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HomeMy WebLinkAboutDrainage Reports - 09/18/2013City of Ft CoUins Appr ed ns Approved By Date Final Drainage and Erosion Control Report for Harmony Technology Park Third Filing, Second Replat Fort Collins, Colorado August 16, 2013 August 16, 2013 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 Third Filing, Second Replat 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 Third Filing, Second Replat. 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 John Gooch, P.E. Principal TABLE OF CONTENTS 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 3 III. DRAINAGE DESIGN CRITERIA 6 A. REGULATIONS 6 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 6 C. HYDROLOGIC CRITERIA 7 D. HYDRAULIC CRITERIA 7 E. VARIANCE 7 IV. DRAINAGE FACILITY DESIGN 7 A. GENERAL CONCEPT 7 B. SPECIFIC DETAILS 8 C. DETENTION PONDS 10 D. STREET CAPACITIES 10 V. STORM WATER QUALITY 10 A. GENERAL CONCEPT 10 B. SPECIFIC DETAILS 10 VI. EROSION CONTROL 11 A. GENERAL CONCEPT 11 VII. . CONCLUSIONS 11 A. COMPLIANCE WITH STANDARDS 11 B. DRAINAGE CONCEPT 12 C. STORM WATER QUALITY 12 D. EROSION CONTROL CONCEPT 12 E. EROSION CONTROL ESCROW ESTIMATE 13 REFERENCES 13 APPENDIX PAGE VICINITY MAP A RATIONAL METHOD HYDROLOGY B LID BASIN SIZING CALCULATIONS C CURB CUT & SWALE SIZING D EROSION CONTROL & RIPRAP SIZING ; EROSION ESCROW E PROPOSED DRAINAGE EXHIBIT w/ EXISTING BASINS SHOWN F PRELIMINARY/FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE HARMONY TECHNOLOGY PARK THIRD FILING, SECOND REPLAT FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Harmony Technology Park Third Filing, Second Replat, (referred to as "Custom Blending Expansion" here -forward) is bounded to the north by Precision Drive, to the east by Lot 4 of the HTP Third Filing, to the south by Rock Creek Drive, and to the west by the HTP Third Filing, First Replat (HTP Flex Office or the original Lot 1 of the Third Filing). The project site can also be described as situated in the northwest quarter of Section 4, Township 6 North, Range 68 West of the 6m P.M., of the City of Fort Collins, Larimer County, Colorado. The existing Custom Blending site is being expanded and will now comprise approximately 5.00 acres, of which the new expansion comprises the addition of Lot 3 (2.00 acres) to the 3.00 acres of the existing Custom Blending site (Lot 2 of HTP Third Filing). Please refer to the vicinity map in Appendix A for the site location. B. Description of Property The Custom Blending Expansion of an approximate 35,133 +/-square foot building expansion along with associated parking lot and truck access drive improvements, as well as utility improvements. Previously, the expansion area (Lot 3) was fallow agricultural land, which was overlot graded with the construction of the HTP Third Filing roadway and utility infrastructure, including the development of the existing Custom Blending site. Today, the expansion area (Lot 3) site is covered with native grasses and weeds. The majority of topography of the Custom Blending Expansion generally slopes from the north to south at varying slopes from 1.5 percent to 5.6 percent. H. 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 (HTPMMP). 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 Custom Blending site (Lot 2) is contained within existing sub -basins 160, and 130-133 of the HTP Third Filing Masterplan, with the expansion area (Lot 3) being contained entirely within existing sub -basin 140 of the HTP Third Filing Drainage report. Existing basin 140 contains approximately 2.00 acres, and was modeled with the entire 2.00 acres having a V value of 0.80. The 100-year runoff from basin 140 is 19.92 cfs. Please refer to the Third Filing Drainage Report and HTPMSP report for further details. 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 Basin 140 conveys the majority of its flow overland to the south and into the existing detention pond (Pond 110 of the Third Filing report), while the minority area along the north boundary is conveyed overland to the north onto Precision Drive and is routed to existing Pond 110, via the existing storm drainage system along the east side of Lot 3. No offsite areas contribute overland flow to the 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, which has been sized to provide water 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. 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 stone 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 Custom Blending site. 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 Ten drainage basins will provide conveyance of drainage for the 5.00 acre site to the existing detention pond (Pond 110), located south of the site. The drainage will be routed to the existing detention pond via curb and gutter and swales and overflow from the proposed pre -sedimentation basins. Existing detention Pond 110 provides approximately 7.98 acre-feet (only 7.74 ac-ft required by previous report) of storage for the combination of detention and water quality, while having an allowed 100-year release rate of 15 cfs, in accordance with the Harmony Technology Park Third Filing Drainage Report, by Stantec Consulting, Inc, dated January 1, 2007. It's important to note that existing Pond 110 has been sized to receive the 100-year developed flow from the Custom Blending Existing Site (Lot 2) and the Custom Blending Expansion (Lot 3), with the allotted overall 'C' value (from the HTP Third Filing Report) being 0.80. The calculated composite'C' value for Custom Blending Expansion (including the existing Custom Blending Site) is 0.68, which meets the requirements set forth in the previous study. Furthermore, the calculated 100-year runoff from the developed site (Lots 2 & 3 combined) is 30.56 cfs, compared to the allowable 100-year flow of approximately 47.53 cfs, calculated in the previous report for combined basins 130-133,140, and 50% of basin 140. Please refer to the rational calculations in Appendix B and the Drainage Basin Exhibit in Appendix F for additional information. LID measures are provided for through the conveyance of 3.3 acres (of the 5.0 acre total) through the proposed LID pre -sedimentation basins. The 3.3 acres contains areas from the existing and proposed expansion site, with 66% of the combined area (from the existing site and expansion area) being routed through the LID basins. Because the area being routed to and through the LID basins exceeds the 50% requirement for LID treatment, porous pavement is not required for the project. 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. Please refer to Appendix B and sheet C-012 of the civil utility plans for details on the LID basins. B. Specific Details Basins 1-2 Basins 1 and 2 convey their flows overland to the south and into the proposed curb and gutter, located in the new drive access on the south side of the existing building. The flows are routed towards their respective design points, where 3' curb cuts at design points 1 and 2 capture and convey the runoff south over riprap and into the proposed l' deep LID pre -sedimentation basins at design points 1 and 2. The flow from basins 1 and 2 eventually spills south and into existing Pond 110. Please see sheet C-012 of the civil utility plans for details on the LID basins and riprap. Basins 3-5 Basin 3 routes its flow over the southern half of the existing Custom Blending roof and will combine with roof drainage from the south one-third of the new expansion. The runoff is directed south overland and into the curb and gutter in the proposed access drive, located on the south side of the building expansion. Flow is routed towards the two design points within basin 3, where two 3' curb cuts capture the runoff and convey the runoff over riprap and into the proposed l' deep LID pre - sedimentation basin, located at the southeast corner of basin 3. Runoff at the western design point location will fill up the riprap voids and then spill south and into existing Pond 110. H Basins 4-5 convey runoff from the middle one-third and northern one-third of roof area from the new building expansion south and east and overland across the new parking lot, located east of the new building expansion. Runoff from basins 4 and 5 is conveyed to the respective design points, where two 3' curb cuts direct the runoff south in the proposed swale with "soft pan", which consists of a 50/50 mix of sand and topsoil and is 2' wide x 1' deep. The soft pan conveys flows south and into the proposed 1' deep LID pre -sedimentation basin, which is designed to provide a ponding depth of approximately 1.00' and allow pollutants and sediment to settle out of the runoff, prior to spilling southeast and into Existing Pond 110. Basins 6-7. and 8 Basins 6-7 and the small northern portion of basin 8 comprise the landscape and hardscape areas along the north side of the existing building and the proposed expansion as well as east of the building expansion area. Runoff from basins 6 and 7 and the northern portion of basin 8 flows overland to the north and into the curb and gutter on the south side of Precision Drive. Runoff from the three basins combines in the curb and gutter and is directed east along Precision Drive to the existing combination inlet at design point 160. The runoff is captured by the existing inlet and is then piped south and into Existing Pond 110. It's important to note that a 2' curb cut has been added along the east side of the access drive to convey runoff east and into a small 3' diameter x 1' deep cobble micro -pool area. The purpose of the micro -pool is to provide water quality and pre - sedimentation treatment of runoff from the north area of the parking lot and to meet the City requirement that no more than 800 square feet of attributing area discharging runoff across the sidewalk within the public right-of-way (south side of Precision Drive at the new access drive). The micro -pool will remain as a permanent BMP and until future development to the east occurs. Basins 131 & 132 Basins 131 and 132 comprise the existing sub -basins from the western portion of the original Custom Blending development. Basin 131 comprises the truck dock area and conveys its flow east and into the trench drain at design point 131. The trench drain captures the runoff from basin 131 and conveys the runoff west and then south in the existing storm sewer and into Existing Pond 110. Basin 132 comprises the area in the northwest quadrant of the original Custom Blending site and conveys its flow west and then south in the existing drive access, located west of the existing building. The proposed development (expansion) will provide for the runoff from basin 132 combining with that from basin 1 and being conveyed over riprap and into the proposed 1 ` deep LID pre -sedimentation basin at design point 1, prior to the runoff spilling south and into Existing Pond 110. E C. Detention Ponds No detention pond(s) are required for the subject site, as detention and water quality are provided for in the existing detention pond (Pond 110) constructed with the Harmony Technology Third Filing Infrastructure and original Custom Blending Site. D. Street Capacities The street capacity calculations are not required for the subject site, as no new public street construction will be built with this project. However, 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, LID pre - sedimentation basins, and the utilization of the existing grass -lined detention and water quality pond southeast of the site. These water quality features will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed to the McClellands Drainage Basin. B. Specific Details Best Management Practices (BMP) for the treatment of storm water runoffhave been incorporated into the fmal 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 3.3 acres (of the 5.0 acre total) through the three proposed LID pre -sedimentation basins, with the total footprint of the three combined LID basins being approximately 2,433 square feet, with all three LID basins having a depth of 1.0'. The 3.3 acres of area being conveyed to the LID basins account for 66% of the total area (existing site and proposed expansion site), thereby, meeting City's LID treatment of 50% of the site area. It's important to note that because the area being routed to and through the LID W' basins exceeds the 501/6 requirement for LID treatment, porous pavement is not required for the project. The three LID basins, shown and called out in the civil utility plans, provide for 1' of ponding depth, prior to the basins overflowing and spilling south and into the existing detention pond. Please refer to Appendices C and F, and sheets C-007 and C- 012 of the civil utility plans, for details on the LID basins VI. EROSION CONTROL A. General Concept The subject site lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, but should be minimal after completion of proposed development. Silt fence will be installed along the north, south, and east sides of the site to prevent sediment from leaving the site. A tracking pad will also be placed at entrance/exit to the site. Wattle or gravel inlet filters will be placed at proposed curb cut locations 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) to minimize erosion and increase soil stabilization. VII. CONCLUSIONS 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 11 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. 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. 12 Erosion Control Escrow Estimate The Erosion Control Escrow Estimate for the subject property is approximately $11,857.00. Please refer to Appendix E for this calculation. 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 19". 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. 13 APPENDIX 14 VICINITY MAP 15 VICINITY MAP �f� 9 n R--A-TIONAL,WTHOD HYDIWOLOGY IR Developed Weighted Runoff Coefficients �uslom 912n01ny �OLOU! 1 0 2.01c 4iil U,/ea uw 2 0 7,315 0 0 11.011 18.326 053 3 0 33.788 0 0 2.540 38,328 0.90 4 a 21,240 0 0 936 22.178 0.92 6 0 19,161 0 0 769 19,930 0.92 9 0 0 12,265 0 739 13A04 0.86 7 a 862 690 0 4.125 5,677 0" 8 0 0 0 0 45,120 45.120 0.25 131 0 9.200 0 0 1,255 10,454 087 132 0 29,255 0 0 10.820 10, 075 0% 1lep I.U. R tlo i - 4 771 6,790 33% 2 _ _ - :1.011 18.326 43% _ 2, 540 M,328 93% 4 'd 938 22.178 96% 6 0 769 19.930 96% 6 739 13.004 95% 7 - 4125 5.677 31% 8 0 45120 45.120 5% Total SITE 0 34 M5 l_,955 0 2.013 107.= 6596 Tmal Acne9e 0.00 t.B4 0.30 0.00 1.{1 3.M laM Uw or euaeu l:Mn4WWlu Portent Yngt-vimuiws &nMew: cwnmewl erw 9B N M1bonloatl eR9e 86 RaMarttut 9 Itrlaml M�Nunll Oxt l�M 69 Multiund ellecM1etl 76 Nellacre m� m le rtman@ 00 Ct4iutvl: -Mar 40 Heew W MM rs�naMtiu: 5 PY ones: 10 e aols: 15 rts9man eMs�: 15 UMwe eY: FlbolvYl FlpN 2 GlaellMtli. YpM1v�vel oaw+�.q.l. nn.n Mne w naa 45 m.s PeWp tm om. 49 aeet. � lanm .w o Ile7u a .4n o �Nerer to rl0unn nu -a mmu9n rc�-o m rzunon �i wy�m 439 M w1=13 LQ r ? + O � O y U~ a u U m I � U 00 II Y Y QM LU W J Q C N a0 pp COOOO' -n OlO Z'y E co ui l- L C iO M u) Q M '- LO E O N O O O O O O N O�ornMMnn a)ONNmQ vn.-. voMq W W 2 ~ a ou)roOoocD u,)w W O, N N N to, 00 V' J W m as z CL CL CLU L a CL 0- a c� c7 c� x � U HU' n O CD CS r— r' V' n M Z .... 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J; ., LID BASIN SIZING CALCULATIONS 17 r. ft,Aim.-fflqmm 112SIMEMS: QO 6EEIMl,©��i��iErriirY�EiiYYYYr' 1 M � � v+ Z m as a �1 HIM S: �m �u m� L�fl S(��rIG L LCM-13E wtaC✓ Fare HTr918kr,nl4 BftfAs al COA pbs i-rc- -C , > Design Procedure Form: Extended Detention Basin (EDB) - sedimentation Faciiity Sheet 1 of 3 Designer John Gooch Company: Aspen Engineering Date: June 10, 2013 Project: Custom Blending LID Basins Location: Fort Collins (All LID Basins) "I. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i = I, 1100 ) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WQCV =1.0"(0.91 "1'-1.19"1'+0.78"1)) D) Design Volume: Vol = (WQCV / 12)"Area ' 1.2 2. Outlet Works A) Outlet Type (Check One) B) Depth at Outlet Above Lowest Perforation (H) C) Required Maximum Outlet Area per Row, (A,) D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR it) 2" Height Rectangular Perforation Width E) Number of Columns (nc, See Table 6a-1 For Maximum) F) Actual Design Outlet Area per Row (A.) G) Number of Rows (nr) H) Total Outlet Area (A.) 3. Trash Rack A) Needed Open Area: A, = 0.5 " (Figure 7 Value) " Aa, B) Type of Outlet Opening (Check One) C) For 2", or Smaller. Round Opening (Ref,: Figure 6a): i) Width of Trash Rack and Concrete Opening �cune) from Table 6a-1 1. = 80.00 % Lo# 'C � A 0.86 = 0.80 (&J"o I-s, - 13b) Area = 3.30 acres A=73�. WQCV = 0.33 watershed inches 4 Vol= 0A08 acre-feet j VOL-11 E TO PQ,o 66 4tl L16 BA-s,nls µ VAC, x Orifice Plate Perforated Riser Pipe Other: H = 2.00 feet A. = 0.23 square inches D = 0.5000 inches, OR W = inches nc = 1 number An = 020 square inches nr= 6 number A., = 1.18 square inches A, = 43 square inches x < 2" Diameter Round 2" High Rectangular Other: W.n� = 3 inches BfCb WAJ Pic V,i1ED !Y & ?V4 t6rLb i' DEf�+ AW UCrltl E W/t,,��11 S f+o�+ '&lS,oW,'ALE SIZING 18 CUSTOM BLENDING: CURB CUT SIZING @ DPI: 7RG 6-15-13 CurbcutDPl.txt CURB CUT IS 3' WIDE channel calculator Given Input Data: Shape Rectangular Solving for Depth of Flow Flowrate 9.5300 cfs Slope ........................... 0.2500 ft/ft manning's n ..................... 0.0160 Height .......................... 6.0000 in ✓ Bottom width .................... 36.0000 in Computed Results: Depth ........................... 2.5298 in ✓ velocity 150683 fps Full Flowrate 36:2227 cfs Flow area ....................... 0.6325 ft2 Flow perimeter .................. 41.0596 in Hydraulic radius ................ 2.2181 in Top width ....................... 36.0000 in Area ......................... 1.5000 ft2 Perimeter ....................... 48.0000 in Percent full .................... 42.1635 % Critical Information Critical depth 0.0000 in Critical slope 0.0000 ft/ft Critical velocity 0.0000 fps Critical area ................... 0.0000 ft2 critical perimeter .............. 0.0000 in Critical hydraulic radius ....... 0.0000 in Critical top width .............. 0.0000 in Specific energy 0.0000 ft Minimum energy 0.0000 ft Froude number 0.0000 Flow condition .................. critical Page 1 (3' CaR6 Cw ) CUSTOM BLENDING: CURB CUT SIZING @ DP4: 7RG 6-15-13 CurbcUtDP4.txt CURB CUT IS 3' WIDE Channel Calculator Given Input Data: shape Rectangular solving for Depth of Flow Flowrate 5.0700 cfs Slope 0.2500 ft/ft Manning's n 0.0160 Height .. 6.0000 in ✓ Bottom width 36.0000 in ✓ computed Results: Depth 1.7041 in velocity 11.9004 fps Full Flowrate 36.2227 cfs Flow area ....................... 0.4260 ft2 Flow perimeter .................. 39.4083 in Hydraulic radius ................ 1.5568 in Top width 36.0000 in area ............................ 1.5000 ft2 Perimeter ....................... 48.0000 in Percent full .................... 28.4024 % Critical information critical depth 0.0000 in critical slope 0.0000 ft/ft critical velocity 0.0000 fps critical area 0.0000 ft2 critical perimeter .............. 0.0000 in Critical hydraulic radius ....... 0.0000 in Critical top width .............. 0.0000 in specific energy 0.0000 ft Minimum energy 0.0000 ft Froude number 0.0000 Flow condition .................. Critical Page 1 (3, ruo &,T) Qc ✓ CUSTOM BLENDING: CURB CUT SIZING @ DP2 7RG 6-15-13 CurbCutDP2.txt CURB CUT IS 3' WIDE Channel Calculator Given Input Data: Shape Rectangular solving for Depth of Flow Flowrate 2.4300 cfs slope ........................... 0.2500 ft/ft Manning's n 0.0160 Height .. 6.0000 in ✓ Bottom width .................... 36.0000 in Computed Results: Depth ........................... 1.0822 in velocity 8.9820 fps Full Flowrate 36.2227 cfs Flow area ....................... 0.2705 ft2 Flow perimeter .................. 38.1643 in Hydraulic radius ................ 1.0208 in Top width ....................... 36.0000 in Area ............................ 1.5000 ft2 Perimeter ....................... 48.0000 in Percent full .................... 18.0361 % Critical information critical depth .................. 0.0000 in Critical slope .................. 0.0000 ft/ft Critical velocity 0.0000 fps Critical area 0.0000 ft2 Critical perimeter .............. 0.0000 in critical hydraulic radius ....... 0.0000 in Critical top width .............. 0.0000 in Specific energy 0.0000 ft Minimum energy 0.0000 ft Froude number 0.0000 Flow condition .................. Critical Page 1 -i (3 ` cv98 t., r ) Q✓ CurbCutDP3West.txt CUSTOM BLENDING: CURB CUT SIZING @ DP3(West): CURB CUT Is 3' WIDE JRG 6-15-13 Channel Calculator Given Input Data: shape ........................... Rectangular Solving for Depth of Flow Flowrate 4.9800 cfs slope ........................... 0.2500 ft/ft Manning's n 0.0160 Height .. 6.0000 in Bottom width 36.0000 in ✓ Computed Results: ✓ Depth ........................... 1.6853 in velocity 11.8200 fps Full Flowrate 36.2227 cfs Flow area ....................... 0.4213 ft2 Flow perimeter .................. 39.3706 in Hydraulic radius ................ 1.5410 in Top width 36.0000 in Area 1.5000 ft2 Perimeter ....................... 48.0000 in Percent full .................... 28.0880 % Critical information Critical depth .................. 0.0000 in Critical slope 0.0000 ft/ft critical velocity 0.0000 fps Critical area ................... 0.0000 ft2 Critical perimeter .............. 0.0000 in Critical hydraulic radius ....... 0.0000 in Critical top width .............. 0.0000 in specific energy 0.0000 ft Minimum energy 0.0000 ft Froude number 0.0000 Flow condition .................. Critical Page 1 (31 CURB C4*T ) C� ✓ CurbcutDP3East.txt CUSTOM BLENDING: CURB CUT SIZING G DP3(East): CURB CUT IS 3' WIDE 7RG 6-15-13 Channel Calculator Given Input Data: shape Rectangular solving for Depth of Flow Flowrate ........................ 3.3200 cfs slope .. .............. 0.2500 ft/ft manning's n 0.0160 Height .. 6.0000 in ✓ Bottom width 36.0000 in computed Results: De th ........................... 1.3112 in velocity ........................ 10.1277 fps Full Flowrate ................... 36.2227 cfs Flow area ....................... 0.3278 ft2 Flow perimeter .................. 38.6225 in Hydraulic radius ................ 1.2222 in Top width 36.0000 in Area 1.5000 ft2 Perimeter 48.0000 in Percent full ..................... 21.8542 % Critical information Critical depth .................. 0.0000 in Critical slope ................. 0.0000 ft/ft Critical velocity .0.0000 fps critical area ................... 0.0000 ft2 critical perimeter .............. 0.0000 in critical hydraulic radius ....... 0.0000 in Critical top width .............. 0.0000 in Specific energy ................. 0.0000 ft Minimum energy .................. 0.0000 ft Froude number ................... 0.0000 Flow condition .................. Critical Page 1 (3 CKAJ cur) 6> CurbcutDP5.tXt CUSTOM BLENDING: CURB CUT SIZING @ DP5: CURB CUT IS 3' WIDE 7RG 6-15--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 Rectangular Depth of Flow 4.5500 cfs 0.2500 ft/ft 0.0160 6.0000 in v" 36.0000 in 1.5934 in 11.4220 fps 36.2227 cfs 0.3984 ft2 39.1868 in 1.4638 in 36.000 fin 48.0000 in • ...................• Percent full . 26.5569 % critical information • critical depth Critical slope .................. critical velocity ............... Critical area ................... critical perimeter .............. critical hydraulic radius ....... Critical top width .............. specific energy ................. Minimum energy .................. Froude number ................... Flow condition .................. 0.0000 in 0.0000 ft/ft 0.0000 fps 0:0000 ft2 0.0000 in 0.0000 in 0.0000 in 0.0000 ft 0.0000 ft 0.0000 Critical Page 1 C3(c-U c-r) Q ✓ Sw-[E 6� pPs . (CoecK) ✓ a .w 'Ri i REM, 1 NAG CIP Is 9K F&Tkk 56FF Tr &rvA&, ksF AIIto 51190 j ?64 NEKr sr&-r Fok st5—o j ok S wlrce--^►5-71k4- AIAM SD @ CJ-8 cµ-r . CIOIw6DE if 12" ftv4) VMW TH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 TH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. IR SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS •xfffs***ffiir++fs#**+xxireifrwirfrfss*++xir++*fss#f:fifwwi:ffsx*ifxxxi*w+ • 4bJECT NAME: Custom Blending PROJECT NO.: 101-001 OMPUTED BY: JRG DATE: 6/17/2013 VM STATION/REACH: SWALE @ DP5 TO STATION/REACH: SWALE @ DP5 INAGEAREA: DESIGN FREQUENCY: INPUT PARAMETERS �ifwwi,#ffixw+*if+w#f�xix#isiiw+frffsi+:iifsixfxi*+xx:xi*ffffwfs#x:fif++i • ennel Discharge : 4.6 cfs (A 3 m^3/s) ta k Flow Period : 1 hours nnel Slope : 0.027 ft/ft (0.027 m/m) nnel Bottom Width :.0 ft (.00 m) Side Slope :10.1:1 i oht Side Sloe : 12.5:1 Mannel Lining: C350 Staple E Mix >=95% 110mi. Shear(Tp) :12.00 psf (574.6 Pa) Phase = 3 Class = C Vegetation • Soil = Sandy Loam I& Allowable Soil Shear(Ta):1.2 psf (57.4560022830963 Pa) • CALCULATIONS ial Depth Estimate = 0.16 * (4.6 /(0.02710.5))^0.375 = 0.56 ft (.17 m) al Channel Depth (after 7 iterations) _ .72 It (0.22 m) Ow Area = (0.0 * 0.7)+(0.5 *0.72^2 * (10.1+12.5)) = 5.9 sq.ft (0.6 m^2) tdt Per. =0.0 +(0.7*(((10.1^2)+1)A.5 +((12.5A2)+1)A.5)) = 16.4 ft (5.0 m) raulic Radius = (5.9 / 16.4) = 0.4 ft (0.1 m) •annel Velocity=(1.486/0.159)*(0.4^0.667)*(0.027A.5) = 0.8 fps (0.2 m/s) annel Effective Manning's Roughness = 0.159 :Y Iculated Shear (Td) = 62.4 * 0.72 * 0.027 = 1.22 psf (58A Pa) fety Factor = (TplTd) _ (12.00 /1.22) = 9.83 fective Stress on Blanket(Te) = 1.2*(1-0.90)*(/0.159)"2 = 0.01 psf (0.3 Pa) Ity Factor = (Ta/Te) = (1.20 /0.006) = 186.08 0 r S EASTSWALE DP5.txt CUSTOM BLENDING: EAST SWALE SIZING/ CAPACITY AT DESIGN POINT 4 Q100 = 4.55 CFS s=2 70% SIDE SLOPES: LEFT (10.1:1); RIGHT (12.5:1) *RESULTANT DEPTH IS 3.64". SWALE IS 1' DEEP. THEREFORE, SWALE GRADING IS ACCEPTABLE AND MEETS HYDRAULIC NEEDS. HOWEVER, FROUDE IS > 0.80. THEREFORE, NEED PERMANENT EROSION CONTROL. 7RG 6-17-13 channel calculator Given input Data: Shape Trapezoidal solving for Depth of Flow Flowratte 4.5500 cfs slope ........................... 0.0270 ft/ft manning's n ..................... 0.0159 Height .......................... 12.0000 in Bottom width .................... 0.0000 in Left slope ...................... 0.0990 ft/ft (v/H) Right slope ..................... 0.0800 ft/ft (V/H) computed Results: Depth 3.6462 in velocity 4.3610 fps Full Flowrate 109.0367 cfs Flow area 1.0433 ft2 Flow perimeter 82.7345 in Hydraulic radius 1.8159 in Top width ....................... 82.4088 in Area ............................ 11.3005 ft2 Perimeter ....................... 272.2839 in Percent full .................... 30.3854 % critical Information Critical depth .................. 4.7847 in critical slope .................. 0.0063 ft/ft Critical velocity ............... 2.5326 fps critical area ................... 1.7965 ft2 critical perimeter .............. 108.5656 in critical hydraulic radius ....... 2.3829 in critical top width .............. 108.1383 in Specific energy 0.5994 ft Minimum energy 0.5981 ft Froude number 1.9725 Flow condition .................. Supercritical Page 1 • • • • SW1giE @ D?s : (Fs2 NAB' S)Sv rA$Rlc ) • • • • lam •No �om • • �: q,�s ers • • • 5vAtz us Si►BIE ld&6A) VZ-AG -7`7#AI • • I5 t-s-D $1.15 4a . QDhi—Ocro-k TO INsw-4- • AfA-G 5ts-o @ DP s Arno vAlk" • • • (Al SW"E I As 111Ect-6s# v 7D pLsvew • t: 2os�aNl� fis,�� SwftE c*+Lz"lfrl4ws . • slsa : �2Z' W taF x 99 G�� • • • • • • • • • • • • • W bM� ©oo_o©oom—® gRTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS #####YYIf**R+###Y!r***llYYff**#!!ff**###Y!*#*#YYYYY*###lffr*##!!YY**R##* • SOFTWARE VERSION 4.3 >4kOJECT NAME: Custom Blending PROJECT NO.: 101-001 iMPUTED BY: JRG DATE: 6/17/2013 M STATION/REACH: DP5 Swale TO STATION/REACH: DP5 Swale INAGEAREA: DESIGN FREQUENCY: ***+wfifl*****f+lfll**wwflllrf***lffr**+Ylff1***rff*1*r*Y!!11*#*r!!f1*f*# INPUT PARAMETERS :Mannel Discharge : 4.6 cfs (.13 m^3/s) Flow Period : 1 hours iel Slope : 0.027 ft/ft (0.027 m/m) iel Bottom Width :.0 ft (.00 m) ide Slope : 10.1:1 Side Slooe : 12.5:1 skannel Lining: Unreinforced Vegetation Mix >=95% ''j&rmi. Shear(Tp) :4.20 psf (201.1 Pa) • Phase = 1 Class = C Vegetation Soil = Sandy Loam i� Allowable Soil Shear(Ta):0.035 psf (1.67580000713468 Pa) �rr:rrrwx+++rrrrrr+++rrwrr++rrrrr+++rrrrwl++:+rr++++r:r++++rwrww++r+r+wrw+w CALCULATIONS dial Depth Estimate = 0.16 * (4.6 /(0.027"0.5))^0.375 = 0.56 ft (.17 m) al Channel Depth (after 7 iterations) = .72 ft (0.22 m) eDw Area = (0.0 * 0.7)+(0.5 *0.72A2 * (10.1+12.5)) = 5.9 sq.ft (0.6 m^2) t Per. =0.0 +(0.7*(((10.1^2)+1)^.5 +((12.5A2)+1)^.5)) = 16.4 ft (5.0 m) draulic Radius = (5.9 / 16.4) = 0.4 ft (0.1 m) annel Velocity=(1.486/0.159)*(0.4^0.667)*(0.027A.5) = 0.8 fps (0.2 m/s) `iannel Effective Manning's Roughness = 0.159 �jplculated Shear (Td) = 62.4 * 0.72 * 0.027 = 1.22 psf (58.4 Pa) fety Factor = (Tp/Td) = (4.20 /1.22) = 3.44 ffective Stress on Soil(Te)=1.2*(1-0.90)*(0.0156/0.159)^2 =0.00 psf (0.1 Pa) fty Factor = (Ta/Te) = (0.04 /0.001) = 29.98 • • • • • • • • • • • • • EROSION CONTROL & RIPRAP • SIZING; EROSION ESCROW • • • • • • • • • • • • • • • • • • • • • • • • • 19 • • • f s�s-D & P 1 l� 3 naft ct,r 6hsin/ s u m nu u mn nm cNL4 Aav r5 Fok ARP ,- Aor ✓ �81 AiL'D RIPrvT � 1-A$IGC pY5¢ ilm V�� 1R M .MU Glu I iP� Ot N AO 9' wjAE x q' todb )c 1' b6a La/ NAG T140 )Wiic W&P W OF SEC -now, Par Ykttf C-01Z . hm .***l+++r+++:■x*we+xw*!w#+w++rf*+f#ww+++ww*++frnar+xr**+!f*w++rwwl+::r**+r# •RTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. R SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS • OJECT NAME: Custom Blending PROJECT NO.: 101-001 MPUTED BY: JRG DATE: 6/17/2013 :DM STATION/REACH: DP1 TO STATION/REACH: DP1 INAGEAREA: DESIGN FREQUENCY. INPUT PARAMETERS flannel Discharge : 9.5 cfs (.27 m"3/s Oak Flow Period : 1 hours Innel Slope : 0.25 ft/ft (0.25 m/m) annel Bottom Width: 3.0 ft (.91 m) Side Slope : 50:1 *ht Side Slope : 50:1 • *w-Flow Lining Type: Rock Riprap 12in •rmissible Shear(TpL) : 4.00 psf (191.5 Pa) :de Slope Lining Type: S150 Staple D rmissible Shear(TpZ) : 1.75 psf (83.8 Pa) �•w-Flow Channel Depth : 1. ft (.3 m) w-Flow Channel Perimeter: 30.27 ft (9.22 m) lw+f#*wf+++lf►+►l+x*++fr*+ff#►*++fw*!N+#4++f***Nf**fi!!f*f!!+*R*!!!***!! CALCULATIONS • •tial Depth Estimate = 0.16 * (9.5 /(0.250A0.5))AO.375 = 0.48 ft (.15 m) lal Channel Depth (after 247 iterations) _ .27 ft (0.08 m) w Area = (3.0 * 0.3)+(0.5 *0.27"2 * (50.0+50.0)) = 4.5 sq.ft (0.4 m^2) et Per. =3.0 +(0.3%(50.0^2)+1)A.5 +((50.0"2)+1)^.5)) = 30.3 ft (9.2 m) *1draulic Radius = (4.5 / 30.3) = 0.1 ft (0.0 m) #annel Velocity=(1.486/0.1 00)*(0. 1 ^0.667)*(0.250".5) = 2.1 fps (0.6 m/s) *annel Effective Manning's Roughness = 0.100 0 0 Low -Flow Lining inning's Roughness = 0.100 `culated Shear (Td) = 62.4 * 0.27 * 0.250 = 4.25 psf (203.6 Pa) afety Factor = (Tp/Td) = (4.00 /4.25) _ .94 0 ********** Side Slope Lining Se Shear Ratio (K1) [B/d = 3.0/0.27 = 11.0, Chart 13 HEC-151= 0.00 &nning's Roughness = 0.055 culated Shear (Ts) = (K1 * Td) = 0.00 * 4.25 = 0.00 psf (0.0 Pa) ety Factor = (TplTs) _ (1.75 /0.00) = N/A prop NAC Sisc Cu.B cwr a DPz 801.4 Z) : 1pt- #1 A(PW B` WJ& K q' c Wbi x I' Al-0 'J/ NAG silo FARIC oar&k sc- nOW) s{ eef C`012, •t►strtxxff**rr!ltssfrrwt:!!t!**tf!lwrw!!*:*rflrrrwx!!tw*ff!!*w*!w*r**ff:!! RTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS -ewrxxf:xxxssrxf:twfrffwrxxxxttswrxxtrwf::fsrxwxsstsxsrtrxxx:fswrsststrxf» • 4ROJECT NAME: Custom Blending PROJECT NO.: 101-001 SDMPUTED BY: JRG DATE: 6/17/2013 VA M STATION/REACH: DP2 TO STATION/REACH: DP2 INAGEAREA: DESIGN FREQUENCY: :lw:xwr***rrrwwwrlflwwwxlw**wtff:**rxffl:*wflxwwww:!***wwf!*wr*r!w!!*+rw:! INPUT PARAMETERS • cannel Discharge : 2.4 cfs (.07 m^3/s) ak Flow Period : 1 hours annel Slope : 0.25 ft/ft (0.25 m/m) annel Bottom Width: 3.0 ft (.91 m) Oft Side Slope : 50:1 eght Side Slope : 50:1 Ow -Flow Lining Type: Rock Riprap 12in &rmissible Shear(TpL) : 4.00 psf (191.5 Pa) Ole Slope Lining Type: S150 Staple D Ormissible Shear(TpZ) : 1.75 psf (83.8 Pa) O•w-Flow Channel Depth : 1. ft (.3 m) w -Flow Channel Perimeter: 18.28 ft (5.57 m) CALCULATIONS •ew*rrwfffflfw*r!!llrrx!!!r*fwlw!*!f!!w**ltff!*1f*!ww**f!!wr!*ff!!!***!!!f!4* A•teal Depth Estimate = 0.16 * (2.4 /(0.250^0.5))^0.375 = 0.29 ft (.09 m) Ap al Channel Depth (after 272 iterations) _ .15 ft (0.05 m) "rowArea = (3.0 * 0.2)+(0.5 *0.15^2 * (50.0+50.0)) = 1.6 sq.ft (0.2 m^2) met Per. =3.0 +(0.2%(50.0"2)+1)A.5 +((50.0"2)+1)A.5)) = 18.3 ft (5.6 m) qVdraulic Radius = (1.6 / 18.3) = 0.1 ft (0.0 m) �annel Velocity=(1.486/0.100)*(0.1^0.667)*(0.250".5) = 1.5 fps (0.5 m/s) Shannel Effective Manning's Roughness = 0.100 I 77 = 62.4 0.15 0.250 = 2.38 psf (114.0 Pa) w6104 "dShear,(Td) Rffaffdr- -"(TpfTd) = (4.00 /2.38) = 1.68 Side Slope Lining "Shear Ratio K�I) [13/d = 3.0/0.15 = 19.7, Chart 13 NEC-151 = 0.00 0 nets jin i, n g's Roughness , hW, g' = 0.055 Ms 0.00 2.38 0.00 psf (0.0 Pa) _ulated SHOE ff, (K1 * Td) �t Fa V, FiFetbr =,(TA) = (1.75 /0.00) 9tv ctor =,(� �T = N/A • *****"*** Low -Flow Lining Ining's Roughness = 0.100 • 0 • ; MA-6 S�SD cu.e 6 CiAr f.2 ©km-jomm � mm0����0�00 03 (Wesr boa) &% F"W Fk&%t 8ds14/ 3) : �lSc TQI ►K RiPR4p 8' LJ166 x y' Zarb x j,,b&4 kr/ NAG 6M FABtic vief- W cecr*n , JdFC4 sheef C-01 z . �rf:fxfwr::xfw+wwrfxxrrrffxw+rrfxwwrx:xxwrfffr+:rx+rrrrfrxwrrrxwxrfr:fxwrr TH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. R SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS 90JECT NAME: Custom Blending PROJECT NO.: 101-001 OMPUTED BY: JRG DATE: 6/17/2013 VA M STATION/REACH: DP3 (@ 60%) TO STATION/REACH: DP3 (@ 60%) INAGE AREA: DESIGN FREQUENCY: +wxxxfffxxrwwwrxfwwwrfrxwrrffwxwrfxffwfffwrw:fxwwwrrffxxrwrfxrwrrffwwrf:: Ab INPUT PARAMETERS Olannel Discharge : 5.0 cfs (.14 m^3/s) k Flow Period : 1 hours nnel Slope : 0.25 ft/ft (0.25 m/m) annel Bottom Width: 3.0 It (.91 m) Side Slope : 50:1 `ht Side Slope : 50:1 0 *v-Flow Lining Type : Rock Riprap 12in Omissible Shear(TpL) : 4.00 psf (191.5 Pa) :eSlope Lining Type: S150 Staple D missible Shear(TpZ) : 1.75 psf (83.8 Pa) rw -Flow Channel Depth : 1. ft (.3 m) -Flow Channel Perimeter: 23.88 ft (7.28 m) �frffxx+frffrx:frrrxrxxw:ffxxwrrfxrr:r:ffwrrffxxwwfxx+wrrrfxwrrrxwr+frfrxw+ CALCULATIONS �rw+f::rxxw:wrrrx:wrrrrrxx+rrffrfrrrxxrrtixwrfrrxwxrrfxxrwx:rwwrrrxxrfrrrfx Vial Depth Estimate = 0.16 * (5.0 /(0.25010:5))^0.375 = 0.38 ft (.12 m) ial Channel Depth (after 198 iterations) _ .21 ft (0.06 m) w Area = (3.0 * 0.2)+(0.5 *0.21 ^2 * (50.0+50.0)) = 2.8 sq.ft (0.3 m"2) t Per. =3.0 +(0.2*(((50.OA2)+1)A.5 +((50.0"2)+1)^.5)) = 23.9 ft (7.3 m) *draulic Radius = (2.8 / 23.9) = 0.1 ft (0.0 m) #annel Velocity=(1.486/0.100)*(0.1^0.667)*(0.250^.5) = 1.8 fps (0.5 m/s) #Aannel Effective Manning's Roughness = 0.100 Low -Flow Lining :RRRRRRRRR ng's Roughness = 0.100 t Oculated Shear (Td) = 62.4 * 0.21 ' 0.250 fety Factor = (Tp/Td) = (4.00 /3.26) '********* Side Slope Lining = 3.26 psf (155.9 Pa) = 1.23 Oe Shear Ratio (K1) [B/d = 3.0/0.21 = 14.4, Chart 13 HEC-151 = 0.00 Wings Roughness = 0.055 11culated Shear (Ts) = (K1 * Td) = 0.00 * 3.26 = 0.00 psf (0.0 Pa) :ety Factor = (Tp/Ts) = (1.75 /0.00) = N/A �;pr,n `NAG S,sd cz 03 (EG3f6.d) 3 ' Ca g C"r FA 90 7o FA-&w Fb* SAstn1 3) Iro QR t O aim rso :. Ikse JjPE ►n glpA4p g' W166 x 4'1- n 4 x I' DEEA a7 IUAG sisD FABeic o4-1-1 Tap o-F SECT-Iodj P&L D&ra,L S?f& J- c—o,z 4rop £ /YAU1 (3 �cat8 CUT AP4) .�®©mo11 o I� ��©moo � 0b-mao �0 mmo����0m0 m r Vl- M tip w 6` w1AE x 4` 1,64& x I'AUp (J/ yAo SiSV &�J&k '>P aF sEttiA✓j d swtC-r c-o1L . 4d�Mr �RTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. •ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS off}f##+frffff}+#+frf#frrfrrrrff#}frr►f}++rffrf}}ffrrf#r}+fffrrr#frrrrrf}} • •OJECT NAME: Custom Blending PROJECT NO.: 101-001 dI�MPUTED BY: JRG DATE: 6/17/2013 $OM STATION/REACH: DP4 TO STATION/REACH: DP4 • INAGE AREA: DESIGN FREQUENCY: #frfxfffff#}Niflff}#+ffrf#}}##frffflrxlflfrff#+1fff###xxlrf}f#f##+rfff#} INPUT PARAMETERS .xxrf:rrfff}##xf:rff#++xr:fw+rt#x#:ff}rxfr:rfx#rxfrrf##f:fr:f+r#rfrrfrf}}fe • •annel Discharge : 5.1 cfs (.14 m^3/s) f�aak Flow Period : 1 hours !�fannel Slope : 0.25 ft/ft (0.25 m/m) •annel Bottom Width: 3.0 ft (.91 m) Oft Side Slope : 50:1 #ht Side Slope : 50:1 ON-• Flow Lining Type: Rock Riprap 12in issible Shear(TpL) : 4.00 psf (191.5 Pa) Se Slope Lining Type: S150 Staple D •rmissible Shear(TpZ) : 1.75 psf (83.8 Pa) w-Flow Channel Depth : 1. ft (.3 m) -Flow Channel Perimeter: 24.06 ft (7.33 m) CALCULATIONS �rrrrrrx::rxfrrrrrrrrrrrrrxrfrrrrr+frrrrrrrr+rfrrfxxrfrrrrfrf#rrfrr:rrrxrr l Depth Estimate = 0.16 f (5.1 /(0.250^0.5))^0.375 = 0.38 ft (.12 m) al Channel Depth (after 227 iterations) _ .21 ft (0.06 m) wArea = (3.0 r 0.2)+(0.5 f0.21"2 # (50.0+50.0)) = 2.8 sq.ft (0.3 m^2) Wt Per. =3.0 +(0.2f(((50.0A2)+1)^.5 +((50.0^2)+1)^.5)) = 24.1 ft (7.3 m) draulic Radius = (2.8 / 24.1) = 0.1 ft (0.0 m) 43annel Velocity=(1.486/0.100)f(0.1"0.667)*(0.250^.5) = 1.8 fps (0.5 m/s) cannel Effective Manning's Roughness = 0.100 0 Low -Flow Lining Roughness = 0.100 A eculated Shear (Td) = 62.4 * 0.21 ' 0.250 = 3.28 psf (157.2 Pa) gfety Factor = (Tp/Td) = (4.0013.28) = 1.22 **'**'**" Side Slope Lining ee Shear Ratio (K1) [B/d = 3.0/0.21 = 14.3, Chart 13 HEC-151= 0.00 *nning's Roughness = 0.055 culated Shear (Ts) = (K1 * Td) = 0.003.28 = 0.00 psf (0.0 Pa) TetyFactor = (Tp/Ts) _ (1.75 /0.00) = N/A f 0 • 10 0 (3`c48 c"r e APs) .9 WI.O EG 91: ¢ID 9-92m Pntl Rite IIM B6 '�9 .etri09 UL5 6 TIP& A 4094P 9' 141A& x 4' Z r,,J 4 X 1' A E0 / NAG Srsc mrk 'PP of sari', PEt 661 �I L srtEEr c- o1 Z . 9Yblp9u jRT TH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 HH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. R SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS �f#Y#fYYflfffx##rYYYfffln�YfYYffrfxrYfff#*r#ffYYYfffrrffix#YffxrrYffYYYfffr *OJECT NAME: Custom Blending PROJECT NO.: 101-001 IMPUTED BY: JRG DATE: 6/17/2013 fA M STATION/REACH: DP5 TO STATION/REACH: DP5 INAGEAREA: DESIGN FREQUENCY: �ff:::frrfxxxr:f:fe:fxxrYff:f:r#rffffxrr#fff:frfxrrYfff::frrrYfrfffffxr#Yf INPUT PARAMETERS ffffrrfffrr##f�YfffrffYYYYffrxf#rYffrfffYYYffffxrYfifffff#RfYffffffrrf#fY cannel Discharge : 4.6 cfs (.13 m^3/s) fk Flow Period : 1 hours nnel Slope : 0.25 ft/ft (0.25 m/m) nnel Bottom Width: 3.0 ft (.91 m) Oft Side Slope : 50:1 ipht Side Slope : 50:1 41 ON -Flow Lining Type: Rock Riprap 12in Srmissible Shear(TpL) : 4.00 psf (191.5 Pa) the Slope Lining Type: S150 Staple D Omissible Shear(TpZ) : 1.75 psf (83.8 Pa) Channel Depth : 1. ft (.3 m) Channel Perimeter: 23.16 ft (7.06 m) CALCULATIONS •fial Depth Estimate = 0.16 * (4.6 /(0.250A0.5))10.375 = 0.37 ft (.11 m) al Channel Depth (after 211 iterations) _ .2 ft (0.06 m) w Area = (3.0 * 0.2)+(0.5 *0.20^2 * (50.0+50.0)) = 2.6 sq.ft (0.2 m"2) at Per. =3.0 +(0.2*(((50.OA2)+1)^.5 +((50.OA2)+1)A.5)) = 23.2 ft (7.1 m) 41draulic Radius = (2.6 / 23.2) = 0.1 ft (0.0 m) annel Velocity =(1.486/0.100)*(0.1^0.667)*(0.250^.5) = 1.7 fps (0.5 m/s) ••eannel Effective Manning's Roughness = 0.100 I• *********' Low -Flow Lining ning's Roughness = 0.100 • • • • • • • • • •Iculated Shear (Td) = 62.4 * 0.20 * 0.250 •fety Factor = (Tplyd) _ (4.00 /3.14) = 3.14 psf (150.6 Pa) = 1.27 w **"******* Side Slope Lining ee Shear Ratio (K1) [B/d = 3.0/0.20 = 14.9, Chart 13 HEC-15] = 0.00 �nning's Roughness = 0.055 Iculated Shear (Ts) = (K1 * Td) = 0.00 * 3.14 = 0.00 psf (0.0 Pa) :fety Factor = (TplTs) = (1.75 /0.00) = N/A • EROSION CONTROL COST ESTIMATE Pit: Custom Blending 101-001 Prepared By: JRG Dais: W1912013 CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 2,29 ac $723 $1.655.67 Subtotal $1,656 Contingency 50% $828 Total $2,484 (votes: 1. Ar_5 ac=$655/ac; A>5 ac=$615/ac. EROSION CONTROL MEASURES Unit Total Number Method Q unit Cost Cost Notes Vehicle Tracking Mat 28 CY $30 $833 6 Gravel Filter 0 ea $300 $0 5 Straw Wattle Barrier 8 ea $150 $1,200 8 Silt Fence Barrier 1292 LF $3 $3,876 38 Gravel Mulch 0.63 ac $1.350 $851 39 Hay or Straw Dry Mulch (1-5% slope) 2.29 ac $500 $1. 145 Subtotal $7,905 Contingency 50% $3.952 Total $11,3-7 Total Security $11,857 HISTORIC DRAINAGE BASIN MAP PROPOSED DRAINAGE EXHIBIT go] 9 AN A 4911 `4910 N IXPROFBl1Y � A90� D/ I 9 C Ir PogPLm 910 4t30g se 1 e„\O/S/p F N \pRIVE ABA 1 ' V D �J �:• 909 BMWDWI/ PPCPERT. MITI MaLTEaR Wletl SHKM IpWM BannwY.N eW�A10 oy • HKI WU "1 ,� O 49 IwrNEAeM;1ETvi<"N"XGv BDDIItlAY I - K q .'.i I • .. ... » ... aWMI2.10 LAb) • W ' nn .r 4907 at 4908 �s °� I -- u�H � ORAVELm RIIER I r a I FIX I I I GEDA 11 EYRAVER n _ uwartE nan.YOEEvaa rno-lm - an ¢asavolr:RovaoM ro Oil I TAi —. tluveiiNnmrtR EXISTING CUSTOM BLENDING I All Ixn NnMtlalr - ♦I I - - PROP CUSTOM BLENDING EXPANSION I aPMRA9aMAM UARSOF CI ", i "1 / I DEIELwmEM WAGE tlUYELMEr RTER INSTALLATION OF FABRICI HER FOR 491 — FOR 5reL1. NG EEE Fr .I :. •m.'. FROPAREAF SDFTVAN �• of / / N q �/ ORNGTN ARY / / p I •.,` ULCH I SIVICERE.ETLONG EE OET R "E FOR IETA I. h AG t ^I I J 0 00 1 49 /f/ 41 HRNL Ill DOn I OYNNff Ian tlUF11slETVDOOR v�slrcY lrnlvnvv a A .. I re' ADE.rLWIGXYCEEEPPOV{R i \ 1i _ w/nwrasitloreauleEEDETAIiG[Erwla BEER CURBclrt 491I GA IMIAMMWr11Ew 1 `\ -10'Ex BipYl MKbI� YELxLET BIER i � N `PROPLOD mtl tlrswm 9 ..' / {L_�' A LK2.f LdMx♦ q '..` Ir CfCWT N~WWC1PRF MPIIMWf I) IBEELFTMLBIIEErwla MULCH 9 MULCH CM gKVAapWI //EMAIXKIMM WE 1 4909 -- B 4907 P uD 4 9 1 REEEI K�TAumrI1F IPIER seas A gpRWF IXRNLYMi m AM TREFERRY I ` 49 C,—BHWBRAIRII WX WWLNEERIEA� tlMVH Y1Ei RRa IXMYMLIV WEMM OR WNF CAI OI wRLOLFAwIPo 4901Fr IXVR6FIiI..1..0 FERFVi ON�RaTwr. tltl sawort �m aRSICY>IA'M 40< TYrfYYWP q1V T1RYPoRV {RY Try[YPoTM �(1Wtl.rlpM.1'C®OYH( a9W "tlFfLGWYAr®oa gWtlAfLCNOAfC®0.91 tlmDTaAwA®Dlwcoa� r mmwAwAemwa avaL mmaAwA®DRMcoa � reEf PtlrwfatlEfrl°P�°aal U��Wiaf.'Exrc�Dw �tlrwEf.DPeBTGBIn � EXISTING DETENTION d POND oFY s — — — 4599 �� 1) CONTRACTOR TO INSTALL SILT FENCE, PRIOR TO BEGINNING CONSTRUCTION ACTRITES. TOTAL LENGTH OF SILT FENCE -1,292 LF, 2) ALL DISTURBED AREAS ARE TO BE SEEDED AND MULCHED. 3) A -SOFT PAN' CONSISTNG OF A % SAND/ TOPSOIL MIX WILL BE PLACED ALONG THE SOUTHERN PROPERTY BOUNDARY. THE 'SOFT PAIN WILL BE Y W DE A V DEEP AND YALLKLOW FOR VEGETADON TO BECOME ESTABUSHED OVER TIME MILE INCREASING WATER QUALITY FOR THE SITE. PI£A.SE REFER T) THE GRADING PLAN MEEKEST "12 FOR DETAILS. 4) STOCK PILES SHALL NOT TO EXCEED 10IN HEIGHT. 5( ALL OFFSITE AREAS DISTURBED DURING CONSTRUCTION ARE TO BE REOIEGETATED AND RETURNED TO HISTORIC CONDITION. B) STRAWYWTTLES OR GRAVEL INLET FILTERS SHALL BE INSTALLED ON THE EMSTNG COMBINATION INLET, LOCATED ON THE SOUTH SIDE OF PRECISION DRNE (AT NORTHEAST CORNER OF EXISTING LOT 3), T) VEHICLE TRACKING BASIS) LOCATIONS SHALL BE DETERMINED BY THE CONTRACTOR AND PRIM TO CONSTRUCTION, AND SHALL BE INSTALLED ACCORDINGLY. Bj SEE SHEET C-0ON FOR EROSION CONTROL NOTES AND DETAILS. LEGEND 10 — PROPOSED INDEX CONTRR - 5 iT INTERIM. 11 — PRmosED INTERMEDIATE CONTRA - 1 ET INTERVAL VEHICLE TRAWNG PAD —r r r — FLT FENCE TYPE M RIPRAP 18' WATTLE CHECK DAY NAY OR STRAW CRY YRCR 1-5s) t E CHECKED BY 1.01 DESIDNEDBY. I DRAWN BY O Wml • Z A <u Q. �a0 0 'Lij O Z jz O 10LL,0 p 1 VI O � W UTILITY PLAN APPROVAL Z OPPOSED: 2 0 City Engineer Date CHECKED BY: ¢ C III a wastewater Utility Date OU /GFyy CHECKED BY: YW StarmWater Utility Dot. F �j U Z CHECKED BY: T 3 BIT b. Recreation Dote CHECKED HY: O TrOlfk Engineer Date CHECKED BY: OQ'I"NA' Emironmentol Planner Date 115111 Ann E RED �gA THESE PLANS HAVE BEEN RENEWED BY THE LOCAL 'u i o= ENUIY FOR CONCEPT ONLY. THE RUN DOES NOT ` IE3251 IMPLY RESPONSIBILITY BY THE REVIEWING Sk W£' DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE 0 LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF 4 'T`S/OHA�EtLR' THE CALCULATIONS FURTHERMORE. THE REVIEW DOES CALL U ILITY NOTNCATION NOT IMPLY THAT QUANTITIES OF REINS ON THE PLANS CENTER OF COLORADO ARE THE FINAL QUANTITIES REQUIRED. THE REVIEW n AS mg 141 1-800-922-1987 ACCEPTANCE OFCFINANCIAL RESPONSIBILITONSTRUED IN ANY Y BY THE N M/OY/10 CAL 2 BUSINESS DAYS IN ADVANCE LOCAL ENTItt FOR ADDITIONAL QUANTITIES OF ITEMSBEFORE YOU An GRADE OR REGAVARR SHEET NO: COG$ FOR THE MARK ING Or UNDERGREX NO SHOWN THAT MAY BE REQUIRED DURING THE MEMBERUTILiiIES. CONSTRUCTION PHASE. 5 OF 12 \% GENERAL NOTERL FOOT COMPACTED xSOECT REPNR AND RLTtA¢ F xECEssM+ ME BACKFlLL ACTED Or I WATTLE PLl AFTER EACH SIIGat EVENT. n '1 2, AL WATTLES MUST BE REPLACED S GRANTED 2 I MONTHS UNaSN APPROVAL A BY ME r OVERRUN pV LONGER USE. U 3. PLEASE REFER TO FOLLOYIINncIll o B91E ARE ADDITIONAL WATTLE Ns AMAMEN PROFILE VIEW x D DETAILS v MErM 1B" DIAMETER STRAW WATTLE CHECK DAM CURB INLET O GRAVEL FILTER (APPROX. 3/4- OIA.) MRE SCREEN CONCRETE (APPRO%. 1/2' MESH) BLOCK l4• woOD Saw OVERFLOW eCUuRS WATER RUNGFF INLET WIRE SCREEN AVOID FILTER ZNx4' MM STUD ....._ SCREEN PLAN VIEW SECTION A GENERAL NOTES: 1. INSPECT AND REPNR FILTERS AFTER EACH STORM EVENT. REMOVE SEDIMENT SEMEN ONE HALF OF THE FILTER DEPTH HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR OTHER FILTERING MEASURE. 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED FROM TRAVELED WAY OF ROADS. EROSION CONTROL CURB INLET GRAVEL FILTER 711�����i�V61�14 mal SORTMR avc fA� .i��i m�i• SEENE To NE SECTION A- MI FL� . INLET PROTECTIO ATE\ �1;111111� �• SLAN SEE •Twin , well Sw TMS DM. r eP MW,m inn win raw STRAW ➢ ON d5a = STATE CLASSIFICATION FOR NDNINAL STONE SITE. ALL EDGES WILL BE 'TEED' INTO ABOVE DIMENSION. IF RIP -RAP TO BE CREDITED GROUT SHALL BE IN ACCORDANCE TO ASTINC1102-LATEST REVISION. GROUT SHALL BE VIBRATED IN PLACE. TWS DID EXPOSED RIP -RAP WILL BE WET BRUSHED AND CLEANED OF GROUT TO EXPOSE RIP -RAP COLOR. RIP RAP DRAWING WM10M0MOO9 Y SFLRp1TCONTROL mmK urnmN mom 0 The mxm[wNdinspean nun be all at I Mmh.rom(24)[INTO pier To am[m9mnlm on this AND (2) There soda be no ONEMM dE most mhiee Ma limits M ran of the accepted plans. (3.) All resided w,md,s,Rend crosbucoon krcnB shell W mLWd NK m my and 6abnting ectivM la¢apnng. xNmmg. Waders act. All stet mP wotim carted meaam recall be intWIW at Me rypRMALS aura In Me wnmuctm"Wwm as indobd in the a M W purled Schell consFucdm owns endwaaanmmmnmm. 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Tel B - p.[Weaemr dNmrceenw Wmordwdesaum econna Moved dam evert a wDm ,ermwndeaer rtaesmrynomwmemare ins appMwepe,fmmma Dr M 'H sae N ME R - placeUsed amME, arall the wemunengaaW Ratl.wrery saMC WnlN slebir e n eemmey me waum bnrpena ¢.) m Be nosedafter Me ate has ban amdaN wswzee as ewrminm My the amain [mad ommycosmic,. in Tel macinll a zr ere removedere Oavdopw andaremeniide far the hash up and 19r The contrx�rlof slM�lhmmmedd and lain up my mnll domW,ntasUTcWm 9nxlim mMmi nabahnl ea sftdan es. •h v wane mdat He bwelkr araMw public nlFm deny, one nvXw an loose anewtlFwayi am [IeanM at me and of ever wvMng dry. IIGI M WnsoaWdy satNvem rywd,mMryeuM1ns.inmall be g"nmw L States dnlmMol in a vmelxaEonmeanat0 mass NW AM into pgow pleb unit donor. Ill Nuaoaaluayilb lost acaatl tail (lG)lM in legit. PA we rhWpees Mall Cr pega4tl M1an sNrnem The mmmwater Volume cWaa of ddwmm pi wan be,eekna and wvm Wawa Inev AT be cloned upon canplaeon of O,o)aal and before tuning so meOmmce man TO the (rMFmnh a Hommxnwr Aisai,ban Mi Cap Ordnance an d Godr DIS&DW Penh Syem ICCPSI 1 km,ene Mks It UMe ip MNarm or allowM.e dsshup of any polulx)I a cwwmndw wile am urn chin Edge. P,IEddvmduoe. W ae notImlod to dismbed budding meWNls concrete PIPES wesho lchemicals, oil and gar pander mm and randry Wert. The devdmw Slwll d at pines lose whweuw measurer am dry to assure the pc comarmse and dram AT paUmh m No rN In accordance with any and all e KM@loot TERM. antl bbm ngdrdmr. A MtpgW am Mall be"w an SR br..mrabuck6mRwavormst TIwane MallM cOeMYUMwash Cpbn wW t material and lomMd A Imx MY Orm Not Mary man aM wwMrwe/ (e) BRIewdlpsM earewPeaM. BE AMSksHape" OLDrad.a. LD �n ahr, _ .ins ilnMNa. nB) Cmdtlman Na6W mRywtnm wwmcmtrd mamrn in w3dam bwM1aln Nam mNaw hale. 1M 0.Nryv WI mpwrwra MlRWr muvunc wR dlwmnwl nrwary, sit bred bf tlrR CXy.V`anry. W POSTS Me � MR TRY �� NOT LESS THAN Ili ME I OF AN 11-3-I /2 - 3/e R IATER 6Ylyll3LGI:FMD win I. ATN ENTR,WCEMff T)LME BE LfmSTenRUCTGN SnE. 2. HNKIF IRILFJIB MT SHALL BE MVMAMM AS xFFBEp To RdKIR ern LUTERNL IRCM KIM: TMBNEB w on STREET. x SEw ARE OTHER wTLRV1 OR TRAcxap ram cm sm¢T Ro4vm. 8' MN. VEHICLE TRACKING HAT our©©ol©00000lo C� EMME O M mz-zmi I'm Used NNNNNNN � c NDPES PERMIT NOTES SITE DESCRIPDM: 0. Dasite construction which consists of grading, utility work, roadway construcliun and the Rod ap construction of a detention ponds il asiatd tone footfall structure. BE Me major actrAtles are planned In the following ap ce: 1. Clearing and Grubbing necessary fan pedometer controls 2. Installation of perimeter contrda. 3. Demolition of existing asphalt, structures and site item& as applicable. 4. Gaoling of Site. Parking Lot. hive aisles, and swaps and sediment basin. 5. Utility construction to nerve site (Smltany Sewer, Water). 6. Roadway and Parking Lot Construction, Bu➢ding Canatmdim g. Stabilization, Including deeding B. Remove of contra measures C. The site contains approximatmy S00 acres (tetol from Lots 2 & 31 Only 2.29 apes of the total 5.00 acres is expected to undergo aewMg and/or grading, with some p itiwa oftsite gradng taking place to tin -in to existing topography and Precision Drive. d. Rollond 'Co w 0.25 (Lot 3 Existing Conditions) before construction with a Rotlanal 'C• Value of O.BO allowed after construction, per HIP Third Filing Mwtemim. Me Rational 'Cr wive from 0.57 to 0.78 far the existing Custom Blending Site (External Lot 2). per the WeMws HV (bird Filing Moslefplm report. Me combined C' Value lot Me existing Custwn Blending (Lot 2) and the Expansion (Lot 3) Is DUMB, The site lime within the Moderate Rainfall Eradifility, Zaire and Low Wind Erodbility Zone per the City of Fort Collins zone mope. IMM the existing site mopes of approximately 1% to 511, the new improvements will be subjected to both wind and rainfall encedon. e. Din predewlmment property for Lot 3 cmNsts of fallow land that was owrlot graded with the HAS are Filing. Me preaeropmmt property for Lot 2 consists of the existing Custom Blending Site. I. There are anticipated pollution sources for the Custom Blmding Expansion, including outdoor ethane tanks. which will be secured and a done provided for cwtoinmmt measures, as well as in -door stooge of other chemicals. More will be no vehicle storage Or cleaning an site. Chemical storage is anticipated an site. BE There may be onticipobd nor-slormwatw cmponents of discharge, IT Me downstreom receinng water Is the Fogsil Genk Drainage Ditch. Storm water runoff from the dewleped portion of the site will be conveyed to an existing detmtbn pond by curb & gutter. curb cuts, channels and owdand sheet Bow. SITE NAP: 0. Site Drainage & Erosion Control Plan. Bull FOR STMMWAMR POLLUDON PREVENPM: 0. Erosion and Sediment Conbds: See Emaim Control Notes and Sequence Table (thin Meet). b. Motn"s Hanang and Spill Prevmlion: Measures should be undertaken to central wnstructim molerias antl waste, and disposal of excess concrete (it applicable) to ensure this and other molmbis do not leave the site and enter the detention pma hih eventually outlets to the Poudre River. Cmcmte. buia ng materials waste. and deanup by-products should not be discharged into the on -site storm sewer system nor Mould they enter the m-site aelentim pond. In the event of a sail from the tie Into storm sewer system o -site detention pma. appropriate measures should be and Ma immediately to remove the spilled mateniais and prevent future spins from occurring. FINAL STABILIZADON AND LONG-TERM STORMWAMR MANAGEMENT: a. See Erwiw Control Noted this sheet tan final sta ilizotion measures to central polutmts in stormwater discharges oT m cmas: U. Measures shculd be undertaken t0 remove excess waste pmMcls it= the site and doo Rof these waste motwbM m off -site in appropriate manner. In addition. s eShould be undalakm to limit offsiteall tracking of mud and debris spillage from vahides leafing the site. Mud and debris should not be tracked along roadways and allowed to enter non-prote tin drainage ways which discharge ewntuolly into the Cache Ea Poudre River. INSPECTOR AND MNNTENANCE: O. Inspection and maintenance should be undertaken m a regular bwis as Outlined in Section 6 of Me Turns and Conditions of the CAPS Generul Permit. Tads 11.2. Recommended Species and Application Rates of Seeds fa Temporary Vegetation and/or Cowr Crops. Species Season (1 Drilled Pounds/Acre Annual Ryegrass Cml 20 Or Cal 70 Cereal Rye CDol !Q Mleat - Winter Cool 40 WNOuI - Spring Cool 60 Briley Cool 60 Millet Warm 30 Hybrid Sul Warm 15 Sorghum Wom, 10 Curl sit son gases make their mapr growth in the Wing. Womsea son grosses s their mapr growth in lab Spring summer. Table It 4 identifies planting dates for perennial and temporary/tsar crop grasses Table 11.4. Renting Dates for Perennial and Temporary/Cover Crop Grasses DAIS PERENNIAL TEMPatARY/COVER GRASSES CROP GRASSES Jan 01 - Feb 28 Yes Yee No No Moe 01 - May 15 Yes Yee No Yes May 16 - May 31 Yea No Yes No Jun 01 - Jul 31 No No Yes No Aug 01 - Aug 31 No Yes NO You Said 01 - Sep 30 No No No Yes Oct 01 - Dec 31 Yes Yes No No Mulcting shall be used to assist In establishment of vogetatim. One or moreof the fdlowng mulches snot be used with a perennial driond grass Rape mixturs,an o temporary vegetation or cover crop, Mulch Acceptable Dates of use Application Rate Straw or May Jan 01 - Din 31 1 1/2-2 tons/acre Hydraulic (wood an popm) Nor 15 - May 15 1 1/2-2 tons/acre Erosion control (mots or blankets) An 01 - Dec 31 Not applicable Hay or straw mulch moll be free of noxious weeds and at least 50% of the Ober shall be 10 inches ar more n length, 1Men se ing with native grasses boy ham a native gins Is a enthra tl mulching material, if available. If irrigation is used, hydraulic mulches may be applied from March 15 through Sep JO, Hay or Straw Mulch 1. Hay or straw mulch will be anchped to the Nil by one of the fallowing methods: (a) A crimper which will crimp the fiber four Inches or more into the well. At least 53% of the fiber anal be 10 inches or more in length. (b) Manufactured mulch netting installed over the hay or straw according to monWoc Wfer9 instructions. (c) Tockiflas sprayed on the mulch l0 the franWoctmer's rm mmmdation. 2. All straw or bay most be free of noxious weeds. CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP _ 6pNP X Or MT& WEYM S m sal[ = cESD4TYM I" THE GIVEN SIZE (a RUGS) NCHES) CN55 M. Zo - IN M 5> - fi Be 25 - SO 10 6 2 - 10 <1 Cb 12 M - Ica m 5O - ZO BE 0 - w m la a- 10 3 c1A4 IB IN I275 b- A m 25 - 6a DS IB 2 - 10 IO oA4 24 IN YEa EO - ZO 12DO 25 - s0 m N 2 - ID 35 MS ' der - WORM aROGKM PMIRLE ME. GITASI 50 FIRM Of Ili W4 slplL BE S EDWL TO OR INGER MAL - RATE ON 4 TO I W 3ICPES DI~ Rap IT 5 as sIRFER rt Collins, Colorado PLAN APPROVAL Dote CHECKED CHECKED BY MP. Water & wastewater Utility Dote Slormwaler UtWdy Dale CHECKED FT - Parks & Recreation Dab CHECKED BY: Traffic Engineer Date CHECKED By: Environmental Pwar Date GALL UTILITY NOTIFICATION CENTER OF COLORADO 1-800-922-1987 ).G D Wme V Z 1_J alive 2 F Y law o NW o M 0 z JZ� ZUo UNo LW L" c� L 4,GMaarma„ d THESE PUNS HAVE BEEN REVIEWED BY THE ?W00 REO 3 LOCAL ENTITY FOR CONCEPT ONLY. THE o 0.yon REVIEW ROES NOT IMPLY RESPONS LOCAL BT E tea 5•T o THE REVIEWING . OR THE L THE LOCAL 3 i F43Z51 SI ENTItt ENGINEER. DR THE L001 ENTITY FOR e ACCURACY AND CORRECTNESS OF THE AO\\ }}(!!! CALCULATIONS. FURTHERMORE, THE REVIEW eye.. -..•'Ca` `d• DUALS NOT IMPLY THAT QUANTITIES OF ITEMS `XVONALEW ON THE PUNS ARE THE AWL QUANTITIES REQUIRED. THE REVIEW SHALL NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE Hp, Io1L01 OF FINANCIAL RESPONSIBILITY BY THE LOCAL MTE Op/Op/13 EM FOR ADDITIONAL QUANTITIES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING THE SHEET No: C.OUB CONSTRUCTION PHASE. 6 OF 12 PROPOSED DRAINAGE BASIN SUMMARY TABLE: DRAINAGE BASIN DESIGN! POINT DRAINAGE BASIN AREA (11au) t' VALUE OS(N) Qm(M) I 1 0,16 aw 0,17 OM 2 2 DUO 0.0 0.52 20 5 2 0.0 aw zw e.20 4 4 051 0e2 132 507 5 5 0.48 0.02 120 4.0 e 9 am am on 2,W 7 7 013 0M 0.12 0.61 e 8 104 025 10.52 2IS 151 131 ON 087 059 299 V2 19 092 076 1 174 1 811 SIDE POND110 500 08e I "I I MIN PROPOSED FLO ALINE NEYLPFARMEENATECONFTC ST EalsnNc 6mwA nFE LLL/J ' vR WATER SURFACE ELEV _ nAaeINr0RT�MoiBASINa UNDARV LIRE 4150 - Ea"NO p1AINAGE SAMN 10 FRw,RP TRAM 06IQ - ACRES ® EXI TRITA HN DRUAR EDE KIN FORTM WR FILING) Flt� DRAINAGE MAIN 00I LINE - ACRES , a VALUE PA91N Ia QPPCPoSEO ORAIxeGE MAUR PCHNT *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) Dsalpn Palm ealln(s) Am (viue) ComIWnlOe 'C' QM(ah) OIMIa1s1 110 110 4.55 0.32 3.71 9.n 120 120 4.92 0.81 13.19 40.87 130 130 0.67 0.57 1.52 4.35 131 131 0.24 0.87 1.00 2.38 In 132 0.92 0.76 2.92 ELM 133 ISO 0.87 0.78 3.12 8.12 140 140 2.00 0.81 On 191 IN IN 1.93 0.81 6.34 19.19 in IN 1.08 0.78 2,W 7.n 170 170 0]1 0.81 2.02 5.40 180 180 12LD4 On 8Ai 190 190 3-2e 0.85 547 14.81 501 fiat 15M 0.32 9A1 25.47 502 502 081 0.81 2.08 5.78 503 503 01 0.81 2.09 5.79 OS-1 03-1 1.82 ON 5.32 13.56 03-2 OS-2 O.B9 O.BS 2.832 POND SUMMARY (HTP THIRD FILING PROJECT) IV: VOLUME VOLUME Po10 DEW WSFI- PROVIDED REQUIRED IAG-FTI (AL Ito DETENTFKMI FORD 410427 7.9e 7w City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: CRy Engineer Date CHECKED SO WoNNr & Waeteeater IRi% Date :NECKED 9f. Storineoter Utility Dote :NECKED W.- Portz & Rearealion Dofe )NECKED BY: TrcN Engineer Dofe ;NECKED B Embonmentol Planner Dale THESE PLANS HAVE BEEN REVIEWED BY THE LOCAL ENTM FOR CONCEPT ONLY, THE REVIEW DOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING DEPARTMENT THE LOCAL ENTITY ENGINEER, OR FINE LOCAL ENT" FOR ACCURACY AND CORRECTNESS OF THE CALCUUTONS. FURTHERMORE, THE REVIEW DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PLANS ARE THE FINAL QUANTITIES REQUIRED. THE REVIEW SHALL NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE LOCAL ENTRY FOR ADDITIONAL OUAMRIES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING THE CONSTRUCTION PHASE. lllf('KEDBY', 1GaN LSIGN DBY Gxxh I,RANrvBY'. D.Wad Z J_ LL. 0 2 FIN Y F- 0 At aIL 0 Wo O 13 J p00 ZVu U � 0 W H !0 NGN Y4�r Q T. km W z Q In W z z ,VO RED]y fp 0.Yan f . -$U F E � I4J23121 gA `YNq m/ A k IAfMUEC1FNW.Io1C01 DATF. M/011/13 SHEET No: C-008 8 OF 12