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HomeMy WebLinkAboutDrainage Reports - 08/04/1997;nal A, r011s, RiA;�QC I D ` DRAINAGE INVESTIGATION', NROP tT' OF FOR " LOVE WAGON 1219 BLUE SPRUCE DRIVE FORT COLLINS, COLORADO 80524 Prepared for ARCHITECTURE ONE 150 East 29th Street Suite 200 Loveland, Colorado 80537 August 27,1996 (Revised February 27,1997) Project No. GRD - 215 - 96 Prepared By HIS OMM FngineermAssociates 150 E. 29th Street, #238 Loveland, Colorado 80538 Telephone: (970) 663 - 2221 Engineering Associates August 27, 1996 Project No. GRD - 215 - 96 (Revised February 27, 1997) Mr. Basil Y. Hamdan Stormwater Utility 235 Mathews P. O. Box 580 Fort Collins, Colorado 80522-0580 Dear Mr. Hamdan, The enclosed report represents the results of the drainage investigation for the proposed "The Glove Wagon" to be located on Lot 4 of the Minor Subdivision of Conifer Industrial Park in the City of Fort Collins, Larimer County, Colorado. (Address: 1219 Blue Spruce Drive, Fort Collins, Colorado 80524) This investigation was based upon the proposed site development plan; proposed site grading plan; on -site observations; and available topographic information. The investigation was performed in accordance with the criteria established in the City of Fort Collins "Storm Drainage Design Criteria and Construction Specification Standards" manual. If you should have any questions, please feel free to contact this office. Respectfully Submitted, MESSNER Engineering Associates Dennis R. Messner, P.E. ' DRM/mkm ' Enclosures cc: Architecture One t Civil and Environmental Engineering Consultants 150 E. 29th Street, Suite 238 Loveland, Colorado 80538 Telephone: (970) 663-2221 TABLE OF CONTENTS Letter of Transmittal Table of Contents Scope Site Description "Historic" Conditions Proposed Development Erosion Control Measures Conclusions and Recommendations Drainage Summary Erosion Control Cost Estimate Letter EXHIBITS Vicinity Map Existing Conditions Exhibit Proposed Conditions Exhibit Grading and Drainage Plan Calculations ii SCOPE The following report represents the results of a drainage investigation for a proposed office and warehouse facility to be located in the Northwest Quarter of Section 1, Township 7 North, Range 69 West of the 6th P.M.in the City of Fort Collins, Larimer County, Colorado. The investigation was performed for the project architect, Architecture One, Architects and Planners, P.C. The purpose of this investigation is to determine the effects of the proposed development on the area's existing drainage conditions and to determine the improvements, if any, and the appropriate sizing for the proposed improvements so that it may be incorporated with the construction of the project. The conclusions and recommendations presented in this report are based upon the proposed site development plan; proposed building construction plans; on -site observations; and the available topographic information. The analysis was performed in accordance with the City of Fort Collins "Storm Drainage Design Criteria and Construction Standards" manual. SITE DESCRIPTION The site is rectangular and contains approximately 0.61 acres, exclusive of the adjacent Blue Spruce Drive street right-of-way which contains approximately 0.09 acres. The site's East-West dimension is 265 feet and its North -South dimension is 100 feet. The site abuts the westerly right-of-way of Blue Spruce Drive. The site is located in the GREENBRIAR/EVERGREEN DRAINAGE BASIN. "HISTORIC" CONDITIONS The site is vacant and has been unused for several years. The surface adjacent to Blue Spruce Drive rises gradually toward the West for a distance of approximately 75 feet from the existing curb. The ground then forms a short embankment rising approximately 3 feet in a distance of 20 feet. The balance of the site's ground surface is relatively uniform rising gradually toward the West. The ground surface has been graded and a moderate ground cover of grasses is found on the parcel. The slope of the ground surfaces is considered to be flat with slopes ranging from 0.5 % to 1.5 %. The major portion of the site currently drains onto the adjacent vacant lot to the South. The run-off generated on the adjacent lots to the West and North flows onto the site and then flows southerly across the site to Blue Spruce Drive. The run-off in the street flows to the South along Blue spruce Drive to the intersection with Conifer Street. The flow travels South across Conifer Street where it is discharged into an open channel. The run-off is directed along this open drainage channel to the Southeast where it ultimately discharges into the Cache la Poudre River. The site lies adjacent to the westerly limits of the 100 Year Flood Plain for Dry Creek as indicated on the Dry Creek Flood Study performed by Gingery Assoc., Inc. and dated April 1980. The flood plain is also indicated on the National Flood Insurance Program, Flood Insurance Rate Map Community -Panel Number 080102 0004 C, Map Revised: March 18, 1996. 1 PROPOSED DEVELOPME ' The proposed development of the site is to consist of constructing 4,200 square feet of office and warehouse structure together with approximately 9,810 square feet of access drives and parking area. The structure and associated parking is to be located on the eastern half of the site. The proposed development plan indicates that the western 0.25 acres of the site is to remain vacant with a potential for future development. Since the type or extent of future development is not known at ' this time, this investigation has not considered any future development as a part of the construction that is currently proposed. As previously stated the run-off from the site flows onto Blue Spruce Drive. There ' are no other drainage facilities available to accept run-off from the site. The current City policies require that the difference between the historic rate of run-off and the developed rate of run-off be detained onsite. City staff has advised that the Greenbriar / Evergreen Master Plan has established the release rate from the onsite detention facilities at 0.47 cubic feet per second per acre. ' The`City s policies normally require that the adjacent street flows be incorporated with the onsite detention requirements. This policy applies most efficiently when ' the street construction and onsite detention are performed concurrently. In this instance, it is not physically feasible to combine the two flows since the flow generated on the streets can not be intercepted and directed into an on -site ' detention facility and then routed back into the curb and gutter. The area within the westerly half of the Blue Spruce Drive right-of-way has been considered as tributary to the detention facility for sizing purposes. ' EROSION CONTROL MEASURES tErosion control considerations are based upon the short term activities that occur during construction and the long term measures that are to be placed for the life ' of the facility. The long term erosion control measures are the proposed methods and materials to be used to provide surface treatments for the driveways, parking areas, walkways and the landscaped open areas. Landscape materials and plantings in the open areas will provide a combination of ground covers to deter erosion. The anticipated construction schedule should have the site grading completed, within one (1) month after commencing construction. The schedule for construction activities is anticipated to be: March 1 - March 5, perform site grading; March 5 - March 20, install water and sewer service lines; April 1 - April 15 construct curb, gutter and sidewalks and drainage related facilities; May 1 - May 5 place pavement; May 5 - May 10 install landscaping. 2 ' EROSION CONTROL MEASURES (continued) The recommended short term erosion control methods to be incorporated with the construction activities consist of the following: upon completion of grading ' operations and at the time that the drainage outlet is installed a "Straw Bale Filter" is to be placed at the inlet; and a "Silt Fence" is to be placed along the southern boundary of the site in order to control and contain mud and debris onsite. Due to the size of the lot, the nature of the surface soils, and the the fact that the site will be open and subject to the wind, wind erosion measures have not been ' considered for the site. 1 K ' CONCLUSIONS AND RECOMMENDATIONS ' 1. The proposed development will retain the "historic" drainage patterns. 2. The site is located in the GREENBRIAR/EVERGREEN DRAINAGE BASIN. The site is not located within a designated floodway or flood plain. The westerly limit of the DRY CREEK FLOOD PLAIN is the westerly right- of-way of Blue Spruce Drive per the Dry Creek study performed by Gingery Assoc., Inc. and dated April 1980. The Flood Plain is also indicated on the National Flood Insurance Program, Flood Insurance Rate Map, Community - Panel Number 080102 0004 C, Map Revised: March 18, 1996. NOTE that minor flooding will occur on the site in the vicinity of the entry drive and the eastern portion of the parking lot when the "Dry Creek" drainage way experiences the 100 Year Flood event. The estimated flood elevation is 4966.5. Therefore, the probable flood depth on the site would be between 0.5 and 1.0 foot at the entry drive. 3. All development is to be performed in accordance with City of Fort Collins criteria. A variance to the City's policies is requested from detention of adjacent street flows due to physical impracticality. 4. Onsite detention of storm water is required by the City of Fort Collins. The volume of run-off to be detained is estimated to be 4,176 cu. ft. The detention volume has been determined based upon the calculated volume of run-off generated by a 100 Year Storm. The entire site and one-half of the adjacent Blue Spruce Drive have been considered as the tributary area to determine the volume of the detention facility. The calculated volume generated from the tributary area is to be released at a controlled rate that has been previously determined as the `historic' rate of run-off from the site for a 2 Year Storm. The designated release rate is 0.47 c.f.s./acre. 5. The City of Fort Collins Standards for temporary erosion control measures are to be incorporated with the construction activities. Specifically, the following are to be incorporated in the site construction activities: a. A "Silt Fence" is to be placed along the southern border of the site. b. A "Straw Bale Filter" is to be placed at the the inlet end of the outfall control structure until paving and landscaping are in place. 4 I STORM WATER. DETENTION SUMMARY SITE DRAINS TO "GREENBRIAR / EVERGREEN' DRAINAGE BASIN GROSS SITE AREA (includes 1/2 of Blue Spruce Drive) = 30,500 sq. ft. = 0.700 ac.± NET SITE AREA = 26,500 sq.ft. = 0.608 ac HISTORIC "C" = 0.30 DEVELOPED "C" = 0.64 DESIGNATED RELEASE RATE = HISTORIC "Q2" = 0.47 c.f.s. / acre CRITERIA BASED DETENTION VOLUME = 4,176 cu.ft. ± PLAN DETENTION VOLUME = 4,778 cu.ft. ± MAXIMUM DEPTH OF DETAINED WATER = 1.25 Ft. ® Elevation 4970.0 PEAK DISCHARGE FROM DETENTION, Q = 0.33 c.f.s. ' Engineering Associates August 27, 1996 ' Project No. GRD-215-96 Mr. Basil Hamdan Stormwater Utility ' City of Fort Collins 235 Mathews P. O. Box 580 ' Fort Collins, Colorado 80522 - 0580 Re: The Glove Wagon, 1219 Blue Spruce Drive, Fort Collins, Colorado ' Dear Mr. Hamdan, The estimated cost for erosion control devices for the subject site has been estimated to be: 1. Silt Fence 2751.f. Q $2.50/ft. _ $687.50 ' 2. Straw Bale Filter 2 Each Q $75.00/Ea. $150.00 Total $837.50 ' Cost Q 150% = 1.5 x $837.50 = $1,256.25 tThe cost to re -seed the 26,500 square foot site at $0.0298/sq.ft. _ $789.70 150% of the re -seeding cost = 1.5 x $789.70 = $1,184.55 3 ' Therefore, the subject project's estimated erosion control security amount is determi4ed 10 be $1,256.25. This amount is to be included as surety for the erosion control guarantee along with any other surety requirements that may be a part of the City's "Developer's Agreement" requirements. If you should have any questions or desire additional information, please feel free ' to contact this office. Respectfully Submitted, MESSNER Engineering Associates ' Dennis R. Messner, P.E. cc: Architecture One Civil and Environmental Engineering Consultants ' 150 E. 29th Street, Suite 238 Loveland, Colorado 80538 Telephone: (970) 663-2221 EXHII: ITS VICINTY MAP 0 XXTY-f 71t; 0 SO F10CX BRISTLECONE QUAIL HISDON CIRCLELI 0-r S •. . . . . . . . ..... t7SITK HICKORY ST %---CON ER ST__ mEMLOCX S SIT v"x RNO d / Z LF4N "6( j"MA1h WNE OR SAJ-CR-:­ BUCKINGHAM ST Vic= MAP TBE GLOVE WAGON Address:- 1219 Blue Spruce Drive, Fort Collins, CO 80524 Property Description: Lot of'A Minor Subdivision Plat of Conifer Industrial Park being a Replat of Lots 10,11 and 12, Block 4 of the Replat No. 1 of Evergreen Park," Fort Collins, Colamdo M I Fi—] i 000 0 1� N l0l � D o— n -n I 0 I O00 .-r n 0 � — k7 i \\ 0 II 0 d \ Jcn nr- -nr — privo 66 EXISTING COI'\,iDITIONS EXHIBIT m 1 —\ /I 66 _—' 0 o � �o 0 C N <O a 6' O PROPOSED CONDITIONS EXIM1,11BIT CALCULATIOO NS DRAINAGE INVESTIGATION CALCULATIONS Client: ARCHITECTURE ONE Project No: GRD-215-96 Project: THE GLOVE WAGON Date: 27-Aug-96 Location: 1219 BLUE SPRUCE DRIVE, FORT COLLINS, CO By: D.R.M. REVISED Jan. 28, 1997 This investigation is being performed to determine the required detention volume, discharge rates, and structure sizing for the subject project site. The site is located in the "GREENBRIAR / EVERGREEN" Drainage Basin. RATIONAL METHOD Runoff Coefficients, "C" City of Fort Collins S.D.D.C.&C.S. (Table 3-3) Land Use Description Building/Roofs 0.95 Drives and Walks 0.95 Gravel Surfaced 0.50 Undeveloped Areas 0.20 Grassed Landscaped Areas 0.15 EXISTING CONDITIONS: RATIONAL METHOD Frequency Adjustment Factors Storm Return Period ears Freq. Factor. "Cf. 2 1.00 5 1.00 10 1.00 100 1.25 ' Building(Roof Area= 0 Sq.Ft: Street, Drives and Walks Area= 4,000 Sq.Ft. (Existing Blue Spruce Drive) ' Gravel Surfaced Landscape Area = 0 Sq.Ft. Undeveloped Open Areas Area= 26,500 Sq.Ft. ' Landscaped Areas Area= 0 Sq.Ft. TOTAL SITE AREA Area= 30,500 Sq.FL = 0.70 Acres tAvg. C2 = ([(0.95 x 4,000)+(0.20 x 26,500)] + 30,500} x 1.00 ' Avg. C2 = 0.30 The City Staff has advised that the release rate that has been established within the Greenbriar/Evergreen ' Drainage Basin is 0.47 c.fs./ac. Therefore, no further calculations with regard to on site Existing Conditions have been performed. Offsite Run-off @ Existing Conditions: Offsite run-off has been considered to the extent that run-off from offsite is to be routed through the site. ' Future development of the contributing offsite properties are expected to be required to provide on -site detention with discharge to Blue Spruce Drive. ' Page 1 of 5 DRAINAGE INVESTIGATION CALCULATIONS Client: ARCHITECTURE ONE Project No: GRD-215-96 Project: THE GLOVE WAGON Date: 27-Aug-96 Location: 1219 BLUE SPRUCE DRIVE, FORT COLLINS, CO By-. REVISED Jan. 28, 1997 EXISTING CONDITIONS: (cont.) t ' Offsite Area contributing to site from the North and West: Offsite area draining to the Northeast comer of the site = 0.43 acre ' Offsite area draining to the Northwest comer of the site = 0.13 acre ' Considering that the established criteria is to provide a controlled release at 0.47 c.fsJac., the undeveloped condition run-off will equate to the same rate. Therefore, the rum -off to be considered to flow through the site is: ' Offsite area draining to the Northeast comer of the site = 0.47 x 0.25 = 0.20 c.f.s. Offsite area draining to the Northwest corner of the site = 0.47 x 0.20 = 0.06 c.f.s. PROPOSED CONDITIONS: ' Building/Roof Area= 4,200 Sq.Ft. Drives and Walks Area= 13,810 Sq.Ft. ' Gravel Surfaced Landscape Area= 0 Sq.Ft. ' Undeveloped Open Areas Area= 9,500 Sq.Ft. Landscaped Areas Area= 2,990 Sq.Ft. ' TOTAL SITE AREA Area= 30,500 Sq.Ft. = 0.70 Acres Avg. C = [(0.95 x 4,200)+(0.95 x 13,840)+(0.50 x 10,530)+(0..20 x 0)+(0.15 x 1,930)] + 30,500 ' Avg. "C" = 0.64 Flow path considered to be Northwest comer of site to Southeast comer of site. Tc = (265 + 100) / 180 + 10 ' Therefore, Tc = 10 minutes I2 = 2.50 in./hr. I5 = 3.65 in./hr. ' I10 = 4.45 in./hr. I100 = 7.25 in./hr. Q = CIACf Q2 = 0.64 x 2.5 x 0.700 x 1.00 = 1.12 c.f.S. 1 Q2 = 0.64 x 3.65 x 0.700 x 1.00 = 1.64 c.f.s. ' Q2 = 0.64 x 4.45 x 0.700 x 1.00 = 1.99 c.f.S. Q2 = 0.64 x 7.25 x 0.700 x 1.25 = 4.06 c.f.S. Page 2 of 5 DRAINAGE INVESTIGATION CALCULATIONS Client: ARCHITECTURE ONE Project No: ORD-215-96 Project: THE GLOVE WAGON Date: 27-Aug-96 Location: 1219 BLUE SPRUCE DRIVE, FORT COLLINS, CO By. D.R.M. REVISED Jan. 28, 1997 DETENTION VOLUME CALCULATION FOR PROPOSED SITE CONDITIONS ' QRelease = Q2 (designated @ 0.47 c.f.s./ac) x Gross Site Area = 0.47 x 0.70 = 0.33 c.f.s. Q100 = (0.64 x I x 0.700 x 1.251 = 0.56 x I (in./hr.) Time min. Rainfall Int., I in./hr. Q100 Prop. c.f.s. Vol. @ Q100 cu.ft Q Rel. @ 2 Yr. c.f.s.) Vol. Rel. (cuXt.) Vol. Diff. (cu.ft 10 7.10 3.98 2,388 0.33 198 2190 15 6.00 3.36 3,024 0.33 297 2,727 20 5.15 2.88 3,456 0.33 396 3,060 25 4.55 2.55 3,825 0.33 495 3,330 30 4.10 2.30 4,140 0.33 594 3,546 40 3.45 1.93 4 632 0.33 792 3,840 50 2.95 1.65 4 950 0.33 990 3,960 60 2.65 1.48 5 328 0.33 1,188 4 140 70 2.35 1.32 5,544 0.33 1,386 4,158 80 2.15 1.20 5 760 0.33 1,584 4,176 90 1.95 1.09 1 5 886 1 0.33 1 1,782 1 4,104 100 1.75 0.98 1 5,880 0.33 1 1,980 1 3,900 110 1.60 0.90 1 5,940 0.33 1 2,178 1 3,762 120 1.45 0.81 1 5,832 0.33 1 2,376 1 3 456 Therefore, a total of 4,176 cu. ft. of Detention Storage Volume is desired for the site. The detention volume is to be divided into two (2) separate basins at the East and West sides of the site. The basin volumes to be proportioned by area served. WEST AREA #1 = 15,650 sq. ft. EAST AREA #1= 10,850 sq. ft. Min. Volume to be provided in WEST AREA #1 = (15,650/26,500) x 4,176 = 2,466 cu. ft. Min. Volume to be provided in EAST AREA #2 = (10,850/26,500) x 4,176 = 1,710 cu. ft. DETERMINE POND SIZE: WEST AREA #1 High Water Surface Area, At @ Elev. 70.00 = (75 x 85) = 6,375 sq.ft. Pond Bottom Surface Area, Ab @ Elev. 68.75 = (10 x 10) = 100 sq.ft. Max Depth, It = 1.25 ft. Vol. = 1/3 ( Ab + At + 4AbAt) h = 3,031 cult. 3,031 >> 2,466 Therefore, OK Page 3 of 5 ' DRAINAGE INVESTIGATION CALCULATIONS ' Client: ARCHITECTURE ONE Project No: GRD-215-96 Project: THE GLOVE WAGON Date: 27-Aug-96 ' Location: 1219 BLUE SPRUCE DRIVE, FORT COLLINS, CO By: D.R.M. REVISED Jan. 28, 1997 DETERMINE POND SIZE: (cont.) ' EAST AREA #2 High Water Surface Area, At @ Elev. 67.08 = (measured) = 3,525 sq.ft. Pond Bottom Surface Area, Ab @ Elev. 66.00 = (15 x 20) = 300 sq.ft. ' Max Depth, h = 1.08 ft. Vol. = 1/3 ( Ab + At + 4AbAt) h = 1,747 cu.ft. 1,747 >= 1,710 Therefore, OK Provide minimum of 1.0 ft. freeboard or 133% of required volume for safety factor. VOLUME to Elev. 70.2 @ WEST AREA #1 = 4,290 cu. ft. 4,290 / 2,466 = 174 % 174% >> 133% Therefore, WEST AREA #1 OK VOLUME to Elev. 67.58 @ EAST AREA #2 = 2,500 cu. ft. 2,500 / 1,710 = 146 % 146% >> 133% Therefore, EAST AREA #2 OK DETENTION OUTLET CALCULATION FOR PROPOSED SITE CONDITIONS Determine sizes to provide control at the outlet from the Detention Pond. Determine Orifice Opening Area for Discharge at Q2: @ WEST AREA #1 Orifice Equation: Q = CA 42gh h = Depth - 0.5' _ (70.0 - 68.55) - 0.5 = 0.95 ft. Q = (15,650/26,500) x 0.33 + 0.06 = 0.25 c.f.s. C = 0.65 A = Q / (C42gh) = 0.25 / [0.65 4(2 x 32.2 x 0.95)] = 0.05 sq ft. With Round Opening A = ttrA2 Radius, R = JA/a = 4 0.10/rt = 0.13 ft. Radius, R = ft. x 12 in./ft. = 1.56 in. With Square Opening A = wA2 Width of Opening, W = CIA = 40.10 = 0.22 ft. Width of Opening, W = ft. x 12 in./ft. = 2.64 in. Use 3" dia. Round Opening or 2-5/8" Square Opening for outlet control device. Page 4 of 5 DRAINAGE INVESTIGATION CALCULATIONS Client: ARCHITECTURE ONE Project No: GRD-215-96 Project: THE GLOVE WAGON Date: 27-Aug-96 Location: 1219 BLUE SPRUCE DRIVE, FORT COLLINS, CO By. D.R.M. REVISED Jan. 28, 1997 DETENTION OUTLET CALCULATION FOR PROPOSED SITE CONDITIONS (cont.) @ EAST AREA #2 Orifice Equation: Q = CA 42gh h = Depth - 0.5' = (67.08 - 66.00) - 0.5 = 0.58 ft. Q = 0.33 + 0.20 = 0.53 c.f.s. C = 0.65 A = Q / (C42gh) = 0.53 / (0.65 V(2 x 32.2 x 0.58)] = 0.13 sq,ft. With Round Opening A = nrA2 Radius, R = 4A/7c = q 0.10/71 = 0.20 ft. Radius, R = ft. x 12 in./ft. = 2.40 in. With Square Opening A = wA2 Width of Opening, W = CIA = 40.10 = 0.36 ft. Width of Opening, W = ft. x 12 in./ft. = 4.32 in. Use 5" dia. Round Opening or 4-3/8" Square Opening for outlet control device. CHECK FLOW DEPTH IN BLUE SPRUCE DRIVE FEMA FIRM Community Panel Number 080102 0004 C (Map Revised: March 18, 1996) This Map indicates that the Flood Plain Elevation adjacent to the site within Blue Spruce Drive is 4966.5 ± Therefore, minor flooding in the access driveway and parking lot will occur when the "Dry Creek" Drainage way experiences the 100 Year Flood event. SUMMARY: Basin Designation Area acres Rational "C" Q2 c.f.s. Q100 c.f.s. Det. Volume cu. ft. Q Release c.f.s Offsite "A" 0.13 0.2 0.06 0.2 N/A 0.06 Offsite "B" 0.43 0.2 0.2 0.65 N/A 0.2 Onsite Total 0.7 0.3 0.33 1.26 4176 0.33 Onsite West#1 0.36 0.5 0.29 1.35 2466 0.25 Onsite East #2 0.25 0.75 0.3 1.41 1747 0.53 Page 5 of 5 Client: ARCHITECTURE ONE Project No. GRD - 215 - 96 Project: THE GLOVE WAGON Date: March 5. 1997 ' Location: 1219 Blue Spruce Drive, Fort Collins. CO By: D.R.M. Check of Roof Gutter and Downspout sizing: The Uniform Plumbing Code has been used to check the sizing of the downspout and gutter. (Refer to attached copy of a portion of Appendix D.) ' The sizing has been based upon the metal building manufacturer's shop drawings for the proposed building. (Refer to attached copies of Varco Proden detail drawings for Downspout and Eave Gutter. ) The manufactured downspout is to have a cross-section of 4" x 5". For the purpose ' of checking the capacity of the downspout the section as considered to be 4". ' The manufactured Eave Gutter cross-section is 6-3/8" high x 6-7/8" wide. For the purpose of checking the capacity of the eave gutter the section as considered to be 6". The roof area served by each gutter and downspout is 70' x 30'= 2,100 square feet. ' Table D-1 of the Uniform Plumbing Code indicates that a 4" roof drain pipe is capable of handling the run-off from a 2,045 square foot roof area that is generated by a 9" per hour rainfall. Therefore, the proposed 4" x 5" downspout should be capable of handling the 100 Year Storm. 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E^_ 0 m Z rNm w EO EE"(DD co"E Ea) co Yu coEEoE �i.� Qm �Lco EN Ec =(qE� E ma) o_m _ c E yE ovCR mcCD `cQLnCiLO a) ap, 0O ( Qv m— O A O7O Ln O O� aD �LC, Em0 N- c� m a) C H E lO C d N L a) N C N m Co Ov L� M 4)0 O Q=_ p m = X Q¢ U m c O p o © L �oma�r C7E Doti @o m�TE Fc ra: M 0 o m F-2�C7 CC)o N m Y c D E c= m O L (O a Ul O W ^ - m h 2' `L C L a o('c <o a °oEc (D(?aV CL a -0 y' o N a 10 c�=L a^° X c� o m X cco 0 c X E— w (FEU .0 W iL`1u mES LiE3 O m r` M 0 x N FROM MTN. PLAINS CONSTRUCTORS 05.06.1997 10:17 ` FROM MTN. PLAINS CONSTRUCTORS ,O3. 5o.ldir +�io ,,s vv , 1%Q VDIY DU1 L1)1f!! j l 7 8_._.t, 2/2 ' �lr ii, 1 r 1 .'r a^u COLOR 5]•� SIDE i �♦ /D6 N c ti z ' • , 90PRESS BREAK I f 1 rrAn �i i 1 N F 1 I MATERIAL: 26 GA. :tl BLANK WIDTH: 24 Ye° ALL INSIDE RADII 3/64" ROOF PITCH "A" "8" r'C" "D" t (1;12) 6 4'e" 6/e" 85' 15' ' 45' 2 (2:12) 5 W 7 fib" 80' 33' 27' 30' 3 3:12 5 fie" 7 7W 75' 58' 33' 15' a 4:12 4 I/a" 8 Yi 71 ' 34' 36- 26' 5 5:12) . 4 4" 8 7/e" 67' 23 et' 10' STD. PT. NO. LENGTH UNIT WT. E012_ 12'-3r 21,3 EG16_ 18'-3" 28.3a EG20_ 20 —3" 35.2q T 1 PITCH CODE , + NOMINAL LENGTH 1 CATEGORYEG 1 ` REV ATEcK ,.EAVE:::GUTTER , owc. NO. 1 ,Y SST 07 01 95 . TED OATS, 11 18 74 ' + OR. SW- CK. 00\ RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT:The Glove Wagon, 1219 Blue Spruce Dr. STANDARD FORM A FmoQCJnlinasGnConoi- DATE: 1-28-97 COMPLETED BY: F P Sras.s.-gi 4 P.E. DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft) (feet) ($) M #1 Moderate 0.36 100 1.5• #2 Moderate 0.25 125 3.4 0.61 110 2.3 79.2 (100 x 0.36 0.25 125) / 0.61 = 110 feet (1.5 x 0.36 + 3.4 x 0.25) / 0.61 = 2.3% MARCH 1991 .8-14 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT:The Glove Wagon, 1219 Blue Spruce Drive STANDARD FORM B Ft. Collins, Colorado COMPLETED BY: Messner Engineering Associates DATE: 1-28-97 Dennis R. Messner P.E. Erosion Control C-Factor P-Factor Method Value Value Comment Bare Soil 1.00 1.00 Straw Bale Filter 1.00 0.80 Silt Fence 1.00 0.50 Building or Pavement0.01 1.00 MAJOR PS SUB AREA BASIN (%) BASIN (Ac) CALCULATIONS 79.2 #1 0.36 wtd "C" _ (0.2 x 0.01 + 0.16 x 1.00) / 0.36 = 0.45 wtd "P" = 0.80 x 0.50 = 0.40 EFF = (1 - 0.45 x 0.40) x 100 = 82.0% #2 0.25 wtd "C" _ (0.05 x 0.01 + 0.05 x 0.01 •+ 0.15 x 1.0) / 0.25 = 0.604 wtd "P" = 0.80 x 0.50 = 0.40 Eff = (1 - 0.604 x 0.40) x 100 I = 75.8% Total 0.61 Eff = ((0.36 x 82.0) + (0.25 x 75.8))/ 0.61 = 79.5 A 79.2 Plan OK. MARCH 1991 9.15 DESIGN CRITERIA 'CONSTRUCTION SEQUENCE PROJECT: ,Tha r_ in r,- w;=nn t i s Tillie spruce Dr. , Ft. Collins, CO STANDARD FORM C ' SEQUENCE. FOR 19 9_ ONLY COMPLETED BY:Messner Engineering DATE: 2_28_97 Indicate by use of a bar line or symbols when erosion control measures will be installed tMajor modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR ----------------------MONTH _117MLIIMAR I APRI MAY I----I----I----I----I----I----I---- OVERLOT GRADING I xxx ' WIND EROSION CONTROL Soil Roughing t Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other ' RAINFALL 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/Mats/Blankets Other Not applicable due to lot size being less than one acre. STRUCTURES: INSTALLED BY ' VEGETATION/MULCHING CONTRACTOR ' DATE SUBMITTED H01/SF-C:1989 MAINTAINED BY APPROVED BY CITY OF FORT COLLINS ON STORM WATER DETENTION SUMMARY sTe Fro e SEQUENCE FOR 1997 duu CwaTs s burs. 111M WEN ERIGNION CONTROL WEASURIES ALL . NEWSfxl FOR wsVeL n an ouEc MAY araC x suwrrvc IMF eaxs 1tl r Gnx rv= bur wT cur[ cono �E *110 �.rs m Not Applicable Effacer, w oo, Site is Less than 1 AREA So coveiron esa"w^) SPRACTURALF o.' ,7w SeRN el st Sn"eIl A. Six, Foli EFOrAnne P.r,evorrt Sand III ^�.emaffie,xyNNexafaRio ... STm Twin Imam IN w+eeaW anATgx/u M CONTRACTOR burs siasrro WWxafW on OF mm rouse ON 15 t .' R1 L A OVER 0.00 WL. OVERFLOW SECTION AT S.W. CORNER OF SITE The City of Fart Colons Starmeater Unity Seasoncontrol inspector must but mle nod at least 24 hours Prim to any cOPAOIL uon othis site All required permayfor silt fencing Shall be t II pLy_ to any land d 1 rbng activity (stockpiling, st Co v grading. et) All other hochared control Shall he t led t inappropriatet n thet ( VIndicated in the approved Project n a l 1 ct plans d erosion controlrascal fralf-daduhhurce vegetation n ll as protected and rebaned wherever possible. Bilateral on disturbance I emniting verastabon Sholtbe t d to the area required for mmedbte construction operators one let the shortest practical FRI of time. All $ots eqRsesed during land etsturteng al (t -pry 9 gral rl y mil. sockisling. lit g etc ) Shot ne kept In a roughened Norodom by nipping or drecIng along land tuntil muith. tall or otherPIrmonernt eroson control is Installed No soils' caused project street ri 9m l way shall - pa ed by doe d t e gt'ry I thanto tly (30l days "f g - e t moo ry anent as on control leg see/ lon IOMscayng etc.) s installed,unless or approved by the Stormwater Utility. The property shall be waterer and maintained at a edes Cduring consuucppn acbvibes sa as to prevent wind -carved erosion NI land disturbing activities shall de all be immedblery diecommoed when wgaim dust !models adjacent pmpe6es, 65 detemmed by the City Of Fon Collins Engmeering Deportment All temporary (Structural) erosion control measures shall be inspected ON Repaired neVd tea as necessry fter Such runoff even fin Order m assure continued polo/m a of meb far tan. All retuned deem, a, paramarly those on paved moawq ¢anal shall be removed and disposed of in a manner and locmmn so as at to cause then release into err damogeway. No soil stockpile Shull exceed ten (10) feel in height. NI soil stockpiles Shop be Protected from sediment transport by surface rwghenmg, watering, and perimetw silt fencing. My Sal stockpile Temarring alter 30 dap shall the %M d and matched. City Ordinance or'niou the tral eroppmgor depmuiug of Adds or soils or any other maternal or to Gty streets ay or from any ve e. Any inadvertently depasdea material III ass cleaned lmmedelNy, try the contractor. sn Ned Ro11mm T' O2 R, De'. Volume 0 R MAgnalsed(le) (cf.AJ (c0 It) (cr.5J 0111 A 1 013 02 OOfi 0.2 N/A 006 --rt offs ff In B i Panel3 02 01 0.65� N/A 01 C OJ 0} O33 1.26 6 033 On as 1 tat orate n 0.]6 OD 0 29 1.35 2466 0,25 anansAe 12 0.25 0.75 0.3 - T 1.41 1747 D.53 STE DRAINS TO 'OREEWRNR / EVERGREEN ORNNAGE BASIN GROSS SITE AREA (Includes X of Blue Spruce Dove) - 30500 59.1E - 0,700 as NET SITE AREA - 26.500 1 It - a 60e oe± HISTORIC 'C" - 030 DEVELOPED 'C' - 0,64 DESIGNATED RELEASE RATE - HISTORIC cap" - 047 oft CRRERM BASED DETENTION VOLUME - RIFT TO co, it A PUN DETENTION VOLUME - 4778 cufL3 MA%MIUM DEPTH OF DETAINED WATER 1 ]5 It Of ELEVATION 4970.0 PENT DISCHARGE FROM DETENSION, 0 - 0.33 cl.A, — \ I /\ Offsite Area 'B' I' / \ 0.43 ac.t IOffsNe Area 'A' \ m 013 t �\ O \ O 0l cfs � \ I ]0 3 "... 9•;• Sir er Afl Roof Drainage to \ R air at Outlet e tension Bassi DdreoWest' n. =0.29 cfs 0,ao=1.35 cis Proposed Building F.F. Elevation _ Site 11... _ - =4971.00 1 i nAl 'Sill Fence_ —Re7Dired 6' Existing Utility and ` a Drainage Easement \V 15 TOP OF B RN L «a � OVERFLOW N W L. -a9fi� OB OVERFLOW SECTION AT N.E. CORNER OF SITE Utility and Itil ya +age Easement _ SECTIrJ31 PROVIDE 'FILMED CURB OPENINGAT BOTH INLET AND OUTLET (REFER TO DETAIL ON SHEET 4) SECTION AT DETENTION OUTLET 02=0.25 cfs �.,. �trow Filler Required at Outlet-) k in I a EAST a WES 0 91 STUD BOLTS SECURING PLATE P051710N ORIFICE PLATE DIRECTLY OVER OURET PIPE WITH ORIFICE OPENING CENTERED AT THE INVERT OF THE PIPE LOCATION p ETER OF SOUNRE WEST 3' 1 2%w FAST 5� 4'1l' ORIFICE PLATE DETAIL F 6. 'Silt FSunda .� Ra Depress C r6 for Future Ra p *Flood Plait, Elev.=4966.90 *Flood Flail Elev.=4966.64 IIIIII I l 4 Flood Plain elevations interpolated from YEMA FIRM City of Port Collins, Colorado, Lorimer County. Community Panel E080102 0004 C March 18, 1996 -501P TyypicaIII Indicates Existing - Ground Surface Contour --f2012- Typical] y Indicates Proposed Finish Surface Contour de/ Concentration Point Identifier Ty ita0ythdicates Drainagli Flow 'rsction 0 40 0 10 so 1" 20' Contour Interval - 2' City of Fort Collins. Colorado UTILITY PUN APPROVAL APPROVED:T meerny CHECKED BY: a CHECKED BY:_ CHECKED BY: Fes_- CHECKED BY: _— CHECKED BY: W z Z a W U Z N O E v vM �./ EU Z W a ---A U _I 1 F�1 ell Ed w o � U rc 6 0 o ~ u m ec ON 0 NO Is o c E m LU Is N `o N U c N 0 F a 3in WZ C0 4 mz F UU SCALE: AS NOTED DRAWN: SEER CHAP. 0,11,111, _ 3 of 4