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Home My WebLink About20103484.tiff MEMORANDUM TO: Chris Gathman, Planning Services DATE: June 3, 2010 O FROM: Clay Kimmi, P.E., CFM (AC COLORADO SUBJECT: USR-1723, Cedar Creek II Final Drainage Report Comments Comments made during this stage of the review process will not be all inclusive, as revised materials are submitted other concerns or issues may arise. All issues of concern and critical issues during further review must be— resolved with the Public Works Department. Final Drainage Report A final drainage report was submitted to Public Works for review on May 17, 2010. The report was signed, dated, and stamped by Daniel Shea, P.E. Number 38776. Public Works has reviewed the final drainage report and finds that it is acceptable. Final On-Site Construction Drawings The final drainage report contained a set of final on-site construction drawings. The final on-site construction drawings were stamped, signed, and dated by Daniel Shea, P.E. Number 38776. There are several required changes that must be revised on the plan set. Please address the redline comments that have been returned to Daniel Shea. The redline comments include but are not limited to: 1. The plan set included several sheets that are related only to the final drainage report and do not affect construction of the batch plant, substation, and temporary construction headquarters. Please remove sheets O105 through C108 from the plan set as they do not relate to construction of the on-site improvements. The On- Site Construction drawings should include only Sheets O101 through C104 and C109 through C113 2. On Sheet C102, please identify the soil riprap area on the downstream side of the spillway. 3. On Sheet C104, please provide a cutoff wall for the spillway and provide details for the trash rack and orifice plate. Please move the orifice plate from the downstream end of the outlet to the upstream end of the outlet. 4. On Sheet C111, please provide a legend that identifies all the BMPs that are to be utilized. Alternatively, each separate BMP can be labeled with its name and location of where to find the associated detail. 5. Please incorporate the On-Site Construction Drawings into the Construction Drawing Plan Set that is being assembled by Blattner Energy. 6. Please incorporate the On-Site Construction Drawings into Appendix C of the Improvements Agreement. 7. Please provide three sets (1 24x36 and 2 11x17) of the on-site construction drawings to Public Works. Original & Email: Chris Gathman, Planning Services pc: USR-1723 Page 1 of 1 M:\PLANNING—DEVELOPMENT REVIEW\USR-Use by Special Review\USR-1723 BP Cedar Creek 11\USR-1723 Cedar Creek II Comments 2.19- 10.DOC t2o► Q 3O4 eft 1059 Cedar Creek II Wind Farm Project Cedar Creek II, LLC, a wholly owned subsidiary of BP Wind Energy North America Inc. Final Drainage Report for Wind Energy Generation Facility and 230-kV Transmission Line USR 1723 ;, May 2010 VHC) 141/40 1 1 2010 wEID D . l PDg�\C U 0,KSt'FvZ D Prepared bp for: BP Wind Energy North America Inc., 700 Louisiana, 33rd Floor, Houston, Texas 77002 Prepared by: © TETRATECH EC,INC. 7350 East Progress Place, Greenwood Village, Colorado 80111 accepkr) lay"�i ,..b,c Works °i. resat 3, Zoio 'C..' OO LiC4�f, V GC:A- C.QS,. tII1 i e Or• • t 7 -0{42" l4lipc6• ••1. • ��' ,,Visit) ENG S Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Contents Page 1.. General Location and Description 1.1 1.1 Location 1-1 1.1.1 Township, Range, Section, ''/-Section 1-1 1.1.2 Local Streets 1-1 1.1.3 Major Open Channels, Lakes, Streams, Irrigation, and Other Water Resource Facilities 1-1 1.1.4 Surrounding Developments 1-1 1.2 Description of Property 1-2 1.2.1 Size of Project Area in Acres 1-2 1.2.2 Ground Cover and Soil Types 1-2 1.2.3 Major Open Channels and Ownership 1-3 1.2.4 Project Description 1-3 1.2.5 Irrigation Facilities 1-4 1.2.6 Groundwater Characteristics - 1-4 2. Drainage Basins and Sub-Basins • 2-1 2.1 Major Basin Description 2-1 2.1.1 Applicable Weld County Master Drainage Plans 2-1 2.1.2 Major Basin Drainage Characteristics 2-1 2.1.3 FEMA-Defined Floodplains and Floodways 2-t 2.1.4 On-Site Contours 2-1 2.2 Sub-Basin Description 2-2 2.2.1 Historical Drainage Patterns 2-2 2.2.2 Off-Site Drainage Flow Patterns 2-2 3. Drainage Design Criteria 3.1 3.1 Development Criteria Reference and Constraints 3-1 3.1.1 Previous Drainage Studies 3-1 3.1.2 Site Constraints 3-1 3.2 Hydrological Criteria 3-1 3.2.1 Design Rainfall 3-1 3.2.2 Design Storm Recurrence 3-1 3.2.3 Runoff Calculation Methods and Models 3-2 3.2.4 Detention Discharge and Storage Calculation Methods and Computer Models 3-3 3.3 Hydraulic Criteria 3-4 3.3.1 Conveyance Capacities 3-4 3.3.2 Detention Outlet Type 3-6 3.3.3 Water Quality Outlet Configuration 3-7 3.4 Justification of Criteria or Calculation Methods 3-7 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 4. Drainage Facility Design 4-1 4.1 On-Site Drainage Patterns 4-1 4.2 Off-Site Runoff Compliance 4-1 4.3 Summary of Hydrology and Hydraulic Structures 4-2 4.4 Riprap and Erosion Protection 4-2 4.5 Copies of Permit Applications 4-4 5. Conclusions 5-1 5.1 Compliance with the Weld County Code 5-1 5.2 Drainage Concept 5-1 5.2.1 Effectiveness of Design 5-1 5.2.2 Influence of Proposed Development 5-1 5.2.3 Irrigation Company Approvals 5-1 6. References 6-1 Tables Table 1: Time of Concentration and Runoff—Historical Condition and Drainage Area South of CR 132 Table 2: Time of Concentration and Runoff—Developed Condition Including Off-Site Runoff Table 3: Time of Concentration and Runoff—Developed Condition Not Including Off-Site Runoff Table 4: Drainage Channel Summary—Developed Condition Table 5: Emergency Spillway and Weir Summary Table 6: Riprap Summary1 Table 7: Design Storm Precipitation Depths ii Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendices Appendix A: Hydrologic Computations Appendix B: Hydraulic Computations Appendix C: Design Drawings Appendix D: USDCM Volume 1, Chapter 5—Time of Concentration Details Appendix E: USDCM Volume 1, Chapter 7—Drainage Channel Design Criteria Appendix F: USDCM Volume 1, Chapter 7—Riprap Design Criteria and Gradation Appendix G: NOM Atlas 2, Volume III—Precipitation Depths Appendix H: USDCM Volume 1, Chapter 4—Conversion Factor(1-Hour to 2-Hour Storm) Appendix I: NRCS Soil Reports Appendix J: WINTR-55 Curve Numbers Appendix K: Site Photos Appendix L: FEMA Flood Maps for Weld County Appendix M: NAG Erosion Controls Appendix N: CDPHE Permit Application • Cedar Creek II Wind Farm Project Hi Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank iv - Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 1 . General Location and Description This Final Drainage Report was prepared in support of the 1041 Use by Special Review Permit application (USR 1723)for the proposed Cedar Creek II (CCII)Wind Energy Facility and 230-kilovolt(kV) Transmission Line Project(Project).This Final Drainage Report and the associated drawings,were prepared by a registered professional engineer licensed to practice in the state of Colorado. This Final Drainage Report addresses stormwater management for the proposed Project site development(Project Site). The proposed development includes an Operations and Maintenance (O&M) Building area, Substation area, and temporary facilities required only for construction including a Batch Plant, construction parking, office trailers, and material laydown areas. 1.1 Location 1.1.1 Township, Range, Section, Y44-Section The Project Site will be located in the SW/4 SW/4 of Section 5,Township 11N, Range 57W, on privately owned land. For additional information regarding the Project location, refer to the cover sheet of the design drawings in Appendix C. - 1.1,2 Local Streets The Project is to be constructed within the northeastern quadrant of the intersection of County Roads (CR) 132 and CR 135. No other local streets are located within or adjacent to the Project Site. 1.1.3 Major Open. Channels, Lakes, Streams, Irrigation, and Other Water Resource Facilities The Project Site is located at the upper edge (or headwater)of a large unnamed ephemeral drainage that flows to the north and then northwest off the site.The drainage passes under CR 135 through two 4-foot- diameter corrugated metal pipes approximately 2,000 feet north.of the site. Refer to Appendix K for photographs depicting the culvert crossings.There are no other major open channels, lakes, streams, or other water resource facilities located near the Project Site. 1.1.4 Surrounding Developments The Project Site is located in unincorporated Weld County on agricultural land with no immediately surrounding developments,jurisdictions, towns, or municipalities. Cedar Creek II Wind Farm Project 1-1 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 1.2 Description of Property 1.2.1 Size of Project Area in Acres The overall Project Site is 20.15 acres in size.The Project Site has been divided into four major sub-areas as follows: 1 O&M Building Area 2.58 acres 2 Substation Area 2.92 acres 3 Concrete Batch Plant 3.50 acres 4 Construction Parking, Contractor Trailers, Materials Storage 8.00 acres Containers, and Laydown Areas Total 17.00 acres The remaining 3.15 acres of the Project Site are allocated for the installation of the proposed stormwater drainage channels and detention basin located on the northern side of the site. 1.2.2 Ground Cover and Soil Types The Project Site is located on agricultural land that is currently used for livestock grazing.The area can be categorized as typical prairie, pasture, or rangeland in fair condition with approximately 50 to 75 percent ground cover(typically short grasses).This evaluation is based on the site visit performed by Tetra Tech in December 2009(see site photographs in Appendix K). The soils types for the Project Site and surrounding/adjacent areas were obtained from the National Resources Conservation Service(NRCS)Web Soil Survey database (NRCS 2009)for the Project Site (dated April 30, 2009).The Project Site primarily consists of clay loams and sandy clay loams with slopes of 0.5 to 2 percent that grade from south to north across the site. The hydrologic soil group classification/ rating calculated by the NRCS database survey for the entire Project Site is Group B and the erosion factor K for the Project area ranges from 0.15 to 0.17, which indicates a low erosion potential for the soils. For additional information, refer to the soils reports from the NRCS database presented in Appendix I. Based on these ground cover and soil type characteristics, a curve number(CN)of 69 was used for the historical condition of the Project Site in the NRCS hydrologic modeling program Technical Release 55, WinTR-55, which is applicable for pastures, grasslands, or rangelands in fair hydrologic condition (NRCS 2003).A list of CN values and the respective cover type and hydrologic conditions for use in the WinTR-55 program are provided in Appendix J. 1-2 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 1.2.3 Major Open Channels and Ownership The Project Site is located at the headwaters of a large unnamed ephemeral drainage that flows to the north and then northwest off the site(see Section 1.1.3). No other major open channels are located on or adjacent to the Project Site. The land for the Project Site is currently owned by Gary Lavern Sheffler and Jean Marie Sheffler.The Sheffiers also own the adjacent property located on the western side of CR 135.The property located southwest of the site and intersection of CR 135/132 is owned by the Rolland W. Hoops and Charlotte M. Hoops Trust.The property located southeast of the intersection of CR 132/135 is owned by the United States of America and is managed by the U.S. Forest Service. 1.2.4 Project Description The Project Site will consist of both temporary and permanent facilities that are required for the construction and subsequent operation of the CCII Wind Energy Facility. In the Preliminary Drainage Report and associated drawings (Tetra Tech 2010), these facilities were grouped together into two distinct sub-sites of the overall Project Site.This was done so that the temporary facilities and associated drainage structures (including,a second separate detention basin) could be sized appropriately and then removed upon completion of the initial 250.5-megawatt(MW) construction phase of the CCII Wind•Energy Project. However, after submittal of the Preliminary Drainage Report, Mr. Sheffler(landowner)requested to keep all of the stormwater drainage structures in place after completion of construction (discussion with Cedar Creek II, LLC Project Manager David Gonzalez on April 19, 2010), and the construction contractor for the Project also provided modifications to the proposed layout of the facility areas.Therefore, the Project Site layout has been revised/reconfigured within the original footprint and will only require one detention basin; the gravel stockpile/storage area for maintenance and repair of Project roads has been moved out of the Project Site as described below. A description of the Project facilities is provided below. The permanent facilities (to be utilized during the operations phase of the Project)will include the following: • O&M Building(approximately 7,200 square feet[sf])with two small covered storage areas and 10 parking spaces • Electrical substation for transmission of the power generated and collected from the wind turbine facility • Stormwater collection channels (3-feet-deep, grass-lined/triangular-type—T1 and P2) located on the' northern edge of the Project Site • Detention Basin P (with 10-inch polyvinyl chloride [PVC] outlet pipe with an 8-inch orifice plate at the discharge of the pipe) • One permanent driveway access point located on CR 132 for both the O&M Building and Electrical Substation areas The O&M Building and Substation areas will consist of a Colorado Department of Transportation (CDOT) Class 5 gravel surface(6-inch thickness)with gated access and permanent,full-perimeter fencing as shown on the design drawings in Appendix C. Cedar Creek II Wind Farm Project 1-3 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 The temporary construction facilities/areas (to be removed after construction)will include the following: • Concrete Batch Plant—mixing equipment, water and cement storage, and small sand and gravel stockpiles • Parking for construction personnel and visitors (total of 284 spaces) • Contractor trailers • Material storage containers • Equipment laydown area • Two temporary driveway access points—one driveway access located on CR 132 for the Concrete Batch Plant and one driveway access located on CR 135 for the construction parking, trailers, and storage/laydown area. The temporary construction facilities will also consist of a CDOT Class 5 gravel surface(6-inch thickness) as shown on the design drawings in Appendix C. In addition to the Project Site facilities described above, three gravel storage/stockpile areas will be located throughout the entire CCII Wind Energy Project, as shown in the design drawings located in Appendix C. Each gravel storage area will consist of approximately 1,000 cubic yards (CY)of CDOT Class 6 aggregate-base coarse materials. These materials will be available for use in the repair and maintenance of the Project haul roads during the construction phase of the Project. Details regarding the existing site features (e.g., utilities, roads, ownership, etc.) and proposed site layout, lot sizes, existing and proposed grading, stormwater structures (channels, detention basins, etc.), and proposed development information/appurtenances are shown on the design drawings in Appendix C. 1.2.5 Irrigation Facilities There are no known irrigation facilities within 200 feet of Project Site property. 1.2.6 Groundwater Characteristics Groundwater in the Project Site is contained in the High Plains aquifer underlying 174,000 square miles in Colorado, Nebraska, Wyoming, Kansas, Oklahoma, Texas, and New Mexico. The proposed facilities will not affect the hydrologic flow of groundwater or affect groundwater recharge. 1-4 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 2. Drainage Basins and Sub-Basins 2.1 Major Basin Description 2.1.1 Applicable Weld County Master Drainage Plans According to Mr. Clayton Kimmi of the Weld County Department of Public Works on January 15, 2009, no applicable Weld County Master Drainage Plans have been developed for the Project Site. 2.1.2 Major Basin Drainage Characteristics The major basin area for the Project Site consists of eight upland areas (slopes range from 10 to 15 percent)that transition to gently sloped pasture land (slopes range from 0.5 to 3 percent) and then drain into the large ephemeral drainage located to the north of the proposed site. The Project Site is located in the pasture lands of the southern portion of the drainage basin at distances from the uplands ranging from 0.25 mile to 1 mile.The drainage basin is largely agricultural and rangeland and consists of similar soil types and ground cover conditions as described in Section 1.2.2 of this report. In general, most of the upland areas naturally drain to the large ephemeral drainage located north of the Project area without passing through the Project Site as described in Sections 1.1.3 and 1.2.3 of this report.A small volume of the stormwater runoff generated from the southern uplands, which does not naturally circumvent the site, passes through the Project Site. Section 2.2.2 presents a discussion of off-site drainage impacts to the Project Site. 2.1.3 FEMA-Defined Floodplains and Floodways Upon viewing the Federal Emergency Management Agency(FEMA)floodplain index map for Weld County on the FEMA Map Service Center website (www.msc.fema.00v), it is apparent that there are six FEMA floodplain map areas that comprise the entire CC II Wind Energy Project Area. It is estimated that the Project Site is located within Map Number*080266 0125C or*080266 0150C. Each map number is denoted with an asterisk.At the bottom of the index map, there is a corresponding asterisk that states, "Panel Not Printed—Area in Zone D." Based on the definitions of FEMA Flood Zone Designations, the definition of Zone D is, "Areas with possible, but undetermined flood hazards. No flood hazard analysis has been conducted." Based upon subsequent discussions between Matt Smith (Tetra Tech)and a representative at the FEMA Map Service Center on May 3, 2010, it was confirmed that no FEMA analysis of flood hazards has been conducted for these areas and that these six maps (including the maps listed above)were not produced and are not available. See Appendix L for the FEMA Floodplain Index Map for Weld County,floodplain map for the Project area, and Zone D description. 2.1.4 On-Site Contours Topographic contours for both the existing(historical) and developed (proposed)condition have been provided for the Project Site at 2-foot vertical intervals.The Grading and Drainage Plan in Appendix C presents additional details regarding the contours and developed grading of the Project Site. Cedar Creek II Wind Farm Project 2-1 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 2.2 Sub-Basin Description 2.2.1 Historical Drainage Patterns The Project Site consists of gentle grades that slope from the south to the north at approximately 0.5 to 2 percent and connect to the headwater of the ephemeral drainage located north of the site.The historical on-site drainage pattern for the Project Site, therefore, is the conveyance of stormwater runoff from the south to the north across the site to the headwaters of the existing ephemeral drainage located north of/ adjacent to the Project Site. 2.2.2 Off-Site Drainage Flow Patterns The Project Site is bordered by CR 135 to the west, CR 132 to the south, and an unnamed ephemeral drainage to the north. The unnamed ephemeral drainage passes under CR 135 through two 4-foot-diameter corrugated metal pipes approximately 2,000 feet north of the site. For photos of the culvert crossings, refer to Appendix K.To the east of the Project Site is an abandoned borrow pit (previously used for mining of gravel) and then further east, a low-lying pasture land that slopes gently from south to north at a slope of approximately 0.5 percent. From the south, off-site stormwater runoff is generated by the northern side of CR 132 (because of the existing crown of the road)and is conveyed through the Project Site to the drainage north of the site. Off-site runoff generated from the uplands directly south of CR 132 is conveyed east along the southern side of CR 132, which acts as a berm (centerline elevation of road elevation increases from east to west)to prevent off-site runoff from entering the Project Site, and is then conveyed across CR 132 east of the Project Site and northward to the existing pasture land located east of the site. For additional details regarding evaluation of the CR 132 road berm, see the explanation at the end of this section.A majority of the off-site runoff from the southwest and west of the Project Site is conveyed to either the existing drainage located northwest of the Project Site(approximately 400 feet west of CR 135) or along the southern side of CR 132 as previously described.A portion of this off-site'runoff is conveyed northeast across the intersection of CR 132 and CR 135 and onto the Project Site. In addition, runoff generated from the eastern half of CR 135 (because of the crown of the road) along the western and northwestern portion of the site also enters and is conveyed across the Project Site.To the east, a small amount of off-site runoff is conveyed across the northeastern portion of the Project Site and then into the headwater of the northern drainage. Overall, the off-site drainage runoff that flows through the Project Site is relatively small (total of approximately 3.85 acres).These off-site flows have been accounted for in the design of the Project Site grading and drainage channels to provide for safe conveyance of the off-site flows through the Project Site.The design also routes the off-site flows through the emergency spillway of the proposed detention basin.The developed drainage areas (DAs)for the Project Site, including delineation of the off-site areas that drain across the site, are shown in the design drawing in Appendix C. As requested by Mr. Kimmi in his comments on the Preliminary Drainage Report(dated February 10, 2010), Tetra Tech performed a hydrologic analysis to evaluate the volume of the runoff generated from south of CR 132 in order to demonstrate that the 100-year stormwater runoff flow would not overtop CR 132 and drain across the Project Site. 2-2 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 The following is a summary of the procedure used to perform this evaluation: 1. Identify the lowest elevation for potential overtopping of CR 132 that would cause off-site runoff to flow across the Project Site.The lowest elevation along the crown of CR 132, which borders the developed condition DAs for the Project Site,was determined to be 5,140.67 feet mean sea level (msl). 2. Delineate the 5,140.67-foot contour along the southern side of CR 132.This elevation acts as the crest of the storage area that is bound by CR 132 to the north and upland slope to the south.The surface area for this contour was calculated to be 1.67 acres. 3. Delineate the lowest contour within the storage area, which is the bottom elevation of the existing drainage channel located adjacent/south of CR 132 (channel has very slight bottom slope of 0.01 percent and drains from west to east). A contour elevation of 5,140 feet msl was identified, which serves as the bottom elevation of the storage area.The surface area for this contour was calculated to be 0.72 acres. 4. Delineate the DA south of CR 132 that contributes runoff to the potential road crossing area.The size of the CR 132 South DA was calculated to be 151.94 acres of existing grasslands. 5. Identify the effective,weir length for the outlet of storage area. At the intersection of the storage area and CR 132 DA to the east, the bottom width of the 5,140-foot contour elevation was determined to be 20 feet and the top width of the 5,140.67-foot contour at the intersection of the contour to the south was determined to be 125 feet.Therefore, it was estimated that the equivalent weir length is the average of these two lengths or 72.5 feet. 6. Perform WinTR-55 modeling of the 100-year stormwater event runoff for the CR 132 DA.The runoff flow rate calculated for the DA is 59.46 cubic feet per second (cfs) (see Section 3.2.3 for additional details regarding WinTR-55 runoff modeling procedure). 7. Route the 100-year storm hydrograph through the effective storage area and weir outlet.The calculated peak flow rate through the effective weir outlet is 58.90 cfs, with a maximum depth stage (or depth of flow) of 0.41 feet above the bottom elevation, and a storage volume of 0.44 acre-feet (see Section 3.2.4 for additional details regarding WinTR-55 routing procedure). 8. Compare the calculated depth of flow through the weir(elevation of 5,140.41 ft msl)and the lowest elevation along the crown of CR 132(elevation of 5,140.67 ft msl). 9. Conclusion:The top elevation of the flow based on calculated depth along the southern side of CR 132 (through the effective weir) is 5,140.41 feet msl, which is approximately 3 inches less than the CR 132 crown elevation of 5,140.67 feet msl. Based on this evaluation, it was determined that the 100-year flow from the DA south of CR 132 does not overtop the road and drain across the Project Site.Therefore, the proposed stormwater drainage structures designed for the Project Site do not need to include this runoff from this DA. Refer to Table 1 for the calculation of the time of concentration (Tc), Table 5 for a summary of the weir flow parameters,Appendix A for the WinTR-55 hydrology modeling output, Appendix B for the hydraulic calculations, and Appendix C for the CR 132 Drainage Area Map. Cedar Creek II Wind Farm Project 2-3 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank 2-4 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 The following is a summary of the procedure used to perform this evaluation: 1. Identify the lowest elevation for potential overtopping of CR 132 that would cause off-site runoff to flow across the Project Site.The lowest elevation along the crown of CR 132, which borders the developed condition DAs for the Project Site, was determined to be 5,140.67 feet mean sea level (msl). 2. Delineate the 5,140.67-foot contour along the southern side of CR 132.This elevation acts as the crest of the storage area that is bound by CR 132 to the north and upland slope to the south.The surface area for this contour was calculated to be 1.67 acres. 3. Delineate the lowest contour within the storage area, which is the bottom elevation of the existing drainage channel located adjacent/south of CR 132(channel has very slight bottom slope of 0.01 percent and drains from west to east).A contour elevation of 5,140 feet msl was identified, which serves as the bottom elevation of the storage area.The surface area for this contour was calculated to be 0.72 acres. 4. Delineate the DA south of CR 132 that contributes runoff to the potential road crossing area.The size of the CR 132 South DA was calculated to be 151.94 acres of existing grasslands. 5. Identify the effective weir length for the outlet of storage area. At the intersection of the storage area and CR 132 DA to the east, the bottom width of the 5,140-foot contour elevation was determined to be 20 feet and the top width of the 5,140.67-foot contour at the intersection-of the contour to the south was determined to be 125 feet.Therefore, it was estimated that the equivalent weir length is the average of these two lengths or 72.5 feet. 6. Perform WinTR-55 modeling of the 100-year stormwater event runoff for the CR 132 DA.The runoff flow rate calculated for the DA is 59.46 cubic feet per second (cfs)(see Section 3.2.3 for additional details regarding WinTR-55 runoff modeling procedure). 7. Route the 100-year storm hydrograph through the effective storage area and weir outlet.The calculated peak flow rate through the effective weir outlet is 58.90 cfs,with a maximum depth stage (or depth of flow) of 0.41 feet above the bottom elevation, and a storage volume of 0.44 acre-feet (see Section 3.2.4 for additional details regarding WinTR-55 routing procedure). 8. Compare the calculated depth of flow through the weir(elevation of 5,140.41 ft msl) and the lowest elevation along the crown of CR 132(elevation of 5,140.67 ft msl). 9. Conclusion:The top elevation of the flow based on calculated depth along the southern side of CR 132(through the effective weir) is 5,140.41 feet msl, which is approximately 3 inches less than the CR 132 crown elevation of 5,140.67 feet msl. Based on this evaluation, it was determined that the 100-year flow from the DA south of CR 132 does not overtop the road and drain across the Project Site.Therefore, the proposed stormwater drainage structures designed for the Project Site do not need to include this runoff from this DA. Refer to Table 1 for the calculation of the time of concentration (Ta),Table 5 for a summary of the weir flow parameters, Appendix A for the WinTR-55 hydrology modeling output, Appendix B for the hydraulic calculations, and Appendix C for the CR 132 Drainage Area Map. Cedar Creek II Wind Farm Project 2-3 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank 2-4 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 3. Drainage Design Criteria The criteria developed for the design of the stormwater management system for the Project Site are based on the guidance provided in Volumes 1, 2, and 3 of the 2008 Urban Storm Drainage Criteria Manual(USDCM) published by the Urban Drainage and Flood Control District(UD&FCD)and the 2006 Weld County Urban Storm Drainage Criteria Addendum to the USDCM (Weld County Addendum). 3.1 Development Criteria Reference and Constraints 3.1.1 Previous Drainage Studies No previous drainage studies(i.e., project Master Drainage Plans)for the Project Site have been prepared that would influence or be influenced by the proposed drainage design for the site. 3.1.2 Site Constraints Existing constraints (e.g., drainages, slopes, streets, utilities, existing structures, irrigation ditches, etc.) for the Project Site are considered minimal. An existing overhead electrical distribution line runs parallel to CR 135 and approximately 100 feet inside the western boundary of the site; however, the site plan facilities and structures have been arranged so that no impacts from the overhead lines will occur. 3.2 Hydrological Criteria 3.2.1 Design Rainfall The design storm depth information was obtained from the National Oceanic and Atmospheric Administration (NOAA)Atlas 2, Volume Ill, Figures 26 through 31 (NOAA 1973). NOAA Atlas figures that depict the Project Site location are provided in Appendix G. 3.2.2 Design Storm Recurrence The design storm recurrence intervals used for the historical and developed site conditions for the Project are the 2-, 5-, and 100-year events with 24-hour storm durations, respectively.The rainfall depths for each of these design storm events are shown in Table 7. In addition, this table also provides the 2-and 100-year depths for the 1-, 2-, and 6-hour storm durations, respectively. Since the Project Site is located outside of the rainfall data/curves provided in the USDCM (Volume 1, Chapter 4—Rainfall), the 1-hour depths were calculated using the equations for Region 1 provided in NOAA Atlas 2 figures (see Appendix G),which use both the 6-and 24-hour storm values as shown in the table.The 1-hour storm values were then used to calculate the 2-hour storm depth values based on the conversion factors provided in Table RA-2 from Volume 1, Chapter 4—Rainfall (see Appendix H). These calculated 1-and 2-hour storm depths have been provided for reference purposes since these values are input parameters for the design storm calculation procedure provided in the USDCM. It should be noted that each of the 1-and 2-hour depth values range from 0.75 to 1.28 inches less than the corresponding 24-hour duration depths. Cedar Creek II Wind Farm Project 3-1 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 3.2.3 Runoff Calculation Methods and Models The historical and developed condition runoff calculations for the Project Site were performed using WinTR-55 hydrologic modeling program and the standard unit hydrograph method. The WinTR-55 program was used to calculate the stormwater hydrographs with corresponding runoff flow rates and volumes for the delineated DAs (T1, T2, P1, and P2)for the 5-year/24-hour and 100-year/24-hour storm events associated with both the historical and developed drainage conditions for the Project Site. These hydrographs and output data were then used to size the project drainage channels, detention basin and outlet structure/pipe (see Section 3.2.4), and erosion controls.The following are the model inputs required for the WinTR-55 Program: • Land Use Details—Input for each individual project DA including cover description, hydrologic soil group, curve number, and corresponding surface area • Time of Concentration (T0)—Time required for water to travel along the longest hydraulic flow path to the outlet(or design point)for each project DA, which accounts for slope, length, and ground condition/cover(see Tc discussion below) • Storm Data—Input precipitation data for 2-year through 100-year, 24-hour duration storm events. • Mapping of the project DAs to the designated outfall point—Detention Basin P Based on comments on the Preliminary Design Report by Mr. Kimmi (comments dated February 10, 2010), the Tc values for the project DAs were calculated using the procedure described in the USDCM Volume 1 Chapter 5—Runoff, with Tc equal to the sum of the initial flow time (t;) and overland flow time (ti), rather than the WinTR-55 method.These values were then input directly into the WinTR-55 model for calculation of the design storm runoff rates, hydrographs, and volumes. The 5-year stormwater runoff rate(Qs.yr)for the historical condition was calculated for the DA that included the overall Project Site boundary(or footprint)without inclusion of off-site runoff and assuming a zero percent impervious surface (USDCM allows for up to 2 percent impervious surface),which reduced the runoff coefficient C-value to 0.08.The calculated Qs.y,for the historical condition is 2.79 cfs. This 5- year value is critical since it denotes the maximum discharge rate that is allowed from the proposed Detention Basin P for the developed site condition. The 100-year stormwater runoff rates (Qioo-yr)for the developed condition used in the design of proposed Channels T1 and P2 and the emergency spillway for Detention Basin P were calculated for the contributing DAs with Tc values that include the off-site runoff that drains across the Project Site as required by the USDCM.The runoff generated from DAs T1 and P2 was used to design Channels T1 and P2, respectively, and the aggregate of runoff flows from all of the project DAs T1, T2, P1, and P2(with off-site runoff)were used for the design of the emergency spillway(see Section 3.3.1 for additional details regarding design of the drainage channels and emergency spillway). The Qioo_yr for the developed condition used to design the Detention Basin P was calculated as a sum of the runoff flows for the contributing DAs with Te values that exclude off-site runoff in accordance with the USDCM. The aggregate of runoff flows from all Project DAs T1, T2, P1, and P2(without off-site runoff) was used for the design of Detention Basin P(see Section 3.2.4 for additional details regarding design of the detention basin). It should be noted that based on the reconfiguration and grading of the Project Site 3-2 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 layout, the runoff generated by DAs T2 and P1 flows directly into the detention basin without the need for conveyance through a drainage channel.The Te values for the developed condition Qioo-yr without off-site flow were calculated using the same hydraulic flow paths (orroutes)used for design of the channels and spillway(with off-site runoff). However, the initial sheet flow lengths (maximum allowable length of 500 feet in accordance with USDCM procedure)corresponding to flow paths originating from off site were truncated at the edge of the Project Site boundary with only the remaining on-site sheet flow length up to the allowable 500-foot length accounted for in the equation.The remaining on-site hydraulic flow path length beyond the sheet flow limit was modeled as overland shallow concentrated and/or channel flow. This method is most representative of the hydraulic path from point of origin and the subsequent transformation of the flow characteristics from sheet flow to shallow concentrated and/or channelized flow. A summary table that includes the calculations for the Tc and the corresponding DA sizes and runoff flow rates has been provided in Table 1 for the historical condition, Table 2 for the developed condition including off-site runoff, and Table 3 for the developed condition not including off-site runoff.The historical and developed drainage area maps, including separate drawings of the developed DAs for the channels/emergency spillway and Detention Basin P, have been provided in the design drawings located in Appendix C.The USDCM Tc design equations and corresponding figures and coefficients used for the runoff modeling have been provided in Appendix A. 3.2.4 Detention Discharge and Storage Calculation Methods and Computer Models The Detention Basin P discharge flow rate and storage volume calculations for the Project design were calculated using WinTR-55 hydrologic modeling program and the standard unit hydrograph method.As previously discussed, the detention basin was sized for receipt and controlled discharge of the Qioo-yr flows for the developed condition excluding off-site runoff that drains across the Project Site.This is achieved by conveying the off-site runoff flow into the basin and then allowing the flow to pass through the emergency spillway, which was designed with the capacity to convey the developed condition Qioo-yr with off-site flow as described in Section 3.2.3. Based on the guidance provided in the USDCM and Weld County Addendum, the maximum allowable discharge rate from the proposed Detention Basin P for the developed site condition is equal to the Qs.yr for the historical condition and must completely drain within 72 hours. Once the Q1001,storm runoff hydrographs were calculated as described in Section 3.2.3, the WinTR-55 model was then used to hydraulically route the composite hydrograph through the proposed Detention Basin P configuration with associated outlet structure/pipe. The following are the WinTR-55 model inputs and outputs for the storage routing and design of the detention basin: • Basin Surface Area—Input of area(in acres)for the basin bottom and contour above bottom to define the basin storage geometry. Detention Basin P bottom area covers 2.142 acres with next higher 1-foot contour area covering 2.257 acres.The basin has been constructed with 4:1 (horizontal to • vertical side slopes). • Outlet Type(Weir or Orifice)—Orifice flow was selected for this design. Cedar Creek II Wind Farm Project 3-3 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 • Outlet Diameter—An 8-inch-diameter outlet has been selected for this design; however, based on comments from Mr. Kimmi (dated February 10, 2010) a 10-inch PVC outlet pipe will be installed with an 8-inch orifice at the outlet of the pipe to facilitate future O&M of the detention facility. • Vertical Height from Invert of Outlet Pipe at Discharge Point to Bottom of Basin—Input of vertical distance from the start invert of the outlet pipe (bottom of basin)to the downstream invert of the outlet pipe at the discharge point is 0.5 feet for this design.Therefore,the slope of the discharge pipe is equal to the vertical height/length of 0.50 feet/57.5 feet, or 0.87 percent. • Outputs calculated by the model include peak outflow rate from the basin outlet pipe(1.83 cfs), basin storage volume(2.32 acre-feet), and maximum stage (or elevation) above basin bottom (1.05 feet). • Inflow and Outflow Hydrographs—the outflow hydrograph for the Q1oo_yr event shows that the detention basin will drain the storage volume in 56.75 hours. The calculated 100-year storm event discharge rate (Q1oo_yr)through the Detention Basin P outlet pipe discharge orifice is 1.83 cfs, which is 0.96 cfs less than the maximum allowable Qs.yr of 2.79 cfs calculated for the historical condition of the Project Site as explained in Section 3.2.3. The maximum time required to drain the basin is 56.75 hours,which is less than the maximum allowable time of 72 hours. The detention basin embankment has also been designed to an elevation of 5,133.75 feet msl,which provides the required 1-foot freeboard distance above the 100-year water surface when the emergency spillway is conveying the maximum/emergency flow(see Section 3.3.1 for discussion of the emergency spillway).Therefore, the design for Detention Basin P meets the requirements as stipulated in the Weld County Addendum. As discussed in Sections 1.2.4 and 3.2.3, the Project Site was reconfigured after submission of the Preliminary Drainage Report.As a result, the site grading and detention basin layout/location were also modified to accommodate this revised configuration. In order to achieve a cost-effective, balanced cut to fill ratio for the Project Site, Detention Basin P has been designed as a relatively shallow basin (maximum 100-year stage of 1.05 feet deep)with a larger surface area to accommodate the 100-year storm event for the developed condition of the entire Project Site as shown in the design drawings in Appendix C. Based on a request by Mr. Sheffler(landowner), the detention basin outlet pipe has been designed to discharge to a 100-foot-long vegetated level spreader.The vegetated level spreader converts the concentrated pipe flow back to sheet flow through a zero percent bottom-sloped channel, which then gently discharges the stormwater as sheet flow over a newly constructed, low-lying, vegetated side slope (12:1 side slope)to the existing/vegetated pasture land. Refer to Sections 3.3.2, 3.3.3, and 4.4 for additional details regarding the outlet pipe, water quality, and vegetated level spreader, respectively. The WinTR-55 modeling output has also been provided in Appendix A. 3.3 Hydraulic Criteria 3.3.1 Conveyance Capacities The design for the Project Site proposes grass-lined, triangular channels (Channels T1 and P2)with a 3-foot constructed depth to collect both 100-year on-site and off-site runoff that passes through the 3-4 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Project Site in DAs T1 and P2 and then convey that runoff along the northern edges of the site to the proposed Detention Basin P.The 100-year on-site and off-site runoff that passes through DAs T2 and P1 will be conveyed via overland flow directly into the Detention Basin P. Detention Basin P will provide controlled oUtlet/release of these flows and also provide an emergency spillway capable of passing the 100-year flow(including off-site runoff)as described in Sections 3.2.3 and 3.2.4. All of the hydraulic modeling (dimensions and flow characteristics)for this drainage design was performed using the Bentley Systems Flowmaster program (Version 08.01.68.00),which applies Manning's equation.The dimensions and flow characteristics were determined by entering Manning's roughness coefficient(n), slope (ft/ft), left and right side slopes, and designated 100-year discharge flows. Based on the guidance provided in the Weld County Addendum and USDCM, the newly constructed, grass-lined channels have been designed using the two different Manning's roughness"n"values calculated from the,Retardance Curves provided in USDCM Volume 1, Chapter 7, Figure MD-9b(see Appendix E).This figure uses the product of velocity and hydraulic radius (R=flow,area/wetted perimeter)to determine the respective Manning's"n"values corresponding to the selected retardance conditions: • Retardance C Condition—used for determining the maximum required channel capacity(or depth) with the assumption that the channel vegetation is fully grown. • Retardance D Condition—used for determining the maximum channel velocity(or controlling velocity) for newly constructed grass-lined channels with the assumption that the newly vegetated channels will not have mature grass and velocities will be higher that of the Retardance C condition. • In accordance with the design procedure described in USDCM Volume 1, Chapter 7, each of the proposed Channels T1 and P2 have been designed for conveyance of the 100-year storm flow and satisfy the following UD&FCD channel hydraulic requirements: • Maximum flow velocity of less than 5 feet per second [fps]:Assuming the Retardance D condition, the maximum velocity for Channel T1 is 1.23 fps and for Channel P2 is 0.74 fps. • Maximum Froude Number of less than 0.5:Assuming the Retardance D condition, the maximum Froude number for Channel T1 is 0.24 and for Channel P2 is 0.16. • Maximum longitudinal slope of less than 0.6 percent: The maximum slope for Channel T1 is 0.32 percent and for Channel P2 is 0.29 percent. • Maximum side slopes of 4:1 (horizontal to vertical): maximum side slopes for Channels T1 and P2 are 4:1. • Minimum 1-foot freeboard: Each channel will be constructed to a depth of 3 feet. Assuming the Retardance C condition, the freeboard for Channel T1 is 1.0 foot and for Channel P2 is 1.24 feet.A freeboard variance request to Weld County is not required far this Project. Table 4 provides a summary of the proposed drainage channels' dimensions and flow characteristics and the Flowmaster Modeling Output for the channels has been provided in Appendix B Cedar Creek II Wind Farm Project 3-5 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 In accordance with the USDCM and Weld County Addendum, the proposed Detention Basin P has been designed with an emergency spillway that satisfies the following requirements: • Capable of conveying the peak 100-year storm discharge (including off-site runoff) draining into the detention basin: The emergency spillway has been designed for the amt.flow(including off site flow)of 37.66 cfs. • Invert of the emergency spillway set equal to or above the 100-year water surface elevation:The emergency spillway invert has been set equal to the 100-year surface elevation in the detention basin at an elevation of 5,132.25 feet msl. • Depth of flow out the emergency spillway shall be less than 6 inches: The calculated flow depth for the emergency spillway is 0.46 feet(or 5.52 inches).The constructed dimensions of the spillway will be a width of 40 feet, invert elevation of 5,132.25 feet msl, and 4:1 side slopes to the top of the detention basin embankment elevation of 5,133.75 feet msl. • Minimum of 1-foot freeboard above the 100-year water surface elevation when the emergency spillway is conveying the maximum/emergency flow: The calculated freeboard for the emergency spillway(equal to the difference between the top of detention basin embankment and the surface elevation of the flow through the spillway) is 5,133.75 feet-(5,132.25 feet+ 0.46 feet) or 1.04 feet, which is greater than the 1-foot minimum. • Effective erosion protection installed: See Section 4.4 for details regarding the emergency spillway erosion protection. Table 5 provides a summary of the proposed emergency spillway dimensions and flow characteristics, Table 6 provides a summary of the riprap calculations for the spillway, and Appendix B provides the Flowmaster Modeling Output for the emergency spillway. 3.3.2 Detention Outlet Type The design for the Project Site will consist of one drainage basin, Detention Basin P. The proposed outlet type for the basin is 10-inch PVC outlet pipe (with a trash rack) and an 8-inch orifice at the discharge end of the pipe. The 10-inch pipe size and trash rack will facilitate future O&M of the detention facility. As described in Section 3.2.4, the Qmo.y,flow through the 8-inch outlet pipe orifice is 1.83 cfs and the slope of the outlet pipe is 0.50 feet in 57.5 feet or 0.87 percent. Based on the equation of flow rate equals velocity times flow area (or Q =VA), the velocity(V)through the outlet pipe (full-flow condition)for the 100-year storm is Q/A= 1.83 cfs/0.352 sf, or 5.20 fps. In accordance with the USDCM Volume 1, Chapter 7, Section 7.3, this outlet velocity of 5.20 fps is less than the maximum allowable velocity before riprap erosion protection is required for pipe outlets (maximum allowable velocity ranges from 5.5 to 7.7 fps depending on the erosive nature of the soils). Refer to Section 4.4 for additional explanation and details regarding erosion protection.Therefore, no riprap erosion protection is required for the outlet of the pipe. Based on a request by Mr. Sheffler(landowner), the detention basin outlet pipe has been designed to discharge to a 100-foot-long vegetated level spreader. The vegetated level spreader converts the concentrated pipe flow back to sheet flow through a zero percent bottom-sloped channel, which then gently discharges the stormwater as sheet flow over a newly constructed, low-lying, vegetated side slope (12:1 side slope)to the existing vegetated pasture land. Refer to Sections 3.2.4, 3.3.3, and 4.4 for 3-6 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 additional details regarding the detention basin, water quality, and use of level spreader and vegetated erosion protection, respectively. 3,3.3 Water Quality Outlet Configuration As stated in the Weld County Addendum to the USDCM, within Weld County the water quality capture volume(WQCV) shall be considered a portion of the total 100-year detention basin volume and must completely drain within 72 hours.The USDCM also recommends incorporating the capture and treatment of smaller-sized, less frequent storms (for sediment removal) into the design of the detention basin. It is recommended that these smaller storm volumes be captured and released in a minimum of 40 hours, but completely drained in less than 72 hours. For purposes of the Detention Basin P design, the 2-year storm event has been used as the smaller, more frequent storm to demonstrate compliance with this requirement. In order to satisfy the water quality and volume discharge criteria for both large (100-year storm)and smaller, more frequent storm events (2-year storm), Detention Basin P has been designed using the WinTR-55 hydrograph modeling method to capture, detain, and completely drain the detention basin through the 10-inch PVC outlet pipe with an 8-inch orifice at the discharge end for the 2-year and 100- year storm events. For the 100-year storm, Detention Basin P drains completely in 56.75 hours, which is less than the maximum allowable time of 72 hours. For the 2-year storm, Detention Basin P drains in 40.46 hours, which is greater than the minimum of 40 hours and less than the maximum of 72 hours. Therefore, based on this information the detention outlet type for Detention Basin P satisfies the water quality outlet configuration for the 2-year and 100-year storm events. For data regarding the detention (or drain)times for the 2-year and 100-year developed condition in Detention Basin P, refer to the WinTR-55 model output and outlet hydrographs (graphical representation) provided in Appendix A. In addition to the minimum detention time of 40 hours for sediment removal as described above, the outlet flow from the detention basin also passes through a vegetated level spreader as previously described in this report. The vegetated level spreader converts the concentrated pipe flow back to sheet flow through a zero percent bottom-sloped, 6-inch deep channel, which then gently discharges the storm water as sheet flow over a newly constructed, low-lying, vegetated side slope (12:1 side slope)to the existing/vegetated pasture land.Therefore, this level spreader provides additional water quality treatment (or sediment removal)to the Project Site flows prior to discharge to the pasture lands and ephemeral drainage located to the north of the Project Site. Refer to Sections 3.2.4 and 4.4 for additional details regarding the detention basin and level spreader designs, respectively, and Appendix C design drawings for details regarding the vegetated level spreader. 3.4 Justification of Criteria or Calculation Methods The hydraulic structures proposed for the Project Site were designed in accordance with the guidance presented in the Weld County Code and associated USDCM. No other design criteria were applied to this design. Cedar Creek II Wind Farm Project 3-7 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 4. Drainage Facility Design 4.1 On-Site Drainage Patterns The runoff from the Temporary Construction Facilities Area(DA T1) drains from the southwestern corner to the northern edge of the Project Site at slopes ranging from approximately 0.8 to 1.0 percent.The runoff from DA T1 is then collected and conveyed through the grass-lined, triangular Channel T1 into the Detention Basin P, which is centrally located along the northern edge of the Project Site. The runoff from the Electrical Substation Area (DA T2)drains from the southwestern portion of the site to the northeast at slopes ranging from 0.8 to 0.9 percent with the runoff draining directly into Detention Basin P. The runoff from the O&M Building Area (DA P1)drains from the center of the Project Site starting along the southern edge and travels directly north at slopes ranging from 0.9 to 1.0 percent.The runoff from DA P1 also drains directly into Detention Basin P without the need for conveyance through a drainage channel.The runoff from the Concrete Batch Plant Area(DA P2)drains from the southeastern edge of the Project Site directly north at slopes ranging from 0.7 to 0.8 percent.The runoff from DA P2 is then collected and conveyed through the grass-lined, triangular Channel P2 into Detention Basin P. 4.2 Off-Site Runoff Compliance The Weld County Addendum and associated USDCM state that a proposed development must provide for safe conveyance of off-site flows through the Project Site and that off-site flows may be routed through the emergency spillway or around the proposed detention facilities.As previously stated in Sections 2.3.3 and 2.3.4, Channels T1 and P2 and the detention basin emergency spillway have been designed to account for the safe and effective collection, conveyance, and controlled discharge of both on-site and off-site (combined/aggregate)flows for the 100-year stormwater event.The aggregate(or combined) 100- year flow rate from all of the drainage areas (including off-site runoff)for the emergency spillway is 37.66 cfs. Detention Basin P captures, detains, and releases the 100-year on-site runoff volume for the Project Site through the detention basin outlet pipe at a peak flow rate of 1.83 cfs,which is 0.96 cfs less than the 5-year historical condition peak flow rate '31.2.79 cfs. The Project Site is located at the upper edge (or headwater)of a large unnamed ephemeral drainage that flows to the north and then northwest off the site.The aforementioned runoff generated from the Project Site that passes through the Detention Basin P outlet pipe (or the emergency spillway)will discharge to this unnamed drainage.This drainage passes under CR 135 through two, 4-foot-diameter corrugated metal pipes approximately 2,000 feet north of the site. As discussed with Mr. Kimmi on March 4, 2010, it is assumed that these two culverts have the hydraulic capacity to safely pass the existing runoff flows from the contributing areas of the major drainage basin (as described in Section 2.1.2)with both the Detention Basin P outlet pipe flow(which is 0.96 cfs less than the historical/existing flow condition) and the emergency spillway discharge from Detention Basin P.Therefore; there are no off-site runoff compliance issues identified for the Project site. For photographs of the downstream culvert crossings at CR 135, refer to Appendix K. Cedar Creek II Wind Farm Project 4-1 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 4.3 Summary of Hydrology and Hydraulic Structures The site plan layout(including the features described in Section 1.2.4), developed/proposed grading, detailed channel/basin/outlet pipe/spillway information, and the historical and developed DAs (including land use/surface details, developed condition slopes, hydraulic flow paths, etc.)are provided in the design drawings in Appendix C. The hydrologic and hydraulic design of the Project Site drainage structures have been previously discussed and summarized in Section 3.0. The O&M instructions for the proposed stormwater drainage facilities and erosion control measures have been provided in the design drawings in Appendix C. 4.4 Riprap and Erosion Protection As stated in the USDCM Volume 1, Chapter 7, the following are the maximum allowable velocities prior to required use of riprap erosion protection measures: • Grass-Lined Drainage Channels: 5.0 fps for erosive soils and 7.0 fps for erosive-resistant soils • Pipe Outlets: 5.5 fps for very erosive soils.and 7.7 for erosive-resistant soils. As stated in Section 1.2.2, erosion factor K values for the Project area range from 0.15 to 0.17, which indicate a low erosion potential for the project soils.Although the Project soils are relatively erosive- resistant, Channels T1 and P2, the emergency spillway for Detention Basin P, and the outlet pipe for Detention Basin P have been designed so that the Qioo_yr velocities have been kept below the velocity criteria for the erosive soils condition. The following is a summary of the drainage structure, associated flow velocity, and erosion protection measures. • Drainage Channel T1: Qioo-yr maximum velocity= 1.23 fps < 5.0 fps; construct with grass lining (see explanation of stabilization and re-vegetation below) • Drainage Channel P2: Qioo-yr maximum velocity=0.74 fps < 5:0 fps; construct with grass lining (see explanation of stabilization and re-vegetation below) • Detention Basin P Emergency Spillway: Q1oo-yr maximum velocity=2.04 fps < 5.0 fps; construct with grass lining to outlet downstream side slope(see details regarding riprap protection and re-vegetation of the outlet downstream side slope below) • Detention Basin P Outlet(8-inch Orifice): Qioo.yr maximum velocity=5.20 fps < 5.5 fps; construct with outlet to grass-lined level spreader(see explanation of level spreader below) As required by the Weld County Addendum, in order to protect the emergency spillway from catastrophic erosion failure, buried riprap shall be placed from the emergency spillway downhill to the embankment toe of slope and covered with 6 inches of topsoil. The downstream side slope of the emergency spillway for Detention Basin P has been designed with Type L(D50=9 inches) riprap erosion protection.The riprap size (Type L)was calculated using the procedure for riprap erosion protection at rectangular conduit (USDCM Volume 1, Figure MD-22)and with the gradation for Type Las shown in Table MD-7. The thickness of the riprap lining is two times the D50 diameter, or 1.50 feet.As required by the Weld County Addendum and USDCM, Type L riprap shall be mixed with 35 percent topsoil by volume and buried with 4-2 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 6 inches of topsoil, vibrated,compacted, and then re-vegetated with an Weld County=approved vegetation seed mix(see explanation of re-vegetation below).Table 6 provides a summary of the riprap calculations for the downstream erosion protection of the emergency spillway. Refer to Appendix F for Figure MD-22 and Table MD-7. As previously described in this report, the detention basin outlet pipe has been designed to discharge through an 8-inch orifice to a 100-foot-long vegetated level spreader.The vegetated level spreader effectively converts the concentrated outlet pipe flow back to sheet flow for gentle discharge over the existing vegetated pasture land.The level spreader shall be constructed as follows: • Triangular channel configuration • Length = 100 feet • Depth,of level spreader=6 inches • Zero percent bottom-slope (installed parallel to existing surface grade) • Upstream cut side slope=4:1 • Downstream outlet cut side slope = 12:1 • End of level spreader side slope up to existing grade =4:1 • Elevation of downstream edge (or outlet rim)< lowest elevation of upstream side slope • Erosion matting stabilization (see explanation of erosion matting below) • Re-vegetated grass lining of all cut slopes (see explanation of re-vegetation below) This level spreader configuration allows for the receipt of the outlet pipe discharge into a zero percent grade, grass-lined, triangular channel that is constructed as described above.The water flow is then collected until it reaches a depth of 6 inches and is then gently discharged as sheet flow over the outlet edge/rim'of the downstream outlet side slope to the existing vegetated pasture land. For construction details regarding the level spreader, refer to Sheet C104 of the design drawings in Appendix C. The following temporary and permanent soil erosion and sediment controls, stabilization, and re- vegetation measures will be used for the construction of the Project Site. • Re-vegetation—All disturbed areas, other than the gravel and impervious areas shown on the design drawings, will be re-vegetated using the seed mix as described in the Weld County Addendum for Areas North of Highway 14. The three road maintenance gravel stockpile areas will also be re- vegetated at the completion of construction. It is expected that the construction contractor will apply this seed mix using the hydroseeding method or other Weld County-approved method, if required. For areas that receive concentrated flows, a soil stabilization erosion mat will be used in conjunction with the seed (see erosion control/stabilization matting below). North American Green (NAG) is the suggested manufacturer of the hydroseeding product(HydraCM)that includes mechanically processed straw fibers, reclaimed cotton plant material, and proprietary performance-enhancing tackifiers to mitigate wind/water erosion and promote vegetative growth.The Weld County seed mix will be added to this product prior to application in the field. The areas to be re-vegetated and the specification for the Weld County seed mix are shown on the design drawings in Appendix C. • Temporary Erosion Control/Stabilization Matting—Temporary, biodegradable erosion control/stabilization matting will be installed in all disturbed areas that are to be re-vegetated and Cedar Creek II Wind.Farm Project 43 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 expected to receive concentrated stormwater flow(i.e., inner side slopes of the detention basin adjacent to DAs T2 and P1 that receive overland flow directly from the Project Site, drainage channels T1 and P2, and the level spreader).The erosion matting will be installed in conjunction with re-vegetation measures using the seed mix specified by the Weld County Addendum as described above. NAG is the suggested manufacturer of the erosion matting product(Biodegradable Erosion Matting—Model S75); however, alternative erosion matting may be selected by the construction contractor, if approved by Weld County prior to installation.The stabilization calculations (permissible and calculated sheer stress)for the erosion matting were performed using NAG's proprietary engineering software.These calculations and product information have been provided in Appendix M. The erosion matting locations and installation details have been provided on the design drawings in Appendix C. • Temporary Silt fencing—Silt fencing will be installed on the downstream side of all disturbed Project areas to prevent transport of sediment from the Project site to the surrounding areas and ephemeral drainages. In addition, silt fencing will also be installed at the three road maintenance gravel stockpile areas during the construction phase of the Project.Temporary silt fencing will be inspected and maintained as described on the design drawings and removed from the designated areas only after the vegetation has matured and adequately stabilized the area.The locations of the temporary silt fence and the soil erosion and sediment control details and notes are shown on the design drawings in Appendix C. 4.5 Copies of Permit Applications Based on the design for the Project Site as described in this report, no Concentrated Animal Feeding Operations; Division of Reclamation, Mining and Safety; or State Engineer's permit applications are required. A Colorado Department of Public Health and Environment(CDPHE)Stormwater Construction Permit is required for the Project.A copy of the CDPHE permit application has been provided in Appendix N. • 4-4 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 5. Conclusions 5.1 Compliance with the Weld County Code The design for the Project Site stormwater drainage facilities meets the intent of the Weld County Code. 5.2 Drainage Concept 5.2.1 Effectiveness of Design The design as presented throughout this report was prepared in accordance with the Weld County drainage design requirements or other engineering methods and procedures as documented in this report. Based on the hydrologic and hydraulic calculations and modeling output(i.e.,flow rates, velocities, and other flow characteristics), this design is effective in the mitigation and control of storm runoff damage. 5.2.2 Influence of Proposed Development As previously stated in this report, there is no Weld County Master Drainage Plan for this Project Site. 5.2.3 Irrigation Company Approvals Weld County may require that the applicant provide evidence that off-site impacted jurisdictions have been notified of the development.This requirement is not applicable to the Project. Cedar Creek II Wind Farm Project 5-1 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank • 5-2 Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 6. References Bentley Systems, Inc. Version 08.01.68.00. Flowmaster Hydraulic Program. Kimmi, Clayton. 2010. Comments to Draft Preliminary Drainage Report for Wind Energy Generation Facility and 230-kV Transmission Line. Cedar Creek II Wind Farm Project. February 10, 2010. . 2009. Personal communication between Clayton Kimmi (Weld County Department of Public Works)and Dan Shea (Tetra Tech) on January 15, 2009. FEMA(Federal Emergency management Agency). 2010. Map Index, Flood Insurance Rate Map, Unincorporated Area, Weld County. Revised September 22, 1999. Accessed at: http://www.msc.fema.gov. NOAA(National Oceanic and Atmospheric Administration). 1973.Atlas 2, Volume III, Figures 26 through 31. NRCS (National Resources Conservation Service)Web Soil Survey. 2009. . 2003.Technical Release 55 (WinTR-55). Sheffler, Gary Lavern. 2010. Personal communication between Gary Sheffler(landowner) and David Gonzalez(Cedar Creek II, LLC Project Manager) on April 19, 2010. Smith, Matt.2010. Personal communication between Matt Smith (Tetra Tech)and Federal Emergency Management Agency Map Service Center representative on May 3, 2010. Tetra Tech. 2010. Preliminary Drainage Report for Wind Energy Generation Facility and 230-kV Transmission Line. Cedar Creek II Wind Farm Project. Draft.January. UD&FCD (Urban Drainage and Flood Control District). 2008. Urban Storm Drainage Criteria Manual. Volumes 1, 2, and 3. Revised April 2008. Weld County. 2006. Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals. 2008. 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"O = U CO tl 0 = > ry t is N d = C m p w C 'C a) - a ca .x.m = �,o = U 2 ti '2 coi > o E ca i. am) U 0 W 2 m o d t_CO II o.II II ° II a a) 0' a) d N ¢� m y a y o f a) O d F U > F- F`-' ah N N E 0 J N GO N T N d o N a I— F 0 co Hoa B ma co,- ,— c.i ri 4 ci cc; I� ad U U N O d E tO LL C_ d N U c`o N U N J 0 O N N E w c co F- > O y M c CO CO 0 n= C U 0 O N LL T N co t WC' O N .O p w vce c co E s F 'C 0 CO O C N a) a) 0 r CO on m W Co m o ..- 64 a v (o'). m a) o a m y CO IL LL CC 1 . O , _ O) G L U C cn c E v o (cu ) t • N C O N � 8 N t�c t 1° d is l` CO CO CI r O 0a a) CO CO C N 0) r a r ._ N G LEY E :R as ni co 0 o a 2 M a) 0 -c r a N 'O O U 0 = o m - CO F;Z IOn CO rs LC)no uul N 5 N c '1Ot c o 0 O o c o c '(a o G L O cos LL0 co E ... V U m T H C a OI 0J' N'. COn CO C) o_ X :CK a c c (v e E v m a 0 ~.•E en v co v to m a o '0 < "Cr N cii o 0 c O E a C in = Co V M O C 3 T O CO N a a LC a CO E 0 0 ryC O a X `< CC O C N 'O $ y N V 0 3 = F N.a N N r r a F N CC N at CL N Q IN >..r N N C co a £ o. Lot: m d 0 v q f, Q a y a = a) O c = c . W E d' m S. to co n in a 0 E w LO w o Q oH L N a N a) ¢ j X v N E E ' a o- a C = _ - p 0 0 X w m C1= O cu CC j o Q o = ui a O.CO O3 r CO o a) M N y r a d Cl) - 0,x 0 0 0 0 H 0 a s m <a m .c y �- o 0 0 o H y o c U o u) (O > N r N c N O O y O • a, on E co O $ V t0 O 'r N a 0 0 d O 0 0)^ (Op. cn < t 'O = 0 CO a O a C J -. N LC) O .-f05 c a 0 O C CD d O CD L6 01 O_ E O a) > co .6 O N C a) O co m 2 W 'O '0 .t v v m co > 3 • a, y (a E L ry o - I E (o of of v CO CV co 0 0 3 o a 0 N a)co . 0 I- CO N N t _ a) co o N K 0 I0 CO C') CO CO C L•• 0 e 0 CO o- C C y E O 0 O 0 0 � 2 � o) rn > - a- Eli T m ca : i= ocda 0M 'm 6 '50 I . c a) v t c0 a O O.C O 0 r O = a u 2N`) w "0 II �.^-.O t m ' o 0000 dEE UDm > — 1= c O .q-. coy o 0 o O m = I E o + m co aa, = N 0. o a) o a) c ` n ^ o 0 0 0 )C) N o C i'rn N J N N II 3 0_ = o 0 0 o E 0 a c)' 0 0 0 0 �o 0 2 m 300 u > E E o m E c J In LO u) LC) C ` _d ~ = II N 'Q '= o N N (U om a cn a)s c a) cm �+ u_ 1` 7.3 = 508 ,.. E00 › >O c c O) a) c C C_ C W (Oi m a) Ol o i. ._ - 0 _, v c0i m 2i CD QG aim m a) > a o '0 o a C c o a E c c y y m E (OJ O) d d H H 2 N 0 '0 = :c re 0 N 0 p E j, a) N O C II m �O ` 'm II II 6 cuII II II O 0 y m U a a a a F 0 .n > F I- N E d I— F r• ai (+i v ui ui r� 0 0 e LL C -o N U cci a d U 0 c J C 0 y Co �+ Y C C N F � O � N a TO c C O O T C cu - C 0 LL G N N N O) N C O W � O -2 a N C_5 � H t o co O c N J.J > J 0) c m ; aJ',� ao ao m m m m EC o to C0 a).-o N a a. th co r m m > 11)oo w O.tal K�.�. rn to c 3 C E C L a 0 N 0 ca o N I— to m;u 0 0 10 0 0 v o > C Q: r CC! CI N 0. c it Y IR O 0 O C j 'O co co c N 'o 0 "CI C) 0 C co n '^ �� co CO CO to CO v to to to C9 N f' C OOO O C J O G co = a d ti E 0 0 ?. 1- y -• N CO C.-- N 0 O 0 oo E co N CO CO E CD C F0 0 N Ir of o E 0 w U E co co Lc co co N OCi o c a to n c m a a N 0 0 a �+ -tiltsx m I-E (dO ;sm ., ,N0 O > _ E o ui m w a�i m = a a co (0 x a d' c co in y co' c F. a CO O CO CO 02 a y a. N N t F- d' y Q .11 > co t0 c co c t0 a o O _ o F _ 0 '0 -o O a a 0 aJ p c m E a' c L° �., to to '` w 3 U tri y o cG ~ t aJ 0 a = -ax- w $O +d.. m. tQ = CO x o- ca CO m 0 j O o tci a n a o 6 o o 0 0 o a U m a a E C to co CJ co O CO CD = c .G 3 U o co d EMO m to u v m o a o0 � E to c pJ� O C'J V Co o U 0 J A C C tO cN� co OJ U aJ (O o O O. aJ r N tt0O Ot0) , 'ca 0 ~ 2 0 c o o ca. O o c Cn O LL0 CO N r > co6 co L = ID o F 8 Oi m 0 0.U N aa)i E O COTs p N O > co II N in (7 cn y e w th o II co to coCel COO = c ' J N o. co CO c cp E ad 0 0 0 .o 0 - ≥ .O v�,'E > 1- .. v.2 O M i 'a3 o f p . 3. = Z U coo O 2 O 0 o n O N J a N 0 a I I N t LL o o O 0 r Ow _E U CO m > C.: c o 0 an"'-- 0 0 0 0 .- o I II y } .c ti= o 2 O •,_, co F' -15 N $, o (0 u'TJ OJ (O = 0 o N II co O m� m o 0 0 Ern 0 J > n c 3 a c c C CC; r a`i ,`o Er) TJ Ta m 0 oCO G c co V M' R a' 2 m a E E N N C otri '(°-) c O 8 -y aJ 3 lib (`u E o E a= rn co to c c c aJ a _ S_ d co U N O t0 -o o N S T u o � c a m = `o a = c c m e c z y v x U .q d d H F 2 Y .2 0 N 8 0 E T N Cf w c_ II U II II II II a p CJ 0i N .2 Lc,O co.1- O a > I- I— , N ca E -co I— r .— c'i vi v =5 co r 0 U N O LL E m LL a) N 0 N a) U N c J C O N co 0) c m F > o c N m a n c x 0 m m m N LL T N C id C N .O p W m E c w lL � = FL- n c ^CD r a ai me w T co r C ITS O Z�" OP N tO+J O C U O a u d ` a) m i CO W = ea al U _ "' 'O to n c E m m a U El c O _c ere 46- d l— d n a) m a Y E C Z. O O O O 3 = L co U > 0 N. co d co co C7 O N C N er m co c t 0 m � m 0 O N CI 0 >. d .a. E O c 0 - - 0 .0 0 D o _. NL 0 . > > c Y .c '3 > t o c U co o 111 r o or m °� 0 L m e lL 2 , o 0 0 o 0) c .o U c co O LL = a) 2 O .- a) C N cr) U d d N CD CD m E c d co • C In a a L O 2 4_- O ca'TiT N > 'O EST d n CO CI U N d O.T I ... 0 O O .-- a d m [O U Q co O ≥ � = Ol X in U O a O m m co V CO- 0 C O)c0 = 'O °O O O • FJ 0_0 ,C 0 = 0 O a O CL en (O O N Q F U d a O. O d CD � N O' c0 C 4_ d LL Q E U d c c Co =c — m >. 3 a a o. 'c c > E o m � o o▪ c m '" 3 3 d .c 0 e.s r d c ' N o. E m t _c E y O R 'K ca: 'Q L" „`O c a a'O c N co O- CO (n L O d0 o 0 — L tl J C U S 3 .� U E 3' —adi a 00 0 a O c N N Y O d we., c t 0 0 0 0 V CO CO a > m o y O 0 £ E . _ 0 O 3 3 2.1 VS o 0 0 CO o c m O.0 0 0 r 'C E aa)) :=" , 0Bo mar as d � N O d N d n F) O O O O U c d co 'O y O. d d a d co.r c o 0 0 0 )a o. $ E o d t a a co a N d.0 O' V Y'J LL') o O O O O N S] U .S .S > J a.J N N O al N >. 135 IL LL C 3 r 'O V COW L C . 0 N- O O O d d — N c U $ .L.. U m E -- - O N d o d '0 a 0) N N In u > _a m N N J O N N a m f7 N N 'O L > O 'O L a 0 CO C9 CO C) d c L N U C E 5 N N L' U 10 in IO to Q C y d co U d d O) E O E E = CO d v 3 r d c d y m E To c_ et r o 0 0 o E E N c 0 .c 5 = o o > m d0. 0. N V c u) io on 0 )n; )M o O 2 d L d E ¢ O E E a' .Ln U N '3 N c t d d v d w eni °) o E co v 0 'O N H.. SL.. C (O J 0 N C i i = V C N C m is N 0 m 0 O O C as N, C a G -a N C7 O) O) O O N d rn y ° LL LL It 0 U O =_= Z U O — O O c c m c 'N m N 8 d d L y � gym' =13 o coo E € O 2 . t m m � - � 3 _c O a K U d d = m n F- - V ) a CD a) d -o_ ni m E € 5 O o m & y o E c d m co an d ate) L N CI m o " a v v 0 M o m >m -o c -o v m m A (J u ti ..d. 0 c c > > c 2 m `� aIL Q.U.. a'J 4J = L0 N .-. (7) ED w .O L 3 .o a E _ — = = C o c N d O d N p d E d.- C U ED U o Or d "' C L d d d > L V _ .� c.E h A,j m = a m o o & o o.y a) a`, d r 0a a C O C v v a U 0 m d U C 2 L U c c c_ t K U CC CC CC CC c c 13 3 a) CO d a 0. a d d O— . m m d O c d rno d da ani s 'p 0 m c _ 0 m w 'O c 2 m = co d N t0 N co▪ c c d 3 m E C U V m c m a) m d m 00 . co o t 0- m m U m C C,p N a' cc > a M a= O co lL U d 0 U —y 'm )a'— a F= v ofid s d I— D U r <+i v ui co poi O U CD d Ica C c_ a) CD a N U N C J C O N N E y m F N N C -' Co N a To Et N N LL T m c 0 co N U) p W r--- m a c c w y L S p H 4 4 ■4Ik $7%*E ; = ; tj f 7a- cD k re m ®J� -o E Cu --0 ca . - { La 2 - CI a co _ _ - k / \ .MI Tu. 12 } \ 0 \ ■## § _ : o \ , C. / \ \ Tr opk « ) {( ww st[� ; ! 0 = , 7 / / \ ) ) U. E3 & /\ \ = CO - - f - - - - . ///oo = Ja k ® = # \kk / } . tOO co co CO co 0)C - \\ 2 0 \ a 2m / \\\ \ ca a g -%& m ac a co \ 3ca | - - - co 0LA oo LB ot5 ( C CO } \ \ } \\ \ •_ ® OO - _ - ! i \ E = > ! � Imf \ � / ) ) § ) LS_ � & © 0UCOa0 J F-W ! { ww � w Lel E co _ co E. \ ) t \/a \ 2 II m 2 3 `o t _-a rn° a O ma s o or m r a) co J.a-Jr-N a O c N CO O O.N J F 3 a) d EL c -o _ o o 2 co cn d .3 _ - 0 N D O O.A O d O C C N N co 'o w co ofy `o.— p o o o) E '? 'c m O a �':r—H '° c E E 'n J d o_ d 8 d d y d o 7 O co 10 co a co c a ^ O. N V II 0 N Co V =J._=_ p G Q w co y N . 9 a�a 0. to to j al a j 3 ,a�O v V o m 3 w a) 0 =13 a m - m • v '= Q E C O J lL E o p, o d g v T O o. a d T N O N co Q O TO I— a a, d 7 y c S -to.O ,n W Y � 0 E € a, = a o d E m .o O 0 o c c -o o F. = o w o o E LL c 0 C mu = Y 0N = N J O O 'O (O C O N N d CO E. (-3 N > a L fl 0 a) 1 d caV O ca Ti m L... N E Cam.. 0) co LO C LL p d ry G. '0 LC) 6 d X c TO Pi k `J N a — co d > U U c Q n N o a C •S N C = = d d % d as _ m e e d 3 c0 d F O CO ywy aasi t N 0 = d E o 0 co c m m d m O U c d E - N lL m o or; F2 g▪ cl d o 0 3 2 � o v O▪ co a -a d a U CO a ' N O r19 r 0 .d.. d m Q CD a L CO E it C ry w a .y F EL D.:- 30 _a o L d O O Op m< co co 3 d `L" t co d o U Co• 0 a co y CL o 0 c u• d o al O O E a L N L = O 3 CO G d U 8 w 'a CO d j 6 u v r 0 N t 5 U N 0..O CJ C N 3 'O a. a O d O d 5- o o N d ..a)O v A C d (n m .C C • v u' 3 - E rn a rn c a h a, LL = a, > d E E . a, d 0 a -o ›-..n. -C d a E y y d d = d I _ _ d O ` D O tO E cn o.S N - U U. a o CO 3 3 1� y 0 = a `o d Y d d -0 c o v o.O a t "O d 5 a co 3 '° d = i m a, al o= w a a• y�Ur < -o co L - d a N E y co � U N N y H U a c C LL d j j c II 3 d d d N d a '3 a co o c, °� d ..E. a E o c In a d .a U m n Q, o 0 o co 'o CO w _ E o m• cp v v > > co n y cc In E _ c 3a mO am 3 co a aa,, = d' o c x 3 3 3 w o co o,d . L d d C O CD L d g a d X a s d co o,3 m F a w II_ H = K E r S. cn m d= L v A n y m E O. d F- R' ao W cn O N Cr; v 'o co r co O U 0 0 d Cu LL ) C C_ a) U CO` a) 0 U co c J C O N N E N O F cg, N t0 C i. CU N O T �, O ce U C O N LL co T y _ 7c1O N .O p W c ra c - LL S D I— t a M O O. _c N LL Er V o. ITm = a') v o c E o c m co c y H u cP 2 c > m .L N X IL = a N c =p co co a a) N < 2 I d co O X m c F c o LL m m C O a w LL 4 w Q A a, ..= )J I 0 V C 9 Nco c ^ c y`) = o 0 ^ r o o. W V Co a 'o M r w 0 S , • 0 0 _ d mE E o 2 o > > . 0 c.f.N 0 c.) m Si K . Q H ▪ m Q E y CV o r- int.= o I N Z n O c c -p :d'.i' r N6 m Q. w .9 0 n m c m O u etc a a la I- .= 6 E V c a o w t m d E Et Co c la o i. = o a o > 0 v = m a v n E y 3 t as ni C r m J a d O a N 3 O V O ryU m a Z' CO ` a CO O 0 b -• a N C CO _ O N EL.. o o co L of N Z as a y N r N Q S O L Q o a' 'C Z o E --- o LO 0 0 o-Y m a N al C a0 CO O c en a U N Cl V 0 N r 0 d 3 -o U m en a O t in = 0 w L N c y a) m coo O. O'N -o 3 = m y 0 z CO t° o.2 3 .'o C d C sT L G ... a) m r O a - t ) m C I CO L I - CO 0 G c — `m o CO LL :V .� ,� ` C L %O > m Sc c `m CO CD co C -o o .- E y 2 m a) T -p O m O N = LL T 0 c = -N )M E coLO a E 0 = 00 m ti c o �' m e u) CO) U d CO CO N U '._.= M a en V F 0 • N o < 0 U N O a E a c_ 0 N m U A a U N c J G O c0 co E C Y c C m CO a Y w N CU c'C m O O c= .G CD Q) (U LL c C_ N N C_ " N CCNI CI W N ° y, C CC it 5 -C Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix A: Hydrologic Computations Cedar Creek II Wind Farm Project Cedar Creek II Wind Project Site Historical Condition 5-YR Storm Runoff Calculations WinTR-55 Current Data Description --- Identification Data --- User: Tetra Tech Date: 5/11/2010 Project: Cedar Creek II Wind Project Units: English SubTitle: Historic Condition - CCII Wind Project Site Area Areal Units: Acres State: Colorado County: Weld Filename: P:\BPAE_Wind\Colorado\Cedar Creek II\Engineering\Hydrology Modeling\CCII - Final Historic Runoff --- Sub-Area Data --- Name Description Reach Area(ac) RCN Tc CCII Site CCII Site - Historical Outlet 20.15 69 0.941 Total area: 20.15 (ac) --- Storm Data -- Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr -Yr (in) (in) (in) (in) (in) (in) (in) 1.8 2.35 2.7 3.2 3.6 4.0 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:53:53 AM Tetra Tech Cedar Creek II Wind Project Historic Condition - CCII Wind Project Site Area Weld County, Colorado Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr -Yr. (in) (in) (in) (in) (in) (in) (in) 1.8 2.35 2.7 3.2 3.6 4.0 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:53:53 AM Tetra Tech Cedar Creek II Wind Project Historic Condition - CCII Wind Project Site Area Weld County, Colorado Watershed Peak Table Sub-Area Peak Flow by Rainfall Return Period or Reach 5-Yr Identifier (cfs) SUBAREAS CCII Site 2.79 REACHES OUTLET 2.79 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:53:53 AM Tetra Tech Cedar Creek II Wind Project Historic Condition - CCII Wind Project Site Area Weld County, Colorado Hydrograph Peak/Peak Time Table Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period or Reach 5-Yr Identifier (cfs) (hr) SUBAREAS CCII Site 2.79 12.57 REACHES OUTLET 2.79 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:53:53 AM Tetra Tech Cedar Creek II Wind Project Historic Condition - CCII Wind Project Site Area Weld County, Colorado Sub-Area Summary Table Sub-Area Drainage Time of Curve Receiving Sub-Area Identifier Area Concentration Number Reach Description (ac) (hr) CCII Site 20.15 0.941 69 Outlet CCII Site - Historical Total Area: 20.15 (ac) WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:53:53 AM Tetra Tech Cedar Creek II Wind Project Historic Condition CCII Wind Project Site Area Weld County, Colorado Sub-Area Time of Concentration Details Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) CCII Site User-provided 0.941 Time of Concentration 0.941 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:53:53 AM Tetra Tech Cedar Creek II Wind Project Historic Condition - CCII Wind Project Site Area Weld County, Colorado Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number Group (ac) CCII Site Pasture, grassland or range (fair) B 20.15 69 Total Area / Weighted Curve Number 20.15 69 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:53:53 AM Cedar Creek II Wind Project Historic Condition - CCII Wind Project Site Area Name of printed page file: TR20.cut STORM 5-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) CCII Site 0.031 0.354 12.57 2.79 88.53 Line Start Time Flow Values @ time increment of 0.059 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.915 0.07 0.18 0.36 0.62 0.95 1.34 1.74 12.331 2.11 2.39 2.60 2.73 2.79 2.78 2.72 12.747 2.60 2.45 2.28 2.12 1.98 1.86 1.75 13.163 1.65 1.56 1.47 1.39 1.32 1.26 1.20 13.579 1.15 1.10 1.06 1.02 0.98 0.94 0.91 13.995 0.88 0.85 0.83 0.80 0.78 0.76 0.74 14.411 0.72 0.70 0.69 0.67 0.66 0.64 0.63 14.827 0.62 0.61 0.60 0.59 0.58 0.58 0.57 15.243 0.56 0.56 0.55 0.54 0.54 0.53 0.52 15.659 0.52 0.51 0.51 0.50 0.49 0.49 0.48 16.075 0.48 0.47 0.46 0.46 0.45 0.45 0.44 16.491 0.44 0.43 0.43 0.42 0.42 0.41 0.41 16.907 0.41 0.41 0.40 0.40 0.40 0.39 0.39 17.323 0.39 0.39 0.38 0.38 0.38 0.38 0.38 17.739 0.37 0.37 0.37 0.37 0.36 0.36 0.36 18.155 0.36 0.36 0.35 0.35 0.35 0.35 0.34 18.571 0.34 0.34 0.34 0.34 0.33 0.33 0.33 18.987 0.33 0.32 0.32 0.32 0.32 0.31 0.31 19.403 0.31 0.31 0.30 0.30 0.30 0.30 0.29 19.819 0.29 0.29 0.29 0.28 0.28 0.28 0.28 20.235 0.27 0.27 0.27 0.27 0.27 0.26 0.26 20.651 0.26 0.26 0.26 0.26 0.26 0.25 0.25 21.067 0.25 0.25 0.25 0.25 0.25 0.25 0.25 21.483 0.25 0.25 0.25 0.25 0.25 0.25 0.25 21.899 0.25 0.24 0.24 0.24 0.24 0.24 0.24 22.315 0.24 0.24 0.24 0.24 0.24 0.24 0.24 22.731 0.24 0.24 0.24 0.24 0.24 0.24 0.24 23.148 0.24 0.24 0.24 0.24 0.24 0.23 0.23 23.564 0.23 0.23 0.23 0.23 0.23 0.23 0.23 23.980 0.23 0.23 0.23 0.23 0.22 0.21 0.20 24.396 0.19 0.17 0.16 0.14 0.12 0.11 0.09 24.812 0.08 0.07 0.06 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) OUTLET 0.031 0.354 12.57 2.79 88.53 WinTR-20 Version 1.0 Page 1 05/11/2010 10:52 Cedar Creek II Wind Project Historic Condition - CCII Wind Project Site Area Line Start Time Flow Values @ time increment of 0.059 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:54:38 AM Cedar Creek II Wind Project Historic Condition - CCII Wind Project Site Area Name of printed page file: TR20.out (continued) STORM 5-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 11.915 0.07 0.18 0.36 0.62 0.95 1.34 1.74 12.331 2.11 2.39 2.60 2.73 2.79 2.78 2.72 12.747 2.60 2.45 2.28 2.12 1.98 1.86 1.75 13.163 1.65 1.56 1.47 1.39 1.32 1.26 1.20 13.579 1.15 1.10 1.06 1.02 0.98 0.94 0.91 13.995 0.88 0.85 0.83 0.80 0.78 0.76 0.74 14.411 0.72 0.70 0.69 0.67 0.66 0.64 0.63 14.827 0.62 0.61 0.60 0.59 0.58 0.58 0.57 15.243 0.56 0.56 0.55 0.54 0.54 0.53 0.52 15.659 0.52 0.51 0.51 0.50 0.49 0.49 0.48 16.075 0.48 0.47 0.46 0.46 0.45 0.45 0.44 16.491 0.44 0.43 0.43 0.42 0.42 0.41 0.41 16.907 0.41 0.41 0.40 0.40 0.40 0.39 0.39 17.323 0.39 0.39 0.38 0.38 0.38 0.38 0.38 17.739 0.37 0.37 0.37 0.37 0.36 0.36 0.36 18.155 0.36 0.36 0.35 0.35 0.35 0.35 0.34 18.571 0.34 0.34 0.34 0.34 0.33 0.33 0.33 18.987 0.33 0.32 0.32 0.32 0.32 0.31 0.31 19.403 0.31 0.31 0.30 0.30 0.30 0.30 0.29 19.819 0.29 0.29 0.29 0.28 0.28 0.28 0.28 20.235 0.27 0.27 0.27 0.27 0.27 0.26 0.26 20.651 0.26 0.26 0.26 0.26 0.26 0.25 0.25 21.067 0.25 0.25 0.25 0.25 0.25 0.25 0.25 21.483 0.25 0.25 0.25 0.25 0.25 0.25 0.25 21.899 0.25 0.24 0.24 0.24 0.24 0.24 0.24 22.315 0.24 0.24 0.24 0.24 0.24 0.24 0.24 22.731 0.24 0.24 0.24 0.24 0.24 0.24 0.24 23.148 0.24 0.24 0.24 0.24 0.24 0.23 0.23 23.564 0.23 _ 0.23 0.23 0.23 0.23 0.23 0.23 23.980 0.23 0.23 0.23 0.23 0.22 0.21 0.20 24.396 0.19 0.17 0.16 0.14 0.12 0.11 0.09 24.812 0.08 0.07 0.06 WinTR-20 Version 1.0 Page 2 05/11/2010 10:52 Cedar Creek II Wind Project WinTR-55, Version 1.00.08 Page 2 5/11/2010 10:54:38 AM Cedar Creek II Wind Project Historic Condition - CCII Wind Project Site Area Name of printed page file: TR20.out (continued) STORM 5-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Historic Condition - CCII Wind Project Site Area Area or Drainage Peak Flow by Storm Reach Area Alternate 5-Yr Identifier (sq mi) (cfs) (cfs) (cfs) (cfs) (cfs) CCII Site 0.03 2.8 OUTLET 0.03 2.8 • WinTR-55, Version 1.00.08 Page 3 5/11/2010 10:54:38 AM Cedar Creek II Wind Project Historic Condition - CCII Wind Project Site Area Name of printed page file: TR20.out (continued) STORM 5-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) WinTR-20 Version 1.0 Page 3 05/11/2010 10:52 WinTR-55, Version 1.00.08 Page 4 5/11/2010 10:54:38 AM Cedar Creek II Wind Project Site Developed Condition 2-YR Storm Runoff Calculations for Detention Basin P WinTR-55 Current Data Description --- Identification Data --- User: Tetra Tech Date: 5/10/2010 Project: Cedar Creek II Wind Project Units: English SubTitle: Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Areal Units: Acres State: Colorado County: Weld Filename: P:\BPAE_Wind\Colorado\Cedar Creek II\Engineering\Hydrology Modeling\CCII - Final Developed Runo1 --- Sub-Area Data --- Name Description Reach Area(ac) RCN Tc DA P1 DA P1 w/o Offsite Runon Basin P 4.76 85 0.587 DA P2 DA P2 w/o Offsite Runon Basin P 2.67 85 0.562 DA Tl DA Tl w/o Offsite Runon Basin P 5.95 85 0.581 DA T2 DA T2 w/o Offsite Runon Basin P 4.26 86 0.334 Total area: 17.64 (ac) --- Storm Data -- Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr -Yr (in) (in) (in) (in) (in) (in) (in) 1.8 2.35 2.7 3.2 3.6 4.0 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr -Yr (in) (in) (in) (in) (in) (in) (in) 1.8 2.35 2.7 3.2 3.6 4.0 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Watershed Peak Table Sub-Area Peak Flow by Rainfall Return Period or Reach 2-Yr Identifier (cfs) SUBAREAS DA P1 2.36 DA P2 1.36 DA Tl 2.98 DA T2 3.22 REACHES Basin P 9.16 Down 0.84 OUTLET 0.84 • WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Hydrograph Peak/Peak Time Table Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period or Reach 2-Yr Identifier (cfs) (hr) SUBAREAS DA P1 2.36 12.27 DA P2 1.36 12.22 DA Ti 2.98 12.25 DA T2 3.22 12.11 REACHES Basin P 9.16 12.19 Down 0.84 14.19 OUTLET 0.84 • • WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM • • Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Structure Output Table Reach Peak Flow (PF), Storage Volume (SV), Stage (STG) Identifier by Rainfall Return Period Structure Identifier 2-Yr Reach: Basin P Pipe : Basin P 8(in) PF (cfs) 0.84 SV (ac ft) .51 STG (ft) .23 WinTR-55, version 1.00.08 Page 1 5/10/2010 5:47:16 PM Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Sub-Area Summary Table Sub-Area Drainage Time of Curve Receiving Sub-Area Identifier Area Concentration Number Reach Description (ac) (hr) DA P1 4.76 0.587 85 Basin P . DA P1 w/o Offsite Runon DA P2 2.67 0.562 85 Basin P DA P2 w/o Offsite Runon DA Tl 5.95 0.581 85 Basin P DA Ti w/o Offsite Runon DA T2 4.26 0.334 86 Basin P DA T2 w/o Offsite Runon Total Area: 17.64 (ac) • WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Reach Summary Table Receiving Reach Routing Reach Reach Length Method Identifier Identifier (ft) Basin P Outlet STRUCTURE(Basin P) • • WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Sub-Area Time of Concentration Details Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter • Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) DA P1 User-provided 0.587 Time of Concentration 0.587 DA P2 User-provided 0.562 Time of Concentration 0.562 DA Tl User-provided 0.581 Time of Concentration 0.581 DA T2 User-provided 0.334 Time of Concentration 0.334 • WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number - Group (ac) DA P1 Open space; grass cover < 50% (poor) B .077 79 Paved parking lots, roofs, driveways B .182 98 Gravel (w/ right-of-way) B 4.5 85 Total Area / Weighted Curve Number 4.76 85 DA P2 Open space; grass cover < 50% (poor) B .133 79 Paved parking lots, roofs, driveways B .074 98 Gravel (w/ right-of-way) B 2.459 85 Total Area / Weighted Curve Number 2.67 85 DA Tl Open space; grass cover < 50% (poor) B .307 79 Paved parking lots, roofs, driveways B .322 98 Gravel (w/ right-of-way) B 5.321 85 Total Area / Weighted Curve Number 5.95 85 DA T2 Open space; grass cover < 50% (poor) B .065 79 Paved parking lots, roofs, driveways B .2 98 Gravel (w/ right-of-way) B 3.997 85 Total Area / Weighted Curve Number 4.26 86 WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Reach Channel. Rating Details Reach Reach Reach Friction Bottom Side Identifier Length Manning's Slope Width Slope (ft) n (ft/ft) (ft) Basin P (This reach is a structure: Basin P) Reach End Top Friction Identifier Stage Flow Area Width Slope (ft) (cfs) (sq ft) (ft) (ft/ft) Basin P (This reach is a structure: Basin P) WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Structure Description - User Entered Surface Height Surface Reach Area @ Above Area @ Pipe Head on Weir Identifier Crest Crest Ht Above Diameter Pipe Length (ac) (ft) (ac) (in) (ft) (ft) Basin P 2.142 1 2.257 8 0.5 • • WinTR=55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM Tetra Tech Cedar Creek II Wind Project Developed Condition - 2-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Structure Rating Details - Computed Reach Pool Flows (cfs) @ Pipe Diameter Idendifier Stage Storage Dia #1 Dia #2 Dia #3 (ft) (ac ft) Bin in in Basin P 0 0.00 0.000 0.33 0.72 1.185 0.67 1.45 1.530 1.33 2.96 2.052 3.33 7.78 3.135 6.67 16.84 4.380 13.33 38.78 6.156 • WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:47:16 PM WinTR-55 Output Hydrograph Project: Cedar Creek II Wind Project 511/2010 Subarea:(Outlet) Storm:2-Yr 111UCograbreclar Creek lrEig lite rligWltlrobg(na@NgCCII-Fllal Oerebpe0 R11nR2-YR Sinn IYIIIOIt01C IE RII0VDr Vas IIP 8' OUTLET(cis) .7- .6- 42 C .5- O LL .4- .3- .2- .0 4. 8. 12. 16. 20. 24. 28. 32. 38. 40. TIME(his) Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20..out STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA P1 0.007 0.647 12.27 2.36 317.05 Line Start Time Flow Values @ time increment of 0.037 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.454 0.05 0.06 0.07 0.07 0.08 0.10 0.11 11.713 0.14 0.17 0.22 0.29 0.39 0.53 0.70 11.973 0.92 1.17 1.44 1.71 1.95 2.15 2.29 12.232 2.36 2.36 2.30 2.21 2.08 1.93 1.77 12.492 1.62 1.47 1.34 1.22 1.13 1.04 0.96 12.751 0.89 0.82 0.77 0.71 0.67 0.63 0.59 13.011 0.56 0.53 0.51 0.48 0.46 0.44 0.43 13.270 0.41 0.40 0.38 0.37 0.36 0.35 0.34 13.530 0.33 0.32 0.31 0.31 0.30 0.29 0.28 13.789 0.28 0.27 0.27 0.26 0.26 0.25 0.25 14.049 0.24 0.24 0.24 0.23 0.23 0.23 0.22 14.308 0.22 0.22 0.21 0.21 0.21 0.21 0.20 14.568 0.20 0.20 0.20 0.20 0.19 0.19 0.19 14.827 0.19 0.19 0.19 0.19 0.18 0.18 0.18 15.087 0.18 0.18 0.18 0.18 0.17 0.17 0.17 15.346 0.17 0.17 0.17 0.17 0.17 0.16 0.16 15.606 0.16 0.16 0.16 0.16 0.16 0.15 0.15 15.865 0.15 0.15 0.15 0.15 0.15 0.14 0.14 16.125 0.14 0.14 0.14 0.14 0.14 0.14 0.13 16.384 0.13 0.13 0.13 0.13 0.13 0.13 0.13 16.644 0.13 0.13 0.13 0.13 0.13 0.13 0.13 16.903 0.12 0.12 0.12 0.12 0.12 0.12 0.12 17.163 0.12 0.12 0.12 0.12 0.12 0.12 0.12 17.422 0.12 0.12 0.12 0.12 0.12 0.12 0.,11 17.682 0.11 0.11 0.11 0.11 0.11 0.11 0.11 17.941 0.11 0.11 0.11 0.11 0.11 0.11 0.11 18.201 0.11 0.11 0.11 0.11 0.11 0.11 0.10 18.460 0.10 0.10 0.10 0.10 0.10 0.10 0.10 18.720 0.10 0.10 0.10 0.10 0.10 0.10 0.10 18.979 0.10 0.10 0.10 0.10 0.10 0.09 0.09 19.239 0.09 0.09 0.09 0.09 0.09 0.09 0.09 19.498 0.09 0.09 0.09 0.09 0.09 0.09 0.09 19.758 0.09 0.09 0.09 0.08 0.08 0.08 0.08 20.018 0.08 0.08 0.08 0.08 0.08 0.08 0.08 20.277 0.08 0.08 0.08 0.08 0.08 0.08 0.08 20.537 0.08 0.08 0.08 0.08 0.08 0.08 0.08 20.796 0.08 0.08 0.08 0.08 0.08 0.08 0.08 21.056 0.08 0.08 0.07 0.07 0.07 0.07 0.07 21.315 0.07 0.07 0.07 0.07 0.07 0.07 0.07 21.575 0.07 0.07 0.07 0.07 0.07 0.07 0.07 WinTR-20 Version 1.0 Page 1 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.037 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 21.834 0.07 0.07 0.07 0.07 0.07 0.07 0.07 22.094 0.07 0.07 0.07 0.07 0.07 0.07 0.07 WinTR-55, Version 1.00.08 Page 1 5/10/2010 5:49:55 PM • Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff • Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 22.353 0.07 0.07 0.07 0.07 0.07 0.07 0.07 22.613 0.07 0.07 0.07 0.07 0.07 0.07 0.07 22.872 0.07 0.07 0.07 0.07 0.07 0.07 0.07 23.132 0.07 0.07 0.07 0.07 0.07 0.07 0.07 23.391 0.07 0.07 0.07 0.07 0.07 0.07 0.07 23.651 0.07 0.07 0.07 0.07 0.07 '0.07 0.07 23.910 0.07 0.07 0.07 0.07 0.07 0.07 0.06 24.170 0.06 0.06 0.06 0.05 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA P2 0.004 0.572 12.22 1.36 326.79 Line Start Time . Flow Values @ time increment of 0.035 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.619 0.05 0.06 0.07 0.09 0.11 0.14 0.19 11.868 0.25 0.33' 0.43 0.56 0.70 0.86 1.01 12.116 1.15 1.26 1.33 1.36 1.36 1.32 1.26 12.364 1.19 1.10 1.01 0.92 0.84 0.76 0.70 12.613 0.64 0.59 0:55 0.51 0.47 0.44 0.41 12.861 0.38 0.36 0.34 0.32 0.30 0.29 0.28 13.110 0.26 0.25 0.24 0.23 0.23 0.22 0.21 13.358 0.21 0.20 0.19 0.19 0.18 0.18 0.18 13.607 0.17 0.17 0.16 0.16 0.16 0.15 0.15 13.855 0.15 0.15 0.14 0.14 0.14 0.14 0.13 • 14.104 0.13 0.13 0.13 0.13 0.12 0.12 0.12 14.352 0.12 0.12 0.12 0.12 0.11 0.11 0.11 14.601 0.11 0.11 0.11 0.11 0.11 0.11 0.11 14.849 0.11 0.10 0.10 0.10 0.10 0.10 0.10 15.098 0.10 0.10 0.10 0.10 0.10 0.10 0.10 15.346 0.10 0.09 0.09 0.09 0.09 0.09 0.09 15.595 0.09 0.09 0.09 0.09 0.09 0.09 0.09 15.843 0.09 0.08 0.08 0.08 0.08 0.08 0.08 16.091 0.08 0.08 0.06 0.08 0.08 0.08 0.08 16.340 0.08 0.07 0.07 0.07 0.07 0.07 0.07 16.588 0.07 0.07 0.07 0.07 0.07 0.07 0.07 16.837 0.07 0.07 0.07 0.07 0.07 0.07 0.07 17.085 0.07 0.07 0.07 0.07 0.07 0.07 0.07 17.334 0.07 0.07 0.07 0.07 0.07 0.07 0.06 17.582 0.06 0.06 0.06 0.06 0.06 0.06 0.06 17.831 0.06 0.06 0.06 0.06 0.06 0.06 0.06 18.079 0.06 0.06 0.06 0.06 0.06 0.06 0.06 18.328 0.06 0.06 0.06 0.06 0.06 0.06 0.06 18.576 0.06 0.06 0.06 0.06 0.06 0.06 0.06 18.625 0.06 0.06 0.05 0.05 0.05 0.05 0.05 WinTR-20 Version 1.0 Page 2 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.035 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) WinTR-55, Version 1.00.08 Page 2 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 19.073 0.05 0.05 0.05 0.05 0.05 0.05 0.05 19.321 0.05 0.05 0.05 0.05 0.05 0.05 0.05 Area or Drainage Rain Gage Runoff Peak Flow . Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA Ti 0.009 0.648 12.25 2.98 320.26 Line Start Time Flow Values @ time increment of 0.037 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.369 0.05 0.06 0.07 0.07 0.08 0.09 0.10 11.626 0.12 0.13 0.16 0.20 0.26 0.33 0.44 11.882 0.59 0.79 1.04 1.33 1.66 2.01 2.33 12.139 _ 2.61 2.82 2.94 2.98 2.94 2.84 2.69 12.396 2.51 2.32 2.12 1.93 1.75 1.60 1.47 12.653 1.35 1.25 1.16 1.07 0.99 0.93 0.87 12.910 0.81 0.76 0.72 0.68 0.65 0.62 0.59 13.167 0.57 0.54 0.52 0.50 0.49 0.47 0.46 13.424 0.44 0.43 0.42 0.41 0.40 0.39 0.38 13.681 0.37 0.36 0.35 0.35 0.34 0.33 0.33 13.937 0.32 0.32 0.31 0.31 0.30 0.30 0.29 14.194 0.29 0.28 0.28 0.27 0.27 0.27 0.26 14.451 0.26 0.26 0.25 0.25 .0.25 0.25 0.24 14.708 0.24 0.24 0.24 0.24 0.24 0.23 0.23 14.965 0.23 0.23 0.23 0.22 0.22 0.22 0.22 15.222 0.22 0.22 0.22 0.21 0.21 0.21 0.21 15.479 0.21 0.21 0.20 0.20 0.20 0.20 0.20 15.735 0.20 0.19 0.19 0.19 0.19 0.19 0.19 15.992 0.18 0.18 0.18 0.18 0.18 0.18 0.17 16.249 0.17 0.17 0.17 0.17 0.17 0.17 0.16 16.506 0.16 0.16 0.16 0.16 0.16 0.16 0.16 16.763 0.16 0.16 0.16 0.16 0.16 0.15 0.15 17.020 0.15 0.15 0.15 0.15 0.15 0.15 0.15 17.277 0.15 0.15 0.15 0.15 0.15 0.15 0.15 17.533 0.15 0.14 0.14 0.14 0.14 0.14 0.14 17.790 0.14 0.14 0.14 0.14 0.14 0.14 0.14 18.047 0.14 0.14 0.14 0.14 0.13 0.13 0.13 18.304 0.13 0.13 0.13 0.13 0.13 0.13 '0.13 18.561 0.13 0.13 0.13 0.13 0.13 0.13 0.12 18.818 0.12 0.12 0.12 0.12 0.12 0.12 0.12 19.075 0.12 0.12 0.12 0.12 0.12 0.12 0.12 19.332 0.12 0.11 0.11 0.11 0.11 0.11 0.11 19.588 0.11 0.11 0.11 0.11 0.11 0.11 0.11 19.845 0.11 0.11 0.11 0.10 0.10 0.10 0.10 20.102. 0.10 0.10 0.10 0.10 0.10 0.10 0.10 . 20.359 0.10 0.10 . 0.10 0.10 0.10 0.10 0.10 20.616 0.10 0.10 0.10 0.10 0.10 0.09 0.09 20.873 0.09 0.09 0.09 0.09 0.09 0.09 0.09 WinTR-20 Version 1.0 Page 3 05/10/2010 17:49 , Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.037 hr WinTR-55, Version 1.00.08 Page 3 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or - Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) (hr) (cfs) (cfs) . (cfs) (cfs) (cfs) (cfs) (cfs) 21.130 0.09 0.09 0.09 0.09 0.09 0.09 0.09 21.386 0.09 0.09 0.09 0.09 0.09 0.09 0.09 21.643 0.09 0.09 0.09 0.09 0.09 0.09 0.09 21.900 0.09 0.09 0.09 0.09 0.09 0.09 0.09 22.157 0.09 0.09 0.09 0.09 0.09 0.09 0.09 22.414 0.09 0.09 0.09 0.09 0.09 0.09 0.09 22.671 0.09 0.09 0.09 0.09 0.09 0.09 , 0.09 22.928 0.09 0.09 0.09 0.09 0.09 0.09 0.09 23.184 0.09 0.09 0.09 0.09 0.09 0.09 0.09 ' 23.441 0.09 0.09 0.09 0.09 0.09 0.09 0.09 23.698 0.09 0.09 0.09 0.09 0.08 0.08 0.08 23.955 0.08 0.08 0.08 0.08 0.08 0.08 0.08 24.212 0.07 0.07 0.06 0.06 0.05 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA T2 0.007 0.695 12.11 3.22 484.21 Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.157 0.05 0.05 0.06 0.06 0.06 0.07 0.07 11.305 0.07 0.08 0.08 0.08 0.09 0.09 0.10 11.452 0.10 0.10 0.11 0.11 0.12 0.13 0.14 11.600 0.15 0.16 0.18 0.21 0.24 0.28 0.33 ' 11.748 0.39 0.47 0.55 0.65 0.77 0.91 1.08 11.895 1.28 1.51 1.76 2.03 2.30 2.57 • 2.80 12.043 2.99 3.13 3.21 3.22 3.17 3.05 2.89 12.191 2.69 2.49 2.28 2.08 1.89 1.72 1.57 12.338 1.44 1.32 1.23 1.14 1.07 1.00 0.94 12.486 0.89 0.84 0.79 0.75 0.71 0.68 0.64 12.634 0.61 0.59 0.56 0.54 0.52 0.50 0.48 12.781 0.47 0.45 0.44 0.43 0.42 0.41 0.40 12.929 0.39 0.38 0.38 0.37 0.36 0.36 0.35 13.077 0.35 0.34 0.34 0.33 0.33 0.32 0.32 13.224 0.31 0.31 0.31 0.30 0.30 0.29 0.29 13.372 0.29 0.29 0.28 0.28 0.28 0.27 0.27 13.520 0.27 0.26 0.26 0.26 0.26 0.25 0.25 13.667 0.25 0.25 0.24 0.24 ' 0.24 0.24 0.23 13.815 0.23 0.23 0.23 0.23 0.22 0.22 0.22 13.963 0.22 0.21 0.21 0.21 0.21 0.21 0.20 14.110 0.20 0.20 0.20 0.20 0.20 0.19 0.19 .14.258 0.19 0.19 0.19 0:19 0.19 0.19 0.19 14.406 0.18 0.18 0.18 0.18 0.18 0.18 0.18 14.553 0.18 0.18 0.18 0.18 0.18 0.18 0.17 - 14.701 0.17 0.17 0.17 0.17 0.17 0.17 0.17 14.849 0.17 0.17 0.17 0.17 0.17 0.17 0.17 14.996 0.16 0.16 0.16 0.16 0.16 0.16 0.16 WinTR-20 Version 1.0 Page 4 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff WinTR-55, Version 1.00.08 Page 4 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff - Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 15,144 0.16 0.16 0.16 0.16 0.16 0.16 0.16 15.292 0.15 0.15 0.15 0.15 0.15 0.15 0.15 15.439 0.15 0.15 0.15 0.15 0.15 0.15 0.15 15.587 0.14 0.14 0.14 0.14 0.14 0.14 0.14 15.735 0.14 0.14 0.14 0.14 0.14 0.14 0.14 15.882 0.13 0.13 0.13 0.13 0.13 • 0.13 0.13 16.030 0.13 0.13 0.13 0.13 0.13 0.13 0.13 16.178 0.12 0.12 0.12 0.12 0.12 0.12 0.12 16.325 0.12 0.12 0.12 0.12 0.12 0.12 0.12 16.473 0.12 0.12 0.12 0.12 0.12 0.12 0.12 16.621 0.12 0.12 0.12 0.12 0.12 0.12 0.12 16.768 0.12 0.12 0.11 0.11 0.11 0.11 0.11 16.916 0.11 0.11 0.11 0.11 0.11 0.11 0.11 17.064 0.11 0.11 0.11 0.11 0.11 0.11 0.11 17.211 0.11 0.11 0.11 0.11 0.11 0.11 0.11 17.359 0.11 0.11 0.11 0.11 0.11 0.11 0.11 17.507 0.11 0.11 0.11 0.11 0.11 0.11 0.10 17.654 0.10 0.10 0.10 0.10 0.10 0.10 0.10 17.802 0.10 0.10 0.10 0.10 0.10 0.10 0.10 17.950 0.10 0.10 0.10 0.10 0.10 0.10 0.10 18.097 0.10 0.10 0.10 0.10 0.10 0.10 0.10' 18.245 0.10 0.10 0.10 0.10 0.10 0.10 0.10 18.393 0.10 0.10 0.09 0.09 0.09 0.09 0.09 18.540 0.09 0.09 0.09 0.09 0.09 0.09 0.09 18.688 0.09 0.09 0.09 0.09 0.09 0.09 0.09 16.836 0.09 0.09 0.09 0.09 0.09 0.09 0.09 18.983 0.09 0.09 0.09 0.09 0.09 0.09 0.09 19.131 0.09 0.09 0.09 0.09 0.08 0.08 0.08 19.279 0.08 0.08 0.08 0.08 0.08 0.08 0.08 19.426 0.08 0.08 0.08 0.08 0.08 0.08 0.08 19.574 0.08 0.08 0.08 0.08 0.08 0.08 0.08 19.722 0.08 0.08 0.08 0.08 0.08 0.08 0.08 19.869 0.08 0.08 0.08 0.08 0.08 0.08 0.07 20.017 0.07 0.07 0.07 0.07 0.07 0.07 0.07 20.165 0.07 0.07 0.07 0.07 0.07 0.07 0.07 20.312 0.07 0.07 0.07 0.07 0.07 0.07 0.07 20.460 0.07 0.07 0.07 0.07 0.07 0.07 0.07 20.608 0.07 0.07 0.07 0.07 0.07 0.07 0.07 20.755 0.07 0.07 0.07 0.07 0.07 0.07 0.07 20.903 0.07 0.07 0.07 0.07 0.07 0.07 0.07 21.051 0.07 0.07 0.07 0.07 0.07 0.07 0.07 21.198 0.07 0.07 0.07 0.07 0.07 0.07 0.07 21.346 0.07 0.07 0.07 0.07 0.07 0.07 0.07 21.494 0.07 0.07 0.07 0.07 0.07 0.07 0.07 21.641 0.07 0.07 0.07 0.07 0.07 0.07 0.07 21.789 0.07 0.07 0.07 0.07 0.07 0.07 0.07 21.937 0.07 0.07 0.07 0.07 0.07 0.07 0.07 22.084 0.07 0.07 0.07 0.07 0.07 0.07 0.07 22.232 0.07 0.07 0.07 0.07 0.07 0.07 0.07 22.380 0.07 0.07 0.07 0.07 0.07 0.07 0.07 22.527 0.07 0.07 0.07 0.07 0.07 0.07 0.07 WinTR-20 Version 1.0 Page 5 05/10/2010 17:49 Cedar Creek II Wind Project WinTR-55, Version 1.00.08 Page 5 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate . Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 22.675 0.07 0.07 0.07 0.07 0.07 0.07 0.07 22.823 0.07 0.07 0.07 0.07 0.07 0.06 0.06 22.970 0.06 0.06 0.06 0.06 0.06 0.06 0.06 23.118 0.06 0.06 0.06 0.06 0.06 0.06 0.06 23.265 0.06 0.06 0.06 0.06 0.06 0.06 0.06 23.413 0.06 0.06 0.06 0.06 0.06 0.06 0.06 23.561 0.06 0.06 0.06 0.06 0.06 0.06 0.06 23.708 0.06 0.06 0.06 0.06 0.06 0.06 0.06 23.856 0.06 0.06 0.06 0.06 0.06 0.06 0.06 24.004 0.06 0.06 0.06 0.06 0.06 0.06 0.05 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Basin P 0.028 Upstream 0.647 12.19 9.16 332.34 Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.157 0.05 0.05 0.06 _ 0.06 0.06 0.07 0.07 11.305 0.07 0.08 0.10 0.13 0.15 0.15 0.16 11.452 0.19 0.23 0.25 0.26 0.28 0.29 0.31 11.600 0.36 0.42 0.47 0.52 0.58 0.67 0.77 11.748 0.89 1.04 1.22 1.43 1.68 1.99 2.35 11.895 2.78 3.28 3.82 4.44 5.08 5.75 6.41 12.043 7.05 7.62 8.13 8.54 8.85 9.06 9.14 12.191 9.16 9.08 i 8.94 8.76 8.52 8.27 • 7.97 12.338 7.67 7.36 7.04 6.71 6.38 6.06 5.74 12.486 5.44 5:15 4.88 4.62 4.39 4.17 3.97 12.634 3.79 3.61 3.45 3.30 3.16 3.03 2.90 12.781 2.78 2.67 2.57 2.48 2.39 2.31 2.23 12.929 2.16 2.09 2.02 1.97 1.91 1.86 1.81 13.077 1.76 1.72 1.68 1.64 1.61 1.57 1.54 13.224 1.51 1.48 1.45 1.42 1.40 1.37 1.35 13.372 1.33 1.31 1.29 1.27 1.25 1.23 1.21 13.520 1.20 1.18 1.16 1.15 1.13 1.11 1.10 13.667 1.09 1.07 1.06 1.05 1.03 1.02 1.01 13.815 1.00 0.99 0.98 0.97 0.96 0.95 0.94 • 13.963 0.93 0.92 0.91 0.90 0.90 0.89 0.88 • 14.110 0.87 0.86 0.85 0.85 0.84 0.83 0.82 14.258 0.82 0.81 0.80 0.80 0.79 0.79 0.78 14.406 0.78 0.77 0.77 0.76 0.76 0.75 0.75 14.553 0.75 0.74 0.74 0.73 0.73 - 0.73 0.72 14.701 0.72 0.72 0.71 0.71 0.71 0.70 0.70 14.849 0.70 0.70 0.69 0.69 0.69 0.68 0.68 14.996 0.68 0.68 0.67 0.67 0.67 0.66 0.66 15.144 0.66 0.66 0.65 0.65 0.65 0.64 0.64 15.292 0.64 0.64 0.63 0.63 0.63 0.62 0.62 15.439 0.62 0.62 0.61 0.61 0.61 0.60 0.60 WinTR-20 Version 1.0 - Page 6 05/10/2010 17:49 WinTR-55, Version 1.00.08 Page 6 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 15.587 0.60 0.60 0.59 0.59 0.59 0.58 0.58 15.735 0.58 0.58 0.57 0.57 0.57 0.56 0.56 15.882 0.56 0.56 0.55 0.55 0.55 0.54 0.54 16.030 0.54 0.54 0.53 0.53 0.53 0.52 0.52 16.178 0.52 0.52 0.51 0.51 0.51 0.51 .. 0.50 16.325 0.50 0.50 0.50 0.50 0.49 0.49 0.49 16.473 0.49 . 0.49 0.49 0.48 0.48 0.48 0.48 16.621 0.48 0.48 0.48 0.48 0.47 0.47 0.47 16.768 0.47 0.47 0.47 0.47 0.47 0.47 0.46 16.916 0.46 0.46 0.46 0.46 0.46 0.46 0.46 17.064 0.46 0.45 0.45 0.45 0.45 0.45 0.45 17.211 0.45 0.45 0.45 0.45 0.44 0.44 0.44 17.359 0.44 0.44 0.44 0.44 0.44 0.44 0.44 17.507 0.43 0.43 0.43 0.43 0.43 0.43 0.43 17.654 0.43 0.43 0.42 0.42 0.42 0.42 0.42 17.802 0.42 0.42 0.42 0.42 0.42 0.41 0.41 17.950 0.41 0.41 0.41 0.41 0.41 0.41 0.41 18.097 0.41 0.40 0.40 0.40 0.40 0.40 0.40 18.245 0.40 0.40 0.40 0.39 0.39 0.39 0.39 18.393 0.39 0.39 0.39 0.39 0.39 0.39 0.38 • 18.540 0.38 0.38 0.38 0.38 0.38 0.38 0.38 18.688 0.38 0.37 0.37 0.37 0.37 0.37 0.37 18.836 0.37 0.37 0.37 0.36 0.36 0.36 0.36 18.983 0.36 0.36 0.36 0.36 0.36 0.36 0.35 19.131 0.35 0.35 0.35 0.35 0.35 0.35 0.35 19.279 0.35 0.34 0.34 0.34 0.34 0.34 0.34 19.426 0.34 0.34 0.34 0.33 0.33 0.33 0.33 19.574 0.32 0.29 0.28 0.28 0.28 0.28 0.27 19.722 0.27 0.27 0.27 0.27 0.27 0.27 0.27 19.869 0.27 0.27 0.27 0.26 0.26 0.26 0.26 20.017 0.26 0.26 0.26 0.26 0.26 0.26 0.26 20.165 0.25 0.25 0.25 0.25 0.25 0.25 0.25 20.312 0.25 0.25 0.25 0.25 0.25 0.25 0.25 20.460 0.25 0.25 0.24 0.24 0.24 0.24 0.24 20.608 0.24 0.24 0.24 0.24 0.24 0.24 0.24 20.755 0.24 0.24 0.24 0.24 0.24 0.24 0.24 20.903 0.24 0.24 0.24 0.24 0.24 0.24 0.24 21.051 0.24 0.24 0.24 0.24 0.24 0.24 0.24 21.198 0.24 0.24 0.24 0.24 0.24 0.24 0.24 21.346 0.24 0.24 0.24 0.24 0.24 0.24 0.24 21.494 0.23 0.23 0.23 0.23 0.23 0.23 0.23 21.641 0.23 0.23 0.23 0.23 0.23 0.23 0.23 21.789 0.23 0.23 0.23 0.23 0.23 0.23 0.23 21.937 0.23 0.23 0.23 0.23 0.23 0.23 0.23 22.084 0.23 0.23 0.23 0.23 0.23 0.23 0.23 22.232 0.23 0.23 0.23 0.23 0.23 0.23 0.23 22.380 0.23 0.23 0.23 0.23 0.23 0.23 0.23 22.527 0.23 0.23 0.23 0.23 0.23 0.23 0.23 22.675 0.23 0.23 0.23 0.22 0.22 0.22 0.22 22.823 0.22 0.22 0.22 0.22 0.22 0.22 0.22 22.970 0.22 0.22 0.22 0.22 0.22 0.22 0.22 WinTR-55, Version 1.00.08 Page 7 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) WinTR-20 Version 1.0 Page 7 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 23.118 0.22 0.22 0.22 0.22 0.22 0.22 0.22 23.265 0.22 0.22 0.22 0.22 0.22 0.22 0.22 23.413 0.22 0.22 0.22 0.22 0.22 0.22 0.22 23.561 0.22 0.22 0.22 0.22 0.22 0.22 0.22 23.708 0.22 0.22 0.22 0.22 0.22 0.22 0.22 23.856 0.22 0.22 0.22 0.22 0.21 0.21 0.21 24.004 0.21 0.21 0.21 0.21 0.21 0.20 0.20 24.151 0.19 0.14 0.14 0.13 0.13 0.12 0.12 24.299 0.10 0.07 0.05 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Basin P 0.026 Downstream 0.626 0.23 14.19 0.84 30.39 Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.895 0.05 0.06 0.07 0.08 0.10 0.11 0.13 12.043 0.15 0.17 0.19 0.21 0.24 0.26 0.29 12.191 0.31 0.34 0.36 0.39 0.41 0.43 0.46 12.338 0.48 0.50 0.52 0.54 0.55 0.57 0.58 12.486 0.60 0.61 0.62 0.64 0.65 0.66 0.67 12.634 0.68 0.69 0.69 0.70 0.71 0.72 0.72 12.781 0.73 0.73 0.74 0.74 0.75 0.75 0.76 12.929 0.76 0.77 0.77 0.77 0.78 0.78 0.78 13.077 0.79 0.79 0.79 0.79 0.80 0.80 0.80 13.224 0.80 0.80 0.81 0.81 0.81 0.81 0.81 13.372 0.81 0.82 0.82 0.82 0.82 0.82 0.82 13.520 0.82 0.82 0.83 0.83 0.83 0.83 0.83 13.667 0.83 0.83 0.83 0.83 0.83 0.83 0.83 13.815 0.83 0.83 0.83 0.84 0.84 0.84 0.84 13.963 0.84 0.84 0.84 0.84 0.84 0.84 0.84 14.110 0.84 0.84 0.84 0.84 0.84 0.84 0.84 14.258 0.64 0.84 0.84 0.84 0.84 0.84 0.84 14.406 0.84 0.84 0.84 0.84 0.84 0.84 0.84 14.553 0.84 0.84 0.83 0.83 0.83 0.63 0.83 14.701 0.83 0.83 0.83 0.83 0.83 0.83 0.83 14.849 0.83 0.83 0.83 0.83 0.83 0.83 0.83 14.996 0.83 0.83 0.83 0.83 0.83 0.83 0.83 15.144 0.82 0.82 0.82 0.82 0.82 0.82 0.82 15.292 0.82 0.82 0.82 0.82 0.82 0.82 0.82 15.439 0.82 0.82 0.82 0.82 0.82 0.61 0.81 15.587 0.81 0.81 0.81 0.81 0.81 0.81 0.81 15.735 0.81 0.81 0.81 0.81 0.81 0.81 0.80 15.882 0.80 0.80 0.80 0.80 0.80 0.80 0.80 16.030 0.80 0.80 0.80 0.80 0.60 0.80 0.79 WinTR-55, Version 1.00.08 Page 8 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 16.178 0.79 0.79 0.79 0.79 0.79 0.79 0.79 16.325 0.79 0.79 0.79 0.79 0.78 0.78 0.78 WinTR-20 Version 1.0 Page 8 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 16.473 0.78 0.78 0.76 0.78 0.78 0.78 0.78 16.621 0.78 0.78 0.77 0.77 0.77 0.77 0.77 16.768 0.77 0.77 0.77 0.77 0.77 0.77 0.77 16.916 0.76 0.76 0.76 0.76 0.76 0.76 0.76 17.064 0.76 0.76 0.76 0.76 0.75 0.75 0.75 17.211 0.75 0.75 0.75 0.75 0.75 0.75 0.75 17.359 0.75 0.75 0.74 0.74 0.74 0.74 0.74 17.507 0.74 0.74 0.74 0.74 0.74 0.74 0.73 17.654 0.73 0.73 0.73 0.73 0.73 0.73 0.73 17.802 0.73 0.73 0.73 0.72 0.72 0.72 0.72 17.950 0.72 0.72 0.72 0.72 0.72 0.72 0.72 18.097 0.72 0.71 0.71 0.71 0.71 0.71 0.71 18.245 0.71 0.71 0.71 0.71 0.71 0.70 0.70 18.393 0.70 0.70 0.70 0.70 0.70 0.70 0.70 18.540 0.70 0.70 0.69 0.69 0.69 0.69 0.69 18.688 0.69 0.69 0.69 0.69 0.69 0.69 0.68 18.836 0.68 0.68 0.68 0.68 0.68 0.68 0.68 18.983 0.68 0.68 0.68 0.67 0.67 0.67 0.67 19.131 0.67 0.67 0.67 0.67 0.67 0.67 0.67 19.279 0.66 0.66 0.66 0.66 0.66 0.66 0.66 19.426 0.66 0.66 0.66 0.66 0.65 0.65 0.65 19.574 0.65 0.65 0.65 0.65 0.65 0.65 0.65 19.722 0.64 0.64 0.64 0.64 0.64 0.64 0.64 19.869 0.64 0.64 0.63 0.63 0.63 0.63 0.63 20.017 0.63 0.63 0.63 0.63 0.63 0.62 0.62 20.165 0.62 0.62 0.62 0.62 0.62 0.62 0.62 20.312 0.61 0.61 0.61 0.61 0.61 0.61 0.61 20.460 0.61 0.61 0.61 0.60 0.60 0.60 0.60 20.608 0.60 0.60 0.60 0.60 0.60 0.60 0.59 20.755 0.59 0.59 0.59 0.59 0.59 0.59 0.59 20.903 0.59 0.59 0.58 0.58 0.58 0.58 0.58 21.051 0.58 0.58 0.58 0.58 0.58 0.57 0.57 21.198 0.57 0.57 0.57 0.57 0.57 0.57 0.57 21.346 0.57 0.56 0.56 0.56 0.56 0.56 0.56 21.494 0.56 0.56 0.56 0.56 0.56 0.55 0.55 21.641 0.55 0.55 0.55 0.55 0.55 0.55 0.55 21.789 0.55 0.55 0.54 0.54 0.54 0.54 0.54 21.937 0.54 0.54 0.54 0.54 0.54 0.54 0.53 22.084 0.53 0.53 0.53 0.53 0.53 0.53 0.53 22.232 0.53 0.53 0.53 0.53 0.52 0.52 0.52 22.380 0.52 0.52 0.52 0.52 0.52 0.52 0.52 22.527 0.52 0.52 0.51 0.51 0.51 0.51 0.51 22.675 0.51 0.51 0.51 0.51 0.51 0.51 0.51 22.823 0.50 0.50 0.50 0.50 0.50 0.50 0.50 22.970 0.50 0.50 0.50 0.50 0.50 0.50 0.49 23.118 0.49 0.49 0.49 0.49 0.49 0.49 0.49 23.265 0.49 0.49 0.49 0.49 0.49 0.48 0.48 WinTR-55, Version 1.00.08 Page 9 5/10/2010 5:49:55 PM • Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) • ST0RM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 23.413 0.48 0.48 0.48 0.48 0.48 0.48 0.48 23.561 0.48 0.48 0.48 0.48 0.47 0.47 0.47 23.708 0.47 0.47 0.47 0.47 0.47 0.47 0.47 23.856 0.47 0.47 0.47 0.47 0.46 0.46 0.46 WinTR-20 Version 1.0 Page 9 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 24.004 0.46 0.46 0.46 0.46 0.46 0.46 0.46 24.151 0.46 0.46 0.46 0.45 0.45 0.45 0.45 24.299 0.45 0.45 0.45 0.45 0.45 0.44 0.44 24.447 0.44 0.44 0.44 0.44 0.44 0.44 0.43 24.594 0.43 0.43 0.43 0.43 0.43 0.43 0.43 24.742 0.42 0.42 0.42 0.42 0.42 0.42 0.42 24.890 0.42 0.42 0.41 0.41 0.41 0.41 0.41 25.037 0.41 0.41 0.41 0.40 0.40 0.40 0.40 25.185 0.40 0.40 0.40 0.40 0.40 0.39 0.39 25.333 0.39 0.39 0.39 0.39 0.39 0.39 0.39 25.480 0.38 0.38 0.38 0.38 0.38 0.38 0.38 25.628 - 0.38 0.38 0.37 0.37 0.37 0.37 0.37 25.776 0.37 0.37 0.37 0.37 0.36 0.36 0.36 25.923 0.36 0.36 0.36 0.36 0.36 0.36 0.36 26.071 0.35 0.35 0.35 0.35 0.35 0.35 0.35 26.219 0.35 0.35 0.35 0.34 0.34 0.34 0.34 26.366 0.34 0.34 0.34 0.34 0.34 0.34 0.33 26.514 0.33 0.33 0.33 0.33 0.33 0.33 0.33 26.662 0.33 0.33 0.33 0.32 0.32 0.32 0.32 26.809 0.32 0.32 0.32 0.32 0.32 0.32 0.32 26.957 0.31 0.31 0.31 0.31 0.31 0.31 0.31 27.105 0.31 0.31 0.31 0.31 0.30 0.30 0.30 27.252 0.30 0.30 0.30 0.30 0.30 0.30 0.30 27.400 0.30 0.30 0.29 0.29 0.29 0.29 0.29 27.548 0.29 0.29 0.29 0.29 0.29 0.29 0.29 27.695 0.28 0.28 0.28 0.28 0.28 0.28 0.28 27.843 0.28 0.28 0.28 0.28 0.28 0.27 0.27 27.991 0.27 0.27 0.27 0.27 0.27 0.27 0.27 28.138 0.27 0.27 0.27 0.27 0.26 0.26 0.26 28.286 0.26 0.26 0.26 0.26 0.26 0.26 0.26 28.434 0.26 0.26 0.26 0.25 0.25 0.25 0.25 28.581 0.25 0.25 0.25 0.25 0.25 0:25 0.25 28.729 0.25 0.25 0.25 0.24 0.24 0.24 0.24 28.877 0.24 0.24 0.24 0.24 0.24 0.24 0.24 29.024 0.24 0.24 0.24 0.24 0.23 0.23 0.23 29.172 0.23 0.23 0.23 0.23 0.23 0.23 0.23 29.320 0.23 0.23 0.23 0.23 0.23 0.22 0.22 29.467 0.22 0.22 0.22 0.22 0.22 0.22 0.22 . 29.615 , 0.22 0.22 0.22 0.22 0.22 0.22 0.22 29.763 0.21 0.21 0.21 0.21 0.21 0.21 0.21 29.910 0.21 0.21 0.21 0.21 0.21 0.21 0.21 30.058 0.21 0.21 0.21 0.20 0.20 0.20 0.20 30.206 0.20 0.20 0.20 0.20 0.20 0.20 0.20 30.353 0.20 0.20 0.20 0.20 0.20 0.20 0.19 30.501 0.19 0.19 0.19 0.19 0.19 0.19 0.19 WinTR-55, Version 1.00.08 Page 10 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 30.649 0.19 0.19 0.19 0.19 0.19 0.19 0.19 30.796 0.19 0.19 0.19 0.18 0.18 0.18 0.18 30.944' 0.18 0.18 0.16 0.18 0.18 0.18 0.18 31.092 0.18 0.18 0.18 0.18 0.18 0.18 0.18 31.239 0.18 0.18 0.17 0.17 0.17 0.17 0.17 31.387 0.17 0.17 0.17 0.17 0.17 0.17 0.17 WinTR-20 Version 1.0 Page 10 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 31.535 0.17 0.17 0.17 0.17 0.17 0.17 0.17 31.682 0.17 0.16 0.16 0.16 0.16 0.16 0.16 31.830 0.16 0.16 0.16 0.16 0.16 0.16 0.16 31.978 0.16 0.16 0.16 0.16 0.16 0.16 0.16 32.125 0.16 0.16 0.15 0.15 0.15 0.15 0.15 32.273 0.15 0.15 0.15 0.15 0.15 0.15 0.15 32.421 0.15 0.15 0.15 0.15 0.15 0.15 0.15 32.568 0.15 0.15 0.15 0.15 0.14 0.14 0.14 32.716 0.14 0.14 0.14 0.14 0.14 0.14 0.14 32.864 0.14 0.14 0.14 0.14 0.14 0.14 0.14 33.011 0.14 0.14 0.14 0.14 0.14 0.14 0.14 33.159 0.14 0.13 0.13 0.13 0.13 0.13 0.13 33.307 0.13 0.13 0.13 0.13 0.13 0.13 0.13 33.454 0.13 0.13 0.13 0.13 0.13 0.13 0.13 33.602 0.13 0.13 0.13 0.13 0.13 0.13 0.13 33.750 0.12 0.12 0.12 0.12 0.12 0.12 0.12 33.897 0.12 0.12 0.12 0.12 0.12 0.12 0.12 34.045 0.12 0.12 0.12 0.12 0.12 0.12 0.12 34.193 0.12 0.12 0.12 0.12 0.12 0.12 0.12 34.340 0.12 0.11 0.11 0.11 0.11 0.11 0.11 34.488 0.11 0.11 0.11 0.11 0.11 0.11 0.11 34.636 0.11 0.11 0.11 0.11 0.11 0.11 0.11 34.763 0.11 0.11 0.11 0.11 0.11 0.11 0.11 34.931 0.11 0.11 0.11 0.11 0.11 0.10 0.10 35.079 0.10 0.10 0.10 0.10 0.10 0.10 0.10 35.226 0.10 0.10 0.10 0.10 0.10 0.10 0.10 35.374 0.10 0.10 0.10 0.10 0.10 0.10 0.10 35.522 0.10 0.10 0.10 0.10 0.10 0.10 0.10 35.669 0.10 0.10 0.10 0.10 0.10 0.09 0.09 35.817 0.09 0.09 0.09 0.09 0.09 0.09 0.09 35.965 0.09 0.09 0.09 0.09 0.09 0.09 0.09 36.112 0.09 0.09 0.09 0.09 0.09 0.09 0.09 • • 36.260 0.09 0.09 0.09 0.09 0.09 0.09 0.09 36.408 0.09 0.09 0.09 0.09 0.09 0.09 0.09 36.555 0.09 0.08 0.08 0.08 0.08 0.08 0.08 36.703 0.08 0.08 0.08 0.08 0.08 0.08 0.08 36.851 0.08 0.08 0.08 0.08 0.08 0.08 0.08 36.998 0.08 0.08 0.08 0.08 0.08 0.08 0.08 37.146 0.08 0.08 0.08 0.08 0.08 0.08 0.08 37.293 0.08 0.08 0.08 0.08 ' 0.08 0.08 0.08 37.441 0.08 0.08 0.08 0.07 0.07 0.07 0.07 37.589 0.07 0.07 0.07 0.07 0.07 0.07 0.07 37.736 0.07 0.07 0.07 0.07 0.07 0.07 0.07 WinTR-55, Version 1.00.08 Page 11 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 37.884 0.07 0.07 0.07 0.07 0.07 0.07 0.07 38.032 0.07 0.07 0.07 0.07 0.07 0.07 0.07 38.179 0.07 0.07 0.07 0.07 0.07 0.07 0.07 38.327 0.07 0.07 0.07 0.07 0.07 0.07 0.07 38.475 0.07 0.07 0.07 0.07 0.06 0.06 0.06 38.622 0.06 0.06 0.06 0.06 0.06 0.06 0.06 38.770 0.06 0.06 0.06 0.06 0.06 0.06 0.06 38.918 0.06 0.06 0.06 0.06 0.06 0.06 0.06 WinTR-20 Version 1.0 Page 11 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 39.065 0.06 0.06 0.06 0.06 0.06 0.06 0.06 39.213 0.06 0.06 0.06 0.06 0.06 0.06 0.06 39.361 0.06 0.06 0.06 0.06 0.06 0.06 0.06 39.508 0.06 0.06 0.06 0.06 0.06 0.06 0.06 39.656 0.06 0.06 0.06 0.06 0.06 0.06 0.05 39.804 0.05 0.05 0.05 0.05 0.05 0.05 0.05 39.951 0.05 0.05 0.05 0.05 0.05 0.05 0.05 40.099 0.05 0.05 0.05 0.05 0.05 0.05 0.05 40.247 0.05 0.05 0.05 0.05 0.05 0.05 0.05 40.394 0.05 0.05 0.05 0.05 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) OUTLET 0.028 0.626 14.19 0.84 30.39 Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.895 0.05 0.06 0.07 0.08 0.10 0.11 0.13 12.043 0.15 0.17 0.19 0.21 0.24 0.26 • 0.29 12.191 0.31 0.34 0.36 0.39 0.41 0.43 0.46 12.338 0.48 0.50 0.52 0.54 0.55 0.57 0.58 12.486 0.60 0.61 0.62 0.64 0.65 0.66 0.67 12.634 0.68 0.69 0.69 0.70 0.71 0.72 0.72 12.781 0.73 0.73 0.74 0.74 0.75 0.75 0.76 12.929 0.76 0.77 0.77 0.77 0.78 0.78 0.78 13.077 0.79 0.79 0.79 0.79 0.80 0.80 0.80 13.224 0.80 0.80 0.81 0.81 0.81 0.81 0.81 13.372 0.81 0.82 0.82 0.82 0.82 0.82 0.82 13.520 0.82 0.82 0.83 0.83 0.83 0.83 0.83 13.667 0.83 0.83 0.83 0.83 0.83 0.83 0.83 13.815 0.83 0.83 0.83 0.84 0.84 0.84 0.84 13.963 0.84 0.84 0.84 0.84 0.84 0.84 0.84 14.110 0.84 0.84 0.84 0.84 0.84 0.84 0.84 14.258 0.84 0.84 0.84 0.84 0.84 0.84 0.84 14.406 0.84 0.84 0.84 0.84 0.84 0.84 0.84 14.553 0.84 0.84 0.83 0.83 0.83 0.83 0.83 14.701 0.83 0.83 0.83 0.83 0.83 0.83 0.83 WinTR-55, Version 1.00.08 Page 12 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 14.849 0.83 0.83 0.83 0.83 0.83 0.83 0.83 14.996 0.83 0.83 0.83 0.83 0.83 0.83 0.83 15.144 0.82 0.82 0.82 0.82 0.82 0.82 0.82 15.292 0.82 0.82 0.82 0.82 0.82 0.82 0.82 15.439 0.82 0.82 0.82 0.82 0.82 0.81 0.81 15.587 0.81 0.81 0.81 0.81 0.81 0.81 0.81 15.735 0.81 0.81 0.81 0.81 0.81 0.81 0.80 15.882 0.80 0.80 0.80 0.80 0.80 0.80 0.80 16.030 0.80 0.60 0.80 0.80 0.80 0.80 0.79 16.178 0.79 0.79 0.79 0.79 0.79 0.79 0.79 WinTR-20 Version 1.0 Page 12 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 16.325 0.79 0.79 0.79 0.79 0.78 0.78 0.76 16.473 0.78 0.78 0.78 0.78 0.78 0.76 0.78 16.621 0.78 0.78 0.77 0.77 0.77 0.77 0.77 16.768 0.77 0.77 0.77 0.77 0.77 0.77 0.77 16.916 0.76 0.76 0.76 0.76 0.76 0.76 0.76 17.064 0.76 0.76 0.76 0.76 0.75 0.75 0.75 17.211 0.75 0.75 0.75 0.75 0.75 0.75 0.75 17.359 0.75 0.75 0.74 0.74 0.74 0.74 0.74 17.507 0.74 0.74 0.74 0.74 0.74 0.74 0.73 17.654 0.73 0.73 0.73 0.73 0.73 0.73 0.73 17.802 0.73 0.73 0.73 0.72 0.72 0.72 0.72 17.950 0.72 0.72 0.72 0.72 0.72 0.72 0.72 18.097 0.72 0.71 0.71 0.71 0.71 0.71 0.71 18.245 0.71 0.71 0.71 0.71 0.71 0.70 0.70 18.393 0.70 0.70 0.70 0.70 0.70 0.70 0.70 18.540 0.70 0.70 0.69 0.69 0.69 0.69 0.69 18.688 0.69 0.69 0.69 0.69 0.69 0.69 0.68 18.836 0.68 0.68 0.68 0.68 0.68 0.68 0.68 18.983 0.68 0.68 0.68 0.67 0.67 0.67 0.67 19.131 0.67 0.67 0.67 0.67 0.67 0.67 0.67 19.279 0.66 0.66 0.66 0.66 0.66 0.66 0.66 19.426 0.66 0.66 0.66 0.66 0.65 0.65 0.65 19.574 0.65 0.65 0.65 0.65 0.65 0.65 0.65 19.722 0.64 0.64 0.64 0.64 0.64 0.64 0.64 19.869 0.64 0.64 0.63 0.63 0.63 0.63 0.63 20.017 0.63 0.63 0.63 0.63 0.63 0.62 0.62 20.165 0.62 0.62 0.62 0.62 0.62 0.62 0.62 20.312 0.61 0.61 0.61 0.61 0.61 0.61 0.61 20.460 0.61 0.61 0.61 0.60 0.60 0.60 0.60 20.608 0.60 0.60 0.60 0.60 0.60 0.60 0.59 20.755 0.59 0.59 0.59 0.59 0.59 0.59 0.59 20.903 0.59 0.59 0.58 0.58 0.58 0.58 0.58 21.051 0.58 0.58 0.58 0.58 0.58 0.57 0.57 21.198 0.57 0.57 0.57 0.57 0.57 0.57 0.57 21.346 0.57 0.56 0.56 0.56 0.56 0.56 0.56 21.494 0.56 0.56 0.56 0.56 0.56 0.55 0.55 21.641 0.55 0.55 0.55 0.55 0.55 0.55 0.55 21.789 0.55 0.55 0.54 0.54 0.54 0.54 0.54 21.937 0.54 0.54 0.54 0.54 0.54 0.54 0.53 WinTR-55, Version 1.00.08 Page 13 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) i STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hir) (cfs) (csm) 22.084 0.53 0.53 0.53 0.53 0.53 0.53 0.53 22.232 0.53 0.53 0.53 0.53 0.52 0.52 0.52 22.380 0.52 0.52 0.52 0.52 0.52 0.52 0.52 22.527 0.52 0.52 0.51 0.51 0.51 0.51 0.51 22.675 0.51 0.51 0.51 0.51 0.51 0.51 0.51 22.823 0.50 0.50 0.50 0.50 0.50 0.50 0.50 22.970 0.50 0.50 0.50 0.50 0.50 0.50 0.49 23.116 0.49 0.49 0.49 0.49 0.49 0.49 0.49 23.265 0.49 0.49 0.49 0.49 0.49 0.48 0.48 23.413 0.48 0.48 0.48 0.48 0.48 0.48 0.48 23.561 0.48 0.48 0.48 0.48 , 0.47 0.47 0.47 23.708 0.47 0.47 0.47 0.47 0.47 0.47 0.47 WinTR-20 Version 1.0 Page 13 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 23.856 0.47 "0.47 0.47 0.47 0.46 0.46 0.46 24.004 0.46 0.46 0.46 0.46 0.46 0.46 0.46 24.151 0.46 0.46 0.46 0.45 0.45 0.45 0.45 24.299 0.45 0.45 0.45 0.45 0.45 0.44 0.44 24.447 0.44 0.44 0.44 0.44 0.44 0.44 0.43 24.594 0.43 0.43 0.43 0.43 0.43 0.43 0.43 24.742 0.42 0.42 0.42 0.42 0.42 0.42 0.42, 24.890 0.42 0.42 0.41 0.41 0.41 0.41 0.41 25.037 0.41 0.41 0.41 0.40 0.40 0.40 0.40 25.185 0.40 0.40 0.40 0.40 0.40 0.39 0.39 25.333 0.39 0.39 0.39 0.39 0.39 0.39 0.39 25.480 0.38 0.38 0.38 0.38 0.38 0.38 0.38 25.628 0.36 0.38 0.37 0.37 0.37 0.37 0.37 25.776 0.37 0.37 0.37 0.37 0.36 0.36 0.36 25.923 0.36 0.36 0.36 0.36 0.36 0.36 0.36 26.071 0.35 0.35 0.35 0.35 0.35 0.35 0.35 26.219 0.35 0.35 0.35 0.34 0.34 0.34 0.34 26.366 0.34 0.34 0.34 0.34 0.34 0.34 0.33 26.514 0.33 0.33 0.33 0.33 0.33 0.33 0.33 26.662 0.33 0.33 0.33 0.32 0.32 0.32 0.32 26.809 0.32 0.32 0.32 0.32 0.32 0.32 0.32 26.957 0.31 0.31 0.31 0.31 0.31 0.31 0.31 27.105 0.31 0.31 0.31 0.31 0.30 0.30 0.30 27.252 0.30 0.30 0.30 0.30 0.30 0.30 0.30 27.400 0.30 0.30 0.29 0.29 0.29 0.29 0.29 27.548 0.29 0.29 0.29 0.29 0.29 0.29 0.29 27.695 0.28 0.28 0.28 0.28 0.28 0.28 0.28 27.843 0.28 0.28 0.28 0.28 0.28• 0.27 0.27 27.991 0.27 0.27 0.27 0.27 0.27 0.27 0.27 28.138 0.27 0.27 0.27 0.27 0.26 0.26 0.26 28.286 0.26 0.26 0.26 0.26 0.26 0.26 0.26 28.434 0.26 0.26 0.26 0.25 0.25 0.25 0.25 28.581 0.25 0.25 0.25 0.25 0.25 0.25 0.25 28.729 0.25 0.25 0.25 0.24 0.24 0.24 0.24 28.877 0.24 0.24 0.24 0.24 0.24 0.24 0.24 29.024 0.24 0.24 0.24 0.24 0.23 0.23 0.23 29.172 0.23 0.23 0.23 0.23 0.23 0.23 0.23 WinTR-55, Version 1.00.08 Page 14 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach .Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 29.320 0.23 0.23 0.23 0.23 0.23 0.22 0.22 29.467 0.22., 0.22 0.22 0.22 0.22 0.22 0.22 29.615 0.22 0.22 0.22 0.22 0.22 0.22 0.22 29.763 0.21 0.21 0.21 0.21 0.21 0.21 0.21 29.910 0.21 0.21 0.21 0.21 0.21 0.21 0.21 • 30.058 0.21 0.21 0.21 0.20 0.20 0.20 0.20 30.206 0.20 - 0.20 0.20 0.20 0.20 0.20 0.20 30.353 0.20 0.20 0.20 0.20 0.20 0.20 0.19 30.501 0.19 0.19 0.19 0.19 0.19 0.19 0.19 30.649 0.19 0.19 0.19 0.19 0.19 0.19 0.19 30.796 0.19 0.19 0.19 0.18 0.18 0.18 0.18 30.944 0.18 0.18 0.18 0.18 0.18 0.18 0.18 31.092 0.18 0.18 0.18 0.18 0.18 0.18 0.18 31.239 0.18 0.18 0.17 0.17 0.17 0.17 0.17 WinTR-20 Version 1.0 Page 14 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite. Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) • 31.387 0.17 0.17 0.17 0.17 0.17 0.17 0.17 31.535 0.17 0.17 0.17 0.17 0.17 0.17 0.17 31.682 0.17 0.16 0.16 0.16 0.16 0.16 0.16 31.830 0.16 0.16 0.16 0.16 0.16 0.16 0.16 31.978 0.16 0.16 0.16 0.16 0.16 0.16 0.16 32.125 0.16 0.16 0.15 0.15 0.15 0.15 0.15 32.273 0.15 0.15 0.15 0.15 0.15 0.15 0.15 32.421 0.15 0.15 0.15 0.15 0.15 0.15 0.15 32.568 0.15 0.15 0.15 0.15 0.14 0.14 0.14 32.716 0.14 0.14 0.14 0.14 0.14 0.14 0.14 32.864 0.14 0.14 0.14 0.14 0.14 0.14 0.14 33.011 0.14 0.14 0.14 0.14 0.14 0.14 0.14 33.159 0.14 0.13 0.13 0.13 0.13 0.13 0.13 33.307 0.13 0.13 0.13 0.13 0.13 0.13 '0.13 33.454 0.13 0.13 0.13 0.13 0.13 0.13 0.13 33.602 0.13 0.13 0.13 0.13 0.13 0.13 0.13 33.750 0.12 0.12 0.12 0.12 0.12 0.12 0.12 33.897 0.12 0.12 0.12 0.12 0.12 0.12 0.12 - 34.045 0.12 0.12 0.12 0.12 0.12 0.12 0.12 34.193 0.12 0.12 0.12 0.12 0.12 0.12 0.12 34.340 0.12 0.11 0.11 0.11 0.11 0.11 0.11 34.488 0.11 0.11 0.11 0.11 0.11 0.11 0.11 34.636 0.11 0.11 0.11 0.11 0.11 0.11 0.11 34.783 0.11 0.11 0.11 0.11 0.11 0.11 0.11 34.931 0.11 0.11 0.11 0.11 0.11 0.10 0.10 35.079 0.10 0.10 • 0.10 0.10 0.10 0.10 0.10 35.226 0.10 0.10 0.10 0.10 0.10 0.10 0.10 35.374 0.10 0.10 0.10 0.10 0.10 0.10 0.10 35.522 0.10 0.10 0.10 0.10 0.10 0.10 0.10 35.669 0.10 0.10 0.10 0.10 0.10 0.09 0.09 35.817 0.09 0.09 0.09 0.09 0.09 0.09 0.09 35.965 0.09 0.09 0.09 0.09 0.09 0.09 0.09 36.112 0.09 0.09 0.09 0.09 0.09 0.09 0.09 36.260 0.09 0.09 0.09 0.09 0.09 0.09 0.09 36.408 0.09 0.09 0.09 0.09 0.09 0.09 0.09 WinTR-55, Version 1.00.08 Page 15 5/10/2010 5:49:55 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) ' STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate ' Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 36.555 0.09 0.08 0.08 0.08 0.08 0.08 0.08 36.703 0.08 0.08 0.08 0.08 0.08 0.08 0.08 36.851 0.08 0.08 0.08 0.08 0.08 0.08 0.08 36.998 0.08 0.08 0.06 0.08 0.08 0.08 0.08 37.146 0.08 0.08 0.08 0.08 0.08 0.08 0.08 37.293 0.08 0.08 0.08 0.08 0.08 0.08 0.08 37.441 0.08 0.08 0.08 0.07 0.07 0.07 0.07 37.589 0.07 0.07 0.07 0.07 0.07 0.07 0.07 37.736 0.07 0.07 0.07 0.07 0.07 0.07 0.07 37.884 0.07 0.07 0.07 0.07 0.07 0.07 0.07 38.032 0.07 0.07 0.07 0.07 0.07 0.07 0.07 38.179 0.07 0.07 0.07 0.07 0.07 0.07 0.07 38.327 0.07 0.07 0.07 0.07 0.07 0.07 0.07 38.475 0.07 0.07 0.07 0.07 0.06 0.06 0.06 38.622 0.06 0.06 0.06 0.06 0.06 0.06 0.06 38.770 0.06 0.06 0.06 0.06 0.06 0.06 0.06 WinTR-20 Version 1.0 Page 15 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 38.918 0.06 0.06 0.06 0.06 0.06 0.06 0.06 39.065 0.06 0.06 0.06 0.06 0.06 0.06 0.06 39.213 0.06 0.06 0.06 0.06 0.06 0.06 0.06 39.361 0.06 0.06 0.06 0.06 0.06 0.06 0.06 39.508 0.06 0.06 . 0.06 0.06 0.06 0.06 0.06 39.656 0.06 0.06 0.06 0.06 0.06 0.06 0.05 39.804 0.05 0.05 0.05 0.05 0.05 0.05 0.05 39.951 0.05 0.05 0.05 0.05 0.05 0.05 0.05 40.099 0.05 0.05 0.05 0.05 0.05 0.05 0.05 1. 40.247 0.05 0.05 0.05 0.05 0.05 0.05 0.05 40.394 0.05 0.05 0.05 0.05 . WinTR-55, Version 1.00.08 Page 16 5/10/2010 5:49:56 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/'o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) WinTR-20 Version 1.0 Page 16 05/10/2010 17:49 Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Area or Drainage Peak Flow by Storm Reach Area Alternate 2-Yr Identifier (sq mi) (cfs) (cfs) (cfs) (cfs) (cfs) DA P1 0.744E-02 2.4 DA P2 0.417E-02 1.4 DA Ti 0.930E-02 3.0 DA T2 0.666E-02 3.2 Basin P 0.03 9.2 DOWNSTREAM 0.8 OUTLET 0.03 0.8 WinTR-55, Version 1.00.08 Page 17 5/10/2010 5:49:56 PM Cedar Creek II Wind Project Developed Condition - 2-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 2-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) WinTR-20 Version 1.0 Page 17 05/10/2010 17:49 WinTR-55, Version 1.00.08 Page 18 5/10/2010 5:49:56 PM Cedar Creek II Wind Project Site Developed Condition 100-YR Storm Runoff Calculations for Detention Basin P WinTR-55 Current Data Description --- Identification Data --- User: Tetra Tech Date: 5/11/2010 Project: Cedar Creek II Wind Project Units: English SubTitle: Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Areal Units: Acres State: Colorado County: Weld Filename: P:\BPAE_Wind\Colorado\Cedar Creek II\Engineering\Hydrology Modeling\CCII - Final Developed Runof --- Sub-Area Data --- Name Description Reach Area(ac) RCN To DA P1 DA P1 w/o offsite Runon Basin P 4.76 85 0.587 DA P2 DA P2 w/o Offsite Runon Basin P 2.67 85 0.562 DA Ti DA Ti w/o Offsite Runon Basin P 5.95 85 0.581 DA T2 DA T2 w/o offsite Runon Basin P 4.26 86 0.334 Total area: 17.64 (ac) --- Storm Data -- Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr -Yr (in) (in) (in) (in) (in) (in) (in) 1.8 2.35 2.7 3.2 3.6 4.0 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr -Yr (in) (in) (in) (in) (in) (in) (in) 1.8 2.35 2.7 3.2 3.6 4.0 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Watershed Peak Table Sub-Area Peak Flow by Rainfall Return Period or Reach 100-Yr Identifier (cfs) SUBAREAS DA P1 9.38 DA P2 5.38 DA Tl 11.76 DA T2 11.88 REACHES Basin P 35.86 Down 1:83 OUTLET 1.83 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Hydrograph Peak/Peak Time Table Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period or Reach 100-Yr Identifier (cfs) (hr) SUBAREAS DA P1 9.38 12.23 DA P2 5.38 12.20 DA T1 11.76 12.21 DA T2 11.88 12.09 REACHES Basin P 35.86 12.15 Down 1.83 15.46 OUTLET 1.83 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Structure Output Table Reach Peak Flow (PF), Storage Volume (SV), Stage (STG) Identifier by Rainfall Return Period Structure Identifier 100-Yr Reach: Basin P Pipe : Basin P 8(in) PF (cfs) 1.83 SV (ac ft) 2.32 STG (ft) 1.05 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Sub-Area Summary Table Sub-Area Drainage Time of Curve Receiving Sub-Area Identifier Area Concentration Number Reach Description lac) (hr) DA P1 4.76 0.587 85 Basin P DA P1 w/o Offsite Runon DA P2 2.67 0.562 85 Basin P DA P2 w/o Offsite Runon DA T1 5.95 0.581 85 Basin P DA T1 w/o Offsite Runon DA T2 4.26 0.334 86 Basin P DA T2 w/o Offsite Runon Total Area: 17.64 (ac) WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Reach Summary Table Receiving Reach Routing Reach Reach Length Method Identifier Identifier (ft) Basin P Outlet STRUCTURE(Basin P) WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Sub-Area Time of Concentration Details Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) DA P1 User-provided 0.587 Time of Concentration 0.587 DA P2 User-provided 0.562 Time of Concentration 0.562 DA Ti User-provided 0.581 Time of Concentration 0.581 DA T2 User-provided 0.334 Time of Concentration 0.334 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM f ' Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number Group (ac) ,. DA P1 Open space; grass cover < 50% (poor) B .077 79 Paved parking lots, roofs, driveways B .182 98 Gravel (w/ right-of-way) B 4.5 85 Total Area / Weighted Curve Number 4.76 85 DA P2 Open space; grass cover < 50% (poor) B .133 79 Paved parking lots, roofs, driveways B .074 98 Gravel (w/ right-of-way) B 2.459 85 Total Area / Weighted Curve Number 2.67 85 DA Ti Open space; grass cover < 50% (poor) B .307 79 Paved parking lots, roofs, driveways B .322 98 ' Gravel (w/ right-of-way) B 5.321 85 Total Area / Weighted Curve Number 5.95 85 DA T2 Open space; grass cover < 50% (poor) B .065 79 Paved parking lots, roofs, driveways B .2 98 Gravel (w/ right-of-way) B 3.997 85 Total Area / Weighted Curve Number 4.26 86 • WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Reach Channel Rating Details Reach Reach Reach Friction Bottom Side Identifier Length Manning's Slope Width Slope (ft) n (ft/ft) (ft) Basin P (This reach is a structure: Basin P) Reach End Top Friction Identifier Stage Flow Area Width Slope (ft) (cfs) (sq ft) (ft) (ft/ft) Basin P (This reach is a structure: Basin P) WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58. AM • Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Structure Description - User Entered Surface Height Surface Reach Area @ Above Area @ Pipe Head on Weir Identifier Crest Crest Ht Above Diameter Pipe Length (ac) (ft) (ac) (in) (ft) (ft) Basin P 2.142 1 2.257 8 0.5 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM • Tetra Tech Cedar Creek II Wind Project Developed Condition - 100-Yr for Basin P w/o Offsite Runoff Weld County, Colorado Structure Rating Details - Computed Reach Pool Flows (cfs) @ Pipe Diameter Idendifier Stage Storage Dia #1 Dia #2 " Dia #3 (ft) (ac ft) Bin in in Basin P 0 0.00 0.000 0.33 0.72 1.185 0.67 1.45 1.530 1.33 2.96 2.052 3.33 7.78 3.135 6.67 16.84 4.380 13.33 38.78 6.156 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:35:58 AM • WInTR-55 Output Hydrograph project: Cedar Creek II Wind Project 5111/2010 Subarea:(Outlet) Storm:100-Yr 110CobrabCectirCmek IPElg lltttllgVt dro yMf@IIIgCC II-FIIal O2ebpea Rl ball-YRSbmt WIlloIt01kIQ RII0IILr Hash PA55 OUTLET(cf5) 1.5 U O � 1.0 .0 8. 12. 18. 24. 30. 38. 42. 48. 54. TIME(hrs) Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o 0ffsite Runoff Name of printed page file: TR20.out STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA P1 0.007 2.449 12.23 9.38 1260.23 Line Start Time Flow Values @ time increment of 0.037 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 8.337 0.05 0.05 0.05 0.06 0.06 0.06 0.06 8.597 0.07 0.07 0.07 0.07 0.08 0.06 0.08 8.856 0.08 0.09 0.09 0.09 0.09 0.10 0.10 9.116 0.10 0.11 0.11 0.11 0.12 0.12 0.12 9.375 0.13 0.13 0.13 0.13 0.14 0.14 0.14 9.635 0.15 0.15 0.15 0.15 0.16 0.16 0.16 9.894 0.17 0.17 0.17 0.18 0.18 0.19 0.19 10.154 0.20 0.20 0.21 0.22 0.22 0.23 0.24 10.413 0.24 0.25 0.26 0.27 0.27 0.28 0.29 10.673 0.30 0.31 0.32 0.33 0.34 0.35 0.37 10.932 0.38 0.39 0.41 0.42 0.44 0.45 0.47 11.192 0.49 0.50 0.53 0.55 0.57 0.60 0.62 11.451 0.65 0.69 0.72 0.76 0.81 0.68 0.98 11.711 1.11 1.30 1.56 1.90 2.36 2.95 3.67 11.970 4.52 5.47 6.47 7.42 8.25 8.88 9.26 12.230 9.38 9.25 8.92 8.45 7.88 7.23 6.58 12.489 5.95 5.37 4.85 4.40 4.02 3.68 3.37 12.749 3.10 2.85 2.63 2.44 2.27 2.12 1.98 13.008 1.86 1.76 1.66 1.58 1.50 1.44 1.37 13.268 1.32 1.27 1.22 1.18 1.14 1.10 1.07 13.527 1.04 1.01 0.98 0.95 0.93 0.90 0.88 13.787 0.86 0.85 0.83 0.81 0.80 0.78 0.77 14.046 0.75 0.74 0.73 0.71 0.70 0.69 0.68 14.306 0.67 0.66 0.65 0.64 0.63 0.63 0.62 14.565 0.61 0.61 0.60 0.59 0.59 0.58 0.58 14.825 0.57 0.57 0.56 0.56 0.56 0.55 0.55 15.084 0.54 0.54 0.53 0.53 0.53 0.52 0.52 15.344 0.51 0.51 0.50 0.50 0.50 0.49 0.49 15.604 0.48 0.48 0.47 0.47 0.47 0.46 0.46 15.863 0.45 0.45 0.44 0.44 0.44 0.43 0.43 16.123 0.42 0.42 0.42 0.41 0.41 0.40 0.40 16.382 0.40 0.40 0.39 0.39 0.39 0.39 0.38 16.642 0.38 0.38 0.38 0.38 0.37 0.37 0.37 16.901 0.37 0.37 0.37 0.36 0.36 0.36 0.36 17.161 0.36 0.36 0.35 0.35 0.35 0.35 0.35 17.420 0.35 0.35 0.34 0.34 0.34 0.34 0.34 17.680 0.34 0.33 0.33 0.33 0.33 0.33 0.33 17.939 0.33 0.32 0.32 0.32 0.32 0.32 0.32 18.199 0.31 0.31 0.31 0.31 0.31 0.31 0.31 18.458 0.30 0.30 0.30 0.30 0.30 0.30 0.30 WinTR-20 Version 1.0 Page 1 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o 0ffsite Runoff Line Start Time Flow Values @ time increment of 0.037 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 18.718 0.29 0.29 0.29 0.29 0.29 0.29 0.28 18.977 0.28 0.28 0.28 0.28 0.28 0.28 0.27 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 19.237 0.27 0.27 0.27 0.27 0.27 0.26 0.26 19.496 0.26 0.26 0.26 0.26 0.26 0.25 0.25 19.756 0.25 0.25 0.25 0.25 0.24 0.24 0.24 20.015 0.24 0.24 0.24 0.24 0.23 0.23 0.23 20.275 0.23 0.23 0.23 0.23 0.23 0.22 0.22 20.534 0.22 0.22 0.22 0.22 0.22 0.22 0.22 20.794 0.22 0.22 0.22 0.22 0.22 0.22 0.22 21.053 0.22 0.22 0.22 0.22 0.22 0.21 0.21 21.313 0.21 0.21 0.21 0.21 0.21 0.21 0.21 21.572 0.21 0.21 ' 0.21 0.21 0.21 0.21 0.21 21.832 0.21 0.21 0.21 0.21 0.21 0.21 0.21 22.091 0.21 0.21 0.21 0.21 0.21 0.21 0.21 22.351 0.21 0.21 0.21 0.21 0.20 0.20 0.20 22.610 0.20 0.20 0.20 0.20 0.20 0.20 0.20 22.870 0.20 0.20 0.20 0.20 0.20 0.20 0.20 23.129 0.20 0.20 0.20 0.20 0.20 0.20 0.20 23.389 0.20 0.20 0.20 0.20 0.20 0.20 0.20 23.649 0.20 0.20 0.19 0.19 0.19 0.19 0.19 23.908 0.19 0.19 0.19 0.19 0.19 0.19 0.18 24.168 - 0.18 0.17 0.16 0.15 0.13 0.12 0.10 24.427 0.09 0.08 0.07 0.06 Area or Drainage. Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA P2 0.004 2.439 12.20 5.38 1290.86 Line Start Time Flow Values @ time increment of 0.035 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 8.931 0.05 0.05 0.05 0.06 0.06 0.06 0.06 9.179 0.06 0.06 0.07 0.07 0.07 0.07 0.07 9.426 0.07 0.08 0.08 0.08 0.08 0.08 0.08 9.676 0.08 0.09 0.09 0.09 0.09 0.09 0.09 9.925 0.10 0.10 0.10 0.10 0.11 0.11 0.11 10.173 0.11 0.12 0.12 0.12 0.13 0.13 0.13 10.422 0:14 0.14 0.15 0.15 0.16 0.16 0.17 10.670 0.17 0.18 0.18 0.19 0.19 0.20 0.21 10.919 0.21 0.22 0.23 0.24 0.24 0.25 0.26 11.167 0.27 0.28 0.29 0.30 0.31 0.33 0.34 11.416 0.36 0.37 0.39 0.41 0.43 0.46 0.50 11.664 0.55 0.62 0.72 0.85 1.03 1.26 1.56 11.913 1.94 2.39 2.90 3.46 4.02 4.53 4.94 12.161 5.23 5.38 5.38 5.25 5.02 4.73 4.37 12.409 4.00 3.63 3.28 2.96 2.68 2.44 2.23 12.658 2.04 1.87 1.72 1.59 1.47 1.36 1.27 12.906 1.18 1.11 1.05 0.99 0.94 0.89 0.85 WinTR-20 Version 1.0 Page 2 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.035 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) WinTR-55, Version 1.00.08 Page 2 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 13.155 0.81 0.78 0.75 0.72 0.69 0.67 0.65 13.403 0.63 0.61 0.59 0.57 0.56 0.54 0.53 13.652 0.52 0.51 0.49 0.48 0.48 0.47 0.46 13.900 0.45 0.44 0.43 0.43 0.42 0.41 0.40 14.149 0.40 0.39 0.39 0.38 0.37 0.37 0.36 14.397 0.36 0.35 0.35 0.35 0.34 0.34 0.34 14.646 0.33 0.33 0.33 0.33 0.32 0.32 0.32 14.894 0.32 0.31 0.31 0.31 0.31 0.30 0.30 15.143 0.30 0.30 0.29 0.29 0.29 0.29 0.29 15.391 0.28 0.28 0.28 0.28 0.27 0.27 0.27 15.639 0.27 0.26 0.26 0.26 0.26 0.26 0.25 15.888 0.25 0.25 0.25 0.24 0.24 0.24 0.24 16.136 0.24 0.23 0.23 0.23 0.23 0.23 0.22 16.385 0.22 0.22 0.22 0.22 0.22 0.22 0.21 16.633 0.21 0.21 0.21 0.21 0.21 0.21 0.21 16.882 0.21 0.21 0.20 0.20 0.20 0.20 0.20 17.130 0.20 0.20 0.20 0.20 0.20 0.20 0.20 17.379 0.19 0.19 0.19 0.19 0.19 0.19 0.19 17.627 0.19 0.19 0.19 0.19 0.19 0.19 0.18 17.876 0.18 0.18 0.18 0.18 0.18 0.18 0.18 18.124 0.18 0.18 0.18 0.18 0.17 0.17 0.17 18.373 0.17 0.17 0.17 0.17 0.17 0.17 0.17 18.621 0.17 0.17 0.16 0.16 0.16 0.16 0.16 18.869 0.16 0.16 0.16 0.16 0.16 0.16 0.16 19.118 0.15 0.15 0.15 0.15 0.15 0.15 0.15 19.366 0.15 0.15 0.15 0.15 0.15 0.14 0.14 19.615 0.14 0.14 0.14 0.14 0.14 0.14 0.14 19.863 0.14 0.14 0.14 0.13 0.13 0.13 0.13 20.112 0.13 0.13 0.13 0.13 0.13 0.13 0.13 20.360 0.13 0.13 0.13 0.13 0.12 0.12 0.12 20.609 0.12 0.12 0.12 0.12 0.12 0.12 0.12 '20.857 0.12 0.12 0.12 0.12 0.12 0.12 0.12 21.106 0.12 0.12 0.12 0.12 0.12 0.12 0.12 21.354 0.12 0.12 0.12 0.12 0.12 0.12 0.12 21.603 0.12 0.12 0.12 0.12 0.12 0.12 0.12 21.851 0.12 0.12 0.12 0.12 0.12 0.12 0.12 22.099 0.12 0.12 0.12 0.12 0.12 0.12 0.12 22.348 0.12 0.12 0.12 0.11 0.11 0.11 0.11 22.596 0.11 0.11 0.11 0.11 0.11 0.11 0.11 22.845 0.11 0.11 0.11 0.11 0.11 0.11 0.11 23.093 0.11 0.11 0.11 0.11 0.11 0.11 0.11 23.342 0.11 0.11 0.11 0.11 0.11 0.11 0.11 23.590 0.11 0.11 0.11 0.11 0.11 0.11 0.11 23.839 0.11 0.11 0.11 0.11 0.11 0.11 0.11 24.087 0.11 0.10 0.10 0.10 0.09 0.08 0.08 24.336 0.07 0.06 0.05 WinTR-20 Version 1.0 Page 3 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate WinTR-55, Version 1.00.08 Page 3 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA Ti 0.009 2.451 12.21 11.76 1264.28 Line Start Time Flow Values @ time increment of 0.037 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 8.098 0.05 0.05 0.06 0.06 0.06 0.06 0.06 8.354 0.07 0.07 0.07 0.07 0.07 0.08 0.08 8.611 0.08 0.09 0.09 0.09 0.10 0.10 0.10 8.868 0.11 0.11 0.11 0.12 0.12 0.12 0.13 . 9.125 0.13 0.14 0.14 0.14 0.15 0.15 0.16 9.382 0.16 0.16 0.17 0.17 0.17 0.18 0.18 9.639 0.18 0.19 0.19 0.19 0.20 0.20 0.20 9.896 0.21 0.21 0.22 0.22 0.23 0.24 0.24 10.152 0.25 0.26 0.26 0.27 0.28 0.29 0.29 10.409 0.30 0.31 0.32 0.33 0.34 0.35 0.36 10.666 0.37 0.39 0.40 0.41 0.43 0.44 0.45 10.923 0.47 0.49 0.50 0.52 0.54 0.56 0.58 11.180 0.60 0.63 0.65 0.68 0.71 0.74 0.77 11.437 0.81 0.85 0.89 0.94 0.99 1.07 1.17 11.694 1.32 1.52 1.80 2.18 2.68 3.33 4.15 11.951 5.13 6.26 7.50 8.73 9.86 10.79 11.43 12.207 11.76 11.75 11.47 10.96 10.31 9.53 8.71 12.464 7.90 7.14 6.44 5.83 5.31 4.85 4.44 12.721 4.08 3.75 3.46 3.20 2.97 2.76 2.58 12.978 2.42 2.28 2.15 2.04 1.94 1.85 1.77 13.235 1.69 1.63 1.56 1.51 1.46 1.41 1.37 13.492 1.33 1.29 1.25 1.22 1.18 1.15 1.12 13.749 1.10 1.08 1.05 1.03 1.01 0.99 0.98 14.005 0.96 0.94 0.92 0.91 0.89 0.88 0.86 14.262 0.85 0.84 0.82 0.81 0.80 0.79 0.78 14.519 0.77 0.77 0.76 0.75 0.74 0.74 0.73 14.776 0.72 0.72 0.71 0.71 0.70 0.70 0.69 15.033 0.68 0.68 0.67 0.67 0.66 0.66 0.65 15.290 0.65 0.64 0.64 0.63 0.63 0.62 0.62 15.547 0.61 0.61 0.60 0.60 0.59 0.58 0.58 15.803 0.57 0.57 0.56 0.56 0.55 0.55 0.54 16.060 0.54 0.53 0.53 0.52 0.52 0.51 0.51 16.317 0.50 0.50 0.50 0.49 0.49 0.49 0.48 16.574 0.48 0.48 0.48 0.47 0.47 0.47 0.47 16.831 0.46 0.46 0.46 0.46 0.46 0.45 0.45 17.088 0.45 0.45 0.45 0.44 0.44 0.44 0.44 17.345 0.44 0.44 0.43 0.43 0.43 0.43 0.43 17.602 0.42 0.42 0.42 0.42 0.42 0.41 0.41 17.858 0.41 0.41 0.41 0.41 0.40 0.40 0.40 18.115 0.40 0.40 0.39 0.39 0.39 0.39 0.39 18.372 0.38 0.38 0.38 0.38 0.38 0.38 0.37 18.629 0.37 0.37 0.37 0.37 0.36 0.36 0.36 18.886 0.36 0.36 0.35 0.35 0.35 0.35 0.35 19.143 0.34 0.34 0.34 0.34 0.34 0.34 0.33 19.400 0.33 0.33 0.33 0.33 0.32 0.32 0.32 WinTR-20 Version 1.0 Page 4 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff WinTR-55, Version 1.00.08 Page 4 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Line Start Time Flow Values @ time increment of 0.037 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 19.656 0.32 0.32 0.31 0.31 0.31 0.31 0.31 19.913 0.30 0.30 0.30 0.30 0.30 0.30 0.29 20.170 0.29 0.29 0.29 0.29 0.28 0.28 0.28 20.427 0.28 0.28 0.28 0.28 0.28 0.28 0.28 20.684 0.28 0.27 0.27 0.27 0.27 0.27 0.27 20.941 0.27 0.27 0.27 0.27 0.27 0.27 0.27 21.198 0.27 0.27 0.27 0.27 0.27 0.27 0.27 21.454 0.27 0.27 0.27 0.27 0.26 0.26 0.26 21.711 0.26 0.26 0.26 0.26 0.26 0.26 0.26 21.968 0.26 0.26 0.26 0.26 0.26 0.26 0.26 22.225 0.26 0.26 0.26 0.26 0.26 0.26 0.26 22.482 0.26 0.26 0.26 0.25 0.25 0.25 0.25 22.739 0.25 0.25 0.25 0.25 0.25 0.25 0.25 22.996 0.25 0.25 0.25 0.25 0.25 0.25 0.25 23.253 0.25 '0.25 0.25 0.25 0.25 0.25 0.25 23.509 0.25 0.25 0.24 0.24 0.24 0.24 0.24 23.766 0.24 0.24 0.24 0.24 0.24 0.24 0.24 24.023 0.24 0.24 0.24 0.23 0.22 0.21 0.20 24.280 0.18 0.16 0.15 0.13 0.11 0.10 0.08 24.537 0.07 0.06 • Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA T2 0.007 2.536 12.09 11.88 1784.42 Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.912 0.05 0.05 0.05 0.05 0.05 0.05 0.05 8.060 0.06 0.06 0.06 0.06 0.06 0.06 0.06 8.208 0.06 0.06 0.06 0.06 0.07 0.07 0.07 8.355 0.07 0.07 0.07 0.07 0.07 0.08 0.08 8.503 0.08 0.08 0.08 0.08 0.08 0.09 0.09 8.651 0.09 0.09 0.09 0.09 0.10 0.10 0.10 8.798 0.10 0.10 0.10 0.11 0.11 0.11 0.11 8.946 0.11 0.11 0.12 0.12 0.12 0.12 0.12 9.094 0.13 0.13 0.13 0.13 0.13 0.14 0.14 .9.241 0.14 0.14 0.14 0.14 0.14 0.15 0.15 9.389 0.15 0.15 0.15 0.15 0.15 0.15 0.16 9.537 0.16 0.16 0.16 0.16 0.16 0.16 0.16 9.684 0.17 0.17 0.17 0.17 0.17 0.18 0.18 9.832 0.18 0.18 0.19 0.19 0.19 0.19 0.20 9.980 0.20 0.20 0.21 0.21 0.21 0.22 0.22 10.127 0.22 0.23 0.23 0.23 0.24 0.24 0.25 10.275 0.25 0.25 0.26 0.26 0.27 0.27 0.28 10.423 0.28 0.29 0.29 0.30 0.30 0.31 0.31 10.570 0.32 0.32 0.33 0.33 0.34 0.35 0.35 10.718 0.36 0.37 0.37 0.38 0.39 0.40 0.40 WinTR-20 Version 1.0 Page 5 05/11/2010 10:36 Cedar Creek II Wind Project WinTR-55, Version 1.00.08 Page 5 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 10.666 0.41 0.42 0.43 0.44 0.45 0.45 0.46 11.013 0.47 0.48 0.49 0.50 0.51 0.52 0.53 11.161 0.55 0.56 0.57 0.59 0.60 0.62 0.63 11.309 0.65 0.67 0.69 0.71 0.73 0.75 0.77 • 11.456 0.79 0.82 0.64 0.86 0.89 0.93 0.98 11.604 1.04 1.13 1.25 1.39 1.56 1.77 2.03 11.752 2.33 2.68 3.06 3.51 4.02 4.61 5.28 11.899 6.04 6.88 7.77 8.68 9.57 10.37 11.04 12.047 11.52 11.80 11.88 11.75 11.37 10.80 • 10.11 12.195 9.35 8.56 7.79 7.07 6.39 5.78 5.24 12.342 4.78 4.39 4.05 3.75 3.49 3.25 3.04 12.490 2.85 2.68 2.52 2.38 2.25 2.13 2.03 , 12.638 1.93 1.84 1.75 1.68 1.61 1.55 1.49 12.785 1.44 1.40 1.36 1.32 1.28 1.25 1.22 12.933 1.20 1.17 1.15 1.13 1.11 1.09 1.07 13.081 1.05 1.03 1.02 1.00 0.99 0.97 0.96 13.228 0.95 0.93 0.92 0.91 0.90 0.89 0.88 13.376 0.87 0.66 0.85 0.84 0.83 0.82 0.81 13.524 0.80 0.79 0.78 0.78 0.77 0.76 0.75 13.671 0.74 0.73 0.73 0.72 0.71 0.70 - 0.70 I 13.819 0.69 0.68 0.68 0.67 0.66 0.66 0.65 13.967 0.64 0.64 0.63 0.62 0.62 0.61 0.61 14.114 0.60 0.60 0.59 0.58 0.58 0.58 0.57 14.262 0.57 0.56 0.56 0.56 0:55 0.55 0.55 14.410 0.54 0.54 0.54 0.54 0.53 0.53 0.53 14.557 0.53 0.52 0.52 0.52 0.52 0.52 0.51 14.705 0.51 0.51 0.51 0.50 0.50 0.50 0.50 14.853 0.50 0.49 0.49 0.49 0.49 0.49 0.48 15.000 0.48 0.48 0.48 0.47 0.47 0.47 0.47 15.148 0.47 0.46 0.46 0.46 0.46 0.46 0.45 15.295 0.45 0.45 0.45 0.44 0.44 0.44 0.44 15.443 0.44 0.43 0.43 0.43 0.43 0.42 0.42 15.591 0.42 0.42 0.42 0.41 0.41 0.41 0.41 15.738 0.40 0.40 0.40 0.40 0.40 0.39 0.39 15.886 0.39 0.39 0.39 0.38 0.38 0.38 0.38 16.034 0.37 0:37 0.37 0.37 0.37 0.36 0.36 16.181 0.36 0.36 0.36 0.36 - 0.35 0.35 0.35 16.329 0.35 0.35 0.35 0.35 0.35 0.34 0.34 16.477 0.34 0.34 0.34 0.34 0.34 0.34 0.34 16.624 0.34 0.34 0.34 0.33 0.33 0.33 0.33 16.772 0.33 0.33 0.33 0.33 0.33 0.33 0.33 16.920 0.33 0.33 0.32 0.32 0.32 0.32 0.32 17.067 0.32 0.32 0.32 0.32 0.32 0.32 0.32 17.215 0.32 0.31 0.31 0.31 0.31 0.31 0.31 17.363 0.31 0.31 0.31 0.31 0.31 0.31 0.31 17.510 0.30 0.30 0.30 0.30 0.30 0.30 0.30 17.658 0.30 0.30 0.30 0.30 0.30 0.30 0.29 17.806 0.29 0.29 0.29 0.29 0.29 0.29 0.29 17.953 0.29 0.29 0.29 0.29 0.28 0.28 0.28 18.101 0.28 0.28 0.28 0.28 0.28 0.28 0.28 18.249 0.28 0.28 0.28 0.27 0.27 0.27 0.27 WinTR-20 Version 1.0 Page 6 05/11/2010 10:36 WinTR-55, Version 1.00.08 Page 6 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr • Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values 0 time increment o£ 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 18.396 0.27 0.27 0.27 0.27 0.27 0.27 0.27 18.544 0.27 0.27 0.26 0.26 0.26 0.26 0.26 18.692 0.26 0.26 0.26 0.26 0.26 0.26 0.26 • 18.839 0.25 0.25 0.25 0.25 0.25 0.25 0.25 18.987 0.25 0.25 0.25 0.25 0.25 0.25 0.24 19.135 0.24 0.24 0.24 0.24 0.24 0.24 0.24 19.282 0.24 0.24 0.24 0.24 0.23 0.23 0.23 19.430 0.23 0.23 0.23 • 0.23 0.23 0.23 0.23 19.578 0.23 0.23 0.23 0.22 0.22 0.22 0.22 19.725 0.22 0.22 0.22 0.22 0.22 0.22 0.22 19.873 0.22 0.21 0.21 0.21 0.21 0.21 0.21 20.021 0.21 0.21 0.21 0.21 0.21 0.21 0.21 20.168 0.20 0.20 0.20 0.20 0.20 0.20 0.20 20.316 0.20 0.20 0.20 0.20 0.20 0.20 0.20 20.464 0.20 0.20 0.20 0.20 0.20 0.20 0.20 20.611 0.20 0.20 0.20 0.20 0.20 0.20 0.20 20.759 0.20 0.20 0.20 0.20 0.20 0.20 0.20 20.907 0.20 0.20 0.20 0.20 0.20 0.20 0.20 21.054 0.20 0.19 0.•19 0.19 0.19 0.19 0.19 21.202 0.19 0.19 0.19 0.19 0.19 0.19 0.19 21.350 0.19 0.19 0.19 0.19 0.19 0.19 0.19 21.497 0.19 9.19 0.19 0.19 0.19 0.19 0.19 • 21.645 0.19 0.19 0.19 0.19 0.19 0.19 0.19 21.793 0.19 0.19 0.19 0.19 0.19 0.19 0.19 21.940 0.19 0.19 0.19 0.19 0.19 0.19 0.19 22.088 0.19 0.19 0.19 0.19 0.19 0.19 0.19 22.236 0.19 0.19 0.19 0.19 0.19 0.19 0.19 22.383 0.19 '0.19 0.18 0.18 0.18 0.18 0.18 22.531 0.18 0.18 0.18 0.18 0.18 0.18 0.18 22.679 0.18 0.18 0.18 0.18 0.18 0.18 0.18 . 22.826 0.18 0.18 0.18 0.18 0.18 0.18 0.18 22.974 0.18 0.18 0.18 0.18 0.18 0.18 0.18 23.122 0.18 0.18 0.18 0.18 0.18 0.18 0.18 23.269 0.18 0.18 0.18 0.18 0.18 0.18 0.18 23.417 0.18 0.18 0.18 0.18 0.18 0.18 0.18 23.565 0.18 0.18 0.18 0.18 0.18 0.18 0.18 23.712 0.18 0.18 0.18 0.17 0.17 0.17 0.17 23.860 0.17 0.17 0.17 0.17 0.17 0.17 0.17 24.008 0.17 0.17 0.17 0.17 0.16 0.16 • 0.15 24.155 0.13 0.12 0.11 0.10 0.08 0.07 0.06 24.303 0.05 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Basin P 0.028 Upstream 2.469 12.15 35.86 1300.54 WinTR-55, Version 1.00.08 Page 7 5%11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) ' STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) • WinTR-20 Version 1.0 Page 7 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 7.912 0.05 0.05 0.05 0.05 0.05 0.05 0.05 8.060 0.06 0.06 0.09 0.11 0.11 0.11 0.12 8.208 0.12 0.12 0.12 0.12 0.13 0.13 0.14 8.355 0.18 0.19 0.19 0.20 0.20 0.21 0.21 8.503 0.21 0.22 0.22 0.23 0.23 0.23 0.24 8.651 0.24 0.25 0.25 0.26 0.26 0.27 0.27- 8.798 0.28 0.28 0.29 0.29 0.30 0.32 0.35 8.946 0.37 0.37 0.38 0.39 .0.39 0.40 0.41 9.094 0.42 0.42 0.43 0.44 0.44 0.45 0.46 9.241 0.46 0.47 0.48 0.48 0.49 0.50 0.50 9.389 0.51 0.51 0.52 0.52 0.53 ' 0.54 0.54 9.537 0.55 0.55 0.56 0.56 0.57 0.57 0.58 9.684 0.58 0.59 0.60 0.60 0.61 0.62 0.63 9.832 0.63 0.64 0.65 0.66 0.67 0.68 0.69 9.980 0.70 0.71 0.72 0.73 0.74 0.75 0.76 10.127 0.77 0.78 0.80 0.81 0.82 0.84 0.85 10.275 0.66 0.88 0.89 0.91 0.92 0.94 0.95 10.423 0.97 0.99 1.01 1.02 1.04 1.06 1.08 10.570 1.10 1.12 1.13 1.15 1.18 1.20 1.22 10.718 1.24 1.26 1.29 1.31 1.34 1.36 1.39 10.866 1.42 1.44 1.47 1.50 1.53 1.56 1.59 11.013 1.63 1.66 1.69 1.73 1.76 1.80 1.84 11.161 1.88 1.92 1.96 2.01 2.05 2.10 2.16 11.309 2.21 2.27 2.33 2.39 2.45 2.52 2.59 11.456 2.66 2.73 2.81 2.89 2.98 3.09 3.22 11.604 3.38 3.57 3.83 4.13 4.'50 4.95 5.48 11.752 6.14 6.88 7.76 8.77 9.95 11.34 12.87 11.899 14.70 16.68 18.84 21.14 23.48 25.87 28.13 12.047 30.21 32.03 33.60 34.72 35.50 35.86 35.85 12.195 35.62 34.98 34.24 33.26 32.16 30.97 29.68 12.342 28.41 27.07 25.74 24.39 23.07 21.78 20.55 12.490 19.37 18.25 17.21 16.23 15.36 14.53 13.78 12.638 13.09 12.43 11.83 11.27 10.74 10.25 9.78 12.785 9.36 8.95 8.58 8.24 7.91 7.61 7.33 12.933 7.07 6.83 6.60 .6.39 6.19 6.01 5.84 13.081 5.66 5.53 5.38 5.25 5.12 5.00 4.89 13.228 4.78 4.67 4.58 4.48 4.40 4.31 4.23 13.376 4.16 4.08 4.01 3.95 3.88 3.82 3.76 13.524 3.70 3.64 3.59 3.54 3.48 3.43 3.38 13.671 3.34 3.29 3.25 3.21 3.17 3.13 3.10 13.819 3.06 3.03 3.00 2.96 2.93 2.90 2.87 13.967 2.84 2.81 2.78 2.75 2.73 2.70 2.67 14.114 2.64 2.62 2.59 2.57 2.54 2.52 2.50 14.262 2.48 2.45 2.43 2.41 2.40 2.38 2.36 14.410 2.35 2.33 2.31 2.30 2.29 2.27 2.26 14.557 2.25 2.23 2.22 2.21 2.20 2.19 2.18 14.705 2.17 2.16 2.15 2.14 2.13 2.12 2.11 14.853 2.10 2.09 2.06 2.07 2.06 2.05 2.04 15.000 2.03 2.02 2.01 2.00 1.99 1.99 1.98 WinTR-55, Version 1.00.08 Page 8 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate - Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 15.148 1.97 1.96 1.95 1.94 1.93 1.92 1.91 15.295 1.90 1.90 1.89 1.88 1.87 1.86 1.85 • WinTR-20 version 1.0 Page 8 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 15.443 1.84 1.83 1.82 1.82 1.81 1.80 1.79 15.591 1.78 1.77 1.76 1.75 1.74 1.73 1.73 15.738 1.72 1.71 1.70 1.69 1.68 1.67 1.66 15.886 1.65 1.65 1.64 • 1.63 1.62 1.61 1.60 16.034 1.59 1.58 1.57 1.57 1.56 1.55 .1.54 16.181 1.53 1.52 1.52 1.51 1.50 1.49 1.49 16.329 1.48 1.47 1.47 1.46 1.46 1.45 1.45 16.477 1.44 1.44 1.43 1.43 1.42 1.42 1.41 16.624 1.41 1.41 1.40 1.40 1.39 1.39 1.39 16.772 1.38 1.38 1.38 1.37 1.37 1.37 1.36 16.920 1.36 1.36 1.35 1.35 1.35 1.34 1.34 17.067 1.34 1.33 1.33 1.33 1.32 1.32 1.32 17.215 1.31 1.31 1.31 1.30 1.30 1.30 1.29 17.363 1.29 1.29 1.28 1.28 1.28 1.27 1.27 17.510 1.27 1.26 1.26 1.26 1.25 1.25 1.25 17.658 . 1.25 1.24 1.24 1.24 1.23 1.23 1.23 17.806 1.22 1.22 1.22 1.21 1.21 1.21 1.20 17.953 1.20 1.20 1.19 1.19 1.19 1.18 1.18 18.101 1.18 1.17 1.17 1.17 1.17 1.16 1.16 18.249 1.16 1.15 1.15 1.15 1.14 1.14 1.14 18.396 1.13 1.13 1.13 1.12 1.12 1.12 1.11 18.544 1.11 1.11 1.10 1.10 1.10 1.09 1.09 18.692 1.09 1.08 1.08 1.08 1.07 1.07 1.07 18.839 1.07 1.06 1.06 1.06 1.05 1.05 1.05 18.987 1.04 1.04 1.04 1.03 1.03 1.03 1.02 19.135 1.02 1.02 1.01 1.01 1.01 1.00 1.00 19.282 1.00 0.99 0.99 0.99 0.98 0.98 0.98 19.430 0.97 0.97 0.97 0.96 0.96 0.96 0.95 19.578 0.95 0.95 0.94 0.94 0.94 0.93 0.93 19.725 0.93 0.93 0.92 0.92 0.92 0.91 0.91 19.873 0.91 0.90 0.90 0.90 0.89 0.89 0.89 20.021 0.88 0.88 0.88 0.87 0.87 0.87 0.86 20.168 0.86 0.86 0.85 0.85 0.85 0.85 0.84 20.316 0.84 0.84 0.84 0.84 0.83 0.83 0.83 20.464 0.83 0.83 0.83 0.83 0.82 0.82 0.82 20.611 0.82 0.82 0.82 0.82 0.82 0.82 0.81 20.759 0.81 0.81 0.81 0.81 0.81 0.81 0.81 20.907 0.81 0.81 0.81 0.81 0.81 0.80 0.80 21.054 0.80 0.80 0.80 0.80 0.80 0.80 0.80. 21.202 0.80 0.80 0.80 0.80 0.80 0.80 0.80 21.350 0.79 0.79 0.79 0.79 0.79 0.79 0.79 21.497 0.79 0.79 0.79 0.79 0.79 0.79 0.79 21.645 0.79 . 0.78 0.78 0.78 0.78 0.78 0.78 21.793 0.78 0.78 0.78 0.78 0.78 0.78 0.78 21.940 0.78 0.78 0.78 0.77 0.77 0.77 0.77 22.088 0.77 0.77 0.77 0.77 0.77 0.77 0.77 22.236 0.77 0.77 0.77 0.77 0.77 0.76 0.76 WinTR-55, Version 1.00.08 Page 9 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier, (sq mi) Location (in) (ft) (hr) (cfs) (csm) 22.383 0.76 0.76 0.76 0.76 0.76 0.76 0.76 22.531 0.76 0.76 0.76 0.76 0.76 0.76 0.76 22.679 0.75 0.75 0.75 0.75 0.75 0.75 0.75 22.826 0.75 0.75 0.75 0.75 0.75 0.75 0.75 WinTR-20 Version 1.0 • Page 9 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 22.974 0.75 0.74 0.74 0.74 0.74 0.74 0.74 23.122 0.74 0.74 0.74 0.74 0.74 0.74 0.74 23.269 0.74 0.74 0.74 0.73 0.73 0.73 0.73 23.417 0.73 0.73 0.73 0.73 0.73 0.73 0.73 23.565 0.73 0.73 0.73 0.73 0.72 0.72 0.72 23.712 0.72 0.72 0.72 0.72 0.72 0.72 0.72 23.860 0.72 0.72 0.72 0.72 0.72 0.72 0.71 24.008 0.71 0.71 0.71 0.70 0.69 0.68 0.66 24.155 0.64 0.62 0.59 0.56 0.53 0.50 0.47 24.303 0.44 0.40 0.34 0.31 0.29 0.27 0.25 24.451 0.22 0.18 0.15 0.14 0.13 0.11 0.07 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate 'I dentifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Basin P 0.028 Downstream 2.447 1.06 15.46 1.83 66.55 Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.410 0.05 0.05 0.05 0.05 0.06 0.06 0.06 9.558 0.06 0.06 0.06 0.06 0.07 0.07 0.07 9.705 0.07 0.07 0.07 0.07 0.08 0.08 0.08 9.853 0.08 0.08 0.08 0.09 0.09 0.09 0.09 ' 10.001 0.09 0.09 0.10 0.10 0.10 0.10 0.10 10.148 0.11 0.11 0.11 0.11 0.11, 0.12 0.12 10.296 0.12 0.12 0.12 0.13 0.13 0.13 0.13 10.444 0.14 0.14 0.14 0.14 0.15 0.15 0.15 10.591 0.15 0.16 0.16 0.16 0.17 0.17 0.17 10.739 0.17 0.18 0.18 0.18 0.19 0.19 0.19 10.887 0.20 0.20 0.21 0.21 0.21 0.22 0.22 11.034 0.22 0.23 0.23 0.24 0.24 0.25 0.25 11.182 0.26 0.26 0.27 0.27 0.28 0.28 0.29 • 11.330 0.29 0.30 0.30 0.31 0.32 0.32 0.33 11.477 0.34 0.34 0.35 0.36 0.37 0.37 0.38 11.625 0.39 0.40 0.41 0.42 0.43 0.45 0.46 11.773 0.48 0.50 0.52 0.55 0.58 0.61 0.65 11.920 0.69 0.74 0.79 0.86 0.92 1.00 1.08 12.068 1.17 1.21 1.23 ' 1.26 1.29 1.32 1.35 12.216 1.37 1.40 1.43 1.45 1.48 1.50 1.52 12.363 1.54 1.56 1.57 1.58 1.60 1.61 1.62 12.511 1.63 1.64 1.65 1.66 1.67 1.67 1.68 12.659 1.69 1.69 1.70 1.70 1.71 1.71 1.72 WinTR-55, Version 1.00.08 Page. 10 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 12.806 1.72 1.73 1.73 1.74 1.74 1.74 1.75 12.954 1.75 1.75 1.76 1.76 1.76 1.76 1.77 . 13.102 1.77 1.77 1.77 1.77 1.78 1.78 1.78 13.249 1.78 1.78 1.79 1.79 1.79 1.79 1.79 13.397 1.79 1.79 1.80 1.80 1.80 1.80 1.80 13.545 1.80 1.80 1.80 1.80 1.81 1.81 1.81 WinTR-20 Version 1.0 Page 10 05/11/2010 10:36 Cedar Creek II Wind Project . Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 13.692 1.81 1.81 1.81 1.81 1.81 1.81 1.81 13.840 1.81 1.81 1.82 1.82 1.82 1.82 1.82 13.988 1.82 1.82 1.82 1.82 1.82 1.82 1.62 14.135 1.82 1.82 1.82 1.82 1.82 1.82 1.83 14.283 1.83 1.83 1.83 1.83 1.83 1.83 1.83 14.431 1.83 1.83 1.83 1.83 1.83 1.83 1.83 14.578 1.83 1.83 1.83 1.83 1.83 1.83 1.83 14.726 1.83 1.83 1.83 1.83 1.83 1.83 1.83 14.874 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.021 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.169 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.317 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.464 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.612 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.760 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.907 1.83 1.83 1.83 1.83 1.83 1.83 , 1.83 16.055 1.83 1.83 1.83 1.83 1.83 1.83 1.83 16.203 1.83 1.83 1.83 1.83 1.83 • 1.83 1.83 16.350 1.83 1.83 1.83 1.83 1.83 1.83 1.83 16.498 1.83 1.83 1.83 1.83 1.83 1.83 1.83 16.646 1.83 1.83 1.83 1.83 1.83 1.83 1.83 16.793 1.82 1.82 1.82 1.82 1.82 1.82 1.82 16.941 1.82 1.82 1.82 1.82 1182 1.82 1.82 17.089 1.82 1.82 1.82 1.82 1.82 1.82 1.82 17.236 1.82 1.82 1.82 1.82 1.82 1.82 1.82 17.384 1.82 1.82 1.82 1.82 1.82 1.82 1.81 17.532 1.81 1.81 1.81 1.81 1.81 ' .1.81 1.81 17.679 1.81 1.81 1.81 1.81 1.81 1.81 1.81 17.827 1.81 1.81 1.81 1.81 1.81 1.81 1.81 17.975 1.61 1.81 1.81 1.81 - 1.81 1.81 1.80 18.122 1.80 1.80. 1.80 1.80 1.80 1.80 1.80 18.270 1.80 1.80 1.80 1.80 1.80 1.80 1.80 18.418 1.80 1.80 1.80 1.80 1.80 1.80 1.80 18.565 1.80 1.80 1.80. 1.79 1.79 1.79 1.79 18.713 1.79 1.79 1.79 1.79 1.79 1.79 1.79 18.861 1.79 1.79 1.79 1.79 1.79 1.79 1.79 19.008 1.79 1.79 1.79 1.79 1.79 1.78 1.78 19,156 1.78 1.78 1.78 1.78 1.78 1.78 1.78 19.303 1.78 1.78 1.78 1.78 1.78 1.78 ' 1.78 19.451 1.78 1.78 1.78 1.78 1.78 1.77 1.77 19-.599 1.77 1.77 1.77 1.77 1.77 1.77 1.77 19.746 1.77 1.77 1.77 1.77 1.77 1.77 1.77 19.894 1.77 1.77 1.77 1.77 1.76 1.76 1.76 WinTR-55, Version 1.00-.08 Page 11 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 20.042 1.76 1.76 1.76 1.76 1.76 1.76 1.76 20.189 1.76 1.76 1.76 1.76 1.76 1.76 1.76 20.337 1.76 1.75 1.75 1.75 1.75 1.75 1.75 20.485 1.75 1.75 1.75 1.75 1.75 1.75 1.75 20.632 1.75 1.75 1.75 1.75 1.75 1.74 1.74 20.780 1.74 1.74 1.74 1.74 1.74 1.74 1.74 20.928 1.74 1.74 1.74 1.74 1.74 1.74 1.74 21.075 1.74 1.74 1.73 1.73 1.73 1.73 1.73 WinTR-20 Version 1.0 Page 11 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 21.223 1.73 1.73 1.73 1.73 1.73 1.73 1.73 21.371 1.73 1.73 1.73 1.73 1.73 1.73 1.72 21.518 1.72 1.72 1.72 1.72 1.72 1.72 1.72 21.666 1.72 1.72 1.72 1.72 1.72 1.72 1.72 21.814 1.72 1.72 1.71 1.71 1.71 1.71 1.71 21.961 1.71 1.71 1.71 1.71 1.71 1.71 1.71 22.109 1.71 1.71 1.71 1.71 1.71 1.71 1.70 22.257 1.70 1.70 1.70 1.70 1.70 1.70 1.70 22.404 1.70 1.70 1.70 1.70 1.70 1.70 1.70 22.552 1.70 1.70 1.70 ' 1.69 1.69 1.69 1.69 22.700 1.69 1.69 1.69 1.69 1.69 1.69 1.69 22.847 1.69 1.69 1.69 1.69 1.69 1.69 1.68 22.995 1.68 1.68 1.68 1.68 1.68 1.68 1.68 23.143 1.68 1.68 1.68 1.68 1.68 1.68 1.68 23.290 1.68 1.68 1.68 1.67 1.67 1.67 1.67 23.438 1.67 1.67 1.67 1.67 1.67 1.67 1.67 23.586 1.67 1.67 1.67 1.67 1.67 1.67 1.67 23.733 1.66 1.66 1.66 1.66 1.66 1.66 1.66 23.881 1.66 1.66 1.66 1.66 1.66 1.66 1.66 24.029 1.66 1.66 k 1.66 1.65 1.65 1.65 1.65 24.176 1.65 1.65 1.65 1.65 1.65 1.65 1.65 24.324 1.65 1.65 1.65 1.65 1.64 1.64 1.64 24.472 1.64 1.64 1.64 1.64 1.64 1.64 1.64 24.619 1.64 1.63 1.63 1.63 1.63 1.63 1.63 24.7.67 1.63 1.63 1.63 1.63 1.62• 1.62 1.62 24.915 1.62 1.62 1.62 1.62 1.62 1.62 1.62 25.062 1.61 1.61 1.61 1.61 1.61 1.61 1.61 25.210 1.61 1.61 1.61 1.61 1.60 1.60 1.60 25.358 1.60 1.60 1.60 1.60 1.60 1.60 1.60 25.505 1.59 1.59 1.59 1.59 1.59 1.59 1.59 25.653 1.59 1.59 1.59 1.58 1.58 1.58 1.58 25.801 1.58 1.58 1.58 1.58 1.58 1.58 1.58 25.948 1.57 1.57 1.57 1.57 1.57 1.57 1.57 26.096 1.57 1.57 1.57 1.57 1.56 1.56 1.56 26.244 1.56 1.56 1.56 1.56 1.56 1.56 1.56 26.391. 1.55 1.55 1.55 1.55 1.55 1.55 1.55 26.539 1.55 1.55 1.55 1.55 1.54 1.54 1.54 26.687 1.54 1.54 1.54 1.54 1.54 1.54 1.54 26.834 1.54 1.53 1.53 1.53 . 1.53 1.53 1.53 26.982 1.53 1.53 1.53 1.52 1.52 1.52 1.52 27.130 1.52 1.52 1.52 1.52 1.51 1.51 1.51 WinTR-55, Version 1.00.08 Page 12 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 27.277 1.51 1.51 1.51 1.51 1.51 1.50 1.50 27.425 1.50 1.50 1.50 1.50 1.50 1.50 1.49 27.573 1.49 1.49 1.49 1.49 1.49 1.49 1.49 27.720 1.48 1.48 1.48 1.48 1.48 1.48 1.48 27.868 1.48 1.48 1.47 1.47 1.47 1.47 1.47 28.016 1.47 1.47 1.47 1.46 1.46 1.46 1.46 28.163 1.46 1.46 1.46 1.46 1.45 1.45 1.45 28.311 1.45 1.45 1.45 1.45 1.45 1.44 1.44 28.459 1.44 1.44 1.44 1.44 1.44 1.44 1.44 28.606 1.43 1.43 1.43 1.43 1.43 1.43 1.43 WinTR-20 Version 1.0 Page 12 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-XR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 28.754 1.43 1.42 1.42 1.42 1.42 1.42 1.42 28.902 1.42 1.42 1.42 1.41 1.41 1.41 1.41 29.049 1.41 1.41 1.41 1.41 1.41 1.40 1.40 29.197 1.40 1.40 1.40 1.40 1.40 1.40 1.39 29.345 1.39 1.39 1.39 1.39 1.39 1.39 1.39 29.492 1.39 1.38 1.38 1.38 1.38 1.38 1.38 29.640 1.38 1.38 1.38 1.37 1.37 1.37 1.37 29.788 1.37 1.37 1.37 1.37 1.37 1.36 1.36 29.935 1.36 1.36 1.36 1.36 1.36 1.36 1.35 30.083 1.35 1.35 1.35 1.35 1.35 1.35 1.35 30.231 1.35 1.34 1.34 1.34 1.34 1.34 1.34 30.378 1.34 1.34 1.34 1.34 1.33 1.33 1.33 30.526 1.33 1.33 1.33 1.33 1.33 1.33 1.32 30.674 1.32 1.32 ' 1.32 .1.32 1.32 1.32 1.32 30.821 1.32 1.31 1.31 1.31 1.31 1.31 1.31 30.969 1.31 1.31 1.31 1.30 1.30 1.30 1.30 31.117 1.30 1.30 1.30 1.30 1.30 1.29 1.29 31.264 1.29 1.29 1.29 1.29 1.29 1.29 1.29 31.412 1.29 1.28 1.28 1.28 1.28 1.28 1.28 31.560 1.28 1.28 1.28 1.27 1.27 1.27 1.27 31.707 1.27 1.27 1.27 1.27 1.27 1.27 1.26 31.855 1.26 1.26 1.26 1.26 1.26 1.26 1.26 32.003 1.26 1.26 1.25 1.25 1.25 1.25 1.25 32.150 1.25 1.25 1.25 1.25 1.24 1.24 1.24 32.298 1.24 1.24 1.24 1.24 1.24 1.24 1.24 32.446 1.23 1.23 1.23 1.23 1.23 1.23 1.23 32.593 1.23 1.23 1.23 1.22 1.22 1.22 1.22 32.741 1.22 1.22 1.22 1.22 1.22 1.22 1.21 32.889 1.21 1.21 1.21 1.21 1.21 1.21 1.21 33.036 1.21 1.21 1.20 1.20 1.20 1.20 1.20 33.184 1.20 1.20 1.20 1.20 1.20 1.19 1.19 33.331 1.19 1.19 1.19 1.19 1.19 1.19 1.19 33.479 1.19 1.18 1.18 1.18 1.17 1.17 1.17 33.627 1.16 1.16 1.16 1.15 1.15 1.15 1.14 33.774 1.14 1.14 1.13 1.13 1.13 1.12 1.12 33.922 1.12 1.11 1.11 1.11 1.11 1.10 1.10 34.070 1.10 1.09 1.09 1.09 1.08 1.08 1.08 34.217 1.07 1.07 1.07 1.06 1.06 1.06 1.06 34.365 1.05 1.05 1.05 1.04 1.04 1.04 1.03 WinTR-55, Version 1.00.08 Page 13 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 34.513 1.03 1.03 1.03 1.02 1.02 1.02 1.01 34.660 1.01 1.01 1.01 1.00 1.00 1.00 0.99 34.808 0.99 0.99 0.99 0.98 0.98 0.98 0.97 34.956 0.97 0.97 0.97 0.96 0.96 0.96 0.95 35.103 0.95 0.95 0.95 0.94 0.94 0.94 0.94 35.251 0.93 0.93 0.93 0.93 0.92 0.92 0.92 35.399 0.91 0.91 0.91 0.91 0.90 0.90 0.90 35.546 0.90 0.89 0.89 0.89 0.89 0.88 0.88 35.694 0.88 0.88 0.87 0.87 0.87 0.87 0.86 35.842 0.86 0.86 0.66 0.85 0.85 0.85 0.85 35.989 0.84 0.84 0.84 0.84 0.83 0.83 0.83 36.137 0.83 0.82 0.82 0.82 0.82 0.82 0.81 WinTR-20 Version 1.0 Page 13 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 36.285 0.81 0.81 0.81 0.80 0.80 0.80 0.80 ' 36.432 0.79 0.79 0.79 0.79 0.79 0.78 0.78 36.580 0.78 0.78 0.77 0.77 0.77 0.77 0.77 36.728 0.76 0.76 0.76 0.76 0.75 0.75 0.75 36.875 0.75 0.75 0.74 0.74 0.74 0.74 0.74 37.023 0.73 0.73 0.73 0.73 0.72 0.72 0.72 37.171 0.72 0.72 0.71 0.71 0.71 0.71 0.71 37.318 0.70 0.70 0.70 0.70 0.70 0.69 0.69 37.466 0.69 0.69 0.69 0.68 0.68 0.68 0.68 37.614 0.68 0.67 0.67 0.67 0.67 0.67 0.67 37.761 0.66 0.66 0.66 0.66 0.66 0.65 0.65 37.909 0.65 0.65 0.65 0.64 0.64 0.64 0.64 38.057 0.64 0.64 0.63 0.63 0.63 0.63 0.63 38.204 0.62 0.62 0.62 0.62 0.62 0.62 0.61 38.352 0.61 0.61 0.61 0.61 0.61 0.60 0.60 38.500 0.60 0.60 0.60 0.59 0.59 0.59 0.59 38.647 0.59 0.59 0.58 0.58 0.58 0.58 0.58 38.795 0.58 0.57 0.57 0.57 0.57 0.57 0.57 38.943 0.56 0.56 0.56 0.56 0.56 0.56 0.56 39.090 0.55 0.55 0.55 0.55 0.55 0.55 0.54 39.238 0.54 0.54 0.54 0.54 0.54 0.53 0.53 39.386 0.53 0.53 0.53 0.53 0.53 0.52 0.52 39.533 0.52 0.52 0.52 0.52 0.52 0.51 0.51 39.681 0.51 0.51 0.51 0.51 0.50 0.50 0.50 39.829 0.50 0.50 0.50 0.50 0.49 0.49 0.49 39.976 0.49 0.49 0.49 0.49 0.49 0.48 0.48 40.124 0.48 0.48 0.48 0.48 0.48 0.47 0.47 40.272 0.47 0.47 0.47 0.47 0.47 0.46 0.46 40.419 0.46 0.46 0.46 0.46 0.46 0.46 0.45 40.567 0.45 0.45 0.45 0.45 0.45 0.45 0.45 40.715 0.44 0.44 0.44 0.44 0.44 0.44 0.44 40.862 0.43 0.43 0.43 0.43 0.43 0.43 0.43 41.010 0.43 0.43 0.42 0.42 0.42 0.42 0.42 41.158 0.42 0.42 0.42 0.41 0.41 0.41 0.41 41.305 0.41 0.41 0.41 0.41 0.40 0.40 0.40 41.453 0.40 0.40 0.40 0.40 0.40 0.40 0.39 41.601 0.39 0.39 0.39 0.39 0.39 0.39 0.39 WinTR-55, Version 1.00.08 Page 14 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs). (csm) 41.748 0.39 0.38 0.38 0.38 0.38 0.38 0.38 41.896 0.38 0.38 0.38 0.37 0.37 0.37 0.37 42.044 0.37 0.37 0.37 0.37 0.37 0.37 0.36 42.191 0.36 0.36 0.36 0.36 0.36 0.36 0.36 42.339 0.36 0.35 0.35 0.35 0.35 0.35 0.35 42.487 0.35 0.35 0.35 0.35 0.34 0.34 0.34 42.634 0.34 0.34 0.34 0.34 0.34 0.34 0.34 42.782 0.34 0.33 0.33 0.33 0.33 0.33 0.33 42.930 0.33 0.33 0.33 0.33 0.32 0.32 0.32 43.077 0.32 0.32 0.32 0.32 0.32 0.32 0.32 43.225 0.32 0.31 0.31 0.31 0.31 0.31 0.31 43.373 0.31 0.31 0.31 0.31 0.31 0.30 0.30 43.520 0.30 0.30 0.30 0.30 0.30 0.30 0.30 43.668 0.30 0.30 0.30 0.29 0.29 0.29 0.29 WinTR-20 Version 1.0 Page 14 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 43.816 0.29 0.29 0.29 0.29 0.29 0.29 0.29 43.963 0.29 0.28 0.28 0.28 0.28 0.28 0.28 44.111 0.28 0.28 0.28 0.28 0.28 0.28 0.27 44.259 0.27 0.27 0.27 0.27 0.27 0.27 0.27 44.406 0.27 0.27 0.27 0.27 0.27 0.26 0.26 44.554 0.26 0.26 0.26 0.26 0.26 • 0.26 0.26 44.702 0.26 0.26 0.26 0.26 0.26 0.25 0.25 44.849 0.25 0.25 0.25 0.25 0.25 0.25 0.25 44.997 0.25 0.25 0.25 0.25 0.25 0.24 0.24 45.145 0.24 0.24 0.24 0.24 0.24 0.24 0.24 45.292 . 0.24 0.24 0.24 0.24 0.24 0.23 0.23 45.440 0.23 0.23 0.23 0.23 0.23 0.23 0.23 45.588 0.23 0.23 .0.23 0.23 0.23 0.23 0.22 45.735 0.22 0.22 0.22 0.22 0.22 0.22 0.22 45.883 0.22 0.22 0.22 0.22 0.22 0.22 0.22 46.031 0.22 0.21 0.21 0.21 0.21 0.21 0.21 46.178 0.21 0.21 0.21 0.21 0.21 0.21 0.21 46.326 0.21 0.21 0.21 0.21 0.20 0.20 0.20 46.474 0.20 0.20 0.20 0.20 0.20 0.20 0.20 46.621 0.20 0.20 0.20 0.20 0.20 0.20 0.20 46.769 0.19 0.19 0.19 0.19 0.19 0.19 0.19 46.917 0.19 0.19 0.19 0.19 0.19 0.19 0.19 47.064 0.19 0.19 0.19 0.19 0.18 0.18 0..18 47.212 0.18 0.18 0.18 0.18 0.18 0.18 0.18 47.359 0.18 0.18 0.18 0.18 0.18 0.18 0.18 47.507 0.18 0.18 0.18 0.17 0.17 0.17 0.17 47.655 0.17 0.17 0.17 0.17 0.17 0.17 0.17 47.802 0.17 0.17 0.17 0.17 0.17 0.17 0.17 47.950 0.17 0.17 0.16 0.16 0.16 0.16 0.16 48.098 0.16. 0.16 0.16 0.16 0.16 0.16 0.16 48.245 0.16 - 0.16 0.16 0.16 0.16 0.16 0.16 48.393 0.16 0.16 0.16 0.15 0.15 0.15 0.15 48.541 0.15 0.15 0.15 0.15 0.15 0.15 0.15 48.688 0.15 0.15 0.15 0.15 0.15 0.15 0.15 48.836 0.15 0.15 0.15 0.15 0.15 0.14 0.14 WinTR-55, Version 1.00.08 Page 15 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 48.984 0.14 0.14 0.14 0.14 0.14 0.14 0.14 49.131 0.14 0.14 0.14 0.14 0.14 0.14 0.14 49.279 0.14 0.14 0.14 0.14 0.14 0.14 0.14 49.427 0.14 0.14 0.13 0.13 0.13 0.13 0.13 49.574 0.13 0.13 0.13 0.13 0.13 0.13 0.13 49.722 0.13 0.13 0.13 0.13 0.13 0.13 0.13 49.870 0.13 0.13 0.13 0.13 0.13 0.13 0.13 50.017 0.13 0.12 0.12 0.12 0.12 0.12 0.12 50.165 0.12 0.12 0.12 0.12 0.12 0.12 0.12 50.313 0.12 0.12 0.12 0.12 0.12 0.12 0.12 50.460 0.12 0.12 0.12 0.12 0.12 0.12 0.12 50.608 0.12 0.12 0.11 0.11 0.11 0.11 0.11 50.756 0.11 0.11 0.11 0.11 0.11 0.11 0.11 50.903 0.11 0.11 0.11 0.11 0.11 0.11 0.11 51.051 0.11 0.11 0.11 0.11 0.11 0.11 0.11 51.199 0.11 0.11 0.11 0.11 0.11 0.11 0.10 WinTR-20 Version 1.0 Page 15 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 51.346 0.10 0.10 0.10 0.10 0.10 0.10 0.10 51.494 0.10 0.10 0.10 0.10 0.10 0.10 0.10 51.642 0.10 0.10 0.10 0.10 0.10 0.10 0.10 51.789 0.10 0.10 0.10 0.10 0.10 0.10 0.10 • 51.937 0.10 0.10 0.10 0.10 0.10 0.10 0.09 52.085 0.09 0.09 0.09 0.09 0.09 0.09 0.09 52.232 • 0.09 0.09 0.09 0.09 0.09 0.09 0.09 52.380 0.09 0.09 0.09 0.09 0.09 0.09 0.09 52.528 0.09 0.09 0.09 0.09 0.09 0.09 0.09 52.675 0.09 0.09 0.09 0.09 0.09 0.09 0.09 52.823 0.09 0.09 0.08 0.08 0.08 0.08 0.08 52.971 0.08 0.08 0.08 0.08 0.08 0.08 0.08 53.118 0.08 0.08 0.08 0.08 0.08 0.08 0.08 53.266 0.08 0.08 0.08 0.08 0.08 0.08 0.08 53.414 0.08 0.08 0.08 0.08 0.08 0.08 0.08 53.561 0.08 0.08 0.08 0.08 0.08 0.08 0.08 53.709 0.08 0.08 0.08 0.08 0.07 0.07 0.07 53.857 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.004 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.152 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.300 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.447 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.595 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.743 0.07 0.07 0.07 0.07 0.07 0.06 0.06 54.890 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.038 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.186 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.333 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.481 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.629 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.776 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.924 0.06 0.06 0.06 0.06 0.06 0.06 0.06 56.072 0.05 0.05 0.05 0.05 0.05 0.05 0.05 WinTR-55, Version 1.00.08 Page 16 5/11/2010 10:36:54 AM • Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff i Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 56.219 0.05 0.05 0.05 0.05 0.05 0.05 0.05 56.367 0.05 0.05 0.05 0.05 0.05 0.05 0.05 56.515 0.05 0.05 0.05 0.05 0.05 0.05 0.05 56.662 0.05 0.05 0.05 0.05 0.05 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) OUTLET 0.028 2.447 15.46 1.83 66.55 Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.410 0.05 0.05 0.05 0.05 0.06 0.06 0.06 9.558 0.06 0.06 0.06 0.06 0.07 0.07 0.07 9.705 0.07 0.07 0.07 0.07 0.08 0.08 0.08 WinTR-20 Version 1.0 Page 16 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.853 0.08 0.08 0.08 0.09 0.09 0.09 0.09 10.001 0.09 0.09 0.10 0.10 0.10 0.10 0.10 10.148 0.11 0.11 0.11 0.11 0.11 0.12 0.12 10.296 0.12 0.12 0.12 0.13 0.13 0.13 0.13 10.444 0.14 0.14 0.14 0.14 0.15 0.15 0.15 10.591 0.15 0.16 0.16 0.16 0.17 0.17 0.17 10.739 0.17 0.18 0.18 0.18 0.19 0.19 0.19 10.887 0.20 0.20 0.21 0.21 0.21 0.22 0.22 11.034 0.22 0.23 0.23 0.24 0.24 0.25 0.25 11.182 0.26 0.26 0.27 0.27 0.28 0.28 0.29 11.330 0.29 0.30 0.30 0.31 0.32 0.32 0.33 11.477 0.34 0.34 0.35 0.36 0.37 0.37 0.38 11.625 0.39 0.40 0.41 0.42 0.43 0.45 0.46 11.773 0.48 0.50 0.52 0.55 0.58 0.61 0.65 11.920 0.69 0.74 0.79 0.86 0.92 1.00 1.08 12.068 1.17 1.21 1.23 1.26 1.29 1.32 1.35 12.216 1.37 1.40 1.43 1.45 1.48 1.50 1.52 12.363 1.54 1.56 1.57 1.58 1.60 1.61 1.62 12.511 1.63 1.64 1.65 1.66 1.67 1.67 1.68 12.659 1.69 1.69 1.70 1.70 1.71 1.71 1.72 12.806 1.72 1.73 1.73 1.74 1.74. 1.74 1.75 12.954 1.75 1.75 1.76 1.76 1.76 1.76 1.77 13.102 1.77 1.77 1.77 1.77 1.78 1.78 1.78 13.249 1.78 1.78 1.79 .1.79 1.79 1.79 1.79 13.397 1.79 1.79 1.80 1.80 1.80 1.80 1.80 13.545 1.80 1.80 1.80 1.80 1.81 1.81 1.81 13.692 . 1.81 1.81 1.81 1.81 1.81 1.81 1.81 13.840 1.81 1.81 1.82 1.82 1.82 1.82 1.82 13.988 1.82 1.82 1.82 1.82 1.82 1.82 1.82 14.135 1.82 1.82 1.82 1.82 1.82 1.82 1.83 14.283 1.83 1.83 1.83 1.83 1.83 1.83 1.83 t WinTR-55, Version 1.00.08 Page 17 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area 'ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 14.431 1.83 1.83 1.83 1.83 1.83 1.83 1.83 14.578 1.83 1.83 1.83 1.83 1.83 1.83 1.83 14.726 1.83 1.83 1.83 1.83 1.83 1.83 1.83 14.874 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.021 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.169 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.317 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.464 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.612 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.760 1.83 1.83 1.83 1.83 1.83 1.83 1.83 15.907 1.83 1.83 1.83 1.83 1.83 1.83 1.83 16.055 1.83 1.83 1.83 1.83 1.83 1.83 1.83 16.203 1.83 1.83' 1.83 1.83 1.83 1.83 1.83 16.350 1.83 1.83 1.83 1.83 1.83 1.83 1.83 16.498 1.83 1.83 1.83 1.83 1.83 1.83 1.83 16.646 1.83 1.83 1.83 1.83 1.83 1.83 1.83 16.793 1.82 1.82 1.82 1.82 1.82 1.82 1.82 16.941 1.82 1.82 1.62 1.82 1.82 1.82 1.82 17.089 1.82 1.82 1.82 1.82 1.82 1.82 1.82 17.236 1.82 1.82 1.82 1.82 1.82 1.82 1.82 WinTR-20 Version 1.0 Page 17 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 17.384 1.82 1.82 1.82 1.82 1.82 1.82 1.81 17.532 1.81 1.81 1.81 1.81 1.81 1.81 1.81 17.679 1.81 1.81 1.81 1.81 1.81 1.81 1.81 17.827 1.81 1.81 1.81 1.81 1.81 . 1.81 1.81 17.975 1.81 1.81 1.61 1.81 1.81 1.81 1.80 18.122 1.80 .1.80 1.80 1.80 1.80 1.80 1.80 18.270 1.80 1.80 1.80 1.80 1.80 1.80 1.80 18.418 1.80 1.80 1.80 1.80 1.80 1.80 1.80 18.565 1.80 1.80 1.80 1.79 1.79 1.79 1.79 18.713 1.79 1.79 1.79 1.79 1.79 1.79 1.79 18.861 1.79 1.79 1.79 1.79 1.79 1.79 1.79 19.008 1.79 1.79 1.79 1.79 1.79 1.78 1.78 19.156 1.78 1.78 1.78 1.78 1.78 1.78 1.78 19.303 1.78 1.78 1.78 1.78 1.78 1.78 1.78 19.451 1.78 1.78 1.78 1.78 1.78 1.77 1.77 19.599 1.77 1.77 1.77 1.77 1.77 1.77 1.77 19.746 1.77 1.77 1.77 1.77 1.77 1.77 1.77 19.894 1.77 1.77 1.77 1.77 1.76 1.76 1.76 20.042 1.76 1.76 1.76 1.76 1.76 1.76 1.76 20.189 1.76 1.76 1.76 1.76 1.76 1.76 1.76 20.337 1.76 1.75 1.75 1.75 1.75 1.75 1.75 20.485 1.75 1.75 1.75 1.75 1.75 1.75 1.75 20.632 1.75 1.75 1.75 1.75 1.75 1.74 1.74 20.780 1.74 1.74 1.74 1.74 1.74 1.74 1.74 20.928 1.74 1.74 1.74 1.74 1.74 1.74 1.74 21.075 1.74 1.74 1.73 1.73 1.73 1.73 1.73 21.223 1.73 1.73 1.73 1.73 1.73 1.73 1.73 21.371 1.73 1.73 1.73 1.73 1.73 1.73 1.72 21.518 1.72 1.72 1.72 1.72 1.72 1.72 1.72 WinTR-55, Version 1.00.08 Page 18 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR2O.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 21.666 1.72 1.72 1.72 1.72 1.72 1.72 1.72 21.814 1.72 1.72 1.71 1.71 1.71 1.71 1.71 21.961. 1.71 1.71 1.71 1.71 1.71 1.71 1.71 22.109 1.71 1.71 1.71 1.71 1.71 1.71 1.70 22.257 1.70 1.70 1.70 1.70 1.70 1.70 1.70 22.404 1.70 1.70 1.70 1.70 1.70 1.70 1.70 22.552 1.70 1.70 1.70 1.69 1.69 1.69 1.69 22.700 1.69 1.69 1.69 1.69 1.69 1.69 1.69 22.847 1.69 1.69 1.69 1.69 1.69 1.69 1.68 22.995 1.68 1.68 1.68 1.68 1.68 1.68 1.68 23.143 1.68 1.68 1.68 1.68 1.68 1.68 1.68 23.290 1.68 1.68 1.68 1.67 1.67 1.67 1.67 23.438 1.67 1.67 1.67 1.67 1.67 1.67 1.67 23.586 1.67 1.67 1.67 1.67 1.67 1.67 1.67 23.733 . 1.66 1.66 1.66 1.66 1.66 1.66 1.66 • 23.881 1.66 1.66 1.66 1.66 1.66 1.66 1.66 24.029 1.66 1.66 1.66 1.65 1.65 1.65 1.65 24.176 1.65 1.65 1.65 1.65 1.65 1.65 1.65 24.324 1.65 1.65 1.65 1.65 1.64 1.64 1.64 24.472 1.64 1.64 1.64 1.64 1.64 1.64 1.64 24.619 1.64 1.63 1.63 1.63 1.63 1.63 1.63 24.767 1.63 1.63 1.63 1.63 1.62 1.62 1.62 WinTR-20 Version 1.0 Page 18 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 24.915 1.62 1.62 1.62 1.62 1.62 1.62 1.62 25.062 1.61 1.61 '1.61 1.61 1.61 1.61 1.61 25.210 1.61 1.61 1.61 1.61 1.60 1.60 1.60 25.358 1.60 1.60 1.60 1.60 1.60 1.60 1.60 25.505 1.59 1.59 1.59 1.59 1.59 1.59 1.59 25.653 1.59 1.59 1.59 1.58 1.58 1.58 1.58 25.801 1.58 1.58 1.58 1.58 1.58 1.58 1.58 25.948 1.57 1.57 1.57 1.57 1.57 1.57 1.57 26.096 1.57 1.57 1.57 1.57 1.56 1.56 1.56 26.244 1.56 1.56 1.56 1.56 1.56 1.56 1.56 26.391 1.55 1.55 1.55 1.55 1.55 1.55 1.55 26.539 1.55 1.55 1.55 1.55 1.54 1.54 1.54 26.667 1.54 1.54 1.54 1.54 1.54 1.54 1.54 26.834 1.54 1.53 1.53 1.53 1.53 1.53 1.53 26.982 1.53 1.53 1.53 1.52 1.52 1.52 1.52 27.130 1.52 1.52 1.52 1.52 1.51 1.51 1.51 27.277 1.51 1.51 1.51 1.51 1.51 1.50 1.50 27.425 1.50 1.50 1.50 1.50 1.50 1.50 1.49 27.573 1.49 1.49 1.49 1.49 1.49 1.49 1.49 27.720 1.48 1.48 1.48 1.48 1.48 1.48 1.48 27.868 1.48 1.48 1.47 1.47 1.47 1.47 1.47 28.016 1.47 1.47 1.47 1.46 1.46 1.46 1.46 28.163 1.46 1.46 1.46 1.46 1.45 1.45 1.45 28.311 1.45 1.45 1.45 1.45 1.45 1.44 1.44 28.459 1.44 1.44 1.44 1.44 1.44 1.44 1.44 28.606 1.43 1.43 1.43 1.43 1.43 1.43 1.43 28.754 1.43 1.42 1.42 1.42 1.42 1.42 1.42 WinTR-55, Version 1.00.08 Page 19 5/11/2010 1O:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 28.902 1.42 1.42 1.42 1.41 1.41 1.41 1.41 29.049 1.41 1.41 1.41 1.41 1.41 1.40 1.40 29.197 1.40 1.40 1.40 1.40 1.40 1.40 1.39 29.345 1.39 1.39 1.39 1.39 1.39 1.39 1.39 29.492 1.39 1.38 1.38 1.38 1.38 1.38 1.38 29.640 1.38 1.38 1.38 1.37 1.37 1.37 1.37 29.788 1.37 1.37 1.37 1.37 1.37 1.36 1.36 29.935 1.36 1.36 1.36 1.36 1.36 1.36 1.35 30.083 1.35 1.35 1.35 1.35 1.35 1.35 1.35 30.231 1.35 1.34 1.34 1.34 1.34 1.34 1.34 30.378 1.34 1.34 1.34 1.34 1.33 1.33 1.33 30.526 1.33 1.33 1.33 1.33 1.33 1.33 1.32 30.674 1.32 1.32 1.32 1.32 1.32 1.32 1.32 30.821 1.32 1.31 1.31 1.31 1.31 1.31 1.31 30.969 1.31 1.31 1.31 1.30 1.30 1.30 1.30 31.117 1.30 1.30 1.30 1.30 1.30 1.29 1.29 31.264 1.29 1.29 1.29 1.29 1.29 1.29 1.29 31.412 1.29 1.28 1.28 1.28 1.28 1.28 1.28 31.560 1.28 1.28 1.28 1.27 1.27 1.27 1.27 31.707 .1.27 1.27 1.27 1.27 1.27 1.27 1.26 31.855 1.26 1.26 1.26 1.26 1.26 1.26 1.26 32.003 1.26 1.26 1.25 1.25 1.25 1.25 1.25 32.150 1.25 1.25 1.25 1.25 1.24 1.24 1.24 32.298 1.24 1.24 1.24 1.24 1.24 1.24 1.24 WinTR-20 Version 1.0 Page 19 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 32.446 1.23 1.23 1.23 1.23 1.23 1.23 1.23 32.593 1.23 1.23 1.23 1.22 1.22 1.22 1.22 32.741 1.22 1.22 1.22 1.22 1.22 1.22 1.21 32.889 1.21 1.21 1.21 1.21 1.21 1.21 1.21 33.036 1.21 1.21 1.20 1.20 1.20 1.20 1.20 33.184 1.20 1.20 1.20 1.20 1.20 1.19 1.19 33.331 1.19 1.19 1.19 1.19 1.19 1.19 1.19 33.479 1.19 1.18 1.18 1.18 1.17 1.17 1.17 33.627 1.16 1.16 1.16 1.15 1.15 1.15 1.14 33.774 1.14 1.14 1.13 1.13 1.13 .1.12 1.12 33.922 1.12 1.11 1.11 1.11 1.11 1.10 1.10 34.070 1.10 1.09 1.09 1.09 1.08 1.08 1.08 34.217 1.07 1.07 1.07 1.06 1.06 1.06 1.06 34.365 1.05 1.05 1.05 1.04 1.04 1.04 1.03 34.513 1.03 1.03 1.03 1.02 1.02 1.02 1.01 34.660 1.01 1.01 1.01 1.00 1.00 1.00 0.99 34.808 0.99 0.99 0.99 0.98 0.98 0.98 0.97 34.956 0.97 0.97 0.97 0.96 0.96 0.96 0.95 35.103 0.95 0.95 0.95 0.94 0.94 0.94 0.94 35.251 0.93 0.93 0.93 0.93 0.92 0.92 0.92 35.399 0.91 0.91 0.91 0.91 0.90 0.90 0.90 35.546 0.90 0.89 0.89 0.89 0.89 0.88 0.88 35.694 0.88 0.88 0.87 0.87 0.87 0.87 0.86 35.842 0.86 0.86 0.86 0.85 0.85 0.85 0.85 35.989 0.84 0.84 0.84 0.84 0.83 0.83 0.83 WinTR-55, Version 1.00.08 Page 20 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (cam) 36.137 0.83 0.82 0.82 0.82 0.82 0.82 0.81 36.285 0.81 0.81 0.61 0.80 0.80 0.80 0.80 36.432 0.79 0.79 0.79 0.79 0.79 0.78 0.78 36.580 0.78 0.78 0.77 0.77 0.77 0.77 0.77 36.728 0.76 0.76 0.76 0.76 0.75 0.75 0.75 36.875 0.75 0.75 0.74 0.74 0.74 0.74 0.74 37.023 0.73 0.73 0.73 0.73 0.72 0.72 0.72 37.171 0.72 0.72 0.71 0.71 0.71 0.71 0.71 37.318 0.70 0.70 0.70 0.70 0.70 0.69 0.69 37.466 0.69 0.69 0.69 0.68 0.68 0.68 0.68 37.614 0.68 0.67 0.67 0.67 0.67 0.67 0.67 37.761 0.66 0.66 0.66 0.66 0.66 0.65 0.65 37.909 0.65 0.65 0.65 0.64 0.64 0.64 0.64 38.057 0.64 0.64 0.63 0.63 0.63 0.63 0.63 38.204 0.62 0.62 0.62 0.62 0.62 0.62 0.61 38.352 0.61 0.61 0.61 0.61 0.61 0.60 0.60 38.500 0.60 0.60 0.60 0.59 0.59 0.59 0.59 38.647 0.59 0.59 0.58 0.58 0.58 0.58 0.58 38.795 0.58 0.57 0.57 0.57 0.57 0.57 0.57 38.943 0.56 0.56 0.56 0.56 0.56 0.56 0.56 39.090 0.55 0.55 0.55 0.55 0.55 0.55 0.54 39.238 0.54 0.54 0.54 0.54 0.54 0.53 0.53 39.366 0.53 0.53 0.53 0.53 0.53 0.52 0.52 39.533 0.52 0.52 0.52 0.52 0.52 0.51 0.51 39.681 0.51 0.51 0.51 0.51 0.50 0.50 0.50 39.829 0.50 0.50 0.50 0.50 0.49 0.49 0.49 WinTR-20 Version 1.0 Page 20 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff _ Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 39.976 0.49 0.49 0.49 0.49 0.49 0.48 0.48 40.124 0.48 0.48 0.48 0.48 0.48 0.47 0.47 40.272 0.47 0.47 0.47 0.47 0.47 0.46 0.46 40.419 0.46 0.46 0.46 0.46 0.46 0.46 0.45 40.567 0.45 0.45 0.45 0.45 0.45 0.45 0.45 40.715 0.44 0.44 0.44 0.44 0.44 0.44 0.44 40.862 0.43 0.43 0.43 0.43 0.43 0.43 0.43 41.010 0.43 0.43 0.42 0.42 0.42 0.42 0.42 41.158 0.42 0.42 0.42 0.41 0.41 0.41 0.41 41.305 0.41 0.41 0.41 0.41 0.40 0.40 0.40 41.453 0.40 0.40 0.40 0.40 0.40 0.40 0.39 41.601 0.39 0.39 0.39 0.39 0.39 0.39 0.39 41.748 0.39 0.38 0.38 0.38 0.38 0.38 0.38 41.896 0.38 0.38 0.38 0.37 0.37 0.37 0.37 42.044 0.37 0.37 0.37 0.37 0.37 0.37 0.36 42.191 0.36 0.36 0.36 0.36 0.36 0.36 0.36 42.339 0.36 0.35 0.35 0.35 0.35 0.35 0.35 42.487 0.35 0.35 0.35 0.35 0.34 0.34 0.34 42.634 0.34 0.34 0.34 0.34 0.34 0.34 0.34 42.782 0.34 0.33 0.33 0.33 0.33 0.33 0.33 42.930 0.33 0.33 0.33 0.33 0.32 0.32 0.32 43.077 0.32 0.32 0.32 0.32 0.32 0.32 0.32 43.225 0.32 0.31 0.31 0.31 0.31 0.31 0.31 WinTR-55, Version 1.00.08 Page 21 5/11/2010 10:36:54 AM • Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 43.373 0.31 0.31 0.31 0.31 0.31 0.30 0.30 43.520 0.30 0.30 0.30 0.30 0.30 0.30 0.30 43.668 0.30 0.30 0.30 0.29 0.29 0.29 0.29 43.816 0.29 0.29 0.29 0.29 0.29 0.29 0.29 43.963 0.29 0.28 0.28 0.28 0.28 0.28 0.28 44.111 0.28 0.28 0.28 0.28 0.28 0.28 0.27 44.259 0.27 0.27 0.27 0.27 0.27 0.27 0.27 44.406 0.27 0.27 0.27 0.27 0.27 0.26 0.26 44.554 0.26 0.26 0.26 0.26 0.26 0.26 0.26 44.702 0.26 0.26 0.26 0.26 0.26 0.25 0.25 44.849 0.25 0.25 0.25 0.25 0.25 0.25 0.25 44.997 0.25 0.25 0.25 0.25 0.25 0.24 0.24 45.145 0.24 0.24 0.24 0.24 0.24 0.24 0.24 45.292 0.24 0.24 0.24 0.24 0.24 0.23 0.23 45.440 0.23 0.23 0.23 0.23 0.23 0.23 0.23 45.588 0.23 0.23 0.23 0.23 0.23 0.23 0.22 45.735 0.22 0.22 0.22 0.22 0.22 0.22 0.22 45.883 0.22 0.22 0.22 0.22 0.22 0.22 0.22 46.031 0.22 0.21 0.21 0.21 0.21 0.21 0.21 46.178 0.21 0.21 0.21 0.21 0.21 0.21 0.21 46.326 0.21 0.21 0.21 0.21 0.20 0.20 0.20 46.474 0.20 0.20 0.20 0.20 0.20 0.20 0.20 46.621 0.20 0.20 0.20 0.20 0.20 0.20 0.20 46.769 0.19 0.19 0.19 0.19 0.19 0.19 0.19 46.917 0.19 0.19 0.19 0.19 0.19 0.19 0.19 47.064 0.19 0.19 0.19 0.19 0.18 0.18 0.18 47.212 0.18 0.18 0.18 0.18 0.18 0.18 0.18 47.359 0.18 0.18 0.18 0.18 0.18 0.18 0.18 WinTR-20 Version 1.0 Page 21 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 47.507 0.18 0.18 0.18 0.17 0.17 0.17 0.17 47.655 0.17 0.17 0.17 0.17 0.17 0.17 0.17 47.802 0.17 0.17 0.17 0.17 0.17 0.17 0.17 47.950 0.17 0.17 0.16 0.16 0.16 0.16 0.16 48.098 0.16 0.16 0.16 0.16 0.16 0.16 0.16 48.245 0.16 0.16 0.16 0.16 0.16 0.16 0.16 48.393 0.16 0.16 0.16 0.15 0.15 0.15 0.15 48.541 0.15 0.15 0.15 0.15 0.15 0.15 0.15 48.688 0.15 0.15 0.15 0.15 0.15 0.15 0.15 48.836 0.15 0.15 0.15 0.15 0.15 0.14 0.14 48.984 0.14 0.14 0.14 0.14 0.14 0.14 0.14 49.131 0.14 0.14 0.14 0.14 0.14 0.14 0.14 49.279 0.14 0.14 0.14 0.14 0.14 0.14 0.14 49.427 0.14 0.14 0.13 0.13 0.13 0.13 0.13 49.574 0.13 0.13 0.13 0.13 0.13 0.13 0.13 49.722 0.13 0.13 0.13 0.13 0.13 0.13 0.13 49.870 0.13 0.13 0.13 0.13 0.13 0.13 0.13 50.017 0.13 0.12 0.12 0.12 0.12 0.12 0.12 50.165 0.12 0.12 0.12 0.12 0.12 0.12 0.12 50.313 0.12 0.12 0.12 0.12 0.12 0.12 0.12 50.460 0.12 0.12 0.12 0.12 0.12 0.12 0.12 WinTR-55, Version 1.00.08 Page 22 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 50.608 0.12 0.12 0.11 0.11 0.11 0.11 0.11 50.756 0.11 0.11 0.11 0.11 0.11 0.11 0.11 50.903 0.11 0.11 0.11 0.11 0.11 0.11 0.11 51.051 0.11 0.11 0.11 0.11 0.11 0.11 0.11 51.199 0.11 0.11 0.11 0.11 0.11 0.11 0.10 51.346 0.10 0.10 0.10 0.10 0.10 0.10 0.10 51.494 0.10 0.10 0.10 0.10 0.10 0.10 0.10 51.642 0.10 0.10 0.10 0.10 0.10 0.10 0.10 51.789 0.10 0.10 0.10 0.10 0.10 0.10 0.10 51.937 0.10 0.10 0.10 0.10 0.10 0.10 0.09 52.085 0.09 0.09 0.09 0.09 0.09 0.09 0.09 52.232 0.09 0.09 0.09 0.09 0.09 0.09 0.09 52.380 0.09 0.09 0.09 0.09 0.09 0.09 0.09 52.528 0.09 0.09 0.09 0.09 0.09 0.09 0.09 52.675 0.09 0.09 0.09 0.09 0.09 0.09 0.09 52.823 0.09 0.09 0.08 0.08 0.08 0.08 0.08 .52.971 0.08 0.08 0.08 0.08 0.08 0.08 0.08 53.118 0.08 0.08 0.08 0.08 0.08 0.08 0.08 53.266 0.08 0.08 0.08 0.08 0.08 0.08 0.08 53.414 0.08 0.08 0.06 0.08 0.08 0.08 0.08 53.561 0.08 0.08 0.08 0.08 0.08 0.08 0.08 53.709 0.08 0.08 0.08 0.08 0.07 0.07 0.07 53.857 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.004 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.152 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.300 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.447 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.595 0.07 0.07 0.07 0.07 0.07 0.07 0.07 54.743 0.07 0.07 0.07 0.07 0.07 0.06 0.06 54.890 0.06 0.06 0.06 0.06 0.06 0.06 0.06 WinTR-20 Version 1.0 Page 22 05/11/2010 .10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Line Start Time Flow Values @ time increment of 0.021 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 55.038 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.186 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.333 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.481 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.629 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.776 0.06 0.06 0.06 0.06 0.06 0.06 0.06 55.924. 0.06 0.06 0.06 0.06 0.06 0.06 0.06 56.072 0.05 0.05 0.05 0.05 0.05 0.05 0.05 56.219 0.05 0.05 0.05 0.05 0.05 0.05 0.05 56.367 0.05 0.05 0.05 0.05 0.05 0.05 0.05 56.515 0.05 0.05 0.05 0.05 0.05 0.05 0.05 56.662 0.05 0.05 0.05 0.05 0.05 WinTR-55, Version 1.00.08 Page 23 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) WinTR-20 Version 1.0 Page 23 05/11/2010 10:36 Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Area or Drainage Peak Flow by Storm Reach Area Alternate 100-Yr Identifier (sq mi) (cfs) (cfs) (cfs) (cfs) (cfs) DA P1 0.744E-02 9.4 DA P2 0.417E-02 5.4 DA Ti 0.930E-02 11.8 DA T2 0.666E-02 11.9 Basin P 0.03 35.9 DOWNSTREAM 1.8 OUTLET 0.03 1.8 WinTR-55, Version 1.00.08 Page 24 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Developed Condition - 100-YR for Basin P w/o Offsite Runoff Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) WinTR-20 Version 1.0 Page 24 05/11/2010 10:36 WinTR-55, version 1.00.08 Page 25 5/11/2010 10:36:54 AM Cedar Creek II Wind Project Site Developed Condition 100-YR Storm Runoff Calculations for Drainage Channels and Emergency Spillway WinTR-55 Current Data Description --- Identification Data --- User: Tetra Tech Date: 5/11/2010 Project: Cedar Creek II Wind Project Units: English SubTitle: Developed - CCII with Offsite Runoff for Channels &Spillway Areal Units: Acres State: Colorado County: Weld Filename: P:\BPAE_Wind\Colorado\Cedar Creek II\Engineering\Hydrology Modeling\CCII - Final Developed Runoff --- Sub-Area Data --- Name Description Reach Area(ac) RCN Tc DA P1 DA P1 w/Offsite Runon Outlet 5.22 85 0.569 DA P2 DA P2 w/Offsite Runon Outlet 3.2 84 0.688 DA Tl DA T1 w/Offsite Runon Outlet 6.95 84 0.575 DA T2 DA T2 w/Offsite Runon Outlet 6.12 82 0.752 Total area: 21.49 (ac) --- Storm Data -- Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr -Yr (in) (in) (in) (in) (in) (in) (in) 1.8 2.35 2.7 3.2 3.6 4.0 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:47:46 AM Tetra Tech Cedar Creek II Wind Project Developed - CCII with 0ffsite Runoff for Channels & Spillway Weld County, Colorado Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr -Yr (in) (in) (in) (in) (in) (in) (in) 1.8 2.35 2.7 3.2 3.6 4.0 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:47:46 AM Tetra Tech Cedar Creek II Wind Project Developed - CCII with Of£site Runoff for Channels & Spillway Weld County, Colorado Watershed Peak Table Sub-Area Peak Flow by Rainfall Return Period or Reach 100-Yr Identifier (cfs) SUBAREAS DA P1 10.46 DA P2 5.47 DA Ti 13.39 DA T2 9.13 REACHES OUTLET 37.66 • WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:47:46 AM Tetra Tech Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Weld County, Colorado Hydrograph Peak/Peak Time Table Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period or Reach 100-Yr Identifier (cfs) (hr) SUBAREAS DA P1 10.46 12.23 DA P2 5.47 12.29 DA Tl 13.39 12.22 DA T2 9.13 12.32 REACHES OUTLET 37.66 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:47:47 AM Tetra Tech Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Weld County, Colorado Sub-Area Summary Table Sub-Area Drainage Time of Curve Receiving Sub-Area Identifier Area Concentration Number Reach Description (ac) (hr) DA P1 5.22 0.569 85 Outlet DA P1 w/Offsite Runon DA P2 3.20 0.688 84 Outlet DA P2 w/Offsite Runon DA Ti 6.95 0.575 84 Outlet DA Ti w/Offsite Runon DA T2 6.12 0.752 82 Outlet DA T2 w/Offsite Runon Total Area: 21.49 (ac) • WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:47:47 AM Tetra Tech Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Weld County, Colorado Sub-Area Time of Concentration Details Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) DA P1 User-provided 0.569 Time of Concentration 0.569 DA P2 User-provided 0.688 Time of Concentration 0.688 DA Tl User-provided 0.575 Time of Concentration 0.575 DA T2 User-provided 0.752 Time of Concentration 0.752 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:47:47 AM Tetra Tech Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Weld County, Colorado Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve Identifier • ILand Use Soil Area Number Group (ac) DA P1 Open space; grass cover < 50% (poor) B .077 79 Paved parking lots, roofs, driveways B .182 98 Gravel (w/ right-of-way) B 4.958 85 Total Area / Weighted Curve Number 5.22 85 DA P2 Open space; grass cover < 50% (poor) B .133 79 Paved parking lots, roofs, driveways B .074 98 Gravel (w/ right-of-way) B 2.7 85 Pasture, grassland or range (fair) B .291 69 Total Area / Weighted Curve Number 3.2 84 DA Tl Open space; grass cover < 50% (poor) B .307 79 Paved parking lots, roofs, driveways B .322 98 Gravel (w/ right-of-way) B 5.685 85 Pasture, grassland or range (fair) B .632 69 Total Area / Weighted Curve Number 6.95 84 DA T2 Open space; grass cover < 50% (poor) B .065 79 Paved parking lots, roofs, driveways B .2 98 Gravel (w/ right-of-way) B 4.465 85 Pasture, grassland or range (fair) B 1.389 69 Total Area / Weighted Curve Number 6.12 82 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:47:47 AM Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Name of printed page file: TR20.out STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA P1 0.008 2.450 12.23 10.46 1282.46 Line Start Time Flow Values @ time increment of 0.036 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 8.207 0.05 0.05 0.05 0.06 0.06 0.06 0.06 8.459 0.06 0.07 0.07 0.07 0.07 0.08 0.08 8.710 0.08 0.08 0.09 0.09 0.09 0.10 0.10 8.962 0.10 0.10 0.11 0.11 0.11 0.12 0.12 9.213 0.13 0.13 0.13 0.14 0.14 0.14 0.14 9.465 0.15 0.15 0.15 0.16 0.16 0.16 0.16 9.717 0.17 0.17 0.17 0.18 0.18 0.18 0.19 9.968 0.19 0.20 0.20 0.21 0.21 0.22 0.22 10.220 0.23 0.24 0.24 0.25 0.26 0.27 0.27 10.471 0.28 0.29 0.30 0.31 0.32 0.33 0.34 10.723 0.35 0.36 0.37 0.38 0.39 0.41 0.42 10.974 0.44 0.45 0.47 -0.48 0.50 0.52 0.54 11.226 0.56 0.58 0.60 0.63 0.66 0.69 0.72 11.477 0.75. 0.79 0.83 0.88 0.95 1.05 1.18 11.729 1.36 1.60 1.93 2.36 2.93 3.64 4.50 11.981 5.48 6.56 7.66 8.67 9.51 10.11 10.43 12.232 10.46 10.24 9.82 9.25 8.57 7.84 7.12 12.484 6.44 5.81 5.25 4.78 4.37 4.00 3.67 12.735 3.38 3.11 2.87 2.67 2.48 2.32 2.17 12.987 2.04 1.93 1.83 1.74 1.66 1.58 1.52 13.238 1.45 1.40 1.35 1.30 1.26 1.22 1.18 13.490 1.15 1.12 1.09 1.06 1.03 1.00 0.98 13.741 0.96 0.94 0.92 0.91 0.89 0.87 0.86 13.993 0.84 0.83 0.81 0.80 0.79 0.77 0.76 14.245 0.75 0.74 0.73 0.71 0.71 0.70 0.69 14.496 0.68 0.67 0.67 0.66 0.65 0.65 0.64 14.748 0.64 0.63 0.63 0.62 0.62 0.61 0.61 14.999 0.60 0.60 0.59 0.59 0.59 0.58 0.58 15.251 0.57 0.57 0.56 0.56 0.55 0.55 0.54 15.502 0.54 0.54 0.53 0.53 0.52 0.52 0.51 15.754 0.51 0.50 0.50 0.50 0.49 0.49 0.48 16.006 0.48 0.47 0.47 0.46 0.46 0.46 0.45 16.257 0.45 0.44 0.44 0.44 0.43 0.43 0.43 16.509 0.43 0.42 0.42 0.42 0.42 0.41 0.41 16.760 0.41 0.41 0.41 0.40 0.40 0.40 0.40 17.012 0.40 0.40 0.39 0.39 0.39 0.39 0.39 17.263 0.39 0.38 0.38 0.38 0.38 0.38 0.38 17.515 0.38 0.37 0.37 0.37 0.37 0.37 0.37 17.766 0.36 0.36 0.36 0.36 0.36 0.36 0.35 18.018 0.35 0.35 0.35 0.35 0.35 0.34 0.34 WinTR-20 Version 1.0 Page 1 05/11/2010 10:45 Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Line Start Time Flow Values @ time increment of 0.036 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 18.270 0.34 0.34 0.34 0.34 0.34 0.33 0.33 18.521 0.33 0.33 0.33 0.33 0.32 0.32 0.32 WinTR-55, Version 1.00.08 Page 1 5/11/2010 10:48:40 AM Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 18.773 0.32 0.32 0.32 0.31 0.31 0.31 0.31 19.024 0.31 0.31 0.30 0.30 0.30 0.30 0.30 19.276 0.30 0.29 0.29 0.29 0.29 0.29 0.29 19.527 0.28 0.28 0.28 0.28 0.28 0.28 0.27 19.779 0.27 0.27 0.27 0.27 0.27 0.26 0.26 20.030 0.26 0.26 0.26 0.26 0.26 0.25 0.25 20.282 0.25 0.25 0.25 0.25 0.25 0.25 0.24 20.534 0.24 0.24 0.24 0.24 0.24 0.24 0.24 20.785 0.24 0.24 0.24 0.24 0.24 0.24 0.24 21.037 0.24 0.24 0.24 0.24 0.24 0.24 0.24 21.288 0.24 0.23 0.23 0.23 0.23 0.23 0.23 21.540 0.23 0.23 0.23 0.23 0.23 0.23 0.23 21.791 0.23 0.23 0.23 0.23 0.23 0.23 0.23 22.043 0.23 0.23 0.23 0.23 0.23 0.23 0.23 22.294 0.23 0.23 0.23 0.23 0.23 0.22 0.22 22.546 0.22 0.22 0.22 0.22 0.22 0.22 0.22 22.798 0.22 0.22 0.22 0.22 0.22 0.22 0.22 23.049 0.22 0.22 0.22 0.22 0.22 0.22 0.22 23.301 0.22 0.22 0.22 0.22 0.22 0.22 0.22 23.552 0.22 0.21 0.21 0.21 0.21 0.21 0.21 23.804 0.21 0.21 0.21 0.21 0.21 0.21 0.21 24.055 0.21 0.21 0.20 0.20 0.19 0.17 0.16 24.307 0.15 0.13 0.11 0.10 0.09 0.07 0.06 24.558 0.05 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA P2 0.005 2.356 12.29 5.47 1094.96 Line Start Time Flow Values @ time increment of 0.043 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.070 0.05 0.05 0.06 0.06 0.06 0.06 0.06 9.374 0.07 0.07 0.07 0.07 0.08 0.08 0.08 9.678 0.08 0.08 0.09 0.09 0.09 0.09 0.10 9.982 0.10 0.10 0.10 0.11 0.11 0.11 0.12 10.286 0.12 0.13 0.13 0.14 0.14 0.15 0.15 10.590 0.16 0.16 0.17 0.18 0.18 0.19 0.20 10.895 0.21 0.22 0.23 0.24 0.25 0.26 0.27 • 11.199 0.28 0.29 0.31 0.32 0.34 0.36 0.38 11.503 0.40 0.42 0.45 0.49 0.55 0.63 0.75 11.807 0.91 1.14 1.46 1.87 2.37 2.94 3.56 12.111 4.17 4.70 5.12 5.38 5.47 5.42 5.25 12.415 4.99 4.65 4.28 3.89 3.51 3.17 2.86 12.720 2.60 2.37 2.17 1.99 1.82 1.68 1.55 13.024 1.44 1.34 1.25 1.17 1.10 1.04 0.99 WinTR-20 Version 1.0 Page 2 05/11/2010 10:45 Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Line Start Time Flow Values @ time increment of 0.043 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) WinTR-55, Version 1.00.08 Page 2 5/11/2010 10:48:40 AM Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Name of printed page file: TR20.out - (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 13.328 0.94 0.89 0.85 0.81 0.78 0.75 0.72 13.632 0.70 0.68 0.65 0.63 0.61 0.60 0.58 13.936 0.56 0.54 0.53 0.52 0.50 0.49 0.48 14.240 0.47 0.46 0.45 0.45 0.44 0.43 0.42 14.545 0.42 0.41 0.41 0.40 0.40 0.39 0.39 14.849 0.39 0.38 0.38 0.37 0.37 0.37 0.36 15.153 0.36 0.36 0.35 0.35 0.35 0.34 0.34 15.457 0.34 0.33 0.33 0.33 0.32 0.32 0.32 15.761 0.31 0.31 0.31 0.30 0.30 0.30 0.29 16.065 0.29 0.29 0.28 0.28 0.28 0.27 0.27 16.370 0.27 0.27 0.26 0.26 0.26 0.26 0.26 16.674 0.25 0.25 0.25 0.25 0.25 0.25 0.25 16.978 0.24 0.24 0.24 0.24 0.24 0.24 0.24 17.282 0.24 0.23 0.23 0.23 0.23 0.23 0.23 17.586 0.23 0.23 0.22 0.22 0.22 0.22 0.22 17.690 0.22 0.22 0.22 0.22 0.21 0.21 0.21 18.195 0.21 0.21 0.21 0.21 0.21 0.20 0.20 18.499 0.20 0.20 0.20 0.20 0.20 0.20 0.20 18.803 0.19 0.19 0.19 0.19 0.19 0.19 0.19 19.107 0.19 0.18 0.18 0.16 0.18 0.18 0.18 19.411 0.18 0.18 0.18 0.17 0.17 0.17 0.17 19.715 0.17 0.17 0.17 0.17 0.16 0.16 0.16 20.020 0.16 0.16 0.16 0.16 0.16 0.15 0.15 20.324 0.15 0.15 0.15 0.15 0.15 0.15 0.15 20.628 0.15 0.15 0.15 0.15 0.15 0.15 0.15 20.932 0.14 0.14 0.14 0.14 0.14 0.14 0.14 21.236 0.14 0.14 0.14 0.14 0.14 0.14 0.14 21.540 0.14 0.14 0.14 0.14 0.14 0.14 0.14 21.845 0.14 0.14 0.14 0.14 0.14 0.14 0.14 22.149 0.14 0.14 0.14 0.14 0.14 0.14 0.14 22.453 0.14 0.14 0.14 0.14 0.14 0.14 0.13 22.757 0.13 0.13 0.13 0.13 0.13 0.13 0.13 23.061 0.13 0.13 0.13 0.13 0.13 0.13 0.13 23.366 0.13 0.13 0.13 0.13 0.13 0.13 0.13 23.670 0.13 0.13 0.13 0.13 0.13 0.13 0.13 23.974 0.13 0.13 0.13 0.13 0.12 0.12 0.11 24.278 0.11 0.10 0.09 0.08 0.07 0.06 0.05 . Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA Ti 0.011 2.366 12.22 13.39 1232.61 Line Start Time Flow Values @ time increment of 0.036 hr (hr) (cfs) (c£s) (cfs) • (cfs) (cfs) (cfs) (cfs) • 8.263 0.05 0.05 0.05 0.06 0.06 0.06 0.06 8.517 0.07 0.07 0.07 0.08 0.08 0.08 0.09 8.771 0.09 0.09 0.10 0.10 0.10 0.11 0.11 WinTR-20 Version 1.0 Page 3 05/11/2010 10:45 Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Line Start Time Flow Values @ time increment of 0.036 hr WinTR-55, Version 1.00.08 Page 3 5/11/2010 10:48:41 AM Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) .(hr) (cfs) (csm) (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.025 0.12 0.12 0.12 0.13 0.13 0.14 0.14 9.280 0.14 0.15 0.15 0.16 0.16 0.16 0.17 9.534 0.17 0.18 0.18 0.18 0.19 0.19 0.19 9.788 0.20 0.20 0.21 0.21 0.22 0.22 0.23 10.042 0.23 0.24 0.25 0.26 0.26 0.27 0.28 10.296 0.29 0.30 0.30 0.31 0.32 0.33 0.35 10.551 0.36 0.37 0.38 0.39 0.40 0.42 0.43 10.805 0.45 0.46 0.48 0.50 0.51 0.53 0.55 11.059 0.57 0.59 0.61 0.64 0.66 0.69 0.72 11.313 0.75 0.78 0.82 0.86 0.90 0.94 0.99 11.567 1.05 1.12 1.22 1.36 1.56 1.83 2.19 11.822 2.68 3.32 4.15 5.17 6.36 7.72 9.14 12.076 10.50 11.69 12.61 13.19 13.39 13.23 12.78 12.330 12.13 11.32 10.40 9.47 8.58 7.75 7.00 12.584 6.36 5.81 5.31 4.87 4.48 4.13 3.81 12.838 3.53 3.28 3.06 2.87 2.70 2.54 2.41 13.093 2.29 2.18 2.08 1.99 1.91 1.84 1.77 13.347 1.71 1.65 1.60 1.55 1.51 1.46 1.42 13.601 1.38 1.35 1.31 1.28 1.26 1.23 1.21 13.855 1.18 1.16 1.14 1.12 1.10 - 1.08 1.06 14.110 1.04 1.02 1.01 0.99 0.97 0.96 0.95 14.364 0.93 0.92 0.91 0.90 0.89 0.88 0.87 14.618 0.86 0.85 0.85 0.84 0.83 0.83 0.82 14.872 0.81 0.81 0.80 0.79 0.79 0.78 0.77 15.126 0.77 0.76 0.76 0.75 0.74 0.74 0.73 15.381 0.73 0.72 0.72 0.71 0.70 0.70 0.69 15.635 0.69 0.68 0.67 0.67 0.66 0.66 0.65 15.889 0.64 0.64 0.63 0.63 0.62 0.62 0.61 16.143 0.60 0.60 0.59 0.59 0.58 0.58 0.57 16.397 0.57 0.56 0.56 0.56 0.55 0.55 0.55 16.652 0.55 0.54 0.54 0.54 0.54 0.531 0.53 16.906 0.53 0.53 0.52 0.52 0.52 0.52 0.51 17.160 • 0.51 0.51 0.51 0.51 0.50 0.50 0.50 17.414 0.50 0.50 0.49 0.49 0.49 0.49 0.48 17.668 0.48 0.48 0.48 0.48 0.47 0.47 0.47 17.923 0.47 0.47 0.46 0.46 0.46 0.46 0.46 18.177 0.45 0.45 0.45 0.45 0.44 0.44 0.44 18.431 0.44 0.44 0.43 0.43 0.43 0.43 0.43 18.685 0.42 0.42 0.42 0.42 0.41 0.41 0.41 18.940 0.41 0.41 0.40 0.40 0.40 0.40 0.40 19.194 0.39 0.39 0.39 0.39 0.38 0.38 0.38 19.448 0.38 0.38 0.37 0.37 0.37 0.37 0.36 19.702 0.36 0.36 0.36 0.36 - 0.35 0.35 0.35 19.956 0.35 0.35 0.34 0.34 0.34 0.34 0.33 20.211 0.33 0.33 0.33 0.33 0.33 0.32 0.32 20.465 0.32 0.32 0.32 0.32 0.32 0.32 0.32 20.719 0.32 0.32 0.31 0.31 0.31 0.31 0.31 20.973 0.31 0.31 0.31 0.31 0.31 0.31 0.31 21.227 0.31 0.31 0.31 0.31 0.31 0.31 0.31 21.482 0.31 0.31 0.31 0.30 0.30 0.30 0.30 21.736 0.30 0.30 0.30 0.30 0.30 0.30 0.30 WinTR-20 Version 1.0 Page 4 05/11/2010 10:45 Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway WinTR-55, Version 1.00.08 Page 4 5/11/2010 10:48:41 AM Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location . (in) (ft) (hr) (cfs) (csm) Line Start Time Flow Values @ time increment of 0.036 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 21.990 0.30 0.30 0.30 0.30 0.30 0.30 0.30 . 22.244 0.30 0.30 0.30 0.30 0.30 0.30 0:29 22.498 0.29 0.29 0.29 0.29 0.29 0.29 0.29 22.753 0.29 0.29 0.29 0.29 0.29 0.29 0.29 23.007 0.29 0.29 0.29 0.29 0.29 0.29 0.29 23.261 0.29 0.29 0.28 0.28 0.28 0.28 0.28 23.515 0.28 0.28 0.28 0.28 0.28 0.28 0.28 23.770 0.28 0.28 0.28 0.28 0.28 0.28 0.28 24.024 0.28 0.27 0.27 0.26 0.26 0.24 0.23 24.278 0.21 0.19 0.17 0.15 0.13 0.11 0.09 24.532 0.08 0.07 0.06 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) DA T2 0.010 2.196 12.32 9.13 955.43 Line Start Time Flow Values @ time increment of 0.047 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 9.044 0.05 0.05 0.06 0.06 0.07 0.07 0.07 9.376 0.08 0.08 0.09 0.09 0.09 0.10 0.10 9.709 0.10 0.11 0.11 0.12 0.12 0.13 0.13 10.041 0.14 0.14 0.15 0.15 0.16 0.17 0.18 10.374 0.18 0.19 0.20 0.21 0.22 0.23 0.24 10.706 0.25 0.26 0.28 0.29 0.31 0.32 0.34 11.039 0.35 0.37 0.39 0.41 0.43 0.46 0.49 11.371 0.51 0.55 0.58 0.62 0.66 0.72 0.80 11.704 0.91 1.07 1.30 1.65 2.14 2.81 3.64 12.036 4.61 5.68 6.75 7.70 8.46 8.93 9.13 12.368 9.08 6.81 8.39 7.85 7.23 6.57 5.94 12.701 5.35 4.84 4.40 4.02 3.68 3.37 3.10 13.033 2.86 2.65 2.46 2.29 2.14 2.01 1.89 13.366 1.79 1.69 1.61 1.53 1.46 1.40 1.35 13.698 1.29 1.25 1.20 1.16 1.12 1.09 1.05 14.031 1.02 0.99 0.96 0.93 0.91 0.89 0.86 14.363 0.85 0.83 0.81 0.80 0.78 0.77 0.76 14.696 0.75 0.74 0.73 0.72 0.71 0.70 0.70 15.028 0.69 0.68 0.67 0.67 0.66 0.65 0.65 15.361 0.64 0.63 0.63 0.62 0.61 0.61 0.60 15.693 0.59 0.59 0.56 0.57 0.57 0.56 0.55 16.026 0.55 0.54 0.53 0.53 0.52 0.52 0.51 16.358 0.50 0.50 0.49 0.49 0.48 0.48 0.48 16.690 0.47 0.47 0.47 0.46 0.46 0.46 0.45 17.023 0.45 0.45 0.45 0.44 0.44 0.44 0.44 17.355 0.43 0.43 0.43 0.43 0.42 0.42 0.42 17.688 0.42 0.41 0.41 0.41 0.41 0.40 0.40 18.020 0.40 0.40 0.40 0.39 0.39 0.39 0.39 18.353 0.38 0.38 0.38 0.38 0.37 0.37 0.37 WinTR-20 Version 1.0 Page 5 05/11/2010 10:45 Cedar Creek II Wind Project WinTR-55, Version 1.00.08 Page 5 5/11/2010 10:48:41 AM Cedar Creek II Wind Project Developed - CCII. with Offsite Runoff for Channels & Spillway Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Developed - CCII with Offsite Runoff for Channels & Spillway Line Start Time Flow Values @ time increment of 0.047 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 18.685 0.37 0.36 0.36 0.36 0.36 0.36 0.35 19.018 0.35 0.35 0.35 0.34 0.34 0.34 0.34 19.350 0.33 0.33 0.33 0.33 0.32 0.32 0.32 19.683 0.32 0.31 0.31 0.31 0.31 0.30 0.30 20.015 0.30 0.30 0.30 0.29 0.29 0.29 0.29 20.348 0.28 0.28 0.28 0.28 0.28 0.28 0.27 20.680 0.27 0.27 0.27 0.27 0.27 0.27 0.27 21.012 0.27 0.27 0.27 0.27 0.27 0.27 0.26 21.345 0.26 0.26 0.26 0.26 0.26 0.26 0.26 21.677 0.26 0.26 0.26 0.26 0.26 0.26 0.26 22.010 0.26 0.26 0.26 0.26 0.26 0.25 0.25 22.342 0.25 0.25 0.25 0.25 0.25 0.25 0.25 22.675 0.25 0.25 0.25 0.25 0.25 0.25 0.25 23.007 0.25 0.25 0.25 0.25 0.25 0.25 0.24 23.340 0.24 0.24 0.24 0.24 0.24 0.24 0.24 23.672 0.24 0.24 0.24 0.24 0.24 0.24 0.24 24.005 0.24 0.24 0.23 0.23 0.22 0.22 0.20 24.337 0.19 0.17 0.15 0.14 0.12 0.10 0.09 24.670 0.07 0.06 0.05 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) OUTLET 0.034 2.337 12.27 37.66 1121.42 Line Start Time Flow Values @ time increment of 0.036 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 8.207 0.05 0.08 0.10 0.11 0.11 0.12 0.12 8.459 0.13 0.13 0.14 0.14 0.15 0.15 0.16 8.710 0.16 0.17 0.18 0.18 0.19 0.20 0.20 8.962 0.21 0.22 0.27 0.34 0.35 0.36 0.37 9.213 0.39 0.40 0.41 0.42 0.43 0.45 0.46 9.465 0.47 0.48 0.49 0.50 0.51 0.52 0.53 9.717 0.55 0.56 0.57 0.58 0.60 0.61 0.62 9.968 0.64 0.66 0.68 0.69 0.71 0.73 0.75 10.220 0.78 0.80 0.82 0.85 0.87 0.90 0.93 10.471 0.96 0.99 1.02 1.05 1.09 1.12 1.16 10.723 1.20 1.24 1.28 1.32 1.37 1.42 1.47 10.974 1.52 1.57 1.63 1.69 1.75 1.82 1.88 11.226 1.96 2.04 2.12 2.21 2.31 2.42 2.53 11.477 2.65 2.78 2.93 3.12 3.35 3.66 4.09 11.729 4.68 5.48 6.54 7.96 ' 9.82 12.16 14.95 11.981 18.21 21.85 25.61 29.22 32.43 35.00 36.77 12.232 37.64 37.66 36.93 35.65 33.91 31.85 29.65 12.484 27.42 25.25 23.18 21.29 19.57 18.00 16.57 12.735 15.30 14.16 13.13 12.20 11.38 10.64 9.96 12.987 9.36 8.82 8.33 7.89 7.50 7.14 6.81 13.238 6.51 6.23 5.99 5.76 5.55 5.35 5.18 WinTR-20 Version 1.0 Page 6 05/11/2010 10:45 WinTR-55, Version 1.00.08 Page 6 5/11/2010 10:48:41 AM Cedar Creek II Wind Project Developed — CCII with Offsite Runoff for Channels & Spillway Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (c£s) (csm) Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Line Start Time Flow Values @ time increment of 0.036 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 13.490 5.01 4.86 4.71 4.57 4.44 4.33 4.22 13.741 4.11 4.02 3.93 3.84 3.76 3.68 3.61 13.993 3.53 3.46 3.39 3.33 3.27 3.21 3.15 14.245 3.09 3.04 3.00 2.95 2.91 2.87 2.83 14.496 2.80 2.77 2.74 2.71 2.68 2.66 2.63 14.748 2.61 2.58 2.56 2.54 2.52 2.50 2.48 14.999 2.46 2.44 2.42 2.40 2.38 2.36 2.35 15.251 2.33 2.31 2.29 2.27 2.25 2.24 2.22 15.502 2.20 2.18 2.16 2.15 2.13 2.11 2.09 15.754 2.07 2.06 2.04 2.02 2.00 1.98 1.97 16.006 1.95 1.93 1.91 1.89 1.88 1.86 1.84 16.257 1.83 1.81 1.80 1.78 1.77 1.75 1.74 16.509 1.73 1.72 1.71 1.70 1.69 1.68 1.67 16.760 1.67 1.66 1.65 1.64 1.64 1.63 1.62 17.012 1.61 1.61 1.60 1.59 1.59 1.58 1.57 17.263 1.57 1.56 1.55 1.55 1.54 1.53 1.53 17.515 1.52 1.51 1.51 1.50 1.50 1.49 1.48 17.766 1.48 1.47 1.46 1.46 1.45 1.44 1.44 18.018 1.43 1.42 1.42 1.41 1.40 1.40 1.39 18.270 1.39 1.38 1.37 1.37 1.36 1.35 1.35 18.521 1.34 1.33 1.33 1.32 1.31 1.31 1.30 18.773 1.29 1.29 1.28 1.28 1.27 1.26 1.26 19.024 1.25 1.24 1.24 1.23 1.22 1.22 1.21 19.276 1.20 1.20 1.19 1.18 1.18 1.17 1.16 19.527 1.16 1.15 1.14 1.14 1.13 1.12 1.12 19.779 1.11 1.10 1.10 1.09 1.08 1.08 1.07 20.030 1.06 1.06 1.05 1.04 1.04 1.03 1.03 20.282 1.02 1.02 1.01 1.01 1.00 1.00 0.99 20.534 0.99 0.99 0.98 0.98 0.98 0.98 0.97 20.785 0.97 0.97 0.97 0.97 0.97 0.96 0.96 21.037 0.96 0.96 0.96 0.96 0.95 0.95 0.95 21.288 0.95 0.95 0.95 0.95 0.95 0.94 0.94 21.540 0.94 0.94 0.94 0.94 0.94 0.94 0.93 21.791 0.93 0.93 0.93 0.93 0.93 0.93 0.92 22.043 0.92 0.92 0.92 0.92 0.92 0.92 0.92 22.294 0.91 0.91 0.91 0.91 0.91 0.91 0.91 22.546 0.91 0.90 0.90 0.90 0.90 0.90 0.90 22.798 0.90 0.90 0.89 0.69 0.89 0.89 0.89 23.049 0.89 0.89 0.89 0.88 0.88 0.88 0.88 23.301 0.88 0.88 0.88 0.88 0.87 0.87 0.87 23.552 0.87 0.87 0.87 0.87 0.86 0.86 0.86 23.804 0.86 0.86 0.86 0.86 0.86 0.85 0.85 24.055 0.85 0.84 0.82 0.80 0.77 0.74 0.69 24.307 0.64 0.58 0.53 0.47 0.42 0.37 0.32 24.558 0.28 0.20 0.14 0.08 0.07 0.06 0.05 WinTR-55, Version 1.00.08 Page 7 5/11/2010 10:48:41 AM Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) WinTR-20 Version 1.0 Page 7 05/11/2010 10:45 Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Area or Drainage Peak Flow by Storm Reach Area Alternate 100-Yr Identifier (sq mi) (cfs) (cfs) (cfs) (cfs) (cfs) • DA P1 0.816E-02 10.5 DA P2 0.500E-02 5.5 DA Tl 0.01 13.4 DA T2 0.956E-02 9.1 OUTLET 0.03 37.7 WinTR-55, Version 1.00.08 Page 8 5/11/2010 10:48:41 AM Cedar Creek II Wind Project Developed - CCII with Offsite Runoff for Channels & Spillway Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) WinTR-20 Version 1.0 Page 8 05/11/2010 10:45 WinTR-55, Version 1.00.08 Page 9 5/11/2010 10:48:41 AM Cedar Creek II Wind Project Site Developed Condition 100-YR Storm Runoff Calculations for Drainage Area South of CR 132 WinTR-55 Current Data Description --- Identification Data --- User: Tetra Tech Date: 5/11/2010 Project: Cedar Creek II Wind Project Units: English SubTitle: CCII - 100-Year Runoff for DA South of CR 132 Areal Units: Acres State: Colorado County: Weld Filename: P:\BPAE_Wind\Colorado\Cedar Creek II\Engineering\Hydrology Modeling\CCII Drainage Area South of --- Sub-Area Data --- Name Description Reach Area(ac) RCN Tc CR132 S DA South of CR 132 Basin 132 151.94 69 1.930 Total area: 151.94 (ac) --- Storm Data -- Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr -Yr (in) (in) (in) (in) (in) (in) (in) 1.8 2.35 2.7 3.2 3.6 4.0 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:14 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Storm Data Rainfall Depth by Rainfall Return Period 2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr -Yr (in) (in) (in) (in) (in) (in) (in) 1.8 2.35 2.7 3.2 3.6 4.0 .0 Storm Data Source: User-provided custom storm data Rainfall Distribution Type: Type II Dimensionless Unit Hydrograph: <standard> WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:14 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Watershed Peak Table Sub-Area Peak Flow by Rainfall Return Period or Reach 100-Yr Identifier (cfs) SUBAREAS CR132 S 59.46 REACHES Basin 132 59.46 Down 58.90 OUTLET 58.90 • WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:14 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Hydrograph Peak/Peak Time Table Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period or Reach 100-Yr Identifier (cfs) (hr) SUBAREAS CR132 S 59.46 13.17 REACHES Basin 132 59.46 13.17 Down 58.90 13.29 OUTLET 58.90 WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:14 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Structure Output Table Reach Peak Flow (PF), Storage Volume (SV), Stage (STG) Identifier by Rainfall Return Period Structure Identifier 100-Yr Reach: Basin 132 Weir : Basin 132 72.5(ft) PF (cfs) 58.90 SV (ac ft) .44 . STG (ft) .41 • WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:14 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Sub-Area Summary Table Sub-Area Drainage Time of Curve Receiving Sub-Area Identifier Area Concentration Number Reach Description (ac) (hr) CR132 S 151.94 1.930 69 Basin 132 DA South of CR 132 Total Area: 151.94 (ac) WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:14 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Reach Summary Table Receiving Reach Routing Reach Reach Length Method Identifier Identifier (ft) Basin 132 Outlet STRUCTURE(Basin 132) WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:14 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Sub-Area Time of Concentration Details Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) CR132 S User-provided 1.930 Time of Concentration 1.930 WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:14 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Sub-Area Land Use and Curve Number Details Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number Group (ac) CR132 S Pasture, grassland or range (fair) B 151.942 69 Total Area / Weighted Curve Number 151.94 69 WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:14 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Reach Channel Rating Details Reach Reach Reach Friction Bottom Side Identifier Length Manning's Slope Width Slope (ft) n (ft/ft) (ft) Basin 132 (This reach is a structure: Basin 132) Reach End Top Friction Identifier Stage Flow Area Width Slope (ft) (cfs) (sq ft) (ft) (ft/ft) Basin 132 (This reach is a structure: Basin 132) WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:15 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Structure Description - User Entered Surface Height Surface Reach Area @ Above Area @ Pipe Head on Weir Identifier Crest Crest Ht Above Diameter Pipe Length (ac) (ft) (ac) (in) (ft) (ft) Basin 132 0.72 .67 1.67 72.5 WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:15 AM Tetra Tech Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Weld County, Colorado Structure Rating Details - Computed Reach Pool Flows (cfs) @ Weir Length Idendifier Stage Storage Length #1 Length #2 Length #3 (ft) (ac ft) 72.5ft ft ft Basin 132 0 0.00 0.000 0.5 0.54 71.771 1 1.43 203.000 2 4.28 574.171 5 21.32 2269.609 10 78.10 6419.424 20 297.98 18156.872 WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:15 AM Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Name of printed page file: TR20.out STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) CR132 S 0.237 1.266 13.17 59.46 250.47 Line Start Time Flow Values @ time increment of 0.122 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.459 0.10 0.22 0.50 1.27 3.22 6.72 11.66 12.312 18.19 26.34 35.39 43.83 50.62 55.44 58.29 13.165 59.46 58.92 57.16 54.44 50.71 46.31 42.13 14.018 38.58 35.48 32.72 30.31 28.12 26.08 24.26 14.872 22.65 21.21 19.92 18.76 17.73 16.80 15.97 15.725 15.24 14.57 13.97 13.41 12.89 12.41 11.96 16.578 11.54 11.15 10.78 10.45 10.15 9.87 9.60 17.431 9.35 9.11 8.89 8.68 8.49 8.32 8.18 18.285 8.04 7.91 7.78 7.66 7.54 7.42 7.30 19.138 7.19 7.07 6.96 6.85 6.74 6.63 6.52 19.991 6.41 6.30 6.19 6.08 5.98 5.87 5.77 20.844 5.67 5.58 5.50 5.42 5.35 5.29 5.23 . 21.698 5.18 5.13 5.09 5.05 5.02 4.99 4.95 22.551 4.92 4.90 4.87 4.84 4.82 4.79 4.77 23.404 4.75 4.73 4.70 4.68 4.66 4.64 4.60 24.257 4.55 4.46 4.33 4.15 3.91 3.62 3.30 25.111 2.96 2.61 2.28 1.97 1.68 1.42 1.20 25.964 1.01 0.86 0.73 0.62 0.53 0.45 0.38 26.817 0.32 0.27 0.23 0.19 0.16 0.14 0.12 27.671 0.10 0.08 0.07 0.06 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Basin 132 0.237 Upstream 1.266 13.17 59.46 250.47 Line Start Time Flow Values @ time increment of 0.122 hr (hr). (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.459 0.10 0.22 0.50 1.27 3.22 6.72 11.66 12.312 18.19 26.34 35.39 43.83 50.62 55.44 58.29 13.165 59.46 58.92 57.16 54.44 50.71 46.31 42.13 14.018 38.58 35.48 32.72 30.31 28.12 26.08 24.26 14.872 22.65 21.21 19.92 18.76 17.73 16.80 15.97 15.725 15.24 14.57 13.97 13.41 12.89 12.41 11.96 16.578 11.54 11.15 10.78 10.45 10.15 9.87 9.60 17.431 9.35 9.11 8.89 8.68 8.49 8.32 8.18 18.285 8.04 7.91 7.78 7.66 7.54 7.42 7.30 WinTR-20 Version 1.0 Page 1 05/11/2010 11:02 Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Line Start Time Flow Values @ time increment of 0.122 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 19.138 7.19 7.07 6.96 6.85 6.74 6.63 6.52 19.991 6.41 6.30 6.19 6.08 5.98 5.87 5.77 WinTR-55, Version 1.00.08 Page 1 5/11/2010 11:03:49 AM • Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 20.844 5.67 5.58 5.50 5.42 5.35 5.29 5.23 21.698 , 5.18 5.13 5.09 5.05 5.02 4.99 4.95 22.551 4.92 4.90 4.87 4.84 4.82 4.79 4.77 23.404 4.75 4.73 4.70 4.68 4.66 4.64 4.60 24.257 4.55 4.46 4.33 4.15 3.91 3.62 3.30 25.111 2.96 2.61 2.28 1.97 1.68 1.42 1.20 25.964 1.01 0.86 0.73 0.62 0.53 0.45 0.38 26.817 0.32 0.27 0.23 0.19 0.16 0.14 0.12 27.671 0.10 0.08 0.07 0.06 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location . (in) (ft) (hr) (cfs) (csm) Basin 132 0.237 Downstream .1.266 0.41 13.29 58.90 248.10 Line Start Time Flow Values @ time increment of 0.122 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.580 0.14 0.32 0.79 2.01 4.45 8.33 13.70 12.434 20.65 28.90 37.48 45.23 51.40 55.69 58.16 13.287 58.90 58.15 56.21 53.24 49.41 45.25 41.35 14.140 37.91 34.87 . 32.20 29.82 27.65 25.67 23.91 14.993 22.33 20.92 19.66 18.54 17.52 16.62 15.81 15.847 15.09 14.43 13.84 13.29 12.78 12.30 11.86 16.700 11.45 11.06 10.71 10.38 10.08 9.80 9.54 17.553 9.29 9.06 8.84 8.63 8.45 8.29 8.14 16.407 8.01 7.88 7.75 7.63 7.51 7.39 7.27 19.260 7.16 7.05 6.93 6.82 6.71 6.60 6.49 20.113 6.38 6.27 6.16 6.06 5.95 5.85 5.75 20.966 5.65 5.56 5.48 5.41 5.34 5.28 5.22 21.620 5.17 5.13 5.08 5.05 5.01 4.98 4.95 22.673 4.92 . 4.89 4.86 4.84 4.81 4.79 4.77 23.526 4.74 4.72 4.70 4.68 4.65 4.63 4.58 24.379 4.52 4.42 4.27 4.08 3.82 3.53 3.20 25.233 2.87 2.53 2.21 1.90 1.62 1.37 1.16• 26.086 0.98 0.83 0.71 0.60 0.51 0.43 0.37 26.939 0.31 0.26 0.22 0.19 0.16 0.13 0.11 27.792 0.10 0.08 0.07 0.06 Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) OUTLET 0.237 1.266 13.29 58.90 248.10 WinTR-20 Version 1.0 Page 2 05/11/2010 11:02 Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Line Start Time Flow Values @ time increment of 0.122 hr (hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) WinTR-55, Version 1.00.08 Page 2 5/11/2010 11:03:49 AM Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) 11.580 0.14 0.32 0.79 2.01 4.45 8.33 13.70 12.434 20.65 28.90 37.48 45.23 51.40 55.69 58.16 13.287 58.90 58.15 56.21 53.24 49.41 45.25 41.35 14.140 37.91 34.87 32.20 29.82 27.65 25.67 23.91 14.993 22.33 20.92 19.66 18.54 17.52 16.62 15.81 15.847 15.09 14.43 13.84 13.29 12.78 12.30 11.86 16.700 11.45 11.06 10.71 10.38 10.08 9.80 9.54 17.553 9.29 9.06 8.84 8.63 8.45 8.29 8.14 18.407 8.01 7.88 7.75 7.63 7.51 7.39 7.27 19.260 7.16 7.05 6.93 6.82 6.71 6.60 6.49 20.113 6.38 6.27 6.16 6.06 5.95 5.85 5.75 20.966 5.65 5.56 5.48 5.41 5.34 5.28 5.22 21.820 5.17 5.13 5.08 5.05 5.01 4.98 4.95 22.673 4.92 4.89 4.86 4.84 4.81 4.79 4.77 23.526 4.74 4.72 4.70 4.68 4.65 4.63 4.58 24.379 4.52 4.42 4.27 4.08 3.82 3.53 3.20 25.233 2.87 2.53 2.21 1.90 1.62 1.37 1.16 26.086 0.98 0.83 0.71 0.60 0.51 0.43 0.37 26.939 0.31 0.26 0.22 0.19 0.16 0.13 0.11 27.792 0.10 0.08 0.07 0.06 WinTR-20 Version 1.0 Page 3 05/11/2010 11:02 Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Area or Drainage Peak Flow by Storm Reach Area Alternate 100-Yr WinTR-55, Version 1.00.08 Page 3 5/11/2010 11:03:49 AM Cedar Creek II Wind Project CCII - 100-Year Runoff for DA South of CR 132 Name of printed page file: TR20.out (continued) STORM 100-Yr Area or Drainage Rain Gage Runoff Peak Flow Reach Area ID or Amount Elevation Time Rate Rate Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm) Identifier (sq mi) (cfs) (cfs) (cfs) (cfs) (cfs) CR132 S 0.24 59.5 Basin 132 0.24 59.5 DOWNSTREAM 58.9 OUTLET 0.24 58.9 • WinTR-20 Version 1.0 Page 4 05/11/2010 11:02 WinTR-55, Version 1.00.08 Page 4 5/11/2010 11:03:49 AM Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix B: Hydraulic Computations • Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. Cedar Creek II Wind Farm Project Drainage Channel P2: 100 Year Peak Flow- Retardance C Project Description Friction Method Manning Formula Solve For Normal Depth Input Data f _. Roughness Coefficient 0.163 Channel Slope 0.00290 ft/ft Left Side Slope 4.00 fUft(H:V) Right Side Slope 4.00 ft/ft(H:V) Discharge 5.47 ft3/s Results.. Normal Depth 1.76 ft Flow Area • F12.38 IV Wetted Perimeter 14.51 ft Top Width 14.08 ft Critical Depth 0.65 ft Critical Slope 0.58631 ft/ft Velocity 0.44 fUs Velocity Head 0.00 ft Specific Energy 1.76 ft Froude Number 0.08 Flow Type Subcritical ,GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVFy Output:Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.76 ft Critical Depth 0.65 ft Channel Slope 0.00290 ft/ft Critical Slope 0.58631 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FrowMaster [08.01.068.00] 5/10/2010 5:33:20 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Drainage Channel P2: 100-Year Peak Flow - Retardance D ProjectDescription' '__ L • Friction Method Manning Formula Solve For Normal Depth :Input Data .. Roughness Coefficient • R0.082 Channel Slope 0.00290 ft/ft Left Side Slope 4.00 ft/ft(H:V) Right Side Slope 4.00 ft/ft(H:V) Discharge 5.47 ft3/s Resul#s� __ �e..,. Normal Depth 1.36 ft Flow Area 7.40 ft2 Wetted Perimeter 11.21 ft Top Width 10.88 ft Critical Depth 0.65 ft Critical Slope - 0.14837 ft/ft Velocity 0.74 ft/s Velocity Head 0.01 ft Specific Energy 1.37 ft Froude Number 0.16 Flow Type Subcritical 'GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data • Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.36 ft Critical Depth 0.65 ft Channel Slope 0.00290 ft/ft Critical Slope 0.14837 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center, Bentley FlowMaster [08.01-068.00] 511012010 5:34:23 PM 27 Siomons Company Drive Suite 200 W Watertown,CT 06795 USA 41-203-755-1666 Page 1 of Drainage Channel TI: 100-Year Peak Flow - Retardance C Project Description_'x.. -- -c D Friction Method Manning Formula Solve For Normal Depth r— Input Data Roughness Coefficient 0.099 Channel Slope 0.00320 fUft Left Side Slope 4.00 ft/ft(H:V) Right Side Slope 4.00 ft/ft(H:V) Discharge 13.39 ft3/s Results _ ._._. .__..... Normal Depth 2.00 ft Flow Area 16.07 ft2 Wetted Perimeter 16.53 ft Top Width 16.03 ft Critical Depth 0.93 ft Critical Slope 0.19194 ft/ft Velocity 0.83 ft/s • Velocity Head 0.01 ft Specific Energy 2.02 ft Froude Number 0.15 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 tGVF'Output Data _ } Upstream Depth 0.00 ft Profile Description • Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.00 ft Critical Depth 0.93 ft Channel Slope 0.00320 ft/ft Critical Slope 0.19194 ft/ft Bentley Systems;Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 511012010 5:32:06 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Drainage Channel T1: 100-Year Peak Flow - Retardance D • ;Project Description Friction Method Manning Formula Solve For Normal Depth tnputData • ..._•. rt — _..• ..... Roughness Coefficient 0.059 Channel Slope 0.00320 ft/ft Left Side Slope 4.00 fUft(H:V) Right Side Slope 4.00 ft/ft(H:V) Discharge 13.39 ft3/s . Results-- -- -�-- __.`.__�. ___ _ - • Normal Depth 1.65 ft Flow Area 10.90 ft2 Wetted Perimeter 13.61 ft Top Width 13.21 ft Critical Depth 0.93 ft Critical Slope 0.06817 ft/ft Velocity 1.23 ft/s Velocity Head 0.02 ft Specific Energy 1.67 ft Froude Number 0.24 Flow Type Subcritical FGVF • Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 ;GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headless 0.00 ft Downstream Velocity Infinity WS Upstream Velocity Infinity fUs • Normal Depth 1.65 ft Critical Depth 0.93 ft Channel Slope 0.00320 ft/ft Critical Slope 0.06817 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 5/10/2010 5:29:49 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203.755.1666 Page 1 of 1 Emergency Spillway - Detention Basin P Project Description Solve For Headwater Elevation • ^Input Data Discharge 37.66 ft3/s • Crest Elevation 5132.25 ft Weir Coefficient 3.00 US Crest Length 40.00 ft • Results - _.. _r Headwater Elevation 5132.71 ft Headwater Height Above Crest 0.46 ft Flow Area 18.47 ft2 Velocity 2.04 ft/s Wetted Perimeter 40.92 ft - Top Width 40.00 ft • • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 5/10/2010 5:36:13 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06785 USA +1-203-755-1666 Page 1 of 1 Effective Spillway Weir- Drainage Basin Area South of CR 132 Prolect Descnptlon Solve For Discharge Input Data i Headwater Elevation 5140.41 ft Crest Elevation 5140.00 ft Weir Coefficient 3.09 US Crest Length 72.50 ft Results Discharge 58.90 ft3/s Headwater Height Above Crest 0.41 ft Flow Area 29.72 ft2 Velocity 1.98 ft/s Wetted Perimeter 73.32 ft Top Width 72.50 ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.068.00] 5/1012010 5:38:00 PM 27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix C: Design Drawings Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. Cedar Creek II Wind Farm Project FILE CONTAINS OVERSIZED MAPS Please See Original File Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix D: USDCM Volume 1 , Chapter 5—Time of Concentration Details Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. Cedar Creek II Wind Farm Project DRAINAGE CRITERIA MANUAL'(V. 1) RUNOFF 2.4 Time of.Concentration One of the basic assumptions underlying the Rational Method is that runoff is a function of the average rainfall rate during the time required for water to flow from the most remote part of the drainage area under consideration to the design point. However, in practice, the time of concentration can be an empirical value that results in reasonable and acceptable peak flow calculations. The time of concentration relationships recommended in this Manual are based in part on the rainfall-runoff data collected in the Denver metropolitan area and are designed to work with the runoff coefficients also recommended in this Manual. As a result, these recommendations need to be used with a great deal of caution whenever working in areas that may differ significantly from the climate or topography found in the Denver region. For urban areas, the time of concentration, 4, consists of an initial time or overland flow time, t;, plus the travel time, t„ in the storm sewer, paved gutter, roadside drainage ditch, or drainage channel. For non- urban areas, the time of concentration consists of an overland flow time, t;, plus the time of travel in a defined form, such as a swale, channel, or drainageway. The travel portion, t„ of the time of concentration can be estimated from the hydraulic properties of the storm sewer, gutter, swale, ditch, or drainageway. Initial time, on the other hand, will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. The time of concentration is represented by Equation RO-2 for both urban and non-urban areas: tc =t; +tt (RO-2) in which: re=time of concentration (minutes) = initial or overland flow time (minutes) tt=travel time in the ditch, channel, gutter, storm sewer, etc. (minutes) 2.4.1 Initial Flow Time The initial or overland flow time, t;, may be calculated using equation RO-3: 0.3951.1-C5 t — Soso (RO-3) in which: t,= initial or overland flow time (minutes) C5 = runoff coefficient for 5-year frequency(from Table RO-5) 2007-01 RO-5 Urban Drainage and Flood Control District RUNOFF DRAINAGE CRITERIA MANUAL(V. 1) L = length of overland flow (500 ft maximum for non-urban land uses, 300 ft maximum for urban land uses) S= average basin slope (ft/ft) Equation RO-3 is adequate for distances up to 500 feet. Note that, in some urban watersheds, the overland flow time may be very small because flows quickly channelize. 2.4.2 Overland Travel Time For catchments with overland and channelized flow, the time of concentration needs to be considered in combination with the overland travel time, t„ which is calculated using the hydraulic properties of the swale, ditch, or channel. For preliminary work, the overland travel time, t„ can be estimated with the help of Figure RO-1 or the following equation (Guo 1999): V = CS,,°5 (RO-4) in which: V=velocity'(ft/sec) C = conveyance coefficient (from Table RO-2) S, =watercourse slope (ft/ft) Table RO-2—Conveyance Coefficient, C, Type of Land Surface Conveyance Coefficient, C. Heavy meadow 2.5 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 The time of concentration, 4, is then the sum of the initial flow time, t;, and the travel time, t„ as per Equation RO-2. 2.4.3 First Design Point Time of Concentration in Urban Catchments Using this procedure, the time of concentration at the first design point(i.e., initial flow time, t;) in an urbanized catchment should not exceed the time of concentration calculated using Equation RO-5. t` =—+10 (RO-5) 180 in which: t,= maximum time of concentration at the first design point in an urban watershed (minutes) RO-6 2007-01 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Percentage Surface Characteristics Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential:- Single-family * ,Multi-unit(detached) 60 Multi-unit(attached) 75 Half-acre lot or larger Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools • 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis 45 (when land use not defined) Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. CA =KA + (1.31i' —1.4412 + 1.1351— 0.12) for CA " 0, otherwise CA=0 (RO-6) CCD =KCD + (0.858i3 -0.78612 + 0.774i+ 0.04) (RO-7) CB -(CA + CCD)/2 2007-01 RO-9 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) • RUNOFF Table RO-5—Runoff Coefficients, C Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.04 0.15 0.25 0.37 0.44 0.50 5% 0.08 0.18 0.28 0.39 0.46 0.52 10% 0.11 0.21 0.30 0.41 0.47 0.53 15% 0.14 0.24 0.32 0.43 0.49 0.54 20% 0.17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 0.54 _ 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 __ 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0.15 0.25 0.30 0.35 5% 0.04 0.10 0.19 0.28 0.33 0.38 10% 0.06 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 20% 0.12 0.20 0.27 0.35 0.40 0.44 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 35% 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 RO-11 Urban Drainage and Flood Control District Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix E: USDCM Volume 1 , Chapter 7—Drainage Channel Design Criteria Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. Cedar Creek 11 Wind Farm Project DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE 0.5 0.4 0.3 / Channel capacity // 0.2 design curve w Z oe (C) — Retardance Q .06 —(D) 2 .05 .04 Limiting velocity .03 design curve .02 0.1 0.2 0.3 0.4 0.5 0.6 0.8 1.0 2 3 4 5 6 8 10 20 30 VR, PRODUCTOF VELOCITYAND HYDRAULIC RADIUS From "Handbook of Channel Design For Soil and Water Conservation,: U.S. Department of Agriculture, Soils Conservation Service, No. SCS-TP-61 March, 1947, Rev. June, 1954 Figure MD-9b—Manning's n vs. VR for Two Retardances in Grass-Lined Channels. Rev. 04/2008 MD-85 Urban Drainage and Flood Control District Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix F: USDCM Volume 1 , Chapter 7—Riprap Design Criteria and Gradation Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. Cedar Creek II Wind Farm Project DRAINAGE CRITERIA MANUAL(V. 1) MAJOR DRAINAGE Table MD-7—Classification and Gradation of Ordinary Riprap %Smaller Than Given Intermediate Rock Riprap Designation Size by Weight Dimensions(inches) d50(inches)* Type VL 70-100 12 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 • 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12** 2-10 4 Type H 70-100 30 50-70 24 35-50 18 18 2-10 6 Type VH 70-100 42 50-70 33 35-50 24 24 2-10 9 * d50= mean particle size (intermediate dimension) by weight. ** Mix VL, L and M riprap with 35%topsoil (by volume) and bury it with 4 to 6 inches of topsoil, all vibration compacted, and revegetate. Basic requirements for riprap stone are as follows: • Rock shall be hard, durable, angular in shape, and free from cracks, overburden, shale, and organic matter. • Neither breadth nor thickness of a single stone should be less than one-third its length, and rounded stone should be avoided. • The rock should sustain a loss of not more than 40% after 500 revolutions in an abrasion test(Los Angeles machine—ASTM C-535-69)and should sustain a loss of not more than 10% after 12 cycles of freezing and thawing (AASHTO test 103 for ledge rock procedure A). • Rock having a minimum specific gravity of 2.65 is preferred; however, in no case should rock have a specific gravity less than 2.50. 4.4.1.2 Grouted Boulders Table MD-8 provides the classification and size requirements for boulders. When grouted boulders are used, they provide a relatively impervious channel lining which is less subject to vandalism than ordinary riprap. Grouted boulders require less routine maintenance by reducing silt and trash accumulation and Rev. 04/2008 MD-61 Urban Drainage and Flood Control District MAJOR DRAINAGE DRAINAGE CRITERIA MANUAL (V. 1) 60 $.' 0 G00* J2 O2�Q. 4r `T kg 40 Jy0 p�� Q -C? co 02 00 .2 .4 .6 .8 1.0 Yt /H Use Ha instead of H whenever culvert has supercritical flow in the barrel. **Use Type L for a distance of 3H downstream. Figure MD-22—Riprap Erosion Protection at Rectangular Conduit Outlet Valid for Q/WH1's 5 8.0 MD-108 04/2008 Urban Drainage and Flood Control District Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix G. NOAA Atlas 2, Volume III—Precipitation Depths Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. Cedar Creek II Wind Farm Project FILE CONTAINS OVERSIZED MAP Please See Original File Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix H: USDCM Volume 1 , Chapter 4—Conversion Factor (1 -Hour to 2-Hour Storm) Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. Cedar Creek II Wind Farm Project RAINFALL DRAINAGE CRITERIA MANUAL(V. 1) Figures RA-1 through RA-12 and the 3-hour point precipitation is distributed evenly over the period of 185 minutes to 360 minutes. Table RA-2—Design Storm Distributions of 1-Hour NOAA Atlas Depths Time Percent of 1-Hour NOAA Rainfall Atlas Depth Minutes 2-Year 5-Year 10-Year 25-and 50-Year 100-and 500-Year 5 2.0 2.0 2.0 1.3 1.0 10 4.0 3.7 3.7 3.5 3.0 15 8.4 8.7 8.2 5.0 4.6 20 16.0 15.3 15.0 8.0 8.0 25 25.0 25.0 25.0 15.0 14.0 30 14.0 13.0 12.0 25.0 25.0 35 6.3 5.8 5.6 12.0 14.0 40 5.0 4.4 4.3 8.0 8.0 45 3.0 3.6 3.8 5.0 6.2 50 3.0 3.6 3.2 5.0 5.0 55 3.0 3.0 3.2 3.2 4.0 60 3.0 3.0 3.2 3.2 4.0 65 3.0 3.0 3.2 3.2 4.0 70 2.0 3.0 3.2 2.4 2.0 75 2.0 2.5 3.2 2.4 2.0 80 2.0 2.2 2.5 1.8 1.2 85 2.0 2.2 1.9 1.8 1.2 90 2.0 2.2 1.9 1.4 1.2 95 2.0 2.2 1.9 1A 1.2 100 2.0 1.5 1.9 1.4 1.2 105 2.0 1.5 1.9 1.4 1.2 110 2.0 1.5 1.9 1.4 1.2 115 1.0 1.5 1.7 1.4 1.2 120 1.0 1.3 1.3 1.4 1.2 Totals 115.7 115.7 115.7 115.6 115.6 3.2 Adiustment to Rainfall Distribution for Watershed Size The NOAA Atlas provides guidelines for adjusting the rainfall depths with increasing catchment area. Area-depth adjustments are given in the Atlas for durations of/:-, 1-, 3-, 6-and 24-hours. Figure RA-14 was based on a similar figure in the NOAA Atlas. The 15-minute curve was extrapolated by the District from the information shown for other storm durations on Figure RA-14. The fast response times of urbanized watersheds and sharp rainstorm distribution gradients in the Denver area require adjustments of rainfall depths for storm durations that are less than %-hour. RA-4 01/2004 Urban Drainage and Flood Control District Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix I: NRCS Soil Reports • Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. r Cedar Creek II Wind Farm Project t ..f.1/2" e h v 096 C94 006EE94 0S9EES4 00BEE9b 09LEE94 00L ED099 E96 co V. .C6.917.601. t 3 I _ -00.99.E0I. N • *100114.1.: [ , . 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Map unit name Rating Acres In AOI _ Percent of AOI --. 23 Dacono clay loam,0 to 6 B 7.4 31.6% percent slopes 24 Eckley sandy clay loam,0 to .B 16.0 68.4% 6 percent slopes Totals for Area of Interest - 23.4 100.0% 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 (ND, 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 forundrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition USDA Natural Resources Web Soil Survey 5/3/2010 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group-Weld County,Colorado,Northern Part Component Percent Cutoff: None Specified Tie-break Rule: Lower MA Natural Resources Web Soil Survey 5/3/2010 Conservation Service National Cooperative Soil Survey Page 4 of 4 v N In a Ei it • 096 ESP 006 SP 09B£ESP 009 E9P O9LEE96 OOL ESP- 099 ESP OM .E6.96.EOL .EP St al 4 11 l,�:, ,,- elm �- s . I ^r. COO. 4 V. I h I i - .......A- r 4 Imo, 'L 11 �? 1 g :R _ d. :19 141•R J V' -f "if • 4 ,.� ,fir F"�_ Y' 1r I Y Y - '_ - - Icy ft 1. 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'C 7 (sue ° a U ,o d moym 0, n o 5 7 o )T m N 3 `m a_c vEi Q r J N . ._ O O a Z O V) O O N O O 5 M N E c y a s m>412 0 N o t N O)N N co E O =p T O Oa C O. >. 0 — O 0 0 r O C 10 ] (/1 v Q N O 'O d o t O y ` d O r to t O > a co 0 .0 t j • a co a N N N U a 'Q a N N N .^N.. o d 0 N 0 > a) . E g,E E CO a, 00 0 O O Z O O o O L z 2 H aE m $ U r� co 0 HvEo a t 0 o a Z O CO E y o `o V) o Ls °) U co.'-. — m c 0 a O n U U o d c Co ≥. o O CO m U .c Z CO C O o 0 c = a 0 o o o N 0 0 = E 2 'o ce > N N g 2' O N 2 c :� N N I O 63 O O: — 7 2 J o ry CO G t o Y LU . Z RI t t NO in J • o .0 0- -- a ea 2 ti _ co m N C a N C O C d 9 3 15o 0 0 O O F W N Z Q A O co f/1 D! (A pN cu o n. 2 'O N N 0 0 F O 'V CO N N- N OI In V O J N J N U V N y Q (n O) O O N N N M N O V N Cq a I U a Cr d i O a C N c y c y 0 E N LL 0 ce W G Co ❑ h IL re I II ® ❑ ❑ ❑ ❑ ❑ ❑ ❑ X Ir a O ❑ ❑ 3 ® L. CO...CI o o ZIf U 01 • K Factor,Whole Soil—Weld County,Colorado,Northern Part K Factor, Whole Soil K Factor,Whole Soil—Summary by Map Unit—Weld County,Colorado,Northern Part Map unit symbol Map unit name Rating . Acres in AOI Percent of AOI 23 Dacono clay loam,0 to 6 .17 7.4 31.6% percent slopes 24 Eckley sandy clay loam,0 to .15 16.0 68.4% 6 percent slopes • Totals for Area of Interest 23.4 100.0% • Description Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water.Factor K is one of six factors used in the Universal Soil Loss Equation(USLE) and the Revised Universal Soil Loss Equation (RUSLE)to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity(Ksat).Values of K range from 0.02 to 0.69. Other factors being equal,the higher the value,the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw(whole soil)" indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Layer Options: Surface Layer USDA Natural Resources Web Soil Survey 5/3/2010 Conservation Service National Cooperative Soil Survey Page 3 of 3 Hydrologic Soil.Group—Weld County,Colorado,Northern Part (CCII Wind Project-Hydrologic Soil Groups for DA South of CR 132) v 602000 602100 602200 602300 602400 602500 602600 602700 602800 40°5655 _ - - - 40°56 55- y °is y * �, • '.: 4= wog,,. , 4 ` rj,I y 0 .+ ,� 1 • > ITT I Imo_ F h �. .`_ , yL o°- I f i' 1 . 1 II ,- I I. o R - ,y4` - 1III ' 1 I 6 IL M A . s,N eIMIN - e , a( r, a fvip. e f 5 r'. r 7 Io S4 / o 01 I e f. F 34 I • I ,- irt e 2 ITS '--~ -°.•.1 I ` +�' II I - __ - . _ I I o . n ° - • - J m e • :0 co . N , 0 in 8 v- t 40'56.15 40°56'15 602000 602100 602200 602300 602400 602500 602600 602700 602800 Map Sole:1:5,8301(printed on Asize(8.5x 111 sheet S. zo N Meters A 0 50 100. 200 300 2 Feel 0 200 400 800 1200 __,__USDA Natural Resources Web Soil Survey 5/10/2010 EMS Conservation Service National Cooperative Soil Survey Page 1 of 4 . r ; ( ' a' § « 2 ) § ;f • \ ! ! § 0 § oE . Z r. ( \ ) (, O { / i / $ to § : e § O z _ k § | 2 0) 5 ■ § _ _ f i - co - LL O 5 �\\ \ / }\ E (\}\ z ,• 0CL _ ±_§ \ a { 2 # \ }/ ( K / )\ 7 ! ; � _ 5 R Z E t. E : co- t y 0. /; {- § 0 [ \ \#\ \ i { C0; ® = f f2 ) /; {f COco iii co c: ` E ,5c of ! } f -00 \ - bE \O /\ k \ / \ \{/ Co \ E `5 co E! 5 6- c c9 as / ! '2 ) 175 Ti 5. \\ 2 < 'el — N E — 0to O c2 a • o co co - -I I — O ) 0) ; ) ) aa - cc to — 0- ; 0), < moo0Z .1 ` )! ) _ : _ , : « , ! 0 ) ! } DLCO ■ OE « gC CO ) ° O Dili KIM , o cal U q Hydrologic Soil Group—Weld County,Colorado,Northern Part CCII Wind Project-Hydrologic Soil Groups for DA South of CR 132 Hydrologic Soil Group • Hydrologic Soil Group—Summaryby Map Unit—Weld County,Colorado,Northern Part . Map unit symbol Map unit name . Rating . , Acres In AOI • Percent of AO1 . 1 Altvan fine sandy loam,0 to 6 B 0.6 0.3% percent slopes 4 Ascalon fine sandy loam,0 to-6 B 10.8 6.1% percent slopes - 5 Ascalon fine sandy loam,6 to 9 B 19.5 10.9% percent slopes 16 Bresser sandy loam,3 to 9 B 0.3 0.1% percent slopes 19 Bushman-Curabith-Canyon B 79.1 44.3% . complex,0 to 20 percent , • , slopes 23 Dacono clay loam,0 to 6 B 60.0 33.6% percent slopes • 24 Eckley sandy clay loam,0 to 6 B - 8.3 4.7% percent slopes • Totals for Area of Interest 178.6 100.0% • USDA Natural Resources Web Soil Survey 5/10/2010 a Conservation Service National Cooperative Soil Survey • Page 3 of 4 Hydrologic Soil Group—Weld County,Colorado,Northern Part CCII Wind Project-Hydrologic Soil Groups for DA South of CR 132 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 (ND, 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 (ND, 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: Lower USDA Natural Resources Web Soil Survey 5/10/2010 Conservation Service National Cooperative Soil Survey Page 4 of 4 Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix J : WINTR-55 Curve Numbers Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. Cedar Creek II Wind Farm Project Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2a Runoff curve numbers for urban areas 11 Curve numbers for Cover description - hydrologic soil group Average percent Cover type and hydrologic condition impervious area V A B C D Fully developed urban areas (vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc.)W: Poor condition(grass cover<50%) 68 79 86 89 Fair condition(grass cover 50%to 75%) 49 69 79 84 Good condition(grass cover>75%) 39 61 74 80 Impervious areas: Paved parking lots,roofs,driveways,etc. (excluding right-of-way) 98 98 98 98 Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) 98 98 98 98 Paved;open ditches(including right-of-way) 83 89 92 93 Gravel(including right-of-way) 76 85 89 91 Dirt(including right-of-way) 72 82 87 89 Western desert urban areas: Natural desert landscaping(pervious areas only) 63 77 85 88 Artificial desert landscaping(impervious weed barrier, desert shrub with 1-to 2-inch sand or gravel mulch and basin borders) 96 96 96 96 Urban districts: Commercial and business 85 89 92 94 95 Industrial 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less(town houses) 65 77 85 90 92 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84 2 acres 12 46 65 77 82 Developing urban areas Newly graded areas (pervious areas only,no vegetation)& 77 86 91 94 Idle lands(CN's are determined using cover types similar to those in table 2-2c). r Average runoff condition,and Ia=0.25. - 2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 24. 3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space cover type. 4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 24 based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas. (210-VI-TR-55,Second Ed.,June 1986) 2-5 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2b Runoff curve numbers for cultivated agricultural lands 11 Curve numbers for Cover description hydrologic soil group Hydrologic Cover type Treatment 21 condition a' A B C D Fallow Bare soil — 77 86 91 94 Crop residue cover(CR) Poor • 76 85 90 93 Good 74 83 88 90 Row crops Straight row(SR) Poor 72 81 88 91 Good 67 78 85 89 SR+CR Poor 71 80 87 90 Good 64 75 82 85 Contoured(C) Poor 70 79 84 88 Good 65 75 82 • 86 C+CR Poor 69 78 83 87 Good 64 74 81 85 Contoured&terraced(C&T) Poor 66 74 80 82 Good •62 71 78 81 C&T+CR Poor 65 73 79 81 Good 61 70 77 80 Small grain SR Poor 65 76 84 88 Good 63 75 83 87 SR+CR Poor 64 75 83 86 Good 60 72 80 84 C Poor 63 74 82 85 Good 61 73 81 84 C+CR Poor 62 73 81 84 Good 60 72 80 83 C&T Poor 61 72 79 82 Good 59 70 78 81 C&T+CR Poor 60 71 78 81 Good 58 69 77 80 Close-seeded SR Poor 66 77 85 89 or broadcast Good 58 72 81 85 legumes or C Poor 64 75 83 85 rotation Good 55 69 78 83 meadow C&T Poor 63 73 80 83 Good 51 67 76 80 l Average runoff condition,and'a=°•25 • 2 Crop residue cover applies only if residue is on at least 5%of the surface throughout the year. 3 Hydraulic condition is based on combination factors that affect infiltration and runoff,including(a)density and canopy of vegetative areas, (b)amount of year-round cover,(c)amount of grass or close-seeded legumes,(d)percent of residue cover on the land surface(good≥2096), and(e)degree of surface roughness. Poor.Factors impair infiltration and tend to increase runoff. Good:Factors encourage average and better than average infiltration and tend to decrease runoff. 2-6 (210-VI-TR-55,Second Ed.,June 1986) Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2c Runoff curve numbers for other agricultural lands 11 Curve numbers for Cover description --- hydrologic soil group Hydrologic Cover type condition A B • C D Pasture,grassland,or range—continuous Poor 68 79 86 89 forage for grazing.V Fair 49 69 79 84 Good 39 61 74 80 Meadow—continuous grass,protected from — 30 58 71 78 grazing and generally mowed for hay. Brush—brush-weed-grass mixture with brush Poor 48 67 77 83 the major element.al Fair 35 56 70 77 Good 30 9 48 65 73 Woods—grass combination(orchard Poor 57 73 82 86 or tree farm).W Fair 43 65 76 82 Good 32 58 72 79 Woods.' Poor 45 66 77 83 Fair 36 60 73 79 Good 30 4' 55 70 77 Farmsteads—buildings,lanes,driveways, — 59 74 82 86 and surrounding lots. I Average runoff condition,and Ia=0.25. 2 Poor <50%)ground cover or heavily grazed with no mulch. Fair: 50 to 75%ground cover and not heavily grazed. Good: >75%ground cover and lightly or only occasionally grazed. 3 Poor. <50%ground cover. Fair 50 to 75%ground cover. Good: >75%ground cover. . 4 Actual curve number is less than 30;use CN=30 for runoff computations. 5 CN's shown were computed for areas with 50%woods and 50%grass(pasture)cover.Other combinations of conditions may be computed from the CN's for woods and pasture. 6 Poor: Forest litter,small trees,and brush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned,and some forest litter covers the soil. Good: Woods are protected from grazing,and litter and brush adequately cover the soil. (210-VI-TR-55,Second Ed.,June 1986) 2-7 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2d Runoff curve numbers for arid and semiarid rangelands l/ lown Curve numbers for Cover description hydrologic soil group Hydrologic Cover type condition?' A al B C D Herbaceous—mixture of grass,weeds,and Poor 80 87 93 low-growing brush,with brush the Fair 71 81 89 minor element. Good 62 74 85 Oak-aspen—mountain brush mixture of oak brush, Poor 66 74 79 aspen,mountain mahogany,bitter brush,maple, Fair 48 57 63 and other brush. Good 30 41 48 Pinyon-juniper--pinyon,juniper,or both; Poor 75 85 89 grass understory. Fair 58 73 80 Good 41 61 71 Sagebrush with grass understory. Poor 67 80 85 Fair 51 63 70 Good 35 47 55 Desert shrub—major plants include saltbush, Poor 63 77 85 88 greasewood,creosotebush,blackbrush,butsage, Fair 55 72 81 86 palo verde,mesquite,and cactus. Good 49 68 79 84 I Average runoff condition,and 1,2=0.25.For range in humid regions,use table 2-2c. 2 Poor: <30%ground cover(litter,grass,and brush overstory). Fair. 30 to 70%ground cover. Good: >70%ground cover. a Curve numbers for group A have been developed only for desert shrub. 2-8 (210-VI-TR-55,Second Ed.,June 1986) Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix K. Site Photos Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. Cedar Creek II Wind Farm Project -ni, .i' . . i v • r • .. t tit ll a ! , • .ne?wFl! mr ~ • `. � v > r �. ' ` 1 7'L 1✓+r G�' i r op Y 4 •r 1'(tr' Y / t V.1mil r r / a. Jaa'3i cf�.l . tea \ t 7� r �v r f} . /-, �Y e��g + f. `„At, Wig}, fir" �"r �{��,4,ra rr?'4-ro K' • "Vi'CT, f.4 At " ; j uS+Jaj'�'✓„lit':{, , fit.." 1''X 1L "i, Photo 1: Outlet end of 4-foot-diameter corrugated metal pipes looking east across CR 135. • i I! ate - —,e�..' i-,`-r 3 :i ':ems,. aii'I *`�w (Ail , cl. -C 3.2"7-4. IL yr Y r1l - y-Y' =W rS H�'.li .., k � 1. } s r' •.r. Jtis .( 'f �,t {Iigr��l�\ J r 7,0- L K. r- a Bi4Y� ,,....;a4,-2/.--;„---• �' r o-• --4 Photo 2: Drainage area north of Batch Plant Area along CR 135 looking east. • 1' y . ,]^�__ _.t TL • - - - -- - . . n r, I , , - ' - - — - 'sr ---\- .u�Yag' ryes t at' R C - to YI . . ,/ i o - i l - " .. .r *brtT<H./, . 1 •_ . < ,.s ..r., 4 ir' ` 1 .. r t _ - ', ^ ... 1. 1^ "i'' ••• 4'4 /n, e Photo.3: Inlet end of 4-foot diameter corrugated metal pits looking west across CR 135. - - RD132 • — 115 •. tit 1v '1.1.2'. � v� pp :ti • i.ti . , '! w i e i' "', vyF '} <�\:. T "s.'s` ..s _ Photo 4: CR 132 and CR 135 looking northeast across site. Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix L: FEMA Flood Maps for Weld County Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. Cedar Creek II Wind Farm Project _ _ _ _ _ . _ __ _ _ . _ - _ I. iT WSblaib iibia 1r 1 r . u. .. —�.w-r__. .,, ✓ • _.- • .- a ,i ia -ma �� .- . , - - 'I Ry—Y y' i - • J CO I 1 1 i il ip > ` rrLiii ti._ , fI , rIC, l sikti I� t>'I Ir. t' I lo s . ! orb „et-el 10, 11 1}I P i sthlt�dcf r"r I' � �y { i . � or I ' 4�� 1i - — , /7.--11:1:::: as —_ AREA t� s Io1utxc� ltit �7 Shr Afi4 A •tr• 1 1144 . ! i ; il 1 .a _..-_.... �� I5FA NOT- INCLUDED FLEA NOT INCLUDED • P \ A _m ~'S • Li T 87w `f • 1 ►ntanOtt1n :'1; al , f AREA NOT Irvlwl.. � Dts, D - i ` es ti e f - a 27 - - I : j Ic7icnc11 11jllikCO Ni AREA NOT ! NCLUO IW >' J 'frrrir -- oee 080266 0725c 080266 0750 CA 080268 0775 C 080266 0800 C / { 1z4 t51` Cilli 1 l`:yi AREA NOT INCLUDED _. / • f ft NATIONAL FLODU INSURANCE ERMMRAN4 a 03 igi ! I x I AREA NOT INCLUDED ' r (i FIRM Tow ii or WA! � + I�. I �tiiA i� or l'l,Itcec'ill � .�. __ . _ __ _ ! ��.�.-. - - iv:: , '.— = AREA NOT INCLUDED hj r, 11 FLOOD INSURANCE RATE MAP c I t 080266 € 856 ii I ,( ( 861266 0860 C ,!I : 1 11 Iii I ! iTELDlCOU COUNTY ` 'i �) ' I COLORADO %, ' tiI1 ' (UNINCORPORATED AREAS ) 060266 0850 C - •: - • : . ..._.,..� „ A • . . 06 6 0800C 080268 0925 TT ' • i i FII # �7 4 ', ] ' i Ill "4 r le - I ; se # , # 4 : ! , . i 0'0. 11 Or I I1C' It + 114' - - - - . _ --- + clik•SI 0 �" - _� _ .�a{�4 r1ek C I d O , � - l �, �� n s1i Itit�t' Itt'tililin�+ I ' MAP INDEX I AREA NOT INCLUDED AKA NOT 4 r J AREA, NOT INCLUDE- D � � I Fr►�E-LEFR1NTEa:7$ 32545555 460 s85 - r *CL UO� < O§ I rill I 44, 495.. 60a 607 . 669 € r 5 G17 En).). 06 I i c # 'I 'I ; -63$I 75! - 63... 6+55 6036 es d�1, 7625 79a 775 . NORTHERN ti, CP• r ese a �. � . 655 $ 1 eat 6t63. HI �6t# I t .0c6 •l ' i ' 0ae 903 02$ O 670 say tali HI 990 Town Pc Eno (' t � t, l l s1r 1 . :1'qttrl? �'rT I .. _— - -- —.� — 1 Ili AKA NOT i F.,.61 AREA N €- ','' ,� • YilI11 y1liilT' • �' IYE �. NUMBERS a1y I- 4 r '` `'' ' 14' tic a r4�' Il it c, � + , rL� j :+h Iti cit I Iitcl �{it1 �` g7 � �� -� d � �J UNION ill;j421110� 1 AREA NOT INCLUDED ,II ! I PACIFIC w AREA i4 INC( 4 �� r 1r , - � � /136- IL,_,..) : W MAP REVISED: Y. i0006 X060 �� 1 I } � .080 6 + 64 Cs �ipt SEPTEMBER , 1999..,,r, i ' 1 1 .czrIli II' JC—Coot Creek I Vs' I_ I. *t 080266 1025 C * 1380266 >k 1050 � IL �,t ' I Federal Emergency +ittnngement Agency i �II • ARCA NOT LINCLUDED I ' I _ _ _ —_ 1 I 080266 0970D 080266 0060 C 080266 0995 C ' P ,AN1F L NOT FR1NTED - AREA IN ZONED * * PANEL NOT PRINTED AREA IN ZONEC This is an official copy of a portion d the above referenced flood map It was extracted using F-MIT Or-Lint This map does not reflect changes or smeridments which may haw been made subsequent to the date on the title black For the latest product inft rmation about National Flood Insurance Program flood mss check the. FEMA Flood Map Stara at wwry msc fern ! gay r _ 111 Li LR11Ll L lEi V 1L 10, V1 L I ila td, %/.. ii kJ A.1 'I 1/ V . Li 1J A. Li V 1 +.11 L Ninir tiiiiici /00 ' FrEmA _1 . ____] .. . _ __I - F �I - - - �- __ - i r 14 (NM 017$ c il 'I &IJst� 71c� C t1i1�'5'l lftag C ' 1�14'liil 1101 I 't11 Hi 1125 C ° M PH H x1514 —ir..„.....,_ n Ij I !, Zoom Win l t. �,.,._..-,,...� - - - --I - 1--- -- - i —1 Ni It 1 NE 11X Ie.z?t5 ,Mk ci t “ 4 .C 11, 10*1 i2nn c ' usi . 144t5uc 1101K 1113 C ' 1KJ21b UNI Loom 1a - 00.111 Ott J r Make AA d fte I , 1 I •— ,a - — •� B1 I I b — r. oeohh1 Gil l C _,, I ;1i'r►1� lbt Liao C "CIIO 43r1b 5 y cIti1ii 64142 15-0a01 i415 rr011?0, MA i i \ il 1111 BI 1414 C Q+1f a 5r 1 „ ' t p 8i g ry C [ AA ¢7 s ■ICY 112.1 1 Iv Ins .� yI tiu.ai Uf 4 0 ' 111ErES flU C. ' 111314 hh�'5, C LF *i/2C■ 111)2 C ma .11121150 , F•,.4,t4.t1tTfl ' : =. Gi 1TS6 Mil 5 I — -- _ — — — - �u i. I .' - a. II - l ' r, - - - --- a I 101756 Dint i i 1108150. _ 01019F £tTh r. 01435E U10 C — I DIEKIE6f43t; I ---110115014 C hi IN nnii i nt Q P14.31 M O C r _- 1015,0 0) i C 111211 Jj[� 0 0 1 [ iii t :. r smith y viol rolurairc 11 Who J I • J _ _ a' i J l y i rataINtelAMM.C FATE NM A4i l t111$ L I11ini41. °In .c a.,— , -� 11'111.0 M II L' S t S'. btot341135U t IN 10112t6 Q10J Q � 111A1, 1115 C 41 an 1U Di C COLORADO ii IM Rig i Prnrrri►+ a1r1l 111 4.1i1 1 S t` - - ! 4 I MAP I NM ▪ 1' r ▪ n; :t* tow Ii 0O NI J$I E I: II I. IN 11,.Y.1 ♦�b 0/ filL42t4 107i c 811111tH 215# I "" glans ' 1rI4 , Dalrlili1ISI4 D Q[01R1 155r. C 011,11116 # M'15 C 411WW1 PEI I ' 1 .%1 C ll 111P if Intl? SCPICIAMR22 1)19 1 - 11 F J-. II I w !lTsr 1 rnn r1 T'S 7' 1 !, nn n r, re. rr n in -rrrlw7 • '1 /1M1J1 . rr. el. Trim. • r en. IJ'4ri . r. Final Drainage'Report Wind Energy Facility and 230-kV Transmission Line USR 1723 Appendix M. NAG Erosion Controls 1. Cedar Creek II Wind Farm Project Final Drainage Report Wind Energy Facility and 230-kV Transmission Line USR 1723 This page intentionally left blank. a Cedar Creek II Wind Farm Project FJOM Aae[.m Gnaen•ENDS Verenn 1.J 2010 SBPN1111MPOIED BY.len.Trch EC.Irc — PROJECT NAME:•Coda C. II Wad RaRH 1PROJE CT NO PROM 5IATION4SEAEtt_..........__.1TO STATION/READ. .. ID RAJNAGE AREA EWAN 1I _ _DESIGN PPE OUENC.10O.51em_ HYDRAULIC RFsu7 i$ S751r.D0E7 DD.147.494a Pa*TVA Veed7(loa A0141101 1174•44YS•ic N4.11,4 (de] Pned(N.1 Red:.1I1 Deph[EI 114 20 1.00 7.44 D65 1.06 I 5.0 m12 1 CO fWMf QOO R l)1 1 IN R RFSI II T T Nd Ip 54444 Men,Type VrgdmaFMednmin RarR RleetryMaym Pom:eabe Cakrbed Sekb Feda• Remska 51K/e Parr RmA Oea i lTpe Denaey 51r450ms 5hra5trm 1550 loll • 554411 575 Umayaecd 155 077 569 STABLE Step1eD a C {Beek 01 M1pa5aneni II***************************************************************************** NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4 .3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S . I . QUICK-PICK CHANNEL LINING BACK-UP COMPUTATIONS ***************************************************************************** PROJECT NAME: Cedar Creek II Wind Project PROJECT NO. : COMPUTED BY: Tetra Tech EC, Inc. DATE: 5/1/2010 FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: Channel T1 DESIGN FREQUENCY: 100-yr Storm Flow ***************************************************************************** INPUT PARAMETERS ***************************************************************************** Channel Discharge : 13 .4 cfs ( . 38 m(3/s) Peak Flow Period : 2 hours Channel Slope : 0 . 003 ft/ft (0 . 003 m/m) Channel Bottom Width : . 0 ft ( .00 m) Left Side Slope : 4 : 1 Right Side Slope : 4 : 1 Required Lining Longevity : 12 months Blanket Selected From All Materials Degradeable Material Options ***************************************************************************** CALCULATIONS ***************************************************************************** Initial Depth Estimate = 0 . 16 * (13 .4 / (0 . 003"0 :5) )0 . 375 = 1 .24 ft ( .38 m) Final Channel Depth (after 8 iterations) = 1 . 36 ft (0 .42 m) Flow Area = (0 . 0 * 1.4) + (0 . 5 *1 .362 * (4 . 0+4 . 0) ) = 7 .4 sq. ft (0 . 7 mA2) Wet Per. =0 . 0 + (1 .4* ( ( (4 . 0^2) +l) A . 5 + ( (4 . 0A2) +1) A . 5) ) = 11 .2 ft (3 .4 m) Hydraulic Radius = (7 .4 / 11 .2) = 0 . 7 ft (0 .2 m) Channel Velocity = (1 .486/0 . 035) * (0 . 70 . 667) * (0 . 003'' . 5) = 1. 8 fps (0 .5 m/s) Channel Effective Manning' s Roughness = 0 . 035 Calculated Shear (Td) = 62 .4 * 1. 36 * 0 . 003 = 0 .27 psf (13 . 0 Pa) Safety Factor = (Tp/Td) = (1. 55 /0 .27) = 5 . 69 9146 Ane.cm 6.444•ECM DSVsasns 3 RNVAIO 05PN LQMPUIED Y.Ir.loch K.Inc. 96 Cu ELI NONE:CeesGeAOWndRaep bRO.EOi NO.: IFROM ,p9*5 TAI 1DN/REACN: _ .. 110 S1A1IONMEAUE_ 10154144606 AREA Owed h2. t1ESIGN FRE 13 ABM.10044 Siam. ,1YDRAUI IC RF AJITS Oechne Po# Veb Hm sf Row 4 004 (gel Nfee WWI $75 144610421 (d1 Fbcd(1..1 Red4:0R 0e.A1 95 20 122 4.52 052 1.06 QUR9 a WdeQ000 l01 LINER RESULTS Nolb Sub Ne0wglPn Vevpem Dummied. Peace $Ia6A/A.dm.. Pmin s ClwAsed Sale0r Fella Fl male Sops Felten Ran Dw Type DmdY 5144 Seep Shea Seen IRO IPdi Seeyl 575 Unvepssed 1.55 Q19 006 STABIL 5Rais �B4hm lrpl Sae,' TI*****************************************'************************************ NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4 .3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S . I . QUICK-PICK CHANNEL LINING BACK-UP COMPUTATIONS ***************************************************************************** PROJECT NAME: Cedar Creek II Wind Project PROJECT NO. : COMPUTED BY: Tetra Tech EC, Inc. DATE: 5/1/2010 FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: Channel P2 DESIGN FREQUENCY: 100-yr Storm Flow ***************************************************************************** INPUT PARAMETERS ***************************************************************************** Channel Discharge : 5 . 5 cfs ( . 16 m'3/s) Peak Flow Period : 2 hours Channel Slope : 0 . 003 ft/ft (0 . 003 m/m) Channel Bottom Width : . 0 ft ( . 00 m) Left Side Slope : 4 : 1 Right Side Slope : 4 : 1 Required Lining Longevity : 12 months Blanket Selected From All Materials Degradeable Material Options ***************************************************************************** CALCULATIONS ***************************************************************************** Initial Depth Estimate = 0 .16 * (5 .5 / (0 . 003'0 .5) ) '0 .375 = 0 . 91 ft ( .28 m) Final Channel Depth (after 7 iterations) = 1 . 06 ft (0 .32 m) Flow Area = (0 . 0 * 1.1) + (0 . 5 *1. 06'2 * (4 . 0+4 . 0) ) = 4 .5 sq. ft (0 .4 m'2) Wet Per. =0 . 0 + (1 .1* ( ( (4 . 0'2) +1) ' . 5 + ( (4 . 0'2) +l) ' . 5) ) = 8 . 8 ft (2 . 7 m) Hydraulic Radius = (4 .5 / 8 . 8) = 0 .5 ft (0 .2 m) Channel Velocity = (1.486/0 . 042) * (0 .5'0 . 667) * (0 . 003' .5) = 1 .2 fps (0 .4 m/s) Channel Effective Manning' s Roughness = 0 . 042 Calculated Shear (Td) = 62 .4 * 1. 06 * 0 . 003 = 0 . 19 psf (9 .2 Pa) Safety Factor = (Tp/Td) = (1. 55 /0 . 19) = 8 . 06 LlaTMovt Gwen-ENDS Vend 3 44/2010 YMYDMw1EDSY:Tete Tech FC.lre EAWECT NeME_Ce1s Creek Il Wed FSa 'PROJECT NO_____,__, ,,,, ,,1516FE DESCflIPT10N.Odnom Bmh P„4.1 sb sten. fmy) GieesWv SltJDeym Icm,di J Slope Sieben a4i MOP Ian*" Mud N Fade 110 I O Total SW.Length COI Protection rme [anal* J Rdclm P.aa Nadi.! 13 I Begaeip Month I2* J sfi1[4�1 A¢oled R Oahe Ila ... b Slope 6refei(N:li 1 - sdiN. Iopbpm_. niacin IOT Na to Scale Sal Lon rNemse fail aE Reach Can.OW. Natant Vepeocan Ina Demir ASL AOL NISI. NSL SLY SF rental. Staple 0epa End Growth 10PM brae eta beau mat MT IN 1) Iwl f l PI (1,1 I 0 25 575 0076 0.011 air aaJ OE 31.351 STABLE A 3 3 0 E CapmYe 0.0]6 0.004 Vepelen DevlrSoabedpe d wlrweepaonMEv�J4e C{aeimumv.Ca rtnateam.odmd sal Lard monocled] Aob a.al apsa Lon Timm dmpneeltleoi Kann ta.deal ASImdNvagi Sid lmepaaM MMe✓llmiamrtlnel NSLbaeLlamonsd Lon p.a. c 4DdmMantmian Eder) NSLM.MaunsdLmr plead n/mdeii Wimp rcxrl Slrsdlon Tdaamla day scorn Edon Wm) sTdtlnr Fm Cmw p w Ca tion e bon ma rope Imy Wi n mp i.taO ************************************************************************ NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4 . 3 NORTH AMERICAN GREEN SLOPE PROTECTION - ENGLISH/S. I . QUICK PICK - TEMPORARY BACK-UP COMPUTATIONS ************************************************************************ PROJECT NAME: Cedar Creek II Wind Project PROJECT NO. : COMPUTED BY: Tetra Tech EC, Inc. DATE: 5/1/2010 SLOPE DESCRIPTION: Detention Basin P - 4 : 1 Side Slopes ***** INPUT PARAMETERS ***** Slope Gradient: 4 : 1 Slope Degrees = tan& (-1) (1/4) = 00 . 00 degrees Slope Length: 25 feet (7 . 6 meters) Soil Type: Clay Loam K Factor: K= 0 . 21 t*ac*h/100*ac*ft*tonf*in (K= 0 . 03 t*ha*h/ha*MJ*mm) Annual R Factor: 40 100ft*t*in/ac*hr*yr (681 MJ*mm/ha*h*y) for United States, Colorado, Greeley Protection Period: 12 months from July to July, over 1 whole year (s) Cumulative Annual R Factor For The Beginning Month: 38 . 3 % Cumulative Annual R Factor For The End Month: 38 .3 % PRECIPDIST = 38 .3 - 38 . 3 + (100 * 1) = 100 . 0 REACH CUMULATIVE DISTANCE MATERIAL C NO. TO END OF REACH FACTOR 1 25 feet/7 . 6 meters S75 0 . 056 SLT = 0 .25 inches (0 . 64 centimeters) ADJR = 40 * 100 . 0 / 100 =40 . 100ft*tonf*in/ac*hr*yr (680 . 8MJ*mm/ha*h*yr) Soil Loss Factor (SLF) = 1. 71 inches (4 .34 cm) ***** CALCULATIONS ***** REACH NUMBER: ***1*** CUMHORZL1 =25 * cos (0 . 0) = 24 .3 feet (7.4 meters) LS 1 Factor = 0 . 00 Cumulative LS 1 Factor = 1 .52 ASLBARE 1 = . 00595 * 40 * 0 . 21 * 0 . 00 =0 . 076 in (0 . 193 cm) MSLBARE 1 = . 00595 * 40 * 0 .21 * 1 . 71 *1. 52 =0 . 130 in (0 . 330 cm) ASLMAT 1 = 0 . 056 * 0 . 076 =0 . 004 in (0 . 011 cm) MSLMAT 1 = 0 . 056 * 0 . 130 =0 . 007 in (0 . 018 cm) SF 1 = 0 . 250 / 0 . 007 = 34 . 354 COMPASLBARE 1 =0 . 076 * [ ( 25 - 0) / 25] = 0 . 076 in (0 . 193 cm) TOTCOMPASLBARE = 0 . 076 in (0 . 193 cm) COMPASLMAT 1 =0 . 004 * [ ( 25 - 0) / 25] = 0 . 004 in (0 . 011 cm) TOTCOMPASLMAT = 0 . 004 in (0 . 011 cm) For additional computation details, see the North American Green Users Manual and the Natural Resource Conservation Service RUSLE Documentation. oMiAmaem Oteen•ECMOSVenen4.3 b/31010 I 1COMPQIED 8Y:1.0.Tech EC.I2 )ROIECI NAME:Coda Oeek IIWed00:040 IPROJECt NO.: knOM StATION/REAM. . _.-IIO SIAb0N/REA01: ,IDRANC#A AREA 9 sin P-Leed bESIGN FREOIKNCQ,Bsa,POS NY AUL IJRIC RESULTS Dta V As9e Peek Flow .b (5:. MA WRI Ny6aie Nonn0 S756,4050) Idd Period I l 11.1 6001 040 lltl I.8 20 Q46 192 035 OA 6400010 40 ,Attu, 1201 J NOR RESULTS Not to 5cde Manin0 Tyra Vernal ChaedaRmw Reath SUDO,AANYIA Pmisstis Calti/eted Sddy Fcta Aemeks Slsple PANNI FTme Oast typ Dm* SI Seen STra$een SEAQ4 675 0 yyyt,etee0 I 1.55 004 35.49 STABLE SIN*0 F7741,0190105 I II***************************************************************************** NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4 .3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S. I . QUICK-PICK CHANNEL LINING BACK-UP COMPUTATIONS ***************************************************************************** PROJECT NAME: Cedar Creek II Wind Project PROJECT NO. : COMPUTED BY: Tetra Tech EC, Inc. DATE: 5/3/2010 FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: Basin P - Level Spreader DESIGN FREQUENCY: Basin P Outlet Flow ***************************************************************************** INPUT PARAMETERS ***************************************************************************** Channel Discharge : 1 . 8 cfs ( . 05 m"3/s) Peak Flow Period : 2 hours Channel Slope : 0 . 001 ft/ft (0 . 001 m/m) Channel Bottom Width : . 0 ft ( . 00 m) Left Side Slope : 4 : 1 Right Side Slope : 12 : 1 Required Lining Longevity : 12 months Blanket Selected From All Materials Degradeable Material Options ***************************************************************************** CALCULATIONS ***************************************************************************** Initial Depth Estimate = 0 . 16 * (1. 8 / (0 . 001"0 . 5) ) "0 .375 = 0 . 73 ft ( .22 m) Final Channel Depth (after 7 iterations) = . 7 ft (0 .21 m) Flow Area = (0 . 0 * 0 . 7) + (0 . 5 *0 . 70"2 * (4 . 0+12 . 0) ) = 3 . 9 sq. ft (0 .4 m"2) Wet Per. =0 . 0 + (0 .7* ( ( (4 . 0"2) +1) " . 5 + ( (12 . 0"2) +1) " . 5) ) = 11 . 3 ft (3 .4 m) Hydraulic Radius = (3 . 9 / 11.3) = 0 . 3 ft (0 . 1 m) Channel Velocity = (1 .486/0 . 050) * (0 .3"0 . 667) * (0 . 001" . 5) = 0 . 5 fps (0 .1 m/s) Channel Effective Manning' s Roughness = 0 . 050 Calculated Shear (Td) = 62 .4 * 0 . 70 * 0 . 001 = 0 . 04 psf (2 . 1 Pa) Safety Factor = (Tp/Td) = (1. 55 /0 . 04) = 35 .49 ri SLOPE INSTALLATION APLICA U NES PARA TALUDES ri SWLE FATTERN GUIDE NORTH NORTH ar (2 . 4 M ) ROLLS AMERICAN l l AMERICAN GREEM _ GREEN'' - - EROSION CONTROL Products — 5cmr125cm) � EROSION CONTROL Products F PARA E ENGRAPADO Guaranteed SOLUTIONS r4�y. ( 15 CM) Guaranteed SOLUTIONS 4 (2 . 4 M ) ROLLE ANCHO • � �- bit 8 'CI A £meal Com pal n y `,• # ski -: : 4 . Y J . 4 *• - ( , j(j�aj{, 1 •i ti / IrYY \ idi , \ tensor; Company d } j [[;:tip + * * * • • a 4 /"1/! 14649 HIGHWAY 41 NORTH • 3B t ,r 14649 HIGHWAY 41 NORTH EVANSVILLED IN 47725 t� ^ .--, F--, d 6 E1�ANSVILLE IN 47725 �, *--} i-!1 Fr. _ _ q Recommended Staples per Roll {yip/600 - 772-20+'40 n. ,1,.(I{j/ J.� r �[�j�1 ,��r`r �j/ 2040 11 •1l wi nog reer L c orn — - /may r U. _—t • : . 1 . 1 .{ I . IdJ _ .•8�� inag en � m on Yft. . Wide Il R�.Jri rr 1 / / 1k r ' I J1161 • 111 i ; • ' [ 1 . ` M ] (2 .4 /// •P{ 112 ft. {S4,� 4 m Long Rolls 1' F - 9 { { . 1 kAn . ' i Iv,' 1 Y . n Y . 1 f 1 • Fkkf '. �� . . . ..„4 " . „.. .. „. “ . " . .Y .Y t . 1 . Ire / 1 i\ •tl i. F .Y i r A.liY . "i J • IP{ 4 . 1 1 1 q /}/y j� .. 1 . . 1 . \ . . 1 1 . 1 PM FI' . Yi YYfI4tl YAfi Lj . 00 ' [_ .44M] • 19Fi .A F'� IIP16l i 1 J. 'f.'/1 {VJ('/1� `{ I4Ltl 1ili G 1 Yi . \ \ . . \ i / Y \ d YI \ Y 1"�I. - Y itl •i 1 ;• i � � sq. yd. # � , � sq. m 1.'B411446 • 101 • 1 • 1 “ 1 • ••• • • •• • • • • • • . i i /i 1 !/ ! i -tlw(�J 1{J�J1(j}�'' 1{jam', �[j./�y� // /// , - -ry}#- �s ..1i , i i , • NC.; �� i . Y Y! ' [Y . M ] e ` Staple placements shown :::::::::::::::::::::::::::;::::::::::;:i1 ---- - - - _ P A T T E R N Q 1! A N T I T 'Y i ll for- Illustrative /JJJ jl r +f�/�jr.�/L1 J . .', . , . J P •,•.11 - T} .�r YI VV'V only, IL.4 .I.t iY" t. i. 1 .} . �. r� a n R . • [ • R F• PIPIt4 •! TI .IFJ . . !• . f 70 te I .f • • ▪ . 1141 ..i41Y•4 . P Ik. F 4+111.1i Iv&Erli norm l. ki6 • See Staple Pattern Guides ,e'Y• ♦ • 1 Y.IA� 1111 1 iIIR Ma PRNIEMNOMONE Willie „ U SW i . el 1 f 4a .41P .I ! Pl. .3 k P{ P11{ 1 1 \ i1Lld . !. tl 1 / i i Y 4 . 1 R 11 { 4 for actual �/F.�.}!j�(/1 rjjf+ dy4A�rJ.i)/ '/./d�.�.1e (fiJ(}}1J.j/f1�J/f+.J�i( �+!.J/j.1 N� L I L 111 /11 \ 11 tl 1 1 . ! R!I M�L a �V�V , ! / IfIen e ., In,{V6J FJ3 11 \ i —� �. 1.'—. X11 n . . .n. .. . , . , .. .. .. .. .. ,. . . „ . . — 4 . 00' [ 1 . 22M] C 170 Ld .YIYtl li .,ir.{V /dl " / • • tl i . . 1 1' d4 i . / tl it i Yi \ . IE la e�,l,e ts. / . . i9 i. iY/9 Yi / Y ! - •placements.fY rff+ + ' I .yC1 !Y • • - YY•Ii Y Idii Yi . id Yn . l . j i 1 , . 1 . +�. r�i !.>:".1:4:":4:i: i 1i t•l l i . . R k:.: . k: ill l . x Y d 4 Y 1 Y i Y d i •- ". . ., ::::1:::1::::::::::::-:::a : 1 . 4 tS nY Y . 1 .i . r.. . E V .9 a L. a “1 -1. r.1 ,-, . r . e.u . I . 1Y.A 1' III 1La L:::::::::4.::::;:::::.:::::::::: .l Pi re • I .Y. . i P9 I .I4i Fi6i ,3f J1I d 6 .t t . 4 • t . I .� ... . I d . L ��\i �y �� /// •'i '..ki RJIl4 Y.iL14IY tlyi i • 4i4. 6 L Ld i ItL , f - STAPLES 6� � Lam' ■SQ . YD. I▪' 4 I k 41.1 L 4-44 . . i.. imanfola. LIat iar iJ . it; F P a 1M MIMI M. d�4d•.Y•Y •1 .•li • • I4 -4 44— . —. a .—.n .. 43 .... .n .. .. .. . n... • iI 13 r1lI iv ,.1 .'IPI 4. . t1{.I!{. . ..{ti nF.4. u . a•J (0 . 6 STAPLES PER SQ. M ) 7CUD 1 . PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS ( RECP' s ) , INCLUDING ANY NECESSARY APPLICATION 0 . yfyy( GRA/``PAS PAR S ' ` OF LIME , FERTILIZER , AND SEED . B 048 GRAPAS POR M CUAD) la 2 , BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECP's IN A 6 " ( 15 CM) DEEP X 6" ( 15 CM ) WIDE TRENCH 4 411 WITH APPROXIMATELY 12 (30cm) OF RECP' s EXTENDED BEYOND THE UP— SLOPE PORTION OF THE TRENCH . ANCHOR THE 1 .50 ' [0 . 46M] RECP's WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12 (30 CM ) APART IN THE BOTTOM OF THE TRENCH . 2. 00 [0 . 6 '1 M] 3 .OQ' [O .D1 M] • • BALI FILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY` SEED TO COMPACTED SOIL AND FOLD REMAINING 12 '° (30 CM ) 4 . 00' [ 1 .22M] •I • PORTION OF RECP 's BACK OVER SEED AND COMPACTED SOIL. SECURE RECP 's OVER COMPACTED SOIL WITH A ROW CF I • STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE RECP ' s. II 3. ROLL THE RECP's (A.) DOWN OR ( B.) HORIZONTALLY ACROSS THE SLOPE . RECP' s WILL UNROLL WITH APPROPRIATE SIDE i • — rl 2 . 00' [0.61M] • ' AGAINST THE SOIL SURFACE. ALL RECP's MUST BE SECURELY FASTENED TO SOH_ SURFACE BY PLACING STAPLES/STAKES • • , IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE.. WHEN 'USING TIME: DOT SYSTEMe , STAPLES/STAKES ( . [ - - - 2 , 00' [0 . 61M] SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN . • i • . THE EDGES OF PARALLEL RECP 's MUST BE STAPLED WITH APPROXIMATELY 2 " 5" ( 5 CM — 12 . 5 CMS OVERLAP DEPENDING I 4 .00' [1 . 22M] • ON RECP ' s TYPE. • • I • 4 .00' [1 . 22M] • 5 . CONSECUTIVE RECP ' s SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3 " (7 .5 CM) OVERLAP . STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12 " (30 CM) APART ACROSS ENTIRE • • RECP's WIDTH • 1 . 3 STAPLES PER SQ . YD . 1 . 7 STAPLES PER SQ . YD . I NOTE; * IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6 " ( 15 CM) MAY BE NECESSARY TO ( 1 . 5 STAPLES PER SQ . M ) (2 . 0 STAPLES PER SQ . M ) PROPERLY SECURE THE RECP 's . 1 . 3 GRAPAS POR YD CUAD 1 . 7 GRAPAS POR 'ID CUAD ( 1 . 5 GRAPAS POR M CUAD) (2. 0 GRAPAS POR M CUAD ) 1 . PREPARE EL TERRENO ANTES DE INSTALAR LAS MANTAS , INCLUYENDO LA APLICACION DE CAL, FERTILIZANTE Y SEMILLA. D 2. COMIENCE EN LA CABECERA DEL TALUD SUJETAINDO LA MANTA EN UNA ZANJA DE 6 " ( 15 CM ) DE PROFUNDIDAD FOR 6" ( 15 CM) 1 DE ANCHO CON APROXIMADAMENTE 12" (30 CM ) DE LA MANTA E CTENDIDA MAS ALLA DE LA PENDIENTE ALTA DE LA ZANJA. SUJETE • fi LA MANTA AL FONDO DE LA ZANJA CON UNA LINEA DE GRAPAS O ESTACAS APROXIMADAMENTE 12" (30 CM) UNA. DE LA t TRA. * 1 , 50' [0 .46M] 1 .50' [0 .46M] RELLEt E Y COMPACTE LA ZANJA DESPUES DEL ENGRAPE. RIEGE LA SEMII I A. EN EL SUELO COMPACTADO O Y DOBLE LAS 12 (30 CM ) 3 .00 [0 . 91 M] • • • 3 . 00 [0 . 91M] • • ,• • REMAN'ENTES GE MANTA SOBRE LA SEMILLA EL SUELO COMPACTADO . ASEGURE LA MANTA SOBRE EL SUELO CON UNA LINEA DEi t GRAPAS O ESTACAS APROXIMADAMENTE 12 " 30 CM UNA DE LA OTRA A TRADES DEL ANCHO DE LA (MANTA. •+• • • • • • • 3. DESENROLLE LAS MANTAS (3A) HACIA ABAJrO U ( 38) HORIZONTALMENTE A TRADES DEL TALUD CON ELL .DO APROPIADO HACIA LA ! • • • i • • • • • SUPERFICIE DEL SUELO . TODAS LAS MANTA'S DEBERAN ASEGURARSE A LA SUPERFICIE DEL SUELO POR MEDIC DE GRAPAS O r I I - 2 . 00' [0 . 61M] i , 1 .00 ' [0 . 30M] ESTACAS EN LUGARES APROPIADOS TALL Y COMO SE INDICA EN EL PATRON GUTA DE ENGRAPADO. CUANDO ESTE USANDO EL • • • M • • • DOT SYSTEM , LAS GRAPAS O ESTACAS DEBEN COLOCARSE A TRADES DE CADU UNDO DE LOS PUNTOS CON COLOR # •*" • Is 4 . 00 [ 1 .22M] • • -- -2. 010' [x . 61 M] CORRESPONDIENTES AL PATRON DE ENGRAPADO APROPIADOI ---11OO' [0130M ] 4. LOS BORDES DE LAS MANTAS PARALELAS TIENEN t UE ENGRAPARSE CON UN TRASLAPE DE APROXIMADAMENTE 2 " - 5" • • • • • • (5 CM - 12 . 5 CM ) DEPENDIENDO DEL TIPO DE MANTA. • •, • • • • • 5 . MANTAS CONSECUTIVAS UNIDAS EN LA BAJADA DE LOS TALUDES , DEBEN COLOCARSE ORILLA SOBRE ORILLA (TIPO E7CALONADO) CON UN TRASLAPE DE APROXIMADAMENTE 3 " (7 . 5 CM ) . ENGRAPE EL AREA TRASLAPADA CON UNA SEPARACION DE • • • , • • • APROXIMADAMENTE 12" (30 CM) A TRAVES DE TOIDO EL ANCHO DE LA MANTA. 3 .4 STAPLES PER SQ , YD . 3 . 6 STAPLES PER SQ . YD , NOTA: (4 . 1 STAPLES PER SQ . M ) (4 . 3 STAPLES PER SQ . M ) * EN CONDICIONES DE SUELTO , PUEDE OUE SE NECESITEN GRAPAS O ESTACAS DE MAS DE 6 " ( 15 CM) DE LARGO PARA 3 .4. GRAPAS POR YD CURD 3 .6 GRAPAS POR YD CURD ASEGURAR LAS MANTAS CORRECTAMENTE. REV. 5/07 (4 . 1 GRAPAS POR M CUAD ) (4. 3 GRAPAS POR M CUAD ) REV. 5/07 I I� HARNEL INSTALLATION � - ri TPLE PATTERN GUIDE ! t : '� - APLICACIO IE PARA CANALS NORTH 4 ` ( 1 . 2 M ) WIDE ROLLS c7-zi / Staple ;�tacemrrts showry fogtfsat�re � ' G ��AI'+�/IERICAN — t purposes only See Staple Pattern Guide. t A get GREEN C � )' for actual mcommended placements, 1 s" t EROSION CONTROL ProductsPARA ° i R ) . -:. Guaranteed SOLUTIONS EL ENGRAPADO _ yyy • a . ' r d f E f • ` F'f'ix i rt * ', T ! • • • Y • Y Y Lje • • - • �s • Y • Y w •t a • .� a W f a F a a r F F J • • • F d •� y f '• ,F r y r y ,' • ! • • t ! F r r • rt N ! • O r • • • . • T • • r • i • r - , • • i • • e•6 4: MM f •. • i i •Mt •. J ••YF Y•fmew mm • ih jX in ll `;{��, ligi x .. soma- warn , � � ° ' a • r • • li ! `. .'r+ y y 1.F g' � ?W + aTa . . _I� 2 M ) LLE � •r• F,rii M F,s.• a FT1 - T e . Y • • . . � I f+ FIe • YaY • • • r. 4• r„Yr . •- ' e a • • r • • 4i ! 1. 4 li { ►' . J. # 4₹Y` • • FY ie'4Ff!• r a • r a • 1 iii + ** A tensor Company NORTH • Y Y '.° : ;.; ; ,� , t �, '4%�yy • } ` g _ m . dM fila::::11,[1.1. 17.11/414 . • iS i ' r �� r Ot• y{a a dpi{•��•• • u • • t 34Td*y�. l"•}•W��¢i�}a AIV'IERICAN • , . . • �.i1<= �, 1 • • •A + (Jd�y�� 'fir, �+jy,1�''! ` :.•.•.•. . � .~ T• 00' [ U22M1 IGREEN� •' �'` -, e �'. ' ' '" ( ' . ' .t ' T ! - •14649 HIGHWAY 41 NORTH EROSION CONTROL Products "'' - . ++� / "" ... ,n. !��'� n7:rijoiti; " se. ; EVANSVILLE, IN 47725 J * '' } . ti ". lei x .4 'Guaranteed SOLUTIONS • • • �» NJ% • • ."800-772 -2040Recommended Staples per Rall yy yy`+'�y,,u+ •.� /� ,ppy�Iy �W/� .• * �.r ( 1Aa ia, / PMY IIMM i * +1T X11 .T . 1 I �1.i i reen .co • _• a� i . + d t a 1 .2 in) Wide .. xx/ Yr "•' et i ' r'iti .: Y.:-:- , xxitti f • �r . x .00' •44M 1 1 It. {�y .15 rn} Long Rlallcompany ,, f�,�t�, ••x . , r_At • • • , - , • A. F 211_5" [ ] A tense com an - -Y. ` ��.� , % +A I / S t .:460e • • • _ • * : _ Si CM 12.5 CM) (60 sq• yd . / 50.17 sq • m) p Ylx •-:(.:-:-:::-:.:.;-:-:-:-:-:.:2,-:-::-.-...-;.-4, .vft- -� • ~ '' • t • ! . ' sir, ' , I f d W•f` aA " . x x _ �/� •d -. • • # i rt, I JT I.. a AL ""°III.....L —� — . 0 [0 .61M] QUANTITY / r;,a, ' ti `::111.1 --I. "� ,� r !_ _J.Vs ;; � • ' • ' • . r � • ! ` F • • • • . PATTERN 14-649 HIGHWAY 41 NORTH W . '�- , F . e. of le ° +. °- a uu I .•d A 43 EVANSVILLE IN 47725 ... -4—:::::::.::::::::::::::::::::::::-::. .a. a .x .111 •/. .e f' ' e r .•' , 800-772-2040 a • 1 ' 1 °.lid •1 ANA A •• '�• :: I 1 :': 4id AI 1 "- 6 " .. - � + • • 1 t r`/Wlj/)y��jr 7$ wwwr,n� r��n . com 1 �6 j q. I l ' _ _ e (10 CM - 1 Gk�1 ; • • • I • I • 11r 1 /'j� 1J' - ,yn� , i ] C 1 02 1 •y �► I ..•d T � .� �e_ �� M i • • • r • * �}j('�� } r '�1� ►, d', ..I ..a. .a �}.{. .y .. e, .. .. y�r �- "�x `} � yew + ,., • i E 216 1 . PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP`s) , INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. 0 . 7 STAPLES PER SQr YD. - 2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE RECP's IN A 6' ( 15 CM) DEEP X 15" (15 CM) WIDE TRENCH WRH APPROXIMATELY 12 ' (30 CM) OF RECP's EX �+ STAPLES PER SQ . TE6 D€O BEYOND THE UP—SLOPE PORTION or THE TRENCH. ANCHOR THE RECP's WITH A ROW OFF STAPLES/STAKES APPROXIMATELY 12" (30 CM) APART IN THE (0 .8M) BOTTOM or THE WENCH. 'BACKFILL AND COMAPCT THE TRENCH AF tER STAPLING, APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30 OM) PORTION OF RECP' s BACK OVER SEED AND COMPACTED SOIL SECURE RECP's OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) 0 . 7 GRAPAS POR YD CUAD ACROSS THE 'WIDTH OF THE RECP 's, (0. 8 GRAPAS FOR M CUAD ) 3. ROLL CENTER RECP's IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. RECP's WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL RECPrs MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES STAKES IN APPROPRIATE LOCATIONS PS SHOWN IN THE STAPLE P.At TERN GUIDE. 1 WHEN USING THE DOT SYSTEMS, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN, 4. PLACE CONSECUTIVE RECP's END OVER END (SHINGLE STYLE) WITH A 4" — 6" (10 CM — 15 CM) OVERLAP. USE A DOUBLE ROW OF STAPLES STAGGERED 4" (10 CM) / 00' 61 ] 1 . 60' [0 /46M] APART AND 4 ( 10 CM) ON CENTER TO SECURE RECP's. 3 . 00' [0 . 91M] 5. FALL LENGTH EDGE OF RECP's AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12 " (30 CM) APART IN A 6" (15 CM) 4 , 00' [1 . 22M] • DEEP X 6" (15 CM) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. - S. ADJACENT RECP's MUST BE OVERLAPPED APPROXIMATELY 2" — 5' (5 CM — 12,5 CM) (DEPENDING ON RECP's TYPE) AND STAPLED. _il H [ � � M] 7. IN HIGH FLOW CHANNEL AtPPLICATION5 A STAPLE CHE�CI SLOT IS RECOM AENDED AT 30 TO 4Q FOOT (9 M — 12 M) INTERVALS. USE A DOUBLE ROW OF STAPLES 2 . 00' [0 . 61 M] • STAGGERED 4" (10 CM) APART AND 4� (1D CM) ON CENTER OVER ENTIRE WIDTH OF THE CHANNEL • 8. THE TERMINAL END OF THE RECP's MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30 CM) APART IN A 6 " ( 15 CM) DEEP X 6" ( 15 CM) . �r [ 1 _ ] WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. 4• NOTE: * IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BE NECESSARY TO PROPERLY ANCHOR THE RECP's. 4 . 00' [ 1 .22M] CRITICAL POINTS NOTE: • • Aii7 A. OVERLAPS AND SEAMS 4. HORIZONTAL STAPLE SPACING SHOULD BE ALTERED B B. PROJECTED WATER LINE IF NECESSARY TO ALLOW STAPLES TO SECURE THE C C. CHANNEL BOTTOM/SIDE CRITICAL POINTS ALONG THE CHANNEL SURFACE. ".: r� ;rr SLOPE VERTICES •+ IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE 1 . 3 STAPLES PER SQ . YQ • 1 . 7 STAPLES PER SQ . YD . r r OR STAKE LENGTHS GREATER THAN 6" (15 an) MAY .5 STAPLES PER SQ . M) 5` � (2e0 STAPLES PER SQ , M) BE NECESSARY TO PROPERLY ANCHOR 'THE RECP's. 1 .3 GRAPAS POR YD CUAD 1 . 7 GRAPAS POR YD CUAD PUNTOS CRITICOS *NOTA: ( 1 , 5 GRAPAS POR M CUAD) APES Y JUNTAS LA SEPARACION HORIZONTAL CIE LAS GRAMS SE DEBE ALTER AR (2. 0 GRAPAS POR M CUAD ) A. TRASLBa LINE* DE ACUA PROYECTADA SI SE NECESITA, PARA PERMITIR QUE LAS GRAPAS ASEGUREN LOS C. FONDO DEL CANAL/VERTICES PUNTOS CRITICOS A LO LARGO DE LA SUPERFICIE DEL CANAL. NT DE LAS PENDIEES LATERALESII ** EN CONDICIONES DE SUELO SUELTO, PUEDE QU1= SE NECESITEN GRAPAS O ESTACAS DE MAS CE 6" (15 CM) DE LARGO PARA I 1 1 ASEGURAR LAS MANTAS CORRECTAMENTE• 1 ,50' [0.46M] 1 .50' [0/46M] 1 . PREPARE EL SUELO DE COLOCAR LAS MANTAS, INCLUYENDO LA APUCASION DE CAL. FERT1LIZANTE SEMILLA, 3 . 001' [0 . 91M] • 3 .00' [0 , 91M] • • 2. COMIENCE EN LA CABECERA DEL CANAL SUJETANDO LA MANTA EN UNA ZANJA DE 6" ( 15 CM) DE PROFUNDIDAD POR 6" (15 CM )a DE ANCHO CON APROXIMADAMENTE 4 12" (30 CM) DE LA MANTA EXTENDIDA MAS ALLA DE LA PENDIENTE ALTA DE LA ZANJA. SUJETE RELLENE V COMPACTE LA ZANJA DESPUES DEL ENGRAPE. RIECUE LA • SEMILLA EN EL SUELO COMPACTADO V DOBLE LAS 12" (30 CM) REMANENTES DE MANTA SOBRE LA SEMILLA Y EL SUELO COMPACTADO. ASECURE LA MANTA SOBRE EL SUELO CON UNA UNEADE GRAPAS 0 ESTACAS APROXIMADANENTE 12" (30 CM ) UNA DE LA OTRA A TRAVES DEL ANCHO DE LA MANTA. • } 1� • 3. DESENROLLE LA MANTA DEL MEDI() EN EL FONDO DEL CANAL Y EN LA DIRECTION DEL FLUJO DE AQUA CON EL LADO APROPIADO HACIA LA SUPERFICIE DEL SUELO. I - 2. 00' [O61 Nil] ` - 1 . 00' [0 . 30M] TODAS LAS MANTAS DEBERAN ASEGURARSE A LA SUPERFICIE DEL SUELO POR MEDIC} DE GRAPAS 0 ESTACAS EN LUGARESAPROPIADOS TAL Y COMO SE INDICA EN EL •• PATRON GUTA DE ENGRAPADO. CIJANDO ESTE USANDO EL DOT SYSTEM'" . LAS GRAPAS 0 ESTACAS DEBEN COLOCARSE A TRAVES DE CADA UNIT DE LOS PUNTOS CON .� � TI • M] ....4.... I• • [0 , 61M] COLOR CORRESPONCIENTES AL PATRON DE ENGRAPADO APROPIADO. • J • • 4. COLOOUE LAS MANTAS CONSECUTIVAS BORDE SOBRE BORDE (TIPO ESCALIGNADO) CON UN TRASLAPE DE 4" - 6" ( 10 CM - 15 CM), USE UNA UNEA DOBLE DE GRAPAS 4 . 001 [ 1 .22M] ESCA;LONADAS. SEPARADAS POR 4" ( 10 CM) Y CADA 4' ( 10 CM) SOBRE EL CENTRO PARA ASEGURAR LAS MANTAS. • • 5. EN EL TOPE DE LAS DOS PENDIENTES LATERALES DEL CANAL SE DEBE SUJETAR TODO EL LARGO DE LA ORILLA DE LAS MANTAS CON UNA LINEA DE GRAPAS 0 ESTACAS APROXIMADAMENTE CADA 12" (30 CM) UNA DE LA OTRA EN UNA ZANJA DE 6" ( 15 CM) DE PROFUNDIDAD POR 6" ( 15 CM ) DE ANCHO. RELLENE Y COMPACTE LA ZANJA • • • DESPUES DEL ENGRAPE. 6. LAS MANTAS ADYACENTES DEBEN TRASI APARSE APROXIMADAMENTE DE 2" - 5" (5 CM- 12.5 CM) (DEPENDIENDO DEL TIPO DL MANTA) Y ENGRAPPARSE. • • 7, EN APLICACIONES PARA CANALES DE FLUJO ALTO, SE RECOMIENDA DEJAR UNA RANURA PARR EL CHEQUE() DE LAS GRAPAS A INTERVALOS DE 30 A 40 PIES 3 .4 STAPLES PER + . YD . (9 M - 12 M). USE UNA LINEA. DOBLE DE PRiAPAS ESCALONADAS, SEPARADAS POR 4" ( 10 CM) Y CADA 4" ( 10 CM) SOBRE EL CENTRO A TRAVES DE TODD EL ANCHO 3 .6 STAPLES PER SQ . YD . DEL CANAL. (4 . 1 STAPLES PER Si) . M ) (4 . 3 STAPLES PER On M B. LOS BORDES FINALES DE LAS MANTAS DEBEN SUJETARSE CON UNA LINEA DE GRAPAS 0 ESTACAS APROXIMADAMENTE CADA 12" (30 CM ) UNA DE LA OTRA EN UNA ZANJA DE G" ( 15 CM ) DE PROFUNDIDAD POR 6" (15 CM) DE ANCHO. RELLENE Y COMPACTE DESPUES DEL ENGRAPACO.. 3 /4 GRAPAS POR YD GUAM NOTA: (4 . 1 GRAPAS POR M CUAD ) 3 . 6 GRAPAS POR CUAD * EN CONDICIONES DE 5UELTO, PUEDE QUE 5E NECESITEN GRAPAS o ESTACAS DE MAS DE 6" ( 15 CM) DE LARGO PARR ASEGURAR LAS MANTAS CORRECTAMENTE. (4 .3 GRAPAS POR M CUAD ) REV 5/07 REV. 5147 PI STAPLE PATTERN GUIDErill DOTSYSTEMTM Recommended Staples per Roll LE E I I E on 6.67 ft. (2.03 m) Wide x NORTH 16 ' (48M) 108 ft. (32 .92 m) Long Rolls AI 'IERI WIDE R0LLSNORTH �IEE - _ AMERICAN EL (80 sq. yd. 66.89 q. m) GREENm *2 "-5" (5cm - 12.5cm) .- A e- . *2 "-5" (5cm - 12.5cm) PATTERN QUANTITY EROSION CONTROL Products PARA EL E. NGRAPADO EROSION CONTROL ProductsGuorantee SOLUTIONSGuaranteed SOLUTIONS A 16 ' (4 . 8 M ) ROLLE ANCHO St 3 (0.9m) Seam Stitch's C 136 A tenser Company A tensor Company A D 272 P ( 1 .5m) ir-m- 3.3' ( 1 .0m) E 300 14649 HIGHWAY 41 NORTH * # - . • i 14649 HIGHWAY 41 NORTH EVANSVILLE, IN 47725 STAPLES PER SO. to. Recommended Staples per Roll EVANS 'ILLE, IN 47725 R (0. 8 STAPLES PER SQ. M) 800- 772-2040 I 4 . Do'' [ 1 .22M] 800 -772- 2040 www.nagreen.com on 16 ft. (+4.8 �?t) Wide x www.n77om For blankets with the North American Green 112 ft. 34. 14 Long DOT System place staples/stakes 8 . 00' [2 .44M] • • • • m} Rolls through each of the BLUE colored dots . (200 sq . yd. 1167. 23 sq. m) I Ara months con el sistema DOT de . D' j1 .22i1] PATTERN IQUANTITY North American Green , clove las grapas/estacas • i • • A 140I I _• a troves de los puntos de colores Azul . ISat 2 . 00' [0.61M] C 340 *2 "-5 " (5cm- 12 . 5cm) �. -- e-. a - *2 "--5" (5cm -� 12.5cm) - in. - ad: *2"- 5 " (5cm - 12.5cm) D 680 41 1 _ • • i . E 720S2 `e (0, Bm) ill 1 . 6' ("m) ( 1 . 2m J . 7 STAPLES PER SQ . YD. I 3 (O.sm ) Seam stitch" 4' Seem Stitch (0 . 8 STAPLES PER SQ . M} Ifrz 6 0 .8m) 0 .7 GRAPAS POR YD CUAD I di ( 0 . 3 GRAPAS POR M CUAD) I 7 - 1 3.3' ( 1 .0m) !ID I B1 .6 ' (0.5m) a - I 3.3 ( 1 . 0m) 1 • --0- - 0 - o lir li • • • - • 0 10 f 1112. 0 J [0 .61M] 1 . 50 [ 0 .46M] 3 . 3 ( 1 .0m) • • I 4.90 [1 . 22M] • e • • 3 . 00' [0 .91M] i i i • 411 • 6 - ' ' . • I . i • • •2.0 [0 . 1 M] • • • -- 2 . 00' [0 .61M] i y - 4.00' [1 . 22M] • I I ii • • • • • • • • • 1 . 15 STAPLES PER SQ . YD. 1 .7 STAPLES PER SO . YD . I m• ilk 1 4 . 00' [ 1 .22M] • *► • ( 1 .35 STAPLES PER SO. M) (2.0 STAPLES PER SO. NO ith the North American Green For blankets with the North American Green • • • • • DOT System place staples/stakes DOT System place staples/stakes • • • • through each of the RED colored dots . through each of the GREEN colored dots.• • • Ara mantas con el sistema DOT de Ara mantas con el sistema DOT de • • • • 0 • • • • • North American Green , clove las 9rapas/estacas North American Green , clove las ac�rapos/estocas 1 .3 STAPLES PER SQ . YD . 1 .7 STAPLES PER SQ . YD . a troves de los puntos de colores Rojo . a troves de los puntos de colores Verde . ( 1 . 5 STAPLES PER SQ. M ) (2 . 0 STAPLES PER SQ. M ) D 1 . 3 GRAPAS P *2 "-5" (5cm- 12 . 5crn) —;-- ' -Sr- *2"- 5" (5cm-- 12.5cm E *2"�- 5 " — 1 . 7 GRAPAS POR `YD CUAD ) (5cm- 12 .5cm) (� R YD CUAD — 2 (D. 6m ) ( 1 . 5GRAPASPORMCUAD ) (2. 0 GRAPAS POR M CUAD ) ID - • 1 II -- TM Seam Stitch -. lc" (0.25m) D E 4' ( 1 .2m) • 4 ' ( 1 . 2m) e • • a n+ i- 0 IP • • • - 0--• i . 1 ......... searn Stitch • -4a-- h- 10" ( ) —o 3 . 00' [0 .91M1 • • • • • • • 3 . 00 [0 .91M] • • • • • • • • • - •46MI II ' t.44 " ta5r,! iiii • f • • • • • 0 • • st • • • — 3.3 ( 1 .0m) f --n-- r .: . 00 .[0 .I M] • • �I - e • • • • • • • • • • • I S • , F I 4. 00" 1 . ZZM] 1 . 0D [0 . 310M y 3.3( 1 .0m)• • • i • • • I • • • • • • • *Lactation, of Seam Stitch will r 2 . 00 ' [0 . 61M] ' vary depending an North • i • • • i • • I •••• rr i • • American Green product type : 0 ID • Ollie l a ai 4 .00' 11 .2 2 +1] • • • • • • • • • • • • • • • • * 0 le 4P--th • • 3 .4 STAPLES PER SO. YD . 3 /5 STAPLES PER SQ . YD . • • • • • • • • • • • • • • • • (4. 1 STAPLES PER sc . M ) (4.5 STAPLES PER SQ . M ) �------ For blankets with the North American Green For blankets with the North American Green 3 .4 STAPLES PER SQ. YD . 3 .6 STAPLES PER SQ , YD . DOT System place staples/stakes DOT S stern y place staples/ stakes (4 . 1 STAPLES PER SQ. M ) (4. 3 STAPLES PER SQ. M ) through each of the WHITE colored dots. through each of the YELLOW colored dots . 3 .4 GRAPAS POR YD CUAD 3 . 6 GRAPAS POR YD CUAD Ara mantas con el sistema DOT de Ara mantas con el sistema DOT de (4 . 1 GRAPAS POR M CUAD) (4. 3 GRAPAS POR M CUAD ) REV 5/07 North American Green , clove las graphs estacas North American Green , clove las grapas/ estacas REV. 5/07 a troves de los puntos de colores Blanco . a troves de los puntos de colores Amarillo . tEYbRAC �. STEEP SLOPE MATRIXT'.' Installation and Application SUBSTRATE AND SEEDBED PREPARATIONS 1. Examine substrates and conditions where materials will be applied.Apply product to geotechnically stable slopes. INSTALLATION Strictly comply with manufacturer's installation instructions and recommendations. For optimum pumping and application performance use approved mechanically agitated, hydraulic seeding/mulching machines. Apply HydraCM from opposing directions to achieve maximum soil coverage. MIXING 1. Fill tank of a mechanically agitated hydroseeding machine with sufficient,water to suspend seed and fertilizers 2. Add all soil amendments (seed, fertilizer, etc) 3. Continue adding water slowly while adding the HydraCM at a steady rate. 4. Consult application and loading charts to determine the proper application rates. Mix at a rate of 50 lbs of HydraCM per 100 gallons of water. Confirm loading rates with equipment manufacturer. 5: All mulch should be loaded when the tank is approximately 3/4 full. 6. Agitate for a minimum of fifteen minutes after adding the last amount of mulch. 7. For machines with variable speed agitation bring agitator to a slow roll while maintaining high RPMs. APPLICATION 1. Apply the HydraCM in a uniform layerfrom two opposing directions to ensure complete soil coverage. Irregular surfaces may need slightly higher application rates to obtain adequate coverage. Apply materials at the following minimum application rate*: Minimum Application Rates SLOPE APPLICATION RATE 2H:1V 4,000 lbs./ac (4,500 kg/ha) 3H:1V and < 2H:1V 3,500 lbs./ac (3,900 kg/ha) z 4H:1V and < 3H:1V 3,000 Ibs./ac (3,400 kg/ha) < 4H:1V 2,500 lbs./ac (2,800 kg/ha) *HydraCM is for moderate applications only 2. Material should not be applied in channels, swales, or other areas where concentrated flows are anticipated, unless installed in conjunction with a temporary erosion control blanket or permanent turf reinforcement mat. HydraCM may be applied on saturated soils. CLEANING AND PROTECTION Clean equipment properly after use of this product to ensure that the HydraCM is removed from the pump, tank, and hoses.Clean spills promptly. Do not allow foot traffic or grazing on treated areas until vegetated. Be cautious of slippery surfaces while applying. Warning: Do not store near an open flame or heat source. Use caution when stacking units. 14649 53240ilo rth o Evansville,E447725 0 N 0-772-2 6 A 0 0 84 2-867-6632 cam :12-:.7 02A7Owww.n. •r--n.cexrt Updated 10/2008 MATERIAL SPECIFICATION NORTH , , • AMERICAN GREEN' HydraCM ..,.. A t ensac Company Steep Slope Matrix The North American Green HydraCM Steep Slope Matrix shall be a hydraulically-applied matrix composed of a patent-pending blend of mechanically processed straw fibers, reclaimed cotton plant material, and proprietary performance-enhancing tackifiers. The HydraCM mulch is design for soil erosion protection, and establishes an intimate bond upon application with the soil's surface to create a continuous, porous, absorbent and flexible erosion control matrix that allows for rapid germination and accelerated plant growth. Composition: All components of the HydraCM mulch shall be pre-packaged by the Manufacturer to assure material performance and in compliance with the following values. Under no circumstances will field mixing of additives or components be accepted. Mechanically processed Straw—75%±3% Mechanically processed Reclaimed Cotton Plant Material— 15 % ±3% Proprietary Hydro-Colloid Tackifiers — 10% ± 1% Specifications: • Content: Straw/Reclaimed Cotton Plant Material Packaging: 50 lbs (23 kg)+/-3% Total Organic Matter: 90.0 Moisture Content: 12% ±3% Color: Natural Green Packaging: Bags are filled with 50 lbs (23 kg) of material and packaged in a UV and weather-resistant bag. Each pallet contains 40 bags or one ton with a plastic pallet cover for enhanced protection from rain and UV rays. Manufacturing: HydraCM is manufactured exclusively for North American Green by Mulch &Seed Innovations, LLC, Centre, Alabama. HydraCM is manufactured within a set of quality guidelines established after years of product development and rigorous testing in varying conditions. Application Instructions*: 1. Fill tank of a mechanically agitated hydroseeding machine with sufficient water to suspend seed and fertilizers.Add soil amendments. 2. Continue to add water slowly while adding HydraCM at a steady rate. Mix at a rate of 50 lbs of HydraCM per 100 gallons of water. 3. Agitate for a minimum of fifteen minutes after adding the last amount of water and HydraCM. 4. Apply in a uniform layer from two opposing directions to ensure complete soil coverage. Use loading chart to determine the proper application rates. Irregular surfaces may need slightly higher application rates to obtain adequate coverage. 5. Clean equipment properly to ensure HydraCM is removed from the pump, tank, and hoses. Not for use in channels,swales, or other areas where concentrated flows are anticipated, unless installed in conjunction with a temporary erosion control blanket or permanent reinforcement mat. HydraCM may be applied on saturated surfaces. Do not allow foot traffic or grazing on treated areas until vegetated. Be cautious of slippery surfaces while applying. Warning: Do not store near an open flame or heat source. Use caution when stacking units. *See Installation guide for more detailed information regarding application of the HydraCM Updated 10/2008 SUPPLEMENTAL SPECIFICATION AM S75 GREEN' The North American Green S75 short-term single net straw erosion control blanket is constructed with a 100% agricultural straw fiber matrix and has a functional longevity of up to 12 months. (NOTE: functional longevity may vary depending upon climatic conditions, soil, geographic location, and elevation). The straw fiber shall be evenly distributed over the entire area of the blanket. The blanket shall be covered on the top with a lightweight photodegradable polypropylene net having an approximate 0.50 x 0.50 inch (1.27 x 1.27 cm) mesh size. The blanket shall be sewn together on 1.50 inch (3.81 cm) centers with degradable thread. The following list contains further physical properties of the S75 erosion control blanket. Property Test Method Typical Thickness ASTM D5199/ECTC 0.33 in(8.38 mm) Resiliency ECTC Guidelines 78.80% Mass per Unit Area ASTM D6475 6.42 oz/yd2(218 g/m2) Water Absorption ASTM D1117/ECTC 424% Swell ECTC Guidelines 15% Stiffness/Flexibility ASTM D1388/ECTC 6.31 oz-in(70,523 mg-cm) Light Penetration ECTC Guidelines 11% Smolder Resistance ECTC Guidelines Yes** MD Tensile Strength ASTM D5035 115.20 lbs/ft(1.68 kN/m) MD Elongation ASTM D5035 11.90% TD Tensile Strength ASTM D5035 93.60 lbs/ft(1.37 kN/m) TD Elongation ASTM D5035 9.60% **Material is smolder resistant according to specified test MD—Machine direction TD—Transverse direction Bench Scale Testingt Test Method-Description Parameters Results ECTC Method 2—Determination of 50 mm(2 in)/hr for 30 min Soil loss ratio*= 8.80 unvegetated RECP's ability to protect soil 100 mm(4 in)/hr for 30 min Soil loss ratio*= 8.16 from rain splash and associated runoff 150 mm(6 in)/hr for 30 min Soil loss ratio*=7.81 ECTC Method 3—Determination of Shear: 1.26 lbs/ft2 for 30 min Soil loss: 142g unvegetated RECP's ability to protect soil Shear: 1.82 lbs/ft2 for 30 min Soil loss:453g from hydraulically-induced shear stress. Shear: 2.39 lbs/ft2 for 30 miri Soil loss: 980g Failure criteria=0.50 inch soil loss Shear at 0.50 inch soil loss (450g) 1.80 lbs/ft2 ECTC Draft Method 4—Determination of Top soil;Fescue(Kentucky 31); Percent improvement temporary RECP performance in 21 day incubation 27° C±2°& =228% encouraging seed germination and plant approximately 50%RH (increased biomass) growth *Soil Loss Ratio=Soil Loss with Bare Soil/Soil Loss with RECP(NOTE:Soil loss based on regression analysis) tBench Scale Performance Testing Bench scale tests are index property tests. These tests are not indicative of field performance and therefore should not be used in design to establish performance levels for rolled erosion control products. Bench scale tests are performed according to methods developed by the Erosion Control Technology Council(ECTC). Updated 1/2004 A dti MATERIAL SPECIFICATION 4 e NORTH °ra "' AMERICAN S /7 S GREEN The short-term single net erosion control blanket shall be a machine-produced mat of 100% agricultural straw with a functional longevity of up to 12 months. (NOTE: functional longevity may vary depending upon climatic conditions, soil,geographic location,and elevation). The blanket shall be of consistent thickness with the straw evenly distributed over the entire area of the mat. The blanket shall be covered on the top side with a lightweight photodegradable polypropylene netting having an approximate 0.50 x 050 inch (1.27 x 1.27 cm) mesh and be sewn together on 1.50 inch (3.81 cm) centers with degradable thread. The S75 shall meet requirements established by the Erosion Control Technology Council (ECTC) Specification and the U.S. Department of Transportation, Federal Highway Administration's (FHWA) Standard Specifications For Construction of Roads and Bridges on Federal Highway Projects, FP-03 2003 Section 713.17 as a Type 2.C Short- term Single Net Erosion Control Blanket. . _ The blanket shall be manufactured with a colored line or thread stitched along both outer edges (approximately 2-5 inches [5-12.5 cm] from the edge)to ensure proper material overlapping. The short-term single net erosion straw erosion control blanket shall be S75 as manufactured by North American Green, or equivalent. • The S75 erosion control blanket shall have the following properties: Material Content Matrix 100% Straw Fiber (0.50 lbs/yd2) (0.27 kg/m2) Netting Top side only,lightweight photodegradable Minimum netting weight(1.50 lbs/1,000 ft2 [0.73 kg/100 m2] approx. weight) Thread Degradable S75 is Available with the Following Physical Specifications Per Roll [English Units (Metric Units)] Width 4.0 ft(1.20 m) 6.67 ft(2.03 m) 16.0 ft(4.87 m) Length 135.0 ft(41.14 m) 108.0 ft(32.92 m) 108.0 ft(32.92 m) Weight f 10% 30.0 lbs (13.60 kg) 40M lbs(18.14 kg) 96.0 lbs (43.54 kg) Area 60.0 yd2(50.16 m2) 80.0 yd2 (66.89 m2) 192.0 yd2(165.53 m2) Roll Widths Also Available Upon Special Request Width 8.0 ft(2.43 m) 13.3 ft(4.05 m) Length 108.0 ft(32.92 m) 108.0 ft(32.92 m) Weight f 10% 48.0 lbs (21.77 kg) 80.0 lbs (32.28 kg) Area 96.0 yd2(80.26 m2) 160.0 yd2(133.78 m2) Stitch Spacing for All Rolls= 1.50 inches(3.81 cm) Updated 1/2004 Meeting with New Raymer Fire Department June 2, 2010 Subject: Cedar Creek II Wind Project On 2 June a meeting was held in New Raymer, CO to discuss the Emergency Response and Fire Protection and Prevention Plans for the Cedar Creek II Wind Project. Copies of both plans were presented to Kyle Lambert for his review and we will provide copies of the final plans when they are complete. The action items from the meeting are: - Provide a project map with grid coordinates to New Raymer Fire. We will provide enough to place in each vehicle as well as 2 large maps to post in the Fire Department. The maps will have contact information for the points of contact for the project. - Provide a hand held radio to New Raymer Fire for coordination with Wind Farm Project personnel. - Invite New Raymer Fire to construction kick-off meeting. - 10 New Raymer Fire personnel are First Responder trained and have 9 EMT or paramedics and 2 RN's on staff. - New Raymer is the primary responder, the entire project is in their response area. - Response time will be approximately 25 minutes. - New Raymer Fire consists of 1 main station and 2 satellite stations with 1 fire truck at each satellite station. - We will need to get the direct phone number to emergency dispatch because we are not certain where calls to 911 will be routed. We also discussed the location of the closest Life Flight for the project and were informed that the nearest locations were Greely, CO and Scott's Bluff, NE. Greely is also a Trauma 1 hospital. Chris Gathman From: Chris Gathman Sent: Wednesday, June 02, 2010 7:05 AM To: Lin Dodge Cc: Clayton D. Kimmi Subject: BP-Cedar Creek II -Grading Permit materials Lin, Clay & I spoke yesterday about this. It is my understanding that no application fee was submitted with the grading permit application/additionally the submitted plans are not accurate/up to date. I would consider this application incomplete and would not set it up until we receive the application fee and accurate/up to date plans. Sincerely, Chris Gathman Planner III Weld County Department of Planning Services .1555 N. 17th Avenue, Greeley CO. 80631 .Ph: (970)353-6100 ext. 3537 Fax: (970)304-6498 • TETRATECH EC,INC. IVerdB°p°� Planning ppFartMeflE 0ea:: OFFicE Mm p q non REED Transmittal Cover Sheet To: Chris Gathman,Weld County Planning Department Phone: (970) 353-6100 ext. 3540 From: Sarah McCall Jensen Date: May 28, 2010 Project: Cedar Creek II Wind Farm Project Tetra Tech Project# 106-4002 . Subject: Construction and Additional Studies Documents Attached please find a CD that includes the electronic files of the hard copy documents sent to you this week(May 24—May 27) via Federal Express for the Cedar Creek II Wind Farm Project. • • ia c 7350 East Progress Place,Greenwood Village,Colorado 80111 Tel 970:223.9600 Fax 303.741.6106 _sat www.tetratech.com TETRATECH EC, INC. Weld County Planning Dogaftmont 0 GREELEY OFFICE MAY Z-S•?ttitt RECEIVED Transmittal Cover Sheet To: Chris Gathman,Weld County Planning Department Phone: (970) 353-6100 ext. 3540 From: Sarah McCall Jensen Date: May 27, 2010 Project: Cedar Creek II Wind Farm Project Tetra Tech Project# 106-4002 Subject: Construction and Additional Studies Documents Enclosed please find hard copies of the following documents: Name of Document No.of copies Grading Permit Application 2 Proposed Transportation and Haul Route 2 Storm Water Management Plan 2 Civil Construction Plans 2 Letter to Weld County from BP(May 27,2010) 1 Letter to USFWS from BP(May 24,2010) 1 Letter to CDOW from BP(May 13,2010) 1 • 7350 East Progress Place,Greenwood Village,Colorado 80111 o. Tel 970.223.9600 Fax 303.741.6106 : ,,. 417 SGS www.tetratech.com TETRATECH EC, INC. Wald County Planning @araftfftllfli GREELEY OFFICE HAY 2 s 7n{n • Transmittal Cover Sheet RECEIVED To: Chris Gathman,Weld County Planning Department Phone: (970)353-6100 ext. 3540 From: Sarah McCall Jensen Date: May 27, 2010 Project: Cedar Creek Il Wind Farm Project Tetra Tech Project# 106-4002 Subject: Construction and Additional Studies Documents • Enclosed please find hard copies of the following documents: .. r Name-otDocument "' No.of'coples . . Grading Permit Application - 2 Proposed Transportation and Haul Route 2 _ Storm Water Management Plan 2 Civil Construction Plans _ 2 Letter to Weld County from BP(May 27,2010) 1 Letter to USFWS from BP(May 24,2010) 1 Letter to CDOW from BP (May 13,2010) 1 `i,.ClRllry"r 7350 East Progress Place,Greenwood Village,Colorado 80111 0 .• t Tel 970.22.3.9600 Fax 303 741.6106 x411 SGS www.tetratecti.coni by BP Wind Energy Bridgette Miranda BP Wind Energy North America Inc. 700 Louisiana,33i°Floor Houston,TX 77002 Direct:713.354-4801. Direct Fax:713-354-2120 Email:bridgette.miranda@bp.com May 27,2010 Mr:Chris Gathman Weld County Department of Planning Services 1555 N. 17th Avenue Greeley,CO 80631 Re:Cedar Creek II Wind Farm(USR 1723) Dear Mr.Gathman, I am writing to provide confirmation to Weld County that Cedar Creek II,LLC(Cedar Creek II) has satisfied Conditions 2B and 2C of Use by Special Review Permit Number 1723 which state: • The applicant shall demonstrate attempted compliance with the Colorado Division of Wildlife as stated in their referral dated/received December 7,2009.(Colorado Division of Wildlife) • The applicant shall demonstrate attempted compliance with the United States Fish and Wildlife Service as stated in their referral received December 7,2009.(United States Fish and Wildlife) We submit that Cedar Creek II has demonstrated attempted compliance with the agency recommendations through the following actions: -The commitments outlined in our letter to the CDOW dated May 13,2010—Attachment A -The commitments outlined in our letter to the USFWS May 24,2010—Attachment B Cedar Creek H is committed to designing and constructing a wind energy facility which is both economically viable and minimizes impacts to wildlife resources. If you have any questions please feel free to contact me. Sincerely, t 4& L>UCx. . 7)7 , Bridgette Miranda BP Wind Energy Environmental Affairs Chris Gathman From: Chris Gathman Sent: Thursday, May 27, 2010 9:21 AM To: 'Miller, Rachel' Subject: Subdivision Exemption processing fee amount Rachel, I was in the process of setting up the Subdivision Exemption applications for Cedar Creek II and noticed a discrepancy in the amount you paid for the applications and the actual required application fee. The Subdivision Exemption Fee for Public Utilities would be $400.00 plus the $11.00 recording fee for a total of $411.00 per application. You provided a total of $591.00. I will proceed to set up these applications - I will go ahead and destroy your checks (or mail them back if you prefer) . Please send new checks in the corrected amount. Let me know if you have any questions. Sincerely, Chris Gathman Planner III Weld County Department of Planning Services „1555 N. 17th Avenue, Greeley CO. 80631 -Ph: (970)353-6100 ext. 3537 Fax: (970)304-6498 1 Chris Gathman From: Gonzalez, David [David.Gonzalez2@bp.com] Sent: Wednesday, May 26, 2010 5:49 PM To: David Bauer Cc: Pat Persichino; Chris Gathman; Clayton D. Kimmi; Donald Carroll; Janet Carter Subject: RE: Pre-Construction Meeting David, If anything, we need to meet / communicate more often than less. Hopefully, these meetings will be beneficial to you since they should facilitate the review of the 900 pages of materials that you've asked us to provide to you. Also, these meeting will provide us with more rapid feed-back on any additional materials that are needed and allow us to clarify and answer questions on the information that has been submitted. Please remember that part of the strategy for minimizing the impact to roads was to start construction this summer. Any delays will be expensive for us and put the Weld County roads further at risk. In other words, I hope that our interests are aligned and we can begin working together more closely to make sure that the project moves forward more smoothly. Would you be interested in setting up weekly phone calls to help facilitate the review of the materials? Could we have the 1st weekly review meeting take place in person next Wednesday morning? Also, in item number 7, you indicated that you had not received any contact or BP response to the inconsistencies between your proposed haul routes and the restricted roads and haul route presented by Public Works at the Board of Commissioners hearing. We haven't been provided with a. copy of the map that was shown at the County meeting so we have been unable to respond. Can you provide us with a copy of the map? If you have any other ideas on how we can expedite the review of the information, please let me know. We are currently planning to start construction activities in late June so any assistance that you can provide to help us keep to that schedule is appreciated. Thanks. Dave From: David Bauer [mailto:dbauer@co.weld.co.us] Sent: Wednesday, May 26, 2010 4:29 PM To: Gonzalez, David Cc: Pat Persichino; Chris Gathman; Clayton D. Kimmi; Donald Carroll; Janet Carter Subject: Pre-Construction Meeting David, I received your voice mail and this e-mail requesting to meet early next week. We cannot meet next week. It is pre-mature to have a pre-construction meeting next week: 1. we have not completed review of and returned comments and requests to BP on the 900 pages of materials submitted on May 17 and those submitted since then, 1 2. awe have not seen or had opportunity to review and return comment to BP on a site plan for the Sub-Station / Laydown yard, -- 3. we have not received road improvement Construction Drawings stamped and signed by a Colorado-registered professional engineer, 4 we have not received a Construction Schedule that provides the dates that specific construction activities are proposed for specific locations and which needs to be reviewed in advance of any pre-construction meeting and coordinated with the Department of Defense and our own gravel plan, we have not received BP's proposed road closure dates and durations to accommodate e project, 6. we have not seen or had opportunity to review and return comment to BP on proposed improvements to the intersection of State Highway 71 at WCR 132, we have not received any contact or BP response to the inconsistencies between your proposed haul routes and the restricted roads and haul route map presented by Public Works at the Board of Commissioners hearing. Additional issues need to be examined and resolved prior to scheduling a pre-construction meeting. We intend on inviting other affected parties who need to have knowledge of the planned activities (and impacts) including emergency providers and the Department of Defense. Longer notice will be needed to accommodate their schedules. May 18th Public Works received a stack of Access and Right-Of-Way permit applications and next week plan on beginning location visits to evaluate any site-specific geotechnical, traffic, and safety issues related to those sites. We will be in contact with those who signed the applications with any questions that arise. Having completed some of that review prior to any pre-construction meeting will make that meeting more efficient. I am developing draft language for the Improvements Agreement to address the additional items that had not been fleshed out (e.g. haul route amendment process). I will send you and Matt Cohen that revision after our County Attorney has opportunity to review it. Please remember that per the Resolution, no permits will be issued, and no hauling or construction is to commence until that agreement is finaled, signed, and collateralized. I hope the above helps identify the appropriate path to moving forward, Thank you, rO — "pw k��c FIPt (1p in A.4 !1 David Bauer, P.E., CFM — Co10,rq ck ccpAa Lli JI 2 ► voL914 Q»r +D r -:se Chris Gathman From: David Bauer Sent: Wednesday, May 26, 2010 3:29 PM To: Gonzalez, David Cc: Pat Persichino; Chris Gathman; Clayton D. Kimmi; Donald Carroll; Janet Carter Subject: Pre-Construction Meeting David, I received your voice mail and this e-mail requesting to meet early next week. We cannot meet next week. It is pre-mature to have a pre-construction meeting next week: 1. we have not completed review of and returned comments and requests to BP on the 900 pages of materials submitted on May 17 and those submitted since then, 2. we have not seen or had opportunity to review and return comment to BP on a site plan for the Sub-Station / Laydown yard, 3. we have not received road improvement Construction Drawings stamped and signed by a Colorado-registered professional engineer, 4. we have not received a Construction Schedule that provides the dates that specific construction activities are proposed for specific locations and which needs to be reviewed in advance of any pre-construction meeting and coordinated with the Department of Defense and our own gravel plan, 5. we have not received BP's proposed road closure dates and durations to accommodate the project, 6. we have not seen or had opportunity to review and return comment to BP on proposed improvements to the intersection of State Highway 71 at WCR 132, 7. we have not received any contact or BP response to the inconsistencies between your proposed haul routes and the restricted roads and haul route map presented by Public Works at the Board of Commissioners hearing. Additional issues need to be examined and resolved prior to scheduling a pre-construction meeting. We intend on inviting other affected parties who need to have knowledge of the planned activities (and impacts) including emergency providers and the Department of Defense. Longer notice will be needed to accommodate their schedules. May 18th Public Works received a stack of Access and Right-Of-Way permit applications and next week plan on beginning location visits to evaluate any site-specific geotechnical, traffic, and safety issues related to those sites. We will be in contact with those who signed the applications with any questions that arise. Having completed some of that review prior to any pre-construction meeting will make that meeting more efficient. 1 I am developing draft language for the Improvements Agreement to address the additional items that had not been fleshed out (e.g. haul route amendment process). I will send you and Matt Cohen that revision after our County Attorney has opportunity to review it. Please remember that per the Resolution, no permits will be issued, and no hauling or construction is to commence until that agreement is finaled, signed, and collateralized. I hope the above helps identify the appropriate path to moving forward, Thank you, David Bauer, P.E., CFM Weld County Public Works P.O. Box 758 1111 H Street Greeley, CO 80632 (970) 304-6496 Original Message From: Gonzalez, David [mailto:David.Gonzalez2@bp.com] Sent: Wednesday, May 26, 2010 9:40 AM To: Chris Gathman; David Bauer Subject: Availability to meet - Tuesday, June 1st or Wed, June 2nd? May 26, 2010 Chris / David, One of the requirements in our Use by Special Review permit is to have a coordination meeting to discuss our plans for construction. Are you available to have this meeting next week on either Tuesday afternoon, June 1st or Wednesday morning, June 2nd? Since we need a little bit of advance notice to make travel arrangements, please let us know your availability to conduct this required meeting as soon as you can. Thanks for your help. 2 TETRATECH EC, INC. Transmittal Cover Sheet To: Chris Gathman,Weld County Planning Department Phone: (970) 353-6100 ext. 3540 From: Sarah McCall Jensen Date: May 25,2010 Project: Cedar Creek II Wind Farm Project Tetra Tech Project# 106-4002 Subject: Construction and Additional Studies Documents Enclosed please find a hard copy of the following document: Name of Document No.of copies Press Release:BP Wind Energy Announces Power Purchase Agreement for 1 Colorado Wind Farm (dated May 19,2010) • TACu ve..g 6/ZS 7350 East Progress Place,Greenwood Village, Colorado 80111 o Tel 970.223.9600 Fax 303.741,6106 °Ah SGS www.tetratecli.com by FOR IMMEDIATE RELEASE May 19, 2010 BP WIND ENERGY ANNOUNCES POWER PURCHASE AGREEMENT FOR COLORADO WIND FARM Second project for BP in Weld County Houston,TX, May 19, 2010— BP Wind Energy today announced that it has entered into a long-term power purchase agreement with Public Service Company of Colorado (PSCo), an Xcel Energy company. PSCO's agreement to purchase 250 megawatts (MW) of clean, renewable electricity from Cedar Creek II, LLC is part.of the 2009 All Source Solicitation for energy generators. The Cedar Creek II wind-farm will be located some 20 miles north of New Raymer, in Weld County.and,east of the existing 30O.5 MW Cedar Creek I wind farm. It is anticipated that some 250 workers will be employed during construction of the wind farm and an estimated 12-14 jobs will be created to monitor-and maintain the facility once it is in full commercial operation. "Today's announcement is an important milestone forthe landowners, county officials and many others in Weld County who have continued to support this project throughout its development," said John Graham; president, BP Wind Energy. "A.power purchase agreement with PSCo enables BP to help the State of Colorado achieve,its aggressive renewable energy portfolio target of 30 percent by 2020." The Cedar Creek II Wind power purchase agreement is the second to be completed from Xcel Energy's 2007 Colorado Resource Plan. "The project will be one of the largest in Colorado and increases the utilization of a highly desirable wind power resource," said Tom Imbler; Xcel Energy vice president for commercial operations. "In addition, the location of this new project will allow us to take advantage of existing transmission lines to deliver clean wind energy to our customers, reducing overall costs." Subject to receiving all the necessary permits to proceed, it is anticipated that the Cedar Creek II wind farm will move into construction this;summer. The project will utilize a combination of GE and Nordex wind turbines. The electrical output generated from the wind-facility will reach the grid through approximately 20 miles of new overhead transmission lines which will tie into the existing Cedar Creek I wind farm's interconnection with PSCO. • Media Inquiries: BP Wind Energy Media Relations: 713 354-2123 Xcel Energy Media Relations: 303 294-2300 BP Wind Energy is a wholly owned subsidiary of BP, one of the world's leading energy companies. BP Wind Energy is a principal owner and operator of wind power facilities with interests in eight operating wind farms. BP Wind Energy has a gross generating capacity of more than 1,200 megawatts (MW), enough to provide electricity for a city the size of Washington DC. BP America is the largest producer of oil and natural gas in the United States and one of the nation's largest energy investors. For more information, visit the company's Web sites at htto://www.bpalternativenergv.com and http://www.bo.com/us. Xcel Energy is a major U.S. electricity and natural gas company with regulated operations in eight Western and Midwestern states. Xcel Energy provides a comprehensive portfolio • of energy-related products and services to 3.4 million electricity customers and 1.9 million natural gas customers through its regulated operating companies. Company headquarters are located in Minneapolis. For more information on Xcel Energy visit www.xceleneray.com • • Chris Gathman From: Clayton D. Kimmi Sent: Monday, May 24, 2010 8:44 AM To: Chris Gathman; David Bauer; Donald Carroll; Janet Carter Cc: Clayton D. Kimmi Subject: USR-1723 Cedar Creek II All, I did some checking on the information that BP submitted to us last week regarding their APEN and their water supply. The APEN has been issued by the state to Blattner Energy. It is permit number 10WE14021. I talked with the City of Kimball, NE. The City still has not received approval from the Nebraska Department of Natural Resources to sell water to Blattner and BP for the project. They are still waiting on the State of Nebraska to give them the go ahead. The City was aware that there were going to be lots of trucks coming through town. The City Administrator referred me to Jerry Robins, Road Supervisor, for Kimball County. I spoke with Jerry Robbins and he is aware that BP is going to be using their county roads. BP has been coordinating with Kimball County. Jerry asked that we pass on the word to David Gonzales that BP still needs to finalize the haul routes through Kimball County. Jerry said that some of the gravel would be coming out of the County's gravel pit. That is it for now. Clay Kimmi, P.E., CFM Drainage & Floodplain Engineer 1111 H Street, P.O. Box 758 Greeley, CO 80632-0758 0: 970-304-6496 x 3741 F: 970-304-6497 1 bp BP Wind Energy _ C. 3 Bridgette Miranda BP NAnd Energy North America Inc. 700 Louisiana,331°Floor Houston,TX 77002 Direct:713-354-4801 Direct Pax:713-354-2120 Email'bridgette,mirandattbp.com May 24,2010 Ms.Susan Lipner Ecological Services Colorado Field Offices P.O.Box 25486,DFC (65412) Denver,CO 80225-0486 Re:Cedar Creek II Wind Farm Dear Susan, Cedar Creek II,LLC(Cedar Creek II)has worked closely with the US Fish and Wildlife Service (USFWS)in order to design a wind energy project that responsibly balances the goals of remaining :economically competitive while also minimizing potential impacts to wildlife. With these goals in mind,Cedar Creek II has conducted multiple meetings and discussions with USFWS personnel From the earliest phases of our consultation,Cedar Creek II committed to incorporating the following setbacks to raptor nests in our project design • Minimum t/a mile setback from all active and inactive Swainson's hawk,red-tailed hawk and barn owl nests • Minimum t/mile setback from all active and inactive golden eagle,ferruginous hawk and prairie falcon nests These setbacks were measured.from the tip of the turbine blades,as opposed to the center of the turbine,which has been the standard industry practice. This increased the set back distance by an additional 38 to 45 meters. In totil,over 8,900 acres were excluded or avoided froth development due to the implementation of these setbacks. In addition,Cedar Creek II applied a setback of 150 feet from defined escarpment. This buffer was also applied from the tip of the turbine blades where it did not conflict with other setback and siting requirements. Cedar Creek II will build the 235 kV transmission line to:Avian Power Line Interaction Committee (APLIC,2006)standards. The length of the transmission line that falls within halfmile of a known golden eagle nest will also be constructed outside of the golden eagle nesting season. While we are 'hopeful that we can place the entire 34.5 kV collection system below ground,we will also apply APLIC standards to any above ground collection lines. Although our project construction can not occur completely outside of the migratory bird nesting season due to equipment delivery schedules and power delivery timelines,our schedule will allow us by BP'Wind Energy . +a to complete heavy construction activities prior to the start of the next nesting season,limiting overall impacts to nesting migratory birds. Since 2007,Cedar Creek 11 has performed extensive preconstruction wildlife surveys on the proposed wind project site,including raptor nest and avian use surveys,habitat mapping,bat acoustic monitoring,sharp-tailed grouse lek surveys. Furthermore,surveys for mountain plover,swift fox and Lkburro ving owl,Colorado Species of Concern,will be ongoing during construction. as -jltit s b — yov;9ei -6 U51 5!. e W i ll.�M 7 In addition,based on recommendations from the Colorado Field Office,Cedar Creek II will also conduct observations of golden eagle nesting,foraging and roosting activities,as well as line of site analysis for active golden eagle,ferruginous hawk and prairie falcon nests located within the project boundary. Cedar Creek II has also committed to conduct two years of post construction avian and bat mortality monitoring. Supplemental to these surveys,Cedar Creek II will conduct two years of post construction monitoring for active golden eagle,ferruginous hawk and prairie falcon nests within the project area. Also,should mountain plovers be observed in the project area in 2010,Cedar Creek H will follow up with two years of plover monitoring after construction. We appreciate all of the time and input the USFWS has provided so that the Cedar Creek II project could be sited in an environmentally responsible manner. We look forward to continuing to work with the USFWS as we bring the benefits of wind energy to the eastern plains of Colorado. Sincerely, Bridgette Miranda BP Wind Energy Environmental Affairs Cc: Sandy Vanna-Miller-USFWS Kevin Kritz-USFWS David Gonzalez-BPWE Brandy Gibson-BPWE ETh TETRATECH EC,INC. Transmittal Cover Sheet To: Chris Gathman,Weld County Planning Department Phone: (970)353-6100 ext. 3540 From: Sarah McCall Jensen Date: May 24, 2010 Project: Cedar Creek II Wind Farm Project Tetra Tech Project# 106-4002 Subject: Construction and Additional Studies Documents Enclosed please find hard copies of the following documents: Name of Document No.of copies APEN Permit Processing Fee Invoice 2 Colorado Stormwater Discharge Permit Certification 2 Colorado Stormwater Discharge Permit 2 Draft Stormwater Management Plan 2 • 7350 East Progress Place,Greenwood Village,Colorado 80111 a� Tel 970:223.9600 Fax 303.741.6106 '�+ SG; www.tetratech.com 0 TETRATECH EC, INC. Transmittal Cover Sheet To: Chris Gathman,Weld County Planning Department Phone: (970)353-6100 ext. 3540 From: Sarah McCall Jensen • Date: May 21, 2010 Project: Cedar Creek II Wind Farm Project Tetra Tech Project# 106-4002 Subject: Construction and Additional Studies Documents Enclosed please find hard copies of the following documents: Name of Document No.of copies. Subdivision Exemption Application, Parcel no:0221-05-0-00-007 3 Subdivision Exemption Application, Parcel no:0289-02-0-00-001 3 Each application package includes a check of$591.00 to cover the application fee. Also enclosed is a CD that includes the electronic files of the hard copy documents sent to you by Federal Express this week for the Cedar Creek project. These files include those being sent today as well as those sent May 17 and 18. 7350 East Progress Place,Greenwood Village,Colorado 80111 "tree Tel 970,223,9600 Fax 303.741,6106 % Mg www.tetratech.com Chris Gathman From: David Bauer Sent: Thursday, May 20, 2010 4:43 PM To: Clayton D. Kimmi; Donald Carroll; Janet Carter; Chris Gathman Cc: Pat Persichino Subject: BP call D. Gonzalez just called me about next steps. Improvements Agreement Exhibits apparently almost ready. Also the Corps gave them preliminary response that the wetland isn't wetland. They'd like a Pre-Construction meeting in early June - I asked for all the paperwork and remaining information (like what will be where and when) to be submitted first. I also told him we'd need to assemble our team and road supervisors for that Pre-Con meeting. Dave B • • Chris Gathman From: David Bauer Sent: Tuesday, May 18, 2010 8:47 AM To: Chris Gathman Cc: Tom Parko; Pat Persichino; Trevor Jiricek Subject: British Petroleum Decommissioning Plan Chris, The one page letter purporting to be the British Petroleum wind farm de-commissioning plan is completely inadequate. It is not a plan at all. It fails to address key issues like Successors and Assignment of BP's project in the event that BP sells all or a part of the project, it fails to address a process to deal with partial or staged decommissioning, it fails to describe notifications, it fails to describe collateralization of road damages (they will need the same giant cranes and haul trucks to take the towers down as put them up), it fails to describe any revegetation and other environmental restoration, it fails to describe coordination with Department of Defense, it doesn't mention removal of the buried and above ground power lines or the substation. We will need to say this at the hearing. You or me? Dave Bauer Weld County Public Works i TETRATECH EC,INC. WefaCounty P►anningDeE GREELEy OFFICE MAY i 9 ?mn . Transmittal Cover Sheet RECEIVED To: Chris Gathman,Weld County Planning Department Phone: (970) 353-6100 ext. 3540 From: Sarah McCall Jensen Date: May 18, 2010 Project: Cedar Creek II Wind Farm Project Tetra Tech Project# 106-4002 Subject: Construction and Additional Studies Documents Enclosed please find attached hard copies of the following documents: Name of Document " No.of copies City of Kimball Water Supply Letter 2 Email Exchange regarding APEN 2 APEN and Application for Construction Permit 2 7350 East Progress Place,Greenwood Village,Colorado 80111 o Tel 970,223.9600 Fax 303.741,6106 °�b, www.tetratech:com From: Crab A. Arneson To: Gonzalez.David Ce: Randolph. Kimberly Abshire.Keith.Andrew 3.Snyder.Brandon H.Kraus.Marvin Stinson; Ryan P.Cross' Jensen,Sarah•Miranda,Bridoette H.'Versaw.Ron• Shea,Dan'Josh P.Brown Subject: FW:FW:Cedar Creek 2 APEN Date: Monday,May 17,2010 4:42:32 PM David, Below is the email correspondence you requested from Fridays meeting regarding the APEN permit. Craig • • Craig Arneson I Field Engineer I Blattner Energy, Inc. I cell 320.761.0201 P In the interests of the environment, please print only if necessary and recycle. Disclaimer: This e-mail message and any attachments are confidential information intended only for the use of individuals or entities named above. If the reader.of this message is not an intended recipient, you are hereby notified that any dissemination; distribution or copying of this communication is strictly prohibited. Please delete said communication and notify us immediately at the originating e-mail address. Original Message From: Chris Carda [mailto:Chris.Carda(awestwoodps.coml Sent: Friday, April 30, 2010 10:55 AM To: Craig A. Arneson Cc: Eric Hansen; Andrew J. Snyder; Brandon H. Kraus Subject: FW: FW: Cedar Creek 2 Air Permit Craig, Permit application received by the state...make sure you get the hard copy in the mail so they know we're serious about the schedule. Christopher J. Carda, PE Project Manager Westwood Professional Services 7699 Anagram Drive Eden Prairie, MN 55344-7310 DIRECT 952-906-7459 EMAIL mailto:chris.cardaewestwoodos.com MAIN 952-937-5150 FAX 952-937-5822 WEB www.westwoodps.com Original Message From: Adam Wozniak [mailto:AwwozniaColsmtDgate.dDhe.state.co.usl Sent: Friday,April 30, 2010 10:47 AM To: Chris Carda. Subject: Re: FW: Cedar Creek 2 Air Permit Thank you Chris! I will get working on this permit later this afternoon. • Have a nice day! Adam Wozniak Colorado Department of Public Health and Environment Air Pollution Control Division 4300 Cherry Creek Drive South Denver, CO 80246 303-692-3160 303-782-0278 (fax) >>> Chris Carda <Chris.Carda@westwoodps.com> 4/30/2010 9:35 AM >>> Good morning, Adam. My name is Chris Carda with Westwood Professional Services. Attached you will find an APEN and Construction Permit Application for a proposed Wind Development project in Weld County, CO: A hard copy along with a check for the application fee will be mailed to you later today. _ I know you have been discussing this project with Eric Hansen in our office regarding the requirements and timing. Eric mentioned that you should be able to work on an expedited review schedule that would accommodate issuing a permit by early June. We really appreciate your attention on this. Feel free to call if you have any questions. Thanks. Chris Christopher J. Garda, PE Project Manager Westwood Professional Services 7699 Anagram Drive Eden Prairie, MN 55344-731O DIRECT 952-906-7459 EMAIL chris.carda@westwoodps.com<mailto:chris.carda@westwoodos.com> MAIN 952-937-5150 FAX 952-937-5822 WEB www.westwoodps.com<htto://www.westwoodos.com/> From: Craig A.Arneson [mailto:CraigA@blattnereneray.com] Sent: Friday,April 30, 2010 9:42 AM To: Chris Carda Cc: Andrew J. Snyder; Brandon H. Kraus Subject: RE: Cedar Creek 2 Air Permit Chris, Attached is the singed email copy. Please let me know if there is anything else you need, Craig Arneson Field Engineer Blattner Energy 320-761-0201 From: Chris Carda [mailto:Chris.CardaCalwestwoodos.coml Sent: Friday,April 30, 2010 8:19 AM To: Craig A. Arneson Cc: Andrew J. Snyder; Brandon H. Kraus Subject: FW: Cedar Creek 2 Air Permit Craig, Attached you will find the Air Permit. Just need a signature on page 3 and a check., We should get an electronic copy submitted today, then you can follow up with the hard copy and check in the US Mail. See details below from Eric in our office regarding timing and submittal. Let me know if you want us to submit the electronic or at least copy me on the email if you decide to send it in yourself. Feel free to call with any questions. Chris Christopher]. Garda, PE Project Manager Westwood Professional Services 7699 Anagram Drive Eden Prairie, MN 55344-7310 DIRECT 952-906-7459 EMAIL chris.carda@westwoodps.com<rnailto:chris.carda(@westwoodps.com> MAIN 952-937-5150 FAX 952-937-5822 WEB www.westwoodps.com<http;//www.westwoodos.com/> From: Eric Hansen Sent: Thursday,April 29, 2010 5:12 PM To: Chris Carda Subject: RE: Cedar Creek 2 Air Permit Chris, The attached permit is ready for final review by Blattner. Once signed, it should be sent to Adam Wozniak for processing. The package should include the signed permit text, the site figure showing the project area, and a check for$152.90. I would suggest sending an electronic copy to Adam first,then a hard copy with the check. I can coordinate the electronic copy to build on the conversations I've had with Adam to date. The process at the state will be: 1: Staff Review(a few days) 2: Supervisor review (a few days) 3: Invoicing of Engineering lime beyond the application fee(Fridays) 4: Payment of the invoice 5: Issuance of the permit Based on this and timely payment, it should be very feasible to receive the permit by early June. Agency Contact for Submittal: Adam Wozniakk Colorado Dept. of Public Health.and Environment Air Pollution Control Division APCD-SS-B1 4300 Cherry Creek Drive South Denver, CO 80246:-1530 Awwoznia@smtpgate.dphe.state.co.us<mailto:Awwoznia(alsmtpgate.dphe.state.co.i c> Please call with any questions Eric Hansen 952-906-7423 Air Pollutant Emission Notice (APEN) —and —Application for Construction Permit El New Facility 0 Transfer of Ownership * 0 Change in Production 0 No Change(APEN Update Only) 0 Request Coverage Under General Permit (For GP coverage,pages 2-3 are not required)" All sections of this APEN and application must be completed prior to submittal to the Division for both new and existing facilities. An application with missing information may be determined incomplete and may result in longer engineer processing times. *Note: For transfer of ownership or company name change of a permit,you must also'submit a Construction Permit Application form. **Note: For General Permit coverage,only page 1 of this application needs to be completed. In addition to the MEN filing fee($152.90),a General Permit fee of$50.00 will be assessed. Permit Number AIRS Number Company Name: Blattner Energy,Inc. Billing Address: 392 County Road 50 Zip Code: 56310 Avon, MN Person to Contact: Andrew Snyder Phone Number: (320)248-0127 Email Address: AndrewS@blattnerenergy.com. Fax Number: (320)356-7392 Please provide description of the activity: (Also,please provide a site map) Construction of Cedar Creek II Wind Farm,including lay down yard;subsurface electrical collection system, substation and access roads,foundations,and crane pads for 123 wind turbine generators. (see attached) Project Name&Location: Cedar Creek II Wind Farm Generally,the project is located within the sections of land encompassed by County Road 138,County Road 125,County Road 120 and County Road 157. • The approximate midpoint of the project is located at the intersection of County Road 128 and County Road 135 County: Weld Section: Multiple Township: See attached Range: Total area of land in project: 27,740 Acres Date earthmoving will— Commence: July 1,2010 Stop: Oct 31,2012 Total area subject to earthmoving: 761 Acres Total disturbed area at any one time: 25 Acres Area to be paved(roads,parking lots): 0 Acres Date paving will be completed: NA Estimated time to complete entire project(includes buildings) 29 months List any known or suspected contaminates in the soil: None Brief description of how the project development will occur e.g.,timeline,project phases(attach an additional page if necessary): See Attached Page --An authorized signature is required on Page 1 if you are applying for General Permit Coverage;otherwise,a signature is required on Page 3-- — -3° 20/0 Signature of Legally Authorized Person(hot a vendor or consultant) Date Pcw,`d elottner G--cne.rai Co'A.15e) , EVP Name(please print) Title Colorado Department of Public Health and Environment Air Pollution Control Division -LAND DEVELOPMENT - FUGITIVE DUST CONTROL PLAN FOR LAND DEVELOPMENT (This must be submitted with the Air Pollutant Emission Notice-and-Application for Emission Permit) Regulation No. 1 requires that a fugitive dust control plan be submitted by applicants whose source/activity results in fugitive dust emissions. The control plan must enable the source to minimize emissions of fugitive dust to a level that is technologically feasible and economically reasonable. If the control plan is not adequate in minimizing emissions a revised control plan may be required. The control plan(if acceptable to the Division)will be used for enforcement purposes on the sources. Please check the dust control measures which you propose for your activity. The Division will enforce the control measures checked. Use separate sheets if more space is needed. Also note items with an asterisk(*). This indicates those measures which will probably be required. I. Control of Unpaved Roads on Site N Watering ❑ Frequent(Watering Frequency of 2 or More Times Per Day) N As Needed ❑ Application of Chemical Stabilizer • Vehicle Speed Control Speeds limited to 25 mph maximum. Speed limit signs must be posted. (Generally 30 mph is maximum approvable speed on site.) N Gravelling II. Control of Disturbed Surface Areas on Site N Watering ❑ Frequent(Watering Frequency of 2 or More Times Per Day) N As Needed ❑ Application of Chemical Stabilizer N Vehicle Speed Control Speeds Limited To 25 MPH Maximum Speed Limit Signs Must Be Posted. N Revegetation Revegetation Must Occur Within One Year Of Soil Disturbance N Seeding with mulch ❑ Seeding without mulch ❑ Furrows at right angle to prevailing wind Depth of furrows . Inches(must be greater than 6") N Compaction Of Disturbed Soil On A Daily Basis To Within 90%Of Maximum Compaction (As determined by a Proctor Test). El Foundation areas only;or ❑ All disturbed soil. ❑ Wind Breaks Type: (Example: Snow Fence,Silt Fence,etc.) N Synthetic Or Natural Cover For Steep Slopes. Seed application with Type: erosion control blanket (Netting,Mulching,etc.) or hydro mulch with tackifier Colorado Department of Public Health and Environment Air Pollution Control Division • -LAND DEVELOPMENT - III. Prevention Of Mud And Dirt Carried Out Onto Paved Surfaces. Prevention ❑ Gravel Entry Ways ❑ Washing Vehicle Wheels ❑ Other. ® Cleanup of Paved Areas Frequency: Times Per Day • Street Sweeper ❑ Hose With Water ❑ Other. • Additional Sources of Emissions List any other sources of emissions or control methods Portable Concrete Batch Plant—Permit No: 06PO1179/Modification-1 3v - 2o/D Siture of Legal�ppy Authorized Person(not vendor or consultant) Date lit/2c/ 8Ionct7eC 6-enerq ( CoLty'1:Se/ EVP Name(please print) Title Check the appropriate box if you want: ❑ Copy of the Preliminary Analysis conducted by the Division ❑ To review a draft of the permit prior to issuance (Checking any of these boxes may result in an increased fee and/or processing time) Send this form along with$152.90 to: Colorado Department of Public Health and Environment Telephone:(303)692-3150 Air Pollution Control Division APCD-SS-B1 -4300 Cherry Creek Drive South Denver,CO 80246-1530 • Small Business Assistance Program (303)692-3148 Small Business Ombudsman (303)692-2135 Colorado Department of Public Health and Environment Air Pollution Control Division - LAND DEVELOPMENT- Attachments: Project Location: The project is located in the following sections of Weld County northeast of the town of Greeley: Township(T) 10 North(N),Range(R)58 West(W),Section(S) 1-5 T 10N-R 57W-S 6 T 11N-R 58W-S 3,4, 10-16,24,25,27,34,36 T 11N-R 57W-S 1-3,5-11, 14-23,26-33 T 12N-R 57W-S 34,36 T 12N-R 56W-S 28,32,33 T I IN-R 56W-S 5,6,8, 17 Latitude:40.937 Longitude:-103.784 Generally,the project is located within the sections of land encompassed by County Road 138,County Road 125,County Road 120 and County Road 157. The approximate midpoint of the project is located at the intersection of County Road 128 and County Road 135. Project Description The Project area is approximately 27,740 acres;construction activity and disturbed area will consist of approximately 761 acres. Construction activity will include installation of 123 wind turbines generators(WTG). Construction of the wind turbine generators requires,but is not limited to,the installation of approximately 36 miles of 16-foot wide gravel access roads with 20 feet of compacted shoulders(50 foot wide disturbance width for an approximate disturbance area of 216 acres), approximately 20 miles of temporary crane walking paths(50 foot disturbance width for an approximate disturbance area of 87 acres).Crane paths are temporary and will be used minimally(up to 4 passes of cranes throughout the life of the path)to individual turbine sites and will not include major grading activity or soil disturbance. The paths are specifically utilized to stay out of streams and other sensitive areas such as steep slopes. All crane paths will be restored to preconstruction conditions after the use of the paths. Support activities for the construction of the wind farm are outlined below: 1. An underground power collection system(197 acres disturbance)which is trenched with minimal disturbance (less than a 20-foot wide trench and disturbance area)or impact to drainage. 2. One temporary"lay down area"(7 Acres)used to load and unload and store material and supplies. The yard will be primarily a temporary rock base area with temporary offices and storage facilities,dumpsters and portable sanitary facilities. 3. An electrical substation(3 acres). The substation will have a permanent rock base and electrical equipment. 4. A 2.6 acre operation and maintenance facility with gravel drive,parking and permanent building facility. 5. A 2.9 acre temporary concrete batch plant for concrete supply to the site. Once the erection of the wind turbines is complete,the outside 10-feet of each side of the gravel access roads will be restored, while maintaining a permanent 16-foot gravel maintenance road. Additionally,the area around each turbine site will be returned to predevelopment condition with exception of the gravel ring around the turbine. *Project Schedule: Activity Start Date **End Date Overall Project June 2010 October 2012 Roads/Grading July 2010 August 2011 Turbine Erection July 2010 October 2012 Substation August 2010 October 2011 Electrical(underground/OH) August 2010 June 2012 Lay Down Yard July 2010 October 2012 O&M Building July 2010 December 2011 Concrete Batch Plant June 2010 October 2012 *Subject to change due to field conditions and unknown factors **Temporary stabilization schedule is subject to permit requirements;permanent stabilization implemented before or on End. Date listed' by BP Wind Energy Bridgette Miranda BP Wind Energy North America Inc. 1 700 Louisiana,33`°Floor Houston,TX 77002 Direct:713-354-4801 Direct Fax:713-354-2120 ' Email:bridgette.miranda@bp.com May 13,2010 Mr. Mark Leslie 6060 Broadway Denver,Colorado 80216 Re: Cedar Creek II Wind Farm Dear Mr.Leslie, Cedar Creek II Wind Energy,LLC(Cedar Creek II)has worked closely with the Colorado Division of Wildlife(CDOW)in order to design a wind energy project that is economically viable and also minimizes potential impacts to wildlife. Cedar Creek II has conducted multiple meetings,discussio and site visits with CDOW personnel,including an April 7,2010 site visit to view the final turbine locations. From the earliest phases of our consultation Cedar Creek II committed to incorporating the following setbacks to raptors nests in our project design: • Minimum'/,-mile setback from all active and inactive swainson's hawk,red-tailed hawk and barn owl nests;and • Minimum 1/2-mile setback from all active and inactive golden eagle, ferruginous hawk and prairie falcon nests. These setbacks were measured from the tip of the turbine blades,as opposed to the centerline of th turbine,which has been the standard industry practice. This increased the setbacledistance by an additional 38 to 45 meters. Iti addition,Cedar Creek II has adhered to a setback of 150 feet from a defined escarpment This setback was also defined from the tip of the turbine blades where it did not conflict with a county setback requirement. Cedar Creek II has performed extensive preconstruction wildlife surveys on the proposed wind �� „a,/ project site,including raptor nest and avian use surveys,habitat mapping,bat acoustic monitoring, �o and sharp-tailed grouse lek.surveys. Furthermore,additional surveys for mountain plover,swift fox 5 _ _ and burrowing owl(all Colorado species of concern)will be conducted prior to construction. °,✓ In a letter to Weld County dated December 7,2009,the CDOW requested that the section of the `6r7,lJ P` / I proposed transmission line that fell within a half mile of a golden eagle nest be constructed between July 15th and December 15th. Cedar Creek II commits to construct this length of the transmission " 0 e,olej • line within this timeframe. Furthermore,Cedar Creek II commits to build the transmission line to �yc l ° Avian Power Line Interaction Committee(APLIC,200®standards. While we are hopeful that we I' ' by BP Wind Energy can place the entire 34.5-kV collection system below ground,we will certainly apply the APLIC standards to any aboveground collection lines. Also,in response to the December 7,2009 letter, water used for mixing concrete at the batch plan will be stored in aboveground tanks,not in open pits. Cedar Creek II intends to conduct two years of post-construction avian and bat mortality monitoring,and is committed to continuing to work and communicate with the GROW during project construction and.operation. We appreciate all of the time and effort that the CDOW has provided to BP Wind Energy to help ensure that the Cedar Creek H project is developed and constructed in an environmentally responsible manner. We look forward to continuing to work with the CDOW as we attempt to bring the benefits of wind energy to the eastern plains of Colorado. Sincerely, ) 6 `-17'7 � Bridgette Miranda BP Wind Energy Environmental Affairs Cc Celia Greenman Troy Florian David Gonzalez 7699 Anagram Drive i Eden Prairie,MN 55344 s'� PHONE 952-937-5150 FAX 952-937-5822 Westwood TOLL FREE 888-937-5150 www.westwoodps.com TRANSMITTAL wow Defy Planning Department GREELEY OFFICE Date: May 13, 2010 MAY 1 ,lin Re: Cedar Creek II Wind Farm RECEIVE® File 20097036.01• To: Chris Gathman Weld County Department of Planning Services 918 10th street Greeley, Colorado 80631 From: Craig Morse Items: No. Description 1 preliminary review set of Plot Plan Purpose: For your approval Remarks: Chris, We are submitting a review set of the Plot Plan for Cedar Creek II. This is based on the current requirements that have been provided by Weld County and also follows the format of what Westwood prepared for Cedar Creek I a couple of years ago. I am told that we submitted that for review and comment before making any sort of final on a reproducible material. Please note that the proposed conditions shown are not final and for review only. Please call with any questions. We have also stamped the plan set as preliminary. Delivery: Mail cc: File, David Gonzalez, Beth Jacobson, Mark Wengierski • Land and Energy DEVELOPMENT CONSULTANTS Q U C ® EI ■ N U U £tit O, R{ ..•`'\e DEPARTMENT OF THE ARMY e �@ CORPS OF ENGINEERS, OMAHA DISTRICT • �'° U DENVER REGULATORY OPTICS, 9307 SOUTH WADSWORTH BOULEVARD _.,gl�l�_J LI7TLETON, COLORADO 80128-6901 1/4 7 r; . , P May 13,2010 Ms.Bridgette Miranda BP Wind Energy North America Inc. 700 Louisiana,33m Floor Houston,TX 77002 RE: Cedar Creek II Wind Farm,County Road Improvements,Playa 26 Nationwide Permit No. 14,Corps File No.NWO-2010-1014-DEN Dear Ms.Miranda: Reference is made to the above-mentioned project located at 40.903719; -103.855439,Weld County, Colorado. Based on the information provided,this office has determined that the work within Colorado is authorized by the Department of the Army Nationwide Permit No.14,found in the March 12,2007,Federal Register. Enclosed is a fact sheet,which fully describes this Nationwide Permit and lists the General Conditions, Section 404 Only Conditions,and Colorado Regional Conditions,which must be adhered to for this authorization to remain valid. Although an Individual Department of the Army permit will not be required for this work,this does not eliminate the requirement that any other applicable Federal,state,tribal or local permits be obtained as required. Please be advised that deviations from the original plans and specifications of this project could require additional authorization from this office. The applicant is responsible for all work accomplished in accordance with the terms and conditions of the nationwide permit.If a contractor or other authorized representative will be accomplishing the work authorized by the nationwide permit on behalf of the applicant,it is strongly,recommended that,they be provided a copy of this letter and the attached conditions so that they are aware of the limitations of the applicable nationwide permit. Any activity which fails to comply with all the terms and conditions of the nationwide permit will be considered unauthorized and subject to appropriate enforcement action. This verification is valid until the NWP is modified,reissued,or revoked. All of the existing NWPs are scheduled to be modified,reissued,or revoked prior to March 18,2012. It is incumbent upon you to remain informed of changes to the NWPs. We will issue a public notice when the NWPs are reissued. Furthermore,if you commence or are under contract to commence this activity before the date that the relevant NWP is modified or revoked,you will have twelve(12)months from the date of the-modification or revocation of the NWP to complete the activity under the present terms and conditions of this NWP.'In compliance with general Condition 14,the attached"Certification of Completed Work"form'(blue)must be signed and returned to this office upon completion of the authorized work and any required mitigation. 1 Should anyone at any time become aware that either an endangered and/or threatened species or its critical habitat exists within the project area,this office must be notified immediately. The Omaha District,Regulatory Branch is committed to providing quality and timely service to our customers. In an effort to improve customer service,please take a moment to complete our Customer Service Survey found on our website at httn://pert.nwp.usace.army.mil/survev.html.If you do not have Internet access, you may call and request a paper copy of the survey that you can complete and return to us by mail or fax. (Completing the survey is a voluntary action) If there are any questions call Mr.Terry McKee of my office at(303)979-4120 and reference Corps File No.NWO-2010-1014-DEN. Sincerely, Timo T. Car l Chief, enver R gut tory O ce tm Enclosures Copies Furnished: U.S.Fish&Wildlife Service Colorado Department of Public Health&Environment Environmental Protection Agency Colorado Division of Wildlife State Historic Preservation Office 2 FACT SHEET NATIONWIDE PERMIT 14 LINEAR TRANSPORTATION PROJECTS.Activities required for the construction, expansion,modification, or improvement of linear transportation projects (e.g.,roads, highways,railways, trails, airport runways, and taxiways)in waters of the United States. For linear transportation projects in non-tidal waters,the discharge cannot cause the loss of greater than 1/2-acre of waters of the United States.For linear transportation projects in tidal waters,the discharge cannot cause the loss of greater than 1/3-acre of waters of the United States. Any stream channel modification, including bank stabilization,is limited to the minimum necessary to construct or protect the linear transportation project; such modifications must be in the immediate vicinity of the project. This NWP also authorizes temporary structures,fills, and work necessary to construct the linear transportation project.Appropriate measures must be taken to maintain normal downstream flows and minimize flooding to the maximum extent practicable, when temporary structures, work, and discharges,including cofferdams,are necessary for construction activities, access fills,or dewatering of construction sites. Temporary fills must consist of materials,and be placed in a manner,that will not be eroded by expected high flows. Temporary fills must be removed in their entirety and the affected areas returned to pre-construction elevations. The areas affected by temporary fills must be revegetated, as appropriate. This NWP cannot be used to authorize non-linear features commonly associated with transportation projects, such as vehicle maintenance or storage buildings,parking lots,train stations,or aircraft hangars. Notification: The permittee must submit a pre-construction notification to the district engineer prior to commencing the activity if: (1)the loss of waters of the United States exceeds 1/10 acre; or(2) there is a discharge in a special aquatic site, including wetlands. (Sections 10 and 404) Note: Some discharges for the construction of farm roads or forest roads, or temporary roads for moving mining equipment, may qualify for an exemption under Section 404(f) of the Clean Water Act(see 33 CFR 323.4). General Conditions:. To qualify for NWP authorization, the prospective permittee must comply with the following general conditions, as appropriate, in addition to anysegioral or case-specific conditions imposed by the division engineer or district engineer. 1.Navigation. (a)No activity may cause more than a minimal adverse effect on navigation. (b)Any safety lights and signals prescribed by the U.S. Coast Guard, through regulations or otherwise,must be installed and maintained at the permittee's expense on authorized facilities in navigable waters of the United States. (c)The permittee understands and agrees that, if future operations by the United States require the removal, relocation,or other alteration, of the structure or work herein authorized, or if,in the opinion of the Secretary of the Army or his authorized, representative, said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters,the permittee will be required, upon due notice from the Corps of Engineers, to remove, relocate, or alter the structural work or obstructions caused thereby,without expense to the United States. No claim shall be made against the United States on account of any such removal or alteration. 2.Aquatic Life Movements.No activity may substantially disrupt the necessary life cycle movements of those species of aquatic life indigenous to the waterbody, including those species that normally migrate through the area, unless the activity's primary purpose is to impound water. Culverts placed in streams must be installed to maintain low flow conditions. 3. Spawning Areas. Activities in spawning areas during spawning seasons must be avoided to the maximum extent practicable.Activities that result in the physical destruction(e.g.,through excavation, fill, or downstream smothering by substantial turbidity) of an important spawning area are not authorized. 4.Migratory Bird Breeding Areas. Activities in waters of the United States that serve as breeding areas for migratory birds must be avoided to the maximum extent practicable. 5. Shellfish Beds.No activity may occur in areas of concentrated shellfish populations,unless the activity is directly related to a shellfish harvesting activity authorized by NWPs 4 and 48. 6.Suitable Material.No activity may use unsuitable material (e.g.,trash, debris, car bodies,asphalt,etc.).Material used for construction or discharged must be free from toxic pollutants in toxic amounts(see Section 307 of the Clean Water Act). 7. Water Supply Intakes.No activity may occur in the proximity of a public water supply intake, except where the activity is for the repair or improvement of public water supply intake structures or adjacent bank stabilization. 8.Adverse Effects From Impoundments. If the activity creates an impoundment of water, adverse effects to the aquatic system due to accelerating the passage of water, and/or restricting its flow must be minimized to the maxi num extent practicable. 9.Management of Water Flows. To the maximum extent practicable,the pre- construction course, condition, capacity, and location of open waters must be maintained for each activity,including stream channelization and storm water management activities, except as provided below. The activity must be constructed to withstand expected high flows. The activity must not restrict or impede the passage of normal or high flows, unless the primary purpose of the activity is to impound water or manage high flows. The activity may alter the pre-construction course, condition, capacity, and location of open waters if it benefits the aquatic environment(e.g., stream restoration or relocation activities). 10. Fills Within 100-Year Floodplains.The activity must comply with applicable FEMA-approved state or local floodplain management requirements. 11. Equipment. Heavy equipment working in wetlands or mudflats must be placed on mats, or other measures must be taken to minimize soil disturbance. 12. Soil Erosion and Sediment Controls.Appropriate soil erosion and sediment controls must be used and maintained in operating condition during construction,and all exposed soil and other fills, as well as any work below the ordinary high water mark or high tide line, must be permanently-stabilized at the earliest practicable date.Permittees are encouraged to perform work within waters of the United States during periods of low-flow or no-flow. 13. Removal of Temporary Fills. Temporary fills must be removed in their entirety and the affected areas returned to pre-construction elevations. The affected areas must be revegetated, as appropriate. 14.Proper Maintenance.Any authorized.structure or fill shall be properly maintained, including maintenance to ensure public safety. 15. Wild and Scenic Rivers.No activity may occur in a component of the National Wild and Scenic River System,or in a river officially designated by Congress as a"study river" for possible inclusion in the system while the river is in an official study status,unless the appropriate Federal agency with direct management responsibility for such river,has determined in writing that the proposed activity will not adversely affect the Wild and Scenic River designation or study status. Information on Wild and Scenic Rivers may be obtained from the appropriate Federal land management agency in the area(e.g.,National Park Service,U.S.Forest Service,Bureau of Land Management,U.S. Fish and Wildlife Service). 16.Tribal Rights.No activity or its operation may impair reserved tribal rights, including,but not limited to,reserved water rights and treaty fishing and hunting rights. 17. Endangered Species. (a)No activity is authorized under any NWP which is likely to jeopardize the continued existence of a threatened or endangered species or a species proposed for such designation,as identified under the Federal Endangered Species Act(ESA), or which will destroy or adversely modify the critical habitat of such species. No activity is authorized under any NWP which"may affect"a listed species or critical habitat,unless Section 7 consultation addressing the effects of the proposed activity has been completed. (b) Federal agencies should follow their own procedures for complying with the requirements of the ESA. Federal permittees must provide the district engineer with the appropriate documentation to demonstrate compliance with those requirements. (c)Non-federal permittees shall notify the district,engineer if any listed species or designated critical habitat might be affected or is in the vicinity of the project, or if the project is located in designated critical habitat,and shall not begin work on the activity • until notified by the district engineer that the requirements of the ESA have been satisfied and that the activity is authorized. For activities that might affect Federally-listed endangered or threatened species or designated critical habitat, the pre-construction notification must include the name(s) of the endangered or threatened species that may be affected by the proposed work or that utilize the designated critical habitat that may be affected by the proposed work. The district engineer will determine whether the proposed activity"may affect"or will have"no effect"to listed species and designated critical habitat and will notify the non-Federal applicant of the Corps' determination within 45 days of receipt of a complete pre-construction notification. In cases where the non- Federal applicant has identified listed species or critical habitat that might be affected or is in the vicinity of the project, and has so notified the Corps,the applicant shall not begin work until the Corps has provided notification the proposed activities will have"no effect"on listed species or critical habitat,or until Section 7 consultation has been completed. (d)As a result of formal or informal consultation with the FWS or NMFS the district engineer may add species-specific regional endangered species,conditions to the NWPs. (e)Authorization of an activity by a NWP does not authorize the"take" of a threatened or endangered species as defined under the ESA. In the absence of separate authorization(e.g., an ESA Section 10 Permit, a Biological Opinion with"incidental take"provisions,etc.) from the U.S. FWS or the NMFS,both lethal and non-lethal "takes"of protected species are in violation of the ESA. Information on the location of • threatened and endangered species and their critical habitat can be obtained directly from the offices of the U.S. FWS and NMFS or their world wide Web pages at http://www.fws.gov/and http://www.noaa.govffisheries.html respectively. 18. Historic Properties. (a) In cases where the district engineer determines that the activity may affect properties listed, or eligible for listing, in the National Register of Historic Places,the activity is not authorized, until the requirements of Section 106 of the National Historic Preservation Act(NHPA)have been satisfied. (b)Federal permittees should follow their own procedures for complying with the requirements of Section 106 of the National Historic Preservation Act.Federal permittees • must provide the district engineer with the appropriate documentation to demonstrate compliance with those requirements. (c)Non-federal permittees must submit a pre-construction notification to the district engineer if the authorized activity may have the potential to cause effects to any historic properties listed, determined to be eligible for listing on, or potentially eligible for listing on the National Register of Historic Places, including previously unidentified properties. For such activities,the pre-construction notification must state which historic properties may be affected by the proposed work or include a vicinity map indicating the location of the historic properties or the potential for the presence of historic properties. Assistance regarding information on the location of or potential for the presence of historic resources can be sought from the State Historic Preservation Officer or Tribal Historic Preservation Officer, as appropriate, and the National Register of Historic Places (see 33 CFR 330.4(g)). The district engineer shall make a reasonable and good faith effort to carry out appropriate identification efforts,which may include background research,consultation, oral history interviews, sample field investigation, and field survey. Based on the information submitted and these efforts, the district engineer shall determine whether the proposed activity has the potential to cause an effect on the historic properties. Where the non-Federal applicant has identified historic properties which the activity may have the potential to cause effects and so notified the Corps, the non-Federal applicant shall not begin the activity until notified by the district engineer either that the activity has no potential to cause effects or that consultation under Section 106 of the NHPA has been completed. (d) The district engineer will notify the prospective permittee within 45 days of receipt of a complete pre-construction notification whether NHPA Section 106 consultation is required. Section 106 consultation is not required when the Corps determines that the activity does not have the potential to cause effects on historic properties (see 36 CFR §800.3(a)). If NHPA section 106 consultation is required and will occur, the district engineer will notify the non-Federal applicant that he or she cannot begin work until Section 106 consultation is completed. (e) Prospective permittees should be aware that section 110k of the NHPA (16 U.S.C. 470h-2(k)) prevents the Corps from granting a permit or other assistance to an applicant who,with intent to avoid the requirements of Section 106 of the NHPA,has intentionally significantly adversely affected a historic property to which the permit would relate,or having legal power to prevent it, allowed such significant adverse effect to occur,unless the Corps,after consultation with the Advisory Council on Historic Preservation(ACHP), determines that circumstances justify granting such assistance despite the adverse effect created or permitted by the applicant. If circumstances justify granting the assistance,the Corps is required to notify the ACHP and provide documentation specifying the circumstances, explaining the degree of damage to the integrity of any historic properties affected,and proposed mitigation. This documentation must include any views obtained from the applicant, SHPO/THPO, appropriate Indian tribes if the undertaking occurs on or affects historic properties on tribal lands or affects properties of interest to those tribes, and other parties known to have a legitimate interest in the impacts to the permitted activity on historic properties. 19. Designated Critical Resource Waters. Critical resource waters include, NOAA-designated marine sanctuaries,National Estuarine Research Reserves, state natural heritage sites, and outstanding national resource waters or other waters officially designated by a state as having particular environmental or ecological significance and identified by the district engineer after notice and opportunity for public comment. The district engineer may also designate additional critical resource waters after notice and opportunity for comment. (a) Discharges of dredged or fill material into waters of the United States are not authorized by NWPs 7, 12, 14, 16, 17,21,29, 31, 35, 39,40,42,43,44, 49,and 50 for any activity within, or directly affecting, critical resource waters, including wetlands adjacent to such waters. (b) For NWPs 3, 8, 10, 13, 15, 18, 19,22,23,25,27, 28, 30, 33, 34, 36,37, and 38,notification is required in accordance with general condition 27, for any activity proposed in the designated critical resource waters including wetlands adjacent to those • waters. The district engineer may authorize activities under these NWPs only after it is determined that the impacts to the critical resource waters will be no more than minimal. 20. Mitigation. The district engineer will consider the following factors when determining appropriate and practicable mitigation necessary to ensure that adverse effects on the aquatic environment are minimal: (a)The activity must be designed and constructed to avoid and minimize adverse . effects,both temporary and permanent,to waters of the United States to the maximum extent practicable at the project site (i.e., on site). (b)Mitigation in all its forms (avoiding,minimizing, rectifying,,reducing, or compensating) will be required to the extent necessary to ensure that the adverse effects to the aquatic environment are minimal. (c) Compensatory mitigation at a minimum one-for-one ratio will be required for all wetland losses that exceed 1/10 acre and require pre-construction notification, unless the district engineer determines in writing that some other form of mitigation would be more environmentally appropriate and provides a project-specific waiver of this requirement. For wetland losses of 1/10 acre or less that require pre-construction notification, the district engineer may determine on a case-by-case basis that compensatory mitigation is required to ensure that the activity results in minimal adverse effects on the aquatic environment. Since the likelihood of success is greater and the impacts to potentially valuable uplands are reduced,wetland restoration should be the first compensatory mitigation option considered. (d)For losses of streams or other open waters that require pre-construction notification,the district engineer may require compensatory mitigation,such as stream restoration, to ensure that the activity results in minimal adverse effects on the aquatic environment. (e) Compensatory mitigation will not be used to increase the acreage losses allowed by the acreage limits of the NWPs. For example, if an NWP has an acreage limit of 1/2 acre, it cannot be used to authorize any project resulting in the loss of greater than 1/2 acre of waters of the United States,even if compensatory mitigation is provided that replaces or restores some of the lost waters. However, compensatory mitigation can and should be used, as necessary,to ensure that a project already meeting the established acreage limits also satisfies the minimal impact requirement associated with the NWPs. (f) Compensatory mitigation plans for projects in or near streams or other open waters will normally include a requirement for the establishment,maintenance, and legal protection(e.g., conservation easements) of riparian areas next to open waters.In some cases,riparian areas may be the only compensatory mitigation required.Riparian areas should consist of native species. The width of the required riparian area will address documented water quality or aquatic habitat loss concerns.Normally,the riparian area will be 25 to 50 feet wide on each side of the stream,but the district engineer may require slightly wider riparian areas to address documented water quality or habitat loss concerns. Where both wetlands and open waters exist on the project site,the district engineer will determine the appropriate compensatory mitigation(e.g., riparian areas and/or wetlands compensation)based on what is best for the aquatic environment on a watershed basis. In cases where riparian areas are determined to be the most appropriate form of compensatory mitigation,the district engineer may waive or reduce the requirement to provide wetland compensatory mitigation for wetland losses. (g)Permittees may propose the use of mitigation banks, in-lieu fee arrangements or separate activity-specific compensatory mitigation. In all cases, the mitigation provisions will specify the party responsible for accomplishing and/or complying with the mitigation plan. (h) Where certain functions and services of waters of the United States are permanently adversely affected, such as the conversion of a forested or scrub-shrub wetland to a herbaceous wetland in a permanently maintained utility line right-of-way, mitigation may be required to reduce the adverse effects of the project to the minimal level. 21.Water Quality. Where States and authorized Tribes, or EPA,where applicable,have not previously certified compliance of an NWP with CWA Section 401, individual 401 Water Quality Certification must be obtained or waived (see 33 CFR 330.4(c)).The district engineer or State or Tribe may require additional water quality management measures to ensure that the authorized activity does not result in more than minimal degradation of water quality. 22. Coastal Zone Management.Not Applicable. 23. Regional and Case-By-Case Conditions. The activity must comply with any regional conditions that may have been added by the Division Engineer(see 33 CFR 330.4(e)) and with any case specific conditions added by the Corps or by the state, Indian Tribe,or U.S. EPA in its section 401 Water Quality Certification, or by the state in its Coastal Zone Management Act consistency determination. 24.Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete project is prohibited, except when the acreage loss of waters of the United States authorized by the NWPs does not exceed the acreage limit of the NWP with the highest specified acreage limit. For example,if a road crossing over tidal waters is constructed under NWP 14,with associated bank stabilization authorized by NWP 13, the maximum acreage loss of waters of the United States for the total project cannot exceed 1/3-acre. 25.Transfer of Nationwide Permit Verifications.If the permittee sells the property associated with a nationwide permit verification,the permittee may transfer the nationwide permit verification to the new owner by submitting a letter to the appropriate Corps district office to validate the transfer. A copy of the nationwide permit verification must be attached to the letter, and the letter must contain the following statement and signature: "When the structures or work authorized by this nationwide permit are still in existence at the time the property is transferred,the terms and conditions of this nationwide permit, including any special conditions,will continue to be binding on the new owner(s) of the property. To validate the transfer of this nationwide permit and the associated liabilities associated with compliance with its terms and conditions, have the transferee sign and date below." (Transferee) (Date) 26. Compliance Certification.Each permittee who received an NWP verification from the Corps must submit a signed certification regarding the completed work and any required mitigation. The certification form must be forwarded by the Corps with the NWP verification letter and will include: (a)A statement that the authorized work was done in accordance with the NWP authorization, including any general or specific conditions; (b)A statement that any required mitigation was completed in accordance with • the permit conditions; and (c)The signature of the permittee certifying the completion of the work and mitigation. 27.Pre-Construction Notification.Not Applicable. 28. Single and Complete Project. The activity must be a single and complete project. The same NWP cannot be used more than once for the same single and complete project. Further Information 1. District Engineers have authority to determine if an activity complies with the terms and conditions of an NWP. 2.NWPs do not obviate the need to obtain other federal,state;or local permits, approvals, or authorizations required by law. 3.NWPs do not grant any property rights or exclusive privileges. 4.NWPs do not authorize any injury to the property or rights of others. 5.NWPs do not authorize interference with any existing or proposed Federal project. Nationwide Permit (March 12, 2007) Finalized Regional Conditions for the State of Colorado Final Regional Conditions Applicable to Specific Nationwide Permits within Colorado a.Nationwide Permit Nos. 12 and 14, Utility Line Activities and Linear Transportation Projects. In the Colorado River Basin, utility line and road activities crossing perennial waters or special aquatic sites require notification to the District Engineer in accordance with General Condition 27 (Pre-Construction Notification). In addition, post-construction reporting for activities in all other jurisdictional waters is required and must include information required by General Condition 27(Pre-Construction Notification) including location, supporting drawings and maps.The post-construction reporting must also include a statement certifying that the General Conditions of the nationwide permits have been followed. NOTE: The above condition does not apply in the Omaha District portion of Colorado. b.Nationwide Permit No. 13 Bank Stabilization. In Colorado, bank stabilization activities necessary for erosion prevention in streams that average less than 20 feet in width (measured between the ordinary high water marks)are limited to the placement of no more than 1/4 cubic yard of suitable fill'material per running foot below the plane of the ordinary high water mark.Activities greater than 1/4 cubic yard may be authorized if the permittee notifies the District Engineer in accordance with General Condition 27(Pre- Construction Notification) and the Corps determines the adverse environmental effects are minimal.[' See(g)for definition of Suitable Fill] c.Nationwide Permit No.27 Aquatic Habitat Restoration, Establishment,and Enhancement Activities. (1) For activities that include a fishery enhancement component, the Corps will send the Preconstruction Notification to the Colorado Division of Wildlife(CDOW)for review. In accordance with General Condition 27(Pre-construction Notification), CDOW will have 10 days from receipt of Corps notification to indicate that they will be commenting on the proposed project. CDOW will then have an additional 15 days after the initial 10-day period to provide those comments. If CDOW raises concerns, the applicant may either modify their plans, in with CDOW, or apply for a standard individual permit . (2)For activities involving the length of a stream,the post-project stream sinuosity will not be significantly reduced, unless it is demonstrated that the reduction in sinuosity is consistent with the natural morphological evolution of the stream(sinuosity is the ratio of stream length to project reach length). (3)Structures will allow the upstream and downstream passage of aquatic organisms, including • fish native to the reach, as well as recreational water craft or other navigational activities, unless specifically waived in writing by the District Engineer. The use of grout and/or concrete in building structures is not authorized by this nationwide permit. (4)The construction-of water parks(i.e.kayak courses)and flood control projects are not authorized by this nationwide permit. d.Nationwide Permits Nos.29 and 39; Residential Developments and Commercial and Institutional Developments.A copy of the existing FEMA/locally-approved floodplain map must be submitted with the Pre-Construction Notification.When reviewing proposed developments, the Corps will utilize the most accurate and reliable FEMAllocally-approved pre-project floodplain mapping, not post- project floodplain mapping based on a CLOMR or LOMR. However, the Corps will accept revisions to existing floodplain mapping if the revisions resolve inaccuracies in the original floodplain mapping and if the revisions accurately reflect pre-project conditions. NWP Finalized Regional Conditions for Colorado Page 1 of 4 Regional Conditions Applicable to.All Nationwide Permits within Colorado (Continued) e.Removal of Temporary Fills. General Condition 13 (Removal of Temporary Fills) is amended by adding the following: When temporary fills are placed in wetlands in Colorado, a horizontal marker(i.e. fabri&, certified weed-free straw, etc.) must be used to delineate the existing ground elevation of wetlands that will be temporarily filled during construction. f.Spawning Areas. General Condition 3 (Spawning Areas)is amended by adding the following: In , Colorado, all Designated Critical Resource Waters (see enclosure 1) are considered important spawning areas. Therefore, in accordance with General Condition 19 (Designated Critical Resource Waters), the discharge of dredged or fill material in not authorized by the following nationwide permits in these waters: NWPs 7, 12, 14, 16, 17, 21, 29, 31, 35, 39, 40,42, 43,44,49 and 50. In addition, in accordance with General Condition 27 (Pm-Construction Notification), notification to the District Engineer is required for use of the following nationwide permits in these waters: NWPs 3, 8, 10, 13, 15, 18, 19,'22, 23,25, 27,28, 30, 33, 34, 36, 37 and 38. g.Suitable Fill.In Colorado, use of broken concrete as fill material requires notification to the'District Engineer in accordance with General Condition 27 (Pre-Construction Notification). Permittees must demonstrate that soft engineering methods utilizing native or non-manmade materials are not practicable (with respect to cost, existing technology, and logistics), before broken concrete is allowed as suitable fill. Use of broken concrete with exposed rebar is prohibited in perennial waters and special aquatic sites. h. Invasive Aquatic Species. General Condition 11 is amended by adding the following condition for work in perennial or intermittent waters of the United States: If heavy equipment is used for the subject project that was previously working in another stream, river, lake, pond or wetland within 10 days of initiating work, one of the following procedures is necessary to prevent the spread of New Zealand Mud Snails and other aquatic hitchhikers: (1) Remove all mud and debris from equipment(tracks,turrets, buckets, drags, teeth, etc.)and keep the equipment dry for 10 days; or (2) Remove all mud and debris from equipment(tracks, turrets, buckets, drags, teeth, etc.)and spraylsoak equipment with either a 1:1 solution of Formula 409 Household Cleaner and water, or a solution of Sparquat 256(5 ounces Sparquat per gallon of water). Treated equipment must be kept moist for at least 10 minutes; or •• (3) Remove all mud and debris from equipment(tracks, turrets, buckets, drags, teeth, etc.)and spray/soak equipment with water greater than 120 degrees F for at least 10 minutes. Regional Conditions for Revocations Specific to Certain Geographic Areas i.Fens:All Nationwide permits, except permit Nos. 3, 6, 20, 27, 32, 38 and 47, are revoked in fens and wetlands adjacent to fens. Use of nationwide permit Nos. 3, 20, 27 and 38, requires notification to the District Engineer, in accordance with General Condition 27 (Pre-Construction Notification), and the permitee may not begin the activity until the Corps determines the adverse environmental effects am minimal. The following defines a fen: Fen soils (histosols) are normally saturated throughout the growing season, although they may not be during drought.conditions. The primary source of hydrology for{ens is groundwater. Histosols are defined in accordance with the U.S. Department of Agriculture, Natural Resources Conservation Service publications on Keys to Soil Taxonomy and Field Indicators of Hydric Soils in the United States(http://soils.usda.gov/technicallclassification/taxonomy). j.Springs:Within the state of Colorado, all NWPs,except permit 47(original 'C'), require preconstruction notification pursuant to General Condition 27 for discharges of dredged or fill material within 100 feet of the point of groundwater discharge of natural springs.A spring source is defined as any location where NWP Finalized Regional Conditions for Colorado - Page 2 of 4 groundwater emanates from a point in the ground. For purposes of this regional condition, springs do not include seeps or other discharges which do not have a defined channel. ADDITIONAL INFORMATION The following provides additional information regarding minimization of impacts and compliance with existing general Conditions: a. Permittees are reminded of the existing General Condition No. 6 which prohibits the use of unsuitable material. Organic debris, building waste, asphalt, car bodies, and trash are not suitable material.Also, General Condition 12 requires appropriate erosion and sediment controls(i.e. all fills must be permanently stabilized to prevent erosion and siltation into waters and wetlands at the earliest practicable date). Streambed material or other small aggregate material placed along a bank as stabilization will not meet-General Condition 12. Also, use of erosion control mats that contain plastic netting may not meet General Condition 12 if deemed harmful to wildlife. b.:Designated Critical Resource Waters in Colorado. In Colorado, a list of designated Critical Resource Waters has been published in accordance with General Condition 19(Designated Critical Resource Waters).This list will be published on the Albuquerque District Regulatory home page and will be attached to nationwide permit summaries distributed to the public. A copy is attached (see Enclosure 1). c. Federally-Listed Threatened and Endangered Species. General Condition 17 requires that non-federal • permitees notify the District Engineer if any listed species or designated critical habitat might be affected or is in the vicinity of the project. Information on such species, to include occurrence by county in Colorado, may be found at the following U.S. Fish and Wildlife Service website: htto://mountain- orairie.fwstioviendspo/CountvLists/Colorado.htm • NW? Finalized Regional Conditions for Colorado Page 3 of 4 Enclosure 1 DESIGNATED CRITICAL RESOURCE WATERS IN COLORADO The following waters within the State of Colorado are designated as critical resource waters. In accordance with'General Condition 19(Designated Critical Resource Waters),the discharge of dredged or fill material is not authorized by the following nationwide permits in these waters: NWPs'7, 12, 14, 16, 17, 21, 29, 31, 35,39,40, 42,43,44, 49 and 50. In addition, in-accordance with General Condition 27 • (Pre-Construction Notification), notification to the District Engineer is required for use of the following nationwide permits in these waters: NWPs 3, 8, 10, 13, 15, 16, 19, 22, 23, 25, 27, 28, 30, 33, 34, 36, 37 and 38. a.Outstanding Natural Resource Waters: • Cache la Poudre Basin:All tributaries to the Cache La Poudre River system, including all lakes and reservoirs, which are within Rock Mountain National Park; • Laramie River: All tributaries to the Laramie River system, including all lakes and reservoirs which are in the Rawah Wilderness Area; • North Fork Gunnison River.All tributaries to North Fork Gunnison River system, including lakes, reservoirs and wetlands within the West Elk and Raggeds Wilderness Area; • North Platte River.All tributaries to the North Platte River and Encampment Rivers, including all lakes and reservoirs,which are in the Mount Zirkle Wilderness Area; • San Miguel River.All tributaries, lakes, reservoirs, and wetlands within the boundaries of the Lizard Head and Mt Sneffels Wilderness Area; • Roaring Fork.River.All tributaries to the Roaring Fork River system, including lakes, reservoirs and wetlands within the Maroon Bells/Snowmass Wilderness Area; • Umcompahgre River.All tributaries to the Uncompahgre River system, including lakes, reservoirs, and wetlands within the Mt.Sneffels and Big Blue Wilderness Areas; • Upper Arkansas River Basin:All streams,wetlands, lakes, and reservoirs within the Mount Massive and Collegiate Peaks Wilderness,Areas; • Upper Colorado River. Mainstem of the Colorado River system including tributaries, lakes, reservoirs, and wetlands within Rocky Mountain National Park; • Upper Gunnison River Basin:All tributaries, lakes, reservoirs, and wetlands in the La Garita Wilderness Area. All tributaries to the Gunnison River system, including lakes, reservoirs, and wetlands within West Elk, Collegiate Peaks, Maroon Bells,Raggeds, Fossil Ridge, Oh-Be-Joyful and Big Blue Wilderness Areas; • White River. Trapper's Lake and tributaries to Trapper's Lake; • Yampa River. All tributaries to the Yampa River, including lakes, reservoirs and wetlands within Zirkle Wilderness Area. b.Gold Medal Waters. Gold Medal Waters, as identified by the State of Colorado, are defined in the Colorado Fishing Season Information brochure,on the Colorado Division of Wildlife website (htto://wildlife.state.co.us)or can be obtained at any Colorado Division of Wildlife or Corps office in Colorado. c.Cutthroat Trout Waters.Waters designated as Cutthroat Trout Waters by the Colorado Division of Wildlife, Colorado Wildlife Commission, as listed in the Colorado Division of Wildlife's regulation at Chapter 0, Appendix C, which can be accessed via the following website address: htto://wildlife.state.co.us/N R/rdonlvres/4D6FFAC6-64E8-4516-A5E9-AE9187392A95/0/Ch00.odf NWP Finalized Regional Conditions for Colorado Page 4 of 4 Chris Gathman From: Enright, Terry[Terry.Enright@anadarko.com] Sent: Friday, May 07, 2010 6:28 AM To: Broadfoot, Douglas E; Kim Ogle Cc: Chris Gathman; Gonzalez, David; msb@msbuchananlaw.com Subject: Cedar Creek Wind Farm Filing I and II David, With the understanding that present and future construction is consist with the submitted drawings, Anadarko is good with those plans. And with our drill windows protected, we can withdraw our request for the SUA to be executed. But I will ask that Weld County suggest a way to ensure this, if possible. Thanks, Terry Terry D. Enright Kerr-McGee Oil and Gas Onshore LP An Anadarko Company 1099 18th Street, Denver, CO. 80202 720/929/6469 or 970/590/0729(c) terrv.enrightganadarko.com From: Broadfoot, Douglas E [mailto:Douglas.Broadfoot@bp.com <mailto:Douglas.Broadfoot@bp.com> ] Sent: Friday, April 09, 2010 11:45 AM To: Enright, Terry Cc: Chris Gathman; Gonzalez, David; msb@msbuchananlaw.com Subject: Cedar Creek Wind Farm Terry: Following our conference call with you, Molly and Chris on 3/30 and follow up call with you on 4/5, I am attaching the Cedar Creek 1 as-built plats we discussed. These show that the CC 1 wind facilities have been located outside of Anadarko's potential drillsite windows. You will see on the Hahn plat that BP is planning to run a transmission line for the Cedar Creek II project through part of the W/2 of Section 35-11N-R60W. Neither David nor I were aware that this land was subject to the unexecuted agreements before you contacted us because we had not seen them. As a result of this new information we have decided to move the line so as to avoid the drill window in the SW/4. A plat showing the original location and revised location is also attached. • As discussed, we have notified Infigen, as primary shareholder and operator of Cedar Creek 1, about the unsigned agreements. If you would like to communicate with Infigen directly, the contact is: Scott Taylor Infigen Energy - General Manager USA - D +1 214 515 1136 M + 1 214 912 2172 AUS - D +61 2 8031 9900 M +61 407 137 364 Scott.Tavlor@infigenenergv.com Regards, i Doug Broadfoot Director - Land BP Wind Energy NA Inc. 700 Louisiana St., 33rd Floor Houston, TX 77002 (713) 354-2130 email: douglas.broadfoot(bp.com « File: 200970365KF05(03-10-60)JESSEN.pdf » « File: 200970365KF01(35-11-60)-HAHN.pdf >> « File: 200970365KF02(03-11-60)-SYNAR.pdf » « File: 200970365KF03(21-11-60)-EVERITT.pdf » « File: 200970365KF04(33-11-60)-LONESOME.pdf » « File: CCII_T_line_20100331_v2.pdf » Anadarko Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. 2 CS\ • 4' p 223 South Chestnut Street • Kimball, NE 69145 • (308) 235-3639 !, www.ci kimball.ne uslcity • Fax (308) 235-2971 ~ NEBRASKA n ti April 1, 2010 ii ii State of Nebraska Department of Natural Resources e is Brian P. Dunnigan, P.E. Director 4 I 301 Centennial Mall South El Lincoln, NE 68509-4676 `' Dear Mr. Dunnigan: Zi The City of Kimball is sending this letter on behalf of Blattner Energy out of Avon, Minnesota. The City of Kimball is interested in supplying water needed by ii iiLi `' Blattner Energy for construction projects located in northeast Colorado. i: zit F Ii. ; The City understands they would be using the water for road compaction, dust r control and batching ready mix concrete. We understand their daily need would a { not exceed 80,000 gallons with the total project anticipated to not exceed V 10,000,000 gallons. l The City is prepared to handle all of Blattner Energy's water needs for these ₹ 1 Y projects. We have three water wells for the municipality and a one-million gallon _ ii storage reservoir. Bulk water sales are a part of our operation. z :3 i 4€ 3 The City of Kimball would ask for your support for.Blattner Energy using water from Nebraska for these projects located in northeast Colorado. Thank you for l your consideration. zi ii ` Li Sincerely, L.- . a ' Harold M. Farrar i_ C City Administrator I _' 4 • • us.AGBANK,FCB • February 16, 2010 Weld County Planning Department GREELEY OFFICE rpR 18 9ntn :CEIVED Weld County Planning Commission 918 10th Street Greeley, CO 80631 RE: Application for Development Cedar Creek II, LLC, BP Wind Energy North America Inc. Hearing date March 16, 2010 Dear Commissioners: • We recently received notification (attached), that Cedar Creek II, LLC has filed an Application for Development with the Weld County Planning Commission to develop a wind energy generation facility and transmission line. The U.S. AgBank FCB is the owner of minerals underlying some of the acreage that is within the defined project area. The Bank has no objection to this plan of development, as long as such development does not impede our ability to develop our mineral estate. r Sincerej', Patricia A. Gorh �-� Assistant Director- Minerals cc. Cedar Creek II, LLC EXHIBIT • C0 , 14N • r�I Part of The Farm Credit System ADMINISTRATIVE OFFICE:245 N.Waco 67202•P.O.Box 2940 67201-2940•Wichita,KS•Tel:316-266-5100,Fat.316-266-5121 SACRAMENTOOFF:CE:3636 American River Drive,Ste. 100 Sacramento,CA 95864-5901 •Tel:916-973-3014, Fax:916-973-3092 Hello