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HomeMy WebLinkAbout02847 - Technical Information Report - Drainage � STOR1�7 DRAINAG� REPORT � FOR LONG'S PLAT � UNION AV. NE.&"NE 28TH PLACE" � RENTON, WASHINGTON �' � STORM DRAINAGE REPORT FILE NO. 773-001-001 PREPARED BY TOLTMA ENGINEERS 6632 SOUTH 191ST PLACE, SUITE E-i KENT, WA. 98032 �• V l) (425)251-0665 oF �.�gf� ',E'�� March 16, 2000 °j � � �3 �����.� l�w � [� ��iz�oo �� 0� � ���� • 2 TABLE OF CONTENTS I. PROJECT OVERVIEW&FIGURES pp. I-3..13 II. CORE&SPECIAL REQUIREMENTS pp. II-1..2 III. OFF-SITE ANALYSIS p. III-1 IV-a STORM WATER DETENTION DESIGN p. IVa-1..24 IV-b STORM WATER QUALITY DESIGN p.IVb-1..2 V. CONVEYANCE SYSTEM ANALYSIS p.V-1 VI. SPECIAL REPORTS and STUDIES p. VI-1 VII. BASIN and COMMLJNITY PLANNING AREAS p. VI-1 VIII. OTHER PERMITS p. VI-1 IX. EROSION/SEDIlVIENTATION CONTROL DESIGN p. VI-1 X. BOND QUANTITIES WORKSHEET p. VI-1 XI MAINTENANCE and OPERATIONS MANUAL p. VI-1 ■ 3 ' I. PROJECT OVERVIEW ' The subject property involved in this piat covers an area of approximately 3.81 acres. The property is situated in the north end of the City. Bounded on the west by Union Avenue NE(132"d Avenue SE—King County Street designation). It is bounded on north,east and south by fairly large single parcels. Access to the property is made from Union Avenue NE via a cul-de-sac that would serve the proposed single lots. The project area is hilly with slopes ranging from 12%to 28%, except for a small area with steep slopes I�i exceeding 40%. These areas exist along the nonheast portion of the site. '�, The e�cisting site is split into two small basins. There exist a knoll at about the east third of the site, which ' directs surface water generated from the most easterly portion of the site to the east into another shatlow I, swale that eventually meets with the surface water generated from the westerly portion of the site I approximately 800 feet downstream of the site. The easterly basin covers the areas within the proposed Lots 10 through 14. The westerly basin covers the remaining lots. The two runoff-routes join at Union Ave and , 95`h St. ! In developed conditions we routed all roof and pavement runoff to the West,to water treatment facilities, I and we therefore considered the whole site as one. The backyards of lots 11 thru 14 will still drain North— ' East to the shallow swale mentioned above, but we consider this as a negligible impact. '� The soil type of the site is Alderwood AgD,glacial till. E�cisting groundcover consists mainly of forest. I, The proposed plat will have 211ots with lot sizes ranging from 4500 square feet to over 13,000 square feet. I The plat improvements will be designed to City oFRenton Standards and requirements for streets, storm, sewer,water and streetlights. 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CURVE NUMBERS BY NYDROLOGIC SOIL GROUP ' IAND USE DESCRIPTION A B C D Culthrated larxl(i): wlnter condltlon 86 91 94 95 Mounteln open erea�: low growing bru�h end greaala�ds 74 82 89 92 � Meadow or pesture: 65 78 85 89 Wood or forest land: undisturbed 42 64 76 et � Wood or forest land: young second growth or brush 55 72 81 86 Orchard: wKh cover crop B1 88 92 94 Open spaces, lawns, parks, gol(courses, cemeterles, � landscaping. good condNlon: grass cover on 75% or more ot the area 68 80 86 90 ►al�conditlon: grass cover on 5096 ' to 7596 0(the area 77 95 90 92 GrAvei roads and parking lots 76 85 89 91 . Oirt roads and parking lots 72 82 87 89 � Impervlous surfaces, pavement, roofs, etc. 98 98 98 Open water bodles: lakes, wellands, ponds, etc. 100 100 100 100 Single Family Residential (2) ' Dwelling Unit/Gross Acre 96 Impervlous (3) t.0 DU/GA 15 Separale curve numbe� � 1.5 DU/GA 20 sl�all be selected 2.0 OU/GA 25 1or pervious and 2.5 DU/GA 30 Impervlous portion 3.0 DU/GA 34 of the site or basin � 3.5 DU/GA 38 4.0 OU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 � 5,5 DU/GA 50 6.0 bU/� 52 6.5 DU/GA 54 7.0 DU/GA 56 � Planned unk developments, 96 impervlous conciominiums, apartments, musl be computed comme�cial business and � Irxlustrial areas. (1) For a more detalled descriptfon ol agricultural land use curve numbers refer to National Engineering Handbook, Sectlon 4, Hydrdogy, Chapler 9, August 1972. � (2) Assumes root and drfveway runoH is dfrected inlo st�eet/storrn syslern. (3) The remaining per�ious areas (lawn) are considered to be In good condition (or these cu►ve nun�bers. � � 3.5.2-3 2/�`� � . � Sheetl - EAST _fSBU HYDROGRAPH METHOD: ; . Existing Site Tc �— ' SHEET Ts= 0.42"(L'ns)^0.8/(P2^0.5'S^0.4) L (ft) ns S P2 (in.) T min.) 238, 0.24 0.08 2.05 20.09 62 0.24 0.26 2.05 4.37 T= L/(60"k"S^0.5) L(ft) k S CHANNEL 123 9 0.12 0.66 TIME OF CONCENTRATION 25.13 25.1 - I Developed Site Tc SHEET L(ft) ns S P2 (in.) T(min.) 146 0.15 0.02 2.05, 16.57 CONCNT. L(ft) k S 158 42 0.02 0.44 162 42 0.15 0.17 141 42 0.05 0.25 TIME OF CONCENTRATION 17.43 17.4 -- — � ---- � Page 1 • Sheet1 • WEST �SBU HYDROGRAPH METHOD: • � Existing Site Tc ' SHEET Ts=0.42"(L'ns)^0.8/(P2^0.5*S^0.4) L (ft) ns S P2 (in.) T (min.) 48 0.24 0.25 2.05 3.61 66 0.24 0.06 2.05 8.21 75 0.24 0.19 2.05 5.80� T= L/(60•}c'S^0.5) L ftj k S CHANNEL 93! 17 0.16 0.23 64' 17 0.02 0.49 18.33 TIME OF CONCENTRATION 18.3 ,Developed L ft) ns S P2 (in.) T(min.) ;SHEET 62 0.15 0.02 2.05 8.35 43 0.15' 0.09 2.05 3.41 L(ft) k S CONCNT. 109 42 0.15 0.11 29.5 42 0.05 0.05 104 42 0.13 0.11 ' i 11.93 TIME OF CONCENTRATION 12 i Page 1 i � � �' � ~,� � j '� ' � , — —�=�`- �.I�E,—' r � � � � a r +y � .,,� c--�r-�—:�'— — --�4 -:.C.:- � .--' 4L-�^-- - -e __ •, � � 1 -- — �,..--�'_• � _ ' /f� _ , ti� `;: 1 � � f"� i ; 1 t _" _'�' y� 1�, . � `�;� �� f'� , .. -- _�`�, '� '•�ti�, `; ��� � i •ti t �. � ` '•.. -_', �4�'' y�, � �r. ` � ; t •� •;` - - _ ••�,�� �;� �I 'µ- a C� l � � - -- ''� yl �� 1 �' � �1 �-'. �,, - ,, , ��f � � � '1 _ � �� �� 1 � � _ � � � '�� � � � � � F �. � � ' � �����l� I( ---- � , �' ���'•� `� ,� �"'`�;` ,;; i� � -�--- - _ �i � � f " �-- -,'��,� ,,, �� �� ',� ,;. ! % `'�1 ,�;:`�: _ _== �_�.t,_., ` , � �u� �,��,1 �' :�. `.' ��� °�� - ��ti� � .wL'-- l�, t � — � � �` �'� r--._�-_ - .�`>>�4 4 , � 'J�/ ,:l'-: - ���•� 1 -���is �i �ti 1. 1 _ - t , � • , `, _ � '�\l�� I - � ' ,; '(! � �, � .`�;'� ~f ql j��'� i ��' ` \., �_, • ,�l' � j /t� ,� � � � ' t � ` ' /fr l ----�j '�'`! 1 ! � ; '�''� ��`, � ,ti� �_% i , r,� r r t., 3 '' 't 1 ' ' , �._ _ � ;/�, �� , 1 i � � t ,,� ti_ _ � � r '�!� ',�-� ' ,' � � •, ;� � .1� � ,, � � � `'`` '1 '• � � � ; ; ` Fr,- � �'� � f \� '` \ , '� - - y .l : .�+. 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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL • FIGURE 3.S.1C 2-YEAR 24-EiOUR ISOPLUVIALS , �<\ '�� _ ' - -- � - - �s--=P- -- - -- - - - - � :.��-�- 1', '� � � ,, "^z � � � )� r � , ��-� _ _ �- s — � �� _ � � ,, ��= � � _ ' ,�1 -- •� �� ,` �n� �r .. I� .� Y( i` ` �q ��` � -- - .-�i �� ��.,:� - - �� �� ! ",�~ � ^ - � � �r, y�Q �' ,' _ �.F - _ . �i - � =�' � ;� c�\. -� , -- - _. �, —� � �.� _ � j� - _ '� C. �, _ � ,1 � �; r '� • ''r' ,;,.,u N -- �--� _� '� � { 1 t., rE ..... _ Ll � !�i• �.. ' / � ' ,e - .�'� _ r �. i � � � � Y_ o.�-�• y �. / . � .'" � . .., 1 1 r c �` �. j r i�` ' ` r ' .n "`,� '` ... � �� ���� �� � � / �� ' 1 ! b i, 1 ("'- - Na ' S � arww t�:. ' �. �t �.-� �s '; ^_ --� _ �. ! � _ ( .].,� � r 'I _ � t ��� ,� �/ i �1_ ° �` ;y''' � _•. � Y � � � ' - - , _: I I 't ' 1 �. �:.� 1 '..: .i - I _ '� l _�.. ,` � ,_. 'Z -' ,r `� y( - �f..- u I � �ir_T "i�"'� _ '„' �', -l-�'_,-- 1,c��- V's i� � �� - �.' �' ' �� , - --�w_ .,a.:.:' �' �\ _ /� � / � � °' J,,.�,. 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A TOTAL PRECIPITATION IN INCHES �� � �• � r �u =�y ?V ry� � �/J' ' 1 0 1 2 3 4 5 6—7 8 Mlles � �`V � � � � �► �"� _ �- i:3oo,000 3.5.1-9 �� '��� �' ' �� �� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN M ANUAL I . FICURE 3.S.lE 10-YEAR 24-HOUR ISOPLUVIALS 2.1 '_____ _ __ __ _ �,,_ _ ..�,' __ y�,f__�l�'__ _ _._._ _ _. _.___' __-�7' _ _'_'_.' � �� ���� 'u� � � ��� �_ �t :' .�� �- ?3 `; , �, -s� �j a:� �1� � � 24 ; _- �� -F: �,� `l+ __ � ?$ _ ` - `� �`- - � 4 / /� �..�M( 11 I - � 26 i /�. 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''` ' _ �_J- `li.�. � 0�'r"' , � ; , " \ ,. �� - �� � `4 (' �,�_� �"� �`g. ` �-- �; 1 J 1• ��"- �/l ' =J �' `� c a.w�w\, <� � � `� `� \ ���� '\\ `�' — �� - - Y� r-�-��� \.....;. 1� 4f: ' ^� -.,,.I _ �u k --- \ .�. r l F � � '�'' � ;� �� � �� -� - Q t ��� �, �- �f � ; r �— _ , , �. , �,-- —__s.. z� .,_ ,' ; - , � �, ,-o , t � _ _.i �^ r A ...., � f �A._ \ ,t•�i\.1- � n' \` - � / 4 0 4 . � � v� 4 f / r 1 l,l e ��_ _\� � � / !- «_} � ._..-�..__e_L.-_ ` ;' � r)f �" � ���. �r � r _ LL �— 4- _.� � --- _--- � z �' �„ i � 10-YEAR 24-HOUR PRECIPITATION �M� ' � � �ovw� � 3.4� ISOPLUVIALS OF 10-YEAR 24-HOUR �� _ -�a�_ �` �_ TOTAL PRECIPITATION IN INCHES 3O � - �j� � ��_. � /� `,. 0 1 2 3 4 5 6 7 8 Mlles �fLJ � y� - , 3.S.1-]0 J 3 � ��� 4.� �. 3n�,�oo �. 1/9� � � � � � � � � � +•� ��� r .�� � ` �, �m �� �i1�� ' ., � . , ` ��� - ,. . - �- '� �:� ��� � � � �,�► � .�iTil�����. � - ' :_ r ,' ���i1. ��_ � - � � � , �j 'e _ �,'�ii��9 ���� �� •��� � , �� .,�l:�;�� � '� � � � . N .`, ����� � , / � �:, _- • � . � � � r . .R � �, .�►.•�R/ �, ir j� � � , ��" II�- --���� �1� , �-ai� � � � � �,� � ,,� / , . ���, , � u�' ��i��' ,�� . g • , .�i ► :a� � �, 's..c �� � ' ��� - 1���:.�,����,.,,_ � y �� 9 ,�, ������ �,�,,,;��;sj' ` ,;���,.�.� _ ��;. , � �; ,�� �� �'�c�► �� � /�� � �� ��� E ' ( � t�� � • � �,�� � �� �M► . �� � � ''��- E � � � � �- �► r � , � . � � ., , ��. . � ,�� , � �C � �, r. � �� �� � � �� � �'��� 1 � � ����, � ��`�� �1`\� � ' ,� . i �.:;,. _ � '.''� ; .y.� i� ; �, i - ' �I� �; �f . ._I ;�- ���� � �_�*►�!� +�, � _ �►, . .,, , � �� �� � �, � � _ �� � . �� � �� 1�' � � �� �� � � `, � � ' . �� , � �. � �� � , + - , �� �`'_. � R � �`' '' ' � '� ' _. � - i���� � r� � �'�`'� '' � ��� � , � ; � , � / ,� - - ,,, � �: � �''� .• �' ` � � - �� !i► , ;� � ��� �� � ' 1, , �+` � �� , � � � , . °. �� � . � ._ ,� • � � ' � .�� � � �� � , . , . . . . , . �� � + f�� • � � • ,��� � • :��; . • . � � . , ' `������r�:�' ' • • , -� // 1 � , ,� , � _______ � ` � -� - �� „� . . , ' 4 ' IIa. CORE REQUIREMENTS ' CORE REQUIREMENT#1: DISCHARGE AT NATURAL LOCA7ION The allowable outflow from the site will be discharged to its natural location. 7'he lowest elevation for the easterly basin is approximately 373.00;and the lowest elevation for the westeriy basin is approximately 366. Refer to topography map prepared for the site. CORE REQUIREMENTS#2: OFF-SITE ANALYSIS Refer to off-site analysis on subsequent pages. CORE REQUIREMENTS#3: RUNOFF CONTROL Preliminary calculations are provided on subsequent pages addressing peak runoff. The sizing for peak rate runoff control facility and its routing calculations are included. Water quality control will be provided most likely in a form of wet-vaults. CORE REQUIREMENTS#4: CONVEYANCE SYSTEM The conveyance system will be designed using the rational method as presented in the King County 1990 S WM Manual. CORE REQUIREMENTS#5: EROSION/SEDIMENTATION CONTROL PLAN The Erosion/Sedimentation control facilities will consist of filter fabric fences to be placed along the northeast and northwest boundary of the site. Wet vaults will be considered for water quality control for this plat. Core Requirement#6. -Maintenance and operation Maintenance involves having on-site catch basins cleared from sediments when necessary. Core Requirement#7. -Bonds and liability • 6 - III OFF-SITE ANALYSIS DRAIN PIPE CAPACI�TY ;Q = 1.49/n *A � R^(2/3)* S^(U2) � ! : � I , � �FULL FLOW, SO THAT R = A/P = D/4 _ r_ _-----_I'_ _�.._ ,. , _ 'Showing mmimum slopes for 12 pipes , i . I ___ _ ___ -- I i � � � � i 1 � � , � ; , ; � , , � , , _ _ _ � , n j S , D (ft) i R v(�s) i_ A (sfl i Q (c�) i _ � --_ --- --- � _ _ 0.0035� 1 i . 0.25; 2.69� 0.791 2.11�concrete � 0.013� -- i _ � _— -- - -- , ; � � , � _ _ _ - � � , -- �_ _ ___ _ _ - � � _ __ , _ _-- - - -- -- ___ ---- ---------� - -_--_ _ ---- ------- ------------ --------------- - -, --------------- ----- ----_ - --------- __--___ ___ _---- ____ -----__ _--- --� ---- -------�----- -- - -- - _ -- -_._ __ --- ---- - ---- - -- - -- _-- -- - --- -_� _ - ---- - - -- -- - � _ _ _ - - -_ --- } ___ __ � ___ _ . ___ i _ _ � � � � , ! i i. uPST�� The site is the situated within a smalt drainage basin. The entire basin area is calculated at appro�cimately 5.7 acres. This includes ofl=site area of 1.9 acres and 3.8 acres of site area. The off-site runoff wiU be intercepted by adequate conveyance system and wil(be by-pass the site drainage. The storm detention facilities will be designed to account for off-site nznoff to by-pass the site. : 2. DOWNSTREAM Surface runoff from the site and tributary area is directed to the northwest of the site. The westerly basin is directed to open ditches along the easterly side of Union Avenue NE. The easterly basin is directed to a swale,which conveys the surface water to north and west. The runoff from the two basins join again at approximately the intersection of 132`�Avenue SE(Union Avenue NE)and SE 95't'Way(Also known as Boss Blvd). The runofffrom this point directed toward the existin� 18-inch culvert under SE 95�'Way. Thence it discharged into a defined drainage swale north of SE 95 Way and directs the flow into Coal Creek approximately300 to 350 feet. Along Union Ave, down stream of the discharge point,the above mentioned open ditches should be safe to convey the 100 year developed peak flow from the site,which is 2.01 cfs. On the next page we have calculated a predicted depth of 0.93 ft. with a conservative mannings number of 0.07. The ditches are at least 1' deep and are connected under driveways by 12"concrete pipes. See below for concrete pipe capacity. No downstream erosion has been noted. Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: OPEN DITCH Comment : DOWN STREAM DITCH Solve For Depth Given Input Data: Bottom Width. . . . . 0. 50 ft Left Side Slope. . 2 .00 : 1 (H:V) Right Side Slope. 2. 00 : 1 (H:V) Manning' s n. . . . . . 0. 070 Channel Slope. . . . 0. 0050 ft/ft Discharge. . . . . . . . 2. 01 cfs Computed Results : Depth. . . . . . . . . . . . 0. 93 ft Velocity. . . . . . . . . 0. 91 fps Flow Area. . . . . . . . 2. 21 sf Flow Top Width. . . 4. 23 ft Wetted Perimeter. 4. 67 ft Critical Depth. . . 0. 47 ft Critical Slope. . . 0. 1227 ft/ft Froude Number . . . . 0. 22 ( flow is Subcritical) Open Channel Flow Module, Version 3 . 4 (c) 1991 Haestad Methods , Inc. * 37 Brookside Rd * Waterbury, Ct 06708 . � ' 1V-a. STORM WATER DETENTION DESIGN DESIGN SUIVIMARY We restricted the runoff peak flows to the existing 100, 10,&5 year peak flows and to '/z of the existing 2- year peak flow for respective storms in developed conditions. We used the SB-Unit Hydrograph method with the KC Hyd program for 24 hour storms. The isopluvials are found in section I. Due to limited space available for detention facilities, we found underground detention vaults the best available option. The site is steep,and thus it was too costly to propose one big detention vault for it would have 40 feet of cover over one end. Therefore we divided the site up into two sub basins that we refer to as "West"and"EasY',named as located. The designed detention depth is 5 feet in both cases. Listing inside dimensions: the West vault will measure 35 feet by 18 feet, and the East vault will be 88 feet by 25 feet. Furthermore,the East vault has been "stepped"in two 44 feet long sections, each with a restrictor riser. The East vault was first sized as one vault and increased 30%at the 5 ft. design depth. Then we reason that the cumulative detention volume of two vaults should cause the same attenuation as that same detention volume of one vault behind the same orifice restrictor. While this reasoning is not exact we found,by routing the design storms,that the two 44 ft. sections in series have the same peak outflows as a single 88 ft. vault, within 0.02 cfs. This is within the estimated margin of error. We did the routing calculation for the first 44 ft. vault having a 5 ft. riser with a 1.52"bottom orifice; followed by the second 44 ft. vault having a 5 ft. riser with a 1.52"bottom orifice and a second 5.72"orifice at a stage of 3.9. The 2-orifice riser design with the 88 ft. single-vault-design by"HYD" is the same. Refer to the plans for the controlling riser and vault details. Pages This Section: DESIGN SUMMARY p.IV-1 AREAS,PEAK FLOWS&VAULT DIMENSIONS p.IV-2 BASIN MAP p.IV-3 HYD PRINT-OUTS: WEST VAULT DESIGN INPUT p.IV-4 WEST VAULT DESIGN RESULTS p.IV-5 EAST VAULT DESIGN INPUT p.IV-6 EAST VAULT DESIGN RESULTS AS 1 VAULT p.IV-7 � STAGE DISCHARGE FOR UPPER HALF OF EAST VAULT p.IV-8 ROUTE 100 YR STORM THROUGH UPPER HALF(="VALTI")OF EAST VAULT p.IV-9 ROLTIE 100 YR"VALTl"OUTFLOW'THI2OUGH LOWER HALF(="VALT2'� p.IV-10 ROLTfE 10 YR STORM THROUGH"VALTI" p.N-I 1 ROUTE 10 YR"VALT1"OITtFI.OW TEIItOUGH"VALT2' p.N-12 ROUTE 5 YR ST�RM THROUGH"VALT 1" p.IV-13 ROUTE 5 YR"VALTI"OiTI'F'LOW THROUGH"VALT2" p.IV-14 ROUTE 2 YR STORM THROUGH"VALT1" p.IV-15 ROUTE 2 YR"VALTI"OU'I'FLOW T'fIROUGH"VALT2" p.IV-16 100 YR STORM,WEST BASIN HYDROGRAPHS,EXISTINCi&DEVELOPED p.IV-17 100 YR STORM,EAST BASIN HYDROGRAPHS,F.XISTING&DEVELOPED p.IV-18 10 YR STORM,WEST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-19 ]0 YR STORM,EAST BASIN HYDR(XiRAPHS,EXISTING�$DEVEL�PED p.IV-20 5 YR STORM,VJEST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-21 5 YR STORM,EAST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-22 2 YR STORM,WEST BASIN HYDROGRAPHS,EXISTING&DEVELOPED p.IV-23 2 YR STORM,EAST BASIN HYDROGRAPIIS,EXISTING&DEV�LOPED p.IV-24 � Job#773001001 - LONG's Plat. , Return Period 2 yr 5 yr 10 yr 100 yr 24 HR Precip. (inch) 2.05 2.65 2.95 3.95 WEST SUB-BASIN EAST SUB-BASIN Areas CN# Existin Develo ed Areas CN# Existin Develo ed acres acres acres acres impervious 98 0.48 imperviou 98 1.37 forest 81 1.09 forest 81 2.84 lawns 86 0.50 lawns 86 1.58 Totals 1.09 0.98 Totals 2.84 2.95 WEST SUB-BASIN EAST SUB-BASIN Areas in Developed Conditions Areas in Developed Conditions Im ervious acres Im ervious acres on-site road 0.16 on-site road 0.40 roofs&driveways 023 roofs&driveways 0.97 off-site road 0.09 off-site road 0.00 Total Im . 0.48 Total Im . 1.37 Pervious Pervious on-site lawns 0.47 on-site lawns 1.58 off-site lawns 0.03 off-site lawns 0.00 Total Perv. 0.50 Total Perv. 1.58 WEST SUB-BASIN: PEAK FLOWS, cfs INSIDE DIMENSIONS INFLOW OUTFLOW WEST VAULT: 35 ft. length EVENT EXIST. DEVPD. TARGET 130%VOL. 18 ft, width 2 YR 0.1 0.31 0.05 0.05 9 ft. depth 5 YR 02 0.44 0.2 0.11 10 YR 0.26 0.51 0.26 0.14 100 YR 0.46 0.74 0.46 0.38 EAST SUB-BASIN: PEAK FLOWS, cfs EAST- "VALT1": 44 ft. length INFLOW OUTFLOW 25 ft. width EVENT EXIST. DEVPD. TARGET 130°r6 VOL. 5.5 ft. depth 2 YR 0.23 0.84 0.12 0.12 5 YR 0.46 1.19 0.46 0.28 "VALT2": 44 ft. length 10 YR 0.59 1.38 0.59 0.37 25 ft. width 100 YR 1.07 2.01 1.07 0.87 9 ft. depth � � � � —�---------�y„µia+K ��--- -- � i � !�"--------- �5.�� acres total area � � � ' � � � � . ' I i ; i � � � , 17 LOTS x 2500 SF IMP./LOT , , = 42500 SF IMPERVIOUS � = 0.97 ACRES 1 I ' 1 .09 acre Sub—basin � � , � i ; � � I �� �,y 0.40 acres � � Qc,� . 0.16 acres � � � io°j �'� � i 4LOTS x 2500 SF I M P. LOT i = 10000 SF IMPERVIO S 2.84 acre Sub—basin ; = a.23 ACRES � � + � � � � I � � � SITE 8AS I N MAP i ! �, I I � � 5 . 40 2 . 91 2604. 6 . 0 5 .�0 3 . 21 2652. 8 . 0 AVERAGE VERTICAL PERMEA$ILITY: .0 MINUTES/INCH SPECIFY:� F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP R SUMMARY OF INPUT ITEMS 1) TYPE OF FACILITY: VAULT 2) STORAGE DEPTH(ft) : 5 . 00 3) VERTICAL PERMEABILITY(min/in) : .00 4) PRIMARY DESIGN HYDROGRAPH FILENAME : 773WXXDV.HYD 5 ) PRIMARY RELEASE RATE(cfs) : .46 6) NUMBER OF TEST HYDROGRAPHS : 3 TEST HYD 1 FILENAME : 773W10DV.HYD TARGET RELEASE(cfs) : . 26 TEST HYD 2 FILENAME : 7731W5DV.HYD TARGET RELEASE(cfs) : . 20 TEST HYD 3 FILENAME : 7731W2DV.HYD TARGET RELEASE(cfs) : . 05 7) NUMBER-OF-ORIFICES, RISER-HEAD(ft) , RI5ER-DIAM( in) : 2, 5 .00 , 12 8) ITERATION DISPLAY: NO ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES : 3609 CU-FT BOTTOM ORIFICE: ENTER Q-MAX(cfs ) 0 . 06 DIA.= . 99 INCHES TOP ORIFICE: ENTER HEIGHT(ft) 3 . 7 DIA.= 3 . 60 INCHES PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD : . 74 . 46 .46 5 .00 2409 TEST HYD 1 : . 51 . 26 . 25 4 .02 1930 TEST HYD 2 : .44 . 20 . 16 3 . 87 1860 TEST HYD 3 : . 31 . 05 . 05 3 . 70 1780 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP E ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. ENTER: STORAGE-INCREASE(�) , STAGE-HEIGHT(ft ) 30,5 PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: . 74 . 46 .38 4. 54 2845 TEST HYD 1 : . 51 . 26 . 14 3 . 84 2400 TFST HYn 2 � _ 44 _ 7.f1 . 1 1 3 . 79 �37f1 TEST HYD 3 : . 31 . 05 .05 3 . 13 1960 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D , PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DES�GN HYD: . 74 . 46 .38 4. 54 2845 TEST HYD 1 : . 51 .26 . 14 3 .84 2400 TEST HYD 2 : .44 . 20 . 11 3. 79 2370 TEST HYD 3 : . 31 .05 .05 3 . 13 1960 STRUCTURE DATA: R/D-VAULT RISER-HEAD VAULT-BOTTOM-AREA STOR-DEPTH STORAGE-VOLUME 5 . 00 FT 627 . 0 SQ-FT 5 .00 FT 3135 CU-FT DOUBLE ORIFICE RESTRICTOR: DIA(INCHES) HT{FEET) Q-MAX(CFS) BOTTOM ORIFICE: . 99 . 00 . 060 TOP ORIFICE: 3.60 3 . 70 .400 ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 .0 . 50 . 02 313 . 5 . 0 1 . 00 . 03 627 . 0 . 0 1. 50 . 03 940. 5 . 0 2 . 00 . 04 1254. 1 . 0 2 . 50 . 04 1567 . 6 .0 3 . 00 .05 1881. 1 .0 3 . 50 .05 2194. 6 � . 0 3 . 70 . 05 2320 . 0 . 0 4. 00 . 25 2508. 1 . 0 4. 50 . 37 2821 . 6 . 0 5 . 00 . 46 3135 . 2 . 0 5 . 10 . 78 3197 . 9 . 0 5 . 20 1. 36 3260 . 6 . 0 �I 5 . 30 2. 11 3323 . 3 . 0 5 .40 2 . 91 3386.0 . 0 5 . 50 3. 21 3448. 7 . 0 AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP F ENTER [d: ] [path)filename[ . ext] FOR STORAGE OF ROUTING DATA: 773WVALT.DAT SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP S KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE , S - STOP R ' SUMMI�RY OF INPUT ITEMS 1) TYPE OF FACILITY: VAULT 2 ) STORAGE DEPTH(ft ) : 5 .00 3 ) VERTICAL PERMEABILITY(min/in) : .00 4) PRIMARY DESIGN HYDROGRAPH FILENAME : 773EXXDV.HYD 5 ) PRIMARY RELEASE RATE(cfs) : 1 .07 6) NUMBER OF TEST HYDROGRAPHS : 3 TEST HYD 1 FILENAME : 773ElODV.HYD TARGET RELEASE(cfs) : . 59 TEST HYD 2 FILENAME: 7731E5DV.HYD TARGET RELEASE(cfs) : .46 TEST HYD 3 FILENAME: 7731E2DV.HYD TARGET RELEASE(cfs) : . 12 7 ) NUMBER-OF-ORIFICES, RISER-HEAD(ft) , RISER-DIAM( in) : 2, 5 . 00, 12 8) ITERATION DISPLAY: NO ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) : 0 INITIAL STORAGE VALUE FOR ITERATION PURPOSES : 10806 CU-FT , BOTTOM ORIFICE : ENTER Q-MAX(cfs) 0 . 14 DIA.= 1 . 52 INCHES TOP ORIFICE : ENTER HEIGHT(ft) 3 . 9 DIA.= 5 . 72 INCHES PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 2 .01 1.07 1.07 5 .00 8407 ' TEST HYD 1 : 1 . 38 . 59 .49 4. 10 6900 TEST HYD 2 : 1 . 19 .46 .34 3. 98 6690 , TEST HYD 3 : . 84 . 12 . 12 3.90 6560 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP I E ; ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED ' STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. ENTER: STORAGE-INCREASE(�) , STAGE-HEIGHT(ft) j 30, 5 PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 2 . 01 1. 07 .83 4. 51 9871 TEST HYD 1 : 1. 36 . 59 . 38 3 .99 8730 TEST HYD 2 : 1. 19 .46 . 29 3 . 96 8660 TEST HYD 3 : . 84 . 12 . 11 3 . 33 7290 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 2 . 01 1 . 07 . 83 4. 51 9871 TEST HYD 1 : 1.38 . 59 . 38 3 . 99 8730 TEST HYD 2 : 1 . 19 .46 . 29 3 . 96 8660 TE5T' HYD 3 : . 84 . 12 . 11 3 . 33 7290 STRUCTURE DATA: R/D-VAULT RISER-HEAD VAULT-BOTTOM-AREA STOR-DEPTH STORAGE-VOLUME 5 . 00 FT 2187 . 8 SQ-FT 5 .00 FT 10939 CU-FT DOUBLE ORIFICE RESTRICTOR: DIA(INCHES) HT(FEET) Q-MAX(CFS) BOTTOM ORIFICE: 1. 52 . 00 . 140 TOP ORIFICE: 5 . 72 3 . 90 . 930 ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) ' . 00 . 00 .0 . 0 � . 50 .04 1093 . 9 . 0 1. 00 . 06 2187 . 8 . 0 � 1. 50 . 08 3281 . 7 . 0 - 2 . 00 . 09 4375 . 6 . 0 2 . 50 . 10 5469 . 5 . 0 3 . 00 . 11 6563 .4 . 0 3 . 50 . 12 7657. 3 � . 0 3 . 90 . 12 8532 . 4 . 0 4. 00 . 41 8751. 2 .0 4. 50 . 82 9845 . 1 .0 5 .00 1. 07 10939.0 .0 5 . 10 1. 42 11157 . 8 � . 0 5 . 20 2 .02 11376. 6 .0 5 .30 2 . 79 11595 . 4 . 0 5 .40 3 . 62 11814. 1 .0 5 . 50 3 . 94 12032. 9 . 0 AVERAGE VERTICAL PERMEABILITY: .0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP F ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF ROUTING DATA: 773EVALT.DAT SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP S Sheetl EAST VAULT-UPPER HALF = "VALT1" : STAGE-DISCHARGE TABLE ORIFICE 1.52 INCH TOTAL RISER WEIR 6.283185 =L, P= 5 C H Q CFS H h C Q 0.62 0 0 0.00 A 0.5 0.044 0.04 5.1 0.1 3.278 0.649 0.012601 1 0.063 0.06 5.2 0.2 3.286 1.835 1.5 0.077 __ 0.08 ORIFICE 121NCH _ 2 0.089 0.09 C H h Q 2.5 0.099 _ 0.10 0.62 5 0 0.000 3 0.109 0.11 A 5.1 0.1 1.236 -- - - 3.5 _ _ 0.117 0.12 0.785398 5.2 0.2 1.748 3.9 0.124 0.12 5.3 0.3 2.140 4 0.125 _ 0.13 5.4 0.4 2.471 4.5 0.133 0.13 5.5 0.5 2.763 5 0.140 0.14 5.1 0.142 0.79 5.2 0.143 1.89 5.3 0.144 2.28 5.4 0.146 2.62 5.5 0.147 2_91 -- -_.___. � ' . Page 1 773VALTI.DAT ' DISPbAY ROUTING DATA (Y or N)? ', Y ' ROUTING DATA: I STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) ' :00 . 00 .0 .0 , . 50 .04 547 .0 .0 1 . 00 . 06 1093 . 9 .0 ', 1 . 50 . 08 1640 . 9 .0 ' 2 . 00 .09 2187 . 8 .0 2 . 50 . 10 2734.8 .0 3 . 00 . 11 3281 . 7 . 0 3 . 50 . 12 3828. 7 .0 3 . 90 . 12 4266.2 .0 4 . 00 . 13 4375 . 6 .0 , 4 . 50 . 13 4922 . 6 .0 ' 5 . 00 . 14 5469. 5 .0 ' 5 . 10 . 79 5578. 9 .0 5 . 20 1 . 89 5688. 3 , p ' 5 . 30 2 . 28 5797. 7 .0 5 . 40 2 . 62 5907. 1 . 0 5 . 50 2 . 91 6016. 5 . 0 AVERAGE PERM-RATE : . 0 MINUTES/INCH ' ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: ' 773EXXDV.HYD ' INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAR-OUTFLOW(CF5) OUTFLOW-VOL(CU-FT) 2 .01 1.91 32670 INITIAL-STAGE(�'T) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 7 . 83 5 . 21 PEAK STORAGE: 5690 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773XXO1.HYD FILE ALREADY EXIST; OVERWRITE (Y or N) ? Y SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: 773VALT2 .DAT DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(5Q-FT) ' . 00 . 00 . 0 .0 . 50 . 04 547 . 0 .0 1 . 00 . 06 1093. 9 .0 1 . 50 .08 1640 . 9 .0 2 . 00 . 09 2187 . 8 . 0 2 . 50 . 10 2734. 8 . 0 3 . 00 . 11 3281 . 7 .0 3 .•50 . 12 3828 . 7 .0 3 .90 . 12 4266. 2 . 0 4. 00 .41 4375 . 6 .0 4 :50 . 82 4922 . 6 .0 5 . 00 • 1. 07 5469 . 5 . 0 5 . 10 1 . 42 5578. 9 . 0 5". 20 2 .02 5688. 3 .0 5 . 30 2 . 79 5797 . 7 .0 5 .40 3 . 62 5907 . 1 .0 5 . 50 3 .94 6016. 5 .0 AVERAGE PERM-RATE : . 0 MINUTES/INCH ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: 773XXO1.HYD INFLOW/OUTFLOW ANALYSIS: � PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT} ' 1 .91 . 87 32593 INITIAL-STAGE(FT) TIME-OF-PEAR(HRS) PEAK-STAGE-ELEV(FT) . 00 8. 67 4. 61 PEAK STORAGE: 5030 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773EXX02 .HYD FILE ALREADY EXIST; OVERWRITE (Y or N) ? N ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: ?73XX02.HYD '� FILE ALREADY EXIST; OVERWRITE (Y or N) ? lY ISPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE � 1 N I� RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ .ext] OF ROUTING DATA 773VALTI,.DAT DISPLAY ROUTING DATA (Y or N)? N • ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: 773ElODV.HYD INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAR-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1. 38 . 88 22627 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAR-STAGE-ELEV(FT} . 00 8.33 5 . 11 PEAK STORAGE : 5580 CU-FT ENTER [d: ] [pathJfilename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731001 .HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE N RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ .ext] OF ROUTING DATA 773VALT2 .DAT I � DISPLAY ROUTING DATA (Y or N)? Y � ROUTING DATA: STAGE(FT•) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 .0 . 0 : 50 . 04 547 . 0 .0 1 . 00 . 06 1093 . 9 .0 1. 50 .08 1640 . 9 .0 2 . 00 . 09 2187 .8 . 0 2 . 50 . 10 2734. 8 . 0 3 . 00 . 11 3281. 7 . 0 3 . 50 . 12 3828. 7 .0 3 . 90 . 12 4266.2 .0 4. 00 .41 4375 . 6 .0 4. 50 . 82 4922 . 6 .0 5 .00 1 .07 5469 . 5 .0 5 . 10 1 . 42 5578. 9 .0 5 . 20 2.02 5688. 3 .0 5 . 30 2 . 79 5797 . 7 . 0 5 .40 3 . 62 5907 . 1 .0 5 . 50 3 .94 6016 . 5 .0 AVERAGE PERM-RATE: .0 MINUTES/INCH ENTER [d: ] (path]filename[ .ext] OF COMPUTED HYDROGRAPH: 7731001.HYD INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAR-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) . 88 . 37 22571 INITIAL-STAGE(FT) TIME-OF-PEAR(HRS) PEAK-STAGE-ELEV(FT) . 00 10 . 67 3 . 99 PEAK STORAGE: 4360 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731092.HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE N RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECI�Y [d: ] [path]filename[ .ext] OF ROUTING DATA 773VALT1'.DAT DISPLAY ROUTING DATA (Y or N)? Y � ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 50 . 04 547 .0 . 0 1 .00 . 06 1093. 9 . 0 1. 50 .08 1640.9 . 0 2 .00 .09 2187 .8 . 0 2 . 50 . 10 2734. 8 .0 3 . 00 . 11 3281 . 7 . 0 3 . 50 . 12 3828. 7 . 0 3 . 90 . 12 4266. 2 . 0 4 . 00 . 13 4375 . 6 . 0 4 . 50 . 13 4922 . 6 . 0 5 . 00 . 14 5469 . 5 .0 5 . 10 . 79 5578. 9 .0 5 . 20 1 . 89 5688 . 3 . 0 5 . 30 2 . 28 5797 . 7 .0 5 .40 2 . 62 5907 . 1 .0 5 . 50 2. 91 6016. 5 . 0 AVERAGE PERM-RATE: . 0 MINUTES/INCH ENTER [d: J [path]filename[ .ext] OF COMPUTED HYDROGRAPH: 773�s5DV.HYD INFLOW/OUTFLOW ANALYSIS : PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 1. 19 . 62 19771 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 8. 67 5 .07 PEAK STORAGE: 5550 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773501 .HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: "C 4 RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ .ext) OF ROUTING DATA 773VALT2 .DAT DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) � .00 . 00 . 0 . 0 . 50 . 04 547 .0 . 0 1. 00 • . 06 1093. 9 . 0 1 . 50 . 08 1640.9 .0 2 :00 . 09 2187 . 8 .0 2 . 50 . 10 2734. 8 .0 3 . 00 . 11 3281. 7 .0 3 . 50 . 12 3828. 7 . 0 3. 90 . 12 4266. 2 . 0 4. 00 .41 4375 . 6 . 0 4. 50 . 82 4922 . 6 . 0 5 .00 1.07 5469 . 5 . 0 5 . 10 1. 42 5578.9 .0 5 . 20 2. 02 5688. 3 . 0 5 . 30 2 . 79 5797 . 7 . 0 5 .40 3 . 62 5907. 1 .0 5 . 50 3 . 94 b016. 5 . 0 AVERAGE PERM-RATE: .0 MINUTES/INCH ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: 773501.HYD INFLOW/OUTFLOW ANALYSIS : I PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) . 62 .28 19727 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 12. 67 3.96 PEAR STORAGE : 4320 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773502 .HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, 5 - STOP, R - REVISE N RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECI'�'Y [d: ] [path]filename[ .ext] OF ROUTING DATA 773VALT1•.DAT DISPLAY ROUTING DATA (Y or N)? Y ' ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) .00 .00 .0 . 0 . 50 . 04 547 . 0 .0 1. 00 . 06 1093 . 9 .0 1 . 50 . OS 1640. 9 . 0 2 . 00 . 09 2187 . 8 .0 2 . 50 . 10 2734 .8 . 0 3 . 00 . il 3281 . 7 .0 3 . 50 . 12 3828. 7 .0 3 . 90 . 12 4266. 2 .0 4. 00 . 13 4375 . 6 .0 4. 50 . 13 4922 . 6 .0 5 . 00 . 14 5469 . 5 .0 5 . 10 . 79 5578. 9 .0 5 . 20 1. 89 5688. 3 . 0 5 . 30 2 . 28 5797 . 7 . 0 5 . 40 2 . 62 5907 . 1 . 0 5 . 50 2 . 91 6016. 5 .0 AVERAGE PERM-RATE : . 0 MINUTES/INCH ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: 773�E2DV.HYD INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) . 84 . 18 14076 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) . 00 13. 50 5 .01 PEAK STORAGE : 5470 CU-FT ' ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773201.HYD SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE i I N , � RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE ' SPECI�Y [d: ] [path]filename[ .ext] OF ROUTING DATA 773VALT2�.DAT DISPLAY ROUTING DATA (Y or N)? Y ' ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 .0 .0 . 50 . 04 547 .0 . 0 1 . 00 . 06 1093 . 9 . 0 1. 50 .OS 1640. 9 . 0 2 . 00 .09 2187 . 8 . 0 2. 50 . 10 2734 .8 .0 3 . 00 . 11 3281 . 7 .0 3 . 50 . 12 3828. 7 . 0 3 . 90 . 12 4266.2 . 0 4.00 . 41 4375 . 6 .0 4. 50 . 82 4922 . 6 .0 5 . 00 1. 07 5469 . 5 . 0 5 . 10 1 .42 5578.9 . 0 5 . 20 2 .02 5688. 3 .0 5 . 30 2 . 79 5797 . 7 .0 5 . 40 3 . 62 5907 . 1 .0 5 . 50 3. 94 6016. 5 . 0 AVERAGE PERM-RATE: . 0 MINUTES/INCH I ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: 773201 .HYD INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) . 18 . 12 14070 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) .00 27 . 67 3 .30 N STORM OPTIONS : 1 - S . C. S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION : 1 S .C. S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 100,24,3. 95 ---------------------------------------------------------------------- ******************** 5.C.S. TYPE-1A DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3 . 95" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN N0. 1 1 . 09,81, 0, 98, 18. 3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1. 1 1 . 1 81 .0 .0 98. 0 18. 3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 46 7 . 83 8196 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773WXXEX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2 0. 50,86, 0 . 48,98, 12 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1. 0 . 5 86 .0 . 5 98. 0 12 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 74 7 . 83 11001 ENTER [d: ] [path]filename[ .ext) FOR STORAGE OF COMPUTED HYDROGRAPH: 773WXXDV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S.C. S: TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECTP( INCHES) 100,24,3 . 95 ' -----=---------------------------------------------------------------- *******�************ S .C. S . TYPE-lA DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3.95" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN( IMPERV) , TC FOR BASIN N0. 1 2 . 84,81, 0,98, 25 . 1 ' DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 2 . 8 2 . 8 81.0 .0 98. 0 25 . 1 PEAK-Q(CF5) T-PEAK(HR5) VOL(CU-FT) 1. 07 7 . 83 21336 ' ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773EX�EX.HYD ', SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2 1 . 58,86, 1 . 37,98, 17 .4 DATA PRINT-OUT : ' AREA(ACRES) PERVIOUS IMPERVIOUS TC{MINUTES) A CN A CN ' 3 . 0 1 . 6 86. 0 1.4 98.0 17 . 4 PEAK-Q(CFS) T-PEAK{HRS) VOL(CU-FT) 2 .01 7 . 83 32735 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773EXXDV.HYD '' SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N STORM•OPTIONS : 1 - S.C. S. TYPE-1A 2 - 7-D14Y DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C. S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 10,24,2 .95 ---------------------------------------------------------------------- ******************** S.C. S. TYPE-lA DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2. 95" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN N0. 1 1 . 09,81,0,98, 18. 3 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 1 1 . 1 81.0 . 0 98. 0 18.3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 26 7 . 83 5033 ENTER [d: ] [path]filename[ .ext) FOR STORAGE OF COMPUTED HYDROGRAPH: 773W10EX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 0 . 50,86, 0. 48,98, 12 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 0 . 5 86.0 . 5 98. 0 12. 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 51 7 . 83 7668 ENTER [d: ] [path]filename[ .ext) FOR STORAGE OF COMPUTED HYDROGRAPH: 773W10DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C -----L---------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 3 2 . 84,81. ,0 ,98, 25 . 1 r DATA PRI•NT-OOT : AR�A(ACRES) PERVIOUS IMPERVIOU5 TC(MINUTES) A CN A CN 2 . 8 2 . 8 81. 0 . 0 98. 0 25 . 1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 59 7 . 83 13076 ENTER [d: ] [path]filename[ .ext) FOR STORAGE OF COMPUTED HYDROGRAPH: I 773E10EX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP �'� C � ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN N0. 4 1 . 58,86, 1. 37 ,88, 17 .4 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3 . 0 1. 6 86.0 1.4 98 . 0 17 . 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1 . 38 7 . 83 22747 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773E10DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - 5TOP N�. 84, 81,0,98, 25 . 1 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) • A CN A CN 2 , 8 2 . 8 81.0 .0 98. 0 25 . 1 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 46 7 .83 10792 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731E5EX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN N0. 4 1. 58,86, 1337,98, 17 .4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3 .0 1. 6 86. 0 1 .4 98. 0 17 .4 PEAK-Q(CFS) T-PEAR(HRS) �IOL(CU-FT) 1 . 19 7 . 83 19820 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731E5DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP N , STORM OPTIONS : 1 - S.C .S . TYPE-lA 2 - 7-DAY DESIGN 5TORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C . S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 5 ,24 , 2 . 65 ---------------------------------------------------------------------- ******************** 5.C. S. TYPE-1A DISTRIBUTION ******************** ********* 5-YEAR 24-HOUR STORM **** 2 . 65" TOTAL PRECIF. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1 1.09 ,81, 0 ,98, 18. 3 DATA PRINT-OUT : AREA�ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1. 1 1. 1 81.0 . 0 98.0 18 . 3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 20 7 . 83 4147 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731W5EX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C �' ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2 0 . 50,86, 0.48,98, 12 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1. 0 . 5 86. 0 . 5 98.0 12 .0 PEAK-Q(CFS) T-PEAK{HRS) VOL(CU-FT) .44 7 .83 6690 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731W5EX.HYD FILE ALREADY EXIST; OVERWRITE (Y or N) ? H �����h���►�.������������������������������`�������������`�������������� ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 3 2 . 84,81, 0,98, 25 . 1 . DATA PR�NT-OUT: AKEA(ACRES) PERVIOU5 IMPERVIOUS TC(MINUTES) A CN A CN 2 . 8 2 . 8 81.0 .0 98.0 25 . 1 PEAR-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 23 7 . 83 6534 ENTER [d: ] [path]filename[ .extJ FOR STORAGE OF COMPUTED HYDROGRAPH: 7731E2EX.HYD SPECIFY: C - CONTINUE, N - NEWSTaRM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN( IMPERV) , TC FOR BASIN N0. 4 1. 58,86, 1337 ,98, 17 .4 DRTA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES} A CN A CN 3 . 0 1. 6 86.0 1.4 98.0 17.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 84 7 . 83 14117 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731E2DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP � I S .C . S . TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) ' 2 ,24;2 . 05 �������J'����������.��������������.�������������������������������������� ******************** S .C. S. TYPE-lA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2 . 05" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN{PER�) , A(IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . 09 ,81, 0,98 , 18 . 3 DATA PRINT-OUT: AREA(ACRE5) PERVIOUS IMPERVIOUS TC(MINUTES) I A CN A CN ', 1 . 1 1 . 1 81.0 .0 98. 0 18. 3 ' PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 10 7 . 83 2511 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731W2EX.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN( IMPERV) , TC FOR BASIN N0. 2 0 . 50,86, 0 .48,98, 12 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 0 . 5 86. 0 . 5 98.0 12.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 31 7 . 83 4782 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 7731W2DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP . g + IV-b. WETVAULT DESIGN . , MINIMLTM VOLUMES AND SURFACE AREAS PER 1995 KCSWDM; WEST SUB BAS1N : IYEAR STORM=957 cf, AND 1%OF 0.48ac.=209 sf. Thus CELLI =21 sf., 84 cf CELL2=CELL3=94 sf.,437 cf. EAST SUB BASIN : IYEAR STORM=2763 cf, AND i%OF 1.37 ac.=597 sf. Thus CELL1 =60 sf., 240 cf. CELL2=CELL3 =269 sf., 1262 cf. WETVAULT DESIGN BASED ON DETENTION VAULT DIMENSIONS; WEST SUB BASIN: Width= 18 ft. Length=35 ft. SO A=630 sf. OK. CELL1 =63 sf. = 18'x 3.5'=9'x 7' CELL2=CELL3 = 18' x 15.75'=9'x 31.5' VOLUME= 18'x 34'x 3'= 1836 cf. OK. EAST SUB BASIN : Width=25 ft. Length=44 ft. SO A= 1100 sf. OK. CELL1 = 125 sf. =25' x 4.5' CELL2=CELL3 =25' x 19.5' VOLUME=25'x 44'x 3'=3300 cf. OK. See 1-Year Storm Hydrograph data for East and West on next page. PEAK STORAGE : 3610 CU-FT - " . � <� ' " ' � %' ,/' l%9cT^ i. ; � ENTER [d: ] [path]filename[ .ext� FOR STORAGE OF COMPUTED HYDROGRAPH: 77320�2.HYD SPECIFY:` C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE 1 . S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 1,24,0 . 68 ---------------------------------------------------------------------- ******************** S.C.S. TYPE-lA DISTRIBUTION ******************** ********* 1-YEAR 24-HOUR STORM **** .68" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN N0. 1 0. 50,86,0 .48,98, 12 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1. 0 . 5 86.0 . 5 98. 0 12 . 0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 06 7 . 83 957 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773W1DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 1 . 58,86, �. .37,98, 17 .4 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3.0 1. 6 86.0 1.4 98.0 17 . 4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 15 7 .83 2763 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 773E1DV.HYD SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP � 9 • V. CONVEYANCE SYSTEM ANALYSIS � , Applying the manning equation to full flow in pipes,table below shows the minimum slopes for a 12" diameter CPEP, smooth wall pipe to convey at least the 100 yr. developed peak flow of 2.01 cfs. All of the 12"CPEP have a greater slope, sothat they convey over 2.01 cfs. DRAIN PIPE CAPACITY Q = 1.49/n "A*R^(213) 'S^(1/2) � _ __ FULL_FLOW, SO THAT R=A/P = D/4 Showing minimum slopes for 12"pipes n S D (ft) R v(fps) A(sf) Q (cfs) , 0.012 0.003 1 0.25 2.70 0.79 2.12 smooth wall CPEP ' 0.024 0.012 1 0.25 2.70 0.79 2.12 single wall ' Showing minimum slopes for 6"roof drain pipes 0.01 0.02 0.50 0.13 5,27 020 1.03 PVC 0.01 0.01 0.50 0.13 3.73 0.20 0.73 PVC 0.01 0.005 0.50 0.13 2.63 0.20 0.52 PVC 0.01 0.0025 0.50 0.13 1.86 0.20 0.37 PVC �I � � 10 9 VI. SPECIAL REPORTS and STUDIES: � "Geotechnical Engineering Study",MAY 27 1999,by TERRA ASSOCIATES, INC. • VII. BASIN and COMMiJNITY PLANNING AREAS VIII. OTHER PERNIITS IX. EROSION/SEDIlVIENTATION CONTROL See Section II,core requirement 5. X. BOND QUANTITIES WORKSHEET XI. MAINTENANCE and OPERATIONS MANUAL �