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Home My WebLink AboutDrainage Reports - 06/29/2016 (2)AUNITED CML Design Group September 15, 2015 City of Ft ..Collins,A/ppro d Plans Approved By- %��-- Date Mr. Wes Lamarque and Mr. Jesse Schlam Stormwater Department City of Fort Collins. Utilities 700 Wood Street Fort Collins, CO 80521 Re.: Drainage and Erosion Control Study Addendum #3 The Square Project #U13011 Dear Wes, We have prepared Addendum #3 to the "Final Drainage and Erosion Control Study for The Square" completed by United Civil Design Group on March 11, 2014. Addendum #1 and #2 were previously prepared to document the addition of a new storm sewer on the north side of the building and the Phase 2 improvements on the north side of the buildling. This Addendum addresses the Phase 3 improvements that are proposed with the Utility Plans for the "Square Shopping Center — Phase 3". Runoff Basin 131 from the original report and Addendum #1 is the only basin that has been modified. Impervious areas and runoff coefficients remain unchanged from Addendum #1. Basin 131 has been subdivided into Basins B1 and B1a-B1c in order to reflect the locations of the existing roof drains and proposed inlets that will now tie directly into the proposed storm sewer system. Runoff values for the 10-year storm event were included in order to design the storm sewer on the north side of the building. Impervious areas and runoff coefficients remain largely unchanged from the original report. Refer to the Appendix for additional information and hydrology calculations. Onsite and Offsite Systems The addition of the proposed roof drains will route stormwater flows away from the building and tie them directly to the storm sewer on the south side of the building. A portion of the existing storm sewer system will be removed and replaced with a larger size pipe to convey these additional stormwater flows. The proposed storm sewer is sized to convey the 10 year storm event. At Inlet 1-1, the minor storm events will be conveyed to the bioretention pond in an 8" pipe. In a major storm event, the additional stormwater flows will be conveyed via a higher 18" pipe that will bypass the bioretention pond and connect directly to the outlet structure and the 30" pipe that conveys stormwater underneath JFK Parkway. The proposed storm sewer system will reduce the amount of stormwater that goes directly to JFK Parkway and will therefore, eliminate some of the water that JFK Parkway has historically conveyed. The discharge of the proposed storm sewer is connected to the same system that the existing inlet in JFK Parkway is connected to; therefore, it is anticipated that routing the flows to this system will have no negative impacts to the existing storm sewer system. 1501 ACADEMY CT. STE 203 1 FORT COLLINS, CO 80524 1 970-530-4044 1 www.unitedcivil.com AUNITED CIVIL Design Group arts" -- ---- The -majority of-tfie Pliase 3'11hiprovements shown on the Utility Plans were planned for in the _� original design. There havetbeen minor changes to what was previously planned and the runoff - calculations and water -quality and detention requirements have been recalculated. The minor changes did not require additional water quality and detention beyond what was already planned for. Therefore no modifications to the bioretention/detention• pond are proposed with this addendum. Erosion Control Erosion Control measures for the proposed improvements have been shown on the Overall Grading and Erosion Control Plan. The recommendations included in the original Erosion Control report also apply to this phase of the development. It is understood there were some construction activities and sequencing that took place during the initial phase of construction that need to be addressed with this phase of construction. A discussion and recommendation for those activities were included with Addendum #2 and have also been included below. Stockpiling Operations Stockpiling of dirt during construction may be necessary for the sequencing of construction activities. Stockpiles on the site shall be contained by means of a silt fence, straw wattles, or rock socks around the base of the stockpile. Rock socks shall be used when stockpiles are located on a paved surface. Stockpiles that will remain in place for an extended period of time shall be covered with reinforced poly plastic sheets. Building Construction The excavated dirt in and around the building needs to be contained during construction so sediment is not transported to the parking lot during storm events. This should be contained by means of silt fence or straw wattles. Dirt that will remain for an extended period of time shall be covered with reinforced poly plastic sheets ore seeded. Summary The proposed Phase 3 improvements are in accordance with those planned with the original drainage report and Addendum #1 and #2. The overall impervious areas and runoff are largely unchanged from the original design and, therefore, no negative impacts due to these changes are anticipated. I appreciate your time and consideration in reviewing this submittal. Please contact me at 970- 530-4044 or Sam. Eliason(a)unitedcivil.com if you have any questions. Sincerely, Samuel M. Eliason, P.E. United Civil Design Group, LLC 1501 ACADEMY CT. STE 203 1 FORT COLLINS, CO 80524 1 970-530-4044 1 www.unitedcivil.com AUNITED CIVIL Design Group " Attachments: • Runoff Summary • Runoff Coefficients and % Impervious Calculations • Time of Concentration • Rational Method Peak Runoff Calculations • Pond Summary • Water Quality Calculations • _ Detention Volume • Storm Sewer Hydraulics • Drainage Exhibit 1501 ACADEMY CT. STE 203 1 FORT COLLINS, CO 80524 1 970-530-4044 1 www.unitedcivil.com The Square A.,_ UNMD CIVIL Fort Collins, CO Runoff Summary Basin Design Area %I C2 Cioo Q2 Qio QioFo point (acre) WS) WS) vroaosea Basins Al Al 1.71 83% 0.84 1.00 3.29 5.61 13.70 Ala Ala 0.10 81% 0.81 1.00 0.22 0.38 0.96 Alb Alb 0.04 90% 0.95 1.00 0.10 0.17 0.37 Alc Alc 0.93 89% 0.94 1.00 2.21 3.77 8.18 Ald Ald 0.82 90% 0.95 1.00 1.95 3.34 7.18 A2 A2 0.89 85% 0.86 1.00 2.18 3.73 8.90 Bl Bl 3.12 86% 0.88 1.00 5.85 9.97 23.16 Bla Bla 0.57 90% 0.95 1.00 1.37 2.35 5.05 Blb B1b 0.48 90% 0.95 1.00 1.29 2.20 4.73 Blc Blc 0.80 79% 0.82 1.00 1.51 2.57 6.45 B2 B2 0.78 82% 0.83 1.00 1.64 2.80 6.87 B3 B3 2.49 75% 0.78 0.98 4.68 8.00 20.43 B4 B4 0.62 78% 0.80 1.00 1.43 2.44 6.20 OSl OSl 0.18 52% 0.65 0.81 0.33 0.57 1.45 OS2 OS2 0.25 44% 0.58 0.73 0.41 0.70 1.80 Onsite Total 13.77 82% 0.85 1.00 28.46 48.61 115.43 Existing Basins Al Al 3.58 0.80 0.84 1.00 6.64 11.36 27.67 A2 A2 0.89 0.87 0.87 1.00 2.22 3.79 8.90 B1 B1 4.97 0.76 0.81 1.00 8.21 14.02 35.61 B2 B2 0.78 0.80 0.82 1.00 1.60 2.74 6.87 B3 B3 2.49 0.75 0.78 0.98 4.66 7.96 20.33 B4 B4 0.62 0.74 0.78 0.98 1.39 2.37 6.06 OSl OSl 0.18 0.52 0.65 0.81 0.33 0.57 1.45 OS2 OS2 0.25 0.44 0.58 0.73 0.41 0.70 1.80 Onsite Total 13.77 77% 0.81 1.00 25.47 43.52 108.69 Calculations by: SME Date:911512015 C.lUnitedCivillDropboxlProjectsIU13011-SquarelDrainagekHydrologylU13011-Runoff Final (Addendum 3).xlsx The Square A-, . UNITED CML Fort Collins, CO Runoff Coefficients and % Impervious / `(�^ cra< Areas Composite M Roof"' I Walksol Streetsl'I landscapelsi Depsign Composite Runoff coefficients Basin Total Total %I=90% %I=90% %I =100% %1=2% Imperviousness t. [=0.95 C=0.95 C=0.95 C=0.25 (%1) pees s/ 51 Sf sJ sf c: Cq. L Ctaa Prnnnaed Ra6na Al Al 1.706 74315 7312 54907 12432 83% 0.84 0.84 1.00 Ala Ala 0.097 4218 3392 826 81% 0.81 0.81 1.00 Alb Alb 0.037 1603 1603 90% 0.95 0.95 1.00 Alp Alc 0.929 40472 40136 89% 0.94 0.94 1.00 Ald Ald 0.916 35542 35542 90% 0.95 0.95 1.00 A2 A2 0.894 38955 4404 2567 26785 5199 85% 0.86 0.86 1.00 BI B1 3.121 135955 40761 19317 62249 13628 86% 0.88 0.88 1.00 BSa 81a 0.573 24976 24976 90% 0.95 0.95 1.00 Blb Blb 0.476 20726 20726 90% 0.95 0.95 1.00 Bic BIC 0,804 35007 6208 22049 6750 79% 0.92 0.82 1.00 02 B2 1 0.781 34016 3855 1 1573 22879 5709 82% 0.83 0.83 1.00 63 83 2.485 10826E 9176 8604 64900 25588 75% 0.79 D.78 0.98 84 94 0.623 27146 3504 1768 16194 5690 78% 0.80 0.80 1.00 051 051 0.180 7853 3664 808 0 3381 52% 0.65 Us 0.81 052 052 0.249 10949 4135 1 9871 0 1 5727 1 44% 0.58 0.58 0.73 Omit. Total 13.772 599901 190879 1 50747 1 273345 1 94930 1 92% 0.85 0.85 1.DO Al AI 3.585 IS6150 61012 8424 61859 24856 80% 0.84 0.84 1.00 A2 A2 D.894 38955 4406 2642 27482 4425 87% 0.87 0.87 1:D0 B1 81 4.974 216664 63106 18516 90219 44823 76% 0.81 0.81 1.00 B2 82 0.781 34016 3855 1573 22045 6543 80% 0.82 0.82 1D0 83 83 2.485 109268 9176 9372 63552 26168 75% 0.78 0.78 0.98. 84 94 0.623 27146 3504 1960 15139 6543 74% 0.78 0.78 098 O51 OSl 0.180 7853 3664 808 0 3381 52% 0.65 0.65 0.91 052 OS2 0.249 10849 4135 987 0 5727 44% 0.58 0.58 0.73 Onsite Total 13.772 599901 Isn58 44282 280295 122466 77% O.BI 0.81 1.00 (1) RecommeMed % Impervlousmzs Values from USOCM Vol 1- Ch 5 -Table 90-3. Increased Lewm ham 0%to 2% Imparvlaus. (2) R.ff Cs le based an UDFCD Eq R0.8 per Clty A.Mment to Chapter S. Ruff ClW is bred upon Tatk RO-12 per City Amendmem to C Iml 5. Calcukmons by: SMF Care: 911512015 C:IUnited ClvlADmpbox)Pmjp MWIICII-SquamlDmimOelHydrolo0yl U13011-Runcff FimI (Addendum 3).xbx The Square pUNITED CML Fort Collins, CO Time of Concentration / C�� I -V ° Basin DesignHAreaInitlal BLength Init{al Ovetland Flow Time (t,) Travel/Channelized Time of Flow (ql t'+t, tL. Check for Urbanised Flnal;" Slope t,''' Length Slope Velocit Check Total C� 1, C, ,Type Length"Pt.Ground ft % min ft % fps min I min u ft I min min mbon Al I Al 1 1.71 Walk 1 0.73 1 150 1 6.5 365 1.1 20 2.2 2.9 9.4 u 515 13 9 Ala Ala 0.10 Lawn 0.09 25 6 5.0 90 6 1 20 4.9 0.3 5.3 u 115 11 5 ASb Alb 0.04 Walk 0.73 20 2 2.4 30 O.5 20 1.4 0.4 2.7 u 50 10 5 Alc ASc 0.93 Root 0.73 170 2 6.9 30 2 20 2.8 0.1 7.0 u 180 11 7 Ale Ald 0.82 Roof 0.73 170 2 6.9 10 2 20 2.8 0.1 7.0 u 180 11 7 A2 A2 0.89 Roof 0.73 50 2 3.7 265 2.5 20 3.2 1,4 5.1 u 315 12 5 Bl 81 1 3.12 Roof 0.73 170 2 6.9 635 1.4 20 2.4 4.5 11.4 u 805 14 11 Bla Bla 1 0.57 Roof 0.73 170 2 6.9 50 2 20 2.8 0.3 7.2 u 220 31 7 Bib Blb 0.48 Walk 0.73 77 2 4.6 50 2 20 2.8 0.3 4.9 u 127 11 5 ale Bic 0.90 Roof 0.73 170 2 6.9 257 1 20 2.0 2.1 9.0 u 427 12 9 82 B2 0.78 Walk O. 120 2.5 5.4 270 1.3 20 2.3 2.0 7A u 390 12 7 B3 B3 2.49 Roof 0.73 45 Z 3.6 620 1.7 20 665 14 8 84 84 0.62 Roof 0.73 35 2 3.1 220 -is-:IF 20 3.8 1.0 4.1 u 255 11 5 OSS OSS 0.18 Root OJ3 55 2 3.9 20 6.3 0.0 4.0 u 70 10 5 OS2 052 0.25 Roof 0.73 70 2 4.4 30 11.9 20 6.9 0.1 4.5 u 100 1 11 5 3.58 Roof 0.73 115 2 5.7 525 1.1 20 2.1 4.2 9.9 u 640 14 10 089 Roof 0.73 50 2 3.7265 2.5 20 3.2 1.4 5.1 u 315 12 5 497 Roof 0.73 70 2 4.4 870 1 20 2.0 7.3 I1.7 M 0.78 Walk 0.73 120 2.5 5.4 270 1.3 20 2.3 2.0 7.4 u 390 12 7 2.49 Roof 0.73 45 2 3.6 520 1.7 20 2.6 4.0 7.5 a 665 14 8 0.62 Roof 0.73 35 2 3.1 220 3.7 20 3.8 1.0 4.1 u 255 IS 5 0.18 Roof 0.73 55 2 0.25 RooF 0.73 IO 2 4.4 30 11.9 20 6.9 0.1 4.5 u 100 11 5 Notes: C, based wnal ground rype and Teble RO-5 -'k' LI.80 I-C,W'VS' '. S= slope N %. L=length of..lmdI Row 14W' marl "'V-CX'. Swmercousc A-pe in fUR. L0)FCD Equaion R04 Cvlculothm, by: SME Dole: 91IS12015 check (for wban or developed mw.a only) = total lcngW 180 - 10 "'tom 4 =5 min C:IUnlhdClvl110ropboxlProjectsiU13011-SquvrelOminapelHydrolopylU13011-Runoff Finvl(Addendum 3).xlsx The Square k _ LfNnM CML Fort Collins, CO Rational Method Peak Runoff /''C� �� Basin Design Arab Final Runoff Coeffldents Rainfall IntensityPeak Discharge Pt. ��<„ a, I I s min I In far In far In far Al Al 74,315 9 0.84 1 0.94 1.00 2.30 3.93 8.03 1 3.285 5.613 13.699 Ala Ala 4,218 5 0.81 1 0.81 1.00 2.85 4.87 9.95 0.224 0.383 0.963 Alb Alb 1,603 5 0.95 1 0.95 1.00 2.85 4.87 9.95 0,100 0.170 0.366 Ale Ale 40,472 7 0.94 0.94 1.00 2.52 4.31 8.80 2.206 3.773 8.176 Ald Ald 35,542 7 MS 0.95 1.00 2.52 4.31 8.80 1.953 3.341 7.190 A2 A2 38,955 5 0.86 0.86 Loa 2.85 4.87 9AS 2.183 3.731 8.898 Bl B7 135,955 11 0.98 0.88 1.00 2.13 3.63 7.42 5.849 9.968 23.158 sla Bla 24,976 7 0.95 0.95 1.00 2.52 4.31 8.80 1373 2.348 5.046 Blb BIB 20,726 5 0.95 0.95 1.00 2.85 4.97 9.95 1.288 2.201 4.734 B1c B14 35,007 9 0.82 0.82 1.00 2.30 3.93 8.03 1.506 2.574 6.453 B2&8427,146 016 7 0.83 0.83 1.00 Z52 4.31 8.80 1.638 2802 6.872 83268 8 0.78 0.78 0.98 2.40 4.10 8.38 4.680 7.995 20,426 B4 5 0.80 0.80 1.00 2.85 4.87 9.95 1,427 2.438 6.201 OSi853 5 0.65 0.65 0.81 2.85 4.87 9.95 0.333 0.569 1.454 052 849 5 0.58 0.58 0.73 2.85 4.87 9.95 0,412 0.704 1.798 Onsite TOW901 28.458 48.611 315.427 E.Istine Basins Al Al 1 156150 10 0.84 0.84 100 2.21 3.78 7.72 6,643 11.363 27.674 A2 A2 1 38955 5 0.87 0.87 1.00 22S 417 9.95 2.219 3.791 8.998 el 81 1 216664 12 0.81 0.81 1.00 2.05 3.50 7.16 8.210 14.017 35.613 B2 B2 34,016 7 0.82 0.82 1.00 2.52 4.31 8.80 1.605 2.744 6.872 B3 B3 108268 8 0.78 0.78 0.98 2.40 4.10 9.39 4.658 7.957 20.329 84 84 27146 5 0.78 0.78 0.98 2.85 4.87 9.95 1.388 2.371 6.056 O51 051 7.853 5 0.65 0.65 0.81 2.85 4.87 9.95 0.333 0.569 1.454 O52 052 10849 5 0.58 0.58 0.73 2.85 4,87 9.95 0.412 0,704 1.798 Onsite Total 599,901 25,467 43.517 108,694 Calculathaw by: SME Dote: 9/15/2015 C:JUe,ted Chin.pboxlPmlensW13011-Sq.a IDminagelHydrologylU13011-Runoff Eirwl(Adderdum 3),n/sa The Square 6t _ UNITED CIVIL Fort Collins, CO Pond Summary / 15— Groff- Water Quality Detention Total Top Outfall Storage Storage (cf) Volume (cf) Elevation Elevation (cf Total Provided 9,770 9,770 9,770 5012.30 5004.40 Total Required 1 9,193 1 9,726 1 9,726 Calculations by: KRB Date: 911512015 CI United CivillDropboxlProjectsl U13011-SquorelDrainagelHydrologyl U13011-Runoff Final (Addendum 3).xlsx The Square Water y Qualit UNITED CIVIL Fort Collins, CO Da.V Group Required Onsite Water Quality Capture Volume Basin Area (so Area (acres) %t Watershed (inches) WQCV* (cf) (Extended Detention) WQCV.* (cf) (Porous landscape Detention) Al 74,315 1.706 83% 0.35 2,589 1,726 Ala 4,218 0.097 81% 0.33 141 94 Alb 1,603 0.037 90% 0.40 64 43 Alc 40,472 0.929 89% 0.40 1,600 11066 Aid 1 35,542 1 0.816 90% 0.40 1,427 951 Bl 135,955 3.121 86% 0.37 4,999 3,332 B1a 24,976 0.573 90% 0.40 1,003 669 Bib 20,726 0.476 90% 0.40 832 555 Bic 35,007 0.804 79% 0.32 1,135 757 372,814 8.56 Total 13,789 9,193 • based on 40 hr storage and additional 20%for extended detention ** based on 12 hr storage for porous landscape detention (bioretention/rain gardens) WQCV Provided in Porous Landscape Detention Storage Area WQCV (cf) Landscape Detention Al 1 9,770 Calculations by: KR8 Date: 9/15/2015 ClUnited CivillDropboxlPmfettslU13011-S4uamIDminogelHydrology1U13011-Runoff Final(Addendum 3).xlu The Square ft� UNITED CIVIL Detention Volume / �� Fort Collins, CO D.-� G-lw 100 year storm into detention facility Al Area (sf) Area (acres) Qroo Ciaa*Area %1 Comments 37536 0.862 1 7.583 0.86 88% 1 Based only on additional impervious area. Release rate out of detention system based on Q.., (cfs) cfs/acre Tc (min) I Comments 0.427 0.49 7 1 Based on 2 yr historic release rate of new impervious area. Required Detention Volume Rainfall Duration(T) Rainfall Intensity 4,�= FC,,,*Area*I Inflow Volume Adjustment Factor Average Outflow Rate Outflow Volume Required Storage Volume I Vi=(Q,,*T*60) m=0.5(1+ T /T) < 4a�= m*Q., Vo %**T *60 V,=V,-Vo min in/hr CS p ff3 cfs ft 3 ft 3 5 9.95 10 7.72 8.57 2,572 1.00 0.43 128 0.37 221 2,444 6.65 3,991 0.86 3,771 15 6.52 5.62 5,057 0.74 0.32 285 4,772 20 5.60 4.83 5,791 0.68 0.29 349 5,442 25 4.98 4.29 6,437 0.64 0.28 413 6,024 30 4.52 3.89 7,011 0.62 0.26 477 6,534 35 4.08 3.52 7,383 0.60 0.26 541 6,843 40 3.74 3.22 7,735 0.59 0.25 605 7,130 45 3.46 2.98 8,050 0.58 0.25 669 7,382 50 3.23 2.78 8,350 0.57 0.24 733 7,617 55 3.03 2.61 8,616 0.57 0.24 797 7,820 60 2.86 2.46 8,872 0.56 0.24 861 8,012 70 2.59 2.23 9,374 0.55 0.24 989 8,385 80 2.39 2.06 9,886 0.55 0.23 1,116 8,769 90 2.23 1.92 10,377 0.54 0.23 1,244 9,132 100 2.08 1.79 10,754 0.54 0.23 1,372 9,382 _ 110 120 1.96 1.83 1.69 1 1.58 11,147 11,354 0.53 0.53 0.23 1,500 1 0.23 1,628 9,647 9,726 Max Volume, ft3 = 9,726 The Square Street Inlet Capacity FOR Collins, CO Inlet Celculeflonaby: CDs Darin 9/15,2015 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) �T a T. T.. Tina M� d a — 5=�' . de Allowable Width for Spread Behind Curb i Behind Curb (leave blank for no conveyance credit behind curb) Roughness Behind Curb (typically between 0012 and 0.C20) of Curb at Gutter Flow Line :a from Curb Face to Street Crown Transverse Slape Cross Slope typically 2 inches over 24 inches or 0.083 MI) Longitudinal Slope - Enter 0 for sump condition 19's Roughness for Street Section (typically betwe s, 0.012 and 0 020) Altowable Spread for Mirror & Mqr Storm Allowable Depth at Gutter Flowline far Minor S Major Storm Street Crown (leave blank for rp) Tees ` 2 D SMcs' 0020 ns.cn' 0.013 Hcoe' 600 Inches Tcmvk` 28,0 W = 2,00 Sx' 0.046 S. 0.OB3 ` 0.011 uSo nmsr' 0.0❑13 Mim Stan T.w' 10.0 R dwn= 6.0 inches ❑ check = yes STORM Allowable Capacity is based on Depth Criterion Mirror Storm STORM Allowable Capacity is based on Depth Criterion O.r.. ` 10.9 one VG: MINOR STORM rnax ill l uwrrbie capacity is less than flow given Oa ahm'O.Pok' or. max. allowable ..pau tv GCOC ureater than flow liven on Mnmt'O-Peak' C:Wrdhd C)viWmpboxiPmjnasVl30'1 hS4uemlCramePo WYdmulkslEesl Inlet (Phase 3).xlsm The Square Fort Collins, CO Street Inlet Capacity 11 INLET ON A CONTINUOUS GRADE 11 Propel The Square - Puree Inlet ID'. Inlet 1-1 �a sCT� I arlb wYwn al lnbl Deperslon albpaMl to tnMlM. Q.&I Ilelneenon'e lam'D.AW,V) Number of Urns In Me IIWI (Gale of CW Ofereni h of a SrtN UM Men (Care or Cab Covert) el a UM Gam (talent be Manor bun W More O-Alnw) im Fatlor fora Sense UM Gam Myouul min vabe = 0 51 Pbw lever bypee.mM Neel Type = COHDenmr❑Comhimlion p No 1 30 773 cxw.nan. ar coo wn wfvmu ew.f.an.roarm.w,e,..nwrmllsvo.f.lae��nav+rma,e..r:a:rmm non.. �l..n,,, The square Street Inlet Capacity Fort Collins, CO Inlet ID: I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) N Ta a " T. T.,.--l1 W X T. t4a� • • Q. g,. Ilowable Width for spread Boron Curb Behind Curb Qeave blank for no conveyance Ledo behind curb) toughness Beheld Curb (typically between 0 012 and 0.020) of Curb M Gutter Flow Line ca tone Cut Fete to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0 053 fl/n) Longitudinal Slaps - Enter 0 for sump condition q's Roughness for Street Section (type ally between 0 012 and 0.020) Allowable Spread for Miner & Major Storm Allowable Depth at Gutter Flowllne for Minor & Maier Storm Flow Depth at Sirset Crown (leave blank for no) Tee 20 it Smcx= 0.020 heir, = 0013 Hcum = 6.00 sxhes Tceave= 260 W= 200 n % = 0.045 Nit Sw= O.Otii Itm a= or run n,msv.= 0.013 Mina, Storm Tutu= 00 n d., 60 1 llmcha. ❑ check =yes 2 STORM Allowable Capaclty la based on Depth Criterion Minor Storm R STORM Allowable Capadity I based a Depth Criterion pap„ = &.a era ZING: MINOR STORM max. allowable capacity is loss than flow given an sheet'O Peak' storm maxallowable capacity GOOD - nroater than flow given on sheet'O.Peak' GhuhaVons by COB cars 2152015 C Wrvfetl Crv4lpro oxWro cn1u13011- Pa p Squarewrainagewyaraul¢slWesllnlef(Poase ]J :/sin The Square Fort Collins, CO Street Inlet Capacity INLET ON A CONTINUOUS GRADE Pmletl'. The Squam - Phase 0 Inlet lo: Iron 1.2 f-4 r 1 aacrb a*N+ � � 411si of l^M TYW, Coorrt oepesamn leaamanuo wMlwuu pulleraepeseron'e Oom'O-AWwq a Lo; 2,0 NUMer of UOM, n no INN(Gmle or CoroOMOM, No 1 1 of a Single Urn lrin(Gone or Cob Offer, L.= 300 Of a UM Gnlo 1"OOM be pmoler INn W from o-AWwl W� 120 rrq Fanor to,. s,,k Unl Gnle Ino.1 min-wo - a 51 C.G= 050 IW Factor for a Sofa, Um Crrt Olwglq(rypul, w.W, 0.1f QC= a10 NM Nlertepten LepacMy Nkr C.nv O .r Flaw (f oa bypaamo Nb) oemaewr. ey we ww vlmprs c Warwa crwro raGaorWml.el.W INIlyuueL^mnpeWyOrzurrttlNn(Inlel/Me.e]I=lam N s m m 0 n N N C O v a E Z M V LO E f/1 M L dl N C J E � O N LL v N r A� W O L A� W cn E L. O co ❑ N C W N C7 N V X a n a o. a E. c, as a a a a a o N m _ O? Go aD (OD O 0) a W d N N) V O (C O O y C N N N O O 0 u7 O O O O Q N o m m o o uoi o 0 J o �Uy O C .- 7 N N N N N N N Z i S O G O O G O O m C t U U U U U U U r vi C 0 Y 0 T O O O. CA C m Z R O V O co O M Y a >> v o c a ri C W� o to 0 In 0 N 0 4'1 0 N 0 N 0 to m CD C— o o o m m r o o o o m m ?I.c N c J W e O o O v G J m U CD m m c O O co It O N tali N d 0 IT w U) a 0i ❑ C W r � m O uo'1 N U') H N voi uoi N N C 0 N d C 'E O o O O O O O O C w f6 c F 0 0 0 0 0 o u N CL E m O N O U O p m o 0 0 0 0 0 0 0 ❑� CL O A V o c o 0 0 o c 0 pp_ N O LL m A O O O O O O O L F- C — E V O O O O O O O O O O Q O O O O G O C 3 O fITD O Off M M 0 c o. 1 c c c c F ❑ U Z Z U Z Z N toO m .� rn I (d m o m r E m I CD co E❑ C m O L ai _m Q N r (D r- tp C r co O m m r v ry v N Ja') J E `o y 01 D (n O J Z W U) y ll O IT U) co r w O JZ a O CL m E L AA3' ,,WA V/ E L is co c o � m m c a H 0 0 O Z Z U Z Z u� r 0 rn v rn C C O W N m M N c0 N O J z a 0 Or N c_ R cpD l� J C^ O tV M m N r r O C N N cND Q O � N O C O O O O O R « O EDD r w GOO I� J c[1 (V (+I V O O) 6 y f9 a ^ 0 c 2 � u0i N v0i « « . 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City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED City RDpDeer Date CHECKED BY Water k Wastewater Utility Date CHECKEDBY: Sturmtrater III Date CHECKED BY. Parlor Is Recreali Dete CHECKED BY TrafflO bpBeer Da4 CHECKED BY Date Design Group CNII En91neenng 8 Consulting 1501 Aca0emy Coup. Suite 21 F.N Collins. CO 80524 (970) 5304044 WN.v.nIIetlCIVII [Om X X 0 r f.L W z a w a Uw'^ V Z Q E Z I L Q O W LU I— C6.00 - D 2 12 a,Eels SCALE VEP1/GL I-- NIA M]R4PVrN: 1•-50