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HomeMy WebLinkAboutDrainage Reports - 08/20/1993S70RMWATER REVIEW COP) PLEASE RETURN WITH RESUBMITTAL FinalApproved Report �,�`' Date 4�6/ FINAL DRAINAGE REPORT for TELEDYNE WATER PIK 1993 Warehouse/Office Expansion FORT COLLINS, COLORADO PREPARED FOR: TELEDYNE WATER PIK 1730 East Prospect Ft. Collins, Colorado Prepared by: Shear Engineering Corporation Project No: 1005-33-93 Date: March, 1993 4836 S. College, Suite 12 Fort Collins, CO 80525 (303)226-5334 Page 1 Final Drainage and Erosion Control Report Teledyne Warehouse/Office Expansion Project L GENERAL LOCATION AND DESCRIPTION: A. Location 1.- Teledyne Water Pik is located in the Southeast quarter (1/4) of section 18 17N, R68W of the 6th P.M., Fort Collins, Colorado. 2. More specifically, it is located at the northwest corner of the intersection of Riverside Avenue and Prospect Street. The project site is bounded by Riverside Avenue to the east, LaPiata Avenue to the west, Prospect Street to the south and East Pitkin Street to the north. 3. There are no major drainageways located within or adjacent to the property. 4. The site is adjoined by Prospect Estates 2nd to the west, Edora Acres 3rd and Windemere Professional Park minor subdivision to the south, and the Public Services property and assorted small businesses to the west. An apartment complex is located. north of the property B. Description of Property 1. The Teledyne Water Pik site covers approximately 13.43 acres. The site is currently fully developed with facility buildings and parking. 2. The 1993 Teledyne Water Pik expansion will consist of the following: a. 69,000 square feet (300'x230') of warehouse attached to the north side of the existing warehouse b. 8,100 square feet (270'x30') of office building attached to the west side of the proposed warehouse. c. Associated sitework to facilitate the facility utilization, storm drainage, parking and traffic flow. 3. Sitework for the proposed expansion will consist of: a. The regrading of the existing parking areas as needed to match the new building and provide for facility utilization and proper drainage. b. The installation of a concrete apron at the loading dock area for truck deliveries at the north end of the new building. c. The installation of a storm sewer system in the western parking lot to facilitate the conveyance of the roof drainage and some surface drainage to the detention facility at the north end of the property. Page 2 Final Drainage and Erosion Control Report Teledyne Warehouse/Office Expansion Project IL DRAINAGE BASINS AND SUB -BASINS: A. Major Basin Description 1. The site is located within the Spring Creek Basin as defined on the City of Fort Collins Master Stormwater Basin Map. 2. The flow pattern of the Spring Creek Basin is from West to East. It is highly channelized as it is almost completely developed. Street and storm sewer infrastructure are the primary means of channelization and stormwater conveyance. 3. There are no irrigation facilities located on site or within 100' of the site. B. Sub -Basin Description Historically, the majority of the site (8.79 acres Basin I„) contributes storm water directly to Riverside Avenue (See Historic Conditions Plan in Appendix). A small portion of the property (1.10 acres; Basin IIn contributes storm water to East Prospect Street. The northern end of the property (3.54 acres; Basin I„) contributes storm water to the existing detention facility. a. The existing detention facility was designed by Stewart and Associates, Inc. for the 1976 Teledyne Water Pik parking lot expansion project. The detention pond design included a pond outlet device consisting of an area inlet with a 12" CMP outlet pipe. Design storage volume was achieved with vertical curb along the property lines adjacent to Riverside Avenue and East Pitkin Street. The existing top of curb elevation is approximately 5039.70 feet. The original top of curb design elevation was 5040.00. 2. Offsite drainage is not an issue for this site as LaPlata Drive, East Prospect Drive and East Pitkin Drive divert all off site drainage around the property. IM DRAINAGE DESIGN CRITERIA: A. Regulations Design Criteria from the City of Fort Collins Storm Drainage Design Criteria Manual and options for storm drainage improvements discussed by the City of Fort Collins were considered. B. Development Criteria Reference and Constraints 1. The grading design plans for the fast warehouse expansion by Delgado and Associates, and later, grading plans for the additional parking area located at the northern end of the property by Stewart and Associates, Inc., intended that the majority of the site contribute storm water- to the detention' facility located at the northern end of the property. Existing grading does not appear to be in accordance with these concepts. The majority of the site currently contributes storm water directly to Riverside Avenue or East Prospect Street without the benefit of detention. (See historic conditions plan). Page 3 Final Drainage and Erosion Control Report Teledyne Warehouse/Office Expansion Project B. Development Criteria Reference and Constraints (continued) 2. The proposed grading design achieves previous drainage and detention design intents. There will be an increase in the contributing area to the detention basin for better utilization of the detention pond. There will be a reduction in the area contributing storm water directly to Riverside Avenue. 3. The eastern portion of the existing and proposed buildings will continue to contribute storm water to Riverside Avenue via proposed sidewalk culverts or existing curb cuts. 4. The scope of this project will not affect the Southern parking lot area (1.10 acre, Basin lIl) which contributes storm water to East Prospect Street. Therefore, it is not considered with this report. C. Hydrological Criteria 1. The Rainfall -Intensity -Duration curves for the City of Fort Collins were used (Figure 3-1, attached for reference), in conjunction with the "Rational Method" for determining peak flows at various concentration points. 2. The ten (10) and one hundred (100) year storms were studied in accordance with Table 3-1 of the City of Fort Collins Storm Drainage Design Criteria Manual for commercial sites. D. Hydraulic Criteria 1. Storm sewer and drainage channel capacities were based on the Mannings Equation. The Mannings coefficients will be as suggested by the City of Fort Collins Storm Drainage Criteria Manual. 2. Storm inlet capacities were based on the Allowable inlet Capacity charts, Figures 5-3 of the City of Fort Collins Storm Drainage Criteria Manual. IV. DRAINAGE FACILITY DESIGN: A. General Concept 1. A majority of the site (approximately 8.79 acres Basin IIa) as it is currently functioning, directs storm water directly to Riverside Avenue in an undetained manner. a. Existing roof drains on the east side of the existing building direct storm water under the existing sidewalk and to Riverside Avenue via 4" PVC conduit placed within the sidewalk. b. The western portion of the existing building and the site also contributes storm water directly to Riverside Avenue via an existing swale in the north parking lot. This asphalt channel currently directs storm water to Riverside Avenue through an existing driveway approach. Page 4 Final Drainage and Erosion Control Report Teledyne Warehouse/Office Expansion Project A. General Concept (continued) c. The area north of the northernmost driveway at Riverside Avenue (approximately 3.54 acres; Basin Ix) is the only area which currently contributes storm water to the existing detention facility. d. The detention pond is not currently performing, according to the apparent design intent of the detention pond. 2. The proposed grading plan will effectively reduce the amount of storm water being conveyed undetained to Riverside Avenue. The grading design will increase the contributing area to the existing detention facility. a. The eastern portion of the existing and proposed buildings will continue to contribute runoff directly to Riverside Avenue via roof drains and sidewalk culverts or the existing sidewalk drains. The final undetained area, contributing storm water to Riverside Avenue, will be approximately 2.43 acres (Basin IIo). This is compared to existing conditions in which approximately 8.79 acres contribute storm water to Riverside Avenue in an undetained manner (Basin II„ ). b. The contributing area to the detention facility after completion of the project, will be approximately 9.90 acres (Basin In). This is an increase of 6.36 acres over the 3.54 acres (Basin IIx) currently contributing to the pond. B. Specific Details 1. The roof drains on the western portion of the existing building are connected to a 12" CMP which conveys the storm water underneath the existing building out to the northern parking lot. a. A portion of this 12" CMP is to be abandoned. Existing and proposed roof drains are to be connected to an 18" ADS pipe located in the Western parking area. The roof drains will be connected to the ADS pipe at manholes or cleanouts. Some of these manholes will have solid covers. Others will have grated covers to allow some of the surface runoff at the southern end of the existing building to enter the pipe. This will reduce the icing problem that occurs there now. b. Several of the existing roof drains will still be connected to the 12" CUT as it would be economically not feasible to connect them to the new, storm sewer directly. c. The existing 12" CMP will be plugged at its southern point of beginning and approximately 220' north of the beginning point. At the northern plug, a manhole will be constructed and the storm water conveyed to the proposed storm sewer approximately 60' to the west via ADS pipe. This will facilitate the conveyance of the storm water from the existing roof drains still connected to the 12" CMP out to the storm sewer in the western parking lot. d. The outfall of the proposed storm sewer will be at the northern end of the proposed building via a 3.0' concrete valley pan into the northern parking lot. Page 5 Final Drainage and Erosion Control Report Teledyne Warehouse/Office Expansion Project B. Specific Details (continued) 2. The existing detention facility has approximately 21,387 cubic feet of available storage capacity. The existing outlet structure consists of a 2.5' x3.0' area inlet with a 12" CMP outlet pipe. The outlet pipe has a capacity of approximately 8.31cfs. (see attached spreadsheet on page 4 of the calculations) a. , Based on the existing conditions and the outlet pipe capacity , the required storage volume for the 100 year storm event is approximately 12,160 cubic feet (see attached spreadsheet on page 6 of the calculations). b. Based on the developed conditions and the outlet pipe capacity under pressure, the required storage volume for the 100 year storm event is approximately 57,768 cubic feet (see attached spreadsheet on page 7 of the calculations and pipe capacity calculations on page 4). c. It is expected that there will be an over flow of the concrete curb during a 100 year storm event. In this event, the curb will act as an emergency overflow weir releasing the overflow from detention facility. The curb will be topped by less than one half (1/2" ) inch (see attached spreadsheet on page 8A of the calculations) d. The project will considerably reduce the amount of undetained storm water flowing onto Riverside Ave. In fact, the majority of the stormwater from developed site will be routed through the detention facility. The total amount of detained flow for the 100 year storm event will be 58.31 cfs versus 25.28 cfs for the historical scenario. (See Master Grading and Drainage Plan) e. The total amount of undetained flow for the 100 year storm event to Riverside Avenue will be 17.35 cfs versus 62.76 cfs for the historical scenario. (See Master Grading and Drainage Plan) 3. Maintenance of the property will be the responsibility of the owner. V. EROSION CONTROL: A. General Concept 1. Erosion control measures are called for on the Master Grading plan. Minimal erosion is expected because the site is entirely paved or roofed. The installation of a gravel inlet filter is called for around the area inlet at the Northern end of the property. This measure if installed according to the plan and the detail will effectively reduce the amount of sediment that might flow into the area inlet during the construction of the project. a. Maintenance of erosion control device will remain the responsibility of the developer until the project is complete. Page 6 Final Drainage and Erosion Control Report Teledyne Warehouse/Office Expansion Project VL CONCLUSIONS: A. Compliance with Standards 1. All drainage analysis has been performed according to the requirements of the City of Fort Collins Storm Drainage Criteria Manual. 2. Proposed drainage improvements generally conform with the recommendations of the City of Fort Collins Master Drainage Plan. 3. Proposed erosion control measures generally conform with the recommendations of the City of Fort Collins standards. B. Drainage Concept 1. The proposed drainage design for Teledyne Water Pik Warehouse/Office Expansion is effective for the control of storm runoff with little or no downstream effects. 2. The Teledyne Water Pik Warehouse/Office Expansion will have absolutely no effect on City of Fort Collins Master Drainage Plan recommendations. 1. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards"; May, 1984 2. City of Fort Collins "Erosion Control Reference Manual'; January, 1991 APPENDIX I Drainage Calculations E'AGE D"(CtC.gYN-L ) WfARC- \� US EXPANS 16fy PREPAPED 61 �`� �\ V$ V e✓\ 0 7 DATE 53 Ce 4 C.0'N�C�%UTcS S%i1bf*`1?.�r=�( 5 J % -60e-5 oak GUN I rNOU1L---- 6 7 1 \\ 1 1 9 10G,vNlip\ -Ca°S 1 �,�5---------- 11 CZ 6.� Cr GCt.���Q...��1> L'�p.11 = I ---------- ---- 12 13 11 ` 15 16 �p d10t5 Ny��Gu).1Z(.i�V\� S�nrY,:.,��ti �u �,_T�N �uti•._<��^L---2..�3 hC...---- 17 _ 18 19 20 21 Jrh1- 1 22 23 24 25 26 g\ (� \.JC( soi1C nnUSa Lxl)J.rCSlhxv ��\1\\ S riN\ \G`\N�v 1NCYehi� ;�-2 aerUuiv� Oj s(1� �, C(;,\�r,)Dj e- \ � \\ f f CCTV,\±Sv--4Z��'�1—'--�i�e AC�cI e'r S�— u � f1 7V�1�etir?�i.rAt ....... 27 esecudiue 28 PAGE IJO. JC`C Ne. Wh�tr i \� FRLPARED BY MdC) a " � D'TE 1 PLOW 2 ,.So 3 4 5 / hJGimkN V GL6V a -- 6 5 = 0-c6 6°lu 7 `) ��,\- 6,5� Sop i L=Sou' c �o,SS s a,9%o 8 .31 UFO 9 .� Y�lt1l 10-- 11 ��. L)6oy 1'J 12 13 pp 1 14 15 17 18 19=1,o 20 -1.1 h --- — — 21 22—- 23 24 25 26. 27 execafeue 2B �I CP40 D �C.\Q.-Ai.�w Pf7GPr,P.@O CY m co 'rU 13 oArE 1 I dos-33—�,j 2 3 C ��= 6 .�,5 G1oy =110 —V roo�' o � `�' ��_(��� �.t�-•�\�S_ tife� --- vo s\n>n\AJ'rre ,0 l oxA ck 12 13 14��, �A Flo �� ---- _— 15 16 19 = 10 \zZ ifs = 17 , 3 cFs 20 _21 22- 23 24 25 26 27 exeeuiiv,c 23 Pncr: N0. :4] - C. 1 G�t.� �.-N PREPARED UV MC U I � DATE ,/� \ Q��-1 �� 1�1\'�C. Cdh\'i hC.�T i 2/1 C/53 1 IWS-33-�3 2 Ca 1Z. Cr�� 3 �,., orj 42,SD 5 6 tr } �rloW s ..N 9 10 12 13 14 cGL — — �res_svee slupe� - o.uto - '--� -- --- T _ 15 1s �12 uo 17 19 20 21 22 23 24 25 26 27 ee•eeu.liue 28 T. I 4-i !-J - 4 T'll• ------ Jj r-k.+ l ._.�. t i! _i (' r O l I � f 1( f (_ I j I. L .: _'l- Fj PAGE o. l r �J SY 1. 1 11 �}}, S4,e_ _ S� (L -P_ �0� �1f�SL nG !/Q�eN`I1oN onrE Z 1�6 �3 3 ei'^?.. t� GT 4 o - 7 rrC ( 7 —.---_- 9 L N �, � o W JAB— 10 J 11 1 c,rs\ouvi�_.__--_--- 12 0- r,1u 13 14 _ 15 6 460 17 c,,v�1 ltfr"erSe. �I°\-J A,r\d�Yx. J 18 19 20 21 22 23 24 25 26 27 executive 28 M_ T4 14 AL T- J, 17- . . . . . . TT 7-1 I 7 TF CA JT_ t­ T A-1 Jw ..IT A _IJ _17 ... ... .. _T1 ... . ... 14- 1 - li Or 4­ i- __Lj -IT 0 U� ­7 _4 T F LL 4__ - - - --- JIF ALA .. ....... ..... _FT L J-11. F I -A 41 I � � :' � � i ���� t. i 1�_`: � I � 1 ! � .:� 1 I ;-� `_ � i i � ;.: i i �.:f_ I T Xni_,. (s �_ � i i I �_�;_ i `-' t -' i '-�_ i i �_?:.�--��-- ' I 1 j I i -I f - T ;u-I �r I j i i! 1 4-- -nl l i i r i r i I i-�1�+ Ir �G,__I- _r -4- -T-I 17C- N PROJECT: TELEDYNE PROJ.NO. 1005-33-93 PROJ. DESCRIPTION:EXISTING DETENTION AREA. RELEASE RATE PROJ. LOCATION: FORT COLLINS DATE 2/18/93, TIME FILE NAME: TCUHP2 BASIN WITH EXISTING CONTIBUTING BASED ON PIPE CAPACITY 900 HOURS CUMULATIVE HYDROGRAPH METHOD FOR SIZING DETENTION PONDS DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 1.00 RELEASE RATE: 8.31 CFS AREA: 3.54 ACRES INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES END TIME: 120 MINUTES INFLOW INFLOW RELEASE STORAGE TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME min sec iph cfs cf cf cf *************************************************************** 5 300 8.70 30.80 9239.4 2493.0 6746.4 10 600 7.14 25.28 15165.4 4986.0 10179.4 15 900 6.06 21.45 19307.2 7479.0 11828.2 20 1200 5.21 18.44 22132.1 -9972.0 160 25 1500 4.63 16.39 24585.3 12465.0 12120.3 30 1800 4.20 14.87 26762.4 14958.0 11804.4 35 2100 3.81 13.49 28323.5 17451.0 10872.5 40 2400. 3.60 12.74 30585.6 19944.0 10641.6 45 2700 3.28 11.61 31350.2 22437.0 8913.2 50 3000 3.02 10.69 32072.4 24930.0 7142.4 55 3300 2.80 9.91 32709.6 27423.0 5286.6 60 3600 2.60 9.20 33134.4 29916.0 3218.4 65 3900 2.43 8.60 33548.6 32409.0 1139.6 *************************************************************** PROJECT: TELEDYNE PROJ.NO. 1005-33-93 PROD. DESCRIPTION:EXISTING DETENTION BASIN WITH DEVELOPED CONTIBUTING AREA.RELEASE RATE BASED ON PRESSURE FLOW PIPE CAPACITY PROJ. LOCATION: FORT COLLINS DATE 2/18/93 TIME' 1030 HOURS FILE NAME: TELEDYNE CUMULATIVE HYDROGRAPH METHOD FOR SIZING DETENTION PONDS DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 1.00 RELEASE RATE: 11.57 CFS AREA: 9.90 ACRES INITIAL TIME: 5 MINUTES TIME INCREMENT: 5 MINUTES END TIME: 120 MINUTES INFLOW INFLOW RELEASE STORAGE TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME min sec iph cfs cf cf cf *************************************************************** 5 300 8.70 86.13 25839.0 3471.0 22368.0 10 600 7.14 70.69 42411.6 6942.0 35469.6 15 900 6.06 59.99 53994.6 10413.0 43581.6 20 1200 5.21 51.58 61894.8 13884.0 48010.8 25 1500 4.63 45.84 68755.5 17355.0 51400.5 30 1800 4.20 41.58 74844.0 20826.0 54018.0 35 2100 3.81 37.72 79209.9 24297.0 54912.9 40 2400 -3.60 35.64 85536.0 27768.0 57768.0 45 2700 3.28 32.47 87674.4 31239.0 56435.4 50 3000 3.02 29.90 89694.0 34710.0 54984.0 55 3300 2.80 27.72 91476.0 38181.0 53295.0 60 3600 2.60 25.74 92664.0 41652.0 51012.0 65 3900 2.43 24.06 93822.3 45123.0 48699.3 70 4200 2.30 22.77 95634.0 48594.0 47040.0 75 4500 2.17 21.48 96673.5 52065.0 44608.5 80 '4800 2.07 20.49 98366.4 55536.0 42830.4 85 5100 1.96 19.40 98960.4 59007.0 39953.4 90 5400 1.87 18.51 99970.2 62478.0 37492.2 95 5700 1.77 17.52 99881.1 65949.0 33932.1 100 6000 1.70 16.83 100980.0 69420.0 31560.0 105 6300 1.63 16.14 101663.1 72891.0 28772.1 110 6600 1.57 15.54 102583.8 76362.0 26221.8 115 6900 1.50 14.85 102465.0 79833.0 22632.0 120 7200 1.44 14.26 102643.2 83304.0 19339.2 PAGE NO. 1 j nn `` j P.., 2.� 1.\11I� ()V�( t0o, .$) mt11� IlbyJ_ —� tj n G 2-� fft ?loos-33—`�3 ro Je,��C�\ 10 514 __.. _..._._ s L Fi 3�Z _ _ 1Z U I431z 10 11 CL 1\0 40 HW 4 W 4 ots\_ 12 13 LA 4 14 11 16 17 �O.ry c.��t�z 1 �-e.._ �e�S}� od e; 1.-A ov 100.'.�n1�._—_- 18 10 20 21 22 23 24 25 26 27 executiveF, 28 i8�fl. PROJECT: TELEDYNE DATE: 2/18/93 PROJECT NO 1005-33-93 TIME: 1030 HOURS PROJECT LOCATION :FORT COLLINS NOTES: SIMULATION OF OVERFLOW SITUATION FILE NAME: TELEOUT OUTLET STRUCTURE STRUCTURE TYPE: WEIR TYPE BROAD CRESTED LOWER ORIFICE DIAM. (ft) = 1.00 WEIR LENGTH (ft) = 400.00 LOWER ORIFICE INV. (ft) = 35.91 WEIR INVERT (ft) = 39.70 LOWER ORIFICE COEF. (C) = 0.65 WEIR COEF. (Cw) = 3.10 UPPER ORIFICE DIAM.(ft) = 0.00 UPPER ORIFICE INV. (ft) = 0.00 TOP OF BERM (ft) = 41.00 UPPER ORIFICE COEF. (C) = 0.00 TWO YEAR RELEASE.RATE = N\A CFS TEN YEAR RELEASE RATE = N\A CFS ONE HUNDRED YEAR RELEASE RATE = 11.57 CFS DELTA HEAD = 0.22 FEET OUTLET PIPE DIAM. (ft) = 1.00 MANNINGS n = 0.024 PIPE SLOPE 18.56 *********************************************************************** PIPE AREA (SF) = 0.79 WETTED PERIMETER = 3.14 FEET HYD. RAD (FT.) = 0.250 FEET R^2/3 = 0.3967 OUTLET PIPE CAPACITY = 8.31 CFS LOWER ORIFICE AREA (A) = 0.7854 SQUARE FEET UPPER ORIFICE AREA (A) = 0.0000 SQUARE FEET *********************************************************************** HEAD HEAD HEAD ELEV. OVER, LOWER OVER UPPER OVER WEIR TOTAL LOWER ORIFICE UPPER ORIFICE WEIR FLOW FLOW ORIFICE FLOW ORIFICE FLOW ft ft ------------- cfs ------- ft ------- cfs ft ------- ----- cfs ----- cfs ------ ------------- 35.91 0.00 ------- 0.00 ------- 0.00 ------- ----- 0.00 0.00 ----- 0.00 ------ 0.00 36.13 0.22 1.92 0.00 0.00 0.00 0.00 1.92 36.35 0.44 2.72 0.00 0.00 0.00 0.00 2.72 36.57 0.66 3.33 0.00 0.00 0.00 0.00 3.33 36.79 0.88 3.84 0.00 0.00 0.00 0.00 3.84 37.01 1.10 4.30 0.00 0:00 0.1W 0.00 4.30 37.23 1.32 4.71 0.00 0.00 0.00 0.00 4.71 37.45 1.54 5.08 0.00 0.00 0.00 0.00 5.08 37.67 1.76 5.44 0.00 0.00 0.00 0.00 5.44 37.89 1.98 5.76 0.00 0.00 0.00 0.00 5.76 38.11 2.20 6.08 0.00 0.00 0.00 0.00 6.08 38.33 2.42 6.37 0.00 0.00 0.00 0.00 6.37 38.55 2.64 6.66 0.00 0.00 0.00 0.00 6.66 38.77 2.86 6.93 0.00 0.00 0.00 0.00 6.93 38.99 3.08 7.19 0.00 0.00 0.00 0.00 7.19 39.21 3.30 7.44 0.00 0.00 0.00 0.00 7.44 39.43 3.52 7.69 0.00 0.00 0.00 0.00 7.69 39.65 3.74 7.92 0.00 0.00 0.00 0.00 7.92 39.87 3.96 8.15 0.00 0.00 0.17 86.92 95.07 40.09 4.18 8.38 0.00 0.00 0.39 302.01 310.38 *********************************************************************** ORIFICE EQUATION: CA(2gH)"1/2 WEIR.FLOW EQTN. : CwLH"3/2 I 8 N Pl Q 8 N h M a r a a T N N �q�/, F+ a Cfir/ 0 N �' 00 T F N h a. j�oy11 �y y vi 0 e a � in A C v v ~ v ell vi (V o N F W N N E-V o ° EH o 0 8 8 U U � o o �• o 0 '^ U rn c a o U rn o rn 0 U U O W A 51 O � O W A 8 ry 00 W 8 A fV a a N a 14 C a o O N 0 cdy CC as O a F � N W fV 8 U U U U U y c U c U U . O O Charts & Figures DRAINAGE CRITERIA MANUAL RUNOFF 50 30 F- 20 z w U W (L 10 z W a OJ 5 w cc 3 m . O L) 2 M W F- _" Q C? 1 �=000111t A=ZF 0►111ffM _MN111111W///SI11111I/ ME m / ����II�I■■Ili l�r��■■■■� �W�MFAMFA■Wdd AWA�MMM■■■■� ►i WMWM■11■W/I����■■■■� 2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING"UNDEVELOPED" LAND SURFACES IN THE DENVER, REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5 =1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT No Text FORT COLLINS RAINFALL INTENSITY CURVE DATA FIG 3-1 NOVEMBER 1975 INTERPRETED DECEMBER 21, 1992 BY MARK OBERSCHMIDT SHEAR ENGINEERING CORPORATION 2 5 10 25 50 100 TIME YEAR YEAR YEAR YEAR YEAR YEAR 5 3.29 4.70 5.64 7.02 7.95 8.70 10 2.54 3.65 4.45 5.50 6.35 7.14 15 2.14 3.07 3.75 4.60 5.29 6.06 20 1.85 2.65 3.25 4.00 4.60 5.21 25 1.63 2.34 2.87 3.54 4.08 4.63 30 1.47 2.11 12.60 3.17 3.67 4.20 35 1.32 1.92 2.38 2.88 3.35 3.81 40 1.20 1.76 2.19 2.67 3.08 3.60 45 1.12 1.62 2.02 2.46 2.64 3.28 50 1.04 1.51 1.87 2.27 2.65 3.02 55 0.97 1.40 1.73 2.12 2.46 2.80 60 0.90 1.32 1.62 1.99 2.32 2.60 65 0.88 1.24 1.52 1.84 2.18 2.43 70 0.82 1.18 1.44 1.72 2.05 2.30 75 0.79 1.11 1.38 1.62 1.93 2.17 80 0.74 1.07 1.30 1.53 1.82 2.07 85 0.70 1.00 T.23 1.46 1.73 1.96 90 0.68 0.97 1.20 1.40 1.67 1.87 95 0.64 0.91 1.13 1.32 1.59 1.77 100 0.61 0.88 1.09 1.27 1.51 1.70 105 0.60 0.83 1.04 1.22 1.46 1.63 110 0.57 0.80 1.00 1.18 1.40 1.57 115 0.54 0.78 1.96 1.14 1.33 1.50 120 0.52 0.76 0.91 1.10 1.19 1.44 er • � O MNtNtn .-I t0O Ot0 Ot� QO •tl'O tO t 00 tO NM 00 t CO N OO 14 N u) O.t-C•n tOnt-O .10-�mm -W CD.r O 0t000Nq' .q.dM ODOO rttoto t.-� M CD o) tD N V• O N in tp• . 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MO. tna*N OOOCOo O ONMCDM NMtD tyN MAN 0� L �W U Me1'lA to 00 ��� •+ et co�NN t O CD * N 00 NMM m'a' A� ®V LIN E Agow o C 0o II ° noa M O O p H 00 < y �• C' o { w °°O �x O E t lam ry N 0.� w t` w H° H N o a I £, O SIC "1 A N 7 ^Op t A 00 -f .w.. w c a o c O w 0 w H = a o. OT ^ A n 4£ o ro r= 00 a' n o 3 ry to N Table 4-9 Values of Coefficient of Roughness (n) for Standard Corrugated Steel Pipe (Manning's Formula)' Helical Annular 22hxY:in. 11hxY4in. (11, 12) 22h x rh in. All Corrugations Diameters 8 in. 10 in. 12 in. 18.in. .24 in. 36 in. 48 in. 60 in. and Larger Unpaved 0.024 0.012 0.014 0.011 0.013 0.015 0.018 0.020 0.021 25% Paved 0.021 0.014 0.017 0.020 0.019 Fully Paved 0.012 0.012 0.012 0.012 0.012 Helical-3 x I in. Annular 3 x 1 in. 48 in. 54 in. 60 in. 66 in. 72 in. 78 in. and Larger Unpaved 0.027 0.023 0.023 0.024 0.025 0.026 0.027 25% Paved 0.023 0.020 0.020 0.021 0.022 0.022 0.023 Fully Paved 0.012 0.012 0.012 0.012 0.012 0.012 0.012 Helical-5 x 1 in. Annular 5 x 1 in. 54 in. 60 in. 66 in. 72 in. and larger Unpaved 0.025 0.022 0.023 0.024 0.025 25% Paved 0.022 0.019 0.020 0.021 0.022 Fully Paved 0.012 0.012 0.012 0.012 0.012 •AISI APPENDIX III Grading and Drainage Plan Existing Conditions Plan F N A� \ I40 a w C. CURB -- YH C\ / \`X' / "EXIST . MH OI p,uv>Idm�rg on�gxp�N4mrd$fllu faelven rnvevum uf1+w, Cdlw'Mm Lest R@. Gm,d' d,0 Qx emvw„xx<U wbkea.e.PPnv,n • yw ymupy CyD u.lbn Cblluu'Nex Dtiv[xvY MP,AIxI, Delvih' for veniml curb. Gmannelwld nu Oi Fm:h> WID, Narw.idNrvw4 Iva: mix $ I Ai mm.Neve10 m..mry Act G ,u�w MJk rlk rt U11,'Held SWemeb CuLwd Ew VMIuI Curb, dowl (D=rjea ,SN 'PI b I -venwal curb Fuv°. AllIlul d IY AndWul dr°I4al Fc iorc IYd •• a n mAm.A but dCYrIrnCaWu"L1.D Ali G,11,, D,l : lLr - w'em1tl5 urb. gowr `WDSm mmlCfy If Fw CaWn,'Ah" S@mW Culv,O rw VeNeal Curb. Gnaw uua sANUA' d vl fD CwCUApnn tut,w,,mm, m At, Wn) Ow' - BA BENCHMARK: NORTHEAST BONNET BOLT ON FIRE HYDRANT AT NORTHWEST CORNER OF PROSPECT RD. B RIVERSIDE AVE. ELEV.F494783 My RIVERSIDE / I DOOPOSED� DYUIL DING / / I�F.R EIEYy!B�.AS L �. V / [111]I IN r AND sAULmrUA 1 nrOF 1-rr Own L GHIm AND wn CURB AND GUTTER DETAILS Bute Field s.:nle Y[tl NUAHY_IYYH 1' _ 50 D", CRCCkeO APom,ea CIO GYPS B W S _ Of UNITS ON ASPNMY OUT Al IAFPIAM.1 EXIST MN EXIST. ROW DUNS mPI APmon. LOCATIONS 0 7 EX)S . BUILDING h' ' ff ELEv. 4U°5 AN In.SOOF MAINS n5 mn�� --may C -CAC/ ---� AN •, TAX A ___ E 1 col EA Stint y .e At LaPLATA AVE. ig ig f L i I I I I I I I �l l Aa A I �L PEflSPECTIVE VIEW BBOIIDNN A -A —1 r '� " -' VICINITY MAP All q OwNgxr an OF FORT COLONS, COLUMM N>Xm4 rrr UTILITY PLAN APPROVAL aen7oNw _ M SECTION A -A ANROVED:NN- AXL All "lei p+°Aa.�"�e w•..e WN..J BFCTVN IrA w... MErAL sloswAtN cukvsgr LNFClFO BYE FOP VENT CAL CYgq OUTT[q N.w. mn °.r•..v.. nm z AxO BlD w AREA INLET FI >r..a. w�eD ^owm ewArlX�v, r.e'..wHwmen..Ao. n. GRAVEL NEW DRIVEWAY APPROACH DETAILS :.."�j:.; o x� .� ILO ",.;m.I V•ry ST EomcowNSC lnflnoo CXCEX[6 BY �. - e.Xr>� v r STDflMWRMU .ImM gwNuw VERTICAL CURD Yl0 RATTER OF ]TORT CgLNS.COLg4Do RTUL •.S•. WmxN�wwNMlmmuw. ENGINEERING m'IsmN 0-10wrldromb. ^Da4 CHECKED W - SHEAR ENGINEERING CORPORATION TELEDYNR WATER PIK 1 93 WAREHOUSE/OFFICE EXPANSION PIk+En x5. SHEET No. TELEDYNE WATER PIK 4836 SO. COLLEGE AVE. FORT COLLINS. COLOMBO MASTE GRADING PLAN 1ooD-33-90 C_T PHONE: 303 226-5331 303) 225-4451 FORT OLLINS, COLORADO LEGEND wo< '•� wo< a STORM SEWER SUMMARY MAJOR BASIN BOUNI9ARY _ -- MINOR BASIN BOUNEARY NINE 1 x 3 4 3 v R 3. DerAmeD sows OLowsro el ID BASIN DESIGNATIONS (DEVELOPED) Rw AGE xa Ys Ws 340 6c.cyC� T. YI A,u OaONAe QA DESIGN POINT Wv1YE CUT EEn OM E60E EBa 47 O y� I Q— — Q 31 EXIST PARKING LOTLIGHT WVN..341P NEST 441E AIDE EAI9 4707 HISTORIC ONIA w vY/aWKv.x v. EM:M.nNv B' • so DARTERS) x!J SKI 3 3M E.19 31 3.1 fineRYeeN cplCRete B' NEW STORM SEWER SYSTEM ROPER nueHewmnosm Ex eons DEVELOPED 9w14 Ie ,anmavxw +w mNw_ww,vul BENCHMARKI NORTHEAST BONNET BOLT omvvvu4- v'iNv'IW ¢EVN� - ON FIRE HYDRANT AT NORTHWEST CORNER �— FLOW DIRECTION TrrrALnFe EWIDr lI-[us vrsT S' WIDE. CONIC. VALLEY PAN OF PROSPEDY RD. & RIVERSIDE AVE. —' — LONGEST FLOW PATEI urvueT ucOPw3vslFLosv TO RlvExswe®n ELEV•4947,03 SIT __------_----- --------------- -- - ____ O C.f.CyCu T. W=d1. OP/QdQn — _ _—_______—_--- YET1L. YE[HU EILvexT a<n __ w e. HISTORIC AERIE Ie ,.AC.v.n.I. ,I.+N,wn.IAnw i VE SI A y DfiYP10PPD .NIA W "'AAWM+. u, ,WYlupw.n /—' rs 'T s� 'E%I=F E3x 4 IDM IN e%IM ROOF EYA xs ITrPE c I �SIANe EI "IRAN. LMATwx I I —____ I ___—___ 2.43.AC.J I I _-- -'-i , ` - • / •� ! A�N�S... _ _.-: �/ _ / :.t _ _� PHn16-OSB�-BUIL'"No:IRANIAN I ���� NES EXIST C NC CORP.tiF1: ..- M: 9E0.e! M1Y[Elf aMr TXC a. •, • ,,p E%IBT. ¢I�ILDNIIN � 11 EXISTING DETENTION POND / D \ / ( / yH 6 L J FCC 9,90PROPOSED . / MIIAILE WIUNE •[I,Nl4 [�L/ / 9 / / // PROP SED RODE DRAIN ITYP.E j ryy, / \6 SHIE) EXIST ROOF NAME [/ ARE; f%fi [ CYP _ f%Ee! ROp MANS IlYfl E Rr /'4 / _PLUS E%EM a'"P EST MIST 30'. 3 ){ / EA (NETROUT __ 1 H SEAT IT i ITS ICU. fLE¢.3AEB ; / _ _— �`3, �3 [O 7- uxgTO ; E _ y •• 1 CURB 11 XT \ / L-142 v' / J .. — SIR 5 \FLW AA F N•AOs 1 O x US At / / VALLEY Pxxx DSO% � l 1�\\J�/ mw ___--- w. IRA a� --_ -- - - - - --- :AIM SIR LIHPLATA AVE. EXIST. YN { •Y J ..) 7. {� Y " i W[#. ,s — _ — � _ __ _ �.., _ _.-. _._ �t 4T�',- �� '_ �`�° (6,.�f�s'a'L*a'pea�Po...w�Yfi'� nrniA*`rt�c-gLi� CRY IF PONT WEEKS, CaDRWD UTILITY PLAN APPROVAL MVIIDVm. .CHECKED BYL--, mm -.i gby.1 urz -._ CHECKED BY: arz CHECKED BY:— REVISIONS p Ee FE R AR .. CP SHEAR ENGINEERING CORPORATION TELEOSy NE WATER PI 1993 WAREHOUSE/OFFICE EXPANSION PwxCI xC. sxm x0 xA IN A" •DESIGN BUILD PROJECT W/R.D. STEWART FOR o�w•. �, w 'am F' IY 80 - ;,I.C,Iec BUSS TELEDYNE WATER PIK 4836 SO. COLLEGE AVE. TORT COLLINS, COLORADO GRADIN AND DRAINAGE PLAN Toos-3 T' s0 n p....J EWE 'PHONE: 303 226-5334 303). 225-4451 FOR COLLINS, COLORADO C-2 ) LEGEND ' S:FLViNAI.-tlOTFS: L The dnndim TUHH were dangaed by LI H. SII and A: ime:. nw. h: ARM. 19N — — BASIN BOUNDARY with the 1979 hkdyw Water %k NWIN Parking W MWnitln Peleet 'Ile dvnniu: Peed plan66,aedthe X Xbbdiy,J2OA ,,OC Oct awiu,ra. IX BASIN DES U3NATION DE[AIXIL FLOWS FLOWS TO Aj c,c c./cn T, 1/I/I.A. QMQl M. HISTORIC ® on No "H)AV:.W:a tst uu:, nlun/n.�r VNLEG ED FLOWS (FLOW 'SU MYERSIDE(g) c,.c.CdC.. T. FAAJI- A.a PAIPdP- IO]ro c O nwm m uU044"Wu in .lau"w IW/. 9 EXIST AM EXIST Core CURB tt` �O IG DETENTION POND j MILASLE VDI a,BVCI 3.54 AC. / / tPAxas 2 r:� EXIST MN y u © CONCENTRATION POINT T EXIST. PARMNG LOT LIGHTS E FLOW DIRECTION -- LONGEST ykpVEL PATH RIVERSIDE AVE. ERR. NI E11E[. / EXCT EN. EXIST R]P OR ANS RVPI— I I. APPROX. LOCATIONS BIRTH CUR@ STIRS I I ` IT ` II E_XISE pI00E LINE' f,D BUILDING / l EXIST. SUILI AVE. --------------- T I I "AI _pAi < tit Ia awsraFiy�itl2`"sm1AF•'-.; I .___.- _ - ,TEXIW RaaDpaulTrel�� . 1.10 AG, HAI Ume SIN Cna Ptw Date PE -- JP,.`eJ' GF OBSIGN BUILD PROJECT W/S.D. STE WAST FOR I SHEAR ENGINEERING 'CORPORATION F d Baak .BWS TELEDYNE WATER PIK 4836 SO. COLLEGE AVE FORT COLLINS, COLORADO SRUe — SO BWS PHONE: (303) 226-6330 (303) 226—s/S NE WATER PIKT 883 WAREHOUSE/OFFICE EXPANSION [PROJECT No.SHEET HE. JHISTRIC CONDITIONS �2-T.3-Bss—. C-3