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HomeMy WebLinkAboutCOPPERLEAF (FORMERLY 3425 SOUTH SHIELDS) - PDP - PDP160026 - REPORTS - DRAINAGE REPORTPRELIMINARY DRAINAGE REPORT Copperleaf Subdivision Prepared for: Brinkman Partners 3528 Precision Drive, Suite 100 Fort Collins, CO 80528 Prepared by: Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970) 674-3300 October 12, 2016 Job Number 1285-045-00 iii TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................ iii 1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1 1.1 Location ........................................................................................................................... 1 1.2 Description of Property ................................................................................................. 1 1.3 Floodplain Submittal Requirements ............................................................................. 1 2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2 2.1 Major Basin Description ................................................................................................ 2 2.2 Sub-basin Description .................................................................................................... 2 3. DRAINAGE DESIGN CRITERIA ...................................................................................... 2 3.1 Regulations ...................................................................................................................... 2 3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2 3.3 Development Criteria Reference and Constraints ...................................................... 3 3.4 Hydrological Criteria ..................................................................................................... 4 3.5 Hydraulic Criteria .......................................................................................................... 4 3.6 Floodplain Regulations Compliance ............................................................................. 4 3.7 Modifications of Criteria ............................................................................................... 4 4. DRAINAGE FACILITY DESIGN ....................................................................................... 5 4.1 General Concept ............................................................................................................. 5 4.2 Specific Details ................................................................................................................ 5 5. CONCLUSIONS .................................................................................................................... 6 5.1 Compliance with Standards .......................................................................................... 6 5.2 Drainage Concept ........................................................................................................... 7 6. REFERENCES ...................................................................................................................... 7 APPENDIX VICINITY MAP AND DRAINAGE PLAN .............................................................................. A HYDROLOGIC COMPUTATIONS .......................................................................................... B HYDRAULIC COMPUTATIONS (PROVIDED AT FINAL) ................................................. C WATER QUALITY AND LID INFORMATION .................................................................... D DETENTION INFORMATION .................................................................................................. E SOILS INFO, FEMA FIRM AND REFERENCE MATERIALS ............................................ F 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Copperleaf Subdivision (3425 South Shields) is located in the Southeast Quarter of Section 27, Township 7 North, Range 69 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in Appendix A. The project site is located on the west side of South Shields Street about 650 feet north of West Horsetooth Road. South Shields Street bounds the property on the east, Horsetooth Commons PUD on the south, Casa Grande Condos on the west and Chaparral PUD on the north. 1.2 Description of Property The property consists of about 2.9 acres of land and will consist of three new multi-family buildings, garages and new parking and drive aisles. The site generally slopes in a northeasterly direction at approximately 1.5%. The land currently contains several buildings and gravel drives. There are no offsite flows contributing to the site. According to FEMA Panel 08069C0986G there are no mapped FEMA Floodways on this property. Please refer to the FEMA FIRM located in Appendix F. 1.3 Floodplain Submittal Requirements Because the project is not within any FEMA or City of Fort Collins mapped floodway, a Floodplain Submittal is not required and a “City of Fort Collins Floodplain Review Checklist for 50% Submittals” has not been included with this report. 2 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the Foothills Basin and the Foothills Master Drainage Plan. 2.2 Sub-basin Description Historically, the site drains to the northeast of the site where water enters an existing storm system located in South Shields Street and ultimately reaches the Foothills Channel. 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the “City of Fort Collins Storm Drainage Design Criteria Manual” specifications. Where applicable, the criteria established in the “Urban Storm Drainage Criteria Manual” (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Directly Connected Impervious Area (DCIA) Discussion Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). 3 Runoff from the parking lots and surrounding sidewalks shall drain directly into pervious pavement systems thereby slowing runoff and also promoting infiltration. Runoff from the buildings shall drain through a water quality pond which promotes settlement of particles. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized, the remaining runoff shall be treated through the pervious pavement system. The pervious pavement system allows for filtering of sediments. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Because the site will drain to a storm sewer, bank stabilization is unnecessary with this project. Step 4: Implement Site Specific and Other Source Control BMPs The proposed development will provide the pervious pavement system feature and the extended detention which will eliminate pollution that had previously been exposed during weathering and runoff processes. The proposed project will proactively control pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system as compared to historic conditions. 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department. Water quality capture volume and detention will be provided on site. The release rate for the site is the 2-year historic runoff of 1.8 cfs. Runoff reduction practices (LID techniques) are also required. No less than fifty percent of any newly added impervious area must be treated using one or a combination of LID techniques. The project adds 91,775 sf of new impervious area. Using the pervious paver LID technique, 45,451 sf of new impervious area (50%) will be treated which meets the 50% requirement. 4 No less than twenty five percent of any newly added pavement areas must be treated using a permeable pavement technology. The project adds 46,229 sf of new pavement area. This project will incorporate 17,115 sf of pervious pavers which is 37% of the newly added pavement which exceeds the required 25%. Please refer to Appendix D for LID calculations and information. 3.4 Hydrologic Criteria Runoff computations were prepared for the 2-year and 10-year minor storms and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub- basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub- basins and Design Points associated with this site. Water quality capture volume and detention is provided on site in the pervious pavement system and in the water quality and detention pond. 3.5 Hydraulic Criteria All hydraulic calculations will be presented in the final drainage report and prepared in accordance with the City of Fort Collins Drainage Criteria. 3.6 Floodplain Regulations Compliance The project is not within any FEMA or City of Fort Collins mapped floodway; therefore, Floodplain Regulations Compliance is not required. 3.7 Modifications of Criteria There are no Modifications of Criteria at this time. 5 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development will be collected and conveyed to the proposed storm drain system where it will be treated for water quality and detention via pervious pavement systems or the water quality and detention pond before being released into the existing storm system in Shields Street. 4.2 Specific Details A summary of the drainage patterns within each basin is provided in the following paragraphs. Please refer to Appendix A for the drainage plan. Basin A consists of five sub-basins and is a total of 0.53 acres. This basin contains the southern building and the south portion of the western parking lot. Flows from sub- basins A1 and A2 contain roof runoff and are conveyed to the water quality and detention pond in the middle of the site via storm system A. Sub-basins A3 and A4 contain portions of the adjacent garage roofs and the southern swale and are also collected in storm system A. Finally, sub-basin A5 contains the adjacent parking lot. These flows are collected in an area inlet and also conveyed to the pond via storm system A. Basins B consists of six sub-basins and is a total of 0.63 acres. This basin contains the northern building and the north portion of the western parking lot. Flows from sub-basins B1 and B2 contain roof runoff and are conveyed to the water quality and detention pond in the middle of the site via storm system B. Sub-basins B3, B4 and B6 contain portions of the adjacent garage roofs and the northern swale and are also collected in storm system B. Finally, sub-basin B5 contains the adjacent parking lot. These flows are collected in an area inlet and also conveyed to the pond via storm system B. Basin C consists of two sub-basins and is a total of 0.33 acres. This basin contains the eastern building. Flows from sub-basins C1 and C2 contain roof runoff and are conveyed to the water quality and detention pond in the middle of the site via storm system C. 6 Basin D is 1.23 acres and contains the parking lot and the water quality and detention pond. Flow from basin D travel through the pervious paver system and then to the water quality and detention pond. The pond releases into the existing storm system in South Shields Street. Basin OS is 0.15 acres and contains a small portion of the site that is adjacent to South Shields Street. Flow from this basin will sheet into the curb and gutter of Shields. The water quality capture volume for the entire site was sized based on a 40-hour drain and is 0.069 ac-ft. Forty percent of the site’s water quality needs are treated in the pervious paver system. The remainder of the site (60%) will be treated in the pond and is 0.04 ac-ft. This will be accomplished at an elevation of 5077.5 ft in the water quality and detention pond. Please refer to Appendix D for water quality information. Based on the historic 2-year release rate of 1.8 cfs, the required 100-year storage volume for the site is 0.43 ac-ft. Therefore, the total required volume with the 0.04 ac-ft of water quality is 0.47 ac-ft. The portion of the paver system that is adjacent to the pond will have a flat bottom and a deeper rock section (2.5’ minimum) than the paver area between Buildings B and C. This deeper portion will provide 9,675 cf (0.22 ac-ft) of storage volume and was calculated considering the storage would be within the rock void area (30%) with the bottom of the rock at 5077.0 ft and being flooded to 5079.5 ft. The remainder of the volume (0.22 ac-ft) will be achieved at an elevation of 5080.7 ft in the pond. The pond is released into the existing storm system in South Shields Street. Emergency overflow for the site will pass over the driveway at an elevation of 5080.7 feet to South Shields Street. Please refer to Appendix E for detention information. 5. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. 7 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provides for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 6. REFERENCES 1. City of Fort Collins, “Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual”, adopted December 2011. 2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, updated January 2016, and Volume 3 updated November 2010. A APPENDIX A VICINITY MAP AND DRAINAGE PLAN B APPENDIX B HYDROLOGIC COMPUTATIONS Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: 3425 Shields St.-Multifamily PROJECT NO: 1285-045-00 COMPUTATIONS BY: es DATE: 10/3/2016 Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I Type C Soils Runoff % coefficient Impervious C Streets, parking lots (asphalt): 0.95 100 Sidewalks (concrete): 0.95 96 Roofs: 0.95 90 Gravel/Pavers: 0.50 40 Heavy Soil (Flat, <2%) : 0.20 0 SUBBASIN TOTAL TOTAL ROOF PAVED GRAVEL/PAVERS SIDEWALK LANDSCAPE RUNOFF % DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS (ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C) Existing Lot 2.87 124,965 6,623 0 25,000 1,804 91,538 0.31 14 Historic Proposed Lot 2.87 124,965 35,622 29,114 17,115 9,924 33,190 0.69 62 Calc'd %I Equations - Calculated C coefficients & % Impervious are area weighted C = Σ (Ci Ai) / At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 10-3-16 Prelim FC Flow-3425.xls Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: 3425 Shields St.-Multifamily PROJECT NO: 1285-045-00 COMPUTATIONS BY: es DATE: 8/9/2016 Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I Type C Soils Runoff % coefficient Impervious C Streets, parking lots (asphalt): 0.95 100 Sidewalks (concrete): 0.95 96 Roofs: 0.95 90 Gravel or Pavers: 0.50 40 Landscape Areas (Flat, heavy) : 0.20 0 Landscape Areas (Steep, heavy) : 0.35 0 SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF % DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS (ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C) A1 0.13 5,735 4,446 0 0 80 1,209 0.79 71 A2 0.14 6,090 4,446 0 0 100 1,544 0.76 67 A3 0.11 4,606 673 0 0 1,146 2,787 0.50 37 A4 0.03 1,240 669 0 0 0 571 0.60 49 A5 0.12 5,424 669 3,582 0 500 673 0.86 86 B1 0.14 6,162 4,692 0 0 100 1,370 0.78 70 B2 0.13 5,820 4,692 0 0 80 1,048 0.81 74 B3 0.14 6,281 0 0 0 882 5,399 0.31 13 B4 0.04 1,558 669 0 0 0 889 0.52 39 B5 0.12 5,429 669 4,254 0 460 46 0.94 98 B6 0.05 2,251 1,346 0 0 0 905 0.65 54 C1 0.16 6,993 5,316 0 0 331 1,347 0.81 73 C2 0.17 7,281 5,316 0 0 176 1,789 0.77 68 D 1.23 53,565 2,019 20,567 17,115 5,750 8,114 0.69 65 OS 0.15 6,528 0 710 0 319 5,499 0.32 16 TOTAL TO POND 2.72 118,437 35,622 28,404 17,115 9,604 27,692 0.71 65 Equations - Calculated C coefficients & % Impervious are area weighted C = Σ (Ci Ai) / At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 10-3-16 Prelim FC Flow-3425.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: 3425 Shields St.-Multifamily PROJECT NO: 1285-045-00 COMPUTATIONS BY: es DATE: 8/9/2016 2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) EX LOT 2.87 0.31 300 1.8 20.9 275 0.9 0.03 1.0 4.5 25.4 575 13.2 13.2 A1 A1 0.13 0.79 5 2.0 1.0 182 0.5 0.016 1.4 2.1 3.2 187 11.0 5.0 A2 A2 0.14 0.76 5 2.0 1.1 182 0.5 0.016 1.4 2.1 3.3 187 11.0 5.0 A3 A3 0.11 0.50 5 2.0 2.0 177 0.5 0.03 0.8 3.9 5.9 182 11.0 5.9 A4 A4 0.03 0.60 5 2.0 1.6 87 0.5 0.016 1.4 1.0 2.7 92 10.5 5.0 A5 A5 0.12 0.86 5 2.0 0.8 100 0.5 0.016 1.4 1.2 2.0 105 10.6 5.0 B1 B1 0.14 0.78 5 2.0 1.1 182 0.5 0.016 1.4 2.1 3.2 187 11.0 5.0 B2 B2 0.13 0.81 5 2.0 0.9 182 0.5 0.016 1.4 2.1 3.1 187 11.0 5.0 B3 B3 0.14 0.31 5 2.0 2.6 225 0.5 0.016 1.4 2.6 5.3 230 11.3 5.3 B4 B4 0.04 0.52 5 2.0 1.9 87 0.5 0.016 1.4 1.0 2.9 92 10.5 5.0 B5 B5 0.12 0.94 5 2.0 0.5 120 0.5 0.016 1.4 1.4 1.9 125 10.7 5.0 B6 B6 0.05 0.65 5 2.0 1.5 145 0.5 0.016 1.4 1.7 3.2 150 10.8 5.0 C1 C1 0.16 0.81 5 2.0 1.0 155 0.5 0.016 1.4 1.8 2.8 160 10.9 5.0 C2 C2 0.17 0.77 5 2.0 1.1 215 0.5 0.016 1.4 2.5 3.6 220 11.2 5.0 D D 1.23 0.69 55 2.0 4.5 282 0.5 0.02 1.1 4.1 8.6 337 11.9 8.6 OS OS 0.15 0.32 20 2.0 5.2 240 0.5 0.016 1.4 2.8 8.0 260 11.4 8.0 TOTAL TO POND 2.72 0.71 20 2.0 2.6 200 0.5 0.016 1.4 2.3 4.9 220 11.2 5.0 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 10-3-16 Prelim FC Flow-3425.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: 3425 Shields St.-Multifamily PROJECT NO: 1285-045-00 COMPUTATIONS BY: es DATE: 8/9/2016 100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) EX LOT 2.87 0.31 0.39 300 1.8 18.9 275 0.9 0.03 1.0 4.5 23.3 575 13.2 13.2 A1 A1 0.13 0.79 0.99 5 2.0 0.4 182 0.5 0.016 1.4 2.1 2.5 187 11.0 5.0 A2 A2 0.14 0.76 0.95 5 2.0 0.5 182 0.5 0.016 1.4 2.1 2.6 187 11.0 5.0 A3 A3 0.11 0.50 0.62 5 2.0 1.6 177 0.5 0.03 0.8 3.9 5.5 182 11.0 5.5 A4 A4 0.03 0.60 0.76 5 2.0 1.1 87 0.5 0.016 1.4 1.0 2.2 92 10.5 5.0 A5 A5 0.12 0.86 1.07 5 2.0 0.1 100 0.5 0.016 1.4 1.2 1.3 105 10.6 5.0 B1 B1 0.14 0.78 0.98 5 2.0 0.4 182 0.5 0.016 1.4 2.1 2.5 187 11.0 5.0 B2 B2 0.13 0.81 1.02 5 2.0 0.3 182 0.5 0.016 1.4 2.1 2.4 187 11.0 5.0 B3 B3 0.14 0.31 0.38 5 2.0 2.4 225 0.5 0.016 1.4 2.6 5.0 230 11.3 5.0 B4 B4 0.04 0.52 0.65 5 2.0 1.5 87 0.5 0.016 1.4 1.0 2.5 92 10.5 5.0 B5 B5 0.12 0.94 1.18 5 2.0 -0.3 120 0.5 0.016 1.4 1.4 1.1 125 10.7 5.0 B6 B6 0.05 0.65 0.81 5 2.0 1.0 145 0.5 0.016 1.4 1.7 2.7 150 10.8 5.0 C1 C1 0.16 0.81 1.01 5 2.0 0.3 155 0.5 0.016 1.4 1.8 2.1 160 10.9 5.0 C2 C2 0.17 0.77 0.96 5 2.0 0.5 215 0.5 0.016 1.4 2.5 3.0 220 11.2 5.0 D D 1.23 0.69 0.87 55 2.0 2.6 282 0.5 0.02 1.1 4.1 6.7 337 11.9 6.7 OS OS 0.15 0.32 0.40 20 2.0 4.7 240 0.5 0.016 1.4 2.8 7.5 260 11.4 7.5 TOTAL TO POND 2.72 0.71 0.89 20 2.0 1.4 200 0.5 0.016 1.4 2.3 3.8 220 11.2 5.0 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 10-3-16 Prelim FC Flow-3425.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: 3425 Shields St.-Multifamily PROJECT NO: 1285-045-00 COMPUTATIONS BY: es DATE: 8/9/2016 2 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) EX LOT 2.87 0.31 13.2 1.98 1.8 1.8 Historic 2-year A1 A1 0.13 0.79 5.0 2.85 0.3 0.3 A2 A2 0.14 0.76 5.0 2.85 0.3 0.3 A3 A3 0.11 0.50 5.9 2.67 0.1 0.1 A4 A4 0.03 0.60 5.0 2.85 0.0 0.0 A5 A5 0.12 0.86 5.0 2.85 0.3 0.3 B1 B1 0.14 0.78 5.0 2.85 0.3 0.3 B2 B2 0.13 0.81 5.0 2.85 0.3 0.3 B3 B3 0.14 0.31 5.3 2.76 0.1 0.1 B4 B4 0.04 0.52 5.0 2.85 0.1 0.1 B5 B5 0.12 0.94 5.0 2.85 0.3 0.3 B6 B6 0.05 0.65 5.0 2.85 0.1 0.1 C1 C1 0.16 0.81 5.0 2.85 0.4 0.4 C2 C2 0.17 0.77 5.0 2.85 0.4 0.4 D D 1.23 0.69 8.6 2.36 2.0 2.0 OS OS 0.15 0.32 8.0 2.42 0.1 0.1 TOTAL TO POND 2.72 0.71 5.0 2.85 5.5 5.5 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 24.221 / (10+ tc)0.7968 10-3-16 Prelim FC Flow-3425.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: 3425 Shields St.-Multifamily PROJECT NO: 1285-045-00 COMPUTATIONS BY: es DATE: 8/9/2016 10 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (10) from Q (10) Q(10)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) EX LOT 2.87 0.31 13.2 3.38 3.0 3.0 A1 A1 0.13 0.79 5.0 4.87 0.5 0.5 A2 A2 0.14 0.76 5.0 4.87 0.5 0.5 A3 A3 0.11 0.50 5.9 4.57 0.2 0.2 A4 A4 0.03 0.60 5.0 4.87 0.1 0.1 A5 A5 0.12 0.86 5.0 4.87 0.5 0.5 B1 B1 0.14 0.78 5.0 4.87 0.5 0.5 B2 B2 0.13 0.81 5.0 4.87 0.5 0.5 B3 B3 0.14 0.31 5.3 4.71 0.2 0.2 B4 B4 0.04 0.52 5.0 4.87 0.1 0.1 B5 B5 0.12 0.94 5.0 4.87 0.6 0.6 B6 B6 0.05 0.65 5.0 4.87 0.2 0.2 C1 C1 0.16 0.81 5.0 4.87 0.6 0.6 C2 C2 0.17 0.77 5.0 4.87 0.6 0.6 D D 1.23 0.69 8.6 4.02 3.4 3.4 OS OS 0.15 0.32 8.0 4.13 0.2 0.2 TOTAL TO POND 2.72 0.71 5.0 4.87 9.4 9.4 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / (10+ tc)0.7974 10-3-16 Prelim FC Flow-3425.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: 3425 Shields St.-Multifamily PROJECT NO: 1285-045-00 COMPUTATIONS BY: es DATE: 8/9/2016 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot Design Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) EX LOT 2.87 0.39 13.2 6.90 7.7 7.7 A1 A1 0.13 0.99 5.0 9.95 1.3 1.3 A2 A2 0.14 0.95 5.0 9.95 1.3 1.3 A3 A3 0.11 0.62 5.5 9.52 0.6 0.6 A4 A4 0.03 0.76 5.0 9.95 0.2 0.2 A5 A5 0.12 1.07 5.0 9.95 1.3 1.3 B1 B1 0.14 0.98 5.0 9.95 1.4 1.4 B2 B2 0.13 1.02 5.0 9.95 1.4 1.4 B3 B3 0.14 0.38 5.0 9.76 0.5 0.5 B4 B4 0.04 0.65 5.0 9.95 0.2 0.2 B5 B5 0.12 1.18 5.0 9.95 1.5 1.5 B6 B6 0.05 0.81 5.0 9.95 0.4 0.4 C1 C1 0.16 1.01 5.0 9.95 1.6 1.6 C2 C2 0.17 0.96 5.0 9.95 1.6 1.6 D D 1.23 0.87 6.7 8.96 9.5 9.5 OS OS 0.15 0.40 7.5 8.65 0.5 0.5 TOTAL TO POND 2.72 0.89 5.0 9.95 24.0 24.0 Q = C iA Q = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 84.682 / (10+ tc) 0.7975 10-3-16 Prelim FC Flow-3425.xls SUMMARY DRAINAGE SUMMARY TABLE Design Tributary Area C (10) C (100) tc (10) tc (100) Q(2)tot Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) (cfs) A1 A1 0.13 0.79 0.99 5.0 5.0 0.3 0.5 1.3 A2 A2 0.14 0.76 0.95 5.0 5.0 0.3 0.5 1.3 A3 A3 0.11 0.50 0.62 5.9 5.5 0.1 0.2 0.6 A4 A4 0.03 0.60 0.76 5.0 5.0 0.0 0.1 0.2 A5 A5 0.12 0.86 1.07 5.0 5.0 0.3 0.5 1.3 B1 B1 0.14 0.78 0.98 5.0 5.0 0.3 0.5 1.4 B2 B2 0.13 0.81 1.02 5.0 5.0 0.3 0.5 1.4 B3 B3 0.14 0.31 0.38 5.3 5.0 0.1 0.2 0.5 B4 B4 0.04 0.52 0.65 5.0 5.0 0.1 0.1 0.2 B5 B5 0.12 0.94 1.18 5.0 5.0 0.3 0.6 1.5 B6 B6 0.05 0.65 0.81 5.0 5.0 0.1 0.2 0.4 C1 C1 0.16 0.81 1.01 5.0 5.0 0.4 0.6 1.6 C2 C2 0.17 0.77 0.96 5.0 5.0 0.4 0.6 1.6 D D 1.23 0.69 0.87 8.6 6.7 2.0 3.4 9.5 OS OS 0.15 0.32 0.40 8.0 7.5 0.1 0.2 0.5 Page 1 C APPENDIX C HYDRAULIC CALCULATIONS (PROVIDED AT FINAL) D APPENDIX D WATER QUALITY & DETENTION POND AND LID INFORMATION Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility POND Project Name: 3425 SOUTH SHIELDS SUBDIVISION Project Number: 1285-045-00 Company: INTERWEST CONSULTING GROUP Designer: ES Date: 10/3/2016 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i=Ia/100) Ia = 65 % i = 0.65 B) Contributing Watershed Area (Area) A = 2.72 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.254134 watershed inches (WQCV = 1.0 * (0.91 * i3 - 1.19 * i2 + 0.78i) ) D) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.069124 ac-ft New Impervious Area 91,775 sf Required Minimum Impervious Area to be Treated 45,888 sf Treatment #1 - Pervious Pavers 17,115 sf Area to Treatment #1 (Basin D) 28,336 sf Total Area Treated 45,451 sf Actual % On-Site Treated by LID 50 % New Pavement Area 46,229 sf Required Minimum Area of Pervious Pavement 11,557 sf Area of Pervious Pavers Provided 17,115 sf Actual % of Pervious Pavement Provided 37 % Impervious Area to Pervious Pavers 28,336 sf Total Pervious Pavement Area 17,115 sf Ratio 1.7 50% On-Site Treatment by LID Requirement 3:1 Ratio Requirement LID Table 25% Porous Pavement Requirement E APPENDIX E DETENTION INFORMATION Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: 3524 Shields PROJECT NO: 1285-045-00 COMPUTATIONS BY: ES DATE: 10/3/2016 Equations: Area trib. to pond = 2.72 acre Developed flow = QD = CIA C (100) = 0.89 Vol. In = Vi = T C I A = T QD Developed C A = 2.4 acre Vol. Out = Vo =K QPO T Release rate, QPO = 1.80 cfs storage = S = Vi - Vo K = 1 (from fig 2.1) Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Storage Duration, T Intensity, I (cfs) Vi Vo S S (min) (in/hr) (ft 3 ) (ft 3 ) (ft 3 ) (ac-ft) 5 9.95 24.1 7226 540 6686 0.15 10 7.77 18.8 11281 1080 10201 0.23 20 5.62 13.6 16328 2160 14168 0.33 30 4.47 10.8 19471 3240 16231 0.37 40 3.74 9.1 21729 4320 17409 0.40 50 3.23 7.8 23485 5400 18085 0.42 60 2.86 6.9 24922 6480 18442 0.42 70 2.57 6.2 26139 7560 18579 0.43 80 2.34 5.7 27195 8640 18555 0.43 90 2.15 5.2 28128 9720 18408 0.42 100 1.99 4.8 28966 10800 18166 0.42 110 1.86 4.5 29727 11880 17847 0.41 120 1.75 4.2 30424 12960 17464 0.40 130 1.65 4.0 31068 14040 17028 0.39 140 1.56 3.8 31666 15120 16546 0.38 150 1.48 3.6 32226 16200 16026 0.37 160 1.41 3.4 32752 17280 15472 0.36 170 1.35 3.3 33248 18360 14888 0.34 180 1.29 3.1 33718 19440 14278 0.33 190 1.24 3.0 34165 20520 13645 0.31 200 1.19 2.9 34591 21600 12991 0.30 210 1.15 2.8 34998 22680 12318 0.28 220 1.11 2.7 35387 23760 11627 0.27 230 1.07 2.6 35761 24840 10921 0.25 240 1.04 2.5 36121 25920 10201 0.23 250 1.00 2.4 36467 27000 9467 0.22 260 0.97 2.4 36801 28080 8721 0.20 Required Storage Volume: 18579 ft 3 0.43 acre-ft 10-3-16 Prelim Detention.xls,FAA-100yr Proposed Detention Pond - Stage/Storage LOCATION: 3524 Shields PROJECT NO: COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 8/12/2016 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Surface Incremental Total Detention Stage Area Storage Storage Storage (ft) (ft2) (ac-ft) (ac-ft) (ac-ft) 5075.6 0 5076.0 650 0.00 0.00 5076.5 980 0.01 0.01 5077.0 1070 0.01 0.02 WQCV 5077.5 1170 0.01 0.04 0.00 5078.0 1270 0.01 0.05 0.01 5078.5 1370 0.02 0.07 0.03 5079.0 1480 0.02 0.08 0.05 5079.5 1730 0.02 0.10 0.06 5080.0 2240 0.02 0.12 0.09 5080.1 2350 0.01 0.13 0.09 5080.2 3250 0.01 0.13 0.10 5080.3 7710 0.01 0.15 0.11 5080.4 9620 0.02 0.17 0.13 5080.5 11480 0.02 0.19 0.15 5080.6 13330 0.03 0.22 0.18 100-yr WSEL- 5080.7 14960 0.03 0.25 0.22 REQUIRED DETENTION VOL = 0.43 AC-FT WQCV (60% of total WQCV volume) = 0.04 AC-FT TOTAL REQUIRED VOLUME = 0.47 AC-FT 10-3-16 Prelim Detention.xls F APPENDIX F SOILS INFO, FEMA FIRM AND REFERENCE MATERIALS Hydrologic Soil Group—Larimer County Area, Colorado (3425 S SHIELDS ST APARTMENTS) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2016 Page 1 of 4 4487690 4487710 4487730 4487750 4487770 4487790 4487690 4487710 4487730 4487750 4487770 4487790 491690 491710 491730 491750 491770 491790 491810 491830 491850 491870 491690 491710 491730 491750 491770 491790 491810 491830 491850 491870 40° 32' 27'' N 105° 5' 53'' W 40° 32' 27'' N 105° 5' 45'' W 40° 32' 23'' N 105° 5' 53'' W 40° 32' 23'' N 105° 5' 45'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 40 80 160 240 Feet 0 10 20 40 60 Meters Map Scale: 1:882 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 3 Altvan-Satanta loams, 0 to 3 percent slopes B 2.2 66.0% 4 Altvan-Satanta loams, 3 to 9 percent slopes B 0.1 2.3% 74 Nunn clay loam, 1 to 3 percent slopes C 1.1 31.7% Totals for Area of Interest 3.3 100.0% 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. Hydrologic Soil Group—Larimer County Area, Colorado 3425 S SHIELDS ST APARTMENTS Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2016 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado 3425 S SHIELDS ST APARTMENTS Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2016 Page 4 of 4 ✁ ✂ ✄ ☎ ✂ ✆ ✝ ✞ ✁ ✄ ✟ ✝ ✓ ✁ ✔ ✄ ✕ ✂ ✖ ✗ ✠ ✘ ✂ ✙ ☎ ✚ ✡ ✛ ✜ ✂ ☛ ✘ ☞ ✗ ✌ ✢ ✍ ✣ ✎ ✤ ✏ ✤ ✗ ✥ ✦ ✗ ✦ ✧ ✗ ★ ✢ ✗ ✥ ✩ ✔ ✪ ✗ ✫ ✤ ✬ ✗ ★ ✭ ✮ ✣ ✯ ✰ ✥ ✗ ✰ ✰ ✱ ✔ ✖ ✯ ✗ ✰ ✁ ✡ ☎ ✑ ✒ ✒ ❅ ✺ ✵ ✿ ✳ ✶ ✵ ✹ ✵ ❆ ✺ ✸ ✻ ✲ ✼ ☛ ✶ ✲ ✳ ✞ ✴ ✽ ✡ ✲ ✸ ✵ ✲ ✶ ✼ ✾ ✷ ✶ ✸ ✸ ✿ ✵ ✾ ✿ ✼ ✵ ✄ ❂ ❀ ❃ ✶ ✶ ✸ ✸ ✼ ❄ ✶ ✿ ✷ ✳ ✺ ✾ ✵ ✲ ✳ ❁ ✶ ✶ ✵ ✵ ✁ ✶ ✞ ☎ ✹ ✠ ✵ ✿ ✷ ✶ ✿ ✺ ✳ ✴ ❂ ✿ ❇ ❁ ❁ ✶ ✾ ✿ ❇ ✽ ✳ ❂ ● ✶ ✺ ❊ ✾ ● ✿ ✶ ✳ ✻ ✲ ✷ ✲ ✸ ✿ ❇ ✸ ✾ ✼ ❂ ❆ ✽ ✿ ☞ ✲ ✷ ✴ ✿ ❇ ❇ ✷ ❍ ✶ ✲ ✴ ✾ ✲ ✸ ✶ ✲ ✼ ✲ ✸ ✽ ✶ ✵ ✶ ✲ ✴ ✵ ✏ ❈ ❋ ❏ ■ ❉ ❉ ❑ ✄ ✳ ✴ ✠ ▼ ✂ ☛ ✺ ✿ ❃ ✲ ❁ ✺ ✵ ✲ ❇ ✽ ❇ ✾ ✻ ✾ ✸ ● ✸ ✿ ✾ ✿ ✲ ● ✾ ✲ ❂ ✺ ✲ ✼ ❇ ✳ ✸ ❆ ✸ ✶ ✶ ✶ ✿ ✾ ✳ ✲ ❇ ☞ ✾ ✵ ✷ ✵ ✲ ✾ ✾ ✾ ✷ ✲ ✸ ✼ ❇ ✽ ✲ ✶ ✸ ✴ ❁ ✏ ✶ ✸ ▲ ❋ ❋ ■ ❉ ❑ ❑ ❀ ✲ ▼ ✸ ◆ ✶ ✵ ✲ ❖ ❄ ✼ ❍ ✶ ✲ ❂ ✸ ✶ ✶ ✾ ✲ ✶ ✵ ✸ ✿ ✶ ✵ ❈ ❉ ❑ ❀ ✹ ✁ ✡ ❇ ✼ ✲ ✳ ✲ ✽ ✿ ✴ ❍ ❇ ✸ ✷ ✶ ❁ ✷ ✷ ❄ ✸ ✲ ✷ ❇ ✶ ✵ ✴ ✺ ❇ ✷ ✳ ❍ ❃ ✴ ✲ ✶ ✵ ✸ ✴ ✴ ✂ ✲ ✸ ✸ ✶ ✶ ✲ ✲ ✵ ✵ ❆ ❉ ✎ ✎ ❑ ❑ ❉ ☞ ▼ ✆ ✑ P ✿ ✸ ✻ ✵ ✽ ✻ ✶ ● ✾ ✶ ✵ ✶ ✷ ✳ ✿ ✳ ✸ ✾ ✿ ✶ ❊ ✼ ❇ ✲ ✶ ✻ ✻ ❇ ✳ ❇ ❇ ✷ ✷ ✾ ✴ ✵ P P ❖ ✺ ✲ ✲ ✲ ✵ ❁ ✳ ✶ ✳ ✸ ✲ ✲ ✿ ✳ ✼ ❇ ❇ ❍ ❍ ✷ ✺ ✵ ✵ ✾ ❇ ✾ ✿ ✿ ✵ ✺ ✴ ✵ ✸ ✶ ✲ ✻ ✿ ❇ ✳ ✶ ✴ ✏ ❘ ◗ ◗ ❉ ✹ ✾ ✸ ❀ ✆ ✶ ✲ ✸ ✶ ✲ ❄ ✾ ✵ ❄ ✶ ✶ ❆ ✴ ❇ ☞ ❃ ✲ ✼ ◆ ✶ ✴ ✏ ✎ ❘ ❑ ❑ ❑ ✁ ☛ ☛ ✲ ✲ ✸ ✷ ✿ P P ✷ ❄ ✶ ✻ ✳ ✳ ✵ ✵ ✵ ✲ ❖ ❖ ✳ ✵ ✼ ✴ ✲ ❇ ✲ ✳ P ❍ ✴ ✶ ✲ ❍ ❍ ❇ ◆ ✵ ✵ ✵ ✷ ✷ ✿ ✿ ❇ ❇ ❈ ❈ ❑ ❑ ❑ ❑ ■ ✹ ✶ ✶ ✒ ✿ ❁ ✺ ✸ ✶ ✵ ✁ ✑ ● ❙ ✾ ✽ ✸ ✷ ✺ ❁ ✽ ✁ ✑ ● ❉ ✻ ✷ ✸ ❃ ✶ ✸ ✼ ✶ ✳ ✾ ✲ ❁ ✶ ✿ ❂ ❃ ✶ ✸ ❄ ✿ ✷ ✺ ✵ ✳ ✶ ✵ ✵ ✍ ❴ ❵ ❫ ❵  ❚ ❱ ❳ ❚ ❪ ❭  ❚ ❱ ❩ ❩ ❪ ❬  ❚ ❱ ❚ ❳ ❨ ❪  ❲ ❱ ❚ ❯ ✻ ✷ ✸ ❴ ❛ t ❲ ❖ ✷ ✾ ✽ ✶ ✸ P ✿ ✵ ✶ ❴ ❛ ❜ ❲ ☞ ✁ ✑ ● ❏ ✏ ♥ ♦ ♣ ♠ ♦ ♣  ❝ ❡ ❣ ✐ ❣ ❧ ❦  ❝ ❡ ❢ ❣ ❤ ❧ ❥  ❝ ❡ ❢ ❢ ❞ ❧  ❝ ❡ ❝ ❞ ☞ ✁ ✑ ● ▲ ✏ ◗ ✉ ❑ ✈ ✇ ❑ ① ▲ ② ● ③ ❑ ✈ ① ✎ ④ ♥ ② ① t ⑤ ⑥ ① ② ⑦ r ⑧ s ⑨ ⑩ ⑩  ⑦ ❶ ♥ ⑩ ♦ ② ♣ ❷ ✈ ⑩ ⑨ ③ q ④ ❸ ❷ ✈ ④ ❹ ❷ ✁ ✑ ● ❈ ✁ ✂ ✄ ☎ ✆ ✝ ✄ ✞ ✞ ☎ ✆ ✟ ✠ ✆ ✡ ☎ ✟ ☛ ☞ ✌ ✍ ✂ ✄ ✟ ☎ ✎ ✆ ☞ ✝ ✂ ✠ ✏ ✍ ✠ ✆ ✑ ☛ ✑ ✍ ✂ ✒ ✠ ✖ ✕ ✓ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✙ ✘ ✗ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✜ ✛ ✚ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✕ ✓ ✢ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✔ ✓ ✓ ✕ ✓ ✔ ✓ ✓ ✖ ✓ ✔ ✓ ✓ ✣ ✤ ✥ ✦ ✧ ★ ✩ ✦ ✗ ✪ ✓ ✤ ✔ ✓ ✫ ✓ ✥ ✬ ✭ ✮ ✯ ✰ ✱ ✲ ✳ ✴ ✵ ✘ ✓ ✔ ✓ ✓ ✙ ✓ ✔ ✓ ✓ ✚ ✓ ✔ ✓ ✓ ✸✾✹✽✼✹✸✻✻✷✺✹✸✷✶ ❁❀✿✼ ❄ ❄❇ ❋ ❃❂ ❆❅ ❊❉❈ ✖ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖ ✕ ✓ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖ ✕ ✓ ✓ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖  )LJXUH5$±&LW\RI)RUW&ROOLQV 5DLQIDOO,QWHQVLW\±'XUDWLRQ±)UHTXHQF\&XUYHV & ❴ ❴ ✈ ❵ ❛ ❛ ✁ ✂ ✒ ☞ ☞ ✄ ✝ ✝ ✑ ☎ ☛ ☛ ✎ ✖ ✕ ✖ ✕ ✆ ✚ ✏ ✏ ✌ ☞ ✝ ✏ ✛ ✏ ✝ ✞ ☛ ✎ ✏ ✎ ✟ ✎ ✑ ✌ ☞ ✠ ✑ ✝ ☛ ✞ ✕ ✕ ✝ ✝ ✌ ✌ ✡ ✗ ✞ ✗ ☛ ☛ ☛ ✌ ☞ ✗ ✌ ✟ ✘ ☛ ☞ ✠ ✞ ✌ ✝ ✖ ✍ ✒ ✟ ✘ ✏ ✟ ✕ ✎ ✝ ✕ ✍ ☛ ✑ ✝ ✞ ✞ ☛ ✒ ✞ ☛ ✖ ✎ ✎ ✆ ✑ ✝ ✌ ✏ ✏ ✕ ✎ ✌ ✌ ✕ ✙ ☛ ✟ ✘ ✚ ☞ ✍ ☛ ✝ ✠ ✑ ☛ ✍ ✕ ✟ ✝ ✕ ✎ ✕ ✏ ☞ ✍ ✑ ✏ ✟ ☛ ✒ ✎ ✎ ✄ ✖ ✌ ✓ ✑ ✑ ✏ ✒ ✓ ✌ ✞ ✌ ✟ ✕ ✟ ✟ ✍ ✙ ✔ ☞ ☛ ✞ ✄ ✒ ✑ ☛ ✚ ✎ ✝ ✖ ✜ ✕ ✏ ✕ ✕ ✗ ✕ ☛ ☛ ☞ ✞ ✝ ✞ ☛ ✒ ☛ ✎ ✕ ✎ ✌ ✕ ✝ ✏ ✕ ☞ ✕ ✞ ✕ ✏ ✝ ☛ ☞ ✓ ✎ ✝ ✌ ☛ ✑ ✌ ✕ ✗ ✄ ✕ ✝ ✏ ✟ ☞ ✑ ✑ ✏ ☛ ☛ ☛ ✖ ✎ ✑ ✌ ✘ ✝ ✒ ☛ ✎ ☞ ✑ ☛ ✏ ✌ ✕ ✗ ✖ ✏ ☛ ☛ ✕ ✖ ✝ ✘ ✞ ✞ ✏ ✎ ✝ ✖ ✘ ☛ ✜ ✝ ✑ ✟ ✏ ✑ ✧ ✄ ☛ ✎ ✖ ✍ ☛ ✓ ✍ ✢ ✟ ✒ ✎ ✣ ✑ ✖ ✌ ✤ ✄ ✑ ✥ ✒ ✦ ☛ ✞ ✔ ✄ ✕ ✜ ✟ ✟ ☞ ✑ ✟ ☛ ☛ ✄ ✖ ✍ ✌ ☛ ✙ ✝ ✘ ✢ ✎ ☛ ✣ ✑ ✌ ✗ ✤ ✓ ☛ ✥ ✒ ✟ ✥ ☞ ✑ ✍ ✌ ✌ ✏ ✒ ✑ ✄ ✟ ✌ ☛ ✑ ✍ 7DEOH52 5DWLRQDO0HWKRG0LQRU6WRUP5XQRII&✾ ✸ ❀ ✸ ✹ ✹ ✹ ✹ ★ ❁ ✺ ❀ ✿ ✩ ❅ ✹ ✪ ❆ ❂ ✫ ❃ ✬ ✹ ❇ ✭ ✮ ✹ ✯ ❀ ✭ ✰ ✱ ✰ ✲ ✳ ✬ ✩ ✴ ✰ ✬ ✵ ✰ ✱ ✭ ✱ ✶ RHIILFLHQWVIRU=✷ ✰ ✩ ✻ ✲ ✻ ✻ ✻ ✲ ✼ RQLQJ&❄ ✼ ✼ ✼ ✭ ✽ ✽ ❈ ✫ ❄ ✭ ✩ ✱ ✯ ODVVLILFDWLRQV ❆ ❁ ❉ ❋ ✹ ✹ ❇ ● ❁ ❇ ✸ ❍ ✹ ❃ ✹ ✹ ❉ ✹ ❆ ■ ❇ ▼ ● ✹ ✹ ❅ ● ❆ ✸ ❆ ❏ ❅ ❅ ✹ ❇ ❇ ❇ ✹ ✹ ✹ ❇ ❇ ❁ ❅ ✹ ✸ ❇ ❅ ✹ ❇ ❀ ✹ ❆ ❅ ❆ ✹ ❇ ❅ ❇ ✹ ❑ ✻ ✻ ✻ ✻ ✼ ✼ ✼ ❈ ▲ ▲ ✼ ❊ ❄ ❄ ❄ ❂ ❃ ❖ ❋ ▼ ◆ ❇ ✿ ● ✹ ❅ ✹ P ❑ ❇ ◗ ❇ ❍ ❘ ❙ ❏ ✻ ✻ ✻ ✻ ✼ ✼ ✼ ✼ ▲ ▲ ▲ ❚ ❄ ❄ ❄ ❄ ✺ ❱ ◗ ❭ ❋ ❍ ❖ ❘ ❃ ❪ ■ ◗ ■ ❭ ❘ ◗ ❖ ❍ ❃ ❭ ❫ ❱ ❃ ❍ ❃ ❭ ❖ ❍ ● P ◗ ❍ ❪ P ● ❘ ❃ ✾ ❖ ❃ ❪ ❖ ❙ ❂ ✸ ❩ ❘ ■ ✹ ● ✹ ❯ ❬ ❇ ● ■ ❍ ✹ ❅ ❴ ❙ ❀ ❱ ❍ ❳ ❪ ❲ ❘ ■ P ❖ ❍ ❱ ❏ ❃ ● ❱ ❴ ● ❋ ❪ ❵ ❖ ❍ ● P ◗ ❍ ❪ P ● ❲ ❙ ■ ❘ ● ■ ◗ ■ ❴ ■ ◗ P ❱ ❛ ◗ P ❍ ❪ ✻ ✻ ❙ ✻ ■ ✼ ✼ ▲ ❨ ✼ ❨ ✺ ❄ ❄ ❱ ❋ ◗ ❱ ❴ P ❵ ■ ❇ ❍ P ❜ ❀ ❘ ❃ ❖ ✾ ● ■ ❇ ❱ ❖ ■ ❅ ❘ ● ❘ ❝ ■ ❃ ❖ ■ ❖ ✼ 7DEOH52 5DWLRQDO0HWKRG5XQRII&❑ P ◗ ■ ❛ ❇ ✐ ■ ✷ ❱ P ● ◗ ❞ ● ❲ ❘ ❃ ❅ ✴ ❯ ❵ ❪ ❲ ✬ ■ ❘ ◗ ✴ ❘ ❙ ■ ❙ ✫ ◗ P P ❤ ■ ✯ ✩ ❍ ❃ ✬ ❭ ✰ ✲ ❙ ❱ ❡ P ❢ ● ❅ ✬ ✲ ❖ ✴ ◗ ❍ ✫ ❯ RHIILFLHQWVIRU&✩ ■ ● ❏ ❣ ❢ ✱ ✰ ✲ ✲ RPSRVLWH$✻ ✻ ✷ ✻ ✼ ✼ ▲ ▲ ✼ ✰ ❄ ❄ ❄ ✩ ✲ ✲ ✭ ✫ ✭ ✩ ✱ QDO\✯ VLV ❀ ❘ ❥ ✸ ✸ ✺ ❛ ❃ ❙ ❱ ■ ❯ ❘ ● ❪ ❱ ■ P ❅ ❜ ◗ ❴ ❦ ● ❘ ● ❪ ❘ ❨ ❭ ❙ ❃ ■ ❧ ■ ❖ ❖ ❜ ❨ ❘ P ● ● ❱ ❲ ❱ ❍ ❵ ❊ ❙ ❘ ❏ ❧ ❙ P ✻ ✻ ✻ ✻ ✼ ✼ ▲ ♠ ✼ ✼ ♠ ❚ ❄ ❄ ❀ ❘ ❥ ❑ ✺ ❛ ❑ ❃ P ❙ P ❯ ❘ ■ ■ ● ■ ■ P ■ ❅ ❲ ❲ ◗ ❦ ❵ ❘ ■ ❨ ❭ ♥ ♥ ❘ ❧ ■ ❊ ❊ ❯ ❧ ❧ ❜ ❨ P ● ❱ ❱ ❍ ❊ ❙ ❏ ❧ ✻ ✻ ✻ ✻ ✼ ✼ ❨ ✽ ✼ ✼ ❨ ❨ ❄ ❄ ✂ ♦ ☎ ♣ ✎ ☛ q r s t ✉ ✈ ✇ ① ② ③ ④ ✏ ✑ ✟ ✖ ✖ ☛ ✖ ✔ ✌ ✝ ✞ ☛ ✟ ✖ ✟ ✑ ✕ ✝ ✍ ✍ ✝ q ✑ ⑤ ✁  ✟ ✜ ✂ &✠ ✗ ✄ RPSRVLWH5XQRII&☎ ☎ ✟ ✆ ✒ ✝ ✒ ✓ ✓ ☎ ✞ ✔ ✔ ✟ ✕ ✕ ✠ ✓ ✓ ✡ ✠ ✠ ☛ ✆ ✆ ✎ ✎ ☞ ✟ ✟ ☛ ✄ ☎ ✄ ✡ ✡ ✠ ✝ ✆ ✝ ✝ ✓ ✓ ✠ ✌ ✌ ✌ ✌ ☎ RHIILFLHQW ✄ ✒ ✒ ✟ ✓ ✓ ✟ ✟ ✌ ✄ ✌ ✌ ✟ ✌ ✌ ✆ ✆ ✍ ✒ ✒ ✡ ✆ ✆ ✟ ✟ ✟ ✝ ✝ ✝ ✎ ✎ ✎ ✏ ✔ ✆ ✑ ✠ ✡ ✒ ✓ ✠ ✓ ☛ ✎ ✔ ✎ ☛ ☎ ✕ ✆ ✟ ✝ ✓ ✒ ✟ ✠ ☎ ✖ ✟ ✏ ✖ ✒ ✡ ✡ ✠ ✓ ✏ ✆ ✌ ☎ ✝ ✎ ✏ ✞ ✟ ☎ ✖ ✝ ✎ ✗ ✖ ✌ ✟ ✓ ✎ ✄ ✌ ✗ ✓ ☎ ☎ ✏ ✎ ✝ ✏ ✓ ✗ ✑ ✢ ☎ ✞ ✠ ✆ ✆ ✝ ✛ ✔ ✞ ✟ ✡ ✝ ✌ ✏ ✓ ✎ ✖ ✆ ✄ ✕ ✄ ✔ ☎ ✏ ✟ ✆ ✡ ✝ ✏ ✠ ☎ ☎ ✡ ✞ ✣ ✄ ✟ ✌ ☎ ✠ ✒ ✡ ✟ ☛ ✠ ☞ ☛ ✓ ☎ ✄ ✠ ✘ ✆ ✝ ✓ ✙ ✝ ✆ ✝ ✞ ✒ ✏ ☎ ✠ ✠ ✆ ✌ ✆ ✒ ☎ ✎ ✆ ✓ ✝ ✠ ✙ ✚ ✝ ✠ ✡ ✒ ✗ ✒ ☎ ✠ ☞ ✦ ✥ ( ✦ ✤ ✦ ) ★ ∑ ★ ✧ ✧ ✰ ✗ = ✟ ✄ ✟ = ✩ ✣ ✪ ✫ ✬ ✭ ☞ ✮ ✯ ✵ ✱ ✝ ✱ ✳ ✳ ✲ ✲ ✲ ✲ ✸ ✱ ✬ ✵ ✡ ✓ ✡ ✄ ✔ ✔ ✟ ✝ ☎ ☛ ✓ ✕ ✟ ✌ ✓ ✓ ✌ ✄ ✌ ✠ ✱ ✆ ✓ ✴ ✎ ✌ ✟ ✓ ✡ ✟ ✖ ✄ ✬ ✌ ✌ ✆ ✌ ☎ ✌ ✡ ✆ ✌ ✒ ✝ ✒ ✟ ✟ ✓ ✆ ✄ ✟ ✟ ✌ ✢ ✝ ✌ ✝ ✎ ✆ ✎ ✱ ✎ ✌ ✗ ✠ ✓ ✓ ✡ ✟ ✄ ✬ ✄ ✌ ✌ ✴ ✡ ✌ ☎ ✆ ✕ ✝ ✒ ✒ ✟ ✓ ✟ ✆ ✒ ✟ ✌ ✠ ✌ ✆ ✝ ✌ ✎ ✎ ✱ ✓ ✆ ✒ ✓ ☛ ✵ ✟ ✟ ✌ ✄ ✌ ✒ ✟ ✆ ✓ ☎ ✒ ✝ ✆ ✫ ✟ ✠ ✵ ✝ ✆ ✖ ✎ ✳ ✯ ✟ ✓ ✄ ✌ ✟ ✖ ✱ ✳ ✶ ☎ ✒ ✄ ✟ ✠ ✓ ✄ ✌ ✟ ✟ ✎ ✷ ✫ ✺ ✯ ✵ ✵ ✹ ✝ ✲ ✟ ✢ ✜ ✓ ✻ ✎ ✼ ☎ ✽ ✏ ✾ ✵ ✿ ❀ ✄ ❁ ✟ ☎ ❂ ✓ ❃ ❄ ✛ ❅ ✟ ✄ ✆ ✠ ✢ ☎ ✗ ✖ ✆ ✖ ✒ ✟ ✗ ✖ ✱ ✶ ✎ ✆ ✓ ✠ ✄ ☎ ✟ ✕ ☎ ✕ ✖ ✏ ✆ ☎ ✒ ✠ ☎ ☛ ✌ ✓ ✏ ✟ ✏ ✏ ✶ ✓ ☎ ✢ ✒ ✄ ✠ ✟ ✣ ✠ ✓ ✄ ✌ ✟ ✟ ✎ ✷  ✎ ✠ ✄ ✜ ✜QIUHTXHQW6WRUPV 5XQRII&✄ ✡ ✎ ☎ ✗ ✗ ✓ ✝ ✎ ✟ ✟ ✄ ✓ ✆ ✔ ✠ ✓ ✄ ✌ ✟ ✝ ✌ ✡ ✠ ✙ ✶ ✌ ✝ ✢ ✄ ✓ ✖ ✜ ✟ ✆ ✌ ✟ ✍ ✗ ✎ RHIILFLHQW$✌ ✕ ✗ ✡ ✆ ✒ ✄ ✠ ✟ ✟ ✗ ✓ ✝ ☎ ✠ ✆ ✟ ✒ ✖ ✞ ✠ ✌ ❊ ✑ ✆ ✗ ✌ ✓ ✡ ✆ ✟ ☎ ✒ ✝ ✠ ✄ ✖ ✆ ✎ ✟ ✔ ❊ ✄ ✆ ✝ ✝ ✟ ✡ ✟ ✎ ✎ ✎ ✠ ✟ ✟ ✠ ✝ GMXVWPHQWIRU,✎ ✔ ✝ ✝ ✎ ✕ ✎ ✠ ✆ ✄ ✟ ✆ ✆ ✠ ✓ ✓ ✎ ✝ ✆ ☎ ✝ ✛ ✎ ✟ ✕ ✶ ✆ ✠ ✌ ✖ ✕ ✶ ☎ ✟ ✟ ✏ ✒ ☎ ✛ ✆ ✖ ✎ ✝ ✟ ☎ ✓ ✖ ✕ ✆ ✄ ☎ ✝ ✓ ✠ ✖ ✎ ✓ ☞ ✎ ❊ ☎ ✎ ☎ ✡ ✄ ✄ ✎ ☛ ☎ ✟ ✠ ✗ ✏ ✎ ✝ ✟ ✟ ✔ ✌ ✠ ✓ ✠ ✒ ✕ ✟ ✡ ✓ ✬ ✆ ✝ ✝ ✄ ✔ ✭ ✎ ☎ ✖ ✎ ✓ ✕ ☞ ✆ ✆ ✓ ✌ ✓ ❆ ✝ ✝ ❇ ✠ ✎ ✜ ✗ ✆ ✎ ☎ ☎ ✟ ✟ ☎ ✝ ✝ ☛ ✄ ✄ ✖ ✖ ✡ ✏ ✡ ✟ ✝ ✬ ✝ ✓ ✬ ✓ ✓ ✎ ✭ ✗ ✌ ✌ ✭ ✌ ✌ ✟ ☞ ❆ ☞ ✄ ✒ ✒ ❆ ❆ ✓ ✓ ✏ ❈ ✓ ✟ ✟ ☎ ✙ ✠ ✌ ✌ ✄ ✌ ✠ ✌ ✟ ✆ ✆ ✟ ✒ ✒ ☎ ✠ ✆ ✆ ✟ ✕ ✟ ✎ ✝ ✕ ✝ ✗ ✎ ✄ ✎ ☎ ✙ ✓ ✎ ✆ ✠ ✕ ✗ ✄ ✄ ☎ ✆ ✟ ☎ ✛ ✍ ✎ ✟ ✟ ✡ ✆ ☎ ✌ ✄ ✓ ✟ ✕ ✄ ✖ ✄ ✡ ✓ ✖ ✠ ✕ ✡ ✟ ✓ ✟ ✢ ✄ ✎ ✎ ✓ ✆ ✆ ✓ ✎ ✗ ✎ ✝ ✗ ☎ ✎ ✟ ✗ ✏ ✏ ✟ ✏ ✑ ✟ ❈ ✠ ✠ ✠ ☞ ✔ ✟ ✑ ✝ ✟ ☎ ✆ ☎ ✏ ✝ ✏ ✄ ✟ ✞ ✄ ✠ ✎ ☎ ✟ ✓ ✔ ✌ ✄ ✌ ✔ ✓ ✟ ✡ ✒ ✟ ✎ ✝ ✛ ✎ ✓ ✟ ✓ ✝ ✝ ✌ ✎ ✠ ✙ ✆ ✎ ✝ ✓ ❉ ✌ ✄ ✆ ✓ ✔ ✏ ☞ ✄ 7DEOH52 ❋ 5DWLRQDO0HWKRG5XQRII&● ❍ ■ ❏ ❑ ▲ ● ❜ ▼ ❴ ❭ ❭ ❴ ■ ❴ ❝ ◆ ❪ ❪ ❪ ❪ ❫ ❫ ❫ ❫ ❖ ❴ ❴ ▲ ❭ ❜ ❵ ❵ ■ ❜ ❵ ❵ P ❍ ◗ ❘ ❙ ▲ ❚ ■ ❯ ❱ RHIILFLHQWVIRU&❲ ■ ▲ ❳ ▼ RPSRVLWH$▲ ◆ ❴ ❴ ❴ ❴ ❨ ❙ ❛ ❛ ❛ ❛ ❵ ❴ ❭ ❭ ❲ ❵ ❵ ❵ ❜ ❚ ❨ ● ❍ QDO\■ ❩ ❬ VLV 1RWH❞ ❡ ❢ ❣ ❤ ✐ ❫ ❥ ❦ ❧ ❪ ❫ ♠ ♥ ❪ ♦ ♣ ❣ q ♥ r ❧ s t t ❫ ❪ ❣ ✉ ❧ ❣ ❣ ❥ ❪ ❢ ❣ ✈ s ✇ ❦ ❣ ❫ ♠ ❴ ① ♦ t ❪ ❢ ❣ ❧ s q ❣ q ② ❢ ❣ ✐ ❣ ♦ ❪ ❥ ❫ ❣ q ③ s ✈ s ✇ ❦ ❣ ❫ ♠ ❴ ♣ ❦ q ❪ ④ ✫ ✫ ⑦ ⑤ ✯ ✯ ✻ ✻ ✼ ✼ ✽ ✽ ✾ ✾ ✿ ✿ ❀ ❀ ❁ ❁ ⑥ ⑥ ❃ ❃ ❂ ❄ ✆ ✆ ✠ ✠ ✖ ✖ ✟ ✟ ✏ ✏ ✟ ✟ ✎ ✎ ✟ ✟ ✖ ✖ ✆ ✆ ✝ ✝ ✆ ✆ ✎ ✎ ✠ ✠ ✟ ✟ ✝ ✝ ✎ ✎ ✆ ✆ ✄ ✄ ✟ ✟ ✎ ✎ ✑ ✑ ✙ ✙ ❣ ❦ q ❣ ❥ ❛ ✫ ✫ ⑧ ✮ ✯ ✯ ✻ ✵ ✼ ✽ ✝ ✾ ✟ ✿ ✢ ❀ ❁ ✻ ⑥ ✼ ❃ ✽ ⑥ ✾ ✿ ✆ ❀ ✠ ❁ ✖ ⑨ ✟ ❃ ✏ ⑥ ✟ ✎ ✟ ✆ ✠ ✖ ☎ ✆ ✖ ✝ ✖ ✆ ✟ ✎ ✠ ✖ ✶ ✟ ✎ ✝ ✓ ✎ ✆ ✄ ✄ ✟ ✟ ☎ ✎ ✑ ✖ ✙ ☎ ✠ ✌ ✓ ✏ ✏ ✓ ✢ ✠ ✣  ✫ ✴ ✫ ✎ ✟ &✗ ☎ ☛ ✄ ✎ RPSXWHU0RGHOLQJ3UDFWLFHV ✟ ✯ ✠ ✓ ✯ ❸ ✄ ✕ ✔ ❉ ✬ ✗ ✓ ✢ ✟ ✑ ✄ ✌ ⑩ ✠ ☎ ✟ ✆ ✒ ✎ ✒ ✄ ☎ ✟ ✆ ☎ ✝ ✎ ✄ ✄ ✏ ✓ ✒ ✡ ⑩ ✒ ✡ ☎ ✎ ✗ ✔ ✗ ✏ ☎ ☎ ✟ ✝ ✠ ✄ ✎ ☎ ☎ ✴ ☎ ✒ ✞ ✰ ✝ ✒ ✎ ✟ ✟ ✒ ☎ ✔ ⑩ ✄ ✟ ✝ ✆ ✠ ✟ ✠ ⑩ ✎ ✝ ✆ ✄ ✒ ✎ ✟ ✠ ❷ ✍ ☛ ⑩ ✡ ✓ ✟ ✠ ✆ ✓ ✌ ✟ ✄ ✖ ✄ ✆ ✎ ✠ ✝ ✗ ✟ ❸ ✞ ✟ ✏ ✌ ⑩ ✓ ✫ ✠ ✒ ✴ ✡ ✆ ☎ ✓ ✎ ✰ ✝ ✟ ✝ ✔ ✖ ✙ ✡ ⑩ ✕ ☎ ✏ ✡ ⑩ ✎ ✌ ✟ ✓ ✓ ✯ ✄ ✄ ✙ ✝ ✔ ☎ ❶ ✕ ✓ ✕ ☎ ✖ ✄ ✠ ✎ ✟ ✓ ✗ ✆ ✏ ✝ ✕ ✟ ✆ ✝ ✄ ☎ ✆ ✞ ☎ ✝ ✶ ✎ ✖ ✟ ✎ ❹ ✗ ✒ ✔ ✝ ✟ ✓ ✛ ✓ ✝ ✖ ✆ ✖ ✛ ✄ ✟ ✟ ✓ ✟ ✠ ✏ ✝ ✑ ✆ ✆ ✝ ✞ ✔ ☎ ✞ ✝ ✝ ✟ ✒ ✝ ✔ ✠ ✟ ✎ ✎ ☎ ✟ ✓ ✟ ✏ ✎ ✄ ✏ ✗ ✔ ✟ ✓ ✔ ✖ ✗ ✟ ✓ ❺ ✑ ✝ ✏ ✄ ✓ ✖ ✎ ✓ ✞ ✄ ✎ ✕ ✓ ✟ ✑ ☎ ✞ ✒ ✶ ✄ ✎ ✄ ☎ ✕ ✆ ☎ ✓ ✔ ✄ ✕ ☎ ✝ ✗ ✟ ✒ ✎ ✠ ✎ ✟ ✆ ✒ ✄ ✔ ✠ ✟ ✵ ✠ ✡ ✔ ✞ ✠ ☎ ✎ ✡ ✟ ✝ ✝ ✠ ✖ ☛ ✎ ✒ ✟ ✑ ✖ ☛ ✟ ✖ ✟ ✛ ✟ ✒ ✟ ✎ ✟ ✓ ✏ ✫ ✓ ✄ ✔ ❹ ✔ ✕ ❺ ✕ ✔ ✆ ✵ ✡ ✝ ✟ ✎ ✟ ✯ ✟ ✝ ✖ ✖ ✎ ✙ ✡ ☛ ✠ ✜ ☎ ✢ ✆ ✠ ✗ ✝ ✟ ✟ ✟ ✞ ☛ ✖ ❷ ✠ ✎ ✆ ✓ ✗ ✎ ✠ ✝ ✟ ✟ ☞ ✫ ✱ ✫ ✗ ✒ ✆ ✎ ✯ ✎ ✎ ✑ ✕ ✣ ✚ ✒ ❻ ✎ ❻ ✄ ✢ ✆ ✆ ✠ ✎ ✢ ✟ ✎ ✄ ✢ ✗ ✆ ☎ ✟ ✙ ✟ ☎ ✕ ✄ ✝ ✟ ☎ ✖ ✠ ✙ ✞ ✕ ✄ ✓ ✓ ✟ ✛ ✝ ✞ ❻ ✠ ✟ ✡ ✆ ✖ ✏ ☛ ☎ ✝ ✆ ✎ ✝ ✏ ✆ ✆ ✄ ✓ ✎ ✔ ✑ ✝ ✠ ✄ ✓ ✏ ✙ ❻ ✌ ✔ ✎ ✓ ✗ ✖ ✟ ✟ ✏ ✖ ✠ ✟ ❻ ✠ ✠ ✢ ✆ ✞ ✔ ✝ ✔ ✟ ❻ ✝ ✆ ✝ ✞ ✖ ✆ ✝ ✟ ✟ ❼ ✟ ✙ ✗ ✄ ✎ ✔ ✎ ✓ ✯ ✙ ✛ ✟ ✄ ✆ ✌ ✑ ✎ ✗ ☎ ✎ ☎ ✏ ✏ ✓ ✌ ✎ ✗ ✟ ✔ ✓ ✖ ✟ ✏ ✠ ✡ ✠ ✟ ✖ ✆ ✝ ✎ ✗ ✟ ✖ ✟ ✠ ✆ ✞ ✝ ✔ ✟ ✟ ✎ ☎ ✏ ✏ ✒ ✡ ✄ ✄ ✟ ✝ ✎  ❜ ✇ P ❝ ◗ ❞ r ❘ ❡ ♦ ❙ ❢ ① ❚ ❣ ❤ ❯ ❜ ✐ ❝ ❱ ❥ ❞ ❲ ❦ ❡ ❳ ❢ ❧ ❣ ♠ ❨ ❤ ♥ ❩ ❬ ✐ ♦ ❥ ♣ ❭ ✐ ♦ ❯ q ❪ ♦ ❧ ♠ ♥ ❫ ② ±5XQRII ❧ ♥ r ♥ ❧ ♦ q ♠ ♥ ③ ♦ q r ④ q ❧ s s ♦ ♦ ② q t ♥ ✉ ② ♠ ⑤ ④ ♣ ♣ ④ ① ♠ ⑥  ❴ ❽ ⑩ ❴ r 5XQRII0HWKRGRORJLHV ② ❹ ② q ♦ ❛ ④ ❛ q q ❧ s ④ ⑧ ⑩ ⑦ ⑦ ④ r ⑧ ⑧ ① ♥ ④ ♦ ♦ ④ ② ⑤ s ♣ q ❻ ♦ ④ q ♦ ⑧ ② ❶ s ② ♦ q t s ❧ ❼ ④ ♦ ② q ❷ r ④ ② q ❷ ② ① r ⑨ ♣ s ② ④ ④ ♠ ❼ ❶ ♦ ❷ ♦ s s ♦ ⑨ ⑩ ⑨ ❧ q ② r r ⑧ ♦ q ④ ♥ ④ ♦ r ⑤ ♦ ♥ q ⑤ s s ⑨ ⑩ ❼ ♥ ♥ r ♦ ❧ ② ④ ④ ⑤ q t ⑤ ⑤ ♦ ♥ ⑤ ♦ s ④ ♦ s ⑩ ⑩ ♣ ♦ r r ❧ ♣ ♦ ❴ r t q ❽ q ② ⑧ ❿ ❾ ❹ q ④ ❧ ❧ ♦ ④ s ♥ ❼ ❿ r ⑨ ④ ⑨ ♠ ♣ ❼ ⑩ ④ ⑩ ♦ ❶ ♥ ❛ ♠ ♦ t ✉ q q q ② ⑧ ④ q r ④ ④ ⑦ ♥ ❿ ♥ ⑧ ⑨ ♦ ♦ ④ ♦ ♠ q ♠ ♦ ♣ ✉ ♦ ④ s ❺ ✉ ❶ ⑩ ➀ ❧ ❧ q ② ❧ ♦ t r s ♠ ♣ ♦ t ❧ q ♠ ⑧ q ⑧ ❿ ② q ♦ ④ q ⑧ r ♦ s ② ⑨ q s ② ♥ r ♦ ❿ ♦ ④ q ② q ⑤ ♦ ① ❷ ⑤ s ❷ ⑤ ❧ ⑩ q s s ⑧ ④ ④ ❧ r ⑩ ❸ q ❧ ⑧ ♦ r ♥ ♦ ♥ ❶ s ❺ ❹ ② ② ❧ t ❧ ⑨ r q t q ② q ⑧ ⑧ ❶ ❧ ④ ♦ ♦ ♠ s ❧ ♦ ❹ ❺ q r t ② ❧ ❿ q ♠ t ❧ ① ④ r ③ ⑨ ❧ ♠ q q s ⑧ ⑧ ② q ⑧ ♦ ❶ ② s ♦ ♦ ❻ q ♥ ♠ ② ② ❷ ⑤ s q ♦ ④ ❧ ♦ ④ ❿ s ♣ r q ♦ q ② ⑧ ♠ q ♣ ④ ♠ ♦ ❼ q q q ⑧ ❧ ⑧ ⑩ ② ♦ ♦ r q ♦ ⑧ ② ♣ r ④ t ❷ ❧ ♥ r ❷ ♥ ♦ s ② ♦ ④ q r q t ❷ ♦ ♥ s s ❴ ❧ ⑩ ➂ q ② ⑧ ➃ q ❧ ♦ ♦ ❛ ➁ ❴ ➇ ❛ ② ❴ ❴ q ✇ ⑧ ➂ ❿ ❿ ♦ ❛ ➃ s r ♦ ❛ ❽ ♦ ♠ ✇ ① ② q ④ ❿ ❧ ♣ r ♣ s s ❜ ♦ ⑩ ❝ s ♠ ♠ ⑨ ❞ ❧ ➄ ➅ ④ r ❡ ❢ ♦ s ④ ❣ s ✉ ② ⑤ ❤ ⑩ ⑤ ❧ r ⑦ ➈ ④ ❿ ② ❥ ⑧ s ② ➉ ❶ ♦ ♦ ♣ ✉ ❿ ♦ ❧ ⑨ ❽ ♠ ❻ ♣ q ② ② ④ ♦ ♥ q s ❷ ❧ ♥ ⑩ ④ ④ ♦ r s ① ♥ q ♠ ③ ② ② ⑩ q q r ④ ♦ ♥ ② s s ♥ ② ♦ ❼ ♦ ♣ ② ♣ ♥ ② ❧ ♠ r r q ② ④ ② ♠ q ❶ s ⑧ ⑤ ⑩ ♦ ♦ ④ ⑩ ♣ ♥ ♥ ♣ ♦ ④ ♦ s r ② ① ♠ q ❧ ❧ ❶ ♠ r ❼ ⑥ r ② ❶ ④ ④ ♦ ♥ ⑤ ⑤ ♦ ❹ ② ♣ ❿ ④ ❴ ❧ q ❽ ♣ ⑧ ❧ ❾ q ❧ ✈ ♦ ➁ ❼ ♠ t ♥ ♦ ❼ ② ♦ s ♠ ❛ ❧ ② ❶ ⑩ r r ⑨ ♥ ♦ ♠ ♥ q ❵ ⑩ ➃ ❹ ➃ ♦ ⑨ ➁ ♠ t ⑨ q ♦ ♠ ❹ ♦ ② ♦ ♥ s ♠ ♥ q ⑧ ④ s ④ ② ⑩ ❧ ① r ④ r ② ❶ ♥ ④ ♦ ♦ r ♣ ♠ ❽ ♥ t s q ♠ ④ ② q ♦ ❧ s r ⑩ ⑩ ② ♠ ❶ ➅ ♦ ⑩ s ② ❹ ⑨ ❧ ② r ♠ ♠ q ② ❧ ❶ r ❹ ♦ ♦ ② ➆ s ❧ ♦ r ♣ ② ② ❿ r ♠ ♣ ⑨ ♠ ④ ♥ ✉ ⑤ ♦ ♥ r ❧ ① r ♦ ❧ q q t ⑧  ⑨ ❴ q s 5DWLRQDO0HWKRG5XQRII&❧ ② ⑨ ⑩ ④ ❛ r r ♦ ④ ♠ ♠ ⑦ ⑤ ⑤ ④ ⑧ ⑤ s ❿ ④ ♦ ④ s q ⑧ ♦ s ② ⑨ ♦ ⑤ r ⑤ r ❧ q ④ ❿ t ➋ ⑤ ❧ ❷ ♦ ⑤ ❸ ♦ r ♦ ❿ ♠ q s ④ ♠ ④ ② ♦ ⑤ ♣ ⑤ ⑤ ♣ ④ ⑤ ♠ s ❧ ➅ ⑨ ❿ ❿ s ❧ s ④ ⑤ ♦ ② ② r ⑩ ❧ ❿ r q ♦ ♠ ⑩ ② ♠ ❶ RHIILFLHQWV q ④ ♦ ④ ④ r r ➆ ❹ q t q ♦ ♣ ⑧ ② ❷ r ♦ ⑨ ♦ ♠ ♠ ♥ ❴ ♦ ➋ s ④ ♥ ② ⑤ ➅ ❧ ❧ r ➄ r ➆ ② ④ ❛ ❶ r q ⑧ ♦ ❧ ♠ ♦ r ⑨ ② ❶ ❹ ❻ s ⑩ ♦ ❿ ② ② ♣ ❧ q ② ✉ q ❧ ♠ q ④ ② ♠ ➊ r ♣ ❧ ④ ③ ② ⑤ ❧ ♣ r ❧ ❿ ⑤ ❧ ❼ ② r q q ❶ ❧ ⑧ ♦ ④ ♦ q ❿ r ⑧ ♣ ♠ q ④ ② t ♥ ♠ ❧ ❷ r ♠ ♦ ❧ ❿ q ⑤ ♠ ② ⑧ ❧ ❿ r ♦ ④ ② ⑤ ❿ ❹ q ❧ ❧ ♠ ♦ ④ q ⑨ t r ♥ s ♠ ⑤ ④ ♦ ② ⑤ q ⑩ ❿ ♦ ➍ ♦ s ② ⑩ ④ ♠ t s ❧ ② q ❹ r s ❺ ♦ ♦ ♦ ♥ ④ ⑨ r ♣ ♠ ❹ ♣ ④ ♦ ❧ ② q r ♥ ♠ ♠ ➌ ♦ q ✉ r ④ ♥ ④ ♦ ④ ① ♠ r q r ❧ ✉ ⑩ ♦ ❧ ② q ⑦ ⑧ q ♦ ♦ ② ❹ s ⑤ ♣ ♣ ➄ ♦ ④ ④ ① ❻ r ❧ ➋ s r ② ❶ ➁ q ♦ ❵ ❿ ➃ ♠ ♣ ② ② ♣ ♠ ❧ r ♠ ♠ ♥ q ❧ ♠ ⑤ ❸ ❧ ❿ q ④ ⑧ ② ♣ ♦ ➁ ➁ Survey Area Data: Version 10, Sep 22, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011—Apr 28, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado (3425 S SHIELDS ST APARTMENTS) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/26/2016 Page 2 of 4