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Drainage Reports - 02/08/2001
PR4)PMTT OF nwT MLL m Final Approved Report. Gate 2 6*1 Final Drainage Report for Rams Park Apartments Fort Collins, Colorado January 22, 2000 Final Drainage Report for Rams Park Apartments Fort Collins, Colorado January 22, 2000 Prepared For: Bellisimo Construction, Inc. 7307 Streamside Drive Fort Collins, Colorado 80525 Prepared By: Northern Engineering services, Inc 420 S. Howes, Suite 202 Fort Collins, Colorado 80521 Phone: (970)221-4158 Project Number: 2000.00 SERVICES INC January 22, 2000 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 700 Wood St. Fort Collins, Colorado 80521 RE: Rams Park Apartments Fort Collins, Colorado . Project No. 2000.00 Dear Basil: Northern Engineering is pleased to submit this Final Drainage Report for Rams Park Apartments for your review. This report complies with technical criteria set forth in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. If you should have any questions or comments as you review this report please feel free to contact me at your earliest convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. a4�' � Qfm� Aaron Cvar Project Engineer Reviewed by; Roger A. Curtiss, P.E. 420 SOUTH HOWES, SUITE 202, FORT (OLLINS, (OLORADO 80521, (970) 221-4158, FAX (970) 221-4159 VICINITY MAP 1V 1 "=1500' Final Drainage Report for Rams Park Apartments Fort Collins, Colorado January 22, 2000 I. INTRODUCTION 1.1 Objective The purpose of this report is to provide documentation pertaining to the final drainage system design and analysis for the proposed Rams Park Apartments. Storm drainage design critera set forth in the City of Fort Collins Storm Drainage Desian Criteria and Construction Standards has been followed in the design of proposed storm facilities. II. SITE LOCATION AND DESCRIPTION 2.1 Site Location The site is located in the northeast quarter of Section 16, Township 7 North, Range 69, west of the 6' Principle Meridian, City of Fort Collins, Colorado, County of Larimer, State of Colorado. The site is bounded by West Elizabeth Street on the south, Kentucky Fried Chicken Restaurant and a commercial plaza on the east, apartment complexes on the north and west (see vicinity map). The site lies within the Canal Importation Master Basin. 2.2 Site Description The site is approximately 3.1 acres, most of which is undeveloped. Two homes are located in the southwest portion of the property. In general, the site slopes at about 1 percent from south to north. A depressed area exists within the north -central portion of the site. III. HISTORIC DRAINAGE 3.1 Historic Drainage Patterns Currently, storm runoff collects at the depressed area in the north -central portion of the site. If the depressed area fills prior to the completion of a storm event, the remaining runoff will flow north, onto the adjacent apartment complex. No conclusions have been reached as to whether this happens or if the depressed area has enough volume to retain up to the 100-year event. Historic drainage basins and design points are shown in the historic drainage exhibit provided in Section A of the Appendix. Runoff calculations for these basins and design points are also provided in Section A of the Appendix. The historic 2-year flow at design point 4 of 1.0 cfs is considered to be the allowable release rate for the site. VI. DEVELOPED DRAINAGE 4.1 Developed Conditions Development of the site will consist of the construction of 4 apartment complexes and improvement of West Elizabeth Street. The neighboring Kentucky Fried Chicken restaurant has a portion of its west detention pond within the bounds of the proposed site. The size of this Final Drainage Report Ram's Park Apartrnents January 22, 2000 Northern Engineering Services, Inc. detention pond will be decreased as a result of the proposed development. In order to compensate for the decrease in volume of the KFC west pond, the pond's orifice plate will be removed and replaced with a plate having a larger orifice. The current orifice plate has a 3 inch square orifice. The orifice was designed to release a maximum of 0.30 cfs in the 100-year storm. This orifice will be replaced with a 5.5 inch circular orifice which will release a maximum of 0.63 cfs in the 100-year storm. Although this new release rate from the west pond is greater than the existing release rate, the combined total of the west and east pond will be just slightly over the maximum allowable release rate for the site. According to the approved drainage report for the site (a copy of this report is provided in Section G of the Appendix) the maximum allowable release rate is 0.95 cfs. The orifice plate controlling release from the east pond has been designed with a 3 inch square orifice to release maximum of .35 cfs in the 100-year storm. On a site visit it was confirmed that the orifice was constructed according to design. Thus, the combined release of east and west ponds will be 0.35 cfs + 0.63 cfs = 0.98 cfs. 4.2 Design Criteria and References Drainage criteria outlined in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards has been referenced in the preparation of this study. 4.3 Hydrologic Criteria Due to the relatively small basin size, the rational method has been used to estimate peak stormwater runoff from the project site. Hydrologic calculations along with other supporting material, are contained in the appendix to this report. The 100-year design storm was used to evaluate the proposed drainage system The 2-year storm has been considered only for historic drainage calculations. Developed 2-year runoff computations have not been provided because there are no structures that need to be sized based on a 2-year flow. Rainfall intensity data for the Rational Method has been taken from City of Fort Collins new rainfall criteria published April 12, 1999. 4.4 Hydraulic Criteria The City of Fort Collins Storm Drainage Design Criteria and Construction Standards has been referenced for all hydraulic calculations. In addition, the computer models, "Watershed Modeling", and "Surface Modeling" by Eagle Point software have been utilized to calculate detention pond stage vs. storage curves and orifice rating curves. The FAA method has been used to determine the required volume for Ponds 1, 2, and 3. Detention Ponds 1, 2 and 3 were originally designed using the Modified Puls method to determine required storage. Because there was a significant difference between the volume required by this method and the FAA, the Fort Collins Storm Water Utility required that FAA calculations be done and the size of the ponds be increased to obtain volumes as close as possible to the volumes required by the FAA method. Pond 2 does now meet the FAA required volume of Page 2 • Final Drainage Report Ram's Park Apartments January 22, 2000 Northern Engineering Services, Inc. 10026 Cubic Feet. Pond 2 also provides 1302 Cubic Feet of water quality volume. Ponds 1 and 3 are required by the FAA method to have 5403 Cubic Feet and 5845 Cubic Feet, respectively. The maximum available volumes contained in Ponds 1 and 3 are 3669 Cubic Feet and 3059 Cubic Feet, respectively. The maximum available volume includes water quality volume for Pond 1. Should Ponds 1 and 3 overflow in the 100-year storm event, the overflow will be conveyed to West Elizabeth Street. Pond 1 will overflow directly to West Elizabeth. Pond 3 will overflow across the parking lot, into Pond 1, and then to West Elizabeth. 4.5 Drainage Concept Developed stormwater will be conveyed to Ponds 1,2 and 3 where flows will be detained and released at controlled rates. Basins 03 and 2 drain to Pond 2, where 100-year developed flows are detained and released at a maximum of 0.30 cfs. The release from Pond 2 is directed to Pond 1. Basins 3 and 4 drain to Pond 3, where 100-year developed flows are detained and released at a maximum of 0.40 cfs. The rooftop drainage from Basin 3 will be conveyed to Pond 3 by a 6- inch PVC pipe. Release from Pond 3 is directed to Pond 1. Pond 1 receives the release from Pond 2 and Pond 3. Pond 1 also receives drainage from Basin 1. In a 100-year storm the combination of these flows are detained in pond 1 and released at a maximum of 1.22 cfs to West Elizabeth Street. The maximum 100-year release from the developed site is slightly greater than the allowable release rate of 1.0 cfs. A variance is requested for this increase in release rate at Pond 1. Basins 5 and 01 flow to design point 5. The 100-year flow at this design point is 0.70 cfs. This flow is received by Camire Apartments. A letter of permission from the owner of Camire Apartments is provided in Section H of the Appendix. Water quality measures for this site will be implemented at Ponds 1 and 2. Pond 1 has a required water quality volume of 2021 Cubic Feet. Due to site limitations, Pond 1 provides 408 cubic feet of extended detention. A variance is requested for this. Pond 2 meets its required water quality volume of 1302 Cubic Feet. 4.6 Variance Requests Several variances are requested for this site. All variances that are being requested are related to the limited size of onsite detention ponds, which is due to the very limited space for the proposed development. There are four variance requests for the design of Pond 1. Pond 1 is required by the FAA method to detain a minimum volume of 5403 Cubic Feet. The maximum available volume in Pond 1 for detention and water quality capture volume is 3669 Cubic Feet, with no freeboard. The required water quality capture volume for Pond 1 is 2021 Cubic Feet. Pond 1 provides 408 Cubic Feet of water quality capture volume. Variances are requested for the lack in detention and water quality volume, the combination of detention and water quality capture volume, and for having no freeboard in Pond 1. Page 3 Final Drainage Report Ram's Park Apartments January 22, 2000 Northern Engineering Services, Inc. There are two variance requests for the design of Pond 3. According to the FAA method, Pond 3 is required to detain a minimum volume of 5845 Cubic Feet. The maximum available volume in Pond 3 for detention is 3059 Cubic feet, with no freeboard. Variances are requested for the lack in detention and for having no freeboard in Pond 3. The stormwater release point for the site is the outlet of Pond 1, which releases its flow into West Elizabeth Street. A variance is requested for the release rate that will occur at this location. The allowable release rate for the site is 1.0 CFS. The proposed release rate from Pond 1 is 1.22 CFS. This increase in release rate is necessary to minimize required detention volume in Pond 1. A variance is requested for this increase in release rate. V. EROSION CONTROL Erosion control will consist of the following measures. Gravel inlet filters will be placed at the one curb cut draining to Pond 1, at the two curb cuts draining to Pond 2, at one sidewalk chase, and at the upstream end of the outlet of Pond 3. A gravel sediment trap will be placed at the upstream end of the outlets for Pond 1 and Pond 2. Three straw bale dikes will be placed in Swale 2 spaced at approximately 175 feet. All landscaped areas will receive hay mulch and temporary seeding until permanent growth is established. Page 4 Final Drainage Report Ram's Park Apartments January 22, 2000 Northern Engineering Services, Inc. REFERENCES 1) Storm Drainage Design Criteria and Construction Standards. City of Fort Collins Stormwater Utility, Fort Collins, Colorado, May 1984. Page 5 • Final Drainage Report Ram's Park Apartments January 22, 2000 Northern Engineering Services, Inc. APPENDIX Section A - Historic/Developed Hydrology Historic Site Drainage Exhibit Historic Site 2, and 100-Year Calculations Developed Site 100-Year Calculations Section B - Water Quality Water Quality Pond Volume and Outlet Design Documentation Water Quality Pond 2 Design Section C - Detention Pond 2 Calculations Pond 3 Calculations Combined Hydrograph for Ponds 2 and 3 Outlflow and Basin 1 Pond 1 Calculations FAA Calculations -Ponds 1,2, and 3 Section D - Kentucky Fried Chicken Restaurant Detention Ponds West Pond Calculations East Pond Calculations Section E - Hydraulic Calculations Culverts 1, 2, and 3 Calculations Swale Calculations Roof Drain Capacity Calculations Pond 1 Equalization Pipes Calculations Section F - Erosion Control Calculations and ESCROW Section G - Approved Drainage Report for Kentucky Fried Chicken Restaurant Site Section H - Letters of Permission for Offsite Drainage and Grading Page 6 7 rw to: C O u m PAMS RK APARTIMS" HISTORIC PADRAINAGE EXHIBIT $Islas a |e R©)-=om s@/!@qa 7�0<=00 0 - )6&4 _� \} D f\ 700 � 2 < . 2 0CD 2 &2 @ _0� Ja kE§ $oo }/ �IL m\\ 00 �� j J a \, Q ai10§moo kk� Ems/ vE� ® oo <a- »A�6a/: %XG � 4 {p u °` §&\q l :\ �« 7 \ !��f 727 £=; @!0in / 1• �o a LL ci a 00 0 (1 f7 N - N 7 ol7 E ui (D N N r 'E000 > O O O Co>bb S �) 8 Oo0 m a 1 a` o0o TJ N _2000 E 000 aUo LL�o C Q N C _ O_mry ppy > O 000 O O m000 ++U0U> o m O.. 3 000 o y 9 U 0 0 0 a 0 U g o00 s` 000 o U 270ui F N N � O c U E O N U E LL L N 0 N co ED LL y c r 4 0 M > > Q N O)CIJ W _ 0 C U rn 0 c 0 O •. 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" Q co r- rn 0 C a) � C U 00 LO Co cc Q 000� L N to m m (0 a � > N O C to f6 .t C � O y G Y � :: a � .. o n 0 c 3 Nm c U yocnct a • N 3 c C O U Z N O ~ a a E N 3 J N N� O O � O N O U V O V m Q O O O N � ,O a O w a) Cr N a)000 000 �a E o Q 000 (�CL QU Q waao N N CoO � @ N N N O M O O O M O 3 '? 0 0 U Q O O O y o ai a` ) Q OaUo :r e0 (D aa) > O CD o00 U oY c v u�OUn o00 ..O U m mm< 2 o0000o NQ�a O aa) Cl.o ) � E rncrno E O o w c � fa m � N Q N N�COM N c V N O N (a N Q r 0 7 inN Um > > U Q C O N 0 �O G Y m 3 a1 E — NCO a) P v i .. Cp N N m c m w U c 3 a oinz°� STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3) 6.5 Design Procedure and Criteria The following steps outline the design procedure and criteria for an EDB. 1. Basin Storage Volume Provide a storage volume equal to 120 percent of the WQCV based on a 40-hour drain time, above the lowest outlet (i.e., perforation) in the basin. The additional 20 percent of storage volume provides for sediment accumulation and the resultant loss in storage volume. A. Determine the WQCV tributary catchment§ percent imperviousness. Account for the effects of DCIA, if any, on Effective Imperviousness. Using Figure ND-1, determine the reduction in impervious area to use with WQCV calculations. B. Find the required storage volume (watershed inches of runoff): Determine the Required WQCV (watershed inches of runoff) using Figure EDB-2, based on the EDB§ 40 -hour drain time. Calculate the Design Volume in acre-feet as follows: WQCV Design Volume = 12 / * Area * 1.2 In which: J Aver+ = The watershed area tributary to the extended detention pond 1.2 factor = Multiplier of 1.2 to account for the additional 20% of required storage for sediment accumulation 2. Outlet Works The Outlet Works are to be designed to release the WQCV (i.e., not the Design Volume) over a 40-hour period, with no more than 50 percent of the WQCV being released in 12 hours. Refer to the Water Quality Structure Details section for schematics pertaining to structure geometry; grates, trash racks, and screens; outlet type: orifice plate or perforated riser pipe; cutoff collar size and location; and all other necessary components. For a perforated outlet, use Figure EDB-3 to calculate the required area per row based on WQCV and the depth of perforations at the outlet. See the Water Quality Structure Details section to determine the appropriate perforation geometry and number of rows (The lowest perforations should be set at the water surface elevation of the outlet micropool). The total outlet area can then be calculated by multiplying the the area per row by the number of rows. S-38 9-1-99 Urban Drainage and Flood Control District STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3) 0.50 0.45 0.40 - 0.35 d t u 0.30 d •Zq r m 0.25i 3 , 7- > 0.20 U 3 0.15 0.10 0.05 0.00 o 6-hr drain time a = 0.7 won -�- - 24-hr drain time a = 0.9 40-hr drain time a = 1.0 _. — Qrf4t J Extended Detention Basin 40-hour Drain Time Constructed Wetland Basin 24-hour Drain Time LD— — -- i Retention P nd, Porous Pavement Detention a d Porous Landscapeetention 12-hour Dr n Time 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i =1 g1100) FIGURE EDB-2 Water Quality Capture Volume (WQCV), 801h Percentile Runoff Event I S-42 9-1-99 Urban Drainage and Flood Control District 67 Structural Steel Channel Formed Into Concrete, To Spon Width Structure. See Figures 6—a. 6—b Orifice Perforation Details A--907 WPlate = Wconc. + 6 inches (minimum) Wconc. (see below) O _o 10_ 0 OI 0 IO • 4" Hwcv. 8 g o l t o Permanent C+—I Water Surface 10-7 01 12, 2,-4" I. Max. Minimum ±-O o i 1 Circular Openings: Wconc, Obtained From Table 6a-1 Rectangular Openings: Wconc. = (Width of Rectangular Perforation W) + 12" Rectangular Openings: Wopening (see Figure 6—b) Obtained From Table 6b-1 Sc, see Sc, see figure 5 Figure 5 W 0 0 ro. 0 0 0 o Ua o O O 0 O 000 0 0 0 0 0 00000 0 o O O 000 O Iff9jo 0 0 0 0 Example Perforation Patterns Note: The goal in designing the outlet is to minimize the number of columns of perforations that will drain the WQCV in the desired time. Do not, however, increase the diameter of circular perforations or the height of the rectangular perforations beyond 2 inches. Use the allowed perforation shapes and configurations shown above along with Figure 5 to determine the pattern that provides an area per row closest to that required without exceeding it. Urban Drainage and Figure 4 Flood Control District Orifice Details for Drainage Criteria Manual (V.3) Draining WQCV n w.. Delalle.dwg Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. Hole Dia (in) • Hole Dia (in) Min. Sc (in) Area per Row (sq In) n=1 n=2 n=3 1 4 0.250 1 0.05 0.10 0.15 5716 0.313 2 0.08 0.15 0.23 3 8 0.375 2 0.11 0.22 0.33 7/16 0.438 2. 0.15 0.30 0.45 1 /2 0.500 2 0.20 0.39 0.59 9/16 1 0.563 3 0.25 0.50 0.75 5 8 0.625 3 0.31 0.61 0.92 11 16 0.688 3 0.37 0.7412.66 1.11 3 4 0.750 3 0.44 0.881.33 13 16 0.813 3 0.52 1.04_1.56 7 8 _ 0.875 _ 3 0.60 1.201.80 15 16 0.938 3 0.69 1.382.07 1 1.000 4 0.79 1.572.36 1 1 16 1.063 4 0.89 1.77 1 1 8 1.125 4 0.99 2.98 1 3 16 1.188 _ 4 1.11 _1.99 2.22 3.32 1 1 4 1.250 4 1.23 2.45 3.68 1 5 16 1.313 4 1.35 2.71 4.06 1 3 8 1.375 4 1.48 2.97 4,45 1 7 16 1.438 4 1.62 3.25 4.87 1 1 2 1.500 4 1.77 3.53 5.30 1 9 16 1.563 4 1.92 3.83 5.75 1 5 8 1.625 4 2.07 4.15 6.22 1 11/161 1.688 4 1 2.24 4.47 6.71 1 3 4 1.750 4 2.41 1 13 16 1.813 4 2.58 1 7 8 1.875 4 2.76 M5.9O8.84 1 15 16 1.938 4 2.95 2 2.000 4 3.14 n = Number of columns of perforations Minimum steel plate thickness 1/4 ' 5/16 ' 3/8 " ' Designer may interpolate to the nearest 32nd inch to better match the required area, 1f desired. Rectangular Perforation Sizing Only one column of rectangular perforations allowed. Rectangular Height = 2 inches Rectangular Width (inches) = Urban Drainage and Flood Control District Required Area per Row (sq in) Drainage Criteria Manual (V.3) File: DetoNsAwq 2.• a Rectangular Hole Width Min. Steel Thickness 5" 1 4 6" 1 4 7" 5/32 " 8" 5/16 " 9" 11 32 " 10" 3/6 ., >10" 1/2 .. Figure 5 WQCV Outlet Orifice Perforation Sizing DRAINAGE CRITERIA MANUAL (V.3) STRUCTURAL BEST MANAGEMENT PRACTICES 10.( M-O 4.0 R 1.0 0.6C ca a� 0.4C E cC 0.2( U Z' Ca 0 0.1( me N* 740 0.01 0.02 L= EXAMPLE: DWQ = 4.5 ft WQCV = 2.1 acre-feet SOLUTION: Required Area per Row = 1.75 in? EQUATION: WQCV a= K 40 in which, K40=0.013DWQ +0.22DWQ -0.10 Q, i GO �J\e �� Q�r — O� �c t> I Q`r J� Zi 0.04 0.06 0.10 0.20 8 0.40 0.60 1.0 2.0 4.0 6.0 Required Area per Row,a (in.2 ) FIGURE EDB-3 Water Quality Outlet Sizing: Dry Extended Detention Basin With a 40-Hour Drain Time of the Capture Volume 9-1-99 Urban Drainage and Flood Control District S-43 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i = Ia / 100) i B) Contributing Watershed Area (Area) Area = ( b acres C) Water Quality Capture Volume (WQCV) WQCV watershed inches (WQCV =1.0 • (0.91 • 1'- 1.19 1' + 0.78 1)) S D) Design Volume: Vol = (WQCV / 12) • Area • 1.2 Vol = ZOZI ae�et-- 2. Outlet Works A) Outlet Type (Check One) Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 1 • 22 feet C) Required Maximum Outlet Area per Row, (A,) A = ZS square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D inches, OR ii) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = number F) Actual Design Outlet Area per Row (A,) k = c 31 square inches G) Number of Rows (nr) nr = 2 • S number H) Total Outlet Area (Apr) Ao, = , square inches 3. Trash Rack A) Needed Open Area: A, = 0.5 ' (Figure 7 Value) ' !\ \A, squ a inches B) Type of Outlet Opening (Check One) � 2" Diamet Round C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (Ww ,) from Table 6a-1 Wco°= \ines ii) Height of Trash Rack Screen (HTR) HTRf= inches Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: Company: Date: Project: Location: 1. Basin Storage Volume 1. = (--,4 , -�-i % A) Tributary Area's Imperviousness Ratio (i = la 1100 i = , (V(-- B) Contributing Watershed Area (Area) Area = ' , 7-3 acres C) Water Quality Capture Volume (WQCV) WOCV watershed inches (WQCV =1.0 ' (0.91 .13 - 1.19 ' 12 + 0.78 • 1)) FT D) Design Volumo: Vol = (WQCV / 12) • Atoa ' 1.2 Vol = ( 30Z -Pere-feer-- 2. Outlet Works A) Outlet Type (Check One) Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 1 • Z feet C) Required Maximum Outlet Area per Row, (AJ A„ _ square inches D) Perforation Dimensions (enter one only): 15 t) Circular Perforation Diameter OR D = 3Z inches, OR it) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = number F) Actual Design Outlet Area per Row (A,) A. = square inches G) Number of Rows (nr) nr = 3 number H) Total Outlet Area (At) Ao, = • 5 square inches 3. Trash Rack IJ'k A) Needed Open Area: A, = 0.5 ' (Figure 7 Value) ' A,,, At = uare inches B) Type of Outlet Opening (Check One) < " Dia ter Round 2" Hi ectanqular C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): t) Width of Trash Rack and Concrete Opening (W,.) from Table 6a-1 ii) Height of Trash Rack Screen (HTR) I HTR = inches i" 1 .. PROJECT JOB NO. ' r r CLIENT CALCULATIONS FOF. r MADE BY DATE CHECKED BY r DATE SHEET OF FORT COLLINS, COLORADO 80521 'far c .$ c"At> 2 ---4.s4 'Pa*4c 2. Omer s. .;L rtoTGF4 i ?orsD I Power � o�T�.r 0 I• am's Park Apartments °ond 1 Sizing - FAA Method ,alculations By: ATC `ate: 10/19/00 .omposite'C' -)eveloped) Area (acres) Release Rate I (cfs) 0.81 0.861 1.22 TIME TIME INTENSITY Q 100 Inflow from Inflow from Release Required Required cum 100 year Pond 2 Pond 3 Runoff Volume Cum total Detention Detention (mins) (secs) (in/hr) (cfs) (cfs) (cfs) (ftA3) (ftA3) (ftA3) (ac-ft) 0 0 0 0.00 0.3 0.4 0 0.0 ERR ERR 5 300 9.950 6.85 0.3 0.4 2264 366.0 1897.7 0.044 10 600 7.720 5.31 0.3 0.4 3607 732.0 2874.8 0.066 15 900 6.520 4.49 0.3 0.4 4667 1098.0 3569.2 0.082 20 1200 5.600 3.85 0.3 0.4 5463 1464.0 3999.4 0.092 25 1500 4.980 3.43 0.3 0.4 6189 1830.0 4359.4 0.100 30 1800 4.520 3.11 0.3 0.4 6858 2196.0 4661.6 0.107 35 2100 4.080 2.81 0.3 0.4 7365 2562.0 4802.8 0.110 40 2400 3.740 2.57 0.3 0.4 7855 2928.0 4927.5 0.113 45 2700 3.460 2.38 0.3 0.4 8317 3294.0 5023.3 0.115 50 3000 3.230 2.22 0.3 0.4 8767 3660.0 5106.7 0.117 55 3300 3.030 2.08 0.3 0.4 9189 4026.0 5163.3 0.119 60 3600 2.860 1.97 0.3 0.4 9604 4392.0 5211.6 0.120 65 3900 2.720 1.87 0.3 0.4 10028 4758.0 5270.3 0.121 70 4200 2.590 1.78 0.3 0.4 10424 5124.0 5300.1 0.122 75 4500 2.480 1.71 0.3 0.4 10828 5490.0 5338.1 0.123 80 4800 2.380 1.64 0.3 0.4 11220 5856.0 5363.7 0.123 85 5100 2.290 1.58 0.3 0.4 11605 6222.0 5383.2 0.124 95 5700 2.130 1.47 0.3 0.4 12343 6954.0 5389.0 0.124 100 6000 2.060 1.42 0.3 0.4 12704 7320.0 5383.7 0.124 105 6300 2.000 1.38 0.3 0.4 13079 7686.0 5392.8 0.124 110 6600 1.940 1.33 0.3 0.4 13429 8052.0 5377.2 0.123 115 6900 1.890 1.30 0.3 0.4 13802 8418.0 5384.2 0.124 120 7200 1.840 1.27 0.3 0.4 14155 8784.0 5370.6 0.123 w POND 1 STAGE VS. STORAGE ELEV AREA AVE AREA VOL(CU FT) CUM VOL(CU FT) CUM VOL(AC FT) 5076.58 0.00 0.00 0.00 0.00 0.00 5076.60 0.16 0.08 0.00 0.00 0.00 5076.70 9.75 4.96 0.25 0.25 0.00 5076.80 100.87 55.31 4.58 4.84 0.00 5076.90 316.52 208.69 19.56 24.40 0.00 5077.00 639.30 477.91 46.92 71.32 0.00 5077.10 895.09 767.20 76.04 147.36 0.00 5077.20 1278.55 1086.82 107.48 254.83 0.01 0.01 REQ .D 5077.30 1794.70 1536.62 152.90 407.73 5077.40 2403.71 2099.20 - 209.17 616.90 0.01 \/o 1-0 "s 5077.50 3102.65 2753.18 274.55 891.45 0.02 5077.60 3866.48 3484.57 347.60 1239.05 0.03 }� eL.aq 5077.70 4769.52 4318.00 430.18 1669.23 0.04 5077.80 5855.31 5312.41 530.39 2199.62 0.05' 5077.90 7227.85 6541.58 651.13 2850.76 0.07 5078.00 10264.42 8746.13 818.20 Y 3668.95 0.08 �n A4. 4,V Ar\ 1.a.8 �-S ) s �• 1/3ATE.r- VowMF I NLWAr-_ w 11/1/100 Page 1 OUTLET STRUCTURE REPORT RECORD NUMBER : 9 TYPE :RECTANGULAR ORIFICE DESCRIPTION :Pond 1 - 4.711 X 11"RECTANGULAR ORIFICE [RATING CURVE LIMIT] Minimum Elevation ......................... = 5077.30 (ft) Maximum Elevation ......................... = 5078.00 (ft) Elevation Increment ....................... = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Width..................................... = 0.92 (ft) Height .................................... = 0.39 (ft) Coefficient Co ............................ = 0.60000 Invert Elevation .......................... 5077.30 (ft) Nof Openings ............................. 1 [RECTANGULAR ORIFICE EQUATION] Q = Co*A*[2gh]/k]^0.5 A = Wetted area, (sqft) K = 1 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) ---------------------------------------------------------- STAGE ELEVATION FLOW (ft) (cfs) ---------------------------------------------------------- 0.10 5077.40 0.10 0.20 5077.50 0.28 0.30 5077.60 0.51 0.40 5077.70 0.78 0.50 5077.80 0.95 0.60 5077.90 1.09 0.70 5078.00 1.22 a • PROJECT JOB NO. CLIENT CALCULATIONS FOR MADE BY-A-rcl DATE /d CHECKED BY - DATE SHEET OF ap t�c,jD I S.T, ".J A i SAgT AGLESS vizoIE zo' -rep cF e-urtz .. EL.-7s i ZI - 2-O GFS 1-A A.Y. t'LovJ —ry A.s6J ►-A E tFo nIDS ' -p'pl Q T 5 {Por.ID I i -►-ll� I5 �eD CAS L�v,�t��..Hla�l "AKo�-aaD T--'o ell or1 Orr W I L-L ' O V E¢.TDP o oz rj e 1-0 Ram's Park Apartments Pond 2 Sizing - FAA Method Calculations By: ATC Date: 10/19/00 Composite'C' (Developed) lArea acres Release Rate cfs 0.731 1.26 0.3 TIME TIME INTENSITY Q 100 Release Required Required cum 100 year Runoff Volume Cum total Detention Detention (mins) (secs) (in/hr) (cfs) (ft^3) (ft^3) (ft^3) (ac-ft) 0 0 0 0.00 0 0.0 0.0 0.000 5 300 9.950 9.15 2746 90.0 2655.6 0.061 10 600 7.720 7.10 4261 180.0 4080.5 0.094 15 900 6.520 6.00 5397 270.0 5127.4 0.118 20 1200 5.600 5.15 6181 360.0 5821.1 0.134 25 1500 4.980 4.58 6871 450.0 6420.9 0.147 30 1800 4.520 4.16 7483 540.0 6943.5 0.159 35 2100 4.080 3.75 7881 630.0 7250.8 0.166 40 2400 3.740 3.44 8256 720.0 7536.1 0.173 45 2700 3.460 3.18 8593 810.0 7782.8 0.179 50 3000 3.230 2.97 8913 900.0 8012.9 0.184 55 3300 3.030 2.79 9197 990.0 8207.1 0.188 60 3600 2.860 2.63 9470 1080.0 8390.3 0.193 65 3900 2.720 2.50 9757 1170.0 8587.2 0.197 70 4200 2.590 2.38 10006 1260.0 8745.6 0.201 75 4500 2.480 2.28 10265 1350.0 8915.0 0.205 80 4800 2.380 2.19 10508 1440.0 9067.8 0.208 85 5100 2.290 2.11 10742 1530.0 9212.3 0.211 90 5400 2.210 2.03 10977 1620.0 9356.9 0.215 95 5700 2.130 1.96 11167 1710.0 9457.3 0.217 100 6000 2.060 1.89 11369 1800.0 9568.7 0.220 105 6300 2.000 1.84 11589 1890.0 9699.5 0.223 110 6600 1.940 1.78 11777 1980.0 9797.1 0.225 115 6900 1.B90 1.74 11995 2070.0 9925.1 0.228 Peak • POND 2-STAGE VS. STORAGE ELEV. AREA (SF) AVE AREA (SF) VOL (CU FT) CUM. VOL (CU FT) CUM VOL.(AC FT) 5077.54 0.00 0.00 0.00 0.00 0.000 5077.60 10.05 5.03 0.16 0.16 0,000 5077.70 116.98 63.52 5.33 5.49 0.000 5077.80 344.66 230.82 22.13 27.63 0.001 5077.90 693.10 518.88 50.88 78.51 0.002 5078.00 1161.26 927.18 91.71 170.22 0.004 5078.10 1241.44 1201.35 120.52 290.74 0.007 5078.20 1318.56 1280.00 127.95 418.68 0.010 5078.30 1401.46 1360.01 135.98 554.66 0.013 5078.40 1491.52 1446.49 144.58 699.24 0.016 5078.50 1589.11 1540.32 153.94 853.19 0.020 5078.60 1699.10 1644.10 164.27 1017.45 0.023 5078.70 1823.23 1761.17 175.96 1193.41 0.027 5078.60 1962.00 1892.62 189.29 1382.70 _ 0.032 I-SoZ 5078.90 2118.54 2040.27 203.82 1586.52 0.036 5079.00 2295.76 2207.15 220.49 1807.01 0.041 G� • �• 5079.10 2487.10 2391.43 238.20 2045.21 0.047 5079.20 2778.09 2632.60 263.70 2308.91 0.053 5079.30 3269.67 3023.88 299.97 2608.89 0.060 5079.40 3831.37 3550.52 354.96 2963.85 0.068 5079.50 4403.59 4117.48 411.61 3375.45 0.077 5079.60 5002.40 4702.99 469.55 3845.00 0.088 5079.70 5727.08 5364.74 535.13 4380.13 0.101 5079.80 6592.49 6159.79 615.45 4995.58 0.115 5079.90 7598.14 7095.32 708.25 5703.84 0.131 5080.00 8833.83 8215.98 817.15 6520.99 0.150 5080.10 10465.56 9649.69 977.58 7498.57 0.172 5080.20 11813.69 11139.62 1113.99 8612.56 0.198 5080.30 13187.97 12500.83 1250.69 9863.26 0.226 5080.40 14523.01 13855.49 1385.24 11248.50 0.258 5080.50 15997.85 15260.43 1526.78 12775.28 0.293 �ETc r.►nonl �/olvME 1- vW a•TErL Qv ALxr7' Vol_uMr. - 12 �--415 -110 Z- = II5b(p Gv. FT i• 11/1/100 Page 1 OUTLET STRUCTURE REPORT RECORD NUMBER 1 TYPE CIRCULAR ORIFICE DESCRIPTION Pond 2 - 3.25" CIRCULAR ORIFICE [RATING CURVE LIMIT] Minimum Elevation ......................... = 5078.75 (ft) Maximum Elevation ......................... = 5080.00 (ft) Elevation Increment ....................... = 0.10 (ft) (OUTLET STRUCTURE INFORMATION) Radius .................................... 0.14 (ft) Coefficient Co ............................ = 0.60000 Invert Elevation .......................... = 5078.75 (ft) # of Openings ............................. = 1 (CIRCULAR ORIFICE EQUATION) Q = Co*A*[2gh]/k]^0.5 A = Wetted area, (sgft) K = 1 (Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) ---------------------------------------------------------- STAGE ELEVATION FLOW (ft) (cfs) ---------------------------------------------------------- 0.10 5078.85 0.02 0.20 5078.95 0.07 _ 0.30 5079.05 0.11 0.40 5079.15 0.14 0.50 5079.25 0.17 0.60 5079.35 0.19 0.70 5079.45 0.21 0.80 5079.55 0.22 0.90 5079.65 0.24 1.00 5079.75 0.26 1.10 5079.85 0.27 1.20 5079.95 0.28 1.25 5080.00 0.29 • PROJECT JOB NO, CLIENT A CALCULATIONS FOR MADE BY Ar6� DATE /DO CHECKED BY DATE SHEET OF N0RT--H.ERN E .N G_ I -;N : E E �R I N GFORT COLLINS, CCOLORADO 80521 �o� z ism- t. Nd'rLµ i � SoJiH VJ Rl_L_ Tfra oP vJA.1..L = �l;oa C �ES"f El.. 1If N-A kx FL.DvJ Tc' ' two alp 2 I5 Q ioo 'A•T d s `�1LL- I• Ram's Park Apartments Pond 3 Sizing - FAA Method Calculations By: ATC Date: 10/19/00 Composite'C' (Developed) jArea acres) I Release Rate I (cfs 0.891 0.741 0.4 TIME TIME INTENSITY Q 100 Release Required Required cum 100 year Runoff Volume Cum total Detention Detention (mins) (secs) (in/hr) (cfs) (ft^3) (ft^3) (ft^3) (ac-ft) 0 0 0 0.00 0 0.0 ERR ERR 5 300 9.950 6.55 1966 120.0 1845.9 0.042 10 600 7.720 5.08 3051 240.0 2810.6 0.065 15 900 6.520 4.29 3865 360.0 3504.7 0.080 20 1200 5.600 3.69 4426 480.0 3945.8 0.091 25 1500 4.980 3.28 4920 600.0 4319.7 0.099 30 1800 4.520 2.98 5358 720.0 4638.4 0.106 35 2100 4.080 2.69 5643 840.0 4802.9 0.110 40 2400 3.740 2.46 5912 960.0 4951.6 0.114 45 2700 3.460 2.28 6153 1080.0 5072.6 0.116 50 3000 3.230 2.13 6382 1200.0 5181.8 0.119 55 3300 3.030 2.00 6585 1320.0 5265.3 0.121 60 3600 2.860 1.88 6781 1440.0 5340.9 0.123 65 3900 2.720 1.79 6986 1560.0 5426.4 0.125 70 4200 2.590 1.71 7164 1680.0 5484.3 0.126 75 4500 2.480 1.63 7350 1800.0 5550.0 0.127 80 4800 2.380 1.57 7524 1920.0 5603.8 0.129 85 5100 2.290 1.51 7692 2040.0 5651.8 0.130 90 5400 2.210 1.46 7860 2160.0 5699.7 0.131 95 5700 2.130 1.40 7996 2280.0 5716.1 0.131 100 6000 2.060 1.36 8140 2400.0 5740.3 0.132 105 6300 2.000 1.32 8298 2520.0 5778.4 0.133 110 6600 1.940 1.28 8433 2640.0 5792.7 0.133 115 6900 1.890 1.24 8589 2760.0_ 5828.8 _0.134 Peak • POND 3-STAGE VS. STORAGE ELEV. AREA (SF) AVE AREA (SF) VOL (CU FT) CUM. VOL (CU FT) CUM. VOL (AC FT) 5077.80 0.00 0.00 0.00 0.00 0.000 5077.80 0.00 0.00 0.00 0.00 0.000 5077.90 60.46 30.23 2.02 2.02 0.000 5078.00 619.11 339.79 26.69 28.71 0.001 5078.10 1134.23 876.67 86.50 115.21 0.003 5078.20 1760.26 1447.24 144.43 259.64 0.006 5078.30 2344.35 2052.31 204.95 464.60 0.011 5078.40 3091.19 2717.77 271.23 735.83 0.017 5078.50 3747.74 3419.46 343.02 1078.85 0.025 5078.60 4301.68 4024.71 402.78 1481.62 0.034 5078.70 4899.98 4600.83 459.06 1940.69 0.045 5078.80 5587.04 5243.51 524.41 2465.10 0.057 M ►� P��//4�t�A3L.� 5078.90 6299.06 5943.05 593.97 3059.06 0.070 D z='T� rJ t1 D ►� VOL-vi"r. IS 305�7 GU. =17 vj Ate¢.. eZ0A4XT j �04.vMr �►JC_� I tJ D�-Y'1;IJTIc� w� • 11/1/100 Page 1 OUTLET STRUCTURE REPORT RECORD NUMBER : 4 TYPE : CIRCULAR ORIFICE DESCRIPTION :Pond 3 - 4" CIRCULAR ORIFICE [RATING CURVE LIMIT] Minimum Elevation ......................... = 5077.80 (ft) Maximum Elevation ......................... = 5078.90 (ft) Elevation Increment ....................... = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Radius .................................... = 0.17 (ft) Coefficient Co ............................ = 0.60000 Invert Elevation .......................... = 5077.80 (ft) # of Openings ............................. = 1 [CIRCULAR ORIFICE EQUATION] Q = Co*A*[2gh]/k]^0.5 A = Wetted area, (sgft) K = 1 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) ----------------------------------------------- STAGE ELEVATION FLOW (ft) (cfs) ----------------------------------------------- 0.10 5077.90 0.02 0.20 5078.00 0.08 0.30 5078.10 0.15 0.40 5078.20 0.20 0.50 5078.30 0.24 0.60 5078.40 0.27 0.70 5078.50 0.30 0.80 5078.60 0.33 0.90 5078.70 0.35 1.00 5078.80 0.38 1.10 5078.90 0.40 W r Ki 1• Ram's Park Apartments KFC West Pond Sizing - FAA Method Calculations By: ATC Date: 10/16/00 Composite'C' (Developed) jArea acres) I Release Rate I (cfs a8l 0.151 0.63 TIME TIME "INTENSITY Q 100 Release Required Required cum 100 year Runoff Volume Cum total Detention Detention (mins) (secs) (in/hr) (cfs) (ftA3) (ftA3) (ftA3) (ac-ft) 0 0 0 0.00 0 0.0 ERR ERR peak 15 900 6.000 0.72 648 567.0 81.0 0.002 30 1800 4.200 0.50 907 1134.0 -226.8 -0.005 40 2400 3.500 0.42 1008 1512.0 -504.0 -0.012 50 3000 3.000 0.36 1080 1890.0 -810.0 -0.019 60 3600 2.600 0.31 1123 2268.0 -1144.8 -0.026 70 4200 2.300 0.28 1159 2646.0 -1486.8 -0.034 80 4800 2.050 0.25 1181 3024.0 -1843.2 -0.042 " Based on Conversation with Basil Harridan of Fort Collins Stormwater Dept., original rainfall intensities should be used. Intensities have been taken from drainage report for KFC site. See Appendix G. • KFC WEST POND STAGE/STORAGE COMPUTATIONS ELEV AREA AVE. AREA (SF) VOLUME (CU FT) CUM. VOLUME (CU FT) CUM. VOLUME (AC FT) 5076.22 0.00 0.00 0.00 0.00 0.0000 5076.30 4.89 2.44 0.12 0.12 0.0000 5076.40 30.33 17.61 1.62 1.74 0.0000 5076.50 68.43 49.38 4.79 6.53 0.0001 5076.60 118.26 93.35 9.31 15.83 0.0004 5076.70 170.30 144.28 14.40 30.23 0.0007 5076.80 224.44 197.37 19.76 49.99 0.0011 5076.90 280.70 252.57 25.23 75.22 0.0017 5077.00 339.08 309.89 30.96 106.18 0.0024 5077.10 509.17 424.13 47.15 153.33 0.0035 5077.20 577.81 543.49 54.41 207.73 0.0048 MkX. AVAr(LLA !>1 11/1/100 Page 1 OUTLET STRUCTURE REPORT RECORD NUMBER : 6 TYPE : CIRCULAR ORIFICE DESCRIPTION : KFC-West Pond - 5.5" CIRCULAR ORIFICE [RATING CURVE LIMIT] Minimum Elevation ......................... = 5076.22 (ft) Maximum Elevation ......................... = 5077.25 (ft) Elevation Increment ....................... = 0.10 (ft) [OUTLET STRUCTURE INFORMATION] Radius .................................... = 0.22 (ft) Coefficient Co ............................ = 0.60000 Invert Elevation .......................... = 5076.22 (ft) # of Openings ............................. = 1 [CIRCULAR ORIFICE EQUATION] Q = Co*A*[2gh]/k]^0.5 A = Wetted area, (sqft) K = 1 [Culvert Weir Discharge Value vs. Stage] (the elevation increment is 0.1) --------------------------------------------- STAGE ELEVATION FLOW (ft) (cfs) --------------------------------------------- 0.10 5076.32 0.03 0.20 5076.42 0.10 0.30 5076.52 0.20 0.40 5076.62 0.30 0.50 5076.72 0.37 0.60 5076.82 0.43 0.70 5076.92 0.49 0.80 5077.02 0.53 0.90 5077.12 0.58 1.00 5077.22 0.62 1.03 5077.25 0.63 No Text • PROJECT JOB NO. ' r r CLIENT CALCULATIONS FOR MADE BY DATE CHECKED BY DATE SHEET OF r FORT COLLINS, COLORADO 80521 ,G,2c p• Tieq r of I rJ C.� TZ> Gvv.l • i 1 � 1 � � �c. �r�SiW� Pi Z �PSIN AZ�rk = 1. Z3 4C—= e7a of —0-P 2 �A.S a AREA 1 Zz� _ 2\ '7o. -- 01 E�jTI M'R� Cam` ton E c ''t `� • I .GF� GAS A 2 ��A 'DQ �• I �! i Q L" 1 LA M. v - I • b Cl PROJECT JOB NO. ' � I CLIENT CALCULATIONS FOR I MADE BY DATE CHECKED BY DATE SHEET OF moloomffamil FORT COLLINS, COLORADO 80521 e7o _ o �. ."_; . •}' 6 GAS • Ram's Park Apartments - Culvert 1 CURRENT DATE: 07-25-2000 CURRENT TIME: 14:04:20 C U L V NO 1 2 3 4 5 6 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 SITE DATA INLET OUTLET CULVERT ELEV. ELEV. LENGTH (ft) (ft) (ft) 79.49 79.31 15.00 FILE DATE: 07-25-2000 FILE NAME: CAM-CUL1 CULVERT SHAPE, MATERIAL, INLET BARRELS SHAPE SPAN RISE MANNING INLET MATERIAL (ft) (ft) n TYPE 1 RCP 1.00 1.00 .011 CONVENTIONAL SUMMARY OF CULVERT FLOWS (cfs) FILE: CAM-CUL1 DATE: 07-25-2000 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 79.97 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 79.98 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.00 1 80.00 0.4 0.4 0.0 0.0 0.0 0.0 0.0 0.00 1 80.08 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.00 1 79.99 0.8 0.8 0.0 0.0 0.0 0.0 0.0 0.00 1 80.06 1.0 0.9 0.0 0.0 0.0 0.0 0.0 0.00 1 80.12 1.1 1.1 0.0 0.0 0.0 0.0 0.0 0.00 1 80.18 1.3 1.3 0.0 0.0 0.0 0.0 0.0 0.00 1 80.24 1.5 1.5 0.0 0.0 0.0 0.0 0.0 0.00 1 80.29 1.7 1.7 0.0 0.0 0.0 0.0 0.0 0.00 1 80.34 1.9 1.9 0.0 0.0 0.0 0.0 0.0 0.00 1 CQ foo 81.50 5.1 5.1 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CAM-CUL1 DATE: 07-25-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 79.97 0.000 0.00 0.00 0.00 79.98 0.000 0.19 0.00 0.00 80.00 0.000 0.38 0.00 0.00 80.08 0.000 0.57 0.00 0.00 79.99 0.000 0.76 0.00 0.00 80.06 0.000 0.95 0.00 0.00 80.12 0.000 1.15 0.00 0.00 80.18 0.000 1.34 0.00 0.00 80.24 0.000 1.53 0.00 0.00 80.29 0.000 1.72 0.00 0.00 80.34 0.000 1.91 0.00 0.00 <1> TOLERANCE (ft) 0.010 <2> TOLERANCE ($) = 1.000 • 2 CURRENT DATE: 07-25-2000 FILE DATE: 07-25-2000 CURRENT TIME: 14:04:20 FILE NAME: CAM-CUL1 PERFORMANCE CURVE FOR CULVERT 1 - 1( 1.00 (ft) BY 1.00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CHIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 79.97 0.00 0.48 0-NF 0.00 0.00 0.00 0.66 0.00 0.00 0.19 79.98 0.22 0.49 3-Mlt 0.13 0.17 0.66 0.66 0.35 0.00 0.38 80.00 0.32 0.51 3-Mlt 0.19 0.25 0.66 0.66 0.70 0.00 0.57 80.08 0.42 0.59 3-Mlt 0.23 0.31 0.66 0.66 1.04 0.00 0.76 79.99 0.50 0.50 1-S2n 0.27 0.36 0.28 0.66 4.14 0.00 0.95 80.06 0.57 0.57 1-S2n 0.31 0.41 0.21 0.66 8.08 0.00 1.15 80.12 0.63 0.63 1-S2n 0.34 0.45 0.25 0.66 7.84 0.00 1.34 80.18 0.69 0.69 1-S2n 0.37 0.49 0.29 0.66 7.13 0.00 1.53 80.24 0.75 0.75 1-S2n 0.40 0.52 0.32 0.66 7.02 0.00 1.72 80.29 0.80 0.80 1-S2n 0.42 0.56 0.36 0.66 6.85 0.00 1.91 80.34 0.85 0.85 1-S2n 0.45 0.59 0.39 0.66 6.77 0.00 El. inlet face invert 79.49 ft El. outlet invert 79.31 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 79.49 ft OUTLET STATION 15.00 ft OUTLET ELEVATION 79.31 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0120 CULVERT LENGTH ALONG SLOPE 15.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.00 ft BARREL MATERIAL. CONCRETE BARREL MANNING'S n 0.011 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE • CURRENT DATE: 07-25-2000 CURRENT TIME: 14:04:20 TAILWATER CONSTANT WATER SURFACE ELEVATION 79.97 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT 3.00 EMBANKMENT TOP WIDTH 5.00 ft CREST LENGTH 15.00 ft OVERTOPPING CREST ELEVATION 81.50 ft FILE DATE: 07-25-2000 FILE NAME: CAM-CUL1 • Ram's Park Apartments - Culvert 2 CURRENT DATE: 07-25-2000 CURRENT TIME: 14:20:47 C U L V NO 1 2 3 4 5 6 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 SITE DATA INLET OUTLET CULVERT BARRELS ELEV. ELEV. LENGTH SHAPE (ft) (ft) (ft) MATERIAL 78.26 78.08 15.00 1 RCP FILE DATE: 07-25-2000 FILE NAME: CAM-CUL2 CULVERT SHAPE, MATERIAL, INLET i SPAN RISE MANNING INLET (ft) (ft) n TYPE 1.00 1.00 .011 CONVENTIONAL SUMMARY OF CULVERT FLOWS (Cfs) FILE: CAM-CUL2 DATE: 07-25-2000 1 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 79.76 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 79.77 0.4 0.4 0.0 0.0 0.0 0.0 0.0 0.00 1 79.78 0.8 0.8 0.0 0.0 0.0 0.0 0.0 0.00 1 79.82 1.2 1.2 0.0 0.0 0.0 0.0 0.0 0.00 1 79.86 1.6 1.6 0.0 0.0 0.0 0.0 0.0 0.00 1 79.91 2.0 2.0 0.0 0.0 0.0 0.0 0.0 0.00 1 79.98 2.4 2.4 0.0 0.0 0.0 0.0 0.0 0.00 1 80.04 2.8 2.7 0.0 0.0 0.0 0.0 0.0 0.08 16 80.09 3.2 2.9 0.0 0.0 0.0 0.0 0.0 0.27 14 80.12 3.6 3.1 0.0 0.0 0.0 0.0 0.0 0.50 12 80.16 4.0 3.2 0.0 0.0 _ 0.0 0.0 0.0 0.76 10 �pC 80.00 2.5 2.5 0.0 0.0 0.0 6.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CAM-CUL2, DATE: 07-25-2000 HEAD HEAD TOTAL FLOW $ FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 79.76 0.000 0.00 0.00 0.00 79.77 0.000 0.40 0.00 0.00 79.78 0.000 0.80 0.00 0.00 79.82 0.000 1.20 0.00 0.00 79.86 0.000 1.60 0.00 0.00 79.91 0.000 2.00 0.00 0.00 79.98 0.000 2.40 0.00 0.00 80.04 -0.001 2.80 0.03 1.07 80.09 -0.001 3.20 0.03 0.94 80.12 -0.001 3.60 0.03 0.83 80.16 -0.001 4.00 0.04 1.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 • 2 CURRENT DATE: 07-25-2000 FILE DATE: 07-25-2000 CURRENT TIME: 14:20:47 FILE NAME: CAM-CUL2 PERFORMANCE CURVE FOR CULVERT 1 - 1( 1.00 (ft) BY 1.00 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 79.76 0.00 1.50 0-NF 0.00 0.00 0.00 1.68 0.00 0.00 0.40 79.77 0.33 1.51 4-FFt 0.20 0.26 1.00 1.68 0.51 0.00 0.80 79.78 0.51 1.52 4-FFt 0.28 0.37 1.00 1.68 1.02 0.00 1.20 79.82 0.65 1.56 4-FFt 0.35 0.46 1.00 1.68 1.53 0.00 1.60 79.86 0.77 1.60 4-FFt 0.41 0.53 1.00 1.68 2.04 0.00 2.00 79.91 0.87 1.65 4-FFt 0.46 0.60 1.00 1.68 2.55 0.00 2.40 79.98 0.98 1.72 4-FFt 0.51 0.66 1.00 1.68 3.06 0.00 2.70 80.04 1.06 1.78 4-FFt 0.55 0.70 1.00 1.68 3.44 0.00 2.91 80.09 1.12 1.83 4-FFt 0.58 0.73 1.00 1.68 3.70 0.00 3.07 80.12 1.17 1.86 4-FFt 0.60 0.75 1.00 1.68 3.90 0.00 3.20 80.16 1.21 1.90 4-FFt 0.61 0.76 1.00 1.68 4.07 0.00 El. inlet face invert 78.26 ft El. outlet invert 78.08 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 78.26 ft OUTLET STATION 15.00 ft OUTLET ELEVATION 78.08 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0120 CULVERT LENGTH ALONG SLOPE 15.00 ft xxxxx CULVERT DATA SUMMARY ****xxxxxxxxxxx*xxxxxxxx BARREL SHAPE CIRCULAR BARREL DIAMETER 1.00 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.011 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE r CURRENT DATE: 07-25-2000 CURRENT TIME: 14:20:47 TAILWATER CONSTANT WATER SURFACE ELEVATION 79.76 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT 3.00 EMBANKMENT TOP WIDTH 5.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft £t 1 0.00 81.80 2 9.50 81.00 3 11.00 80.00 9 13.50 80.00 5 27.80 80.50 6 39.90 81.00 7 45.70 81.50 3 FILE DATE: 07-25-2000 FILE NAME: CAM-CUL2 w Ram's Park Apartments - Culvert 3 CURRENT DATE: 07-25-2000 CURRENT TIME: 14:30:40 C U L V N0. 1 2 3 9 5 6 INLET ELEV. (ft) 78.05 FILE DATE: 07-25-2000 FILE NAME: CAM-CUL3 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 SITE DATA CULVERT SHAPE, MATERIAL, INLET i OUTLET ELEV. (ft) 77.98 CULVERT LENGTH (ft) 15.00 BARRELS SHAPE SPAN RISE MANNING INLET MATERIAL (ft) (ft) n TYPE 1 RCP 1.25 1.25 .011 CONVENTIONAL SUMMARY OF CULVERT FLOWS (Cfs) FILE: CAM-CUL3 DATE: 07-25-2000 ELEV (ft) TOTAL 1 2 3 9 5 6 ROADWAY ITR 79.76 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 79.76 0.3 0.3 0.0 0.0 0.0 0.0 0.0 0.00 1 79.77 0.7 0.7 0.0 0.0 0.0 0.0 0.0 0.00 1 79.78 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.00 1 79.79 1.4 1.4 0.0 0.0 0.0 0.0 0.0 0.00 1 79.80 1.7 1.7 0.0 0.0 0.0 0.0 0.0 0.00 1 79.82 2.1 2.1 0.0 0.0 0.0 0.0 0.0 0.00 1 79.85 2.4 2.4 0.0 0.0 0.0 0.0 0.0 0.00 1 79.87 2.8 2.8 0.0 0.0 0.0 0.0 0.0 0.00 1 79.90 3.1 3.1 0.0 0.0 0.0 0.0 0.0 0.00 1 ��DO 79.94 3.5 3.5 0.0 0.0 0.0 0.0 0.0 0.00 1 80.00 4.0 4.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: CAM-CUL3 DATE: 07-25-2000 HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 79.76 0.000 0.00 0.00 0.00 79.76 0.000 0.35 0.00 0.00 79.77 0.000 0.69 0.00 0.00 79.78 0.000 1.04 0.00 0.00 79.79 0.000 1.38 0.00 0.00 79.80 0.000 1.73 0.00 0.00 79.82 0.000 2.08 0.00 0.00 79.85 0.000 2.42 0.00 0.00 79.87 0.000 2.77 0.00 0.00 79.90 0.000 3.11 0.00 0.00 79.94 0.000 3.46 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE ($) = 1.000 • 2 CURRENT DATE: 07-25-2000 FILE DATE: 07-25-2000 CURRENT TIME: 14:30:40 FILE NAME: CAM-CUL3 PERFORMANCE CURVE FOR CULVERT 1 - 1( 1.25 (ft) BY 1.25 (ft)) RCP DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) 0.00 79.76 0.00 1.71 0-NF 0.00 0.00 0.00 1.78 0.00 0.00 0.35 79.76 0.29 1.71 4-FFt 0.21 0.22 1.25 1.78 0.28 0.00 0.69 79.77 0.42 1.72 4-FFt 0.30 0.32 1.25 1.78 0.56 0.00 1.04 79.78 0.54 1.73 4-FFt 0.38 0.40 1.25 1.78 0.85 0.00 1.38 79.79 0.64 1.74 4-FFt 0.44 0.46 1.25 1.78 1.13 0.00 1.73 79.80 0.73 1.75 4-FFt 0.49 0.52 1.25 1.78 1.41 0.00 2.08 79.82 0.81 1.77 4-FFt 0.55 0.57 1.25 1.78 1.69 0.00 2.42 79.85 0.89 1.80 4-FFt 0.60 0.62 1.25 1.78 1.97 0.00 2.77 79.87 0.96 1.82 4-FFt 0.65 0.67 1.25 1.76 2.26 0.00 3.11 79.90 1.02 1.85 4-FFt 0.69 0.71 1.25 1.78 2.54 0.00 3.46 79.94 1.09 1.89 4-FFt 0.74 0.75 1.25 1.78 2.82 0.00 El. inlet face invert 78.05 ft El. outlet invert 77.98 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft ***** SITE DATA ***** CULVERT INVERT ********xxxxxx INLET STATION 0.00 ft INLET ELEVATION 78.05 ft OUTLET STATION 15.00 ft OUTLET ELEVATION 77.96 ft NUMBER OF BARRELS 1 SLOPE (V/H) 0.0047 CULVERT LENGTH ALONG SLOPE 15.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.25 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.011 INLET TYPE CONVENTIONAL INLET EDGE AND WALL GROOVED END PROJECTION INLET DEPRESSION NONE G • CURRENT DATE: 07-25-2000 CURRENT TIME: 14:30:40 TAILWATER CONSTANT WATER SURFACE ELEVATION 79.76 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT 3.00 EMBANKMENT TOP WIDTH 10.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y COORD. NO. ft ft 1 0.00 81.20 2 3.40 81.00 3 12.30 BO.00 9 29.60 81.30 FILE DATE: 07-25-2000 FILE NAME: CAM-CUL3 7J Swale Section 1A - Q100=4.0 CFS Worksheet for Triangular Channel Project Description Project File d:\projects\cam\dmg\cam-swal.fm2 Worksheet 1A Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.012200 fUft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 4.00 cfs Results Depth 0.82 ft Flow Area 2.70 ftz Wetted Perimeter 6.78 ft Top Width 6.57 ft Critical Depth 0.57 ft Critical Slope 0.082818 ft?ft Velocity 1.48 ft(s Velocity Head 0.03 ft Specific Energy 0.86 ft Froude Number 0.41 Flow is subcritical. 09/06/00 FlowMaster v5.13 09:29:50 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Swale Section 1A - Q100*133%=5.32 CFS Worksheet for Triangular Channel Project Description Project File d:\projects\cam\dmg\cam-swal.fm2 Worksheet 1A Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.012200 fttft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 5.32 cfs Results Depth 0.91 ft Flow Area 3.34 ft2 Wetted Perimeter 7.54 ft Top Width 7.31 ft Critical Depth 0.64 ft Critical Slope 0.079732 fttft Velocity 1.59 fys Velocity Head 0.04 ft Specific Energy 0.95 ft Froude Number 0.41 Flow is subcrttical. 09/06/00 FlowMaster v5.13 09:29:13 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 • Swale Section 1A Cross Section for Triangular Channel Project Description Project File d:\projects\cam\dmg\cam-swal.fm2 Worksheet 1A Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.060 Channel Slope 0.012200 fVft Depth 0.91 ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 5.32 cfs 0.91 ft 1 N V H 1 NTS 09/06/00 FlowMasler v5.13 09:29:28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 W Swale Section 1 B - Q100=1.91 CFS Worksheet for Triangular Channel Project Description Project File d:\projects\cam\dmglcam-swal.fm2 Worksheet 1 B Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.012200 fVft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 1.91 cfs Results Depth 0.62 ft Flow Area 1.55 ft2 Wetted Perimeter 5.13 ft Top Width 4.98 ft Critical Depth 0.43 ft Critical Slope 0.091406 fttft Velocity 1.23 fys Velocity Head 0.02 ft Specific Energy 0.65 ft Froude Number 0.39 Flow is subcritical. 09/06/00 FlowMaster v5.13 09:30:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 67 Swale Section 1 B - Q100*133%=2.54 CFS Worksheet for Triangular Channel Project Description Project File d:\projects\cam\dmg\cam-swal.fm2 Worksheet 1 B Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.012200 fVft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 2.54 cfs Results Depth 0.69 ft Flow Area 1.92 ftz Wetted Perimeter 5.71 ft Top Width 5.54 ft Critical Depth 0.48 ft Critical Slope 0.087992 fttft Velocity 1.32 ft/s Velocity Head 0.03 ft Speck Energy 0.72 ft Froude Number 0.40 Flow is subcritical. 09/06/00 FlowMaster v5.13 09:30:18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 • Swale Section 1 B Cross Section for Triangular Channel Project Description Project File d:\projects\cam\dmg\cam-swal.fm2 Worksheet 1 B Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.060 Channel Slope 0.012200 ft/ft Depth 0.69 ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 2.54 cfs 0.69 ft 1 V N H 1 NTS 09/06/00 FlowMaster v5.13 09:45:27 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 • Swale Section 2 - Q100=.7 US Worksheet for Irregular Channel Project Description Project File d:\projects\cam\dmg\cam-swal.fm2 Worksheet 2 w/pan Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 fttft Elevation range: 0.92 ft to 2.00 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 2.00 0.00 3.00 0.060 3.00 1.00 3.00 5.00 0.013 4.00 0.92 5.00 8.00 0.060 5.00 1.00 8.00 2.00 Discharge 0.70 cfs Results Wtd. Mannings Coefficient 0.033 Water Surface Elevation 1.16 ft Flow Area 0.48 ft' Wetted Perimeter 3.03 ft Top Width 2.98 ft Height 0.24 ft Critical Depth 1.11 ft Critical Slope 0.024894 ft/ft Velocity 1.44 ft/s Velocity Head 0.03 ft Specific Energy 1.20 ft Froude Number 0.63 Flow is subcritical. 11/01/00 FlowMaster v5.13 01:34:13 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 • Swale Section 2 - Q100*1.33=.93 CFS Worksheet for Irregular Channel Project Description Project File d:\projects\cam\dmg\cam-swal.fm2 Worksheet 2 w/pan Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000 ftt t Elevation range: 0.92 ft to 2.00 ft. Station (ft) Elevation (ft) Start Station End Station 0.00 2.00 0.00 3.00 3.00 1.00 3.00 5.00 4.00 0.92 5.00 8.00 5.00 1.00 8.00 2.00 Discharge 0.93 cfs Results Wtd. Mannings Coefficient 0.013 Water Surface Elevation 1.16 ft Flow Area 0.48 ft2 Wetted Perimeter 3.03 ft Top Width 2.98 ft Height 0.24 ft Critical Depth 1.14 ft Critical Slope 0.027814 ft/ft Velocity 1.92 ft/s Velocity Head 0.06 ft Specific Energy 1.22 ft Froude Number 0.84 Flow is subcritical. 11ro1100 01:09:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.060 0.013 0.060 FlowMaster v5.13 Page 1 of 1 • SWALE SECTION 2 Cross Section for Irregular Channel Project Description Project File d:\projects\cam\dmg\cam-swal.fm2 Worksheet 2 w/pan Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Water Surface Elevation 1.16 ft Discharge 0.93 cfs C 2 w m N w 2_ 1.8 \ \ / Z' 1.6- N 1.4 1.2 1.0 0.8 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 Station (ft) 11/01/00 FlowMaster v5.13 01:36:49 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 • PROJECT JOB NO. CLIENT CALCULATIONS FOR, MADE BY ATG DATE CHECKED BY DATE Ok /IZJ-QDSHEET _I OF FORT COLLINS, COLORADO 80521 �A�HS �q��c D��fS . — tZooF 'Dtt-A��n1 FvrL NVJ $J 1 "-p V► 1L—j. vZ5 '. Pr L c o �oeF o.I n1 �? _. ''IJ l i•��. Tj '.. �� .Ac>1 Ar 2Zo � 1.-0►� , G � LL►1 L ATi ►.1 L-i �+� Tut' � N EL [.j Y �.� PROJECT .108 NU. CLIENT CALCULATIONS FOR - MADE BY DATE CHECKED DATE SHEET _y OF 'S FORT COLLINS, COLORADO 80521 k = z4 • PROJECT CLIENT MADE BY soDATE SHEET _CALCULATIONS FOR CHECKED BY NORTHERN EN GINEERI'NG FORT COLLINS, COLORADO 80521 T��L Doss ��� Tv -�-�►.iDS ® oar'L_ET' z • oT y Uox 1 N1 -P, Ida • PROJECT JKJe NV. CLIENT CALCULATIONS FOR MADE BY D[['ATE CHECKED DATE SHEET OF ` FORT COLLINS, COLORADO 80521 — -ToT- .. of p 1 4&> .Ala JE BJI�a��l� PO.Rlic:kAJl Lor PROJECTJOB NO. CLIENT CALCULATIONS FOF MADE BY DATE CHECKED BY DATE SHEET 5 OF 'r w-NFORT COLLINS, COLORADO 80521 ojizq '-T4+r-- UP NiL44�� 'ft+t�N 'furs, T \coo-`(� Loa • PROJECT Cip"'-1 JOB NO !J•�OO • O� so CLIENT CALCULATIONS FOR. MADE BY Q ,/ i L+ DATE P0r24G0iECKEDD BY DATE SHEET 1 OF_./ Ioi..1C \ EQJALl�q'nt�tJ rPES 4G 1T`( FORT COLLINS, COLORADO 80521 3g L1z aTETt • 4 PROJECT JubNu CLIENT CALCULATIONS FOR _ MADE BY DATE CHECKED BY I� DATE SHEET OF_� 3.;z 6 f_0.R.T-H°E R N FORT COLLINS. COLORADO 80521 V\e o . q-Z- = .Is (.3 '� NA�1�3o�rc eF 1aYbe.�.v�IGs �� I°I'�-ro ��1GLV�S1�� ���; 'FEAT or HEAD ►S Rr.Q 111�6� "� I Ror1 i�l'r�'ES �� �� a% AJRILJk81.�. ►_- 171 FF>✓e.���-t= i nl u� A�;��. 5� r�Fa.G>= � L>=JAT1 o*Is I• ,PROJECT JOB NO. NORTH CLIENT CALCULATIONS FOR MADE BY DATE CHECKED BY DATE SHEET FORT COLLINS. COLORADO 80521 =� . 47dl o:Q . bO 14\J. = Wo !13_--/ \— I ?�1V . c 5b}6 . -+5 �u�5 \S 'Fob. T1-►E �1Eh1c �1_otti� �oT� L�Y.7�rL. Fl.?WS l L-sS N 1S ZEgU ��rc-sue. VJ \7\A-a\T t-A 71E:-1r1 IJC �L�E. �1P�`- � nl i;�>�T►br1 'ib �i'l-ME i i.f 'F-1._ovJ� -To 't'4+E �o�s In �T" ► � a c1T �� 13 �� 'To ��I_L. 1 F �.fLL�11;2 �o r►�D5 � M v LN; Mb2�. �ICT�n1� 1 �/ � h hU'� Ll t�l c� pGcts sHov�� '1`�4E L�ot�F-? 1�on1� FILL �1��T R • 5, n RAINFALL PERFORMANCE STANDARD EVALUATION STANDARD FORMA PROJECT: RAMS PARK APARTMENTS CALCULATED BY: ATC PROJECT #: 2000.00 CAM DATE: 3/28/00 DEVELOPED SUBBASIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Asb* Lsb Ssb (%) Asb* Ssb Lb (ft) Sb (%) PS (%) 1 MODERATE 0.860 429.8 369.6 0.71 0.61 2 MODERATE 1.220 283.6 346.0 1.31 1.60 3 MODERATE 0.170 162.0 27.5 1.00 0.17 4 MODERATE 0.570 192.0 109.4 0.50 0.29 5 MODERATE 0.210 291.9 61.3 0.90 0.19 6 MODERATE 0.070 29.1 2.0 15.0 1.05 7 MODERATE 0.030 17.0 0.5 5.00 0.15 TOTAL 404 3.100 915.9 3.90 295 1.26 80.4 EXAMPLE CALCULATIONS Lb = SUM(Asb*Lsb)/A Sb = SUM(Asb*Ssb)/A PS (during construction) = 80.4 From Table 8-A PS (after construction) = 80.4/0.85=94.6 0 EFFECTIVENESS CALCULATIONS STANDARD FORM B PROJECT: RAMS PARK APARTMENTS CALCULATED BY: ATC PROJECT #: 2000.00 CAM DATE: 03/28/00 EROSION CONTROL METHOD C-Factor P-Factor Comment Value Value Parking lot, sidewalk and driveway 0.01 1.00 Paved & Constructed Gravel Filters 1.00 0.80 Placed at Curb Cuts Hay/Straw Mulch w/Temp. Seed 0.06 1.00 All Areas not in Roadway Straw Bales 1.00 0.80 At Culvert Entrances MAJOR PS SUB -BASINS AREA CALCULATIONS BASIN (%) (AC) 80.4 1-7 3.1 DURING CONSTRUCTION: Plan intent: Temporary seed & mulch all disturbed areas not in a roadway; use gravel filters & sediment traps. Parking lot, Lump sum-- impervious =1.0 acres sidewalk, and driveway 3.1 - 1.0 = 2.1 acres Pervious: Cnet = (0.01 *2.1)+(0.06*1.0)/3.1 = 0.03 Pnet = 0.8*0.8 = .64 EFF = [I-(C*P)]100=(1-(0.03*0.64)100 = 98.1 > 80.4 • OOOOo cd D\ O O O O 7 h C� O CD T t+i 00en O CC M N^ en 00 H C. m vi d9 69 O O O O O I I I I O O O O O � a h O M 0 0 o" N H H 00 N � O m V]�,+ cC E •� � o O v1 enN m 00 Dp w C4 V w wa o i+" U MI a• o o � Gat,: O V x en 64 W Z 0 H II W fi7 � WW � _ 0.' 0H7O U N� z o c C) o W U 'O � E.-R �2 UQ c o 0 HHU E < z � ~" it rn zoo o N .-. C4 y r w W H0V)�n�n v .., a L a U ... ,.0 U as ... L V .3 �.+ C. L L O d a G .� A �a a� 0 L a a d c 0 u as CERIIF/CAIION 1 hereby certify that this Drainage Study for The Replat of West Elizabeth Plaza P. U.D. was prepared by rime or under my direct supervision in accordance with the provisions of the City of Fort Cplllns Storm Drainage Criteria for the Owners thereof. Martin Reynolds Colo. P.E. 23847 s °, • TABLE OF CONTENTS SECTION 1 - EXECUTIVE SUMMARY Introduction .......................................... 1-1 Findings, Conclusions and Recommendations ................ 1 -3 1) Offsite Drainage and Existing Drainage Patterns 2) Proposed Onsite Storm Drainage System 3) Drainage For Future Development on Lot 1 and Lot 2 4) Erosion and Sediment Control Plan SECTION 2 - PROJECT DESCRIPTION Location and Project Description .......................... 2- 1 Vicinity Map .......................................... 2-2 SECTION 3 - DRAINAGE FACILITY DESIGN General Concept .................................... 3- 1 SECTION 4 - EROSION AND SEDIMENT CONTROL Discussion............................................ 4-1 General Erosion and Sediment Control Measures ............. 4- 1 APPENDIX EXHIBIT A - Drainage Plan • SECTION 1 EXECUTIVE SUMMARY This section explains the purpose of the Drainage Study and presents a summary of the major findings and recommendations. The development of the recom- mendotions is presented in the following sections of the report. Introduction i The Replot of The West Elizabeth Plaza P.U.D. is a proposed(3.32)ocre develop- ment in Ft. Collins, Colorado. The development consists of 2 lots and is located on the North side of West ElLobeth Street, approximately 300 feet West of Taft Hill Road in Ft. Collins. This drainage study addresses drainage for a proposed Kentucky Fried Chicken outlet to be located on the Southeast comer of the site and identifies drainage requirements for future development of the remaining portion of the site. The purpose of this Drainage Study is to provide comprehensive drainage planning for the development. This includes identifying and defining conceptual solutions to drainage problems which may occur onsite and offsite as a result of this development, and identifying drainage structures and other drainage features which should be included in the development plans to provide a complete, safe and economical drainage system design. A fundamental objective of this drainage study is to develop a visionary drainage plan that can be adopted, implemented and controlled effectively. 1-1 • This Drainage Study evaluates the existing drainage patterns of the site and identifies future drainage patterns for the development based on the Replat of The West Elizabeth P.U.D., the proposed grading plan, and other existing site constraints. This includes evaluating historical runoff, investigating routing for design storms through the development, determining what improvements and structures are necessary along with required design capacity, and evaluating offsite drainage which may affect or be affected by the development. The policy and guidelines outlined in the 1984 City of Fort Collins Storm Drainage Design Criteria and Construction Standards Manual have been utilized for planning drainage facilities with some modifications. A major storm drainage system and a minor storm drainage system have been planned and designed as shown on the accompanying Drainage Exhibit. The major storm drainage system is designed to convey runoff from a 100-Year storm through the development in a manner which minimizes health and life hazards, damage to structures and interruption to tragic and services. The minor storm drainage system is designed to convey runoff from a 10-Year storm, and/or nuisance flows, through the development with a minimum disruption to the urban environment. A previous Drainage Report entitled 'Drainage Investigation for West Elizabeth Plaza P.U.D., Fort Collins, Colorado', prepared by Landmark Engineering and dated February 6, 1985 has been used as a reference for this Drainage Study. 1-2 • Findings Conclusions and Recommendations The principal findings, conclusions and recommendations which arise out of this Drainage Study are presented below. These findings are supported by the detailed material presented in the body of the report. 1) Offsite Drainage and Existing Drainage Patterns The site is located in the Canal Importation Basin as defined on the City Master Drainage Plan, and runoff from the general vicinity of this site drains North to the West Plum droinogeway. The West Plum drainogeway is located about 400 feet North of the site and drains in on Easterly direction following existing downstream drainage patterns. Due to topography and boundary conditions, the only offsite drainage that currently drains to this site is approximately 600 feet of street drainage from West Elizabeth Street and about 0.45 acres located adjacent to the West boundary. The street runoff flows in a roadside ditch along the North side of West Elizabeth Street, to the Southwest comer of the site, where it discharges into on existing onsite retention area. As can be seen on the Drainage Exhibit, the existing site topography includes a depression between contours 75 and 76 which act as an onsite retention pond. Calculations, included in the Appendix, show that this retention pond has more than enough capacity for the 100-Year Storm for the tributary onsite and offsite property. Normally, temporary onsite deten#en is to be 2 times the 700-Year volume needed by the mass diagram method. However, for the purposes of this report, the triangular h ydrogroph method was used to approximate this volume. Because it is an existing condition and the onsite 1-3 • improvements meet detention requirements, there will be no significant change for this retention area. It is believed that this onsite retention area was created partly as a result of development to the North and East of this site. Because the property to the North and East of the site has been developed with no provisions to receive drainage from this site, and because of the capacity of the onsite retention area, this property has become 'drainage locked', with no outlet for storm runoff. Currently, storm runoff drains to the existing retention area and then evaporates and/or seeps into the ground. It appears that in the event of a very large storm with a volume greater than the retention area, the flow would be toward the Northwest comer of the site and then North to the West Plum Drainage - way. Therefore, based on the above information, a downstream droinogeway will have to be acquired for this property before development of the entire site can be accomplished. 2) Proposed Onsite Storm Drainage System Based on the City of Fort Collins drainage policy the allowable 100-Year release rate from this site for developed conditions is equal to the 2-Year historic peak runoff rate. As can be seen on the Drainage Exhibit, the proposed Kentucky Fried Chicken outlet will be located near the Southeast corner of Lot 1, and based on the Grading Plan, approximately 2,500 to 3,000 cubic yards of imported fill will be installed to provide surface drainage away from the building and parking areas. It is proposed that the peak release rate from this site be controlled utilizing onsite detention areas as shown on the Drainage Exhibit. Storm water will be released from the 1-4 • detention pond(s) at a rate equal to the capacity of the outlet structures for each pond. Orifice plates have been designed for each outlet structure to control the combined release rate from both ponds to less than the allowable release rate for the site. The detention ponds have been planned and designed to allow expansion for future development. The size of the detention ponds and the proposed release rate has been determined based on practical use of the landscape area for the Kentucky Fried Chicken site. As can be seen from calculations included in the Appendix, the proposed total combined release rate from the two detention ponds is 0.65 cfs, which is below the 2-Year historic peak runoff rate of 0.93 cfs. Because of the proposed grading plan and practical limitations relative to the grading of the driveway entrance and street, approximately 74,985 square feet of the site will not drain into the detention ponds. The 100-Year peak runoff rate from this area is 2.25 cfs. A variance is requested for the requirement that this drainage be detained onsite and released at the 2- Year historic rate. It is proposed that this drainage and release rate be taken into account during drainage planning for any future development on this site, by intercepting West Elizabeth Street drainage and routing it through future detention on this site. The onsite storm drainage system as shown on the Drainage Exhibit, utilizes surface drainage facilities to route storm water to the detention ponds. The East detention pond utilizes part of the parking lot for its ultimate capacity before storm water overflows into the driveway and to West Elizabeth Street. 1-5 • Drainage patterns for the remaining part of Lot 1, Lot 2 and the offsite street drainage will not be affected by the construction of the Kentucky Fried Chicken outlet. For the interim, until any portion of the remaining area is developed, drainage will continue to flow to the existing retention pond. 3) Drainage for Future Development on Lot 1 and Lot 2 Drainage planning for future development will require that runoff from the undetained area in the street and driveway for the Kentucky Fried Chicken outlet be taken into account so that the total 100-Year release rate from the site is not more than 0.93 cfs, or that downstream drainage facilities be upgraded to handle the additional flows. The following is a discussion relative to options available for providing drainage from this site as future development occurs. Option 1. Construct on outfoll line to drain North from the Northwest corner of Lot 2 to the West Plum Droinogeway. This option would require the owner to obtain a drainage easement from the Northwest corner of Lot 2, North along the West boundary of Sunray Place P. U.D., or on adjacent proper- ty, to the West Plum drainageway. Ons to storm drainage could be collected in a storm drain system that would run adjacent to the North and East property line and discharge into the proposed outfoll line. An inlet could be installed in West Elizabeth Street near the Southeast comer of the site to collect drainage from the undetained area of the Kentucky 7-6 C Fried Chicken site and discharge from the West detention pond. The East detention pond could discharge directly into the proposed storm drain system. This requires the future installation of a drain pipe within the East detention pond and landscape area for the Kentucky Fried Chicken site. This option might reduce the amount of onsite detention required for ultimate development of this site, depending on the capacity of downstream drainage facilities. Option 2. Expand the detention ponds to limit the discharge from the site to not more than 0.93 cfs and reduce the peak flow in West Elizabeth Street by intercepting some of the street drainage and routing it through the West detention pond. This could include a trade off with upstream street drainage for the undetained drainage included within the driveway of the Kentucky Fried Chicken site. Option 3: Fill the entire site so that it can have onsite detention that discharges at Q. into the curb and gutter along West Elizabeth Street. There may be other options available depending on the type of any future development for Lot 2 and the remaining portion of Lot I. 1-7 0 • 4) Erosion and Sediment Control Plan The Erosion Control Plan for this project during construction consists of the following: A) Construct the detention ponds as on initial part of construction and utilize the ponds as a sediment trap until construction is complete and the site is landscaped. The contractor will be required to control the grading so that runoff is directed to the sediment ponds during construction. B) Install temporary gravel filters and sediment traps within the detention ponds to filter storm water that is released from this site during construction. ff.] • SECTION 2 PROJECT DESCRIPTION This project description defines the limits and general topography of the study area and provides a description of the proposed development. Location and Project Description The study area for drainage evaluation is the area within the boundary of the replot of the West Elizabeth Plaza P.U.D. and the surrounding areas which drain to the site. It is located in Section 16, Township 7 North, Range 69 West of the 6th Principal Meridian, and is within the City limits of Ft. Collins, Colorado. The site is bounded on the South by West Elizabeth Street, on the North by Sunray Place P.U.D. and Les Chatelets P.U.D., on the East by a commercial development, and on the West by open pasture land. The proposed development consists of 2 lots on a site area of 3.32 acres, and the topography generally slopes from the Southwest to the Northeast at about 2%. Historical drainage is by sheet flow to the West Plum drainogewoy. However, adjacent developments) have created a retention pond on the site where storm water evaporates and/or seeps into the ground. A Grading Plan has been developed for the proposed Kentucky Fried Chicken outlet, and has been used as a basis for drainage planning. 2-1 C • SECTION 3 DRAINAGE FACILITY DESIGN This section describes the drainage facilities shown on the Drainage Exhibit and explains how storm water will be routed through the development. General Concept The overall drainage plan for this project is to provide storm water detention for the Kentucky Fried Chicken outlet where practical, and maintain the existing drainage patterns for the undisturbed area of Lot I and Lot 2. The runoff for the undisturbed areas, along with offsite drainage, will continue to drain to the existing retention area where it will evaporate and/or seep into the ground. Several options have been outlined in the Executive Summary section of this report relative to providing drainage for any future development on the site. Drainage for the proposed Kentucky Fried Chicken outlet includes routing storm water to detention ponds where practical, and releasing it to _West Elizabeth Street. A variance is requested for that portion of this site which does not drain to the proposed detention ponds with the understanding that this runoff will be taken into account during drainage planning for any future development to limit the total release rate to the 2-Year historical rate, unless other arrangements are made. The remaining site area for the Kentucky Fried Chicken outlet has been broken down into two separate subbosins which drain to a detention pond releasing to West Elizabeth Street at a controlled rate. It is proposed that the release from each detention pond be controlled util&ng an orifice plate as detailed on the Drainage Exhibit. 3-1 M SECTION 4 EROSION AND SEDIMENT CONTROL This section describes methods which are recommended to control wind erosion, water erosion and sediment during and after the construction of drainage structures, and site grading. Discussion The clearing and stripping of land for site grading, overlot grading, or for the construction of drainage structures, and swoles, may cause high localized erosion rates with subsequent deposition and damage to offsite properties. Uncontrolled, such erosion could destroy the aesthetic and practical values of individual lots, and cause damage to downstream property. In general, the erosion and sediment control measures may consist of minimizing soil exposure, controlled runoff across exposed areas, and sediment control at drainage structures. Each of these measures is described below and should be utilized by the developer during any construction activity which occurs at this site. General Erosion and Sediment Control Measures Minimizing Soil Exposure: Where practical, the construction area and duration of soil exposure should be kept to a minimum. All other areas should have a good cover of vegetation or mulch. Grading should be completed as soon as possible after it is begun. A temporary cover crop, a permanent vegetative cover crop, or other landscaping should be established in the disturbed areas. Revegetation 4-1 01 may consist of native grasses, lawn grasses, or various winter wheat. Decorative rock, flower gardens, or shrubs may also be utilized in the final landscaping to cover the soil. Reseeded areas should be mulched with straw or hay to protect exposed soil until vegetation is established. Controlled Runoff Across Exposed Areas: Where practical, construction may include constructing temporaryswales to intercept and directstorm water around exposed areas. SwOles can be constructed to control surface water which collects on exposed areas and prevent gross erosion in the form of gullies. Riprap or other temporary erosion control devices may be installed to control storm water velocities across exposed areas. Sediment Control. Temporary and/or permanent sediment control devices may be installed of the major drainage structures and flow concentration points shown on the Drainage Exhibit. Such structures can be used to intercept and trap sediment once it is produced and prevent it from getting offsite onto downstream Property. 4-2 v APPENDIX vi �Po�C-t� �O MCC-gyp.-O�ZU53Tp1-3Zl Z�Z'r�\N�GC- e1��CuLRiloNj �2 L�CS� EUZF�`-b.', Z. EXIST\�G- CoVoN-7\oHS FcF- o'iSIr FRCP vFI �hYS C� P` R� 5J SF V^--V S� C — ` 5 x..' = \`, h i\S�C Jc • SO� i l / r B of . 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S70,el,>2 Fo/z D'✓577NG eo�vzvnoiys /S /760le f ,I-- /3968 = /S6 FT 3 �DRP\Nt�C� Flh4D C-RHO\�` �LRN �F �lUL�rnF 0 76 /S l7E�c�zmiNF� Fyi/o wS . ftRlla r7" 19-91� 7S /S290 4f"96S 76 7/6ro V= ALAt4r-s' � d3 9 99 6.s fT3 3t�sco o:a �,� Pc�OXF �N�l'-ri�A�'to`•�, -MC ioo Y�� S�DCLr� \S R��H� oy SiTC iz�& CvC�RFr�T Cc�o��ohS . Cv r:, UiFS7 CL\iF�,E� PV-c�FoS� �-oNcy�To;�S IS Qz= 1..44 IFS h'\Ir,oY- 37t;iLw\ C E',C Qun\��c Onh�c cN� SVtI�T i� O•yl5% 1�1F CRASS SLoPF of ZT'�E STv�T 1S Fdp�.'P 2.1 °fib rt h- •O1� FRorn F\vvRE k-z = O.S� oZ W lTrl N F 1 O t..., CC F V'r-, „o R SCR \''----\ �t4 4-7-L\ .OIL J o • C) �\,Jz-� p, /89 fr = 2.2 Ir,c l� 1�S F�J O N %1 F 1� C.'. C\� : 1 �`• '�o � r^, r'�S1 C 1-! i1--1'r r. •,�� ; � pc i- O'er AT- Tri(- F lou of 7�'lE Cc i-{s PRvO G�CRC L 111 C3C PV%C,�C 2.2 WL: "7j V-On k ?-,( Ste` Y,\ Pn�D TlF �lok S�-t1�.o 1�11\ 3N cCcr afceT uj\0� pk • 1Z 1.0 .9 s:0.6 °/ F: 0.8 8 .7 cr o .6 U U ai 5:0.4% F: 0.5 o_ .5 U O O I w 0 .4 .3 I BELOW MINIMUM ALLOWABLE I STREET GRADE 2 I .0 0 2 4 6 8 10 12 14 SLOPE OF GUTTER Figure 4.2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 9 MAY 1984 4.4 DESIGN CRITERIA No Text • B� N. ONIC-�lC7 7-v0. \I-VTS\-\r,: li4ECV\C� SIOPE- 3uCm\`/u� 210@.S% o•S6x Flow sus R-2 RR = O.Z6,3 AL i�VCI�StiC�� S\oQC = O.0�'�o Flow �R�-k - 2Z0' 3K�vSE ovC-'�-lo� G4F.c�yU \�iC��oFS \rnpcRT�b � \\� loo°lo d F C-��\•l '�RZ�tii l.��l\ �C- 'D\S'�i 0.C'SCo _ 1ou°'o of �lF Sly l5 1y tt\F . rnooc'��CC oo�al��TC TTA17- F/zom i�l3c � 8 -i9 Svt3-�P.S�H %-\ - �C-'\LFccT�`thA��CF S-CIi�1Pfi0.0 = %2.2 SuQ, - �iet�H Ei-Z 76.7 15 •i IIK P-\ - 7'IrC V = k7L x Ipc� Cve1c ids/ %CRl = •so1X /oo = So.I yd3 L o\t svo-'�5tts\r\ K-Z -7�-tV -�D7�Tcz 1..:w\ 6� �\i \T1R�Lt Vr\S LC-TFZ /�S R S \MEI�C nR �A� Nc, V = C>. �136 k lou = \ of . (, y�3 9 EFFECTIVENESS CALCULATIONS PROJECT: KFC. S1TL Kz STANDARD FORM B COMPLETED BY: DATE: IQ Zge Erosion Control C-Factor P-Factor Method Value Value Comment O.Sv RO AOS 5 l"PLKS •O 1 1 o ,. . —\ � NZF Sol l 1 - D 1 . Q Fat 735o SF MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS A 702 A -I D•596 tNTd C-F�c�oR= •olxiy255,� IK7350 = 0,35 2iEas wrd-P-FP«R scx 5oxix, _ - Yo E-IFF -�- �x�� xi o0 MARCH 1991 8-15 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: KFC 51 STA.NDA_R.D FORM B CO2SLETED BY: DATE: Erosion Control C-Factor P-Factor Method Value Value Convent �UF�OS S IaP�KS OI I.p r_R 655v Sr- �Fiti� Sa I o 1• o Zj��g 5206 5F MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS A2 •263 C-FP��1L o I k 6ESb i- Ix slob = O• S�6 4Zd PF/7c�R = .Sox.SID xK `/O MARCH 1991 E•15 DESIGN CRITERIA n LA CONSTRUCTION SEQUENCE 'WECT: jZEPI AT of W C-aT Cl.l7n FlT, pLAZh Pu P STANDARD FORM C ICF� SITFJ e:QUENCE FOR 19 c 2? "13 ONLY COMPLETED BY: lgwoMg0.lt El161N1i�1�14 DATE: 'ndicate by use of a bar line or symbols when erosion control measures will be installed. .djor modifications to an approved schedule may require submitting a new schedule for )proval by the City Engineer. YEAR MONTH Nov I DEC I �� I FEB I MAA I RPR I MPT I76IY IAut;, I Sept I ocT I -ND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other INFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters, Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Hats/Blankets Other I . JCTURES: INSTALLED BY -%:TATION/MULCHING CONTRACTOR SUBMITTED MAINTAINED BY APPROVED BY CITY OF FORT COLLINS ON MARCH 1991 8.16 DESIGN CRITERIA ERc�s�oH eora�o` eos� C—ST�Mh�CF t MIN L'05� SEOIMrcCT TRPp RHo GRPYq-� F\\.7E�T- S EEp �l�Cr z GR a ZS0 1Z556 SF $ .0?9�sP TDB L R M tr�N� 6-OD �f 370 TAR} L ES77rnir7F' - �o �U �a rid V C bA R C .� L A +.+ W W L O W C O .� .£ L 6� 4. O y L d ++ �+ h� C O a+ U F ftClhi b'ELLISINU INC FAX NU. yr'bb`J-'11J1 r6 Nov. W "JULU 013:'2 FiWi Friday, November 3.2000 George Northern ED91neering Services, Inc. Fort Collins, CO Mi Dear George _� �_ vwurr i I ttu,irt t partmeni iocatea in Fort (;ollins. 1 have i tv a wta &le proposed dramage plan for Rams Park Apartments and agree to allow the minor drainage U cfs / 100vr) to convev onto tl,v mmnertyat the Nnrthe a t p. Sincerely. T Dominick Campana d • F'RUt9 BELLISlt10 INC • • • 2323 S A\1 ANTONIO STRErT Al_STiN, TX 787105 • • • • • • • • • • • • • • • • • • • • • • • • • • • • ice. • • • • • FRX NO. Mr. Basil Y. Harridan Civil Engineer 11 City of Fort Collins Utilities-Stormwater P_O. Box 580 Fort Collins, Cu 80522-0580 RE: Grading at College P.trk-Rams Pointe ^ear *-Qr lrlamdan: 9706910176 Jan. 22 2001 02:35PM P1 TE;nrym-u j12.41y <7311 FA(M.ALE: ii2.476.8(;O1 TOLL FRU:: 10.33q.i 320 WEPIn�: www.u,Qterpa[i:.orF As reore, entatives of College Park -Rams Pointe, this letter is being written to grant permission to the developer Of the adjoining property To enter College Park -Rams Pointe for the following purposes. The developer and/or his subcontractor$ or Cmployccs niay enter College Park -Rams Pei^.?z for the pvrpOse of" matching the proposed grade ofthe came undev:!oped prof ^ny to that of College Park -Rams Pointe. We understand lilac Ellis mill entail btt. din,, tip The umde on the southeast comer of Rams Pointe to Elie new level of the cwTe rdY undcreloped property and will require that current landscaping at Rams Pointe be dismrbcd and/or removed. The Owner's of C011eee Park -Rams Pointe also understand that heavy s:achit:Cry may be required to enter Rams Point for the purposes of grading. The developer will be required to provide the Property Manager, Polly Cisneros, with at least seven (7) days notice of intent to enter Rams Pointe. The developer shall provide all safey dcrrccs-ha elides, netting, lighting, etc. to minimize access to the work area. Tice develuper will be rcquirod to provide all labor for the installation and reniovai of These devices as well as labor of may be requred to din%Cr raffle or otherwise ensure the safety of the resident's at Rams Pointe. The dcveivE cr will! he required to replace all sod in the area to be regarded as well as replace any Trees that are to be remov'd for these purposes. In addition, The developer will be responsible to repair any damages tq the parkins lot, curbs, snr akin system, vehicles, or any other part of Rants Pointe's property or the property of ills residents that is damaged as a result of this work. The developer will be required to provide the Owner's Rcptcscncadves of Rants Pointe with a certificate of insurance, naming Rants Puiale az additional insured. The developer agrccs to carry liability insurance in an amuunr of no less than S1,000,000. This agreement to enter the property mail temlinale upon completion of the r.", etcveloped property. Ifyou have any quesdOus, you .ray call Chip Schell, Regional Vice Presideni, aT 512-735-6i]l L Chin C1 c Regional Vice President CC: Chris Williams Polly Cisneros FROM BEL_LISIPIO INC FAX NO. : 9706910176 Jan. 22 2001 02:36PM P2 09/16/00 iT:Jo r.41 J-OrJ9lAAA9J REAL ESTATE .SEV Re �iSLdLLCi SC,L 'iCAWS I t??BrLaa-. BROKER GE and DEVELO—PWh- —L SERViEES September 18, 2000 City planners City of Fit Cellins 2Sl No��r�t�h� College Avenue FL CO1W�, CClorado 80522 Re: Final Plat of Rams Par' Aparcnetus West Elizabeth Ave. Fort Collins CO To'Whom hom li May CO=Qrn: This letter shall act as authorization &ad po. sioa for the developers of Rams Park Aaartments Le., the Campana, 6, to adjust the grade at the northem property line of the KFC ws at the de=IiOn poIt is site at 2140 w. Elizabeth Ave. and inaiail IIashtttr�actors will d to c se on the pros per, to Management's understands that Campana n said work being done in a professional do u,i'a work. .I. .� gB,r�iort3atioII is connbngent ltp0 manner and aii areas left in as good a condition as before said work started. Ail work donz on nr or around the site sndli not ma f ials added or altered shall be ss warranted foeration of r period of One KFC Further more e all landscape that any damage done to year from the date of said work. And it is agreed between both parties mt fessionally the yyFC site during the conietion of Rams Park Apartments will quickly and pro of a condition as before the occurrence. be rtpaired to as good Rams Park Apartment Owner/Developer Harmers Management CorP C-�-- MKK ii. FCtP� (+.gent for ,ent Cow Signotares siw:i ba ¢videnced by facsimile on this document 954 BODDIC Brae Blvd. Derive, Colomdo 8020y 303-744-9933 :9x 303-722-3191 office 7aOFUTlz0 �J I 1 I I WK — I I � I I IN vINTEW 11 MIT, art= ed mMEAI I I TCAi is u Iz' ON '51a1.sDT ]I L. E I �o Iuu" ITLMEN L. I � I J 1\ tFINISHED FLOOR 3051 10 I FINISHED GR,EDE-- ISO54 0i I \ I t T I zz t I � I I I I Ir m Ia _ 1Y W ME x- I x.•. art- is I 1 YF- PI 10 J � L z. RNB CU YFA13-IS IS IS' (SEE DEr.ME) µ c4l onOn.w __-_______— F— I - _--_�-------- - WE 2 ' I 4 0]s� I 1 Y ""I'l. CM4 �y //xM x-sws.w F , / J lJl�/ mµe. aA079 S.aa LJ S-225 v c- scH 40 Fos •IIr Vol FINISHED ROOK O S FINISHED CRME= 505/1 11400 (40 / I II z' sRN+wx cN+¢ I w. art-H Iµsmw b«,eM. _ son" e w,May IS Iµ ' T 1 I I I I I I vV I I' I I � I FINISHED R 5081.50 FINISHED MY; 505EM11.i I 1 II p I I I I I I II I I P I I zx Irs sell Ru 1 1 To caficr I �xo1yF� \ 1E I I alFNl m NW.2 WIIF! Sl@ILRRF W/I 0Nfl1Il4zE CN6S4 v I (ss mNU.- v � P.c a - Gill IS b[ Spj9 FIIZABETH STREET "r-T---r-I(A Costs —1�f'S L=J LJL__,,o per04 - SEE �PNMESe1Y �J■■.Oki N.IW _ r 1 eoa5 I E If L DESIGN POINT Eo SINS NRG WENJIIED C-Vl 100-Y1t 1 1 NEW 0.11 5.4 2 20203 1.25 0.73 92 ] 34 0.74 0.59 5.5 S 501 0.28 0.]t 0.7 8 5 0.05 0.41 0.2 9 5 1 0.40 POND SUMMARY TABLE 1 OESCRIPRON WOLV DED I 1L'R D100-nE all Acum POND 1 1.22 • ]ggp S0T1,9p 405 POND 2 0.]0 11555 SOIll I302 PoND ] 0.40 D059IW7111001 N A ••WATER %UR O ;UME INCWDED IN DEFEMNXI VOLUME FOR PON POPS 9LMSAARY TABLE 2 DESCRIP,NN IRFD S11121GE all TO I PRONSTORAGE DED wm VREOUE51MM�C[ POND 1 540J 3689 SEE ONC. 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ECT awNwm 4 1 1V' l IW 11 iIIYl sn Rxwr Jip F- 3 LuBASIN DESIrtamR 2 d emsIi wFA IN ACRES w \IDESIGN Pam Z_a_r at= -- Z W (SEE DUAL SHEET) F- a. W Er It I ter' I / I 1 \ I I / sxNE sErnm \ QI 1111 I II,JIMMYd 3 Q URJ COLORAW DDIE011""R N 1-800-912-VIS7 r (SfE [ETK sIrt +oq 313a� 1 Y Mnn sIaWM. m: x ETRO m3D3-282-IM aal CALL z 51911cSS Maps IN ILVINCE 11111111♦ 5¢M qN W. OMCE M E%VNNE — mR THE at or J10N¢ \ �1 u [/ — 4812