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HomeMy WebLinkAboutDrainage Reports - 06/02/1999!nal .:i ;Report U r'---� MAY 2 61999 i 1 UJI FINAL DRAINAGE AND EROSION CONTROL STUDY FOR RITE AID -STORE NO.21810 HORSETOOTH EAST BUSINESS PARK, 3rd Filing FORT COLLINS, COLORADO a ILC Associates, Inc. �1 E. Orchard Rd. its 2000 .nglewood, CO H0111 13/770-5600 3/770-2349 FAX 1 t [I 1 L [l P'mning ineering hitecture Landscape Architecture Id Surveying May 24, 1999 City of Fort Collins, Colorado Water Utilities - Stormwater 235 Mathews Street Fort Collins, CO 80522-0580 RE: Rite Aid - Store No. 21810 Horsetooth East Business Park, 3rtl Filing City Project: #43-94G Dear Staff: Attached herewith for your review is the Final Drainage and Erosion Control Study for Rite Aid - Store No. 21810, Horsetooth East Business Park. The preparation of this report was done in compliance with the rules and methods set forth in the City of Fort Collins "Storm Drainage Design Criteria and Construction Standards" manual. If you have any questions or comments please do not hesitate to contact either Joel Tompkins or Stephen Choi at the number or address printed on this sheet. Thank you for your consideration and effort regarding this matter. Sincerely, CLC ASSOCIATES, INC. ^� '�"'� .00 AEA Joel Tompkins, P.E. $ 41115 Project Engineer Ati JT:cst Attachment E 1 1 1 1 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR RITE AID -STORE NO.21810 HORSETOOTH EAST BUSINESS PARK, 3`d Filing FORT COLLINS, COLORADO May 24, 1999 Prepared for: Grace Enterprises, Inc. 1950 N. Park Place #150 Atlanta, GA 30339 Ph. (770) 955-1500 Contact: Joel Langsfeld Prepared by: CLC Associates, Inc. 8480 E. Orchard Rd, #2000 Englewood, CO 80111 Joel Tompkins, P.E. CLC Job No. 98.012 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR RITE AID - STORE NO.21810 HORSETOOTH EAST BUSINESS PARK FORT COLLINS, COLORADO TABLE OF CONTENTS I. General Location and Description ................................... 1 II. Design Criteria and References ..................................... 1 III. Historic Drainage Patterns ......................................... 2 IV. Developed Drainage Patterns ...................................... 2 V. Drainage Facility Design .......................................... 4 VI. Erosion Control and Best Management Practices ....................... 5 VII. Variance Request ................................................ 6 VIII. Conclusions.................................................... 6 IX. References.................................................... 7 Appendix A - Historic Calculations Appendix B - Developed Calculations Appendix C - Inlet Design Appendix D - Rite Aid Detention Pond Analysis Appendix E - Carriage Wash P.U.D. Detention Pond Analysis Appendix F - Hydraulic Analysis Appendix G - Riprap Sizing Appendix H - Erosion Control Efficiency Analysis Appendix I - Horsetooth East Business Park Drainage Plan Excerpt Back Pocket - Drainage Plan I 1 1 1 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR RITE AID - STORE NO.21810 HORSETOOTH EAST BUSINESS PARK FORT COLLINS, COLORADO 1 I. GENERAL LOCATION AND DESCRIPTION ' Rite Aid - Store No. 21810 is to be located in the southwest quadrant of the intersection of East Horsetooth and Timberline Roads in the Horsetooth East Business Park. More generally, the site lies in Section 31, Township 7 North, ' Range 68 West of the 6`h principal meridian, City of Fort Collins, Larimar County, Colorado. ' The developed site will contain a 13,800 square foot retail pad, associated parking and access drives, and detention facilities. The P.U.D. for Horsetooth East ' Business Park identifies the site as Pads B and C. Proposed land use is in compliance with zoning and other technical requirements established inthat document. Total site area is approximately 2.12 acres with additional off -site areas contributing to rainfall runoff considerations. There are no irrigation ditches, stock ponds, wetlands or other significant environmental features located on this site. 1 II. DESIGN CRITERIA AND REFERENCES ' This report and its included calculations was prepared in accordance with the guidelines of the City of Fort Collins Stormwater Utility "Storm Drainage Design Criteria and Construction Standards;" hereinafter the CRITERIA. Three past studies have significantly impacted the design of the facilities on this site ' and are referred to in depth within this study. Those reports are: (1) The "Preliminary Drainage Study for the Horsetooth East Business Park Development," (2) the "Final Drainage and Erosion Control Study for the Carriage Wash P.U.D.," ' and (3) the "Final Drainage Report for Pad G - Horsetooth East Business Park." Please refer to the Reference Materials section for additional detail. 1 1 ' Page 1 1 ' FINAL DRAINAGE AND EROSION CONTROL STUDY FOR ' RITE AID - STORE NO.21810 HORSETOOTH EAST BUSINESS PARK FORT COLLINS, COLORADO ' III. HISTORIC DRAINAGE PATTERNS The Rite Aid site is located in the Foothills Drainage Basin. Undetained runoff from ' the site and surrounding ROW's are captured in an existing storm drain system and, eventually, routed to the Collindale Regional Detention Pond. This property and a contiguous, undeveloped piece of land to the west, totaling 4.12 acres, generally sheet flow west to east and into the Timberline Road ROW. ' Ground cover consists predominately of native grasses at grades of 0.60 to 1.25 percent. The south boundary is the centerline of an east -west private drive, also known as Elk Road, which also contributes storm runoff to the Timberline ROW. An insignificant amount of sidewalk, none of which is directly contributing impervious area, also exists on site. Finally, two inlets and a partial storm drain system were installed according to the design of the Horsetooth East Business Park Minor ' Subdivision. This system is capped just south of our site and does not accept storm runoff in the historic condition. IV. DEVELOPED DRAINAGE PATTERNS The existing on -site storm inlet and 15" RCP will be removed. The 13,800 s.f. Rite Aid pad will be constructed on the middle east side of the property with parking and drive on its north, west, and south. A detention facility will be installed on the south ' property line between the Elk Road access and the proposed dumpster pad. Storm inlets in the parking area will convey storm water first to the proposed detention ' facility then to an existing 24" X 38" HERCP which discharges to additional, existing detention facilities south on the Carriage Wash P.U.D. ' The developed sites sub -basins and details pertaining thereto are: BASIN A is the portion of the parking in the north east corner of the site. Storm ' runoff from this 0.27 acre basin will total 2.54 cfs for the 100-year event and will be intercepted by a single area inlet (Inlet #1) on the south side of the included landscape island. This and all inlets proposed within the pavement on the Rite Aid ' site are to be City of Fort Collins "Area Inlet" Standard Detail D-9. ' Page 2 ' FINAL DRAINAGE AND EROSION CONTROL STUDY FOR RITE AID - STORE NO.21810 ' HORSETOOTH EAST BUSINESS PARK FORT COLLINS, COLORADO 1 BASIN B consists of an additional 0.32 acres of parking in the northwest corner of ' the site. Total 100-year rainfall runoff of 3.01 cfs will be intercepted by a single area inlet (Inlet #2) on the south side of the included landscape island. BASIN C is the main parking and access drive portion of the site, 0.49 acres total, located on the west side of the proposed building pad. Storm water runoff, 4.61 cfs t for the 100-year event, will sheet and gutter flow to an area inlet (Inlet #3) on the south end of the long north -south landscape island. Storm drains connecting inlets in Basin's A, B, and C discharge to the proposed detention facility on the south end of the property. BASIN D will be the roof area of the proposed Rite Aid. A single downspout (DS) will direct the 2.91 cfs of runoff from the 0.31 acre roof top to the PVC collection system conveying landscape runoff from Basin E to the detention facility. BASIN E is 0.36 acres of landscaping on the east side of the building and adjacent to Timberline Road. Four small 12" x 12" NDS type area inlets will be used to capture equal portions of the 0.98 cfs of runoff generated by this mostly pervious ' basin. BASIN F is 0.15 acres of drive-thru area on the south side of the proposed building. ' The 100-year storm water runoff rate of 1.35 cfs will be intercepted by a 12" square NDS inlet in a concrete sump at a curb cut in the drive. ' BASIN G is 0.29 acres consisting of the proposed detention facility and adjacent drive directly contributing thereto. Peak runoff contribution from this basin is 1.92 cfs during the 100-year storm event. BASIN BY-1 consists of 0.08 acres of landscaping adjacent to and contributing to the East Horsetooth Road ROW. See further detail next basin description. BASIN BY-2 consists of 0.02 acres of sidewalk and landscape adjacent to and contributing to the Timberline Road ROW. The combined 100-year discharge from Basins BY-1 and -2 of 0.41 cfs is a reduction of 90.4% from storm discharges historically released to these ROW's and, therefore, only serve to increase available ' capacities in the gutters and storm drains therein. Compensatory detention will be provided in the on -site facility. tPage 3 u FINAL DRAINAGE AND EROSION CONTROL STUDY FOR RITE AID - STORE NO.21810 HORSETOOTH EAST BUSINESS PARK FORT COLLINS, COLORADO 1 BASIN OS -1 is the north half of the Elk Road access drive. A cross street pan, to ' be installed as part of the improvements proposed with Pad G, will direct 100-year storm discharges (3.01 cfs) to the Carriage Wash detention ponds. Provisions for this interception have been submitted within the "Final Drainage Reportfor Pad G..." ' prepared by Northern Engineering Services, Inc. (See reference section.) BASIN OS-2 consists of 1.52 acres of undeveloped space to the west of the Rite Aid site. A diversion berm will be installed along the common property line directing runoff therefrom (1.94 cfs during the 100-year event) to the existing curb inlet at that sites south-east corner. Historically that inlet is plugged; but, provisions for accepting and routing that site to the detention pond on the Carriage Wash P.U.D. have been made with the improvements proposed on Pad G. V. DRAINAGE FACILITY DESIGN ' The Final Drainage and Erosion Control Study for the Carriage Wash P.U.D. (see references) establishes an overall detention concept for the Horsetooth East Business Park of which Rite Aid is a portion. In that report, detention for 8.11 acres of the entire park, considered at a 0.91 runoff coefficient, is provided in a sub - regional pond. That sub -regional facility consists of 1.30 acre-feet of storage volume on the Carriage Wash site (identified as ponds A, B, and C) and 0.34 acre- feet of volume distributed equally between four upstream parking lots. A controlled t release of 0.17 cfs/acre (100-year) is achieved at the single orifice at Pond B on the Carriage Wash site. Additionally, 1.39 acres of the site was identified to provide detention in a separate pond upstream of the sub -regional pond detailed therein. The majority of this unaccounted for acreage lies on their Pad B/C site; almost wholly within the proposed Rite Aid construction boundary. ' Therefore, the methodology summarized below was followed in order to accurately size the on -site detention facility to be built by Rite Aid. First, pond volume for the 1.39 acres requiring complete on -site detention was determined using the FAA ' method; as is used entirely within this analysis. The actual composite "C" coefficient of 0.85 (100-year) was used along with an allowable release rate of 0.17 cfs / acre; as established in the Carriage Wash study. This first step results in 10,695 cubic ' feet of storage. Second, due to a calculated developed "C" coefficient of 0.85 rather than the provided for value of 0.91 it was beneficial to determine what excess Page 4 ' FINAL DRAINAGE AND EROSION CONTROL STUDY FOR ' RITE AID - STORE NO.21810 HORSETOOTH EAST BUSINESS PARK FORT COLLINS, COLORADO 1 1 volume was provided in the Carriage Wash detention analysis which could be utilized by the Rite Aid site. This was determined by analyzing the Carriage Wash pond with the provided for on -site area of 0.90 acres and release rate of 0.17 cfs/acre while varying the C coefficient between the provided for and calculated values. This demonstrated an available volume of 558 cubic feet in the Carriage Wash pond system. Finally, that portion of the Carriage Wash detention facility which was considered distributed between upstream parking facilities was added; that being the additional 3703 cubic feet. Total on -site pond volume, therefore, is 13,840 cubic feet, provided for at a water surface elevation of 4950.69 with one foot of free board. The on -site drainage system consists of gutters, area inlets and 18" (max) storm drains intercepting and conveying storm runoff to the detention facility at the south property boundary. Storm drains were sized using a Manning's coefficient of 0.013 for concrete pipe and 0.10 for PVC. The 100-year discharge from the 1.39 acres requiring on -site detention is throttled to 0.24 cfs with a 10.34" orifice plate which also allows for through flow from the 0.90 acres provided for in the Carriage Wash pond system. VI. EROSION CONTROL AND BEST MANAGEMENT PRACTICES To limit on -site erosion due to wind and rainfall best management practices as identified in the "Erosion Control Reference Manual for Construction Sites" will be utilized during construction. These measures include placing of silt fence along the north, east, and south property boundaries; using the proposed detention facility as a sedimentation basin during construction; and installing gravel inlet protection at surrounding and on -site inlets until final site stabilization is complete. Upon buildout, remaining pervious area will be sodded or seeded and ultimate expected erosion kept well below the 85%criteria established in the CRITERIA. Performance standards set forth by the City of Fort Collins will be met as demonstrated in the calculationsin the Appendix of this report. Page 5 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR ' RITE AID - STORE NO.21810 HORSETOOTH EAST BUSINESS PARK FORT COLLINS, COLORADO ' Vll. VARIANCE REQUEST In order to attain the necessary storage volume and meet the 100-year freeboard ' requirement in the limited space available the detention pond has been designed with 3:1 (horizontal:vertical) side slopes. Vertical walls are still required but can be ' limited to 30 inches in height using these slopes. Therefore, a variance request from Section 9.3 of the CRITERIA stipulating maximum slopes of 4:1 is hereby requested. Vill. CONCLUSIONS C [J 1 The drainage improvements and erosion control measures forthis site are designed in accordance with the CRITERIA and are intended to limit impacts downstream thereof consistent with the City of Fort Collins' development guidelines. Page 6 I 1 t [_I FINAL DRAINAGE AND EROSION CONTROL STUDY FOR RITE AID - STORE NO.21810 HORSETOOTH EAST BUSINESS PARK FORT COLLINS, COLORADO IX. REFERENCES Storm Drainage Design Criteria and Construction Standards, Stormwater Utility, City of Fort Collins, Colorado, May, 1984, with revisions. 2. Final Storm Drainage and Erosion Control Report for Horsetooth East Business Park Minor Subdivision, prepared by Stewart & Associates, Inc., 22 August 1994. 3. Final Drainage and Erosion Control Study for the Carriage Wash P.U.D., prepared by R.B.D., Inc., October 2, 1995. 4. Final Drainage Report for Pad G - Horsetooth East Business Park, prepared by Northern Engineering Services, Inc., July 21, 1998. Page 7 I 1 Appendix A - Historic Calculations 1 H 1 Weighted Runoff Coefficients Job Name: Horsetooth Rite Aid - Historic Job Number: 98.012 C Value Impervious Cover' 0.95 Lawn, Heavy Soi12 0.2 Land Use (Acres) Basin Impervious Lawn Total H-1 0.16 3.96 4.12 'Includes asphalt, concrete, and roofs. 2Flat slopes from <2 percent. 3Adjustment factor (Cf) of 1.00 4Adjustment factor (Cf) of 1.25; not to exceed 1.00 Date: 09/08/98 By: J Tompkins Weighted Runoff Coefficient C23 C103 C1004 0.23 0.23 0.29 % IMP 0.04 TIME OF CONCENTRATION Subdivision: Horsetooth Rite Aid - Historic Calculated by: J Tompkins Jnh nn• 9R 019 Date: 09/08/98 Sub -Basin 2-, 10-, & 100-Year Concentration Data Times (Tc) Desig C Area Length Slope Tc(2/10)1 Tc(100) Ac Ft % Min Min (1) (2) (3) (4) (5) (6) (6) H-1 0.23 4.12 575 0.85 41.2 38.5 'Tc=(1.87(1.1-CCr)Dll2)/Sv3 where Cr = 1.00 2Tc=(1.87(1.1-CCr)Dll2)/Sv3 where Cr = 1.25 (CCr not to exceed 1.00) C Z a h W O W H >- } 0 N 0 W O a W Z Wec G J Q O OQ N N � m } O O K N � E m F- ^N > a t N `LL_ J �y am U) a e o d� a c a LL d m � LL d d w w d c m _ 1° o Q V�-U H U C fV O N <7 0 0 c U C N N 41 C N N N 0 � O O O a V < V O � c � a° No Text I 1 1 1 Appendix B - Developed Calculations 1 1 [1 1 Weighted Runoff Coefficients Job Name: Horsetooth Rite Aid - Developed Job Number: 98.012 Date: 03/11 /99 By: J Tompkins C Value Impervious Cover' 0.95 Lawn, Heavy Soi12 0.25 Land Use (Acres) Weighted Runoff Coefficient Basin Impervious Lawn Total C23 C103 C1004 % IMP A 0.24 0.03 0.27 0.87 0.87 1.00 0.89 B 0.26 0.06 0.32 0.82 0.82 1.00 0.81 C 0.40 0.09 0.49 0.82 0.82 1.00 0.82 D 0.31 0.00 0.31 0.95 0.95 1.00 1.00 E 0.02 0.34 0.36 0.29 0.29 0.36 0.06 F 0.11 0.04 0.15 0.76 0.76 0.95 0.73 G 0.13 0.16 0.29 0.56 0.56 0.70 0.45 Total: 1.47 0.72 2.19 0.72 0.72 0.85 0.67 BY-1 0.00 0.08 0.08 0.25 0.25 0.31 0.00 BY-2 0.02 0.00 0.02 0.95 0.95 1.00 1.00 OS-1 0.29 0.03 0.32 0.88 0.88 1.00 0.91 OS-2 0.00 1.52 1.52 0.25 0.25 0.31 0.00. 'Includes asphalt, concrete, and roofs. 2Average slopes from 2 to 7 percent. 3Adjustment factor (Cf) of 1.00 4Adjustment factor (Cf) of 1.25; not to exceed 1.00 TIME OF CONCENTRATION Subdivision: Horsetooth Rite Aid - Developed Calculated by: J Tompkins _Inh nn• OR n19 Date: 03/11 /99 Sub -Basin Data 2-, 10-, & 100-Year Concentration Times (Tc) Desig (1) C (2) Area Ac (3) Length Ft (4) Slope % (5) Tc(2/10)1 Min (6) Tc(100) Min (6) A 0.87 0.27 1 90 2.25 5.0 5.0 B 0.82 0.32 90 2.50 5.0 5.0 C 0.82 0.49 170 1.00 6.8 5.0 D 0.95 0.31 160 0.50 5.0 5.0 E 0.29 0.36 75 2.00 10.4 9.5 F 0.76 0.15 100 3.33 5.0 5.0 G 0.56 0.29 90 2.85 6.7 5.0 BY-1 0.25 0.08 40 3.25 6.8 6.3 BY-2 0.95 0.02 10 3.25 5.0 5.0 OS-1 0.88 0.32 500 1.00 9.0 5.0 OS-2 0.25 1.52 330 0.60 34.2 31.7 1Tc=(1.87(1.1-CCr)D112)/S113 where Cr = 1.00 2Tc=(1.87(1.1-CCr)D1/2)/S1l3 where Cr = 1.25 (CCr not to exceed 1.00) 1 I 1 1 1 1 a ' A Z � a $ 0- a c ' E � o ' a a � m � m U 0 U 1 nM■ IMIIIIIIIIIIIIIIIIII ■IIIIII� MIIIIIIIIIIIIIIIIII NIIIIIIIIIIIIIIIIII MINIIIIIIIIIIIIIIII 1 [1 1 1 C O cn Z y C O a c Z C) h W O LU W N N G W O Q Z W _ Q � � J G Q 0 O ~ H y ■iiii�ii91� MINIIIIIIIIIIIIIII MIIIIIIIIIIIIIIIIII III 11 I 1 O N Z y o 0 y a o N C O � O a a � a N Y = N t U 0 U 11 MINIIIIIIIIIIIIIIIIIIII IMINIIIIIIIIIIIIIIII IIII a�u0nm 11,119� n�ual I i �ii No Text 1 Appendix C - Inlet Design Cli 1 Inlet Sizing Calculations Date: 02/04/99 Job Name: Horsetooth Rite Aid - Developed by: J.Tompkins Job Number: 98.012 Contributing 10-year 100-year Required Inlet Basin Runoff Runoff Condition Inlet Inlet #1 A 1.38 2.54 Sump, Single (D9) Area Inet Inlet #2 B 1.53 3.01 Sump Single (D9) Area Inet Inlet #3 C 2.18 4.61 Sump Single (D9) Area Inet Area F F 0.67 1.35 Sump 12" Sq. NDS' Assumptions: Allow 0.5 ft ponding over inlet. Grate area with open area ratio of 39% (or, 1.05 ft2). From Figure 5-3 capacity equals 3.5 cfs/ft2; or, 3.68 cfs for the sigle D9 area inlets provided. [Open area ratio per agreement reviewing entity.] 1NDS inlet has 47 in2 open area ... providing 2.5 cfs/ft2 at ponding depth of 3.5 in (0.82 cfs) 0.8 0.7 'L 0.6 F- �y Z 0.5 Cr > 0.4 0 a 0.3 w 0 c� z 0.2 0 z 0 Ll • EXAMPLE O.OL111IIIIIi1111111111111111111111111111111111111 0 1 2 3 4 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) 5 MAY 1984 5-11 DESIGN CRITERIA 0 [I 1 1 11 H 1] Appendix D - Rite Aid Detention Pond Analysis Detention Pond Volume Calculation Date: 11-Mar-99 Provided within Carriage Wash by: J Tompkins (FAA Method) Project: Horsetooth Rite Aid Job No: 98.012 Contributing Area = 0.90 acre <= Basins A through G, BY-1, and BY-2 less 1.39 acres 100 Year "C" Value = 0.91 <= Provided for Off -Site' Allowable Release= 0.15 cfs <= Provided Release (0.17 cfs / acre') T I Volume Volume Provided (min) (In/hr) In Out Storage 5 9.40 2310 45 2265 10 7.30 3587 90 3497 15 6.20 4570 135 4435 20 5.40 5307 180 5127 25 4.76 5848 225 5623 30 4.16 6133 270 5863 35 3.80 6536 315 6221 40 3.50 6880 360 6520 45 3.25 7187 405 6782 50 3.00 7371 450 6921 55 2.79 7541 495 7046 60 2.60 7666 540 7126 65 2.43 7762 585 7177 70 2.30 7912 630 7282 75 2.16 7961 675 7286 80 2.06 8098 720 7378 85 1.95 8145 765 7380 90 1.87 8270 810 7460 95 1.78 8310 855 7455 100 1.70 8354 900 7454 105 1.64 8462 945 7517 110 1.56 8432 990 7442 115 1.50 8477 1035 7442 120 1.45 8550 1080 7470 125 1.38 8477 1125 7352 130 1.33 8496 1170 7326 Provided Storage = 7517 cf 'Off -Site ponds as designed for the Carriage Wash P.U.D. Detention Pond Volume Calculation Date: 11-Mar-99 Excess within Carriage Wash by: J Tompkins (FAA Method) Project: Horsetooth Rite Aid Job No: 98.012 Contributing Area = 0.90 acre <= Basins A through G, BY-1, and BY-2 less 1.39 acres 100 Year "C" Value 0.85 <= Site Calculated Factor Allowable Release= 0.15 cfs <= Provided Release (0.17 cfs / acre) T I Volume Volume Provided (min) (In/hr) In Out Storage 5 9.40 2157 45 2112 10 7.30 3351 90 3261 15 6.20 4269 135 4134 20 5.40 4957 180 4777 25 4.76 5462 225 5237 30 4.16 5728 270 5458 35 3.80 6105 315 5790 40 3.50 6426 360 6066 45 3.25 6713 405 6308 50 3.00 6885 450 6435 55 2.79 7043 495 6548 60 2.60 7160 540 6620 65 2.43 7250 585 6665 70 2.30 7390 630 6760 75 2.16 7436 675 6761 80 2.06 7564 720 6844 85 1.95 7608 765 6843 90 1.87 7725 810 6915 95 1.78 7762 855 6907 100 1.70 7803 900 6903 105 1.64 7904 945 6959 110 1.56 7876 990 6886 115 1.50 7918 1035 6883 120 1.45 7987 1080 6907 125 1.38 7918 1125 6793 130 1.33 7936 1170 6766 Provided Volume = 7517 cf Required Volume Carriage Portion = 6959 cf Excess Volume to Provided = 558 cf 1 1 1 1 Detention Pond Volume Calculation Date: 11-Mar-99 On -Site Required Volume by: J Tompkins (FAA Method) Project: Horsetooth Rite Aid Job No: 98.012 Contributing Area = 1.39 acre 100 Year "C" Value 0.85 <= On -Site Calculated Factor Allowable Release= 0.24 cfs <= Allowed Release (0.17 cfs / acre) T I Volume Volume Provided (min) (In/hr) In Out Storage 5 9.40 3332 72 3260 10 7.30 5175 144 5031 15 6.20 6593 216 6377 20 5.40 7656 288 7368 25 4.76 8436 360 8076 30 4.16 8847 432 8415 35 3.80 9428 504 8924 40 3.50 9925 576 9349 45 3.25 10368 648 9720 50 3.00 10634 720 9914 55 2.79 10878 792 10086 60 2.60 11059 864 10195 65 .2.43 11197 936 10261 70 2.30 11413 1008 10405 75 2.16 11484 1080 10404 80 2.06 11683 1152 10531 85 1.95 11750 1224 10526 90 1.87 11931 1296 10635 95 1.78 11987 1368 10619 100 1.70 12051 1440 10611 105 1.64 12207 1512 10695 110 1.56 12165 1584 10581 115 1.50 12229 1656 10573 120 1.45 12335 1728 10607 125 1.38 12229 1800 10429 130 1.33 12257 1872 10385 Required On -Site Detention Volume = 10695 cf Additional Volume Excess to Carriage Ponds = -558 cf Carriage Pond Volume Distributed Upstream = 3703 cf Total Required Detention Volume = 13840 cf Detention Pond Volume Provided Job Name: Horsetooth Rite Aid - Developed Job Number: 98.012 Elev. Area (s.f.) Volume (c.f.) Cummulative Volume (c.f.) 44.49 0 7 45.0 39 7 627 46.0 1,593 634 1,874 47.0 2,171 2,508 2,492 48.0 2,827 5,000 3,024 49.0 3,226 8,024 3,361 50.0 3,499 11,385 3,586 51.0 3,674 14,971 100-Year Water Survace Elevation = 50.69 'See orifice sizing information next sheet. Date: 05/22/99 by: J Tompkins 0.82 3.04 4.23 5.14 5.92 6.61 7.23 Pad B/C Detention Facility Orifice Sizing Date: 05/22/99 Job Name: Horsetooth Rite Aid by: J Tompkins Job Number: 98.012 100-YEAR ORIFICE SIZE1 WSEL = 50.69 Flowline Elev = 44.49 Calculated Discharge2 = 7.04 Test Diameter = 0.8616 QA2 = 49.5616 CHECK 49.5416 10.34 INCHES 'Orifice equation: Q=CdA(2gh)0-5 where Cd (constant) = 0.60 2Discharge Calculations: Qout = (0.17 cfs/acre)(1.39 acres) +(0.90 acres)(8.9 in/hrA)(0.85A) AComposite factors; see 100 year drainage system design Pad B/C Detention Facility Weir Capacities Job Name: Horsetooth Rite Aid Job Number: 98.012 Emergency Overflow Weir Capacity WSEL = 51.70 Flowline Elev = 51.11 Required Discharge = 14.10 Weir Length = 12.00 Weir Coefficient = 3.00 Discharge Capacity' = 16.31 'Weir equation: Q=CLHt 5 Date: 03/11 /99 by: J Tompkins VWSEL a 50.70 p.G' r7MENCLOW GRATE WSEL 50.70 / p100 UE9R15 --l'A EMERGENCY SCREEN ' 0100 _ (R- LEFT 0100 10.3- CIA INVERT �+ �n (RELEASE) 44, 49 SECTION A -A OUTLET STRUCTURE DETAIL NOT TO SCALE 18' R.C.P TOP BERM EL a 51.70 1 [1 1 1 1 C u I Appendix E Carriage Wash P.U.D. Detention Pond Analysis 11 DETENTION POND SIZING BY FAA METHOD DEVELOPED BY JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER -------------------------------------------------------- EXECUTED ON 05-25-1995 AT TIME 11:37:09 -' PROJECT TITLE: HORSETOOTH EAST BUSINESS PARK PONDS AT SOUTH PROPERTY LINE DRAINAGE BASIN DESCRIPTION ' BASIN ID NUMBERS = 1,2,3,4,5,6,7,8,9,10,11,12 FROM HORSETOOTH EAST BUSINESS PARK, SECOND FILING, PRELIMINARY REPORT TOTAL SUB -BASIN AREA (acreage) = 8.11 RUNOFF COEF = 0.91 '•"* DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 ...INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN AURATION 5 10 20 30 40 50 60 80 100 120 150 180 NTENSITY 9.0 7.2 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 POND OUTFLOW CHARACTERISTICS: i�••'* ■■■ MAXIMUM ALLOWABLE RELEASE RATE _ (8.11) x (0.17) = 1.38 CFS OUTFLOW ADJUSTMENT FACTOR = 1 ' AVERAGE RELEASE RATE = 1.38 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE • ADJUSTMENT FACTOR. I"" COMPUTATION OF POND SIZE ----------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT �. - 0.00 0.00 0.00 0.00 0.00 9.00 0.46 0.01 0.45 '5.00 10.00 7.20 0.74 0.02 0.72 15.00 6.19 0.95 0.03 0.92 20.00 5.18 1.06 0.04 1.02 25.00 4.68 1.20 0.05 1.15 4.17 1.28 0.06 1.23 '30.00 35.00 3.84 1.38 0.07 1.31 40.00 3.50 1.44 0.08 1.36 45.00 3.25 1.50 0.09 1.41 3.00 1.54 0.10 1.44 '50.00 55.00 2.80 1.58 0.10 1.48 60.00 2.61 1.61 0.11 1.49 65.00 2.47 1.65 0.12 1.52 70.00 2.34 1.68 0.13 1.54 75.00 2.20 1.69 0.14 1.55 80.00 2.06 1.69 0.15 1.54 85.00 1.97 1.72 0.16 1.55 90.00 1.88 1.73 0.17 1.56 ■ , 95.00 1.79 1.74 0.18 1.56 100.00 1.70 1.74 0.19 1.55 11 105.00 1.64 1.76 0.20 1.56 110.00 1.58 1.78 0.21 1.57 115.00 1.51 1.78 0.22 1.56 120.00 1.45 1.78 0.23 1.56 125.00 1.41 1.80 0.24 1.56 130.00 1.36 1.82 0.25 1.57 135.00 1.32 1.83 0.26 1.57 140.00 1.28 1.83 0.27 1.57 145.00 1.23 1.83 0.28 1.56 150.00 1.19 1.83 0.29 1.54 155.00 1.17 1.85 0.29 1.56 160.00 1.14 1.88 0.30 1.57 1.00 1.1 1. 0.31 1.5 17070.00 1.10 1.91 91 0.32 1.59 175.00 1.07 1.93 0.33 1.59 180.00 1.05 1.94 0.34 1.60 185.00 --- 1.05 ---- 1.99 ---- 0.35 ---- 1.64 ---- THE REQUIRED POND SIZE = 1.639436 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 185 MINUTES Carriage Wash Detention Sizing Master Plan Ponds A, B, & C Horsetooth Buildout (FAA Method) Contributing Area = 8.11 acre 100 Year "C" Value = 0.91 Allowable Release= 1.38 cfs Date: 05-Oct-98 by: J Tompkins Project: Horsetooth Rite Aid Job No: 98.012 <= Business Park Build Out (Provided for) <= Provided Release A17 cfs / acre') T I Volume Volume Provided (min) (In/hr) In Out Storage 5 9.00 19926 414 19512 10 7.20 31882 828 31054 15 6.19 41115 1242 39873 20 5.18 45875 1656 44219 25 4.68 51808 2070 49738 30 4.17 55395 2484 52911 35 3.84 59513 2898 56615 40 3.50 61993 3312 58681 45 3.25 64760 3726 61034 50 3.00 66421 4140 62281 55 2.80 68192 4554 63638 60 2.61 69343 4968 64375 65 2.47 71093 5382 65711 70 2.34 72532 5796 66736 75 2.20 73063 6210 66853 80 2.06 72974 6624 66350 85 1.97 74148 7038 67110 90 1.88 74923 7452 67471 95 1.79 75299 7866 67433 100 1.70 75277 8280 66997 105 1.64 76251 8694 67557 110 1.58 76960 9108 67852 115 1.51 76893 9522 67371 120 1.45 77048 9936 67112 125 1.41 78045 10350 67695 130 1.36 78288 10764 67524 135 1.32 78908 11178 67730 140 1.28 79351 11592 67759 145 1.23 78974 12006 66968 150 1.19 79041 12420 66621 155 1.17 80303 12834 67469 160 1.14 80768 13248 67520 165 1.12 81831 13662 68169 170 1.10 82805 14076 68729 175 1.07 82915 14490 68425 180 1.05 83690 14904 68786 185 1.05 86015 15318 70697 Maximum Req'd Storage = 70697 or 1.62 'Off -Site ponds as designed / provided in Carriage Wash P.U.D. cf arcr*ft Carriage Wash Detention Sizing Date: 12-Mar-99 Master Plan Ponds A, B, & C by: J Tompkins Carriage Wash & Rite Aid Build Out (FAA Method) Project: Horsetooth Rite Aid Job No: 98.012 ' Contributing Area = 3.57 acre 100 Year "C" Value = 0.77 <= Carriage Wash and Rite Aid' Allowable Release= 0.61 cfs <= Provided Release (0.17 cfs / acre2) T I Volume Volume Provided (min) (In/hr) In Out Storage 5 9.00 7422 183 7239 10 7.20 11875 366 11509 15 6.19 15314 549 14765 ' 20 5.18 17087 732 16355 25 4.68 19297 915 18382 30 35 4.17 3.84 20633 22167 1098 1281 19535 20886 40 3.50 23091 1464 21627 45 3.25 24122 1647 22475 ' 50 3.00 24740 1830 22910 55 2.80 25400 2013 23387 60 2.61 25829 2196 23633 65 2.47 26480 2379 24101 70 2.34 27016 2562 24454 75 2.20 27214 2745 24469 80 2.06 27181 2928 24253 85 1.97 27618 3111 24507 90 1.88 27907 3294 24613 95 1.79 28047 3477 24570 100 1.70 28039 3660 24379 105 1.64 28402 3843 24559 110 1.58 28666 4026 24640 115 1.51 28641 4209 24432 ' 120 1.45 28699 4392 24307 125 1.41 29070 4575 24495 130 1.36 29160 4758 24402 135 1.32 29391 4941 24450 140 1.28 29556 5124 24432 145 1.23 29416 5307 24109 150 1.19 29441 5490 23951 ' 155 1.17 29911 5673 24238 160 1.14 30084 5856 24228 165 1.12 30480 6039 24441 170 1.10 30843 6222 24621 ' 175 1.07 30884 6405 24479 180 1.05 31173 6588 24585 ' 185 1.05 32038 6771 25267 Maximum Req'd Storage = 25267 cf ' or 0.58 arcr'ft 12.69acres of Carriage Wash site at 0.75 "C" value as identified in that sites Final Drainage Study and 0.90 acres of Rite Aid site at 0.85 "C" value as calculated for in this report (less than 0.91 provided for). ' 2Off-Site ponds as designed / provided in Carriage Wash P.U.D. Carriage Wash Detention Sizing Date: Master Plan Ponds A, B, & C by: Carriage Wash, Rite Aid & Pad G Build Out (FAA Method) Project: Job No: ' Contributing Area = 5.49 acre 100 Year "C" Value = 0.82 <= Carriage Wash, Rite Aid & Pad G1 Allowable Release= 0.93 cfs <= Provided Release (0.17 cfs / acre2) T I Volume Volume Provided ' (min) (In/hr) In Out Storage 5 9.00 12155 279 11876 10 7.20 19448 558 18890 ' 15 6.19 25080 837 24243 20 5.18 27983 1116 26867 25 4.68 31603 1395 30208 30 4.17 33791 1674 32117 ' 35 3.84 36303 1953 34350 40 3.50 37815 2232 35583 45 3.25 39503 2511 36992 50 3.00 40516 2790 37726 55 2.80 41597 3069 38528 60 2.61 42299 3348 38951 65 2.47 43366 3627 39739 ' 70 2.34 44244 3906 40338 75 2.20 44568 4185 40383 80 2.06 44514 4464 40050 ' 85 1.97 45230 4743 40487 90 1.88 45702 5022 40680 95 1.79 45932 5301 40631 100 1.70 45918 5580 40338 ' 105 1.64 46513 5859 40654 110 1.58 46945 6138 40807 ' 115 120 1.51 1.45 46904 46999 6417 6696 40487 40303 125 1.41 47607 6975 40632 130 1.36 47755 7254 40501 135 1.32 48133 7533 40600 140 1.28 48403 7812 40591 145 1.23 48174 8091 40083 ' 150 155 1.19 1.17 48214 48984 8370 8649 39844 40335 160 1.14 49268 8928 40340 165 1.12 49916 9207 40709 ' 170 1.10 50510 9486 41024 175 1.07 50578 9765 40813 180 1.05 51050 10044 41006 ' 185 1.05 52468 10323 42145 Maximum Req'd Storage = 42145 cf ' or 0.97 arcr'ft ' 12.69acres of Carriage Wash site at 0.75 "C" value as identified in that sites Final Drainage Study and 0.90 acres of Rite Aid site at 0.85 "C" value as calculated in this report and 1.92 acres Pad G at 0.91 "C" as demonstrated in the Final Drainage Study for that site. 2Off-Site ponds as designed / provided in Carriage Wash P.U.D. 12-Mar-99 J Tompkins Horsetooth Rite Aid 98.012 Carriage Wash/Horsetooth East Business Park Detention Pond Rating Curve for Ponds A. B, and C File: TINGEY1003POND.WQ1 ' Cumulative Elev Area Area Storage (ft) (ft2) (ac) (ac-ft) - V = d/6'(A+4ABm+B) 4944.0 679 0.02 0 4945.0 21370 0.054 0.03 ' 4946.0 10.577 0.24 0.18 u U 4947.0 17,311 0.40 0.50 Fox CARRIAGE W4S)J/R1rF /(ID. BcntD'cAA 4948.0 24694 TedRNbE Uf '.SO 'k1ZC•r ATriw.veo 0.57 0.99 - RF[vwRE4 Sr i)r WIfFek SfnRFAGE EL - Y-c �F7.2 ' 4949.0 30,709 0.70 1.62 r-oR GARtztAGE whs!/R.A./PAA G ao+)Lu OtA7 -- REGtUiREb sTORAEE. pt _:0.97 _ACRE -FT Arr'AXE1 __. .._.. AT "TILER 64RFACE EL=`49'h3.0 -- --- Area -Capacity Curve + 0.8 0. 0.5 K 0.5 40.4 ILiillll cg 0.3 V) 02 0.1 0 5 4 .5 4944 4945 4918 4947 4948 4949 Wastage (" �- Area Capacity Carriage Wash Detention Sizing Interim Orifice Sizes Job Name: Horsetooth Rite Aid Job Number: 98.012 100-YEAR ORIFICE SIZE' Carriage Wash & Rite Aid Build Out WSEL = 47.20 Flowline Elev = 44.70 Calculated Discharge2 = 0.85 Test Diameter = 0.3770 CHECK 0.7224 'Orifice equation: Q=CdA(2gh)o.s 2Discharge Calculations: 100-YEAR ORIFICE SIZE1 Carriage Wash, Rite Aid & Pad G Build Out WSEL = 48.00 Flowline Elev = 44.70 Calculated Discharge2 = 1.17 Test Diameter = 0.4095 CHECK 1.3682 'Orifice equation: Q=CdA(2gh)05 Date: 03/12/99 by: J Tompkins Q^2 = 0.7225 4.52 INCHES Qout = (0.61 cfs) + (.24 cfs) 3.59 acres detained at Pond A/B/C plus flow through from 1.39 acres detained on Rite Aid Site 4.91 INCHES Q^2 = 1.3689 zDischarge Calculations: Qout = (0.93 cfs) + (.24 cfs) 5.51 acres detained at Pond A/B/C plus flow through from 1.39 acres detained on Rite Aid Site 1 Appendix F - Hydraulic Analysis I L 1 1 0 HYDRAULIC ANALYSIS SUMMARY The pipe analysis of storm drains downstream of the on -site Rite Aid detention facility and upstream of the sub -regional detention facility at the Carriage Wash site required the coalescing of information from several different sources. First, the master drainage study for the Horsetooth East Business Park was consulted (sheets 1,2/10) to determine the overall concept and total flows to the system downstream of our site. Second, for any modifications proposed by the development of Pad G that facilities final plan was incorporated into our analysis (sheets 3,4/10). Finally, the modifications to the plan caused by the development of our site were incorporated. The Pad G improvement changes were minor. Node 13 expected flows were transferred to Node 3 whereas they previously entered the main at Node 4. Additionally, the amount of flow to Node 3 was reduced by the on -site detention facility of Pad G. The Node 4 contribution in the Master Plan totals 24.40 cfs. Of that 4.52 cfs was contributing at Node 13 and transferred as indicated above. The remaining 19.88 cfs in that portion contributing from Pads A, B, and C. When apportioned over the contributing area it works out to 4.87 cfs per acre. The actual 100 year flow from the Rite Aid site is 7.04 cfs. The remaining site, approximately 1.79 acres, can be assumed to contribute 4.87 cfs * 1.79 acres = 8.72 cfs to the storm mains at Node 4; total Node 4 contribution of 15.76 cfs. Sheets 5 and 6 of 10 is the hydraulic analysis of the Horsetooth East Business Park storm drain system for a fully developed 8.11 acres with modifications for Pad G and Rite Aid improvements. The remaining sheets include the analysis of the two on -site Rite Aid storm drains (A and B) as identified on the drainage plan. All Nodes and Pad information referenced above are as identified in the Horsetooth East Business Park drainage study (sheet 2/10). All flows are 100-year fully developed. AL 13 / aaaaaaaaaaaaaaaaaaaa� aaasaaaaaaaaaaaa_ aaaaaaaaaaaaaaeaeaaaaaaaa=aaaaaaaaaaaa REPORT OF STORM SEWER SYSTEM DESIGN im USING UDSEWER-MODEL VERSION 4 DEVELOPED BY JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO *`* EXECUTED BY DENVER CITY/COUNTY USE ONLY ............................................. ON DATA 08-11-1995 AT TIME 14:18:55 "` PROJECT TITLE : HORSETOOTH EAST BUSINESS PARK "` RETURN PERIOD OF FLOOD IS 100 YEARS "` SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- 141NNOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS 10 NUMBER AREA ` C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- 1.00 32.59 4949.00 4948.49 OK 2.00 32.59 4949.20 4948.70 OK 3.00 32.59 4951.80 4950.14 OK 4.00 24.40 4953.00 4951.25 OK 44452.7OK 7.00 9.03 4953.00 4952.46 OK 8.00 0.24 4953.00 4953.30 FES 9.00 0.24 4953.00 4953.30 FES 10.00 8.46 4950.10 4950.79 At 11.00 6.60 4950.10 4950.86 Ai -ACTUAL 12.00 2.60 4950.10 ' 4950.99 At 13.00 4.52 4953.00 4953.58 At 14.00 13.05 4953.00 4953.50 AI -ACTUAL 15.00; 1.80 4953.00 4953.77 AI 16.00' 9.36 4953.00 4953.76 At 17.00 3.87 4953.00 4953.36 At >; 18.00 5.46 4953.00 4953:31 AI -ACTUAL 19.00 3.50 4953.00 4953.69 At 20.00 8.46 4950.10 4950.84 AI -ACTUAL 21.00 2.60 4950.10 4950.99 AI -ACTUAL 22.00 4.52 4953.00 4953.60 AI -ACTUAL 23.00 1.80 4953.00 4953.77 At -ACTUAL 24.00 9.36 4953.00 4953.80 AI -ACTUAL 25.00 3.50 4953.00 4953.73 AI -ACTUAL �;. 26.00 3.87 4953.00 4953.40 AI -ACTUAL OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 -------------------- -------.-....---------------------------------------------- SEWER 14AMMOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ' CLIENT TYGO OIL JOB No. �'4 •003 FnaECTG�e1nE,E NOL)SE CALCULATIONSFON QOSE OVS0 Engineering Consultants MADE BY Fl— DATE03'O"I CNECKEOBY DATE O SHEET OF rz III FI'-E C,03L�OSIJe.DG7' I!)lA ln�o0 �o m GQ d�c -- fill 0.. = •ey.. ..-.L.�a �--'-F• '�_l_L:._ ! 0 t N u 01• �11 i > z' — 24 70 l5 I �... 111_1� f2JM 1 4:95i5!GS,+ I zz ... r 22P , N � I `- � 17• ��.�. u :. ,- _ II 41 l- DLL 1 Ml/ DS*41,im6.SL 13 , _Iy; PGPi'IN :4 04tl.1 •le.= 028'fl � O. f ��'-'L, ..' 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U m ' 0 0 0 N CO O CO CO N N O Em o o n or�000M0 C t6 N CV CV D) O O C6 CD 0) �n m a) ) N a 0) CD 0)0) u) a v v D) 0O) 0) O) N O Of jo v v v c o c v v v v v v 0 N 0 N 0 T V m N Q v O O n N v v R R �<DO a ` O N V O O O m N CO N f0 0 0 0 O 00 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 N W C 0 0 0 0 0 0 0 0 0 0 0 0 O U N N N N a a a a w W w w 0 a N O N_ t L L L « u Fu U 70 u -�o u y r N C C L 1 L C C C C C C N U7 �% O U U O Cp O CO O CO N N N N` C` C cn m C) X X X X L n 0 T V co M N pn co 0 M N� Cl) n e0 J N E co y m 2 y 0) fh W N M N N O 0 c13 avvvvvvvv ?a3 p Z Z Z Z Z Z Z Z Z Z Z N C N N a c c c g c c 0 F C Y � O Eye N N f- > N vpa 0a U DE d `0 c y c w U O1 O a` N N N N n 0 ch co O n 0 H U 0 C I E V N Q � v N a' O L O O E a n N O o C 2 co v 0 u 0 H .0 Qt U O aN y � o a` E o ED Node 4 Line 4 RA Orifice Node 3 RA Line I I Line 3 Node E ^ Line 5 ! Node 2 Line 2 Node 1 Line 1 Node 0 Project Title: HorseTooth Rite Aid Project Engineer: Joel Tompkins m:\1 project\98-012\drng\horsera.stm colorado land consultants StormCAD v1.5 (1581 10/06/98 11:46:20 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 �/io I [1 [1 5 x C O .-. .-. .-. �\ V n m a E y U C C O V N 0 t0 N N O N N N fD O II II II II Y Y Y Y E m (D O 1� Cl) ITP') N W o) o) co v m ID 1D m -� co N N N N b (7 S N S 0 0) C) W W O 0) O) v v v v v v a3" v c �0 00). V 10 vT l0 I� t`0 U m N M 10 Q i C m'L' 10 f0 CO N V O O cc0 w N r� `7 O 10 CO O U) E O O O O O O O O 10 M 7 10 q )0 )D Lq C M y N N N N N N N N CDt!) 0 In 0 In ll'1 Il') V 0) 0) 0) 0) 0) 0) O) (D 0 v v v v v v �j a3v v v O N LO CD CD r- W )O CO O 0) (D N T V EP 1D O Q) M 1� C M O ` cv 0 o 0 0 0 0 0 0 0 n c c w O CI 0 0 0 0 0 0 0 CD D a N m N O U U U U d=55 � CO U U U U co t o v to o m= of Di (b 6 1 co 0)N J Em Z 0 c •- N M Q N Q Q W o. m d m 2 d 2 S c c c c g 0 N (h 7 N a Q Q Q Q c c c c J J J J C C O E m 0 F > m 0 nQ U w E N `D c y c w m 0 a` E '0 u 11 F7/ io I 11 1 1 MW 1 0 ' Project Title: Horsetooth Rite Aid Project Engineer: Joel Tompkins m:\lproject\98-012\drngVa_Ina.stm Colorado land consultants StormCAD v1.5 (158) 03/12/99 01:50:46 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 N N N N O N C C C d c N C N N 0 N c U) z z E z 9 z N d o 0 0 o o Q V) �0 O N 04 N i0 O O O O it O It Y Y Y Y Y Y M M V M M N M N I- 01 M E m N N N N N N N N O 0 W O N 0 0 J 0 0 0t0 0 0 0 00 = j CO tm ,` N 10 L0 O O W N O O O O O Cl M Q � 0 p).- t0 m O N O coto O t� V N O N I� N O t0 n n n O fl� fM i� U U U O. v U) 'ON- U E o 0 0 o o o o 0 0 0 0 0 0 0 0 r. o o n r 0 in 0 D N N N O O CO 10 N 10 10 7 C7 c)L co M N N 0 r M V M M 7 V >' U^ O N O O N M N �0 N O. 0 0 0 0 0 0 0 0 0 0 0 0 w .0.. 0 0 0 0 0 0 0 0 0 0 0 0 V% w C 0 0 0 0 0 0 0 0 0 0 0 0 O U c 0 Q y `m L �`p L �`p t �`p L 1`2 L 2 L m N U U U Z U M U U C C C C C C d- L fn ` ` O O ` ` U U U U U U L M rN) . O V _ G O U'j ? O ? J m D d y N N C'7 C7 � v ?� O N m m 0 0 N `) 0 0 m N a Q O D U Q U U O CO N R lM N a m m m Q m m a c c c c c c J J J J J J x � O E v F � A 0OQ a U d E m `o c N 5) c W E m m m N to n O .N_ Q f/) m 0 n (D O H U u C u 1 1 1 1 1 1 Nu 61 un W.B0 M. 42 W. 8.5 CO1 W.B.. No F2 W.A.] CO2 Un. 83 No H W.84 OWN Project Title: Horsetooth Rite Aid Project Engineer: Joel Tompkins m:\1 project\98-012\dmg\ra_Inb.stm Colorado land consultants Storm CAD v1.5 [158] 03/12/99 02:14:59 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1-7:1 �j 1 1 i 1 1 1 1 1 [I 1 1 1 1 0 1 1 1 Appendix G - Riprap Sizing 1 11 0 1 1 CLC Assoclates, Inc. BW E. Orchard Rd. Suite 2000 Englewood, CO 80111 303 770 5600 303 770 2349 FAX Planning Engineering Architecture landscape Architecture Land Surveying M tlIINRl�ImtfmWSYIK PROJECT Host rTnnTN F?iit A10 DATE r-9� I49!-z SUBJECT Rio RSP Shim& BY Ip-r JOB NO. 98,017 ,_, , .._ � ! FUx�Af..t.-1 CAStS ' ASsur.-rC. ETA /G(.vAT$R C Yf.): 1-/G6HT .SgMt jAS /lOR t�l DEP_7"Ij i-' OF_FGOw �(.N' DISC N/jRGt.P?%E, CI,voR$T GASE )- r �cIMF-1 A10LTFau 4 IT, RCP I T �_j._' 107ALwIDAi . <3.>fi S) _ SE S_k5 t.vcL[Aztvfi.oF T21GKc.E CNA.+shEc.ii 'r 5 <r, I ( I ? 1 _ I 1. r l LINC�6 .OUTFNLL._ ! C s t 17 _ t T Rs�iN ilZ PVc B O 52Y.._+ :' 0.0f .. a 1..;�r li'L ' i j "i"`1-1"i _ ----•� .--t _ j�' .. �'_-i _Li._i. r!I � - L' f .._ �. _�' 1 L _t .,._ 1' FiGu2L S '.7' ?"R'E.{ -i-; 1 I-,_-T • LL:fi�+G�H .!3DI _.:.<3)c�)=_3' i_;_.1 i _ !T' _ ...'-. r , iyy O F - TRIC L IL L � _ ♦ � -mot -. - - - __ - ..__-. -_ _ . T r: _1 t i ' ` I 1/10 PAGE OF DRAINAGE CRITERIA MANUAL RIPRAP X0 n 0 4C 0 •ZN �Gy �yQE iYPE L 00 I 00 .2 .4 Y /D .6 .8 1.0 t Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION .PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE a FLOOD CONTROL DISTRICT I 1 1 Appendix H - Erosion Control Efficiency Analysis 1 Erosion Control Requirements Date: 09/09/98 Project: Horsetooth Rite Aid Designed by: J. Tompkins Job No: 98.012 Rainfall erosion control measures calculated on following sheets. Wind zone is moderate. At approximately 200' width with prevailing wind one barrier (silt fence) at east property line will be used to control expected erosion. Cost Estimate Price per Total Erosion Control Method Units Quantity Unit Price Silt Fence L.F. 1000 $3.00 $3,000.00 Gravel Filter Each 4 $50.00 $200.00 Riprap C.Y. 9 $33.00 $297.00 Total = $3,497.00 Total + 50% security requirement = $5,245.50 RAINFALL PERFORMANCE STANDARD EVALUATION ------------------------------------------------------------ PROJECT: HO?,seroo-rN Rtrc Air-) STANDARD FORM A uPOM- i/12/99 COMPLETED BY: 4. TnMP1UNS ---------------------------------------------------------------- DATE: nrT. i, 1999, ---- DE VELOPEDIEROOIBILITYI Asb Lsb I Ssb I Lb I Sb I PS 9 -------------------------------------------------------------- DI/SF-A:1989 I 1 11 1 1 0 I 1 0 01 01 0 0 0 Ln mmmmm O M010 0000000 . .......... O 4444U;�In�U1u1 0 mmmmmmmmmm O mc1o101c101o101o10MM000 . ................ o V V a.rV vV��rvV vv4nlnln M oDODcOmmmmmmmmt>ocomm o I�mmmo�o,rno�o�o�rnc�o�o+o�rno�rnrno+ . . . . . . . . . . . . . . . . . . . . . o VV V aV vvV V avV V V V V vV v.r N m mm mmmOD00m00mm OOmmmmmmm 0 oMv4n1o1o1olorrrrrrrrrrrrmmmmmm . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 �rvv�r�a �v�v��v�v�r�v�r�vvvvv� 0 .-I mmmmmmmo0mmmmmmmmmmmmmmmmmm p O mNM�rinlnalo�n� ww$0rrrrrrrrrrmmm r] 01 Mv�r���vva�r�ay.rsrsrsrv.ravva�.ry U mmmmmmmmmmmmmmmmmmmOmmmmmm O 10 O N M V' V' In In In in 10 ID 10 10 IO t0 10 10 t0 10 r (� r r r t` . . . . . . . . . . . . . . . . . . . . . . . N m z m m m m m m m m m m m m m m m m m m m'm m m m m m m H aO V' 01 r♦ N M M v V V' V to In In In 4n In In In In W %D kv 10 10 10 r O r mmvv v vvvverav V era.rerV vvvverer U m m m m m m m m m O m m m m m m m m m m m m m m m m a E m O OtO9i iNNMMMM V V V V V V V ellnlnlnln1010 w mmmmmmmmm�ommmmmmmmmmmmmmmm as .-.O InNlnrm0100�-I ri rINNNNNMf"1 f�MC'1 V' V' V'V' V' to de . . . . . . . . . . . . . . . . m w v In N M M M M M V' m m m m m m m m m O m m m m m m m m m m m m m m m m 00 14m.-Imr1MvInIAwwr-1-r-mmmmmm01.010100000 02 a 34 N N c4 M M P1 M M M M M M. M M. M M M M M M M 44444 EI0 to mmmmmmmmm00tOmmmmmmmmmmmmmmm O t0 In m O rl N M V' V' In In In �0 t0 10 10 IO r r r r m m m 01 � H t%i er r-1NNMMCIMMC'1 M f•f f"1 f'�fMMP')M Mf'fMMMMMMM W U to r4 r4 In N w 0O'-I NNMMM V'V'V' V'"InInInW%0101-t- M e-INNNNMMMMMMMMMMMMMMMMMMf'1 f"f M m m m m m m m m m m OD m m m m m m m m m m m 00 m m m O O m N 10 m 01 O r4 N N M M M V'vv V' V' V' In 1n O In 1010 t010 ai N enOe-I.-IrI.-INNNNNNNNNNNNNNNNNNNN W m m m m m m m m m m O m m m m m m m m m m m m m m m a In In In C! N M V In t0 r r r m m m Qt 01 01 01 C1 01 0 0 0 0 0 0 a Fa N m00rIHHW-IrlrlHHW-Ir4r11-4rlr4rlrleiNNNNNN � I m O M m 10 m m 01000 r4 rl rl rl NI........... • ... •Ni01000O000r4r4r1Hf-Irlr4mr4Hr4HHHr4r4H rmmmmmmmmco0ommmmmmmmmmmmmm In mNm r4 ". 0 r r 0D m 0 O O ri r4 e-I rI r+NNNMM en MM r1 10 m m 01 01 01 01 01 01 G1 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rrrrrrrrrrrmmmmmmmmmmmcommm O 10 M O V' r 01 O rl N M M � Vto to In to t0 10 ID 10 r r IO 10 t0 . . . . . . . • • . . . . • . . . • . . . . • . . rl V�lorrrrmcomoDmmmmmmmmmmmmmmmm rr�rrrrrrrrrrrrrrrrrrrrrrrr In 010 V'10rmCID rrr 1W%0%0In-0-0MMNN01%0 V Hat%0 O O N N N N N N N N N N N N N N N N N N N rl rl rl rl O O rrrrrrrrrrrrrrr- rlr.rrrrrrrrr- 3 E O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O U E-E 00000000000000000000000000 0z44 r+NM V 0wr-m010•-4NM V mwr-m010m0m0m0 Gy W v r4 r4 H H H ri r4 r1 H H N N M M V' V' 0 a MARCH 1991 8-4 DESIGN CRITERIA 1 1 EFFECTIVENESS CALCULATIONS ---------------------------------------------------------------------- PROJECT: H ORSETOOTH R1TF- AID STANDARD FORM B COMPLETED BY: J TOMPKINS DATE: ,tiT f99R MAJOR' BASIN Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- LMPrR.V101AS AREA O.OI 1.00 vmm/EL C=ILTER. I.00 O.50 . =+ILT F�NcE l.00 - 0.50 SEDIMENT $MAP I - Do O.SO ---------------------------------------------------------------- PS SUB I AREA (ro) BASINS (Ac) CALCULATIONS ------ ----- ----- ------ ------------------------------------- 78 r I A -G 2.17 I D,R,116 CC Ni-RN Ci IUN -- INSTALL -r RAP, ,,,ILT FrENCG, ANC) &R/4VFL LvLET PROTECTIO,\/. =rrlPe Rvro�1S AaE,P. I .`F (, .FC RL PERVfUNi ARc--/; = 0,71, AcPE L�1'-I,Z o10 O�nrc1NC- C��;z-R�1cr10N ?N�-Tq Lc. SILT 1<E.,ct LINO (j RFl\/g l_ iNLEr PIepT�CT10N. LMOEk V10In5 AREA = O.U= ACRE _ I FEK\/IoN> AR.E9 v 0.08 ACRE ICNeT'CO.OI C1.46*0.02))/(2.17 +0.10)'= 0.0065 FIET= L (O.E&)(() 50)(0.00) — <c.oS+O.TI) = O.ZZ03 � F-FF = CI - CC * P)� 100 = . C I - Co.00CS $ 0.2Zo3 )] 1W ` EFF = 99. bG 2 78.`t I I I ---------------------------------------------------------------------- IDI/SF-B 1989 onlND ERODIBILIT Y fVIA.rX FORT COLLINS COLORADO y 'n�� c�!:?u x /`ice. •' _ . ....•.,�..t iYri'aix ja �`'��,�, ► -::� , ,�.:' - \ SITE to aft ` mil+ \ •` �' �' ' i , tr r " / . 1 � � 1 �. ERODIBILITY ZONE LOW 0 1/4 1I2 1 MILE MODERATE ' 0 1000 2000 3000 4000 5000 FEET HIGH SCALE 1" = 2000' ' I 1 1 ' Appendix I Horsetooth East Business Park Drainage Plan Excerpt C I ' _sAS-IN RIT14 No - ROAlr A15 /C PROVIDED _____ DF_TEtq'T/QV %-dRRIAZE. 1 •• E 1 - � I_ I' Isp 1 PIPE ABANDONCO 1 & BLOCKED b so • SCALE 1' =50' ' •� 100 lac 200 Ii I -,I, i. HORSETOOTH I + I i ' PAD ' A , `- --- -- r TF=54.00 'jai 4 • JAREA INLET 1.04 AC i 1 Q -� p �f 17S h Oi • Iws n � a1 .a ♦a =Now&" .jam r _._AREA I INLET 75 Q 1 6 >� 9.5 r 5`�1 RCP 5 5 W 7 Lzo_— 9ijqm rp � r 1 r AREA J: h� INLET - h:A - i�iT:dii.—.i"l:a� � aiar ► � :oi�Y.y„tii g:,` 17s �. I , j _@� 16S • HORSETOOTH EAST BUSINESS PARK, SECOND FILING 17S ; 1 AREX INLET 0.39 A< 171 r—N 17S1AREA _ 1 7� ".41 • t`L 17S ! GQ` 6i I QQQI ®15 AREA INLET J ±1 �17$ i �- _ z II EXISTIN #5 • J j^ r • �a 5,L9 �� MAN 21 12 vy;4dvA'j 4 �iTO DAYLIGHT - `CULVERTS- � f r in t cc .� t [J 1 1 tBack Pocket - Drainage Plan 1 1 1 1 .u. D.: ac 9La Me�aacpa� Ia����s�a i 4�E MI I ' H-1 412 023029 LOT SANN O1. 2 0,25031 , r r _ r HARM 7 A® G OUSTING FALL I I TYPE R CALUTL'TV NOTIFICATION GAUTION• NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUEDDNEO THAT THE LOCATION AND/OR ELEVATION OF CENTER OF COLORADO E%'STING UTILITIES AS SHOWNION THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY 1-800-922-1987 IS NGMPaWRE RELIED ONES AND, Ep$OBJ}jMME EXACT ORECOMPLETEE THE CONTMENTS TAXEN IN THE IRACTOR MUST CALL ELD THE ATHE NLOCAL CALL S-BU911ES GAYS W ADVANCE UTILItt LOCATION CENTER AT EWT 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT BEFORE YOU DIG, GRACE OR E%CAVATE FIELD LOCATIONS OF THE UT E5 R SHALE BE THE RESPONSIBILOV OF THE CONTRACTOR i0 FOR THE MA RNWO OF UxDEROROUND RELOCATE ALL E%ARMING LRILI ES WHICH CONTACT YAM THE PROPOSED IMPROVEMENTS SHOWN MEMBER UTILITIES. RELOCATE THE PLANS. S-D9 AMA BAST i v LOT 9 \RITE AID C' SOS EABE MEMORIES O I S TO LI ,D BL PCMCMLD t D - Nos I 0,31 MIT GIA4 (t'wRE ARtl CIAO p STORAGE VOLUME - 13.810 cf 100-YEAR MEL = 495069 SIZE DISCHARGE - 204 ON ORIFICE SIZE = 10.34 in EMERGENCY OVERFLOW IRv--1 Tor NTSa_,L,a WIDE By MENTSP ' 3 I r r CROSS STREET PAN AND MRS PDT PROVED) BY PAD C IMPRDOEMws �. A A. 100-YR RUNOFF TABLE AREA SEEMS Area (AC) R000O Coeff Tc (min) CA I (In/nr) Once (Cfa) Oz PHS) A 0.27 1.00 5.0 10.2] 1 9.40 2.54 079 8 032 AGO 5.0 0,321 940 301 O.BB C 0.49 1.00 5.0 049 9AD 4.61 1.24 D 0.31 1.00 5.0 0.31 940 2.91 0.99 E 0.36 0.36 9.5 0.11 755 0.98 0.27 F 0.15 095 5.0 0.14 940 1.35 038 G T29 0 ]0 5.0 0.20 9.40 1.92 051 BY-1 0.08 0.31 6.3 0.03 8.90 0.22 0.06 BY-2 0.02 1.00 SO 0.02 9.40 0.19 BOOS OS-1 0.32 1.00 5.0 0.32 9,40 3.01 077 OEI 1.52 0.31 317 047 409 1.94 0.51 MMN PROE CT TM LOCATION E NC RL HOasErooTH aonDii 0 E RL LMNp EE J RL MI HC 4 LIE NC NO VICINITY MAP NOT TO SCALE PROPOSED 0 EXISETNG STORM COVER MANHOLE 6 STORM SEVER INLET STORM SEVER _._ _0-.. - - CONTOUR LINE HANDICAP RAMP CURB AND CUTTER / IYI1 M A HM1TURIC DRUNAGE SEEM >i1M M DEVELOPED gWNACE BASIN B451NDESIGNATON L007--- DRrFNACEBARNACRES IOO-YFµ POHOOF COEFRCENT l-. Iu W RUNOFF 11AFFICANT MEC11011 T NMIPR QDESIGN PRIM I00-YFM WATER SURFACE GENERAL NOTES JTHIS PLAN Is INTENDED TO BE USED AS REFERENCE IN CONJUNCTION . MIT THE FINAL ORAIN.CE REPORT DO NOT DY THIS PLAN MR CONSTRUCTION 2 PµN Nc AREAS Nl L INCLUDE 6 INCH OPTICAL CURB AND CLOSER MM A ONE SPOT PAN. ALL STORM SUMER CONSTRUCTION (e PIPE .NE xJFls MANHOLES) Tu BE ACCORDANCE CITY OT wwUN COEs STANDARDS AND SPECIGnNs LEE I ONF A mlr SHALL PHASE GRACING ALTNLNES TO THAT E O.SBL 01 TEROSON .. SCRATCH SEDIMENT PR OPOSED RIIC N EVER OUOsmmH swiss NSTION o AND MENTNNED uTFREJGHOUT CONSTRr u'CTON 'FIT DPAINNG 5 iN'END60 r�on ONVY NOT TO BE USED FOR-ONSTRUI-110N _ 1 GRAPHIC SCALE 30 D 15 30 60 30 IN FEET ) PREPARED UNDER HE DIRC-7 PUMP D MArli PT IN HOO FOR AND DIN BEHALF 'IF YYYY YJ CFFCFC pccac oc �aaaaaa aY Betz 2q BeFIR 8e_^2d8 Prot Number 98.012 Dram By JOT Designed By XT Chocked Of PER Y EL Q U d z U) U) m Do n ZO UQ a �0co0 °^ m G O i t- U Ei w w to C6 a <�NW o = a 0 � o z LU JLE Swat Tift DRAINAGE PLAN PM 21810 C4.20 C mostaffitRIor- NE R. OF NE 1/4 --------OrSEC. 31, 17N, R68W HORSETOOTH ROAD FOUND L.S.3" DL.S.^ 0123 CAP N LINE C'F THE NE 1/4 OF SECTION 31 100_right-of-Way CALL UTILITY NOTIFICATION CAUTION- NOTICE TO CONTRACTOR LIE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF CENTER OF COLORADO EXIEI'AG UTILITIES AS SHOWN ON THESE PUNS IS BASED ON RECORDS OF THE VARIOUS UTILITY ION IS 1—GOO-922-1987 NOT PTO BE RELIED ANICUMES AND,WHERE EASOSSIBEIINGEEXACT ORE COMPLETETHEEN THE CONTRACIN THETTOR THE MUSN CALLFORMTHE LOCAL CALL 2-BUSINESS DAYS N ADVANCE UTILITY LOCATION CENTER AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT BEFORE YOU DIG. GRADE, OR EXCAVATE FIELD LOCATIONS OF THE UTJUDIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO L FOR THE MANKIND OF UNDERGROUND I RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN MEMBER UTILITIES. ON THE PLANS. \`....._ LEGEND PROBES E➢ EXL4➢NG • STORM SEWER MANHOLE STORM SEWER wET LL-a Pm STUNK SEWER 1531 CONTRAS UNE CURB AND GUTTER _ SILT PENCE AREA INLET FILTER GRAIL VEHICLE TRAaING CONTROL GRAPHIC SCALE 30 0 15 30 60 RIPRAP ED END AT a.wED END PIPE s2cnorN ( IN FEET 1 SENIAS RAP 1 .3C CRY OF FONT OOLLNS STANDARD GENERAL EROSION CONTROL NOTES- 1. THE CITY OF FORT COLLINS STORMWATER UTILITY EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY CONSTRUCTION ON THIS SITE, 2. ALL REQUIRED PERIMETER SILT FENCING SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTNEY (STOCKPILING, STRIPPING. GRADING. ETC.1. ALL OTHER REQUIRED EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTIONN SEQUENCE AS INDICATED IN THE PROJECT SCHEDULE. CONSTRUCTION PLANS, AND EROSION CONTROL REPORT. 3. PRE-DISTURS.WCE VEGETAION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMOLATE CONSTRUCTION OPERATIONS, AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. 4. ALL SOILS EXPOSED DURING LAND DISTURBANCE ACTIWIY (STRIPPING, GRADING, UTILITY INSTALLATIONS, STOCKPILING, FILLING. ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISCING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE TUN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY OR PERMINENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY STORMWATER UTUPY. 5.THE PROPERTY SHALL BE WATERED WHO MAINTAINED AT ALL TIMES DURING CONSTRUCTION ACTNITIES SO AS TO PREVIEW WIND -CAUSED EROSION. ALL LAND DISTURBING ACTNITIES SHALL BE DISCONTINUED WHEN RECEIVE BUILT IMPACTS ADJACENT PROPERTIES, AS DETERMINED BY THE CITY OF FORT COLLINS ENGINEERING DEPARTMENT. 6.ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES SHALL BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY AFTER EACH RUNOFF EVENT IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMEWS, PARDCUARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A RUNNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE IWO ANY DRAINAGEWAY. ).NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT TRANSPOW BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 30 DAYS SHALL BE SEEDED AND MULCHED. B.CITY ORDINANCE PROHIBITS THE TRACKING, DROPPING, OR DEPOSITING OF SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS BY OR FROM ANY VEHICLE. ANY INAOVERTANR.Y DEPOSITED MATERIAL SHALL BE CLEANED IMMIDIATLY BY THE CONTRACTOR. _ 9.ALL RECOMWNDATONS OF THE FYYL YIMYBIB MIMAJO WWOONTROL PLAIN AND STUDY FOR THIS DEVELOPMENT SHALL BE COMPLIED WITH. TU 10. ALL EROSION CONTROL DETAILS CAN BE FOUND ON DEVIL SBTITTC5.9O I1. REFER TO CONSTRUCTION SEQUENCE (THIS SHEET) FOR INSTALLATION AND REMOVAL OF ALL EROSION CONTROL DEVICES. SEQUENCE FOR Im Ca1PLLlED or: BAD OATS: OCTOBER B. Im 1999 MONTH JAN FEB. MAR APR. MAT -0N. AY AUG. STEEL OCT, NOV. DEC. OAMLOT SPACING WKS EROSION CONTROL SOL ROUGHENING PERIMETER BARMEN ADDITIONAL BARRIERS VEGETATIVE METHODS SAL SEALANT OTHER CONTROL EROSION CONOL STRUCTURALSEDIMENT MAP/BASK N ET FILTERS STRAW BARRIERS SET FENCE BARRIERS SAME BAGS BARE $ALL PREPERAnOH CONTOUR PUFFINS TERRACING ASPHALT/CONCRETE PAYING DINER KCETATIVE'. PERWNENT SEED PLANING MULPHNG/SEALANT TEMPORARY SEED pl,ANpNG _ SOD INSTALLATION _ STRUCTURESINSTNI£D BY MAINTAINED BY VEGETATION/WLCHING CONTRACTOR GATE SUBMTED Q5(35[99 APPROVED BY THE CITY OF FORT COAJNS ON _ 0 INSTALL SILT FENCE. RE: SHEET C5.90, DETAIL C. Q INSTALL AREA INLET GRAVEL FILTER. RE: SHEET C5 90, DETAIL A. O INSTALL VEHICLE TRACKING ROCK FILTER DYER. RE: SHEET C5.90. DETAIL B. © INSTALL GRAVEL FILTER SEDIMENT TRAP. RE: SHEET C5.90, DETAIL E. u tti�Yti 9gilima aaaaaaa ajzz'zzz g cqq pcP PrP q�qPcP �S�1IqZ SStRA3535S cE�!WMEII sE��eeFEe 88 �_BSEB Propct Number. 98-012 Gram By WAR Dmignm By SIC CNec4ea By. SIC KI KID At MAIL" AT GLI LIK /Yd LV a U d W m Z G m0 U O : E— LL 1 E W GO co C0 • . . BE: Q z W OIL y =O M F U = LL EL LL LL BECIO _O 497 �R& EROSION CONTROL PLAN PN 21810 C5.10 BMet Nwnbw