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Reports - Drainage - 03/21/2025
302 CONIFER APARTMENTS 302 Conifer Street Fort Collins, Colorado FINALS DRAINAGE REPORT (Phase III Drainage Report) Strategic Land Solutions, Inc. JN: 24-002-46 Report Date/History: November 15, 2024 Revised: February 12, 2025 Revised: March 21, 2025 Prepared for: s nTUL n ARCH ITECTU RE : : Denver, Colorado 80223 Santa Fe Drive . . ATTN: Mr. Harsh Parikh - Principal Email:harsh@santulanarch.com Prepared by: 5trate?k Land Solutions, Inc. Civil Engineering•Land Planning•Entitlements Robert J. Palmer, P.E., as President srwc y& zaad 50&&a4d, loc. 2595 Ponderosa Road Franktown, CO 80116 Phone (720) 384-7661 Email rpalmer®,strate icg ls.net 2025 Copyright © by Strategic Land Solutions, Inc. All rights reserved. This report or parts thereof may not be reproduced in any form, stored in a retrieval system, or transmitted in any form by any means — electronic, mechanical, photocopy, recording, or otherwise — without prior written permission of Strategic Land Solutions, Inc., except as provided by United States of America copyright law. Published by Strategic Land Solutions, Inc. (2595 Ponderosa Road, Franktown, CO 80116, www.strategicls.net, 720-384-7661 phone) 302 Conifer Apartments (302 Conifer St. Fort Collins, CO) FINAL DRAINAGE REPORT Strate?i( Land 5olutions, Inc March 21, 2025 Civil Engineering•Land Planning•Entitlements Page TABLE OF CONTENTS TABLEOF CONTENTS.................................................................................................................................................. ENGINEER'S AND DEVELOPER'S CERTIFICATIONS.................................................................................................. ii 1. GENERAL LOCATION AND DESCRIPTION.........................................................................................................1 1.1. LOCATION................................................................................................................................................1 1.2. DESCRIPTION OF PROPERTY....................................................................................................................1 2. DRAINAGE BASINS AND SUB-BASINS...............................................................................................................1 2.1. MAJOR BASIN DESCRIPTION..................................................................................................................1 2.2. SUB-BASIN DESCRIPTION ........................................................................................................................1 3. DRAINAGE DESIGN CRITERIA............................................................................................................................2 3.1. REGULATIONS..........................................................................................................................................2 3.2. DEVELOPMENT RESTRAINTS.....................................................................................................................2 3.3. HYDROLOGICAL CRITERIA......................................................................................................................2 3.4. HYDRAULIC CRITERIA..............................................................................................................................2 3.5. WATER QUALITY REQUIREMENTS.............................................................................................................3 3.6. WAIVERS FROM CRITERIA .......................................................................................................................3 4. DRAINAGE FACILITY DESIGN.............................................................................................................................3 4.1. GENERAL CONCEPT................................................................................................................................3 4.2. SPECIFIC DETAILS.....................................................................................................................................3 5. CONCLUSIONS...................................................................................................................................................4 5.1. COMPLIANCE WITH STANDARDS ...........................................................................................................4 5.2. DESIGN.....................................................................................................................................................4 6. REFERENCES........................................................................................................................................................5 LIST OF FIGURES Figure 1 - SITE LOCATION MAP ...............................................................................................................................1 Figure 2 - SITE LOCATION ENLARGEMENT..............................................................................................................1 APPENDICES APPENDIX A: HYDROLOGIC COMPUTATIONS APPENDIX B: HYDRAULIC COMPUTATIONS APPENDIX C: MAP POCKET 302 Conifer Apartments (302 Conifer St. Fort Collins, CO) FINAL DRAINAGE REPORT • StratQVi( Land JQIUtiOnS, Inc March 21, 2025 Civil Engineering•Land Planning•Entitlements Page ii ENGINEER'S CERTIFICATION This STORMWATER MANAGEMENT REPORT was prepared by me or under my direct supervision in accordance with the provisions of the City of Fort Collins, Storm Drainage Design and Technical Manual for the owners thereof. It is understood that the City of Fort Collins does not and will not assume liability for the drainage facilities d signed by others. 'I SIGNATURE: P ,i�a `c�� J• A Robert J. Palm PE CO PE #36320 36320 DEVELOPER'S CERTIFICATION SUS I�t THE SZANTON COMPANY (hereinafter DEVELOPER) hereby �r-/WAt0J at the drainage facilities for the project detailed within this Report will be constructed according to the design presented. It is understood that the City of Fort Collins does not and will not assume liability for the drainage facilities designed and/or certified by my engineer and that the City of Fort Collins reviews drainage plans pursuant to Colorado Revised Statutes, Title 24, Article 28; but cannot, on behalf of DEVELOPER, guarantee that final drainage design review will absolve DEVELOPER and/or their successor and/or assigns of future liability for improper design. SIGNATURE: Carl Szanton Printed Name— Partner Title— 302 Conifer Apartments (302 Conifer St. Fort Collins, CO) � ® Strategic Land Solutions, Inc FINAL DRAINAGE REPORT March 21, 2025 Civil Engineering•Land Planning•Entitlements Page I 1. GENERAL LOCATION AND DESCRIPTION 1.1. LOCATION The planned Apartments and Retail will consist of 50 new apartment units in a single building, located at 302 Conifer, within the southwest 1/4 of Section 01, Township 7 North, Range 69 West of the 6t" Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. The site is bounded on the north by existing commercial, on the west by Blue Spruce Drive, on the east by a drainage ditch and vacant land, and on south by the Conifer Street. _ S.M.neery, ces9 _ ® surrimi ruaxanem� 4'. rr..e gs�T 9L111 1C1 o�Ynuman a.Ye.,,v cv 7 3 AW '...,.,goo � - Hnnr. n.acm.,a, Q cr QTne*ov snea ! ... IOWBankfw9 M1L s c Latimer CoumY i a EI Palom Q nn . ,- r fur MOPe �. ST TM1e LYric Q JA Port CWllna , sip caNts. 0 - U9fFe Lup Lupp^eIX Lune[r UembckA --.q _ Go 91e 8 f L ` F, SAnTULAn, Figure 1-SITE LOCATION MAP Figure 2-SITE LOCATION ENLARGEMENT 1.2. DESCRIPTION OF PROPERTY The site currently encompasses approximately 1.19-acres of vacant land covered by non-native vegetation. The proposed redevelopment of this property includes the construction of a 50-unit affordable apartment building with surface parking, landscaping, and drainage facilities. 2. DRAINAGE BASINS AND SUB-BASINS 2.1. MAJOR BASIN DESCRIPTION The site lies within the Cache La Poudre River Drainage Basin. Runoff from the site drains to adjacent streets, where it is captured in the gutter and conveyed east to the storm drain system located Conifer Street, and ultimately to the South Platte River. There are no adjacent irrigation facilities tributary to this site. There is a drainageway running along the east side of the site. The project is located within Flood Zone X, as shown on the National Flood Insurance Program's Flood Insurance map community panel 08069CO977G with an effective date of June 17, 2008, City of Fort Collins. According to the Natural Resources Conservation Service (NRCS) web site contains Caruso Caly Loam, 0% to 1%, (98.9%), which has a hydraulic rating D, and Nunn Clay Loam, Oho to 1% slope (1.1%), which has a hydraulic rating of C. As shown in the geotechnical report, ground water was encountered at approximately 9-feet. The invert of the detention is located 2-feet below the existing grade. Therefore, groundwater should not impact this development. Any groundwater or de-watering discharge (temporary or permanent) will require CCD Wastewater review and possibly a state discharge permit. Contact Jeff Williams at 303-446-3588 for additional details. 2.2. SUB-BASIN DESCRIPTION Under proposed conditions, the site is roughly divided into 7 drainage sub-basins. The following is a description of the three proposed sub-basins A, B, and C. 302 Conifer Apartments (302 Conifer St. Fort Collins, CO) � ® Strategic Land Solutions, Inc FINAL DRAINAGE REPORT March 21, 2025 Civil Engineering•Land Planning•Entitlements Page 2 Basin A contains approximately 0.972 acres, and it is comprised of the building rooftop, the parking area, sidewalks, and landscaping along the north side of the site, and the most of parking lot, sidewalks and landscaping along the east side of the site. Runoff from this basin is captured by roof drains and conveyed to the porous pavers making up most of the parking areas north and east of the building. The runoff is treated for water quality, and detained for storm water attenuation, before being released at allowable rates into the drainage swale east of the site. Basin A incorporates 82% of the proposed site. Basin B contains approximately 0.195 acre, and it is comprised of landscaped areas, patios, and sidewalks along Conifer Street. Runoff from this area bypasses the porous pavement detention, and sheet flows to the gutter in Conifer Street. The runoff is then conveyed west in the Conifer gutter to an existing storm inlet. Basin C contains approximately 0.019 acre, and it is comprised of landscaped along Blue Spruce Street. Runoff from this area bypasses the porous pavement detention, and sheet flows to the gutter in Blue Spruce. The runoff is then conveyed south in the Blue Spruce gutter to an existing storm inlet just north of Conifer Street. 3. DRAINAGE DESIGN CRITERIA 3.1. REGULATIONS This drainage report was prepared in compliance with the following criteria: • City of Fort Collins, Stormwater Criteria Manual • Mile High Flood Control District (MHFD) Mile High Flood District Criteria Manual During construction, disturbed areas will be stabilized for erosion and sediment control in accordance with City of Fort Collins and MHFD Criteria. The methods used to control erosion and sediment during construction of this project will comply with the non-structural and structural Best Management Practices (BMPs) described within the City of Fort Collins and MHFD manuals. A separate Erosion Control Report will be submitted to Fort Collins Public Works for approval. No deviation from the City of Fort Collins Criteria is being requested except for the use of an underground detention vault. 3.2. DEVELOPMENT RESTRAINTS The site is confined by existing improvements on all sides, and there is no existing underground storm drain available to outfall the detention. Therefore, porous pavement is being utilized for detention and water quality, with an outfall to the shallow drainage swale east of the site. 3.3. HYDROLOGIC CRITERIA Runoff was calculated per the City of Fort Collins Criteria and MHFD. Rainfall intensity was taken from IDF Table 3.4-1 of the City of Fort Collins Stormwater Criteria, and runoff coefficients were taken from Table 3.2-2 of the City of Fort Collins Stormwater Criteria. The rational method was used to calculate runoff from the proposed development. The following formula was used to determine the runoff values: Q=CIA Where Q = Storm runoff, cubic feet per second (CFS) C = Runoff coefficient I =Storm intensity, inches per hour A = Drainage area, acres 3.4. HYDRAULIC CRITERIA The pipe hydraulics for the detention vault outfall pipe are modeled using LDD Pipe using a friction coefficient of 0.013 for concrete and 0.011 for PVC. The hydraulic grade lines are shown on the pipe profiles located in the appendix of this report. Inlet and exit losses are calculated as part of the pipe program. A printout of the program output is located in the appendix of this report. 302 Conifer Apartments (302 Conifer St. Fort Collins, CO) � ® Strategic Land Solutions, Inc FINAL DRAINAGE REPORT March 21, 2025 Civil Engineering•Land Planning•Entitlements Page 3 The hydraulic design has been done in accordance with the City of Fort Collins Stormwater Criteria. 3.5. WATER QUALITY REQUIREMENTS Stormwater quality for the project will be provided by porous pavement with a stormwater detention reservoir. 3.6. WAIVERS FROM CRITERIA No deviation from the City of Fort Collins Criteria is being requested except for the use of porous pavement for stormwater detention and water quality treatment. 4. DRAINAGE FACILITY DESIGN 4.1. GENERAL CONCEPT Runoff from the building will be captured by roof drains, where it will flow to the porous pavement for treatment. Runoff from the north and east areas of the site sheet flow to porous pavement areas, where it is treated for water quality. A drain course under the pavers will be utilized for stormwater detention. 4.2. SPECIFIC DETAILS As described above, water quality will be provided by a porous paver system. The runoff will be detained for the 100-year runoff volume. The runoff release rate from the underground detention will be controlled by an orifice plate inside of the outlet control structure (OCS). There is no public storm drain facilities immediately adjacent to the site, so the runoff from the underground detention pond will be released directly to the drainage swale east of the site. The primary overflow for the underground detention is through the OCS overflow weir. The OCS overflow will spill into the outfall pipe, which is designed to convey 120% of the 100-year basin runoff. A 10-foot Type R inlet is included to capture runoff form the porous paver area in excess of the water quality event. The building finish floor elevation is set a minimum of 2-feet above the pond overflow WSEL. The detention is designed per Section 2.3 of the Fort Collins Stormwater Criteria Manual. The water quality is designed per the City of Fort Collins Stormwater Criteria Chapter 7. This site meets the four-step process as follows. 1. The site is designed to minimize impervious areas. The site contains the minimum parking, the minimum width drive aisles, and utilizes the minimum amount of paved pedestrian access needed to serve the site. Furthermore, porous pavers are being utilized to further reduce the site imperviousness. Runoff from pervious areas is detached from the drainage system, passed over landscaped buffers, before being conveyed to the porous pavers. Furthermore, the storm inlet contains a 6" sump at the bottom to allow heavy sediment to drop out of the system prior to reaching the channel outfall. 2. The porous pavers are designed to capture runoff form the site, detain the runoff for water quality, releasing the runoff through the orifice plat to mimic natural site runoff. The release design was created to allow developed site releases to more closely mimic natural channel flow. 3. As discussed above, the 100-year release method is being utilized to mimic normal stream runoff conditions. This style of release helps stabilize channel erosion, road embankment erosion, and reduces the need for mechanical embankment stabilization. 4. The site is designed with several source controls to aid in water quality. As described above, the storm inlet IS sumped to allow heavy sediment removal prior to reaching the outfall and detention course. The trash enclosure is located away from the storm inlets, in a manner that allows easy trash truck access. The trash enclosure is also designed with pedestrian access from the rear, so the trash gates can remain closed protecting the dumpsters from wind. The site is also designed to detach runoff from A piped system for POROUS PAVER pre-treatment where feasible. Furthermore, the site will utilize several trash receptacles to 302 Conifer Apartments (302 Conifer St. Fort Collins, CO) � ® Strategic Land Solutions, Inc FINAL DRAINAGE REPORT March 21, 2025 Civil Engineering•Land Planning•Entitlements Page 4 aid in trash control, and all areas of the site will be covered by landscaping, building, or pavement. No bare land will remain upon final construction. DETENTION POND A DESCRIPTION REQUIRED PROVIDED Water Quality Volume 726 Cubic Feet 726 Cubic Feet Water Quality WSEL 4965.95 4965.95 Water Quality Release Rate 0.0168 CFS 0.0168 CFS 100yr Detention Volume Total Storage) 8,390 Cubic Feet 8,390 Cubic Feet 100yr Detention WSEL 4967.75 4967.75 100yr Detention Release Rate 0.194 CFS 0.194 CFS 4.3. OPERATION AND MAINTENANCE PLAN The porous pavers will be inspected for trash removal weekly. The porous pavers will be inspected for sedimentation bi-annually, with annual cleaning and sedimental removal expected. The underground detention course inspection PORTS shall be open monthly, and any trash shall be removed as needed. It is expected that with proper maintenance of the porous pavers will require pressure washing and the OCS will require vacuuming at approximately 2-year intervals. All maintenance is the responsibility of the property owner. The City of Fort Collins is not responsible for maintenance of private onsite facilities. 5. CONCLUSIONS 5.1. COMPLIANCE WITH STANDARDS This stormwater Management Report was prepared in compliance with the City of Fort Collins Stormwater Criteria and the MHFD Urban Storm Drainage Criteria Manual. No variances will be requested except for the use of an underground detention vault system. 5.2. MAINTENANCE All proposed drainage facilities proposed with this project are private and will be maintained by the property owner per section 4.3 of this report. 5.3. DESIGN This project meets the requirements shown in the City of Fort Collins Stormwater Criteria and the MHFD Urban Storm Drainage Criteria Manual. Furthermore, as discussed in section 2.1 of this report, groundwater is not expected to affect this project. As such, this project should not have a negative impact on the surrounding developments and existing drainage facilities. 302 Conifer Apartments M (302 Conifer St. Fort Collins, CO) � ® Strategic Land Solutions, Inc FINAL DRAINAGE REPORT March 21, 2025 Civil Engineering•Land Planning•Entitlements Page 5 6. REFERENCES 1. City of Fort Collins, Stormwater Criteria, December 2018. 2. Flood Insurance Rate Map - City of Fort Collins, Colorado, Community Panel Number 08069C0977G, Effective date of June 17, 2008. 3. Geotechnical Engineering Study 302 Conifer Street. - Fort Collins, Colorado, Kumar and Associates, November 07, 2024 4. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3); Mile High Flood District, 2021 (latest revision). Strategic Land Solutions, Inc. Civil Engineering•Land Planning•Entitlement, APPENDIX A HYDROLOGIC COMPUTATIONS z O CL :�E U U - 0 O i O 0 z Q X_ 4) Q Q Q 302 CONIFER APARTMENTS-FORT COLLINS, CO - Drainage Calculations LAND USAGE FOR EACH SUB-BASIN LAND USAGE PERCENT 2-YR 5-YR 100-YR SUM IMPERVIOUS RUNOFF RUNOFF RUNOFF OF COEFF. COEFF. COEFF. AREA AREA (%) C2 C5 Coo A B C E1 E2 (ACRE) LANDSCAPE 20 0.20 0.20 0.25 0.186 0.135 0.019 0.133 0.991 0.340 ROOF 95 0.95 0.95 1.00 0.327 0.327 POROUS PAVERS 40 0.50 0.50 0.63 0.262 DRIVES AND WALKS (IMPERVIOUS) 95 0.95 0.95 1.00 0.1971 0.0601 0.0131 0.0491 0.257 Total I I 1 1 0.9721 0.1951 0.0191 1 1 1 1 0.1461 1.0401 0.0001 1.186 COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENTS SUB-BASIN EFFECTIVE COMPOSITE COMPOSITE COMPOSITE AREA % IMPERVIOUS C2 Cs Coo acres A 65.82 0.69 0.69 0.76 0.972 B 43.08 0.43 0.41 0.48 0.195 C 20.00 0.20 0.20 0.25 0.019 Total Site 61.35 0.64 0.64 0.70 1.186 E1 (EXISTING BASIN) 26.68 0.27 0.27 0.32 0.146 E2 (EXISTING BASIN) 23.53 0.24 0.24 0.29 1.040 TOTAL EXISTING 23.92 0.24 0.24 0.29 1.186 STANDARD FORM SF-2 TIME OF CONCENTRATION YEAR SUBDIVISION: 302 Conifer Fort Collins, CO CALCULATED BY: Robert Palmer DATE: 02/13/25 +tr SUB-BASIN INITIAL/OVERLAND TRAVEL TIME t, CHECK FINAL REMARKS DATA TIME(t j (t 1) (URBANIZED BASINS) t� DESIGN AREA C5 LENGTH SLOPE t; LENGTH SLOPE VEL t, COMP TOTAL t,=(L/180)+10 Ac Ft % Min Ft % FPS Min t, LENGTH Min Min (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) MAIN DETENTION POND 1 0.972 0.69 83 2 5.3 331 0.50 1.50 3.7 9.0 414 12.3 9.0 2 0.195 0.41 25 2 4.9 403 0.43 1.40 4.8 9.7 428 12.4 9.7 3 0.019 0.20 21 2 5.91 51 0.76 1.80 0.5 6.4 72 10.4 6.4 4 1.186 0.64 83 2 6.0 331 0.50 1.50 3.7 9.7 414 12.3 9.7 E1 0.146 0.27 95 0.7 16.4 111 0.60 1.40 1.3 17.7 206 11.1 11.1 USE 10 MIN.MAX E2 1.040 0.24 145 2.3 14.1 256 0.40 1.40 3.0 17.2 401 12.2 12.2 USE 10 MIN.MAX ETOTAL 1.186 0.24 145 2.3 14.11 256 0.40 1.00 4.3 18.4 401 12.2 12.2 USE 10 MIN.MAX STORM DRAINGE DESIGN AND TECHNICAL CRITERIA STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (Rational Method Procedure) SUBDIVISION: 302 Conifer Fort Collins, CO CALCULATED BY: Robert Palmer DATE: 02/13/25 DESIGN STORM: 2-Yr z DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME STREET z Q ¢ U- Q w U- � w _ w wv OU- z av _ = cn z v _ = cin a � F zc� � � ww Uci� z REMARKS C� � U C� � Oo w Oo � N � ~ w Q o Q ? O O ? z c� W Q z c� � � - a a, w O a - o - - O o O JUj LL- (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) 1 Basin A 1 A 0.97 0.69 9.0 0.67 2.30 1.53 1.53 ���� 2 Basin B 2 B 0.20 0.43 9.7 0.08 2.24 0.19 0.19 3 Basin C 3 C 0.02 0.20 6.4 0.00 2.69 0.01 0.01 4 Total Site 4 A-C 1.19 0.64 9.7 0.75 2.24 1.69 1.69 5 6 E1 E1 E1 0.15 0.27 10.0 0.04 2.21 0.09 0.09 7 E2 E2 E2 1.04 0.24 10.0 0.24 2.21 0.54 0.54 8 ETOTAL E3 E1-E2 1.19 0.24 10.0 0.28 2.21 0.63 0.63 9 10 11 12 13 14 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (Rational Method Procedure) SUBDIVISION: 302 Conifer Fort Collins, CO CALCULATED BY: Robert Palmer DATE: 02/13/25 DESIGN STORM: 100-Yr z DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME STREET z Q ¢ U- Q w U- � w _ w wv OU- z av _ = cn z v _ = cin a � F zc� � � ww vin z REMARKS C� � U C� � Oo w Oo � N � ~ w Q o Q ? O O ? z c� W Q z c� � � - a a, w O a - o - - O o O JUj LL- (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) 1 Basin A 1 A 0.97 0.76 9.0 0.73 8.03 5.90 5.90 ���� 2 Basin B 2 B 0.20 0.48 9.7 0.09 7.81 0.73 0.73 - 3 Basin C 3 C 0.02 0.25 6.4 0.00 9.11 0.04 0.04 4 Total Site 4 A-C 1.19 0.70 9.7 0.83 7.81 6.50 6.50 5 6 E1 E1 E1 0.15 0.32 10.0 0.05 7.72 0.36 0.36 7 E2 E2 E2 1.04 0.29 10.0 0.30 7.72 2.29 2.29 8 ETOTAL E3 E1-E2 1.19 0.29 10.0 0.34 7.72 2.65 2.65 9 10 11 12 13 14 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards(Ch. 5) 3.0 Rational Method Table 3.2-2. Surface Type- Runoff Coefficients Surface Type Runoff Coefficients Hardscape or Hard Surface Asphalt, Concrete 0.95 Rooftop 0.95 Recycled Asphalt 0.80 Gravel 0.50 Pavers 0.50 Landscape or Pervious Surface Lawns, Sandy Soil, Flat Slope< 2% 0.10 Lawns, Sandy Soil,Avg Slope 2-7% 0.15 Lawns, Sandy Soil, Steep Slope >7% 0.20 Lawns, Clayey Soil, Flat Slope <2% 0.20 Lawns, Clayey Soil, Avg Slope 2-7% 0.25 Lawns, Clayey Soil, Steep Slope>7% 0.35 3.2.1 Composite Runoff Coefficients Drainage sub-basins are frequently composed of land that has multiple surface types or zoning classifications. In such cases a composite runoff coefficient must be calculated for any given drainage sub-basin. The composite runoff coefficient is obtained using the following formula: Y(C,xAi) C= i-1 A Equation 5-2 t Where: C= Composite Runoff Coefficient Ci = Runoff Coefficient for Specific Area (A;), dimensionless Ai =Area of Surface with Runoff Coefficient of Ci, acres or square feet n = Number of different surfaces to be considered At=Total Area over which C is applicable, acres or square feet 3.2.2 Runoff Coefficient Frequency Adjustment Factor The runoff coefficients provided in Table 3.2-1 and Table 3.2-2 are appropriate for use with the 2-year storm event. For any analysis of storms with higher intensities, an adjustment of the runoff coefficient is required due to the lessening amount of infiltration, depression retention, evapotranspiration and other losses that have a proportionally smaller effect on high-intensity storm runoff. This adjustment is City of 3.2 Runoff Coefficients �,F�t� Collins Page 5 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards(Ch. 5) 3.0 Rational Method Table 3.4-1. IDF Table for Rational Method Duration Intensity Intensity Intensity Duration Intensity Intensity Intensity 2-year 10-year 100-year 2-year 10-year 100-year (min) (in/hr) (in/hr) (in/hr) (min) (in/hr) (in/hr) (in/hr) 5 2.85 4.87 9.95 39 1.09 1.86 3.8 6 2.67 4.56 9.31 40 1.07 1.83 3.74 7 2.52 4.31 8.80 41 1.05 1.80 3.68 8 2.40 4.10 8.38 42 1.04 1.77 3.62 9 2.30 3.93 8.03 43 1.02 1.74 3.56 10 2.21 3.78 7.72 44 1.01 1.72 3.51 11 2.13 3.63 7.42 45 0.99 1.69 3.46 12 2.05 3.50 7.16 46 0.98 1.67 3.41 13 1.98 3.39 6.92 47 0.96 1.64 3.36 14 1.92 3.29 6.71 48 0.95 1.62 3.31 15 1.87 3.19 6.52 49 0.94 1.6 3.27 16 1.81 3.08 6.30 50 0.92 1.58 3.23 17 1.75 2.99 6.10 51 0.91 1.56 3.18 18 1.70 2.90 5.92 52 0.9 1.54 3.14 19 1.65 2.82 5.75 53 0.89 1.52 3.10 20 1.61 2.74 5.60 54 0.88 1.50 3.07 21 1.56 2.67 5.46 55 0.87 1.48 3.03 22 1.53 2.61 5.32 56 0.86 1.47 2.99 23 1.49 2.55 5.20 57 0.85 1.45 2.96 24 1.46 2.49 5.09 58 0.84 1.43 2.92 25 1.43 2.44 4.98 59 0.83 1.42 2.89 26 1.4 2.39 4.87 60 0.82 1.4 2.86 27 1.37 2.34 4.78 65 0.78 1.32 2.71 28 1.34 2.29 4.69 70 0.73 1.25 2.59 29 1.32 2.25 4.60 75 0.70 1.19 2.48 30 1.30 2.21 4.52 80 0.66 1.14 2.38 31 1.27 2.16 4.42 85 0.64 1.09 2.29 32 1.24 2.12 4.33 90 0.61 1.05 2.21 33 1.22 2.08 4.24 95 0.58 1.01 2.13 34 1.19 2.04 4.16 100 0.56 0.97 2.06 35 1.17 2.00 4.08 105 0.54 0.94 2.00 36 1.15 1.96 4.01 110 0.52 0.91 1.94 37 1.16 1.93 3.93 115 0.51 0.88 1.88 38 1.11 1.89 3.87 120 0.49 0.86 1.84 City of 3.4 Intensity-Duration-Frequency Curves for Rational Method �,F�t� Collins Page 8 Strategic Land Solutions, Inc. Civil Engineering•Land Planning•Entitlement, B. HYDRAULIC COMPUTATIONS z 0 CL 0 V V Q z i m x 4� Q Q Q Design Procedure Form: Permeable Pavement Systems(PPS) UD-BMP(Version 3.06,November 2016) Sheet 1 of 2 Designer: Robert Palmer Company: Strategic Land Solutions Date: March 24,2025 Project: 302 Conifer Location: 302 Conifer-Fort Collins,CO Choose One 1.Type of Permeable Pavement Section No Infiltration A)What type of section of permeable pavement is used? 0 Partial Infiltration Section (Based on the land use and activities,proximity to adjacent structures and soil characteristics.) 0 Full Infiltration Section B)What type of wearing course? Choose one *PICP 0 Concrete Grid Pavement 0 Pervious Concrete 0 Porous Gravel 2.Required Storage Volume A) Effective Imperviousness of Area Tributary to Permeable Pavement,Ie Ie= 65.8 B)Tributary Area's Imperviousness Ratio(I=le/100) i= 0.658 C)Tributary Watershed Area Aram= 42,340 sq ft (including area of permeable pavement system) D)Area of Permeable Pavement System Apps= 11,231 sq ft (Minimum recommended permeable pavement area=10481 sq ft) E) Impervious Tributary Ratio Rr= 1.8 (Contributing Imperviuos Area/Permeable Pavement Ratio) F)Water Quality Capture Volume(WQCV)Based on 12-hour Drain Time WQCV= 726 cu It (WQCV=(0.8*(0.91*i-1.19*i'+0.78*i)/12)*Area) G) Is flood control volume being added? Choose ne DQ YES Provide overflow to carry runoff 0 NO directly into the reservoir layer to ensure use of flood control volume H)Total Volume Needed Vrasi= 8,390 cu ft regardless of infiltration rates. 3.Depth of Reservoir A) Minimum Depth of Reservoir Dmm= 23.5 inches (Minimum recommended depth is 6 inches) B) Is the slope of the reservoir/subgrade interface equal to 0%? Choose One (§)YES-Hat or Stepped Installation 0 NO-Sloped Installation C) Porosity(Porous Gravel Pavement<0.3,Others<0.40) P= 0.40 F)Volume Provided Based on Depth of Base Course V= 8,423 cu ft Flat or Stepped:V=P*((Dmi,,)/12)*Area Sloped:V=P*[(Dmio_(Dmm-6*SL-1))/12]*Area 4.Lateral Flow Barriers Choose ne A)Type of Lateral Flow Barriers 0 Concrete Walls 0 PVC geomembrane installed normal to flow Q N/A-Flat installation 0 Other(Describe): B) Number of Permeable Pavement Cells Cells= 5.Perimeter Barrier A) Is a perimeter barrier provided on all sides of the Choose ne 0 YES pavement system? (Recommeded for PICP,concrete grid pavement,or for any 0 NO no-infiltration section.) SAND FILTER v3.06-1.xlsm,PPS 3/24/2025,8:34 AM Design Procedure Form: Permeable Pavement Systems(PPS) Sheet 2 of 2 Designer: Robert Palmer Company: Strategic Land Solutions Date: March 24,2025 Project: 302 Conifer Location: 302 Conifer-Fort Collins,CO 6. Filter Material and Underdrain System A)Is the underdrain placed below a 6-inch thick layer of Choose ne YES CDOT Class C filter material? Q NO O N/A B)Diameter of Slotted Pipe(slot dimensions per Table PPs-2) Choose ne Q flinch Q 6-inch C)Distance from the Lowest Elevation of the Storage Volume y= 2.0 ft (i.e.the bottom of the base course to the center of the orifice) 7.Impermeable Geomembrane Liner and Geotextile Separator Fabric A)Is there a minimum 30 mil thick impermeable PVC geomembrane Choose ne liner on the bottom and sides of the basin,extending up to the top *YES of the base course? 0 NO B)CDOT Class B Separator Fabric Choose One *Placed above the liner Q Placed above and below the liner 6.Outlet (Assumes each cell has similar area,subgrade slope,and length between lateral barriers(unless subgrade is flat). Calculate cells individually where this varies.) A)Depth of WOCV in the Reservoir Dwocv= 1.94 inches (Elevation of the Flood Control Outlet) B)Diameter of Orifice for 12-hour Drain Time DOM.= inches (Use a minimum orifice diameter of 3/8-inches) Notes: SAND FILTER v3.06-1.xlsm,PPS 3/24/2025,8:34 AM REQUIRED 100-YEAR DETENTION MINUTES RUNOFF COEFFICIENT C RAINFALL INTENSITY(1) Area(A) (60T) Vi Qout Vo Vs 0 0.76 0.00 0.972 0 0 0.194 0 0 Cubic Feet 5 0.76 9.95 0.972 300 2205.0792 0.194 58.2 2146.8792 Cubic Feet 10 0.76 7.72 0.972 600 3421.75104 0.194 116.4 3305.35104 Cubic Feet 15 0.76 6.52 0.972 900 4334.80896 0.194 174.6 4160.20896 Cubic Feet 20 0.76 5.60 0.972 1200 4964.1984 0.194 232.8 4731.3984 Cubic Feet 25 0.76 4.98 0.972 1500 5518.2384 0.194 291 5227.2384 Cubic Feet 30 0.76 4.52 0.972 1800 6010.22592 0.194 349.2 5661.02592 Cubic Feet 35 0.76 4.08 0.972 2100 6329.35296 0.194 407.4 5921.95296 Cubic Feet 40 0.76 3.74 0.972 2400 6630.75072 0.194 465.6 6165.15072 Cubic Feet 45 0.76 3.46 0.972 2700 6901.12224 0.194 523.8 6377.32224 Cubic Feet 50 0.76 3.23 0.972 3000 7158.1968 0.194 582 6576.1968 Cubic Feet 55 0.76 3.03 0.972 3300 7386.46128 0.194 640.2 6746.26128 Cubic Feet 60 0.76 2.86 0.972 3600 7605.86112 0.194 698.4 6907.46112 Cubic Feet 65 0.76 2.71 0.972 3900 7807.53168 0.194 756.6 7050.93168 Cubic Feet 70 0.76 2.59 0.972 4200 8035.79616 0.194 814.8 7220.99616 Cubic Feet 75 0.76 2.48 0.972 4500 8244.1152 0.194 873 7371.1152 Cubic Feet 80 0.76 2.38 0.972 4800 8439.13728 0.194 931.2 7507.93728 Cubic Feet 85 0.76 2.29 0.972 5100 8627.51088 0.194 989.4 7638.11088 Cubic Feet 90 0.76 2.21 0.972 5400 8815.88448 0.194 1047.6 7768.28448 Cubic Feet 95 0.76 2.13 0.972 5700 8968.79952 0.194 1105.8 7862.99952 Cubic Feet 100 0.76 2.06 0.972 6000 9130.5792 0.194 1164 7966.5792 Cubic Feet 105 0.76 2.00 0.972 6300 9307.872 0.194 1222.2 8085.672 Cubic Feet 110 0.76 1.94 0.972 6600 9458.57088 0.194 1280.4 8178.17088 Cubic Feet 115 0.76 1.88 0.972 6900 9582.67584 0.194 1338.6 8244.07584 Cubic Feet 120 0.76 1.84 0.972 7200 9786.56256 0.194 1396.8 8389.76256 Cubic Feet Outlet Structure Design OUTLET CONTROL STRUCTURE-100-YEAR ORIFICE SIZING HEIGHT 100-YEAR 3.75 FEET Q=CoA(2gHo)5 100-year Release Rate= 0.194 CFS 100-year release rate= 0.194 cubic feet per second(includes offsite basin 01) Q=Discharge cfs Co=orifice coefficient=0.65 Area 10-year 0.019 ftz= 2.77 inz USE 1-13/16"DIAMETER OPENING Ap=area ftZ g=gravitational constant=32.2 ft/seC2 Ho=head above centerline of orifice Ho10= Hotoo= Holt)at too-year wsel— MHFD-Inlet Version 5.03(August 2023 ' - . e (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project:302 Conifer Street-Fort Collins,CO Inlet ID:STCB-1 T- T,T— � w T. STREET a 0. Q CROWN S. Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TRACK= 0.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SaAcK= ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nMCK= 0.015 Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCROWN= 25.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.045 ft/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) SW= 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nSTREET= 0.015 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMAx= 25.0 25.0 Ift Max.Allowable Depth at Gutter Flowline for Minor&Major Storm dMAx= 6.0 6.0 linches Check boxes are not applicable in SUMP conditions F- r MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Q,i„W= SUMP SUMP cfs MHFD-Inlet v5.03.xlsm,STC13-1 2/13/2025,12:46 PM INLET IN A . OR SAG LOCATION MHFD-In/et, Version 5.03(August 2023) Lo(C) H-Curb H-Vert \ __ �o Win W Lo(G) Design Information(Input) CDOT Type R Curb opening MINOR MAJOR Type of Inlet Type= CDOT Type R Curb Opening Local Depression(additional to continuous gutter depression'a'from above) amrai= 3.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 6.0 6.0 inches Grate Information MINOR MAIOR r Override Depths Length of a Unit Grate Lo(G)= N/A feet Width of a Unit Grate Wo= N/A j feet Open Area Ratio for a Grate(typical values 0.15-0.90) At;.= N/A Clogging Factor for a Single Grate(typical value 0.50-0.70) CF(G)= N/A N/A Grate Weir Coefficient(typical value 2.15-3.60) C. (G)= N/A is/A Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= N/A N/A Curb Opening Information MINOR MAIOR Length of a Unit Curb Opening L.(C)= 10.00 0.00 feet Height of Vertical Curb Opening in Inches H ert= 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthmet= 6.00 6.00 inches Angle of Throat Theta= 63.40 63.40 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WP= 2.00 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Q(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C (C)= 3.60 3.60 Curb Opening Orifice Coefficient(typical value 0.60-0.70) C.(C)= 0.67 0.67 Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth dG.W= N/A N/A ft Depth for Curb Opening Weir Equation dory= 0.33 0.33 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate= N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFcn,y= 0.93 0.93 Combination Inlet Performance Reduction Factor for Long Inlets RFcombinaton= N/A N/A MINOR MAJOR Total Inlet Interception Capacity(assumes clogged condition) Q.= 8.3 8.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms > Peak Q PEAK REQUIRED= 1.S 5.9 cfs MHFD-Inlet v5.03.xlsm,STCB-1 2/13/2025,12:46 PM � MH I SWR I - I x N N System Input Summary Rainfall Parameters Rainfall Return Period: 100 Rainfall Calculation Method: Formula One Hour Depth (in): 2.60 Rainfall Constant "A": 28.5 Rainfall Constant "B": 10 Rainfall Constant "C": 0.786 Rational Method Constraints Minimum Urban Runoff Coeff.: 0.20 Maximum Rural Overland Len. (ft): 500 Maximum Urban Overland Len. (ft): 300 Used UDFCD Tc. Maximum: No Sizer Constraints Minimum Sewer Size (in): 10.00 Maximum Depth to Rise Ratio: 0.90 Maximum Flow Velocity (fps): 18.0 Minimum Flow Velocity (fps): 0.0 Backwater Calculations: Tailwater Elevation (ft): 4963.50 Manhole Input Summary: Given Flow Sub Basin Information Ground Total Local Drainage Overland Overland FGutter Gutter Element Runoff Syr Elevation Known Contribution Area Length Slope gth Velocity Name (ft) Flow (cfs) (cfs) (Ac.) Coefficient Coefficient (ft) (%) t) (fps) OUTFALL 1 5445.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1 SWR 1 - 1 4967.80 5.90 0.00 1.36 0.66 �6 43.00 2.00 423.001.80 MH 2 SWR 2 - 1 4969.00 F 5.90 1 0.00 F 0.22 0.12 0.12 F27.00 F 2.00 423.00 F 1.80 Manhole Output Summary: Local Contribution Total Design Flow Overland Gutter Lo Peak Element Time Time Basin Tc ��tensityContrib Coeff. Intensity Manhole Tc Flow Comment -[ - Name (min) (min) (min) (in/hr) I (cfs) Area (in/hr) (min) (cfs) OUTFACE 1 0.00 0.00 0.00 0.00 0.00 0.92 6.39 1 12.62 5.90 MH 1 SWR 1 - 1 4.14 3.92 8.06 7.62 6.84 0.92 6.39 12.62 5.90 MH 2 SWR 2 - 1 7.31 3.92 11.23 6.71 0.18 0.03 223.48 -9.75 5.90 Sewer Input Summary: Elevation Loss Coefficients F Given Dimensions Element Sewer Downstream Slope Upstream Mannings Bend Lateral Cross Rise Span Length Invert ° Invert Name I (ft) (ft) (�O) (ft) n Loss Loss Section (ft or in) (ft or in) _ MH 1 SWR 1 1 �8.14 4963.61 0.5 4963.90 �.01 L F0.03 1.00 CIRCULAR 15.00 in �5.00 in Z1 4964.00 — 0 �0.050.25 �RCULMH2SWR � 60 011 r 15.00 in 15.00 in Sewer Flow Summary: Full Flow Capacity Critical Flow Normal Flow r [Surcharged Element Flow Velocity Depth Velocity Depth Velocity Fronde Flow Flow Length Comment Name (cfs) (fps) (in) (fps) (in) (fps) Number [condition (cfs) (ft) �MH 1 SWR 1 - 1 5.41 F-4.41 [15.00 �4.81 ��15.00 4.81 �0.00 Pressurized 5.90 58.14 �MH 2 SWR 2 - 1 �94 �4.84 F11.79 5.70 12.19 5.52 �0.93 Pressurized 5.90 �16.60 • A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). • If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. • If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary: Existing Calculated Used Element Peak Cross Area ' Name Flow Section Rise Span Rise Span Rise Span (ftA2) Comment MH 1 SWR 1 - 1 5.90 1 CIRCULAR 15.00 in 15.00 in 15.00 in F,5.00 in 15.00 in 15.00 in 1.23 MH 2 SWR 2- 1 5.90 I CIRCULAR 15.00 in F15.00in 15.00 in 15.00 in 15.00 in 15.00 in 1.23 • Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. • Sewer sizes should not decrease downstream. • All hydraulics where calculated using the 'Used' parameters. Grade Line Summary: Tailwater Elevation (ft): 4963.50 > Downstream Manhole Invert Elev. Losses HGL EGL Bend Lateral Friction Element [Downstream Upstream Downstream Upstream Downstream Upstream Loss Loss Loss Name (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) MH 1 SWR 1 - 1 1 4963.61 4963.90 F 0.00 0.00 4964.86 F4965.20 4965.22 0.35 4965.56 MH 2 SWR 2 - 1 4964.00 4964.10 F 0.02 0.27 4965.49 4965.59 1 4965.85 0.10 4965.95 • Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer#0, is not considered a sewer. • Bend loss = Bend K * V J, ^ 2/(2*g) • Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g). • Friction loss is always Upstream EGL - Downstream EGL. Excavation Estimate: The trench side slope is 1.0 ft/ft The minimum trench width is 2.00 ft Downstream Upstream Bottom Top Trench Top Trench Element Length Wall Bedding Cover Cover Volume Name (ft) (in) (in) Width Width Depth (ft) Width Depth (ft) (cu. yd) Comment FMH I SW 1 - 1 �58.14 2.25 4.00 F4.63 963.53 482.41 480.45 7.55 4.42 �.46 249925.67 MH 2 SWR 2 - 1 16.60 2 5 4.00 �4.63 7.35 4.32 2.36 9.55 5.42 �3.46 16.29 Total earth volume for sewer trenches = 249942 cubic yards. • The trench was estimated to have a bottom width equal to the outer pipe diameter plus 36 inches. • If the calculated width of the trench bottom is less than the minimum acceptable width, the minimum acceptable width was used. • The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1 inches • The sewer bedding thickness is equal to: • Four inches for pipes less than 33 inches. • Six inches for pipes less than 60 inches. Strategic Land Solutions, Inc. Civil Engineering•Land Planning•Entitlement, C. MAP POCKET W U O QL QL Q U x a) Q- Q Q Hydrologic Soil Group—Larimer County Area,Colorado GJ N o 'a o 0 0 493930 493940 493950 493%0 493970 4939BO 493990 494000 494010 494020 494030 494040 494050 494060 40°36 12"N _ ,I I - � 40°36 12"N IL Iw 0 0 22 IL Conifer St o 5 it Map may not be valid at this cal=. 40°36'9"N I r1 1 40°36 9 N 493930 493940 493950 493960 493970 493980 493990 494000 494010 494020 494030 494040 494. 494060 v Map Scale:1:654 if printed on A landscape(11"x 8.5")sheet. v Meters N ° 0 5 10 20 30 o Feet 0 30 60 120 180 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 13N WGS84 USDA Natural Resources Web Soil Survey 11/6/2024 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Larimer County Area,Colorado MAP LEGEND MAP INFORMATION Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 0 CID 1:24,000. Soils © D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons A Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil F—] AID Water Features line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed 0 B scale. Transportation B/D *.. Rails Please rely on the bar scale on each map sheet for map 0 C measurements. � Interstate Highways 0 C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: 0 D Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection,which preserves direction and shape but distorts q distance and area.A projection that preserves area,such as the Aerial Photography Albers equal-area conic projection,should be used if more .-.. AID accurate calculations of distance or area are required. ++� B This product is generated from the USDA-NRCS certified data as ti B/D of the version date(s)listed below. C Soil Survey Area: Larimer County Area,Colorado Survey Area Data: Version 19,Aug 29,2024 r.i CID Soil map units are labeled(as space allows)for map scales ... D 1:50,000 or larger. Not rated or not available Date(s)aerial images were photographed: Jul 2,2021—Aug 25, Soil Rating Points 2021 p A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background E3 AID imagery displayed on these maps.As a result,some minor B shifting of map unit boundaries may be evident. B/D USDA Natural Resources Web Soil Survey 11/6/2024 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Larimer County Area,Colorado Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 22 Caruso clay loam,0 to 1 D 1.5 98.9% percent slope 73 Nunn clay loam,0 to 1 C 0.0 1.1% percent slopes Totals for Area of Interest 1.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition USDA Natural Resources Web Soil Survey 11/6/2024 Conservation Service National Cooperative Soil Survey Page 3 of 4 National Flood Hazard Layer FIRMette (.. FEMA Legend 105°4'37W 409624"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base Flood Elevation(BFE) Zone A.V.A99 SPECIAL FLOOD With BFE or Depth Zone AE.AO.AH.VE,AR t+ HAZARD AREAS Regulatory Floodway WK0.2%Annual Chance Flood Hazard,Areas + of 1%annual chance flood with average I + depth less than one foot or with drainage areas of less than one square mile ZoneX ® Future Conditions 1%Annual W Chance Flood Hazard Zone - r Area with Reduced Flood Risk due to OTHER AREAS OF Levee.See Notes.zone x 4 A71. � FLOOD HAZARD Area with Flood Risk due to Levee zone o I � MA49L V + NOSCREEN Area of Minimal Flood Hazard zone x - `4 Q Effective LOMRs - R-Oro ' OTHER AREAS Area of Undetermined Flood Hazard zone o GENERAL -—-- Channel,Culvert,or Storm Sewer STRUCTURES IIIIIII Levee,Dike,or Floodwall AREA OF MINIMAL FLOOD HAZARD .. Zone X +N' o-2O-2 Cross Sections with 1%Annual Chance 17.5 Water Surface Elevation Clt�/Of FOtt 60U1aS - �y e- - - Coastal Transect pp 11 —5I3— Base Flood Elevation Line(BFE) QO�i02 - Limit of Study T�R�-Si - _ _ Jurisdiction Boundary - '� ---- Coastal Transect Baseline OTHER _ Profile Baseline Ir `� FEATURES Hydrographic Feature II I a Digital Data Available N No Digital Data Available MAP PANELS Unmapped Ile The pin displayed the map is an approximate point selected by the user and does not represent an authoritative property location. w ; This map complies with FEMA's standards for the use of 1 a digital flood maps if it is not void as described below. i The basemap shown complies with FEMA's basemap � — — I accuracy standards �. The flood hazard information is derived directly from the f , � authoritative NFHL web services provided by FEMA.This map was exported on 11/15/2024 at 1:14 AM and does not ' # reflect changes or amendments subsequent to this date and W LOMR 21-08-1180 _ LOM 1)' time.The NFHL and effective information may change or W ett 76I1512020 become superseded by new data over time. •- r 4- LOMR 20-08;0643P " ,. �,.� _ This map image is void if the one or more of the following map ett F6/25/2021 i a \_ elements do not appear:basemap imagery,flood zone labels, legend,scale bar,map creation date,community identifiers, 105°4'W 40°35'S7"N FIRM panel number,and FIRM effective date.Map images for Feet 1-6 000 unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. Basemap Imagery Source:USGS National Map 2023 EXISTINGD SUMMARY RUNOFF TABLE CONTRIBUTING 2-YEAR 100-YEAR DESIGN PT BASINS/AREA (acres) RUNOFF (cfs) PEAK RUNOFF (cfs) A E 1/0. 15 0.09 0.36 E2/1 .04 0.54 2.29 �3 TOTAL EX/1 .19 0.63 2.65 NO GATE REVISION DESCRIPTION LEGEND OWN17R < < < TC CALCULATIONS BASIN LIMITS DESIGN POINT k BASIN DESIGNATION NO. DATE REVISION DESCRIPTION 2 Y R COMPOSITE 'C' CIVII EN61NEERiNc CONSULTANT �100YR COMPOSITE 'C' BASIN AREA `�� Ci vil Land Solutions,Inc. Engineering•Land Planning•Entitlements 12595 PONDEROSA ROAD FRANKTOWN, CO 80116 720.384.7661 Phone rpalmer@strategicls.net Robert J. Palmer, PE President PREPARED UNDER THE DIRECT SUPERVISION OF: IIIIII///ii��� NORTHEAST CORNER OF LOT 13 ��A REPLAT(NO.1)OF EVERGREEN PARK \ I I I FOUND#4 REBAR 36320 � � � y %03 21 2025: W 4910 / / I = Fs • • • • '��`���� 5' - '% S��NAL I�� ZD BY Robert J.E /ill . Palmer, PE o Licensed Professional Engineer (CO PE #36320), U) I / I I I W ` , J I \ / [BOOK ION NO 8 1281 405) VACANT LOT 16 a I ECEPTIONNo. 85405) / ZONING: COMMUNITY COMMERCIAL - NORTH COLLEGE DISTRICT a al `r - I / W Y 4f 16'UTILITY& PORTION OF WEST 1/2 OF DRAINAGE EASEMENT 00 C� / (BOOK 1597PAGE 1281 SECTION 01-T7N-R69W El RECEPTION NO. 85405) (RECEPTION NO. 20210016924) _ : - " Co 0.15 0.24 0.3 �� 1.040.2 IIco o 5§.38' I / 1 I OWNER(S): LONG CREEK TRUST W • `a FL-FL U 80.00' I I / 1 > R.O.W. 4969 . " ZONING: LO STORM MANHOLE �� 1 COMMUNITY COMMERCIAL- ' • > RIM=4968.27' / I V p J �- 16 00 NORTH COL LEGE DISTRICT FL(N)24"RCP=4964.16' 'UTILITY I J4-0 FL(S)24"RCP=4964.07' / ,� / 1 -- - - — ESMT. I I I I I . •• FL(E) 18"RCP=4964.16' - - - - - - IQ w ra I— FL(W)18"RCP=4964.17' / > v ♦ / V OW R(S): OLEADA CONIFER LLC I �0 w 00 / 4968 -- - _-- I I I 36 RCP PIPE r� RIM=4967.73' O / 1 - - - - — — - 62.58' STORM DRAIN INLET l \ / / V I I FL 369RCP PIPE cn D FL(W)18 RCP-4965.28 (BOOK 959E PAGE ENT I I o FL=4962.76' 1 - - RECEPTION NO.85405) _ 36"RCP PIPE o Q v i I f FL=4962.78' 1 1 _v 6 -- - - ---- 0 < < _ v z z CO U) - - W � 0 SOUTHEAST CORNER OF LOT 13 II—^ 0 o REPLAT(NO.1)OF EVERGREEN V/ PARK FOUND#4 REBAR W C/) o W Z s s. DC o H — J- — — _ — — — — — — ti � s J tan' o — — — O J 00 U 0 U - CONIFER STREET $7 STORM MANHOLE o o • WITH TYPE R INTAKE 0 RIM=4966.49' LL FL(S)24"RCP=4963.83' o Z G- - IG SCALE OWNER MZ DATE 03/21/2025 P/CM PARIKH DESIGNED BY• RIP DRAWN SK.- SEL FILE NAME CHECKED ar., CURRENT.DWG RJ P SL S ✓N 24-002-24 DRAWINC TITLE. EXISTING DRAINAGE PLAN / 20 0 10 20 SHEET No Know what's below. Call before you dig. PLAN SCALE. 1 - 20 23 OF 30 PROPOSED SUMMARY RUNOFF TABLE CONTRIBUTING 2-YEAR 100-YEAR DESIGN PT BASINS/AREA (acres) RUNOFF (cfs) PEAK RUNOFF (cfs) DETENTION POND A O A/0.972 1 .53 5.90 WATER VOLUME RELEASE ZL B/0. 195 0.19 0.73 SURFACE (CUBIC RATE NOTES ELEVATION FEET) (CFS) (FEET) REQUIRED PROVIDED MAX. PROVIDED Zj�, C/0.01929 0.01 0.04 WATER QUALITY CAPTURE VOLUME (WQCV) 4966.10 726 726 0.017CFS 0.017CF5 POROUS PAVERS 0 TOT SITE/1 .19 1 .69 6.50 100-YEAR DETENTION (TOTAL STORAGE) 4967.75 6,825 6,825 0.97CFS 0.97CF5 POROUS PAVERS LEGEND NO. DATE REVISION DESCRIPTION < < < TC CALCULATIONS 001T DATE: 02/14/2025 BASIN LIMITS At DESIGN POINT BASIN AREA k BASIN DESIGNATION c 1 2 YR COMPOSITE 'C' -100YR COMPOSITE 'C' NO. DATE REVISION DESCRIPTION CIVIL ENGINEERING CONSULTANT Strategic Land Solutions,Inc. 1 Civil Engineering•Land Planning•Entitlements 2595 PONDEROSA ROAD FRANKTOWN, CO 80116 720.384.7661 Phone rpalmer@strategicls.net Robert J. Palmer, PE President PREPARED UNDER THE DIRECT SUPERVISION OF: SEAL: J. • F� - LV _ O36320 m. 0 � 4968, 7 4970.00 4970.90 /O I fl 03/21/2025: 4969.00 4969.00 4968.10TW w �, z 4969.25 g 4969.00- 4969.30 - all•, w � . . • �� 49�� 'fl I } 9 4969.6§ o = FS • • �� U T - P - fl - -- - - - - - fl _ 0 4967.OBIW % S/ONAL g I Z 4968.94 1 4968.70 - 4969.50 �G OBSV.WELL W TRAF I LI - �.50 o G 6 r�14-�I w fl - T - 970.00 � °/ .0 1 4969.00 fl „4969.00 - _ - - - ` INV.=4966.50 - 4968.50 15 BY Robert J. Palmer, PE 0- t�968.87 969.00 9 O - - 4"SLOTTED PIPE S=0.50% " p 9 _ I �� 6 SLOTTED PIPE S=0.50% fl 0 OCS 5'X6"ID Licensed Professional Engineer (CO PE #36320), O RIM=4968.60 (J) 4968.37 4N968,41� �I 4968.50 /-p968.50 p968.50 4968.80 4968.50 - �' 4968.80 - 4"X4"M"TEE 1 15"CONC. �ES W �P I fl 4968.80 - 1 . -[ INV. �!W)=4965.50fl P INV.=4963.50 4968.34 xx 4968.50 x4968.80- fl 968.80 20'L.F. 15"RCP STUB . IN )=4965.504969.00 1 W/TYPE L SOIL �� x - - �x i fl � I � I OU -4963.80 4968.80 4968.80 X4968.80'' INV.=4966.26 � fl I 4968.70 - _ „- it tt ��. i g t 4 4968.90 - --- -- - 0.50% P p 968.80 4968.35 �TCB-1-10 TYPE R e RIPRAP 1.75 DEEP J W968.34fl P fl fl 4 SLOTTED PIPE S- � 4 X4 X4 TEE I m - T _ 4968.8 J fl f1968.20 - --- RATE-4968.20 - fl 4968.80I 4968.7 fl j - , _ ° > OBSV.WELL W/ I V. IN-496.20 4 q 968.27 - , I fl f 4968.65 -\ > > > , > j >fl> 4 SLOTTED PIPES 0.50/o � I�V. OUT-4964.10 4968_50 > > ,X4968.50 - - W968�0 TRAFFIC LID INV.=4966.�0 f1968.00 4968.24 > fl > X4968.50 X4968.50\ X4968.50 OBSV.WELL WI P 4968.60 44968.60 + W fl n 4968.50 TRAFFIC LID INV.-4966.50 P 4 SLOTTED PIPE S-0.50% P g 9 �/ 9 4968.8o PORTION OF WEST 1/2 OF • 968.81 fl 4 68.97 49 t�968.74 g 4968.95 w I W fl - 4968.60 OBSV.WELL W/TRAFFIC LID INV.=4965.50 f -W 968.10 4968.00 A. •• 4 968.5 --E4968.5 '-' 68.50�C ) _ �f�_ fl 4968.5oTw SECTION 01-T7N-R69W 4 68.97 xr p x4968.50 X4968.80 > > > 968.95 fl 4969.00 fl - ' g - sP ? p - 4968.50 > 4968.70" W969.31 4968.00Bw I (RECEPTION NO. 20210016924) W968.77 i 4 69.00 4969.0 4969.00 p 968.9 , 4969.40 969.28 4968.75 69.00 P P 4969.05 � 4969.00 4969.00 4969.00- p w f w I n 4969.00 4969.12 4_ p-- p 96 .00 I 4968.80 5q 1 49 w 9 W - 969.0 P ` 4968.90 96$.9Q --4968.90 fl f1968.30 a9 9 4969.12 969.0 969.0 969.05 969.0 969.0 9 9 05 968 0 4968.5 968.90 �- f14968.90�----f1968.90 969.4 n �- - 44 Imo- 4968.8 r6" fl � - 9 _ _ 4969.15 N 4 F < , _ 4ICU fl-- I w W I 968.45 1 0.02 o-� 4969.45 M 0.2 �969.17 4969.17 4969.15 / 4969.15 - - - _ - __ - _ - 4968.50 N P �� �o 5§.38 I 44969.15 44969.15 P p 4969.15 - w I . 4968.9 11968.82 n 1 W oo o 4969.00 p ° � \ � 4�69 42 I . FL-FL I ^\ 4969.15 / p 469.40 4969.40 4969.40 4968.95 w 0 1 4968.85 j I 1 v 80.00' I � � A / 4969.40 VV w 4969.45 w969.4Q 1 1 R.O.W. 4968.57 4969.45 W w Cu w I w 0.92 0.69 I / - 4969 _ 1 = p STORM MANHOLE 1 / 4969.45 0.7 / FFE=4969.50 I I n 1 >_ 401 RIM=4968.2T I � � yy � J 16.Q0 I I ( I V CO � / , , - - 4969.4 VV I 4968,87 I I FL S 24„RCP-4964.OT W968.50 / 9.00' - - ` 4968.85 4968.70 fI 4968.55 ` MTY 44968.50 1 I I co N ra ♦ 4968.30 .001 � � FL(E) 18 RCP=4964.16 UTILITY fl I •• w M n 4969.15 r .. . .• � FL(W)18"RCP=4964.1 T I ESMT fl X� g I •• • Z 10"PVC @ 0.50% P 4968.60 8. - 4968 1 I Q Z co 4969.45 968.70 4968.40 00 4968.50 i w o - 4969.45 fl f1968.60 g68 fl ff968.55 f1967.90 I 1 36"RCP PIPE o 3 t 4969.15 / 4969.15 w _ 968 - 62.58' STORM DRAIN INLET 4969.15 0 4969.15 _ i 4969.15 4969.45 p 4969.15 I I FL-9 N RIM=4967.73' I 4969.15 p 4969.15 rn 4969.15 4969.45 4969.15 4969.15 cn P P P w p "' p w p 4969.15 P 4969.15 4969.15 w w D FL(W)18"RCP=4965.28' /, 1� p - p 44969.15 p p If196 00 fl Ti- I I F6 RCP o d 4967.25 4967.15 � 4969.05 _ _ 4967.16 49 7.05 o L 4969.05 4969.05 - = 4969.05 ' 4969.05 4969.05 fl - 4967.55 36"RCP PIPE o a _ P p P P 49 p 4968 57 4966.50 fl fl l FL=962.78 w - 9 967.00 4969.05 4969.05 - - - - - - - - - -- - - -.- 4969.0505 4969.05 - - - jI -4969.05: - 4968.05 -. _ p P P 4968.10 4969.05 4969.05 4966.82 9 - P p P w w 4969.05 P p 1 w 4968.00 J M M 4966.85 4966.22 4N966.70 O W w 6 ,2 - W967.8 4969.05 - - - _ - - 4966. - -_- -_- -� � - - 4967.83 4967.65 4967.65 - - - - L 4967.37 �� 4966.95 w 4966.63 Z Z w w 4967.18 4967.00 w 4966.95 66.15 tc 4966.57 U"I - - w w w fl9 w 4966 00 h 4967.72 - � �' - 1 4968.22 - _ 4967.19 W VV w 4967.70 4967.33 w 4966.13 J f1966.23 fl Q B w 4966.75 2 Ln V o w W966.95 W966.85 tc 4966.25 4 9�P 0.20 0.4 3 fl DC LU o W s � � s -- � o � (V - - - - - - - - - I-1 J O SI J w o - - - O J co U CONIFER STREET , 9�� STORM MANHOLE N � WITH TYPE R INTAKE \ Q O Z RIM=4966.49' -- _ FL(S)24"RCP=4963.83' o \ G IGr_ - _ - - - - SCALE OWNER MZ DATE 03/21/2025 P/C"' PARIKH DESIGNED BY• RIP DRAWN SK- SEL FlIE NAME CHECKED ar.. CURRENT.DWG R)P SL S ✓/ 24-002-24 DRAWINC TITLE PROPOSED DRAINAGE PLAN t 1 20 0 10 20 SHEET No Know what's below. Cal before you dig. PLAN SCALE. 1 - 20 24 OF 30 4"SLOTTED UNDER DRAIN 15"RCP CLS III TO TYPE R INLET TOP OF PLATE Treatment SCMs Chapter4 I T-5 Permeable Pavement Systems ELEVATION ELEV = 4968.00 1 4" BOLT TYP. / 2' MAINTENANCE HOLE 2' MAINTENANCE HOLE LID LID FOR ACCESS INSPECTION PORT CENTERED ON OUTLET STANDPIPE 6.00' ° . . d d OPEN TOP RISER �} FOR OVERFLOW - �� o 0 0 0 0 o NO.. FATE REVISION DESCRIPTION 100-YR0 WSEL o PERFORATED WALL wNE�'. 0 ° ° o w EURV WSEL MANHOLE ABOVE _ WQCV WSEL ' o —o o o o 0 o 15"RCP CLS III TO TYPE R INLET ° " d ° r STAINLESS STEEL CLAM J s WQCV WSEL w Via' — :, SHELL CLAMP(S)H L WITH d ° d �� -k — 1 2" STAINLESS STEEL cn , , NON-SLIP STEPS THREADED RODS a . ° UNDERDRAIN �-�� EMBEDDED IN WALL d w SLOPE BOTTOM 00 ° 2'ACCESS MANHOLE 2'ACCESS MANHOLE ° ° ° ° �N-I �► PVC TEE go `n d Z - =� STORM ADRAIN as °.. j e 'e F i NO.. DA TE REVISI ON DESCRIPTION J a a. •„ Q DRAIN - CIVIL ENGINEE?lNG CONSULTANT, d - (.7 GRAVEL d d _ END CAP WITH OUTLET WQCV ORIFICES Strate?i(Land Solutions,Inc. ° STRUCTURE 9 9 d I_ Civll Engineering Land Planning Entitlements 2595 PONDEROSA ROAD a ° FRANKTOWN, CO 80116 OPEN TOP RISER OPEN TOP RISER J 720.384.7661 Phone ° FOR OVERFLOW FOR OVERFLOW rpalmer@strategicls.net Robert J. Palmer, PE 4"SLOTTED PIPE UNDER DRAIN ° d4 ° a a ° da V WQCV WSEL y 100—YEAR WSEL President 100-YR ORIFICE — PREPARED UNDER THE DIRECT 4 SUPERVISION OF: Qd V EURV WSEL RECI a SEAL: \\ & •• -\ J. p ' .F� EURV ORIFICE •'��� 9�� \ 1-13/16tt ORIFICE V WQCV WSEL 36320 DUAL HOLE WQCV ORIFICES 4964.00 RECOMMENDED FOR DUAL HOLE WQCV ORIFICES - o•A3/21/2025•��\� 15"CLS III RCP TO OUTFACE (WQ ORIFICE) REDUNDANCY, INCREASE RECOMMENDED FOR -�F • . , , . • •��� �� i NUMBER OF OPENINGS AS t REDUNDANCY, INCREASE O/ NEEDED FOR DESIGN FLOW NUMBER OF OPENINGS AS '%��NAL/ I 4964.00(PLATE 0 NEEDED FOR DESIGN FLOW BY Robert J. Palmer, PE Licensed Professional Engineer (CO PE #36320), BOTTOM) 12" WQCV WQCV + FSD STANDPIPE 19�� STANDPIPE ELEVATION ELEVATION ORIFICE PLATE NOTES: 1. THE SECTION(S) SHOWN REPRESENT CONCEPTUAL DESIGN OF A PERMEABLE PAVEMENT OUTLET STRUCTURE FOR a BOTH WQCV ONLY AND A FULL-SPECTRUM DETENTION AND WQCV SCENARIO USING A STAND-PIPE. SEE FIGURE PPS-14 FOR CONCEPTUAL DESIGN OF A PERMEABLE PAVEMENT SYSTEM OUTLET STRUCTURE WITH A FLOW 04 a d RESTRICTOR PLATE. W • d° a ° 2. REFER TO INTERLOCKING CONCRETE PAVEMENT INSTITUTE (ICPI) DETAIL ICPI-89 FOR ALTERNATIVE DETAIL FOR •• °ad CONFIGURATION OF PERMEABLE PAVEMENT SYSTEM OUTLET STRUCTURE. • a _ • FIGURE PPS-15. CONCEPTUAL PERMEABLE PAVEMENT OUTLET STRUCTURE WITH FULL-SPECTRUM DETENTION co ° SECTION VIEW(NOT TO SCALE) U M N ° a. . C=) 00 ORIFICE WALL/OVERFLOW Mile High Flood District Urban Storm Drainage Criteria Manual Volume 3 March 2024 33 of 33 L ELEV.=4968.00 > TRASH RACK 1, _ W LO LL • > 4967.75 1 00-YEAR WSEL U o TABLE A: WATER QUALITY TRASH RACK .• � MAX WIDTH SCREEN #93 VEE ROD, N ENTER TOTAL SCREEN CARBON STELL FRAME Q '• > cn SUPPORT ROD SUPPORTO , 0 C O SCR N .. 0 z OF OPENING WIRE SLOT TYPE w 00 OPENINGCn TYPE SPACING THICKNESS p rn (DTAG) 0.139" #93 VEE TE 0.074" SUPPORT 0.31" 2" L CHANNEL @ 1" � RODS 1 O.C. Ei o ORIFICE PLATE' d US FILTER STAINLESS STEEL WELL-SCREEN (OR EQUAL) TRASH RACK DESIGN SPECIFICATIONS o a 15"RCP INV. IN=4965.50 W/WELL SCREEN TRASH RACK °d a WEST AND SOUTH 4"SLOTTED PIPE INV. IN=49665.75 o Q a LU < z z LUcl 0 0 15"RCP INV. IN=4965.50 Ln U o o z WEST AND SOUTH 0CLV o 4964.00 100-YEAR ORIFICE 15"CLASS III RCP TO CHANNEL OUTFACE W s s ORIFICE DIAMETER=1-13/16" —INV,OUT=4963.80 H z o z I--, 0 J U 0 N � � • O O (y) LL_ PRE-CAST VAULT STRUCTURE o CONTRACTOR TO SUBMIT SHOP DRAWINGS s TO ENGINEER FOR APPROVAL PRIOR TO ORDERING SCALE OWNER MZ DATE 03/21/2025 P/C"' PARIKH DESIGNED SY.• RU P DETENTION POND OUTLET CONTROL DRAWN BY• SEL FILE NAIVE- STRUCTURE CURRENT.DWG CHECKED BY.• Pi P SLS ✓N 24-002-24 OCS DRAWING TITLE DRAINAGE DETAILS SHEET NO.. 25 OF 30 POROUS PAVER DETENTION SECTION Treatment SCMs Chapter 4 Treatment SCMs Chapter 4 Treatment SC Ms Chapter 4 Treatment SCMs Chapter 4 Partial and Full Infiltration Systems:For partial and full infiltration sections,scarify the subgrade to a minimum depth flexibility,whereas Schedule 40 pipe requires gluing the couplings,which provides less flexibility at the coupling.This of 12 inches and level the surface. Provide only limited compaction,where necessary,to limit settlement of the SCM. may not be problematic provided that the pipe is well seated in the drain gravel. SCM/SUBGRADE INTERFACE, PLACE NON-WOVEN GEOTEXTILE, MIRAFI 18ON OR EQUAL, ONLY IF SCM MATERIAL IS NOT FILTER COMPATIBLE WITH SUBGRADE For partial and full infiltration sections, place equipment outside limits of the SCM or use low-ground-pressure(LGP) Figure 4-3 and Table 4-6 provide recommended configurations of slot rows,widths,lengths,and spacing.Calculate tracked equipmentfor subgrade grading to limit subgrade compaction. the underdrain open area to verify conformance with the minimum and maximum values provided in Table 4-6. ' � /�� / i" ,;:; >',/ �; ; '/ i:;;;:, Recommendations aim to provide adequate open area to accept design flow rates while maintaining slot dimensions /✓0. DATE RE11/S/ON DESCR/PT/ON Refer to the SCM fact sheets in this chapter for specific compaction requirements for different types of SCMs. '1. P P P q YP � that retain pipe strength and are compatible with the No.B aggregate(USAGE,1984). For SCMs such as permeable pavements that include coarse aggregates,those materials may not be testable for SLOT LENGTH OWNER compaction using a method based on specified density(e.g.,nuclear density testing).Consider a method specification Compact the filter sand above the underdrain using a walk-behind vibratory plate compactor in a single,approximately SUBGRADE �- MIN 12" (e.g.,number of passes of a specified vibratory compactor)for those materials.The appropriate number of passes is NUMBER OF SLOTS 8-inch-thick loose lift to achieve the minimum compacted thickness of 6 inches measured in place.Compact the filter dependent on the type of equipment and depth of the layer. PER ROW (A) sand to between 65%and 75%of relative density(ASTM D4253 and ASTM D4254).Do not over-compact the filter FULL INFILTRATION SECTION sand because this could cause the sand particles to break down,increasing the fines content(percent passing the No. 4.3.3 UNDERDRAIN SYSTEMS 200 sieve)of the material. SCM/SUBGRADE INTERFACE, PLACE NON-WOVEN GEOTEXTILE, MIRAFI 180N OR EQUAL, ONLY IF SCM MATERIAL IS NOT FILTER COMPATIBLE WITH SUBGRADE An underdrain system is required for no infiltration and partial infiltration sections,An underdrain system consists MIN 12" MIN 12" MIN 18" of a slotted PVC pipe placed within a layer of drain gravel consisting of a crushed rock that satisfies gradations TABLE 4-6,SLOT CON FIGURATION FOR PVC UN DERDRAIN PIPE FILTER SAND (TYP) requirements for AASHTO M 43 No.8 aggregate in accordance with Table 4-4.Specify that this be washed or GEOMETRYMINIMUM otherwise ensure it contains minimal fines. Do not use rounded or sub-rounded aggregate,sometimes referred to Number of slots per row(A) 4 6 LENGTH OF SOLID as pea gravel,because it can move under compaction or when stepped on or loaded with construction equipment. WALL BETWEEN Length of solid wall between slots at ID(B},inches Compaction of the drain ravel laced above the underdrain pipe in the confined trench shown on Figure 4-2 typically SLOTS AT ID (B) N0. DATE RE /S/ON DESCRIPTION Y P g P P P g YP Slot width(C},inches 0 060 0100 i / Is not required because that confined material will be adequately densified by compaction of the material placed Spacing between rows D Inches 0.25 1.0 C/U/L ENG/NEER/NG CONSULTANT,• >'"� above it. Place a minimum 6-inch-thick layer of filter sand above the drain gravel and underdrain pipe and extend at p g O` I- MIN 2' -I least 12 inches beyond the limits of the drain trench.The filter sand mustsatisfy gradation requirements for AASHTO Rows per lineal foot(E)l 11 36 f� NON-WOVEN GEOTEXTILE M 43 fine aggregate material based on the gradation limits in Table 4-5.This table differs from the Class C filter PIPE INNER DIAMETER (ID) Open area per lineal foot'(square inches) 6.0 20.0 - MIN 12" `✓ g (4" OR 6") - material Specified In previous editions of this manual. 'Average based on slots over 19'of each 20'length of pipe r Strate?ie Land Solutions,Inc DRAIN GRAVEL (AASHTO M43 NO. 8 'O en area per lineal foots in 3.14* ID -(A)* B C* 19 20*12 C+D _ Clvu Engineering•Land Planning•Entitlements COARSE AGGREGATE, SEE TABLE 4-4) 4" MIN DIA SLOTTED SDR 17 OR SCH 40 p p (q )_( ( ) { ))*( ) ( / /{ )) f�SUBG RAID E PVC DRAIN PIPE, MIN PIPE SLOPE = 0.05%, TABLE 4-4.GRADATION SPECIFICATIONS FOR AASHTO M 43 NO.e COARSEAGGREGATE (DRAIN GRAVEL) SLOT WIDTH (C) 2595 PONDEROSA ROAD �_ SEE TABLE 4-5 FOR SIZING (SOURCE:CDOT TABLE 703-1) - When using an underdrain system,provide a control orifice sized to drain the design volume in 12 hours or more in FRANKTOWN, CO 80116 PARTIAL INFILTRATION SECTION PERCENT PASSING SQUARE accordance with the drain time criteria in the SCM fact sheets.Consider a minimum orifice diameter of 3/8-inch 720.384.7661 Phone to avoid clogging.When drilling orifices into a removable weir plate such as with an Agri Drain Inline Water Control rpalmer@strategicls.net SIEVE SIZE MASSHEIGHT OF PERIMETER BARRIER VARIES BASED ON NON-WOVEN GEOTEXTILE 12.5 mm (1/2") Wo StructureT11 outlet,smaller orifice sizes may be used on a case-by-case basis to meet required drain times.The Robert J. Palmer, PE TYPE OF SCM AND DESIGN VOLUME/DEPTH ABOVE LINER, MIRAFI GEOMEMBRANE Y Y q President 18ON OR EQUAL, -��� LINER 9.5 mm (3/B"} 85-100 maximum spacing of the underdrain pipes should be determined by the designer based on site-specific considerations GEOMEMBRANE CONNECTION ____ __\` 4.75 mm (No.4) 10- 30 but in general,should not exceed a maximum spacing of 30 feet on center. PREPARED UNDER THE DIRECT TO PERIMETER BARRIER NUMBER OF SEE FIGURE 4 B r--- --� 2.36 mm(No.e) © -10 ROWS PER SUPERVISION OF: ( }SCM MEDIA MIN 18" \\,, _ ,'I 1.18 mm (No.16) 0-5 FOOT (E) SPACING BETWEEN ROWS (D} INTERNAL WATER STORAGE ZONE (IWSZ) \\\I I�PQO .ReC/STD O (BIORETENTION OR NON-WOVEN SEAL: \ SAND FILTER) MIN 12" GEOTEXTILE TABLE 4-5,GRADATION SPECIFICATIONS FOR AASHTO M 43 FIN EAGGREGATE(FILTER SAND) An IWSZ can be created in bioretention systems using partial infiltration systems by adding a 90-degree �\ v0�•�� J.•/0 •��� BENEATH LINER, SQUARE elbowto the underdrain outlet to raise the elevation of the outlet and increase contact time with the media MIRAFI 18ON . ■ ■ PASSING %% OR EQUAL and Infiltration into the subgrade(Brown et al.2009)as shown in Figure 4-4.The top of the elbow should be at . 0 36320 . 9.5 mm (3/B") 100 least 12 inches below the lowest elevation of the surface of the SCM in areas with highly permeable soils and le = fl � I A3 21 2025 4.75 mm (No.4) 95-100 _ �w '• to 24 inches below the surface for laver permeability soils(e.g., HSGs B and Q.An IWSZ may also be achieved � `" ) - b elevating he orifice In a flow control structure such as an g Drain Inline Water Level Control Structure'" -��� '•�� \\ 2.36 mm(No.B BID 100 Y t Agri � 1L J1 (Figure 4-5). O \ 1 1 1.18 mm (No.16) 5o -e5 ��NAL F MIN 12" MIN 15" AGGREGATEFILTER OSEE TABLEASHTO M�35 FINE 600 pm (No.30} 25 -60 In areas with lower permeability soils,an IWSZ must be carefully evaluated based on the site-specific /���/�////1 I I I MIN 6" DRAIN GRAVEL (AASHTO M43 NO. 8 COARSE permeability of the subgrade and the time it will take for water to drain from the IWSZ to avoid creating a BY Robert J. Palmer, PE ( 300 pm (No.50) 10- 30 AGGREGATE, SEE TABLE 4-4) permanent(or nearly permanent)saturated condition.The pore storage in the IWSZ may be counted as a part Licensed Professional Engineer (CO PE #36320), CONCRETE PERIMETER MIN 2� 150 m No.100' 0-10' SLOT LENGTH of the W CV rovided b the SCM;assumin effective porosity of 20/o for sand and 30/o fora re ate. In BARRIER WALL 4" MIN DIA SLOTTED SDR 17 OR SCH 40 p ( ) LENGTH OF SOLID WALL Q P Y g p Y o o gg g FOR STRATEGIC PVC DRAIN PIPE, MIN PIPE SLOPE = 0.05%, 75 m No.200 1 0-3 BETWEEN SLOTS AT ID (Bj addition to benefits of increased infiltration and media contact time,the IWSZ promotes denitrification b(SEE FIGURE 4-8) .�SUBGRADE N ( ) P Y SEE TABLE 4-6 FOR SIZING Slight variation from CDOT Table 703-1 creating an anoxic zone in the lower layer of the SCM where nitrate removal occurs. NO-INFILTRATION SECTION Use factory-slotted pipe consisting of a minimum 4-inch (inside diameter)Schedule 40 or SDR 17 PVC pipe.Do not use perforated pipe or pipe that is hand-slotted.A slotted 6-inch inside diameter Schedule 40 or SDR 26 pipe can be used to allow larger access for video-inspecting the pipe.SDR pipe includes bell-and-spigot joints that provide more joint FIGURE 4-2.CONCEPTUAL CROSS SECTIONS FOR FULL,PARTIAL,AND NO INFILTRATION SYSTEMS FIGURE 4-3.SLOT CONFIGURATION OF PVC UNDERDRAIN PIPE SECTION VIEW(NOT TO SCALE) (NOT TO SCALE) W • Mile High Flood District Urban Storm Drainage Criteria Manual Volume 3 March 2024 1 15 of 47 16 of 47 March 2024 Mile High Flood District Urban Storm Drainage Criteria Manual Volume 3 Mile High Flood District Urban Storm Drainage Criteria Manual Volume 3 March 2024 1 17 of 47 18 of 47 March 2024 Mile High Flood District Urban Storm Drainage Criteria Manual Volume 3 A/ •• LL • • J Treatment SCMs Chapter4 T-5 Permeable Pavement Systems t , v , M N N SAW CUT 00 VIBRATE CONCRETE 0 FLUSH EDGES ASPHALT PATCH FLUSH WELL UNDER EXISTING MINIMUM 24" WIDE PERMEABLE EDGES PAVEMENT TO REMOVE INTERLOCKING TRAPPED AIR 0 PERMEABLE EXISTING CONCRETE EXISTING CONCRETE > INTERLOCKING ASPHALT PAVERS PAVEMENT N CONCRETE Q PAVERS / i CONTRETE � ASPHALT PAVEMENT AND t ' 'i PAVEMENT AND PAVEME11r BASE v 0 Q PAVEMENT BASE 6'MIN a + Treatment SCMs Chapter 4 T-5 Permeable Pavement Systems Treatment SCMs Chapter 4 T-5 Permeable Pavement Systems Treatment SCMs Chapter 4 T-5 Permeable Pavement Systems s"MIN 0/ co N to CONCRETE CONCRETE 6" KEY OR CO 00 CC C PERIMETER EXPANSION Q W rp 6 EXPANSION BARRIER JOINT (TYP) 00 Z 00 PERIMETER 00 • Z CO JOINT TYP CAST IRON VALVE BOX WITH BA PIERMEABLE PAVEMENT PERMEABLE PAVEMENT ro TRANSITION TO CONCRETE 18" NON-RUSTING, LOCKING BRASS LID TRANSITION TO ASPHALT REMOVABLE PVC THREADED CONCRETE CURB & GUTTER W c/7 ILLJ PERMEABLE PLUG AND COUPLER PERMEABLE U PAVEMENT 6" 6" PERMEABLE INTERLOCKING L� MIN CONCRETE COLLAR MIN INTERLOCKING SIDEWALK CONCRETE PAVERS CONCRETE PAVERS TRIM LINER 1" BELOW CURB/EDGE CONCRETE PERIMETER PLANTING STRIP ADJACENT SURFACE Q RESTRAINT WITH �� �� �i�/r - '- '� i/j� //�� �// BARRIER DEPRESS /, y OF AGGREGATE CUT-OUTS FOR _ .p h i a CONCRETE LANDSCAPING NEXT OVERFLOW DRAINAGE a PERIMETER 2" THICK BEDDING COURSE CONCRETE PAVERS MIN. 3-1/8" THICK FOR (CURB SHOWN) BARRIER ro EDGE TREATMENT (AASHTO N0. 8, 89, OR 9 VEHICULAR TRAFFIC (ASPECT RATIO 5 3) _ err (IF APPLICABLE) / LANDSCAPE SEE FIGURE 4-5 1j O AGGREGATE, TYP. GEOMEMBRANE i`„ _ FOR LINER AASHTO NO. B. 89, OR 9 -_ a FLUSH WITH PAVING,VER s"MIN CONNECTION DETAIL LINER Q Q AGGREGATE IN OPENINGS (TYP) -.._..:a_ a w Q z z MUST BE REMOVABLE s" STANDARD CURB AND GUTTER h PERFORATED PVC - SOIL WITH FOR MAINTENANCE i / { _ MINIMUM 3 FT. VEGETATIVE COVER WITH IMPERMEABLE LINER W 4" THICK `21. °° (4 To 6 IN. DIA.} - e PERMEABLE PAVEMENT TRANSITION ..-. O OPEN-GRADED BASE BAFFLE DIFFUSER BOX _ NFILTRATION SECTI LAYER - -_ � TO LANDSCAPE AREA (NO I ON) � J (AASHTO NO. 57 OR I `' - _ � SIDEWALK / PLANTING STRIP O O . - ..-- r CONCRETE CURB I& GUTTER a NO. 67 STONE) V/ �. - /� •,j •�� SIDEWALK / PLANTING STRIP Q _v,r,;, PERIMETER GEOTUXRN UPL�TG --. CONCRETE CURB O MIN.IN THICK ---- - ---_--- .• -I i 1 y s -� .; u. --_; 12" WIDE GEOTEXTILE ALONG CURB (DO NOT COVER TOP w SUBBASE LAYER n PERIMETER - TURN UP AT CURB OF BASE) O CC ~ Q ` 3 .� ,� (DO NOT COVER TOP OF BASE) PERMEABLE INTERLOCKING Z G Z LU (AASHTO NO. 2 ( 7 'r a I i =. :; I--I PERMEABLE INTERLOCKING ice/ CONCRETE PAVERS h STONE) _ /. CONCRETE PAVERS , , , LL v q� SUBGRADE �q. _ _ DRAINAGE INSERT PIPE 4 TO 6 IN. I I ~ GEOTEXTILE TO INTO SUBGRADE SECTION I I - - - - - - s"MIN O J PROTECT 6"MIN O SOIL SUBGRADE SLOPED TO DRAIN CONCRETE I GEOMEMBRANE PERIMETER - --- `-----`- v U PERFORATED UNDERDRAIN FROM DAMAGE BARRIERDEEPENED STANDARD t2" (50 MM) MIN. FROM BOTTOM ^' h PIPES SPACED AND SLOPED TO GEOMEMBRANE ON BOTTOM AND (IF APPLICABLE) OF PERMEABLE SUBBASE DEEPENED STANDARD CURB CURB AND GUTTER ' V v ■ DRAIN ALL STORED WATER. SIDES OF OPEN-GRADED BASE EMBED PIPES IN NO. 57 (MIRAFI 18ON OR EQUAL, TYP.) O O = STONE AND SLOPE TO OUTLET FIGURE PPS-12.CONCEPTUAL DETAILS FOR PERIMETER BARRIER WALLS IL DRAINAGE SECTION VIEWS(NOT TO SCALE) o PERMEABLE GEOTEXTILE 6' OBSERVATION WELL 4" OR 6" DIA. INLET Q PAVEMENT MIN. FROM DOWNSPOUT SOIL SUBGRADE o NOTES: � 30 of 33 March 2024 Mile High Flood Urban Storm Drainage Criteria Manual Volume 3 1. 2-3/8" THICK PAVERS MAY BE USED IN PEDESTRIAN AND RESIDENTIAL APPLICATIONS. STAINLESS STEEL MESH FILTER UNITJ 4' (100 MM) SCALE.' OWNER 2. AASHTO NO. 2 STONE SUBBASE THICKNESS VARIES WITH DESIGN. AASHTO NO. 3 OR NO. 4 IS ACCEPTABLE. CONSULT 3' ,a' SEDIMENTS DIA. OUTLET MZ INTERLOCKING CONCRETE PAVEMENT INSTITUTE (ICPI) PERMEABLE INTERLOCKING CONCRETE PAVEMENT MANUAL. 3. PERFORATED PIPES MAY BE RAISED FOR WATER STORAGE FROM LARGE RAIN EVENTS WITH OUTLET(S) AT LINER CONCRETE COLLAR DATE. 03/21/2025 PP/CM' PARIKH BOTTOM TO DRAIN SMALL RAIN EVENTS. DESIGNED BY• �P 4. SELECT GEOTEXTILE PER AASHTO M288. NOTES: 5. BASED ON ICPI DRAWING NO. ICPI-70. SEE OTHER ICPI DETAILS AVAILABLE ONLINE FOR VARIOUS CONFIGURATIONS 1. SELECT GEOTEXTILE PER AASHTO M 288. DRAWN BY• SEL FILE NAIVE.- AND EDGE TREATMENTS FOR PICP, 2. DETAIL BASED ON INTERLOCKING CONCRETE PAVEMENT INSTITUTE (ICPI) DRAWING NO. ICPI-90. CURRENT.DWG 6. PAVEMENT DESIGN FOR TRAFFIC LOADING REQUIRED IN AREAS WITH VEHICULAR USE. CHECKED BY. R)P SLS ✓/V 24-002-24 DRAWING TITLE. PLAN NOTES: DRAINAGE DETAILS 1. REFER To INTERLOCKING CONCRETE PAVEMENT INSTITUTE (ICPI) DETAILS FOR ALTERNATIVE CONFIGURATIONS OF OBSERVATION WELLS LOCATED WITHIN AND OUTSIDE PERMEABLE INTERLOCKING CONCRETE PAVEMENT. FIGURE PPS-3.PERMEABLE INTERLOCKING CONCRETE PAVEMENT WITH NO INFILTRATION FIGURE PPS-7.OBSERVATION WELL WITHIN PERMEABLE INTERLOCKING CONCRETE PAVEMENT FIGURE PPS-8.ROOF DRAIN CONNECTION TO PERMEABLE INTERLOCKING CONCRETE PAVEMENT SHEET NO.. SECTION VIEW(NOT TO SCALE) PLAN&SECTION VIEW(NOT TO SCALE) SECTION VIEW(NOT TO SCALE) Mile High Flood District I Urban Storm Drainage Criteria Manual Volume 3 March 2024 1 21 of 33 Mile High Flood District I Urban Storm Drainage Criteria Manual Volume 3 March 2024 1 25 of 33 26 of 331 March 2024 Mile High Flood District I Urban Storm Drainage Criteria Manual Volume 3 26 OF 30 EXTERIOR WALL OF BUILDING 6" DOWNSPOUT NYLOPLAST 240 DRAIN BASIN: 2824AG _ 6" DOWNSPOUT TO BE SEE ARCH. PLANS CONNECTED TO PVC PVC REMOVABLE PLUG ROOF DRAIN (1,2) INTEGRATED DUCTILE IRON 12"or 10"cleanout FRAME&GRATE TO MATCH BASIN O.D. - cap to end below pavement finish grade 15" X 15" X 8" CONCRETE SLAB manhole cover 24""STORM" (CLASS A) WITH 1/2" FIBER ' ■ concrete pad shall manhole ring 6 X 6" WYE � 18 MIN WIDTH GUIDELINE EXPANSION MATERIAL TO BE USED O extend past manhole cover and cover FOR 6" PVC IN GRASS AREAS CLEAN OUT PROPOSED FINISH GRADE _ z ASPHALT CONCRETE PAVEMENT B■MIN THICKNESS GUIDELINE _777co - MINIMUM PIPE BURIAL ,. DEPTH PER PIPE 4"min bloc _ out for 12"pvc MANUFACTURER NO.. DA TE REVISION DESCRIP Z GIV #a @ 6",each way (3) VARIABLE INVERT AVAILABLE(A=RDING TO RECOMMENDATION TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR OWNER. O>i P�SRAI¢OFF) {MIN.MANUFACTURING E ASMIN.SUM (5)DER GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE cleanout cover profile view o • REQ.SAME AS MIN.SUMP) ANGLES n.t.s. 6" SDR-35 from roof downspout on VARIABLE 0'-gyp DESIGNED TMNG INTO CONSIDERATIONLOCAL SOIL CQNDMONS, b u i I d i n y to rood drain leader —connect ACCORDING TO TRAFFIC LOADING,&OTHER APPLICABLE DESIGN FACTORS. 14'block out to to roofi drain leader with a tee pig SEE DRAWING NO.70DI-11U-111 FOR NON TRAFFIC INSTALLATION. ensure PVC will not PVC ROOF DRAIN LINE _ receive any load from concrete pad does not SEE PLAN FOR LOCATION AND SIZE manhole ring need to be uniform as long as it extends past manhole ring flange so 2-45° ELL that flange is resting completely on (3) VARIABLE SUMP DEPTH 1' concrete pad NOTE: AIX:ORDING TD PLANS P. STORM DRAINAGE CONTRACTOR (6-MIN.BASED ON NO.. DATE REVISION DESCRIPTION SHALL EXTEND PIPE UP ALONG MANUFACTURING REQ.) CIVIL ENGINEERING CONSULTANT, za""sTORM" THE FOOTING TO BOOT REDUCER. (4) VARIOUS TYPES OFINLET&OUTLET ADAPTE%AVAILABLE 4■MIN 4 24 FOR CORRUGATED HOPE BADS N-2HANCOR DUAL WALL, manhole ring ADSJHANCOR SINGLE WALL),N-12 HP,PVC SEWER(EX:SDR 3�i, #4 @ 6",each way and cover DOWNSPOUT CONNECTION �DWV(EX: SCH 40), C90QM,CORRUGATED&RIBBED PVC Strategic Land Solutions,Inc. Civil Engineering•Land Planning•Entitlements cleanout cover plan view THE BACIFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER 12595 PONDEROSA ROAD n.t.s. GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, FRANKTOWN, CO 80116 WATERTIGHT JOINT CLASS II,OR CLASS III MATERIAL AS DEFINED IN ASTM D=1. 720.384.7661 Phone (CORRUGATED HDPE SHOWN) BEDDING&BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE rpalmer@strategicls.net PLACED&COMPACTED UNIFORMLY IN ACCORDANCE NTH ASTM 02321. Robert reJ. Palmer, PE President CLEANOUT COVER DETAIL FOR CLEANOUTS LARGER THAN 6"DIAMETER PREPARED UNDER THE DIRECT SUPERVISION OF: REQUIRED GRATE GRATE PE EQTRIg14NS LOAD RATIEETS NG PAR�# D QAVVIQ G# �I I I ISO /RE //� _ STANDARD MEETS H-20 249)KGS 7001-11U-217 SEAL: \\\ OAP• �/ST� _ SOLID COVER MEETS H-20 2499CGC 7001-110-218 Q� ` J. /0 • �� _ DOME NIA 2499CGD 7001-110-219 v••��� 9l� DROP IN GRATE LIGHT DUTY 2401DI 7001-110-075 O . of 36320 i - FRAMES OLID COVER SHAM BE DUCTILE IRON PER ADE AMC GRADE 7Q�p Q6 THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY Ell MATERIAL 313OVEROKAAVE -_�••03/21/2025. 4, � 2- FRAMES SHALL BE DUCTILE IRON PER A5TM A539 GRADE TO.50.045. 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACOORDINGM PLAN DETAIL". NYLORAST HAS PROPRIETARY RIGHTS.THE RECEIPT f� BUFORD,GA 3W8 - ��•• , ••���" \� RISERS ARE NEEDED FOR BASIN$OVER W DUE TO SHIPPING RESTRICTIONS. OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 64-BM 1 PHN(M)�•s� O FSS� • . . • � �\\ SEE DRAWING N0.TOU-11 DM5 TRANSFER,OR LICENSE THE USE OF THE DESIGN OR NyI[ipl€3St FAX(7T4]A34 iD % 0 N A L I i 4- DRANAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO TECHNICAL INFORMATION 34DWN HEREIN REMgED BY NW PROJECT NOAME �bPl�t�s oam ��// ASTM D3212 FOR CORRUGATED HDPE{ADS N-12A b1NCOR DUAL WALL},N-12 HP REPRODUCTION OF THIS PRNT DRAW INFORMATION mLE BY Robert J. Palmer, PE d(PVC SEWER. CONTAINED HEREIN,OR MANUFACTURE OF ANY DATE 034440 Licensed Professional Engineer (CO PE #36320), O 3 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0°TO 38U°.TO DETERMINE MNIIIUM ARTICLE HEREFROM,FOR THE DISCLOSURE TO OTHERS 2#IN DRAM BARN QUICK spec NBTALUkTION DETAIL Z IS FORBaDEN,E)EEPT BY SPECIFIC WRITTEN ANGLE BETWEEN ADAPTERS SEE DRAWING NO.T001-110-018 DMMA� A SCALE 1:40 SHEET 10F 1 DMM[I NO. 7001-110.1� REV E cii o M Z [V _ � N PERhI1SSION FROM NYLOPLAST. lasnis I�tKotsuer J �1-• W OLLJ O N a W S -� Z U[�J �. Q Z IL F Z O W Z O U U Z ^ ItN� /� 1 w 0 w W zd Z w H Z O ZJ co _O •w m I 1""•1 O o Q N N U 0 d m �U 4 0 ZO W- H W w W w ii Li rm �I F- cod� �o ? oc yam �\ ^ IIADS �' W Ci oc� ,Cj 7 � z -M 4Rd � sew 0 ^ m — • -tsW = �� A Nyloplart . Nyloplast Inlet Capacity Table �W// �mZ Z CA ? d = oZ Z m ��_ N '� DISCLAIMER: SAFETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE a 1i CO N OC O U I K W O - O K J t'J-¢ ^ W • J ^ ` °oo p Zm oo IEEE o i? 114 v N~I� [� DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED • ' O O K W O O W Z 0] Be: W � < V7^ t2 4 Z ■ o a o > 'M M1 3 o AREAS AND 2.0 FOR TURF AREAS. ADS NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. r ° M� z �� �a�l J o u m� w z � 7 N ' W H Mtn FO Y r O 6 JN J to O \ sD0 to 9 1 _ ¢py _ OW riJlQ� > `J2 Z N r'�i I+0) W _ O O • ci� t'�^"1 A ' �io W o m m W� o �m �z O S a 1 - =o= F''rl Z m'Ifw co o Ana . W "rn W�� w \ p N p w Ir_1,1 K U NO MD `--- Zs�mZH it', w V N] W V p= mJZ O Z= f=ZZ m W N I I 2Q6 Lil W ? V m m T Uri CO lti _ N O N O M Q N ��� Input N ® M N W m W ND W 2U fn3°: Vl fO N O N p > ■. ■ �•°+ oZ � o � wN N N N ° - �"' Type of Grate 24" Pedestrian W ��E C�� Zd �o W � C'M1 "�' o cal. n v n O ! o a�z � o mo o M p N T} o Head (ft) 0.167 2 PONDING �— Ir�. +�K.1 +�K.1 w O e l ZO q,��wC , N K adr �Ot''Aj l m .l-1 GJ _ �� W�j• �O ZJ �I =m N q N W �TL� m , ; oEL++ S G a wN�.3� w U U ? c. WUf= ¢[.7 0 � ��inat�i� �n "n cV "' �1�11 aoi C W �NL>>m� 'o �W��d=wW� = E N N M N M ;� M 1 n Properties Cu m �d cJ II 3 rn a m W mo W ih w t � ci ri 4 ri 6 r .6 ai p ��0� O =' wWWWUryo O WO W `�OdO=WdmW O M y Y N y • wU =��WZU N g^ LO 58=zW Q LO Z o Orifice Flow Area (in) 159.41 V >' m a� wmE� o N�aF /�� Orifice Flow Area (ft) 1.10 'n N v MN+1 w� �, Weir Flow Perimeter (in) 71.46 ' K�, W m yo c� W� e m --- =__ ____ __ m wa xz o� U •• • Z ,�z, ,J ® wpo ` � ?O"J " " '� Weir Flow Perimeter (ft} 5.9fi Q •• > 09 ? O fin J NK I I I y U~ ❑I_ r-.I \ U+ M N Q co `� o ❑❑❑C } y W x J �m boo � °� a� oho I I I ❑❑❑❑CJ m�� F� Solution I---- o y N ^ N o M I J o ❑ Cn 0000���1 \\ ' W ,>' o Capacity (cfs) 1.35 i� w zw v a •++ 7 li a O A I +. nnnn�� z > N o L� o v ---J �- L N z L v� Capacity (9pm) 607.40 o Q lil Y _ -- ----# ---- - Q N O 33 W v 1 - ro C NNM W N �7 O >N pp L \ \ l J \ W <ccj L) — — -- _ m mm0N V ,I . - - N mm°iW C 2 3.3. 4KU O Oyr�n m Lo }I "' \\ � O Y G^� m O ■ Wm w� W(I, MO +' QO17M1Q0vo) 41 Z Z Cmiii \ \ 8 € / ry m0�p N .\ I,,, N (P °UMM 01 W Q a W m v m w y� W -�.M.. E " W 7 C" E O T� M W >� n L G 000 O O N w t o O doat�ej ; L.V wM ,g z^ O O 0 0 0 0 0 o N a o �'n o o I ,z� �O U M a *' * I i i i 1 �• I l i 1 1 1 j i mir i+,�i+ uo m o O fJ O III k Z W I . OJ g ^, V I1 � II W MM1 ,l-i V IlII � O ~ Q �M1 x �n K MmMMMn o n O LLJ W io IllT77i 1 x Z " b''� �n °n° Rp�omomoN � �nrn ' IW o O Q `� Ifl of ■ N 0 oon m rn °°S W rnammmrnSO li LQL c m■ M O O ' z * �r 1 TT i_i i * I l i 1 -I 1 I I n CiNm ~ z J ■ Z tp O[l LL] _O _O 1•] 1•] O m J } m W M �o c0 O I �M1 O N Y M1 m C� II J c0 .0 J T Z U nnmld oinn � mra oo ai of of of of of I--1 m ° C c W �m ,� N^� R J C c O Q J O_ M1 ']I' M1 1E M M M 17 N^ N W M1 m Of N M1 �O M1 a Y N ^N Of Of Of a) o. O °� w N w N �n M1 o o ^ M Vl �0 W o M R O E 0 of in II o 1 •q E z ^ �� WS1 in ro W 1a ro .erntenM1nnnl. •W R ^ U U g J o II g 'Q - E o •> o V r,zz J g o M� °> ° M O g g U �rn a W f U Z U o 0 0 I II =� M n o a n o N a W O ^ M u m o M n U N I— ■ O z il• il• I I I I I I 1 j I J cO.�j ,ri.ti m .e iri m to rc rc n n r;1n °d rti m U �/ -- - co in'�in i., i•a �y in ca ++ O 0 = Lu ILL. �� M ■ m y o w,/j n.n�n � a �n N " no o rnrnoM1M1 t 0 I^ F v 4] 47 N ,ij 41 Q ♦� Mtn O ,�a W p N M .1, pi W N �L7 I� 1�Oi N N V Q p ■ o a d I✓I J N W iF M n ih M W N N N N�"] M M M M �"] a Z Z (� �■ 1 VI Z Z 11 ji s v N OO Op N S n Z r N a M1 Oi a lO W O M Lq M1 O N a r` Ol Y Y Q _L4 J '� O V I iG O O n O 0 0 0 0 O J V= M M M M a u7 u7 u] u7 ro•G b W .G ° ,l, C O 4 d G N Z_ rt O^O 17 17 p dd A �e x e0 10 W O O � 7 rO W W N 2 2 rn M moo (� V ^ O W W >a o m W SCALE' OWNER o o ¢^� 'o ? [� I I w ^ N ,� a!' z I I I MZ � MZZ I M Noon J O_ N^ * NM1 * MW N N ^ 4 WW 0099 O" Z 2 ^ rn 2 p p O t0 W O N N N N N N N m Vl U L -- — & M M a " = V o W DATE.' P CM. ' �� 03/21/2025 � PARIKH C o o_000_o o o W y J „i �/ d W V Cn J 1.5 Z * * I I I I Iat I I M1 M1 ^ M M in M1 1� W N N N N N N m yam. In DESIGNED Bl. o r "a. o O rn 6i , ie m i0 io in m in o ME C iri bi I7 P M \�_ o �7o I z 'n O ° ° a z o =o w� m o+ 2 O o a 0 fV _ - } Co z �i - - - x oc � - - - •� m - _ a U V I In a'-' C 'c a II O j O K N, ri Z 4J C •c m �/ /� /� //' O W M �� i0 0 10 0 O (n o 4 J K W I� •M• 1� iE M W ,() N J Z O� O O N N fG �G L O O N t0 W W O N VWI Q C DRAWN SK ^E� I ILL NAIVE. 1 Z O U lY ^ N N N N N N N N M i1f LJ C O J\ u. e�.. �.m ,�, Ir Cr CD to CS ^ z II Wo ` J In 2 1 A� J E -% .: p 2 •N •° G �_ j o ° RJP CURRENT.DWG _ o o pQ\1 m c% w o o (i CHECfEO BY. m o z W - o ir'^ ir' uj' u' uj^ uj' oU' C a m m z SLS ✓N 24-002-24 r _ `h o ___ __ o i i i N 1m— g O ni >- =S= Z== x > � M � � 'Om4 F1 W W ��p \ O ni m zo m ' S c (° o o rn o ~ z m o °u o c9 DRAWING TITLE.' L __ _ - LL 'C d1 t�1 U m j. N 00 N W N W N W N W' m N W N W N W .. O � O yO.r 0 O ra m ,I \ o C, �z_J r -I I I I I N I I I y ° OftIA I 1! , _m - M V W O ° M W O Q O. °W O�N Op O N N N 10 N O Z N N r, M a �O �O W iQ M1 M1 W W Oa W - Z N O C m 1O O \ d :JZ (.7 \ C f. . M �o �, M1 o o � � �_X _ .� M1 o o DRAINAGE DETAILS O a W O C -6 E '- ^ ^ ^ ti ^ ®N m N N m N W N m N m N m tV it] � O C 9 E •- O f CL 3 W w I I I I I I I I I J J ; O o �"-o, O I II O o 0 VI N d g Z rn �N ��� �����rtw�� N1nm.n rn Nin in��in in i0 ie i�i�mmot of oo ma W Z in zp o ro M i +io m N ° w 3 m c�i G rn W zxo w� �u E ° 3 y E o I E csa a o n U o °o o 0 0 m Et V V i se Cn O�O O�O O 10 O�G O W m in o c 0 °, Y U ? I I I I I I I C O p, = O O N M LL]W M1 W Of O N M Em-s OQ V IJ O W C N O O > M M 0 ll W W M1 r� W W OI O da > ggg gg�g��v�� ■� m W > �I M - a � * ■ Z ID - a � SHEET NO. U J li O U U J li O U 27 OF 30