0.8494 950 0.4563 1350 0.3019 1750 160 560 0.7582 960 0.4582 1360 0.2926 1760 170 570 0.7022 970 0.4224 1370 0.2883 1770 180 560 0.6695 980 0.3653 1380 0.2956 1780 190 590 0.6500 990 0.3291 1390 0.2825 1790 200 600 0.6394 1000 0.3048 1400 0.2822 1800 210 610 0.6245 1010 0.2909 1410 D.2820 1810 220 62D 0.6067 1020 0.2821 1420 0.2805 1820 230 630 0.5969 1030 0.2999 1430 0.2812 1830 . 240 . 640 0.5908 1040 0_3361 1440 0.2817 1640 250 0.0007 650 0.5897 1050 0.3595 1450 0.2299 1850 260 0.0045 660 0.5904 1060 0.3746 1460 0.1464 1860 270 0.0119 670 0.5701 1070 0.3846 1470 0.0932 1970 260 0.0218 680 0.5361 1080 0.3912 1480 0.0594 1980 290 0.0328 690 0.5153 109C 0.3839 1490 0.0378 189� 300 0.0445 700 0.5042 1100 0.3663 1500 0.0241 1900 310 0.0650 710 0.4966 1110 0.3553 1510 0.0153 1910 320 0.093� 720 0.4926 '_120 0.3942 1520 0.0098 1920 �. 330 0.1211 730 0.4922 1130 0.3734 1530 0.0062 1930 � 340 0.1476 740 0.4914 1140 0.3161 1540 0.0040 1940 350 0.1731 750 0.4916 1150 0.3256 1550 0.0025 '1950 360 0.1976 760 0.4938 1160 0.3303 1560 0.0016 1960 370 0.2170 770 0.4946 1170 0.3335 1570 0.0010 1970 380 0.2323 780 0.4959 1180 0.3372 1580 D.0007 1980 390 0.2476 790 0.4755 1190 0.3382 1590 0.0004 1990 � 400 0.2632 80C 0.4397 "�_200 0.339^ 16�J0 0.0003 20D0 � 3/3/04 12 : 23 :22 am RN Parnell Company page 3 Heritage Glen Subdivision Final Drainage Report � --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL HYDROGRAPH SUMMARY � HYDROGRAPH No. 3 Peak runoff : 2 . 4372 cfs Total Vol : 1 . 14 ac-ft TIME DESIGN TIME DESIGN TIME.-" DESIGN TIME DESIGN TIME DESIGN �� RUNOFF RUNOF�'_�/ RUNOFF RUNOFF RUNOFF (min) (cfsi (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs} 10 410 0.5470 810 0.6223 1210 0.4951 1610 0.0002 � � 20 420 0.5661 820 0.6010 1220 0.4950 1620 0.0002 30 430 0.7235 830 0.5879 1230 0.4951 1630 40 440 0.9811 840 0.5799 1240 0.4975 1640 ' 50 450 1.1725 850 0.5917 1250 0.4970 1650 , 60 460 1.5460 860 0.6182 1260 0.4969 1660 70 470 2.Q542. 870 0.6356 127D 0.4991 1670 80 480 . � 2.4372 880 0.6451 1280 0.4985 1680 • I 90 490 ' -2,3857 890 0.6537 1290 0.4983 1690 � 100 500 2.C342 900 0.6597 1300 0.5005 1700 110 510 1.8185 910 0_6619 1310 0.4999 1710 120 520 ?.6584 920 0.6658 1320 0.4997 1720 130 530 1.5344 930 0.6688 1330 0.4822 1730 140 540 1.4609 940 0.6690 1340 0.4536 1740 � 150 550 1.3418 950 0.6718 1350 0.4356 175�; 160 560 1.1921 960 0.6739 1360 0.4220 17E�� 170 57D 1.0991 970 0.6208 1370 0.4156 177= 180 580 1.0440 980 0.5367 1380 0.4116 178� 190 590 1.0093 990 0.4832 1390 0.4070 1790 200 0.0021 600 0.9893 1000 0.4472 1400 0.4063 1800 210 0.0090 610 0.9633 1010 0.4265 1410 0.4060 1810 220 0.0203 620 0.9332 1020 0_4135 1420 0.4037 1820 230 0.0345 630 0_9157 1030 0.4393 1430 0.4045 1830 240 0.0500 640 0.9042 1040 0.4920 1440 0.4051 1840 250 0.0690 650 0.9004 1050 0.5259 1450 0.3307 1850 260 0.0909 660 0.8994 1060 0.5477 1460 0.2106 1660 270 0.1123 670 0.8668 1070 0.5620 1470 0.1341 1670 280 0.1337 680 0.8138 1080 0.5713 1480 0.0854 1680 290 0.1538 690 0.7809 1090 0.5604 1490 0.0544 1890 300 0.1734 700 0.7628 1100 0.5344 1500 0.0346 1900 310 0.2151 710 0.7501 1110 0.5191 1510 0.0220 1910 320 D.2738 720 0.7429 1120 0.5744 1520 0.0140 1920 330 0.3243 730 0.7412 1130 0.5439 1530 0.0089 1930 340 0.3689 740 0.7388 1140 0.4603 1540 0.0057 1940 350 0.4091 750 0.7362 1150 0.4737 1550 0.0036 1950 360 0.4457 760 0.7405 1160 0.4804 1560 0.0023 196D 370 0.4715 770 0.7406 1170 0.4847 1570 0.0015 1970 380 0.4689 780 0.7417 1180 0.4899 1580 0.0009 1960 390 0.5a70 790 0.7104 1190 0.4912 1590 0.0006 1990 400 0.5263 B00 0.6563 1200 0.4921 1600 0.0004 2000 , 3/3/04 12 :23 :22 am RN Parnell Company page 4 Heritage Glen Subdivision Final Drainage Report --------------------------------------------------------------------- --------------------------------------------------------------------- DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 4 Peak runoff : 1 . 5964 cfs Total Vol : 0 . 65 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (minl (cfsi (min) (cfs) (miny (cfs) (min) (cfs) 10 410 0.3698 810 0.3013 1210 0.2539 1610 20 420 0.3742 820 0.2949 1220 0.2531 1620 30 430 0.5159 830 0.2925 1230 0.2529 1630 40 440 0.7211 840 0.2918 1240 0.2547 1640 SO 450 0.8209 850 0.3054 1250 0.2537 1650 60 460 1.0828 B60 0.3267 1260 0.2535 1660 70 0.0022 470 1.4226 870 0.3359 1270 0.2553 1670 80 0_0100 480 1_5964 880 0_3384 1280 0.2543 1680 90 0.0221 490 1.3963 690 0_3414 1290 0.2541 1690 100 0.0349 500 1.0282 900 0.3430 1300 0.2559 1700 110 0.0471 510 0.8601 910 0.3423 1310 0.2549 1710 120 0.0582 52D 0.7970 920 0.3440 1320 0.2547 1720 130 0.0720 530 0.7418 930 0.3450 1330 0.2403 1730 140 0.0678 540 0.7221 940 0.3440 1340 0.2200 1740 150 0.1000 550 0.6511 950 0.3456 1350 0.2117 1750 160 0.1095 560 0.5577 960 0.3466 1360 0.2065 1760 170 0.1186 570 0.5204 970 0.3020 1370 0.2062 1770 180 0.1263 580 0.5079 980 0.2419 1380 0.2062 1760 190 0.1324 590 0.5024 990 0.2171 1390 0.2044 1790 200 0.1389 600 0.5015 1000 0.2052 1400 0.2056 1800 210 0.1445 610 0.4894 1010 0.2020 1410 0.2061 1810 220 0.1487 620 0.4727 1020 0.2008 1420 0.2046 1820 230 0.1536 630 0.4667 1030 0.2284 1430 0.2059 1830 240 0.1578 640 0.4636 1040 0.2698 1440 0.2064 1640 250 0.1663 650 0.4649 1050 0.2871 1450 0.1453 1650 260 0.1814 660 0.4664 1060 0.2945 1460 0.0603 1660 270 0.1890 670 0.4399 1070 0.2978 1470 0.0250 1870 280 0.1950 680 0.4016 1060 0.2993 1480 0.0104 1880 290 0.1984 690 0.3863 1090 0.2861 1490 0.0043 1690 300 0.2015 700 0.3822 1100 0.2649 1500 0.0018 1900 310 0.2362 710 0.3794 1110 0.2562 1510 0.0007 1910 320 0.2858 720 0.3788 1120 0.3076 1520 0.0003 1920 330 0.3135 730 0.3807 1130 0.2742 1530 0.0001 1930 340 0.3317 740 0.3804 1140 0.2075 1540 1940 350 0.3456 750 0.3807 1150 0.2347 1550 1950 360 0_3572 760 0.3831 1160 0.2444 1560 1960 370 0.3587 770 0.3829 1170 0.2485 1570 1970 380 0.3553 780 0.3833 1180 0.2521 1580 1980 390 0.3570 790 0.3568 1190 0.2520 1590 1990 400 0.3617 800 0.3174 1200 0.2520 1600 2000 , I - 3/3/04 12 : 23 :22 am RN Parnell Company page 5 Heritage Glen Subdivision , Final Drainage Report ______________________DETAIL HYDROGRAPH SUMMARY=====________________= I, HYDROGRAPH No. 5 � Peak runoff : 2 . 6083 cfs Total Vol : 1 . 04 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF R'JNOFF RUNOFF RUNOFF RUNOFF (min> (cfs) (min) {cfs) (mini (cfs) (min) (cPs) (min) (cfs) 10 410 0.6292 810 0.4689 1210 0.3892 1610 20 420 0.6359 820 0.4587 1220 0.3678 1620 3D 430 0.8715 830 0.4548 1230 0.3874 1630 40 440 1.2115 640 0_4534 1240 0.3900 1640 50 0.0015 450 1.3713 850 0.4743 1250 0.3885 1650 60 0.0080 460 1.7950 860 0.5072 1260 0.3880 1660 70 0.0253 470 2.3411 870 0.5212 1270 0.3906 1670 80 0.0502 480 2.6083 880 0.5247 1280 0.3841 1680 90 D.0741 490 2.2701 890 0.5292 1290 0.3886 1690 100 0.0955 500 1.6648 900 0.5314 1300 0.3913 1700 i 110 0.1140 510 1.4193 910 0.5300 1310 0.3897 1710 120 0_1300 520 1.2809 920 0.5324 1320 0.3892 1720 �' 130 0.1514 530 ..1887 930 0.5337 1330 0.3671 1730 140 0.1762 540 1.1543 940 0.5319 1340 0.3361 1740 150 0.1936 550 1.0366 950 0.5342 1350 0.3233 1750 160 0.2059 560 0.8862 960 0.5354 1360 0.3154 1760 170 C.2175 570 C.8275 970 0.4664 1370 0.3149 1770 I, 180 0.2269 SBO 0.8063 980 0_3735 1380 0.3147 1780 190 0.2339 590 0.7966 990 0_3350 1390 0.3120 1790 200 0.2414 600 0.7940 1000 0_3165 1400 0.3137 1800 ' 210 0.2478 610 0.7740 1010 0_3116 1410 0.3144 1810 220 0.2521 620 0.7466 1020 0.3097 1420 0.3121 1820 230 0.2578 630 0.7364 1030 0.3521 1430 0.3139 1830 240 0.2638 640 0.7307 1040 0.4157 1440 0.3147 1840 250 0.2827 650 0.7320 1050 0.4423 1450 0.2215 1850 260 0.3077 660 0.7336 1060 0.4535 1460 0.0919 1860 270 0.3242 670 0.6913 1070 0.4584 1470 0.0381 1870 280 0.3383 680 0_6307 1080 0.4606 1460 0.0158 1880 290 0.3480 690 0.6061 1090 0.4401 1490 0.0066 189� 300 0.3573 700 0.5992 1100 0.4073 1500 0.0027 1900 310 0.4231 710 0.5943 1110 0.3939 1510 0.0011 1910 320 0.5133 720 0.5929 1120 0.4726 1520 0.0005 1920 330 0.5604 730 0.5955 1130 0.4212 1530 0.0002 1930 340 0.5889 740 0.5945 1140 0.3187 1540 1940 350 0.6092 750 0.5947 1150 0.3604 1550 1950 360 0.6256 760 0.5979 1160 0.3751 1560 1960 370 0.6244 770 0.5972 1170 0.3813 1570 1970 360 0.6149 780 0.5974 1160 0.3868 1580 1980 390 0.6147 790 0.5559 1190 0.3864 1590 1990 400 C.5139 800 0.4?42 1200 C.3964 15G0 2000 ' 3/3/04 12 :23 :22 am RN Parnell Company page 6 Heritage Glen Subdivision Final Drainage Report I DETRIL HYDROGRAPH SUMMARY � HYDROGRAPH No. 6 Peak runoff : 3 . 7732 cfs Total Vol : 1 . 50 ac-ft ', TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN II RUI�OFF RUNOFF RUNOFF RUNOFF RUNOFF � (min) (cfs) (min) (cfs) (min) (cfs; (min) (cfs; (min) (cfs) ���aa���___=s=a___aa=�a_�____ama�a�_==a��___`____�__---�_�_aa_'_____-___��__-������___� I 10 410 0.9374 810 0.6562 1210 0.5394 1610 20 420 0.9449 820 0.6417 1220 0.5374 1620 � 30 430 1.2898 830 0.6360 1230 0.5366 1630 40 0.0031 440 1.7864 840 0.6339 1240 0.5402 1640 50 0.0156 450 2.0143 850 0.6629 1250 0.5381 1650 i 60 0.0350 460 2.6229 860 0.7086 1260 0.5373 1660 70 0.0683 470 3.4036 870 0.7280 1270 0.5408 1670 80 0.1110 480 3.7732 B80 0.7326 1260 0.5387 1680 90 0.1467 490 3.2727 690 0.7386 1290 0.5379 1690 �i 100 0.1760 500 2.3933 900 0.7414 1300 0.5414 1700 110 0.2001 510 2.0346 910 0.7392 1310 0.5392 1'710 120 0.2199 520 1.8319 920 0.7424 1320 0.5364 1720 130 0.2488 530 1.6966 930 0.7440 1330 0.5078 1730 �� 140 0.2627 540 1.6445 940 0.7413 1340 0.4649 1740 I'i 150 0.3047 550 1.4778 950 0.7442 1350 0.4471 1750 � 160 0.3189 560 1.2623 960 0.7457 1360 0.4360 1760 170 0.3322 570 1.1746 970 0.6494 1370 0.4353 1770 � 180 0.3427 580 1.1435 980 0.5199 1380 0.4351 1780 i 190 0.3517 590 1.1286 990 0.4663 1390 0.4312 1790 II 200 0.3660 600 1.1240 1000 0.4404 1400 0.4335 1600 �I 210 0.3807 610 1.0948 1010 0.4335 1410 0.4345 1810 �� 220 0.3930 620 1.0552 1020 0.4307 1420 0.4312 1820 ' 230 0.4079 630 1.0400 1030 0.4897 1430 0.4337 1830 240 0.4212 640 1.0312 1040 0.5780 1440 0.4346 1840 250 0.4517 650 1.0323 1050 0.6148 1450 0.3059 1850 260 0.4898 660 1.0338 1060 0.6303 1460 0.1269 1860 ' 270 0.5134 670 0.9737 1070 0.6369 1470 0.0527 1870 280 0.5328 680 0.8878 1080 0.6399 1480 0.0216 18�c� 290 0.5453 690 0.8527 1090 0.6112 1490 0.0091 18��� 300 0.5571 700 0.8425 1100 0.5656 1500 0.0038 15�� � 310 0.6560 710 0.8352 1110 0.5469 1510 0.0016 191�� 320 0.7918 720 0.8328 1120 0.6559 1520 0.0006 192�� 330 0.8601 730 0.8361 1130 0.5846 1530 0.0003 193�� 340 0.8997 740 O.B343 1140 0.4422 1540 0.0001 1940 350 0.9265 750 0.8342 1150 0.4999 1550 1950 360 0.9474 760 0.6384 1160 0.5203 1560 1960 370 0.9420 770 0.8370 1170 0.5288 1570 1970 380 0.9245 760 0.6369 1180 0.5363 1580 1960 390 0.9211 790 0.7784 1190 0.5357 1590 1990 400 0.9262 800 0.6918 1200 0.5356 1600 2000 , 3/3/04 12 :23 :22 am RN Parnell Company page 7 Heritage Glen Subdivision ' Final Drainage Report DETAIL HYDROGRAPH SUMMARY HYDROGR.APH No. 10 Peak runoff : 0 . 6704 cfs Total Vol : 0 . 65 ac-ft TiME DESIGN TIME DESIGN TIME DESIGN TZME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF �, (min) (cfs; (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.2946 810 0.4693 1210 0.2631 1610 2D 420 0.3020 820 0.4573 1220 0_2619 1620 30 430 0.3091 830 0.4460 1230 0.2609 1630 40 440 0.3228 640 0.4350 1240 0.2599 1640 50 450 0.3505 850 0.4243 1250 0.2592 1650 60 460 0.3868 860 0.4148 1260 0.2586 1660 70 470 0.4309 870 0.4070 1270 0.2580 1670 80 0.0010 480 0.4882 880 0.4011 1280 0.2575 1680 90 0.0058 490 0.5514 890 0.3960 1290 0.2572 1690 100 0.0154 500 0.6041 900 0.3914 1300 0.2568 1700 110 0.0277 510 0.6359 910 0.3874 1310 0.2566 1710 120 0.0387 520 0.6516 920 0.3837 1320 0.2565 1720 130 0.0434 530 0.6611 930 0.3804 1330 0.2563 1730 140 0.0507 540 0.6663 940 0.3773 1340 0.2552 1740 150 0.0606 550 0.6695 950 0.3745 1350 0.2522 1750 I 160 0.0718 560 0.6704 960 0.3720 1360 0.2478 1760 I 170 0.0629 570 0.6672 970 0.3698 1370 0.2431 1770 I 180 0.0934 580 0.6609 980 0.3659 1380 0.2381 1780 190 0.1032 590 0.6537 990 0.3576 1390 0.2337 1790 200 0.1120 600 0.6463 1000 0.3461 1400 0.2299 1800 � 210 0.1200 610 0.6390 1010 0.3335 1410 0.2265 1810 220 0.1267 620 0.6317 1020 0.3211 1420 0.2237 1820 230 0.1306 630 0.6240 1030 0.3089 1430 0.2212 1830 240 0.1347 640 0.6159 1040 0.2993 1440 0.2190 1840 250 0.1389 650 0.6079 1050 0.2940 1450 0.2173 1850 260 0.1937 660 0.6003 1060 0.2923 1460 0.2116 1860 � 270 0.1499 670 0.5930 1070 0.2921 1470 0.1944 1670 280 0.1570 680 0.5853 1060 0.2926 1480 0.1694 1880 290 0.1640 690 0.5762 1090 0.2932 1490 0_1392 1690 , 300 0.1705 700 0.5659 1100 0.2932 1500 0_1040 1900 310 0.1759 710 0.5554 1110 0.2912 1510 0.0699 1910 320 0.1827 720 0.5452 1120 0.2876 1520 0.0468 1920 330 0.1951 730 0.5353 1130 0.2872 1530 0.0193 1930 340 0.2116 740 0.5259 1140 0.2876 1540 0.0015 1940 350 0.2268 750 0.5169 1150 0.2824 1550 0.0002 1950 360 0.2420 760 0.5084 1160 0.2756 1560 1960 370 0.2554 770 0.5003 1170 0.2716 1570 1970 360 0.2678 780 0.4927 1180 0.2687 1580 1980 390 0.2780 790 0.4855 1190 0.2664 1590 1990 400 0.2866 B00 0.4778 1200 0.2647 1600 2000 I , 3/3/04 12 :23 :22 am RN Parnell Company page 8 Heritage Glen Subdivision Final Drainage Report DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 11 Peak runoff : 1 .4342 cfs Total Vol : 1 . 04 ac-ft TIN.E DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (mini (cfs? (min) (cfs; ;min) (cfsi (min) (cfs) (min) (cfs) 10 410 0.4551 810 0.6415 1210 0.4268 161G �'� 2��� 420 0.4669 820 0_6334 1220 0.4239 1620 ?�� 430 0.4781 830 0.6247 1230 0.4213 1630 4�� 440 0.4963 840 0.6159 1240 0.4187 164G 50 450 0 5304 850 0.6073 1250 0.4164 1650 EG 0.0007 460 0.5748 860 0.5997 1260 0.4143 1650 ;0 0.0045 470 0.6289 870 0.5938 1270 0.4123 1670 60 0.0158 480 0.8103 880 0.5695 1260 0.4105 1680 90 0.0363 490 1.i661 890 0.5658 1290 0.4089 1690 . 1C;C 0.0461 500 1.3441 900 0.5825 1300 0.4073 1700 � 110 0.0591 510 1.4199 91D 0.5796 1310 0.4060 1710 120 0.0745 520 1.4342 920 0.5769 1320 0.4048 1720 130 0.0505 53C 1.4244 930 0.5743 1330 0.4036 1730 140 0.1074 540 1.4020 940 0.5720 1340 0.4016 1740 � i50 0.1262 550 1.3741 950 C.5698 1350 0.3976 1750 160 0.1379 560 1.3394 960 0.5677 1360 0.3921 1760 170 0.1502 570 1.2906 970 0.5659 1370 0.3861 1770 180 0.1625 SBO 1.2311 980 0.5621 1380 0.3803 1780 190 0.1743 590 1.1699 990 0.5539 1390 0.3747 1790 200 0.1832 600 1.1113 1000 0.5422 1400 0.3695 1800 210 0.1918 610 1.0559 1010 0.5292 1410 0.3646 1810 220 0.2002 620 1.0036 1020 0.5159 1420 0.3602 1820 230 0.2081 630 0.9513 1030 0.5030 1430 0.3560 1830 240 0.2149 640 0.8994 1090 0.4919 1440 0.3521 1840 250 4.2212 650 0.8535 1050 0.4848 1450 0.3467 18-50 260 0.2283 660 0.8013 1060 0.4811 1460 0.3414 1860 270 0.2374 6�0 0.7720 1070 0.4789 1470 0.3238 1870 280 0.2475 680 0.7465 1080 0.4773 1580 0.2976 1860 - 290 0.2577 69D 0.7220 1090 0.4761 1490 0.2675 1890 300 0.2680 700 0.6980 1100 0.4744 1500 0.2356 1900 310 0.2776 710 0.6787 1110 0.4709 1510 0.2030 1910 320 0.2901 720 0.6748 1120 0.4662 1520 0.1703 192C ' 330 0.3088 730 0.6709 1130 0.4639 1530 0.1365 1930 340 0.3313 740 0.6672 1140 4.4627 1540 0.0980 1940 350 0.3538 750 0.6636 1150 0.4562 1550 0.0650 1950 360 0.3752 760 0.6603 1160 0.4480 1560 0.0431 1960 370 0.3952 770 0.6571 1170 0.4422 1570 0.0121 1970 360 0.4133 780 0.6542 1180 0.4375 1580 0.0008 1990 390 0.4290 790 0.6514 1190 0.4336 1590 1990 400 C.4426 800 C.6476 1200 0.4301 16G0 2C00 , 3/3/04 12 :23 :22 am RN Parnell Company page 9 Heritage Glen Subdivision Final Drainage Report DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No . 12 Peak runoff : 2 . 4221 cfs Total Vol : 1 . 50 ac-ft TIME DESIGN TIME DESIGN TIME DaSIGN TIMn DESIGN TIME DESIGN RU'NOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) ;cfs) 10 410 0.6232 810 0.8032 1210 0.5872 1610 0.0285 20 420 0.6390 820 0.7479 1220 0.5645 1620 0.0019 30� 430 0.6541 830 0.7197 1230 0.5819 163C 0.0001 40 440 0.6767 840 0.7009 1240 0.5794 164C 50 0.0015 450 0.9305 850 0.6856 1250 0.5772 165C 60 0.0088 460 1.1190 860 0.6789 1260 0.5750 166C 70 0.0242 470 1.2948 870 0.6793 1270 0.5729 167C 80 0.0422 480 1.5012 880 0.6876 1280 0.5710 166C 90 0.0582 490 1.7136 890 0.6975 1290 0.5692 155 100 0.0820 500 1.8767 900 0.7064 1300 0.5675 1-' 110 0.1088 510 2.4221 910 0.7142 1310 0.5659 1? 120 0.1315 520 2.1981 920 0.7203 1320 0.5645 1�'. 130 0.1472 530 1.9195 930 0.7250 1330 0.5630 1, 140 0.1646 540 1.9047 940 0.7292 1340 0.5607 1,-�� 150 0.1825 550 1.8848 950 0.7324 1350 0 5564 1? 160 0.2002 560 1.8568 960 0.7348 1360 0.5506 1?: 170 0.2169 570 1.8140 970 0.7377 1370 0.5441 1�' 180 0.2317 580 1.7601 980 0.7278 1380 0.5377 17r�c. 190 0.2458 590 1.7037 990 0.6945 1390 D.5315 179i=' 200 0.2581 600 1.6487 1000 0.6729 1400 0.5255 180? 210 0.2703 610 1.5960 1010 0.6622 1410 0.5198 18=C 220 0.2817 620 1.5452 1020 0.6511 1420 0.5144 1620 230 0.2934 630 1.4942 1030 0.6402 1430 0.5094 1630 240 0.3095 640 1.4437 1040 0.6310 1440 0.5044 1840 250 0.3158 650 1.3957 1050 0.6260 1450 D.5000 1850 260 0.3276 660 1.3510 1060 0.6245 1460 0.4916 1660 270 0.3413 670 1.3104 1070 0.6244 1470 0.4732 1870 280 0.3557 680 1.2695 1080 0.6249 1480 0.4465 1880 290 0.3703 690 1.2223 1090 0.6256 1490 0.4163 lE90 300 0.3846 700 1.1699 1100 0.6256 1500 0.3643 19::��'�� 310 0.3982 710 1.1188 1110 0.6236 1510 0.3516 1�:��_�� 320 0.4145 720 L�710 1120 0.6201 1520 0.3188 1?�:, 330 0.4377 730 1.0272 1130 0.6191 1530 0.2855 15_0 340 0.4653 740 0.9882 1140 0.6192 1540 0.2524 1940 350 0.4930 750 0.9545 1150 0.6137 1550 0.2192 195C� 360 0.5197 760 0.9271 1160 0.6061 1560 0.1857 155� 370 0.5449 770 D.9029 1170 0.6010 1570 0.1517 1970 380 0.5681 780 0.8850 1180 0.5968 1580 0.1185 1980 390 0.5885 790 0.8718 1190 0.5933 1590 0.0786 1990 ! 400 0_6065 800 0.8541 1200 0.5902 1600 0.0521 2000 I� 1 i i Appendix B-Convevance Calculations ' Scenario: Run A 100-year — -- -- � i_ �� I ����;- � —s _ ---�-� _ y II i�, ���;. � �- '� ; �: � : _ � � , : � __ . - ����_ �� i �1 � � , i � \ � � '' ;;� �~-'�`, � � i; r I B#4 c I - --- ---- , �.�'�1_'' `. , � °, '� � � � - L—- �__ `L � - _ — i_ -. — . ` �a � ����I '�/ �/ �J �- 4 � _ � � I L'- � —r-'= —� '� � ,� � ��' `I � J - I'r - ��_i i i �i � — ____, I L �:.� �l �_� � ��� (i � - - r-- � ,�1 �B#3a�- ' ;--I J � ` �`.I �` '—. ��~ i I �—�� � r�: i _� � ���B':#3 � I. ` _ _. , � _ — — ; � �- . . __ �_ , , , �r� i , _...._. _ . .— , ; I ' ----a ° � - i��CQ _ i 1 , _-- - ___ �_ __ . ���� � I �-,�;� -, . — _ ' _ ' ' ! - � - _-- _ ; � � �. , - � �, I- � � i�-,, � ; ; _ �._ � ' r _ I � I I �� - i i ; i � r i II a � I�' i �, ..__... I r � � t� � . �`�, I I�•. �„ ; .__..__J _ . �--�-�- � I I� C 'I � � _ ' j I � � �I i -- ' —r�LI ' � ' , : -� V ' �. _� ��` I � a LT � li �� ; - � . ,� � ; ._. -- � ! � ; � I � i ' � ' I ' - - -J ._ I � i � ; � . � ' , � j — i I_i�-- - G--, , ( � . � � --- _ _-– _ � ! I � ' � ; �; — � -- i , : y -� � �--- � � ;� �- . . � _ �l �_--:__� - ; - � � � i -1 ' �--' - I I , TiUe:Heritage Glen-B-C-E Runs Project Engineer:Bill Helsley r:\...\108(camwest)\001-03\calcs�.stortnlhg-a.strn Site Development Associates,LLC StormCAD v5.5[5.5003] t03I08/04 09:20:00 AM O Haestad Methods,Inc. 37 Brookside Road Waterbury, CT 06708 USA +�-203-755-1666 Page 1 of 1 Scenario: Run A 100-year SDA Pipe Upstream DownsVeam UpsVeam Downstream Length Section Constructed Manning Total Node Node Invert Invert (ft) Size Slope n System Elevation Elevation (ft/ft) Flow (ft) (ft) (cfs) CB#1 VAULT 258.00 257.60 22.00 12 inc 0.018182 0.013 4.03 CB#2 CB#1 270.07 258.10 84.00 12 inc 0.142477 0.013 2.39 CB#4 CB#3 272.15 270.89 126.00 12 inc 0.010014 0.013 2.00 CB#3 CB#2 270.79 270.17 62.00 12 inc 0.010002 0.013 2.42 CB#3A CB#3 273.10 270.89 27.00 12 inch 0.081852 0.012 0.34 � I TiUe:Heritage Glen-B-C-E Runs Project Engineer: Bill Helsley ' r:\...\108(camwest)\001-03lcalcs�,stortn\hg-a.strn Sfte Devetoprr�ent Associates,LLC StortnCAD v5.5[5.5003] 03/08/04 09:23:55 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Run A 100-year SDA Inlet I Label Rim Area Inlet Sump Time System Known Rim Hydraulic Elevation (acres) C Elevation of Rationai Flow Elevation Grade (ft) (ft) Concentration Flow (cfs) (ft) Line Out ', (min) (cfs) (ft) ' CB#1 265.46 0.80 0.62 256.00 6.33 4.03 0.00 265.46 260.08 � CB#3 278.11 0.06 0.62 268.79 6.33 2.42 0.00 278.11 271.45 CB#4 275.62 0.93 0.62 270.15 6.33 2.00 0.00 275.62 272.75 CB#3A 278.10 0.16 0.62 270.10 6.33 0.34 0.00 278.10 273.34 , � _ I � Title: Heritage Glen-B-C-E Runs Project Engineer. Bili Helsley , r:\...1108(camwest)\00�-03lcalcslstortn\hg-a.stm Site Development Asscefates,LLC StortnCAD v5.5[5.5003] 03l08l04 09:22:56 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of� � ' Profile �I Scenario: Run A 100-year i, Profile: Run A Scenano: Run A 100-year � �� � � �� �o�� RN�R a n cv � FNISHEDGRPDE � S�N� � n£� � ��a� �o� n�n N �� __. __._.. _ _ R�� zeo.00 m a E -�Rb�'��� � C a E � �a g ��a __ __ ---- - -_,\ \ - - c�.o0 ft � _ ! ' ris.00 12 inch I.,,...�.._ � C4�S=0.090002ryRt I' ` I ........,_... � �, _�_ � _.. _..._.__.... � 08� ' R3 .�'& ,� �zs.00 ft 12 ln 1 _ _..._.............. ........... .. # _�a�_' 2io.00 cn � � QS=0.010o�qry� U ��a � \ �evation(II) � � ' _ , _....._. � `,. ' ass.00 ,,. i ��'o � �s ',,,\ II , a � A ` �y� \ �ry� �7 ��,�,I. . .........._ ._...._"___ _ ...'_'_..._._"'_�.�._ . ....... ._ ....... .........__._.. __.. . '�. ?fi0.00 I ._... ____. _. ._. ._.__ .'�._._ . . .... .. ..._..... ' 255.00 (�00 �+00 2+00 3+00 Station(ft) Title: Heritage Glen-B-C-E Runs Project Engineer. Bill Helsley r:\...\108(camwest)\001-03\calcs\storm\hg-a.stm Site DevelopmentAssociates,LLC StormCAD v5.5[5.5003] 03/08/04 09:29:35 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Calculation Results Summary Scenario: 100-year »» Info: Subsurface Ldetwork Rooted by: V"AULT »» Info: Subsurface Analysis iterations: 2 »» Info: Converge:�ce was achieved. CF,LCJ�,ATION SUbt:�'[:iR'i FOR SU:2FACE NETWORKS � Label '� Izlet j Inlet Total � Tctal Capture Gutter � Gutter � � � Type � � Intercepted � Bypassed j Efficiency � Spread � Depth � � � � � Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � �--------�---------------� ----------------------�------------- �----------�------------�--------�-------- � � CB #1 � Generic Inlet �, Generic Default 100� � 1.72 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #3 � Generic Inlet � Generic Default 100� � 0.13 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #4 � Generic Inlet � Generic Default 100� � 2.00 � 0.00 � 100.0 � 0.00 � 0.00 � ! C5 #3A � Generic Inlet ' Generic Default 100€ I� 0.34 I 0.00 �i 100.0 � 0.00 � 0.00 � --------------------------------------------------------------------------------------------- CALCU�,ATION SLTMPL'vRY FCR SJBSU�F.�:CE NETv70F.R Y7ITH ROOT: ViiULT � Lab�l � Dlur,ibe= I Secticn � Section � Ler_gth � Tota�i � Average H�draul'_c ', Hydra��lic � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade j � � Sections � � � � Flow � (ft/s) � Upstream � Downstream ', � � � � � � (cfs) � � (ft) � (ft) � �-------� ----------�---------�----------�--------�--------�----------�-----------�------------� � P-6 � 1 � 12 inch � Circular � 22.00 � 4.03 � 5.13 � 260.08 � 259.80 j � P-5 � 1 � 12 inch � Circular � 84.00 � 2.39 � 12.93 � 270.73 � 260.08 � I P-4 � 1 � 12 inch � Circular � 62.00 � 2.42 � 4.88 � 271.45 � 270.77 � � P-11 � 1 � 12 inch � Circular � 27.00 I 0.34 � 6.36 � 273.34 � 271.45 � � P-3 � 1 � 12 inch � Circular � 126.00 I 2.00 � 4_67 � 272.75 � 271.42 I ----------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade I � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � �-------- �--------�-----------�-----------�-----------� � VAiJLT � 4.01 � 263.62 � 259.80 � 259.80 � � CB #1 � 4.03 � 265.46 � 260.08 � 260.08 � � CB #2 � 2.39 � 275.51 � 270.73 � 270.7; ' I CB #3 � 2.42 I 278.11 � 271.45 I 271.4_ � CB #3A � 0.34 � 278.10 � 273.34 I 273.3�� � cs #4 � a.00 � Z�s.6a � z�2.�s � a�2.�-: ---------------------------------------- Completed: G3/OS/2004 09:15:05 �h1 TiHe:Heritage Glen-B-C-E Runs Project Engineer: Bill Helsley r:\...\108(camwest)\001-03\calcslstorm�hg-a.stm Site Developrt�ent Associabes,LLC StormCAD v5.5[5.5003] , 03/08/04 09:20:46 AM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1403-755-1666 Page 1 of 1 � Scenario: Run B 100-yr - ___ _.. � � .._._ _� _._ : . _ � I _� �.. _ � � � ,, L � _ _ _._ �....... ' /�_ _ i , ' � _ _ � .;v �' , � ; , , � � � `� � _ �1� __ � L ____ � . _ ... , �� -.... � ......... � ,' � / .......... __ I __.. , _ , ��� i , � �. , i� , r 1 � � , , � � i,, /, __.._ . ..J � , , . - -- � � � I � 'I I � I . � ,�Qry ��- j --, . , _ , ��.. i _ _ '�--- , i _ � � _ % i I I` '� cB#aA � _ _... __.____ - ,- -- .. _ --_—i �......__ _. - . >.,. � _ � ` ' - __ , P-14__, _ , P-13 6�9A , _ � a CB#8 j - Q.1g _ CB#9 � _ __ _; '`�- . ._ ___ , .__�_....� --- -__ _ _ f_. _..._ . �- , —:-__ _ "� ' �'� � ,r, -�" i CB#� � A I � �' !� ,., _ , � •••• � ..-- � j � � ... , , --.- . _............� ' E � ._ �, .:...i . . �`- .... ..._. � - __.... i _.... .._. �.' � . . . _ � I ' ..... .....--- ......� _� .. � , .... ..._.._ cp - I � . i � I � � ; . . ..__., ...... I (�� � . . . � . .. "_ '"...__ . . I . � - � ........J __ _ __� �' :' �....% _............--— ..�....:. _ . I . , �. ..... I .. _.. , ......._ _.._ ; � �_ � i '� ` .. ...__ IV __� .__ . ......_.. �.......— L P-» .... ! _. .... I � CB#� P-18 - � _ - CB#6 I i � � — , � , � I � � �— , __ - i I ' -- � L........... .. ..............�N I'��. ............_....._....._.__........_._._..__`- I , �.._._......._...—....................--n. �--C�#�1 CB#11 P_11 �I — —--, 'i L_-- _— — — — - ��--'— - - � I' Title: Heritage Glen-B-C-E Runs Project Engineer: Bill Helsley r:\...\001-03\calcs�.storm\hg-b-C-6.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 05/03/04 09:39:39 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Run B 100-yr SDA Pipe UpsVeam Downstream Upstream Downstream Length Section Constructed Manning Total Node Node Invert Invert (ft) Size Slope n System Elevafion ElevaGon (ff/ft) Flow (ft) (ft) (cfs) CB#9 CB#8 273.90 272.06 162.00 12 inc 0.011378 0.013 1.74 CB#11 CB#10 259.64 259.49 30.00 12 inc 0.004917 0.013 0.30 CB#10 CB#5 259.39 258.85 100.00 12 inch 0.005425 0.013 1.36 CB#9B CB#9 276.38 274.00 152.00 12 in 0.015658 0.013 1.18 CB#9A CB#9 279.00 274.00 34.00 12 in 0.147059 0.013 0.60 CB#8A CB#8 278.09 272.06 29.00 12 inch 0.207931 0.013 1.03 CB#8 CB#7 271.96 271.45 68.00 12 inch 0.007396 0.013 3.51 CB#7 CB#5 271.35 258.85 165.00 12 inch 0.075781 0.013 3.46 CB#6 CB#5 263.03 258.60 29.00 15 in 0.152871 0.013 1.01 CB#5 VAULT 258.35 257.60 131.00 18 inch 0.005725 0.013 6.28 i ', I Title:Heritage Glen-B-C-E Runs Project Engineer. Bill Helsley , r:\...\001-03lcaics�storm\hg-b-c-6.stm Site Development Assxiates,LLC StormCAD v5.5[5.5003] 05/03/04 09:39:29 AM O Haestad Methods. Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Run B 100-yr SDA Inlet Label Rim Area Inlet Sump Time System Known Rim Hydraulic Elevation (acres) C Elevation of Rational Flow Elevatio Grade (ft) (ft) Concentration Flow (cfs) (ft) Line Out (min) (cfs) (ft) CB#5 267.14 0.35 0.62 256.60 6.33 6.28 0.00 267.14 259.36 CB#6 267.13 0.47 0.62 261.03 6.33 1.01 0.00 267.13 263.43 CB#8 283.10 0.42 0.62 270.06 6.33 3.51 0.00 283.10 272.96 CB#8A 283.09 0.48 0.62 276.09 6.33 1.03 0.00 283.09 278.52 CB#9A 282.62 0.28 0.62 277.00 6.33 0.60 0.00 282.62 279.32 CB#9B 281.96 0.55 0.62 274.38 6.33 1.18 0.00 281.96 276.84 CB#10 264.21 0.50 0.62 257.39 6.33 1.36 0.00 264.21 259.90 CB#11 264.25 0.14 0.62 257.64 6.33 0.30 0.00 264.25 259.91 � I� �� � ; I ? � I Title: Heritage Glen-B-C-E Runs Project Engineer: Bill Helsiey , r:\...1001-03\calcs\stormlhg-b-c-6.stm Site Development Assceiates,LLC StormCAD v5.5[5.5003] 'I 05/03l04 09:41:02 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury.CT 06708 USA +1-203-755-1666 Page 1 of 1 , ( II � -_ _ ;...__- _ ' _ _ - __ .... . -__. . _____ � 1 I �I J�G.�� �. 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JI � i / �.3 � ��6 /�= �2,2�C.o75� -1- (1,3��.4'15 � � ���� l•�> -� �•���.�n� `� - �35 I q _ o. �83 �n2 j 9 : (p � 9�3 �nz-�j�l 35 �'�-�z � ��i�� C�� � � �-�-. �, �c c�C 5 � '` ' '�n� http://�v��rw�.metrokc.gov/servlet�'com.esri.esrimap.Esrimap?Sen-iceName=overview&Clie... 4/22/2004 ' i ( i � j i � i i � ; I � I � ( � i � i i I � I � � ( � I � I � ; � (,� � 0�•0 = � 5��3'J �'� ` '�� � ' �`� _ �' ; �; � ?�v ; '� � -d3��f 'l�fl LN�C��S�� � N N i j '__ s .1�a�S �S --�- Qb'Q = � -��:_^ / ' ''��' _, S�.l��� �`) = 3� C.X�L�� S = ' �� � u! � = a5w � ���� � r s€fi �� ��L z o� � � -� - � ,�� rn m:-� � �i� � i �� ����. z�l �3zz•o = ��z�����c� + ����-) ��) � (��e•� z� z = �d � . ; � #3�11b 1'��?�s� i � I � 1���� i I�'' ; __. _----- --- -- - -- -- -- --I ------ — ------ - 3.2.1 RATIONAL MEI'HOD �'�'�'C` TABLE 3.?1.A RUNOFF COEFFICIENTS-"C"VALUES FUR THE RATIONAL METHOD General Land Covers Single Family Residential Areas Land Cover C Land Cover Density C Dense forest 0.10 ' 0.20 DU/GA(1 unit per 5 ac.) 0.17 Light forest 0.15 0.40 DU/GA(t unit per 2.5 ac.) 0.20 Pasture 0.20 0.80 DU/GA(1 unit per 1.25 ac.) 0.27 Lawns 025 1_00 DU/GA 0.30 Playgrounds 0.30 1.50 DU/GA 0.33 Gravel areas 0.80 2.00 DU/GA 0.36 ' Pavement and roofs 0.90 2.50 DU/GA 0.39 Open water(pond, 1.00 3.Q0 DU/GA 0.42 lakes,weUands) 3.50 DU/GA 0.45 4.00 DU/GA 0.48 4.50 DU/GA a.51 5.00 DU/GA 0.54 5.50 DU/GA 0.57 -v..�_,..-.._----._,.�n___ ` 6.00 D/GU A� _ 0.60 �Based on average 2,500 square feet per lot of impervious coverage. For combinations of land covers listed abo�e, an area-weighted"C�:X AJ"sum should be computed based on the equation Cc x A,_(C�x A,)+(C2 x Az)+...+(C�x A„),where At=(A, +A2+...+A„),the totai drainage basin area. TABLE 3.2.I.B COEFFICIENTS FOR THE RATIONAL METHOD`�R"EQUATION Design Storm Retum Frequency aR bR 2 years 1.58 0.58 5 years 2.33 0.63 10 years 2.44 0.64 25 years 2.66 0.65 50 yea�s 2.75 0.65 100 years 2.61 0.63 TABLE 3.?1.0 kR VALUES FOR Tr USING THE RATIONAL METHOD Land Cover Category kR Forest with heavy ground litter and meadow 2.5 Fapow or minimum tillage cultivation 4.7 Short grass pasture and lawns 7.0 Nearly bare ground 10.1 Grassed waterway 15.0 Paved area (sheet flow)and shallow gutter flow 20.0 1998 Surface Water Design Manual 9/1/98 3-13 ' � I __ _ � l; _, _ _ _ . s a a�r�� _ 0 0 �� i i >> ; flP�� = - � : i � . ' ' .� :........ .:.,� � I ....._.__ ._.' ..: 19 i �: QO �:' .����' ` ��. .................. / \ .....,............. ��. : : '. \ � . �`,. 12 ; �: � � : . O � � , ' I � ' I ' .......... � ' ' OO '. \ / ; __, .. __ ,_ _ __ i z, ; \ i / 1e _ / . . �._..... . ....,.� � 1Q � 14 ` ` 1S � 16 1Q . ..... ... ._. ...... .. ...... � I . ` i : �. j ' �! �. . ...... .' .. . . .... .. � ' I � � ' i /� � ` � � ; ��____ _ _ _ _._ __ _ _._�� \ `. _: _ ,�.. I ' 0 , ' � '�� �-- - - -- - - - -. , -, / ' ' � ' � � 1 ' r - - - - - � _. - � _. . _ .... ... ..... _.......� / _ � __ , I � ' � � � t� , � � ,, ��, �' O I ;� I p p � I ; t ..; i , � I � ; i � _ _� ...: ', ' I , , , � APPROXIMATE �. ..�.... . ...... .. .. : I � .. .......__ ...... EDGE OF � ..�. T I : Qg .: .... 24 OFF-SITE WETWJD � � ... ! i I : ................_.... : : 1 / ; I I : : I i I 6 : : � f � } � I � . � ' � I � I I , .. ........ ...: � � I i i // /I O � . I ;. ......_ � _ . ._ .. . ....... .._..... I , . ; , � _ #f , so ,,, f,, o � � � __ _ � � , ,. } - � , , . � , WEfLAND BUFFER '. i � � � . AVERAGINC �. O ...........................:...........: � O '. I . 31 (AREA�3.235 S� � � : .... .��........ I '. I I .:� .. I! � I : . -' .._.. _.__... ' I : ....,..�:� I � �... ............_... I __ __ � � 3� ur��-�� � I� 3 � I .r.�..�......,.'-....�-.. II � � , I � 5 - (� 3 � ' _ __ _ � . ?'� '`ty�S __ � I --� � 3.2.1 RATIONAL METHOD TABLE 3.?1.A RUNOFF COEFFICIENTS-"C"VALUFS FOR THE RATIONAL METHOD ' General Land Covers Single Family Residentia!Areas� Land Cover C Land Cover Density C I Dense forest 0.10 ' 020 DU/GA(1 unit per 5 ac.) 0.17 • Light forest 0.15 0.40 DU/GA(1 unit per 2.5 ac.) 0.20 Pasture 0.20 0.80 DU/GA(1 unit per 125 ac.) 027 Lawns 0.25 1.00 DU/GA 0.30 Playgrounds 0.30 1.50 DU/GA 0.33 Gravel areas 0.80 2.0�DU/GA 0.36 Pavement and roofs 0.90 2.50 DU/GA 0.39 Open water(pond, 1.04 3.00 DU/GA 0.42 lakes,wetlands) 3.50 DU/GA 0.45 4.00 DU/GA 0.48 4.50 DU/GA 0.51 5.00 DU/GA 0.54 5.50 DU/GA 0.57 6.00 DU/GA 0.60 �Based on average 2,500 square feet per lot of impervious coverage. For combinations of land covers listed above,an area-weighted�C�:x A,"sum should be computed based on the equation C�x AJ=(C,x A,)+(Cz x A2)+ ...+(C„x A„),where Al=(A, +A2+._.+A„),the total drainage basin area. TABLE 3.2.1.B COEFFICIENTS FOR THE RATIONAL METHOD"iR"EQUATIUN Design Storm Return Frequency aR bR 2 years 1.58 0.58 , 5 years 2.33 0.63 1 d years 2.44 0.64 25 years 2.66 0.65 I 50 years 2.75 0.65 100 years 2.6 t 0.63 TABLE 3.21.0 kR VALUES FOR Tr USING THE RA'I70NAL METHOD Land Cover Category kR Forest with heavy ground litter and meadow 2.5 Fallow or minimum tillage cultivation 4.7 Short grass pasture and lawns 7.0 Nearly bare ground 10.1 Grassed waterway 15.0 Paved area (sheet flow) and shallow gutter flow 20.0 1998 Surface Water Desi�n Manual 4/1/98 3-13 ' � Runoff Coefficient ��T" ��T �Qu�-��oti1 0.70 _ __ � ' y=o.osX + o.z� i 0.60 � 0.50 __ _ _ _ _,....---_--- - _ : i ' ! 0.40 ' U � �� I � � 0.30 _ _ � , , � i , , , � � � � , , � � 0.20 __ _ ._.__---�- -__ _ _ ; ------ --=----- . _ ��� � ; � � � � ; , -......... i j 0.10 -- ___.__�--- - -----_ ._ � ------ -------... _ _ ----------------- . -_ �---- -- -- . , .__ ... � 1 ��� � � � 0.00 �, � � � � � � � �� 0.0 11.0 2.0 3.0 4.0 5.0 61 0 7.0 Land Cover Density(DU/GA) I FOP�, �0 , 31 uN �i�/ �c.R� C = �. Q� (� ,a�) +Q � ��f = o • �2, Site Development Associates, LLC Rainfall Intensity Curves for Heritage Glen based upon the 1998 King County Surface Water Design Manual Design Storm Return Frequency a, br Pr (years) (inches) 2 1.58 0.58 2.00 10 2.44 0.64 2.90 25 2.66 0.65 3.40 100 2.61 0.63 3.90 RAINFALL INTENSITY (inches per hour) Duration (minutes) 2 ear 10 year 25 ear 100 year 5 1.24 2.53 3.18 3.69 10 0.83 1.62 2.02 2.39 15 0.66 1.25 1.56 1.85 20 0.56 1.04 1.29 1.54 25 0.49 0.90 1.12 1.34 30 0.44 0.80 0.99 1.19 35 0.40 0.73 0.90 1.08 40 0.37 0.67 0.82 1.00 45 0.35 0.62 0.76 0.93 50 0.33 0.58 0.71 0.87 55 0.31 0.54 0.67 0.82 60 0.29 0.51 0.63 0.77 65 0.28 0.49 0.60 0.73 70 0.27 0.47 0.57 0.70 75 0.26 0.45 0.55 0.67 80 0.25 0.43 0.52 0.64 85 0.24 0.41 0.50 0.62 90 0.23 0.40 0.49 0.60 95 0.23 0.38 0.47 0.58 100 0.22 0.37 0.45 0.56 � R:1Projects1108(Camwest)1001-031CaIcslStormlrainfall intensity curves.xls 2/26/2004 � � Site Development Associates, LLC Rainfall Intensity Curves Heritage Glen 4.00 1 � ► ' ' � 3.50 ' _ - ----- --------;-------------- -- - _ ----------------- ---------------- , { � - -------------------------- ---- . 1 r � i 1 1 , , , 3.00 ------ --�----�- - , --------------•---------------- --�------ ------- --------------- -- ---- -- - -------------- ----------------�--- � I 1 , , � ,.-. ,� ; ; � L � � � 0 2.50 _-�---- -- •-------- . _------------�----------------�. _ ------�----------------- ------ _-- - -------------•--- -------------- �; � H �� !� ', ��2 year� , m ' � . ; , , ; � ' � ! ; � 10 year � � c 2.00 � , , -------------- --------------- --_ _----- ----------------- --------- -- -- -- ------- � , � � , , ----�-- � , -------- ' -- - -------------•--------------------- ,-- � . - � � 25 year .�, t , \ = � � , - - N �; \ — 100 year c � � i °' 1.50 ' ... �+ -- -�'-- _ -------------- ---------- — -- ---------- ------------- — _— --------------------- ---— ------- -- , ---- ----- - C �, ��\ I �, \ , � � �� �\ `` ' . �.�� ... � -�-tf------- ----�-�1�------------ . . ------I ----------- --------••-- ----------------- - .. ... ------ --- - --- � MI� , * ��`1r.�,�,� ` `` � � �� � � _ 1 , , • * ' ,w�'�'^'!�..N��.,.,^�.�'"""`".,�...,„ T�� � � � �i : , , �r � � ; � � � •� � _ �� . . � R Mw__sa- ,,,' i 0.50 - ------ --_� ,� _- -- w�,,,..,..�,.�..�.,, - --� - - � � . , , , � �ar rr � a �r ar ir � � 0.�0 0 10 20 30 40 50 60 70 80 90 100 Duration (minutes) R:\Projects\108(Camwest)\001-03\Calcs\Storrn\rainfall intensity curves.xls 2/26/2004 Appendix C-Temporarv Erosion Sedimentation Control ' TEMPORARY EROSION SEDIMENTATION CONTROL I The Heritage Glen project site is divided into 3 basins for purposes of erosion and sedimentation control. The basins are as follows: • Basin A—This basin is located in the Northeast portion of the site and flows primarily in a northerly direction and discharges into proposed sediment trap "A", � which is located on proposed lots 19 and 20. The basin is 1.15 acres in size. II • Basin B - This basin is located in the Northwest portion of the site and slopes to the west boundary of the project. The flows will discharge into proposed sediment trap "B", which is located on proposed lots 4, 5, & 6. The basin is 2.1 acres in size. • Basin C - This basin is located in the southern portion of the site and flows to the south and west, toward the wetland on the west edge of the project boundary. These flows will discharge into proposed sediment trap "C", which is located on proposed lot 1 and the proposed detention tract. The basin is 2.33 acres in size. 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 I at the main entrance to the site off of NE 20`h Street. The entrance 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 surface runoff from the site. These traps are sized in accordance with the 1990 King County Surface Water Design Manual. Since the site is in the vicinity of a wetland, the 10 year, 24 hour design storm will be used as a basis for sizing, rather than the 2 year storm. The precipitation values from the King County Surface Water Design Manual are shown below: Table 1. 24-hour recipitation volumes for desi n storms. Storm 2-year 10-year 100-year 6-month (33% of 2- r � Precipitation 2 2.9 3.9 0.66 inches) From Table 1, the 10 year precipitation value is 2.9". This value will be used in the sediment trap sizing calculations. The surface area calculated below represents the area of the sediment trap at the water surface level of the trap (at the elevation of the overflow spillway) , Basin A � Basin A consists of drainage from a portion of the proposed roadways and lots and contains approximately 1.15 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,o��zan� = 0.54cfs (see attached hydrograph worksheets) 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(0.54/0.00096) SA= 1,125 SF Basin B Basin B consists of drainage from a portion of the proposed roadways and lots and contains approximately 2.1 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,o��zan� = 0.98cfs (see attached hydrograph worksheets) 2. Determine the Surface Area (SA) required measured at the invert of the spillway SA = FS(Q,oNs) Where VS = 0.00096fUsec , and FS=2. SA = 2{0.98/0.00096) SA= 2,040 SF Basin C � Basin A cConsists of drainage from a portion of the proposed roadways and lots and contains approximately 2.33 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��2an�= 1.06cfs (see attached hydrograph worksheets) 2. Determine the Surface Area (SA) required measured at the invert of the spillway SA= FS(Q,o/VS) Where VS = 0.00096ft/sec , and FS=2. SA = 2(1.06/0.00096) SA= 2,208 SF ' SBUH Runoff Hydrograph per 1994 KCSWDM,Section 3.5.3 Page 1 of 3 Project Name: Heritage Glen-TESC Basin A(NE corner of site) Project Number: 108-001-03 Existing/Developed Condition: Developed Date: 2/17/2004 Calculated by: RJC Design Storm: 10-yr I 24-hr Given: Totai Project Area Pervious Area Impervious Area Units At= 1.15 acres Ap= 0.86 Ai= 0.29 acres Pt= 2.9 inches CNp= 86 CNi= 98 dt= 10.0 min Sp= 1.63 Si= 0.20 inches , Tc= 6.30 min 0.2Sp= 0.33 0.2Si= 0.04 inches ' w= 0.442 =dt/(2`Tc+dt) Equations: Col.[2�=Previous Col.[2]+dt = Time Elapsed Col.[3J=SCS Type 1A Rainfall Distribution(24-hourTable 3.5.1A Cd.[4]=CoL[3]'Pt = 10-year,24-hour Hyetograph = Incxeme� Col.[5]= Previous CoL[5J+Present CoL[4] = Accumulated Rainf��� Col.[6]= If Col.[5]<=0.2Sp,then=0.0,else=(CoL[5]-0.2Sp)^2/(Col.[Sj+i CoL[7]= Present Col.[6]-Previous Col.[6] = Perv.Area Incremental Runo'� CoL[8]= If Col.[5]<=0.2Si,then 0.0,else=(Col.[5j-0.2Sir2/(Col.[5]+O.BSi i Col.[9]= Present Col.[8]-Previous Cd.[8] = Imp.Area Incremental Ru�off Cd.[70]=((Ap/At)'Col.[7J)+(�q�At)'Col.[9]) = Total Project Runoff Col.[11]= (60.5'Cd.(10]'At)/dt = Instant Hydrograph CoL[12]= Previous Col.[12J+w`(Previous CoL[11J+Present Col.[11]-2'Fre:ic��s Gu'�['�z]� Volume= Sum of CoL[12'dt'60 sea/min.) Time Rainfall Pervious Area Impenrious Area Total Runoff/Hydrographs ��� �2� �3� �4� �5� �6� m �8� �9� ���� ���� �12� Time Time Rainfall Incre- Accum- Accum- Incre- Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mental Project Hydro- Hydro- No. bution Rainfall Rainfall Runoff Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs ' 0 0 0.0� 0.000 0.000 � O.Q00 0.000 � 0.000 0.000 � 0.000 0.000 0.00 1 10 0.40 0.012 0.012 : 0.000 0.000 : 0.000 0.000 � 0.000 0.000 0.00 2 20 0.40 0.012 0.023 : 0.0�0 0.000 : 0.000 0.000 : 0.000 0.000 0.00 3 30 0.40 0.012 0.035 : 0.000 0.000 : 0.000 0.000 ; 0.000 0.000 0.00 4 40 0.40 0.012 0.046 ; 0.000 0.000 ; 0.000 0.000 ; 0.000 0.000 0.00 5 50 0.40 0.012 0.058 ; 0.000 0.000 ; 0.001 0.001 ; 0.000 0.002 0.00 6 60 0.40 0.012 0.070 ; 0.000 O.Q00 ; 0.004 0.002 ; 0.001 0.004 0.00 7 70 0.40 0.012 0.081 � 0.000 0.000 � 0.007 0.003 � 0.001 0.005 0.00 8 80 0.40 0.012 0.093 � 0.000 0.000 � 0.011 0.004 : 0.001 0.007 0.01 9 90 0.40 0.012 0.104 � 0.000 0.000 : 0.015 0.005 � 0.001 0.008 0.01 10 100 0.40 0.012 0.116 : 0.000 0.000 : 0.020 0.005 ; 0.001 0.009 0.01 --------------------�-------------------------------�--------------------•------------.._..---•------------------------------- 11 110 0.50 0.015 0.131 ; 0.000 0.000 ; 0.027 0.007 ; 0.002 0.013 0.01 12 120 0.50 0.015 0.145 ; 0.000 0.000 ; 0.035 0.008 ; 0.002 0.014 0.01 13 130 0.50 0.015 0.160 ; 0.000 0.000 ; 0.044 0.008 � 0.002 0.015 0.01 14 140 0.50 0.015 0.174 � 0.000 0.000 � 0.053 0.009 � 0.002 0.016 0.02 15 150 0.50 0.015 0.189 � 0.000 0.000 : 0.062 0.009 � 0.002 0.017 0.02 16 160 0.50 0.015 0.203 � 0.000 0.000 : 0.072 0.010 ; 0.002 0.017 0.02 17 170 0.60 0.017 0.220 : 0.000 0.000 : 0.084 0.012 ; 0.003 0.021 0.02 18 180 0.60 0.017 0.238 ; 0.000 0.000 ; 0.097 0.013 ; 0.003 0.022 0.02 19 190 0.60 0.017 0.255 ; 0.000 0.000 ; 0.110 0.013 ; 0.003 0.023 0.02 20 200 0.60 0.017 0.273 ; 0.000 0.000 ; 0.123 0.013 ; 0.003 0.024 0.02 --------------------�-------------------------------r--•-�---------------r--------------------r------------------------------ 21 210 0.60 0.017 0.290 0.000 0.000 0.137 0.014 0.003 0.024 0.02 22 220 0.60 0.017 0.307 � 0.000 0.000 � 0.151 0.014 � 0.004 0.025 0.02 ' SBUH Runoff Hydrograph Page 2 of 3 Time Rainfall Pervious Area Impervious Area Total Runoff/Hydrographs I�l [Zl I3] [41 I5l Isl [�] [$1 L9l [�ol I��l I�21 Time Time Rainfall incre- Accum- Accum- Incre- Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mental Project Hydro- Hydro- No. bution Rainfall Rainfall Runoff Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs 23 230 0.70 0.020 0.328 ; 0.000 0.000 ; 0.168 0.017 ; 0.004 0.029 0.03 24 240 0.70 0.020 0.348 ; 0.000 0.000 ; 0.185 0.017 : 0.004 0.031 0.03 25 250 0.70 0.020 0.368 ; 0.001 0.001 ; 0.202 0.017 ; 0.005 0.034 0.03 26 260 0.70 0.020 0.389 ; 0.002 0.001 ; 0.219 0.017 ; 0.005 0.037 0.04 27 270 0.70 0.020 0.409 ; 0.004 0.002 ; 0.237 0.018 ; 0.006 0.040 0.04 28 280 0.70 0.020 0.429 � 0.006 0.002 � 0.255 0.018 � 0.006 0.042 0.04 29 290 0.82 0.024 0.453 : 0.009 0.003 : 0.276 0.021 � 0.008 0.053 0.05 30 300 0.82 0.024 0.477 � 0.013 0.004 : 0.297 0.021 � 0.008 0.056 0.05 --------------------•-------------------------------•--------------------•--------------------�------------------------------- 31 310 0.82 0.024 0.501 ; 0.017 0.004 : 0.318 0.021 ; 0.008 0.059 0.06 32 320 0.82 0.024 0.524 ; 0.022 0.005 ; 0.340 0.022 ; 0.009 0.062 0.06 33 330 0.82 0.024 0.548 ; 0.027 0.005 ; 0.362 0.022 ; 0.009 0.065 0.06 �I 34 340 0.82 0.024 0.572 ; 0.032 0.006 ; 0.384 0.022 ; 0.010 0.067 0.07 'i 35 350 0.95 OA28 0.599 � 0.039 0.007 � 0.409 0.026 � 0.012 0.081 0.07 ' 36 360 0.95 0.028 0.627 � 0.047 0.008 � 0.435 0.026 : 0.012 0.085 0.08 �I 37 370 0.95 0.028 0.655 � 0.055 0.008 : 0.461 0.026 : 0.013 0.088 0.09 ! 38 380 0.95 0.028 0.682 ; 0.064 0.009 : 0.486 0.026 : 0.013 0.091 0.09 ' 39 390 0.95 0.028 0.710 ; 0.073 0.009 : 0.512 0.026 ; 0.013 0.094 0.09 ', __40_ _ 400 ; 0.95 0.028 0.737 ; 0.083 __ 0_010 ; 0.539 0.026 ; 0.014 0.096 0.09 �' -------------------------------------------�-------- --.--------------------,-------- - - -- 41 410 ; 1.33 0.039 0.776 ; 0.098 0.014 ; 0.575 0.037 ; 0.020 0.139 0.12 I�I 42 420 1.33 0.039 0.814 � 0.113 0.015 � 0.612 0.037 � 0.021 0.144 0.14 I 43 430 1.33 0.039 0.853 � 0.129 0.016 � 0.649 0.037 : 0.021 0.148 0.15 �� 44 440 1.80 0.052 0.905 : 0.152 0.023 : 0.699 0.050 : 0.030 0.208 0.17 ��, 45 450 1.80 OA52 0.957 ; 0.177 0.024 ; 0.750 0.050 ; 0.031 0.215 0.21 � 46 460 3.40 0.099 1.056 ; 0.226 0.050 ; 0.845 0.096 ; 0.061 0.424 0.31 � 47 470 5.40 0.157 1.212 ; 0.313 0.087 ; 0.998 0.153 ; 0.103 0.716 0.54 � 48 480 2.70 0.078 t.291 ; 0.359 0.046 ; 1.075 0.077 ; 0.054 0.375 0.54 , 49 490 1.80 0.052 1.343 � 0.391 0.032 � 1.126 0.051 � 0.037 0.256 0.34 ' _____ : 1.34 0.039 1.382 � 0.416 0.024 : 1.164 0.038 � 0.028 0.193 0.24 50-------5�---�----------------------------------------------------•--------------------�------------------------------- 51 510 1.34 0.039 1.421 � 0.440 0.025 : 1.202 0.038 � 0.028 0.195 0.20 52 520 1.34 0.039 1.460 � 0.466 0.025 : 1.240 0.038 ; 0.028 0.197 0.20 53 530 0.88 0.026 1.485 ; 0.482 0.017 ; 1.265 0.025 ; 0.019 0.131 0.17 54 540 0.88 0.026 1.511 ; 0.499 0.017 ; 1291 0.025 ; 0.019 0.131 0.14 55 550 0.88 0.026 1.536 ; 0.516 0.017 ; 1.316 0.025 ; 0.019 0.132 0.13 56 560 0.88 0.026 1.562 � 0.533 0.017 � 1.341 0.025 � 0.019 0.133 0.13 57 570 0.88 0.026 1.587 � �.551 0.017 � 1.366 0.025 � 0.019 0.134 0.13 58 580 0.88 0.026 1.613 � 0.568 0.017 � 1.391 0.025 � 0.019 0.135 0.13 59 590 0.88 0.026 1.638 � 0.586 0.018 : 1.416 0.025 � 0.019 0.135 0.13 60 600 0.88 0.026 1.664 ; 0.604 0.018 ; 1.442 0.025 ; 0.020 0.136 0.14 -------------•------�-------------------------------�--------------------•--------------------•------------------------------- 61 610 0.88 0.026 1.689 ; 0.622 0.018 ; 1.467 0.025 ; 0.020 0.137 0.14 62 620 0.88 0.026 1.715 ; 0.640 0.018 ; 1.492 0.025 ; 0.020 0.137 0.14 63 630 0.88 0.026 1.740 � 0.658 0.018 � 1.517 0.025 � 0.020 0.138 0.14 64 640 0.88 0.026 1.766 � 0.676 0.018 � 1.543 0.025 � 0.020 0.139 0.14 65 650 0.72 0.021 1.787 : 0.691 0.015 : 1.563 0.021 � 0.016 0.114 0.13 66 660 0.72 0.021 1.808 � 0.706 0.015 � 1.584 0.021 � 0.016 0.114 0.12 67 670 0.72 0.021 1.828 : 0.721 0.015 ; 1.604 0.021 ; 0.017 0.115 0.11 ' 68 680 072 0.021 1.849 ; 0.737 0.015 ; 1.625 0.021 ; 0.017 0.115 0.12 ' 69 690 OJ2 0.021 1.870 ; 0.752 0.015 ; 1.646 0.021 ; 0.017 0.116 0.12 ii ___ 70_______700_ � 0J2 0.021 1.891 � 0.767 0.015 � 1.666 0.021 � 0.017 0.116 0.12 ' --1-------------------------------�--------------------i--------------------'------------------------------- ' 71 710 0.72 0.021 1.912 � 0.783 0.015 � 1.687 0.021 � 0.017 0.116 0.12 ' ' SBUH Runoff Hydrograph Page 2 of 3 Time Rainfall Pervious Area Impervious Area Total Runoff/Hydrographs I�I [2l I3l [4l [5l [sl [�] I8] [91 I�o] t>>l I�2l Time Time Rainfail Incre- Accum- Accum- Incre- Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mental Project Hydro- Hydro- No. bution Rainfall Rainfall Runoff Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs 72 720 0.72 0.021 1.933 ; 0.799 0.016 ; 1.708 0.021 ; 0.017 0.117 0.12 73 730 0.72 0.021 1.954 ; 0.814 0.016 ; 1.729 0.021 ; 0.017 0.117 0.12 74 740 0.72 0.021 1.975 � 0.830 0.016 � 1.749 0.021 � 0.017 0.117 0.12 75 750 0.72 0.021 1.995 � 0.846 0.016 � 1.770 0.021 � 0.017 0.118 0.12 76 760 0.72 0.021 2.016 : 0.861 0.016 : 1.791 0.021 � 0.017 0.118 0.12 77 770 0.57 0.017 2.033 : 0.874 0.013 : 1.807 0.016 ; 0.013 0.094 0.11 78 780 0.57 0.017 2.049 ; 0.887 0.013 ; 1.823 0.016 ; 0.014 0.094 0.10 79 790 0.57 0.017 2.066 ; 0.899 0.013 ; 1.840 0.016 ; 0.014 0.094 0.09 80 800 0.57 0.017 2.082 ; 0.912 0.013 ; 1.856 0.016 ; 0.014 0.094 0.09 --------------------s-------------------------------r--------------------r--------------------,------------------------•------ 81 810 0.57 0.017 2.099 � 0.925 0.013 � 1.873 0.016 � 0.014 0.095 0.09 82 820 0.57 0.017 2.116 � 0.937 0.013 � 1.889 0.016 � 0.014 0.095 0.09 83 830 0.57 0.017 2.132 � 0.950 0.013 : 1.905 0.016 ; 0.014 0.095 0.09 84 840 0.57 0.017 2.149 : 0.963 0.013 � 1.922 0.016 : 0.014 0.095 0.10 85 850 0.57 0.017 2.165 ; 0.976 0.013 ; 1.938 0.016 ; 0.014 0.095 0.10 86 860 0.57 0.017 2.182 ; 0.989 0.013 ; 1.955 0.016 ; 0.014 0.096 0.10 87 870 0.57 0.017 2.198 ; 1.002 0.013 ; 1.971 0.016 ; 0.014 0.096 0.10 88 880 0.57 0.017 2.215 � 1.015 0.013 � 1.987 0.016 � 0.014 0.096 0.10 89 890 0.50 0.015 2.229 � 1.026 0.011 � 2.002 0.014 � 0.012 0.084 0.09 90 900 0.50 0.015 2.244 � 1.038 0.011 ; 2.016 0.014 � 0.012 0.084 0.09 --------------------�-------------------------------•--------------------•--------------------•------------------------------- 91 910 0.50 0.015 2.258 � 1.049 0.011 ; 2.031 0.014 : 0.012 0.085 0.08 92 920 0.50 0.015 2.273 ; 1.061 0.011 ; 2.045 0.014 ; 0.012 0.085 0.08 93 930 0.50 0.015 2.287 ; 1.072 0.012 ; 2.059 0.014 ; 0.012 0.085 0.08 94 940 0.50 0.015 2.302 ; 1.084 0.012 ; 2.074 0.014 ; 0.012 0.085 0.08 95 950 0.50 0.015 2.316 � 1.095 0.012 � 2.088 0.014 � 0.012 0.085 0.08 96 960 0.50 0.015 2.331 � 1.107 0.012 � 2.103 0.014 � 0.012 0.085 a.09 97 970 0.50 0.015 2.345 � 1.118 0.012 : 2.117 0.014 : 0.012 0.085 0.09 98 980 0.50 0.015 2.360 � 1.130 0.012 : 2.131 0.014 � 0.012 0.085 0.09 99 990 0.50 0.015 2.374 ; 1.142 0.012 ; 2.146 0.014 ; 0.012 0.086 0.09 100 1000 ; 0.50 0.015 2.389 ; 1.153 0.012 ; 2.160 0.014 ; 0.012 0.086 0.09 ----------------------------------------------------�--------------------•--------------------,-------------------------------• 101 1010 ; 0.40 0.012 2.400 ; 1.163 0.009 ; 2.172 0.012 ; 0.010 0.069 0.08 102 1020 � 0.40 0.012 2.412 � 1.172 0.009 � 2.183 0.012 ; 0.010 0.069 0.07 � 103 1030 � 0.40 0.012 2.424 � 1.181 0.009 � 2.195 0.012 � 0.010 0.069 0.07 � 104 1040 : 0.40 0.012 2.435 � 1.191 0.009 : 2.206 0.012 : 0.010 0.069 0.07 105 1050 : 0.40 0.012 2.447 � 1.200 0.009 � 2.218 0.012 : 0.010 0.069 0.07 106 1060 : 0.40 0.012 2.458 : 1.210 0.009 : 2.229 0.012 ; 0.010 0.069 0.07 107 1070 ; 0.40 0.012 2.470 ; 1.219 0.009 ; 2.241 0.012 ; 0.010 0.069 0.07 108 1080 ; 0.40 0.012 2.482 ; 1.228 0.009 ; 2.252 0.012 ; 0.010 0.069 0.07 109 1090 � 0.40 0.012 2.493 ; 1.238 0.009 ; 2.264 0.012 � 0.010 0.069 0.07 110 1100 � 0.40 0.012 2.505 � 1.247 0.009 � 2.275 0.012 � 0.010 0.069 0.07 --------------------'-------------------------------�--------------------'--------------------'------------------------------- 111 1110 � 0.40 0.012 2.516 : 1.257 0.009 ; 2.287 0.012 � 0.010 0.069 0.07 112 1120 : 0.40 0.012 2.528 � 1.266 0.009 ; 2.299 0.012 : 0.010 0.069 0.07 113 1130 ; 0.40 0.012 2.540 ; 1.276 0.010 ; 2.310 0.012 : 0.010 0.069 0.07 114 1140 ; 0.40 0.012 2.551 ; 1.285 0.010 ; 2.322 0.012 ; 0.010 0.069 0.07 115 1150 ; 0.40 0.012 2.563 ; 1.295 0.010 ; 2.333 0.012 ; 0.010 0.070 0.07 116 1160 ; 0.40 0.012 2.574 ; 1.304 0.010 ; 2.345 0.012 � 0.010 0.070 0.07 117 1170 � 0.40 0.012 2.586 � 1.314 0.010 � 2.356 0.012 � 0.010 0.070 0.07 118 1180 : 0.40 0.012 2.598 � 1.324 0.010 � 2.368 0.012 : 0.010 0.070 0.07 I 119 1190 : 0.40 0.012 2.609 � 1.333 0.010 � 2.379 0.012 � 0.010 0.070 0.07 �i 120 1200 : 0.40 0.012 2.621 : 1.343 0.010 ; 2.391 0.012 ; 0.010 0.070 0.07 I --------------------•-------------------------------•--------------------....----- ------------------------------ 121 1210 ; 0.40 0.012 2.632 ; 1.352 0.010 ; 2.402 0 012 , 0.010 0.070 0.07 SBUH Runoff Hydrograph Page 2 of 3 Time Rainfail Pervious Area Impervious Area Total Runoff/Hydrographs [�) I2l I31 [4l I5l I61 [�l I81 [9) I�ol [>>l I121 Time Time Rainfalt Incre- Accum- Accum- Incre- Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mental Project Hydro- Hydro- No. bution Rainfall Rainfall Runoff Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs 122 1220 ; 0.40 0.012 2.644 ; 1.362 0.010 ; 2.414 0.012 ; 0.010 0.070 0.07 123 1230 ; 0.40 0.012 2.656 ; 1.372 0.010 ; 2.425 0.012 ; 0.010 0.070 0.07 124 1240 � 0.40 0.012 2.667 � 1.381 0.010 � 2.437 0.012 � 0.010 0.070 0.07 125 1250 � 0.40 0.012 2.679 � 1.391 0.010 � 2.448 0.012 � 0.010 0.070 0.07 126 1260 ; 0.40 0.012 2.690 : 1.401 0.010 � 2.460 0.012 : 0.010 0.070 0.07 127 1270 ; 0.40 0.012 2.702 : 1.410 0.010 ; 2.472 0.012 : 0.010 0.070 0.07 128 1280 ; 0.40 0.012 2.714 ; 1.420 0.010 ; 2.483 0.012 ; 0.010 0.070 0.07 129 1290 ; 0.40 O.a12 2.725 ; 1.430 0.010 ; 2.495 0.012 ; 0.010 0.070 0.07 130 1300 ; 0.40 0.012 2.737 ; 1.439 0.010 ; 2.506 0.012 ; 0.010 0.070 0.07 ---------------------------------------------r--------------------r--------------------,------------------------------- 131 1310 � 0.40 0.012 2.748 � 1.449 0.010 � 2.518 0.012 � 0.010 0.071 0.07 132 1320 � 0.40 0.012 2.760 � 1.459 0.010 � 2.529 0.012 � 0.010 0.071 0.07 133 1330 � 0.40 0.012 2.772 : 1.469 0.010 ; 2.541 0.012 ; 0.010 0.071 0.07 134 1340 � 0.40 0.012 2.783 : 1.478 0.010 ; 2.552 0.012 ; 0.010 0.071 0.07 135 1350 ; 0.40 0.012 2.795 ; 1.488 0.010 ; 2.564 0.012 ; 0.010 0.071 0.07 136 1360 ; 0.40 0.012 2.806 ; 1.498 0.010 ; 2.575 0.012 ; 0.010 0.071 0.07 137 1370 ; 0.40 0.012 2.818 ; 1.508 0.010 ; 2.587 0.012 ; 0.010 0.071 0.07 138 1380 � 0.40 0.012 2.830 � 1.517 0.010 � 2.599 0.012 � 0.010 0.071 0.07 139 1390 � 0.40 0.012 2.841 : 1.527 0.010 � 2.610 0.012 � 0.010 0.071 0.07 140 1400 ; 0.40 0.012 2.853 � 1.537 0.010 : 2.622 0.012 � 0.010 0.071 0.07 --------------------•-------------------------------•--------------------•--------------------•------------------------------- 141 1410 ; 0.40 0.012 2.864 ; 1.547 0.010 : 2.633 0.012 : 0.010 0.071 0.07 142 1420 ; 0.40 0.012 2.876 : 1.557 0.010 : 2.645 0.012 ; 0.010 0.071 0.07 143 1430 ; 0.40 0.012 2.888 ; 1.567 0.010 ; 2.656 0.012 ; 0.010 0.071 0.07 144 1440 ; 0.40 0.012 2.899 ; 1.576 0.010 ; 2.668 0.012 ; 0.010 0.071 0.07 145 1450 % 0.00 0.000 2.899 � 1.576 0.000 � 2.668 0.000 � 0.000 0.000 0.04 Perv.CN= 86.0 Perv.Area= 0.86 Tpeak(hrs)= 7.8 Qpeak(cfs)= 0.54 Imp.CN= 98.0 Imp.Area= 0.29 Tc(min)= 6.3 Volume(ft^3)= 7698 ' SBUH Runoff Hydrograph I, per 1994 KCSWDM,Section 3.5.3 Page 1 of 3 Project Name: Heritage Glen-TESC Basin B(NW corner of site) 'I Project Number: 108-001-03 Existing/Developed Condition: Developed II Date: 2/17/2004 Calculated by: RJC Design Storm: 10-yr I 24-hr Given: Total Project Area Pervious Area Impervious Area Urnts �-_ At= 2.10 acres Ap= 1.63 Ai= 0.47 acres Pt= 2.9 inches CNp= 86 CNi= 98 dt= 10.0 min Sp= 1.63 Si= 0.20 inches Tc= 6.30 min 0.2Sp= 0.33 0.2Si= 0.04 inches w= 0.442 =dt/(2'Tc+dt) Equations: Col.[2]= Previous Col.[2]+dt = Time Elapsed Col.[3]= SCS Type 1A Rainfall Distribution(24-hour Table 3.5.1A) Col.[4J=Col.[3]'Pt = 10-year,24hour Hyetograph = Incremental Rainfall Col.[5]= Previous Col.[5]+Present Col.[4j = Accumulated Rainfall Col.[6)= If Cd.[5]<=0.2Sp,then=0.0,else=(Col.(5]-0.2Sp)^2/(Cd.[5]+0.8Sp) Col.[7j= Present Col.[6]-Previous Col.[6J = Perv.Area Inaemental Runoff Col.[8]= If Col.[5]<=02Si,then 0.0,else=(Col.[5)-0.2Si)^2/(Col.[5]+O.SSi) Col.[9j= Present Col.[8]-Previous Col.[8] = Imp.Area Incremental Runoff Col.[10]= ((Ap/At)'Col.[7])+((qilAt)'Col.[9]) = Total Project Runoff CoL[11J= (60.5'Col.[70]'At)!dt = InstantHydrograph Col.[12]= Previous Col.[t2]+w'(Previous Col.[11)+present Col.[11]-2'Previous Col.[12]) Volume= Sum of CoL(12'dt'60 sec..min.) Time Rainfall Pervious Area Impervious Area Total Runoff/Hydrographs [�l I2) I3l [4) [5l [sl [�] [$l I9l I�ol [>>1 I�21 Time Time Rainfall Incre- Accum- Accum- Incre- Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mental Project Hydro- Hydro- No. bution Rainfall Rainfall Runoff Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs > 0 0 0.00 0.000 0.000 � o.000 o.000 � o.o�o o.000 � o.000 o.000 o.00 1 10 0.40 0.012 0.012 � 0.000 0.000 � 0.000 0.000 � 0.000 0.000 0.00 2 20 0.40 0.012 0.023 � 0.000 0.000 : 0.000 0.000 � 0.000 0.000 0.00 3 30 0.40 0.012 0.035 : 0.000 0.000 : 0.000 0.000 ; 0.000 0.000 0.00 4 40 0.40 0.012 0.046 ; 0.000 0.000 ; 0.000 0.000 ; 0.000 0.000 0.00 5 50 0.40 0.012 0.058 ; 0.000 0.000 ; 0.001 0.001 ; 0.000 0.003 0.00 6 60 0.40 0.012 0.070 ; 0.000 0.000 ; 0.004 0.002 ; 0.000 0.006 0.00 7 � 70 0.40 0.012 0.081 � 0.000 0.000 � 0.007 0.003 � 0.001 0.009 0.01 8 80 0.40 0.012 0.093 � 0.000 0.000 � 0.011 0.004 : 0.001 0.011 0.01 9 90 0.40 0.012 Q.104 ; 0.000 0.000 � 0.015 0.005 : 0.001 0.013 0.01 10 100 0.40 0.012 0.116 ; 0.000 0.000 : 0.020 0.005 ; 0.001 0.015 0.01 --------------------�-------------------------------�--------------------•--------------------�------------------------------- 11 110 0.50 0.015 0.131 ; 0.000 0.000 ; 0.027 0.007 ; 0.002 0.020 0.02 12 120 0.50 0.015 0.145 ; 0.000 0.000 ; 0.035 0.008 ; 0.002 0.022 0.02 13 130 0.50 0.015 0.160 ; 0.000 0.000 ; 0.044 0.008 ; 0.002 0.024 0.02 14 140 0.50 0.015 0.174 � 0.000 0.000 � 0.053 0.009 � 0.002 0.025 0.02 15 150 0.50 0.015 0.189 : 0.000 0.000 : 0.062 0.009 � 0.002 0.027 0.03 16 160 0.50 0.015 0.203 � 0.000 0.000 � 0.072 0.010 � 0.002 0.028 0.03 17 170 0.60 0.017 0.220 : 0.000 0.000 � 0.084 0.012 ; 0.003 0.035 0.03 18 180 0.60 0.017 0.238 ; 0.000 0.000 ; 0.097 0.013 ; 0.003 0.036 0.03 19 190 0.60 0.017 0.255 ; 0.000 0.000 ; 0.110 0.013 ; 0.003 0.037 0.04 20 200 0.60 0.017 0.273 ; 0.000 0.000 ; 0.123 0.013 ; 0.003 0.038 0.04 --------------------i-------"---------�------------r--------------------t--^--•------------�i------------------------------- 21 210 0.60 0.017 0.290 � 0.000 0.000 � 0.137 0.014 � 0.003 0.039 0.04 22 220 0.60 0.017 0.307 : 0.000 0.000 : 0.151 0.014 : 0.003 0.040 0.04 ' SBUH Runoff Hydrograph Page 2 of 3 Time Rainfall Pervious Area Impervious Area Total RunofflHydrographs ��� �2� �3� �4) �5) �6� I�l �8� �9) ��0� �»� �12� 7ime Time Rainfall Incre- Accum- Accum- Incre- Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mental Project Hydro- Hydro- No. bution Rainfall Rainfall Runoff Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs 23 23a 0.70 0.020 0.328 ; 0.000 0.000 ; 0.168 0.017 ; 0.004 0.047 0.04 24 240 0.70 0.020 0.348 ; 0.000 0.000 : 0.185 0.017 ; 0.004 0.051 0.05 25 250 0.70 0.020 0.368 ; 0.001 0.001 ; 0.202 0.017 ; 0.004 0.057 0.05 26 260 0.70 0.020 0.389 ; 0.002 0.�01 ; 0.219 0.017 ; 0.005 0.062 0.06 27 270 0.70 0.020 0.409 ; 0.004 0.002 ; 0.237 0.018 ; 0.005 0.067 0.06 28 280 0.70 0.020 0.429 � 0.006 0.002 � 0.255 0.018 � 0.006 0.072 0.07 29 290 0.82 0.024 0.453 � 0.009 0.003 � 0.276 0.021 : 0.007 0.090 0.08 30 300 0.82 0.024 0.477 � 0.013 0.004 : 0.297 0.021 : 0.008 0.096 0.09 --------------------�-------------------------------•--------------------•---------------------------------------------------- 31 310 0.82 0.024 0.501 : 0.017 0.004 ; 0.318 0.021 : 0.008 0.102 0.10 32 320 0.82 0.024 0.524 ; 0.022 0.005 ; 0.340 0.022 ; 0.008 0.107 0.10 33 330 0.82 0.024 0.548 ; 0.027 0.005 ; 0.362 0.022 ; 0.009 0.113 0.11 34 340 0.82 0.024 0.572 ; 0.032 0.006 ; 0.384 0.022 ; 0.009 0.118 0.11 35 350 0.95 0.028 0.599 � 0.039 0.007 � 0.409 0.026 � 0.011 0.142 0.13 36 360 0.95 0.028 0.627 : 0.047 0.008 : 0.435 0.026 � 0.012 0.148 0.14 37 370 0.95 0.028 0.655 � 0.055 0.008 � 0.461 0.026 ; 0.012 0.154 0.15 38 380 0.95 0.028 0.682 ; 0.064 0.009 ; 0.486 0.026 : 0.013 0.160 0.16 39 390 0.95 0.028 0.710 ; 0.073 0.009 ; 0.512 0.026 ; 0.013 0.165 0.16 40 400 0.95 0.028 0.737 ; 0.083 0.010 ; 0.539 0.026 ; 0.013 0.170 0.17 ---------------------------------------------------------------------------------•------,------------------------------- 41 410 1.33 0.�39 0.776 ; 0.098 0.014 ; 0.575 0.037 ; 0.019 0.247 0.20 42 420 1.33 0.039 0.814 � 0.113 0.015 � 0.612 0.037 � 0.020 0.256 0.25 43 430 1.33 0.039 0.853 � 0.129 0.016 � 0.649 0.037 � 0.021 0.264 0.26 44 440 1.80 0.052 0.905 � 0.152 0.023 : 0.699 0.050 : 0.029 0.371 0.31 45 450 1.80 0.052 0.957 � 0.177 0.024 ; 0.750 0.050 : 0.030 0.385 0.37 46 460 3.40 0.099 1.056 ; 0.226 0.050 ; 0.845 0.096 ; 0.060 0.761 0.55 47 470 5.40 0.157 1.212 ; 0.313 0.087 ; 0.998 0.153 ; 0.101 1.288 0.97 48 480 2.70 0.078 1.291 ; 0.359 0.046 ; 1.075 0.077 ; 0.053 0.676 0.98 49 490 1.80 0.052 1.343 � 0.391 0.032 � 1.126 0.051 � 0.036 0.462 0.62 50 500 1.34 0.039 1.382 � 0.416 0.024 � 1.164 0.038 : 0.027 0.349 0.43 . ----------------------------------------------------•--------------------•--------------------'------------------------- ----- 51 510 1.34 0.039 1.421 : 0.440 0.025 : 1.202 0.038 : 0.028 0.353 0.36 52 520 1.34 0.039 1.460 : 0.466 0.025 � 1.240 0.038 : 0.028 0.357 0.36 53 530 0.88 0.026 1.485 ; 0.482 0.017 ; 1.265 0.025 ; 0.019 0.236 0.30 54 540 0.88 0.026 1.511 ; 0.499 0.017 ; 1.291 0.025 ; 0.019 0.238 0.24 55 550 0.88 0.026 1.536 ; 0.516 0.017 ; 1.316 0.025 ; 0.019 0.240 0.24 56 560 0.88 0.026 1.562 � 0.533 0.017 � 1.341 0.025 � 0.019 0.241 0.24 57 570 0.88 0.026 1.587 � 0.551 0.017 : 1.366 0.025 � 0.019 0.243 0.24 58 580 0.88 0.026 1.613 : 0.568 0.017 : 1.391 0.025 : 0.019 0.244 0.24 59 590 0.88 0.026 1.638 � 0.586 0.018 : 1.416 0.025 � 0.019 0.245 0.24 60 600 0.88 0.026 1.664 ; 0.604 0.018 ; 1.442 0.025 ; 0.019 0.247 0.25 --------------------%-------------------------------•--------------------•--------------------•------------------------------- 61 610 0.88 0.026 1.689 ; 0.622 0.018 ; 1.467 0.025 ; 0.020 0.248 0.25 62 620 0.88 0.026 1.715 ; 0.640 0.018 ; 1.492 0.025 ; 0.020 0.249 0.25 63 630 0.88 0.026 1.740 � 0.658 0.018 � 1.517 0.025 � 0.020 0.251 0.25 64 640 0.88 0.026 1.766 � 0.676 0.018 � 1.543 0.025 � 0.020 0.252 0.25 65 650 0.72 0.021 1.787 ; 0.691 0.015 � 1.563 0.021 : 0.016 0.207 0.23 66 660 0.72 0.021 1.808 � 0.706 0.015 ; 1.584 0.021 � 0.016 0.208 0.21 67 670 0.72 0.021 1.828 ; 0.721 0.015 ; 1.604 0.021 ; 0.016 0.209 0.21 68 680 0.72 0.021 1.849 ; 0.737 0.015 ; 1.625 0.021 ; 0.016 0.209 0.21 69 690 0.72 0.021 1.870 ; 0.752 0.015 ; 1.646 0.021 ; 0.017 0.210 0.21 ___ 70_____ _700 � 0.72 0.021 1.891 � 0.767 0.015 � 1.666 0.021 � 0.017 0.211 0.21 ---'-------•-----------------------�--------------------'--------------------'------------------------------- 71 710 0.72 0.021 1.912 � 0.783 0.015 � 1.687 0.021 � 0.017 0.212 0.21 � SBUH Runoff Hydrograph Page 2 of 3 ; Time Rainfall Pervious Area Impervious Area Total RunofflHydrographs I�l I2l I31 [4l [5l I61 [�] I81 I9l I�ol [>>I I121 Time Time Rainfall Incre- Accum- Accum- incre- Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mental Project Hydro- Hydro- No. bution Rainfall Rainfall Runoff Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs 72 720 0.72 0.021 1.933 ; 0.799 0.016 ; 1 J08 0.021 ; 0.017 0.212 0.21 ' 73 730 0.72 0.021 1.954 ; 0.814 0.016 ; 1.729 0.021 ; 0.017 0213 0.21 74 740 0.72 0.021 1.975 � 0.830 0.016 � 1.749 0.021 � 0.017 0.214 0.21 75 750 0.72 0.021 1.995 ; 0.846 0.016 � 1.770 0.021 � 0.017 0.214 0.21 76 760 0.72 0.021 2.016 : 0.861 0.016 � 1.791 0.021 � 0.017 0.215 0.21 77 770 0.57 0.017 2.033 � 0.874 0.013 � 1.807 0.016 � 0.013 0.171 0.20 78 780 0.57 0.017 2.049 ; 0.887 0.013 ; 1.823 0.016 ; 0.013 0.171 0.17 79 790 0.57 0.017 2.066 ; 0.899 0.013 ; 1.840 0.016 ; 0.013 0.171 0.17 ----81-------810---'---0-57------0 017----'2.099--�--0.925 -----0.013--i--1.873-----0 016 ' 0.014-----0.172 -----0.17 80 800 0.57 0._017 2.082 0.912 0.013 1.856 0._016 _ __0.014 0.172 0.17 _ , 82 820 0.57 0.017 2.116 � 0.937 0.013 � 1.889 0.016 � 0.014 0.172 0.17 83 830 0.57 0.017 2.132 : 0.950 0.013 ; 1.905 0.016 : 0.014 0.173 0.17 84 840 0.57 0.017 2.149 ; 0.963 0.013 : 1.922 0.016 : 0.014 0.173 0.17 85 850 0.57 0.017 2.165 ; 0.976 0.013 : 1.938 0.016 : 0.014 0.174 0.17 86 860 0.57 0.017 2.182 ; 0.989 0.013 ; 1.955 0.016 ; 0.014 0.174 0.17 87 870 0.57 0.017 2.198 ; 1.002 0.013 ; 1.971 0.016 ; 0.014 0.174 0.17 88 880 0.57 0.017 2.215 � 1.015 0.013 � 1.987 0.016 � 0.014 0.175 0.17 89 890 0.50 0.015 2.229 � 1.026 0.011 � 2.002 0.014 ; 0.012 0.153 0.17 90 900 0.50 0.015 2.244 ; 1.038 0.011 � 2.016 0.014 : 0.012 0.154 0.15 --------------------�-------------------------------�--------------------•--------------------•------------------------------- 91 910 0.50 0.015 2.258 ; 1.049 0.011 : 2.031 0.014 : 0.012 0.154 0.15 92 920 0.50 0.015 2.273 ; 1.061 0.011 ; 2.045 0.014 ; 0.012 0.154 0.15 93 930 0.50 0.015 2.287 ; 1.072 0.012 ; 2.059 0.014 ; 0.012 0.154 0.15 94 940 0.50 0.015 2.302 ; 1.084 0.012 ; 2.074 0.014 ; 0.012 0.155 0.15 95 950 0.50 0.015 2.316 � 1.095 0.012 � 2.088 0.014 � 0.012 0.155 0.15 96 960 0.50 0.015 2.331 � 1.107 0.012 � 2.103 0.014 � 0.012 0.155 U.15 97 970 0.50 0.015 2.345 � 1.118 0.012 � 2.117 0.014 � 0.012 0.155 0.16 98 980 0.50 0.015 2.360 � 1.130 0.012 � 2.131 0.014 � 0.012 0.156 0.16 99 990 0.50 0.015 2.374 ; 1.142 0.012 ; 2.146 0.014 ; 0.012 0.156 0.16 100 1000 ; 0.50 0.015 2.389 ; 1.153 0.012 ; 2.160 0.014 ; 0.012 0.156 0.16 ------------------------------------------------------------------------------------------------------------------------------ 101 1010 ; 0.40 0.012 2.400 ; 1.163 0.009 ; 2.172 0.012 ; 0.010 0.125 0.14 102 1020 � 0.40 0.012 2.412 � 1.172 0.009 ; 2.183 0.012 ; 0.010 0.125 0.13 103 1030 � 0.40 0.012 2.424 � 1.181 0.009 � 2.195 0.012 � 0.010 0.125 0.13 104 1040 : 0.40 0.012 2.435 � 1.191 0.009 � 2.206 0.012 : 0.010 0.125 0.13 105 1050 : 0.40 0.012 2.447 ; 1.200 0.009 : 2.218 0.012 � 0.010 0.126 0.13 106 1060 ; 0.40 0.012 2.458 : 1.210 0.009 : 2.229 0.012 : 0.010 0.126 0.13 107 1070 ; 0.40 0.012 2.470 ; 1.219 0.009 ; 2.241 0.012 ; 0.010 0.126 0.13 108 1080 ; 0.40 0.012 2.482 ; 1.228 0.009 ; 2.252 0.012 ; 0.010 0.126 0.13 109 1090 � 0.40 0.012 2.493 ; 1.238 0.009 ; 2.264 0.012 ; 0.010 0.126 0.13 _ 110 1100 � 0.40 0.012 2.505 � 1.247 0.009 � 2.275 0.012 � 0.010 0.126 0.13 -------------'------------------------•------�--------------------a--------------------'------------------------------- 111 1110 � 0.40 0.012 2.516 ; 1.257 0.009 : 2.287 0.012 : 0.010 0.126 0.13 112 1120 � 0.40 0.012 2.528 � 1.266 0.009 : 2.299 0.012 : 0.010 0.126 0.13 113 1130 ; 0.40 0.012 2.540 : 1.276 0.010 : 2.310 0.012 : 0.010 0.127 0.13 114 1140 ; 0.40 0.012 2.551 ; 1.285 0.010 ; 2.322 0.012 ; 0.010 �.127 0.13 115 1150 ; 0.40 0.012 2.563 ; 1.295 0.010 ; 2.333 0.012 ; 0.010 0.127 0.13 116 1160 ; 0.40 0.012 2.574 ; 1.304 0.010 ; 2.345 0.012 ; 0.010 0.127 0.13 117 1170 � 0.40 0.012 2.586 � 1.314 0.010 � 2.356 0.012 � 0.010 0.127 0.13 118 1180 : 0.40 0.012 2.598 � 1.324 0.010 : 2.368 0.012 : 0.010 0.127 0.13 119 1190 � 0.40 0.012 2.609 � 1.333 0.010 � 2.379 0.012 : 0.010 0.127 0.13 120 1200 ; 0.40 0.012 2.621 : 1.343 0.010 ; 2.391 0.012 ; 0.010 0.127 0.13 --------------------•------------------------------^--------------------•---•----------------�..---------------------...----- 121 1210 ; 0.40 0.012 2.632 ; 1.352 0.010 ; 2.402 0.012 ; 0.010 0.128 0.13 ' SBUH Runoff Hydrograph Page 2 of 3 Time ftainfall Pervious Area Impervious Area Total Runoff/Hydrographs I�l [21 [3] [4l [51 [61 nl [$I [91 (�01 [»l I121 Time Time Rainfali Incre- Accum- Accum- Incre- Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mental Project Hydro- Hydra No. bution Rainfall Rainfall Runoff Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs 122 1220 ; 0.40 0.012 2.644 ; 1.362 0.010 ; 2.414 0.012 ; 0.010 0.128 0.13 123 1230 ; 0.40 0.012 2.656 ; 1.372 0.010 ; 2.425 0.012 ; 0.010 0.128 0.13 124 1240 � 0.40 0.012 2.667 � 1.381 0.010 � 2.437 0.012 � 0.010 0.128 0.13 125 1250 � 0.40 0.012 2.679 � 1.391 0.010 � 2.448 0.012 � 0.010 0.128 0.13 126 1260 � 0.40 0.012 2.690 � 1.401 0.010 : 2.460 0.012 � 0:010 0.128 0.13 127 1270 � 0.40 �.012 2.702 � 1.410 0.010 : 2.472 0.012 : 0.010 0.128 0.13 128 1280 ; 0.40 0.012 2.714 ; 1.420 0.010 ; 2.483 0.012 ; 0.010 0.128 0.13 129 1290 ; 0.40 0.012 2.725 ; 1.430 0.010 ; 2.495 0.012 ; 0.010 0.128 0.13 130 1300 ; 0.40 0.012 2.737 ; 1.439 0.010 ; 2.506 0.012 ; 0.010 0.129 0.13 --------------------;-------------------------------r--------------------r--------------------z------------------------------- 131 1310 0.40 0.012 2.748 1.449 0.010 2.518 0.012 0.010 0.129 0.13 132 1320 � 0.40 0.012 2.760 � 1.459 0.010 � 2.529 0.012 � 0.010 0.129 0.13 133 1330 � 0.40 0.012 2.772 � 1.469 0.010 : 2.541 0.012 � 0.010 0.129 0.13 134 1340 : 0.40 0.012 2.783 � 1.478 0.010 � 2.552 0.012 : 0.010 0.129 0.13 135 1350 ; 0.40 0.012 2.795 ; 1.488 0.010 ; 2.564 0.012 ; 0.010 0.129 0.13 136 1360 ; 0.40 0.012 2.806 ; 1.498 0.010 ; 2.575 0.012 ; 0.010 0.129 0.13 137 1370 ; 0.40 0.012 2.818 ; 1.508 0.010 ; 2.587 0.012 ; 0.010 0.129 0.13 138 1380 � 0.40 0.012 2.830 � 1.517 0.010 � 2.599 0.012 � 0.010 0.129 0.13 139 1390 � 0.40 0.012 2.841 � 1.527 0.010 � 2.610 0.012 � 0.010 0.130 0.13 140 1400 : 0.40 0.012 2.853 � 1.537 0.010 � 2.622 0.012 � 0.010 0.130 0.13 --------------------•-------------------------------•--------------------•--------------------•------------------------------- 141 1410 ; 0.40 0.012 2.864 � 1.547 0.010 : 2.633 0.012 � 0.010 0.130 0.13 142 1420 ; 0.40 0.012 2.876 ; 1.557 0.010 : 2.645 0.012 ; 0.010 0.130 0.13 143 1430 ; 0.40 0.012 2.888 ; 1.567 0.010 ; 2.656 0.012 ; 0.010 0.130 0.13 144 1440 ; 0.40 0.012 2.899 ; 1.576 0.010 ; 2.668 0.012 ; 0.010 0.130 0.13 145 1450 � 0.00 0.000 2.899 � 1.576 0.000 � 2.668 0.000 � 0.000 0.000 0.07 Perv.CN= 86.0 Perv.Area= 1.63 Tpeak{hrs)= 7.8 Qpeak(cfs)= 0.98 Imp.CN= 98.0 Imp.Area= 0.47 Tc(min)= 6.3 Volume(ft^3)= 13873 ' SBUH Runoff Hydrograph per 1994 KCSWDM,Section 3.5.3 Page 1 of 3 Project Name: Heritage Glen-TESC Basin C(south portion of site) Project Number: 108-001-03 Existing/Developed Condition: Developed Date: 2/17/2004 Calculated by: RJC Design Storm: 10-yr/24-hr Given: _ Total Project Area Pervious Area Impervious Area Units At= 2.33 acres Ap= 1.91 Ai= 0.42 acres Pt= 29 inches CNp= 86 CNi= 98 dt= 10.0 min Sp= 1.63 Si= 0.20 inches Tc= 6.30 min 0.2Sp= 0.33 0.2Si= 0.04 inches w= 0.442 =dt/(2'Tc+dt) Equations: Col.[2J= Previous Col.[2]+dt = Time Elapsed Col.[3j= SCS Type 1A Rainfall Distribution(24hour Table 3.5.1A) Col.[4]=Col.[3]'Pt = layear,24-hour Hyetograph = Incremental Rainfall Col.[5]= Previous Col.[5]+Present Col.[4] = Accumulated Rainfall Col.(6)= If Col.[5]<=02Sp,then=0.0,else=(Col.[5]-0.2Spr2/(Col.(5]+0.8Sp) Col.[7]= Present Col.[6]-Previous Col.[6] = Perv.Area Incremental Runoff Col.[8]= If Col.[5]<=o.zsi,cnen o.o,else=(Col.[5]-0.2Siy�2/(Col.(5]+0.8Si) Col.[9]= Present Col.[8]-Previous Col.[8] = Imp.Area Incremental Runoff Col.(10J= ((Ap/At)'Col.[7J)+((AUAt)'CoL[9]) = Total Projecl Runoff I CoL[11]= (60.5`CoL[10]'At)!dt = Instant Hydrograph Col.[12]= Previous Col.[12]+w'(Previous Col.[11]+present CoL[11]-2'Previous Col.[12]) Volume= Sum of CoL[12'dt'60 sec./min.) Time Rainfall Pervious Area Impervious Area Total Runoff/Hydrographs I�l I21 [3] I41 t�I [6l [�I I8] L9) [�ol [>>1 [�21 Time Time Rainfall Incre- Accum- Accum- Incre- Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mental Project Hydro- Hydro- No. bu6on Rainfali Rainfall Runoff Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches ' inches inches inches cfs cfs 0 0 0.00 0.000 0.000 � 0.000 0.000 � 0.000 0.000 � 0.�00 0.000 0.00 1 10 0.40 0.012 0.012 : 0.000 0.000 ; 0.000 0.000 : 0.000 0.000 0.00 2 20 0.40 0.012 0.023 : 0.000 0.040 ; 0.000 0.000 : 0.000 0.000 0.00 3 30 0.40 0.012 0.035 : 0.000 0.000 : 0.000 0.000 : 0.000 0.000 0.00 4 40 0.40 0.012 0.046 ; 0.000 0.000 ; 0.000 0.000 ; 0.000 0.000 0.00 5 50 0.40 0.012 0.058 ; 0.000 0.000 ; 0.001 0.001 ; 0.000 0.003 0.00 6 60 0.40 0.012 0.070 ; 0.000 0.000 ; 0.004 0.002 ; 0.000 0.006 0.00 7 70 0.40 0.012 0.081 � 0.000 O.OQO � 0.007 0.003 � 0.001 0.008 0.01 8 80 0.40 0.012 0.093 : 0.000 0.000 ; 0.011 0.004 � 0.001 0.010 0.01 9 90 0.40 0.012 0.104 : 0.000 0.000 ; 0.015 0.005 � 0.001 0.012 0.01 10 100 0.40 0.012 0.116 : 0.000 0.000 ; 0.020 0.005 : 0.001 0.013 0.01 --------------------�------------------------------••--------------------•--------------------•------------------------------- 11 110 0.50 0.015 0.131 ; 0.000 0.000 ; 0.027 0.007 ; 0.001 0.01 S 0.02 12 120 0.50 0.015 0.145 ; 0.000 0.000 ; 0.035 0.008 ; 0.001 0.020 Q.02 13 130 0.50 0.015 0.160 ; 0.000 0.000 ; 0.044 0.008 ; 0.002 0.021 0.02 14 140 0.50 0.015 0.174 � 0.000 0.000 � 0.053 0.009 � 0.002 0.023 0.02 15 150 0.50 0.015 0.189 � 0.000 0.000 � 0.062 0.009 : 0.002 0.024 0.02 16 160 0.50 0.015 0.203 : 0.000 0.000 � 0.072 0.010 � 0.002 0.025 0.02 17 170 0.60 0.017 0.220 : 0.000 0.000 ; 0.084 0.012 ; 0.002 0.031 0.03 18 180 0.60 0.017 0.238 ; 0.000 0.000 ; 0.097 0.013 ; 0.002 0.032 0.03 19 190 0.60 0.017 0.255 ; 0.000 0.000 ; 0.110 0.013 ; 0.002 0.033 0.03 20 200 0.60 0.017 0.273 ; 0.000 0.000 ; 0.123 0.013 ; 0.002 0.034 0.03 ------------------ � ------------ ----------- -----------•----------- --r-------------'--- --r--------------------r-------- -i-------- 21 210 0.60 0.017 0.290 � 0.000 0.000 � 0.137 0.014 � 0.002 0.035 0.03 22 220 0.60 0.017 0.307 : 0.000 O.OQO � 0.151 0.014 ; 0.003 0.036 0.04 ' SBUH Runoff Hydrograph Page 2 of 3 Time Rainfall Pervious Area Impervious Area Total Runoff/Hydrographs �1� �2� �3� �4� �5) �6� m �8� �9� ���� ���� �12� Time Time Rainfall Incre- Accum- Accum- Incr� Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mental Project Hydro- Hydro- No. bution Rainfall Rainfall Runoffi Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs 23 230 0.70 0.020 0.328 : O.G00 0.000 ; 0.168 0.017 ; 0.003 0.042 0.04 24 240 0.70 0.020 0.348 ; 0.000 0.000 � 0.185 0.017 ; 0.003 0.047 0.04 25 250 0.70 0.020 0.368 ; 0.001 0.001 ; 0.202 0.017 ; 0.004 0.053 U.05 26 260 0.70 0.020 0.389 ; 0.002 0.001 ; 0.219 0.017 ; 0.004 0.059 0.05 27 270 0.70 0.020 0.409 ; 0.004 0.002 ; 0.237 0.018 ; 0.005 0.065 0.06 28 280 0.70 0.020 0.429 � 0.006 0.002 � 0.255 0.018 � 0.005 0.070 0.07 29 290 0.82 0.024 0.453 : 0.009 0.003 : 0.276 0.021 � 0.006 0.089 0.08 30 300 0.82 0.024 0.477 � 0.013 0.004 : 0.297 0.021 ; 0.007 0.096 0.09 --------------------�-------------------------------•--------------------•--------------------�------------------------------- 31 310 0.82 0.024 0.501 ; 0.017 0.004 : 0.318 0.021 ; 0.007 0.102 0.10 32 320 0.82 0.024 0.524 ; 0.022 0.005 ; 0.340 0.022 ; 0.008 0.109 0.10 33 330 0.82 0.024 0.548 ; 0.027 0.005 ; 0.362 0.022 ; 0.008 0.115 0.11 34 340 0.82 0.024 0.572 ; 0.032 0.006 ; 0.384 0.022 ; 0.009 0.120 0.12 35 350 0.95 0.028 0.599 � 0.039 0.007 � 0.409 0.026 � 0.010 0.146 0.13 ' 36 360 0.95 0.028 0.627 ; 0.047 0.008 � 0.435 0.026 � 0.011 0.154 0.15 37 370 0.95 0.028 0.655 : 0.055 0.008 ; 0.461 0.026 : 0.011 0.160 0.16 38 380 0.95 0.028 0.682 ; 0.064 0.009 : 0.486 0.026 ; 0.012 0.167 0.16 39 390 0.95 0.028 0.710 ; 0.073 0.009 ; 0.512 0.026 ; 0.012 0.173 0.17 40 400 0.95 0.028 0.737 ; 0.083 0.010 ; 0.539 0.026 ; 0.013 0.179 0.18 ----------------------------------------------------�--------------------.--------------------,------------------------------- 41 410 1.33 0.039 0.776 ; 0.098 0.014 ; 0.575 0.037 ; 0.018 0.260 0.21 42 420 1.33 0.039 0.814 � 0.113 0.015 � 0.612 0.037 � 0.019 0.271 0.26 43 430 1.33 0.039 0.853 � 0.129 0.016 � 0.649 0.037 � 0.020 0.281 0.27 44 440 1.80 0.052 0.905 � 0.152 0.023 : 0.699 0.050 � 0.028 0.395 0.33 45 450 1.80 0.052 0.957 ; 0.177 0.024 : 0.750 0.050 : 0.029 0.411 0.39 46 460 3.40 0.099 1.056 ; 0.226 0.050 ; 0.845 0.096 ; 0.058 0.816 0.59 47 470 5.40 0.157 1.212 ; 0.313 0.087 ; 0.998 0.153 ; 0.099 1.389 1.04 48 480 2.70 0.078 1.291 ; 0.359 0.046 ; 1.075 0.077 ; 0.052 0.732 1.06 49 490 1.80 0.052 1.343 � 0.391 0.032 � 1.126 0.051 � 0.035 0.500 0.67 50 500 1.34 0.039 1.382 � 0.416 0.024 : 1.164 0.038 � 0.027 0.378 0.47 --------------------�-----------------------------..�--------------------'--------------------'------------------------------- 51 510 1.34 0.039 1.421 � 0.440 0.025 : 1.202 0.038 : 0.027 0.383 0.39 52 520 1.34 0.039 1.460 � 0.466 0.025 : 1.240 0.038 : 0.028 0.388 0.39 53 530 0.88 0.026 1.485 ; 0.482 0.017 ; 1.265 0.025 ; 0.018 0.257 0.33 54 540 0.88 0.026 1.511 ; 0.499 0.017 ; 1.291 0.025 ; 0.018 0.259 0.27 55 550 0.88 0.026 1.536 ; 0.516 0.017 ; 1.316 0.025 ; 0.019 0.261 0.26 56 560 0.88 0.026 1.562 � 0.533 0.017 � 1.341 0.025 � 0.019 0.263 0.26 57 570 0.88 0.026 1.587 : 0.551 0.017 � 1.366 0.025 � 0.019 0.264 0.26 58 580 0.88 0.026 1.613 � 0.568 0.017 : 1.391 0.025 : 0.019 0.266 0.27 59 590 0.88 0.026 1.638 : 0.586 0.018 � 1.416 0.025 : 0.019 0.268 0.27 60 600 0.88 0.026 1.664 ; 0.604 0.018 ; 1.442 0.025 ; 0.019 0.269 0.27 --------------------�---------------•---------------•--------------------•--------------------•-----------•------------------- 61 610 0.88 0.026 1.689 ; 0.622 0.018 ; 1.467 0.025 ; 0.019 0.271 0.27 62 620 0.88 0.026 1.715 ; 0.640 0.018 ; 1.492 0.025 ; 0.019 0.272 0.27 63 630 0.88 0.026 1.740 � 0.658 0.018 � 1.517 0.025 � 0.019 0.274 0.27 64 640 0.88 0.026 1.766 � 0.676 0.018 � 1.543 0.025 � 0.020 0.275 0.27 65 650 0.72 0.021 1.787 : 0.691 0.015 � 1.563 0.021 : 0.016 0.226 0.25 66 660 0.72 0.021 1.808 : 0.706 0.015 : 1.584 0.021 : 0.016 0.227 0.23 67 670 0.72 0.021 1.828 ; 0.721 0.015 : 1.604 0.021 ; 0.016 0.228 0.23 68 680 0.72 0.021 1.849 ; 0.737 0.015 ; 1.625 0.021 ; 0.016 0.229 0.23 69 690 0.72 0.021 1.870 ; 0.752 0.015 ; 1.646 0.021 ; 0.016 0230 0.23 __70_______700 � 0.72 0.021 1.891 � 0.767 0.015 � 1.666 0.021 � 0.016 0.231 0.23 ---'-------------------------------�--------------------+--------------------'------------------------------- 71 710 0.72 0.021 1.912 � 0.783 0.015 � 1.687 0.021 � 0.016 0.232 0.23 ' SBUH Runoff Hydrograph Page 2 of 3 Time Rainfail Pervious Area Impervious Area Totat RunofF/Hydrographs Iil I2l [31 [4l [51 I6) [�] [$1 I9l I�o1 [11l [12] Time Time Rainfail Incre- Accum- Accum- Incre- Accum Incr� Total Instant Design Step Distri- mental ulated ulated mental ulated mentat Project Hydro- Hydro- No. bution Rainfall Rainfall Runoffi Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs 72 720 0.72 0.021 1.933 ; 0.799 0.016 ; 1.708 0.021 ; 0.016 0.232 0.23 73 730 0.72 0.021 1.954 ; 0.814 0.016 ; 1.729 0.021 ; 0.017 0.233 0.23 74 740 0.72 0.021 1.975 � 0.830 0.016 � 1.749 0.021 � 0.017 0.234 0.23 75 750 0.72 0.021 1.995 � 0.&46 0.016 � 1.770 0.021 � 0.017 0.235 0.23 76 760 0.72 0.021 2.016 � 0.861 0.016 : 1.791 0.021 : 0.017 0.235 0.23 77 770 0.57 0.017 2.033 : 0.874 0.013 ; 1.807 0.016 : 0.013 0.187 0.21 78 780 0.57 0.017 2.049 ; 0.887 0.013 ; 1.823 0.016 ; 0.013 0.187 0.19 79 790 0.57 0.017 2.066 ; 0.899 0.013 ; 1.840 0.016 ; 0.013 0.188 0.19 80 800 0.57 0.017 2.082 ; 0.912 0.013 ; 1.856 0.016 ; 0.013 0.188 0.19 """'"""""'"";"'�"""""""""""""""f""""""""'�'�i""""'�"""""�"'�"""'�""""""'�'�"� 81 810 0.57 0.017 2.099 � 0.925 0.013 � 1.873 0.016 � 0.013 0.189 0.19 82 820 0.57 0.017 2.116 � 0.937 0.013 � 1.889 0.016 � 0.013 0.189 0.19 83 830 0.57 0.017 2.132 � 0.950 0.013 : 1.905 0.016 : 0.013 0.190 0.19 84 840 0.57 0.017 2.149 ; 0.963 0.013 : 1.922 0.016 : 0.013 0.190 0.19 85 850 0.57 0.017 2.165 ; 0.976 0.013 : 1.938 0.016 ; 0.014 0.190 0.19 86 860 0.57 0.017 2.182 ; 0.989 0.013 ; 1.955 0.016 ; 0.014 0.191 0.19 87 870 0.57 0.017 2.198 ; 1.002 0.013 ; 1.971 0.016 ; 0.014 0.191 0.19 88 880 0.57 0.017 2.215 � 1.015 0.013 � 1.987 0.016 � 0.014 0.192 0.19 89 890 0.50 0.015 2.229 � 1.026 0.011 � 2.002 0.014 � 0.012 0.168 0.18 90 900 0.50 0.015 2.244 � 1.038 0.011 : 2.016 0.014 � 0.012 0.169 0.17 --------------------�-----------------------------.....------------------•--------------------•------------------------------- 91 910 0.50 0.015 2.258 � 1.049 0.011 : 2.031 0.014 : 0.012 0.169 0.17 92 920 0.50 0.015 2.273 ; 1.061 0.011 : 2.045 0.014 ; 0.012 0.169 0.17 93 930 0.50 0.015 2.287 ; 1.072 0.012 ; 2.059 0.014 ; 0.012 0.170 0.17 94 940 0.50 0.015 2.302 ; 1.084 0.012 ; 2.074 0.014 ; 0.012 0.170 0.17 ' 95 950 0.50 0.015 2.316 � 1.095 0.012 � 2.088 0.014 � 0.012 0.170 �.17 96 960 0.50 0.015 2.331 � 1.107 0.012 � 2.103 0.014 � 0.012 0.170 0.17 97 970 0.50 0.015 2.345 � 1.118 0.012 � 2.117 0.014 � 0.012 0.171 0.17 98 980 0.50 0.015 2.360 : 1.130 0.012 : 2.131 0.014 � 0.012 0.171 0.17 99 990 0.50 0.015 2.374 ; 1.142 0.012 : 2.146 0.014 ; 0.012 0.171 0.17 100 1000 ; 0.50 0.015 2.389 ; 1.153 0.012 ; 2.160 0.014 ; 0.012 0.171 0.17 ---------------------------------------------�--------------------.--------------------,------------------------------- 101 1010 ; 0.40 0.012 2.400 ; 1.163 0.009 ; 2.172 0.012 ; 0.010 0.137 0.16 102 1020 ; 0.40 0.012 2.412 ; 1.172 0.009 ; 2.183 0.012 ; 0.010 0.138 0.14 103 1030 � 0.40 0.012 2.424 � 1.181 0.009 � 2.195 0.012 � 0.010 0.138 0.14 104 1040 : 0.40 0.012 2.435 : 1.191 0.009 : 2.206 0.012 � 0.010 0.138 0.14 105 1050 : 0.40 0.012 2.447 ; 1.200 0.009 � 2.218 0.012 � 0.010 0.138 0.14 106 1060 : 0.40 0.012 2.458 ; 1.210 0.009 ; 2.229 0.012 ; 0.010 0.138 0.14 107 1070 ; 0.40 0.012 2.470 ; 1.219 0.009 ; 2.241 0.012 ; 0.010 0.138 0.14 108 1080 ; 0.40 0.012 2.482 ; 1.228 0.009 ; 2.252 0.012 ; 0.010 0.138 0.14 109 1090 � 0.40 0.012 2.493 � 1.238 0.009 � 2.264 0.012 � 0.010 0.139 0.14 110 1100 � 0.40 0.012 2.505 � 1.247 0.009 � 2.275 0.012 � 0.010 0.139 0.14 --------------------'-------------------------------�--------------------'--------------------'------------------------------- 111 1110 � 0.40 0.012 2.516 � 1.257 0.009 : 2.287 0.012 � 0.010 0.139 0.14 112 1120 : 0.40 0.012 2.528 � 1.266 0.009 : 2.299 0.012 � 0.010 0.139 0.14 113 1130 ; 0.40 0.012 2.540 ; 1.276 0.010 : 2.310 0.012 ; 0.010 0.139 0.14 114 1140 ; 0.40 0.012 2.551 ; 1.285 0.010 ; 2.322 0.012 ; 0.010 0.139 0.14 115 1150 ; 0.40 0.012 2.563 ; 1.295 0.010 ; 2.333 0.012 ; 0.010 0.140 0.14 116 1160 � 0.40 0.012 2.574 � 1.304 0.010 � 2.345 0.012 � 0.010 0.140 0.14 117 1170 � 0.40 0.012 2.586 � 1.314 0.010 � 2.356 0.012 � 0.010 0.140 0.14 118 1180 : 0.40 0.012 2.598 � 1.324 0.010 : 2.368 0.012 � 0.010 0.140 0.14 119 1190 : 0.40 0.012 2.609 � 1.333 0.010 � 2.379 0.012 � 0.010 0.140 0.14 120 1200 ; 0.40 0.012 2.621 : 1.343 0.010 : 2.391 0.012 ; 0.010 0.140 0.14 --- ----------------•------------------------------••--------------------•--------------------�------------------------------- 121 1210 ; 0.40 0.012 2.632 ; 1.352 0.010 ; 2.402 0.012 ; 0.010 0.140 0.14 ' �� '. SBUH Runoff Hydrograph Page 2 of 3 Time Rainfall Pervious Area Impervious Area Total Runoff/Hydrographs [�l [2l [3l I4] I51 [sl nl [$1 I9l [�ol L111 [12l Time Time Rainfall Incre- Accum- Accum- Incre- Accum Incre- Total Instant Design Step Distri- mental ulated ulated mental ulated mentai Project Hydro- Hydro- No. bution Rainfali Rainfali Runoff Runoff Runoff Runoff Runoff graph graph # min. %of Pt inches inches inches inches inches inches inches cfs cfs I 122 1220 ; 0.40 0.012 2.644 ; 1.362 0.010 ; 2.414 0.012 ; 0.010 �.140 0.14 123 1230 ; 0.40 0.012 2.656 ; 1.372 0.010 ; 2.425 0.012 ; 0.010 0.141 0.14 124 1240 � 0.40 0.012 2.667 � 1.381 0.010 � 2.437 0.012 � 0.010 0.141 0.14 125 1250 � 0.40 0.012 2.679 � 1.391 0.010 � 2.448 0.012 � 0.010 0.141 0.14 126 1260 : 0.40 0.012 2.690 � 1.401 0.010 : 2.460 0.012 : 0.010 0.141 0.14 127 1270 : 0.40 0.012 2.702 : 1.410 0.010 : 2.472 0.012 : 0.010 0.141 0.14 128 1280 ; 0.40 0.012 2.714 ; 1.420 0.010 ; 2.483 0.012 ; 0.010 0.141 0.14 ! 129 1290 ; 0.40 0.012 2.725 ; 1.430 0.010 ; 2.495 0.012 ; 0.010 0.141 0.14 I _ 130 1300 ; 0.40 0.012 2.737 ; 1.439 0.010 ; 2.506 0.012 ; 0.010 0.142 0.14 -------------:-------------------------------r--------------------r--------------------z------------------------------- 131 1310 • 0.40 0.012 2.748 � 1.449 0.010 � 2.518 0.012 � 0.010 0.142 0.14 132 1320 � 0.40 0.012 2.760 � 1.459 0.010 � 2.529 0.012 � 0.010 0.142 0.14 133 1330 : 0.40 0.012 2.772 : 1.469 0.010 : 2.541 0.012 � 0.010 0.142 0.14 134 1340 : 0.40 0.012 2.783 : 1.478 0.010 � 2.552 0.012 � 0.010 0.142 0.14 i 135 1350 ; 0.40 0.012 2.795 ; 1.488 0.010 ; 2.564 0.012 ; 0.010 0.142 0.14 136 1360 ; 0.40 0.012 2.806 ; 1.498 0.010 ; 2.575 0.012 ; 0.010 0.142 0.14 137 1370 ; 0.40 0.012 2.81 S ; 1.508 0.010 ; 2.587 0.012 ; 0.010 0.142 0.14 138 1380 � 0.40 0.012 2.830 � 1.517 0.010 � 2.599 0.012 � 0.010 0.143 0.14 139 1390 � 0.40 0.012 2.841 ; 1.527 0.010 � 2.610 0.012 � 0.010 0.143 0.14 140 1400 � 0.40 0.012 2.853 : 1.537 0.010 : 2.622 0.012 � 0.010 0.143 0.14 --------------------•-------------------------------•--------------------•--------------------•------------------------------- 141 1410 : 0.40 0.012 2.864 : 1.547 0.010 : 2.633 0.012 � 0.010 0.143 0.14 142 1420 ; 0.40 0.012 2.876 ; 1.557 0.010 ; 2.645 0.012 ; 0.010 0.143 0.14 143 1430 ; 0.40 0.012 2.888 ; 1.567 0.010 ; 2.656 0.012 ; 0.010 0.143 0.14 144 1440 ; 0.40 0.012 2.899 ; 1.576 0.010 ; 2.668 0.012 ; 0.010 0.143 0.14 145 1450 � 0.00 0.000 2.899 � 1.576 0.000 � 2.668 0.000 � 0.000 0.000 0.08 Perv.CN= 86.0 Perv.Area= 1.91 Tpeak(hrs)= 7.8 Qpeak(cfs)= 1.06 Imp.CN= 98.0 Imp.Area= 0.42 Tc(min)= 6.3 Volume(ft^3)= 14991 i ' ,� � � � ' ��� � � �i j i - � f I � � ' � , ; ' i il Excerpts from the Kin_q Countv Surface Water Desi_qn Manual. �990, WSDOE Stormwater Mana_qement Manual for the Pu_qet Sound Basin, 1992, � Soil Survev for the Kin_q CountV Area, Washinqton � SECITON 3.2 RUNOFF COMPUTATfON AND ANALYSIS N�THODS FIGURE 3.21.A 2-YEAR 24-HOUR LSOPLWIALS • � '��— —�— SNONOYISNCOUHTY . '7... �� �.� �� .���� ' _ � � _ � KINGCOUNT`/ r ' �m•:?;: � ..o�.�.. ' ......�. �� _�'� -`�i.. �'\.i 1s � . ' � _ rs � , _ �� � �� ....r.. . . .> � ... : ` � r 8 ._ ; _ „� �e.6.; o �� �9 � _ ��•- � c�i eo - — __ . 'M� ��:. _ N N 2.0 • ' .�,..�«.., � - ---;.. .� � `�``\ -', �i 2 r , ' .-� -_ `ti� �� _ ...... : zrt,.�� . ?? � s ---. � .. � \\ F ...� ��l� — i � '�� L.�C A�lQ+1� ' ..���.. , r � • - .� ' � � . � _ /J ''�i�-1"'r—r' .. � _ .:, ,: � ... - J ` ' � �, .�. � ...e.—_ — �� i:'' •_� �.,... , .,�.vy . — ' ���. �� p .... ;�� / � .� . ..- � s � :� �. _ - .. �� . _ � ',. , ,•:: : ; _ - e �� � � :�,; - � , 4 , .s ...�.. , 0 . . ' . _'��...i�._. . . . . . . 5 �-- — _ ,-_ . _ � o , 4•" � --.__ � _. . 'i \\ - 'Y � �� eoe.•. .. .�.... � _l � � ry ti�� ID�._ � - 1 `\ -- c. � �, �y,1�, ,�� .,a.. �,�� �o��,. '�� � � -=-o --- - ---- � - PtEPC[COUNT� N � WESTERN ���, : , . KING COUNTY '-- - z�,r N �ry - _,� 3.5 2-Year 24-Hour ti� �.��; � ��.. Precipitation �' � ry �----�--. ' 3 � : �' ° —���,��L i in Inches °�"`� "` 9/1/98 1998 Surface Water Design Manual 3-14 ' 3.2.1 RAT'IONAL METHOD FIGURE 3.21.B 10-YEAR 24-HOUR ISOPLWIALS I 2,�` 2 ��__.��'���'� �� �� �— ��.� �� �� _�_ �� _�_ �SMOM tlIiNCOYMTy I ? . .`� � KIqG COYNTY .. ; _ �oi.���lar j, \ .. Iu.!_ _` ` " I ✓� ' �� m . . �=� .� 4.0 ' S � � ?s _ .,: ,...... ..<.. .s �` ,� �: �' �i 2, , - `�_,� - � � �� "' � �� i 8 _ _ � ?,9 �-- �' ..�.' �-�\ - �� � - . � ,. __ _, � 'v � ....r.. � ..... �% • �� c. �.,��� . . . .�, a � t: . 3 --.. _ - � -� � _ _. r � � , ,� . . - - _, �,--. , - - ., _ 32 ._. � � '� - , . t�RC��E��� .�... - -�s- %� `�,� �; ;LpG4Tld t� �- ,''��, ,Y _ .�,•., - :' �----�-� c� � ��-- ';- __ p ) � �Q ,.,... ,., � ,,.�� _ s ��_� '� ` .. � J ` � .. —..._ _ ,� �O � � F -� � `� � �– - _ . � .... • J .. . `� .... - �� ` ; �; �-� � .,. ....,. _ . q° �. �� - - ... _ ...,. .� i � � — - � s f.t` � • r' � . - _ � . '�. „ - . �' .... __- ` c . -. • � . ` _. r���� . � � �..o.o � � : � � . -- � `., `\`�f.L ' _�_c•• RIMG COVNTT�-� PIEflCC COUMTt �� WESTERN � -�,_, _ . KING COUNTY � ` �' - . • _ 4.5 N -� 0 10-Year 24-Hour '�' � � fti4.o , Precipitation `��"� �, --, -�_ _ - 3• . , -.,�: in Inches °�"� � h } �• �o 1998 Surface Water Desien Manual 911/98 � 3-15 ' SECTTON 3.2 RUNOE�COMPUTATION AND ANALYSIS METHODS FIGURE 3Z.1.0 25-YEAR 24-HOUR LSOPLUVIALS �� -�� - - SM HOYI$M COUNT♦ � .- � 1 � �� .� ��' � ��� �� �� �����'� s •����[ =�` �aa «[ � ., K1HG COUNTY �tl � � �� l t\ ` ��� 8 _ . j� - . " 3 2 � _ ` � � .. , �� 3p , . � �+ - _ 'S. u?� . — � " .�..� " � u.... - `� ,� . 2 34 - ._ ...��� - �`' '?S - ; ,., _ � -- ` o - �;.- .. �` _ :� ; �,- . �_ --- � � �� ..,.� �-- �� -. � . _ -. .�..�. �� e,� � ��_ �r - _ - .v � . _ F -, _ _.,, - -- - _ ,�. - � _ - , „ ��- ` � ' '� 5.0 ,. -"�-� ,� _ ' `�; , :-� - _ V� :� - -. �. �r: _ � � _ �`'. � : ,.,. � _� ,.. ,. ��.1% � ; .. .�...�" � ���� ` ` /. "�." kf'3:C�'ClGld� —. ; . � - . - � � � _ � ;, _ \ _ 1:, - <.,. - � . � . � �' � � � s• � .. " ;::: _ P°4�l d' - .. ' � , � �� � \ � ��. � � �� �� ..,w..�'� Y � \ � . � >' � + --�. _ �• ^ `_ `\ � �_v! � 1, � */�t V � �� �• �� `\ � � W� �.a.�• .. �� �.�:��i'.�__•_ K1NG COUfITY `� v1ERGE COI:NTT � �� ' WESTERN � '��=��,\ - KING COUNTY `.Y:'- - Ss rr `� � 4 5 25-Year 24-Hour � � � �� - --� �;-f-�=� Precipitation �' '� � �,; o z a n�s `�� g• °j p � L� in Inches � `�' �• 9/l/98 1998 Surface Water Design Manual 3-16 , 31.1 RAT'IONAL METNOD I�I FIGURE 3.2.1.D 100-YEAR 24-HOUR ISOPLIJVIAIS 3��� � _�� ��� ���� ��� ��._ �� �� O _ COUNTY IIII 3�� �o� _ „ t M N COUN7Y �/ ti: 33 � • _�• • / ' • S Y/ . _ � - e.�_.. ��� . i ... _ J � �I. �S ' 39.8 .�..... •_ _ ... - �..a \ f Q � . � - Q o.� �' .ti, " ; '"- _ :� � - �� •, { • +.a�-.'°"% . . �� 4, �� � ""' . � �- �? � - ,. �� _— Q � : �. � rron� - u ' . �i i� - - ._.__ ! Q:.. `., . .. 'tt r S .c _ �%�� '-- ��'���..� r_: L _ . � .. _ { ,\ _ ._ _ `,\ ' Q � _. � � � .. . -.- d � �� . t . � � % �u,.. .� � � . - -� , ��.�':_'�� .. � \� �.�._ � __ .�� — — - _ _J i � . � �� ~' � � 7 � RU1�c:.� `'� `, ��T� � l _ � O •.— - �.., - . _ .�U.. � _— �= ' e� ;2� rt. . . _ : : " , . I ; . , � ��� .. � ., , . S � .:. ;. , , _ _ __ � � ' e o;�t � + _ .. . �. � - \ ; � . �' . . . �" �- - .Le.. . _ \ � `�e• —�- -� .. � �.� —/I e � `\ l __L�' — ♦.aa.• K O COUpTv ��- . vtE CC CDUniY WESTERN � � , �- � h;. s .5 KING COUNTY �o ,, ,��'- � .., s.o N O�• �, }��, 5.5 . 100-Year 24-Hour ' � �,� � � � � � � .-f � Precipitation °`��� --, ;,_�,� � - , in Inches °�M`� �o , L,"' h� 1998 Surface Water Design Manual 9/1/98 ' 3-17 r STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 SCS Western Washington Runoff Curve Numbera (Publiehed by SCS in 1982) Runoff curve numbers for selected agricultural, ��=.-` euburban and urban land use for lA rainfall distribution, 24-hour atorm duration. LAND USE DESCRIPTION CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B C D Cultivated land(1) : winter condition 86 91 94 95 Mountain open areas: low growing bruah & grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land: undisturbed 42 54 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on z75$ of the 68 80 86 90 area Fair condition: grass cover on 50-75$ of - 77 85 90 92 the area Gravel roads & parking lots: 76 85 89 91 Dirt roada & parking lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98 98 98 �:: O en water bodies: lakes, wetlands, onds etc. 100 100 100 100 Single family residential(2) : Dwelling Unit/Gross Acre $Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious & impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 '� 4.5 DU/GA 46 i 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 PUD's, condoe, apartments, $impervious commercial businesses & must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbere refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumea roof and driveway runoff is directed into atreet/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for tk►ese curve numbers. III-1-12 FEBRUARY, 1992 � STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Tabk�-1.6 Hydrologic Soii GrouQ�fas Soiis in the Puget Sound Ba�in I Hydroiogic Soil Hyd roiog�Soi! Soil Type c,� soa ry� Group Agaew C Colter C Ahl B L�ster ND Ai1a C Dabob ND Aldawood C Delphi D I Arenu,Alduwood B Dick ND I Meats,Evusa B Dimd D A�hae B Dupo� D Bald6i11 B Ea�imoat C Barne�too C EdYeswict C ' Baumgu+d B FJd . B Be�u�ite B F1weU B Belfa�t C Eqwtul B Beltingham D Evet+ett A Bcllingham varisnt C Eve�son D BoiufoR 8 Galvin D Bow D Getchell A Briaca D Gilea B Buckky C Godfrey D Sudcer B Greettaater A Cagey C Grove C Grlaborg ND HaMinc C G�ey ND HaRnit ND Cauolary C Hoh ND � Gthcart B Hoico ND ', Centtalia B Hoodsport ND C�ehalis B Hoogdal C Ches�w A Hoypus ND Cinebar B Huel ND ClaUam C Indianota ND Claytoo B Jonu B Cwrtal beachu variabk Jumipe ND Kapavsin C/D Kalaloch C Kaw4 C Reawn D IGlchis C Republic B IGwp C Rivawa�h variabk Klaw ND Robcr C Klone ND SaW C Late� C Sallo�m B Lebam B Samaumish D I.ummi ND San Juan ND Lynnwood ND Scamnua D Ly�1a'u ND Schneider B Mal C SeatLLe D Manley B Sekiu ND Maahel 8 Semiahmoo D M�ytown C Shalc�r D MciCaacs� D Shano B McMucray ND Shehon C Mclbourne B Si C Meaui ND Sinclair C Mizcd Alluvul vaciabk Skipopa D Mdfon B Skykomiah B Mulcilteo C/D Snahopiah ND NaPf B Snohomiah D Nacgar A Solduc B Natio�ul ND Solleka ND Neihon A Spena D III-1-9 FEBRUARY, 1992 � STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Hydrologic Soil Hydrologic Soii Soil Type G�+oup Soil Type Group New�betg B Spanaway A/B Nwqually B Springdale B Nooiu�ck C Suluvar B Nora�a GD Sultan C Ogacty C Sultan variarrc B Olete ND Sumas C Olomouat C Sw�tiWwa NID Olympic B Tacoma D Otcas D Tu►wax ND Oridia D Tealwhit ND Octing ND Tenino C Ow C Tisch D Ov�U C Tolcul ND Paatik C Townseid C Pheeoey C Trtton ND Phelan ND Tukwila D PGlchuct C Tuicey ND Pdchub C Utbaa variabk Poul�bo C Vailwn $ Prather C Vedot C Puget D Wapaw ND Puyallup B Warden B Queeu ND Whidbey ND Quikeae ND Wilkeson B �:.'` Ragnar B Winetnn A Rainier C Woodinville B Raug6t B Yelm C Aeod ND Zynbar B Hydrologic Soil Group Claseifications A. (Low runoff potential) . Soils havinq high infiltration ratee, even when thoroughly wetted, and conaisting chiefly of deep, well-to-excessively drained sands or gravels. Theae soils have a high rate of water tranamiasion. B. (Moderately low runoff potential) . Soile having moderate infiltration rates when thoroughly wetted, and consieting chiefly of moderately fine to moderately coarse texturea. Theae soils have a moderate rate of water transmiseion. C. (Moderately high runoff potential) . Soils having slow infiltration rates when thoroughly wetted, and conaiatinq chiefly of soils with a layer that impedes downward movement of water, or aoile with moderately fine to fine textures. Theee soils have a slow rate of water transmisaion. D. (High runoff potential) . Soils having very slow infiltration rates when thoroughly wetted and consiating chiefly of clay soils with a high awelling potential, eoils with a permanent high water table, soils with a hardpan or clay layer at or near the aurface, and shallow soils over nearly impervious material. These soils have a very slow rate of water transmission. ND Data not currently available for thie soil type. *From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 1988 and various county soz surveys. . � III-1-10 FEBRUARY, 1992 ..�'xGER�T r-�2o+,n Je:i �H�v�� 7-a� �.� Lo �t� hrr�r, r�f� � �c-�,��3_1 ravell coarse sand to ve avell loam sand. the presence of a consolidated substratum at a de t g Y TY 8T Y Y P Depth to the IIC horizon ranges from 18 to 36 of 7 to 20 feet. This substratum is the same mate- inches. rial as that in the Alderwood soils. Some areas are up to S percent included Alderwood Some areas are up to 5 percent included Norma, soils, on the more rolling and imdulating parts of Seattle, and 'hikwila soils, all of which are poorl} the landscape; some are about S percent the deep, drained. sandy Indianola soils; and some are up to 25 percent Runoff is slow to medium, and the erosion hazarc Neilton very graveliy loamy sands. Also included is slight to moderate. in mapping are areas where consolidated glacial till, Most of the acreage is used foi timber. Capabi_ which characteristically underlies Aldenvood soils, ity unit VIs-1; woodland group 3f3. is at a depth of 5 to 15 feet. Permeability is rapid. The effective rooting depth is 60 inches or more. Available water capac- Indianola Series ity is low. Runoff is slow, and the erosion hazard is slight. The Indianola series is made up of somewhat This soil is used for timber and pasture and for excessively drained soils that formed under conife: urban development. Capability unit IVs-1; woodland in san�y, recessional, stratified glacial drift. group 3f3. These undulating, rolling, and hwmnocky soils are � terraces. Slopes are 0 to 30 percent. 'i'he annual Everett gravelly sandy loam, 5 to 15 percent precipitation is 30 to SS inches, and the mean slopes (EvC) .--This soil is rolling. Areas are annual air temperature is about 50� F. The frost- irregular in shape, have a convex surface, and range free season is 150 to 210 days. Elevation ranges from 25 acres to more than 200 acres in size. Run- from about sea level to 1,000 feet. off is slow to medium, and the erosion hazard is In a representative profile, the upper 30 inche slight to moderate. is brown, dark yeilowish-brown, and light olive- Soils included with this soil in mapping make up brown loamy fine sand. This is underlain by olive no more than 25 percent of the total acreage. Some sand that extends to a depth of 60 inches or more areas are up to 5 percent Alderwood soils, which (pl. I, right) . werlie consolidated glacial till; some are up to Indianola soils are used for timber and for urb 20 percent Neilton very gravelly loamy sand; and development. some are about 15 percent included areas of Everett � soils where slopes are more gentle than 5 percent �.�•�Indianola loamv fine sand, 4 to 15 percent slop and where they are steeper than 15 percent. (InC) .--This undulating and rolling soil has conve This Everett soil is used for timber and pasture slopes. It is near the edges of upland terraces. and for urban development. Capability unit VIs-1; Areas range from 5 to more than 100 acres in size. woodland group 3f3. Representative profile of Indianola loamy fine sand, 4 to 15 percent slopes, in forest, 1,000 fee Everett gravelly sandy loam, 15 to 30 percent west and 900 feet south of the northeast corner of slopes (EvD) .--This soil occurs as long, narrow sec. 32, T. 25 N., R. 6 E.: areas, mostly along drainageways or on short slopes between terrace benches. It is similar to Everett 01--3/4 inch to 0, leaf litter. gravelly sandy loam, 0 to S percent slopes, but in B21ir--0 to 6 inches, broi+m (lOYR 4/3) loamy fine most places is stonier �nd more gravelly. sand, brown (lOYR 5/3) dry; massive; soft, Soils inciuded with this soil in mapping make up very friable, nonsticky, nonplastic; many no more than 30 percent of the total acreage. Some roots; slightly acid; clear, smooth boi.mdar� areas are up to 10 percent Alderwood soils, which 4 to 8 inches thick. overl.ie consolidated glacial till; some are up to 5 B22ir--6 to 15 inches, dark yellowish-brown (lOYR percent the deep, sandy Indianola soils; some are 4/4) loamy fine sand, brown (lOYR 5/3) dry; up to 10 percent Neilton very gravelly loamy sand; massive; soft, very friable, nonsticky, non- and some are about 15 percent included areas of plastic; common roots; slightly acid; clear Everett soils where slopes are less than 15 percent. smooth boundary. 6 to 15 inches thick. Runoff is medium to rapid, and the erosion hazard C1--15 to 30 inches, light olive-brown (2.5Y S/4) is moderate to severe. loamy fine sand, yellowish brown (lOYR 6/4) Most of the acreage is used for timber. Capa- dry; massive; soft, very friable, nonsticky bility unit VIe-1; woodland group 3f2. nonplastic; common roots; slightly acid; gradual, smooth boundary. 12 to 17 inches Everett-Alderwood gravelly sandy loams, 6 to 15 thick. percent slopes (EwC) .--This mapping unit is about C2--30 to 60 inches, olive (5Y S/4) sand, light equal parts Everett and Alderwood soils. The soils brownish gray (2.5Y 6/2) dry; single grain; are rolling. Slopes are dominantly 6 to 10 percent, loose, nonsticky, nonplastic; few roots; but range from gentle to steep. Most areas are slightly acid. Many feet thick. irregular in shape and range from 15 to 100 acres or more in size. In areas classified as Everett 'ihere is a thin, very dark brown A1 horizon at soils, field examination and geologic maps indicate the surface in some places. Ttie B horizon ranoes 16 ' �' from very dark grayish brown to brown and dark and the mean annual air temperature is about S0� F. yellowish brown. The C horizon ranges from dark The frost-free season is 150 to more than 200 days. grayish brown to pale olive and from loamy fine sand Elevation ranges from about sea level to S00 feet. to sand. Thin lenses of silty material are at a In a representative profile, the surface layer depth of 4 to 7 feet in some places. and subsoil are very dark brown and dark yellowish- Soils included with this soil in mapping make up brown silt loam that extends to a depth of about 24 � no more than 25 percent of the total acreage. Some inches. The substratum is olive-gray silty clay areas are up to 10 percent Alderwood soils, on the loam. It extends to a depth of 60 inches or more. more rolling and undulating parts of the landscape; Kitsap soils are used for timber and pasture. some are up to 8 percent the deep, gravelly Everett and Neilton soils; some are up to 15 percent Kitsap Kitsap silt loam, 2 to 8 percent slopes (KpB).-- soils, which have platy lake sediments in the sub- This undulating soil is on low terraces of the major soil; and some are up to 15 percent Ragnar soils, valleys of the Area. Areas range from S acres to which have a sandy substratum. more than 600 acres in size and are nearly circular Permeability is rapid. The effective rooting to irregular in shape. Some areas are one-eighth to depth is 60 inches or more. A�ailable water capac- a half mile wide and up to 3 or 4 miles long. ity is moderate. Runoff is slow to medium and the Representative profile of Kitsap silt loam, 2 to erosion hazard is slight to mo erate. 8 percent slopes, in pasture, 820 feet west and 330 This soil is used for timber and for urban devel- feet south of east quarter corner of sec. 28, T. 25 I opment. Capability unit IVs-2; woodland group 4s3. N., R. 7 E. : I ; Indianola loamy fine sand, 0 to 4 percent slopes Ap--O to 5 inches, very dark brown (lOYR 2/2) silt � (InA) .--This soil occupies smooth terraces in long loam, dark grayish brown (lOYR 4/2) dry; mo:l- narrow tracts adjacent to streams. Areas range from erate, medium, granular structure; slightly about 3 to 70 acres in size. hard, very friable, nonsticky, nonplastic; i Soils included with this soil in mapping make up many roots; medium acid; abrupt, smooth bo�u►d-' � no more than 20 percent of the total acreage. Some ary. , �: areas are up to S percent Alderwood soils, on the B2--5 to 24 inches, dark yellowish-brown (lOYR 3/4) � more rolling and undulating parts of the landscape; silt loam, brown (lOYR 5/3) dry; 2 percent some are about 10 percent the deep, gravelly Everett iron concretions; weak, coarse, prismatic and Neilton soils; some are up to 10 percent Indian- structure; slightly hard, friable, slightly ola loamy fine sand that has stronger slopes; and sticky, slightly plastic; many roots; slightly ; some areas are up to 10 percent the poorly drained acid; abrupt, wavy boundary. 18 to 21 inches Norma, Shalcar, Tukwila soils. thick. � Runoff is slow, and the erosion hazard is slight. IIC--24 to 60 inches, olive-gray (5Y 5/2) silty clay i`` This soil is used for timber. Capability unit loam, light gray (5Y 7/2) dry; many, medium , � IVs-2; woodland group 4s3. and coarse, prominent mottles of dark yellowish brown and strong brown (lOYR 4/4 and 7.5YR Indianola loamy fine sand, 15 to 30 percent 5/8); moderate, thin and medium, platy struc- slopes (InD) .--This soil is along entrenched streams. ture; hard, firni, sticky, plastic; few roots Soils included with this soil in mapping make up to a depth of 36 inches, none below; strongly no more than 25 percent of the total acreage. Some acid. areas are up to 10 percent Alderwood soils; some are about S percent the deep, gravelly Everett and Neil- The A horizon ranges from very dark brown to dark ton soils; some are up to 15 percent Kitsap soils, browr►. The B horizon ranges from dark yellowish which have platy, silty lake sediments in the sub- brown to dark brown and from silt loam to silty clay soil; and some are up to 15 percent Indianola loamy loam. The platy IIC horizon ranges from grayish fine sand that has milder slopes. bmwn to olive gray and from silt loam to silty clay Runoff is medium, and the erosion hazard is moder- loam that has thin lenses of loamy fine sand in ate to severe. places. Brownish mottles are common in the upper This soil is used for timber. Capability unit part of the IIC horizon. VIe-1; woodland group 4s2. Some areas are up to 10 percent included Alderwood gravelly sandy loam; some are up to S percent the very deep, sandy Indianola soils; and some are up to Kitsap Series 5 percent the poorly drained Bellingham, Tukwila, � and Seattle soils. The Kitsap series is made up of moderately well Water flows on top of the substratum in winter. drained soils that formed in glacial lake deposits, Permeability is moderate above the substratum and under a cover of conifers and shrubs. These soils very slow within it. The effective rooting depth is are on terraces and strongly dissected terrace about 36 inches. Available water capacity is moder- fronts. They are gently undulating and roiling and ate to moderately high. Runoff is slow to medium, moderately steep. Slopes are 2 to 70 percent. and the erosion hazard is slight to moderate. Platy, silty sediments are at a depth of 18 to 40 'ltiis soil is used for timber an� pasture. Capa}�il- inches. The annual precipitation is 35 to 60 inches, ity unit IIIe-1; woodland group 2d2. F4`� �/ f L k � r t STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN 4a = cpR — o.2s>= /cpR + o.asy for pR >_ o.�s and Qd = O for PR < 0.25 where: Qd = runoff depth in inches over the area, PR = precipitation depth in inches over the area, and S = potential maxi.mum natural detention, in inches over the area, due to infiltration, storage, etc. The area'e potential maximum detention, S, is related to its curve number, CN: S = (1000 /CN) - 10 The combination of the above equationa allowa for estimation of the total runoff volume by computing total runoff depth, Qd, given the total precipitation depth, PR. For example, if the curve number of the area is 70, then the value of S is 4.29. With a total precipitation for the deaign event of 2.0 inches, the total runoff depth would be: Qd = [2.0 - 0.2 (4.29) j2 /[2.0 + 0.8 (4.29) ] = 0.24 inches This computed runoff represents inches over the tributary area. Therefore, the I total volume of runoff is found by multiplying Qd by the area (with necessary conversions) : Total runoff Volume = 3,630 x Qd x A (cu. ft.) (cu. ft./ac. in. ) (in) (ac) If the area is 10 acres, the total runoff volume is: 3,630 cu. ft./ac. in. x 0.24 in. x 10 ac. = 8,712 cu. ft. When developing the runoff hydrograph, the above equation for Qd is used to compute the incremental runoff depth for each time interval from the incremental precipitation depth given by the deaign storm hyetograph. This time distribution of runoff depth is often referred to as the precipitation excess and provides the basis for synthesizing the runoff hydrograph. Travel Time and Time of Concentration for Uae in Hvdroqraph Analvsis (based on the methoda described in Chapter 3, SCS TR-55(5) ) Travel time (T�) is the time it takes water to travel from one location to another in a waterahed. T� ia a component of time of concentration (T�), which is the time it takee for runoff to travel from the hydraulically most distant point of the watershed. T� ie computed by summing all the travel timea for consecutive components of the drainage conveyance system. T� influences the shape and peak of the runoff hydrograph. Urbanization usually decreases T�, thereby increasing peak discharge. T� can be increased as a result of either ponding behind small or inadequate drainage systems (including storm drain inlets and road culverts) or by reduction of land elope through grading. water movee through a watershed as sheet flow, shallow concentrated flow, open channel flow or some combination of these. The type of flow that occurs is best determined by field inspection. Travel time (Ti) is the ratio of flow length to flow velocity: T� = L 60V III-1-13 FEBRUARY, 1992 � STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN where: T� = trave2 time (minutea) �� L = flow length (feet) V = average velocity (feet/sec) and 60 = convereion factor from seconds to minutes Time of concentration (T�) is the sum of Tt values for the various consecutive flow segments. T� = T� + Tt + . . . T� t 2 m where: T� = time of concentration (minutes) and m = number of flow segmente Sheet Flow Sheet flow is flow over plane surfaces. It usually occurs in the headwater of streama. With aheet flow, the friction value (n,) (a modified Manning's effective roughness coefficient that includea the effect of raindrop impact; drag over the plane surface; obstacles such as litter, crop ridges and rocks; and erosion and traneportation of sediment) is used. These n, values are for very shallow flow deptha of about 0.1 foot and are only used for travel lengths up to 300 feet. Table III-1.4 gives Manning's ns values for sheet flow for various surface conditions. For sheet flow of up to 300 feet, uae Manning's kinematic solution to directly compute Tt. Ti = 0.42 (nsL 10�8 �P2�0.527�go�0.4 `�. .� where: Ti = travel time (min) , ns = sheet flow Manning's effective roughness coefficient (from Table III-1.4} . L = flow length (ft) , P2 = 2-year, 24-hour rainfall (in) , and so = slope of hydraulic grade line (land slope, ft/ft) Velocitv Euuation A coaunonly used method of computing average velocity of flow, once it has measurable depth, ie the following equation: V = k � where: V = velocity (ft/s) k = time of concentration velocity factor (ft/s) so = slope of flow path (ft/ft) ^k" is computed for various land covers and channel characteristics with assumptions made for hydraulic radius using the following rearrangement of Manning's equation: k = (1.49(R)���7)/n where: R = an aseumed hydraulic radius n = Manning's rovghness coefficient for open channel flow III-1-14 FEBRUARY, 1992 ' STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Shallow Concentrated Flow: After a maximum of 300 feet, sheet flow is assumed to become shallow concentrated flow. The averaqe velocity for this flow can be calculated uaing the k, values from Table III-1.4 in which average velocity ia a function of watercourse alope and type of channel. After computing the average velocity ueing the Velocity Equation above, the travel time (Ti) for the shallow concentrated flow aegment can be computed using the Travel Time Equation described above. Ooen Channel Flow: Open channels are assumed to begin where surveyed cross aection infor�aation haa been obtained, where channele are visible on aerial photographs, or where lines indicating etreama appear (in blue) on United States Geological Survey (USGS) quadrangle aheete. The k� values from Table IIZ-1.4 used in the Velocity Equation above or water surface profile information can be used to eatimate average flow velocity. Average flow velocity ie usually determined for bankfull conditions. After average velocity ie computed the travel time (Ti) for the channel eegment can be computed using the Travel Time Equation above. Lakes or Wetlands: Sometimee it is necessary to estimate the velocity �of flow through a lake or wetland at the outlet of a watershed. This travel time ie � normally very small and can be assumed ae zero. Where significant attenuation may occur due to storage effects, the flows should be routed using the "level pool routing" technique deacribed in Section IIZ-1.4.4. Limitatione: The following limitations apply in estimating travel time (Tt) . • Manning's kinematic solution should not be used for sheet flow longer than 300 feet. • In wateraheda with storm drains, carefully identify the appropriate hydraulic flow path to eatimate T�. Storm sewers generally handle only a small portion of a large event. The rest of the peak flow travels by etreets, lawns, and so on, to the outlet. Consult a standard hydraulics textbook to determine average velocity in pipes for either pressure or nonpresaure flow. • A culvert or bridge can act as a reservoir outlet if there is significant storage behind it. A hydrograph should be developed to this point and the "level pool routing" technique described in Section III- 1.4.4 should be used to determine the outflow rating curve through the culvert or bridge. Examnle: The following ia an example of travel time and time of concentration calculationa. Given: An exiating drainage basin having a aelected flow route composed of Ithe following five segments. Note: Drainage basin is in Federal way and has a PZ = 2.1 inches. Segment 1: L = 200 ft. Forest with dense brush (sheet flow) so = 0.03 ft/ft, n, = 0.80 Segment 2: L = 300 ft. Pasture (shallow concentrated flow) so = 0.04 ft/ft, kg = 11 Segment 3: L = 50 ft. Small pond (year around) so = 0.00 ft/ft, k� = 0 Segment 4: L = 300 ft. Grassed waterway {intermittent channel) so = 0.05 ft/ft, k� = 17 Segment 5: L = 500 ft. Grass-lined stream (continuous) sa = 0.02 ft/ft, k� = 27 III-1-15 FEBRUARY, 1992 ' � STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.4 "n" AND "k" Values Used in Time Calculations for Hydrographs � "n�" Sheet Flow Equation Manning's Values (for the initial 300 ft. of travel) n, Smooth sur acea (concrete, asphalt, gravel, or bare hand packed soil) 0.011 Fallow fields or loose soil surface (no residue) 0.05 Cultivated aoil with reeidue cover (s<_ 0.20 ft/ft) 0.06 Cultivated soil with residue cover (s> 0.20 ft/ft) 0.17 Short prairie grass and lawns 0.15 Dense grassee 0.24 Bermuda graes 0.41 Ranqe (natural) 0.13 Woode or forest with light underbrush 0.40 Woode or forest with denee underbrush 0.80 *Manning values for sheet flow only, from Overton and Meadows 1976 (See TR-55, 1986) "k" Values Used in Travel Time/Time of Concentration Calculations I Shallow Concentrated Flow (After the initial 300 ft. of sheet flow, R = 0.1) 3c� 1. Forest with heavy ground litter and meadows (n = 0.10) 3 2. Brushy ground with some trees {n = �.060) 5 3. Fa21ow or minimum tillage cultivation (n = 0.040) 8 4. High grase (n = 0.035) 9 5. Short grasa, paeture and lawns (n = 0.030) 11 6. Nearly bare ground (n = 0.25) 13 7. Paved and gravel areas (n = 0.012) 27 , Channel Flow (intermittent) (At the beginning of visible channels R = 0.2) k� �` . 1. Foreated swale with heavy ground litter (n = 0.10) 5 2. Forested drainage course/ravine with defined channel bed (n = 0.050) 10 3. Rock-lined waterway (n = 0.035) 15 4. Grassed waterway (n = 0.030) 17 5. Earth-lined waterway (n = 0.025) 20 6. CMP pipe (n = O.a24) 21 7. Concrete pipe (0.012) 42 8. Other waterwaye and pipe 0.508/n Channel Flow (Continuous stream, R = 0.4) k� 9. Meandering atream with some pools (n = 0.040) 20 10. Rock-lined etream (n = 0.035) 23 11. Grass-lined stream (n = 0.030) 27 12. Other streams, man-made channels and pipe 0.80T/n** IZI-1-16 FEBRUARY, 1992 , STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.5 Valuea of t�e Roughnese Coefficient, "n" Type of Channel Mannir�g's Type of Channel Manning's and De.scription 'n' and Descriptbn •n� (Nortnal) (Nortnaf) A Consin�cted Channels 6. Sluggish reat�tes. weedy 0.070 a Earth. straight and unifotm daeP P�$ 1. qean;recerUly completed 0.018 7. Very weedy�. deep 0.100 2. Gcavel, unifortn section, 0.025 pools. or floodways with a�, r,�y� a c�a�a 3. With short grass. few 0.027 underbrush weeds b. Mountain streams, no vegetatbn b. Earth, winding and sluggish 0.025 in channel. banks usually steep, 1_ No vegetation 0.025 irees and brush along banks 2 Grass, some weeds 0.030 submerged ai high stages 3. Oense weeds or aquatic 1. Bottom: gravel, cobbies, and 0.040 pla�ts in deep ct�annels 0.035 few boulders 4. Earth bottom and rubble 2. Bottom: cobbles with large 0.050 sides 0.030 boutders 5. Stony bottom a�d weedy 8-2 Flood plains banks 0.035 a Pastwe. no bcush 6. Cobble bottom and dean 1. Short grass 0.030 sides 0.040 2. High grass Q.035 c. Rock lined b. Cuitivated areas l 1. Smootfi and un'rform 0.035 1. No crop 0.030 � 2. Jagged and inegular 0.040 2. Mature row crops 0.035 d. Channels noi maintained, 3. Mature field crops 0.040 weeds and txush uncut c. Brush 1. Dense weeds, high as flow t. Scattered brush. heavy 0.050 depth 0.080 weeds 2. pea� bottom, brush on 2. UgM brush snd Vees 0.060 sides 0.050 3. Medium to dense txust� 0.070 3. Same. highesi stage of 4. Heavy. dense bn�sh 0.100 flow 0.070 d. Trees 4_ De�se bnish, high stage 1. Dense wAlows, straight 0.150 B. Natural Streams 0.100 2. Cleared land witfi tree 0.040 B-1 Minor streams (top width at stumps, no s�xouts flood stage < t00 ft.) 3. Same as above, but with 0.060 a. Streams on plain heavy growth of sprouts 1. pean, straight, full stage 4. Heavy stand ot timber, a few 0.100 no rilts o�deep poots 0.030 down trees, little 2. Same as above, buc mo�e undergrowth, flood stage stones and weeds 0.035 below bra�ches I 3. qean, winding, some 5. Same as above, but with 0.120 pools and shoals 0.040 flood stage reaching 4. Same as above, but some branches weeds 0.040 5. Same as 4, but more stones 0.050 III-1-17 FEBRUARY, 1992 ' Profile Scenario: Run B 100-yr Profile: Profile - B-E Scenario: Run B 100-yr � � � � CCO '� M�O� CC(O � pp��0 � 00�00 '���I��N ���V ON�N �nnNM� +NN::�N mO�+ 7N NN::aON p�� .. ..�N p_ �k0� E �M c c�N �- m;a > > >E E m� >� � CO N > > >E j U(/�C C C�(n U UJ S�(n .___. _.._ .._. ._ . . ._.. _._ _._____ . _. UCn C C C�Cn . .. � ..___ _ j ._ _ . ._'_.'."_ .'__ - ._ "_ _._ .-_..__... .____� _... _....___ _._ '_..._'__. __.. __ . ____. _. _—_.. 28rJ.�� C Ln � I �M�� : : : ��r�� I � .' '. � ' �h N aD N � .._. ___-----� .__— _ ......... . ' . _ : i ' � ._-_ .._._.-. � ' ,F N«:� � -..._ _.._ ' ! �M CON E - .. _ .... . .. � - - - Cp;JO > >.E 3 U�==�� �INISM�D --- ; --- ____ �,�,���` ____ __ _---- ___ _ _ _ __ ___ __ i �'�'��'�r`:`-}?<< � �7�IA-�� 280.00 P-27 15200ft �2 inch P�C P_�4 @ S=0.015658�ft - ` _--- -- --- � � 162,00 ft_12� 78 nch PUC -- _- : _. ./.. @ S=p.p113 ftlft : _ 275.00 ' cccu�i � ', ' �no�nr?�o , ', �ao co ao 0o v CO ', ro����� ��t��NrN '�� �. . ��. +NNN::CO �� c c c�N a P-15 m� >> > >E � �' ._._.. �- ----- - -- - -- - - _--- -------- ; -- , -- --U t/�e e-e e��..—_ � 68A�ft���nch �1J� , - -- ; ' 270.00 �6 , Q� �,r �,�Q�� @ g-p.007396 iUft , ��� �y1 , ¢ �O� Elevation(ft) � 5 � O�j o�o '��`' ���� , ao�o� __ _ __._ _ __ _- _ _ _-- ------- ` -- - ------------- -- r\ a _ ------ --------- ' 265.00 F- }N c0 -- ------ J�p C N O. ��. Q�'E , ' ��C�� ' P-17 ' 131.00 ft 18 inch PVC -_ ___ _ @S=-0_005725fUft ' 260 _ _ _ _ -- — --- . — ------—�----- : --- : ---------- ------ - 00 _.. ___. _— -- ___ ----____.._ -_ .___--- -- -_--- --...___ ___ _... ____ --------. ._. ---- _ 255.00 -- --- --_-- _ 7+00 6+00 5+00 4+00 3+00 2+00 1+00 0+00 Station(ft) Title: Heritage Glen-B-C-E Runs Project Engineer: Bill Helsley r.\...1001-03\calcs�.stormlhg-b-c-6.stm Site Development Associates,LLC StormCAD v5.5[5.5003] � 05/03l04 09:53:42 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +�-203-755-1666 Page 1 of 1 Calculation Results Summary ----------------------------------------------------------------- ----------------------------------------------------------------- Scenario: Run B 100-yr »» Info: Subsurface Network Rooted by: VAULT »» Info: Subsurface Analysis iterations: 3 »» Info: Convergence was achieved. CAT,CULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total I Capture � Gutter � Gutter � � � Type ( � Intercepted � Bypassed � Efficiency � Spread � Depth � � � � � Flow � Flow � (�) � (ft) � (ft) � � � � (cfs) � (cfs) � � � � --------�--------------- �----------------------�-------------�----------�------------�-------- �------- � CB #5 � Generic Inlet � Generic Default 100g � 0.75 � 0.00 I 100.0 � 0.00 � O.00 � CB #10 � Generic Inlet I Generic Default 100g � 1.08 � 0.00 � 100.0 � 0.00 � 0.�0 � CB #11 � Generic Inlet � Generic Default 100$ � 0.30 I 0.00 � 100.0 � 0.00 � 0.00 � CB #6 � Generic Inlet � Generic Default 100� � 1.01 � 0.00 ( 100.0 � 0.00 � O.OG � CB #$ � Generic Inlet � Generic Default 100% j 0.90 I 0.00 � 100.0 � 0.00 � 0.00 � CB #9A � Generic Inlet � Generic Default 100� � 0.60 � 0.0� � 100.0 � 0.00 � 0.00 I CB #8A � Generic Inlet � Generic Default 100� � 1.03 � 0_00 � 100.0 � 0.00 � 0.00 � cB #9B � Generic Inlet � Generic Default looj I 1.18 � o.Co I 100.o I o.00 � 0.00 , - __ .--, --�- •- ..'�-_L.'i,-I-`�-- �I.,- cL[-1[�1�-�� _. ;_E��- � -�-- ._. . 'r,l��= r--�-��- �--- --vel � ilurri,�- -_�-�,- �_ --.-- -_.ath '�� ��t�- �_. :a� A�.-draw-i� � H,c��u1 � � � of � Size I Shape (ftj � System � VelocitY Grade � Grade � � Sections � � � � Flow � (ft/s) ! Upstream � Downstream i � � � � � � (cfs) � ; (ft) � (ft) � � ------- �----------�---------�---------- �--------�-------- �---------- �----------�------------ � � P-17 ( 1 � 18 inch � Circular I 131.00 I 6.28 I 4.99 � 259.36 � 258.57 � � P-18 � 1 � 15 inch � Circular � 29_00 � 1.01 � 10.04 � 263.43 � 259.36 � i P-16 � 1 � 12 inch � Circular � 165.00 � 3.46 � 11.40 � 272.15 � 259.26 � I P-12 � 1 � 12 inch � Circular � 100.00 � 1.36 I 3.37 � 259.90 � 259.36 � j P-15 � 1 � 12 inch � Circular � 68.00 � 3.51 � 4.46 � 272.96 � 272.25 � � P-11 � 1 � 12 inch � Circular � 30.00 � 0.30 � 2.15 � 259.91 � 259.90 � � P-14 � 1 � 12 inch � Circular � 162.00 � 1.74 � 4.73 � 274.46 � 272.96 � � P-28 � 1 � 12 inch � Circular � 29.00 � 1.03 � 11.58 � 278.52 � 272.96 � � P-13 � 1 I 12 inch I Circular � 34.00 � 0.60 I 8.73 � 279.32 � 274.46 � � P-27 I 1 I 12 inch � Circular � 152.00 � 1.18 I 4.80 � 276.84 I 274.46 � � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation I Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � � --------�-------- � -----------�-----------� ----------- � I VAULT I 6.12 � 260.21 � 257.60 � 257.60 � � CB #5 I 6.28 � 267.14 � 259.36 � 259.36 � I ! CB #6 � 1.01 � 267.13 � 263.43 I 263.43 � ', i CB #7 � 3.46 � 278.36 � 272.15 I 272.15 � I I CB #10 E 1.36 I 264.21 � 259.90 � 259.90 � II �, CB #8 � 3.51 � 283.10 � 272.96 � 272.96 � ', ' CB #11 � 0.30 � 264.25 � 259.91 � 259.91 � ' CB$# 9 I 1.74 ( 282.98 I 274.46 � 274.46 I ', CB #8A I 1.03 � 283.09 I 278.52 � 278.52 � , CB #9A I 0.60 � 282.62 � 279.32 I 279.32 I j CB #9B � 1.18 � 281.96 ; 276.84 � 276.84 I ------------------------------------------------------- Title:Heritage Glen-B-C-E Runs Project Engineer: Bill Helsley , r:1...1001-03\calcs\stormlhg-b-c-6.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 05/03/04 09:55:34 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 2 Galculation Res��lts S�amman� Title:Heritage Glen-B-C-E Runs Project Engineer: Bill Helsley , r:\...100�-03\calcs\stormlhg-b-c-6.stm Site Devetopment Associates,LLC StormCAD v5.5[5.5003] 05/�3/04 09:55:34 AM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +�-203-755-1666 Page 2 of 2 � Scenario: Optimization _ ......._ ..._ � � _ � _ _ , __., i i ,----- ( I I ' � ,�� � I i - � �--- - , _i , _................I ;, - __._ , . ..- , . , �� ..� , �_. , _: _ , _......, ,' � \ , �..._ � , , � ',, I _ _ � i I __�, , � � �-• �� ._.........._' __ , _..._ _. _- -- ��, � �_.... .._ � r..._ .� �_ _ __ . __ _ , I I , �� �� � ! � - ,- � i � � - __ _ __ � ,� -. _ _ . � _ __� , . II ; I , ;. . _ � � �,� . ,� .._� _ ��� ',\ J '_......... l ....—. J `� _ i �._._ � _..._.. ____ � _ _ , , � __� _ _ . . ._ , , _ � . , � , _ ; � _ _ , , i._...............__..___..._.J f ",' � � ."..s.._:.�r..�...._ .......___...__ , . I �...... !. - � _ ___ .........__.\ � .i ..._ . � I• , ....._ _ �' ' ` , ... .. .... .._ �. I �� � � � �_ I � � � � �` � -- �I ,,- � I'i I� . i � ........,_ � II � _.... , _; ��` �, _............i �- -�'�. __�I _ �: I � I r- __-� ..� ., �:_�: __ � � .._.— — , � _.I I�I , - , , �� � , � � __— ._ , ,, ; i , _ _ __... _ �t', � -... _ _- �� i _ , � i , J_ : , �- . ; -;;--...._— :__..__— __- , _ I � I ____ i J� � � �"�� � p.� � - � I A �#fi2 f�:: I_ I f� ; i _— I �. ' .... ; I- � � _..... —... I- '� � _ � �-- -- -� P-17 CB#14 P-16 ��, O-2 �—�—O -- �_�-- -- _ _. _� _ �n Title: Heritage Glen-B-C-E Runs Project Engineer: Bill Helsley r:\...\001-03\calcs\storm\hg-d-24.stm Slte DevelopmentAssoclates,LLC StormCAD v5.5[5.5003] 05/03/04 10:02:45 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Optimization SDA Inlet Label Rim Area Inlet Sump Time System Known Rim Hydraulic Elevation (acres) C Elevation of Rational Flow Elevation Grade (ft) (ft) Concentration Flow (cfs) (ft) Line Out (min) (cfs) (ft) CB-13 260.90 4.20 0.69 249.95 12.00 15.77 0.00 260.90 253.27 VAULT 262.47 5.86 0.62 252.59 6.33 12.62 0.00 262.47 255.27 Title:Heritage Glen-B-C-E Runs Project Engineer: Bill Helsley ' r:\...\001-03\calcslstorm\hg-d-24.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 05/03/04 11:11:07 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Optimization SDA Pipe Upstream DownsUeam UpsVeam Downstream Length Section Constructed Manning Total Node Node Invert Invert (ft) Size Slope n System Elevation Elevation (fUft) Flow (ft) (ft) (cfs) CB#12 CS CB-13 252.49 251.92 115.00 18 inc 0.005000 0.013 12.59 CB-13 CB#14 251.42 250.06 339.00 24 inc 0.004012 0.013 15.77 CB#14 O-2 250.06 249.86 51.00 24 inc 0.003922 0.013 14.41 VAULT CB#12 CS 252.59 252.49 19.00 18 inc 0.005002 0.013 12.62 Title:Heritage Glen-B-C-E Runs Project Engineer: Bill Helsley ' r:\...\001-03\calcslstorm\hg-d-24.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 05/03/04 11:11:15 AM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Calculation Results Summary ----------------------------------------------------------------- ----------------------------------------------------------------- Scenario: Optimization »» Info: Subsurface Network Rooted by: O-2 »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total I Total � Capture � Gutter � Gutter � � � Type � � Intercepted � Bypassed � Efficiency � Spread � Depth � � � � � Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � �-------�---------------�----------------------�------------- �---------- �------------�--------� -------- � � VAULT � Generic Inlet � Generic Default 100� � 12.62 � 0.00 � 100.0 � 0.00 � 0.00 � � CB-13 � Generic Inlet � Generic Default 100� � 6.97 � 0.00 � 100.0 � 0.00 � 0.00 � -------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: O-2 � 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) � �------- �----------�---------�----------�--------�--------�---------- �-----------�------------� I P-17 � 1 � 24 inch � Circular � 51.00 � 14.41 � 5.14 � 251.63 � 251.23 � � P-16 � 1 I 24 inch � Circular � 339.00 � 15.77 � 5.02 � 253.27 � 251.63 � � P-15 � 1 � 18 inch I Circular � 115.00 � 12.59 � 7.12 � 255.00 � 253.27 � , � P-14 � 1 � 18 inch � Circular � 19.00 � 12.62 � 7.14 � 255.27 � 255.00 � ----------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � � Flow I (ft) � Line In I Line Out � � � (cfs) � � (ft) � (ft} � �-----------�--------� -----------�-----------�-----------� I O-2 � 14.21 � 252.00 � 249.86 � 249.86 � � CB #14 � 14.41 � 254.53 � 251.63 � 251.63 � � CB-13 � 15.77 � 260.90 � 253.27 � 253.27 � � CB #12 CS � 12_59 � 266.39 � 255.00 � 255.00 � � VAULT � 12.62 � 262.47 � 255.27 � 255.27 � ---------------------------------------------------------- ----------------------------------------------------------------- ----------------------------------------------------------------- Completed: 05/03/2004 11:10:40 AM Title:Heritage Glen-B-C-E Runs Project Engineer: Bill Helsley ' r:\...\001-03\caics�storm�hg-d-24.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 05/03/04 11:10:56 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 s�t�;E-� 2 : _ \ `�. _ --. _ _ _ _ �-- ,� � �� �i � _ . 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