Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
GRIT ATHLETICS FACILITY - FDP - FDP160046 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT
FINAL DRAINAGE REPORT Lot 13, the Amended Plat of Lots 13 and 14, Interchange Business Park Prepared for: R4 Architects 226 Remington Street, Unit 3 Fort Collins, CO 80524 970-224-0630 Prepared by: Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970) 460-8488 November 15, 2016 Job Number 1284-069-00 iii TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................ iii 1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1 1.1 Location ........................................................................................................................... 1 1.2 Description of Property ................................................................................................. 1 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 Hydrologic Criteria ........................................................................................................ 4 3.5 Hydraulic Criteria .......................................................................................................... 5 3.6 Floodplain Regulations Compliance ............................................................................. 5 3.7 Modifications of Criteria ............................................................................................... 6 4. DRAINAGE FACILITY DESIGN ....................................................................................... 6 4.1 General Concept ............................................................................................................. 6 4.2 Specific Flow Routing .................................................................................................... 7 4.3 Drainage Summary ........................................................................................................ 7 5. CONCLUSIONS .................................................................................................................... 7 5.1 Compliance with Standards .......................................................................................... 7 5.2 Drainage Concept ........................................................................................................... 8 6. REFERENCES ...................................................................................................................... 8 APPENDIX A VICINITY MAP, DRAINAGE AND EROSION CONTROL PLAN, AND FLOODPLAIN PLAN APPENDIX B HYDROLOGIC COMPUTATIONS APPENDIX C HYDRAULIC COMPUTATIONS APPENDIX D WATER QUALITY AND LID CALCULATIONS, VARIANCE REQUEST APPENDIX E BOXELDER INFORMATION (SWMM MODEL) APPENDIX F FLOODPLAIN INFORMATION AND CITY OF FORT COLLINS FLOODPLAIN REVIEW CHECKLIST FOR 100% SUBMITTALS APPENDIX G SOILS INFORMATION, FIGURES AND TABLES 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The proposed project is located in the southeast corner of the intersection of Interstate 25 and State Highway 14. More specifically it is located in the northwest quarter of Section 15, Township 7 North, Range 68 West of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. Please refer to the vicinity map in Appendix A. The project is located southeast of the Southeast Frontage Road and northwest of the Boxelder Creek. It is Lot 13 of Interchange Business Park Amended Lots 13 and 14. Lot 14 is located to the west. Lot 12 of Interchange Business Park is located to the east. 1.2 Description of Property The property is approximately 1.2 acres in size and will consist of a single building and modifications to the existing parking and drives. The site will be served by an existing private drive. The north portion of the land currently slopes to the north at about 1% and contains the existing drive and parking. The remainder of the site slopes towards the Boxelder Creek at about 4%. The site is currently vacant except for an existing parking lot located in the northwest portion of the site and the existing drive connecting Lots 12, 13 and 14. The majority of the ground cover is asphalt, gravel and exposed dirt. The existing soil type on-site consists of Nunn clay loam (60%), classified as Type C, Larimer-Stoneham complex (36%), classified as Type B and Paoli fine sandy loam (4%), classified as Type A by the Natural Resources Conservation Service. The area of development is within the Type C soils located in the north half of the site. Soil information is located in Appendix G. The Boxelder FEMA floodway is located on the south portion of the property and the flood fringe is on the northern portion of the property (FEMA FIRM Panel 08069C0983H, effective on May 2, 2012). The “City of Fort Collins Floodplain Review Checklist for 100% Submittals” and other floodplain information are included in Appendix F. 2 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the Boxelder Creek/Cooper Slough Master Drainage Basin. 2.2 Sub-basin Description The existing site discharges directly into Boxelder Creek. 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). Runoff basins B and C will be routed through a rain garden thereby reducing runoff from impervious surfaces over a permeable area to slow runoff and increase the time of concentration and promote infiltration. 3 Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release The rain garden helps reduce total runoff by allowing the water to infiltrate and allow sediments to settle while incorporating a slow release. 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 proposed rain garden, bank stabilization is unnecessary with this project. The rain garden will help improve water quality and attenuate flows thereby improving stabilization in receiving water ways. No changes to the main Boxelder Creek channel floodway are proposed. Step 4: Implement Site Specific and Other Source Control BMPs The proposed development will provide the LID rain garden feature 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 as much as possible to conform to the requirements of the City Stormwater Department. Today, the north portion of the site has been developed with approximately 8,000 sf of existing pavement draining north and directly to the ROW untreated. With the development, the design leaves approximately 6,000 sf of pavement draining north (Basin A). It is not feasible to change this drainage pattern and an Alternate Compliance/Variance is requested from the 100% area treatment standard. Water quality will be met through the use of a rain garden that will accept runoff from basins B and C of the developed site. Please refer to Appendix D for the Stormwater Alternative Compliance/Variance Application. 4 Runoff reduction practices (LID techniques) are also required. 75% of all newly developed areas must be treated by LID techniques. The project has a total 22,400 sf of impervious area. Using the rain garden LID technique, 16,737 sf of impervious area (75%) will be treated. This meets the 75% requirement. Please refer to Appendix D for rain garden and LID calculations and LID table. 3.4 Hydrologic Criteria The City of Fort Collins Rainfall Intensity-Duration–Frequency Curves (Figure RA-16 of the City of Fort Collins Storm Drainage Design Criteria Manual) is used for all hydrologic computations associated with this project. Runoff computations were prepared for the 10-year minor 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. Please refer to Appendix A for the Drainage and Erosion Control Plan depicting drainage basins and design points. Water quality volume was calculated using the method recommended in the “Urban Storm Drainage Criteria Manual”. Water quality capture volume calculations are located in Appendix D. Basins B and C are treated in the rain garden. It was assumed that Lot 13 was 90% impervious in these calculations (to allow for any potential future additions). The site is located in the City of Fort Collins Boxelder/Cooper Slough master basin. It is located in Master Basin 87 (46 acres). This basin was analyzed as 73% impervious for the 100-year developed condition in the master plan. Interwest has studied the impact of the proposed project on the peak flow in Boxelder Creek. For this study, it was assumed that Lot 13 was 90% impervious (to allow for any potential future additions). This study has verified that the project area, even with an increased imperviousness, does not impact the overall peak flow in Boxelder Creek, and therefore the site does not need detention (required in the Master Plan to keep the Boxelder Creek peak flow at or below existing conditions). Three models were used to show that our site does not increase the peak flow of Boxelder Creek: 5 1. Existing Conditions City Model: File name: Box_Elder_100.INP 2. Current Conditions City Model with SWMM Basin 87 split into two basins (SB87 and SB87(GRIT)) where Basin SB87(GRIT) is the project site with current impervious conditions (15%) modeled: File name: Box_Elder_100 (CE).INP 3. Proposed Conditions City Model with SWMM Basin 87 split into two basins (SB87 and SB87(GRIT)) where Basin SB87(GRIT) is the project site with proposed impervious conditions (90%) modeled: File name: Box_Elder_100 (PROP).INP The results of the SWMM model show that the existing peak flow of Boxelder Creek in this area (SWMM conveyance ID 925L) is 1463.97 cfs at a time of 12 hours and 47 minutes. By splitting Basin 87 and adding the new imperviousness of the site into the model, the 100-year flow of this node remains 1463.97 cfs at 12 hours and 47 minutes. Therefore, the proposed condition does not increase the peak of Boxelder Creek (because of the time of concentration of the site versus that of the sub-basin and channel). Please refer to Appendix E for printouts of the models. Since the proposed release of the site does not increase the peak flow of Boxelder Creek, detention is not required. 3.5 Hydraulic Criteria All hydraulic calculations are prepared in accordance with the City of Fort Collins Drainage Criteria. All calculations are included in Appendix C of this. The roof drain storm systems was analyzed using StormCAD software. The curb cut was analyzed using FlowMaster software. 3.6 Floodplain Regulations Compliance The site is within a FEMA regulated, 100-year Boxelder Creek flood fringe and floodway (Panel 08069C1003G). A completed “City of Fort Collins Floodplain Review Checklist for 100% Submittals” has been included in Appendix F of this report. Chapter 10 “Flood Prevention and Protection” of the City Code has been referred to for this report. 6 Construction activities will occur within the flood fringe and include installation of sidewalk, curb and gutter and asphalt parking, utility work and landscaping. A Floodplain Use Permit Application for this work performed in the Boxelder Creek flood fringe will be required. The building is located outside of the floodplain boundary. Survey will be required prior to construction proving that the building is located outside of the floodplain. The lowest floor (including basement or crawl space) and HVAC will not be required to be elevated above the regulatory flood protection elevation. The rain garden and swale, landscaping and storm pipe system to the rain garden will be constructed within the FEMA regulated, 100-year Boxelder Creek floodway. A City Floodplain Use Permit and “No Rise Certification” will be required for work in the floodway. The current design will leave the floodway area either at existing grade or in a minor “cut” condition. 3.7 Modifications of Criteria A variance is required for the water quality treatment. The SWMM model verifies that this lot does not need detention. 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The south portion of the proposed development and building will be collected and conveyed to the proposed rain garden on the southwest portion of the site where it will be treated before being released over a level spreader into the Boxelder Creek. The north portion of the development will continue existing conditions and flow northeast into the existing drive aisle where it will also eventually discharge into Boxelder Creek from a low point in the SE Frontage Road. 7 4.2 Specific Flow Routing A summary of the drainage patterns within each basin is provided in the following paragraphs. Basin A is 0.27 acres and includes the northwest portion of the site. This basin contains the existing parking area (which will be repaved and is smaller than the existing parking area), six proposed parking spaces and proposed sidewalks. Runoff from this basin will follow existing conditions and continue to sheet to the drive aisle and then flow to Boxelder Creek from the SE Frontage Road. Basin B is 0.43 acres and includes the building, drive and new parking area. The building roof will be collected in roof drains and be conveyed to the rain garden located southwest of the building. The remainder of the basin will sheet flow south to the same rain garden. Basin C is 0.48 acres and includes remaining southern portion of the site and contains the rain garden. Water will be treated for water quality in the rain garden located north of the Boxelder Creek in the floodway. Water will be released to the south to the Boxelder Creek with a level spreader. Please refer to Appendix D for the rain garden design. 4.3 Drainage Summary Drainage facilities located outside of the right of way (including the proposed roof storm drain system and rain garden) will be maintained by the property owners. 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. 8 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements will be designed during the final report to pass required flows and to minimize future maintenance. The design minimizes impacts to other utilities and properties and maintains the existing drainage flow paths as much as possible. The design will effectively control damage from storm runoff originating from the site. The recommended BMPs are sufficient to reduce runoff peaks, volumes and pollutant loads from the impervious areas of the site. 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, “Storm Drainage Criteria Manual”, (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, dated January 2016, and Volume 3 dated November 2010 (revised November 2015). 3. ICON Engineer, Inc., “Hydrologic Analysis of the Boxelder Creek/Cooper Slough Watershed”, dated April 2014. A APPENDIX A VICINITY MAP DRAINAGE AND EROSION CONTROL PLAN, FLOODPLAIN PLAN B APPENDIX B HYDROLOGIC COMPUTATIONS SUMMARY PROPOSED DRAINAGE SUMMARY TABLE Design Tributary Area C (10) C (100) tc (10) tc (100) Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) a A 0.27 0.60 0.75 5.0 5.0 0.8 2.0 NORTH PORTION OF LOT b B 0.43 0.85 1.00 5.0 5.0 1.8 4.3 BUILDING AND PARKING c C 0.48 0.20 0.25 8.9 8.5 0.4 1.0 SOUTH PORTION OF LOT (RAIN GARDEN) Page 8 Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: GRIT PROJECT NO: 1284-069-00 COMPUTATIONS BY: es DATE: 11/15/2016 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: 0.50 40 Heavy Soil (Flat, <2%) : 0.20 0 SUBBASIN TOTAL TOTAL ROOF PAVED GRAVEL 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 1.18 51,345 0 7,896 0 0 3,225 0.16 15 Proposed Lot 1.18 51,345 7,756 12,079 0 2,565 7,975 0.45 42 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 11-15-16 FC FLOW-GRIT.xls Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: GRIT PROJECT NO: 1284-069-00 COMPUTATIONS BY: es DATE: 11/15/2016 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 GRAVEL CONCRETE 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) A 0.27 11,553 0 5,643 0 565 5,345 0.60 54 NORTH PORTION OF LOT B 0.43 18,822 7,756 6,436 0 2,000 2,630 0.85 81 BUILDING AND PARKING C 0.48 20,970 0 0 0 0 20,970 0.20 0 SOUTH PORTION OF LOT (RAIN GARDEN) TOTAL 1.18 51,345 7,756 12,079 - 2,565 7,975 0.45 42 B+C 0.91 39,792 7,756 6,436 - 2,000 23,600 0.51 39 Treated in Rain Garden ROOF 0.18 7,756 7,756 0 0 0 0 0.95 90 In roof drain storm system Equations Total Impervious A 6,208 Total Impervious B & C 16,192 - Calculated C coefficients & % Impervious are area weighted Total Impervious Site 22,400 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 11-15-16 FC FLOW-GRIT.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: GRIT PROJECT NO: 1284-069-00 COMPUTATIONS BY: es DATE: 11/15/2016 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) a A 0.27 0.60 20 2.0 3.3 140 1.0 0.016 2.0 1.2 4.5 160 10.9 5.0 b B 0.43 0.85 20 2.0 1.7 155 1.0 0.016 2.0 1.3 3.0 175 11.0 5.0 c C 0.48 0.20 20 2.0 6.0 185 1.0 0.03 1.1 2.9 8.9 205 11.1 8.9 ROOF 0.18 0.95 0 2.0 0.0 244 0.5 0.016 1.4 2.9 2.9 244 11.4 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 11-15-16 FC FLOW-GRIT.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: GRIT PROJECT NO: 1284-069-00 COMPUTATIONS BY: es DATE: 11/15/2016 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) a A 0.27 0.60 0.75 20 2.0 2.3 140 1.0 0.016 2.0 1.2 3.5 160 10.9 5.0 b B 0.43 0.85 1.00 20 2.0 0.7 155 1.0 0.016 2.0 1.3 1.9 175 11.0 5.0 c C 0.48 0.20 0.25 20 2.0 5.6 185 1.0 0.03 1.1 2.9 8.5 205 11.1 8.5 ROOF 0.18 0.95 1.00 0 2.0 0.0 244 0.5 0.016 1.4 2.9 2.9 244 11.4 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 11-15-16 FC FLOW-GRIT.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: GRIT PROJECT NO: 1284-069-00 COMPUTATIONS BY: es DATE: 11/15/2016 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) a A 0.27 0.60 5.0 2.85 0.5 0.5 b B 0.43 0.85 5.0 2.85 1.0 1.0 c C 0.48 0.20 8.9 2.33 0.2 0.2 ROOF 0.18 0.95 5.0 2.85 0.5 0.5 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 11-15-16 FC FLOW-GRIT.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: GRIT PROJECT NO: 1284-069-00 COMPUTATIONS BY: es DATE: 11/15/2016 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) a A 0.27 0.60 5.0 4.87 0.8 0.8 b B 0.43 0.85 5.0 4.87 1.8 1.8 c C 0.48 0.20 8.9 3.99 0.4 0.4 ROOF 0.18 0.95 5.0 4.87 0.8 0.8 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 11-15-16 FC FLOW-GRIT.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: GRIT PROJECT NO: 1284-069-00 COMPUTATIONS BY: es DATE: 11/15/2016 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) a A 0.27 0.75 5.0 9.95 2.0 2.0 b B 0.43 1.00 5.0 9.95 4.3 4.3 c C 0.48 0.25 8.5 8.26 1.0 1.0 ROOF 0.18 1.00 5.0 9.95 1.8 1.8 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 11-15-16 FC FLOW-GRIT.xls C APPENDIX C HYDRAULIC CALCULATIONS Scenario: 100-yr Title: GRIT x:\...\design\stormcad\roof drain system.stm 11/03/16 09:45:04 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 P-2 P-1 CO-1 CO-2 Rain Garden Calculation Results Summary Title: GRIT x:\...\design\stormcad\roof drain system.stm 11/03/16 09:45:18 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 ================================================================= Scenario: 100-yr >>>> Info: Subsurface Network Rooted by: Rain Garden >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS ________________________________________________________________________________________________________ | Label | Inlet | Inlet | Total | Total | Capture | Gutter | Gutter | | | Type | | Intercepted | Bypassed | Efficiency | Spread | Depth | | | | | Flow | Flow | (%) | (ft) | (ft) | | | | | (cfs) | (cfs) | | | | |-------|---------------|----------------------|-------------|----------|------------|--------|--------| | CO-1 | Generic Inlet | Generic Default 100% | 0.00 | 0.00 | 100.0 | 0.00 | 0.00 | -------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: Rain Garden _______________________________________________________________________________________________ | Label | Number | Section | Section | Length | Total | Average | Hydraulic | Hydraulic | | | of | Size | Shape | (ft) | System | Velocity | Grade | Grade | | | Sections | | | | Flow | (ft/s) | Upstream | Downstream | | | | | | | (cfs) | | (ft) | (ft) | |-------|----------|---------|----------|--------|--------|----------|-----------|------------| | P-1 | 1 | 12 inch | Circular | 17.00 | 1.80 | 4.36 | 4,926.02 | 4,926.00 | | P-2 | 1 | 12 inch | Circular | 227.00 | 1.80 | 4.23 | 4,926.77 | 4,926.06 | ----------------------------------------------------------------------------------------------- ____________________________________________________________ | Label | Total | Ground | Hydraulic | Hydraulic | | | System | Elevation | Grade | Grade | | | Flow | (ft) | Line In | Line Out | | | (cfs) | | (ft) | (ft) | |-------------|--------|-----------|-----------|-----------| | Rain Garden | 1.80 | 4,926.00 | 4,926.00 | 4,926.00 | | CO-2 | 1.80 | 4,928.40 | 4,926.06 | 4,926.02 | | CO-1 | 1.80 | 4,928.40 | 4,926.77 | 4,926.77 | ------------------------------------------------------------ ================================================================= Completed: 11/03/2016 09:45:15 AM Profile Scenario: 100-yr Title: GRIT x:\...\design\stormcad\roof drain system.stm 11/03/16 09:44:31 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 Elevation (ft) Station (ft) Profile: Profile - 1 Scenario: 100-yr -3+00 -2+00 -1+00 0+00 4,925.00 4,930.00 Sump: 4,926.20 ft Rim: 4,928.40 ft Label: CO-1 Sump: 4,925.09 ft Rim: 4,928.40 ft Label: CO-2 Sump: 4,925.00 ft Rim: 4,926.00 ft Label: Rain Garden S: 0.004890 ft/ft Size: 12 inch L: 227.00 ft Dn. Invert: 4,925.09 ft Up. Invert: 4,926.20 ft Label: P-2 S: 0.005294 ft/ft Size: 12 inch L: 17.00 ft Dn. Invert: 4,925.00 ft Up. Invert: 4,925.09 ft Label: P-1 D APPENDIX D WATER QUALITY AND LID CALCULATIONS, VARIANCE REQUEST Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 90.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 39,792 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,065 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 710 sq ft D) Actual Flat Surface Area AActual = 749 sq ft E) Area at Design Depth (Top Surface Area) ATop = 1382 sq ft F) Rain Garden Total Volume VT= 1,066 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 1.8 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 1,065 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.77 in Design Procedure Form: Rain Garden (RG) ES INTERWEST September 21, 2016 GRIT RAIN GARDEN (BASIN B AND C) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO 9-21-16 RG-GRIT.xlsm, RG 9/15/2016, 12:19 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) ES INTERWEST September 21, 2016 GRIT RAIN GARDEN (BASIN B AND C) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO 9-21-16 RG-GRIT.xlsm, RG 9/15/2016, 12:19 PM RAIN GARDEN SUMMARY Project Name: GRIT Wrestling Project Number: 1284-069-00 Company: INTERWEST CONSULTING GROUP Designer: ES Date: 7/20/2016 BASIN RAIN GARDEN AREA REQD RAIN GARDEN VOLUME REQD RAIN GARDEN BOTTOM AREA PROVIDED RAIN GARDEN TOP AREA PROVIDED RAIN GARDEN DEPTH RAIN GARDEN VOLUME PROVIDED BOTTOM OK? VOLUME OK? SF CF SF SF INCH CF B & C 710 1065 749 1382 12 1066 OK OK RAIN GARDEN SUMMARY Total Area of the Site 51,345 sq. ft. Total Area of Basin A 11553 sq. ft. Total Area of Basin B & C 39792 sq. ft. Basin A Existing Imperious Area Untreated 7,896 sq. ft. Proposed Area Impervious Untreated 6,208 sq. ft. Variance Requested Basin B & C Impervious Area Treated 16,737 acre/sq. ft. Impervious Area Treated by LID 16,737 acre/sq. ft. % Impervious Area Treated 100 % % Impervious Area Treated by LID 100 % Summary of Areas LID Table Stormwater Alternative Compliance/Variance Application City of Fort Collins Water Utilities Engineering Section A: Engineer/Owner Information Engineer Name____________________________________________Phone___________________________ Street Address_____________________________________________________________________________ City__________________________________________State________________________Zip_____________ Owner Name______________________________________________Phone___________________________ Street Address_____________________________________________________________________________ City__________________________________________State________________________Zip_____________ Section C: Alternative Compliance/Variance Information Section B: Proposed Project Information Legal description and/or address of property____________________________________________________ Project Name______________________________________________________________________________ Project/Application Number from Development Review (i.e. FDP123456)__________________________ Description of Project_______________________________________________________________________ __________________________________________________________________________________________ Existing Use (check one): ☐ residential ☐ non-residential ☐ mixed-use ☐ vacant ground Proposed Use (check one): ☐ residential ☐ non-residential ☐ mixed-use ☐ other____________________ If non-residential or mixed use, describe in detail_______________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ State the requirement from which alternative compliance/variance is sought. (Please include applicable Drainage Criteria Manual volume, chapter and section.) __________________________________________________________________________________________ What hardship prevents this site from meeting the requirement? __________________________________________________________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ __________________________________________________________________________________________ What alternative is proposed for the site? Attach separate sheet if necessary Attach separate sheet if necessary E APPENDIX E BOX ELDER INFORMATION (SWMM MODEL) 8100 South Akron Street, Suite 300, Englewood, CO 80112 Phone (303) 221-0802 / Fax (303) 221-4019 ICON ENGINEERING, INC. WWW.ICONENG.COM ✆ ✂✁ ☎ ✄ ✝ ✠ ✌☞ ✍✞☛ ✟✞ ✝✞☛✡ ✎ ✌ ✂ ✝✞✏ ✑✟ ✌✒ ✍✓ ✔ ☎ ✄ ✕✑✞ ✆ ✂✁ ☎ ✄ ✝ ✠ ✌☞ ✍☛ ✟✞ ✝✞☛✡ ✎ ✌ ✂ ✝✞✏ ✑✟ ✞ ✌✒ ✍✓ ✔ ✞ ☎ ✄ ✕✑ ✂✁ ☎ ✄ ✆ ✠ ✌☞ ✟✞✝ ✝✞☛✡ ✍ ✎ ✌ ✂ ✝✞✏ ✑✟ ✞☛ ✌✒ ✍✓ ✔ ☎ ✄ ✕✑✞ ✂✁ ☎ ✄ ✆ ✠ ✌☞ ✟✞✝ ✝✞☛✡ ✍ ✎ ✌ ✂ ✝✞✏ ✑✟ ✞☛ ✌✒ ✓✍ ✔ ☎ ✄ ✕✑✞ ✆✖ ✗✖ ✘ ✄ ✙ ✘✚✖✘✚✖✘ ✗✖ ✘ ✄ ✖ ✗✖ ✘ ✄ ✆ ✚✖✘✚✖✘ ✙ ✘ ✗✖ ✘ ✄ ✗✖ ✘ ✄ ✆✖ ✖✘✚✖✘ ✙ ✘✚ ✗✖ ✘ ✄ ✗✖ ✘ ✄ ✆✖ ✖✘✚✖✘ ✙ ✘✚ ✗✖ ✘ ✄ ✛✣✣✢✛✜✛ ✣✤✜ ✣✣✛✦ ✥ ✥ ✣★★✧ ★✣✜✦✢✣★ ✢✤✜✣ ✢ ✥ ✜★ ✜✩ ✥ ✣✣✣ ✣✣✤✛✜✪✣✜ ✣✩✛✪✣✜ ✧ ✥ ✦✪✜ ✤ ✥ ✣✜✣✜ ✣✣✣✩★✪✜ ✪ ★✤✜★✪✜ ✥ ✤✦✜ ✢ ✥ ✣✣✧ ✦✣✛✣✦✦✦ ✜★✜ ✣✜✪✤ ✥ ✥ SB86.1 SB86.2 SB86.3 SB87 11 60 62 84 86 286 533L 534L 535L 536L 542L 615D 615L 617D 617L 618D 618L 925D 926L 925L 486.2_OUT 1OUT 486.3_ 533 534 535 536 541 542 563 564 926 927 617 618 925 486.2 486.3 INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 SWMM 5 Page 1 [TITLE] INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 Title/Notes: [OPTIONS] FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING KINWAVE START_DATE 01/28/2013 START_TIME 00:00:00 REPORT_START_DATE 01/28/2013 REPORT_START_TIME 00:00:00 END_DATE 01/30/2013 END_TIME 06:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:01:00 WET_STEP 00:01:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:30 ALLOW_PONDING NO INERTIAL_DAMPING PARTIAL VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 0 NORMAL_FLOW_LIMITED BOTH SKIP_STEADY_STATE NO FORCE_MAIN_EQUATION D-W LINK_OFFSETS DEPTH MIN_SLOPE 0 [EVAPORATION] ;;Type Parameters ;;---------- ---------- CONSTANT 0 DRY_ONLY NO [RAINGAGES] ;; Rain Time Snow Data ;;Name Type Intrvl Catch Source ;;-------------- --------- ------ ------ ---------- 1 INTENSITY 0:05 1 TIMESERIES 1 2 INTENSITY 0:05 1 TIMESERIES 2 3 INTENSITY 0:05 1 TIMESERIES 3 [SUBCATCHMENTS] ;; Total Pcnt. Pcnt. Curb Snow ;;Name Raingage Outlet Area Imperv Width Slope Length Pack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- -------- SB8 1 808 36.9 53 8040 9.1 0 SB80 1 80 34.9 5 4350 0.3 0 SB81 1 934 139.2 5 6060 0.5 0 SB83 1 83 32.7 5 2370 0.8 0 SB84 1 563 26 5 1130 0.5 0 SB85 1 785 98 5 4270 0.3 0 SB86.1 1 564 90.3 8 3930 0.6 0 ;Sunflower Development SB86.2 1 486.2 36 80 10450 0.6 0 ;Clydesdale Development SB86.3 1 486.3 120.2 45 17440 0.6 0 SB87 1 617 46.1828 73 6710 0.5 0 SB88 1 930 133.3 90 29000 0.6 0 SB89 1 933 171.324 46 38158 1.1 0 SB9 1 809 22.1 23 1930 0.7 0 SB90 1 790 174.621 32 15180 0.7 0 SB91 1 943 43.5 5 1900 0.1 0 SB92 1 92 68.5 5 3300 4 0 SB93 1 565 104.901 5 5100 0.9 0 SB94 1 539 149.624 5 6500 0.8 0 SB95 1 795 372.4 5 16220 2.5 0 SB96 1 918 63.0725 5 2750 2.1 0 SB97 1 544 109.786 5 4780 1.4 0 SB98 1 98 25.7 5 1870 1.7 0 SB99 1 799 108.1 5 4700 1.1 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth 893D DUMMY 1307.45 0 12:43 893L DUMMY 672.37 0 12:43 894L DUMMY 672.37 0 12:43 921L DUMMY 451.81 0 11:34 924L DUMMY 509.37 0 11:32 925D DUMMY 3659.76 0 12:47 925L DUMMY 1463.97 0 12:47 926L DUMMY 1463.97 0 12:47 928D DUMMY 1897.95 0 12:22 928L DUMMY 191.88 0 12:22 935L DUMMY 1841.89 0 11:58 936L DUMMY 2090.40 0 12:19 937D DUMMY 773.17 0 10:59 937L DUMMY 954.35 0 10:59 938 DUMMY 954.35 0 10:59 939L DUMMY 5564.36 0 10:44 940D DUMMY 458.23 0 08:48 INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0 SWMM 5 Page 22 SB84 SB86.1 SB86.2 SB86.3 SB87 SB88 SB87(GRIT) 11 60 62 84 86 88 284 286 533L 534L 535L 536L 542L 615D 615L 617D 617L 618D 618L 888D 888L 925D 926L 925L 486.2_OUT 1OUT 486.3_ 533 534 535 536 541 542 563 564 890 889 926 927 615 617 618 888 925 486.2 486.3 Box_Elder_100(CE).INP file created on 9/13/2016 by eschneider with ICG SWMM 5 Page 1 [TITLE] ;;Project Title/Notes Box_Elder_100(CE).INP file created on 9/13/2016 by eschneider with ICG SWMM version 5.1.010 Lot 13 the Amended Plat of Lots 13 and 14, Interchange Business Park (GRIT) [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 01/28/2013 START_TIME 00:00:00 REPORT_START_DATE 01/28/2013 REPORT_START_TIME 00:00:00 END_DATE 01/30/2013 END_TIME 06:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:01:00 WET_STEP 00:01:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:30 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION D-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 0 MAX_TRIALS 0 HEAD_TOLERANCE 0 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- CONSTANT 0 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- 1 INTENSITY 0:05 1 TIMESERIES 1 SB76 2 477 2163 24 94220 3 0 SB77 2 475 1180 25 51400 6 0 SB78 2 768 1470 5 64030 1.9 0 SB79 2 79 1401.5 5 61051 1.3 0 ;non-tributary area SB8 1 808 36.9 53 8040 9.1 0 SB80 1 80 34.9 5 4350 0.3 0 SB81 1 934 139.2 5 6060 0.5 0 SB83 1 83 32.7 5 2370 0.8 0 SB84 1 563 26 5 1130 0.5 0 SB85 1 785 98 5 4270 0.3 0 SB86.1 1 564 90.3 8 3930 0.6 0 ;Sunflower Development SB86.2 1 486.2 36 80 10450 0.6 0 ;Clydesdale Development SB86.3 1 486.3 120.2 45 17440 0.6 0 SB87 1 617 45.0028 73 6710 0.5 0 SB88 1 930 133.3 90 29000 0.6 0 SB89 1 933 171.324 46 38158 1.1 0 SB9 1 809 22.1 23 1930 0.7 0 SB90 1 790 174.621 32 15180 0.7 0 SB91 1 943 43.5 5 1900 0.1 0 SB92 1 92 68.5 5 3300 4 0 SB93 1 565 104.901 5 5100 0.9 0 SB94 1 539 149.624 5 6500 0.8 0 SB95 1 795 372.4 5 16220 2.5 0 SB96 1 918 63.0725 5 2750 2.1 0 SB97 1 544 109.786 5 4780 1.4 0 SB98 1 98 25.7 5 1870 1.7 0 SB99 1 799 108.1 5 4700 1.1 0 SB87(GRIT) 1 617 1.18 15 162.15 1.16 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- - --------- ---------- SB10 0.016 0.25 0.1 0.3 1 OUTLET SB100 0.016 0.25 0.1 0.3 1 OUTLET SB101 0.016 0.25 0.1 0.3 1 OUTLET SB102 0.016 0.25 0.1 0.3 1 OUTLET SB103 0.016 0.25 0.1 0.3 1 OUTLET SB104 0.016 0.25 0.1 0.3 1 OUTLET SB105 0.016 0.25 0.1 0.3 1 OUTLET SB106 0.016 0.25 0.1 0.3 1 OUTLET SB107 0.016 0.25 0.1 0.3 1 OUTLET SB108 0.016 0.25 0.1 0.3 1 OUTLET SB109 0.016 0.25 0.1 0.3 1 OUTLET SB11 0.016 0.25 0.1 0.3 1 OUTLET SB110 0.016 0.25 0.1 0.3 1 OUTLET SB111 0.016 0.25 0.1 0.3 1 OUTLET SB112 0.016 0.25 0.1 0.3 1 OUTLET SB113 0.016 0.25 0.1 0.3 1 OUTLET SB114 0.016 0.25 0.1 0.3 1 OUTLET SB115 0.016 0.25 0.1 0.3 1 OUTLET SB116 0.016 0.25 0.1 0.3 1 OUTLET SB119 0.016 0.25 0.1 0.3 1 OUTLET SB12 0.016 0.25 0.1 0.3 1 OUTLET Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth 893D DUMMY 1307.45 0 12:43 893L DUMMY 672.37 0 12:43 894L DUMMY 672.37 0 12:43 921L DUMMY 451.81 0 11:34 924L DUMMY 509.37 0 11:32 925D DUMMY 3659.76 0 12:47 925L DUMMY 1463.97 0 12:47 926L DUMMY 1463.97 0 12:47 928D DUMMY 1897.95 0 12:22 928L DUMMY 191.88 0 12:22 935L DUMMY 1841.89 0 11:58 936L DUMMY 2090.40 0 12:19 937D DUMMY 773.17 0 10:59 937L DUMMY 954.35 0 10:59 938 DUMMY 954.35 0 10:59 939L DUMMY 5564.36 0 10:44 940D DUMMY 458.23 0 08:48 Box_Elder_100(CE).INP file created on 9/13/2016 by eschneider with ICG SWMM 5 Page 22 SB84 SB86.1 SB86.2 SB86.3 SB87 SB88 SB87(GRIT) 11 60 62 63 84 86 88 284 286 533L 534L 535L 536L 542L 615D 615L 617D 617L 618D 618L 888D 888L 925D 926L 925L 486.2_OUT 1OUT 486.3_ 533 534 535 536 541 542 563 564 890 889 926 927 615 617 618 888 925 486.2 486.3 Box_Elder_100(PROP).INP file created on 9/13/2016 by eschneider with ICG SWMM 5 Page 1 [TITLE] ;;Project Title/Notes Box_Elder_100(PROP).INP file created on 9/13/2016 by eschneider with ICG SWMM version 5.1.010 Lot 13 the Amended Plat of Lots 13 and 14, Interchange Business Park (GRIT) [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 01/28/2013 START_TIME 00:00:00 REPORT_START_DATE 01/28/2013 REPORT_START_TIME 00:00:00 END_DATE 01/30/2013 END_TIME 06:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:01:00 WET_STEP 00:01:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:30 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION D-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 0 MAX_TRIALS 0 HEAD_TOLERANCE 0 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- CONSTANT 0 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- 1 INTENSITY 0:05 1 TIMESERIES 1 SB76 2 477 2163 24 94220 3 0 SB77 2 475 1180 25 51400 6 0 SB78 2 768 1470 5 64030 1.9 0 SB79 2 79 1401.5 5 61051 1.3 0 ;non-tributary area SB8 1 808 36.9 53 8040 9.1 0 SB80 1 80 34.9 5 4350 0.3 0 SB81 1 934 139.2 5 6060 0.5 0 SB83 1 83 32.7 5 2370 0.8 0 SB84 1 563 26 5 1130 0.5 0 SB85 1 785 98 5 4270 0.3 0 SB86.1 1 564 90.3 8 3930 0.6 0 ;Sunflower Development SB86.2 1 486.2 36 80 10450 0.6 0 ;Clydesdale Development SB86.3 1 486.3 120.2 45 17440 0.6 0 SB87 1 617 45.0028 73 6710 0.5 0 SB88 1 930 133.3 90 29000 0.6 0 SB89 1 933 171.324 46 38158 1.1 0 SB9 1 809 22.1 23 1930 0.7 0 SB90 1 790 174.621 32 15180 0.7 0 SB91 1 943 43.5 5 1900 0.1 0 SB92 1 92 68.5 5 3300 4 0 SB93 1 565 104.901 5 5100 0.9 0 SB94 1 539 149.624 5 6500 0.8 0 SB95 1 795 372.4 5 16220 2.5 0 SB96 1 918 63.0725 5 2750 2.1 0 SB97 1 544 109.786 5 4780 1.4 0 SB98 1 98 25.7 5 1870 1.7 0 SB99 1 799 108.1 5 4700 1.1 0 SB87(GRIT) 1 617 1.18 90 162.15 1.16 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- - --------- ---------- SB10 0.016 0.25 0.1 0.3 1 OUTLET SB100 0.016 0.25 0.1 0.3 1 OUTLET SB101 0.016 0.25 0.1 0.3 1 OUTLET SB102 0.016 0.25 0.1 0.3 1 OUTLET SB103 0.016 0.25 0.1 0.3 1 OUTLET SB104 0.016 0.25 0.1 0.3 1 OUTLET SB105 0.016 0.25 0.1 0.3 1 OUTLET SB106 0.016 0.25 0.1 0.3 1 OUTLET SB107 0.016 0.25 0.1 0.3 1 OUTLET SB108 0.016 0.25 0.1 0.3 1 OUTLET SB109 0.016 0.25 0.1 0.3 1 OUTLET SB11 0.016 0.25 0.1 0.3 1 OUTLET SB110 0.016 0.25 0.1 0.3 1 OUTLET SB111 0.016 0.25 0.1 0.3 1 OUTLET SB112 0.016 0.25 0.1 0.3 1 OUTLET SB113 0.016 0.25 0.1 0.3 1 OUTLET SB114 0.016 0.25 0.1 0.3 1 OUTLET SB115 0.016 0.25 0.1 0.3 1 OUTLET SB116 0.016 0.25 0.1 0.3 1 OUTLET SB119 0.016 0.25 0.1 0.3 1 OUTLET SB12 0.016 0.25 0.1 0.3 1 OUTLET Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth 893D DUMMY 1307.45 0 12:43 893L DUMMY 672.37 0 12:43 894L DUMMY 672.37 0 12:43 921L DUMMY 451.81 0 11:34 924L DUMMY 509.37 0 11:32 925D DUMMY 3659.76 0 12:47 925L DUMMY 1463.97 0 12:47 926L DUMMY 1463.97 0 12:47 928D DUMMY 1897.95 0 12:22 928L DUMMY 191.88 0 12:22 935L DUMMY 1841.89 0 11:58 936L DUMMY 2090.40 0 12:19 937D DUMMY 773.17 0 10:59 937L DUMMY 954.35 0 10:59 938 DUMMY 954.35 0 10:59 939L DUMMY 5564.36 0 10:44 940D DUMMY 458.23 0 08:48 Box_Elder_100(PROP).INP file created on 9/13/2016 by eschneider with ICG SWMM 5 Page 22 F APPENDIX F FLOODPLAIN INFORMATION AND CITY OF FORT COLLINS FLOODPLAIN REVIEW CHECKLIST FOR 100% SUBMITTALS KKKKKKKKKK K KK KK KKK KK KKK KKKKKKKKKKKKK KKKKKK KKKKKKKKKK KKK KK KK KKKKKK KK KKKK K KKKKKKKKKKKKKKKKKKKKKKK K KKKKKKKKKKKKKKKK KK KKKKKKKKKKKK 4927ft NAVD88 4928ft NAVD88 4926ft NAVD88 4929ft NAVD88 4924ft NAVD88 4928ft NAVD88 4928ft NAVD88 XS#:14564 4927.5ft NAVD88 XS#:15107 4927.8ft NAVD88 XS#:14127 4925.4ft NAVD88 SE FRONTAGE RD OFF RAMP DENROSE CT SUNCHASE DR . Printed: 07/13/2016 All are floodplain approximate. boundaries This Agency information (FEMA) Flood is based Insurance on the Federal Rate Map Emergency (FIRM) and Management the City of Fort that the Collins referenced Master property Drainageway will or Plans. will not This be free letter from does flooding not imply or damage. City Designated A property Floodplain not in the may Special be damaged Flood Hazard by a flood Area greater or in a than not shown that predicted on the map. on the This map map or from does a not local create drainage liability problem on the part that results of the City, from or reliance any officer on this or employee information. thereof, for any damage FEMA Flood Risk Map Moderate Risk May - Areas include:of FEMA 500-year floodplain (FEMA Zone X-shaded). - Areas average of depths FEMA or of City less 100-than year 1 foot. floodplain (sheet flow) with Low Risk - Areas protected by levees from the 100-year flood. Areas floodplains. outside Local of FEMA drainage and problems City mapped may 100-still year exist. and 500-year FEMA - Areas Flood of FEMA Fringe 100-- May year Include:floodplain (FEMA Zones A, AE, AO, and AH) - Areas flow areas of City with 100-average year floodplain depths of including 1-3 feet. ponding areas and sheet There is a 1% annual chance that these areas will be flooded. High Risk FEMA fastest Floodway velocities. - Area of 100-year floodplain with greatest depths and 0 50 100 200 300 400 Feet City of Fort Collins Floodplain Review Checklist 100% Development Review Submittals Instructions: Complete this checklist by marking all boxes that have been adequately completed. Put an “NA” next to any items that are not applicable to this particular submittal. Any boxes that are left blank and do not have an “NA” marked next to them are considered incomplete. Date of Review:_____________ Reviewer’s Name:____________________________ Plat Map The following required items are on the plat: 100-year floodplain boundary City FEMA Floodway boundary City FEMA The benchmark number and elevation of benchmark These items match the FIRM. (FEMA Basin) These items match the Master Plan. (City Basin) The benchmark number and elevation match with those published in the City of Fort Collins benchmark system. Site Plan The following required items are on the site plan: 100-year floodplain boundary- FEMA and City 500-year floodplain boundary (if proposed structure is a “critical facility” and a 500-year floodplain is mapped) Floodway boundary Erosion buffer zones Restrictions related to use (ie. critical facility or no residential use of lower floor if floodproffed mixed use structure) Drainage and/or Grading Plan (or a separate Floodplain Sheet if it is too cluttered on Drainage and Grading Plan) The following required items are on the drainage and/or grading plan: 100-year floodplain boundary- FEMA and City 500-year floodplain boundary (if proposed structure is a “critical facility” and a 500-year floodplain is mapped) Floodway boundary Erosion buffer zones Cross-section locations BFE lines Lowest floor elevation of structures (bottom of basement or crawl space is considered the lowest floor) The floodplain and floodway boundaries are in the correct location and labeled properly. The cross-section and BFE lines are in the correct location and labeled properly. Elevations are referenced to the appropriate datum: FEMA basins – list in both NGVD 29 and NAVD 88 City basins – list only in NGVD 29 Floodway regulations have been met. No fill in the floodway unless a hydraulic analysis shows “no-rise”. No manufactured homes, except in an existing park, can be placed in the floodway. No changing a nonconforming non-residential or mixed use structure to a residential structure. Landscaping meets requirements for no encroachment in the floodway without a hydraulic analysis to show “no-rise”. No storage of materials or equipment. A note is on the plans about the above floodway restrictions. Critical facilities regulations have been met: 100 year – no life safety, emergency response or hazardous material critical facilities 500 year Poudre – no life safety or emergency response critical facilities Any pedestrian bridges in the floodway that are not able to pass the 100-year flow are designed to be “break-away”. Fences in the floodway will not block conveyance. Example: split-rail fence cabled together to not float, flap at bottom of privacy fence to allow water through (flap at BFE or above). Any items in the floodway that can float (Example: picnic tables, bike racks, etc.) are noted as being anchored. Erosion Buffer Zone requirements have been met: Design of any allowed development minimizes disturbance to channel bed and banks. No structures allowed. No additions to existing structures allowed. Any fencing is split-rail design and break-away, but cabled. Must be oriented parallel to general flow direction. No detention or water quality ponds. No bike or pedestrian paths or trails except as required to cross streams or waterways. Road, bicycle and pedestrian bridges must span erosion buffer zone. No fill. No outdoor storage of non-residential materials or equipment. No driveways or parking areas. No irrigated vegetation and non-native trees, grasses, or shrubs. No utilities except as necessary to cross streams or waterways. No grading or excavation except as required for permitted activities in erosion buffer zone. No construction traffic except as required for permitted activities in erosion buffer zone. Any construction in the erosion buffer zone shows that it will not impact the channel stability. A note is on the plans about the above erosion buffer zone restrictions. Any necessary floodplain modeling has been submitted and approved. All modeling must follow the City’s floodplain modeling guidelines. Special Poudre River Regulations Poudre River Floodway Regulations have been met. No construction of new residential, non-residential or mixed-use structures. No redevelopment of residential, non-residential or mixed-use structures. No additions to residential, non-residential or mixed-use structures. No fill unless hydraulic analysis shows “no-rise”. Poudre River floodplain regulations have been met No construction of new residential or mixed-use structures No additions to residential structures No additions to mixed-use structures if there is an expansion in the residential-use area of the structure. No floatable materials on non-residential sites Information Related to Structures in the Floodplain For structures in the floodplain, a table is shown that lists the following: City BFE at upstream end of structure FEMA BFE at upstream end of structure (if different than City BFE) Regulatory flood protection elevation Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) Floodproofing elevation for non-residential structures (if applicable) Garage slab elevation HVAC elevation The BFE at upstream end of structures are correct based on interpolation between the cross-sections. The regulatory flood protection elevation is correct. The lowest floor and HVAC are at or above the regulatory flood protection elevation. Elevations are referenced to the appropriate datum: FEMA basins – list in both NGVD 29 and NAVD 88 City basins – list only in NGVD 29 A typical drawing detail is included for each foundation type proposed (slab-on- grade, basement, crawl space) showing the elevation of the HVAC and lowest floor elevation (which includes bottom of the basement or crawl space) relative to the BFE. If garage is not elevated to the regulatory flood protection elevation, then a drawing detail is included showing vent placement, size, and number. There is 1 square inch of venting for every 1 square foot of enclosed area. The bottom of the venting is not higher than 1 foot above grade. The venting is on at least two sides, preferably on upstream and downstream sides. (Does not have to be divided equally). If a non-residential structure is to be floodproofed, one of these conditions is met: All requirements on separate sheet titled “Floodproofing Guidelines” have been met. If floodproofing information is not submitted as part of the plans, then a note is on the plans stating that floodproofing information will be submitted at the time of the building permit application. For manufactured homes, all submittal requirements on separate sheet titled “Installation of a Mobile Home Located in a Floodplain: Submittal Requirements” have been met. If the floodplain use permit is not going to be submitted until the building permit is applied for, then a note is on the plans stating that the floodplain use permit will be submitted at the time of building permit application. A note is on the plans stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued. This is required even if property is only in a City floodplain. Drainage Report The site is described as being in the floodplain. Floodplain name and if the floodplain is a FEMA or City-designated is described. Any floodway or erosion buffer zones on the site are described. The FEMA FIRM panel # and date and/or the Master Plan information is cited. A copy of the FIRM panel with the site location marked is included in the report. If a floodplain modeling report has been submitted, that report is referenced. The reason for the floodplain modeling report is described. If a FEMA CLOMR or LOMR has been approved for the site, the case number is referenced. The reason for the CLOMR or LOMR is described. If a FEMA LOMR is required after construction, this is stated in the report. The location of the structures relative to the floodplain is described. If there is both a FEMA and a City floodplain on the site, the location of the structures relative to both is described. The use of the structures is described. This is to determine if the structure is residential, non-residential, or mixed-use. Also, structures in all 100-year and Poudre River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of City Code for definitions.) The report describes how the development is in compliance with the applicable floodplain regulation (Chapter 10 of City Code). (Examples: elevation of lowest floor above regulatory flood protection elevation, floodproofing, floodway regulation, erosion buffer zone regulation, no-rise, etc.) The type of foundation construction for the structures (i.e. slab-on-grade, crawl space, basement, etc.) is discussed in the report. The type of foundation matches with the lowest floor elevations and grading plan. If any of the garages are not going to be elevated above the regulatory flood protection elevation, the hydraulic venting requirements are discussed. For structures in the floodplain, a table is included (same table as on the Drainage/Grading Plan) that lists the following: City BFE at upstream end of structure FEMA BFE at upstream end of structure (if different than City BFE) Regulatory flood protection elevation Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) Floodproofing elevation for non-residential structures (if applicable) Garage slab elevation HVAC elevation Elevations are referenced to the appropriate datum: FEMA basins – list in both NGVD 29 and NAVD 88 City basins – list only in NGVD 29 If the floodplain use permit is not going to be submitted until the building permit is applied for, then a note must be included in the report that states the permit will be submitted at the time of building permit application. If floodproofing information is not submitted as part of the plans, then a note must be in the report stating that floodproofing information will be submitted at the time of the building permit application. A note is in the report stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued. In the compliance section, Chapter 10 of City Code is listed. Floodplain Use Permit Floodplain Use Permit has been submitted for each structure. Permit fee has been submitted All information on permit matches the plans All information on permit meets floodplain regulations FEMA CLOMR Approval FEMA has approved any necessary CLOMRs. Additional Comments: ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ Terms to Note Lowest Floor Elevation – Elevation of the lowest floor of the lowest enclosed area (including bottom of basement or crawlspace). This is not the same as finished floor. The lowest floor should be distinguished from finished floor on plans and reports. Regulatory Flood Protection Elevation – For all floodplains except the Poudre River, the regulatory flood protection elevation is eighteen (18) inches above the base flood elevation. For the Poudre River floodplain, the regulatory flood protection elevation is twenty-four (24) inches above the base flood elevation. If there is both a FEMA and a City BFE, the higher BFE should be used to determine the regulatory flood protection elevation. Additional floodplain terminology is defined in Chapter 10 of City Code. NOTE: Issues specific to individual sites may arise that result in additional requirements. These will be discussed during initial meetings with the applicant. G APPENDIX G SOILS INFORMATION, FIGURES, TABLES AND EXCERPTS FROM REPORTS ✁ ✂ ✄ ☎ ✆ ✝ ✄ ✞ ✞ ☎ ✆ ✟ ✠ ✆ ✡ ☎ ✟ ☛ ☞ ✌ ✍ ✂ ✄ ✟ ☎ ✎ ✆ ☞ ✝ ✂ ✠ ✏ ✍ ✠ ✆ ✑ ☛ ✑ ✍ ✂ ✒ ✠ ✖ ✕ ✓ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✙ ✘ ✗ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✜ ✛ ✚ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✕ ✓ ✢ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✔ ✓ ✓ ✕ ✓ ✔ ✓ ✓ ✖ ✓ ✔ ✓ ✓ ✣ ✤ ✥ ✦ ✧ ★ ✩ ✦ ✗ ✪ ✓ ✤ ✔ ✓ ✫ ✓ ✥ ✬ ✭ ✮ ✯ ✰ ✱ ✲ ✳ ✴ ✵ ✘ ✓ ✔ ✓ ✓ ✙ ✓ ✔ ✓ ✓ ✚ ✓ ✔ ✓ ✓ ✸✾✹✽✼✹✸✻✻✷✺✹✸✷✶ ❁❀✿✼ ❄ ❄❇ ❋ ❃❂ ❆❅ ❊❉❈ ✖ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖ ✕ ✓ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖ ✕ ✓ ✓ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖ )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 ✿ ✸ ✻ ✵ ✽ ✻ ✶ ● ✾ ✶ ✵ ✶ ✷ ✳ ✿ ✳ ✸ ✾ ✿ ✶ ❊ ✼ ❇ ✲ ✶ ✻ ✻ ❇ ✳ ❇ ❇ ✷ ✷ ✾ ✴ ✵ 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 ✁ ✑ ● ❈ Hydrologic Soil Group—Larimer County Area, Colorado (GRIT) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/13/2016 Page 1 of 4 4491820 4491840 4491860 4491880 4491900 4491920 4491940 4491960 4491980 4492000 4491820 4491840 4491860 4491880 4491900 4491920 4491940 4491960 4491980 4492000 500030 500050 500070 500090 500110 500130 500150 500170 500030 500050 500070 500090 500110 500130 500150 500170 40° 34' 43'' N 104° 59' 58'' W 40° 34' 43'' N 104° 59' 52'' W 40° 34' 37'' N 104° 59' 58'' W 40° 34' 37'' N 104° 59' 52'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 45 90 180 270 Feet 0 10 20 40 60 Meters Map Scale: 1:960 if printed on A portrait (8.5" x 11") 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 34 Fort Collins loam, 0 to 1 percent slopes B 0.0 0.0% 62 Larimer-Stoneham complex, 3 to 10 percent slopes B 0.6 36.5% 73 Nunn clay loam, 0 to 1 percent slopes C 1.0 59.7% 81 Paoli fine sandy loam, 0 to 1 percent slopes A 0.1 3.8% Totals for Area of Interest 1.8 100.0% Hydrologic Soil Group—Larimer County Area, Colorado GRIT Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/13/2016 Page 3 of 4 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 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado GRIT Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/13/2016 Page 4 of 4 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 (GRIT) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/13/2016 Page 2 of 4 ❜ ✇ 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 ✣✣✛★ ★✣✢✤✜✜✜★ ✢✤✛✜ ✧ ✥ ✪★ ✜✤ ✥ ✣✣✣ ✣✦✜✪✛★✣✜ ✦★★★✣✜ ✩ ✥ ✦★ ✜✜ ✥ ✣✣✣ ✣✤✛✣✛✤✪✜ ★✤✪✤✧★ ✛ ✥ ✣★ ✜✢ ✥ ✣✣✣ ✣✢✣★✤✧✪ ✩✛✪ ✣✪✧ ✥ ✜ ✣★✜✦ ✥ ✢✣✤✛✣✜✛★ ★✦✛✛★ ✤ ✥ ✦✦✜ ✛ ✥ ✣✣✣✜ ✣✣✣★✜✤✣✜ ✪✪✦✣✤★ ✩ ✥ ✣★ ✜✤ ✥ ✣✣✣ ✣✜✦✧✢✪✜ ✣✩✜✢✪✜ ✧ ✥ ✛★ ✜✢ ✥ ✣✣✣ ✜✧✣✧✦✧✜★ ✢✪✜✦ ★★✢ ✥ ✣ ✣★✦✢ ✥ ✢✣✩✛✢✦★ ✣★✜✦★ ✢ ✥ ✛★ ✣ ✥ ✣✣✩ ✣✜✛✣✛✢✣✜ ✦✤✪★✣★ ✩ ✥ ✣★ ✜✩ ✥ ✣✣✣ ✣✤✪✩✧✪✜ ✢✜✛✧✪✜✢ ✛ ✥ ✜★ ✜★ ✥ ✣✣✣ ✜✧✣✛✜✤✤ ✦✤✪ ✤✛ ✥ ✜ ✣★✪✧ ✥ ★✣✜✦✛✜✪★ ✛✧✛✪ ✤ ✥ ✛✤ ✜✤ ✥ ✣✣✣ ✣✪✦✧✧✣✜ ✜✩✜✧✣✜ ★ ✥ ✦★ ✜✩ ✥ ✣✣✣ ✣✦✛✧✜✩✪✜ ✧✜✪✩✪✜✢ ★ ✥ ✣★ ✜✩ ✥ ✣✣✣ ✣✢✣✢✛✤✢ ✤✦✜✢ ✣✜✢ ✥ ✣ ✣★✩✤ ✥ ✢✣✣✣✣✦★★ ✧✧✤★★ ✤ ✥ ✜★ ✜✧ ✥ ✣✣✣ ✣✪✩✧✩✣✜ ✪ ★✣✛✩✣✜ ✥ ★✜✜ ✣ ✥ ✣✣✣✜ ✣✪✧✛✪✣★✜ ✧✧✤✣★✜ ✪ ✥ ✧★ ✣ ✥ ✣✣✢ ✣✧✣✪✣✧✧ ✤✦✧ ✦★✩ ✥ ✩ ✣✣✛✜ ✥ ✪✣✧✩✜✛✤★ ✦✣✪✤★ ✢ ✥ ✛✪✛ ✧ ✥ ✣✣✧ ✣✣✜✪★✣✜✜ ✜✪✛✜✧✤★ ✣★ ✜✢ ✥ ✣✣✣ ✣✩✢✧✜✜★✜ ✜✦✪✜★✜✢ ✪ ✥ ✦★ ✜★ ✥ ✣✣✣ ✣✧✣✦✩✜✩ ✛✛✩ ✦✛✜ ✥ ✣ ✣✣★✢ ✥ ✪✣✦✣★✩✢★ ★✪✢✜✢★ ✪✤✦ ★ ✥ ✣✣✧ ✣✪✢✜✛✜✜✜ ✩✩✪✜✜✜✢ ✜ ✥ ✛★ ✜✧ ✥ ✣✣✣ ✣★✣✤✛✛★✜ ✢✩★✛★✜ ✩ ✥ ✜★ ✜✦ ✥ ✣✣✣ ✜✣✧✪✪✣✜ ✢✧✣ ★✦ ✥ ✜ ✣★✧★ ✥ ✪✣✤✢✧✧★ ✣✦✜✧★ ✢ ✥ ✪✦✦ ✦ ✥ ✣★✤ ✣✣✦✜✜✛✜✜ ✢✣✛✛✢★ ✦ ✥ ★★ ✦ ✥ ✣✣✧ ✜✛✪✪✪★✜ ✜✣✜✧✧★ ★ ✥ ✣★ ✜✤ ✥ ✣✣✣ ✧✣✛✪✤✜✜ ✢✪✜✜✜ ✤✦ ✥ ✜ ✣✣✣✜✜ ✥ ✪✣✣✪✣✜✩★ ✧✦✛✩★ ✢ ✥ ✜★ ✜✤ ✥ ✣✣✣ ✣✣✤✪✦✦✜✜ ✤✢✪✦✜✜ ✤ ✥ ✪★ ✜ ✥ ✣✣✤ ✣✩✩✦★★✜ ✜✩★★✜ ★ ✥ ✛★ ✜★ ✥ ✣✣✣ ✜✣✤✩✦✛✛✜ ✢✛✛ ✣✩★ ✥ ✣ ✣★✩ ✥ ✛✣✣✪✣✛✣✤ ✪ ✧✤✪✣✤ ✥ ✦★ ✜✦ ✥ ✣✣✣ ✣★★✤✪✜✜ ✣✛✜✪✜✜ ✜ ✥ ✛★ ★ ✥ ✣✣✧ ✣★✢✦✤★✜ ✣✤✤★✜ ✦ ✥ ✪★ ✣ ✥ ✣✣✢ ✢✣✩★✧✦✜ ✢✩✜✦✜ ✧✜ ✥ ✣ ✣✣✣✜✧ ✥ ✤✣✪✧✦✜✤ ✦✛✛✜ ✛✣ ✛✣ ✥ ✣★ ✣★✤✢✜★✜✜ ★✣✪✜✤★ ✜ ✥ ✦★ ✜★ ✥ ✣✣✣ ✣★✤✦✦✢★✜ ✜✧✤✢★✜✢ ✛✢✣ ✥ ✦★ ✪ ✥ ✣✧✧ ★✜ ✜✣✜✤✜ ✥ ★ ✛✜✛ ✣✦✦ ✥ ✥ ✜ ✣✧✧✦ ✥ ✤✣✩✣✛✛✤ ✛✛✜✛ ✛✛ ✛★ ✥ ✣★ ✣★✤★✜✤✜✜ ✩★✦✤✜✜ ✜ ✥ ✣★ ✜✢ ✥ ✣✣✣ ✣★✪★✪✧★✜ ✦✪✣✜✧★✜ ✣★ ✜✢ ✥ ✣✣✣ ★✜ ✜✣✢✩✛ ✥ ★ ✦✛ ✪✜✢ ✥ ✥ ✥ ✣✜ ✢✜✧ ✥ ✣ ✪✣✣✪✛✦✤ ✪✜✜✢ ✪✪✛ ★ ✥ ✣★✛ ✣✤✤✢✪✩✜✜ ✪✩✣✜✩✜✜ ✛★ ✜✧ ✥ ✣✣✣ ✣✣✦✧✛✩★✜ ✩✪✤✩★✜✢ ✣★ ✜✧ ✥ ✣✣✣ ★✜ ✪✣✤✣✪✦ ✥ ✢✛★✜ ✪✪✩ ★ ✥ ✥ ✛ ✣✣✦✛ ✥ ✤✣✢★✜✪✤ ✤✪ ✦✦ ✥ ✛✢ ✜★ ✥ ✣✢ ✣✣✛✛✜✣✛✜ ✪✛✛★✢★ ✢ ✥ ✛✢ ✜ ✥ ✣✣✧ ✣✦✧✤✣✤✜ ✤★✜✣✤✜ ✢ ✥ ✜★ ✜✣ ✥ ✣✣✣ ★✜ ✪✣✤✪✢✪ ✥ ★✜ ✛✤✪ ★✦✪ ✥ ✥ ✥ ✜✧ ✤✦✜ ✥ ✣ ✤✣✢★✜★✤ ★★ ★✜ ✥ ✛✛ ✜✣ ✥ ✣✪ ✜✛✜ ✣✤✢✧✜ ✥ ✜✣✛✜✛✜✢ ✛ ✥ ✣★ ✜✧ ✥ ✣✣✣ ✤✜✛✧★✛✤✜ ✤✦✦✜✛✤✜ ✤✪ ✥ ✪★ ✜✢ ✥ ✣✣✣ ✪✣✣★✤✜ ✜✜✤✜ ✢★ ✥ ✜ ✣✣✣✜✤ ✥ ✤✣★✦✜✤✤ ✢✤ ✪✢ ✥ ✛✦ ✛✣ ✥ ✣★ ✜✛✜ ✣✣★✜✛✜✛ ✥ ✜✛✜✪ ✢✪✜✜✛ ✦ ✥ ✥ ✣✛★ ✧ ✥ ✣✣✦ ✛✢✩✩✛✦✤✜ ✧✧✤✦✤✜✢ ✤✢✣ ✥ ✦★ ✜✪ ✥ ✣✣✣ ✪✣✪✜✪✢✜ ✛★✢✜ ★✦ ✥ ✦ ✣★★✩ ✥ ✤✣✩✩✛✢✤ ✦✢✜✢ ✛✢ ✛✣ ✥ ✣★ ✜✛✜ ✜★✪✤✛✛ ✥ ✧✪✜✜✛✜✢ ✜ ✥ ✣★ ✜✧ ✥ ✣✣✣ ✣✢✣✛✪✤✜ ✢✪✪✤✜ ★ ✥ ✛★ ✜✢ ✥ ✣✣✣ ✜✣✤✪★✧✜ ★✛✜✧ ★✦ ✥ ✜ ✣✣✣✜✣ ✥ ✤✣✤✢✜✧✤ ✦✣✜✧ ✛✜ ✛✣ ✥ ✣★ ✜✛✜ ✣✪★✣✜✦ ✥ ✜✛✜✜✛✜✢ ✣✩✜ ✧ ✥ ✣✣★ ✦✤✜★✜★✤✜ ✧✪✦★✤✜✢ ✜✣✜ ✥ ✜★ ✜✜ ✥ ✣✣✣ ✪✣✢★✦✩✜ ★✛✧✩✜ ✛ ✣✣✣✜★ ✥ ✤✣✛✢✩✤ ✦✦✦ ✦ ✥ ✛✦✪ ✣ ✥ ✣✣✛ ✛✛✜ ✣✤✜✪✜✜ ✥ ✢✩✛✛✜✢ ★ ✥ ✣★✧ ✧ ✥ ✣✣✦ ✣★✣✦✜✤✤✜ ✩✩✛✤✤✜✢ ✤ ✥ ✜★ ✜✧ ✥ ✣✣✣ ✛✣✧✣✪✜✣✛ ✜✤✜✣ ✣✛✤ ✥ ✛ ✣✣★✣ ✥ ✢✣✦✢✤✣✢ ✦✣★✣ ✛✣ ✦✣ ✥ ✣✛ ✛✛✜ ✣✢✦★✛ ✥ ✛✛✜✪ ✢✦✛ ✥ ✣★★ ✧ ✥ ✣✣✦ ✣✛✢✪✜✢✤✜ ✧✦✦✢✤✜ ✛★ ✜✤ ✥ ✣✣✣ ✪✣✩✜✛✜✛ ✛✛✜✛ ★✤ ✥ ✛ ✣★✪✩ ✥ ✢✣✣✤✜✜✢ ★✜ ✜★ ✥ ✛✣ ✜✛ ✥ ✣★ ✦✛✜ ✣✤✜✣✛✜ ✥ ✛✤✪✦✛✜✢ ✧ ✥ ✣✤ ✜★ ✥ ✣✣✣ ✩✣★✪✜✧✤✜ ✦✦✦✧✤✜ ✜✧✣ ✥ ✦★ ✜✛ ✥ ✣✣✣ ✧✣★✜✜✛✛ ✣✜✛✛ ★✤ ✥ ✦ ✣✣✪✛ ✥ ✧✣★✧✛✛✢ ✤✜✜✤ ✣★ ✢ ✥ ✣✪✛ ✦✛✜ ✣✣✜✤✜✛ ✥ ✦✛✜✪ ✛✪✜✛ ✥ ✣✜✪ ★ ✥ ✣✣✦ ✣✩✦✢✜✩✤✜ ✩✩✦✩✤✜✢ ✦ ✥ ✛★ ✜✣ ✥ ✣✣✣ ✢✣✣✢✜✦✛ ✜✦✦✛ ★✦ ✥ ✛ ✣✣✧✣ ✥ ✪✣✪✩✜✤★✢ ✛✛✪✜✤✢ ✤✧✦ ✪ ✥ ✣✣✣✜ ✦✛✜ ✣✣✦★✜✛✛ ✥ ✦✛✜✪ ★✣✜✛✛ ✪ ✥ ✥ ✣✜✪ ★ ✥ ✣✣✦ ✣✢✩✤✣✢✜ ✩★✜✣✢✜ ✩ ✥ ★★ ✜✣ ✥ ✣✣✣ ✪✣✩✢✩✪✛ ✦✦✪✛ ★✪✢ ✥ ✦ ✣★✜✦ ✥ ✪✣✛✛✪✩✤✢ ✦✤✜✛✢✢ ✦✪✛ ✣ ✥ ✣✣✣✜ ✦✛✜ ✣✩✛✪✦✛ ✥ ✩✪✦✛✜✢ ✛ ✥ ✣✜✪ ★ ✥ ✣✣★ ✣✢✤✩✜✜✢✜ ✤✛✛✜✢✜ ✜ ✥ ★★ ✣ ✥ ✣✣★ ✢✣✦✤★★✛ ✩✛✜★✛ ★✜ ✥ ✣ ✣✣✣✜✢ ✥ ✪✣✣✪✜★✢✢ ✣✧✜✜★✢ ✤★✛ ✣ ✥ ✣✣✣✜ ✦✛✜ ✣✧✩✩✦ ✥ ✪✜✜✦✛✜✢ ★ ✥ ✣✧✜ ★ ✥ ✣✣★ ✣✣✦✢✜✛✢✜ ✢✩✦✛✩★ ✦ ✥ ✛★ ✜✢ ✥ ✣✣✣ ✢✤★✢✤✤✛ ★★✜✤✛ ★✜ ✥ ✛ ✣✣✣✜✣ ✥ ✢✣✦✣✪✤✧✢ ✣✢✪✜✧✤ ✜★ ✜✩ ✥ ✣✣✣ ✦✛✜ ✣✢✢✜✛✪ ✥ ✦✛✜✪ ✩✪✜✪ ✩ ✥ ✥ ✣✧✛ ★ ✥ ✣✣✦ ✣★★✛✜✦✢✜ ✧✧✛★✩★ ✜★ ✜★ ✥ ✣✣✣ ✢✣✦✛✪✢✛ ✛✢✢✛ ★✧ ✥ ✛ ✣★✢✤ ✥ ✢✜★✣✜✤✩✢ ✜✣✪✜✩ ★ ✥ ✜★ ✜✦ ✥ ✣✣✣ ✦✛✜ ✣✢✤✤✜★ ✥ ✦✛✜✪ ✪✜✜★ ✧ ✥ ✥ ✣✩✦ ★ ✥ ✣✣✦ ✛✧✢✤✜✪✢✜ ★✧✦✪✢✜ ✩✤✛ ✥ ✛★ ✜✤ ✥ ✣✣✣ ✛✣✧✪★✧✛ ★✛✜✧ ✩✩ ✥ ✦ ✣✣✣✜✜ ✥ ✧✣★✦✪✣✧ ✪✦✣ ✩ ✥ ✣★ ✦ ✥ ✣★✦ ✪✛✜ ✣✩✤✧✜✜ ✥ ✩✛✪✪✛✜ ✜★ ✜★ ✥ ✣✣✣ ✣✜✛✛✜★✢✜ ✣✧✛★✢✜✢ ✦ ✥ ✜★ ✜★ ✥ ✣✣✣ ✢✣✩✛✜✛✩✛ ✧✤✛✩✛ ✩✛✧ ✥ ✣ ✣★★✤ ✥ ✩✣✤✣✤✜✧ ✩✦✜✪✦ ✛ ✥ ✣★ ✜★ ✥ ✣✣✣ ✪✛✜ ✪✧★✢✛ ✥ ✪✢✜✢✜✦✢ ✜ ✥ ✜★ ✜★ ✥ ✣✣✣ ✣✣★✢✜✤✢✜ ✜✣✪✤✢✜ ✧ ✥ ✜★ ✜✣ ✥ ✣✣✣ ✪✣✢✧✪✣✦ ✦✦✣✦ ✩✪★ ✥ ✜ ✣✣✦★ ✥ ✧✣✢✦✛✦✧ ✛✦✦ ✢ ✥ ✣★ ✧ ✥ ✣✣✤ ✪✛✜ ✣✧✦✛✦ ✥ ✪★✢✜✦✢ ✤ ✥ ✜★ ✜★ ✥ ✣✣✣ ✣✜✩✪✛✢✢✜ ✜✢★✢✢✜ ✧ ✥ ✛★ ✜✜ ✥ ✣✣✣ ✦✣✪✣✧✜✦ ✪✧✜✜ ✢★ ✥ ✛ ✣✣✣✜✜ ✥ ★✣✦✜✜✪✧ ✤✛✦✤ ✣★ ✜★ ✥ ✣✣✣ ✣✣★✢✜★✛✜ ✜✪✛★✛✜ ✢ ✥ ★★ ✤ ✥ ✣✣✤ ✣✪★★✛✧✢✜ ✪ ✤✧★✧✢✜ ✥ ✜★ ✜✪ ✥ ✣✣✣ ✦✣✩✛✩✛✦ ✦✜✛✛ ✤✦ ✥ ✜ ✣✣✣✜✪ ✥ ✢✣✢✛✪★✧ ✧✩★✧ ✣★ ✜✦ ✥ ✣✣✣ ✣✣✤✩✛✤✛✜ ✩✢✤✤✛✜✢ ✤ ✥ ✛★ ✜✛ ✥ ✣✣✣ ✣✩✢✩✪✩✢✜ ✦✪✜✜✩✢✜✢ ✛★ ✜✦ ✥ ✣✣✣ ✦✦ ✪✣✧✪✜✜ ✥ ✦✦✦✦ ✧✩ ✥ ✛ ✣✣✣✜✜ ✥ ✤✧ ★✣✦✩✦✜ ✥ ✣✩✪✤ ✦ ✥ ✣✧ ✜✤ ✥ ✣✣✣ ✣✛✤✧✜✢✛✜ ✢✛✪✢✛✜✢ ✦ ✥ ✛✧ ✜✛ ✥ ✣✣✣ ✤✜✪✛✦✜✧✜ ✪✪✢✩✩★ ✤✜ ✥ ✛★ ✜✤ ✥ ✣✣✣ ✦✦ ✪✣✛★★✛ ✥ ✧★✧✦✦✦ ✛ ✣✣✦✜ ✥ ✤✧ ✪✣★✪✣✜✛ ✥ ✤✧ ✤✦✛ ✥ ✣✣✧ ✤ ✥ ✣★✜ ✣★✤✩✜✧✛✜ ✣✢✛✧✛✜ ✢ ✥ ✤★ ✢ ✥ ✣✣✤ ✣✣✦★✛✛✧✜ ✣✧★✛✧✜✢ ✧ ✥ ✛★ ✜✜ ✥ ✣✣✣ ✦✦ ✪✣✣✛✛✜✦ ✥ ✦★✪✧✦✦ ✛ ✣✣✦✜ ✥ ✤✧ ✪✣✪✪✢✜✦ ✥ ✤✧ ✣✛✜✦ ✛ ✥ ✥ ✣★✪ ✤ ✥ ✣✣✦ ✣★✧✤✪✩✛✜ ✣✤✧✩✛✜✢ ✪ ✥ ✪★ ✛ ✥ ✣✣✧ ★✣✦✛✪✦✧✜ ✜✢✩✦✧✜ ✧✧✜ ✥ ★★ ✜✦ ✥ ✣✣✣ ✦✦ ✪✣★✣✤✪ ✥ ✜✪✦✦ ✦★✢ ✥ ✛ ✣✣✦✜ ✥ ✤✣✜✢✤✢✧ ✤✪✢✜ ✛✧✜✧ ✥ ✣✦✢ ★ ✥ ✣✣✦ ✣★✪✜✛✣✦✜ ✛✩✪✧✢★ ✪ ✥ ✣★ ✜✩ ✥ ✣✣✣ ✪✦✜✛✜✪✧✜ ✧✢✛✪✧✜ ✤✤★ ✥ ✛★ ✜★ ✥ ✣✣✣ ✧✣✛✛✤✪✦ ✧✛✜✪✦ ✩★ ✥ ✜ ✣✣✩✣ ✥ ✩✣✣✣✩✛✧✧ ✦✦✜✣✦ ✦ ✥ ✣✣✩ ✤ ✥ ✣✣✛ ✜✦✜ ✣✜✧✜✜ ✥ ✜✪✜✦✜✢ ★ ✥ ✣★ ✜✢ ✥ ✣✣✣ ✛✤✤✦✤✧✜ ✢★ ✥ ✪✧✤✧✜ ★✜ ✥ ✪★ ✜✣ ✥ ✣✣✣ ✢✣✩✦✦✜★✦ ✢✣✦★✦ ✤✦ ✥ ✣ ✣✣✣✜✢ ✥ ✩✧★✜✧✦✩✧ ✜✢✜✦✦ ✪✛✦ ✥ ✜✤✪ ✜ ✥ ✣✣✛ ✜✦✜ ✣✪✢✧✛ ✥ ✣✤✜✦✜✢ ✛ ✥ ✣✪✪ ✢ ✥ ✣✣✦ ✦✢✜✦✜✧✧✜ ✛✣✦✧✧✜ ✪ ✥ ✣★ ✜✤ ✥ ✣✣✣ ✦✣✪✧✦✜✤✦ ✢✜✦✤ ✤✧ ✥ ✜ ✣✣✣✜✣ ✥ ✢✣✧✜★✜✣✩ ✪✢✜✣✩ ✜✛✤ ✥ ✣✛✦ ✢ ✥ ✣✣★ ✣✧★✢✦✛✦✜ ✧★✛✛✦✜✢ ✧ ✥ ✣★✪ ✢ ✥ ✣✣✦ ✣✤✣✦✪✣✩✜ ✩✧✩✣✩✜ ✛✜✛ ✪ ✥ ✣✣✣✜ ✦✣✢✢✦✢✦ ✪✦✢ ✦✛✤ ✥ ✜ ✣✣✪✧ ✥ ✩✣✣✩✜✜✩ ✦✪✦✪ ★ ✥ ✣★ ✜✜ ✥ ✣✣✣ ✣✜✦✧✦✦✜ ✪✪✜✦✦✜✢ ✢✪★ ✥ ✛★ ✪ ✥ ✣✤✢ ✤★✤✦★✜✩✜ ✜✦✛✜✜✩✜ ✢✢ ✥ ✣✩✜ ✩ ✥ ✣✣✣✜ ✦✣✤✤✛✜✧✦ ✣✩✛✧ ★✢ ✥ ✛ ✣✣✣✜✧ ✥ ✩✣✣✦✦✛✩ ✧✤✛ ★ ✥ ✪★ ✣ ✥ ✣✣✩ ✣✤✢✛✪✪✦✜ ✦✦✧✪✦✜✢ ✜★✪ ✥ ✦★ ✣ ✥ ✣★✧ ✣✛✦✜✤✛✩✜ ✢✣✪✜✛✩✜ ✜✩✜ ✜ ✥ ✣✣✣✜ ✧✣✧✪✛✩✦ ✢✜✩✦ ★✜ ✥ ✣✦ ✣✣✦✧ ✥ ★✣✣✜★✦✩ ✪✣✜★✤ ✜✣✩ ✥ ✣★ ✩ ✥ ✣✣✩ ✣✣✢✜✜★✦✜ ✧✤✛★✦✜ ✢ ✥ ✜★ ✜✪ ✥ ✣✣✣ ✣✦✤✪✦✦✩✜ ✧✩✦✦✩✪ ✜✣✦ ✛ ✥ ✣✣★ ✪✣✢✣✤✜✣✪ ✣✜✜✣✪ ✦★✢ ✥ ✛ ✣✣✦✢ ✥ ★✣✣★✤✪✩ ✩✪✜✩✦ ✪✛✤ ✥ ✣★ ✜✧ ✥ ✣✣✣ ✣✩✛✧✜✤✦✜ ✩✜✪✤✦✜✢ ✧ ✥ ✜★ ✜★ ✥ ✣✣✣ ✣✩★✧✜✪✩✜ ✩✩✛✪✩✜ ✛✜✜ ✣ ✥ ✣✣✢ ✪✣✜★✧✦✜✪ ✛✦✜✜✪ ✩✛✤ ✥ ✜ ✣★✜✢ ✥ ✢✣✛✛✤✜★✩ ✛✢✦★✩ ✪ ✥ ✛★ ✜★ ✥ ✣✣✣ ✣✣✦✦✜✢✦✜ ★✣✦✢✦✜✢ ★ ✥ ✣★ ✜✩ ✥ ✣✣✣ ✣✪✛✣✦★✩✜ ✪✩✤★✩✜ ✣✜✜ ✩ ✥ ✣✣✣✜ ✪✣★✦✛✛✪ ★✪★✛ ✜ ✣✣✣✜✦ ✥ ✩✣★✢✛✤✩ ✦✤✧✜ ★✛✢✣ ✥ ✛★ ✜✜ ✥ ✣✣✣ ✣✪✛✢✧✦✜ ✤✤✜✧✦✜ ✜ ✥ ✜★ ✜✪ ✥ ✣✣✣ ✢✢✣★✢✤✩✜ ✦✛✢✜✤✩✜ ✛★ ✥ ✜★ ✜✣ ✥ ✣✣✣ ✪✣✤✣✛✦✪ ✢✦✦ ✣✪✧ ✥ ✜ ✣✣✧✩ ✥ ★✣✧✢✪✢✩ ✤✧✢ ✩✣✜✪✪ ✥ ✜★ ✜✪ ✥ ✣✣✣ ✣★✛✤✩✦✜ ✦✪✜✩✦✜✢ ✪ ✥ ✣★ ✜★ ✥ ✣✣✣ ✣✤✪✜✣✣✛ ✦✦✤✛✧ ✤ ✥ ✜★ ✜✤ ✥ ✣✣✣ ✢✣✢✦✦✪✪ ✢✢✪✪ ✢✪ ✥ ✜ ✣✣✣✜✪ ✥ ✩✣✢✧✜✧✩ ★✛✧ ✢ ✥ ✜★ ✢ ✥ ✣✣✤ ✣✩✢✩✣✪✜ ✢✤✣✪✜✢ ✪ ✥ ★★ ✣ ✥ ✣✣✦ ✣✛✛✦✜✣✛ ✪✜✢✦✪ ✧ ✥ ✛★ ✣ ✥ ✣✣✛ ✪✣✢✦✛★✪ ✪★★ ★✦ ✥ ✜ ✣✣✣✜✣ ✥ ✢✣✣✢✪✩✩ ✧✣✜✩✩ ✜ ✥ ✜★ ✜✜ ✥ ✣✣✣ ✜✪✜ ✣✪✛✪✜✜ ✥ ✤✛✦✜✪✜ ✧ ✥ ✣★ ✜✢ ✥ ✣✣✣ ✢✩✣✧✩✛✣✛ ✛★✛✛✦✣✪ ✤✤✦ ✣ ✥ ✣✣✣✜ ✪✣✛✩★✤✪ ★✦✜✤ ✧✜✧ ✥ ✦ ✣✣✣✜✤ ✥ ✜✣✧✩✪✣✣✜ ✢★✣✣ ✛ ✥ ✜★✛ ✧ ✥ ✣✣★ ✜✪✜ ✣✤✢✩✜✛ ✥ ✜✪✜✪ ✤✦✜✛ ✜ ✥ ✥ ✣✛★ ✢ ✥ ✣✣✦ ✣✢✤✦✦✜✣✦ ✦✢✢✜✣✦ ✦✪✤ ✥ ✜★ ✜✣ ✥ ✣✣✣ ✢✣✧✛✦✜✢✪ ✪✣✦✢✪ ✩✩ ✥ ✣ ✣✣✣✜★ ✥ ✢✣✢✧✤✜✣✜ ✢★✜✜✣✜ ✧ ✥ ✣★ ✜✧ ✥ ✣✣✣ ✣✣✧✤✪✛✪✜ ✛★✢✛✪✜ ✢★ ✜ ✥ ✣✣✢ ✜✢✣✪✛✛✣✦ ✤✩★ ✛★★✛✣✦ ✥ ✜★ ✜★ ✥ ✣✣✣ ✢✣✩✤✛✜✧✪ ✜✩✛✧✪ ✤✦ ✥ ✣ ✣✣✣✜★ ✥ ✢✣✛✪✦✜✛✣✜ ✧✣✦✛✣✜ ✣★ ✜✤ ✥ ✣✣✣ ✣✣✢✢✦✦✪✜ ★✤✧✛✧★ ✤ ✥ ★★ ✜✣ ✥ ✣✣✣ ✪✣✣✤✩✩✪ ✣✛✛✩ ★✦ ✥ ✦ ✣✣✣✜✛ ✥ ✜✣✣✛✣✦✦✣✜ ✦✩✤✦✣ ✛ ✥ ✜✤✜ ★ ✥ ✣✣✣✜ ✣✪✣✩✪✪✜ ✢✣✛✪✪✜ ★ ✥ ✛★ ✜★ ✥ ✣✣✣ ✎ ✌ ✄ ✄ ✞ ✫ Ͳ ✬ ✁ ✮✠ ✭✟ ✑ ✎ ✌ ✄ ✄ ✞ ✫ ✬ ✁ ✮✠ ✭✟ ✑ ✎ ✌ ✄ ✄ ✞ ✫ ✬ ✁ ✮✠ ✭✟ ✑ ✬ ✁ ✮✠ ✭✟ ✑ ✎ ✌ ✄ ✄ ✞ ✫