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Drainage Reports - 04/03/1997 (2)
EMy OF 1 •;Final ovewdRepft FINAL DRAINAGE AND EROSION CONTROL REPORT FOR BANK ONE AT HARMONY MARKET JAWS ASSOCIATES 3665 John F. Kennedy Parkway Building 2, Suite 300 P.O. Box 270460 Fort Collins, CO 80527 (303) 223-5556, FAX (303) 223-5578 ASSOCIATES I 1 r� AIRES January 24, 1997 Mr. Basil Harridan City of Fort Collins Stormwater Utility 281 North College Avenue Fort Collins, Colorado 80521 Re: Bank One at Harmony Market Dear Basil, Enclosed please find our revised "Final Drainage and Erosion Control Report for Bank One at Harmony Market," which was prepared, in compliance with the City of Fort Collins Storm Drainage Design Criteria. A variance is requested to release at a higher discharge per acre from Basin A than agreed to in the September 20, 1994, letter agreement between Oak Farm, Inc., Front Range Baptist Church, Sharon Nordick, and Bank One. This report was modified based on your comments dated November 13, 1996. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, Owen Ayres & Associates„ Inc. Chris arlson, E. T. Civ' E Igine r t David M. Frick, Ph.D., P Regional Vice President CAC/DMF/sp Enclosure cc: Mr. Vic Meline Owen Ayres & Associates, Inc. Engineers/Scientists/Surveyors 3665 JFK Parkway, Building 2, Suite 300, P.O. Box 270460, Fort Collins, CO 80527 (970) 223-5556, Denver Metro (303) 572-1806, FAX (970) 223-5578 Printed on recycled paper HAMD-I-I.LTR 34-0447.00 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR BANK ONE AT HARMONY MARKET /MBEs ASSOCIATES 3665 John F. Kennedy Parkway Building 2, Suite 300 P.O. Box 270460 Fort Collins, CO 80527 (303) 223-5556, FAX (303) 223-5578 Ayres Project No. 34-0447.00 .BANK-I-I.TXT January 1997 TABLE OF CONTENTS 1. INTRODUCTION..............................................................................................................1 2. PREVIOUS STUDIES.......................................................................................................1 3. EXISTING DRAINAGE CONDITIONS..............................................................................1 4. PROPOSED DRAINAGE CONDITIONS...........................................................................4 5. STORM DRAINAGE FACILITIES.....................................................................................6 6. EROSION CONTROL PLAN.............................................................................................8 6.1 Overview..................................................................................................................... 8 6.2 Wind Erosion...............................................................................................................8 6.3 Rainfall Erosion...........................................................................................................8 APPENDIX A - Hand Calculations....................................................................................... — APPENDIX B - Release Rate Agreement............................................................................ — LIST OF FIGURES Figure1. Vicinity map..........................................................................................................2 Figure 2. Existing drainage patterns.....................................................................................3 Figure 3. Construction schedule...........................................................................................9 LIST OF TABLES Table 1. Basin Parameters and Calculated Runoffs.............................................................5 Table 2. Detention Pond Outlet Rating Curve......................................................................7 Table3. Security Requirements.........................................................................................10 i Ayres Associates 11 1 1 1 1 fl [1 1 1 1 1 11 1 1 1 1 [1 1. INTRODUCTION This report summarizes the storm drainage investigations performed for the proposed Bank One development at Harmony Market in Fort Collins, Colorado. A hydrologic analysis of the proposed development was completed to determine the magnitude and location of storm runoff, effects on Boardwalk Drive, and to develop a detention pond. This study and drainage plan was prepared to meet City of Fort Collins Storm Drainage Design Criteria for the development. The Bank One development is located at the southwest comer of Harmony Road and Boardwalk Drive and to the north of Miramont First Filing as shown in Figure 1. It consists of approximately 1.95 acres occupying the east half of Section 1, Township 6 North, Range 69 West, of the 6th Principal Meridian and lies within the McClellands/Mail Creek drainage basin. A site master drainage plan for the overall development of the Oak/Cottonwood Farm was prepared by RBD, Inc. to meet the City's submittal requirements for Overall Development Plans and is contained in an April 1994 report "Overall Drainage Study, Oak/Cottonwood Farm, Fort Collins, Colorado." Although this plan is not approved yet, it was used as a basis for the proposed drainage facilities of this development. 2. PREVIOUS STUDIES Previous drainage studies of the area include (1) "Overall Drainage Study,.Oak/Cottonwood Farm,..Fort Collins, Colorado" by RBD, Inc. (RBD), April 20, 1994; (2) "Final Drainage and Erosion Control Study For The Upper Meadow At Miramont First Filing, Fort Collins, Colorado" by RBD, November 10, 1992; and (3) "Final Drainage and Erosion Control Study for The Upper Meadow at Miramont Second Filing, Fort Collins, Colorado" by RBD. These were reviewed to assist with the preparation of this report. 3. EXISTING DRAINAGE CONDITIONS The Bank One site lies along the east border of the Front Range Baptist Church property and immediately to the west of Boardwalk Drive. It is in the north east comer of a 22.9 acre off -site basin in the Oak/Cottonwood Farm Overall Drainage Study (RBD). The basin is currently at historic conditions covered with native grasses. Runoff sheet flows south across the Bank One property onto adjacent property owned by GT Land. Existing runoff calculations were performed to determine the 10- and 100-year runoffs for the site using the rational method. Concentration point 1 (Figure 2) represents the area near the northern boundary of the project from which runoff flows directly into the drainage ditch along Harmony Drive. The area of this basin is 0.27 acres with 2-year storm runoff of 0.17 cfs, 10-year storm runoff of 0.29 cfs, and 100-year runoff of 0.60 cfs. Concentration point 2 is the off -site drainage from the adjacent church property to the east. This area had 1.60 acres and the 2-, 10-, and 100-year runoff is 1.57, 2.76, and 5.90 cfs, respectively. Concentration point 3 represents the remainder of the project site, including the off -site drainage from Basin B. The area of the basin is 3.44 acres and the runoff is 1.23, 2.19, and 4.53 cfs, respectively, for the 2-, 10-, and 100-year events. Drainage from the west half of Boardwalk Drive is shown at concentration point 4. The 2- and 100-year runoff from Boardwalk Drive is 0.90 and 3.42 cfs, respectively. 1 Ayres Associates I MULBUM ST. TO 1-25-i L/U1REL COLORADO STATE UNrfU?SW CAMPUS PROSPECT ]RD. TO I-25 -► N DRAM RD. Ui N HORSEMOTH RD. w z w m HARMONY RD. F TO I-25 -► PROJECT LOCATION VICINITY MAP N.T.S. Figure 1. Vicinity map. 2 1-25 NORTH TO CHEYENNE EST 269 A EXrr 268 60 N 265 Ayres Associates LI 11 r� it I �APJOI- lVM02N0$•' ®I , � I �;i6 '..A`llOW 0 Y o m v3Fo Ow® I I I� 7r,1 o TI Ln I z a 0 a o z U Q a ~ n w 0 Q Z J z z U z Q Z N Q O Q m m U m U a © I a M I I I o o O w i II m SOa) In4 3 Ayres Associates [1 4. PROPOSED DRAINAGE CONDITIONS A detailed grading, drainage, and erosion control plan (enclosed in pocket) shows the building layout and storm drainage facilities that will be used for the Bank One development. The map uses a contour interval of 1 foot. Existing flow from the adjacent church property will be diverted to the southeast away from the Bank One site by a berm centered on the ' Bank One - Baptist Church property line. The church will construct a detention pond in the future for the full church property. In the interim, a drainage swale will be constructed along their property line and across an easement to Boardwalk Drive. The church has granted an ' easement for the swale, which will re-route existing runoff from flowing across the Bank One development. ' For both existing and proposed conditions, runoff on Harmony Road will flow across the road to the north. Runoff will not flow from the Bank One property onto Harmony Road. The Bank One at Harmony Market property consists of five basins - labeled Basins A, B, C, D, and E - that contribute drainage to separate outlets from the property. An off -site basin, OS1, was shown to determine runoff from Boardwalk Drive near the southern property boundary. Design points were identified at all locations where storm runoff will leave the property and at inlets. The rational method, which was used for the Overall Drainage Study, was used to determine the 10- and 100- year discharges that would occur as a result of the proposed Bank One development. The cumulative runoff method was used to size the ' detention pond. Results are summarized in Table 1. Calculations supporting these numbers can be found in Appendix A. A restriction on flow released from the Bank One site is required by a September 20, 1994, agreement between Oak Farm, Inc., Front Range Baptist Church, Sharon Nordick, and Bank One concerning all runoff from the 22.9 acre basin described in the Oak/Cottonwood Farm Overall Drainage Study (RBD). The agreement is shown in Appendix B. Area in this ' basin, which includes the Bank One development, is required to detain runoff and release it into the west flowline of Boardwalk Drive at a maximum 2-year storm release rate of 0.12 cfs/acre and a maximum 100-year release rate of 0.50 cfs/acre. The release rates are applicable to all areas in the basin except the west half of Boardwalk Drive, and the access road, which includes the labeled Basin E, along the southern border of the Bank One property. These areas were included in the proposed condition Basin 1 depicted in the RBD, Inc. Master Plan revision letter dated August 26, 1994. Due to these requirements, the Bank One development may release a maximum of 0.21 cfs and 0.86 cfs during the 2- and 100-year storms, respectively. ' Runoff from Basin A, having an area of 0.15 acres, will flow undetained into the existing concrete channel along Harmony Road and not into Boardwalk Drive for which the maximum release rates were developed. The channel connects to a 27-inch RCP under Boardwalk Drive, which exits in a swale running east along Harmony Road. The historic runoff from Basin A into the concrete ditch is 0.17 and 0.60 cfs for the 2- and 100-year storms, respectively. The proposed conditions runoff from Basin A is 0.11 and 0.36 cfs for ' the 2- and 100-year storms, respectively. Although the proposed runoff is less than the historic runoff into the ditch, the release rates per acre (cfs/ac) are higher than proposed by the letter agreement. Since the runoff from Basin A is less than historic and does not flow ' into Boardwalk Drive, a variance is requested to exceed the allowable release rates per acre. 4 Ayres Associates N O C 7 N Y 7 U U C CO N W d E m m aL C N m m a> fl m H r� } a o n NON N 1 D: F- aCiCO W �OOw �u W C7 > W a 0 n f4t O r n n a Cr O C C 0 N N 0 a- Oo W > Cr 2 IOO(ODLOo((O.�CfOO((OD W 3 T N M M N OLL W W 00000N CO D 00(DZd ¢ NN vtrCNQ 0 o W Q� V i O Z = ?0 F NCCOO (D 0a0Of T (� W OC7 W O LL Cr LL>. N N 0 N 0 N 0 N C4 N 0 N 0 N LL W UVo T T T T T T T U. a: O O O O O O O O O O O O O O LL} UWo T T T T T T T U N LL LL O N CO n (D n O v oD a U0 m (D w LL W 6606 666 ZOU no Cr W > w0rnv�0wCO TNT TN I,- g¢Ca O r 0 0 0 0 T �¢ D U Z F LD Z TNqt(O n CO CO W� Da Q CO in T IN N r C7 CD T CD N Q O T 0 0 0 O c_ U CO ¢mUOW0 CO + CO a: O M wNOO LOarT CO ao OddOG��GriO r T O W r 0 Cr n T NT(O Of (+1 T Mnv CV) ItN U } v, � OVOGOTv V)p� � r Y W TCD0- T CO W V V CMnCO cc y G N C C C C N Cy } 0 N 0 0 o m o (O (O V7 Or O In tDW } � O Oi O>Oi In nClfn O — T V) Z 000O CD 010 Z D: (D O7O V' MOT O wvtnmvwv J r Q LL Z Q 00 0 N CO O (D� n N ID(D o( O CO cc Q: � (hN (hTNC7N CV — D F- 001Or d'O CM J F W C v v N N r CD N CD 0cc>-E F'¢0 F NN n(o 000m JQ Q� C (`fh �D1N p�oE Cm N a(Onoaoo(D W W W - NOCrNN D¢F E UH O0 Mr (DO (D Z w o g> T C Jac N N, O T W O W ¢ w E W Cr 0H� CD(O m(D 000 Z W NvNn CD 0 CI) N r Q C ¢ W i O F Z U m O O W p O m m 5 Ayres Associates ' Runoff from Basin B, which has an area of 1.20 acres, will flow southeasterly to a curb inlet at concentration point 2. The runoff will then be detained in the detention pond and ' released at the required rate. Basin D, having an area of 0.35 acres, contains the detention pond and an office/retail ' building. The on -site detention pond will hold the total runoff from Basins B, C, and D, releasing it at a lower rate into the west Boardwalk Drive gutter. The release rate will not exceed 0.21 cfs for the 2-year storm nor 0.86 cfs for the 100-year storm. ' Basin C, which has an area of 0.17 acres, will drain into the detention pond through a sidewalk culvert near the southwest corner of the office/retail building. This flow will contain ' a portion of runoff from the access road and another portion from the parking lot area. Basin E, having an area of 0.18 acres, will discharge directly into Boardwalk Drive. Its area contains a portion of the access road, detention pond berm, and sidewalk/landscaping along Boardwalk Drive. Basin E was included in RBD's 1994 proposed revisions to the Master Plan as part of Basin 1 which is proposed for detention at Regional Pond #340 located on Lemay Avenue. Off -site Basin OS1, which is the west half of Boardwalk Drive along the Bank One property, contributes flow downstream through the Boardwalk Drive gutter. ' All flow originating and leaving the Bank One property meets the previously stated runoff restrictions. The total 10-year storm runoff from the property onto Boardwalk Drive is 0.21 cfs, which is. the maximum amount allowed. The total 100-year storm runoff from the t property is 0.86 cfs, which is also the maximum allowed (0.12 cfs/ac and 0.50 cfs/ac for the 2- and 100-year storms, respectively). 5. STORM DRAINAGE FACILITIES The curb culvert #1 at concentration point 2 is 3 feet wide, 3 feet long, and 0.5 feet high. It will contain both the 10- and 100-year storm runoff from Basin B. Riprap type VL will be placed between the end of the culvert and the 1.0 percent sloped bottom of the detention pond. A sidewalk culvert (#2) will be placed at concentration point 4 that will carry runoff from Basin C. The culvert will be 2 feet wide, 10 feet long, and 0.5 feet high. As with culvert #1, riprap will be placed below the culvert. Another sidewalk culvert (#3) will be placed below the detention pond, between its outlet and the Boardwalk Drive gutter. This culvert will be 2 feet wide and 0.5 feet high. The detention pond was sized to contain the 100-year storm runoff from Basins B, C, and D. As allowed, Basin E's runoff flows undetained into Boardwalk Drive. Runoff will enter the ' pond in two places: curb culvert #1 and sidewalk culvert #2. For a three hour, 100-year storm, the detention pond must detain 10,191 cubic feet of water (0.234 ac-ft) utilizing a release rate of 0.86 cfs. At elevation 5004.40, the pond has a capacity of 10,428 cubic feet (0.239 ac-ft). For a 3-hour, 10-year storm, the detention pond must detain 6,222 cubic feet of water (0.143 ac-ft). The pond's outlet structure utilizes a staged release. For events up to and including the 10-year storm, detained water will flow through a 2.53-inch diameter ' orifice and into a 10-inch diameter ADS outlet pipe. During the 10-year storm, the depth of water at the outlet is 1.73 feet (Elev. 5003.85) and 0.21 cfs is released through the orifice. As the depth of water increases to 2.14 feet during larger storms, it will flow over a box ' structure acting as a weir. This flow combines with flow through the orifice to enter the 10- inch ADS outlet pipe. During the 100-year storm, the depth of water at the outlet is 2.24 6 Ayres Associates ' feet (Elev. 5004.36). Since the box (weir) wall is 2.14 feet high, 0.12 feet of head exists over it, equating to 0.62 cfs. This flow combines with 0.24 cfs flowing through the orifice to equal 0.86 cfs total released, which is the maximum allowable discharge. A grate/trashrack will be constructed at the orifice and over the box weir to prevent clogging. The detention pond's outlet rating curve is shown on Table 2. If the orifice clogs, allowing no water to pass through, the depth of water will increase to an elevation of 5004.38 and 0.81 cfs will flow over the box weir. This is less than the 0.86 cfs allowed and therefore acceptable. If the entire outlet structure clogs, allowing no water to pass through the orifice or over the box weir, the depth will increase to an elevation of 5004.43. An emergency spillway 60-feet long ' at an elevation of 5004.40 will be centered over the outlet pipe. Under complete clogging conditions, 0.03 feet of water will flow over the spillway equating to 0.74 cfs, which is less than the maximum allowed. The water has a velocity of 1.17 fps. Due to the low velocity, the spillway and detention pond berm will be planted with sod grass. All calculations are shown in Appendix A. Table 2. Detention Pond Outlet Rating Curve. Water Surface Elevation Orifice Q cfs Weir Q cfs Total Released Q cfs 5002.12 0.00 0.00 0.00 5002.25 0.06 0.00 0.06 5002.50 .0.09 0.00 0.09 5002.75 0.12 0.00 0.12 5003.00 0.14 0.00 0.14 5003.25 0.17 0.00 0.17 5003.50 0.19 0.00 0.19 5003.75 0.21 0.00 0.21 5003.85 0.21 0.00 0.21 5003.92 0.22 0.00 0.22 5003.97 0.22 0.00 0.22 5004.02 0.22 0.00 0.22 5004.07 0.23 0.00 0.23 5004.12 0.23 0.00 0.23 5004.17 0.23 0.00 0.23 5004.22 0.24 0.00 0.24 5004.24 0.24 0.00 0.24 5004.25 0.24 0.01 0.26 5004.26 0.24 0.04 0.29 5004.27 0.24 0.08 0.32 5004.28 0.24 0.12 0.36 5004.29 0.24 0.17 0.41 5004.30 0.24 0.22 0.46 5004.31 0.24 0.28 0.52 5004.32 0.24 0.34 0.58 5004.33 0.24 0.40 0.64 5004.34 0.24 0.47 0.71 5004.35 0.24 0.55 0.79 5004.36 0.24 0.62 0.86 Ayres Associates I 1 1 7 J 6. EROSION CONTROL PLAN 6.1 Overview The Bank One at Harmony Market will be a 1.95 net acre development zoned C on moderate erodibility soil. Overlot grading will begin the first week of March and building construction will be completed in September 1997 (Figure 3). Both wind and water erosion will be addressed in this plan. The property is divided into two individual basins. Basin A contains 0.15 acres, of which 0.12 acres will be disturbed. The undisturbed portion currently exists as the concrete drainage channel along Harmony Road. Basin B - containing Basins B, C, D, and E of the proposed grading - has 1.90 acres, all of which will be disturbed. 6.2 Wind Erosion Since construction will occur during the winter months, effective wind erosion plans must be established. On moderate erodibility soil, significant erosion could occur without steps taken to protect the soil. Those portions of Basins A and B not covered with pavement will have 2 tons/acre of straw mulch applied for water erosion control, which also meets the requirements for minimum wind erosion protection. All mulches will be properly anchored. 6.3 Rainfall Erosion Basin A, of which 0.12 acre will be disturbed, lies along north border of the property and contains the existing concrete channel, which runs parallel to Harmony Road. All of the disturbed area in Basin E will eventually be covered with sod grass, but during construction it will have 2 tons per acre of straw mulch either crimped 4 or more inches into the soil or sprayed with a tackifier. Basin B, which contains the remainder of the Bank One site, is 1.90 acres. A gravel inlet filter will be placed at the two curb culverts (#1 and #2) and at the detention pond outlet pipe. A silt fence will also be placed along the south border of the proposed access road to prevent sediment from leaving the project site before asphalt is in place. That area not covered in pavement or buildings will eventually be covered with sod grass, but during construction it will have 2 tons per acre of straw mulch applied in the same manner as for Basin A. The church Swale will have straw bale dikes placed every 100 feet in accordance with City of Fort Collins Storm Drainage Design Criteria procedures. The calculations for performance standards and effectiveness are shown in Appendix A as well as the supporting calculations. Security requirements for erosion control are shown in Table 3. The largest amount, the cost for erosion control measures, will be submitted. 1 8 Ayres Associates PROJECT: Bank One At Harmony Market SEQUENCE FOR: 1997 only COMPLETED BY: Chris Carlson DATE: 1 /22/97 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. Feb. Mar. Apr. May Jun. Jul. Aug. Sept. Oct. OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Vegetative Methods Soil Sealant RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap / Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Asphalt / Concrete Paving VEGETATIVE: Permanent Seed Planting Mulching / Sealant Temporary Seed Planting Sod Installation Nettings / Mats / Blankets BUILDING CONSTRUCTION: STRUCTURES INSTALLED BY: Contractor MAINTAINED BY: Contractor VEGETATION/MULCHING CONTRACTOR: Contractor DATE SUBMITTED: 1/22/96 APPROVED BY CITY OF FORT COLLINS ON: Figure 3. Construction schedule 0 Ayres Associates Table 3. Security Requirements. Construction Cost Estimate for Erosion Control Item Description Units Quantity Unit Cost ($) Total ($) Comments Erosion Control Measures 1 Silt Fence FT 210 3.00 630.00 2 Gravel Inlet Filter EA 3 300.00 900.00 3 Straw Mulch at 2 tons/ac AC 1.37 450.00 616.50 4 Straw Bales EA 33 5.00 165.00 Total 2,311.50 1.5" Total 3,467.25 Total Security Required Construction Cost Estimate for Gross Area Revegetation Gross Area Revegetation 1 Revegetation of Disturbed Area AC 2.02 500.00 1,010.00 Total 1,010.00 1.5' Total 1,515.00 Total Security Required Note: Total security required is the greater of the 2 cost estimates. The cost for erosion control measures, $3,467:25, shall be escrowed. 10 Ayres Associates I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX A Hand Calculations 1 I /MIRES ASSOCIATES DESIGN COMPUTATIONS k •!' 11 4tc�icn t o, a 7 cL el I 1 GGyy 7 " I i lju ii4r �c Q ��` ` — /P5 + 1 I it yes` Ls- it j t_ T QiOo = i�. JS�(-•yl�(7•� Ll_L.%O/: T ,. .S _T0_C�5_ - — - --- Project No. D ( I t, ct Remarks Computation by u C l— Date Project Name 4` Checked by Date Title/Rem r Sheet 1 of z 1 I AyRES ASSOCIATES DESIGN COMPUTATIONS C _11 o Project No. 3y Computation by LPL Date Project Name rj 0 Checked by Date Titie/Rem %I Sheet of ? 1 Y t0 2 } oDr NONN n w F- r r r O M M r �00r LL , w C7 w w ODrnvonnn Q W Wa ci C O O N N C 0 0 W Q CD oCOr0m(om o W �F �N Cl)MN Q —j Z (� OOOO co am wQ Z o w w a o o w Q d Cc 0 0 N(V Itr rON W Qj 0 Z 2 F- N Cr0 co CO O T 0 CD c� 0i LU O J O M o M M M M LL, Q s NNNNNNN a } w a U0a r r r r r r r LL, Q 0 0000000 0 0 0 0 0 0 LL} V0o rrrrrrr U N W 0Mco0oCnco NI, I-. V aCA CO LLLL, 0 W C70000 CC Z0U DU 2 w N O I� M CD CO M rNr O O COrN 6 0 fl J r ci r Q N 0 U Z F C7 Z 0- r Nam n 00101 wa Q W G 2 toN r CM+) mN ' O.-GCCC c U w ¢mUQwWa m m Q CO CV) U" LOo 11i co h O r00 CD } SO aZ O r r r O M o r W r 0 ¢ m ccr I� r M� N CA CO M CA a Cl) n Dooz 0 r Y WraDno a ry N N OOf O)CO O N O O O O N Q} y N Q O cO O M o CO w O w Cn O W v W O r Z W o o o o w o N ~_} omwvmwO Z O uiv6vi464 J r ¢ lL Z Q ON o CO Of- co 0) N O CD (O co M } CMNC7rNMN N -- V O(AOr�Ocm J¢~ E ��N in r co CV CD 0LLJ } E ¢ oo F r F NN1�C0 a0000 Q¢� 41� Cl) r, CD CM Occo E ¢ F r 06 N � CO I� O CO O CO W W W r N O C r (Ni N k ¢ :3cc� E C7 E- Z CO M C7 r co O CD c cc ¢w E j O F Q c aocornc0000 Z Jr Na N tl: GDOO) W 06 cm cc ¢ E LLJW 0 F Z U U ¢mUQW�+ m m 1 1 1 1 1 1 1 1 1 1 Rational Method Runoff Calculations PUD: Bank One At Harmon Basin: A Type: Proposed Conditions Total Area: 0.15 ac Composite C Calculation: Paved/Built Area: Grass Area: Composite C: Overland Flow Length: 20 ft Average Slope: 20% 2- & 10-Year To: 2.8 100-Year Tc: 2.6 Gutter Flow Length: 150 ft Average Slope: 0.8% Velocity: 1.8 ft/s To = W/60 = 150/1.8/60 = 1.4 min Net Tc: 2- & 10-Year Tc: 4.2 100-Year Tc: 4.0 2-Yr. Q: (.20)(1.00)(3.58)(.15) = 0.11 cis 10-Yr. Q: (.20)(1.00)(5.60)(.15) = 0.17 cis 100-Yr. Q: (.20)(1.25)(9.60)(.15) = 0.36 cfs PUD: Bank One At Harmony Market Basin: B Type: Proposed Conditions Total Area: 1.20 ac Composite C Calculation: Paved/Built Area: Grass Area: Composite C: Overland Flow Length: 87 It Average Slope: 2.8% 2- & 10-Year Tc: 4.6 100-Year Tc: 2.3 Gutter Flow Length: 266 ft Average Slope: 0.7% Velocity: 1.7 ft/s Tc = W/60 = 266/1.7/60 = 2.6 min Net To: 2- & 10-Year Tc: 7.2 100-Year Tc: 4.9 2-Yr. Q: (.73)(1.00)(2.82)(1.20) = 2.48 cfs 10-Yr. Q: (.73)(1.00)(4.90)(1.20) = 4.31 cfs 100-Yr. Q: (.73)(1.25)(9.30)(1.20) = 10.22 cfs 0 0.15 0.20 2-Yearl: 10-Yearl: 100-Yearl: 0.87 0.33 0.73 2-Yearl: 10-Yearl: 100-YearI C: C: 3.58 5.60 9.60 C: C: 2.82 4.90 9.30 0.95 0.20 0.95 0.15 Rational Method Runoff Calculations PUD: Bank One At Harmony Market Basin: C Type: Proposed Conditions Total Area: 0.17 ac Composite C Calculation: Paved/Built Area: 0.13 C: 0.95 Grass Area: 0.04 C: 0.15 Composite C: 0.76 Overland Flow Length 61 ft Average Slope: 4.8% 2- & 10-Year Tc: 2.9 100-Year Tc: 1.3 Gutter Flow Length: 51 ft Average Slope: 0.4% Velocity: 1.2 ft/s Tc = W/60 = 51/1.2160 = 0.7 min Net Tc: 2- & 10-Year Tc: 3.7 2-Year I: 3.60 100-Year Tc: 2.0 10-Year I: 5.60 100-Year1 9.60 2-Yr. Q: (.76)(1.00)(3.60)(0.17) = 0.47 cfs 10-Yr. Q: (.76)(1.00)(5.60)(0.17) = 0.72 cfs 100-Yr. Q: (.76)(1.25)(9.60)(0.17) = 1.55 cfs PUD: Bank One At Harmony Market Basin: D Type: Proposed Conditions Total Area: 0.35 ac Composite C Calculation: Paved/Built Area: 0.11 C: 0.95 Grass Area: 0.24 C: 0.15 Composite C: 0.40 Overland Flow Length 180 ft Average Slope: 1% 2- & 10-Year Tc: 17.6 100-Year Tc: 15.1 Gutter Flow Length: 0 ft Average Slope: 0.0% Velocity: 0 ft/s Tc = W/60 = 0 min Net Tc: 2- & 10-Year Tc: 17.6 2-Year I: 1.97 100-Year Tc: 15.1 10-Year I: 3.45 100-Year 1 5.98 2-Yr. Q: (.40)(1.00)(1.97)(.35) = 0.28 cfs 10-Yr. Q: (.40)(1.00)(3.45)(.35) = 0.49 cfs 100-Yr. Q: (.40)(1.25)(5.98)(.35) = 1.05 cfs Rational Method Runoff Calculations PUD: Bank One At Harmony Market Basin: E Type: Proposed Conditions Total Area: 0.18 ac Composite C Calculation: Paved/Built Area: Grass Area: Composite C: Overland Flow Length 47 It Average Slope: 1.06% 2- & 10-Year Tc: 8.0 100-Year Tc: 6.6 Gutter Flow Length: 336 It Average Slope: 2.7% Velocity: 3.2 ft/s Tc = LN/60 = 336/3.2160 = 1.8 min Net Tc: 2- & 10-Year Tc: 9.8 100-Year Tc: 8.4 2-Yr. Q: (.46)(1.00)(2.52)(.18) = 0.21 cfs 10-Yr. Q: (.46)(1.00)(4.38)(.18) = 0.36 cfs 100-Yr. Q: (.46)(1.25)(7.58)(.18) = 0.78 cfs PUD: Bank One At Harmony Market Basin: OS1 Type: Proposed Conditions Total Area: 0.28 ac Composite C Calculation: Paved/Built Area: Grass Area: Composite C: Overland Flow Length 0 ft Average Slope: 0.0% 2- & 10-Year Tc: 0.0 100-Year Tc: 0.0 Gutter Flow Length: 386 ft Average Slope: 2.7% Velocity: 3.2 ft/s Tc = W/60 = 386/3.2/60 = 2.0 min Net Tc: 2- & 10-Year Tc: 2.0 100-Year Tc: 2.0 2-Yr. Q: (.95)(1.00)(3.60)(0.28) = 0.96 cfs 10-Yr. Q: (.95)(1.00)(5.60)(0.28) = 1.49 cfs 100-Yr. Q: (.95)(1.25)(9.60)(0.28) = 3.19 cfs 0.07 C: 0.95 0.11 C: 0.15 0.46 2-Year I: 2.52 10-Year1: 4.38 100-Year 1 7.58 0.28 C: 0.95 0.00 C: 0.15 0.95 2-Year I: 3.60 10-Year1: 5.60 100-Year1 9.60 Rational Method Runoff Calculations Basin: B+D+C Type: Proposed Conditions Total Area: 1.73 ac Composite C Calculation: Paved/Built Area: 1.10 C: 0.95 Grass Area: 0.63 C: 0.15 Composite C: 0.66 Overland Flow Length 229 ft Average Slope: 2.63% 2- & 10-Year To: 9.0 100-Year To: 5.6 Gutter Flow Length: 266 ft Average Slope: 0.7% Velocity: 1.7 ft/s To = LN/60 = 266/1.7/60 = 2.6 min Net Tc: 2- & 10-Year Tc: 11.6 2-Year I: 2.36 100-Year To: 8.2 10-Year I: 4.15 100-Year 1 7.64 2-Yr. Q: (.66)(1.00)(2.36)(1.73) = 2.69 cfs 10-Yr. Q: (.66)(1.00)(4.15)(1.73) = 4.73 cfs 100-Yr. Q: (.66)(1.25)(7.64)(1.73) = 10.88 cfs I AIRES 1 ASSOCIATES DESIGN COMPUTATIONS nab¢ f-nl10+ C30(;S r,-�o 2X�SA- t + _ i prow i } i� ' 1 Rja S ri H Ft 1P. -" O. J`— 0.0 - - Ao- mesnQ, r_)l-I '�da+ dq��0�9�1' s+c�+e5� -�,� veleta -se FiAc -kr-- da,e Clslc„C- :-1or 41e 5 Th se s. oel-e haul- -ol bite l capa.cr__ o � a`rr+�w-a'.- C1_ Q ve a5:s14i>7,'n all *vw_ oJoalj lrall) 4o'wh'�:el, e�rG;�s ono 7'�tG -_ 1- e,�'1s in �v�cr fe o�, fear oiz l�iC 'nor- eri 1a17� Dne :�ro-e'r �xCeeos Qi'o✓cal-: re;l2 se- rcz- -'Jzr- acre /7�5 no47L' t^f;PC+ on' `par cdK b-ae . JinCE 14- WaS On I(\A A�► ¢S�vU.lY1C0.� 7r1 ,Q��'RCt_'GC�SE vl)ow,14 O�rC;n ;too �oarp�cJal/� Qr;i 0.4 oes 1 no i �f L 4 ' 4,tLe t t)J I be 12s5 i�9�`EE? r aG , 1 (n the s+gee+,,�.�Io'�i�-4eproposed eond�+pans o� Will � less _:cv =�� r;,r; i_- P_ con cry+¢ d +eh ��c,n _ wncler- i. 1 1 aYiS�i-nq-.Con�rFionS'-;.-i'�k5 `irnproU',nq �o a 6\/a-f,; o.r`c ins+eon 40 r0ec.te a-; CL d I 'C~ a cis/c�e� -1 far\ Gt�rf ¢ o `I-o . T ar &nCe. ,, 12 0-f'r\0k.r\+ c C0nQJ_94-Q 4;+Ck 'Gnj &ard'�k Or-+Je i,J ii be JecrGaSeG. Project No. 3� Ofy L` Remarks Computation by CC Date Project Name cu\iL Ono Checked by Date Title/hem Las:„ A- rwno 'F Sheet � of �� ASSOCIATES DESIGN COMPUTATIONS I�2Fc,rleq C�-rea GC I0-�r C,- Io"3r�le. . release- ra+e c,c�%/ac\ = 0. I C�s ' ico-,ir allo;,�ble release. rGAe = (I.-1 a ac,(O• So cCc) _ (tncJe�a'r1ec3 orQa= �,t5 ac Q` Q—,;n A� cAr-a."nS In+o ex;s+;na- C.oncre�e d �+ch . ' �Pcp-�ur2c� �or,d YOIkrnC' u /� r (,ls;ram Ckrn�la-1-�1Q t�unot� f1%-�ihoc� ' 10 gear Vol "ne O. Iy3 GLC---P+ (IOC) - ear v0lwrnQ fond JOlume, C,+ emQr S��Ilwo Q12JC�I•or1 O�. s G. %3q ac-fit So Wa4Vr cJi'll not 4/o O,✓er the 5p;JjWay , 001 Ar-cVA '�Ae our`/et sf-ie4cfurg . Te, ok+Ie+-!4c&<4- &re will t-P-4,ase via+e,(_.4)r-o"ah arv-:0'r4-.ce -�o r Srr 13-}or rn e v en f-5 C Effie /0ea• Sfo1-m a.�c� seta 7/c�� �cr ' i largQ.t- :S+orMS 4A _r-a-te off'r! ' 1,0ca�/erg, *�,Ja fer �an -the C/000 - r-014 'ti -iAe a -so axe the LJO--cr w,l/ r-aa an @/e✓a4;0n k1%ere if aJ%// s�0i/� o✓ei- the cu4le4- s-lrvcfure's -I-op and Cornb,'ne, wiW b�e pr.1'r,-ce �/o�i --o leave the pond 4-Ara A a /D Any rpe; Wa�er- �lo�; over she oaf/�f s�rmc re raal/5 Iw; 11 FCec r d 4e 4-rash ra_ek moknod d r,Je,r, -noo e-IL azTlon. Or'S-kce D. 53 ' �ED�; o•C S+rv.e_-l-kre,'S waJus ato,/e 4he on-C;eQ �(ow' ne, I•73 (elev = 5003.85� vl releGi = Csk�k�¢ - Qor;-';ee + Q,ae;r IOC 'jcr sForfn: d0,p+i1 Qreleased= ay + O 6a = 0. sG c7rs y . qO , l,Jc o-r r\o-- -! loz oJer- 4\� - arncrcencc,4, 1 Project No. 3� O t y�I Remarks Computation by C Date Project Name O Or Checked by Date j I TiNe/Rem \ PC, Q-iin�,cn CnC Sheet 9 of 1 AVRES ASSOCIATES DESIGN COMPUTATIONS ll�r5+ Cann: Or �i�e C�o�S JUnr-,a (�0- ear sForm. Oor + C2 = O. 00 rCts oJe1' 4op o-C s&rinCtnrE Gtno� rn0. ��ow 1 1 1 1 1 1 1 1 Qwe,r{ 0-v C+S I' Q re lrresecl = 0.8 l ► COO: olu.r,n , I It (� -O OCR c�s Q O. o ��s 1 :{ ~ On1�r o FIe-F�is�e er enA - r44-11� Elm. qL_ Qep4k oJer s� QSPi�l0ay,T +0:`��acYS C�;lV:OiJC�� UU Y v c) tk ; e { _ L! i 7- T- `i eVef-� Ike' o��le+t-S-4r,tic�k�e eor,pl�+e( e(os, !e_ t�a+er released o be low the rncL�c (VI allo�„�able. I�.�e.l. Project No. �y Oly Remarks Computation by C� Date' DL_q C J Project Name One Checked by Date Title/ttem �'1 A � Sheet 1c)of Zz) [1 rLvkl-#�- 1 1 ASSOCIATES DESIGN COMPUTATIONS Erne�aene4 Sill�a� -----v ri 60 1 ! l 4 1 , t _ Wei(` �-� � '_ �j =.t�•S�1"(i f i � _ ���-- rT _ �r L �`_ -� t �_ _— rk _04410 5+-1i �e� C�O95 1 5 re �_QaSinod! �•_O +C�S� � ' 1 '- +, T, a - FT; ,ij - r r O rn r�J,,ows. _.-�--t._r.. I 1 Project No. J - O1LtLI Remarks Computation by / 1. Date Project Name 0 hp— Checked by Date Title/Rem encSp�l Erneroi�l f�a�- Sheet I ( of �a 11 1 1 1 C v Q W O O� T� 0 0 0 0 0 0 0 0 0 0 0 0 N O U r � O U O T W N �? OOtn00OT O O M h � Q J d 0 0 0 r N UOQ00000 w -- a� �? dtn�FNr J W J� O O M O M r I� 0 Q O 0 0 0 0 Q W UQ UODON� Q � O /W/�� LL U O O M O O T (� T CO T � Q Q O 0 0 0 0 m 2 F- O..�OMOOaON O co co co co 0 O O O r N C W•- O OCOOOrOOOOOOOOOOOO M r l n N Q r 1nOO� � N N M d• � 0 0 0 0 0 0 0 0 0 0 0 0 J• � 0 0 0 0 0 W O O O O O tntnM�� Orifice and Weir Calculations: Bank One Detention Pond Outlet Structure Pipe Orifice Orifice Contraction Jet Orifice Pipe Coefficient Discharge Diameter Diameter Height Above Coefficient Diameter Area Area of Velocity Coefficient D in din d/D Pond ft Cc D' in Ao ftA2 Al ftA2 Cv Cd 10 2.53 0.2530 0 0.62 1.99 0.03 0.55 0.99 0.61 Depth of Effective Water Flow Flow Kinematic Water Depth Elevation Coefficient Discharge Coefficient Viscosity ft h1 ft ft Re/K K Q cfs K h2 ft v ftA2/s 1.73 1.73 5003.85 86143 0.615 0.21 0.61 0.19 0.0000122 2.24 2.24 5004.36 98715 0.61 0.24 0.21 Rectangular Weir Using Q = 2.51-hA3/2 WSEL Head (ft) L (ft) Q (cfs) 5004.36 0.12 6 0.62 711— — I Head Over Box Weir Depth of Water Box Weir 8' Dia. ADS 2.53' Dia. Orifice in a 10°x100 plate 10" Dia. ADS Outlet Pipe 11 I I I I I I I Table 2. Detention Pond Outlet Rating Curve id 8, ME M1 "F 5002.12 0.00 0.00 0.00 5002.25 0.06 0.00 0.06 5002.50 0.09 0.00 0.09 5002.75 0.12 0.00 0.12 5003.00 0.14 0.00 0.14 5003.25 0.17 0.00 0.17 5003.50 0.19 0.00 0.19 5003.75 0.21 0.00 0.21 5003.85 0.21 0.00 0.21 5003.92 0.22 0.00 0.22 5003.97 0.22 0.00 0.22 5004.02 0.22 0.00 0.22 5004.07 0.23 0.00 0.23 5004.12 0.23 0.00 0.23 5004.17 0.23 0.00 0.23 5004.22 0.24 0.00 0.24 5004.24 0.24 0.00 0.24 5004.25 0.24 0.01 0.26 5004.26 0.24 0.04 0.29 5004.27 0.24 0.08 0.32 5004.28 0.24 0.12 0.36 5004.29 0.24 0.17 0.41 5004.30 0.24 0.22 0.46 5004.31 0.24 0.28 0.52 5004.32 0.24 0.34 0.58 5004.33 0.24 0.40 0.64 5004.34 0.24 0.47 0.71 5004.35 0.24 0.55 0.79 5004.36 1 0.24 1 0.62 1 0.86 Bank One at Harmony Market Detention Pond Storage Volumes Normal Conditions 100 - Year Storm Cumulative Runoff Method Area (ac) c Cf Cf x C x A 1.72 0.66 1.25 1.42 "St-M MM r m83 NEW 5 0.08 9.20 3916 258 3658 0.084 10 0.17 7.20 6130 516 5614 0.129 15 0.25 6.00 7663 774 6889 0.158 20 0.33 5.15 8769 1032 7737 0.178 25 0.42 4.60 9791 1290 8501 0.195 30 0.50 4.17 10651 1548 9103 0.209 35 0.58 3.81 11353 1806 9547 0.219 40 0.67 3.50 11920 2064 9856 0.226 45 0.75 3.25 12452 2322 10130 0.233 50 0.83 3.00 12771 2580 �,RVVJ 9 1, � 55 0.92 2.78 13018 2838 10180 0.234 60 1.00 2.60 13282 3096 10186 0.234 90 1.50 1.87 14329 4644 9685 0.222 120 2.00 1.44 14712 6192 8520 0.196 150 2.50 1.19 15197 7740 7457 0.171 180 3.00 1.05 16091 9288 6803 0.156 10 - Year Storm Cumulative Runoff Method Area (ac) C Cf Cf x C x A 1.72 0.66 1.00 1.14 Try Tim P" WT., I ffil 4i'm yolu 5 0.08 5.55 1890 63 1827 0.042 10 0.17 4.38 2983 126 2657 0.066 15 0.25 3.73 3811 189 3622 0.083 20 0.33 3.23 4400 252 4148 0.095 25 0.42 2.86 4870 315 4555 0.105 30 0.50 2.59 5292 378 4914 0.113 35 0.58 2.35 5602 441 5161 0.118 40 0.67 2.19 5967 504 5463 0.125 45 0.75 2.00 6130 567 5563 0.128 50 0.83 1.85 6300 630 5670 0.130 55 0.92 1.73 6481 693 5788 0.133 60 1.00 1.62 6620 756 5864 0.135 90 1.50 1.20 7356 1134 ]17�TM62-22 120 2.00 0.90 7356 1512 5844 0.134 150 2'50 0.75 7663 1890 5773 0.133 1801 3001 0.65 7969 2268 5701 0.131 10-Year Release Rate = 0.21 cfs = 0.21 cis allowable I 00-Year Release Rate = 0.86 cfs = 0.86 cfs allowable 10-Year Depth = 1.73 it 10-Year WSEL = 3.85 1 00-Year Depth = 2.24 ft 1 00-Year WSEL = 4.36 I I I I I I I I I I I I Bank One at Harmony Market Detention Pond Storage Volumes Only Orifice Clogs 100 - Year Storm Cumulative Runoff Method Area (ac) C Cf Cf x C x A 1.72 0.66 1.25 1.42 0- av� jntensay� �iqr a ptotp W� P olu W?N 00 M M 5 0.08 9.20 3916 243 3673 0.084 10 0.17 7.20 6130 486 5644 0.130 15 0.25 6.00 7663 729 6934 0.159 20 0.33 5.15 8769 972 7797 0.179 25 0.42 4.60 9791 1215 8576 0.197 30 0.50 4.17 10651 1458 9193 0.211 35 0.58 3.81 11353 1701 9652 0.222 40 0.67 3.50 11920 1944 9976 0.229 45 0.75 3.25 12452 2187 10265 0.236 50 0.83 3.00 12771 2430 10341 0.237 55 0.92 2.78 13018 2673 10345 0.237 60 1.00 2.60 13282 2916 90 1.50 1.87 14329 4374 9955 0.229 120 2.00 1.44 14712 5832 8880 0.204 150 2:050 1.19 15197 7290 7907 0.182 180 3.00 1.05 16091 8748 7343 0.169 10 - Year Storm Cumulative Runoff Method Area (ac) C Cf Cf x C x A 1.72 0.66 1.00 1.14 M ima A k001W Sb00, 1�^I6,00 nMW- Q 1.,Ycitama 1--, :- 6N0 I 5 0.08 5.55 1890 0 1890 0.043 10 0.17 4.38 2983 0 2983 0.068 15 0.25 3.73 3811 0 3811 0.087 20 0.33 3.23 4400 0 4400 0.101 25 0.42 2.86 4870 0 4870 0.112 30 0.50 2.59 5292 0 .5292 0.121 35 0.58 2.35 5602 0 5602 0.129 40 0.67 2.19 5967 0 5967 0.137 45 0.75 2.00 6130 0 6130 0.141 50 0.83 1.85 6300 0 6300 0.145 55 0.92 1.73 6481 0 6481 0.149 60 1.00 1.62 6620 0 6620 0.152 90 1.50 1.20 7356 0 7356 0.169 120 2.00 0.90 7356 0 7356 0.169 150 2'50 0.75 7663 0 7663 0.176 L 1801 3001 0.65 7969 0 R0tw W- 1 0-Year Release Rate = 0.00 cis < 0.21 cis allowable 1 00-Year Release Rate = 0.81 cis < 0.86 cis allowable 10-Year Depth = 1.95 ft 10-Year WSEL = 4.07 1 00-Year Depth = 2.26 it 1 00-Year WSEL = 4.38 /3 � I I I I I I I I Bank One at Harmony Market Detention Pond Storage Volumes Entire Outlet Structure Clogs 100 - Year Storm Cumulative Runoff Method Area (ac) C Cf Cf x C x A 1.72 0.66 1.25 1.42 NMI W 3694 0.085 5 0.08 9.20 3916 222 10 0.17 7.20 6130 444 5686 0.131 15 0.25 6.00 7663 666 6997 0.161 20 0.33 5.15 8769 888 7881 0.181 25 0.42 4.60 9791 1110 8681 0.199 30 0.50 4.17 10651 1332 9319 0.214 35 0.58 3.81 11353 1554 9799 0.225 40 0.67 3.50 11920 1776 10144 0.233 45 0.75 3.25 12452 1998 10454 0.240 50 0.83 3.00 12771 2220 10551 0.242 55 0.92 2.78 13018 2442 10576 0.243 60 1.00 2.60 13282 2664 LW�N*1:8: 90 1.50 1.87 14329 3996 10333 0237 120 2.00 1.44 14712 5328 9384 0215 150 2.50 1.19 15197 6660 8537 0.196 180, 3.001 1.05 16091 7992 80991 0.186 10 - Year Storm Cumulative Runoff Method Area (ac) C Cf Of x C x A 1.72 0.66 1.00 1.14 W M10 I Storaos est kit,4610 volu mesas`Wo 0110ti 5 0.08 5.55 1890 0 1890 0.043 10 0.17 4.38 2983 0 2983 0.068 15 0.25 3.73 3811 0 3811 0.087 20 0.33 3.23 4400 0 4400 0.101 25 0.42 2.86 4870 0 4870 0.112 30 0.50 2.59 5292 0 5292 0.121 35 0.58 2.35 5602 0 5602 0.129 40 0.67 2.19 5967 0 5967 0.137 45 0.75 2.00 6130 0 6130 0.141 so 0.83 1.85 6300 0 6300 0.145 55 0.92 1.73 6481 0 6481 0.149 60 1.00 1.62 6620 0 6620 0.15 90 1.50 1.20 7356 0 7356 0.169 120 2.00 0.90 7356 0 7356 0.169 150 2'50 075' 7663 0 7663 0.176 L 1801 3.001 0.651 7969 0 ,%R"J'ON-F" 0.193 10-Year Release Rate= 0.00 cfs < 0.21 cfs allowable 1 00-Year Release Rate = 0.74 cfs < 0.86 cfs allowable 10-Year Depth = 1.95 It 10-Year WSEL = 4.07 1 00-Year Depth= 2.31 It 100-Year WSEL = 4.43 • i O U N N w O •- N Q O � C7 O N U w C) o UO N Q U ( D 3: (n 1'M ry rn - � X U 0 CV rn IT) � O Ln O N C N 1 I II-- i 00 Z ANI 90 Z ANI ZI'Z ANI m n 0 0 0 0 0 0 n n 0 n 0 n N 11 /3D AIRES ASSOCIATES DESIGN COMPUTATIONS Curb CUke,-4 � A I ConC i rc�f ion �oin-{- ai 0100= park;,% � o+ r;;-nGl •1' i`�.Zil po;nq a. r4aflBil'� . v1� �' 1 v , r A 0. _ 4 4o� u= O. 5 �rnaX,, i5, i A4 Qroo Y O.y(o V_ T/.SO5- - Project No.✓ / Remarks Computation by Date Project Name LOP Checked by Date Title/item Sheet of �' I I C� 1 I 1 I AVRES ASSOCIATES DESIGN COMPUTATIONS very, 4-0"/ /I1 C'onc�r�t� �f,'o„ la,�.f Qa = 0. q 7 cfs O'1aJ's Q100 i r _, cis 7 1 III+' f O Si.�� I i i LAL T ' t N —I_ 1 1 1 } 1 O f SFAS L TL�J _ 4!- t . See _-I I;n<1 Project No. 3/7 G14�7 Remarks Computation by Date 7- �9 9 Project Name 1C) 4 OnLO Checked by Date al oc Z Z) Title/item Sheet of '(• ASSOCIATES DESIGN COMPUTATIONS S ae�alk L' i lvs 0,10 �1•orr, &4en4-,on pond ox--01 47 - QIC>O= 0.g6.e.-s. - ' 1 _ _.. ;Or vJ _IO 5' j C�-CJIUIJC� moJC- ' I A'- I O��a r D`l, cf5 A+ Q o 001 S+andG�d eY0.�`'L— lO tj 4ex4}on p01 d ,. ' a O : 00' I-- CQ A Qlno I, // 9 = 0.6rT" ._-Li -v>r= Project No. 3y O 1 Remarks Computation by �rC Date Project Name Checked by Date Title/Rem Sheet l'-1 of Dlt "ITIM, I I I 1 I I I C I I ASSOCIATES DESIGN COMPUTATIONS CC urb �4QV- de+en+4on pond zAk slope - � C ul V2,r+ / bkrvJ vJl:� �oPSoil (�� CcV2y-4—a-'i2- tt)li%1 sod-,ya-�.s I _ � rt1 r -{ - Q f L T /- r Al 4- L 4 ,_i t l �s o r> �or rn Ve�oc rl a= -1 hr©�h Cc�tlerl S endL--` � IY�cJ Q CAV _a+ :CV.L)Pri-.4..�• Qp� y•,3fwr l iS l �,� S � �=S = O SOS f ' 1 1 1 r Aso = Co. __ r�dsc - so - - T? - -- ---; - - �;-r 1 1 i'T a:l s,�.e s6pp- usesf 77 7� kz-.-Inot jljr�ocn L4orrrl Project No. J, o1W 7 Remarks Computation by �C Date ? ?// 73a Project Name 6 ri C Checked by Date 3 Title/Rem Sheet' of W 1 A)FRES ASSOCIATES I I �J ConCre4e` �;ic� a�onq. Natcmo!� A �oncJ loct.-) NZ' - --�i i sswrrie1:c,�es� n-" W`,fikh {-�retebo� , �- t !Y \ 1 DESIGN COMPUTATIONS projectNo.3q-)Igtl Remarks Computation by ( /if Date S,)_f7 Project Name n YY Checked by Date Dq Or 3 a Title/Rem Sheet of 1 AVRES ASSOCIATES DESIGN COMPUTATIONS 1 rr j (1 �rr�JaI2 +cr C� 1t�rCn — Lr-oss L K:si,�q ��0 /O - O �. / ocs A (S qD 97o is Q = s. �o i. 97 = 7. e 7 046 6oFlom 7.$efs �+ clep+h: '� �I_�,_ Q = 10.07 ��;;�,.� 1/= �.Dl •�-!ps,-_%�w,�f!-,:_ Q it 1 r q � t i . 1 +'.r.0. D / rr1l.�.t oo �3Qrtp / �- 1�//p '7, 39 = - - 14 Ti .L.�100 O O� /� i ..1 j' y y l i= L T- i , i Aad�+ onaQ- cop p-ciA10,0r7 S.40 Project No. ✓//-O i/ Remarks Computation by C le Date v _lQ _ q� Project Name? / Checked by Date D TA 3 Title/Rem Shoe!,-t7o of I /BYRES ASSOCIATES DESIGN COMPUTATIONS Jt.:J�JC'L - too 00 n= ho ' T'- I -. I , FI 1 1 4 1 1 1 1 1 I QC @I I/ a�7 I- 14 � . 1 - l c,?7, )c - 5.90 Project No. J, r 1 Remarks Computation by Date Project Name P �n t, D Checked by Date Title/Rem Sheet got 30 [] AVRES ASSOCIATES DESIGN COMPUTATIONS 1 1 1 rt-I 0 1 l? ! �—•5 I .3 _r �a Fr 1 Y r t, +_ o c�� p `QpJk:i�+QorooL7 c� r j ►=t ;i . } �Addr,+Tor; $C 44L\ 1�.-70 I� 1 IVO Q00 'Shown`,'SvKQ �es n , )a..srom of,oinaX Exr57' n Condr�ion5 huwlrolo pnG� WaS con¢ VQ C5.90�Fs) �ifPdaA1 �h clrolo slio�ati _ sheei5 1 4 Z) o�-' 3 i nd; c-o-4e 4k&4 4e o,4 .Q Q,no IS a� Project No. q_ O' y (/emarks IT Computation by `?� Date /` o�%- q Project Name n2. Checked by Date. Title/lfem Sheet of ✓; ,, dJC � r /SIRES ASSOCIATES DESIGN COMPUTATIONS 1 ' 07 , lre, Z0. /S- ac 0.57xrij/Ed /"Are0. - 0. 0 ar- Po,) Le,- A = /70 % 1 Auer- Q e G</cFe = /, 6 70 OS�c.rbC-d /-lrEa= I. IQ4c - .- PS % ! 1 F Tell Qrpa =- O I S ;u�a,sfucbeci ccn)Qnp o cl rune O 03to�c _ S4ra mvlcl� at ta_+or,s�#ac 'c 0.-I'aact#j i 06 }1=00 Fccior-- IS ' %i0+ Pc cor 15 (� o - n� ; i zo_(Po� I r Project No. / O��/i/ Remarks Computation by CC Date p_9� ' Project Name i n �7 i7 Checked by Date aG r ,D 0 Title/Rem Sheet xof I /BYRES 1 1 ASSOCIATES DESIGN COMPUTATIONS T—�-Icl Area- I.90 ti C P GrG-up-1 Curb C4,IAH/'r4et -pJtcrs I.Oo D" 30 0. ISO S4 ro-vJ ty)aeh Co- . 31 orv- //c . I11, Q S� IQ�C , I- 1Je-t- l:Je� P- for a U�T , ' 0.yd �.f EFF = C� r ��`Qy3�i:ry��r x;lOC - ' 9g, a °lo' *77, - - - _. _ { I . I i � � __ -- -. _ I Project No. 3, /- D1, / Remarks Computation by `�y Date q 9� ' Project Name i �Y Checked by Date l< (:)A e �`7 6f7 3J Tile/Rem Sheet of 1 1 1 1 i 1 1 1 1 1 1 1 i 1 1 1 i 1 A PROJECT: Bank One At Harmony Market STANDARD FORM A COMPLETED BY: Chris Carlson DATE: September 30, 1994 DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS BASIN ZONE (ac) (ft % ft A Moderate 0.15 170 1.6 78.2 B Moderate 1.90 328 1.2 77.8 D%/30 I PROJECT: Bank One At Harmony Market STANDARD FORM B COMPLETED BY: Chris Carlson DATE: September 30, 1994 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT Paved 0.01 1.00 Curb Inlet Filter 1.00 0.80 Gravel Straw Mulch 0.06 1.00 2 tons / acre Silt Fence 1.00 0.50 MAJOR PS SUB AREA CALCULATIONS BASIN % BASIN ac CALCULATIONS ARE SHOWN IN APPENDIX) A 78.2 0.15 Total Area = 0.15 ac Disturbed Area = 0.12 ac Straw Mulch = 0.12 ac Pavement/Concrete = 0.03 ac Net C-Factor = 0.050 Net P-Factor = 1.00 EFF = 95.0% (>78.2%) B 77.8 1.90 Total Area = 1.90 ac Disturbed Area = 1.90 ac Silt Fence Straw Mulch = 1.25 ac Pavement/Concrete/Building = 0.65 ac Gravel Inlet Filter Net C-Factor = 0.043 Net P-Factor = 0.40 EFF = 98.2% (>77.8%) I 11 I I I 2 §§§, °�¥ ¥ww m_§9LO 9n CO &�§■ §GQ §k§� GLLW �g q_g4gq 0: o \q� 0 2 = §§3§2 2§§© ¥LL-i 0 LL7 b§§ ##§#@ w\ b0\ - LL #9R8a §u 00000 § �u '§§Cd � )<® S /a. cr a G23T7 000ga Co 0 CD¥@9R 7 «§« � } �§0W)§ � §�%< f § «N@ 0@ a�< oN �� _\) ( � RgAk« 2 � t § §&k )$»� § cq /�%� §�§ 0 0: m 3aUJ� \)§� §2Q§§ LU k�§ §k§§ j\N 0 R § G23\ £ 000gg 0 \ ! \ � � I o a a o z Fn w p w z Z O Z J (IWJ W J Z Z Z Z 4 Q O m m U m 0 f AIRES ASSOCIATES 1 � � d QroPer�� 4 A� Q,c�Ser*�a,ni `^ 100 11 = 11.95 I .'17 C+s ? v SQ I I. lS Cis n: O.000 �o�oM �J ,d+►, = 3' ' ' E10)a- a.I r.Ts 5=3.I-s o O.aq' V= I.s3 4c;� Il.gs cps S= 0. 1;,096 = �, SS' V= 3o' 0.4 ►a xsr_c z-= C_ ,= 16.oS� S dad; +;o �Q C��, = 33`%0 ok L-SS= 3:1 R-56= 15.5: I1.'7r cFs 5 - o , y 07d> �h0.��e s'.dc s lo�leg 4o DO- 7: 1 S—S i Project No. 0 `Y Remarks Prepared by-;!` Date/ew l J Project Name Checked by Date Title/Item Sheet of -s APPENDIX B Release Rate Agreement • .+ SEP 28 '94 08:10 FT COLLLINS P.2 INC. Engineering Consultants 209 S. Meldrum Fort Collins. Colorado 80521 =482-S922 FAX: 3031482-8388 September 20, 1994 Mr. Basil Hamdan City of Fort Collins ' Utility Services Stormwater 235 Mathews Street Fort Collins, Colorado 80522 RE: Drainage for the Northwest Corner of Oak/Cottonwood Farm Basin 202 of the overall Drainage Plan PROJECT NO.: 226-013 Dear Basil, The purpose of this letter is to address the drainage design, detention requirements, and maximum release rates as specified in the Overall Drainage Plan for the oak/Cottonwood Farms. This is in particular regard to Basin 202, as shown on the overall Drainage Plan. This basin contains approximately 22.9 acres, and is bounded on the south by Miramont lst Filing, on the east by Boardwalk Drive, on the North by Harmony Road, and on the west by Fairway Estates. There is an existing agreement in place between Oak Farms, Inc. and ' the Front Range Baptist Church. In this agreement, the 10 year storm maximum release rate was to be limited to 0.24 cfs/acre, and the 100 year storm maximum release rate was to be limited to 0.50 cfs/acre. These figures were established by the capacity of Boardwalk Drive to convey developed stormwater per the City of Fort Collins Stormwater requirements. Per the Overall Drainage Plan for Oak/Cottonwood Farms, developers of Basin 202 would be responsible ' for detention of one-half of Boardwalk Drive adjacent to this basin. This is how the SWMM model for the Oak/Cottonwood Farm Overall Plan is currently structured. ' The developers of the Bank One portion of Basin 202 (located in the Northeast corner of Basin 202) have requested a reevaluation of the ' drainage concepts presented in the current version of the Overall Study. In the revised concept, they propose that developed runoff from that portion of Boardwalk Drive be released undetained from Basin 202, and compensated for downstream ultimately in Detention ' Pond 340 (this detention pond located at the northwest corner of ' Denver3CW458-5528 SEP 28 '94 08:11 FT C01IIINS P.3 Boardwalk and Lemay Avenue). Since this area will be allowed to flow downstream undetained, this causes the allowable release rates ' for Basin 202 to be readjusted so as not to exceed the capacities of surface runoff allowed in Boardwalk Drive. ' The 2 year developed stormwater capacity in Boardwalk Drive without exceeding the top of the curb is 8.39 cfs. Developed runoff from Boardwalk and that portion of Miramont 1st Filing which currently flows to Boardwalk is 5.90 cfs. The remaining area of Basin 202 ' which would restricted by this agreement would be 21.5 acres. Therefore, the adjusted release rate for the 2 year storm would be (8.39 cfs - 5.90 cfs / 21.5 acres) or 0.12 cfs/acre. Similarly for the 100 year storm, the capacity of Boardwalk is 70.00 cfs, contributing undetained flows are 7.38 cfs, therefore the allowable release rate would be limited to (70.00 cfs - 7.38 cfs / 21.5 acres) or 2.91 cfs. The overall Drainage plan, and the requirements ' of the McClellands Master Plan limits developed runoff from the 100 year storm to 0.5 'cfs/acre, therefore this restriction of 0.50 cfs/acre will still be required for Basin 202. The existing agreement also limited the 100 year release rate to 0.50 cfs/acre. This will cause a slight increase in the required volume of downstream -detention pond 340. A modified SWMM model, with the ' above described concepts, showed an increase from 4.9 ac.ft. of detention required to 5.0 ac.ft. ' By approval of this letter, the parties listed below agree to the aforementioned drainage criteria. The above concepts have been presented to the City of Fort Collins Stormwater Utility, however ' these conceptual changes are subject to review and final approval by the City Stormwater Utility. This agreement will also supersede the original agreement dated August 5, 1992, signed by Oak Farms, Inc. and the Front Range Baptist Church. ' Sincerely, Inc. Engineering Consultants Roger Curtiss, P.E. "`SEP 28 '94 08:11 FT C01IIINS P.4 1 ' APPROVED: ' Oak Farms, Inc. 1. L-2�' Date . Title ' Date �f 22{9y Front ng tiist ch o T tle q Date Bank one, XizTeo6(w'fI46YEcauO LLrl-iL zL Titl q/y�4/ Date ' I CONSTRUCTION SEQUENCE PRO1ECf: Bank One At Harmony Market P.U.O. STM10.WD FORM C SEQUENCE FOR 1997 COMPLETED BY: CHRIS CARLSON awl 01/24/97 Indicate by use or o Now Line a, yin bas who,III controw l e e no indicted. m Molw mdi(caGot o aOPrPnO echadule may cable suOmittlnq a new schedule tow.oppawl by the City Ergmor. YEAR 1997 19 NDNTH Teel MwIro, MaylAunel JulrlMro septl octlNw logo Aar OYFRLOT GRAMNG -_ MIND EROSION CONTROL Sell RW9Nin9 Perimeter Bonner Vegetative Me1Mde Soil Sealant RNNFALL EROSION CONTROL STROCTURµ: Sediment Tmp / Boem let Filters Slmw Bi Silt Fence Bmrien Sand Base Bore Sail Preporalim Contour Funows Asphalt / Concrete Paving VEGETATIVE: Perrmnnt Seed Planting Mulching/sealanl Temporary Seed Pl ins Si Installation holdings / Mate / @ants BUILDING CONSTRUCTION: STRUCTURES: INSTALLS) BY MMNTMNED BY VEGETATION/MULCHING CONTRACTOR _ GATE SUBMITIEO 01/24/97 APPECRE) BY orY OF PORT C0.LIN5 CN Hw/SF—Cnee9 UNDER WORSE CASE 0100 = 0.74 CR; y = 0.03' EL. 04.60 0.20- ELEV. 04.40 = 60, OVERFLOW SPILLWAY DETAIL N.T.S. 12 B' SIDEWALK 11 FINISH GRADE SLOPE 10 XXT B B 24' RCP 7 INV. EL 06.3 0 SIDEWALK SECTION SCALE: Hi t'=10' VERY. 1'=1' EROSION CONTROL NOTES: 1. THE CITY OF IT. COLLINS STORMWATER UTILITY EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY CONSTRUCTION ON THIS SITE. 2. ALL REQUIRED PEREMITER SILT FENCING SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING. STRIPPING. GRADING. ETC.). ALL OTHER REQUIRED EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCES AS INDICATED IN THE APPROVED PROJECT SCHEDULE. CONSTRUCTION PLANS. AND EROSION CONTROL REPORT. 3. PRE -DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREEVER POSSIBLE, REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS. AND FOR THE SHORTEST PERIOD OF TIME. 4. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING. GRADING UTILITY INSTALLATIONLING S STOCKPILING III ETC EAST HARMONY ROAD IT EXISTING CONCRETE DITCH SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISCORD ALONG LAND CONTOURS UNTIL MULCH, VEGETATION. OR OTHER PERMANENT EROSION CONSTROL IS INSTALLED. NO SOILS IN AREARE OUTSIDE PROJECT STREET RIGHTS OF WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE - REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (e.g. SEED/ MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE L Q APPROVED BY THE STORMWATER UTILITY. S. THE PROPERTY75RALC9E71VATERE 1 A ll lfN♦'�— DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT WIND -CAUSED' — ,�_ EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE EMUEDIATELY DISCONTINUED WHEN FUGITIVE DUST IPACTS ADJACENT PROPERTIES. ._. �- AS DETERMINED BY THE CITY OF PORT COLLINS ENGINEERING M DEPARTMENT. 6. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES SHALL TC 11.e0 BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY - AFTER EACH RUNOFF EVENT IN ORDER TO ASSURE CONTINUED -- _- -- PERFORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, BY SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION I SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY. 7. NO SOIL STOCKPILE SMALL EXCEED TEN (10) FEET IN HEIGHT. 7. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT I START VERT. CURB 1 093 TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PEREMITER - SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 30 DAYS M SHALL BE SEEDED AND MULCHED. VERTICAL CURB SECTION S. CITY ORDINANCE PROHIBITS THE TRACKING, DROPPING, OR DEPOSITING SEE DETAIL THIS SHEET OS. OF SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS BY OR FROM TVC ANY VEHICLE. ANY INADVERTANT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE CONTRACTOR. I SLOPE VARIES I 211 '6' CONIC. /SLOPE VARIES 2,-p .. LOW FLOW CONVEYANCE CHANNEL N.T.S. I l PROPERTY LINE ITV I VERTICAL CURB SECTION N.T.S. SLOPE VARIES CURB G GUTTER ' (TYPICAL) SEE DETAIL SHT. 6 100 LP M VERTICAL CURB a M TOP VERTICAL CURB EL. OB.50 EXIST. BLDG. EXIST. IXH REMOVE 40 LF CONCRETE DITCH INSTALL 40 UII PCP REMOVE 140 LFt EXISTING CONCRETE LINED DITCH Om 11m ' 51 _0774 0&00 G 0 O BANK ONE BAFLOOR EL SO ��u PHASE II OFFICE/RETAIL FLOOR EL sl A' SGfWM% TOP OF B EL NAKI SIECXWX CIILAVIT cplsmlKTKw _ EASEMFRT ` _ I `EXIST. MH 11420 sourru r nnr IN KRW VRM ORAWN DESIGNED cxECKEO OCT 1996 MUCCt APPROVED DATE PROJECT NO. MELINE & IRELAN, Inc. Consulting Engineers 4710 swTH CnufTE AVENUE FORT Caups, cO m 5 (Auld 221 REMSION DESCHIPOON I 10, LirRW TRWRMIN- FRCM T-6 TO 1'-6 CURB IF GUTTER SECIKM BANK ONE AT H) FT. COLLINS, N 0 15 SCALE: t'=30' EE SHT. S RAMP DETAIL iC -SE : i—� 2 L oE6, ; SIN 5 NI 1 E 4 CWNHFLMpjIf6EE OEfML SHI A' TOP Or BFAu E. a OP or M• s%e AT E a I SEE LEi LSE 1sK 00 LIFE03.W T. T 3 R P DETAIL BE SHT I6 I. INTERSECTION CROSS PAN DETAIL SEE SHEET 6 I i 0200 �^LEMOYf Lf Cf / tEISi. C B @ LJrrER \EXIST. MH M19 I MARKET LDO GRADING PLAN, EROSION CONTROL AND CURB AND CUTTER e 3 90EWJLK cuvEm c 71 --- - T - BASIN PARAMETERS DETENTION POND SUMMARY TABLE _ q HARMONY ROAD N PWO ED 40 EAR 247 RCP CONNECT TO EXIST. zr RCP OoA IC EL OUr 08.21 P. IIr 0 1® 5011� . _ �, ' r C%ISTINO xr PCP � (fill a%, 5_/DOI At Ti SOLO ~ ,1 9kJ Do r I i ��" 1 n /�) 6 n STMT 01]CX SOLO __ ,7 +` � - - CONSTRUMION I I NOT AND DRAINAGE \� I t _ I O i EMEMEM I Q O O o Sp00 (FLOOR EL SCHEME) I 3 Me i 0 e TO SEC. sfc. 0-0 1 LOT 1 'FA j4,0VERALL m 'I TO SE0. E-E A W-0 ` -� i OS340 INDAOAR'/COIASINSTH E IOEHO IN POND _ _ _ _ _ _ _ TO WITH THE 1,tONW000 IAPN ��' 1 OWJNA E PUN. C DEPRESSED SN' CURB DEPOND N EASINAGE EMENT SEE PUT Sul NIXELL RMx gp�yASea-i+-greaat. will be roughened and rintlrowd between Initial Swdln9 and planting I atl I 0100=10.44 I_ _ ` PrI INMI-. grail. K� L-' �- 01C=CJ1 ./ MPR� CLOWONVEYANCE .. GENERAL NOTES b ,_ J(// " cNARrvEL 1. RC WIMUM SRIB1rAM OREA S TIMES FRONT RANGE BAPTIST CHURCH g C BANK ONE IRONY MNOF BAPTIST CHURCH GMK ONE ^ a^ d INSTALL VET. ` N OZ ACRES RES 100 FEET OF FENCL �M I Y ]. R5°ECT E FEPNR MT BIER SOON VARIES I. 1 VARIES 1, � CUPS FI ifR sB's01°AW°TIKR NGiiERlxc IIFASUW� N IS'_ - w _ _ _ _ _y_ I+ I , L pV[NV! R OA� r a SIM EE°Nt ROUND O �M PINT WHEN F SECTION VIEW lW-o.7a R PERIOD IN IN µU ERNEC AAL m A SFOI- SILT FENCE ymoDX1.33=D.ae R l J. UMRCIOR slwL REMOVE sn. RPo[ Das j I _ b - A eve 1 :eve :eve , �g OETENT10N MFA °M53 W3 BEEN ESI!BUSNEO. NTS ^ R _ 0825 TE D 2'-Y b Ly J J1 I SEE DETAIL E 1 1 1 N ♦ I q IOYOf WEIRTON S 1 TRAN9MOx $fG. {KE �1 j LOT r, IOOYR. WSFLa/.36 vl T Y II` A P'1 TO SEC. i-i 50a' ~I 1' w I " Cv L I (FLOOR EL S006.6) OSO SPILLWAY EL o/.x/ �=' SWALE SECTION D-D SWALE SECTION E-E t j n 1, ♦J f CAOYWN w P p INSTALL DRA L INLET FILTER +1 10=/.73 CFS f ry P4FF0 ANCHOR BOLTS NTS a'alf VERY. CURB NisfAIC YEM. CRAB ^ ^ 1 „y� ~l PIPFAP (TYP) 100=10.85 i�.F 0 C ADS AS SHOWN AS SHOWN Q o o rj000 lL CUB^BrFILTER L THIS SHEET 6 T IT ADS PIPE [XIS IH4 / C) R o I � THIS DETAIL -� 2.Sf OIA f 2.5 DI PLATE CONCPETE y - INV. 1.1'1 b J OMFlCF W/2.aY IV PLCR IRONY RM6E BAPTIST °HURLH g BANK ONE J Y 44B $ OMLEy3TRULTURf ' iH14 SNCFr ORIPICf PL§YC / 01 IPICE. 1C MS 9 T _L___ gOVERING ADS VMYES q 500 I N _� __ ____ 0 I ,POND OUTLET Q2wFS GIOOOO aB CRIB `8EE RING AT flIOXi) - J'-f ww I Y J. EL. 02J2 \ (PS MATCH 03.tx V i'-r I'-? 4 , ' B Ot00wJ 89 CFS. r f too=0.50 R E b b 2.SY DIA. OROKF O MATCH r _ y010ox1.33=0.57 FT 1 -Oil 72 CIS ' - r I -. 0.1 % : r T - Ob Q.SI �- -M 4.0 8, 2'-0' f LI-1/Y fT+ b b _ 'J III 50 i DIDD, 5 cE5 wl o4&LCf1iiER f. 02 D21 ITS I 3._r OIEILW Ml! OBTAL , f a -'1� Y rig �i)11 A y y 10 0100.0.7& FS _ ,JII _ r - 6 Y n o I_ 0 ilVAlpX Y!W __- f� zs +( - - . 3,_A. 1' 1' em REPAIR 0 1f O.C. p 0.vw I 0 5 sO AMLX 1 EL MO �{I-c z_Y EL w.z/ �I I� I/ REPAR AS SHOWM SWALE SECTION F-F g C I _ Y SO. T TRASH MLK SECTION A -A NTS y It WA S MO smairtic ue ---" Nm R y o - SILT FENCE / reds IT AM OUTLET STRUCTURE EMERGENCY 612R110E SEE DETAIL SEE SHEET ] VPOR INSTASIMSLLWAY EL OAw. a10-V WSLL , 3.8D '*WKpIo0-YR. WSQ , /.36 DETENTION POND BERM _„GA IT,OPIMCF PLATE n f AOS NR POPA�INV. Ox.lxz-r XDL6z�111 MATCH LINE -L oPATINO W/YaY i li_Cu PLOP VEW OPENIX4S. i' _i _ _ i lra1C DALVMREO GRARNO OUTLET CONTROL STRUCTURE W/Y OPENINGS, NIS POND OUTLET DETAILS n NTS 0 d z NOT I BY I GATE REVISION [DESCRIPTION I 4 WIRE SCREEN CONCRETE (MPROX. 1/Y MESH) C BLOCK PLAN VIEW PERSPECTIVE GENERAL NOTES I I AND RLIVIR HOURS AM CPR FLEXED MRR W frtx. RER°h SEDIMENT i mE nll[R °ESPix [g(� CKCG4TED PEAK FLOWS RMxOn ppy�TED ryN µW ARFA°IPBN TO A YP- -/�a INS OF STAN III YLssuRL G SEGMENT 0 NOVEL SI US MME➢MELV M TRAVELED My OF R0.tl5. M YA2 For acm SRO 96cn0x Cl SIDEWALK CULVERT GRAVEL FILTER Mrs DETENTION POND MOTION SI P[E p + wM WITH ON! 30 AND AEvca(rart Mlrx aN aRaaf Davin MEA (Be) INTERIM POIRT CUY4TIVE MEA (do) RUNOFF WEEK C OF WEEF 24110-TR OF GOER iw-w �D OVEP-OW LENGTH (N) AVERAGE OVERLAID SCOPE (K) GROW LENGTH (II) GUIETMER ERE SLOPE (R) CUTNER MOORS VELOCMY (Fps) A 0.15 1 0.15 G." 1.°0 1.25 20 20AO ISO 0.8 1.8 6 1.20 2 1.20 0.73 IRO 1.25 62 a60 266 0.7 1.7 C 0.17 ♦ 0.17 0.76 1.00 1.25 61 /.80 51 oA 1.2 D 0.33 6 0.35 O.w 1.00 1.23 180 1.00 0 0.0 0.0 E 0.16 7 GAS 0.46 1.OD 1.25 /7 1.08 336 2.7 3.2 061 0.28 a 0.28 0.95 1.0° 1.25 0 0.00 356 2.7 3.2 ahDhC - 6 1.73 (ADS 1.00 1.25 229 2.63 266 0.7 1.7 OVERLAND OYERIAND CUTTER TOTAL TOTAL RMNFALL IMEHWW PEAK DISCHARGE TRAVEL TRAVEL TRAVEL AREA MEA I I 1 0 0 0 TIME-2a10T TIME 100Y RYE 2al0YR.To 1a0YR.Ta 2-YR 10-YR 100-M 2 YR 10-YR 10D-YR BASIN (min) (min) (min) (min) (min) (In/hr) (II 111 (alai) (ate) (cis) A 2A 4.6_ 3.6 .2 3 1A 2.6 4.2 ).2 4.0 1 9 Sse x.ez s.60 /.90 9.60 u0 0.11 TOP 0.17 431 0.36 10.22 C 2.9 1.3 0.7 -3.7 3'd S.YO 9.W O./7 Oi8 L35 -Ss0 D 17.6 15.1 0.0 17.6 13.1 1.9) S.A1 3.98 0.28 0.49 1.05 E 0.0 6.6 1.8 9.8 8./ 2.32 1.36 7.36 0.21 0.36 0.78 031 0.0 0.0 2.0 2.0 2.0 3.80 5.60 9.60 0.96 1.19 3.19 SeDeC 9.0 5.6 2.8 11.6 6.1 2.36 /.13 J.B/ 2.09 4.73 10.00 / GENERAL NOTES: r �+- 'IS 1. All launtlollona an m be tl.algnea such mail We llnlanetl IIOM IOVOHOna shown an ORYVNIEU So" 6 these plans am met to allow Positive Eralmogs away from IM1e structure on all N6w. unf r ' m m 2. Topsoil Is ID be r owa ono replaced le a depth of C in oil areas that will be disturbed by grading. 3. Topsail stockpiles are net to exceed G' In height, are to be windrowed or roughened Q On top, and am Io have a 2' berm build around the Ice (windrows to be HE t0 SW). RIPRAP 4. All ilemrbed areas nor being Paved will have 2 tone per care a( allow mules Amer crimpod 4 or more Inches Imo ins Will or sprained with a IaekHNr until add groes le Mf planed. S. Cum Intel gravel Titian are to be Installed as soon as IRA Inlet N constructed. woo MST FILTERF16AC 6. Gravel Inlet finer will remain at We tlebmlon pond outlet until all work Is ATTACKRNRV ID M completed - c� l rMH WR z An etacto drains and erosion wl a City o a robe of whit by s t _ e maintained ned y the are apex. by me clh el fen Collins al which Hme mq w1II _ �q WIpCIFD Bb211 be molntalmd by me developer. S. A berm will be graded to prevent drainage learn IM1e adjacent western church property I{ �J LB - TYOR team enfping proposed development. One hall of berm will be placed n Bank One II /v/r`w o ners. one a hall o/ me berm on church propeM no approved by beln property STORM RELEASE DEPTH VOLUME WSEL VOLUME CVCHT RATE (11.) REQUIRED PROWDSO (Of) (cc-11) (ac-ff) ID-YEM 1 0.21 11 1.73 0.143 3.65 0.241 100-YEARI 0.86 1 1 2.24 0.234 1 4.36 0.241 W AN PIPE) 17.1 7'-e 1/1 POND OUTLET PROFILE o 2' Nrs DRAWN DESIGNED VRIA CHECKED MELINE & IRELANe IRC. Consulting Engineers BANK ONE AT OCT 1996 035.001 4710 AAM Cp1E4£ AWME PONT UV CO 69525 (W3) 2H-IJ23 © FORT APPROVED DATE PROJECT NO. a2 W APTIST CHURCH BANK ONE SIES f R 0.85 R DRAINAGE PLAN AND EROSION CONTROL