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HomeMy WebLinkAboutHARMONY TECHNOLOGY PARK THIRD FILING - Filed M-MISCELLANEOUS - (2) City of Ft. Collins Approved Plans t _ . Approved By �, Date .� ?-t( ,„ .,,,,.. p.;),..,. - ,vq.5 "''',EY'....,`N-A„, ,,_ , . .,,,,,, -...,:_,..,.i.,..,.„, 4.„ ,, .=._ ,,,,,Figp , ,, . .7,,,,.. ---.,,,-- , 1ENcINFEERjG v ca w M Yc� �F6'k �S 1 ,a. t •.�— Jy t r �� 70' ,' ta, ¢ � rK 2. w dp IvAF'. - 19 OL DTOWN SQUARE - ,.SUITE_. 238` FORT COLLINS' CO`80524. OLLINS 9ZO4194344 Final Drainage and Erosion Control Report for TechnologyPark Harmony ,,,. Third Fifing, First Replat r ,,... Fort Collins, Colorado 1 ... .,, __ „,..., 0.4 may 18, 2011 0 a. t/ • i; May 18,2011 A'''' Mr. Glen Schleuter 44 City of Fort Collins Water Utilities--Storm water 700 Wood Street Fort Collins, Colorado 80521 'cl RE: Final Drainage and Erosion.Control Report for the Harmony Technology Park Third Flo Filing,First Replat Dear Glen: ,,,, xu::. We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Report for the Harmony Technology Park Third Filing, First Replat. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage mai, Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Ply Aspen Engineering RADA LiC cr.."`RYA•'C Fti�; 43251I. 214%. alit' .: : OA 0 1 F :: :--li sip `_9• ?-zz-II .. j' :,Fs John Gooch,P.E. ,S,• • •.. _G 611 Principal ,,,N NAL , I. IP .'i 4 Y i ur TABLE OF CONTENTS. DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION 5 A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 II. DRAINAGE BASINS 5 A. MAJOR BASIN DESCRIPTION 5 B. EXISTING SUB—BASIN DESCRIPTION 6 III. DRAINAGE DESIGN CRITERIA 6 A. REGULATIONS 6 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 6 C. HYDROLOGIC CRITERIA 6 D. HYDRAULIC CRITERIA 7 E. VARIANCE 7 IV. DRAINAGE FACILITY DESIGN 8 A. GENERAL CONCEPT 8 B. SPECIFIC DETAILS C. DETENTION PONDS 12 �a . . D. STREET CAPACITIES 12 V. STORM WATER QUALITY 12 A. GENERAL CONCEPT 12 B. SPECIFIC DETAILS 12 VI. EROSION CONTROL 13 A. GENERAL CONCEPT 13 VII. CONCLUSIONS 13 A. COMPLIANCE WITH STANDARDS 13 B. DRAINAGE CONCEPT 13 C. STORM WATER QUALITY 14 D. EROSION CONTROL CONCEPT 14 E. EROSION CONTROL ESCROW ESTIMATE 14 REFERENCES 15 I APPENDIX PAGE VICINITY MAP A 4r_ '4'. RATIONAL METHOD HYDROLOGY B ^'IP STORM SEWER PIPE SIZING C INLET&CURB CUT SIZING PO 3 SWALE SIZING E ,....,,,,:_ EROSION CONTROL&RIPRAP SIZING F PROPOSED DRAINAGE EXHIBIT w/EXISTING BASINS SHOWN G I PO ,,.. 1 i. -- I 1 1 G;. .. (119 PO I r 00,7 Oil 00„„„ pi. iiiit FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE HARMONY TECHNOLOGY PARK THIRD FILING,FIRST REPLAT FORT COLLINS,COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location r _ The Harmony Technology Park Third Filing, First Replat project is located within and comprises Lot 1 of the Harmony Technology Park, Third Filing. The site is bounded to the north by Precision Drive,to the east by Custom Blending(Lot 2 of the HTP Third Filing), to the south by Rock Creek Drive, and to the west by Technology Parkway, The project site can also be described as situated in the northwest quarter of Section 4, Township 6 North, Range-68 West of the 6th P.M., of the City of Fort Collins, Larimer County,Colorado. The site comprises approximately 4.92 acres(see vicinity map Appendix A). yT- B. Description of Property The project consists of one 49,900+/- square foot building along with associated parking lot improvements and utility improvements. Previously,the site was fallow agricultural land, which was overlot graded with the construction of the roadway infrastructure and the Custom Blending site several years ago. Today, the site is covered with native grasses and weeds. The topography of Lot 1 of the Harmony Technology Park, Third Filing generally slopes northwest to east/southeast at varying slopes from 1.0 percent to 2.5 percent. ro . II. DRAINAGE BASINS >.:. A. Major Basin Description The site lies within the McClellands Basin. The site drainage has been previously accounted for in the Harmony Technology Third Filing drainage study; and the Harmony Technology Park Site Master Plan(HTPSMP). The project drainage will t ,` be in conformance with these two studies,as well as the original study completed for 5 the majority HTP site, which can be found in the East Harmony Portion of the `'rv`w ' McClellands Creek Master Drainage Plan(August 1999). =w B. Existing Sub-Basin Description The subject site is comprised entirely within existing sub-basin 120 of the HTP Third ,,;.;` Filing Drainage report. Existing basin 120 contains approximately 4.92 acres, and was modeled with the entire 4.92 acres having a 'c' value of 0.80. The 100-year iiiiii,-i; runoff from basin 120 is 40.87 cfs. Please refer to the Third Filing Drainage Report and HTPMSP report for further details. Please also see the drainage exhibit in -411 Appendix G of this report for the existing basin and the overlapping proposed MP drainage basins for the subject site. Existing Basin 120 conveys its flows overland to the southeast and into the existing detention pond(Pond 110 of the Third Filing report). No offsite areas contribute overland flow to the project site. However, some offsite flows from the west are "G routed in an existing storm drain system that does cross through the west and ,,' , southern portion of the project site in an existing 24"RCP,which is located within an existing 20' wide drainage easement. The existing storm drain system will be utilized for a portion of the western and southern areas of the project site, with S. developed runoff from these areas being conveyed to and through the existing storm drain system. This routing and conveyance is discussed later in this report. III. DRAINAGE BASIN CRITERIA r A. Regulations Since the subject site has been previously modeled,the site is allowed to release un- detained to the existing detention pond,which has been sized to provide water quality Oil and detention for the developed 100-year runoff from the subject site. ft rl B. Development Criteria Reference and Constraints The criteria and constraints from the City of Fort Collins will be met. t C. Hydrologic.Criteria me The Rational Method for determining surface runoff was used for the project site. The 2-year and 100-year storm event intensities were used in calculating runoff values. Previous requirements provided for industrial site modeling being provided for the 10-year and 100-year events. However,in speaking with G1en.Schleuter,the 2-year event is now modeled,rather than the 10-year. 6 be 1, The City of Fort Collins intensity duration frequency curves were used to obtain Fir rainfall data for each storm specified. Detention pond sizing is not required, as detention and water quality are provided for the subject site in the existing detention le pond (Pond 110) from the previous infrastructure improvements of the Harmony E. Technology Park Third Filing and Custom Blending site. 1 D. Hydraulic Criteria 60. la All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. 7 Final storm sewer pipe and inlet/curb cut sizing has been completed using UDSewer and UDlnlet from UDFCD. Final Swale sizing has been completed using AutoCadd Civil 3D Hydraulic Software, while final erosion control/riprap sizing has been 010 calculated using North American Green software. E. Variance °.. 1 A variance for a ponding depth-of 1.26' in the parking lot at Design Point 9(Neenah ra R-2580C Inlet grate)versus the standard allowable depth of 1.0' is being requested. This request is being made to allow utilization of the existing storm sewer pipe system, rather than upsizing approximately 134 linear feet of 24" RCP to the calculated 27" RCP (30" RCP install), which would provide no ponding at the proposed inlet. riv It's important to note that the time of concentrations for proposed Basins 8 and 9 are ilia- 5.4 and 5.0 minutes, respectively, while the routed time for offsite basins 5,02 and 4 "rilir 503 is approximately 8.6 minutes. Therefore, the runoff from basins 8 and 9 will reach its respective design point(DP 8&DP 9)earlier than offsite flow from basins INF 502 and 503, and will pass through the system at an earlier time. However, the ra proposed rational calculations provide for all four basins(502, 503,and 8-9)being routed at the same time of concentration through the system,which provides for the r- spike in the ponding depth.Assuming all basins hit at the same time of concentration, the ponding influence in the parking lot could spread laterally approximately 32 lie linear feet,though the actual distance will probably be less during major events. IThe 0.26'of additional ponding over the allowed ponding depth of 1.0'could occur l in major storm events,but is not anticipated to occur frequently,due to the time of concentrations of the individual basins, which provides for the proposed basins k enteringPIP the storm sewer pipe system at earlier time than the offsite basins. Therefore,the variance for a ponding depth of 1.26'versus the standard 1.0' is being r requested. , MO fie' AI IV. DRAINAGE FACILITY DESIGN _ A. General Concept Eleven proposed drainage basins will provide conveyance of drainage for the 4.92 ry, acre site to the existing detention pond(Pond 110),located southeast of the site. The drainage will be routed to the existing detention pond via curb and gutter,cross-pans, swales, inlets,and storm pipe: • Existing detention Pond 110 provides approximately 7.98 acre-feet(only 7.74 ac-ft required by previous report) of storage for the combination of detention and water quality,while having an allowed 100-year release rate of 15 cfs,in accordance with the Harmony Technology Park Third Filing Drainage Report,by Stantec Consulting, Inc, dated January 1, 2007. It's important to note that existing Pond 110 has been sized to receive the 100-year developed flow from Lot 1,with the allotted overall'c' value for Lot 1 (from the HTP Third Filing Report) being 0.80. The calculated composite 'c'value for Lot 1 is 0.75, which meets the requirements set forth in the previous study. Furthermore,the calculated 100-year runoff from the developed site is 32.02 cfs,compared to the allowable 100-year flow of 40.87 cfs,calculated in the previous report. Please refer'to the rational calculations in Appendix B and the Drainage Basin Exhibit in Appendix G for additional information. 111. j B. Specific Details Basins 1-6,and 7 Basins 1 through 6 will convey their flows via overland and routed flow to the east/southeast towards their respective design points. Runoff from the northwest portion of Basin 1 (Plaza area)will flow east in a small swale and through a 1' curb in the northwest corner of the parking lot in Basin 1. The flow from the plaza area will combine with that from the remaining area of Basin 1 and will flow east in the parking lot's north curb and gutter. The runoff from basin 1 is captured by a 5'Type VI& R inlet at Design Point 1,which conveys the runoff southeast via a 15"RCP storm sewer and into the proposed swale within basin 2. The flow from basin 2 combines Fiv with that from basin 1 and is routed south towards design point 2. Meanwhile,a small area on the north side of the building within Basin 3 conveys its runoff to the east in a small.swale and through a 12"HDPE pipe,installed under the riff north sidewalk entrance to the building. The proposed 12"HDPE and small swale convey the flow to the east/ southeast and eventually through the proposed ACO sidewalk trench drain,located on the east side of the building in Basin 3. The runoff from the roof and remaining area within basin 3 flows east across the parking lot and 0142 through a 2'curb cut at design point 3,thus combining with flows from basins 1 and 2. VFW ,i�.,. Runoff from the roof areas within basins 3,4,and 6 will be conveyed to the ground , via internal piping and then lamb's tongues on the east exterior building face. Like { ``' the runoff from basin 3,the runoff from the roof and parking lot areas within basins ai,, 4,and 6 is conveyed east and also enters the proposed swale via curb cuts(2'curb cut ,, at DP 4,4' curb cut at DP 6) in the east sides of the parking lot. It's important to note that there will be two 0.5' curb cuts in the small landscape -, island on the east side of the building in Basin 6 to allow storm flows to continue t flowing overland to the east and across the parking lot. 1,- The runoff from basins 1-6 ultimately combines in the proposed swale along the east property line,where flows are routed south and then southeast and into the existing detention pond. ;, The proposed swale along the east property line will be grass/sod-lined with a cobble/concrete bottom(see grading plan for swale cross-section/detail). There will be three 5' wide x 5' long x 3' deep micro-pool areas installed along and within the i',- eastern swale to provide additional infiltration/sediment capture and water quality for the proposed site. The micro-pools will consist of 12"section of cobble or Type VL riprap installed over 2' of a sand-organic fill material. The micro-pools will allow ponding during first-flush conditions,which will provide for sediment/pollutants to settle out, prior to storm flows being conveyed downstream and into the existing Ir detention pond. A series of concrete sidewalk culverts will allow the meandering , swale to convey flows under the sidewalk and eventually into the existing pond. Please refer the grading plan for sidewalk culvert sizing information. ,f Runoff from basin 7 will flow overland to the east and into the existing detention pond. ,.. ' Basins 8-10 Runoff from the northwest portion of Basin 8(Plaza area)will flow south in a small swale and through a 1' curb in the northwest corner of the parking lot in Basin 8. g, The flow from the plaza area will combine with that from the rest of Basin 8 and will ; 'flow south in the parking lot's west curb and gutter to Design Point 8, where a 5' Type R Inlet at Design Point 8 captures the runoff. The inlet will convey runoff south in the proposed 18" RCP storm sewer pipe,which connects into the existing ow'' storm manhole and existing 24" RCP storm sewer, constructed with the HTP 3rd Filing. , Meanwhile,runoff from basin 9 is routed to design point 9,where a Neenah R-2580C area inlet captures the runoff. The flow from basins 8 and 9 combines with the A existing flows from basins 502 and 503 of the HTP Third Filing report, and is F- conveyed south in the proposed 24" RCP. ,'„. 9 ::,,.i ail a The 24"RCP eventually bends to the east and continues to convey flows east towards the existing detention pond. Meanwhile,basin 10 conveys its flows south and into the proposed curb and gutter in the south side of Basin 10. The runoff is conveyed to two, 2' curb cuts, and into the proposed swale, located south of parking lot. 7 Two 5'wide x 5' long x 3' deep micro-pool areas will be installed along and within "kr. the swale to provide additional infiltration/sediment capture and water quality for the " proposed site. The micro-pools will consist of 12" section of cobble or Type VL riprap installed over 2' of asand-organic fill material. The micro-pools will allow ' ponding during first-flush conditions,which will provide for sediment/pollutants to Mr settle out,prior to storm flows being conveyed east towards design point 10,where a 0. CDOT Type C Inlet with close-mesh grate will capture the runoff. An 18"RCP will re convey the flows south out of the CDOT Type C Inlet and into the existing 24"RCP. The proposed 18"RCP will be core-drilled into the north side of the existing 24" TM RCP and non-shrink grout provided at the connection. r P. The runoff from basin 10 will combine with that from basins 8,9,and existing basins 502,and 503 and wiltbe routed east,then northeast in the existing 24"RCP and into the existing detention pond. Pla It's important to note that the existing 24"RCP does have capacity in the line,and is therefore being utilized for this project. However, hydraulic modeling for the combination of offsite basins 502 and 503 and proposed basins 8-10 does show the possibility of a ponding depth of 1.26' at design point 9,versus the allowable 1.0'of Pe ponding in parking lot areas(see calculations in Appendix C). Therefore,a variance r is being requested for a ponding depth of 1.26' at design point 9. It's also important to note that there will be three small swales with ACO trench alek drains installed within the sidewalk on the west side of the building(within basins 8 rMir and 9) to allow storm runoff to be conveyed out of the green/landscaped areas, Ple adjacent to the building, and into the proposed parking lot. Please refer to the r grading plan for details. Basin 11 r; Basin 11 comprises approximately 0.02 acres and accounts for the southeast access drive to the site. Due to topographic constraints,basin 11 will flow overland to the 0119 south and into the curb and gutter in Rock Creek Drive. The flow is routed east and eventually into an inlet in Rock Creek Drive,which conveys the flows north and into the existing detention pond. 00. PIO It's important to note that overland flow from approximately 747 square feet of ' „ impervious area will flow over the existing sidewalk at the southeast access drive, amahl which meets the 750 square feet of allowable area that can flow across a public walk. OP 10 6 Overflow Conditions m Basin 1: Should the 5' Type R Inlet clog at design point 1,storm runoff will pond until it reaches a depth of approximately 0.27', at which point the runoff will spills ak out to the northeast through the northeast access drive. The flow will be conveyed m„+ east down Precision Drive and ultimately into the existing pond. lio Basins 2 and 5: Basins 2 and 5 make up the eastern portion of the site and eastern ,•w swale, which conveys flows south/southeast and into the existing detention pond. Any blockage within the swale will provide for flows to pond then continue spilling south/southeast and into the existing detention pond. 6 Basins 3, 4, and 6: Should the curb cuts at design points 3, 4, and'6, become Laiclogged, storm runoff will pond to a depth of 6" and then spill east and into the :; , swale,which conveys flows south/southeast and into the existing pond. IV Basin 8: Should the 5' Type R Inlet clog at design point 8,storm runoff will pond until it reaches a de approximately 0.88',at which point the storm runoff will of "_ tltP ,overflow to the west via the west access drive and into the curb and gutter on OW Technology Parkway. The flow will be conveyed south and into the existing 5'Type R Inlet on the east side of Technology Parkway(north of Rock Creek Drive). n,.-, Basin 9: Should the Neenah R-2580C inlet become clogged at design point 9,the storm runoff will pond to depth of approximately 1.42',at which point the runoff will overtop the back of sidewalk on the,east side of Technology Parkway(directly west • of the proposed inlet)and flow west and into the curb and gutter on the east side of Technology Parkway. The flow will be conveyed south and into the existing 5'Type L ;�w R Inlet on the east side of Technology Parkway. r ,, Basin 10: Should the CDOT Type C Inlet become clogged at design point 10,the storm runoff will overtop the back of sidewalk on the north side of Rock Creek Drive (directly south of the proposed inlet) and flow south into the curb and gutter on the north side of Rock Creek Drive. The flow will be conveyed east and into an existing inlet in Rock Creek Drive,which conveys flows north and into the existing detention 7___ pond. Basins 7 and 11: Runoff from Basin 7 flows overland to the east and directly into the existing detention pond. Runoff from Basin 11 flows east down Rock Creek PID Drive and is captured by the existing inlet in Rock Creek Drive,which conveys the 4..m _ flow north and into the existing detention pond. age, - 11 ;fi K>'LL C. Detention Ponds No detention pond(s)are required for the subject site,as detention and water quality are provided for in the existing detention pond (Pond 110) constructed with the Harmony Technology Third Filing Infrastructure and Custom Blending Site. D. Street Capacities The street capacity calculations are not required for the subject site,as no new public street construction will be built with this project. However, inlet and curb cut capacities have been analyzed and calculated,with the results provided in.Appendix D. V. STORM WATER QUALITY A. General Concept The water quality of stormwater runoff must be addressed on all final design utility L` plans. Therefore,Best Management Practices for the treatment of stormwater runoff for the subject site will include grass-lined swales with cobble/concrete bottoms and micro-pools,as well as the utilization of the existing grass-lined detention and water quality pond southeast of the site. These water quality features will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed to the McClellands Drainage Basin. B. Specific Details Best Management Practices(BMP)for the treatment of storm water runoff has been ele incorporated into the final design for this project. These practices include continued utilization of extended detention in the existing,offsite detention pond,in which the I grass-lined pond will trap sediment,prior to releasing controlled flows downstream, as well as the installation micro-pools within the proposed swales,which will provide additional water quality for the subject site. The existing detention facility has adequate capacity and will continue to provide all of the required water quality and detention for the developed condition of the subject site,prior to releasing flows downstream. The proposed micro-pools in the eastern and other proposed swales will provide additional(not required)water quality. 12 VI. EROSION CONTROL A. General Concept The subject site lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction,but should be minimal after completion of proposed development. Silt fence will be installed along the north, south, east, and west sides of the site to prevent sediment from leaving the site. Vehicle tracking pads will also be placed at entrances/exits to the site. Wattle and straw bale inlet filters will be placed at proposed inlet locations to mitigate the build-up of sediment in the proposed inlet and manhole structures. Check dams will also be installed at 300' intervals in the proposed swale along the eastern boundary. Please refer to the Erosion Control Plan and Erosion Control and Erosion Control Notes and Detail Sheets in Appendix G. k VII. CONCLUSIONS -ffiZ A. Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Storm water Utility will not maintain the on-site storm drainage facilities within the subject Ole site. The owners of the subject site will maintain their on-site storm drainage facilities on a regular basis. B. Drainage Concept 011. The proposed drainage concepts presented in this study and shown on the utility plans adequately provide for the transmission of developed on-site runoff to the existing detention pond,located southeast of the subject site. The combination of the existing and proposed storm sewer systems will provide for the 100-year developed flows to reach the existing detention pond. The existing release rate of the existing l pond will be adhered to. If groundwater is encountered at the time of construction,a Colorado Department of r;,: Health Construction Dewatering Permit will be required. 13 a c 09 C. Storm Water Quality The final design has addressed the water quality aspect of stormwater runoff. The existing grass-lined detention pond and extended detention will provide an opportunity for stormwater pollutants to filter out of the stormwater runoff before Igh flows are directed downstream. The proposed micro-pools,within the subject site, will also provide additional water quality above the required volume. D. Erosion Control Concept Proposed erosion control concepts will adequately provide for the control of wind and rainfall erosion from the proposed development Through the construction of the proposed erosion control concepts, the City of Fort Collins standards will be met. The proposed erosion control concepts presented in the final report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria I E. Erosion Control Escrow Estimate -119 The Erosion Control Escrow Estimate for the subject property is approximately $20,489.00. Please refer to Appendix F for this calculation. I 14 REFERENCES 1 moot - 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins,Colorado,May 1984,Revised January 1997. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins,Colorado,January 1991,Revised January 1997. 3. East Harmony Portion of McClellands Basin 100-Year Master Plan, by Icon m, Inc.,Fort Collins,Colorado,August 1999. 4. Final Drainage and Erosion Control Report, Harmony Technology Park 2nd Filing,by JR Engineering,June 20,2001. 5. 2004 High School Drainage and Erosion Control Study,Poudre School District R-1,by Nolte Assbeiates,Inc.,June 24,2002. 6. Final Drainage and Erosion Control Report,Harmony Technology Site Master Plan,by Stantec Consulting,May 19,2008. tee 7. Final Drainage and Erosion Control Study for Harmony Technology Park Third Filing,by Stantec Consulting,May 19,2008. N 6009 Gee WOO Meg MOD mob woe moile solge m100- rat. t... 15 Rk i „Y.':' .' VICINITY MAP i�k"f A,', S fi rill , . 6 i . Ili:VI: tie iti.,1*,,,, V. 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