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HomeMy WebLinkAboutDrainage Reports - 04/15/2002 (2)l� OF MIT .OWA6\ ' U. DRAINAGE STUDY FOR RIDGEVIEW CLASSICAL SCHOOL City of Fort Collins December 13, 2001 Job # ZO1-016 Ph- IDaYp yJ l r� ZEILER-PENN0CK,INC:/OHA LIN A R C H I T E C T S E N G I N E E R S ZEILER-PENNOCK,INC/OHA A R C H I T E C T S - E N G I N E E R S ' L1 December 13, 2001 PRINCIPALS PAUL R. PENNOCK _ W. KELLY OLIVER JOHNC.HELLGREN ' Mr. Wes Lam_ arque Storm Water Utility City of Fort Collins ' P.O. Box 580 Fort Collins, CO 80522 ' Re: Revised Drainage Study for Ridgeview Classical School Mr. Lamarque: Please review the Revised Drainage Study for the referenced project for conformance ' with city criteria. Please call if you have any questions. Thank you. Zeiler -Pennock, Inc. / OHA Val Cody Bohall Project Engineer 1 2727 BRYANT ST. SUITE 600 DENVER, CO 80211 (303)455-3322 FAX (303)455-3708 DRAINAGE STUDY FOR RIDGEVIEW CLASSICAL SCHOOL City of Fort Collins December 13, 2001 Job # ZO1-016 Prepared for: Dunanis Limited Partnerships 9132 West Bowles, Suite A Littleton, CO 80123 (303)933-3331 Prepared by: Zeiler -Pennock, Inc. / OHA 2727 Bryant Street, Suite 600 Denver, CO 80211 (303)455-3322 Paul R. Pennock, P.E. President/Principal William J. Logan, P.E. Project Engineer Cody Bohall Project Engineer VICINITY MAP NORTH NO SCALE ' TABLE OF CONTENTS Pages DrainageStudy..................................................................... 1-3 References........................................................................... 4 ' Appendix............................................................................. 5-10 1 r 1. ' Ridgeview Classical School will be located on the southeast corner of South Lemay Avenue and East Stuart Street. The site is presently developed and is the original ' property of the First Assembly of God Church. An existing storm detention system designed by Stewart & Associates, "Storm Drainage Report First Assembly of God Church," dated September 14, 1988, is in place. Existing storm detention ponds are ' located in the northeast corner of the site and along the west property line. The original report was prepared using the published rainfall data at the time. Since then, ' the City of Fort Collins has revised the rainfall data for the area. In an effort to satisfy the City's current criteria, drainage patterns have been analyzed using the City's current rainfall data. Surface areas used to calculate runoff in this report are based on Phase III, final site features. I The proposed construction is a two story, 15,600 square foot classroom addition, located to the west of the existing buildings. This addition will primarily affect the west detention pond by displacing some of the current detention volume. The volume of this ' pond is already smaller due to the installation of a detached sidewalk, as documented in a letter from Stewart & Associates, dated October 25, 1993. However, construction of the proposed addition will provide the opportunity to correct the existing west detention pond ' and bring the development up to current City criteria. The site consists of 4.05 acres, which is divided into two drainage basins. Basin A ' contains 3.22 acres and has a runoff coefficient of 0.734. Design storm frequencies analyzed in this report include two-year, 10-year, and 100-year storms. The computed ' two-year runoff for basin A is 3.83 cfs, and the 10-year and 100-year flows are 6.59 cfs and 20.98 cfs, respectively. Basin B contains 0.81 acres and has a runoff coefficient of 0.681. The computed two-year runoff for basin B is 1.08 cfs, and the 10-year and 100- ' year flows are 1.83 cfs and 5.74 cfs, respectively. Historic two-year discharge from the site is 1.41 cfs. This equates to an allowable ' discharge of 1.13 cfs for basin A and 0.28 cfs for basin B. Runoff from basin B is collected in the west detention pond, and discharges into the storm sewer on Lemay Avenue. The maximum proposed detention capacity of the west pond is 5810 cu.ft. The required detention tributary to the pond is 6671 cu.ft., an excess of 861 cu.ft. However, the existing contours permit the detained runoff to crest in the parking lot and surface drain into basin A. Runoff collected in basin A surface drains to the northeast and is ' collected in the existing northeast detention pond, which discharges onto Stuart Street through a sidewalk chase. The combined runoff from basin A and the excess from basin B produce a peak runoff volume of 29,889 cu.ft. The detention capacity of pond A is ' 30,801 cu.ft. Water quality storage volume is not included in the pond volumes due to the existing building location and elevation, street elevations, detached sidewalk, and other conditions that can not be changed. Therefore, a variance for the water quality will ' be requested. [1 ' The proposed detention system is feasible with some minor grading changes. These changes include extending the limits of the west pond, as well as increasing its depth. Lowering the west pond will require reconfiguring the outlet structure. The existing inlet ' and concrete collar will be removed, and a headwall constructed around the mouth of the existing six-inch pipe. The invert of the pipe, 99.5ft, will not be changed, but a restrictor ' plate with a 2-5/8 inch diameter orifice will need to be bolted over the mouth of the pipe. This orifice will discharge at a rate of 0.27 cfs, 0.01 cfs less than the allowable rate of 0.28 cfs. The elevation of the top of the west pond is 101.5 ft. The northeast pond will ' also be re -guided to increase its volume, and the outlet pipe will be modified, as there is currently no headwall at the mouth of the existing 12" pipe. A headwall is proposed with ' a restrictor plate containing a 5-3/4 inch diameter orifice that will release 1.136 cfs. This is 0.006 cfs more than the allowable release rate of 1.13 cfs. The existing invert elevation of the northeast pond is 98.34 ft., and the top of the pond is 100 ft. ►� "I hereby certify that this report (plan) for the Drainage Design the Ridgeview.Classical School was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria manual for the owners thereof." PE N 1 o° STZ °e �O 10211 Registered Professional Engineer State of Colorado No. 10211 3 REFERENCES Drainage Report Criteria from the "Storm Drainage Design Criteria and Construction Standards" manual for the City of Westminster, dated May, 1984, revised April 16, 1999 "Storm Drainage Report First Assembly of God Church," Stewart & Associates, September 14, 1988 Letter to Mr. Frank Estep, Stewart & Associates, October 25, 1993 4 Zeiler -Pennock, Inc./OHA Project Name: Ridgeview Project* Z01-016 Proj. Engnr: Cody Bohall Date:11/5/01 Basin Areas: Basin A: - AA := 140377•ft2 AAa = 3.22 acres Basin B: AB := 35413•ft2 ABa = 0.81 acres Surface Areas: Basin A: Basin B: Building Roof: Ar= 12868•ft2 17584•ft2 Paved Surfaces:Ap= 84192•ft2 5120•ft2 Landscaping: Als 36139•ft2 12709•ft2 Gravel: Ag= 7178•ft2 0•f 2 Basin Imperviousness: C Building Roof: 0.95 Paved Surfaces: 0.95 Gravel: 0.50 Landscaping: 0.20 CA := 0.95-12868 + 0.95.84192 + 0.50.7178 + 0.20.36139 AA CB :_ 0.95.17584 + 0.95.5120 + 0.50.0 + 0.20.12709 AB CA = 0.734 CB = 0.681 5 Zeiler -Pennock, Inc./OHA Project Name: Ridgeview Project #: Z01-016 Proj. Engnr. Cody Bohall Date:11/5/01 Determine Allowable Outflow. - Two -Year Historic Flow for Original Lot: 1.87-(1.1 — C.C& Tc . D3 VS S := 2.0 D := 540 C := 0.25 Cf := 1.0 1.87-(1.1 — 1.0.0.25) 540 Tc := 3 Tc = 29.3 min o From figure 3-1 of the City of Fort Collins SDDC manual: I = 1.32 in/hr Lot Area & Offsite Area A := 4.05 - acre + 0.23 - acre A = 4.28acre Historic Flows Q := GCt-I•A Q := 0.25- f.0.1.32.4.28 Q = 1.41 cfs Basin A: AAa = 3.22acres Basin B: ABa = 0.81 acres Total Basin Area: ATa := AAa + ABa ATa = 4.04 acres Basin A Outflow: AAa QA := Q (ATa)QA = 1.13 cfs Basin B Outflow: _ ABa QB Q ATa QB = 0.28 cfs 2 Zeiler -Pennock, Inc./OHA Proj. Engnr. Cody Bohall Project Name: Ridgeview Project #: Z01-016 Date: 11/5/01 1 Developed Runoff: Basin A: AA = 140377ft2 AM = 3.22 acres Furthest hydraulic travel within Basin A is: L := 719•ft Slope: g 102.4•ft — 98.6-ft P 1:= 719•ft •100 S1 = 0.53 % Initial Overland Flow: L := 300•ft Concentrated Flow: L := 419•ft Two -Year Storm: Ct2 := 1.0 CA = 0.734 1.87•(1.1 — 1.0.0.734) 300 t; := t; = 14.66 min 3 S1 Vs := 1.4 fps figure 3-3, City of Fort Collins SDDC Manual 419 tt :_ tt = 5.0 min 60•Vs tc := t; + tt tc = 19.65 min From figure 3-1 of the City of Fort Collins SDDC manual: I2 = 1.62 in/hr Q2 := CA-CP2-I2•AAa Q2 := 0.734.1.0.1.62.3.22 Q2 = 3.83 cfs 10-Year Storm: Cflo := 1.0 CA = 0.734 tc := t; + tt tc = 19.65 min From figure 3-1 of the City of Fort Collins SDDC manual: 110 = 2.79 in/hr VA Zeiler -Pennock, Inc./CHA Project Name: Ridgeview Project* Z01-016 Proj. Engnr. Cody Bohall Date:11/5/01 Qlo CA-CflO.1l0'AAa Ql0 = 0.734.1.0.2.79.3.22 Qlo=6.59cfs. 100-Year Storm: Cfloo := 1.25 CA = 0.734 1.87•(1.1 — 1.25.0.734) 300 ti := 3 ti = 7.31 min St VS := 1.4 fps figure 3-3, City of Fort Collins SDDC Manual 419 is = it = 5.0 min 60•VS tc := 4 + tt tc = 12.3 min From figure 3-1 of the City of Fort Collins SDDC manual: Iloo = 7.1 in/hr QlOO CA•CQ•I2•AAa Q1oo := 0.734.1.25.7.10.3.22 Qtoo = 20.98 cfs Basin B: AB := 7437•ft2 ABa = 0.81 acres Furthest hydraulic travel within Basin B is: L := 257•ft Slope: S1 := 102.25•ft — 100.22•ft 100 Si = 0.79 % 257•ft Two -Year Storm: Cf2 := 1.0 CB = 0.68 1.87•(1.1 — 1.0.0.681) 257 ti := 3 ti = 13.6 min S1 tc := ti tc = 13.6 min Zeiler -Pennock. Inc. /OHA Proj. Engnr: Cody Bohall Project Name: Ridgeview Project #: Z01-016 Date:11/5/01 From figure 3-1 of the City of Fort Collins SDDC manual: 12 = 1.95 in/hr Q2 := CA-Ct2•I2-AAa Q2 := 0.681.1.0.1.95.0.813 Q2 = 1.08 cfs 10-Year Storm: Cflo := 1.0 CB = 0.68 tc := 4 tc = 13.6 min From figure 3-1 of the City of Fort Collins SDDC manual: I10 = 3.3 in/hr Qto:= CA•Cf1o•llo•AAa Q10:= 0.681.1.0.3.3.0.813 Q10 = 1.83 cfs 100-Year Storm: Cfloo := 1.25 CB = 0.68 1.87•(1.1 — 1.25.0.681) 257 t; := ti 8.07 min T tc := t4 tc = 8.07 min From figure 3-1 of the City of Fort Collins SDDC manual: Iloo = 8.3 in/hr Qloo := CA•Cf2•I2•AAa Q1oo := 0.681.1.25.8.3.0.813 Qloo = 5.74 cfs 4 Zeiler -Pennock, Inc./OHA Proj. Engnr. Cody Bohall Project Name: Ridgeview Project* Z01-016 Date:12/10/01 Detention Outlet Structure: Pond A - Step 1&2: 100-year orifice size: Allowable Discharge: QA = 1.13 cfs with H := 100•ft-98.34•ft H = 1.7ft z Q :_ '� Cd 2•g FH— D with Cd := 0.65, 4.1.13 Dioo = Dloo = 0.478 ft a•0.65 2.32.2•(1.7 — 0.238) Use a 5.75" diameter opening n•0.4792 Q := 4 •0.65 2.32.2•(1.7-0.240) Q = 1.136cfs Use a restrictor plate with a 5-3/4" diameter hole over the mouth of the existing 12" diameter pipe. Pond B - Step 1&2: 100-year orifice size: Allowable Discharge: QB = 0.28 cfs with H := 101.5•ft— 99.5•ft H = 2.Oft 2 —D Q_D Cd := 0.65 4 1 2) Dioo := 4.0.28 Dim = 0.223 ft 7c•0.6542.32.2•(2.0 — 0.11151) Use a 2.625" diameter opening m0.2192 Q := 4 . 0.65 2.32.2•(2.0 — 0.1095) Q = 0.27 cfs Use a restrictor plate with a 2-5/8" diameter hole over the mouth of the existing 6" diameter pipe. 10 Basin A: Northeast Detention Pond Cf = 1.25 C = 0.734 ' A = 3.22 Ac. Cf C'A = 2.95 Ac. Allowed Outflow = 1.13 cfs ' Inflow Outflow Accum. Accum. Required Time Intensity Inflow Q Vol. Vol. Volume ' (min.) (in/hr) (cfs) (cu.ft.) (cu.ft.) (cu.ft.) 5 9.95 29.39 8818 339 8479 6 9.31 27.50 9901 407 9494 7 8.80 26.00 10918 475 10443 8 8.38 24.75 11882 542 11340 9 8.03 23.72 12809 610 12199 10 7.72 22.80 13683 678 13005 ' 11 7.42 21.92 14466 746 13720 12 7.16 21.15 15228 814 14415 13 6.92 20.44 15944 881 15063 ' 14 6.71 19.82 16650 949 15701 15 6.52 19.26 17334 1017 16317 16 6.30 18.61 17866 1085 16781 ' 17 6.10 18.02 18380 1153 17227 18 5.92 17.49 18887 1220 17666 19 5.75 16.99 19363 1288 18075 ' 20 5.60 16.54 19851 1356 18495 21 5.46 16.13 20322 1424 18898 ' 22 23 5.32 5.20 15.72 15.36 20744 21198 1492 1559 19252 19638 24 5.09 15.04 21652 1627 20024 ' 25 26 4.98 4.87 14.71 14.39 22066 22442 1695 1763 20371 20679 27 4.78 14.12 22874 1831 21044 ' 28 29 4.69 4.60 13.85 13.59 23275 23644 1898 1966 21377 21677 30 4.52 13.35 24034 2034 22000 -' 31 4.42 13.06 24285 2102 22183 32 4.33 12.79 24558 2170 22389 33 4.24 12.52 24799 2237 22562 34 4.16 12.29 25069 2305 22763 ' 35 4.08 12.05 25310 2373 22937 36 4.01 11.85 25586 2441 23145 37 3.93 11.61 25772 2509 23264 ' 38 3.87 11.43 26065 2576 23488 39 3.80 11.23 26267 2644 23623 40 3.74 11.05 26515 2712 23803 ' 41 3.68 10.87 26742 2780 23962 42 3.62 10.69 26947 .2848 24100 43 3.56 10.52 27132 2915 24216 44 3.51 10.37 27373 2983 24390 45 3.46 10.22 27596 3051 24545 46 3.41 10.07 27802 3119 24683 47 3.36 9.93 27990 3187 24803 48 3.31 9.78 28160 3254 24905 49 3.27 9.66 28399 3322 25077 50 3.23 9.54 28624 3390 25234 51 3.18 9.39 28745 3458 25287 52 3.14 9.28 28940 3526 25414 53 3.10 9.16 29120 3593 25527 54 3.07 9.07 29383 3661 25721 55 3.03 8.95 29537 3729 25808 56 2.99 8.83 29677 3797 25880 57 2.96 8.74 29904 3865 26039 58 2.92 8.63 30017 3932 26085 59 2.89 8.54 30221 4000 26221 60 2.86 8.45 30414 4068 26346 61 2.83 8.36 30605 4136 26469 62 2.80 8.27 30759 4204 26555 63 2.77 8.18 30910 4271 26638 64 2.74 8.09 31059 4339 26719 65 2.71 8.00 31205 4407 26798 66 2.68 7.92 31349 4475 26875 67 2.65 7.83 31492 4543 26949 68 2.62 7.75 31632 4610 27021 69 2.60 7.67 31770 4678 27091 70 2.57 7.60 31906 4746 27160 71 2.55 7.52 32040 4814 27226 72 2.52 7.45 32172 4882 27291 73 2.50 7.38 32303 4949 27353 74 2.47 7.30 32431 5017 27414 75 2.45 7.24 32558 5085 27473 76 2.43 7.17 32684 5153 27531 77 2.40 7.10 32808 5221 27587 78 2.38 7.04 32930 5288 27641 79 2.36 6.97 33050 5356 27694 80 2.34 6.91 33170 5424 27746 81 2.32 6.85 33287 5492 27795 82 2.30 6.79 33404 5560 27844 83 2.28 6.73 33518 5627 27891 84 2.26 6.67 33632 5695 27937 85 2.24 6.62 33744 5763 27981 86 2.22 6.56 33855 5831 28024 87 2.20 6.51 33965 5899 28066 88 2.18 6.45 34073 5966 28107 89 2.17 6.40 34181 6034 28147 90 2.15 6.35 34287 6102 28185 91 2.13 6.30 34392 6170 28222 92 2.12 6.25 34496 6238 28258 93 2.10 6.20 34598 6305 28293 94 2.08 6.15 34700 6373 .28327 95 2.07 6.11 34801 6441 28360 96 2.05 6.06 34900 6509 28392 97 2.04 6.01 34999 6577 28422 98 2.02 5.97 35097 6644 28452 99 2.01 5.92 35193 6712 28481 100 1.99 5.88 35289 6780 28509 101 1.98 5.84 35384 6848 28536 102 1.96 5.80 35478 6916 28562 103 1.95 5.76 35571 6983 28587 104 1.93 5.72 35663 7051 28612 105 1.92 5.68 35754 7119 28635 106 1.91 5.64 35845 7187 28658 107 1.89 5.60 35935 7255 28680 108 1.88 5.56 36023 7322 28701 109 1.87 5.52 36111 7390 28721 110 1.86 5.48 36199 7458 28741 111 1.84 5.45 36285 7526 28760 112 1.83 5.41 36371 7594 28778 113 1.82 5.38 36456 7661 28795 114 1.81 5.34 36541 7729 28811 115 1.80 5.31 36624 7797 28827 116 1.79 5.27 36707 7865 28842 117 1.77 5.24 36789 7933 28857 118 1.76 5.21 36871 8000 28871 119 1.75 5.18 36952 8068 28884 120 1.74 5.14 37032 8136 28896 121 1.73 5.11 37112 8204 28908 122 1.72 5.08 37191 8272 28919 123 1.71 5.05 37270 8339 28930 124 1.70 5.02 37347 8407 28940 125 1.69 4.99 37425 8475 28950 126 1.68 4.96 37501 8543 28958 127 1.67 4.93 37577 8611 28967 128 1.66 4.90 37653 8678 28974 129 1.65 4.87 37728 8746 28982 130 1.64 4.85 37802 8814 28988 131 1.63 4.82 37876 8882 28994 132 1.62 4.79 37949 8950 29000 133 1.61 4.76 38022 9017 29005 134 1.60 4.74 38095 9085 29009 135 1.60 4.71 38166 9153 29013 136 1.59 4.69 38238 9221 29017 137 1.58 4.66 38308 9289 29020 138 1.57 4.64 38379 056 29022 139 1.56 4.61 38449 9424 29024 140 1.55 4.59 38518 9492 29026 141 1.54 4.56 38587 9560 29027 142 1.54 4.54 38655 9628 29027.73 143 1.53 4.51 38723 9695 29027.93 144 1.52 4.49 38791 9763 29027.6 145 1.51 4.47 38858 9831 29027 146 1.50 4.44 38925 9899 29026 147 1.50 4.42 38991 9967 29024 148 1.49 4.40 39057 10034 29022 149 1.48 4.38 39122 10102 29020 150 1.47 4.35 39187 10170 29017 151 1.47 4.33 39252 10238 29014 152 1.46 4.31 39316 10306 29010 153 1.45 4.29 39380 10373 29006 154 1.45 4.27 39443 10441 29002 155 1.44 4.25 39506 10509 28997 156 1.43 4.23 39569 10577 28992 157 1.42 4.21 39631 10645 28987 158 1.42 4.19 39693 10712 28981 159 1.41 4.17 39755 10780 28975 160 1.40 4.15 39816 10848 28968 Volume (cu.ft.) 0 0 0 0 0 00 0 0 0 0 0 0 i 0 0 0 0 0 0 0 w i w a) C V' 3 cD. co .Ww i U1 N 4 N rML co co W 0 I. W co r i Z T* O i i i i Basin B: West Detention Pond B Cf = 1.25 C = 0.681 ' A = 0.81 Ac. Cf C'A = 0.692 Ac. Allowed Outflow = 0.28 cfs ' Inflow Outflow Accum. Accum. Required Time Intensity Inflow Q Vol. Vol. Volume (min.) (in/hr) (cfs) (cu.ft.) (cu.ft.) (cuff.) 5 9.95 6.88 2065 84 1981 6 9.31 6.44 2319 101 2218 7 8.80 6.09 2567 118 2440 8 8.38 5.80 2783 134 2649 9 8.03 5.56 3000 151 2849 10 7.72 5.34 3205 168 3037 11 7.42 5.13 3388, 185 3203 12 7.16 4.95 3567 202 3365 13 6.92 4.79 3734 218 3516 ' 14 6.71 4.64 3900 235 3665 15 6.52 4.51 4060 252 3808 16 6.30 4.36 4184 269 3916 ' 17 6.10 4.22 4305 286 4019 18 5.92 4.10 4424 302 4121 19 5.75 3.98 4535 319 4216 ' 20 5.60 3.87 4649 336 4313 21 5.46 3.78 4760 353 4407 22 5.32 3.68 4859 370 4489 ' 23 5.20 3.60 4965 386 4579 24 5.09 3.52 5071 403 4668 25 4.98 3.45 5168 420 4748 ' 26 4.87 3.37 5256 437 4820 27 4.78 3.31 5358 454 4904 28 4.69 3.24 5451 470 4981 29 4.60 3.18 5538 487 5051 30 4.52 3.13 5629 504 5125 31 4.42 3.06 5688 521 5167 32 4.33 3.00 5752 538 5214 33 4.24 2.93 5808 554 5254 ' 34 35 4.16 4.08 2.88 2.82 5872 5928 571 588 5300 5340 36 4.01 2.77 5993 605 5388 37 3.93 2.72 6036 622 5415 ' 38 3.87 2.68 6105 638 5466 39 3.80 2.63 6152 655 5497 ' 40 3,74 2.59 6210 672 5538 41 3.68 2.55 6263 689 5575 42 3.62 2.50 6312 706 5606 43 3.56 2.46 6355 722 5632 44 3.51 2.43 6411 739 5672 45 3.46 - 2.39 6464 756 5708 46 3.41 2.36 6512 773 5739 47 3.36 2.32 6556 790 5766 48 3.31 2.29 6596 806 5789 49 3.27 2.26 6652 823 5828 50 3.23 2.23 6704 840 5864 51 3.18 2.20 6733 857 5876 52 3.14 2.17 6778 874 5905 53 3.10 2.14 6821 890 5930 54 3.07 2.12 6882 907 5975 55 3.03 2.10 6918 924 5994 56 2.99 2.07 6951 941 6010 57 2.96 2.05 7004 958 6046 58 2.92 2.02 7031 974 6056 59 2.89 2.00 7078 991 6087 60 2.86 1.98 7124 1008 6116 61 2.83 1.96 7168 1025 6143 62 2.80 1.94 7204 1042 6163 63 2.77 1.92 7240 1058 6181 64 2.74 1.89 7275 1075 6199 65 2.71 1.87 7309 1092 6217 66 2.68 1.85 7343 1109 6234 67 2.65 1.83 7376 1126 6250 68 2.62 1.82 7409 1142 6266 69 2.60 1.80 7441 1159 6282 70 2.57 1.78 7473 1176 6297 71 2.55 1.76 7504 1193 6312 72 2.52 1.74 7535 1210 6326 73 2.50 1.73 7566 1226 6339 74 2.47 1.71 7596 1243 6353 75 2.45 1.69 7626 1260 6366 76 2.43 1.68 7655 1277 6378 77 2.40 1.66 7684 1294 6391 78 2.38 1.65 7713 1310 6402 79 2.36 1.63 7741 1327 6414 80 2.34 1.62 7769 1344 6425 81 2.32 1.60 7797 1361 6436 82 2.30 1.59 7824 1378 6446 83 2.28 1.58 7851 1394 6456 84. 2.26 1.56 7877 1411 6466 85 2.24 1.55 7904 1428 6476 86 2.22 1.54 7930 1445 6485 87 2.20 1.52 7955 1462 6494 88 2.18 1.51 7981 1478 6502 89 2.17 1.50 8006 1495 6511 ' 90 2.15 1.49 8031 1512 6519 91 2.13 1.48 8055 1529 6526 92 2.12 1.46 8080 1546 6534 ' 93 2.10 1.45 8104 1562 6541 94 2.08 1.44 8127 1579 6548 95 2.07 1.43 8151 1596 6555 ' 96 2.05 1.42 8174 1613 6562 97 2.04 1.41 8197 1630 6568 98 2.02 1.40 8220 1646 6574 ' 99 2.01 1.39 8243 1663 6580 100 1.99 1.38 8265 1680 6585 101 1.98 1.37 8288 1697 6591 ' 102 1.96 1.36 8310 1714 6596 103 1.95 1.35 8331 1730 6601 104 1.93 1.34 8353 1747 6606 ' 105 1.92 1.33 8374 1764 6610 106 1.91 1.32 8396 1781 6615 107 1.89 1.31 8417 1798 6619 ' 108 1.88 1.30 8437 1814 6623 109 1.87 1.29 8458 1831 6627 110 1.86 1.28 8478 1848 6630 111 1.84 1.28 8499 1865 6634 ' 112 1.83 1.27 8519 1882 6637 113 1.82 1.26 8539 1898 6640 114 1.81 1.25 8559 1915 6643 115 1.80 1.24 8578 1932 6646 116 1.79 1.24 8598 1949 6649 117 1.77 1.23 8617 1966 6651 ' 118 1.76 1.22 8636 1982 6654 119 1.75 1.21 8655 1999 6656 120 1.74 1.20 8674 2016 6658 ' 121 1.73 1.20 8692 2033 6660 122 1.72 1.19 8711 2050 6661 123 1.71 1.18 8729 2066 6663 ' 124 1.70 1.18 8747 2083 6664 125 1.69 1.17 8766 2100 6666 126 1.68 1.16 8784 2117 6667 127 1.67 1.16 8801 2134 6668 128 1.66 1.15 8819 2150 6669 129 1.65 1.14 8837 2167 6669 ' 130 1.64 1.14 8854 2184 6670 131 1.63 1.13 8871 2201 6670.50 132 1.62 1.12 8888 2218 6670.88 ' 133 1.61 1.12 8906 2234 6671.13 134 1.60 1.11 8922 2251 6671.27 135 1.60 1.10 8939 2268 667128 ' 136 1.59 1.10 8956 2285 6671.18 137 1.58 1.09 8973 2302 6670.97 ' 138 1.57 1.09 8989 2318 6670.63 1 ' 139 1.56 1.08 9005 2335 6670 140 1.55 1.07 9022 2352 6670 141 1.54 1.07 9038 2369 6669 ' 142 1.54 1.06 9054 2386 6668 143 1.53 1.06 9070 2402 6667 144 1.52 1.05 9086 2419 6666 ' 145 1.51 1.05 9101 2436 6665 146 1.50 1.04 9117 2453 6664 147 1.50 1.04 9132 2470 6663 148 1.49 1.03 9148 2486 6661 149 1.48 1.02 9163 2503 6660 150 1.47 1.02 9178 2520 6658 ' 151 1.47 1.01 9194 2537 6657 152 1.46 1.01 9209 2554 6655 153 1.45 1.00 9224 2570 6653 ' 154 1.45 1.00 9238 2587 6651 155 1.44 0.99 9253 2604 6649 156 1.43 0.99 9268 2621 6647 157 1.42 0.99 9282 2638 6645 ' 158 1.42 0.98 9297 2654 6642 159 1.41 0.98 9311 2671 6640 ' 160 1.40 0.97 9326 2688 6638 Volume (cu.ft.) N d7 00 O N -P O O O. O O O O O O O 'O O O O O co O W v 00 4 O 4 10/11/01 Detention Capacity Basin A: Northeast Pond Incl. Vol.=1/3'd(A+B+SQRT(A'B)) Elev Area Depth Inc. Vol. Tot. Vol. (ft) (sq. ft) (ft) (cu. Ft) (cu. Ft) 98.34 0 — 0 0 98.50 4317 0.16 230 230 99.00 6009 0.50 2570 2800 99.50 26371 0.50 7495 10295 100.00 57671 0.50 20507 30801 Basin B: West Pond Elev Area Depth Inc. Vol. Tot Vol. (ft) (sq. ft) (ft) (cu. Ft) (cu. Ft) 99.50 0 — 0 0 100.00 • 2710 0.50 452 452 100.50 3033 0.50 1435 1887 101.00 3338 0.50 1592 3479 101.50 6129 0.50 2332 5810 Total Volume of both Ponds = 36612 cu.ft ;J 3 S 7 3r"9T 299 ®� J« ® \/'l kGGaGdw:' Edia2S3226Z Him�6�G7a�2��a, ��.�����\ \\\\g7d(d2S 2/ /\/°/ R7q/ BOULDER COUNTY FIGURE 602 STORM DRAINAGE CRITERIA MANUAL TRAVEL TIME VELOCITY FOR RATIONAL METHOD A07 30 F- 20 z W U Cr W a 10 z W IL O 5 N ul Q 3 M O V 2 W Q G 1 �����IIII///I■%/,1111// MEN FA IFA 1.10 1�' �111 oil .2 .3 .5 1• 2 3 5 10 20 VELOCITY IN FEET PER SECOND WRC ENQ REFERENCE: `urban Hydrology For Small Watersheds' Technical Release No. SS, USDA, SCS Jan. 1975. FKAn" EXISTING PROPDSED SAID �M — ®P- 24SI—nRrcX VS] A ® w asDxawLEGEND D PRPArIXf aX]ERLIE EAEEXi OEM AWELL 20.— KN • I %-PINM1%X A9lf mrEBO xn/nHpm•wll OECOF BDM TO, aN1KAYMD NNfPfELAWSK SIGN oMc , IT 0 Irn<. FA MY HUDI REK Ial[D N XE/ANL 16SMBIai It VI MT-0 mono N MM1WL FORM EKSRIG CUK CGLIA A 90 EmYN Bost lw = TI . ,• D]XC ,IPLII II - SECTION 5 2%Y I 9' I• H/OIDIL RSRfIM! vpiLl'-0 ./ 1-/1V Fm BOL15 o>X� wRal e� IN,N33_jy EIM' V s SECTION CIA G/a••ro• D PRPArIXf aX]ERLIE EAEEXi OEM AWELL 20.— KN • I %-PINM1%X A9lf mrEBO xn/nHpm•wll OECOF BDM TO, aN1KAYMD NNfPfELAWSK SIGN oMc , IT 0 Irn<. FA MY HUDI REK Ial[D N XE/ANL 16SMBIai It VI MT-0 mono N MM1WL FORM EKSRIG CUK CGLIA A 90 EmYN Bost lw = TI . ,• D]XC ,IPLII II - SECTION 5 2%Y I 9' I• H/OIDIL RSRfIM! vpiLl'-0 ./ 1-/1V Fm BOL15 o>X� wRal e� IN,N33_jy EIM' V s SECTION CIA G/a••ro• 1� Immix IIOMIIINII sMl �W Z LLI 191b f II ILI RP�D OVY�INwq= R'LL au..Bm10 Ioa o�.D 101,1 l• IOI 101.0 101.1 Bosh 101.5 w IQ ION D MEMOIR '� tl;;9 II IIaE III ►. I��MFIW ► oor�� b�lj� «?yI/•tP � ITS— '\♦;i,i� \ % ��;�+�t<� I/ wi II�'� ITTi _ � � .� l` A � ��� = I I ItiILIIllII�IILII' i • �I'� � - II IIIIIIIIIIrII�IK _ / ,-2 I/) -r'IL'r \ \ I II loll �Rur1II ��� ■■ III � I u II II I I II_u lil ■� 'I �� `iD�Irr 11 �Y. x�i w OAF I � � � ��� •. <p rfJ1 .A ■iiii- / �© REMNAMEMEW MEWINIMME Ir. NONE {i ,+ EEEE\EEEEEEE/OEEEE\■E■ a II-1 �SWCC................a VA F WTI 0 . I -,III I I� 1 II 1111� I N■■ EEiouoony ;19 i -IIPIL Ilr__II''--II II. niE�oororoF / �� 1 �I//\ 11 EE�E �11�-u�Jhll X'MMMM 1■MMMMMMkk MEEF qMMMMMM ►, All 10 I lullll u �i inno E, ■■► ■■■E�■■■� MEMO .■ ■■. x .•❑ �P •wrww� DAYCAFRIE If. VICINITY MAP �I �I SITE T I 1 a 11UP E LM sIIMw EN NO, I, HURT MID UMA I ITT ENGVATO mu. 4 c TRAWDURE BALE BARRIER GRADING/EROSION CONTROL PLAN D ° V-B0•-o• A1. mi III WUWU( IN ]WIN SUE M A N�BIT a �Aw91W DESIGN PT. I MINOR RUNDFF D101Ne) PEAK RUNOFF Ulm (III) A 6% OGY IID S9X L ZEILER-PENNOCK. INC./OHA ARCHITECTS - ENGINEERS 2721 BRYANT ST. WC DENVFA CO 80211 (=Iffid31'@ FAA 4tlA Yb>RE IPOiM.QNGSIMI y{t YEN4 r x° * 10 1 .% a mil" c9iDN�a`°/ ly. C Z —I IS O O y O J U U � Q LL U O CC CC o U)LL a J Q U J U � = W W > W/� } Q V W 0 J a E o' 00 O ISSUE• CONST. DOCS. 10-10-01 Qi 12-Tbl REVISION JOB NUMBER Z07-01e SHEET TITLE ORADM/EROSION CONTROL PLAN C1.1 FEZ L A ZEILER-PENNOCK, INC./OHA ARCHITECTS - ENGINEERS PIR] BRYANT ST. 600 DENVER CO. 80NI {TAA 3322 FAK M)6 Wcm zpohaAqwooLwt P VE 4Pjp�S,S• A P' �• •XAtf�'QO - $F�Ul0A2 J Aq,/i� L] D: Z °o O of _O O J Q U U Q o J a � a U O crcc� CQ°a J U U — W_ W > W a U f Q J O 00 0 0 m ISSUE. CONST. UOCS. 10-,PO, Qi MT-OI REVISION JOB NUMBER ioroie SHEET TITLE DFIMAeE DETAILS C2.1