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HomeMy WebLinkAboutDrainage Reports - 04/17/2014City of Ft. Collins �ppro Plans Approved By Date 7 -i ct ^ . Final Drainage and Erosion Control Report for Harmony Technology Park Fourth Filing Fort Collins, Colorado January 29, 2014 January 29, 2014 Mr. Glen Schleuter City of Fort Collins Water Utilities --Storm water 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report for the Harmony Technology Park Fourth Filing Dear Glen: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Report for the Harmony Technology Park Fourth Filing. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Aspen Engineering ���fyPD 0 U�� .• CYAN ;Lis Z: -0: 3251 : cr John Gooch, P.E. S ONAL Ea Principal TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION 5 A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 II. DRAINAGE BASINS 6 A. MAJOR BASIN DESCRIPTION 6 B. EXISTING SUB -BASIN DESCRIPTION 6 III. DRAINAGE DESIGN CRITERIA 6 A. REGULATIONS 6 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 7 C. HYDROLOGIC CRITERIA 7 D. HYDRAULIC CRITERIA 7 E. VARIANCE 7 IV. DRAINAGE FACILITY DESIGN 7 A. GENERAL CONCEPT 7 B. SPECIFIC DETAILS 9 C. DETENTION PONDS 11 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 14 C. STORM WATER QUALITY 14 D. EROSION CONTROL CONCEPT 14 E. EROSION CONTROL ESCROW ESTIMATE 14 REFERENCES 15 APPENDIX PAGE VICINITY MAP A RATIONAL METHOD HYDROLOGY B LID BASIN SIZING CALCULATIONS C CURB CUT, INLET, & SWALE SIZING D EROSION CONTROL & RIPRAP SIZING ; EROSION ESCROW E PREVIOUS REPORT EXCERPTS, PROPOSED DRAINAGE F EXHIBIT w/ EXISTING BASINS SHOWN FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE HARMONY TECHNOLOGY PARK FOURTH FILING FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Harmony Technology Park Fourth Filing (referred to as "Brinkman Office Building" here -forward) is bounded to the north by vacant land within the HTP Campus, to the east by Lady Moon Drive, to the south by Precision Drive, and to the west by vacant land within the HTP Campus. The project site can also be described as situated in the northwest quarter of Section 4, Township 6 North, Range 68 West of the 6 h P.M., of the City of Fort Collins, Larimer County, Colorado. The Brinkman Office Building site is comprised of approximately 1.62 acres. It is important to note that rational calculations within this report provide for approximately 1.64 acres of basin area, to match previous masterplan basin area modeling. However, upon platting of this project and the dedication of Tof additional right-of-way along the south property boundary, the site boundary will be 1.62 acres. Please refer to the vicinity map in Appendix A for the site location. B. Description of Property The Brinkman Office Building site is comprised of an approximate 30,000 +/-square foot building (contained within two stories) along with associated parking lot, entry plaza and outdoor meeting area, and utility improvements. Previously, the Brinkman Office Building site was fallow agricultural land, with a portion of the lot being overlot graded with the construction of the HTP Third Filing roadway and utility infrastructure, including a 36" RCP w/ FES storm drain extension for masterplan storm drainage improvements. The majority of existing topography of the Brinkman Office site generally slopes from the northwest to southeast at approximately 0.90%, with a southwest portion of the site sloping at approximately 3:1 at the inlet to the masterplan storm drain system. 5 U. 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 be in conformance to these two studies, as well as the original study completed for the majority HTP site, which can be found in the East Harmony Portion of the McClellands Creek Master Drainage Plan (August 1999). B. Existing Sub -Basin Description The existing Brinkman Office Building site is contained within existing sub -basin 180 of the HTP Third Filing, and SWMM basin 100 of the HTP Masterplan report (EX7 of the existing Rational Calculations). Existing basin 180 contains approximately 12.04 acres, and was modeled with the entire 12.04 acres having a'c' value of 0.32, with a 100-year runoff rate of approximatelyl7.37 cfs for the historic condition of the basin. However, the HTP Masterplan Report specifies the Brinkman site being contained within SWMM Basin 100 (32.9 acres) being allowed a developed impervious value up to 80%, with all flow from the Brinkman site being allowed to flow un-detained to the existing detention pond 110, where water quality and detention needs are provided for the proposed Brinkman site. Because the Brinkman Office Building site has a combined imperviousness ratio of 72%, the 100- year developed runoff from the site will be conveyed directly to existing pond 110. Please refer to the Third Filing Drainage Report and HTPMSP report for further details (excerpts can be found in Appendix F of this report). Please also see the drainage exhibit in Appendix F of this report for the existing basin and the overlapping proposed drainage basins for the subject site. Existing SWMM Basin 100 and Existing basin 180 conveys the majority of its flow overland to the southeast and into the existing 36" FES/storm drain system, which conveys flow south and into the existing detention pond (Pond 110 of the Third Filing report). No other offsite areas contribute overland flow to or through the Brinkman Office Building project site. III. DRAINAGE DESIGN CRITERIA A. Regulations Since the subject site has been previously modeled, the site is allowed to release un- detained to the existing detention pond 110, which has been sized to provide water 0 quality and detention for the developed 100-year runoff from the subject site. However, LID improvements are required and have been provided for the project. Please see the LID calculations in Appendix C. B. Development Criteria Reference and Constraints The criteria and constraints from the City of Fort Collins will be met. C. Hydrologic Criteria 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. The City of Fort Collins intensity duration frequency curves were used to obtain 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 pond (Pond 110) from the previous infrastructure improvements of the Harmony Technology Park Third Filing and HTP Masterplan. However, BMP's and LID measures are being incorporated into the proposed drainage development plan, with specific details and calculations shown in Appendices C and F of this report. D. Hydraulic Criteria All hydraulic calculations, including final calculations and sizing for curb cuts, swales, and erosion control and riprap measures have been provided in accordance with the City of Fort Collins Drainage Criteria and can be found in the Appendix. E. Variance No variances are being requested for this project. IV. DRAINAGE FACILITY DESIGN A. General Concept Thirteen drainage basins will provide conveyance of drainage for the 1.62 acre (1.64 acres including ROW that will be dedicated to City FC) site to the existing detention pond (Pond 110), located south of the site. The drainage will be routed to the 7 existing detention pond via swales, curb and gutter, and storm sewer inlets and pipe both upstream and downstream of the proposed pre-sedimentation/LID basins. Existing detention Pond 110 provides approximately 7.98 acre-feet 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 May 19, 2008, and the HTP Site Masterplan Report, by Stantec Consulting, Inc., dated May 19, 2008. It's important to note that existing Pond 110 has been sized to receive the 100-year developed flow from the Brinkman Office Building site (developed imperviousness ratio of 72%), with an allotted overall imperviousness ratio of 80% (from the HTP Site Masterplan Report). The calculated composite'C' value for Brinkman Office Building is 0.72, which meets the requirements set forth in the previous Masterplan study. Furthermore, the calculated 100-year runoff from the developed site 14.65, compared to the allowable 100-year flow of approximately 14.84 cfs, as calculated using the HTP Masterplan SW -AM model of 32.9 acres with a combined flow of 297.7 cfs, providing for 9.05 cfs/acre. Please refer to the rational calculations in Appendix B, and the Drainage Basin Exhibit and HTP Third Filing and HTP Site Masterplan Report excerpts in Appendix F for additional information. It's important to note that an additional 24" RCP has been added and stubbed to the west of the Brinkman site to provide an outfall for future development to the west of the Brinkman site. Likewise, the existing 36" RCP, stubbed north of Precision Drive today, will be extended north of the Brinkman site to continue to provide an outfall for the historic runoff from existing basin 180 (of the HTP Third Filing Report) and also as an outfall for future development to the north, in accordance with the HTP Site Masterplan Report and SWMM Model. It's important to note that the grading near the ends of the 24" RCP and 36" RCP is only temporary, and will more than likely be filled and dirt brought up to grade as inlets may be installed or the pipes extended with future development to the north and west. Temporary erosion control fabric (North American Green 5150) will be installed with the project to stabilize the slopes in these areas. LID measures are provided for through the conveyance of approximately 72% (1.17 acres of the 1.62 acre site boundary) of the proposed building, parking lot, and green areas of the site being routed through the porous paver areas and LID basins. Because the area being routed to and through the porous pavers and LID basins exceeds the 50% requirement for LID treatment, and because water quality is already provided for in the existing detention pond, the project exceeds that normally required for water quality and LID treatment. The LID basins, shown and called out in the plans, provide for 1' of ponding depth, prior to the basins overflowing and spilling south and into the existing detention pond. It's important to note that site that the majority of the site runoff will filter 8 through the underlying porous paver media and will be conveyed to two underdrain systems. The underdrains will convey the filtered runoff to the two proposed 24" Nyloplast outfall riser pipes, which discharge runoff to the proposed 36" RCP. Excess runoff that does not infiltrate through the porous paver areas will sheet flow to the internal median areas (LID Basins) and will enter into the 24" Nyloplast risers, which then discharges the runoff to the proposed 36" RCP. Please refer to Appendix C and sheets C-010 and C-012 of the civil utility plans for details on the porous paver areas and LID basins. B. Specific Details Basins 1 Basins 1 conveys its flow overland to the north, then west/ southwest in the proposed soft pan/swale, which consists of a 50/50 mix of sand and topsoil and is 2' wide x 1' deep. The soft pan/swale will direct runoff towards a 2' curb cut at design point 1, where runoff from basin 1 will pass through the curb cut and begin to combine with that from Basin 2. Basins 2-6 Basins 2 conveys runoff from a small portion of the roof and plaza area (northwest corner of the building) overland to the west and across the parking lot and porous paver area towards design point 2, where a 2' curb cut conveys runoff into the LID/pre-sedimentation basin. Likewise, basins 3-5 (northwest quadrant of site) convey their runoff overland across the parking lot/porous paver areas towards their respective design points, where 2' curb cuts pass runoff through and into the LID/ pre -sedimentation basin (Basin 6), which is designed to provide a ponding depth of approximately 0.70' to 1.00' and allow pollutants and sediment to settle out of the runoff, prior to spilling south in the proposed storm sewer and into Existing Pond 110. The runoff from basins 1-6 combines in basin 6 (LID Basin) and is directed to a proposed 24" Nyloplast drain basin riser with 24" standard H-20 grate. A 15" ADS (N-12) pipe will convey runoff southwest and into the proposed 36" RCP storm sewer, which carries flows south and eventually into existing Pond 110. The porous paver areas within Basins 2-3 will have an underdrain system installed to capture runoff which filters through the underlying paver media, prior to larger storm event runoff sheet flowing over the pavers and entering the LID basins via the curb cuts at the ends of the median. The underdrain will be 4" perforated PVC piping (4" solid pvc downstream of the tee) and will convey filtered runoff to the 24" Nyloplast riser, located at design point 6. It's important to note that Basin 6 contains the interior portion of the median area and will have special media installed to provide LID treatment, as required by the City of Fort Collins, and to provide a sufficient media for trees, shrubs, and other W landscaping to become established and grow in. Please refer to the civil utility plans and landscaping plans for details on the LID Basin. A small portion of the runoff from Basins 2 and 4 entail portions of the roof area of the building. These areas will discharge directly to the 36" RCP via the proposed 12" HDPE storm system, which runs east -west within Basin 2. The two proposed roof drain locations will discharge to the 12" HDPE via two, 8" HDPE stub -outs, which will be connected to the internal roof drain piping. Basins 7-11 Basins 7 conveys runoff from a small portion of the plaza area (west -central area of the building) overland to the west and across the parking lot/porous paver area towards design point 7, where a 2' curb cut conveys runoff into the LID/pre- sedimentation basin. Likewise, basins 8-10 (southwest quadrant of site) convey their runoff overland across the parking lot/porous paver areas towards their respective design points, where 2' curb cuts pass runoff through and into the LID/ pre - sedimentation basin (Basin 11), which is designed to provide a ponding depth of approximately 0.70' to 1.00' and allow pollutants and sediment to settle out of the runoff, prior to spilling south in the proposed storm sewer and into Existing Pond 110. The runoff from basins 7-11 combines in basin I 1 (LID Basin) and is directed to a proposed 24" Nyloplast drain basin riser with 24" standard H-20 grate. A 15" ADS (N-12) pipe will convey runoff southwest and into the proposed 36" RCP storm sewer, which carries flows south and eventually into existing Pond 110. The porous paver areas within Basins 9-10 will have an underdrain system installed to capture runoff which filters through the underlying paver media, prior to larger storm event runoff sheet flowing over the pavers and entering the LID basins via the curb cuts at the ends of the median. The underdrain will be 4" perforated PVC piping (4" solid pvc downstream of the tee) and will convey filtered runoff to the 24" Nyloplast riser, located at design point 11. It's important to note that Basin 11 contains the interior portion of the median area and will have special media installed to provide LID treatment, as required by the City of Fort Collins, and to provide a sufficient media for trees, shrubs, and other landscaping to become established and grow in. Please refer to the civil utility plans and landscaping plans for details on the LID Basin. Basins 12 Basins 12 conveys runoff from the eastern portion of the building (roof) and green area on the east side of the building overland to the east and out into the curb and gutter on the west side of Lady Moon Drive. Three roof drains will be located within basin 12 and will have lambs tongue outfall points to three, 2' wide x 3' long riprap pads. During major storm events, runoff from basin 12 may discharge onto the riprap pads and flow overland to the east and out to Lady Moon Drive. The 1.94 cfs (100- 10 year flow from basin 12) will flow south down Lady Moon Drive and combined with that from Basin 13. Basin 13 Basins 13 conveys runoff from the southwest portion of the building (roof) and green areas on the south side of the building and along the southern property boundary area, south and into the curb and gutter on the north side of Precision Drive. One roof drain will be located within basin 13 and will have a lambs tongue outfall point to a 2' wide x 3' long riprap pad. During major storm events, runoff from basin 13 may discharge onto the riprap pad and flow overland to the south and out to Precision Drive. The 1.69 cfs (100-year flow from basin 13) will flow east down Precision Drive and combine with that from Basin 12, where the flow will turn south. Runoff from basins 12 and 13 will begin to combine with runoff from basin OS 1 of the HTP Third Filing and will be conveyed south along the west side of Lady Moon Drive towards existing design point OS I, where an existing inlet will capture the runoff from basins OS and 12-13. Existing Basin 180 (portion of SWMM Basin 100) Existing Basin 180 of the HTP Third Filing is contained within the Masterplan S WMM basin 100. Runoff from Basin 180 will continue to follow its historic flow pattern from the northwest to the southeast. The proposed Brinkman site will provide for an extension of the existing 36" RCP to the north, while also adding a second, 24" RCP extension to the west. The purpose of the 24" RCP extension is to provide an outfall point for future development to the west of the Brinkman site, as the proposed Brinkman site creates two specific natural low point areas: one at the northeast comer of the Brinkman site; and, one at the southwest comer of the Brinkman site. Therefore, the 24" RCP and 36" RCP extensions will provide an outfall for future development, in accordance with the Masterplan for the HTP Campus. Offsite grading will be necessary to provide conveyance of runoff from basin 180 to the outfall points at the proposed 24" RCP and 36" RCP. Please refer to the utility plans for grading details. 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. 11 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, curb cut capacities have been analyzed and calculations provided in Appendix D of this report. V. STORM WATER QUALITY A. General Concept The water quality of stormwater runoff must be addressed on all final design utility plans. Therefore, Best Management Practices for the treatment of stormwater runoff for the subject site will include grass -lined swales with soft pans, porous pavers, LID pre -sedimentation basins, and the utilization of the existing grass -lined detention and water quality pond south 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 runoffhave been incorporated into the final design for this project. This will include continued utilization of extended detention in the existing, offsite detention pond, in which the grass -lined pond will trap sediment, prior to releasing controlled flows downstream. The existing detention facility has adequate capacity and will continue to provide water quality and detention for the developed condition of the subject site, prior to releasing flows downstream. LID measures are provided for through the conveyance of 1.17 acres (of the 1.62 acre total) over and through the porous paver areas and two proposed LID pre - sedimentation basins, with the total footprint of the two combined LID basins being approximately 1,564 square feet, with both LID basins having a depth of approximately 0.7' to 1.0'. The 1.17 acres of area being conveyed to the LID basins account for 72% of the total area, thereby, meeting City's LID treatment of 50% of the site area. It's important to note that because the area being routed over and through the porous pavers and LID basins exceeds the 50% requirement for LID treatment, and because water quality is already provided for in the existing detention pond, the project exceeds that normally required for water quality and LID treatment. The two LID basins, shown and called out in the civil utility plans, provide for approximately 0.7' to 1.0' of ponding depth, prior to the basins overflowing and spilling south in the storm sewer and into the existing detention pond. Please refer to 12 Appendices C and F, and sheets C-007, C-010, and C-012 of the civil utility plans, for details on the porous paver areas and LID basins. VI. EROSION CONTROL VII. 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, east, south, and west sides of the site to prevent sediment from leaving the site. A tracking pad will also be placed at entrance/exit to the site. Gravel inlet filters will be placed at proposed curb cuts and existing inlet, with straw wattles installed at the proposed storm sewer and inlet outfall points from the site to mitigate the build-up of sediment and transport of debris into existing Pond 110. Riprap and erosion control fabric will also be utilized at concentration points (curb cuts) and sloped areas, as shown in the plans, to minimize erosion and increase soil stabilization. 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 site. The owners of the subject site will maintain their on -site storm drainage facilities on a regular basis. The following shall be implemented for the private stormwater improvements' operations/ maintenance procedures for the project on an annual or bi-annual basis: 1) Storm Sewer Inlets, pipes and flared -end -sections, curb cuts and concrete sidewalk culverts/chases, structures, manholes, and the water quality/ outlet control structures shall be cleaned through the removal of debris and sediment from the associated items to allow for adequate drainage through the site to the proposed detention facility 2) Sedimentation/ silting shall be removed to allow for adequate drainage along the bottom of the swales and LID pre -sedimentation basins. Grass scrubbing along the bottom of the LID pre -sedimentation basins may be required to remove sediment and promote grass growth. 13 3) Re -vegetation through the use of Natural Seeding/ Sod shall be provided for disturbed areas and other permanent erosion controls shall be provided for areas where erosion has taken place and requires remediation back to the proposed condition shown in the plans The Stormwater Operating/ Maintenance Procedures listed above are guidelines to the minimum procedures that shall be implemented for the site, ,with these and additional measures being utilized on an as -needed basis. B. Drainage Concept 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 south 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 pond will be adhered to. If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. C. Storm Water Ouality 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 flows are directed downstream. Furthermore, the LID items presented in this report for the proposed site provide for additional water quality and treatment of runoff, prior to flows being directed downstream. D. Erosion Control Concept Proposed erosion control concepts have been provided for and 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 performance standards will be met. The proposed erosion control concepts presented in this report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. Erosion Control Escrow Estimate The Erosion Control Escrow Estimate for the subject property is approximately $13,298.00. Please refer to Appendix E for this calculation. 14 REFERENCES 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 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 Associates, Inc., June 24, 2002. 6. Final Drainage and Erosion Control Report, Harmony Technology Site Master Plan, by Stantec Consulting, May 19, 2008. 7. Final Drainage and Erosion Control Study for Harmony Technology Park Third Filing, by Stantec Consulting, May 19, 2008. 15 APPENDIX 16 APPENDIX A VICINITY MAP 17 VICINITY MAP APPENDIX B RATIONAL METHOD HYDROLOGY 18 Developed Weighted Runoff Coefficients Brinlanan Office Bu0ding 102-001 I --biiSi�i RWO Area(stitt) Asphalt Area (sqft) Concrete Area (sqft) GravelArea(scift) LawnArea(sqft) TotalArea Campos, 0 1 0 0 1.829 0 2,742 4,571 0.51 2 1,480 0 3,648 0 4,195 9,323 0.61 3 0 3.826 1.025 0 1,679 6.530 0.76 4 2,400 2.896 758 0 473 6,527 0.88 5 0 2,613 170 0 245 3.028 0.89 6 0 0 0 0 1,250 1.250 0.25 7 0 2,064 1.234 0 500 3,798 0.84 8 0 2.496 168 0 224 2,888 0.89 9 0 4.481 1,254 0 120 5.855 0.92 10 0 4,019 1.040 0 1,075 6,134 0.82 11 0 0 0 0 1,177 1,177 0.25 12 6.636 0 150 0 2.791 9.577 0.71 13 5.270 0 0 0 5,345 10,615 0.57 .Total SITE .. - •15.788 `-22.394 ... 11277 .. _ .•_0'.._ _ ._ _ :21-,816 __ . ,.a:71272 u.?072 '.: Total Acreage 0.00 0.51 0.26 0.00 0.50 1.64 Imnendous Rado No. 1 0 0 1.829 0 2,742 OrIft) Ratio 4,571 43% 2 1.480 0 3,648 0 4,195 9,323 56% 3 0 3.826 1,025 0 1,679 6,530 76% 4 2,400 2.896 758 0 473 6,527 89% 6 0 2,613 170 0 245 3.028 92% 6 0 0 0 0 1.250 1.250 5% 7 0 2,064 1.234 0 500 3.798 87% 8 0 2,496 168 0 224 2.888 93% 9 0 4,481 1.254 0 120 5,855 98% 10 0 4.019 1.040 0 1.075 6,134 83% 11 0 0 0 0 1,177 1,177 5% 12 6,636 0 150 0 2,791 9,577 65% 13 5,270 0 0 0 5,345 10.615 47% ,Total SITE._°+. 15.786r:, •. 22.394 11,277 -,0' .- ,$i21;616 71;272 .-� .r"'_ Total Acreage 0.36 0.51 0.26 0.00 0.50 1.84 laid Use or aur/ace Caaraotafttlos PerceN anW bsanesa eusvress: Commerdal areas 95 Neimen 85 Resbe I: o-fe MJ detechM 80 MJ aaa d 75 Halr-aua M or lar Aparlare,ft SO t ertal: LWd Yen 80 mtM 90 Parks,rnrxbrin: 5 PM rouMs: 10 SONoolss: 50 Ra3otlVedwren: 15 a eas: H'stabel Fbn 2 Greertelh, eeivlaaal ptlaib Bow eretp b hsaf use rtat de 45 Streets: Peved 100 Gravel adc 40 and abwalts: 90 Roofs: 80 asi 0 aol 0 rtam w nym es rxv, usw9u rtw., rvui wu a wP-. 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VN oo ... ovmim ^mmmrv�mrmcmi�� �m � ��•• U c cdc0000000 00 00 0`. mnvi �ri a vi vi 'n hhti� meP ro > "o.p o o o o o.... o.o �n oh m off: FE0000000ccccoo 000 0o p q` E r F $z ii;i ;gym O N y ' a Sm at➢ � a �f F " C C ui u1 q 0 E .++•+.PhmN.N VI V1 mN(O hh h APPENDIX C LID BASIN SIZING CALCULATIONS 19 Nn3cJSlV --�A-� �1 YOU � sk zz 99l 91iiiii9 Kill Millillillilill 12111111111111111 Nu tu J m 611, Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet I of 3 Designer: John Gooch Company: Aspen Engineering Date: December 10, 2013 Project: Brinkman Office LID Basins Location: Fort Collins, (All LID Basins) 1. Basin Storage Volume 1. = 72.00 % A) Tributary Area's Imperviousness Ratio (i =I./ 100) i .-,-0.72 B) Contributing Watershed Area (Area) Area = 1.62 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.28 watershed inches (WQCV =1.0 - (0.91 1' - 1.19 1' + 0.78 1)) - D) Design Volume: Vol = (WQCV 12) Area 1.2 of = 0!046 zacre-feet -z�> 2. Outlet Works A) Outlet Type (Check One) x Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 2.00 feet C) Required Maximum Outlet Area per Row, (AJ A, = 0.10 'square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D = 0.3300 inches, OR ii) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) no = 1 number F) Actual Design Outlet Area per Row (AJ A. = 4-1-,-d09 square inches G) Number of Rows (nr) nr = 6-number H) Total Outlet Area (A,) -`A51 square inches 3. Trash Rack A) Needed Open Area: A, = 0.5 (Figure 7 Value) At Ai '19�, square inches B) Type of Outlet Opening (Check One) "t' < 2" Diameter Round ,.Z' High Rectangular Other. C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W=J from Table 6a-1 W=nc 3 inches APPENDIX D CURB CUT, INLET, & SWALE SIZING 20 CurbCutDP1.txt Brinkman office Building 2' Curb Cut at DP1 ]RG 12-5-13 channel Calculator Given Input Data: shape....................... solving for ..................... Flowrate ........................ slope........................ manning's n ..................... Height .......................... Bottom width .................... Computed Results: Depth.......................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... area............................ Perimeter ....................... Percent full .................... Rectangular Depth of Flow 0.6300 cfs 0.0200 ft/ft 0.0130 6.0000 in 24.0000 i n —� 2 G.1�8 CwT 1.1728 in ✓ L L 3.2231 fps 7.7716 cfs 0.1955 ft2 26.3455 in 1.0684 in 24.0000 in 1.0000 ft2 36.0000 in 19.5461 % critical Information Critical depth .................. 1.7467 in Critical slope .................. 0.0056 ft/ft critical velocity ............... 2.1641 fps Critical area ................... 0.2911 ft2 Critical perimeter .............. 27.4934 in Critical hydraulic radius ....... 1.5248 in Critical top width .............. 24.0000 in specific energy ................. 0.2592 ft Minimum energy .................. 0.2183 Froude number ................... 1.8177 Flow condition .................. supercritical/ Page 1 CurbCutDP2.txt Brinkman office Building 2' Curb Cut at DP2 7RG 12-5-13 channel Calculator Given Input Data: Shape....................... solving for ..................... Flowrate ........................ Slope........................ manning's n ..................... Height.......................... Bottom width .................... Computed Results: Depth.......................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... area............................ Perimeter .................... Percent full .................... Critical Information Rectangular Depth of Flow 2.1100 cfs 0.0130 ft/ft 0.0290 6.0000 in 24.0000 in -�i 2` C A RB cu_ 4.9315 in✓ -Z 6 2.5671 fps 2.8087 cfs 0.8219 ft2 33.8631 in 3.4952 in 24.0000 in 1.0000 ft2 36.0000 in 82.1925 % Critical depth .................. 3.9100 in critical slope .................. 0.0259 ft/ft Critical velocity ............... 3.2378 fps Critical area ................... 0.6517 ft2 Critical perimeter .............. 31.8201 in Critical hydraulic radius ....... 2.9491 in Critical top width .............. 24.0000 in specific energy ................. 0.5134 ft Minimum energy .................. 0.4888 ft Froude number ................... 0.7060 Flow condition .................. subcritical Page 1 CurbCutDP3.txt Brinkman office Building 2' curb cut at DP3 7RG 12-5-13 Channel Calculator Given input Data: Shape . solving for ..................... Flowrate ........................ Slope........................ manning's n ..................... Height.. .. .................... Bottom width .................... Computed Results: Depth.......................... velocity........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area............................ Perimeter .................... Percent full .................... critical Information Rectangular Depth of Flow 1.4200 cfs 0.0130 ft/ft 0.0290 6.0000 in 24.0000 in CLAN C"T 3.7806 in ✓ L �< 2.2536 fps 2.8087 cfs 0.6301 ft2 31.5611 in 2.8749 in 24.0000 in 1.0000 ft2 36.0000 in 63.0095 % Critical depth .................. 3.0027 in Critical slope .................. 0.0262 ft/ft Critical velocity ............... 2.8374 fps Critical area ................... 0.5005 ft2 critical perimeter .............. 30.0055 in in Critical hydraulic radius ....... 2.4018 Critical top width .............. 24.0000 in specific energy ................. 0.3940 ft Minimum energy .................. 0.3753 Froude number ................... 0.7079 Flow condition .................. subcriticall-I Page 1 CurbCutDP4.txt Brinkman office Building 2' Curb Cut at DP4 7RG 12-5-13 channel Calculator Given Input Data: shape Rectangular solving for ..................... Depth of Flow Flowrate ........................ 1.4900 cfs slope ........................ 0.0130 ft/ft manning's n ..................... 0.0290 Height ..................... 6.0000 in Bottom width .................... 24.0000 in Computed Results: Depth ........................... 3.9034 in velocity ........................ 2.2903 fps Full Flowrate ................... 2.8087 cfs Flow area ....................... 0.6506 ft2 Flow perimeter .................. 31.8068 in Hydraulic radius ................ 2.9453 in Top width ....................... 24.0000 in Area ............................ 1.0000 ft2 Perimeter .................... 36.0000 in Percent full .................... 65.0567 % Critical Information Critical depth .................. 3.1006 in critical slope .................. 0.0261 ft/ft Critical velocity ............... 2.8833 fps Critical area ................... 0.5168 ft2 Critical perimeter .............. 30.2013 in critical hydraulic radius ....... 2.4640 in Critical top width .............. 24.0000 in specific energy ................. 0.4068 ft Minimum energy .................. 0.3876 fs Froude number ................... 0.7080✓ Flow condition .................. subcritical ✓ Page 1 Z` CLRBcui— CurbcutDP5.txt Brinkman office Building 2' Curb Cut at DP5 JRG 12-5-13 Channel Calculator Given Input Data: Shape Rectangular Solving for ..................... Depth of Flow Flowrate ........................ 0.6900 cfs Slope ........................ 0.0130 ft/ft Mannin 's n 0.0290 Height g.......................... 6.0000 in Bottom width .................... 24.0000 in --' Computed Results: Depth 2.3611 in ✓ velocity ........................ 1.7534 fps Full Flowrate ................... 2.8087 cfs Flow area ....................... 0.3935 ft2 Flow perimeter .................. 28.7223 in Hydraulic radius ................ 1.9729 in Top width ....................... 24.0000 in Area 1.0000 ft2 Perimeter .................... 36.0000 in Percent full .................... 39.3522 % critical Information 2' e4eB cwT G (v Critical depth .................. 1.8559 in critical slope .................. 0.0277 ft/ft critical velocity ............... 2.2307 fps Critical area ................... 0.3093 ft2 critical perimeter .............. 27.7118 in 1.6073 in Critical hydraulic radius ....... Critical top width .............. 24.0000 in Specific energy ................. 0.2445 ft Minimum energy .................. 0.2320 ft Froude number ................... 0.6969 ✓ Flow condition .................. Subcritical-," Page 1 m CurbCutDP7.txt Brinkman office Building 2' Curb Cut at DP7 ]RG 12-5-13 Channel Calculator Given input Data: shape . ................. Solving for ..................... Flowrate ........................ slope........................ manning's n ..................... Height.. .. .................... Bottom width .................... Computed Results: Depth.......................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area............................ Perimeter .................... Percent full .................... Critical Information Rectangular Depth of Flow 0.8700 cfs 0.0130 ft/ft 0.0290 6.0000 in 24.0000 in 2Ck�B Cµf- 2.7420 in ✓ 1.9037 fps 2.8087 cfs 0.4570 ft2 29.4840 in 2.2320 in 24.0000 in 1.0000 ft2 36.0000 in 45.7002 % Critical depth .................. 2.1661 in Critical slope ................. 0.0271 ft/ft Critical velocity ............... 2.4099 fps Critical area ................... 0.3610 ft2 critical perimeter .............. 28.3321 in in critical hydraulic radius ....... 1.8349 Critical top width .............. 24.0000 in specific energy ................. 0.2848 ft minimum energy .................. 0.2708 ft Froude number Flow condition ................... .................. 0.7021 subcritical'-'� Page 1 curbcutDP8.txt Brinkman office Building 2' curb Cut at DP8 ]RG 12-5-13 Channel calculator Given Input Data: Shape . solving for ..................... Flowrate ........................ Slope........................ manning's n ..................... Height.. ...... ............ Bottom width .................... Computed Results: Deth .......................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area............................ Perimeter .................... Percent full .................... critical information Rectangular Depth of Flow 0.6600 cfs 0.0130 ft/ft 0.0290 6.0000 in 2' cwk6 Cur 24.0000 in �i 2.2947 in ✓ L 1.7257 fps 2.8087 cfs 0.3825 ft2 28.5895 in 1.9264 in 24.0000 in 1.0000 ft2 36.0000 in 38.2455 % critical depth .................. 1.8017 in critical slope .................. 0.0278 ft/ft' critical velocity ............... 2.1979 fps critical area ................... 0.3003 ft2 Critical perimeter .............. 27.6035 in Critical hydraulic radius ....... 1.5665 in Critical top width .............. 24.0000 in specific energy ................. 0.2375 ft Minimum energy .................. 0.2252 ft Froude number ................... 0.6957 ✓ Flow condition .................. Subcritical Page 1 CurbCutDP9.txt Brinkman Office Building 2' Curb Cut at DP9 ]RG 12-5-13 channel calculator Given Input Data: shape....................... Solving for ..................... Flowrate ........................ Slope........................ manning's n ..................... Height .......................... Bottom width .................... computed Results: Depth.......................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area............................ Perimeter .................... Percent full .................... critical Information Rectangular Depth of Flow 1.3400 cfs 0.0130 ft/ft 0.0290 6.0000 in �, e"-B ruT 24.0000 in 3.6381 in ✓ Z 6` 2.2100 fps 2.8087 cfs 0.6063 ft2 31.2761 in 2.7917 in 24.0000 in 1.0000 ft2 36.0000 in 60.6346 % Critical depth .................. 2.8889 in Critical slope .................. 0.0263 ft/ft Critical velocity ............... 2.7831 fps critical area ................... 0.4815 ft2 Critical perimeter .............. 29.7778 in Critical hydraulic radius ....... 2.3284 in Critical top width .............. 24.0000 in specific energy ................. 0.3791 ft Minimum energy .................. 0.3611 ft Froude number ................... 0.7076 Flow condition .................. subcritical ✓ Page 1 CurbcutDP10.txt Brinkman office Building 2' Curb Cut at DP10 7RG 12-5-13 Channel Calculator Given Input Data: shape....................... solving for ..................... Flowrate ........................ slope........................ manning's n ..................... Height .......................... Bottom width .................... Computed Results: Deth ........................... velocity ........................ Full Flowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... area............................ Perimeter .................... Percent full .................... critical Information Rectangular Depth of Flow 1.4000 cfs 0.0130 ft/ft 0.0290 6.0000 in �uQa cwi 24.0000 in 2 3.7452 in ✓ bf� 2.2429 fps 2.8087 cfs 0.6242 ft2 31.4903 in 2.8543 in 24.0000 in 1.0000 ft2 36.0000 in 62.4194 % Critical depth .................. 2.9745 in Critical slope ................. 0.0262 ft/ft Critical velocity ............... 2.8240 fps Critical area ................... 0.4957 ft2 Critical perimeter .............. 29.9490 in Critical hydraulic radius ....... 2.3836 in Critical top width .............. 24.0000 in specific energy ................. 0.3903 ft Minimum energy .................. 0.3718 ft Froude number ................... 0.7078 ✓ Flow condition .................. subcritical Page 1 W Nyloplast Grate Inlet Capacity Charts These charts are based on equations from the USDOT/FAA Advisory Circular pertaining to Surface Drainage Design, AC No: AC150/5320-5C and the USDOT/FHWA Urban Drainage Design Manual, Hydraulic Engineering Circular No. 22, Third Edition, Publication No. FTWA-NHI-10-009. Certain assumptions have been made, and no two installations will necessarily perform the same way. Safety factors should change with site conditions and is left to the discretion of the design engineer. l{-av CP-�l'r�s TZ gE tLs1 bp n NVIdIblast 3130 Verona Avenue • Buford, Georgia 30518 • (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 Nyloplast® is a registered trademark of Nyloplast, O 2010 Nyloplast June 2012 0 7` �n o ' � rn o � rn o m � 0 o ' ci ci ti 0 i0 O O I � I � O A 1 = 0 0 � q o � Ci 0 0 1 � 0 h 1 ry 0 o ry 0 N c _o o 0 0 o 0 0 0 0 0 0 0 au r eu 0 N 119 0 0 � M �^ (sja)Ap�edeo 0 f3' 0 v= 8 0 0 0 0 M L\ O <t -6 o rn v N N N m � � 'yy � N L OIL L pm V N U J N d C th fp m rn U � Q oa�� s �^g G m T "✓j `h m co m storm-A.txt Brinkman office Building 15" ADS (N-12) Storm Sewer @ DP 6 (Storm A) Capacity check Q100 = 5.55 cfs 7RG 12-5-13 Manning Pipe Calculator Given Input Data: Shape . Solving for ..................... Diameter ........................ Depth........................... Flowrate ........................ Slope........................ Manning's n ..................... Computed Results: Area.......................... wetted Area ..................... wetted Perimeter ................ Perimeter ....................... velocity ........................ Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. circular Diameter Full 12.0751 in -ji v 12.0751 in Z1 �S ksMV cot 5.5500 cfs ��0-c- IVJAC4atu 0.0200 ft/ft 0.0120 J}nIG,LtS I�utTrPl e 0.7953 ft2 0.7953 ft2 37.9350 in 37.9350 in 6.9789 fps 3.0188 in 100.0000 % 5.5500 cfs ✓ 6.9789 fps ✓ uT(uit zq �,S �� (2> PIP& V-6k CoAc- rc-p TO 24" GR4rE Ta-P ° F BAsjnl . Page 1 plpt5) IJI"PL457- RISU Storm-B.txt Brinkman office Building 15" ADS (N-12) Storm Sewer @ DP 11 (Storm B) capacity check Q100 = 4.40 cfs 7RG 12-5-13 Manning Pipe calculator Given Input Data: Shape....................... solving for ..................... Diameter ........................ Depth........................... Flowrate ........................ slope........................ manning's n ..................... computed Results: Area .......................... Wetted Area ..................... wetted Perimeter ................ Perimeter ....................... velocity ... .................. Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. circular Diameter Full 11.0682 in 11.0682 in Z �S kSE� car 4.4000 cfs 0.0200 ft/ft 0.0120 0.6682 ft2 0.6682 ft2 34.7716 in 34.7716 in 6.5853 fps 2.7670 in 100.0000 % 4.4000 cfs ✓ 6.5853 fps ✓ (N-Q-) P,P6 C&JNEcl-?--,A )c k a " 6k6m QAsuv A o&k CwNh4&cr&6 -to z9" GMT-6 C4 70P &r BAsiN, 2-4 J-W4,As•'., N l",N,43 T— Q IS &k Page 1 SwaleA for Basin 1.txt Brinkman Office Building North Swale Capacity Check (Swale A) Q100 = 0.63 cfs 7RG 12-5-13 Channel Calculator Given Input Data: Shape ........................... Trapezoidal solving for ..................... Depth of Flow, Flowrate ........................ 0.6300 cfs ✓ Slope 0.0050 ft/ft Manning's n 0.0290 Height ..................... 6.0000 in Bottom width .................... 0.0000 in Left slope ...................... 0.2000 ft/ft (v/H) Right slope ..................... 0.0160 ft/ft (v/H) Computed Results: De th ........................... 1.9797 in ✓ e velocity ........................ 0.6859 fps Full Flowrate ................... 12.1196 cfs Flow area ....................... 0.9186 ft2 Flow perimeter .................. 133.8406 in Hydraulic radius ................ 0.9883 in Top width ....................... 133.6287 in Area ............................ 8.4375 ft2 Perimeter .................... 405.6421 in Percent full .................... 32.9948 % Critical Information Critical depth .................. 1.4006 in critical slope .................. 0.0317 ft/ft Critical velocity ............... 1.3703 fps Critical area ................... 0.4598 ft2 Critical perimeter .............. 94.6901 in Critical hydraulic radius ....... 0.6992 in Critical top width .............. 94.5402 in specific energy ................. 0.1723 ft Minimum energy .................. 0.1751 ft Froude number ................... 0.4210 ✓ Ca bd Flow condition .................. Subcritical ✓ i w s. K (s w✓H A ) �LccK1�l4 EAsr) Page 1 APPENDIX E EROSION CONTROL & RIPRAP SIZING; EROSION ESCROW 21 �144 0 DP 2 (21 c"a ci r e RZ ) ewnaen rr n�cue,5 �tl; Pmi io no as ms as s-smm I�sr TIP& ►n k-lp ►p 61Q X S'L x 3-1 6 al N 6 to > IS-6 f-WIC CV &V 5-K i1e1/ . (SEE Dei Aft- C -OiLI PLIW5 ) BSYbYpISa �W & 03 (z' cLtU cUT- e AP 3 ) Ivy F[IOS V�a�.3 YINAII ]LM "MgeT Jd/ Ml4tl 11si �iVV^IOF 1 kM ,,..e.d PL.aM OaI�AI ' I s.uan I Sao me�bl m 6 c S KIO FW IC Na, 5.6al6d f fifzc- c -o1 i PLA-d 5j Fee e�YbYW $on pop � 6 m (Z CU16 cur DPa) m�R 5 R�flwar•6^1W� ft+ FeefPM 114W1 Da�pR 1 � I IS D YM 14 6t] 6i1 1 L S99•yyU��OIb J t 'IlY WOR•1mP 9Y' I MGO CRORiC Netl4i ® WNMaii _ u5E -TIP& M R(PR.t}A �'W x b`L X 1' 6 V7 06 5 is-b r AB�tc e�rE� S C-M"j ( SEE 6P*IL . 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C SEE D6-TAit s►}-C;or-7- C-o►Z of ei-m5 (Z'CuaCu7c DP2 w®.�c..�.[olmvea l� Ir u�ml�b�w IA1 Yalp�l PSYI�I LM�pI Q] IA LLE 191 610 mB S-AOtm 1I � I dow°4me �5a L Y A v56 i I P& At R..t po b rW x b' L x 1' D al AJAC S JSD iWktc ONJ&k -RP G F 5-caw J �SE6 liCt�� StF7' C—otZ of PL#A)5) e�ewa �SY�eS4 M apq II 5•YO�D xabs� (Z Cue$ Cur b*, W f r �P& ail PAP NAO S Is-6 FW(C, 0464 TOP of i5Fcno-m) BSbYVISu (ScE b AIL 9%4r C-OIL eF PLUS) (2` ckeb tk7 & D? 10) Pm Fos s-mnn (SSE- T`fP& 6 W f, a`L x 1'6 Ul AKC s,s-b j;4bc- e r&k_TO a-r SEc rlary (SEE QfiL SST C-oiZ of �`�lS� �I Pw @ DP it .�.,nw.[omsvr,a� >ndml� 11YpRVeIC PFCL TS �xws Mlm� n� �� carPm�a+.lnpgr�l oma•N �� Ml +o n9 em am av . s•amn _ xass�e v.�a..m qmT Yi41P Pores! UbY4O SOgi�b IWtt swgr.� q,� oe lv sl..sm sle.s.m ba bal pyl q�gVi lxral� �m 69 11III .0 IA 11 .. SSE TIP& m Ww y' wtn& x 9' tmA x I` DEcp 1f NAG Srso fA$2rc "a -i-op mF SEcT,,,� ` Pg- 6&-(*I1 C-GIZ eaxxwss EROSION CONTROL COST ESTIMATE Project '< r 2e Brmkman�0Mce Building r 102 001, : ` Prepared By;. ' .'JRG ,:12/10/2013 CITY RESEEDING COST.,: ' Unit - Total Method Quantity Unit Cost Cost Notes Reseed/mulch 1.62 ac $723 $1,171.26 Subtotal $1,171 Contingency 50% $586 Total $1.757 Notes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac. EROSION.CONTROL MEASURES Unit . ' Total Number Method Quantity Unit cost' Cost Notes Vehicle Tracking Mat 23 CY $30 $690 6 Gravel Filter 11 ea $300 $3,300 5 Straw Wattle Barrier 2 ea $150 $300 8 Silt Fence Barrier 1255 LF $3 $3,765 38 Gravel Mulch 0 ac $1,350 $0 39 Hay or Straw Dry Mulch (1-5% slope) 1.62 ac $500 $810 Subtotal $8,865 Contingency 50% $4,433 Total $13,298 Total Security $13,298 APPENDIX F PREVIOUS REPORT EXCERPTS, HISTORIC DRAINAGE BASIN MAP PROPOSED DRAINAGE EXHIBIT 22 Final Drainage and Erosion Control Study for Harmony Technology Park Third Filing Fort Collins, Colorado Stantec OPMW OF Hb" COUMS Ml' KI Cyrof Ft Collins Approved Flaw ftwovw 8I► . Final Drainage and Erosion Control Study for Harmony Technology Park Third Filing Fort Collins, Colorado Prepared for: MAV Development 303 Detroit Street, Suite 301 Ann Arbor, Michigan 48104 Prepared by: Stantec Consulting, Inc. 209 South Meldrum Fort Collins, Colorado 80521 (970) 482-5922 Stantec is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydoes.fcgov.com or additional information or an official coov. olease contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Final Drainage and Erosion Control Study Harmony Technology Park Third Filing Fort Collins, Colorado May 19, 2008 this unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com 'or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA SWMec Canso ft Inc 209 South Meldrum Street Fort CAW CO 80521-2603 Tel: (970) 482-5922 Fas: (970) 482-6368 0/1 Stantec Mr. Basil Harridan City of Fort Collins Water Utilities—Stormwater 700 Wood Street Fort Collins, Colorado 80521 May 19, 2008 RE: Final Drainage and Erosion Control Study for Harmony Technology Park Third Filing Dear_Basil: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Study for Harmony Technology Park Third Filing. All computations within this study have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Stantec Prepared by: Brad Kugler Project Engineer Anthony G. Willkomm, P.E. Project Manager rhis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydoes.fcgov.com ?or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION A. LOCATION B. DESCRIPTION OF PROPERTY II. DRAINAGE BASINS A. MAJOR BASIN DESCRIPTION 1 B. SUB -BASIN DESCRIPTION 1-2 III. DRAINAGE DESIGN CRITERIA A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 2 C. HYDROLOGICAL CRITERIA 2 D. HYDRAULIC CRITERIA 2 IV.' DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT 3 B. SPECIFIC DETAILS . 34 V. STORM WATER QUALITY A. GENERAL CONCEPT 5 B. SPECIFIC DETAILS 5 VI. EROSION CONTROL A. GENERAL CONCEPT 5 VII. - CONCLUSIONS A. COMPLIANCE WITH STANDARDS 5 B. DRAINAGE CONCEPT 6 C. STORM WATER QUALITY 6 D. EROSION CONTROL CONCEPT 6 REFERENCES 7 is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fc vcom' ors information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524,0SA APPENDIX VICINITY MAP RATIONAL METHOD HYDROLOGY STORM DRAIN, INLET, SWALE, AND WEIR SIZING EROSION CONTROL CALCULATIONS DRAINAGE & EROSION CONTROL PLAN DRAWINGS & DETAILS PAGE A B C D E This unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA e t Developed Weighted Runoff Coefficients Harmony Technology Park 3rd Ffiing 187710640 This sheet calculates the composite 'C' values for the Rational Method. 1 AP a 120 0.95 0.25 214,213 4.92 171.370 3.93 80 20 0.81 130 0.95 0.26 29,046 0.67 13,071 0.30 45 55 0.57 131 0.95 0.26 10.311 0.24 9.074 0.21 88 12 0.87 132 0.95 0.25 40,171 0.92 29.325 0.67 73 27 0.76 133 0.95 0.25 38.048 0.87 28.536 0.66 75 25 0.78 140 0.95 0.25 87,207 2.00 69.766 1.60 80 20 0.81 150 0.95 0.25 84,017 1.93 67.213 1.54 80 20 0.81 160 0.95 0.25 46,169 1.06 34,627 0.79 75 25 0.78 170 0.95 0.25 31.006 0.71 24,W5 0.67 80 20 0.81 180 0.95 0.25 524.374 12.04 5Z437 1.20 10 90 0.32 190 0.96 0.25 142.035 3.26 120.729 2.77 85 15 0.85 601 0.95 0.25 690,409 15.85 69,041 1.58 10 90 0.32 502 0.95 025 27.832 0.64 22,266 0.51 80 20 0.81 503 0.95 025 27,898 0.64 22.319 0.51 80 20 0.81 Os-1 0.95 0.25 70,385 1.62 59.827 1.37 85 15 0.85 OS-2 0.95 0.25 37,180 0.85 31.603 0.73 85 15 0.85 The Sear -grown cram is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpY/citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 7:44 AY W1 008 TIME OF CONCENTRATION 10 year design storm h nrrony Technology Park 3rd Filing 187710640 L87(l.1 -- CC f ),fD 1r = Sow f'= Ir+It C1= 1.00 SUB -BASIN DATA INITIAUOVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE 6 LENGTH CHANNEL SLOPE VELOCITY it 1. NO. (ac) (it) M (min) (ft) TYPE(a) M (fVs) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 110 4.55 0.32 120 2 12.7 820 PA 0.5 1.34 10.2 22.9 120 4.92 0.81 200 2 6.1 500 GW 0.5 1.09 7.7 13.7 130 0.67 0.57 115 2 8.5 1 PA 2 2.72 0.0 8.5 131 0.24 0.87 110 2 3.6 40 PA 0.5 1.34 0.5 5.0 132 0.92 0.76 90 2 .4.8 250 PA 0.5 1.34 3.1 7.9 133 0.87 0.78 40 2 3.1 230 PA 0.5 1.34 2.9 5.9 140 2.00 0.81 340 2 7.9 1 PA 0.5 1.34 0.0 8.0 150 1.93 0.81 380 2 8.4 1 PA 0.5 1.34 0.0 8.4 160 1.06 0.78 30 2 2.6 980 PA 0.8 1.70 9.6 12.3 170 0.71 0.81 30 2 2.4 980 PA 0.8 1.70 9.6 12.0 180 12.04 0.32 500 1 32.6 1200 GW 1 1.54 13.0 45.6 190 3.26 0.95 80 2 3.4 2500 PA 0.6 1.47 28.4 31.8 501 15.85 0.32 SW 1 MIS 750 PA 1 1.91 6.6 39.2 ' 502 0.64 0.81 45 2 2.9 500 PA 0.6 1.47 5.7 8.6 503 0.64 0.81 45 2 2.9 500 PA 0.6 1.47 5.7 8.6 OS-1 1.62 0.85 25 2 1.9 650 PA 0.6 1.47 7.4 9.3 OS-2 0.85 0.85 25 2 1.9 640 PA 0.6 1.47 7.3 92 .•L' T_::t06<<WP 1P. Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW - Grassed Waterway The Sear -Brown Grove [rbis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/citydDes.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 7'." AM 4111M I I 0 0 17 u I TIME OF CONCENTRATION 100 year design storm Harmony Technology Park 3rd Ming 187710640 1.87(1.1 - CC7 ),ID tr = So-3v 1.= tr+1� Ct = 1.25 SUB -BASIN DATA INITIAUOVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE 4 LENGTH CHANNEL SLOPE VELOCITY tL 1< NO. (ac) 00 N (min) (It) TYPE(a) M (01s) (min) (min) 1 2 •3 4 5 6 7 8 10 12 13 110 4.55 0.32 120 2.0 11.4 820 PA 0.5 1.34 10.2 21.6 120 4.92 0.81 200 2.0 21 500 PA 0.6 1.34 6.2 8.3 130 0.67 0.57 115 2.0 6.3 1 PA 2.0 2.72 0.0 6.3 131 0.24 0.87 110 2.0 1.6 40 PA 0.5 1.34 0.5 5.0 132 0.92 0.76 90 2.0 21 250 PA 0.5 1.34 3.1 5.2 133 0.87 0.78 40 2.0 12 230 PA 0.6 1.34 29 5.0 140 2.00 0.81 340 2.0 2.7 1 PA 0.5 1.34 0.0 5.0 150 1.93 0.81 380 2.0 2.9 1 PA 0.5 1.34 0.0 5.0 160 1.06 0.78 30 2.0 1.1 980 PA 0.8 1.70 9.6 10.7 170 0.71 0.81 30 2.0 0.8 gall PA 0.8 1.70 9.6 10.4 180 12.04 0.32 500 1.0 29.3 1200 GW 1.0 1.54 13.0 42.3 190 3.26 0.85 80 2.0 1.3 2500 PA 0.6 1.47 28.4 29.7. 501 15.85 0.32 500 1.0 29.3 750 PA 1.0 1.91 6.6 35.8 502 0.64 0.81 45 2.0 1.0 500 PA 0.6 1.47 5.7 6.7 503 0.64 0.81 45 2.0 1.0 500 PA 0.6 1.47 5.7 6.7 OS-1 1.62 0.85 25 2.0 0.7 650 PA 0.6 1.47 7.4 8.1 OS-2 6.85 0.85 25 2.0 0.7 640 PA 0.6 1.47 7.3 8.0 ]MEb___ Note. . a) Codes the channel type for velocity calculations. PA = Paved. PL = Pasture 8: Lawns, GW = Grassed Waterway me searr-sawn croup 7.45 AM 41112008 This unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA @�zS8B8S88800voS888888$8$S a Yj doddddc60000dd6em000doc d --' ssgsaoessssasassaessassss s � 006006ocdo6doodoc6dd000 0 8888s8sso8aasaso8s888a eocccemmeocccomeeecccc N� 1 � b C 1 m C 3 m k I yW 3Z 1 $@d m 1 n C t f U s Fa�me8S��A80.m�oe�m � :A�r 88A € � � OOCIHmY1 CI (V YI CI fG 00�P' 0'pm P$$S888o8aaaaoaaaa 88a8 8$8 w 0000'0'OOGOGOO 000 oe fV C1 1ppV lV m'h P'ry tVnpry (V�pP rvOP H pp00m umi_aNt�`10d000n �lVmA Alp tO V0 Ot4i 9!n Almlm 000cei .=.=c �li�co-o nmm c.=ry m 8m6m��mmmm888mm88 m�8 8 acddccedooc66dodd ed6d 6 em '^'I`moomoamommrymm„Iry !ry,'�m�druom��v m o.v mo ..�momP :2 `d^vA mm A. 0 00000e00000go e 00000c00000cccoo enory oo�r ... o(' I o o00 � oaa ' uo`.oa aaa a PnmoPmo�nommrvmmPry c�'.'ionwumm���„�ordm om�o oa�a omm R. owoi A p0 0 m m10 N 3 eO�h`�i `�immm�sas�voi rh t�/ sR''� ��s s 6 I 3 m m m a r= m s= m m m = = r= m s m a t 3 g O c b v � v 1 U a a o E _ c m O d' C M g �zl e q c " r fit• � v gQfVm6��l: u1�'Q,Nmb�n �NNIQV Ned m�L8888888888S88Soe8 888$ 8S8 $` dddddd6dddddddodd dddo ddd oY ¢ iovo^naCimamWmo wn �p9 �O{gy nrb P OlV m0 'i mlmmhm CNN ^ j CmNWONmm pm a�m pp� mNm yam {0y 82OI�O(b,1�0b0m GSA IC ImVH O• < aP0000ri��o�.e�oo�0 0.-� C aA�l l'I CImmN00NNmN000mY mNNm 00b m, C�bmWWWWWWn1�rjPQW66m Cl pj t; pj 01b0 !j o Sn8umS$nW 8$SgB oe e -.=- 00 C5.00 0 nm',m mnn mm m m m `v;9;39 ,m do 66 do 666 d o d 66 d cd 6666 66d 6�$i, c '€ry0dvi mnrooNoo ol:?"ryl mn mrA�o rPw o'' (mVrno 6.0 .�d ��"j �y'�ljm b000 QOO,O mr� pl- q A 1 d � rEdddddcoddddddd6od dd.=n ddn d F !'1NN m 1 LX Q � � •bmNN oVP N 0000 00 O' Gpj$. Q a aaa aaa a' i 5 2 0001(m?� pm{r�o 0 Ot�gal ObN J >C mOImN�000AYNnmAA�O C H96 OmAA 6 61� Y O.•J vid6��a��0dmm Oe�� 00pO `a Nbb p Q O o p (py p ry--- 8 g 8 8 A S$ o p b b N lO m o 6O OO'll 9 Yi �N�n�`r7ignopppppp��3m'N pp pp m f�OW '3 dim 3fOrmp ��p'X O0 g =a m w m 7 �6 a�u ., 83 5 W 4 16 5 n3 u ;sa z a I I tA% 6A FE5 is unofficial copy was downloaded on Dec-06-2013 fiom the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA NeoUDS Results Summary Project Title: Harmony Technology Park 3rd Filing Project Description: STRM-B Output Created On: 4/8/2008 at 8:29:07 AM Using NeoUDSewer Version 1.5. Rainfall Intensity Formula Used. Return Period of Flood is 100 Years. Summary of Manhole Hydraulics Manhole # Contributing Area * C RainfallFRainfall Durationtensity (Minutes) h/Hour) Design Peak (CFS) Ground[IevatjoWater ElevationnCommentsID (Feet)Feet) 1' 23.8 4903:28 �— 4004.17lWater Surface . (Present —F—F F— 1 26.11 4906.31 F 49 44.22 �— F F —F— 22.6° 4906.66 4904.26 F 4 F-1 I 'F 22.6 4906.31 4904.17 l— 5 17.4 4903.33 lSurface 4904.28 Water Present • 6 F—.F�7 0.1 4908. i 7 4904.36 F- -F-1 F�0.1 4909.09 4904.36 IF—- g F^1 +F— 0.1-4911.89 4904.49;- 9 F-1 F— 0.1 4909.14 4904.36 1— 10 I F— F— F— Q.1 4912.00 4904.76 (_— [his unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com ?or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Summary of Sewer Hydraulics Note: The given depth -to flow ratio is 0.9. F-1 ID Sewer Manhole ID Number FUpstream Downstream �- Sewer: Shape Calculated Diameter (Rise) (Inches) (FT) Suggested Diameter (Rise) (Inches) (M Existing Diameter (Rise) Width (Inches) (FT) (M 1 r 2 r 1- Round: 34.31 36F 48 N/A F 2 F 3 F 2 Round F 32.51 33 F 48 N/A ^I F. -- 4 -� 9 - Round 27.3 7 30 36 N/A r4 F 5 F 4 Round.1 24.8 271 36 TT 6 F--3 Round 3.6 18 F 30 N/A N/A F 6 ..F 7 F 6 -Round 3.6 18 30 N/A F7 8 F 7 -FRoundl 3.31 18 24 F N/A 9 -F 9 1 7 -Round 3.1 18 , 24 N/A 1 10 F 8 - Round 3.1 18 I 24 N/A Round and arch sewers are measured in inches. Box sewers are measured in feet. Calculated diameter was determined by sewer hydraulic capacity. Suggested diameter was rounded up to the nearest commercially available size All hydraulics where calculated using the existing parameters. If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations. �- ID . Design[-F11n Flow (CFS) Flow CFS Normal Depth (Feet) Normal Velocity (FPS) Critical Depth (Feet) Critical Velocity (FPS) Full�Sewer Velocity (FPS) FroudeComment Number 1 26.1 64.4 1.77 4.9 F 1.58 5.7 2.1 F 0.74 1- F 2 22.6 64.4 1-641 4.7 t.44 5.6, 1.8 0 7474 1- j 3 22.6 47.3 1.46 6.6 1-561 6.11 3.21 1.09 17.4 47.3 1.26 6.2 134 5.7 2 51 1.12 j- 0.1 29.1 0.l l 1.4 F 0.21 (, I 0.5 0.0. 0.91 V Isocitv Low 6 0.1 29.1 0.11 1.4 0.21 7 F 0.1 19.6 0.10 1.6 0.18 0.51 0.0 I F 0.7 0.0- 0.911 Velocity I S Low 1.1 VeIs locity This unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://cityd=.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA - - F8 0.1F22-7 0.10 1.8 0.18 9 0.1 i 2.7 0.10 I 1.8Fo-18F 0.7 0.0 1.26 0.7 0.0 1.26 V sl Low F",'�s'zco' A Froude number = 0 indicated that a pressured flow occurs. Summary of Sewer Design Information Invert Elevation I Buried Denth FSewer1D Slope Upstream Downstream Upstream Downstream %(Feet) (Feet) (Feet) (Feet) Comment 1 i I U.LU 1 4YUU.UU 48YY.29 2.31 1 -0.01 ISew•er Too Shallow F 2 - 0.20 4900.08 F 4900.011 2.581 2.301 F-3-7- F 0.50 4900.14 4900.09 [ 3.17 3.57 14 F-O5OF-4900.331 490P. 191 0.001 3.12 ISevver Too Shallow r 5-FO-501 4901.20 4900.08-4.47 4.08 6 0.50 4901.78°F 4-901.201 4.81 1.4.471 r 7 -1 0.75 490-4.311 4901.781 5.581 5.31 F 8 7 1.001 4902.00 � 4901.78 5.14 5.31 r F- 9 FT 00 4904.58 4904.31 1- 5.42.(5.58 F---- Summary of Hydraulic Grade Line Invert Elevation Water Elevation ��- Sewer 1 ID # Sewer Surcharged Length Length (Feet) (Feet) Upstream Downstream (Feet) (Feet) Upstream (Feet) Downstream (Feet) Condition 1 - 357.16 357.16 -4966-661 4899.29 4904.22 4964.17 Pressured F 2 - 35-211 35.211 F3 - 10.14 10.14 4900.08 4900.01 I 4904.26 4 004.22 49 00.14 4900.09 4904.17 4904.26 Pressured Pressured 4 I 28' 00. .49 28.49 4900.33 4919 I 4904.28 4904.17 Pressured 5 - 224.67 224.67 4901.20 4900.08 4904.36 4904.26 Pressured �- 116.39 116.39 F 49 11.78 F 4901.20 4904.36 4904.36 Pressured r 7 337.28 77.15 1 4904 13 4901.78 4904.49 4904.36 Jump �s unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA r8 F22.011 22.OIF-4902.001 4901.781 4904.36 4-904.361 Pressured- 27.41 F 0.F 4904-58F 4904.31 4904.76 4904.49 F Jump Summary of Energy Grade Line Upstream Manhole (�' I Jnncture Losses Downstream Manhole Sewer ID # Manhole' ID # Energy Elevation FeetCoefficient ) F Bend K Bend Loss (Feet). Lateral K CoefficietID#( Lateral Loss (Feet) Manhole Energy Elevation (Feet) 1 2 4904.29 0.12 0.05 0.00: 0.00 0.00 1 1 - 4904.17 F 2 -I 3 4904.31 0.01 0.25' 0.01 0.00 0.00 F2 4904.29 r 3 F -44904.33 O.OI 0.05 0.01 _ 0.00 0.00 F 3 4904.31 4 lF 5 4904.37 o _o2l 0.25 0.02°r 0.001 0.001 4 4904.33 5-16 4904.36 0.00 1.32 0.00' 0.25 0.051 3 4904.31 r 6 17 4904.36 0.00 0.06. 0.00 0.00F 0.00 6 4r 904.36 r 7 r $ - 4904.50 F 0.14 0.05 0.000.25 0.00 F 7 4904.36 8 F 9 4904.36 0.00 - 1.32. 0.00: 0.00 F 0.00 1 7 -� 4�90436. F-9 ^[- 10 4904.77 F- 0.27 0.94. 0.00T- 0.00 0.00 F 8 1 4904.50 Bend loss = Bend K * Flowing full vhead in sewer. Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead. A friction loss of 0 means it was negligible or possible error due to jump. Friction loss includes sewer5nvert drop at manhole. Notice: Vhead denotes the velocity head of the full flow condition. A minimum junction loss of 0.05 Feet would be'introduced unless Lateral K is 0. Friction loss was estimated by backwater curve computations. Ibis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/Citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Normal Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 418/2008 10:18: 11 AM Basin 180 West Swale Manning Formula Normal Depth Subcritical 0.030 0.00800 ft/ft 4.00 ft/ft (H:V) 4.00 ft/ft (H:V) 10.28 ft3/s 0.98 ft 3.82 ft' 8.06 ft 7.82 ft 0.84 ft 0.01826 tUft 2.69 ft/s 0.11 ft 1.09 ft 0.68 0.00 ft 0.00 It 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.98 ft 0.84 ft 0.00800 ft/ft 0.01826 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.068.00] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1 wna'4mw,�ut� NYN 30"Ova 4 ONKNUO T1Y W L m 4aw �w0m NiaMAN MVH nne aoowwao3i�Nolnm� •.p� I I • N MISM,����i SEES: SHE c'a li U Illlhtl�i�i i f 11 CBWW 99ti t-9 exsxmxe w a�srae r6 �1A R 6 Ia 0 11NIN%339tlNIVNO W'4FJwl� 5p5�� � I� yy3 n ON dAOOIONN 31O ANONtlYN{� 6 i G AuotuoJPwtloP'eOAM E! III 8 s f i Final Drainage and Erosion Control Study for Harmony Technology Park Site Master Plan Fort Collins, Colorado Prepared for MAV Development 303 Detroit Street, Suite 301 Ann Arbor, Michigan 48104 Prepared by: Stantec Consulting, Inc. 209 South Meldrum Fort Collins, Colorado 80521 (970)482-5922 0 Stante'c [rhis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA I 1 d 1 Final Drainage and Erosion Control Study 1 1 Harmony Technology Park Site Master Plan 1 Fort Collins, Colorado 1 0 h I 0 May 19, 2008 F his unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/citydms.fcgov.com Dr additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Shuttec Camutting Inc 209 South Meldrum Street ' Fort Cogins CO 80521-2603 Tel: (970) 482.5922 Far. (970) 482-6368 starmec.con-- May 19, 2008 Mr. Basil Hamdan City of Fort Collins Water Lftilities--Stomiw•ater ' 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Study for Harmony Technology Park Site Master Plan ' Dear Basil: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Study for Harmony Technology Park Site Master Plan. All computations within this study have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Stantec t Prepared by: e 7 Brad Kugle AnthonvG. Willkomm, P.E. Project Engineer Project Manager 1 his unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com 'or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA TABLE OF CONTENTS DESCRIPTION PAGE 1. GENERAL LOCATION AND DESCRIPTION A. LOCATION 1 B. DESCRIPTION OF PROPERTY I II. DRAINAGE BASINS A. MAJOR BASIN DESCRIPTION I B. SUB -BASIN DESCRIPTION 1-2 III. DRAINAGE DESIGN CRITERIA A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 2 C. HYDROLOGICAL CRITERIA 2 D. HYDRAULIC CRITERIA 2 IV. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT 3 B. EXISTING SPECIFIC DETAILS 34 C. PROPOSED SPECIFIC DETAILS 4-5 V. STORM WATER QUALITY A. GENERAL CONCEPT 6 B. SPECIFIC DETAILS 6 VI. EROSION CONTROL -. A. GENERAL CONCEPT 6 VII. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 6 B. DRAINAGE CONCEPT 7 C. STORM WATER QUALITY 7 D. EROSION CONTROL CONCEPT 7 REFERENCES 8 Inm unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/citydoes.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA APPENDIX PAGE VICINITY MAP A RATIONAL METHOD HYDROLOGY B SWMM POND SIZING AND EPA SWMM C POND SIZING CALCULATIONS: RATING CURVES, WQCV D SWMM AND RATIONAL EXHIBITS E ; unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com additional information or an official copy, please contact City of Fort Colfins Utilities 700 Wood Street Fort Collins, CO 80524 USA I PRELIMINARY DRAINAGE AND EROSION CONTROL STUDY FOR HARMONY TECHNOLOGY PARK SITE MASTER PLAN ' FORT COLLINS, COLORADO ' I. GENERAL LOCATION AND DESCRIPTION A. Location ' The Harmony Technology Park is located south of Harmony Road and east of Ziegler Road in southeastern Fort Collins, Colorado. The site is shown on the Vicinity Map ' in Appendix A. More particularly, the site is situated in the northwest quarter of Section 4, Township 6 North, Range 68 West of the Sixth P.M., City of Fort Collins, Larimer County, Colorado. ' B. Description of Propertv I Harmony Technology Park Site Master Plan (HTPSMP) consists approximately of 120 acres. The development will consist mostly of office, light industrial and commercial buildings. The majority of the property currently consists of tallow farmland with tall grass vegetation. The site generally slopes in a southeasterly direction at approximately 0.5%-1.0%. ' II. DRAINAGE BASINS .. ' A. Maior Basin Description The HTPSMP lies within the McClellands Basin. The project drainage is modeled in the East Harmony Portion of McClellands Creek Master Drainage Plan (August 1999). aB. Existing Sub -Basin Description e Historic drainage patterns on the subject site are in a southeasterly direction. Existing flows from the site flow overland to Lady Moon Drive, where there is a series of small detention ponds and outlet pipes into a main storm line, 24" to 36", that runs south down Lady Moon drive. Flow is then routed into a 53" x 83" elliptical pipe and piped east down Rock Creek Drive. Flows are eventually released into the Fossil Creek Inlet Ditch. is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/citydocs.fcgov.com or additional information or an official copy. please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 US ' The anticipated off -site runoff from the adjacent property and roadways surrounding the HTPSMP will be outflow from the existing Intel Pond A. HTP First Filing and ' existing overland and gutter flows from Harmony Road, Lady Moon Drive and Rock Creek Drive. Currently the 100-year overflow of 4.9 cfs from Intel discharges into an ' open Swale and flows west to east toward Lady Moon Drive. Flow is routed south through a open ditch to an existing detention pond and released through an existing 15" pipe into the existing 24" pipe running south down Lady Moon Drive. Additional details on existing conditions are provided in section IV. B. ' III. DRAINAGE BASIN CRITERIA A. Regulations ' The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. B. Development Criteria Reference and Constraints ' The criteria and constraints from The East Harmony Portion of McClellands Basin I00-Year Master Plan dated August 1999 by Icon Engineering will be utilized in this Drainage Study. The Harmony Technology Park Site Master Plan is currently being ' utilized as fallow agricultural land. C. Hydrologic Criteria The Rational Method was used for determining surface runoff for the existing project site. The 10-year and 100-year storm event criteria, obtained by the City of Fort Collins, were used in calculating runoff values. These calculations and criteria are included in Appendix B of this study. ' The City of Fort Collins Storm Drainage Criteria requires water quality and detention of the 100-year design storm event, with a 10-year historic release rate for this site. a The allowable release rate from the on -site detention ponds is 0.5 cfs/acre for the 100-year event and 0.2 cfs/acre for the 10-year storm event, in accordance with the McClellands Master Drainage Plan. The proposed ponds have been sized utilizing ' EPA SWMM and ModSWMM. The input and output data are included in Appendix C. D. Hvdraulic Criteria All calculations within this study have been prepared in accordance with the City of Fort Collins Storm Drainage Criteria and are included in the appendices. e2 's unofficial copy was downloaded on the-06.2013 from the City of Fort Collins Public Records Website: http://citydGcs.fcgov.com or additional information or an official coov. please contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 USA IV. DRAINAGE FACILITY DESIGN A. General Concept ' The purpose of this study is to size the proposed detention ponds and present general drainage concepts for HTPSMP, for use when future development of the site is reviewed. It is important to note that all storm infrastructure was designed for the 100-year storm, with an 80% impervious value being used for all basins in the SWMM model analysis. ' HTPSMP has been divided into six SWMM basins, (see SWMM Drainage Exhibit in back pocket of this study for locations). Runoff from these basins will be routed via ' curb and gutter, swales and storm drains to the proposed detention facilities in the future. ' The proposed ponds have been sized to provide water quality and extended detention for the site, while also providing controlled releases into the storm drain system. Flows are conveyed to the southeast corner of the site. The site area is approximately 120 acres. At 0.5 cfs per acre the site can release 60 cfs at the final discharge point in Rock Creek Drive. All ponds are design with one foot of freeboard. B. Existing Specific Details The flows from the entire site have been calculated as an existing condition with the rational method. ' Basins OS I, OS2 Basins OS 1, OS2 convey storm flow from a small portion of the north side of Rock Creek Drive and the east and west sides of Lady Moon Drive. Flow is conveyed via curb and gutter and is captured by two existing Type R Inlets and released into the ditch oil the east side of Lady Moon Drive. e Basin EX-1 Basin EX-t conveys its flows southeast towards design point EX-1 in its existing overland flow condition, where flow is treated and released to existing storm pipe in ' Lady Moon Drive. Basins EX-2, EX-3 Basins EX-2, EX-i, convey flow from the east and west sides of Lady Moon Drive and is captured in Combination Type 13 on grade Inlets. From there is discharged into an existing detention pond and released at Design Point EX-1. 7 3 rhis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA �I Basin EX-4 Basin EX-4 conveys its flows southeast towards design point EX4 in its existing overland flow condition. Flow from a road side ditch is also routed east to an existing inlet and discharged into the existing detention pond. Here flow is treated and release into existing pipe in Lady Moon Drive. ' Basins EX-5, EX-6 Basins EX-5, EX-6, convey flow from the east and west sides of Lady Moon Drive and is captured in Type R Inlets. From there is discharged into an existing detention ' pond and released at Design Point EX-4. Basin EX-7 Basin EX-7 conveys its flows southeast towards design point EX-7 in its existing overland flow condition, where flow is treated and release to existing storm pipe in Lady Moon Drive. ' Basin EX-8 Basin EX-8 conveys its flow from a high point in Ziegler Road, south to Rock Creek Drive. Flow travels east via curb and gutter to an existing 15' Type R Inlet at EX-8 and discharges to EX-7. ' C. Proposed Specific Details Water quality and detention is required and will be provided for the Harmony Technology Park site. The detention for the site is a comprehensive plan that relays storm water to six proposed detention ponds. The entire site was modeled as being 80% impervious and detention ponds sized using MODSWMM and EPASWMM. ' Pond 110 Pond 110 will capture flow from 32.9 acres of the site and provides 8.08 acre/feet of storage including water quality. The controlled release rate out of the pond will be 15 cfs into a 24" pipe that will be routed into the existing 36" storm pipe in Lady Moon Drive. H L u e Pond 101 Pond 101 will capture flow from 6.9 acres of the site and provides 1.53 acre/feet of storage including water quality. The controlled release rate out of the pond will be 5 cfs into a 18" pipe that will be routed to a proposed 30" pipe in Technology Parkway. Here, flows will combine with the existing 100-yr outlet flow from Pond A on the Intel Site. 4 This unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood street Fort Collins, CO 80524 USA LI Pond 201 Pond 201 will capture flow from 23.0 acres of the site and provides 5.76 ' acre/feet of storage including water quality. The controlled release rate out of the pond will be 10 cfs into a 18" pipe that will be routed to a proposed 30" pipe in Technology Parkway. Here flows will combine with outflow from Pond 101 and the existing 100-yr outlet flow from Pond A on the Intel Site. Pond 501 Pond 501 will capture flow from 16.5 acres of the site and provides 4.14 acre/feet of storage including water quality. The controlled release rate out of the pond will be 7.5 cfs into a 18" pipe that will be routed to a proposed 30" pipe in Technology Parkway. Here flows will combine with outflow from Pond 201, Pond 101 and the existing 100-yr outlet flow from Pond A on the Intel Site. The combined flows will be diverted east in the existing 30" storm in Rock Creek Drive. Pond 600 Pond 600 will capture flow from 12.4 acres of the site and provides 2.61 acre/feet of storage including water quality. The controlled release rate out of the pond will be 10 cfs into a proposed 18" pipe that will be routed to Pond 301. The release rate and storage for this pond was achieved by running EPASWMM for Ponds 600 and 301 in series. Pond 301 Pond 301 will capture flow from 29.0 acres of the site and provides 8.65 acre/feet of storage including water quality. The controlled release rate out of the pond will be 1`2 cfs into a proposed 24" pipe that will be routed to an ' existing 24" pipe in Lady Moon Drive. The release rate and storage for this pond was achieved by running EPASWMM for Ponds 600 and 301 in series. The combined outflow from Ponds 600 and 301 will be conveyed south in the ' existing 30" storm in Lady Moon Drive. The SWMM models and data are located in Appendix C. Mapping is shown in Appendix E. NOTE: Per discussion with City of Fort Collins Stormwater Department, any lot development that requires detention and water quality will facilitate construction of the entire pond for that basin, as shown in the SWMM exhibit and per required SWMM model volumes. No partial ponds will be built unless approved by City of Fort Collins Stormwater Department. The purpose of this is to mitigate continued regrading and continued disturbance of erosion control measures and ' seeding/landscaping of the ponds, as new phases of development occur. k 5 1 Phis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA V. STOR.M WATER QUALITY" A. General Concept ' The State of Colorado requires Stormwater Management Plans as part of their permit process. The Harmony Technology Park site development is anticipating construction beginning in .Tune of 2008. Therefore this study has sought to find various Best Management Practices for the treatment of stone water runoff that could be implemented in the construction phase of the project. B. Specific Details Best Management Practices (BMP) for the treatment of storm water runoff has been incorporated into the design for this project. This includes extended detention and grass lined swales. Best management practices shall be provided with each phase of development or as sites develop within the Master Plan. VI. EROSION CONTROL ' A. General Concept The Harmony Technology Park 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, and after construction until the disturbed ground is re -vegetated or paved. Erosion Control devices shall be used in the construction of each phase that will be completed to make up the Harmony Technology Park. Erosion Control Performance Standards shall also be completed with each construction phase along with a construction schedule showing the overall time frame for construction activities. VII. CONCLUSIONS A. Compliance with Standards All computations within this study have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Stormwater Utility will not maintain the on -site storm drainage facilities within the Harmony Technology Park Site. The owners of the Harmony Technology Park Site will maintain their on -site storm drainage facilities on a regular basis. e6 'Inlis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/citydors.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA B. Drainage Concept ' The proposed drainage concepts presented in this study and shown on the final utility plans adequately provide for the transmission of developed on -site runoff to the ' proposed detention ponds. As site develops the combination of on -site street capacities and the on -site storm sewer system will provide for the developed flows to ' reach the proposed detention ponds. The sizes, locations and release rates of these ponds will allow the Harmony Technology Park to develop in conformance with the McClellands Basin Drainage Master Planning concepts accepted by the City of Fort Collins. If groundwater is encountered at the time of construction, a Colorado Department of ' Health Construction Dewatering Permit will be required. C. Storm Water Quality ' Sediment basin traps will be provided within the on -site detention ponds in each phase of construction. These traps will allow storm water pollutants an opportunity ' to be filtered out of the storm water as the storm water carries the pollutants across the site. Periodic maintenance may be required to remove sediment deposits as they accumulate in the on -site detention ponds. D. Erosion Control Concept Erosion control concepts will need to adequately provide for the control of wind and rainfall erosion from Harmony Technology Park Site. Through the ' construction of the proposed phases performance standards will be met per the City of Fort Collins Regulations. I n iu n L e 1 rhis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Strcet Fort Collins, CO 80524 USA REFERENCES I. 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 Inc., Fort Collins, Colorado, August 1999. 4. Final Drainage and Erosion Control Report, Harmony Technology Park 2nd Filing, Prepared by JR Engineering, June 20, 2001. 5. 2004 High School Final Drainage and Erosion Control Study, Poudre School District R-I, Prepared by Nolte Associates, Inc., June 24, 2002 6. Final Drainage and Project Development Report for Harmony Technology Park First Filing, Prepared by Sear -Brown, January 23, 1998. 7. The Urban Storm Drainage Criteria Manual (published by the Urban Drainage and Flood Control District — Denver, Colorado — June 2001). is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://Citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA • • • if • ----------- ------------- - I ---------- - ---------------- J i 1, • • • • • • • as F a I I Is Pip 51 ;t- 6j` • �.� � ..... i9,��J I,��; � •,� _'— � Imo` — � _ — •.. _ ::r.:. �..._ �e_...._�._J.�J'....'._.....:.me>.�,:t� rr�--" �M'•«;-� :..._�....,........� ".::",.39._tis_..�a...YS rS'�C. iF.�'T.u_:�r.:� • • • Existing Weighted Runoff Coefficients Harmony Technology Park Site 187710640 This sheet calculates the composite'C' values for the Rational Method. 1 acre =- 43.560 fY EX-2 0.95 0.25 24.158 0.55 20,534 0.47 85 15 0.85 EX-3 0.95 0.25 36.795 0.84 31.275 0,72 85 15 0.85 EX-4 0.95 025 478,575 10,99 47.858 1,10 10 90 0.32 EX-5 0.95 0.25 23.637 0.54 20,092 0,46 85 15 0.85 EX-6 0.95 0.25 42,065 0,97 35.755 0.82 85 15 0.85 EX-7 0.95 0.25 2.074.707 47.63 207.471 4.76 10 90 0.32 EX-8 0.95 0.25 141,438 3.25 120,222 2.76 85 15 0.85 OS-1 0.95 0.25 64,326 1.48 54.677 1.26 85 15 0.85 OS-2 0.95 0.25 44.688 1.03 37.985 0.87 85 15 0.85 Tho sew-Bmwn Gr000 3:38 PM y13=8 Vis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA TIME OF CONCENTRATION 10 year design storm Harmony Technology Park Site 187710640 1.87(I.l-CC, WD t = t;+t, Cr = 1.00 SUB -BASIN DATA INITIAUOVERLAND TIME I TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE 1, LENGTH CHANNEL SLOPE VELOCITY tL tc NO. (ac) (Q) (%) (min) (It) TYPE(a) (%) (IVs) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 EX-1 57.08 0.32 500 1 32.6 2000 GW 1 1.54 21.7 54.3 EX-2 0.55 0.85 50 2 2.7 810 PA 0.6 1.47 9.2 11.9 EX-3 0.64 0.85 50 2 2.7 810 PA 0.6 1.47 9.2 11.9 EX-4 10.99 0.32 500 1 32.6 1000 GW 1 1.54 10.8 43.4 EX-5 0.54 0.85 50 2 2.7 460 PA 0.6 1.47 5.2 7.9 EX-6 0.97 0.85 50 2 2.7 460 PA 0.6 1.47 5.2 7.9 EX-7 47.63 0.32 500 1 32.6 2150 GW 1 1.54 23.3 55.9 EX-8 3.25 0.85 80 2 3.4 2500 PA 0.6 1.47 28A 31.8 OS-1 1.48 0.85 25 2 1.9 650 PA 0.6 1.47 7.4 9.3 OS-2 1.03 0.85 25 2 1.9 640 PA 0.6 1.47 7.3 92 --'� -.K�'ta....::_a, ..c'ae. .. ,,moo. z `, r�,� ;L .- ._.. ':C..�Q:r.' '+�..P4 �w, 7:2,^ee . e Note: a) Codes the channel type for velocity calculations. PA = Paved. PL = Pasture & Lawns. GW = Grassed Waterway the Soar -gown Group 138 PM 3r1312008 's unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/citydocs.fcgov.com or, additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA TIME OF CONCENTRATION 100 year design storm Harmony Technology Park Site 187710640 1.87( 1.1 - CC, )vfD = Se.1n 1, = 1; +r, C, = 1.25 SUB -BASIN DATA INITIAUOVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE 4 LENGTH CHANNEL SLOPE VELOCITY 4 I� NO. (ac) (ft) (%) (min) (ft) TYPE(a) (%) (Ills) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 EX-1 57.08 0.32 500 1.0 29.3 2000 GW 1.0 1.54 21.7 50.9 EX-2 0.55 0,85 50 2.0 1.0 610 PA 0.6 1.47 9.2 10.3 EX-3 0.84 0.85 50 2.0 1.0 810 PA 0.6 1.47 9.2 10.3 EX-4 10.99 0.32 500 1.0 29.3 1000 GW 1.0 1.54 10.8 40.1 EX-5 0.54 0.85 50 2.0 1.0 460 PA 0.6 1.47 5.2 6.3 EX-6 0.97 0.85 50 2.0 1.0 460 PA 0.6 1.47 5.2 6.3 EX-7 47.63 0.32 500 1.0 29.3 2150 GW 1.0 1.54 23.3 52.5 EX-8 3.25 0.85 80 2.0 1.3 2500 PA 0.6 1.47 28.4 29.7 OS-1 1.48 0.85 25 2.0 0.7 650 PA 0.6 1.47 TA 8.1 OS-2 1.03 0.85 25 2.0 0.7 640 PA 0-6 1.47 7.3 8.0 NU ir'.a1L%''F%iti .. n. , <... 4 JK c'ld... _.,_°'.',r. Note: a) Codes the channel type for velocity calculations. PA = Paved. PL = Pasture & Lawns. GW = Grassed Waterway The Sear -&own Group 238 PM 3113.2008 Vunofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/citydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA No Text m No. santec ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS. INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (DUNE 1973) HYDROLOGIC ENGINEERING CENTER. CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985. JULY 1985i *** ENTRY MADE TO RUNOFF MODEL *** : 5/16/2008 unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ' Stantec HARMONY TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPMasterfina1100.IN STANTEC; 3/6/06 NUMBER OF TIME STEPS 720 INTEGRATION T114E INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 24 RAINFALL STEPS. THE TIME INTERVAL IS 5.00 MINUTES ' FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR, 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.43 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 .73 .71 .69 .67 1 1 - e �e •� C;Sw • is unofficial copy was downloaded on Dec O6-2013 from the City of Fort Collins Public Records Website: http://cirydocs.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Sweet Fort Collins, CO 80524 USA 5/16/2008 Stantac I L I I HARMONY TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPMasterfina1100.IN STANTEC: 3/6/08 SUBAREA GUTTER WIDTH AREA GAGE NUMBER OR MANHOLE (FT) (AC) NO -2 0 .0 .0 100 100 4591.0 32.9 1 401 101 1502.0 6.9 1 501 201 3343.0 23.0 1 600 600 2563.0 12.4 1 501 301 4213.0 29.0 801 501 2585.0 16.5 903 208 300.0 10.0 1 TOTAL NUMBER, OF SUBCATCHMENTS. TOTAL TRIBUTARY AREA (ACRES). PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE([N) INFILTRATION RATE(IN/HR) iMPERV. (FT/FT) IMPERV. PERV. iMPERV. DERV. MAXIMUM MINIMUM DECAY RATE .0 MOO .016 .250 .100 .300 .51 .50 .00180 80.0 .0200 .016 .250 .100 .300 51 .50 .00i80 80.0 .0200 .016 .250 .100 .300 .51 50 .00180 80.0 .0200 .016 .250 .100 .300 .51 .50 .00180 80.0 .0200 .016 .250 .100 .300 .5i .50 .00180 80.0 .0200 .016 .250 .100 .300 S1 .50 .00180 80.0 .0200 .016 .250 .100 .300 .51 .50 .00i80 80.0 .0200 .016 .250 .100 .3DO S1 .50 .00180 7 130.72 ' HARMONY TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPMasterFina1100.IN STANTEC: 3/6/08 I L_J I I I C' J I I HYDROGRAPH`; ARE Li SiED FOR THE FOLLOWING TIME(HR/MINI 60.0 601 C ? .0 .0 3. .0 .0 0 1 O 5. 0 1 0 7. .4 .7 "u 8. 1.5 2.6 0 9. 3.0 5.3 0 10. 4.6 8.2 il. 6.2 11.5 6 12. 7.9 15.0 13. 9.2 18.1 0 14. 10.3 20.7 0 15. 11.1 22.9 0 Ili. 13.0 27A 0 17. 15.7 33.1 0 18. 17.8 37.9 0 19 19.2 41.6 0 20. 20.2 44.5 0 21. 22.0 48.7 0 22. 24.6 54.3 0 23. 26.4 58.7 0 24. 27.8 62.2 0 25. 28.9 64.9 0 26. 35.3 77.7 0 27. 45.6 98.7 C 28. 52.6 114.4 29. 57.2 .25.5 30. 50.1 133.6 31. 73.7 161.9 0 32. 94.5 205.5 011 :06.3 234.1 0 34. 112.9 252.1 0 35. 116.E 263.5 0 36. 101.2 236.1 0 17. 77.9 189.2 t63.3 p is 60.; .47.9 u 4Q. 55.7 138.3 0 41 50.7 124.3 n 12. 3 107.8 0 43. 38.9 97.1 0 44. 36.1 89.8 0 45. 34.3 84.7 0 46. 31.0 77.0 0 47. 26.9 67.7 18. 24.2 61.1 0 49. 22.3 56.4 0 50. 21.0 52.9 0 51. 19.7 49.4 2 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS C t unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com d: 5/16/2008 additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Stantec ' 0 52. 18.3 46.0 0 53. 17.3 43.4 0 54. 16.E 41.4 0 0 56, 1.3. 56. 15.4 38.2 a 0 57. 14.7 36.3 0 58. 14.1 34.9 0 59. 13.7 33.7 1 0. 13.4 3.9 1 1. 13.0 31.9 ' 1 2. 12.1 31.0 1 3. 12.4 30.3 1 4. 12.2 29.7 1 6. 1.2. 1 E. 11.8 28.6 ' 1 7. 11.6 28.1 1 11.4 27.6 1 11.3 27.2 1 1C. 11. 2.9 1 11. 11.0 26.5 I 12. 16.9 26.1 I 1. 10.7 25.7 1 14. 10.6 25.5 1 15. 10.5 25.2 1 16. 10.4 24.9 1 17. 10.3 24.6 18. 10.2 24.3 1 19. 10.1 24.0 1 20. 10.6 23.8 1 21. 9.23. ' I 22. 9.8 Z3.3 1 23. 9.7 23.1 1 24. 9.6 22.9 1 25, 9.5 22.7 1 26. 22. ' 9.5 27. 22.2 1 2a. 9.3 22.0 1 29. 9.2 21.9 1 .;0. PA 21.7 1 M. 9.1 21.5 ' 1 32. 9.0 21.3 1 33. 8.9 21.1 1 34, 8.8 20.9 35. 5.8 20.a 1 36. 8.7 20.5 1 37. a.s 20.4 1 310. a.5 20.2 1 39. 8.4 20.0 1 40. 8.4 19.9 1 41. 9.119.7 1 42. 8.2 19.5 1 43. 6.2 19.4 1 S.1 19.3 1 45. F. 19.2 ! 45. 8.0 1. 1 47. 8.0 18.9 1 48. 7.9 !8.7 I 49. 7.9 18.5 1 50. 7.2 18.5 1 I. 7.8 18.2 ' 1 52. 18.2 ! 7.5 18.1 1 54. 7.6 15.0 1 7.6 17-9 1 1 56. 7.5 17. 57. 7.5 77.6 1 58. 7.4 17.5 I 59. 7.4 17.4 2 0. 17.3 2 1.7 2. 5.1 3. 2 2 3., 9.5 2 5. 3.0 8.2 r_ 6- 2.= ' 1 2 7. 2.2 5.3 ' ' S. 1.9 5.; 2 1 i ' I ... 2 12 1 � 3.6 2 13. 1.1 3.3 2 14. 1.0 3.0 2 15. 9 2.7 2 1r7. 2. e 2 .8 1. 7 2.3 2 2 19. 2 19. 2.0 2 20. 6 1.9 C:\SW is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Colt or additional information or an official copy, please contact City of Fort Collins Website: http://citydocs.fcgov.com 5/16/2008 f Street Fort Collins, CO 80524 USA Stantec 2 2 2 ' 2 2 2 2 2 2 2 2 2 2 ' 2 2 2 2 2 2 2 2 2 2 2 ' 2 2 2 2 2 ' 2 2 2 2 2 ' 2 2 2 2 3 3 3 3 3 3 ■ 3 3 3 3 3 z 7 3 3 3 3 3 3 7 3 3 3 t 3 3 3 3 3 3 i C:\SW 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39. 40. 41. 42. 43. 44. 45. 46. 47. 48, 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 0. 1. 2. 3. 4. 6. 7. 8. 9. 10. 11. 12. 13. 15. 16. 17. is. 19. 20. 21. 72 23. 24. 25. 26. 27. 28. 29. 10. 3t. 32. 33. 34. 35. 36. 37. 38. 39. 40. 41. 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Websitc: http://citydocs.fcgov.com : 5/16/2008 additional information or an official couv. please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Stant" 52 . 53. 54 . 55. 56. 57. 58. 59. 0. 1. 2. 3. 4 5. 6. 7. 8. 9. le. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. : 5/16/2008 unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Stantec I k 11 I 7 k e 1 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34, 35. 36. 37. 38. 39. 40. 41. 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 0. 1. 2. 3. 4. 5. 6. 7. 8. c 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39. 40. 42. 43. 44. 45. 46. 47. 48. 49. 50. unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fegov.00m 5116t2008 dditional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Stantec 51. 52. 53. 54. 55. 56. 57. 58. 59. 0. I. 2. 3. 4. 5. 6. 7. B. 9. i0. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39. 40. 41. 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. e. i. 2. 4. 5. 6. 7. 8 9. 1�. I1. 12. 13. 14. 15. 16. 17. 18. 19. 20. unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com : 5/16/2008 additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Stantec ! 21. 3 22. ! 23. ! 24. ! 25, 26. I 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39. 40. ,11. 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. 52. 53. 54. ;5. 56. 57. 58. 59. 0. 1. 2. 3. 4. 5. 6. 7. 8. 9. 1C. 11. 12. 13. 14. 15. 16. 17. 18. i9. 70. E. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32, 33. 34 . 35. 35, 3; 3=. 3° 40. 41. 42. 43. 44. 45. 46. 47. 48. 49. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 t unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: httpJ/citydocs.fcgov.com 5/16/2008 additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 9 Stantac 50. .o .4 9 51. G .0 9 52. .0 .0 9 9 554. .0 .0 y 55. .4 .G 9 56. .0 .0 9 57. .0 .0 59. .0 .0 i0 0. .0 .0 109 1. 0 0 1C 2. 0 .o 10 G. .0 .0 10 5. .0 .0 10 6. .4 .0 iG 7. .0 .0 10 IG 2. .0 .0 9. 0 G 10 i0. .0 .0 10 11. .0 .0 10 12. .0 .0 to 14. o 0 10 15. .0 .0 l010 1613.. .0 .0 10 17. .0 .0 10 18. 4 4 10 . .0 .0 14 20 20. 0 0 10 21. .0 .0 10 22. .0 .0 10 23. .0 .0 10 2. .0 .0 10 25. .0 .0 10 26. .0 .0 10 27. .0 .0 To 28. .0 .0 10 29. .0 .0 ' :0 30. 0 0 10 31. .0 .0 10 32. 0 .0 10 33. .0 .0 10 3. .0 .0 10 35. .0 .0 10 36. .0 .0 10 37. .0 .0 10 38. .4 .0 10 .0 .0 ' t0 40. 40. 0 .0 10 41. 0 .0 10 42. .0 .0 10 43. .0 .0 10 45. .0 .0 10 45. .0 .0 10 A6. .0 .0 I 47. .G .0 i0 48. 0 .0 10 0 0 i0 50. 54. G 0 lG 51. .0 .0 io Sz. .G o 10 53. .0 .0 0 10 10 5. 55. 0 .0 14 56. 0 .0 10 57. 0 .o 0 SQ C .G n ii 59. .0 .0 0. G .0 11 1. 4 .0 11 2. .0 .0 it 3. .0 .0 li 7C . i1 8. .0 .0 li li 9. 0 0 10. 0 .0 11 11. .0 .0 II 12. .0 .0 li 13. .0 .0 1'_ li 15. .0 .0 15. 0 0 e li 17. .0 0 11 18. .G .4 11 19, 0 .G C:\SW is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official coov. Dlease contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 5/16/2008 11 20. 11 21. 11 22. 11 24. 11 25. 11 26. 11 27. 11 2, 11 29. 30. 11 31. 1i 32. 11 3. 11 34. ' 11 35, 11 36. li 37. 40. ;: 3c i1 =U. 11 41. 11 42. 11 43. 11 45. 11 45. 1 46. 11 47. ii 48. ?i 11 50. . !1 �? it 53. ii 5^ it 55. 11 56 11 57. li 2 J I e I 1 I e 59 Stantac C:\SW 5/16/2008 is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official corn. olease contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 USA I Stentec HARMONY TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPMasterFina1100.IN STANTEC; 3/6/08 ' *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** ' WATERSHED AREA (ACRES) 130.720 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .250 ' TOTAL WATERSHED OUTFLOW (INCHES) 3.321 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .098 ERROR IN CONTINUITY. PERCENTAGE OF RAINFALL .000 e t �t �e • C:1.SW is unofficial copy was downloaded on Dec4)6-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com Tor additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 5116t2008 HARMONY TECHNOLOGY PARK Stantec 100-YEAR EVENT FILE: HTPMasterFinal100.iN STANTEC: 3/6/08 ' WIDTH INVERT SIDE SLOPES OVERBANK!SURCHARGE GUTTER GUTTER, NOR NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK NUMBER, CONNECTION (FT) (FT) (ri!fT) L R N (FT) 210 205 0 2 PIPE 2.0 600. .0030 .0 .0 .013 2.00 1 1 205 205 0 2 PIPE 2.5 1330. .0030 .0 .0 .013 2.50 ' 206 207 0 2 PIPE 2.5 1300. .0030 .0 .0 .013 2.50 t 208 207 0 3 .1 1. .00i0 .0 .0 .001 10.00 l 207 511 G 1 1. 0010 O 001 10.00 110 SID 9 2 PIPE .0 0. .0010 .0 .0 .001 .00 0 R.ESERVOIR'STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 13.5 .0 .0 .1 6.0 .2 8.5 1.9 10.4 3.4 12.1 5.2 =.8 10.0 15.9 12.9 17.0 600 301 6 2 PIPE .0 0. .00i0 .0 .0 .00i .00 OlG.a RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 .1 4.5 .5 6.3 1.2 7.8 1.9 8.9 2.6 211 510 0 2 PIPE 2.5 1140. .0030 .0 .0 .013 2.50 t 510 511 11 3 .1 1. .0010 .0 .0 .001 10.00 1 100 1 110 0 3 .1 1. .0010 .0 .0 .001 10.00 ':Ol 210 _ 2 PIPE 0 0. 0011 .0 .0 .001 .00 0 ' F.ESER90?R STORAGE 1N ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.5 .4 3.5 1.0 4.3 1.6 5,11 201 205 9 2 PIPE .0 0. .0010 .0 .0 .001 .00 0 R.ESERVGIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.6 2 4.5 .8 5.8 1.7 6.8 2.7 J 8.6 E..O S.3 6.4 10.0 301 P. I 8V Z PIPE .0 0. 0010 .0 .0 OOi .00 O RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 l 4.5 .7 6.4 1.9 7.9 9.i 5.0 10.1 6.8 11.1 3.7 12.0 SOl 206 9 2 PIPE .0 0. .0010 .0 .0 .001 .00 D RESERVOIR STORAGE IN'ACRE-FEET VS SPILLWAY OUTFLOW 0 .0 .1 2.6 .3 3.8 .8 4.6 1. 5.3 1.1 5.9 3.0 6.5 3.9 7.0 4.9 7.5 1 TOTAL NUMBER. OF GUTTERS/PIPES. 14 e e ICASW is unofficial copy was downloaded on Dec-06-2013 from yor the City of Fort Collins Public Records Website: httpJ/citydocs.fcgov.rom 5/1612008 additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Stantec HARMONY TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPMasterFina1I00.1N STANTEC; 3/6/08 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES CUTTER TRIBUTARY GUTTER/PIPE D.AAAC) 100 0 0 0 0 0 0 0 0 0 0 32.9 205 210 201 0 0 0 0 0 0 0 0 29.9 206 205 501 0 0 0 C 0 0 0 0 46.4 207 206 208 0 0 0 0 0 0 0 0 56.4 208 0 0 0 0 0 0 0 0 0 0 10.0 210 i01 0 0 0 0 0 0 0 0 0 6.9 211 301 0 0 0 0 0 0 0 0 0 4 1. 4 510 ilO 211 0 0 0 0 0 0 0 0 74.3 TRIBUTARY SUBAREA 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 903 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 : 5/16/2008 unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http•J/citydocs.fcgov.com additional information or an official couv. please contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 USA HARMONY TECHNOLOGY PARK Stantec 100-YEAR EVENT FILE: HTPMasterFir,a1100.1N STANTEC: 3/6/08 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 6 CONVEYANCE ELEMENTS THE UPPER. NUMBER THE LOWER NUMBER IS DISCHARGE IN CFS IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT I14 FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) (0) DENOTES DISCHARGE IN CFS DENOTES STORAGE IN AC -FT DIVERTED FOR SURCHARGED FROM THIS GUTTER GUTTER TIME(HR/MIN) !.01 M 201 301 501 600 0 1. .0 00( ) .0 00(S) G OO(S) .0 OO(S) .G .00(S) .0 .00(S) ' 0 6. .0 .0 O .G .0 .0 .00(S) .DO(S) .00(S) .006) .00(S) .00(5) 0 11. 2.0 2.6 1.3 .8 .9 0 16. 01(S) 1.3 04(S) 8.3 02(S) 3.4 C4(S1 4.7 .02(S) 2.7 .02(S) 3.4 05(S) 17(Si 1<2(S) i7(S) .09(S) .08(S) 0 21. 2.5 8.8 46 5 3.3 4.8 A i(S) .42(S) 31(S) 45(S) .24(S) .18(S) 0 26. 2.8 9.3 5.3 6.6 3.9 5.5 .20(5) .86(S) .63(S) .88(S) .46(S) .34(S) ' 0 31. 3A 10.3 6.3 7.7 4.7 6.7 AO(S) 1.77(S) 1.28(S) 1.75(S) .94(S) .69(S) 0 36. 4.1 12.2 7.6 9.1 5.7 8A .79(S) 3.55(S) 2.54(S) 3.38(S) 1.65(S) 1.38(S) 0 41. 4.4 13.0 8.2 9.8 6.1 8.7 .99(S) 4.66(S) 3.31(S) 4.43(5) 2.40(S) 1.75(S) 0 46. 4 5 13.5 8 5 10.2 6.3 9.0 I.10(S) 5.29(S) 3.16(S) 5.65(S) 2.71(S) i.94(S) 0 51. 4.6 13.7 8.7 10.4 6.4 9.9 1.166) 5.65(S) 4.Ol,S) 5.44(S) 2.89(S) 2.03(S) ' 0 56. 4 6 13.9 8.8 10.5 6.5 9.2 1.19(S) 5.85(S) 4.18(S) 5.72(5) 3.00(S) 2.09(S) 1 1. 4.6 14.0 8.9 10.7 6.6 9.3 1.21(S) 6.05(S) 4.30(S) 5.94(S) 3.09(S) 2.12(S) i 4.6 14.0 8.9 10.8 6.6 9.3 _3rS1 6.la,;S1 4.,1!( 6.14!S? 3A6(S) 2.14(S? 1 11. 4.6 14.1 9.0 10.9 6.6 9.3 1.24(S) 6.30(S) 4.49(S) 6.31(S) 3.22(S) 2.15(S) 1 16. 4.7 14.2 9.0 11.0 6.7 9.3 ' i.25(S) 6.41(S) 4.1.7(S) 6.48(S) 3.27(S) 2.16(S) 1 21. 4.7 14.2 9.1 11.0 6.7 9.3 1.25(S) 6.50(S) 4.64IS) 6.6315) 3.32(S) 2.16(S) i 26. d.i 14.3 9.i 11.1 6.7 9.3 1.26(S) 6.56(S) 4.70(S) 6.7.(5) 3.36(S) 2.17(S) ' 1 31. 4.7 14.3 9.1 11.2 6.8 9.3 i.261S) 6.65(S) 4.76(S) 6.92(S) 3.40(S) 2.17(S) 1 36. 4.7 14.4 9.2 11.2 6.8 9.3 1.26(S) 6.72(S) 4.81(5) 7.05(S) 3.44(S) 2.16(S) 1 4!. 4.i 14.4 9.2 11.3 6.8 9.3 25(S) 6.77(S) 4.66(S) 7.17(S) 3.47(S) 2.16(S? 1 46. 4.7 14.4 9.2 11.4 6.8 9.3 .26(S) 6.83(S) 4.90(s% 7.29(S) 3 Su"(S) 2.15(S) 1 51. 4.7 14.5 9.2 11.4 6.8 9.3 1-26(S) 6.87(S) 4.94(S) 7.41(S) 3.52(S) 2.14(S) 1 56. 4.7 14.5 9.3 11.5 6.8 9.3 i.26IS) 6.91(S) 4.97(S) 7.52(S) 3.55(5) 2.13(S) 2 {, 4.1 14.5 9.3 ii 5 6.8 9.3 !.2515) 6.95(S) S.00(S) 7.62(S) 3.57(S) 2.i1(S) ' 2 6. 4.6 i.23(S) 14.5 6.93(S) 9.3 99(S) 11.5 ;.67(S) 6.3 3.56(S) 9.2 2.07(S) 2 li. 2.6 14.5 9.3 _1.5 6.8 9.t 1.21(5) 6.87(5) 4.95(S:t 1.69(S) 3.53(S) 2.02(S) 2 16. 4.6 14.4 9.2 11.5 6.8 9.1 2 21. 1.18(S) 4,5 6.79(S) 14.4 4.91(S) 9.2 7.69(S) I1.5 3.49(S) 6.8 1.97(S) 9.0 1.15(S) 6.71(S) 4.85(Si 7.59(S) 3.45(S) 1.91(S) 2 26. 4 i4.3 9.2 i.5 5.6 8.9 1.12(S) 6.62iS) 7.686) 3.41(S) ' 31. 0 i .09(S) i4.3 6 53iS) 9.1 =1.74(S) :.5 ;.67f3) 5.7 3.37(S) 8.8 1.79(S 36. 4.4 t4.2 9.i i1.5 6.7 8,7 1.06(S) 6.44(S) 4.68(S 7.66(S) 3.33(S) 3(S) 41. 4.4 14.1 9.1 11.5 6.7 8.6 2 46. 1.03(S) 4.4 6.35(S) 14.1 4.62(Si 4.0 7.64(S) 11.5 3.28(S) 6.7 1.67(S) 8.5 e 1.00(S) 6.25(S) 4.56(5) I.62(S/ i.6if�; 2 51. k.3 14,0 9.0 11 5 6.6 6.4 .97(S) 6.16(S) 4.50(S) 7.61(S) 3A 9(S) !.566: ' 2 11, 4.3 14.0 8.9 iI.S 6.6 8.3 CASW is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com or additional information or an official coov. please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 5/16/2008 Stantec 0 11 L� �I] 1 I e H .94(S) 6.07(S) 4.44(5) 7.59(S) 3 1. 4.3 13.9 8.9 11.5 .91(S) 5.97(S) 4.38(S) 7.57(S) 3 6. 4.2 13.9 8.9 11.5 .89(S) 5.88(S) 4.32(5) 7.54(S) 3 11. 4.2 13.8 8.8 11.5 .86(S) 5.78(5) 4.26(S) 7.52(S) 3 16. 4.1 13.8 8.8 11 .4 .83(S) 5.69(S) 4.20(S) 7.50(S; 3 21. 4.1 13.7 8.8 11.4 .80(S) 5.60(5) 4.14(S) 7.43(S) 3 26. 4.0 13.6 8.7 11.4 .77(S) 5.50(S) 4.08(5) 7.45(5) 3 31. 4.0 13.6 8.7 11.4 .74(S) 5.41(S) 4.03(S) 7.43(S) 3 36. 4.0 13.5 8.7 11.4 .72(S) 5.32(S) 3.97(S) 7.40(S) 3 41. 3.9 13.5 8.6 H .4 .69(S) 5.23(S) 3.91(S) 7.37(S) 3 46. 3.9 13.4 8.6 11.4 .66(S) 5.13(5) 3.85(S) 7.356) 3 51. 3.8 13.3 8.5 11.4 .64(S) 5.04(S) 3.79(S) 7.32(S) 3 56. 3.8 13.3 8.5 11.4 .61(S) 4.95(S) 3.73(S) 7.29(S) 4 1. 3.8 13.2 3.5 11_3 58(S) 4.86(S) 3.67(S) I.26(S) 4 6. 3.7 13A a.<1 11.1 .56(5) 4.77(S) 3.61(S) 7.23(S) 4 11. 3.7 13.1 e.4 1i.3 .53(S) 4.68(S) 3.56(S) 7.20(S) 4 16. 3.6 13.0 8.3 i1.3 .51(S) 4.59(S) 3.50(S) 7.17;S) 4 21. 3.6 12.9 8.3 11.3 .48(S) 4.50(S) 3.44(S) 7.14(S) 4 26. 3.6 12.8 8.3 11.3 46(S) 4.4ir-1 3.39(S) 7.10(5) 4 31. 3.5 12.8 8.2 11.2 .43(S) 4.32(S) 3.33(S) 7.07(S7 4 36. 3.5 12.7 8.2 11.2 .41(S) 4.24(S) 3.27(S) 7.04(S) 4 41. 3.4 12.6 8.1 11.2 .39(S) 4.15(S) 3.22(5) 7.00(S) 4 46. 3.3 12.6 8.1 i!.2 .36(S) 4.06(S) 3.16iS) 51. 3.2 iz.5 8.1 il.2 1(S) 4 56. 3.24(5) 12.48(Si 8 0 11.2a;.S) .32(S) 3.89(5) 3.05(S) 6.89(S) 5 1. 3.1 12.4 3.0 1L1 .30(S) 3.81(S) 3.00(S) 6.85(S) 5 6. 3.1 i2.3 7.9 11.1 .28(S) 3.72(S) 2.94(Si 6.81t5) 5 il. 3.0 12.2 7.9 .26(S) 3.64(S) 2.89(S) 6.77(S) 5 16. 2.9 12.2 7.4 11.1 .23(S) 3.55(S) 2.83(S) 6.73(S) 5 21. 2.9 12.1 7.8 11.1 .21(S) 3.47(S) 2.78(S) 6.68(S) 5 26. 2.8 12.0 7.8 1i.0 .206) 3.39(S) 2.72(S) 6.64fs) 31. 2.8 11.9 7.7 i1.0 .18(5) 3.30(5) 2.67(S) 6.5y(S) 5 36. 2.7 11.8 7.7 1i.0 .16(5) 3.22(S) 2.62(S) 6.54(S) 5 41. 2.6 11.8 7.6 11.0 .14(S) 3.14(S) 2.57(S) 6.49(S) 5 46. 2.6 11.7 7.6 i0.9 .12(S) 3.06(S) 2.51(S) 6.43(5) 5 51. 2.5 11.6 ? 1 1C.9 .10(S) 2.98(S) 2.46(S) 6.36(S) 5 56. 2.4 i1.5 7.5 10. .09(5) 2.90(S) 2.41(Si 6.25(S) 6 1. 2.0 11.4 7.4 10.8 .07(S) 2.82(S) 2.36(S) 6.23(S) 6 6. 1.6 1i.3 7.4 10.8 .06(S) 2.74(S) 2.31(S) 6.15(S) 11. 1.3 11.2 7.4 10.7 .O�(S) 2.67u ) 2.25(5) 6.08(5) b 16. I.I i1.2 % 3 10.7 .04(5; 2 59(S) 2.21(S) 6.Ci(S) 6 21. 9 11.1 1.3 _O J .03(S) 2.5i(S) 2.16(S) 5.94(S) 6 26. .8 11.0 7.2 10.6 .03(S) 2.44(S) 2.11(S) 5.87(S) 6 31. .6 10.9 7.2 10.6 .02(S) 2.36{S) 2.06(S) 5.of" 6 36. .5 10.8 7.1 i0.5 .02(S) 2.29(S) 2.01(S) 5.72(S) 41. .4 10.7 7.1 10.5 3.15(S) 6.6 3.10(S) 6.6 3.06(S) 6.5 3.02(S) 6.5 2.97(S) 6.5 2.93(S) 6.4 2_.88(S) 6.4 2.84(S) 6.4 2.79(S) 6.4 2.75(S) 6.3 2.71(S) 6.3 2.66(S1 6.3 2.62(S) 6.2 2.58(S) 6.2 2.54(S) 6.2 2.49(S) 6.1 2.45(5) 6.1 2.41(S) 6.1 2.37(S) 6.1 2.33(S) 6.0 2.28(S) 6.0 2.24(S) 6.0 2.20(S) 5.9 2.16(5) 5.9 2.12(S) 5.9 2.08(S) 5.8 2.04(S) 5.8 2.00(5) 5.8 1.96(S) 5.7 1.92(S) 5.7 .38(S) 5.7 :.34(s) 5.6 1.30(S) 5.0 1.76(S) 5.6 1.73(S) 55 i.69(S) 5.5 1.65(5) 5.5 1.61(S) 5.4 1.57(S) 5.4 1.54(S) 5.4 i.50(S) 5.3 1.46(S) 5.3 1.43(S) 5.2 1 39(5) 5.2 1.36(S) 5.2 1.50(S) 8.2 1.44(S) 8.1 1.39(S) 8.0 1.33+5) 7.9 1.28(S) 7.9 1.22(Si 7.8 1.i7(S) 7.7 1.12(S) 7 5 1.O615) 7.4 Oi(S) 7.3 96(S) 72 97(S) 7.1 36(S) 7.0 81rs1 6.9 .77(S) 6.8 .72(S) 6.7 .67(5) 6.6 .63(S; 6.5 .58(S) 6.4 .54(S) 6.7 . 50(S) 6.0 45(S) 5.9 4i S) 5.7 a7(5) 5.5 34(S) 5.3 .30(S) 5.2 26(S1 5.0 23(Si .19(S) 4.7 16(S) 4.6 13(Si 4.3 1�(s) 3.2 .07(S) 2.3 1.04(S) 1.3 .03(Si .9 02(S'• .02(S) .5 OliS? 01(>i ( 2 Oi)(5) i .00(S) 1 OO;S) .1 .00(S) .l unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com 5/16/2008 additional information or an official coov. please contact Citv of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 USA ' 2.21(S) 1.96(S) 5.65(S) Stantec 1.32(S) 6 46. .02(S) .4 10.7 7.0 10.5 5.1 .00(S) .0 .01(s) 2.14(S) 1.91(S) 5.58(S) 1.28(s) .00(S) 6 51. .3 .01(S) 10.6 2.07(S) 7.0 1.86(S) 10.4 5.51(S) 5.1 1.25(S) .0 .00(S) ' 6 56. .2 10.5 7.0 10.4 5.0 .0 .01(s) 1.99(5) 1.81(S) 5.44(5) 1.21(S) .00(S) 7 1. .2 10.4 6.9 10.3 5.0 .0 7 6. .01(S) .2 1.92(S) 10.3 1.77(S) 5.9 5.37(S) 10.3 1.18(S) 5.0 .00(S) .0 ' .01(s) 1.85(S) 1.72(S) 5.30(s) IA5(S) .00(s) 7 11. .1 10.3 6.8 10.3 4.9 .0 .00(S) 1.78(S) 1.67(5) 5.22(S) 1.1i(S) .00(s) 7 16. .1 10.2 6.8 10.2 4.9 ' 7 21. .00(s) 1.71(S) 10.1 1.62(S) 6.7 5A 5(S) 10.2 7.68(S) 4.8 .0 .00(S) .1 .00(s) 1.64(S) 1.58(S) 5.08(S) 1.04(s) .0 .00(S) 7 26. .1 10.0 6.6 10.1 4.8 .0 .00(s) 1.57(S) 1.53(S) 5.01(S) 1.01(Si 7 31. .I 10.0 6.6 10.1 4.5 .00(s1 .0 .00(s) 1.50(S) 1.49(S) 4.94(S) .98(S1 .00(s) 7 36. .1 9.9 6.5 10.1 4.7 .0 .00(s) 1.43(S) 1.44(S) 4.86(S) 95(S) .00(S1 7 41. .0 9.8 6.5 !0.0 4.7 .0 .00(S) 1.36(S) 1.40(S) 4.81(S) 9:(S) .00(s) 7 46. .0 9.7 6.4 i0.0 .1.6 .0 .00(s) 1.30(5) 1.35(S) 4.74(S) .88(s) .00(s) 7 51. .0 9.7 6.4 9.9 4.6 .0 .00(S) 1.23(5'1 1.31(S) 4.57(S) .85(S) 00(S) 7 56. .0 9.6 6.3 U.9 4.6 .0 ' .00(s) 1.16(S) 1.26(S) d.606) 82(S) 00(Si 8 1. .0 9.5 6.3 .00(S) 1.10(S) 1.22(S) 4.53(S) .79(S) .00(s) 8 6. .0 9.5 6.2 9.8 4.5 .0 .00(S) 1.03(S) 1.i8(5) 4.47(S) .76(S) 00(s) ' 8 11. .0 9.4 6.2 9.7 4.4 .0 .00(S) .97(S) 1.14(S) 4.40(S) .72(S) .00(S) 8 16. .0 9.3 6.1 9.7 1.4 .0 .00(s) 90(s) 1.09(s) 4.33(S) .69(S) .00(s) 8 21. .0 9.2 6.11 9.7 '1.3 .0 ' .00(S) .84(S) 1.05(S) 4.26(S) .66S) .00(Si 8 26. .0 9.2 6.0 9.6 4.2 .0 .00(s) .7 (S) 1.o1(s) 4.20(s) .6,!,S) oo(s) c 31. 0 9.1 6.0 4.2 .0 00(S) .71(5) .97(S) 4.13;S) .6i(;) .00(S) 8 36. .0 9.0 5.9 9.5 4.1 .0 .00(S) .65(S) .93(S) 1.07(S) .58(S) .00(S) 8 41. .0 9.0 5.9 9.5 4.1 .0 .00(5) .59(Si .89(s) 4.00(S) 55•"%-OG(S) 8 46. 0 2.9 ;.a 9.4 4.0 .0 ' .00(S) .53(S) 85(S) 3.94(S) 2(St UO(S 51. .0 8.8 =.7 4.0 .0 .00(S) .47(S) 8I.(S) 3.87(s) 49(S) 00(S) 8 56. .0 8.8 5.7 9.4 4.0 .0 .00(S) Al(S) .77(S) 3.81(S) .47(S) .00(S) 9 1. 0 8.7 S.a 9.3 3.9 .0 .00(S) .35(S) 73(s) 3.74(S) 44(S) .00(S) 9 6. .0 8.6 5.5 9.3 3.9 .0 .00(S) .29(S) .69(S) 3.68(S) .41(SI .00(5) ' 9 H. 0 .00(s) 8.E 23(S) 5.4 65(S) 9.2 3.6i(S) 3.8 39(S) .0 .00(s) 9 16. .0 8.4 5.3 9.2 3.8 .0 00(5) ll(s) 62(S) 3.55(S) 36(S) .00(s) 9 21. .0 6.0 5.2 9.2 3.7 .0 .00(s) .12(S) .58(s) 3.49(S) .33(S) 00(S) 9 26. .0 4.2 5.2 9.1 3.6 .0 .00(S) .08(s) .54(5) 3.42(S) .'M5) .00(S) 9 31. .0 3.0 5.1 9.1 3.5 .0 .00(s) .06(5) .51(S) 3.36(S) .28(S) .00(s) ' 9 36. 0 .00(S) 2.1 .04(S) 5.0 .48(5) 9.0 3.30(S) 3 4 26(S) .0 .00(s) 9 41. .0 i.5 4.9 9.0 00(S) .03(S) .44(S) 3.24(S) 24(s) .00(s) 9 46. 0 1.1 4.8 8.9 3.2 .0 9 51. .00(s) .0 .02(S) .8 .41(S) 4.8 3.i8(s) 8.9 .22(S) 3.1 .00(Si .0 .00(5) .01(Si .37(S) 3.11(S) .19(S) .M s) 9 56. .0 .5 4.7 8.8 1.1 .0 .00(S) 01(s) .34(S) 3.056) i1(S1 .00(S) 10 1, 0 00(S) 4 01(S) 4.6 .3i(S) 3.8 2.99(S) 3.0 15•: J .00(s) 10 6. .0 .3 4.6 e..7 2.9 .0 .00(S) 01(s) .28(S) 2.93(S) .13(s) .00(s) 10 !1. C. .2 4.5 8.7 2.8 .0 10 16. AI(S) 0 .00(S) .1 .25(S) 4.3 2.8Z:S) 8.6 .11(s) 2.7 .00(S) .0 .00(S) .00(s) .22.(5) 2.81(S) .09(S) .00(S) 10 21. .0 .1 4.6 8.6 2.7 .0 .00(5) .00(S) .19(s) 2.75(S) .07(S) .00(s) _ 10 26. .0 .1 3.8 8.5 2.2 .0 5116/200B unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com additional information or an official coov. please contact City of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 USA ' .00(5) .00(s) .16(S) 2.69(S) .06(S) .00(s) 10 31. .0 .0 3.6 8.5 1.7 .0 .00(S) 00(D .14(S) 2.64(S) .04(5) .00(s) 10 36. .0 .0 3.4 8.4 1.3 .0 .00(S) .00(s) .11(s) 2.58(S) .03(S) .00(s) ' 10 41. .0 .0 3.2 8.4 1.0 .0 .00(S) .00(S) .09(S) 2.52(S) .03(s) .00(S) 10 46. .0 .0 3.0 8.3 .8 .0 .00(5) .00(s) .07(s; 2.45(S) -02(S) .00(s) 10 51. .0 .0 2.8 8.3 .6 .0 .00(s) .00(s) .05(s) 2.40(S) .02(S) .00(S) 10 56. .0 .0 2.7 8.3 .5 .0 .00(s) .00(S) .03(5) 2.35(S) .01(s) .00(s) 11 1. .0 .0 1.7 8.2 .3 .0 .00(S) .00(S) .01(s) 2.29(S) .01(S) .00(S) ' 11 6. .0 .0 .7 8.2 .3 .0 .00(S) .00(s) OP S) 2.23(S) 01(S) 00(I) 11 11. .0 .0 .3 8A .2 .0 .00(s) .00(s) .00(5) 2.18(S) .01(5) tt 16. .0 .0 .1 p0(s; ' .00(s) .00(S) .00(s) 2.12(S) .00(S) .00(s) 11 21. .0 .0 .0 8.0 .1 .0 .00(s) .00(s) .00(S) 2.07(s) .00(S) .00(s) 11 26. .0 .0 .0 8.0 .1 C .00(s) .00(s) .00(s) 2.01(S) .00(s) .00(S) ' 11 31. .0 .0 .0 7.9 .1 .0 .00(s) .00(S) .00(S) 1.96(S) .00(s) .00(S) 11 36. .0 .0 .0 7.9 .1 0 .00(S) .00(s) .00(s) 1.90(s) .00(s) 00(s) 11 41. .o 0 o a a o ' .00(s) .00(s) .00(s) 1.85(S) .00(S) .00(S) 11 46. .0 .0 .0 7.8 .0 0 .00(5) .00(S) .00(s) 1.80(S) .00(s) .10061 11 51. .0 .0 .0 7.7 0 .0 ' .00(5) .00(s) .00(s) 1.74(S) .00(s) .00(S` 11 56. .0 .0 .0 7.6 .0 .0 .00(s) .00(s) .00(S) 1.69(S) .00(s) 00(S) 1 1 C:\SW ro is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com r additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 5/1612008 0 Statttec HARMONY TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPMasterFina110O.IN STANTEC; 3/6/08 ' *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *** "* NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME Wato/ jo+-A -fir too_ Y� ELEMENT:TYPE (CFS) (FT) (AC -FT) (HR/MIN) 100:3 101:2 297.7 4.7 (DIRECT .0 FLOW) 1.3:D 0 35. 1 39. -� O ,3 --� I •53 ct_c.- E 110:2 201:2 14.5 9.3 .0 6.9:D S.O:D 2 2. 2 2. 1. OR c� {f ' 205:2 13.9 .0 1.4 2 4. p ,'1(p S,7(a 206:2 20.8 1.9 2 6. 207:3 77.6 (DIRECT FLOW) 0 36. 208:3 63.9 (DIRECT FLOW) 0 36. 210:2 4.7 .9 1 41. ' 211:2 301: 2 1i.5 11.5 1.3 .0 7.7 : D 2 20. 2 15. -- a O • Mk 501:2 6.8 .0 3.6:D 2 2.--,P o y,ty wr 510:3 26.0 (DIRECT FLOW) 2 6. ' 511:3 600:2 98.0 9.3 (DIRECT .0 FLOW) 2.2:D 0 36. 1 27.-� .4.•61 /1 0.L - y G ENOPROGRAM PROGRAM CALLED n N114 1� 1 Q zg7.7 ifs e �RIry S -Ft- ; 1. bJ- & x 90S- 1 1 : 5/16/2008 c unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http-//cilydocs.fcgov.com additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins. CO 80524 USA ' Harmony Technology Park ' Pond 110 Orifice Calculation 100-Year Pond Orifice Plate ' Basic Equation: Q=Cd•A•(2g•(h1-h2))0.5 1 Revised Equation: 1 A=Q/(Cd • (2g • (h1 - h2 ))0.5 Input Basin Area = 32.92 Contributing Drainage Area ' Cd= 0.65 Input g= 32.20 ft/s2 Gravitational Constant h1= 4904.20 100 year WSEL ' h2= 4898.00 Invert Elevation of Pipe Q = 15.00 cfs Input t Output A= 1.15 ft Calculated orifice area 'r— 7.28 Calculated radius (inches) ' Orifice opening bottom aligned with invert of pipe, difference in head on the orifice measured from the centerline of the orifice opening ' Orifice Dia. = 14.*514 inches 1.2126 feet �I r I k STANTEC 187710640 Vis unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.rom or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA w � LO 00 O C3 N � 00 N C7 O Q . V ^. m L � m N t) U > ami m E ami % ` w. V y� m tV • i • • • • O • O a • 3 U • C Q) CL • c <n O 0 . c U CD i y w � °Q ° 9 E m.- w U M LO tl- l0 V O 0010 V 1�mu> O 6 t0 V� tD � 'd' O to 7ra m Im E c o-nrnvNM0) o rn m 0 0 0 � Cl) In 1l� m 0 m ON tD CO 00 O 00 Om O> h �.. U O e-cD V W, tov N o m O O O r N N O N Nv O M W W M M M M m O w 0) 1.- coO N O �p Nf, CP�-MM, N CO N (0 O m V O CTf O M Q tN COm O C,0M It, M O M m O to .- N O M m M (O m m m M f� .- 0 0 0 I 1 N N M MO CO N�ImN 00 CO m C') QLn ,*, h cY 'r 0 co co 0 co O N M M a to O .- .- .+ 01. u7 O N M V M O n n N M N N f0 0 LD 1 ° O m 0 N M V N 0000rnrnrnrnrnrn� 00000 N0 N W v v v v v v V. v CD (,Mt m v N X 4) z , U c 0 c , 0 0 n. _ c c o 0 0 jp , U 0 �- m N O c m m U o Q � CD 'O ° X X X X ' 3 n L)w as u n L) ¢¢ n 0 1 N `m N O 0 0 0 o E O O O o O ' m ym 0 O 0 O 00 O O 00 00 m , T 0 0 00 0 h 0 0 O O m 01 , m CD O O 0 0 O 0 e D m 700 cr d 4) 00 00 00 00 O O ' m m m p .+OO 3 li4�er� d o CD O co 00 CD 0)co3 00 00 rn �v 0) Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: Brad Kugler Company: Stantec Date: May 16, 2008 Project: Harmony Tech Park Location: Fort Collins (Pond 110) 1. Basin Storage Volume I, = 80.00 % A) Tributary Area's Imperviousness Ratio (i = I, / 100) i = 0.80 B) Contributing Watershed Area (Area) Area = 32.92 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.33 watershed inches (WQCV=1.0-(0.91 -13-1.19-I2+0.78'1)) D) Design Volume: Vol = (WOCV / 12) ' Area ' 1.2 Vol = 1.081 acre-feet 2. Outlet Works A) Outlet Type (Check One) X Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 2.27 feet C) Required Maximum Outlet Area per Row, (A,) A. = 1.93 square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D = 1.5000 inches, OR ii) 2" Height Rectangular Perforation Width W = inches E) Number of Columns (nc, See"Table 6a-1 For Maximum) nc = 1 number F) Actual Design Outlet Area per Row (A,) A� = 1.77 square inches G) Number of Rows (nr) nr = 7 number H) Total Outlet Area (A„) A„ = 12.03 square inches 3. Trash Rack A) Needed Open Area: A, = 0.5' (Figure 7 Value)' A„ A, = 385 square inches B) Type of Outlet Opening (Check One) X - 2' Diameter Round 2" High Rectangular Other: C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W,wc) from Table 6a-1 Wconc = 15 inches ii) Height of Trash Rack Screen (HTR) HTR = 51 inches is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydoes.fcgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer: Brad Kugler Company: Stantec Date: May 16, 2008 Project: Harmony Tech Park Location: Fort Collins (Pond 110) iii) Type of Screen (Based on Depth H), Describe if "Other' x S.S. #93 VEE Wire (US Filter) Other: iv) Screen Opening Slot Dimension, Describe if "Other" X 0.139" (US Filter) Other: v) Spacing of Support Rod (O.C.) 1.00 inches Type and Size of Support Rod (Ref.: Table 6a-2) TE 0.074 in. x 0.50 in. vi) Type and Size of Holding Frame (Ref.: Table 6a-2) 0.75 in. x 1.00 in. angle D) For 2" High Rectangular Opening (Refer to Figure 6b): 1) Width of Rectangular Opening (W) W = inches ii) Width of Perforated Plate Opening (W., = W + 12") Wconc = inches iii) Width of Trashrack Opening (W«,e inq) from Table 6b-1 Wopening = Inches iv) Height of Trash Rack Screen (HTR) HTR = inches v) Type of Screen (based on depth H) (Describe if "Other") KlempT" KPP Series Aluminum Other: vi) Cross -bar Spacing (Based on Table 6b-1, KlempT' KPP inches Grating). Describe if "Other" Other: vii) Minimum Bearing Bar Size (KlempTM Series, Table 6b-2) (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio (L/W) 5 Pre -sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1D) acre-feet B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no is unofficial copy was downloaded on Dec-06-2013 from the City of Fort Collins Public Records Website: http://citydocs.kgov.com or additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of 3 Designer: Brad Kugler Company: Stantec Date: May 16, 2008 Project: Harmony Tech Park Location: Fort Collins (Pond 110) 6. Two -Stage Design A) Top Stage (Dwo = 2' Minimum) Dwo = feet Storage= acre-feet B) Bottom Stage (D85 = Dwo+ 1.5' Minimum, Dwo+ 3.0' Maximum, Des = feet Storage = 5% to 15% of Total WQCV) Storage= acre-feet Surf. Area= acres C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.5 ' Top Stage Depth or 2.5 Feet) Storage= acre-feet Surf. Area= acres D) Total Volume. Vol,,, = Storage from 5A + 6A + 6B Vol,., = acre-feet Must be > Design Volume in 1 D 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z = (horizontal/vertical) Minimum Z = 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontal distance) Z = 4.00 (horizontal/vertical) per unit vertical) Minimum Z = 3, Flatter Preferred 9. Vegetation (Check the method or describe "Other") Native Grass Irrigated Turf Grass Other. Notes: W Q is unofficial copy was downloaded on Dec-06-200 from the City of Fort Collins Public Records Website: httpJ/citydocs.fcgov.com �IIFGT additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA I Ards PROP TYPE M RIPRAP SEPARATE DOCUMENT: BY i (13'WIDE x 13' LONG X I' DEEP OVER RECMNY \\\ 'PROP LOD 12"OF COOT CLASSA BEDDING -COVER (SEE DETAIL SHEET C-012) I J I I J 1 SPEN INSTALL WATTLE INLET ��� MULCH I INSTALL 1,255 LF OF SILT FILTER FENCE (ALONG NORTH. WEST, / 1R� MULCH 'PROP PROPERTY �� SOUTH, MIDEAST PORTIONS o 9 0 BOUNDARY //� i ;OFSf1E, AS SHOWN) > p j I INSTALLNORTH/ l �AMERIGNGREM I,I I I i SINFABR�G 11 PROP 2' I / I INSTALL 1,255 LF OF SILTS 'ill` I INSTALL GRAVEL INLET 1 CURBCUT PROP PROPERTY} a FENCE (ALONG NORTH, WEST, 1 1 �Y OW SOUTH, AND EAST PORTIONS 'li l FILTER (iYPx«CURB 1 (iYPxd, IN I // 1 BOUNDARY/ II CUTS IN @MEDAN)CURB MEDAN) / 1 OF SITE, AS SHOWN) 'l ® I MULCH i 1 • Ip PROP TYPE M RIPBAP I By WIDE x FLORID X I'DEEP OVER I 12" OF COOT CLASS A BEDDING COVER RIPRAP WI 6" OF TOPSOILBTYP x 2, THIS MEDIAN) I (y MULCH I (SEE DETAIL SHIEIFE"12)� PROP PROPERTY I a BOUNDARY INSTALL WATTLE INLET --- / • • 111 i I \ II CHECKED BY, IRG Ill I FILTER DESIONBDBY'. IRO 1 I INSTALL WATTLE INLET I 1 I \\ MULCH FILTER INSTALL GRAVEL INLET 1 I [1 I i FILTER(TYP x 4 Q CURB I f W DRAWN BY Drwu CUTS IN MEDAN) I \ PROP TYPE M RIPRAP I \ N (fi'WIOEx6'LONG x1'DEEP OVER I e JI LL 12" OF CDOT CLASS A BEDDING COVER r� /RIPRAP WI BE OF TOPSOIL)(TYP x 2, THIS MEDAN) (SEE DETAIL SHEET C-012) DRAINAGE 6 UTILITY ESMT, BY / I O SEPARATE DOCUMENT: CURB OUR MULCH — RECEPRONY — G (TYP x 4. IN I I I HIP MEDAN) ____________y______ _______________ ___r__� _ ___ Y. __ 4905_— �_ _ — _' __ —--------- 14 INSTALL WATTLE INLET' _ _ MULCH _ _ _ _ _ _ _ — / 4 _ 7—____ ____ _ J II FILTER/ INSTALL NORTH NGREEN f 1— ____ _ ____ — _ ____________y---_—________ _ Y. Ol __ _ PROP LOD RYP) _Sr50 FABRIC �_____sT 11- IL -- — _— — _ _ ------------ '�� PROP TYPE M RIPRAP __ .4904. _ _ — — ______ ___________ __ _ ___ U0'WIDEx1O'LONGXI'DEEPOVER ____ _ t=d ZL= _--- — —__ ____ ——�—_=^--ter= - ------ O O J 12" OF CDOT CLASS A BEDDING COVER _-F_ _ _ _--,--- —__ __r=-----_—_-- x - 1� J RIPRAP W/8"OF TOPSOIL) O � Q Nx (SEE DETAIL SHEET C-012) _ Ir Z U —4908—_-- 1 _ U% .. ... .:. ., • ---- PROP PROPERTYI Z O ... ... _ I ° I . BOUNDARY/PROP ROW U f J U -�,49C, EX RovY _ _ I Lw 0 Z 4g — — D J �e�--�- INSTALL VEHICLE I r U _O 08. We INSTALL GRAVEL INLET TRACKING PAD m. '.x O N - •' FILTER (24' WIDEm BYLONG) - - "�- PRECISION DRIVE - O LL UL m " -- - --- m �,,, - — _T ;T •- I '""� I City of Fort Collins, Color3Go S "' r ..-.- -'-°' UTILITY PLAN APPROVAL s3 :. I l APPROVED: a CHY Engineer Date _________—_. ___a 0 CHECKED BY: wafer a waate.ater u61iN Date NOTES LEGEND CHECKED BY: 1) CONTRACTOR TO INSTALL SILT FENCE, PRIM TO BEGINNING CONSTRUCTION ACTVITES. TOTALLEHGTHOFSILT pRMfa/ID INDEX CCNRxIx -SrT IH1FAVH Slormxater Utility Date F (j FENCE =1,]65 LF. U _ DB — PROPOSED Ix1ERUENATE CMTpM - I FT NIERVAL CHECKED BY: Z 2) ALL DISTURBEOAREAS ARE TO BE SEEDED AND MULCHED. Parley k Recrmtion Date 3 m ]I A'SOFT PANE CONSISTING OF SANADExI DEEP q`MLLBE ALICEDLI O THEETTION TO BECOME ESTABLISHED NTCxEI TTRADING PAD CHECKED BY: FTHE _ _ SET �� Traffic Engineer Date OVER EYNHILNCREASING WQUALITY ATERFOR THE SITE. PIEASEREFERTOTHEGRAP DIN LVI ANDSHEETCHECKED BY: LFOR LBamj0 ^r^rr'r s s TYPE M RIPRAP Eneronmentol Planner Dale a 4) STOCK PILES SWILL NOT TO EXCEED TO -IN HEIGHT. G IC BATTLE aEa DAM THESE PLANS HAVE BEEN REVIEWED BY THE LOCAL 5) ALLOFFSITEAREAS DISTURBED DURINGCONSTRUCTIONAAETO BE RE-VEGETATEDAND RETURNED TOHISTORIC ENTITY FOR CONCEPT ONLY. THE REVIEW DOES NOT =_O, CONDITION. IMPLY RESPONSIBILITY BY THE REVIEWING BAY M STRAW MY MIAOI DEPARTMENT, THE LOCAL ENTTY ENGINEER, OR THE S) GRAVEL INLET FILTERS SHALL BE INSTALLED ON THE EXISTING COMBINATION INLET. LOCATED ON THE NORTH SIDE OF D_SfO LOCAL ENTRY FOR ACCURACY AND CORRECTNESS OF PRECISION DRIVE THE CALCULATIONS FURTHERMORE. THE REVIEW DOES NOT IMPLY THAT OUANTmES OF ITEMS ON THE PUNS ex ]) ANDSETRACNINT LLEDACORDIN ACCORDINGLY. BE DETERMINED BY THE CONTRACTOR AND PRIOR iOCNBTRUCTION. CALL UEOTY NOTIFICATION ARE THE RNA- QUANTITIES REQUIRED. THE ANEW TB PNDSHALL BE INSTALLED ACCOftgNGLT. pu1EL INLET FILTER '1 CENTER OF LOLO.FTA(OYO �/ ecrxa: BIAGGI 8) SEE SHEET C-0JS FOR EROSION CONTROL NOTES AND DETAILS. 1-800-922- 98 ACCEPTANCE OF FINANCIAL RESPONSIRBUTY BY ME 1/E9/I4 LOCAL ENTTY FOR ADomDNAL OWNIRIES OF ITEMS SHEET No: C-005 rw SHOWN THAT MAY BE REQUIRED DURING THE 1E°�R"^ITR' CONSTRUCTION PHASE. 5 OF 13 Sae STORM WAT1tLs EMBEDDED AND STucm, As STwpum MMON AND aBdnETlT mxmaL np mAm - - SEEDING CHART s yy, _ sHovm x'wnTTL£ RLTER' DEwL. Ms SHEET m G Seepembw mooMU1 ON PLAN NOME - Table ttOmitca 2. Recommended Species Application Rates of Seeds ENSURE STRO UEATOIL BE dim Or WATRES. SPACING S A.ado] es an+°Dae oerfa lL4y °"a`^ " BASED AREAL, ice TD HEAD HEIGHT (AT Er Y.voDEN (IJ Tne Seem caroamaceaw mud be nmorod at best r mN"fear 124) hmm Motor toWry cm»nalm fair Temporary vegetation ma/or Cover crops —BASED a MIERVALS Ms1ERE NET HEIGHT IS EXCEEDED BY SLOPE PANT A MUST wN OF GHµNEI WTOGHEA 4u (Form mis W RI Then coal be n° xJM1eelulting III W rrm Pemxs Jassamad m the au•peaPlan' MAN PONTB 1]J NnyTMpmmela•h+nd tmsbuctem of Shall OF aeletlWort, my laidGLudng I.1y re me DIANE (dadmIrr B, Impoinggall aq. N, Whir mpuYea wove tml measures fled Densities ame RYaI +IPama - Me consmi mmence,1tl 11 themgalP I [ton Iwo a Wp DI) AT all d 9 MmErmain theDetention deal By mi ,616 our forowwrill and cont,meb gl Ldl gx set tRwory, m IN I 1a MNm e 1 eT nlne bei KIM Shalla Deadayi b WI g am m,nleeM as wa l co n heen (5) Forw&D bal ,gWw,w Shallbe pratimul and tl'r "+ Fasibl R I tl bemeo It eFlx'9 9 M1lb a M ()eWrM lw' efa [ &nab TT1ErT0 S Ha 11 PLAN VIEW SECTION TM1° Mo Pines a irm (6) All ryy d " g r9 PP 6 9 uMly all 4PI AS A wmyl h d•JIIge v a ins el 1n" Nt1 nbceroom gn er bJ f d A VBY oN 1 mclosed BMn dBa. N+ soayi FOOT -COMPACTED I. R. AND R LE55µY)ME Wbre 4 all 4a tlb/land dWb tllyb 11 NM ]fiery hb •Iqi Ey mL ryNIDECTORF➢A Ccti SIGW FLOW TTl1 n OM AF1FR EAd STCR4 EYFNT. BACKFILL F. �� [rap y Moe d Big g. ntl d q g. b 6 1 aMMY 'I 2 ALL WATTLESUNLE MUST BE REPLALID AFTER y 5 BY 1Vf AON w r m CryK "m, inash nimi t P rylarvaurel tan4 shall nl In 'ed FBI ENUNU NG DER FOR USE EHGIHf£fiXG OINAgI Fdt LpIGER U2. d weeds and ad Iwm wall do Moe led N t ✓ ry trio ( 1 di ettercawr dmtlee.aa[waT nweawmwm M•ton Nuea 4erlmnnred and } gE.sSE KKR TO FiNF MAN A INSITE Fqi µT WAl11F IHFgMrx11A1 AND IN5i+l1ATM M hen Jal ru m. (y) Mole ell am We WORMm wwuntling aisW 2M ores am wN[baN WbiIW S AMID PROFILE VIEW NOTES AMID DEIWLs: wAw.rwwe arwl+mw._w+rw+w Am whammed by the aoem teren toyaaa roe m uncmimm�r ¢) mnwea aner the at, has Been mlfitbaN amAna.•arran.a brine gam [wed SMmEYTO R" DIAMETER STRAW WATTLE CHECK DAM 0) Boren lemv av er..orV ameaSUF to w O'r M+[norms el MO be wxpwlsibl•br Be Ck•n up and moral ( all mr-m lend doctor, Win all QwmPInkesbu[bre and are BOB,, M1tiAtes. (0) The[omre[te xhal,mmmmarry coon up my tmdruaim memialslnaMammly tlx[osiell an eklIng' CURB INLET face. a III,, M pul rights Wwry eM lrwb aro seeeR a dwAll are rleanal at Me eM gery it M sM at (10) M .pan brM wry sw O EMF m rob[ al wNMr H m any Ives Of Me Um In (11J N° rnplbm 1 cw]M 1101 hat "n lnyM1. All eM dfim. aoWmmi sea T ila in T.Sta try urN[e N Tq and RnlreR vlk g. My "xlwxpb neMnv aAa GRAVEL FILTER �� be d The 1S%arys NOT be Miched (APPROX. 3/4- CIA.) (t E) The sl°Imand dared dawn°al Know M laswree ma aver Cwew lines be [bnei fe union [wnplai°n W IM1e projxt ma aabetuming Me mamlmante sea Ed the CllyFmnry v s, &the rou Mer CONCRETE Homacwanc Aug iabo MOAT MIRE SCREEN BLOCK D]J Ceroranannal A (APPROX I/2' MESH) dathaohmagedUtant Cs EMOM19MWW4WWeMamax•n'W Om bmwtc demergag,dUde Me dwhw¢gteny ptlwanlwtmmmmaMal%co"n A km& PdLhmi tluee. bvlertMtmteJy,nove ea bli lJng mamnelc mrlwebwdminmt malitai 2'x4' WOOD STUD of a^erepz pWuas. na Silo sanrt.y waste. Tna etvama sln11ae11 Hnes laxewnaww menma OVERFLOW FILTERED WATER O se°re mtana dspzN agRM+nwm Me sim'n+tmremrewu n ell tom( ene keeM ngmaam:. AMpeall WL dr,andW RUNOFF .pasta (14) Adwmaatlaeea shall roe Pan brtl°nsA•bl[mcrvm a¢F [nupwaaow. Thane altllba tO° m es In c°nm�n weNoul melenel end bmletl M IUM fi6y IEUI MI awry own alryrbrwry cmmtomau[Im tlrx corcrNwWMN meua.l vMlbe ,gInste wee one R W+M asVmM °I pia I° Mn arse tong rmtved Ondoced IE at" ....5 1 111, L I,0000u000m©_®o C� C� 7 y Ssm_ Seoul Drilled Pounds/Acre Annual FYegross Cod 20 Data Cad To Cerml Rye Cod Al MM1eal Winter Cool 40 Spring Cool 60 BBaatle Cool 60 Worm 30 WillHybrid d Sudan m War 15 5«ghum Warm 10 Sorghum m p� Cod season gasses make trier maker growth In the spring Warm seocon grasses make their no growth in late spring end summer. Table 11.4 Identifies planing Distant for perennial and temporary/cover cap grass . ^ qil Table 11.4. Planting Dales fair Pane l and Temp«Wry/Coves Crop Gross,s. m PERENNIAL TEMPORARY/COVER DALE GRASSES CROP GRASSES Worm Cod warm antl � than 01 - Feb 28 Yee Yea No No No yea Mar 01 - May 15 Yes Yea Yes Na May 16 - May 31 No No No Yea Na Jun 01 .ea NO Yea No Aug 01 Aug 31 31 No No No Yes c 01 30 Sep Octqqq OOt Dec St Yes Yea No No a Mulching shall be used be assist it establishment i vaq gross One i more of the tfollowingempura mulches shall be used with a perennial tlrytand grass seed mixture, « a temporary wgelaLon or cover crap. Mulch Acceptable Dot" of use Application Rate O Straw or Hay Jan 01 - Dec 31 1 1/2-2 tuna/acre Hydaio (wood or paper) Mar 15 - May 15 1 1/2-2 tons/acre Erasion control (mats or blankets) ton D1 - Dec 31 Not applicable B Hay or straw mulch shall be free of noxious weeds and of least 50A of the fiber shall be 10 Inches or more in lengff. When Weeding with native grasses hay from a native grass is a suggested mulching matwkl, if eveloo b lime from March 15 through Sep 30 SRO CURB INLET (15) Tansmemsummiran does ndo Year mdM Wd onsormaeof Meblbmlg If IVIgaOon Is usecL h]shoulle mulches may a Sol CxTrd(BD BY. WIRE SCREEN Ydmmawodm awns emPZ Shall be inaalea and menei,a UMI Me fee+re WMCbMy a.bNma Ha Or Straw Mulch GRAVEL FILTER nanern.neagme eloxtootmwl vwPwmr. IWminmvemnd CNLeelx Dmy). Y 2-x4+ WOOD BTUD BIG WARE SCREEN (s) Baox Stigma mwmpmts, DPSIGveD BVBn VIEW SECTION A (b) Dldlomalnagelmi 1. the or avow meth all be onto«ea to the sal by an* or PLAN Ui Nmgldpnmeor e fd Owing methotll: pMWN By'. Wr2 GENERAL NOTES: 1wiv(d) MwbmemA,fnwde 1. INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT. (16) Cmdtlmenmetm mq wammenam rmo-a meesuo in eeduon mwnn is spawn mmexe pee. (a) A crimper which will At hi the inter four fiber Dr REMOVE SEDIMENT WHEN ONE HALF OF THE FILTER DEPTH Dte DMMmwsMn mpem.mwnaw.r meMunaen dNmatlnMewary. es aramagme NDPES PERMIT NOTES more Into the hell. At least SOA of the liner HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED ceyFemN shall be 10 riche « m«< in length, IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR OTHER 1. SITE DESCRIPTION: FILTERING MEASURE. Cnsite construction which consists of grading, utilityweek. roadway canslmetion and the (D) Manufactured mulch oiling loctdled over the ct nay canatadion of a LID Baaio and associated done ulfall alrucWre. or arrow acc«ding to monulaclurere' instructions. Y. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED FROM TRAVELED WAY OF ROADS. b. Fine maker activities are planned in the following xauence: (c) TackiOere sprayed me molt e 1. Clearing and Drubbing necessary f« perimeter controls nufacturer's mendolfon. o EROSION ONTRO RR IN FT GRAVEL EILTBR w"2. installation of perimeter controls. 2. All straw or must be free of noxious weed& ,3. Demdilion of existing asphalt, structures, and site items, as WpllcaDle. Q 4. Grading of Site, Porking Lot. drive aisles, antl swdes and sedknenl/MD basins. L PIPE/CULVERT PROTECTION wr 5. U ill construction to aww site (Sanllary sewer. That«). CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP 6. Roadway antl Padng Lot Construction, Buildng Construction m...nna T. Stabilization.findutlnmp ing ure$ 6. Remawl of control wise m ST.ollrasw Rates n2 The site contains approximately 1.62 acres. all o, which is expected to undergo clearing t rap Al AnASNI rn rw. and/or grading, with additional all grading taking place to Ile -in to existing topography and provide 1« future maatemlan storm drainage improvements for the HIP nwa e.w. Campusd Ratlanul -C- 0.25 uciwe warn a Rao onion after value of fom allow0.25 t Tne Ratkm anal'C- Bares from 0.2510 Fing al CanaVud an. per NIP Third Filing .72 forlan LC* ells (HIP Fwrin 0g2, a bheq OJ2 ter vie &nksa Off llWi Zane and Low . T e s e lies thi Z e and a R zone Faing). The die Ilea eilMn the Modart c TON A-A IWit ftS:ErMiblll[y Zane per lne City of Fort Cdlins Zone mope. WiN lne exiatnp silo Stapes Co aps. w�may of approximately 19 to 25A, the new improvements will be subjected to both wand and ralniall .radian. naop m re RFPI➢ % d NW wmm SYWEA SICNE WE do BEgryMTpl BWIno Maps 9R Is pWNW) (WHES) cl 6'r m - Ion 65 50 - 70 by 25_ m ID 6 2- 10 IT OUSS 12 m - am 41a m - TO t]5 25 - m She 12 2- 10 3 CVSt 1e Ito] 1275 so m 655 25 - 60 275 IB 2- 10 to CLV4 24 BE %m m- To 1Tm 26 - m 63 2 _ 10 ] l O a ca 0 tl) {V H OZ00 Z wool No 0 0J° o ZfLJ z �L *AA e The pmdevelopmenl property f« the site consists of fallow land that w p«Holy now graded wdn lM1e RIP 3ra Filing to aaamal future Masterson storm Drainage • ay • 1(MI PABINIE SEE. AT TEAS m FEBEEM a THE WSS sWLL BE STONES Ea TO OR LAMAR THw TIRED MA 0 EYES may SO � wo Fired emrDIeal °nprovement&-I O xLET PROTECTIOuw rew m m« m rm tnwAtrte Y9xt I e Soo and v icle fuel and fluids am anticipated pollution sources f« the Brinkman Office a Man m s m 1 SCE BILaII m GBEVr ROCK i $LCV6 ARE SIEEaFB. e T v °en I a a two Buildings However mere will be no refer t the « cleaning on site. Chemical atwoge few 0 O V0 B not nHowe r. th 'le. PimIbe n refer to sto Star r cleaning Management Plan fair a 'A O Z complete list of anticbotetl pollution awrcea IL O waso g, here may be Institutional non-alormwater components of tliach«ger. Please refer to the O LL. U) Srormwaler Management Plan fen o complete list of anikipoted pollution sources. C PAX ViEw mom h, File downstream receiwlg water is the Fossil Creek DmFage Ditch. Sl«m water Runoff (w from the dereloped portion of the site will be ewnro d to on existing detention pond by N W DRIVE ALL VERTICIFIV F Too _arsIII, curb k gutter, curb cute, channels and owdand sheet Dow.al ea . on .ARE �ry m. Fir ERNO Do m„w,...wln•n.v. Bell"LF 'TO mar Ins.��waa..re OF YEE To �L� Ditch TO �iEkner Iran r,m[ CwL w r OUR M°Rr-tL[FSNmisn ra m.p r w 2. SITE SAP2 aIL am IF AS . Se Drainage k Eroson Contra C Shook ___ AND Stem So AFER O W mmA OR Golw zee �rT Rw FORra PIPES INLETS & STRUCTURES 3.a BMP'S FOR STURMWATER POLLUTION PREVENTION: CALL UTILITY NOTIFICATION S Erosion and S iment Contras: See Erosion ConVd Notes and Sequence Table (this CENTER OF COLORADO 006 1, •ENIG£ M KIW MAT SNNL BE LEGATED d,eeu 1-800 922 1987 AT L FMTRWC ff To THE CCaSTRUCMMI SITE, b. Materials Handing and Spill Preymtkn: Measures Should be undertaken to cm4d F� DI SLOPE 2, SEHIC11 TPILKIM WET 51W1 BE MVONU Construction mateks and waste, and disposal of excess concrete (it applicable) l0 W C AS HFFLED To P TAM' W1ER4 ROM WNa ensure this and offer materials do not Imve the site and enter the detention pond RARE Y NG OF Um > 1Ra D CMo COD STIRE[ wbkn evmtualy outlets to the Poume Raver. Concrete, building materials, waste. and wmarwo« LESS ttso O cleanup by-«aducta should not be dseharged into the an -wile stem sewer system eerpM 0 IE)' ], IDBLEsrf .AIL MEN wTFEaSI STYHBD, DROPPED non Mould they mlw the °n-aile detention pond. In the event of a spill M1«n the OR Tplfxm (Yea rm STRLEL sxul BE mum y site into storm seww system or or site detenton pond, appropriate measures snwid ` agPD 4yp be undertaken immediately to rwnove the Spill materials and prevent future wigs City of Fort Collins, Colorado LOF IaEnoon «wwmg, vall UTILITY PLAN APPROVAL LOOCCAAIL ENrm FOR CONCEPT ONLE PLAINS No BEN YDTHETHE0 = d50 - STATE CLASSIFICATION FOR WMINAL SO' 4. FINAL STABNZARON AND LDNG-TERM 1TMMWATER MANAGEMENT: APPRN,ED: REVIEW ODES NOT IMPLY RESPONSIBILITY WSTONE SITE. t' $ee Erasion Coo Notes this steel fw tine[ stabilisation measures \o cantrol r eqLL EOLES VILL BE 'L20' INTO ABOVE 01XENSfON. pollutants in sl«mwatw discharges. Lily Engines Doe THE REVIEWING DEPARTMENT, THE LOLL4ECCU ENGINEER, OR THE SS O THE FORO[HECKFD 8C: gCCURPCY qN0 CORRECTNESS OF THE5. OTHER CONTROLS Water k Wasipaler IlliliN Dote �eeIF RIP -RAP ID BE HALLTBE dispose aches w to moteri to remove excess wwle prod on Vom lbe site antl CALCWEE N TONS. Y THAT RMORE, THEREVIEW .. OxLf ARST SMALL BE IN REVISION[E TD dispose of hould waste mtakene limiile in it anp tracks mA( mu In &debris CIECNED aY: OOES NOi IMPLY E T E FINIRIEs OF 1ENsi nNw""gSTM SHALL B VI REVISION. T 4y _ S ROCK �%a measure should be undertake to limit oN-si\e sdl Tracking of mud and tlebris Blormwler Utiit CaleGROUT SHALL BE D RIP -RA IN PLA[E. /R - ]/C FlLIFR uYERII from "hides havin the site. Mud and tlebris should not be tracked deg y ON THE PUNS ARE W ALL OT BE ES TOPS 6 ENPOSEO RIP -RAP VILL W con age gVET BRUSHED AND CLEANED DF GROUi r dwaye antl allowetl to enlw flan-prDleded tlroinage ways whkh tlistlsorge eventually CHECKED BC: REQUIRED. iIN REVIEW SONLL NOi PolYs k Resreoton Nle a rINANCI IN ANY RFASIN q5 ACCEPTANCE1a2COli0 E%POSE RIP -RAP COL�i. 6' MN, into lne Cocne La Poudm Rives. Cf FINANCIAL RESPONSIBILITY BY THE LCLALV3H21d6. INSPECRCM AND MAINTENANCE: CHECKED BY: iaffc Engineer Dale 0xi FOR ADDITIONAL QUANTTIES OF ITEMSVEHICLETRACKING MAT Inspection and maintenance should be undertaken an a regular basis as wormed in sHDwx THAT MAY BE REQwRFO DURING THE o: C-0OBRIP RAP DRAWING Seaton 6 of the Terms and candiNore of the COPS General Permit. CHECKED BD: CONSTRUCTION PHASE, F 13 EmimnmenW Pbnner Dale F I I I I 4 I - I LOT 1 (NTF THIRD FILING, SECOND REPEAT) LOT 4 (HTP THIRD FILIN(7. D - 5 MEW�114iK®®CGlIWRB - e xEWIMEMaED.R.EcartouRn gT DlmwWrwen nPE I YP WI.IFA9VPFMEEIEV. IFmy4 XR ml P�uxex ewxwm LIRE 180 =ACRES rnno�x�o lvwEBAbvmIHIDe MP ® MPrnRDILM4}ECEP%iHPoIMIFRCM III All LINE O pUIMDE 4&N BOUNDARY PROPOSED ORAPINAGE - ACRES, cvuLAE N..IxD � PROPo.EaaRLRNaEaEBDN PaIM p R� IwamEoxaDEawxLaunox �� DwvArwwv `NOTE: THE DATA BELOW IS AN EXCERPT FROM THE HARMONY TECHNOLOGY PARK, THIRD FILING DRAINAGE EXHIBIT AND IS SHOWN FOR INFORMATIONAL PURPOSES ONLY. HYDROLOGY SUMMARY (HTP THIRD FILING PROJECT) D44gn POW Bnk*) Am (slem) cceempoleft 1c, 014left) Ot"(eft) 110 110 4.55 DIM 3.71 111 120 120 4:92 0.81 13.19 40.B7 130 IN 067 0.57 1.62 435 131 131 02L 087 1.00 2.35 132 In 092 076 2.92 8.82 133 133 087 078 3.12 8.42 140 140 200 0.81 IBM MIKE ISO 150 1.93 0.81 6.34 19.19 160 ISO 108 0.98 285 ➢.n 170 170 0.71 0.81 2.02 5.40 IN IN 12.04 0.32 6.45 17.37 180 1 190 1 33 0.8E 5.87 14.81 801 501 15.85 0.32 9.41 25.e7 W2 5-M 0.84 0.81 2.05 5.78 503 No ON 0.81 2.09 5.79 05-1 03-1 1.52 0.85 5.32 13.56 033 1 032 1 0.86 I 0.85 2.83 720 POND SUMMARY (HTP THIRD FILING PROJECT) 1WSELm VOLURE vaU.lE FOro I CESC EL I Pf10VICED flEOUIRED Ftl AG 110 DETENLIONPOND e001.27 Iw 7.911 PROPOSED DRAINAGE BASIN SUMMARY TABLE: DRAINAGE BASIN DESIGN PDINIT DRAINAGE BE.EINB AREA (eoeq C' VORLUE ce(tle) am(b) 1 1 0.10 0.51 0.14 0.0 2 2 0.21 DB1 Get 1A 9 3 0,15 am 0" 142 4 4 RAW ow 097 149 5 5 007 a." Ole 0.W B B OEM a25 002 Dw 1 0.0 0.M GOT GOT 8 B 0,07 DN 017 ON 9 0 As On Om 1.34 10 10 014 On o.33 1'40 11 n ow 0 Dm Doe 12 12 Os 011 OAS 1.N 13 19 02I DST D95 I'm SITE SITE •1 B4 On 274 148E eecarrtA�slDry � � City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: City Engineer Date CHECKED BY: Water h Wastewater Utility Dale CHECKED ElC stormeater Utgity Rate CHECKED BC Ports It Recreation Date CHECKED BY: - Traffic Engineer Dote CHECKED RE Endronmental Manner Dote THESE PUNS HAVE BEEN REVIEWED BY THE LOCAL ENTRY FOR CONCEPT ONLY. THE REVIEW GOES NOT INKY RESPoNSIBWtt BY THE REVIEWING DEPARTMENT, THE LOCAL ENTRY ENGINEER, OR THE UOB11- ENTITY FOR ACCURACY AND CORRECTNESS OF THE CLLCUOTIONS. FURTHERMORE, THE REVIEW DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PLANS ARE THE FINAL OUANiITIES REQUIRED. THE RMEW SHALL NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILItt BY THE LOCAL ENTRY FOR ADDITIONAL QUANTITIES OF ITEMS SHOWN THAT WAY BE REQUIRED DURING THE CONSTRUCTION PRASE. CBECK®BY'. 1B0 DESIGNED BY Alto DRAWN By DAW Y a a U(�0 OIIIIIIIm Z 0J0 Q Z {L U ==z W it O F = O 0 O a F110I 102ODI E 1/2➢/14 SHEET No: C-008