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Home My WebLink About992769.tiff RESOLUTION RE: ACCEPT FINAL DRAFT 1-25 CORRIDOR MASTER DRAINAGE PLAN GODDING HOLLOW AND TRI-TOWN BASINS SOUTH WELD COUNTY, COLORADO WHEREAS, the Board of County Commissioners of Weld County, Colorado, pursuant to Colorado statute and the Weld County Home Rule Charter, is vested with the authority of administering the affairs of Weld County, Colorado, and WHEREAS, in conjunction with various local governments located in southern Weld County, Colorado, the Board of County Commissioners has been presented with a final draft of the document entitled, "I-25 Corridor Master Drainage Plan Godding Hollow and Tri-Town Basins South Weld County, Colorado," from Anderson Consulting Engineers, Inc., and WHEREAS, said Plan addresses various surface drainage concerns and problems in the Godding Hollow and Tri-Town Basins, and provides a recommended plan of action for dealing with such concerns and problems, and WHEREAS, said local governments now desire to accept such final draft, but intend to implement said Plan in the future through an entity or mechanism to be determined and/or initiated by the local governments, and WHEREAS, said local governments have agreed to continue to study and discuss such mechanism at a meeting set for November 16, 1999, and continuing thereafter as necessary. NOW, THEREFORE, BE IT RESOLVED by the Board of County Commissioners of Weld County, Colorado, that the final draft of the document entitled, "1-25 Corridor Master Drainage Plan Godding Hollow and Tri-Town Basins South Weld County, Colorado," be, and hereby is, accepted, with such Plan to be implemented in the future after the entity or mechanism to do so is determined and/or initiated by the involved local governments. The above and foregoing Resolution was, on motion duly made and seconded, adopted by the following vote on the 15th day of November, A.D., 1999. BOARD OF COUNTY COMMISSIONERS WELD COUNTY OLORADO 1 Da e . all, Chair o t e Board . rte Barbar . Kirkmeyer, ro-Tem ��A► q� jo the Board George after APPROVED AS TO FOR : M. J. Geile eofinty Attorry Glenn V 992769 F I F10029 1-25 CORRIDOR MASTER DRAINAGE PLAN GODDING HOLLOW AND TRI-TOWN BASINS SOUTH WELD COUNTY, COLORADO PREPARED FOR: Weld County Public Works Department 1111 H Street Greeley, CO 80631 PREPARED BY: Anderson Consulting Engineers, Inc. 2900 South College Avenue, Suite 3B Fort Collins, CO 80525 (ACE Project No. COWELD01) 0 RE6ei /,gj e baitssioNAL 0 September 8, 1999 fl',OPEN!CoweldollcoweldOl fnl rpcwpd September 8. 1999 TABLE OF CONTENTS I. INTRODUCTION 1.1 1.1 Project Goals and Objectives 1.1 1.2 Scope of Work 1.2 1.3 Acknowledgments 1.4 1.4 Mapping and Surveying 1.4 1.5 Previous Studies 1.5 II. BASIN CHARACTERISTICS 2.1 2.1 Location and Description 2.1 2.2 Drainage Features 2.1 2.3 Description of the Major Drainageways 2.3 2.3.1 Godding Hollow Drainageway 2.3 2.3.2 Tri-Town Drainageway 2.4 III. INVENTORY OF EXISTING FACILITIES 3.1 3.1 Detention Facilities 3.1 3.1.1 Godding Hollow Basin 3.4 3.1.2 Tri-Town Basin 3.5 3.2 Major Road Crossings 3.6 3.2.1 Godding Hollow Basin 3.6 3.2.2 Tri-Town Basin 3.9 3.3 Open Channels 3.10 3.3.1 Godding Hollow Basin 3.10 3.3.2 Tri-Town Basin 3.11 IV. HYDROLOGIC ANALYSES AND MODELING 4.1 4.1 Formulation of Hydrologic Model 4.1 4.1.1 Model Description 4.1 4.1.2 Network Development 4.2 4.2 Rainfall Design Storms 4.2 . . . . . . . . . . . . . . . . . . . . . . . . . . T:IOPEMCoweld011coweld0l(81 rpt.wpd 1 September 8, 1999 TABLE OF CONTNETS (CONTINUED) 4.3 Hydrologic Modeling Parameters 4.3 4.3.1 St�hl�a in D lin a ion and si tiara ristics 4.3 4.3.2 Land Use 4.3 4.3.3 Soils, Infiltration. • 44.6 4.4 Hydraulic Modeling Parameters 4.7 4.5 Special Modeling Functions Utilized 4.8 4.6 Summary of Existing Conditions 4.8 4.6.1 Definition of Existing Conditions 4.8 4.6.2 Storm Drainage Criteria 4.9 4.6.3 Modeling Results 4.9 • 4.6.4 • 4v t' 4.10 4.6.5 w 4.18 4.7 Summary of Future Conditions 4.19 4.7.1 Definition of Future Conditions 4.19 4.7.2 Modeling Results 4.22 V. DRAINAGE IMPROVEMENTS 5.1 5.1 Formulation of Drainage Improvements 5.1 5.2 Description of Drainage Improvements 5.3 5.2.1 Godding Hollow Basin Reach G1: Saint Vrain River to "The Shores" Lulie.s Outlet 5.21 • 5.2.2 "The Shore"l.,akes to WCR 24 5.21 5.2.3 Godding Hollow Basin Reach G3: WCR 24 to Godding Ditch 5.22 5.2.4 5.22 5.2.5 • 55.23 5.2.6 • W 5.23 5.2.7 Godding Hollow Basin Reach G7:_ State Highway 52/Co.alridge Ditch 5.23 5.2.8 Godding Hollow Basin Reach G8: WCR 12 5.24 5.2.9 • - 5.24 5.2.10 5.25 5.2.11 Tri-Town Basin Reach Ti: WCR 24 5.26 5.2.12 Tri-Town Basin Ruch T2: WCR 22 5.26 5.2.13 - 5.27 T IOPENIC0weld011coweld0l fa!rpt.wpd ii September 8, /999 TABLE OF CONTENTS (CONTINUED) 5.2.14 Tri-Town Basin Reach T4: Firestone/Frederick 5.28 5.2.15 Tri-Town Basin Reach T5: Frederick/Dacono 5.28 5.2.16 Tri Town Basin Reach Tb Railroad mb nkment Regional Ponds 5.29 5.2.17 Additional Considerations 5.29 5.3 Drainage Criteria 5.29 5.4 Cost Estimates 5.30 5.5 Hydrologic Analysis 5.33 VI. IMPLEMENTATION PLAN 6.1 6.1 Plan Evaluation 6.1 6.2 Recommended Plan 6.1 VII. FUNDING AND FINANCING ALTERNATIVES 7.1 7.1 Organizational Entity 7.1 7.1.1 Regional Drainage Authority 7.1 7.1.2 Jmprovejnent District 7.2 7.1.3 Title 32 District/Utility 7.2 r 7.2 Funding/Financing Methods 7.3 7.2.1 Monthly User Fees 7.3 7.2.2 S, sty em Development/Basin Impact Fees 7.3 7.2.3 Assessments 7.3 7.2.4 Mill Levy/Taxes 7.4 7.3 Secondary Funding and Financing Sources 7.4 7.4 Conceptual Financing Plan 7.5 VIII. SUMMARY AND RECOMMENDATIONS 8.1 FIGURES/TABLES/APPENDICES/SHEETS • FIGURES Figure 2.1 Vicinity Map 2.2 Figure 4.1 Discharge Profiles for Godding Hollow Basin: Existing Conditions. . . . 4.14 Figure 4.2 Discharge Profiles for Tri-Town Basin: Existing Conditions. 4.15 T:tOPENI Cowc1d01 tcowetd01 flu rpr.wpd 111 September 8, 1999 TABLE OF CONTENTS (CONTINUED) Figure 4.3 Discharge Profiles for Gadding Hollow Basin: Future Conditions. 4.26 Figure 4.4 Discharge Profiles for Tri-Town Basin: Future Conditions. 4.27 Figure 5.1 Gadding Hollow and Tri-Town Basins Reach Locations. 5.4 Figure 5.2 Gadding Hollow Basin Proposed Drainage Improvements for Reach G1. . 5.5 Figure 5.3 Godding Hollow Basin Proposed Drainage Improvements for Reach G2 5.6 Figure 5.4 Gadding Hollow Basin Proposed Drainage Improvements for Reach G3 5.7 Figure 5.5 Godding Hollow Basin Proposed Drainage Improvements for Reach G4 5.8 Figure 5.6 Godding Hollow Basin Proposed Drainage Improvements for Reach G5 5.9 Figure 5.7 Gadding Hollow Basin Proposed Drainage Improvements for Reach G6. . 5.10 Figure 5.8 Godding Hollow Basin Proposed Drainage Improvements for Reach G7. . 5.11 Figure 5.9 Godding Hollow Basin Proposed Drainage Improvements for Reach G8. . 5.12 Figure 5.10 Godding Hollow Basin Proposed Drainage Improvements for Reach G9. . 5.13 Figure 5.11 Godding Hollow Basin Proposed Drainage Improvements for Reach G10. 5.14 Figure 5.12 Tri-Town Basin Proposed Drainage Improvements for Reach T1 5.15 Figure 5.13 Tri-Town Basin Proposed Drainage Improvements for Reach T2. 5.16 Figure 5.14 Tri-Town Basin Proposed Drainage Improvements for Reach T3. 5.17 Figure 5.15 Tri-Town Basin Proposed Drainage Improvements for Reach T4. 5.18 Figure 5.16 Tri-Town Basin Proposed Drainage Improvements for Reach T5. 5.19 Figure 5.17 Tri-Town Basin Proposed Drainage Improvements for Reach T6. 5.20 Figure 5.18 Discharge Profiles for Godding Hollow Basin: Future Conditions with Regional Detention. 5.39 Figure 5.19 Discharge Profiles for Tri-Town Basin: Future Conditions with Regional Detention. 5.40 TABLES Table 3.1 Inventory of Existing Drainage Facilities for the Gadding Hollow Basin. . . 3.2 Table 3.2 Inventory of Existing Drainage Facilities for the Tri-Town Basin. 3.3 Table 4.1 Hydrologic Parameters for Existing Conditions. 4.4 Table 4.2 Hydrologic Soil Groups Recommended Values (USDCM, Vol. 1, 1978). 4.6 Table 4.3 Subbasin Peak Discharges for Existing Conditions. 4.11 Table 4.4 Major Drainageway Peak Discharges for Existing Conditions 4.13 Table 4.5 Hydrologic Parameters for Future Conditions. 4.20 Table 4.6 Subbasin Peak Discharges for Future Conditions. 4.23 Table 4.7 Major Drainageway Peak Discharges for Future Conditions 4.25 Table 5.1 Cost Estimate for Gadding Hollow Basin. 5.31 Table 5.2 Cost Estimate for Tri-Town Basin. 5.32 Table 5.3 Subbasin Peak Discharges for Future Conditions with Regional Detention 5.34 Table 5.4 Major Drainageway Peak Discharges for Future Conditions with Regional Detention. 5.36 T:IOPENMCoweid014cowe1d01 fnl rpt.wpd iv September 8. 1999 TABLE OF CONTENTS (CONTINUED) Table 5.5 Unit Runoff Data. 5.37 Table 6.1 Implementation Plan for Godding Hollow Basin. 6.2 Table 6.2 Implementation Plan for Tri-Town Basin. 6.3 Table 7.1 Conceptual Financing Plan #1: Godding Hollow Basin 7.6 Table 7.2 Conceptual Financing Plan #2: Godding Hollow Basin 7.7 Table 7.3 Conceptual Financing Plan #1: Tri-Town Basin 7.8 Table 7.4 Conceptual Financing Plan #2: Tri-Town Basin 7.9 APPENDICES Appendix A: Existing Corporate Limits Appendix B: Flood Hydrographs Appendix C: Unit Pricing Data SHEETS Sheet 1: Existing Drainage Facilities and 100-Year Floodplains Sheet 2: Subbasin Map Sheet 3: Developed Land Use Map Sheet 4: Soils Map T:•'OPEN'Coweld0l tcoweld0l Jnl rpt.wpd V September 8, 1999 I. INTRODUCTION Southwest Weld County is presently experiencing rapid growth and development within the boundaries of the Godding Hollow and Tri-Town Basins. These basins have a long history of flooding problems with the most severe problems recently focused within the communities of Dacono, Firestone and Frederick. In addition, potential flooding and overtopping of Interstate Highway 25 poses a threat to public health and safety. As future development occurs within the basins, these existing flooding problems will likely be exacerbated; consequently, the construction of adequate storm drainage facilities that mitigate both existing and future flooding problems becomes increasingly important. In support of the need to provide these facilities, Weld County contracted with Anderson Consulting Engineers, Inc. to develop master drainage plans for the Godding Hollow and Tri- Town Basins. This report summarizes the results of the master planning efforts for both of these basins. 1.1 Project Goals and Objectives The goal of this project was to develop a Master Drainage Plan (MDP) that can be utilized as a tool for making decisions related to stormwater management within the boundaries of the two basins. Completion of the master drainage plan for the Godding Hollow and Tri-Town Basins involved the development of a planning document that would: (a) identify long-term capital improvements and rehabilitation measures for the existing • drainage system; (b) be a tool for implementation of future improvements associated with new developments within the basin boundaries; (c) provide a basis for prioritizing and scheduling required improvements (implementation plan); (d) provide the flexibility to implement improvements that afford flood protection while being cost effective; (e) address water quality issues; (f) identify uniform criteria for the planning and design of major drainageway facilities and on-site detention requirements; and T.IOPENICoweld0llroweld01 Pub rpt.wpd 1.1 September 8, :999 (g) provide a recommendation related to a financing and funding mechanism. Sensitivity to these objectives was an important consideration during the preparation of the master drainage plan; however, the primary focus of the planning efforts was the reduction of both existing flooding and the potential for future flooding problems within the Godding Hollow and Tri-Town Basins. 1.2 Scope of Work The scope of work followed during the development of the master drainage plan included the tasks described below. 1. Scoping and Coordination Meetings. This task included a scoping meeting to discuss project goals and objectives, schedule, deliverables, modeling criteria and level of detail, and planning concepts and evaluation procedures. Coordination meetings were also conducted to discuss project status, overall direction of the project and promote the exchange of information. Workshops were held with members of the I-2S Corridor MDP Task Force which included representatives from the five governing bodies (Towns of Erie, Frederick, and Firestone, The City of Dacono, and Weld County), the Tri-Area Sanitation District, Colorado Water Conservation Board, several irrigation companies, and various other entities. During the coordination meetings, the scope of the project was often slightly modified to reflect information and results generated during the completion of the planning effort. 2. Data Collection and Field Investigation. A detailed review of all available reports, mapping and data pertinent to the planning efforts was conducted. This information included but was not limited to: (a) existing drainage criteria and policies; (b) existing and ongoing drainage studies; (c) zoning data; (d) pertinent soils, rainfall and runoff data; (e) inventories of existing facilities; (f) available mapping and utility data bases; and (g) agreements with various entities including ditch companies and Weld County. In conjunction with the collection and review of available data, a field reconnaissance was conducted to further define and verify locations of existing drainage or flooding problems and formulate plans for conceptual improvements at these locations. Survey requirements were identified along with all existing facilities earmarked for evaluation during the hydraulic evaluation. 3. Mapping and Surveying. All available mapping sources were investigated. These sources included USGS quadrangle maps and mapping generated from existing and ongoing drainage studies. To facilitate the master planning efforts, aerial T.SOP£MCowe1d011coweid01 fnl rpt.wpd 1.2 September 8. 1999 photography was utilized from a 1998 aerial flight. Survey requirements included the collection of data necessary to define existing structures (bridges, channels, culverts, outlet structures, etc.) with respect to geometric configuration, invert and overtopping elevations, etc. 4. Inve tort' of Existing Fa c••I1t•es• All information related to the major storm drainage facilities within the major drainageway of each basin was compiled. Existing detention facilities, culverts, bridges, road crossings, drainage channels, irrigation ditches, and major storm sewers were inventoried and evaluated. The capacity of each structure was determined and the feasibility of integrating existing facilities into the master drainage plan investigated. 5. Hydrologic Analysis and Modeling. A detailed hydrologic model was developed and utilized to simulate the stormwater runoff for three scenarios: (a) existing or "as is" condition; (b) future development conditions with existing facilities; and (c) future development conditions with on-site detention and proposed improvements. 6. Hydraulic Analysis and Modeling. A detailed hydraulic analysis was completed to evaluate the structures identified during the inventory of existing facilities. All proposed improvements were also evaluated during the hydraulic analysis and modeling efforts. 7. 've Storm drainage improvements were identified to mitigate the existing and potential future flood hazard problems. Alternative stormwater management plans were conceptually developed and internally reviewed and refined with input from the staff of the Weld County Public Works Department and the I-25 MDP Task Force. 8. Basin Drainage Criteria. Criteria for the planning and design of drainage facilities were developed in conjunction with the I-25 MDP Task Force. The criteria specifically focused on the planning and design of major drainageway facilities/road crossings and on-site detention requirements. 9. Funding/Fin racing Alternatives, An investigation of various funding and financing alternatives was completed. The results of the investigation along with a recommendation were presented to the governing bodies and interested parties. 10. Reporting and Technical Documentation. The results of the master planning effort are summarized in this report. All recommended improvements are identified along with preliminary design drawings and detailed cost estimates. An implementation plan for the construction of the proposed improvements is presented. Documentation in the form of technical appendices and a project notebook is provided to allow replication of the steps taken to: (a) generate the design flows, (b) estimate the capacity of the existing and future facilities, (c) develop and evaluate the alternative plans, and (d) generate the cost estimates. T.'IOPEMCowe1d011Goweld01 ftd rpt.wpd 1.3 September 3. 1999 1.3 Acknowledgments The preparation of this report along with the supporting documentation involved the dedicated efforts of many members of the 1-25 MDP Task Force, Weld County government, and members of the communities impacted by the implementation of a master drainage plan. These individuals are identified below. Mr. Dale Hall, Weld County Commissioner Ms. Barbra Kirkmeyer, Weld County Commissioner Mr. Frank Hempen, Jr., Weld County Public Works Director Mr. Drew Scheltinga, Weld County Public Works Engineer Mr. Larry Lang, Colorado Water Conservation Board Ms. Linda Stepien, Mayor, City of Dacono Ms. Helen Gray, Economic Development Coordinator, City of Dacono Mr. Vic Smith, Mayor, Town of Erie Ms. Wendi Palmer, Public Works Construction Engineer, Town of Erie Mr. Rick Patterson, Mayor, Town of Firestone Mr. Edward Tagliente, Mayor, Town of Frederick Mr. Don Silar, The Sear-Brown Group, representing the Tri-Area Sanitation District The assistance and cooperation of these individuals are acknowledged and greatly appreciated. In addition to those individuals listed above, members and representatives of the Dacono Sanitation District, Saint Vrain Sanitation District, Last Chance Ditch, Rural Ditch, Godding Ditch, and the Colorado Department of Transportation provided invaluable information and details related to the existing facilities, historic flooding, and on going/proposed basin development. The information provided by these individuals is also gratefully acknowledged. 1.4 Mapping and Surveying Digital USGS quadrangle mapping was utilized during the master planning efforts. These maps were combined to form a single, contiguous topographic base map that encompassed the drainage boundaries of both basins. The following USGS quadrangle maps were obtained: (a) Erie, Colorado, 1967, Photo revised 1979; (b) Frederick, Colorado, 1950, Photo revised 1994; and (c) Gowanda, Colorado, 1949, Photo revised 1979. T.4QPEMCoweldOllcoweld01 fn1 rpt.xpd 1.4 September 3, 1999 All the quadrangles utilized the NAD29 Vertical Datum and incorporated a contour interval of 10 feet. In addition to the USGS mapping, digital aerial photographic images (1998) were obtained from Weld County and utilized to illustrate the location of all proposed improvements. The survey data necessary to complete the project was provided by TST, Inc. of Fort Collins, Colorado. 1.5 Previous Studies Previous studies related to stormwater management within the Godding Hollow and Tri- Town Basins were collected and reviewed during the completion of this project. No reports for the Godding Hollow Basin were identified through the research effort; however, several reports for the Tri-Town Basin were identified. Reports documenting stormwater drainage conditions and improvements in the Tri-Town Basin included: (a) Preliminary Engineering Report Drainage Study Firestone-Frederick Area (Nelson, Haley, Patterson and Quirk, Inc., September 1975); (b) Master Drainage Study For the Tri-Area Basin, Including the Towns of Frederick, Firestone and Unincorporated Evanston (Rocky Mountain Consultants, Inc., September 1984); (c) Report of Investigation for the Tri-Area Drainageway Improvements, Town of Firestone (TST, Inc., November 18, 1991); and (d) Conceptual Design Report For South Side Drainage Improvements, Town of Frederick, Colorado (Rocky Mountain Consultants, Inc., April 1996). Several other drainage studies associated with development within the basins were also collected and reviewed. The information gathered from these reports, including the available design drawings and specifications, were evaluated and utilized during the completion of this master planning effort. With respect to flood studies within the basins, the Federal Emergency Management Agency (FEMA) has produced approximate flood information and mapping along the Saint Vrain River and Godding Hollow. Furthermore, FEMA has documented flooding in the Tri-Town Basin in the following documents: T.IOPENICowrldOl tcowrld0l fnt rpt.wpd 1.5 September 8,1999 (a) Flood Insurance Study, Town of Frederick, Colorado, Weld County, January 1979, Revised July 13, 1983; (b) Flood Insurance Study, Town of Firestone, Colorado, Weld County, June 1979; (c) Flood Insurance Study, Town of Dacono, Colorado, Weld County, July, 1979; and (d) Flood Insurance Study, Weld County, Colorado Unincorporated Areas and Town of Eaton, Colorado; Revised September 27, 1991. A special study of the major drainageway in the Tri-Town Basin was conducted by Gingery Associates, Inc. in October 1977. This study involved a hydrologic and hydraulic analysis of the drainageway which resulted in the delineation of the 100-year floodplain in the vicinity of Firestone, Frederick and Dacono. T.IOPENlCoweld01)cowe1d01 Jh1 rpt.wpd 1.6 September 8, 1999 IL BASIN CHARACTERISTICS 2.1 Location and Description The Godding Hollow and Tri-Town Basins are located in the southwest corner of Weld County approximately 15 miles north of the Denver metropolitan area. The adjoining basin limits can be defined by the Saint Vrain River on the north, Weld County Road 15 (WCR 15) on the east, Weld County Road 8 on the south and Weld County Road 7 on the west. The drainage basin boundaries are delineated on the vicinity map in Figure 2.1. The total drainage area encompassed within the Godding Hollow Basin is estimated to be 12,419 acres of which approximately 11 percent is developed. Primary land use within the basin is agricultural and comprises about 10,980 acres. Of the area that is developed, the land use consists of low to medium density residential housing developments, a motorized race track, and light to medium industrial development. Existing development is scattered throughout the basin predominantly concentrated along the I-25 corridor. Five jurisdictional entities control growth and development within the Godding Hollow Basin. These entities include Weld County (9,420 acres or 76%), Town of Firestone (510 acres or 4%), Town of Frederick (1,806 acres or 15%), City of Dacono (509 acres or 4%), and Town of Erie (174 acres or 1%). The total drainage area encompassed within the Tri-Town Basin is estimated to be 7,945 acres, of which approximately 25 percent is developed. Primary land use within the basin is agricultural and comprises about 5,920 acres. Of the area that is developed, the land use consists of low, medium, and high density residential housing developments, parks and golf courses, and light industrial/commercial development. Existing development is predominantly limited to the area between WCR 18 on the north, WCR 15 on the east, WCR 12 on the south and WCR 13 on the west. Within the Tri-Town Basin, four jurisdictional entities control growth and development. These entities include Weld County (3,900 acres or 49%), Town of Firestone (2,016 acres or 25%), Town of Frederick (1,439 acres or 18%), and City of Dacono (590 acres or 8%). The existing corporate limits are delineated in Appendix A. 2.2 Drainage Features Within the Godding Hollow Basin, the Godding Hollow channel is the most predominant drainage feature, traversing the central portion of the basin in a northerly direction. Several minor tributaries exist within the watershed to collect and convey stormwater runoff into Godding Hollow. Numerous county roads, state highways and irrigation canals cross Godding Hollow and T'IOPEN1Coweid011cawetd01 fnl rpt.wpd 2.1 September 8, 1999 i _ ._ _ •,AT -•rA .i;•..-.. ._ - - ):• a r`. OG. 7• N -`_,�. ``.." I• ,:.;"` •'''• .-.O" 1, it . v,, M.- y . :r:'' ,ate �. ,.•^ • •.---,,,-:.--.y.-. r. - • ?: :.yam \A ` 1 _ . •_.J\'` ', .. ` µy a d .r _'"^ — y. ,c:,._e).ZETW 1'19, `I - _ ...,,,6e."7,1',/ .. . '�,�-` 1\.'-,..'.7.;.c;','• r , - -.i, A APPROXIMATE * ,• '? ). +. r Y.-1,y• �� v .r. to _.\ 1 • t •iay • '.: '�7•.-.•'C•' -�'tsi�•'• SCALE: ,, ': „ . .K, - ._:., •` r 1 INCH= 1 MILE -�*'.'1 \''=•,I ► I.:: ,;N) 'I .....r.,' •.W•�20 I I,' ``, .. F (•..�� • _ .. „. d �" • -.4'._'.. . ._III N �! '` _ Imo•, J .1�•. -, ..— • :? -•....r rE _ � ,i • r .• ••• ..r":7''....;* xe.'_-_:M••• ..�_:_ . !t' c I ti 0 t E,r2.i!- .`. �t o i--'F't . • �a•• :�� nr . V LL _y . `• ... •"-rte......' ! I'_•• - t.. _A S. se .�1� �.Q f S;.•• ••Jt! ,•.:* ,1±, i'• : Y _ - - •• +' ..Ll 1=-.i— —I•, :,,,,-"- .t, r .r:. ' i..:- S \.r" i `. y+I r 1, •. ......-.q..... • 4.. •.;. 30 '.Motosi�It:'. X3'4}~ I '�'•; •`� - ,'. .,.? -,.., .-,.1 :..• •1 ..•"t • `4`..�.' ` r•': - i.. _ • • .. ,1. — i• s • F, : .: • _ ;►, , r J, � a.: .T.:7iii s FIGURE 2.1. VICINITY MAP RTE. y, w' . f _ ....-1--,77.7,::. _. 2.2 its tributaries; these crossings also tend to constrict the channel and create potential for detention, flooding of adjacent property and overtopping of roadways during major storm events. Within this basin, several detention ponds/storage areas exist which may provide for a reduction in stormwater runoff. Within the Tri-Town Basin, the Tri-Town Drainageway (also known as Biederman Draw or the McCormick Seep Ditch in its northern most reach) is the most predominant drainage feature, traversing the central portion of the basin in a northerly direction. Similar to the Godding Hollow Basin, several minor tributaries exist within the watershed to collect and convey stormwater runoff into the drainageway. Numerous county roads, state highways and irrigation canals cross the drainageway and its tributaries; these crossings tend to constrict the channel and create potential for detention, flooding of adjacent property and overtopping of roadways during major storm events. In the upper portion of the basin, there is no significant existing detention storage on either the major drainageway or its tributaries.' The Saint Vrain River, which defines the northern boundary of both basins, represents the second notable drainage feature in each basin. The river receives all the stormwater runoff that is generated within the watersheds. The 100-year floodplain associated with the Saint Vrain River encompasses less than 5 percent (950 acres) of the total drainage area within both basins. Four irrigation ditches, the Last Chance Ditch, the Rural Ditch, the Godding Ditch, and the Coalridge Ditch (also known as the Severance Ditch or the Boulder Ditch), also traverse the Godding Hollow and Tri-Town Basins. These ditches convey irrigation flows within the basin but offer limited value as drainage features that will convey stormwater runoff out of the basin. Due to the limited capacity of the ditch systems coupled with the magnitude of the stormwater flows, these irrigation ditches do not represent a drainage boundary within the basin. The drainage features along with the limits of the 100-year floodplain associated with the Saint Vrain River, Godding Hollow and Tri-Town Drainageway are presented on the existing drainage facilities map provided on Sheet 1. 2.3 Description of the Major Drainageways 2.3.1 Godding Hollow Drainageway The Godding Hollow Basin consists of a predominantly rural watershed with a well-defined major drainage channel. The major drainageway originates near the intersection of WCR 7 and WCR 8. From this location, the Godding Hollow Drainageway conveys stormwater runoff under a 42-foot wide timber railroad bridge located approximately one-half mile southwest of the WCR T..IOPENICoweld0ltcoweld01 frig,pt.wpd 2.3 September 8,/999 10/1-25 intersection. At WCR 10, runoff passes under the road in a single reinforced box culvert (2'Hx3.5' W). Runoff is then directed to three reinforced box culverts (two 6'Hx11'W) and one 6'Hx14'W) which are utilized to convey the flows beneath both lanes of I-25 while a 60-foot wide timber bridge is utilized at the east frontage road. From the I-25 frontage road, the channel continues northeast combining with three minor tributaries north of the Colorado National Speedway complex. At this location, the major drainageway conveys stormwater northward to the crossings of Coalridge Ditch and State Highway 52 where runoff is detained by the canal and road embankments which incorporate crossing structures consisting of two reinforced box culverts ( 7'Hx7'W and 8'H x 8'W). North of State Highway 52, a major unnamed tributary draining approximately 2,170 acres west of 1-25 converges with the main channel of Godding Hollow. The main channel continues north for approximately three miles before passing under the Godding Ditch flume. The steel flume spans 60 feet of the Godding Hollow floodplain. Approximately one-half mile north of the Godding Ditch, the Godding Hollow channel confluences with the Rural Ditch. The Rural Ditch continues northeast for approximately one-quarter mile at which point turns north in a wasteway to the Saint Vrain River. During large flood events, Godding Hollow Basin runoff will break out of the Rural Ditch, combine with out of bank Tri-Town Basin runoff and proceed over land to the Saint Vrain River. In summary, the major drainageway crosses one railroad, ten major county and/or state roads, four canals, and numerous other minor roads and utilities. Minor erosion of the Godding Hollow channel is evident at several locations and is typically associated with livestock watering and access. Erosion is also visible at several road crossings and where farming practices have over-steepened the channel banks. In general, active erosion of the channel bed and banks is not prevalent throughout the basin. The Godding Hollow channel and floodplain are not heavily encroached with vegetation. The vegetation species vary from rangeland grasses and shrubs to willows and large deciduous trees occasionally intermingled with dense stands of wetland grasses and shrubs. Sheet 1 presents an illustration of the major drainageway and major crossing structures within the basin along with the location of the major tributaries to Godding Hollow. A detailed description of the existing detention facilities/reservoirs, conveyance facilities and major road crossings, is provided in Chapter 3. 2.3.2 Tri-Town Drainageway The Tri-Town Basin consists of a predominantly rural watershed with approximately 1.5 square miles of urban development in the upper portion of the watershed. A well defined major 2.4 September 8, 1999 T:IOPEMCoweld0llcoweld01 frd rpc.wpd drainage channel exists through portions of the basin. Several reaches of the major drainage path have been altered by man-made activities. These activities include levee construction, channelization, urban development (buildings and streets), and modifications resulting from farming and ranching operations. In general, stormwater runoff generated within the basin flows into the Tri-Town Drainageway and is conveyed in a northerly direction toward the Saint Vrain River. The major drainageway for the Tri-Town Basin originates in the vicinity of the City of Dacono. Stormwater runoff generated south of Dacono is combined with runoff from the urbanized area and through the residential streets, ultimately concentrating east of the Birch Street/8th Street intersection. At this location, stormwater runoff is conveyed across 8th Street and State Highway 52 via a cluster of corrugated metal pipes (CMVMPs), typically less than 4 feet in diameter. A channel/drainage swale conveys stormwater northward across an open field to a man- made channel/berm which directs the runoff in a channel located west of the Towns of Frederick and Firestone. The channel can be typically described as trapezoidal in configuration, bottom widths vary from four feet to six feet, maximum channel depth ranges from six to twelve feet with 1H:1V sideslopes. This channel conveys runoff west along the south side of the Town of Frederick and beneath Main Street in a 6'H x 8'W reinforced concrete box (RCB) culvert. The outlet of the Main Street culvert directs the flow contained in the channel north toward WCR 16 where the major drainageway conveys the runoff via a 6'H x 10'W RCB. The channel continues north for approximately one mile along the west side of the Town of Firestone. Near Firestone, the main channel alignment makes three sharp bends, crossing over the Coalridge Ditch siphon and cutting through the abandoned railroad embankment prior to crossing WCR 13 through a 50- foot wide steel and concrete bridge. Immediately after crossing WCR 13, the channel crosses under WCR 18 through a 17.5-foot steel and timber bridge. Just prior to crossing WCR 20, stormwater runoff conveyed in the major drainageway converges with flow released from the Weld County Tri-Area Sanitation District sewage treatment outfall. From this location, the main channel continues northward approximately one mile where it crosses a lateral from the Godding Ditch before it traverses the Greggerson Dairy to WCR 24 in a series of open ditches and closed conduits. The major drainageway is then carried by the Biederman Ditch north and east to its confluence with the Last Chance Ditch, approximately three-quarters of a mile north of WCR 24. During large flood events, Tri-Town Basin runoff will overflow the Biederman Ditch and combine with out of bank Godding Hollow Basin runoff and proceed over land to the Saint Vrain River. In summary, the major drainageway crosses one abandoned railroad embankment, seven county and/or state roads, two canals, and numerous other minor roads and utilities. Minor erosion of the major drainageway is evident at several locations; this erosion is frequently associated with livestock watering and access. Erosion is also visible at several road T.'fOPENICcwe1d0!lcoweld0l f1t1 rpt.wpd 2.5 September 8,1999 crossings and at locations where farming practices and channel maintenance have over-steepened the channel banks. In general, erosion of the channel bed and banks is actively occurring throughout the basin. Furthermore, the major drainageway and floodplain are not generally encroached with heavy, dense vegetation. The vegetation species vary from rangeland grasses and shrubs to willows and large deciduous trees occasionally intermingled with dense stands of wetland grasses and shrubs. Sheet 1 presents an illustration of the major drainageway and major crossing structures within the basin along with the location of the major tributaries to the Tri-Town Drainageway. A detailed description of the existing detention facilities/reservoirs, conveyance facilities and road crossings, is provided in Chapter 3. T.1OPENtCoweld011coweld01 ft!!rpt.wpd 2.6 September 8, 1999 III. INVENTORY OF EXISTING FACILITIES Within the Godding Hollow Basin, the existing storm drainage facilities are largely associated with the limited development that has occurred within the basin. Small, local detention ponds, storm sewers, and conveyance channels comprise the network of drainage facilities that provide flood control during the minor and major storm events. Minimal land development has occurred adjacent to the major drainageway. Consequently, the structures along the major drainageway of Godding Hollow that were investigated as part of this master planning effort include road/railroad/canal crossings and detention storage provided by road/railroad embankments. Within the Tri-Town Basin, the existing storm drainage facilities are largely associated with the development in the vicinity of Frederick and Firestone. Similar to the Godding Hollow Basin, small local detention ponds, storm sewers, and conveyance channels comprise the network of drainage facilities that provide flood control during the minor storm events. Although land development has occurred adjacent to the major drainageway in the upper portion of the basin, in general, limited improvements have been made along the main channel. The majority of the structures investigated in the Tri-Town Basin included road/railroad/canal crossings and any significant detention storage. As part of this master planning effort, an inventory of the existing facilities associated with the major drainageway of each basin was conducted. The inventory and evaluation of each facility involved: (a) field reconnaissance to document location, condition and additional data requirements; (b) review of available design and as-built drawings; (c) collection of site-specific survey data; and (d) evaluation of the hydraulic capacity. Tables 3.1 and 3.2 summarize the results of the inventory and evaluation of the existing facilities. Sheet 1 presents the size and location of the inventoried existing drainage facilities. Specific information related to these facilities is provided in the following paragraphs. More detailed data and photographic documentation associated with each facility are provided in the project notebook submitted in conjunction with this report. 3.1 Detention Facilities Along the major drainageways, few detention facilities exist that provide effective reduction of peak discharges during minor and major storm events. The effective detention TAOPENICoweld0l1coweid0l fn!rpt.wpd 3.1 September 8.1999 • Table 3.1 Inventory of Existing Drainage Facilities for the Godding Hollow Basin. I Maximum Maximum Facility Name Location Storage Discharge and/or Type [UDSWMM ID] Condition Volume Capacity' (acre-ft) (cfs) MAIN CHANNEL Between WCR 11 and WCR 13 I WCR 26 RCB [202] fair N/A I 210 _ Last Chance Ditch Flume Between WCR 11 and WCR 13 I poor N/A 370 [202] WCR 24 Arch CMP Between I-25 and WCR 11 [203] fair N/A 240 WCR 22 Arch CMP Between I-25 and WCR 11 [204] fair N/A 300 Godding Ditch Bridge/Flume S. of WCR 22 [204] fair I N/A 3,000 WCR 20 Arch CMP ;Between 1-25 and WCR 11 [205] fair N/A ' 210 WCR 18 Arch CMP Between 1-25 and WCR 11 [206] fair t N/A 190 E ! fair, vegetation, WCR 16 Arch CMP Between I-25 and WCR 11 [207] N/A 160 encroachment SHW 52 Pond and RCB Outlet 'Between I-25 and WCR 11 [308] good 58 1.000 Coalridge Ditch Pond and RCB 0.2 miles S. of SHW 52 [309] good, some 32 790 Outlet sediment blockage fair, vegetation, N/A 60 WCR 12 CMP Between I-25 and WCR 11 [210] i encroachment I-25 E. Frontage Road Timber N. of WCR 10 E. side of I-25 Bridge [213] good N/A 2,050 I-25 Triple Barrel RCB N. of WCR 10 on I-25 [213] good N/A 2,460 West WCR 10 Arch CMP Between I-25 and WCR 7 [216] poor, N/A 1 40 vegetation, scour S. WCR 10, between WCR 7 UPRR Timber Bridge and 1-25 [217] good N/A 1,450 OTHER TRIBUTARY STRUCTURES I-25/WCR 18 Pond with Two I Between WCR 16/18 at I-25 fair 170 140 RCP Outlets [341] 1-25/SHW 52 Pond RCP/CMP 0.15 miles N. of SHW 52 at fair, 82 90 Outlet 1-25 [321] undersized outlet East WCR 10 CMP WCR 10, S. of Speedway [236] fair N/A 70 fair, 1 foot of I-25 Double Barrel RCB N. of WCR 8 on I-25 [237] deposition N/A 430 UPRR Spur Pond and CMP N. of WCR 8 and W. of I-25 I fair 26 ! 530 Outlet [237] 'Maximum discharge capacity prior to overtopping, assuming no obstructions T.IOPEMCowtld0llcowdd0l fn1 rpr.wpd 3.2 Aprd 13,1999 Table 3.2 Inventory of Existing Drainage Facilities for the Tri-Town Basin. 1 Maximum Maximum Facility Name I Location Storage Discharge Condition Volume Capacity' and/or Type [UDSWMM ID] P (acre-ft) i (cfs) MAIN CHANNEL Between WCR 11 and WCR 13 WCR 24 Arch CMP [252] poor N/A 60 WCR 22 Arch CMP Between WCR 11 and WCR 13 good N/A 80 [253] 1 Between WCR 11 and WCR 13 WCR 20 Arch CMP [254] good NIA 40 Access Road to Milavec Lake from Milavec Lake Arch CMP WCR 13 [N/A] good N/A 190 WCR 18 Bridge West of WCR 13 [255] good N/A 750 WCR 13 Bridge 1South of WCR 18 [256] I good j N/A 1,500 WCR 16 RCB East of WCR 13 [760] 1 good I N/A 710 Corner of 8th and Main St. in SW good N/A { 520 Main St. RCB Frederick [761] SHW 52, 4 CMP's iEast of WCR 13 [262] , good I N/A N/A2 OTHER TRIBUTARY STRUCTURES WCR 13 CMP Between WCR 20 and WCR 18, good N/A 20 Sewage Plant Outfall [275] Between WCR 22 and WCR 24 I fair 61 190 UPRR Embankment Ponds [372] 1 1 Maximum discharge capacity prior to overtopping, assuming no obstructions 2 Assumed to be ineffective due to potential debris loading T.•IOPEMCowe/d0llcowe1d01 fel rpt.wpd 3.3 September 8, 1999 facilities that do exist along the major drainageways are not related to land development and can be characterized as detention storage created by roadway embankments. Several additional detention facilities, not located on the major drainageway, also exist and are effective in reducing the peak discharge. These off-channel detention areas are also typically related to storage created by existing embankments. Minor detention facilities also exist within the Godding Hollow and Tri-Town Basins. These minor facilities provide for a reduction in peak flows locally, but offer a limited significant reduction of peak flows along the major drainageway. Consequently, they were not specifically inventoried during the master planning effort. These minor facilities were included in the hydrologic analysis, however, to define existing conditions as discussed in Chapter 4. 3.1.1 Gadding Hollow Basin The existing detention facilities identified within the Godding Hollow Basin which were effective in reducing the peak discharge in the major drainageway are described in the following paragraphs and are presented on Sheet 1. Statellighway.,U,LCoalriclgeJ)itc . This detention pond is located in the upper portion of the Godding Hollow Basin immediately south of State Highway 52. The roadway embankment associated with State Highway 52 is elevated approximately 14.5 feet above the invert of the 8'H x 8'W RCB which releases runoff from the detention area. The canal embankment associated with the Coalridge Canal is located within the backwater created by the State Highway 52 Detention Pond. This embankment is elevated approximately 14.1 feet above the invert of the 7'H x 7'W RCB which releases runoff from the detention area upstream of the canal. The two detention areas form one pond during large events with water from the canal pond flowing directly into the pond formed by the State Highway 52 embankment. The volume provided behind the roadway embankment prior to overtopping is 58 acre-feet with a corresponding release through the existing box culvert of 1,000 cfs. The additional volume provided by the canal embankment prior to overtopping is 32 acre-feet with a release rate of approximately 790 cfs. The 100-year existing conditions discharge is estimated to be 4,010 cfs which corresponds to a combined storage volume of 144 acre-feet and overtopping depths of approximately 1.9 feet for both State Highway 52 and the Coalridge Ditch embankments. 1-25/State Highway 52 Pond. This detention facility is an existing pond located on the major west tributary to the main Godding Hollow flow path, approximately 800 feet north of the intersection of I-25 and State Highway 52. The roadway embankment associated with 1-25 and its frontage roads is elevated approximately 8 feet above the invert of the existing 36-inch siphon TiOPENMCowe!d01lcoweldQl fnl rpt.wpd 3.4 September 8. 1999 which drains the detention area. The volume provided behind the roadway embankment prior to overtopping is 82 acre-feet with a maximum release rate of 90 cfs from the existing siphon. The 100-year existing conditions discharge is estimated to be 1,230 cfs which corresponds to a storage volume of 107 acre-feet and an overtopping depth of approximately 0.6 feet. J-25/WCR 18 Pond. This detention pond is an existing storage area located on a minor tributary to Godding Hollow approximately 1,000 feet south of Weld County Road 18 and immediately west of I-25. The roadway embankment associated with 1-25 and its frontage roads is elevated approximately 10 feet above the invert of the existing 36-inch culvert which drains the detention area. An additional 24-inch culvert, located approximately 3 feet above the 36-inch culvert, also drains the detention area. The volume provided behind the roadway embankment prior to overtopping is 170 acre-feet with a maximum release of 140 cfs through both culverts. The 100-year existing condition discharge is estimated to be 100 cfs which corresponds to a storage volume of 74 acre-feet. During the 100-year existing condition event, the frontage road is overtopped by as much as 3 feet, but I-25 does not overtop. UPRR Spur Pond. This detention facility is an existing pond located on a tributary to the main Godding Hollow channel, approximately 1,800 feet north of WCR 8 and approximately 800 feet west of I-25. The railroad spur embankment is elevated approximately 14.4 feet above the invert of the existing 6.5-foot CMP which drains the detention area. The volume provided behind the railroad spur embankment prior to overtopping is 26 acre-feet with a maximum release rate of 530 cfs. The 100-year existing condition discharge is estimated to be less than 800 cfs. This facility was not incorporated into the existing condition modeling effort due to the temporary nature of the railroad spur. 3.1.2 Tri-Town Basin No existing detention facilities were located on the major drainageway in the Tri-Town Basin. However, ponding behind one existing embankment is effective in reducing the 100-year peak discharge to the downstream subbasins. This detention area consists of two ponds closely located to each other and adjacent to the railroad embankment between Weld County Road 22 and Weld County Road 24 as shown on Sheet 1. At the two ponding locations, the combined volume behind the railroad embankment is estimated to be 61 acre-feet with a combined release rate of approximately 190 cfs prior to overtopping of the embankment. During the 100-year existing condition event, the maximum storage volume behind the embankment is 41 acre-feet with a release rate of approximately 120 cfs. T.•IOPENYICnweld0llcowe1d01 fru rpt.wpd 3.5 September 8,1999 3.2 Major Road Crossings 3.2.1 Godding Hollow Basin There are eleven major road crossings, one railroad crossing, and three canal crossings on the major drainageway of Godding Hollow. The crossings consist of three timber/steel bridges, four reinforced concrete box culverts (RCB), six arched corrugated metal pipes (CMP), one circular CMP, and one concrete flume. The capacity of each crossing was calculated using the U.S. Army Corps of Engineers' HEC-2 Water Surface Profile program and/or the Federal Highway Administration's HY-8 Culvert Analysis program. Table 3.1 summarizes the location, condition, and hydraulic capacity of each crossing structure. A brief description of each road crossing is provided in the following paragraphs. WCR 26 Culvert. The crossing at Weld County Road 26 consists of a 3'H x 8.5'W reinforced concrete box culvert. At this location, roadway overtopping occurs at a depth of approximately 4.2 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 210 cfs. The 100-year existing condition discharge in Godding Hollow at Weld County Road 26 is 7,000 cfs. i.ast Chance Ditch Flume.. Low flows generated within the Godding Hollow Basin cross over the Last Chance Ditch in a concrete flume. Large flow events will be out of bank prior to reaching this location and will spill into and out of the Last Chance Ditch east and west of this crossing. The capacity of the existing flume crossing is estimated to be 370 cfs. WCR 24 Culvert. The crossing at Weld County Road 24 is a 6'H x 8'W arch corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 6.4 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 240 cfs. The 100-year existing condition discharge in Godding Hollow at Weld County Road 24 is 4,490 cfs. WCR 22 Culvert. The crossing at Weld County Road 22 is also a 611 x 8'W arch corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 7.7 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 300 cfs. The 100-year existing condition discharge in Godding Hollow at Weld County Road 22 is 4,510 cfs. Godding Ditch Bridge/F_lume. At this location the Godding Ditch is conveyed over Godding Hollow in a steel flume. This bridge incorporates an opening which is approximately 60 feet wide and 10 feet in height. The depth of flow at which the canal embankment overtopping occurs is approximately 11.3 feet. The capacity of the bridge prior to overtopping the canal T.•IOPENSCoweid0neoweld0l fat rpt.wpd 3.6 September 8,1999 embankment is estimated to be 3,000 cfs. The 100-year existing condition discharge in Godding Hollow at Godding Ditch is 4,510 cfs. WCR 2Q Culvert. The crossing at Weld County Road 20 is a 6'H x 8'W arch corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 5.4 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 210 cfs. The 100-year existing condition discharge in Godding Hollow at Weld County Road 20 is 4,580 cfs. WCR 18 Culvert. The crossing at Weld County Road 18 is also a 6'H x 8'W arch corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 7.5 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 190 cfs. The 100-year existing condition discharge in Godding Hollow at Weld County Road 18 is 4,730 cfs. WCR 16 Culvert. The crossing at Weld County Road 16 is a 6'H x 8'W arch corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 5.1 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 160 cfs. The 100-year existing condition discharge in Godding Hollow at Weld County Road 16 is 4,740 cfs. State Highway 52 (WCR 14) Culvert. The crossing at State Highway 52 (WCR 14) is a 8'H x 8'W reinforced concrete box culvert. At this location, roadway overtopping occurs at a depth of approximately 14.5 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 1,000 cfs. The 100-year existing condition discharge in Godding Hollow at State Highway 52 is 4,000 cfs. Coalridge Ditch Culvert, At this location, Godding Hollow passes under the Coalridge Ditch. The crossing at Coalridge Ditch is a 7'H x 7'W reinforced concrete box culvert. At this location, canal embankment overtopping occurs at a depth of approximately 14.1 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 790 cfs. The 100-year existing condition discharge in Godding Hollow at the Coalridge Canal is 3,670 cfs. WCR 12 Culvert. The crossing at Weld County Road 12 is a 36-inch diameter corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 5.9 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 60 cfs. The 100-year existing condition discharge in Godding Hollow at Weld County Road 12 is 2,620 cfs. 1-25 East Frontage Road Bridge. This timber bridge incorporates an opening which is approximately 60 feet wide and 5.5 feet in height. The capacity of the bridge prior to overtopping the roadway is 2,050 cfs. The 100-year existing condition discharge in Godding Hollow at the I-25 East Frontage Road is 920 cfs. T:tOPEPACoweldol'.00weld0l fnl rpt.wpd 3.7 September 8,1999 1-25 Culvert. The crossing at Interstate 25 is a triple barrel (two 6'H x 11'W, one 6'H x 14'W) reinforced concrete box culvert. At this location, roadway overtopping occurs at a depth of approximately 9.0 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 2,460 cfs. The 100-year existing condition discharge in Godding Hollow at Interstate 25 is 920 cfs, therefore Interstate 25 is not overtopped during the existing condition 100- year discharge. WCR 10 Culvert. The crossing at Weld County Road 10 is a 2'H x 3.5'W arch corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 3.5 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 40 cfs. The 100-year existing condition discharge in Godding Hollow at Weld County Road 10 is 540 cfs. Union Pacific Railroad Bridge, This timber bridge incorporates an opening which is approximately 42 feet wide and 2.5 feet in height. The capacity of the bridge prior to overtopping the railroad is 1,450 cfs. The 100-year existing condition discharge in Godding Hollow at Union Pacific Railroad is 370 cfs. Tributary Crossing of Interstate 25. A major tributary crosses Interstate 25 immediately north of the intersection of Interstate 25 and the State Highway 52. The crossing structure consists of a 36-inch siphon. The capacity of the culvert prior to overtopping is estimated to be 90 cfs. The 100-year existing condition discharge at this location is estimated to be 1,230 cfs. The depth of flow associated with overtopping the roadway is approximately 0.6 feet. Tributary Crossing of East WCR 10. A major tributary crosses WCR 10 east of Interstate 25 and south of the Colorado National Speedway. The crossing structure consists of a 48-inch CMP. The capacity of the culvert prior to overtopping is estimated to be 70 cfs. The 100-year existing condition discharge at this location is estimated to be 1,190 cfs. T ibu rossi g of Innterstate 25. A major tributary crosses Interstate 25 immediately north of Weld County Road 8. The crossing structure consists of two 3'H x 10'W reinforced concrete box culvert. The capacity of the crossing prior to overtopping is estimated to be 430 cfs. The 100-year existing condition discharge at this location is estimated to be 870 cfs. Within the Godding Hollow Basin, several additional road crossings of tributaries to Godding Hollow also exist. These tributaries convey significant storm flows that may require crossing structures capable of passing the 100-year existing condition discharge. This master planning effort did not inventory or specifically identify these road crossings. It is noted, however, that several of these crossing structures provided inadequate capacity to convey runoff generated during relatively minor storm events and were experiencing sedimentation problems. As land development occurs within the basin, these structures should be more closely inventoried and evaluated. T.1OPENMCoweldol'caweld0l fnl rpt.wpd 3.8 September 8, 1999 3.2.2 Tri-Town Basin There are nine major road crossings of the major drainageway in the Tri-Town Basin. The crossings consist of two timber/steel/concrete bridges, two reinforced concrete box culverts (RCBs), four arched corrugated metal pipes (CMPs), and one circular CMP cluster. Table 3.2 summarizes the location, condition, and hydraulic capacity of each crossing structure. A brief description of each road crossing is provided in the following paragraphs. WCR 24 Culvert. The crossing at Weld County Road 24 is a 3'H x 5'W arch corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 3.5 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 60 cfs. The 100-year existing condition discharge in Tri-Town Drainageway at Weld County Road 24 is 3,820 cfs. WCR 22 Culvert. The crossing at Weld County Road 22 is also a 3'H x 5'W arch corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 4.5 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 80 cfs. The 100-year existing condition discharge in Tri-Town Drainageway at Weld County Road 22 is 3,840 cfs. WCR 20 Culvert. The crossing at Weld County Road 20 is a 2.5'H x 3.5'W arch corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 2.9 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 40 cfs. The 100-year existing condition discharge in Tri-Town Drainageway at Weld County Road 20 is 3,840 cfs. Milavec Lake Access Culvert. This road crossing provides access from WCR 13 to Milavec Lake. The crossing at Milavec Lake is a 4'H x 6'W arch corrugated metal pipe culvert. At this location, roadway overtopping occurs at a depth of approximately 8.0 feet from the invert of the culvert. The capacity of the culvert prior to overtopping is 190 cfs. The 100-year existing condition discharge in Tri-Town Drainageway at Milavec Lake Access Road is 3,450 cfs. WCR 18 Bridge. This steel and timber bridge incorporates an opening which is approximately 17.5 feet wide and 6 feet in height. The depth of flow at which roadway overtopping occurs is approximately 7.0 feet. The capacity of the bridge prior to overtopping the roadway was calculated to be 750 cfs. The 100-year existing condition discharge in Tri-Area Drainageway at WCR 18 is 3,450 cfs. WCR 13 Bridge. This steel and concrete bridge incorporates an opening which is approximately 50 feet wide and 6 feet in height. The depth of flow at which roadway overtopping occurs is approximately 8.8 feet. The capacity of the bridge prior to overtopping the roadway was T..tOPEMCoweldOllcoweld01 fnl rpl.wpd 3.9 September 8,1999 calculated to be 1,500 cfs. The 100-year existing condition discharge in Tri-Area Drainageway at WCR 13 is 2,590 cfs. WCR 16 Culvert The crossing at WCR 16 is a 6'H x 10'W reinforced concrete box culvert. At this location, overtopping of the right bank and associated flooding of adjacent property and WCR 16, occurs 50 feet upstream at a depth of approximately 10.3 feet above the invert of the culvert. The capacity of the culvert prior to overtopping is 710 cfs. The 100-year existing condition discharge in Tri-Area Drainageway at WCR 16 is 1,940 cfs. Main Street Frederick Culvert. The crossing at Main Street is a 6'H x 8'W reinforced concrete box culvert. At this location, overtopping of the right bank occurs at the upstream face of the culvert, at a depth of approximately 8.6 feet above the invert. The capacity of the culvert prior to overtopping is 520 cfs. The 100-year existing condition discharge in Tri-Area Drainageway at Main Street is 1,940 cfs. State Highway 52/Eighth Street Culverts. This crossing of State Highway 52 and Eighth Street in Dacono is comprised of a cluster of corrugated metal pipes. Two CMPs with diameters of 3.5 feet and 4.0 feet convey flow under Eighth Street. One 3.5-foot CMP and two arched CMPs (2.5'H x 4'W) convey flow under State Highway 52. At this location, roadway overtopping occurs at a depth of approximately 6.0 feet from the invert of the most upstream culvert. Due to the potential debris loading, all of these pipes were assumed to be ineffective during large events. The 100-year existing condition discharge in Tri-Area Drainageway at State Highway 52 is 1,520 cfs. 3.3 Open Channels 3.3.1 Godding Hollow Basin At WCR 241/2, the Gadding Hollow major drainageway confluences with the Rural Ditch. Stormwater runoff within the Godding Hollow channel combines with the water conveyed in the Rural Ditch and continues northeast for approximately 1,800 feet before emptying into the Rural Ditch Wasteway at the end of the Rural Ditch. This reach of the Rural Ditch is incapable of conveying stormwater runoff from even minor storm events within the Godding Hollow Basin. Similarly, the other irrigation ditches, namely the Coalridge Ditch, Godding Ditch, and the Last Chance Ditch, offer limited value as drainage features that will capture and convey stormwater out of the basin. Furthermore, the major drainageway of the Godding Hollow Basin is typically incapable of conveying stormwater runoff generated from any event in excess of the 2-year existing condition storm event. T.•10PEWICoweldOl:coweld0l fnl rpt.wpd 3.10 September 8, 1999 3.3.2 Tri-Town Basin In general, the Tri-Town Drainageway can be described as a relatively small channel with a capacity to convey not more than the peak flows generated during the 2-year to 10-year existing condition storm event. Along the south and west sides of Frederick and the west side of Firestone, the drainageway's flood carrying capacity has been enlarged through excavation and placement of levees and berms. Given the magnitude of the 100-year peak discharges at this location, the improved channel is not capable of conveying the 100-year flood event. T.:IOPEMCoweld01tcoweld01 fnl rptwpd 3.11 September 8,1999 IV. HYDROLOGIC ANALYSES AND MODELING 4.1 Formulation of Hydrologic Model The primary objective of the hydrologic analyses and modeling efforts was the development of peak discharge and hydrograph data at various locations throughout the Godding Hollow and Tri-Town Basins. This information combined with the capacity of the existing drainage facilities provided insight to existing and future flooding problems and promoted the development of stormwater management plans for the basins. The hydrologic analyses for the Godding Hollow and Tri-Town Basins were conducted for the 2-, 5-, 10-, 25-, 50-, and 100-year return periods. Three scenarios were simulated by the model: (a) existing condition with existing facilities; (b) future development condition with existing facilities; and (c) future development conditions with on-site detention and proposed improvements. 4.1.1 Model Description The modeling approach chosen to simulate the runoff generated within and routed through the Godding Hollow and Tri-Town Basins involved the application of two computer models, the Colorado Urban Hydrograph Procedure(CUHP) and the Urban Drainage Stormwater Management Model (UDSWM2-PC). The CUHP model is a hydrologic simulation program developed in 1978 for the Urban Drainage and Flood Control District; it is used to generate storm hydrographs for a number of basin subcatchments. The program requires input of the design storm as a 3-hour hyetograph (5 minute increments) distribution from which a total precipitation depth is computed. The methodology used in developing the design storm is outlined in the Urban Storm Drainage Criteria Manual (USDCM, 1978). Storm hydrographs were generated by the CUHP model for the 2-, 5-, 10-, 25-, 50-, and 100-year return periods; these hydrographs were written to an input file to be used by the UDSWM2-PC model. The UDSWM2-PC model is essentially the runoff block of the Environmental Protection Agency's Stormwater Management Model (SWMM). This model simulates the quantity of runoff from an urban drainage basin and the routing of flow through the basin. The hydrologic analyses and modeling for the Godding Hollow and Tri-Town Basins utilized this model to develop flood hydrographs at various locations throughout the basin. Storm flow hydrographs generated by the CUHP model are entered into the UDSWM2-PC model and routed through the drainage network to depict the actual network of detention ponds and open channels that exist within the basin. ZIOPEN1Coweld0llcoweld0l fu rptwpd 4.1 September 8,1999 4.1.2 Network Development The network incorporated into the UDSWM2-PC runoff block is a model of the basin's drainage network, representing each of the drainage subbasins and facilities along the major drainageway. The first step in forming the network is to conceptualize and develop a schematic linking the drainage subbasins to the drainage facilities within the major drainageway. Identification of each drainage facility is based on the information compiled from the field reconnaissance and surveying efforts. Facilities incorporated into the modeling network are referred to by UDSWM2-PC as: conveyance elements (conduits and open channels), subcatchments(or subbasins), storage units (detention ponds), flow dividers (diversions), and manholes (nodes or design points). The subbasin delineation was accomplished through the use of mapping and survey data generated during the project. Drainage network schematics were developed for the Godding Hollow and Tri-Town Basins for the three scenarios previously discussed: (a) existing condition with existing facilities; (b) future development condition with existing facilities; and (c) future development conditions with on-site detention and proposed improvements. The network schematic diagrams are provided in the project notebook that accompanies this report. In general, the numbering scheme integrated into the modeling network was developed to allow easy identification of each type of facility. The numbering convention is presented below. 1 - 99 Subbasin hydrograph inputs (from CUHP) 100 - 199 Conveyance elements (i.e., storm sewers and open channels) 200 - 299 Nodes (design points and diversions) 300 - 399 Existing and future regional detention facilities 400 - 499 Simulated detention facilities (approved and future development) 700 - 799 Nodes (combination design points) 4.2 Rainfall Design Storms The rainfall design storms used in the hydrologic analysis of the Godding Hollow and Tri- Town Basins were based on information presented in the Precipitation Frequency Atlas of the Western United States, NOAA Atlas 2, Volume III, Colorado (1973). The one-hour rainfall values obtained for the Tri-Town area from the NOAA Atlas were used to develop a three-hour design storm. The three-hour storms developed for each return period are presented in the project notebook which accompanies this document. Further documentation and details regarding the development of the design storms can also be found in the Urban Storm Drainage Criteria Manual. T:IOPEN\Coweld0llcoweld0 /all rpt.wpd 4.2 September 8, 1999 4.3 Hydrologic Modeling Parameters The hydrologic modeling of the Godding Hollow and Tri-Town Basins involved the determination of several hydrologic parameters associated with each subbasin. These parameters are summarized in the following paragraphs. Table 4.1 presents hydrologic modeling parameters developed for the existing condition analyses. 4.3.1 Subbasin Delineation and Basin Characteristics The Godding Hollow and Tri-Town Basins were subdivided into smaller subbasins ranging in size from approximately 14 acres to nearly 950 acres. The delineation of subbasins was based on several considerations including the location of drainage facilities, road crossings, and potential flooding problems. The location of major drainage facilities and the desire to obtain peak discharge data at several design points resulted in the wide range of drainage areas noted above. The subbasin delineation for the Godding Hollow and Tri-Town Basins is presented on Sheet 2. The U.S.G.S. topographic mapping with a 10-foot contour interval, was used to determine the subbasin characteristics and significant hydrologic parameters. These data included subbasin area, length (distance from the downstream design point along the flow path to the high point of the basin), distance to the basin centroid, and basin slope. 4.3.2 Land Use The majority of the existing land use in the Godding Hollow and Tri-Town Basins is agricultural. The Godding Hollow Basin is primarily undeveloped agricultural land with the exception of lands along the I-25 corridor. Within a half mile of I-25, there are numerous commercial and light industrial developments. In the upper Tri-Town Basin, the urbanized areas of Dacono, Frederick, and Firestone consist primarily of medium density residential housing. The remaining area of the Tri-Town Basin consists of agricultural lands with pockets of very low to medium density residential. For existing conditions, the imperviousness of each subbasin was estimated from aerial photography provided by Weld County and verified during field investigations. This photography displays only existing developments through the fall of 1998. Information regarding developments approved for construction as of March 1, 1999 was obtained from the local jurisdictions of Erie, T.QPENICoweldOl icowe1d01 fnl rpt.wpd 4.3 September 8, 1999 Table 4.1 Hydrologic Parameters for Existing Conditions. Basin Basin Distance Average Depression Storage Infiltration Rates Horton's Subbasin to Basin Basin Percent (inches) (in/hr) Area Length Decay No. Centroid Slope Imperv. (acres) (ft) (ft) (ft/ft), Pervious Imperv. Initial Final Rate GODDING HOLLOW BASIN GHSB1 I 779.3 6000 I 1800 0.004 10.6 0.4 0.1 3.0 0.5 0.0018 GHSB2 284.2 7000 3800 0.003 17.9 0.4 0.1 3.1 I 0.5 0.0018 GHSB3 687.9 I 9700 3800 0.007 19.0 0.4 0.1 3.8 I 0.6 0.0018 GHSB4 772.4 ` 8700 3300 0.008 18.4 0.4 i 0.1 4.3 I 0.6 0.0018 GHSB5 836.8 I 9100 3300 0.007 I 13.2 0.4 0.1 4.0 ' 0.6 0.0018 _ GHSB6 886.5 9300 3000 0.007 I 20.7 0.4 0.1 4.2 ; 0.6 0.0018 GHSB7 ; 946.2 10400 3000 0.007 10.2 0.4 { 0.1 3.8 0.6 0.0018 GHSBS I 265.5 6500 1800 0.010 10.1 _ 0.4 j 0.1 3.5 0.5 0.0018 GHSB9 I 185.4 5900 1400 0.011 10.0 0.4 0.1 3.3 0.5 0.0018 GHSB10 142.5 3400 800 0.018 _ 56.5 0.4 j 0.1 3.5 0.5 0.0018 GHSB11 117.3 3500 900 ' 0.012 29.7 0.4 j 0.1 3.0 I 0.5 0.0018 GHSB12 65.1 3400 1400 0.013 10.0 0.4 I 0.1 3.0 0.5 0.0018 GHSB13I 193.2 j 4400 r 1800 0.019 10.0 0.4 ; 0.1 3.0 0.5 0.0018 GHSB14 154.1 I 4300 I, 1900 I 0.019 10.0 0.4 I 0.1 3.0 0.5 0.0018 _ GHSB15 ' 61.3 1950 ' 700 0.013 11.7 0.4 0.1 3.0 0.5 0.0018 GHSB16 131.1 j 3400 1600 0.015 10.0 0.4 I 0.1 3.0 I 0.5 0.0018 GHSB17I 223.1 4100 ' 1500 i 0.026 10.5 0.4 0.1 3.1 I 0.5 0.0018 GHSB20' 154.4 4100 1800 0.012 I 10.0 0.4 0.1 3.0 0.5 0.0018 GHSB2. 372.0 6400 3000 0.009 I 11.0 0.4 j 0.1 a 3.8 0.6 0.0018 GHSB22 321.0 5600 ; 2700 j 0.015 14.8 0.4 0.1 3.3 0.5 0.0018 GHSB23I 418.5 6000 L 3000 0.012 10.5 0.4 0.1 3.1 0.5 0.0018 GHSB24' 376.9 5700 j 2300 j 0.015 11.4 0.4 ! 0.1 3.0 0.5 0.0018 GHSB25 83.2 , 3000 800 0.014 12.4 _ 0.4 0.1 3.3 _ 0.5 0.0018 GHSB26 I 38.6 I 3300 1100 0.017 11.6 0.4 j 0.1 3.3 0.5 0.0018 GHSB2? 407.7 I 7500 _ 2800 f 0.019 11.7 0.4 I 0.1 3.2 0.5 0.0018 GHSB30 437.5 8000 4300 0.014 12.4 0.4 0.1 3.0 0.5 0.0018 GHSB31I 215.4 6600 1600 j 0.013 10.0 0.4 0.1 3.3 0.5 0.0018 GHSB32 599.3 9300 I 4000 . 0.015 18.4 _ 0.4 0.1 3.3 0.5 0.0018 GHSB33 210.9 I 5900 j 2400 0.008 10.4 0.4 0.1 3.1 0.5 . 0.0018 GHSB34 208.7 7500 3900 0.019 j 14.1 0.4 0.1 3.2 0.5 0.0018 GHSB35 95.7 4200 1600 0.014 55.2 0.4 0.1 3.0 0.5 0.0018 GHSB36 j 348.6 6800 1900 0.014 10.0 0.4 0.1 3.1 0.5 0.0018 GHSB37 j 541.0 7100 2500 0.026 j 19.7 0.4 i 0.1 3.3 0.5 0.0018 GHSB40' 225.6 5000 2300 0.012 j 14.6 0.4 0.1 3.5 0.5 0.0018 GHSB41 342.8 I 5900 I 2300 0.011 10.3 0.4 0.1 3.7 j 0.5 0.0018 ' " - GHSB423 122.5 2500 I 1400 0.008 54.4 0.4 j 0.1 4.2 0.6 0.0018 GHSB43 I 156.5 5000 { 2600 0.004 10.0 0.4 0.1 3.2 0.5 0.0018 T.•IOPEN1Coweld01lcoweld0l tb141.wpd 4.4 September 8, 1999 Table 4.1 Hydrologic Parameters for Existing Conditions (Continued). Distance Average I Depression Storage Infiltration Rates Basin Basin Horton's Subbasin `to Basin I Basin Percent (inches) (in/hr) Area Length , Decay No' (acres) (ft) ( t Slope , Imperv. Pervious Imperv. Initial Final Rate (ft) (ft/ft) t. TRI-TOWN BASIN TTSB511 560.0 7600 I 4200 0.005 j 21.3 , 0.4 j 0.1 3.8 0.6 0.0018 TTSB52 I 610.6 8000 2800 0.008 19.3 0.4 j 0.1 4.4 0.6 0.0018 TTSB53 ; 640.4 j 8400 3400 0.009 I 15.0 0.4 0.I 4.4 0.6 0.0018 TTSB54 346.9 8900 ; 2400 0.008 10.5 0.4 0.1 4.3 0.6 0.0018 TTSB55 , 173.9 j 4600 j 2300 0.014 25.0 0.4 0.1 4.4 0.6 0.0018 TTSB56 L 27.3 L 1500 700 0.003 30.8 0.4 0.1 4.5 0.6 0.0018 TTSB57 14.2 1000 600 0.004 27.5 _ 0.4 0.1 4.5 0.6 0.0018 TTSB58 17.3 900 400 0.004 23.2 0.4 0.1 4.5 j 0.6 0.0018 TTSB59 19.4 1500 700 0.005 21.1 0.4 0.1 4.5 0.6 0.0018 TTSB60 53.7 3100 1300 0.006 48.1 0.4 0.1 3.4 0.5 0.0018 TTSB61 250.8 6000 1600 0.011 10.0 0.4 0.1 3.4 0.5 0.0018 TTSB62 108.1 3500 1100 0.014 I 50.0 0.4 0.1 3.0 0.5 0.0018 TTSB63 288.0 4850 2200 0.015 10.2 0.4 0.1 3.1 0.5 0.0018 TTSB70 ; 683.9 8500 4200 0.007 I 21.7 0.4 0.1 3.9 0.6 0.0018 TTSB71 114.3 3200 1700 ! 0.016 10.3 0.4 0.1 4.6 0.7 0.0016 TTSB72 392.8 r 4800 2400 j 0.015 ! 25.9 0.4 0.1 4.5 j 0.6 0.0018 TTSB73 115.3 3800 1900 0.016 10.0 0.4 j 0.1 4.5 0.6 0.0018 TTSB74 324.3 I 5600 2500 0.011 i 15.3 0.4 j 0.1 4.5 0.6 0.0018 TTSB75 722.3 j 8200 ; 4200 10.015 I 11.1 0.4 j 0.1 4.2 : 0.6 0.0018 TTSB76 49.2 2600 900 1 0.012 50.0 _ 0.4 0.1 4.5 0.6 0.0018 'TTSB77 37.2 2400 800 0.020 17.4 0.4 ! 0.1 4.5 j 0.6 0.0018 TTSB78 36.4 2400 ` 1100 0.011 50.0 0.4 0.1 4.5 L 0.6 0.0018 TTSB79 ' 40.1 2800 1100 0.021 23.2 0.4 0.1 4.5 0.6 0.0018 _ TTSB80 42.1 2400 1000 0.007 42.8 0.4 0.1 4.5 0.6 0.0018 TTSB81 110.0 3300 I 1400 0.018 29.4 0.4 0.1 4.5 0.6 0.0018 TTSBS2 88.7 ' 3500 1400 0.012 10.8 0.4 0.1 4.5 0.6 0.0018 TTSB83 I 48.4 2900 900 I 0.013 I 33.8 0.4 0.1 4.5 0.6 0.0018 TTSB84 I 69.1 3200 1600 0.018 I 18.4 0.4 I 0.1 4.5 0.6 0.0018 TTS BS5 I 16.1 1000 I 400 j 0.006 31.4 0.4 0.1 4.7 0.6 0.0018 TTSB86 57.4 ; 4000 L 1700 0.018 22.5 0.4 0.1 4.5 ! 0.6 0.0018 TTSB87 74.1 3900 1600 0.005 51.8 0.4 j 0.1 4.0 0.6 0.0018 TTSB88 24.9 _ 2800 1300 0.016 32.8 0.4 0.1 4.2 0.6 0.0018 TTSB89 211.4 5000 1800 I 0.012 1 15.3 0.4 0.1 3.7 0.5 0.0018 TTSB90 441.2 , 5200 2300 0.016 23.6 0.4 0.1 4.4 0.6 0.0018 TTSB91 225.6 I 5400 I 2700 0.012 t 58.3 0.4 0.1 3.3 0.5 0.0018 TTSB92 117.0 4000 j 1500 0.011 ! 10.8 0.4 0.1 3.8 0.6 0.0018 TTSB93 I 45.8 3500 2400 j 0.011 ' 50.7 0.4 ? 0.1 3.0 0.5 0.0018 TTSB94 I 38.7 3100 1200 0.011 17.6 0.4 0.1 3.1 0.5 0.0018 TTSB95 374.3 I_ 4900 2400 0.010 10.0 0.4 f 0.1 3.3 0.5 0.0018_ TTSB96 ._ 269.3 L 4500 I 1800 , 0.013 29.7 0.4 0.1 4.5 0.6 0.0018 T.•!OPEMCowe1d011coweld0l:b!4-1.wpd 4.5 September 8,1999 Dacono, Frederick, and Firestone. Existing conditions with respect to this master planning effort was determined to be the land use assuming the existence of those developments approved for construction as of March 1, 1999. For future development conditions, land use and zoning maps were also provided by the local jurisdictions. The land use information is provided on Sheet 3. 4.3.3 Soils, Infiltration and Depression Storage Soils information for Godding Hollow and Tri-Town Basins was obtained from the Soil Survey of Weld County, Southern Part, Colorado (1980), published by the Soil Conservation Service. The soil types specified from the soil survey were classified into the four hydrologic soil groups. These four groups basically classify the soils according to infiltration rates, from A representing well drained soils to D representing poorly drained soils. The soil types represented within Godding Hollow and Tri-Town Basins can be generally classified in the B to C hydrologic soil groups. Soils mapping pertinent to the Godding Hollow and Tri-Town Basins is provided on Sheet 4. The Urban Drainage and Flood Control District(UDFCD) analyzed in-depth rainfall/runoff data for each of the hydrologic soil groups and established recommended values for infiltration rates and decay coefficients for use with CUHP (USDCM, Vol. 1, 1978). The values recommended for each of the soil groups are reproduced in Table 4.2. For subbasins containing more than one soil group classification, the coverage of each soil group was measured and an area- weighted average determined. Table 4.2. Hydrologic Soil Groups Recommended Values (USDCM, Vol. 1, 1978). SCS Hydrologic Infiltration (in/hr) Horton's Decay Soil Group Coefficient Initial I Final A 5.0 1.0 0.0007 B 4.5 0.6 0.0018 C 3.0 0.5 0.0018 D 3.0 0.5 0.0018 T.•fOPE1'Coweld0/Icoweld0l fnl rpt.wpd 4.6 September 8,1999 Surface depression storage losses and water intercepted by trees, bushes, and other vegetation play an important role in the hydrologic cycle and the determination of rainfall available for runoff. The CUHP method requires estimation of these losses for both impervious and pervious areas to facilitate the calculation of the effective rainfall for each storm event. Values for surface depression storage and interception losses were selected in accordance with the values presented in the USDCM (Volume 1, 1978). Infiltration, depression storage, and decay coefficient values incorporated into the hydrologic model are presented in Table 4.1. 4.4 Hydraulic Modeling Parameters Several hydraulic modeling parameters are required by the UDSWM2-PC model to simulate the routing of storm flows through the storm sewers and open channels. The parameters required by the model to simulate the routing of stormwater through storm sewers are listed below: 1. Pipe diameter 2. Pipe length 3. Invert slope 4. Manning's n 5. Maximum headwater depth For the modeling of open channels, the hydraulic parameters required by the UDSWM2- PC model are as follows: 1. Bottom width of channel or channel cross section 2. Length of channel 3. Invert slope 4. Channel sideslopes (XH: 1V) 5. Manning's n 6. Maximum flow depth Where appropriate, data for each of the parameters were recorded during the field reconnaissance and surveying efforts. T:tOPEMCoweld0lleoweld0!jnl rptwpd 4.7 September 8.1999 4.5 Special Modeling Functions Utilized In addition to the basic channel routing functions incorporated into the UDSWM2-PC model, special modeling functions are often required in the hydrologic model to simulate the more intricate drainage systems. The UDSWIV12-PC model incorporates the capability to simulate detention storage facilities, flow diversions and exports from a basin. For the modeling efforts associated with the Godding Hollow and Tri-Town Basins, the capability to simulate detention storage facilities was utilized extensively. The detention facilities simulated by the UDSWM2-PC model were generally limited to those facilities that were effective in reducing the peak associated with the 100-year storm event for existing conditions. As previously discussed in Chapter 3, the detention facilities evaluated in conjunction with this master plan include five existing detention ponds located in the Godding Hollow and Tri-Town Basins. At these locations, stage-storage-discharge relationships were developed for each detention pond or system of ponds. The UDSWM2-PC model utilized these relationships to determine the volume of stormwater detained in each pond and the corresponding discharge that was released from the pond. Several other detention facilities also exist within the Godding Hollow and Tri-Town Basins; however, the effectiveness of some of these ponds in providing reduction of peak discharges is limited to frequent storm events. Consequently, the smaller detention ponds were excluded from the UDSWM2-PC master plan model. 4.6 Summary of Existing Conditions 4.6.1 Definition of Existing Conditions The definition of existing condition includes all development that presently exists or was approved for construction prior to March 1, 1999. All basin development after this date is considered under the future conditions analysis. Results of the hydrologic analyses and modeling identified locations,at which major problems exist; these locations include areas of potential flooding as well as locations where the storm drainage criteria, as defined in the next section, are violated. T.•1OPEN1CoweldOllcowe1d01 fn1 rpcwpd 4.8 September 8,1999 4.6.2 Storm Drainage Criteria During this master planning effort, a meeting was conducted on March 16, 1999 to discuss the storm drainage criteria associated with each jurisdiction. Given the number of jurisdictional entities and the disparity in the drainage criteria, this meeting was scheduled to specifically address the storm drainage criteria that pertain to the development and evaluation of the master drainage plans. The discussion focused on the criteria that pertain to: (a) major road crossings; and (b) detention ponds. The meeting resulted in the recommendations below with respect to storm drainage criteria that would guide the development and evaluation of the master drainage plans. Major Road Crossings: No overtopping of the roadway during major storm events. Detention Ponds: For Godding Hollow Basin, limit the release from on-site detention facilities (associated with future development) to the 100-year existing condition peak discharge during the 100-year storm event and the 10-year existing condition peak discharge during the 10-year storm event. For the Tri-Town Basin, limit the release from on-site detention facilities (associated with future development) to the 2-year existing condition peak discharge during the 100- year storm event for that portion of the basin south of Weld County Road 18. North of Weld County Road 18, limit the release from on-site detention facilities (associated with future development) to the 100-year existing condition peak discharge during the 100-year storm event and the 10-year existing condition peak discharge during the 10-year storm event. These drainage criteria were utilized to identify potential problems along the major drainageway. In general, violations related to the criteria were specifically noted where road crossings exceeded maximum allowable overtopping depths or detention facilities overtopped the pond embankments during the storm events. 4.6.3 Modeling Results Based on the existing condition analyses of the Godding Hollow and Tri-Town Basins, several facilities or structures lack the capacity to safely convey the 100-year design storm and create potential flooding problems within the basin. The results of the hydrologic modeling for 7:4OPEMCoweld0llcowe1d01 fn!rpt.wpd 4.9 September d,1999 each subbasin as well as specific locations along the major drainageway are presented in Table 4.3 and Table 4.4. A graphical representation of the discharge profile along the major drainageway is also provided in Figures 4.1 and 4.2 for the Godding Hollow and Tri-Town Basins, respectively. Flood hydrographs at selected locations throughout the basin are presented in Appendix B. 4.6.4 During the 100-year flood event, storm water runoff typically exceeds the capacity of the natural channel. The limits of flooding were identified in a floodplain analysis of Godding Hollow shown on the currently effective Federal Emergency Management Agency (FEMA) flood insurance rate maps. The regulatory floodplain information is also provided on Sheet 1 in this report. Flooding along Godding Hollow has been exacerbated where road crossings exist. It is also recognized that potential flooding problems will likely occur along several of the major tributaries to Godding Hollow, especially at the road crossings where undersized culvert and sediment accumulation limits the capacity of the crossing structures to convey stormwater runoff. A brief summary of the major problem areas noted during this master planning effort is presented in the following paragraphs. This summary is limited, however, to those locations along the major drainageway of Godding Hollow. WCR 26 Culvert. The 100-year peak discharge in Godding Hollow at Weld County Road 26 is estimated to be 7,000 cfs. This flow greatly exceeds the capacity of the existing crossing structure, which is estimated to be 210 cfs. The stormwater runoff captured by the channel will flow both east and west along Weld County Road 26 before overtopping the road. In addition, the capacity of the Godding Hollow channel is greatly exceeded by the magnitude of the 100-year peak discharge. These circumstances result in an extensive floodplain in the vicinity of the Weld County Road 26 crossing. An improved crossing structure could significantly reduce the localized flooding problems at this location. I east Chance Ditch Flume. Low flows conveyed within Godding Hollow cross over the Last Chance Ditch in a concrete flume. During major storm events, the capacity of the existing flume is exceeded, and flooding will occur both upstream and downstream of this crossing. Stormwater flows will be captured by the Last Chance Ditch and will spill at various downstream locations. Installation of a siphon structure for the Last Chance Ditch along with channel improvements will reduce the flooding at this location. Godding Hollow[Rural Ditch Channel/Wasteway. At WCR 241/z the Godding Hollow low flow channel confluences with the Rural Ditch. The Godding Hollow channel continues northeast T IOPEMCoweld0llcoweld01 fnl rpc wpd 4.10 September 8,/999 Table 4.3 Subbasin Peak Discharges for Existing Conditions. i Subbasin_ Drainage Peak Discharge (cfs) Area No. (acres) 2-yr 5-yr I 10-yr 25-yr ` 50-yr 100-yr GODDING HOLLOW BASIN. GHSB1 I 779.3 40 166 I 288 519 I 736 1 926 GHSB2 284.2 17 I 48 78 136 189 239 GHSB3 687.9 49 110 198 I 368 1 520 666 GHSB4 1'772.4 59 128 I 237 455 I 646 826 GHSB5 836.8 38 99 202 406 i 587 760 GHSB6 886.5 83 174 ; 309 574 I 806 1,022 GHSB7 946.2 31 95 207 425 622 I 812 GHSB8 265.5 12 49 90 167 237 300 GHSB9 I 185.4 9 39 71 129 183 232 GHSB 10 1 142.5 132 I 220 302 402 515 619 GHSB11 117.3 39 87 129 202 264 318 GHSB12 65.1 2 1 11 20 I 36 51 70 GHSB13 ] 193.2 11 50 i 87 155 I 218 274 GHSB14 154.1 9 38 66 I 118 165 207 GHSB15 61.3 2 9 16 ! 29 I 41 55 GHSB16 131.1 8 35 I 61 108 1 154 193 GHSB17 223.1 17 69 I 120 213 298 374 ~ GHSB20 154.4 8 36 I 63 113 157 199 GHSB21 372.0 15 44 I 94 i 188 I 273 350 GHSB22 321.0 25 I 78 133 234 327 408 GHSB23 418.5 20 I 81 141 256 j 363 457 GHSB24 I 376.9 23 ! 90 154 j 274 385 i 482 GHSB25 83.2 6 23 41 75 110 148 GHSB26 i 38.6 2 8 14 26 38 52 GHSB2? 407.7 22 83 146 263 , 369 465 GHSB30 437.5 21 75 128 I 230 325 410 GHSB31 I 215.4 11 44 79 144 204 257 GHSB32 599.3 50 136 I 222 384 533 670 GHSB33 210.9 9 37 65 118 166 211 GHSB34 208.7 12 1 38 64 114 161 201 GHSB35 95.7 72 I 122 168 241 296 343 GHSB36 348.6 18 I 75 132 239 338 424 GHSB37 541.0 72 [ 187 I 305 518 706 871 GHSB40 225.6 17 53 91 162 227 I 285 GHSB41 342.8 16 61 I 115 214 1 305 I 387 GHSB42 122.5 97 I 157 I 217 317 396 470 GHSB43 I 156.5 5 I 23 I 41 L 75 I 106 134 L•IOPffPICoweld011coweid0l[bl4.3.wpd 4.11 September 8, 1999 Table 4.3 Subbasin Peak Discharges for Existing Conditions (Continued). Subbasin Drainage Peak Discharge (cfs) No Area I (acres) 2-yr 5-yr 10-yr , 25-yr 50-yr i 100-yr TRI-TOWN BASIN _ TTSB51 _ 560.0 47 I 100 i 173 314 441 561 TTSB52 610.6 54 113 206 393 j 558 707 TTSB53 : 640.4 36 I 83 165 332 L 480 J 618 TTSB54 i 346.9 12 33 I 74 I 157 I 230 298 TTSB55 173.9 29 57 96 I 169 232 290 TTSB56 27.3 9 16 26 43 57 70 TTSB57 14.2 3 7 I 11 19 25 1 31 TTSB58 17.3 3 7 12 21 29 36 TTSB59 j 19.4 3 7 12 22 31 39 TTSB60 53.7 27 47 65 I 94 120 143 TTSB61 250.8 r 13 51 j 93 171 243 307 TTSB62 108.1 80 139 198 283 355 418 TTSB63 I 288.0 16 66 116 209 295 I 372 TTSB70 683.9 62 130 224 408 573 725 TTSB71 114.3 5 11 29 72 109 144 TTSB72 392.8 76 144 241 424 583 727 TTSB73 1 115.3 5 15 35 74 107 138 TTSB74 324.3 23 53 105 209 299 380 TTSB75 722.3 28 77 167 350 _ 513 665 TTSB76 49.2 26 I 42 59 87 113 t I36 TTSB77 37.2 2 5 9 17 25 32 TTSB78 36.4 19 31 ; 44 64 83 100 TTSB79 40.1 3 5 a 9 17 25 32 TTSB80 I 42.1 19 31 45 69 . 91 110 TTSB81 I 110.0 31 58 94 157 213 263 TTSB82 88.7 2 j 5 12 26 39 51 TTSB83 48.4 15 27 I 42 69 92 I 113 TTSB84 69.1 3 7 13 26 1 38 49 TTSB85 16.1 5 9 14 23 32 I 39 TTSB86 57.4 5 10 18 33 46 60 TTSB87 74.1 36 58 81 119 152 183 _ TTSB88 24.9 7 13 21 33 45 55 TTSB89 211.4 19 I 53 94 167 232 291 TTSB90 441.2 74 146 ' 252 450 620 776 TTSB91 225.6 163 269 j 363 503 630 E 741 TTSB92 _ 117.0 6 19 41 79 113 145 TTSB93 45.8 23 I 39 54 78 98 116 TTSB94 38.7 2 7 11 I 19 27 35 TTSB95 I 374.3 18 76 137 250 354 445 TTSB96 I 269.3 70 129 208 I 353 475 584 T:hOPENICoweld011coweld01 tbl 43.wpd 4.12 September 8, 1999 Table 4.4 Major Drainageway Peak Discharges for Existing Conditions. I UDSWMM .Drainage Peak Discharge (cfs) Location Area Element 2 r 5 r 10- r 25- r 50- r 100- r (acres) y Y Y Y Y Y _ GODDING HOLLOW BASIN WCR 26 202 18,320 562 1,189 1,891 3,523 , 5,128 7,000 Tri-Town Basin Inflow 751 18,040 575 1,212 , 1,907 3,539 5,119 6,997 WCR 24 203 J 11,350 292 I 664 ' 996 1,988 3,209 4,492 Basin 43 Inflow I 703 10,660 283 679 991 1,998 I 3,242 4,540 WCR 22 204 10,500 282 678 984 1,990 13,227 4,514 WCR 20 205 9,730 286 689 975 12,009 I 3,272 4,583 WCR 18 206 I 8,890 298 699 957 2,044 13,361 4,727 WCR 16 207 ; 7,310 253 621 I 855 1,978 3,336 4,735 West Tributary Inflow 707 6,370 238 588 ! 821 1,886 3,164 4,439 SHW 52 I 308 4,200 218 I 545 749 1,704 2,919 4,007 Basins 30 and 33 Inflow 708 4,200 221 ' 590 891 2,232 I 3,207 4,170 Coalridge Ditch Detention I 309 3,550 201 523 781 1,964 = 2,824 13,672 (outflow)I I Coalridge Ditch Detention 208 3,550 202 603 1,070 2,002 2,851 3,698 (inflow) Basins 31 and 32 Inflow 709 3,280 215 610 11,057 I 1,959 2,784 3,612 Confluence with Basins 31 and 32 209 I 2,470 162 464 806 1,492 2,110 2,747 WCR 12 210 2,280 182 , 456 776 _ 1,430 2,016 2,618 Basin 34 Inflow I 711 2,140 144 I 426 731 1,363 1,949 2,531 Confluence with Basin 34 211 1,930 `134 392 673 1,252 ' 1,794 2,330 CO National Speedway 712 1,810 130 383 652 1,213 I 1,738 2,247 Upstream of CO National 212 830 33 150 272 521 758 985 Speedway ,I-25 213 I 760 35 144 257 491 714 920 WCR 10 216 350 23 87 157 292 422 536 UPRR 217 220 17 + 69 120 I 213 , 298 374 TRI-TOWN BASIN Confluence with Godding Hollow I 751 6,690 296 700 1,223 j 2,247 13,096 j 3,957 WCR 24 I 252 6,130 294 696 1,195 12,177 2,989 3,819 WCR 22 253 5,520 338 796 1,261 2,212 3,023 3,844 WCR 20 254 4,440 336 769 1,295 2,251 3,050 3,842 Basin 75 Inflow 754 , 4,090 341 767 1,272 2,158 2,912 3,659 WCR 18 255 3,370 334 j 729 ' 1,178 2,075 2,765 3,445 WCR 13 (downstream) 755 3,200 318 699 11,126 ; 1,964 2,615 3,268 WCR 13 (upstream) 256 2,550 272 577 I 911 1,545 2,060 2,593 McClure Street (Firestone) 258 2,350 255 543 857 , 1,449 I 1,957 ; 2,492 WCR 16 760 1,730 188 409 651 . 1,111 j 1,517 1,937 Main Street(Frederick) I 761 ; 1,730 193 416 659 1,176 I 1,644 ! 2,108_ SHW 52 I 262 I 820 226 t; 424 I 602 930 I 1,240 j 1,519 Second Street (Dacono) ! 263 i 290 16 I 66 I I16 209 295 ' 372 T.•1OPENICoweld0l cowe1d01 tbi 4-4.wpd 4.13 September 8, 1999 0 - • [ i 1 t . , . . . . . _ . 0• 6N 'M r . , SZ . . ....../<eMpaadgIleuogeN ofpeS000 I . .._ _ _ . , : i ; ; ; il i a) ZI- NOM •• i i 1 : Q X •' L :L__Uoi�ua�aQ 40�! ' aBpiajeo�j `* -- -•t__ ----- -- — • •-•-- -t----- •---- t'- -- c - - - -- -•- nn9gu�! elnq!�J, i5a11�t. _ __.-- - - - -- _- - • L ` • r^ V/ .T i ! • O = ct") _}31-..8'..M. aa)i \ = o • QZ �DM I o > ! ZZ.NOM _ F...7 �, — __.._ .__ _ ___.. -___-- t..._ _._. -_-- - -. .-- o - ,._r.----.,_MoguR:£t4,ulseg .. _ • _ : .... : - - _ • • • • • MOUul uis g,urno1-u1 -- -7- _.- = - --- -- �- -. m .."..-----7. ay cu u5 N I I I I I I I I I ! I l l l ; 1 i i i i I 1 I i i i i l i 1 I i ( i I I co O o 0 0 o O 0 O 0 O CD 0 C D 0 -r co O) cc N S (S.o) 5.1ei_josi.a Figure 4. 1 Discharge Profiles for Goddina Hollow Basin: Existing Conditions. L-iOPEMCawdldOlleoweld0l fn!rpz.wpd 4.14 September- i 999 O V --- -- (ouooe4)3rli_ po HillZ9 fAklS' I (>oueparjrls uiew 91. HOM o u co w O Lca —_(euolsaira)-;s JnIO U -- --- - o T_. -.. __ ___ L 84a0M £4aOM , > E C 1 - C mogul GL Uiseg — i4 I co _c OZ HOM I I N .3 a) c a) c I — — - r c o U -_ _ N k- r > O IL-_.__ _ N U C I o 2 ' , r u) i5 vz a n opoH 6u1PpoJ gipaouanguo ,_ — -- 1— aa P cu-J aE 03 7 Jill I I I I 1 I 11 I I I I I I I I I I I I I O o O O O O O O CO In V Co N r ($}o) e6.eyosi4 Figure 4.2 Discharge Profiles for Tri-Town Basin: Existing Conditions. T.-..OPSMCoweld0/'!eoweld0/Alrpr..pd 4.15 September! /999 in the Rural Ditch for approximately 1,800 feet before emptying into the Rural Ditch wasteway at the end of the Rural Ditch. Large flow events will spill out of the Rural Ditch and flow north to WCR 243,4. Channel improvements may limit the localized flooding problems in this area and may isolate the stormwater runoff from the Rural Ditch. W(— -R 2 .ulver This culvert crossing lacks the capacity to convey the 100-year peak discharge of 4,490 cfs at this location. The capacity of the existing structure was estimated to be 240 cfs prior to overtopping the roadway. Large flow events will overtop WCR 24 west of this crossing. An improved crossing structure could reduce the localized flooding problems at this location. WCR 2? r»ivert. The 100-year existing conditions discharge in Godding Hollow at Weld County Road 22 is 4,510 cfs. This compares to a culvert capacity, prior to overtopping the roadway, of 300 cfs. The road will overtop along both sides of the culvert. An improved crossing structure could significantly reduce the localized flooding problems at this location. oddingt gridg /Fi me At this location, the Godding Ditch is conveyed over Godding Hollow in a steel flume. The capacity of the bridge prior to overtopping the canal embankment is estimated to be 3,000 cfs. The 100-year existing condition discharge in Godding Hollow at the Godding Ditch is 4,510 cfs. Large flows will flow into and out of the ditch. An improved crossing structure could reduce the localized flooding problems at this location and prevent overtopping of the canal embankment. WCR 20 Culvert. The capacity of the culvert prior to overtopping is 210 cfs. The 100- year existing condition discharge in Godding Hollow at Weld County Road 20 is 4,580 cfs. Flows will spread out east and west along the road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. WCR 18 Culvert. The capacity of the culvert prior to overtopping is 190 cfs. The 100- year existing condition discharge in Godding Hollow at Weld County Road 18 is 4,730 cfs. Flows will spread out east and west along the road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. WCR 16 Culvert, The capacity of the culvert prior to overtopping is 160 cfs. The 100- year existing condition discharge in Godding Hollow at Weld County Road 16 is 4,740 cfs. Flows will spread out east and west along the road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. The capacity of the culvert prior to overtopping is 1,000 cfs. The 100-year existing condition discharge in Godding Hollow at State Highway 52 is 4,010 cfs. Some of the flows will be detained behind the large highway embankment before overtopping occurs to the west of the culvert. Additional detention along with an improved T:IQpEN{CCoweidOllcoweld0l jR!rpt wpd 4.16 September 8. 1999 outlet/crossing structure could provide attenuation of the flood peaks and reduce potential flooding locally as well as downstream. Coalridge Ditch Culvert. At this location, Godding Hollow passes under the Coalridge Ditch. The capacity of the culvert prior to overtopping is 790 cfs. The 100-year existing condition discharge in Godding Hollow at the Coalridge Canal is 3,670 cfs. Flows will overtop the canal in the vicinity of the culvert crossing, creating a large detention area between State Highway 52 and the ditch. Additional detention at this location along with an improved outlet structure could provide attenuation of the flood peaks and reduce potential flooding locally as well as downstream. WCR 12 Culvert. The capacity of the culvert prior to overtopping is 60 cfs. The 100-year existing condition discharge in Godding Hollow at County Road 12 is 2,620 cfs. Flows will spread out east and west along the road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. WCR 10 Culvert. The capacity of the culvert prior to overtopping is 40 cfs. The 100-year existing condition discharge in Godding Hollow at Weld County Road 10 is 540 cfs. Flows will spread out east and west along the road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. Tributary Cussing of Interstate 25 A major tributary crosses Interstate 25 immediately north of the intersection of Interstate 25 and State Highway 52. The capacity of the culvert prior to overtopping is 90 cfs. The 100-year existing condition discharge at this location is estimated to be 1,230 cfs. Overtopping will occur over the west frontage road first, and then over both lanes of Interstate 25 before crossing over the east frontage road and joining flows to the east. An improved crossing structure could reduce the localized flooding problems at this location. Presently, the Colorado Department of Transportation has plans to replace this crossing and remove the upstream detention area. Reduction in the upstream detention volume may exacerbate the existing flooding conditions at this location and downstream. The detention volume at this location should remain or be replaced to ensure no additional flooding is created. Within the Godding Hollow Basin, road crossings of several additional tributaries to Godding Hollow also exist. These tributaries convey significant storm flows that may require crossing structures capable of passing the 100-year existing condition discharge. This master planning effort did not inventory or specifically identify these road crossings. It is noted, however, that several of these crossing structures provided inadequate capacity to convey runoff generated during relatively minor storm events and were experiencing sedimentation problems. As land development occurs within the basin, these structures should be more closely inventoried and evaluated. T.'.OPEMCoweld0l lcoweld0l fnl rpt.wpd 4.17 September 8, /999 4.6.5 Similar to the Godding Hollow Basin, storm water runoff typically exceeds the capacity of the natural channel during the 100-year storm event. The limits of flooding were identified in a floodplain analysis of the Tri-Town Drainageway shown on the currently effective Federal Emergency Management Agency (FEMA) flood insurance rate maps. The regulatory floodplain information is also provided on Sheet 1 in this report. Flooding along the Tri-Town Drainageway has been exacerbated where road crossings exist. A brief summary of the major problem areas noted during this master planning effort is presented in the following paragraphs. This summary is limited, however, to those locations along the major drainageway of the Tri-Town Basin. WCR 24 Culvert, The capacity of the culvert prior to overtopping is 60 cfs. The 100-year existing condition discharge in Tri-Town Drainageway at Weld County Road 24 is 3,820 cfs. Flows will spread out east and west along the road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. WCR 22 Culvert. The capacity of the culvert prior to overtopping is 80 cfs. The 100-year existing condition discharge in Tri-Town Drainageway at Weld County Road 22 is 3,840 cfs. Flows will spread out east and west along the road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. WCR 20 Culvert. The capacity of the culvert prior to overtopping is 40 cfs. The 100-year existing condition discharge in Tri-Town Drainageway at Weld County Road 20 is 3,840 cfs. Flows will spread out east and west along the road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. Milavec Lake Access Culvert. The capacity of the culvert prior to overtopping is 190'cfs. The 100-year existing condition discharge in Tri-Town Drainageway at Milavec Lake Access Road is 3,450 cfs. Flows will spread out east and west along the access road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. WCR 18 Bridge The capacity of the bridge prior to overtopping the roadway was calculated to be 750 cfs. The 100-year existing condition discharge in Tri-Area Drainageway at WCR 18 is 3,450 cfs. Flows will spread out east and west along the road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. WCR 13 Bridge. The capacity of the bridge prior to overtopping the roadway was calculated to be 1,500 cfs. The 100-year existing condition discharge in Tri-Area Drainageway at WCR 13 is 2,590 cfs. Flows will head north along the road before overtopping at the intersection of WCR 18 and WCR 13. An improved crossing structure could reduce the localized flooding problems at this location. T.fDPENICowe1d011cowe1d01 fn1 rpt.wpd 4.18 September 8. 1999 WCR 16 Culvert. The capacity of the culvert prior to overtopping is 710 cfs. The 100- year existing condition discharge in Tri-Area Drainageway at WCR 16 is 1,940 cfs. Flows will overtop along the right bank upstream of the culvert and cross WCR 16 to the east. An improved crossing structure could reduce the localized flooding problems at this location. Main_Street Frederick Culvert. The capacity of the culvert prior to overtopping is 520 cfs. The 100-year existing condition discharge in Tri-Area Drainageway at Main Street is 1,940 cfs. Flows will spill along the right bank upstream of the culvert and flow through Frederick. An improved crossing structure could significantly reduce the localized flooding problems at this location. State Highway 52/Eighth Stet Culverts. The 100-year existing condition discharge in Tri-Area Drainageway at State Highway 52 is 1,520 cfs. Flows will spread out east and west along the road before overtopping. An improved crossing structure could reduce the localized flooding problems at this location. 4.7 Summary of Future Conditions 4.7.1 Definition of Future Conditions The future condition model of the Godding Hollow and Tri-Town Basins is based upon projected land uses. In this master planning effort, the generation of future condition hydrology is based on the projected land use as defined by the zoning and land use map. Furthermore, future developments, according to the storm drainage criteria described previously, are required to provide on-site detention limiting releases to either the 100-year existing condition runoff (for all of Godding Hollow Basin and that portion of Tri-Town Basin north of WCR18) or the 2-year existing condition runoff(for that portion of the Tri-Town Basin south of WCR18). The results of the future conditions model were utilized to develop and evaluate alternative strategies for regional detention within the basin. Based on the projected land uses, the hydrologic parameters which describe each basin were modified. The revised parameters reflecting future conditions for both Godding Hollow and Tri-Town Basins are presented in Table 4.5. T:1OPEMCoweld0ikoweld01ln!rpt.wpd 4.19 September 3.1999 Table 4.5 Hydrologic Parameters for Future Conditions, Basin Basin 'Distance Average Depression Storage Infiltration Rates Horton`s Subbasin to Basin Basin Percent (inches) (in/hr) Area Length Decay No. I Centroid Slope Imperv. (acres) (ft) (ft) (ft/ft): Pervious Imperv. Initial Final Rate GODDING HOLLOW BASIN GHSB1 ! 779.3 6300 1800 I 0.004 ' 39.7 0.4 1 0.1 3.0 ; 0.5 0.0018 GHSB2 I 284.2 7300 3800 I 0.003 65.1 0.4 0.1 3.1 0,5 0.0018 GHSB3 687.9 10000 3800 I 0.007 I 63.4 0.4 0.1 3.8 0.6 0.0018 GHSB4 772.4 9000 3300 I 0.008 I 55.5 0.4 0.1 4.3 0.6 0.0018 GHSB5 836.8 9400 3300 ': 0.007 41.2 0.4 I 0.1 4.0 0.6 0.0018 GHSB6 886.5 9600 3000 I 0.007 51.0 0.4 0.1 4.2 0.6 0.0018 GHSB7 946.2 10700 3000 0.007 43.5 0.4 0.1 3.8 l 0.6 0.0018_ GHSB8 265.5 6800 1800 0.010 64.0 0.4 0.1 3.5 j 0.5 0.0018 GHSB9 I 185.4 6200 1400 0.011 ' 68.0 0.4 0.1 3.3 0.5 0.0018 GHSB10 II 142.5 3700 j 800 0.018 72.8 0.4 0.1 3.5 0.5 0.0018 GHSB11I 117.3 3800 1 900 0.012 60.1 0.4 0.1 3.0 0.5 0.0018 GHSB121 65.1 3700 1400 0.013 42.8 0.4 I 0.1 3.0 0.5 0.0018 GHSB13 193.2 ; 4700 I 1800 ' 0.019 I 78.1 0.4 0.1 3.0 0.5 0.0018 GHSB14 154.1 4600 1900 0.019 75.0 0.4 I 0.1 3.0 I 0.5 0.0018 L GHSB15 61.3 2250 700 0.013 81.2 0.4 I 0.1 3.0 0.5 0.0018 GHSB16' 131.1 3700 I 1600 I 0.015 71.0 0.4 0.1 3.0 ; 0.5 0.0018 GHSB17 223.1 4400 1500 0.026 84.5 0.4 0.1 3.1 j 0.5 0.0018 GHSB20 154.4 4400 1800 0.012 67.5 0.4 0.1 3.0 0.5 0.0018 GHSB21 372.0 6700 3000 0.009 60.3 0.4 0.1 3.8 I 0.6 0.0018 GHSB22' 321.0 j 5900 2700 ' 0.015 70.0 0.4 0.1 _ 3.3 { 0.5 0.0018 GHSB23 , 418.5 - 6300 j 3000 0.012 36.4 ' 0.4 1 0.1 3.1 0.5 0.0018 GHSB24 376.9 ; 6000 2300 _ 0.015 37.0 0.4 0.I 3.0 I 0.5 0.0018 GHSB25; 83.2 3300 I 800 0.014 32.3 0.4 0.1 3.3 j 0.5 0.0018 ,GHSB26' 38.6 3600 1100 ' 0.017 73.4 0.4 0.1 3.3 0.5 0.0018 GHSB27 407.7 7800 2800 I 0.019 22.1 0.4 0.1 3.2 0.5 0.0018 GHSB30 437.5 8300 4300 0.014 76.2 0.4 I 0.1 3.0 I 0.5 0.0018 GHSB31 215.4 I 6900 1600 0.013 68.1 0.4 0.1 3.3 0.5 0.0018 GHSB32j 599.3 9600 4000 0.015 22.1 0.4 l 0.1 3.3 0.5 0.0018 GHSB33 .r 210.9 6200 2400 0.008 15.8 0.4 0.1 3.1 0.5 0.0018 GHSB34 208.7 I 7800 3900 0.019 82.4 0.4 0.1 3.2 0.5 0.0018 GHSB35 95.7 4500 1600 0.014 73.6 0.4 0.1 3.0 i 0.5 0.0018 GHSB36 348.6 7100 1900 0.014 61.8 0.4 0.1 3.1 0.5 0.0018 GHSB3? 541.0 I 7400 2500 I 0.026 69.6 . 0.4 0.1 3.3 L 0.5 0.0018 GHSB40 225.6 5300 2300 0.012 I 65.6 0.4 ' 0.1 _ 3.5 I 0.5 0.0018 GHSB41I 342.8 j 6200 2300 , 0.011 I 48.0 0.4 I 0.1 3.7 I 0.5 0.0018 GHSB42 122.5 ' 2800 I 1400 I 0.008 i 79.4 0.4 0.1 4.2 , 0.6 0.0018 GHSB43 156.5 I 5300 ; 2600 I 0.004 75.4 0.4 , 0.1 3.2 I 0.5 0.0018 T.•IOPEMCowe1d01icoweidUI tb14.5.wpd 4.20 September 8, /999 Table 4.5 Hydrologic Parameters for Future Conditions (Continued). Basin Basin Distance I Average I Depression Storage Infiltration Rates Subbasin to Basin I Basin Percent (inches)'. (in/hr) Horton Area Length I No. (acres) (ft). Centroid Slope 1 Imperv. I (ft) I (ft/ft) I Pervious Imperv. Initial Final Rate TRI-TOWN BASIN TTSB51 560.0 7900 4200 0.005 61.6 0.4 I 0.1 3.8 j 0.6 0.0018 TTSB52 610.6 8300 2800 0.008 48.6 0.4 0.1 4.4 j 0.6 0.0018 TTSB53 640.4 8700 3400 0.009 I 40.5 11 0.4 0.1 4.4 I 0.6 0.0018 TTSB54I 346.9 9200 I 2400 I 0.008 ; 23.4 0.4 0.1 4.3 0.6 0.0018 TTSB55 I 173.9 4900 I 2300 0.014 1 41.0 0.4 I 0.1 4.4 0.6 0.0018 TTSB56 27.3 1800 700 0.003 41.7 0.4 0.1 4.5 0.6 0.0018 TTSB57 I 14.2 1300 600 0.004 39.0 0.4 j 0.1 4.5 0.6 0.0018 TTSB58 1 17.3 1200 400 0.004 36.7 0.4 0.1 4.5 ; 0.6 0.0018 TTSB59 I 19.4 1800 j 700 0.005 1 35.1 0.4 0.1 4.5 0.6 0.0018 TTSB60 I 53.7 i 3100 ; 1300 0.006 48.1 0.4 0.1 3.4 0.5 0.0018 TTSB61 250.8 ; 6300 f 1600 0.011 j 27.1 0.4 0.1 3.4 I 0.5 0.0018 TTSB621 108.1 ' 3500 1100 0.014 j 50.0 0.4 0.1 3.0 1 0.5 0.0018 'TTSB63 288.0 5150 2200 0.015 47.2 0.4 0.1 3.1 0.5 0.0018 TTSB70 683.9 i 8800 4200 j 0.007 27.1 0.4 j 0.1 3.9 0.6 0.0018 TTSB71 I 114.3 I 3500 1700 0.016 27.1 0.4 I 0.1 4.6 0.7 0.0016 TTSB72 I 392.8 I 5100 2400 _ 0.015 I 47.5 0.4 0.1 4.5 I 0.6 0.0018 TTSB73 ! 115.3 4100 I 1900 0.016 I 62.5 0.4 0.1 4.5 j 0.6 0.0018 TTSB74 ! 324.3 5900 I 2500 0.011 44.2 0.4 0.1 4.5 �_ 0.6 0.0018 TTSB75 I 722.3 8500 j 4200 0.015 39.7 0.4 0.1 4.2 0.6 0.0018 TTSB76 49.2 ' 2600 900 0.012 50.0 0.4 I 0.1 4.5 0.6 0.0018 TTSB77 37.2 J 2700 800 0.020 50.0 0.4 j 0.1 4.5 0.6 0.0018 TTSB78 36.4 2400 1100 0.011 50.0 0.4 0.1 4.5 I 0.6 0.0018 TTSB79 40.1 3100 1 1100 I 0.021 50.0 0.4 I 0.1 4.5 0.6 0.0018 TTSB80 42.1 2400 I 1000 0.007 I 45.1 0.4 I 0.1 4.5 0.6 0.0018 TTSB81 110.0 3600 1 1400 0.018 46.8 0.4 0.1 4.5 0.6 0.0018 TTSB82 88.7 3800 1400 0.012 44.1 0.4 0.1 4.5 j 0.6 0.0018 TTSB83 ! 48.4 2900 900 0.013 11 50.0 0.4 0.1 4.5 0.6 0.0018 TTSB84 I 69.1 3500 1600 I 0.018 50.0 0.4 0.1 4.5 j 0.6 0.0018 TTSB85I 16.1 1000 400 1 0.006 I 50.0 0.4 0.1 4,7 I 0.6 0.0018 TTSB86 1 57.4 4300 1700 ' 0.018 rt 38.3 0.4 0.1 4.5 I 0.6 0.0018 TTSBS7 . 74.1 3900 1600 0.005 51.8 0.4 0.1 _ 4.0 0.6 0.0018 TTSB88 24.9 j 3100 1300 0.016 53.3 0.4 I 0.1 4.2 ! 0.6 0.0018 TTSB89I 211.4 5300 I 1800 0.012 51.1 0.4 ; 0.1 3.7 j 0,5 0.0018 TTSB90I 441.2 j 5500 2300 I 0.016 36.4 0.4 0.1 4.4 4�4 0.6 0.0018 TTSB91 225.6 5700 2700 0.012 62.2 0.4 0.1 3.3 I 0.5 0.0018 TTSB92 117.0 ! 4300 1500 0.011 32.0 0.4 0.1 3.8 I 0.6 0.0018 TTSB93 45.8 3800 2400 0.011 50.7 0.4 0.1 3.0 0.5 0.0018 TTSB94 38.7 3400 1200 0.011 56.3 0.4 0.1 3.1 0.5 0.0018 TTSB95 374.3 5200 1 2400 0.010 44.6 0.4 0.1 3.3 0.5 0.0018 TTSB96 I 269.3 4800 I 1800 I 0.013 j 59.6 0.4 0.1 4.5 I 0.6 0.0018 T.SOPENICoweld0llcowe1d01 tbl4-S.wpd 4.21 September 8. 1999 4.7.2 Modeling Results The results of the hydrologic modeling of future conditions for each subbasin as well as specific locations along the major drainageway are presented in Table 4.6 and Table 4.7. A graphical representation of the discharge profile along the major drainageway is provided in Figures 4.3 and 4.4 for the Godding Hollow and Tri-Town Basins, respectively. For comparison with existing condition modeling results, future condition flood hydrographs at selected locations are presented in Appendix B. Within the Godding Hollow Basin, the impact of future development on the stormwater runoff generated during the major storm events is not significant. This is largely attributed to the placement of on-site detention ponds that limit the releases during the 100-year storm event to the 100-year existing condition runoff. It is likely, however, that an increase in the peak flows within the major drainageway will occur even with the on-site detention facilities. Delayed peaks resulting from the attenuation of the stormwater runoff may result in a minor increase in the peak discharge in Godding Hollow when compared to the existing conditions. Although the peak discharge may not increase significantly, the volume of the stormwater runoff will increase thereby significantly increasing the duration of flooding. For the Tri-Town Basin, the impact of future development on the stormwater runoff generated during major storm events is significant in that a reduction in the peak discharges is evident. In comparison with the results associated with the existing conditions, the peak discharges within the major drainageway are reduced, thereby reducing the potential flooding. The reduction in the peak discharge data and the associated flooding is attributable to the placement of on-site detention ponds that limit releases to the 2-year existing condition runoff in the upper portion of the basin. In general, the flood problems presently experienced within the Godding Hollow Basin will be slightly exacerbated with future development. As stated previously, the flood peaks will be increased as a result of the placement of on-site detention ponds which may extend the duration of the peak discharge. For the Tri-Town Basin, the flooding problems will be reduced with future development within the basin. The placement of on-site detention facilities with 2-year existing condition release rates reduced the flood peaks in the major drainageway by as much as 2,000 cfs. While flooding problems may still persist at several locations due to the capacity of the existing facilities, the severity of the problems is reduced. Furthermore, the extent of the improvements necessary to further reduce the flooding is also reduced by the placement of the on-site detention facilities with 2-year existing condition release rates. T.IOPENMCaweld0llcoweld0l fnl rpt.wpd 4.22 September B. ;999 Table 4.6 Subbasin Peak Discharges for Future Conditions. : Drainage Subbasin Peak Discharge (cfs) No. Area• (acres) . • 2-yr ,5-yr . I 10-yr 25-yr 50-yr. 1001yr • GODDING HOLLOW BASIN GHSB1 I 779.3 108 206 288 529 730 926 GHSB2 284.2 38 61 78 140 191 I 239 • GHSB3 687.9 99 153 198 379 524 666 GHSB4 772.4 112 j 178 237 I 463 646 826 GHSB5 836.8 84 1 143 202 419 590 760 GHSB6 886.5 141 229 309 583 804 1022 GHSB7 946,2 88 149 207 I 441 I 627 812 GHSB8 265.5 43 69 90 I 169 235 300 GHSB9 185.4 35 56 I 71 131 182 232 GHSBIO 142.5 152 230 298 432 531 616 GHSB11 117.3 59 98 128 203 264 318 GHSBI2 ' 65.1 8 14 20 39 55 I 70 GHSBI3 193.2 46 I 70 I 87 . 157 220 I 274 GHSB14 I 154.1 34 I 53 I 66 119 I 165 j 207 GHSB15 61.3 9 13 I 16 30 43 55 GHSB16 131.1 31 48 61 1I1 154 192 GHSB17 223.1 66 I 98 120 219 302 373 GHSB20 154.4 31 49 63 114 158 199 GHSB21 372.0 46 72 94 192 270 350 GHSB22 321.0 67 105 133 237 325 i 408 GHSB23 418.5 50 98 141 261 360 457 GHSB24 376.9 56 109 1_ 154 278 382 482 GHSB25 83.2 14 28 41 82 116 146 GHSB26 i 38.6 7 11 14 L 29 40 52 GHSB2? 407.7 38 93 146 264 } 366 464 GHSB30 437.5 67 102 128 ( 236 322 410 GHSB31 215.4 39 62 79 145 202 257 GHSB32 5993 58 141 222 385 530 669 GHSB33 I 210.9 13 i 39 65 119 r 166 211 GHSB34 208.7 35 52 64 116 158 201 GHSB35 95.7 86 I 133 167 237 291 338 GHSB36 348.6 62 102 j 132 241 335 424 GHSB37 541.0 154 242 j 305 I 523 710 871 GHSB40 225.6 45 71 j 91 I 164 225 285 GHSB41 I 342.8 48 84 I 115 218 303 387 GHSB42 122.5 119 172 216 318 I 396 . 467 GHSB43 i 156.5 22 33 41 76 I 105 j 134 T.•IOPEIVICoweldKll coweld0l tb14-6.wpd 4.23 September 8.1999 Table 4.6 Subbasin Peak Discharges for Future Conditions (Continued). Drainage Peak cfs Subbasin, Discharge ( ). No . Area r • (acres) 2-yr 5-yr ' 10-yr 25-yr 1. 50-yr i 100-yr • TRI-TOWN BASIN rrsi351 560.0 85 I 133 I 173 I 323 443 561 _ TTSB52 610.6 93 151 206 a 398 554 I 707 TTSB53 640.4 _ 69 116 165 l 341 480 1 618 TTSB54 346.9 22 I 45 I 74 161 230 298 TTSB55 I 173.9 26 44 63 1 103 138 172 TTSB56 27.3 6 10 15 24 32 39 TTSB57 14.2 11 18 25 40 52 64 TTSB58 17.3 3 5 8 13 18 22 TTSB59 19.4 2 1 4 6 10 14 18 TTSB60 53.7 25 44 60 88 113 134 TTSB6I ] 250.8 2 3 5 8 F 11 13 TTSB62 108.1 56 99 133 192 246 ; 292 TTSB63 288.0 7 12 I 16 23 _ 29 34 TTSB70 683.9 74 144 228 373 503 631 TTSB71 114.3 11 I 19 29 72 109 144 TTSB72 392.8 27 I 42 56 85 108 i 130 TTSB73 ' 115.3 17 27 I 35 I 74 107 I 138 TTSB74 324.3 48 80 111 ! 205 , 282 ' 358 TTSB75 722.3 64 108 I 154 I 329 467 [ 605 TTSB76 49.2 26 42 ! 60 88 113 ' 136 TTSB77 37.2 1 I 1 2 3 3 4 TTSB78 36.4 20 32 45 66 85 I 103 TTSB79 I 40.1 5 I 8 11 17 22 27 TTSB80 42.1 16 26 37 58 77 93 TTSB81 110.0 12 20 28 45 58 72 TTSB82 88.7 4 6 8 I 12 16 J 19 TTSB83 48.4 16 25 35 54 70 86 TTSB84 69.1 0 0 0 I I 1 1 TTSB85 ff 16.1 3 4 6 9 12 I 15 TTSB86 i 57.4 6 10 I 15 25 33 41 TTSB87 74.1 , 33 (( 53 '} 73 108 139 166 TTSB88 24.9 5 1 8 1 10 16 21 ; 25 TTSB89 211.4 16 26 I 35 I 51 65 78 TTSB90 441.2 20 33 47 78 I 102 126 _ TTSB91 225.6 145 234 304 423 ; 535 634 TTSB92 117.0 4 6 10 16 21 26 TTSB93 45.8 10 18 24 36 47 57 TTSB94 38.7 4 6 8 11 I 13 f 16 TTSB95 374.3 4 6 8 12 15 I 18 TTSB96 i 2693 17 24 I 31 i 44 55 I 65 T.SOPENMCoweldOl coweld0l tbi 4-d.wpd 4.24 September 8.1999 Table 4.7 Major Drainageway Peak Discharges for Future Conditions. UDSWMM I Drainage Peak Discharge(cfs) Location Area Element (acres) 2-yr 5-yr 10-yr 25-yr j 50-yr 100-yr GODDING HOLLOW BASIN WCR 26 202 18,320 1,261 � 1,835 1 2,417 4,007 j 5,526 I 7,091 Tri-Town Basin Inflow 751 18,040 1,247 1,809 2,378 3,977 5,508 I 7,081 WCR 24 1 203 11,350 959 1,326 1,823 3,070 r 4,199 I 5,409 Basin 43 Inflow I 703 I 10,660 924 1,266 1 1,767 13,017 4,152 5,393 WCR 22 204 ; 10,500 909 1 1,244 1,746 2,991 4,123 5,337 WCR 20 205 9,730 869 ' 1,182 1,697 ` 2,933 4,073 5,330 WCR 18 206 8,890 834 1,129 1,666 2,922 ; 4,108 r 5,393 WCR 16 207 1 7,310 706 985 1 1,536 2,756 3,976 .. 5,247 West Tributary Inflow j 707 1 6,370 639 904 1,434 2,556 3,647 _ 4,774 SHW 52 1 308 ' 4,200 579 812 1,136 2,129 3,238 4,170 Basins 30 and 33 Inflow 708 4,200 617 940 11,430 2,505 3,395 4,253 Coalridge Ditch Detention (outflow) 309 [ 3,550 543 824 1,255 2,189 2,975 3,734 Coalridge Ditch Detention (inflow) 208 3,550 598 986 1,314 2,203 2,989 3,762 Basins 31 and 32 Inflow 709 3,280 569 1 939 1 1,249 , 2,116 1 2,878 I 3,618 Confluence with Basins 31 and 32 209 L 2,470 489 r 766 978 11,625 12,194 2,741 WCR 12 210 2,280 460 , 720 916 + 1,535 2,075 2,587 Basin 34 Inflow I 711 2,140 438 690 883 1,486 2,017 2,538 Confluence with Basin 34 211 1,930 404 639 820 1,372 1,859 2,337 CO National Speedway 712 1,813 390 614 787 11,323 11,800 1 2,272 Upstream of CO National 212 i 830 171 265 337 573 791 1,003 Speedway I 1-25 213 I 760 164 251 I 318 [_ 537 741 I 938 WCR 10 216 j 350 94 143 177 314 434 542 UPRR I 217 I 220 66 98 120 I 219 I 302 373 TRI-TOWN BASIN Confluence with Godding Hollow 751 1 6,690 528 1 883 1,247 1 1,939 12,561 I 3,167 WCR 24 252 I 6,130 467 f 792 1,127 1,763 12,328 ' 2,877 WCR 22 1 253 5,520 448 1 773 1,093 1,699 2,231 2,738 WCR 20 254 4,440 348 605 851 , 1,452 1,958 ' 2,390 Basin 75 Inflow 754 4,090 333 572 791 11,324 1,765 2,135 WCR 18 255 3,370 276 474 647 11,014 1,343 1,666 WCR 13 (downstream) 755 3,200 253 433 I 590 1 920 1 1,217 1 1,504 WCR 13 (upstream) 256 I 2,550 237 407 558 ' 872 f 1,156 1,430 McClure Street (Firestone) j 258 2,350 218 1 375 511 795 11,053 1,305 WCR 16 760 1,730 142 ' 242 326 499 I 656 809 Main Street (Frederick) 761 1,730 145 246 I 330 I 506 664 819 SHW 52 I 262 1 820 187 1318 I 419 I 610 774 928 Second Street (Dacono) 263 I 290 7 I 12 , 16 23 29 1 34 L-IOPEMCoweld0lleoweld0l tbl4-?wpd 4.25 September 8„'999 I (D • • 1 : . '• : - .err.d.n f.._ - _ -- -.-_ - S _ i - - -• -.-I•-••- - 0 6 2QM Sz 0 _._ • ...-7-7--7--,--77---.--------_ f .. ..-• ----•IJ(eM ET0 ILL P • �S�ie �e�o olo r �_ __ _._,_.. _.— _ _.— .. _ _ _ __ --— • — - — oui:i�£-use ` I a, __ - . - _--- Z_i._�lpM - -1 1L___- / T :1T:7• _--Moul ZE Puy t£suig _ _ _• ___ -- v• • •{ • o • �-. • ..__-_.g. !Bonn _._..... -- _ ---. __ �E --- --. ___.... __ .------ ! - r - • , . _ . - . .___ .. •O IOM 1 I i : -- • . . o O -- - --..� - - -- --_r - - = • Z 2f�Mal - - -- _ _ __ -_MQ71<ul- 'P wse8. - -- • - f--- • _ . : ;harm _ 7. _ L nnol}uilwe uMol u�, _-- - �� .-- �- - -- _._..�- -.� HiI ' — -� ___-_.._ 1 N ._._... - d ;�I • N O 1 1 1 1 1 ! I I I lilt ; I 1 1 t I I f 1 1 1 1 1 I I I I I I III I I 0 0 0 0 0 0 0 0 0 rn O ti O O 0 CD 0 0 (s}0) G6J>?LIOS!C Figure 4.3 Discharge Profiles for Godding Hollow Basin: Future Conditions. T..OPE:VCow•e/d01 row•eldQ1 I'mi rpt.,vpd 4.76 September_./999 • — — (ouooe ) _puopas ________Z8_;--M14. _ . _ � I • - 1 , : . • ....._ -" • oi.,iapaa�� - 9 o • • • �--• _ 86 210M > I 8L 2IOM: E ro AA,I�u@ �L wse�• I o • � OZ:I3M ai U •---- r-- _ __ _._ i ---- C• • • . • O U ., I ' '• ; I I-.-.. �--7--- O • • IH . sz ZZ 2:f3MI • I •� as • O j ( i T O • • • 'MO Ell 0 1 0 /• F I H pp J y3!M aouan�uo� >` . > I I O •I u?- cy-' . , . • ' iii HI `cf; T rN - ,..,>1! _.- . I O I E I 1 1 I I f I I 11 I 1 i f I I I I I Fl I I I I I o O O O O O CO �O CO O O CN 1- (S/0) @6JELI Si(] Figure 4.4 Discharge Profiles for Tri-Town Basin: Future Conditions. T.IOPE,`'1Cowcld01 raweld01 fill ro,.wpd 4.27 Srofember'. 1999 V. DRAINAGE IMPROVEMENTS 5.1 Formulation of Drainage Improvements As part of the master planning efforts, feasible drainage improvements were considered to reduce the flooding problems associated with existing or future development conditions within the Godding Hollow and Tri-Town Basins. To facilitate the screening and evaluation of proposed improvements as well as the formulation of an implementation plan, the major drainageways were divided into reaches. These reaches are described as follows: Gadding Hollow Basin Reach G1: Saint Vrain River to "The Shores" Lakes Outlet Godding Hollow Basin Reach G2: Outlet of "The Shores" Lakes to WCR 24 Godding Hollow Basin Reach G3: WCR 24 to Godding Ditch Godding Hollow Basin Reach G4: WCR 20 Godding Hollow Basin Reach G5: WCR 18 Godding Hollow Basin Reach Gb: WCR 16 Godding Hollow Basin Reach G7: State Highway 52/Coalridge Ditch Godding Hollow Basin Reach G8: WCR 12 Godding Hollow Basin Reach G9: I-25/WCR 10 Godding Hollow Basin Reach G10: West Tributary at I-25 Tri-Town Basin Reach T1: WCR 24 Tri-Town Basin Reach T2: WCR 22 Tri-Town Basin Reach T3: WCR 20/WCR 18 Tri-Town Basin Reach T4: Firestone/Frederick Tri-Town Basin Reach T5: Frederick/Dacono Tri-Town Basin Reach T6: Railroad Embankment Detention Ponds In general, several improvements were initially identified as potential solutions for the drainage problems discussed in Chapter 4. These improvements were also intended to meet master planning objectives associated with the undeveloped portions of both basins. The following items were considered during the formulation of a comprehensive drainage plan for the Godding Hollow and Tri-Town Basins. T.OPEN1Cowe1dO11coweld0l fnl rpt.wpd 5.1 September 8. 1999 • Construction of detention ponds • Installation, removal or replacement of structures at specific problem areas • Improvement or enlargement of major drainage channels • Acquisition of property/structures within specific flooding areas and relocation of homeowners and/or businesses • Floodproof structures in specific flooding areas • Construction of berms and spill structures to contain additional stormwater captured by the irrigation canals/ditches and control the release of excess stormwater As previously indicated, approximately 89 percent of the Godding Hollow Basin and 75 percent of the Tri-Town Basin are presently undeveloped and largely consist of agricultural lands. Along the major drainageways in both Godding Hollow and Tri-Town Basins, flooding problems are predominantly associated with road crossings, limited channel capacity, and lack of on-site detention in developed areas. Due to the nature of the flooding problems and the largely undeveloped basins, this master planning effort focused on providing alternatives that would significantly reduce the peak discharge in the major drainageways. Flooding problems are created at several of the road crossings along Godding Hollow and the Tri-Town drainageways which do not adequately convey the 100-year flood event without overtopping the roadway. Currently, the jurisdiction for improving the structures rests with either the county or state highway officials. Given that these structures are located within the urban growth boundary, however, this master planning effort assumed replacement of the structures as development occurs within the basin. Furthermore, replacement of these structures assumes the stormwater runoff is conveyed to these locations. The actual limits of the floodplain were not determined during this study; consequently, channel improvements may ultimately be necessary to ensure that these stormwater flows are conveyed to the location of the crossing structures. Several of the existing detention ponds behind roadway and railroad embankments do not meet existing drainage criteria. Nevertheless, these ponds play an important role in reducing the 100-year peak discharge in the subbasins in which they are located. This master planning effort assumed that these ponds will remain intact or will be replaced/incorporated into future detention requirements associated with development within each basin. The general approach taken to provide solutions to the drainage problems within the Godding Hollow and Tri-Town Basins consisted of the major types of improvements as indicated below. T.hOPBNICoweldOllcoweld0I fill rptwpd 5.2 September 8,1999 • Where appropriate, undersized crossing structures along Godding Hollow and Tri- Town should be improved and enlarged to meet existing drainage criteria. These improvements will reduce backwater elevations and roadway overtopping. • Open channels should be improved and enlarged to reduce channel overbank flooding and mitigate potential channel erosion. • Regional detention ponds should be constructed within each basin to limit the peak discharges within each drainageway. • On-site detention ponds should be constructed within the basin to limit the peak discharges in the Godding Hollow and north of WCR 18 in Tri-Town Basin, as well as the runoff from each subbasin, to the magnitude of the existing condition, 10-year and 100-year flood events. On-site detention ponds should be constructed south of WCR 18 in Tri-Town Basin to limit the peak discharges to the magnitude of the existing condition, 2-year flood event. • Maintain or replace the existing roadway and railroad embankment detention ponds. The releases from these structures should be limited so as to maximize the existing storage present at these locations. • Construct spill structures, where appropriate, along the irrigation canals/ditches to prevent flooding and redirect flows to the major outfall conveyance facilities or major drainageways. 5.2 Description of Drainage Improvements The improvements discussed in the previous section were initially evaluated and screened for applicability. A preferred list of improvements was identified and a comprehensive plan was developed that would address flooding problems along the major drainageway within the Godding Hollow and Tri-Town Basins. In the paragraphs that follow, the preferred improvements are discussed. Unless otherwise stated, these improvements assume that on-site detention is provided to limit the releases for future developments in the Godding Hollow Basin and north of WCR 18 in the Tri-Town Basin to the 10-year and 100-year existing condition levels, and south of WCR 18 in the Tri-Town Basin to the 2-year existing condition level. The drainage improvement plans for each reach are referenced in Figure 5.1. Figures 5.2 to 5.11 present the plans associated with the improvements to the Godding Hollow Basin. Improvements associated with the Tri-Town Basin are presented in Figures 5.12 to 5.17. TIOPEMCoweld011cowe1d01 jai rptvpd 5.3 September 3,1999 5.2.1 Godding Hollow Basin Reach Gl: Saint Vrain River to"The Shores" Takes Outlet The proposed improvements to Reach G1 are presented below and presented in Figure 5.2. 1. Channel Improvements. Construct approximately 3,000 feet of channel improvements from the confluence of the Saint Vrain River to the outlet from "The Shores" Lake. The channel improvements should include a low flow channel along with an overbank area to convey flood flows. In addition, the channel incorporates a grass lining, bottom width of 20 feet (low flow channel), maximum top width of 400 feet, sideslopes of 4H:1V, and design depth of approximately 4 feet. In conjunction with construction of the channel, a transition structure into the Saint Vrain River and from the lake is required. 2. WCR 26 Crossing. Replace the existing 3'H x 8.5'W RCB crossing of WCR 26 with a bridge structure with a minimum opening of 6'H x 100'W. Transitions from the channel improvements to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. 3. Realign Last Chance Ditch. Construction of the channel and bridge crossing will require realignment of the Last Chance Ditch to a location adjacent to WCR 26. An inverted siphon (approximately 150 feet) is required to convey flows beneath the major drainageway. In conjunction with the realignment of the ditch, a side- channel weir should be included in the improvements to divert potential stormwater captured by the ditch into the major drainageway. 5.2.2 Godding Hollow Basin Reach G2: Outlet of "The Shores" Lakes to WCR 24 The proposed improvements to Reach G2 focus on the transition structure between the two lakes. The transition structure includes the placement of stabilization measures to ensure the conveyance of stormwater runoff in an erosionally stable manner. Based on a review of proposed development plans, it has been assumed that a portion of the Rural Ditch will be realigned during the construction of the lakes. This realignment will be completed in conjunction with development of the property. Figure 5.3 presents the improvements in Reach G2. T IOPEMCoweidOllcowetd0t fn(rptwpd 5.21 September 8,1999 5.2.3 Godding Hollow Basin Reach G3: WCR 24 to Godding Ditch Improvements in Reach G3 focused on the alleviation of flooding problems at three locations: (a)WCR 24; (b) the channel reach upstream of WCR 24; and (c) WCR 22. The specific improvements to Reach G3 are presented below and also in Figure 5.4. 1. WCR 24 Crossing. Replace the existing 6'H x 8'W arch CMP crossing of WCR 24 with a bridge structure with a minimum opening of 12'H x 58'W. Transitions from the existing channel to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. 2. Channel Improvements. In conjunction with the improvements to the crossing at WCR 24, construct approximately 3,000 feet of channel improvements upstream from WCR 24. The channel improvements should incorporate a compound channel configuration, i.e., a low flow channel along with an overbank area to convey flood flows. In addition, the channel incorporates a grass lining, bottom width of 20 feet (low flow channel), maximum top width of 400 feet, sideslopes of 4H:1V, and design depth of 4 feet. At the upstream end of the channel improvements, a berm is required to capture the stormwater runoff and direct the flows into the proposed improvements. 3. WCR 22 Crossing. Replace the existing 6'H x 7.5'W arch CMP crossing of WCR 22 with a bridge structure with a minimum opening of 6.5'H x 80'W. Transitions from the existing channel to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. 5.2.4 Godding Hollow Basin Reach G4: WCR 20 The proposed improvements to Reach G4 focus on the replacement of the existing 6'H x 8'W arch CMP crossing of WCR 20 with a bridge structure with a minimum opening of 4.5'H x 135'W. Transitions from the existing channel to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. In conjunction with the replacement of the existing structure, approximately 850 feet of the roadway should be raised to a maximum height of 1 foot. Figure 5.5 presents the improvements for Reach G4. 1.IOPEMCoweld0!'¢oweld01 fia rptwpd 5.22 September 8, 1999 5.2.5 Godding Hollow Basin Reach GS: WCR 18 The proposed improvements to Reach G5 focus on the replacement of the existing 6'H x 8'W arch CMP crossing of WCR 18 with a bridge structure with a minimum opening of 6.5'H x 9O'W. Transitions from the existing channel to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. An existing detention pond is also located within this reach. The existing pond is located west of I-25 and south of WCR 18. This existing pond tends to reduce the peak flows within the major drainageway; consequently, preserving the storage volume is necessary. At this location, it is recommended that property be obtained and a new detention pond be constructed capable of storing not less than 88 acre-feet. Figure 5.6 presents the improvements associated with Reach GS. 5.2.6 Godding Hollow Basin Reach G6: WCR 16 The proposed improvements to Reach G6 focus on the replacement of the existing 6'H x 8'W arch CMP crossing of WCR 16 with a bridge structure with a minimum opening of 8'H x 4O'W. Transitions from the existing channel to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. In conjunction with the replacement of the existing structure, approximately 800 feet of the roadway should be raised to a maximum height of 5 feet. Figure 5.7 presents the improvements associated with Reach G6. 5.2.7 Godding Hollow Basin Reach G7: State Highway 52/Coalridge Ditch Improvements in Reach G7 focused on the alleviation of flooding problems in the vicinity of State Highway 52. The specific improvements to Reach G7 are presented below and also in Figure 5.8. 1. State Highway 52 Crossing. Replace the existing 8'H x 8'W RCB crossing of State Highway 52 with a bridge structure with a minimum opening of 1O'H x 11'W. Transitions from the existing channel to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. In conjunction with the bridge replacement, raise 1,600 feet of roadway a maximum of 4 feet. TIOP£MCoweld0/Icoweld0l fnl rpl.wpd 5.23 September 8 1999 2. Realign Coalridge Ditch. Construction of the channel and bridge crossing will require realignment of the Coalridge Ditch to a location immediately north of State Highway 52. In conjunction with the realignment of the ditch, a side-channel weir should be included in the improvements to divert potential stormwater captured by the ditch into the major drainageway. 3. Regional Detention Pond. The existing detention ponds formed behind State Highway 52 and the Coalridge Ditch should be preserved to reduce the downstream flood peaks. This will require obtaining approximately 35 acres of land along with the existing structures located immediately west of the major drainageway and south of State Highway 52. 5.2.8 Godding Hollow Basin Reach G8: WCR 12 Improvements in Reach G8 focused on the alleviation of flooding problems at WCR 12 and the construction of a regional detention facility on a tributary to the major drainageway. The specific improvements to Reach G8 are presented below and also in Figure 5.9. 1. WCR 12 Crossing. Replace the existing 3' CMP crossing of WCR 12 with a bridge structure with a minimum opening of 5.5'H x 35'W. Transitions from the existing channel to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. In conjunction with replacement of the crossing structure, approximately 300 feet of roadway should be raised a maximum of 2 feet. 2. Regional Detention Pond. To reduce the peak flows from a tributary to the major drainageway, a regional detention pond is proposed north and west of the intersection of WCR 11 and WCR 12. The proposed pond will incorporate a storage volume of 76 acre-feet and will require obtaining 17 acres of land and the construction of an outlet structure from the pond and a transition into the major drainageway. 5.2.9 Goddi g Hollow Basin Reach G9: I-25/WCR 10 Improvements in Reach G9 focused on the alleviation of potential flooding problems at WCR 10 along with the construction of regional detention facilities on both the major drainageway and a tributary to the major drainageway. The specific improvements to Reach G9 are presented below and also in Figure 5.10. T:OPEMCoweld0llcowe(d01 fnl rptwpd 5.24 September 8.1999 1. WCR 10 Crossing. Replace the existing 2'H x 3.5'W arch CMP crossing of WCR 10 with a structure with a minimum opening of 3'H x 5'W. Transitions from the existing channel to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. In conjunction with replacement of the crossing structure, approximately 250 feet of roadway should be raised a maximum of 1.5 feet. 2. Regional Detention Ponds. To reduce the peak flows within the major drainageway, two regional detention ponds are proposed south of WCR 10 and west of I-25. Both ponds are located behind an existing railroad embankment. For the pond located along the major drainageway, 22 acre-feet of storage is required which will necessitate the acquisition of approximately 10 acres along with the construction of an improved outlet structure. The pond located on the tributary to the major drainageway will require 33 acre-feet of storage. At this location, it is necessary to obtain approximately 5 acres of land along with the construction of an improved outlet. This reach also includes the crossing of I-25 and the East Frontage Road. Conversations with representatives of CDOT have indicated that these structures will be replaced with two 8'H x 8'W RCBs. It should be noted that the existing structures adequately convey the peak flows generated during the 100-year storm event. The proposed structures also convey these flows. 5.2.10 Godding Hollow Basin Reach G10: West Tributary at I-25 The improvements in this reach focus on the alleviation of flooding at I-25 and a tributary to the major drainageway located north of State Highway 52. Based on conversations with representatives of CDOT, the existing 36-inch structure is being replaced with three 6'H x 8'W RCBs. In addition, a conveyance channel is being constructed to convey stormwater runoff from the I-25 crossing to the major drainageway. However, it is understood that the existing detention pond at this location (approximately 80 acre-feet) is being reduced significantly. To limit the peak flows in the major drainageway and mitigate the reduction of the existing detention pond, a regional detention facility is proposed immediately east of I-25 along the tributary channel. The regional pond will store 144 acre-feet which will require acquisition of 40 acres of land along with the construction of an outlet structure. The improvements to Reach G10 are presented in Figure 5.11. Tr1OPEMCoweld0IIcoweld0l fnt rptwpd 5.25 September 8,1999 5.2.11 Tri-Town Basin Reach Tl: WCR 24 The improvements in the Tri-Town Basin begin in Reach T1 and are focused on: (a) the transition of flows from the major drainageway into the improvements associated with the Godding Hollow Basin; (b) channel improvements upstream and downstream of WCR 24; and (c) installation of a crossing structure beneath WCR 24. The specific improvements to Reach T1 are presented below and also in Figure 5.12. 1. Transition to Godding Hollow Drainageway. In the vicinity of the northern lake associated with The Shores Development, the major drainageway for the Tri-Town Basin will transition from an improved channel into the lake. Stabilization measures will be required at this location. 2. Channel Improvements. This improvement consists of the construction associated with a conveyance channel from the transition into the lake to a proposed regional pond located downstream of WCR 22. Approximately 7,600 feet of channel improvements will be required. The channel improvements should include a compound channel configuration, i.e., a low flow channel along with an overbank area to convey flood flows. In addition, the channel incorporates a grass lining, bottom width of 20 feet (low flow channel), maximum top width of 90 feet, sideslopes of 4H:iv, and design depth that varies from 4 to 6 feet. At the upstream end of the channel improvements, a transition structure is required to stabilize the outflow from the proposed regional pond. 3. WCR 24 Crossing Structure. In conjunction with the conveyance channel, a crossing of WCR 24 will be required. This crossing will consist of a structure with a minimum opening that is 4'H x 50'W. A drop structure is also required in the vicinity of this crossing to ensure that stormwater runoff will be conveyed beneath WCR 24. 5.2.12 Tri-Town Basin Reach T2: WCR 22 The improvements in Reach T2 are focused on: (a) construction of two regional detention ponds; and (b) replacement of an existing crossing of WCR 22. The specific improvements to Reach T2 are presented below and also in Figure 5.13. 1. Regional Detention Ponds. To reduce the peak flows within the major drainageway, two regional detention ponds are proposed north and south of WCR 22. For the pond located north of WCR 22, 105 acre-feet of storage is required which will necessitate the acquisition of approximately 38 acres along with the T:IOPEMCOweld0Pcoweld0l fire rptwpd 5.26 September 8, 1999 construction of an improved outlet structure. Construction of this pond will also require the relocation of an existing irrigation lateral. The pond located south of WCR 22 will require the acquisition of 28 acres of land which will provide 139 acre-feet of detention storage. An outlet structure will also be required. 2. WCR 22 Crossing Replace the existing 3'H x 5'W arch CMP crossing of WCR 22 with a structure with a minimum opening of 6.5'H x 3O'W. Transitions from the existing channel to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. In conjunction with replacement of the crossing structure, approximately 500 feet of roadway should be raised a maximum of 2 feet. 5.2.13 Tri-Town Basin Reach T3: WCR 20/WCR 18 The improvements in Reach T3 are focused on: (a) replacement of existing crossings at WCR 20 and WCR 18; (b) construction of channel improvements near Milavec Reservoir; and (c) construction of a regional detention pond. The specific improvements to Reach T3 are presented below and also in Figure 5.14. 1. WCR 20 Crossing. Replace the existing 2.5'H x 3.5'W arch CMP crossing of WCR 20 with a structure that incorporates a minimum opening that is 5'H x 50'W. Transitions from the existing channel to the bridge crossing are required along with placement of stabilization measures to control the potential erosion in the vicinity of the crossing. In conjunction with replacement of the crossing structure, approximately 720 feet of roadway should be raised a maximum of 3 feet. 2. Channel jrnprovements. This improvement consists of the construction associated with a conveyance channel along the east side of Milavec Reservoir and extending through the crossings of WCR 18 and WCR 13. Approximately 2,800 feet of channel improvements will be required. The channel improvements should include a compound channel configuration, i.e., a low flow channel along with an overbank area to convey flood flows. In addition, the channel incorporates a grass lining, bottom width of 20 feet (low flow channel), maximum top width of 90 feet, sideslopes of 4H:1V, and design depth of 4 feet. It should be noted that the Town of Frederick is proposing to replace an existing access road crossing to Milavec Reservoir which will cross the channel improvements. 3. WCR 18 Crossing. Replace the existing 17.5-foot bridge structure at WCR 18 with a structure that incorporates a minimum opening that is 5.5'H x 3O'W. Transitions from the existing channel to the bridge crossing are required along with T IOPEMCoweld0Ilcoweld0l fnl rpt wpd 5.27 September 8, 1999 placement of stabilization measures to control the potential erosion in the vicinity of the crossing. 4. Regional Detention Pond To reduce the peak flows within the major drainageway, a regional detention pond is proposed to be located east of WCR 13 and south of WCR 20. At this location, approximately 43 acre-feet of storage is required which will necessitate the acquisition of approximately 9 acres of land along with the construction of an improved outlet structure. 5.2.14 Tri-Town Basin Reach T4: Firestone/Frederick The improvements in Reach T4 involve the stabilization of the existing conveyance channel located east of WCR 13. Stabilization efforts should include the channel reach from Firestone in the vicinity of Wooster Avenue to the southern limits of Frederick, a distance of approximately 6,600 feet. In this reach, channel sideslopes should be regraded to a more stable slope (3H:1V) and vegetated. These improvements are presented in Figure 5.15. 5.2.15 Tri-Town Basin Reach T5: Frederick/Dacono The improvements in Reach T5 are focused on: (a) construction of a regional detention pond; (b) construction of channel improvements along the major drainageway between Frederick and Dacono; and (c) installation of crossing structures beneath State Highway 52. The specific improvements to Reach T5 are presented below and also in Figure 5.16. 1. Regional Detention Pond. To reduce the peak flows within the major drainageway, a regional detention pond is proposed to be located immediately south of Frederick. At this location, approximately 136 acre-feet of storage is required which will necessitate the acquisition of approximately 35 acres of land along with the construction of an improved outlet structure. In addition, improvements to an existing berm and swale which will convey stormwater into the regional pond are required. 2. Channel Improvements. This improvement consists of the construction of channel improvements from the regional pond to State Highway 52. Approximately 2,400 feet of channel improvements will be required. The channel improvements should include a compound channel configuration, i.e., a low flow channel along with an overbank area to convey flood flows. In addition, the channel incorporates a grass lining, bottom width of 20 feet (low flow channel), maximum top width of 100 feet, sideslopes of 4H:IV, and design depth of 4 feet. T:IOPEMCoweldOllcoweld0l fnl rpt.wpd 5.28 September 8,1999 3. State Highway 52 Cross' g. This improvement involves the placement of three structures to convey stormwater runoff from Dacono across State Highway 52. These structures include two 4'H x 1O'W RCBs, one 48-inch RCP and one 4'H x 8'W RCB. 5.2.16 Tri-Town Basin Reach T6: Railroad Embankment Regional Ponds The improvements in this reach involve the preservation of two existing detention ponds. These ponds are located east of the railroad embankment and south of WCR 24. For the northern pond, 24 acre-feet of storage is required which will necessitate the acquisition of approximately 10 acres. The southern pond will require the acquisition of 12 acres of land which will preserve 16 acre-feet of detention storage. These improvements are presented in Figure 5.17. 5.2.17 Additional Considerations As indicated previously, road crossings of several tributaries to the Godding Hollow and Tri-Town Drainageways also exist. Several of these crossings lack the capacity to convey the peak discharge from the 100-year storm event for existing conditions. In addition, several of the crossings were noted to be experiencing potential sediment and debris problems that would tend to reduce the conveyance capacity. As land development occurs within the basin, these crossing structures will require improvements to meet the existing drainage criteria. Improvements to these structures should consider the peak discharges conveyed through or over these crossings during the 100-year storm event. In addition, the capacity and stability of downstream conveyance facilities should be considered. 5.3 Drainage Criteria It is understood that land development within both basins will be dictated by the guidelines and recommendations provided in this master planning document. The following information is presented to guide development within the Godding Hollow and Tri-Town Basins. • Land development in the Godding Hollow Basin will be required to limit the stormwater runoff to the magnitude of the existing condition, 10-year and 100-year flood events. T:IOPEMCoweld0 I icoweld0l Jul rpt.wpd 5.29 September 8,1999 • Land development in the Tri-Town Basin will be required to limit the stormwater runoff for the area located north of WCR 18 to the magnitude of the existing condition, 10-year and 100-year flood event. For that portion of the Tri-Town Basin located south of WCR 18, stormwater runoff should be limited to the magnitude of the existing condition, 2-year flood event. • Releases from land development in each subbasin will be conveyed in a safe and stable manner to the major drainageway. This statement implies that stormwater runoff will be conveyed in an appropriate outfall facility such as a channel, storm sewer, etc. • All existing railroad/roadway detention ponds previously discussed must remain intact or be replaced. 5.4 Cost Estimates Estimates of the costs were developed for the proposed improvements and provided the basis for the opinion of costs generated for the comprehensive plans for each basin. Data used to develop unit costs were obtained from bid tabulations, quotations from various suppliers and manufacturers, and information supplied by local contractors and city utility departments. The unit pricing data compiled and used to generate the cost estimates is provided in Appendix C. The cost estimates for the comprehensive plans included the following categories: (a) general drainage infrastructure; and (b) engineering, permitting, legal, fiscal and administrative costs. General drainage infrastructure costs are defined as the costs associated with the labor and materials for the drainage improvements as well as the drainage ROW/easements or land acquisition for the construction and maintenance of the drainage improvements. A contingency of 35% was included in the estimate of construction costs to include those real and intangible items not directly accounted for in the unit pricing data and the costs associated with mobilization, utility relocation, bonds, and insurance for the contractor. The final cost category was estimated to be approximately 20% of total construction costs. This category is intended to include professional engineering and construction services, labor required to obtain the necessary permits, and legal requirements. Administrative costs relate to the implementation of the construction plan by the various governmental agencies. The cost estimates for the comprehensive plans are presented in Tables 5.1 and 5.2. Z IOPEMCoweid011coweld01 fn1 rptwpd 5.30 September 8, 1999 Table 5.1 Cost Estimate for Godding Hollow Basin. Proposed Engineering, Reach- Improvements/ I Property Permitting, Total Cost Description Item • General Drainage Acquisition Legal & Infrastructure Admin. G1-1 ' Channel Improvements $2,651,000 I $317,000 $530,000 $3,498,000 G1-2 Replacement of WCR 26 Crossing $810,000 $162,000 $972,000 G1-3 Last Chance Ditch Realignment and Siphon $86,000 i $11,000 $17,000 $114,000 Reach G1 Subtotal $4,584,000 G2-1 I Lake to Lake Transition $145,000 $4,000 $29,000 $178,000 Reach G2 Subtotal $178,000 G3-1 I Channel Improvements $3,718,000 $390,000 I $744,000 $4,852,000 G3-2 Replacement of WCR 24 Crossing I $470,000 $94,000 $564,000 G3-3 I Replacement of WCR 22 Crossing $648,000 $130,000 $778,000 Reach G3 Subtotal $6,194,000 G4-1 Replacement of WCR 20 Crossing I $1,229,000 $246,000 $1,475,000 - Reach G4 Subtotal $1,475,000 G5-1 Replacement of WCR 18 Crossing $729,000 $146,000 $875,000 G5-2 I-25 and WCR 18 Detention Pond I $580,000 i $20,00O" $600,000 Reach G5 Subtotal $1,475,000 G6-1 I Replacement of WCR 16 Crossing $712,000 , I $142,000 $854,000 Reach G6 Subtotal $854,000 G7-1 Replacement of State Highway 52 Crossing $1,008,000 $202,000 $1,210,000 G7-2 State Highway 52 Detention Pond $510,000 : $20,000'" $530,000 G7-3 Coalridge Ditch Realignment $106,000 I $21,000 $127,000 Reach G7 Subtotal $1,867,000 G8-1 Replacement of WCR 12 Crossing I $400,000 $80,000 $480,000 G8-2 Detention Pond $272,000 $170,000 I $54,000 $496,000 Reach G8 Subtotal $976,000 G9-1 ,Replacement of WCR 10 Crossing $134,000 $27,000 $161,000 G9-2 UPRR Detention Pond $32,000 $100,000 ; $6,000 $138,000 G9-3 I UPRR Spur Detention Pond $220,000 j $50,000 k $44,000 $314,000 Reach G9 Subtotal $613,000 G10-1 West Tributary Detention Pond $379,000 $400,000 $76,000 $855,000 G10-2 Channel Construction $297,000 $70,000 ' $59,000 $426,000 Reach GIO Subtotal $1,281,000 Godding Hollow Basin Total Cost $19,497,000 (1>Only legal and administrative costs are estimated for this improvement. T.1OPEN1CowefdOllcoweldOl tb15-1rev.wpd 5.31 September 7.1999 Table 5.2 Cost Estimate for Tri-Town Basin. Proposed 1 Engineering, Reach- Improvements/ Property Permitting, Total Cost Item Description General Drainage Acquisition Legal & Infrastructure Admin. T1-1 Channel Improvements I $1,172,000 $216,000 $234,000 $1,622,000 T1-2 Replacement of WCR 24 Crossing $405,000 I $81,000 $486,000 Reach T1 Subtotal $2,108,000 T2-1 Regional Detention Pond (North) $252,000 $380,000 $50,000 $682,000 T2-2 Replacement of WCR 22 Crossing $469,000 $94,000 $563,000 T2-3 Regional Detention Pond(South) $541,000 I $280,000 I $108,000 $929,000 Reach T2 Subtotal $2,174,000 T3-1 Replacement of WCR 20 Crossing $706,000 ! ' $141,000 $847,000 T3-2 Regional Detention Pond $161,000 $90,000 $32,000 $283,000 T3-3 !Channel Improvements $193,000 $51,000 $39,000 $283,000 T3-4 Replacement of WCR 18 Crossing $243,000 ; i $49,000 $292,000 Reach T3 Subtotal $1,705,000 T4-1 Channel Improvements $344,000 $120,000 $69,000 $533,000 Reach T4 Subtotal $533,000 T5-1 Regional Detention Pond I $1,291,000 I $350,000 S258,000 $1,899,000 T5-2 Channel/Berm Improvements $368,000 . $94,000 $74,000 $536,000 T5-3 Replacement of SHW 52 Crossing I $356,000 I $71,000 $427,000 Reach T5 Subtotal $2,862,000 T6-1 Regional Detention Pond (North) $0 $100,000 $10,000° $1 10,000 T6-2 I Regional Detention Pond(South) $0 $120,000 $10,000° ' $130,000 Reach T6 Subtotal $240,000 Tri-Town Basin Total Cost $9,622,000 (1) Only legal and administrative costs are estimated for this improvement, T'lOP£NtCoweld0llcoweld0l tbl5-2rev.wpd 5.32 September 8, 1999 5.5 Hydrologic Analysis The future condition hydrologic model was modified to reflect the improvements identified for the comprehensive plans. Hydrologically, the plans reflect the reduction in peak discharges provided by the regional detention facilities. Discharge data pertaining to the implementation of the comprehensive plans are presented in tabular form in Tables 5.3 and 5.5. Figure 5.18 and 5.19 graphically displays the discharge profiles for each basin assuming implementation of the comprehensive plans. For comparison with both existing and future condition modeling results, flood hydrographs associated with implementation of the proposed improvements at selected locations along the major drainageway are presented in Appendix B. T:''OPEN,CoweldOl coweld0l fnl rptwpd 5.33 September 8,)999 Table 5.3 Subbasin Peak Discharges for Future Conditions with Regional Detention. Subbasin Drainage . : . Peak Discharge (cfs) Area: . No. , (acres) 2-yr 5-yr 10-yr . : 25-yr 50-yr 100-yr GODDING HOLLOW BASIN GHSBI 779.3 108 I 206 288 529 730 926 GHSB2 284.2 38 61 78 140 191 ' 239 GHSB3 687.9 99 153 198 j 379 524 666 _ GHSB4 772.4 112 ' 178 237 463 646 826 GHSB5 836.8 84 143 202 419 590 I 760 GHSB6 886.5 141 229 309 583 804 1022 GHSBI 946.2 88 149 207 441 627 812 GHSB8 265.5 43 69 90 169 235 300 GHSB9 185.4 35 56 71 I 131 182 232 GHSB10 142.5 152 230 298 432 531 1 616 GHSB11 117.3 59 98 128 203 264 318 GHSB12 65.1 8 14 20 39 , 55 70 GHSB13 193.2 46 70 87 157 220 274 GHSB14 154.1 34 53 66 119 165 207 GHSB 15 61.3 9 13 I 16 30 43 . 55 GHSB16 131.1 31 48 1 61 111 154 E 192 GHSB17 223.1 32 45 56 72 86 100 GHSB20 154.4 31 49 63 114 158 199 GHSB21 372.0 46 72 94 192 270 350 GHSB22 I 321.0 67 105 133 237 325 408 GHSB23 418.5 50 98 141 261 360 I 457 GHSB24 376.9 56 109 154 278 382 482 GHSB25 83.2 14 28 41 82 116 i 146 GHSB26 38.6 7 11 14 29 40 1 52 GHSB2? 407.7 38 93 146 264 366 464 GHSB30 437.5 67 102 128 236 322 410 GHSB31 215.4 39 62 79 145 202 257 GHSB32 599.3 58 141 222 385 530 669 GHSB33 210.9 13 s 39 65 119 166 211 GHSB34 208.7 35 1 52 64 116 158 201 GHSB35 95.7 __ 86 I 133 167 237 291 338 GHSB36 348.6 62 ` 102 132 241 335 424 GHSB3? 541.0 115 I 180 i 229 334 435 531 GHSB40 225.6 45 71 1 91 164 225 285 GHSB41 342.8 48 84 115 218 303 387 GHSB42 122.5 119 ( 172 216 I 318 396 467 GHSB43 156.5 22 33 41 1 76 1 105 134 r:,GpENICowerdO1lco„erdO!015-3.wpd 5.34 September 3, 1999 Table 5.3 Subbasin Peak Discharges for Future Conditions with Regional Detention. (Continued). Subbasin DrainageA • • .Peak Discharge (cfs) .No. iea:. • (acres). 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr T R1-TOWN BASIN . . • _ TTSB51 560.0 85 133 173 323 443 I 561 TTSB52 610.6 93 151 206 398 554 ! 707 TTSB53 640.4 69 116 165 341 480 618 TTSB54 346.9 22 45 74 161 230 298 TTSB55 173.9 26 44 63 103 138 172 TTSB56 i 27.3 6 10 _ 15 24 : 32 39 TTSB57 14.2 11 I 18 25 40 52 64 TTSB58 17.3 3 5 8 13 18 1 22 TTSB59 19.4 2 4 6 ' 10 I 14 1 18 TTSB60 53.7 25 44 60 88 113 134 _ TTSB61 250.8 2 I 3 5 8 11 13 TTSB62 I 108.1 56 ' 99 133 192 246 292 TTSB63 I 288.0 7 12 16 23 29 34 _ TTSB70 683.9 74 144 _ 228 373 503 631 TTSB71 114.3 11 1 19 29 72 109 144 TTSB72 - 392.8 27 42 56 85 I 108 130 TTSB73 I 115.3 17 27 35 74 107 138 TTSB74 324.3 48 80 111 205 282 358 TTSB75 1 722.3 56 92 • 130 191 225 258 TTSB76 ' 49.2 26 42 60 88 113 136 TTSB77 37.2 1 1 2 3 3 I 4_ TTSB78 36.4 20 32 ] 45 66 85 f 103 TTSB79 40.1 5 8 i 11 1 17 22 . 27 TTSB80 42.1 16 26 37 58 I 77 j 93 TTSB81 { 110.0 12 20 28 45 58 72 TTSB82 88.7 4 6 8 12 _ 16 19 TTSB83 48.4 16 25 35 54 70 86 TTSB84 69.1 0 1 0 0 1 1 1 TTSB85 16.1 3 4 6 9 12 15 TTSB86 57.4 6 10 15 25 33 I 41 TTSB87 i 74.1 33 53 T 73 108 139 166 _ TTSB88 i 24.9 5 8 10 16 21 25 TTSB89 I 211.4 16 26 35 51 65 78 TTSB90 i 441.2 20 E 33 j 47 78 102 126 TTSB91 225.6 145 a 234 304 423 __ 535 634 TTSB92 ! 117.0 4 6 10 16 21 26 TTSB93 45.8 10 18 1 24 , 36 47 57 TTSB94 38.7 4 6 8 11 13 16 TTSB95 374.3 4 6 8 12 I 15 i 18 TTSB96 i 269.3 17 i 24 I 31 44 I 55 I 65 T.'opEntiCoweWOlitoweldOl tb15-3.wpd 5.35 September 5, 1999 Table 5.4 Major Drainageway Peak Discharges for Future Conditions with Regional Detention. Drainage Peak Discharge.(cfs) Location .. :Area UDSWMM Element 2- r ll 5= r 10- r 25- r 50- r 100- r (acres) Y I' Y Y Y Y Y GODDING HOLLOW BASIN. WCR 26 202 1 18,320 1,290 2,063 12,686 3,455 4,088 ' 4,739 Tri-Town Basin Inflow 751 18,040 1,285 2,054 2,667 3,425 4,049 4,696 WCR 24 203 11,350 1,061 , 1,675 , 2,144 _ 2,787 13,338 13,918 Basin 43 Inflow 703 10,660 1,035 1,631 2,073 2,680 ; 3,205 3,769 WCR 22 204 10,500 1,022 ' 1,610 ' 2,045 ; 2,646 13,162 3,695 WCR 20 205 9,730 992 1,558 1,960 2,517 3,002 3,515_ WCR 18 206 8,890 971 1,519 1,881 ' 2,388 2,854 3,310 WCR 16 I 207 7,310 842 1,345 1,660 2,111 2,541 2,971 West Tributary Inflow 707 ' 6,370 767 1,233 1,510 1 1,929 : 2,309 2,680 SHW 52 1 308 4,200 561 878 1,044 1,355 1,634 1,904 Basins 30 and 33 Inflow 708 I 4,200 571 898 1,162 i 1,772 2,320 2,853 Confluence with Basins 30 and 33 ! 208 3,550 496 774 991 1,462 1,907 2,335 _ Basins 31 and 32 Inflow 709 3,280 464 722 ; 919 . 1,354 1,757 2,143 Confluence with Basins 31 and 32 209 I 2,470 408 611 780 1,203 11,593 1,970 WCR 12 210 2,280 380 566 721 1,109 1,466 1,806 Basin 34 Inflow 711 I 2,140 _ 362 , 545 697 1,075. 1,427 1,770 Confluence with Basin 34 211 1,930 327 I 494 633 961 1,273 1,574 CO National Speedway 712 1,813 316 , 479 614 921 1,222 1,514 Upstream of CO National Speedway 212 830 135 204 257 413 559 710 1-25 213 760 128 191 240 374 506 641 WCR 10 216 350 53 75 94 , 140 I 185 231 UPRR I 217 I 220 32 45 I 56 72 } 86 100 TRI-TOWN BASIN Confluence with Godding Hollow 751 6,690 315 507 ` 677 I 855 1,112_ 1,377 WCR 24 252 F 6,130 274 443 577 677 790 937 Basin 52 Detention 352 5,520 251 403 507 590 642 693 WCR 22 253 5,520 260 419 584 814 991 1,167 Basin 53 Detention 353 5,400 208 334 ; 461 572 625 679 WCR 20 254 4,440 216 371 525 892 ! 1,170 1,435 Basin 75 Inflow 754 4,090 198 332 459 757 966 1,170 WCR 18 255 3,370 _ 158 , 271 , 377 604 800 996 WCR 13 (downstream) 755 3,200 133 227 315 502 667 829 WCR 13 (upstream) 256 , 2,550 118 205 286 458 611 761 McClure Street 258 ' 2,350 96 166 230 364 1 486 605 WCR 16 760 1,730 52 80 84 92 100 107 Basin 61 Detention 361 1,730 52 80 84 92 100 107 SHW 52 262 820 187 318 419 j 610 774 I 928 Second Street (Dacono) 263 290 7 12 16 23 i 29 34 T.•VOPEMCoweld0l Vcoweld0l tbl 5-4.wpd 5.36 September 8, 1999 Table 5.5 Unit Runoff Data. I 100-Year Subbasin.. UDSWMM Drainage Peak Unit Runoff Area No. .:':. "Node ID Discharge ' (cfs/acre) (acres) (cfs)• 1:. . GODDING HOLLOW BASIN., GHSBI 401 I 779.3 I 926 1.19 GHSB2 402 I 284.2 _ 239 0.84 GHSB3 403 687.9 666 0.97 GHSB4 404 I 772.4 826 1.07 GHSB5 1 405 836.8 760 0.91 GHSB6 406 I 886.5 - 1022 1.15 GHSB7 • 407 946.2 812 0.86 GHSBS 408 265.5 300 1.13 GHSB9 409 , 185.4 232 1.25 GHSB 10 410 142.5 616 4.32 GHSB11 411 117.3 318 2.71 GHSB12 , 412 65.1 70 1.08 GHSB13 I 413 193.2 274 1.42 GHSB 14 414 154.1 207 1.34 GHSB15 415 61.3 I 55 0.90 GHSB16 I 416 131.1 192 1.46 GHSB17 417 223.1 373 1.67 GHSB20 420 E 154.4 199 1.29 GHSB21 421 372.0 350 0.94 GHSB22 422 321.0 I 408 1.27 GHSB23 423 418.5 457 1.09 GHSB24 424 I 376.9 1 482 1.28 GHSB25 425 83.2 146 , 1.75 GHSB26 426 38.6 52 1.35 GHSB27 427 407.7 464 1.14 GHSB30 430 ' 437.5 410 L 0.94 GHSB31 I 431 215.4 257 1.19 GHSB32 i 432 599.3 _ 669 1.12 GHSB33 I 433 _ 210.9 211 1.00 GHSB34 I 434 208.7 201 1 0.96 GHSB35 435 95.7 I 338 3.53 GHSB36 436 I 348.6 424 1.22 GHSB37 437 541.0 I 871 1.61 GHSB40 440 225.6 285 I 1.26 _ GHSB41 441 342.8 I 387 F 1.13 GHSB42 442 122.5 1 467 j 3.81 GHSB43 443 156.5 134 0.86 _ T.IOPEMcoweldOl icoweld01 rac'5-5.wpd 5.37 September 8. 1999 Table 5.5 Unit Runoff Data (Continued). • Drainage 100-Year Subbasin UDSWMM. Peak Unit Runoff '- Area.. No. Node ID Discharge .• (cfs/acre) (acres) (cfs) TRI-TOWN BASIN TTSB51 451 I 560.0 561 _ 1 1.00 TTSB52 452 610.6 707 1,16 TTSB53 453 640.4 618 0.97 _ TTSB54 454 346.9 298 0.86 TTSB55 455 I- 173.9 172 0.99 TTSB56 456 27.3 39 L43 TTSB57 1 457 14.2 64 4.51 TTSB58 458 17.3 22 I 1.27 - _ TTSB59 459 19.4 18 I 0.93 TTSB60 460 53.7 134 2.50 TTSB61 I 461 250.8 13 0.05 TTSB62 462 108.1 I 292 I 2.70 TTSB63 463 288.0 34 0.12 TTSB70 470 683.9 631 0.92 TTSB71 471 114.3 144 1.26 TTSB72 472 392.8 727 1.85 TTSB73 473 115.3 I 138 1.20 TTSB74 474 324.3 I 358 1.10 TTSB75 475 722.3 605 0.84 TTSB76 N/A I 49.2 136 2.76 TTSB77 477 37.2 I 4 0.11 TTSB78 N/A 36.4 100 2.75 TTSB79 I 479 40.1 27 0.67 TTSB80 • 480 42.1 93 2.21 TTSB81 481 110.0 72 I 0.65 TTSB82 482 88.7 19 0.21 TTSB83 483 48.4 86 1.78 TTSB84 484 69.1 1 0.01 TTSB85 485 16.1 15 0.93 TTSB86 I 486 57.4 41 • 0.71 TTSB87 487 74.1 166 2.24 TTSB88 488 24.9 , 25 1.00 TTSB89 489 211.4 1 78 0.37 TTSB90 490 441.2 I 126 0.29 TTSB91 491 225.6 634 2.81 TTSB92 , 492 117.0 26 0.22 TTSB93 493 45.8 57 1.24 _ TTSB94 494 38.7 16 0.41 TTSB95 495 374.3 18 0.05 TTSB96 I 496 269.3 65 0.24 T.IOP£NlCowe1dO11coweld01 tb15-5.wpd 5.38 September 8, 1999 0 . - I Co . . . .. . • . __-__-__,____ ____:_ . ..._______;____,_4_ ,_ : , . : . _ r- . : 1 "III:rii-ciii'n , • , 0 6 om o f Z1 ____� . • • _.. ----•-----...:,---' -----------H-. .AE a 1 p - . _.. Allpa le 0 E1 10� 0 • • • •oui'Z pre -�suise8� _ �I I •_"_- .-' -_. . _ . --..-----t" --;-•Y_. S -- - .-7-7- uo�ua 4o;ip aBpuiso� > ___,.....L:.'....;___ I._..,..! -4.--: I.. ::--,--' --'. • • ..-. M.0101_Mgingl.il ItA _' • • 77 Q^ J a) 0 'OZ�I3M 7 • . O •-.-__._ I T_ _ .. ._.....-_.. - - .- - - - - - _ C as ZZ ?J M - • - � , - _ .:. - MoIJU I-ttzuis 9 _ - • __- - • . __ yza - • • •MOwUi UIsBQ UM01.�l_.�. -, •�-' - -- . . • _ . 9Z 80M o: i ' tn. p } N iiii liii [ Hi iiii .1111 I1I 111II�'iii : IHill O 0 0 o 0 0 0 O 0 0 0 0 0 0 0 0 CD 0 0 rn 00 i` 0 (s;o) a6degosia Figure 5.18 Discharge Profiles for Godding Hollow Basin: Future Conditions with Regional Detention. 1-!OPE.NICoweld0llcoweld01 lid rpf.npd 5.39 Sepremher i. 1999 0 - (ouaoe )_'Is puobaS __ --. ZG_MH L•— uop.ualaa l.9 up a — — 9GHOM oai • 0 0 — {metro;segff iS� io v r " — o < , L i 91. a3M Cl. I- • L • . 'mogul SL ulsee o .. Z 2JOM N 3 [ : • , : _,_--_ ; - -- --- c a) uogualaa £g uisee 0 • a) o ZZ �l�M __ . ---- co • -.�__ . .. uoi Uelea ZS uISeB c f n o 1 -V-- — PZ'baM MOIIOH Buippo91444 aOUerlI uoaL a ' __ - cn CI—IV - — } ;} a) 0:1) 6 a IA O cV --— - -- - — rO--7 --cy-4,-- 0 IIIHIIII I F I T ! I I I I I- I I ! I I I O O O O O o O OO O O � co N T (s4c) ebJegOSIQ Figure 5.19 Discharge Profiles for Tri-Town Basin: Future Conditions with Regional Detention. T.•iOPEW,Cow•eld0!'.roweld01 jtl rpr.wpd 5.40 September 7. 1999 VI. IMPLEMENTATION PLAN 6.1 Plan Evaluation To promote the construction of the drainage improvements as funding becomes available, implementation priorities were established and an implementation plan developed. The implementation and phasing of the drainage improvements are dependent on several factors. The factors described below were utilized to establish the priority of implementation for the improvements. • Improvements that reduced the health and safety hazards to the public and vehicular traffic were considered the highest priority. • Improvements to areas likely to incur the most flood damages were considered to be the next highest priority. • Construction phasing of adjacent improvements was considered. For example, improving a culvert crossing may significantly reduce flood damage upstream of the crossing; however, the downstream channel must be improved in conjunction with the roadway crossing to prevent an increase in flood damages on the downstream property. 6.2 Recommended Plan Results of the implementation planning efforts are presented in Tables 6.1 and 6.2. It is recommended that a proactive approach be taken to facilitate the administration of the implementation plan and the construction of the improvements. Identifying an organizational entity that will administer the implementation of the plans is a vital first step in the process. In addition, selection of a funding mechanism and identification of alternative funding sources is equally important. Obstacles that hinder the implementation of the comprehensive plans are frequently encountered; in many instances these obstacles could have been addressed or considered much earlier in the planning process. Consequently, administration of the plan should provide immediate consideration of: (a) acquisition of property, easements and rights-of-way necessary to construct proposed improvements; and (b) identification of potential utility conflicts that will require resolution prior to construction of the improvements. T1OPEN1Coweld0Pcowe[d01 fnt©cwpd 6.1 September 8,1999 Table 6.1 Implementation Plan for Godding Hollow Basin. Implementation 1 Reach-Item Description Total Cost Priority I G3-2 Replacement of WCR 24 Crossing $564,000- G3-3 Replacement of WCR 22 Crossing $778,000 G4-1 Replacement of WCR 20 Crossing $1,475,000 G5-1 ;Replacement of WCR 18 Crossing $875,000 G6-1 Replacement of WCR 16 Crossing $854,000 Phase I G7-1 Replacement of State Highway 52 Crossing $1,210,000 (5-10 years) G7-2 State Highway 52 Detention Pond $530,000 G7-3 Coalridge Ditch Realignment $127,000 G8-1 Replacement of WCR 12 Crossing $480,000 G9-1 i Replacement of WCR 10 Crossing $161,000 I ' Subtotal Phase I $7,054,000 G1-1 Channel Improvements $3,498,000 G1-2 ,Replacement of WCR 26 Crossing $972,000 G1-3 Last Chance Ditch Realignment and Siphon $114,000 Phase II G2-1 Lake to Lake Transition $178,000 (10-15 years) G10-1 West Tributary Detention Pond $855,000 G10-2 Channel Construction $426,000 Subtotal Phase II $6,043,000 G3-1 Channel Improvements $4,852,000 G5-2 I-25 and WCR 18 Detention Pond $600,000 Phase III G8-2 Detention Pond $496,000 (15-20 years) G9-2 UPRR Detention Pond $138,000 G9-3 UPRR Spur Detention Pond $314,000 Subtotal Phase III $6,400,000 T.:'OPENICowdd0l icoweld0l tb!6-I rev.wpd 6.2 September 7,1999 Table 6.2 Implementation Plan for Tri-Town Basin. Implementation I Reach-Item Description Total Cost Priority T1-2 Replacement of WCR 24 Crossing $486,000 T2-2 Replacement of WCR 22 Crossing $563,000 T3-1 Replacement of WCR 20 Crossing $847,000 Phase I T3-4 Replacement of WCR 18 Crossing $292,000 (5-10 years) T5-1 Regional Detention Pond $1,899,000 T5-2 Channel/Berm Improvements $536,000 Subtotal Phase I $4,623,000 I T1-1 Channel Improvements $1,622,000 T2-1 Regional Detention Pond (North) $682,000 T2-3 I Regional Detention Pond (South) $929,000 Phase II T3-2 l Regional Detention Pond $283,000 (10-15 years) T3-3 Channel Improvements $283,000 T4-1 Channel Improvements $533,000 I i T5-3 Replacement of SHW 52 Crossing $427,000 Subtotal Phase II $4,759,000 T6-1 Regional Detention Pond (North) $110,000 Phase III T6-2 Regional Detention Pond (South) $130,000 (15-20 years) Subtotal Phase III $240,000 1'3 Only legal and administrative costs are estimated for this improvement. T.-10PEN1Cowe1dOllcoweid0!lb!6-2rev.wpd 6.3 September 3. 1999 VII. FUNDING AND FINANCING ALTERNATIVES This chapter presents a summary of the alternatives available for funding/financing the proposed improvements identified in Chapter 6. The information provided in this document specifically focuses on the types of organizational entities typically responsible for the administration of the stormwater improvement program and potential funding/financing alternatives. 7.1 Organizational Entity With respect to implementation of this master drainage plan, an organizational entity is a legal entity with the authority to control storm water, operate systems and assess fees and charges. To fund and implement the improvements identified in the master drainage plan, an entity will need to be formed to administer, operate and manage the implementation of the improvements identified in the plan. The information below briefly describes the more common organizational entities which have been previously formed to complete these tasks. 7.1.1 Regional Drainage Authority This entity will involve the integration of the various jurisdictions through an intergovernmental agreement. The Regional Drainage Authority will not have the capability to levy taxes/assessments or establish user fees or development fees. Each jurisdiction will determine the nature of the funding/financing mechanisms necessary to support the regional drainage authority and will be responsible for the collection of a portion of the funds required to implement the drainage plan. These mechanisms may include monthly user fees, taxes, development fees, etc. Assessments/taxes levied by any jurisdiction will require support of the public through the voting process. Given the number of jurisdictions and the fact that each jurisdiction will be solely responsible for the selection of the funding mechanism, an equitable means of generating revenue to implement, administer and manage the improvements may be difficult to achieve. An alternative to establishing a new entity such as a Regional Drainage Authority may be to delegate the responsibility to an existing entity, such as the Tri-Area Sanitation District or one of the municipalities. T`OPEMCoweld0/IcoweldOl fnl rptwpd 7.1 September 8,1999 7.1.2 Improvement District An Improvement District is typically formed to fund projects through special assessments/taxes and is usually limited to the funding and construction of small local projects. Local Improvement Districts and Public Improvement Districts may be formed through intergovernmental agreements between the various jurisdictions. The formation of the District is typically tied to completion of a given project and is not generally considered perpetual in nature. Consequently, following construction of all master plan improvements, the District may be discontinued even though operation and maintenance costs will continue in perpetuity. In addition, since the District is focined to fund and construct specific improvements, the flexibility to modify or revise the master plan improvements may be difficult. If a special assessment/tax is included in the funding mechanism, support for the District must be obtained through the voting process. Fees are typically assessed and collected through the District. 7.1.3 Title 32 District/Utility A Title 32 District/Utility is similar to an Improvement District with the exception of one very important distinction; the Title 32 District/Utility is intended to be perpetual in nature. Formation of the District/Utility provides the flexibility to modify and revise the master plan improvements and provide for the continued administration, operation and maintenance of the master drainage plan. The funding mechanism for this District/Utility may involve one or all of the various sources including taxes, monthly user fees and system development/basin impact fees. Where taxes/assessments are involved, public support must be obtained through the voting process. Formation of the District/Utility will involve an intergovernmental agreement between the various jurisdictions. Fees will be assessed and collected through the District/Utility. In summary, an organizational entity should be formed to administer and implement the drainage improvements to ensure: (a) the longevity of the improvements; (b) adequate, stable and equitable funding for the stormwater improvements program; and (c) the flexibility to modify or revise the stormwater improvements program, as necessary. As part of the master planning effort, a workshop was conducted to discuss the organizational entities associated with implementation of the master drainage plan. The consensus of those jurisdictions represented at the workshop indicated that a Regional Drainage Authority warranted further investigation. T.'DPEMCoweldOllcoweId01 fnl rptwpd 7.2 September 3,1999 7.2 Funding/Financing Methods There are several financing and funding methods/sources available to the jurisdictions participating in this master planning effort. The primary finding and financing methods are presented and discussed below. 7.2.1 Monthly IJser Fees Similar to fees associated with water and sanitary sewer facilities, this fee is essentially a service charge for the construction of capital improvements associated with stormwater management. The fee also incorporates the long-term operation and maintenance associated with the improvements. The difference between water and sanitary sewer charges and storm water services charges is the basis of measurement employed for setting rates. The typical basis of storm water fees is the runoff production potential of a particular property. Typically, a uniform fee is identified for all single family residences (based on size) while industrial, commercial and multi- family sites are considered on an individual basis. Revenue bonds can be utilized for facility construction, purchase of equipment, or other major capital outlays. The revenue bonds are backed by revenues generated from the monthly user fees.. 7.2.2 System Development/Basin Impact Fees These fees are used in conjunction with other funding methods (i.e., monthly user fees) to balance financial participation in the cost of service and facilities. These fees provide a funding mechanism through which owners of properties which develop in the future share in the cost of projects built in anticipation of their needs. They can be described as a deferral mechanism through which a property owners' fmancial participation in a project is delayed until development occurs which uses the additional capacity originally built into the system. 7.2.3 Assessments Several methods of levying special assessments on benefitted properties have been used for stormwater and flood control improvements. Projects funded through special assessments must have a special benefit to the properties included in the assessment area and charges for each parcel must be consistent with the relative benefit to each property. Special assessment mechanisms are T IOPEMCowe/dOllcoweldol(n!rptwpd 7.3 September 8,1999 most often used for small local projects since they localize the cost of projects which serve a limited area and a limited constituency. 7.2.4 Mill Levy/Taxes This method involves an assessment on all property owners based on the assessed value of the property. Taxes are primarily intended as revenue generators, and can be tied to specific stormwater improvements. Assessments/taxes levied by the various jurisdictions will require support of the public through the voting process. 7.3 Secondary Funding and Financing Sources Secondary funding and financing sources should also be identified to supplement any or all of the sources described above. These sources may not provide a continuous revenue stream but offer funds on a periodic basis to construct specific capital improvements associated with stormwater management plans. As a minimum, these sources include monies available from Energy Impact Funds, loans/grants available through the Colorado Water Conservancy Board, Enhancement Funds available through the Colorado Department of Transportation, and Community Development Block Grants (CDBG). In summary, the mechanism selected should include revenues generated from multiple sources to ensure the comprehensive stormwater management program is realized. The method or mix of methods will be directly related to the longevity, sufficiency, and equitability of the funding mechanism and the costs associated with implementation, operation and management of the capital improvements. During a workshop related to funding and financing of stormwater improvements, comments were obtained and several issues were discussed. With respect to funding and financing sources, the following comments/issues were presented by those jurisdictions represented at the workshop. • An increase in taxes or the mill levy is not the preferred option. • Monthly user fees and basin impact fees merit additional investigation. • Secondary funding sources should be pursued. T''i.OPEMCoweld01',coweld01 Jh1 rptwpd 7.4 September$ 1999 7.4 Conceptual Financing Plan Given the information provided in the workshop along with the proposed drainage improvements, a conceptual financing plan was prepared to demonstrate the potential range of fees associated with implementation of the improvements. The approach and assumptions which were used to create the conceptual financing plan for each basin are presented below. • The total number of existing dwelling units within each basin was estimated with information supplied by the various jurisdictions within each basin. • The new dwelling units or future development within each basin was estimated annually with information provided by the various jurisdictions. • The conceptual financing plans assume funding of the proposed improvements through revenue bonds. The principal and interest on the bonds will be paid through a Plant Investment Fee and monthly user fees. The Plant Investment Fee is assumed to be restricted to future development. The monthly fees are intended to be for all existing and future residents and will create income necessary to cover the remainder of the debt service and administrative costs. • Two financing plans were developed for each basin. The first plan for each basin assumed that the Plant Investments Fee would account for approximately 50% of the principal amount of the required debt. The second plan increased the Plant Investment Fee to account for approximately 90% of the principal value of the indebtedness. • Each revenue bond was assumed to be 20 years in duration, 6% interest rate, and fully amortized with constant principal and interest payments throughout the 20- year period of the bonds. • The administrative costs associated with the entity responsible for implementation of the improvements were also included. These costs accounted for all legal, accounting and management expenses associated with the entity. The initial administrative costs were increased 5% annually to account for inflation. The conceptual financing plans are presented on Tables 7.1 and 7.2 for the Godding Hollow Basin and Tables 7.3 and 7.4 for the Tri-Town Basin. It should be emphasized that these plans are conceptual in nature and provide an indication of the Plant Investment Fees and monthly fees required to implement the drainage improvements given the assumptions listed above. Various modifications to these plans can be made to reflect an increase or decrease in either Plant Investment Fees or monthly fees. In addition, secondary funding sources could also reduce these costs and should be actively pursued. Once an implementation plan is better defined and an entity Z9OPEMCoweld0PC0Weld01(hi rpt.wpd 7.5 September B. 1999 established for administration of the plan, the financing plan can be revised to more accurately reflect the fee structure. Given the assumptions utilized to generate the financing plans, the following information is provided for consideration: Godding Hollow Basin: • The plant investment fees range from a maximum of $2,000 (based on 50% of principal value) to $2,900 (based on 90% of principal value). • The monthly fees for each equivalent residential unit decrease from $20 (based on a 50% plant investment fee) to $15 (based on a 90% plant investment fee). • Tri-Town Basin: • The plant investment fees range from a maximum of $750 (based on 50% of principal value) to $1,400 (based on 90% of principal value). • The monthly fees for each equivalent residential unit decrease from $10 (based on a 50% plant investment fee) to $6 (based on a 90% plant investment fee). It should be noted that a significant amount of money is identified in the ending fund balance for all plans. This balance can be utilized to fund future projects and provide for ongoing operation and maintenance of stormwater facilities. Alternatively, the monthly fees could be reduced accordingly as the debt service associated with each bond issue is satisfied. flOPEMCoweld0/I0oweld01 fnl rptwpd 7.10 September 8, 1999 VIII. SUMMARY AND RECOMMENDATIONS This document summarizes the results of a master planning effort related to stormwater management within the Godding Hollow and Tri-Town Basins. The focus of the planning effort was the identification of improvements that would reduce both existing flooding and the potential for future flooding problems. Drainage improvements within each basin are described in detail in Chapter 5 along with the cost estimate associated with each improvement. A plan for implementing the drainage improvements was developed and is presented in Chapter 6. Finally, pertinent information related to funding and financing the drainage improvements was compiled and is presented in Chapter 7. Following the approval and adoption of the master drainage plan, it is recommended that the local jurisdictions responsible for this planning effort continue to diligently pursue implementation of the drainage improvements. Based on information obtained during the planning document, the following recommendations are also provided. (1) An organizational entity that is responsible for the administration and implementation of the drainage improvements must be identified. It is recommended that a local sanitation district be earmarked to perform this function for the following reasons: (a) the sanitation district has statutory authority, (b) selection of a local sanitation district does not require formation of a new entity, and (c) the local sanitation districts are familiar with stormwater management planning and drainage improvements. (2) A Technical Advisory Group (TAG) should be formed to work with the local sanitation district. As a minimum , the TAG should represent all local jurisdictional entities as well as irrigation districts. The TAG should provide guidance and direction related to: (a) development of funding/financing mechanisms including impact fees and monthly user fees, (b)identification of implementation priorities and oversight of the implementation plan, and (c) the pursuit of secondary funding sources. (3) Coordination with entities and/or property owners that may be impacted by the implementation of the drainage improvements should be conducted as early as possible. Potential conflicts associated with property acquisition, easements, and rights-of-way may require resolution prior to construction of the proposed improvements. Finally, it is important to remember that this planning effort culminated in the preparation of a comprehensive, flexible document that is intended to guide the decision-making process with respect to stormwater management within the basins. As the implementation of the drainage improvements progresses from this stage into preliminary and final design, revisions and T'IOPEMCowetd0llcoweld0l fnl rpt.wpd 8.1 September 8, /999 modifications to the improvements may be necessary. These revisions or modifications should not change the underlying goal of this document, that is the reduction in the damages associated with existing flooding as well as potential flooding associated with future development in the basins. • TIOPEMCoweld0/Icoweld0l Jb/rptwpd 8.2 September 8, /999 • • APPENDIX A EXISTING CORPORATE LIMITS TIOPEMCoweld01 coweldol fnl rpt.wpd September 8,1999 I-25 Corridor Master Drainage Plan Responses to Draft Report Coments 1-25 CORRIDOR MASTER DRAINAGE PLAN RESPONSES TO DRAFT REPORT COMMENTS The comments received following the open house are attached. A response has been prepared to address each comment. Please refer to the original comment to obtain the "Comment ID" indicated below. Comment ID Response DL1 The master drainage plan identifies improvements that will reduce potential flooding within both the Godding Hollow and Tri-Town Basins. Included in the master drainage plan is a summary of the peak discharge data which will be necessary to evaluate the floodplain. Following the approval of the master drainage plan, a detailed floodplain study merits serious consideration. The floodplain study will provide the data necessary to better define the existing 100-year floodplain. DL2 As indicated in the master drainage plan, one of several alternative entities may be selected which would be responsible for administration and implementation of the recommended improvements. It is likely that the same entity will be responsible for operation and maintenance of the improvements. Based on meetings and workshops conducted during the preparation of the master drainage plan, an existing entity(such as a sanitation district) may be the best choice to administer/implement the improvements identified in the master drainage plan. DL3 Flow paths into and out of the proposed detention facilities would be better defined during final design of either on-site detention ponds or regional detention ponds. FWI During the scoping process for this study, it was noted that a potential threat to the public's health and safety during a large magnitude flood event exists today in both the Godding Hollow and Tri-Town Basins. As development and growth occur within the basin, the threat to the public will increase. This will happen even though the master plan identifies improvements that will mitigate a potential increase in the magnitude of the flood events; growth will create an increase in the population that will be at risk during a flood event. Benefits associated with the implementation of improvements will accrue to both existing and future residents in the basin. Whether the payment obligation for implementation of the improvements is assigned as impact fees or monthly user fees is yet to be determined. The master plan simply provides an example of a payment schedule that is based on both impact fees and monthly user fees. FWZ The land use planning within the basins is dictated by each local jurisdiction. Given the detention requirements associated with the master plan, the peak discharge of the 100-year flood event will not be significantly increased and in some parts of the basin, will be reduced. Consequently, the stormwater runoff that is conveyed to the major drainageway is more dependent on the detention requirements than on the land use T:SOPENSCowe1d011cowe1d01 respoues.wpd Page 1 of 5 September 8,1999 planning. FW3 Monthly fees that are based on percent impervious acreage, lot size and/or square footage within a building can be developed. The local jurisdictions will play an important role in the development of the monthly fees structure. FW4 During the initial phases of this master planning effort, it was decided to design improvements to convey the peak discharge associated with the 100-year flood event. It is acknowledged that the costs of providing less flood protection should be weighed against the potential risks associated with the flooding. The master drainage plan is a flexible working document which can be refined in the future to reflect this additional effort. KG1 The regional detention pond in reach T3 has been added to Table 5.2. KG2 For reaches T3, T4, and T5, the report estimates improvement costs of$3,970,000 while the Tri-Area Sanitation District (District) estimates improvement costs of $3,366,285. Consequently, a 15%difference exists between those numbers estimated in the master plan and those costs estimated by the District. While unit costs may vary from item to item, the 15% difference in the total cost estimate is considered acceptable. RBI It is acknowledged that undetained releases from properties adjacent to the Godding Hollow major drainageway may result in no impact to the overall peak discharge in the drainageway. However, allowing future development to release stormwater flows un- detained will also increase the occurrence and magnitude of low frequency events (i.e., more water is observed more frequently in the downstream channel). Increasing the frequency of the peak flows in the channel can have adverse impacts on channel stability and may require downstream channel improvements. These issues merit serious consideration before releasing undetained runoff from the development. FS 1 The report has been changed to further clarify the path of the low flow channels for the Godding Hollow and Tri-Town Drainageways. Given the magnitude of the flood flows during large events in the Godding Hollow and Tri-Town Basins along with the existing topography, however, it is anticipated that flood flows will be out of bank north of WCR 24 where the runoff from the two basins will combine and flow northward to the banks of the Saint Vrain River. FS2 During the master planning effort, it was determined that a single channel that combined the flows from both the basins would be more economical. The conceptual design presented in the master plan will safely convey the peak discharge associated with the 100-year event. It should be understood, however, that the master planning document is a flexible tool that should be refined, as necessary, during final design and implementation of the proposed improvements. Consequently, the outfall from both basins may be revised following a more detailed investigation of alternative improvements. T.•'.OPENhCoweld011cowe1d01 responces.wpd Page 2 of 5 September 8,1999 FS3 Several provisions are provided in the Master Drainage Plan for maintaining irrigation flows in the existing canal systems. As stated on page 5.2, spill structures are recommended at the major drainageways to safely release stormwater captured by the ditches back to the major channel. The preservation of existing water rights will be a priority during the implementation of proposed improvements. This includes potential relocation of existing ditches, headgates, turnout structures, etc. FS4 Channel operation and maintenance responsibility (removal of weeds, erosion control) will be assigned to the entity selected to administer the implementation of the proposed improvements. The open channels proposed in the Master Drainage Plan are storm drainage channels which will not convey water for extended periods of time, therefore seepage issues are not anticipated to be problem. If channel seepage is an issue at a specific location, it should be addressed during the final design of the specific improvement. WP1 This comment has been corrected in the text of the report. WP2 This comment has been added in the text of the report. WP3 This comment has been corrected in the text of the report. WP4 The size of the structures are indicated in the text, on Sheet 1, and in a table similar to Table 3.1 located in the project notebook. WP5 This comment has been added in the text of the report. WP6 This comment has been added in the text of the report. WP7 Yes, the decay coefficient of 0.0016 is correct. Subbasin TTSB71 contained a significant amount of SCS Hydrologic Soil Group A. The Horton's Decay Coefficient for subbasin TTSB71 was slightly lower then 0.0018 used for the other subbasins due to this soil type. WP8 By comparing the results presented in Tables 4.6 and 5.3 of the report, the reduction in peak discharge as a result of the regional detention facilities in subbasins 17 and 37 can be determined. The pond in Subbasin 17 reduces peak discharges from the subbasin by 273 cfs (373 cfs - 100 cfs) and the pond in Subbasin 37 reduces peak discharges from the subbasin by 340 cfs (871 cfs - 631 cfs). Pages 4.9 and 5.3 of the report state that on-site detention will be required of all future development to maintain the historic flows in the Godding Hollow Basin. The cost shown for the regional detention ponds described on Page 5,25, Paragraph 5.2.9.2 of the report do include regrading the area to maximize the volume of the proposed facility. The ponds described on Page 5.25, Paragraph 5.2.9.2 of the report are regional T:,OPENICoweld9llcoweld0l respoeces.wpd Page 3 of 5 September 3,1999 detention facilities. WP9 This comment has been corrected on the figure. WP10 Given the costs associated with the proposed improvements to the Godding Hollow Basin,it is not certain that over-detention will be more costly than simply detaining to the 100-year historic levels. From the perspective of the developer, one should also consider the potential reduction in basin impact fees and weigh this against the cost to set aside additional land for detention. In addition, the developer must also consider that the outfall facilities from the property to the major drainageway may be less costly if 2-year or 10-year historic flows are released from the property. Referring to the financing tables in Chapter 7 of the master drainage plan, an example has been prepared to illustrate the comparison of the fees associated with a proposed development. SQenario 1 (100-year Detention) Total Cost of Improvements: Approximately$20 million Plant Investment Fee: $1,500/development unit Number of Development Units 300 Total Plant Investment Fee $450,000 S.c nario 2 (Over-detention) Total Cost of Improvements: Approximately $10 million Plant Investment Fee: $750/development unit Number of Development Units 300 Total Plant Investment Fee $225,000 Scenario 1 refers to the improvements required to convey the 100-year historic flows through the Godding Hollow Basin assuming: (a) $20 million in drainage improvements; (b) $1,500 in plant investment fees per development unit; and (c) 300 units within the development.. Scenario 2 illustrates the potential reduction in the improvements if implementation of 2-year or 10-year historic releases from on-site ponds are realized. Over-detention will ultimately reduce the total cost of drainage improvements and is assumed to reduce this total cost to$10 million; consequently,the plant investment fee is reduced accordingly to $750 per development unit. Assuming the same number of development units, the cost savings to the developer becomes $225,000. This cost savings must be weighed against the cost associated with additional detention. Furthermore, these costs must also consider that facilities must also convey stormwater safely from the property to the major drainageway. A reduction in the release rate would also reduce costs of the outfall facilities. Finally, one should also consider that over-detention may also reduce the monthly user fees for both existing and future residents. During the initial phases of this master planning effort, it was decided to design improvements to convey the peak discharge associated with the 100-year flood event. It is acknowledged that the costs of providing less flood protection should be weighed against the potential risks associated with the flooding. The master drainage plan is a T 1OPE1lCoweld011coweld01 responcet.wpd Page 4 of 5 September 3, 1999 flexible working document which can be refined in the future to reflect this additional effort. Adding more regional detention facilities will likely reduce the peak discharge and ultimately the costs of downstream improvements. However, regional detention facilities are also costly and may offset the savings associated with the downstream improvements thereby increasing the overall costs within the basin. It is acknowledged that it is difficult to capture all of the runoff from a development parcel. It is possible,however, to release undetained flows from a parcel while over- detaining that portion of the parcel that is directed to a detention pond. In so doing,the design criteria requiring the release of stormwater runoff from the parcel at historic levels will be satisfied. TL1 To date, no decision has been made regarding the funding for the drainage improvements. Alternatives have been presented in Chapter 7 of the master drainage plan. Following approval of the master drainage plan, the local jurisdictions will be responsible for determining the funding for the improvements as well as the entity responsible for administration and implementation of the improvements. TL2 Where appropriate, the cost estimates for the improvements included property acquisition and relocation of irrigation ditches and laterals (see Table 5.1 and 5.2). TL3 The storm drainage channel alignments presented in the master drainage plan are based on the best available information and mapping. These alignments may be revised as the improvements proceed to final design and will ultimately integrate input from property owners. TL4 See response FS3. TL5 Improvements will be made according to an implementation plan ultimately selected by the local jurisdictions. While it is acknowledged that the maximum benefit of the master drainage plan will not be realized until all the components of the plan are in place, every effort will be made to insure that individual components are implemented in a safe and logical manner. Given the detention requirements in the basins, the potential flooding within the basins should not be higher than the flooding that presently exists. T:lOPEMCawe1d01lcoweld0l responces.wpd Page 5 of 5 September 8,1999 1-25 CORRIDOR MASTER DRAINAGE PLAN PUBLIC COMMENTS ord z 4-- a- -Prater p n DLZ t D' Pr°17' c\reicTlinc_n4- K\2t t c\Pt.rn try.-o , an t rn� - /0 if kip t o DL chary. r -- r rte.! rn tn4ca C-e aera t, _ri—ir -Pew 11S ( Y ii) cov Q11� c f DL3 ri rra (OPTIONAL,) 11 ttnct. Ltrikk4- Lan c C 3rr3) 4-7 *r-731 CEIVF AUG 2 0 1999 I-25 CONDOR MASTER DRAINA4 /41OfIKS 0EPT PLANT PUBLIC COMMENTS • may,_. t2? !j tIc rimval nment �c will, pay its own way . (Nirernn_s , Farm,- W=A . &•, o . 4 . 1999 . ) Current citizens should not have to subsidize wealthy -F WJ. landowners , speculators , and developers . The new'industry and developments in the Godding Hollow Basin should pay the entire costs of the new drainage system in the Basin . This can be accomplished through impact fees . (Without their growth the new system would not be needed . ) If the Godding Hollow Basin is so prone to flooding , it would be FLJ.2, wise to rethink the high density development planned . C,r'3_� Fees should be determined on a ratio of buildings , concrete , Fl blacktop , to open land . The more open land a developer provides t'atiess the fees should be . Fwy System costs should be determined for 10 or 25 year floods , and comoaired to systems desizned for 100 Year floods . Then , the best economic choice can be determined ./ • NAME (OPTIONAL), v ,�-�� C4iZU rt �/:'4 1z'-dL' RECEIVED AUG 2 0 iss9 THE SEAR-BROWN GROUP FULL-SERVICE DESIGN PROFESSIONALS wCgK 209 SCUTH MELDRUM FORT COLLINS,COLORADO 80521-2603 970-432-5922 FAX:970-482-63b8 August 17, 1.999 Mr. Frank B. Hempen, Jr., P.E. Director of Public Works/County Engineer Weld County Public Works Department 1111 "H" Street P.O. Box 758 Greeley, CO, 80632-0758 Re: South Weld I-25 Corridor Master Drainage Plan Dear Frank: We have reviewed the draft publication titled"1-25 Master Drainage Plan Godding Hollow and Tri- Town Basins South Weld County, Colorado." Overall the report looks good. We have only the following two comments: • KG1 1) It appears that the Regional Detention pond located in Tri-Town Reach T3 was left off of Table 5.2. KG 2.1) In addition,the following Table shows a comparison between a portion of the construction estimates (reaches T3, T4 and T5 as shown on the attached Table 5.2) for proposed improvements within the Tri-Area Sanitation District Service area given in the master drainage plan report as compared to our estimates of the construction costs. CONSTRUCTION ESTIMATE COMPARISON TABLE ITEM QUANTITY ANDERSON SEAR-BROWN DIFFERENCE ESTIMATE ESTIMATE 10'x4'Box Culver/Fomc 2 3120,000.00 570.000.00 350.000.00 48"RCP/Chevy L 343.000.00 3I6,000.00 332,000.00 4'x8'Box CalvertBirch St l 596.000.00 340,500.00 355,500.00 3'x15 Box Culvect/WCR18 2 3130.000.00 5106.375.00 573,125.00 Riprap 1167 c.y. 535/c.y. 560/c.y. 329,175.00 Cltanne!Earthwork 108,539 c.y. 531cy. 55/e.y, 50.00 • Channel Property 24.5 acres S10,000/acre 55.000-S10,000/acre:ue 561,250.00 Acquisition 37.500/acre Detention Pond Property 35 acres 310,000/acre 35,000-S10,000/acre use 337,500.00 Acquisition 57,500/acre Detention Pond Excavation 200,000 c.y. S5/c.y. S51c.y. 50.00 SpillwayrOutlet costs 1 each 3106.;00.00 5106,400.00 50.00 TOTAL DIFFERENCE-5338.550,00 NEW'FORK•P'PNSYL'/A'I s. COLOR,_)C•UTAH•'WYOMING STANDARDS IN EXCELLENCE MFLjVER NOTE: The Sear-Brown construction estimates were derived from bid tabs, vendor estimates and the Weld County tax assessors office. A portion of the construction estimate by Anderson, including 35% contingencies and engineering etc. for proposed improvements within the Tri-Area Sanitation District service area was $3,970,000.00. Our estimate of the total construction cost using the same 35%contingency and 20% for engineering is $3,366,285.00. If you have questions regarding this letter please call us. Sincerely, ?-441% . Kevin W. Gingery, P.E. Engineering Manager cc: File 004-063b Table 5.2 Cost Estimate for Tri-Town Basin. Proposed k E:g;ne=rte g. Reach- Improvements/ Prooert;r .:r I Peit:in_, Description Total Cost item General Drat:age Acquisition ' Levi & Inf ast=lc:ure A.dr.r:. T1-I I Channel Itnprovenen.s S1,172,000 I 3116,000 I S23=,000 I 51,627,000 TI-2 I Replacement c WCR 24 Crossing I 5405,000 I j 581,000 I 5486,000 Reach 77 Subtotal I c_,108.000 T2-1 I Regional Detention Pond (Norte) I 5252,000 I S380,000 I 350,000 I 3682,000 T2-2 I Reglacetneat of WCR 22 Crossing I $- 9,000 I I 594,000 I 3563,000 T2-3 I Regional Detention Pond (South) S541,000 I 3280,000 I 3108,000 • 59_9,000 . Reach -2-2 Subtotal I 52,I74,000 ,_ , -IT --,---, . 1vr: 1 r-r+ „ F rr ; 1 '4 Do es.47 n T3-2 Channel Improvements 5192,000 l 551,000 I 539,000 I 52S3,00O3 I - T3-3 I Replace neat of WCR 18 Crossing 5242,000 I • 1 549,000 I 5292,000 Re^c^ 13 Subtotal I ' $1,422,CCO T4-1 I Channel Improvements. 534-4,000 I 5120,000 I $69,000 I 5532,000 Rec. h T4 Subtotal $S33,cr0 T5-1 I Regional Detention- Pond 31,291,000 I 5350,000 I 3253,000 51,899,000 T5-2 I Cha:.r_e1/Eerm L provements 5363,000 I S94,CC I I 55 36,000 5-- 000 5536 GCO T5-3 I Replacement of SEW 52 Crossing I 5356,000 1 ! 571;000 S427,000 Reach TS Subtotal $2,862,CCC T6-1 I Regional Detention Pond (North) I 30 I SI00,'CCC • Si0,C00'" I 5110,000 T6-2 I Regional Detention Pond (South) I 50 I S1?0,200 I S10,000 I 5130,000 Reach 76 Subtotal $240,O (..1 • Tri-Town Bas 's Total Cost I $9,339,000 l`) Galt' 1e2a1 and administrative costs are estimated for this improvement. • ,nf: .32 /...:.:. ts;c oP��nc��.•f�t�G�ICL..J .�.:S--.Npf( RECEIVED SCHDETAK AUG 17 1999 «1010 WELD COUNTY PUBLIC WORKS DEPT 25800 Northwestern Highway Suite 7511 Southfield. MI 480"5 (24 8)2 2-1000 (-"-18) _62-1814 FAX August 13, 1999 Mr. Frank B. Hempen, Jr., P.E. Director of Public Works/County Engineer Weld County Public Works Department 1111 "H" Street P.O. Box 758 Greeley, Colorado 80632-0758 REF: Comments on "Draft" I-25 Corridor Master Drainage Plan. Godding, Hollow And Tri-Town Basins. South Weld County. Colorado Dear Mr. Hempen: Love & Associates, Inc. has reviewed a copy of the above-referenced document. On behalf of our client, Sun Communities, Inc., we would like to offer the following comments on this draft report. Sun Communities, Inc. owns approximately 296 acres of land located east of Interstate 25 (I-25) and south of Weld County Road 24. The Godding Hollow channel bisects this parcel of land. Sun Communities, Inc. is in the development review process for the proposed construction of residential home sites on the east side of the Godding Hollow channel. Commercial sites are intended to be developed by others between 1-25 and the Gadding. Hollow channel. WP have bean working on an ongoing basis with the Town Firestone - - --� ongoing - of and their engineer, David B. Lindsay, F.E., of TST, Inc. since early spring of this year. We welcome the work being performed on this study and await the timely completion of the report. Additionally, we have discussed with the Town of Firestone that it is Sun's desire to utilize the hydrologic models being developed for the master plan study to show that stormwaters from developed areas within the Sun Communities property can be discharged directly to the proposed Gadding Hollow flood conveyance channel without adversely impacting downstream properties. Our Ionic is that since the Gadding Hollow basin is long, wide and relatively flat, the storm peaks from our site will be conveyed downstream and be long gone before the flood peak from the upstream basin reaches our site. .t ,�....e�ca.=. lirT d �y mow.au,i /V�d3Tepp.KCMv 2 ire L m•m"riss Real Estate Services: Brokerage Investments Development Construction Property/Asset Management Mr. Frank B. Hempen, Jr., P.E. August 9, 1999 Page 2 SCHDSTA 15T. I92 Lip to this point in time, the Town of Firestone and their engineer have been willing to consider this option. We would like the master plan report to recognize this fact and to $1. allow us an opportunity to prove this scenario can work for the benefit of all concerned parties. Our flood consultant, David J. Love, P.E. of Love & Associates, Inc. has been trying to obtain a copy of the Godding Hollow hydrologic model since March of this year from the author of the draft report, Anderson & Company, Inc. To date, Anderson & Company, Inc. refuses to release the hydrologic model until the draft report is finalized. We respectfully request that the hydrologic model be released at the earliest possible date, so we may perform the reouired modifications to the model to determine the hydrologic impact of developing this site without incorporating on-site detention. We would appreciate consideration for incorporating Sun's comments into the above- mentioned report. Sincerely, Schostak Brothers & Company By mond J. Behling As agent for Sun Commun ies 0LP cc: Town of Firestone David Lindsay, TST, Inc. Gary Shiffman, Sun Brian Fannon, Sun C. Meehan, Sun S. Duczynski, Schostak Bros. RECEIVED AUG 1 8 1999 I-15 CORRIDOR MASTER DRAI 1A@ WQRKSQEPT PLAN • PUBLIC COMMENTS . i„,....' ,...-,-.._....1,-./.4,/.- -lam ___,, ,...,•—•,_. �'T .CG. ..,......—r f -4- <.'.:• .-C. j-7? rG 6 L _ /•. - . - :•Q/-' -2 f L. r• : ::‘ ' a— /. •;;--e: - F51 / .r �„�-!__�•;- �?'r .� • -- - ;-•rte •r .a• r �./: _- .'!T-1,-.-• w�, ii" �-?C!_<�• ' '_�G.- ._,• -r..=y�.• _ �'."��. JJ —,-• `�- • Z ' /,• •-. .C---• 41 I 4. — '� .27,77-74-,'..7'` f . ' //Y -. —77c.—Y- — — •-a'—./ it/._.--%'- i:-�i../,� `L .L' w•- - fi b% r.•_ n;'r.' =-.. A-...-- - •%' =_r � ..•-•""'1:"77'_ — _. .{' !.- ./7,.., •-=- ..- �,i :/"� �''' - ./`r�-.e may` �Grr�� _/ . !ry/ I .4:./..'.._ ',� .. :.--.^ /, /sue' l•..I r,-••:--r f-`� _ .� .�/_: ;�L.r. .V/ P:5.2 - - /: rte' /� ;:-41.4..........',./.. w�i*.--• 91F- ^+Xr/.j,,.%:'- ..!:•_. "✓ ssr^- --t,...✓_i' Z...,-.•••'- / x .cam %! - --/:<••;s. r.7 /_j�'. - ,, l/- --..1....... r.- / .a- ��1... f=r / r I, . `J.t!!J •rK�?,•it .i J.•l'..;_ . Aft...•, ....,-.17,77.17:-...__. . :�,.�Il ....•••7'4‹ r,l! 4 c.^\, __ ,-- —r--•.1'.— -- _ ti.. cg - = ---�' . — YS.�_yr. 4.42.-/'�,�`-� �1�, . +----:-.-.1'...:‘, !'�!/✓.-.. /'-..'1,e ,...•••"-- ----.1-, 'l.i,.�l.�a.r-/ ..,..4* (2; `1.."-74'• e.----i �+• ,: .fLt�� G.`r:_G;.k,.'• (IL_ c--,....„-` �V 2-.. '7 ' =C� 'rF -Ire -tr - ••.•44L.-f.':C'..GG'7,✓�•a"� ` .' . ..- ,.:,,Z l-- /i NAME (OPTIONAL) ,.•-, , :ti . -fr -, • _ � �� :�.�._eg-' ,'/-, 1C'..7- / /,6 ' 4 , .__.... rI may; h. d �=-s.. — s s...•.•.-Z0. 9/ • From: <WPalmer777@aol.com> To: NORTHDOMAIN.NORTHPOST(DSCHZLTINGA) Date: 8/24/99 12:09pm Subject: 1-2S drainage comments Drew, attached are my technical comments. I am assuming that Frank received the political comments when he meet with Davis Stahl. CC: CEN=CMAIN.SMTP ( "wpalmerrci.erie.co.us") Technical comments from Wendi Palmer,Town of Erie,For the I-25 Corridor Master Drainage plan (,il _Z. Page 1.2, paragraph 1.2.1, Dacono is referred to as a Town and Erie is referred to as a City. These should be reversed. WP z Page 2.3,paragraph 2.3.I. the 2'h x 3.5'w arch cmp crossing WCR10 west off-25 was not mentioned. W'3 Page 2.4.first line top of page,you are discussing 3 box culverts and in the first description(two I l 6'Hx11'W)the 11 after the 2 should be deleted. C4/P Y Page 3.2,Table 3.1, it would be helpful if the size of the structures were also indicated. If you use landscape layout you should have plenty of room to add the description. Page 3.4. this section describes the existing detention facilities. It would be helpful if the reader was referred to sheet 1 so the exact location of the facilities could be viewed.Also this table should identify the existing structure crossing under the UPRR Spur,and what the capacity of'this structure is. You are proposing a detention pond upstream of the structure. W P e Page 3.3 paragraph 3.2.1, this section describes the existing structures,the existing structure crossing under the UPRR Spur, and the capacity of this structure is not described. (-OP 7 Page 4.5.Table 4.1,and page 4.31 Table 4.5,the Horton's Decay Rate for subbasin No.TTSB7I is 0.0016 and the rest are 0.0013. is this correct? cd./F 8 Page 5.25, paragraph 5.2.9.2. Regional Detention Ponds. [t is not clear how much the detention facility has reduced the peak. Is the report recommending reducing the historic peak or just keeping the discharge to historic?The amount of storage is defined and the area needed for the pond. Does the cost include regrading the area to maximize the volume in the proposed area?If the volume is available it would be desirable to reduce the peak discharge in a regional facility. Cil-P9 Figure 5.10.the existing structures under the UPRR and the UPRR Spur are not labeled. All other structures are labeled. equiring developers to over detain a 100 year storm to a 2 year historic rate would be difficult to implement and we would be dependent upon development to improve the drainage in the basin over historic. Wouldn't be more practical to allow minor over topping of some of the roads during a 100 year event and size the structures accordingly. Also more regional facilities would do more to improve drainage than relying upon developers to provide onsite detention facilities to reduce the historic rate. Often during development it is difficult to capture all of the runoff and divert it to the detention pond. Especially offsite road improvements. Regional detention is easier to control and maintain. RELE 7-D AUG 2 41999 ',ti'E!L:; CQUN 4-25 CORRIDOR MASTER DRAIN GE -USLIC WORKS OEPY PLAN PUBLIC COM `IENTS • TL10 l....,IRe L.„. 4,nr iw., kC: i`l_ e. G\......G\ 1,..ati1 :1 TLL. ��' 1 c,C1 rs.r- + _•.C•.?_ cn� S —4:- .�.c'. V.2rC cA\,,C_c.. .........G\. 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C..,C 4�CL,..Ic\ 1w 1 0 c '4.�G,� •••••r-‘0 r .—G,.C' ,/' t w' 'v.�� l5,', Cl 1 r•�.L�C G�. �^c C`vvt.._•,..t a. 4\.C_ •:7 s'..::111 •A`!,n L f)O`ritln_ �a.,w vt 4� , 0‘3,_Is `^ .,n .nom. f �; y 1,o vc� .L` G...1 �`C Y` ,4 1 NAME (OPTIONAL) r.. c\x. :An C,.,•, r", \c; S Lt v C 'l to 1_c„C�wZC,i.."� C�1,0 BSc, C Lk r APPENDIX B FLOOD HYDROGRAPHS T IOPEMCoweldOl kowetd01 fnl rpe.wpd September 8,1999 GODDING HOLLOW BASIN T.IOPEMCoweld0(Icoweld0I Jill rptwpd September 8.1999 1-25 Master Drainage Plan Appendix B Flood Hydrographs Godding Hollow Basin - Existing Conditions State Highway 52 (UDSWMM Node 308) 5000 ! 100-Year 4000 I 3000 50-Year l9 f 0 1 2000 2 Year ' 1000 a 10-Year 5-Year i 2-Year 0 I I I I I I I I I I I I 1 _.. _ 0 1 2 3 4 5 g Time (hours) I-25 Master Drainage Plan Appendix B Flood Hydrographs Godding Hollow Basin - Existing Conditions Weld County Road 18 (UDSWMM Node 206) 5000 J T i 100-Year I 4000 , I ;_ 3000 50-Year w f o N O t 2000 25-Ye r , , i 1000 j I Ye r { ! 5_Year : \ 2-Year, 0 0 1 2 3 4 5 6 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Godding Hollow Basin - Existing Conditions Weld County Road 24 (UDSWMM Node 203) 5000 1 I 7 . , I 100-Year I I , 4000 I F , , I i I , 3000 50-Year ', 'CI"' EP CO 0 I p I-_ I 2000 25-Ye-r ,—. i I I 1000 , 10 ear, I . -5Ye.:r — — 2-Year i II , „ iTill 0 1 2 3 4 5 6 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Godding Hollow Basin - Future Conditions State Highway 52 (UDSWMM Node 308) 5000 100-Ye r , 4000 11 ,, 50-Y ar 3000 it o 0.) : _ ---.. m , - o -I 2000 , 25-Year I 1000 1n-Year 5-Year i 2-Year TT------- - - 0 I I I I I I I I I I I 1 I I I 0 1 2 3 4 5 g Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Godding Hollow Basin - Future Conditions Weld County Road 18 (UDSWMM Node 206) 6000 5000 100-Year 4000 50-Year 17') 0 m 3000 _c V _.._ 0 25-Year i \ 2000 f _ 10- ear i 1000 5-Ye r T 2-Year O i [ I I I r i i I I I I i I r , I 0 1 2 3 4 5 6 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Godding Hollow Basin - Future Conditions Weld County Road 24 (UDSWMM Node 203) 6000 100-Year 5000 , I - 4000 50-Year rn 3000 L. _ m 25-Year 2000 10-Year 5-Year 1000 2-Year , I - 1 0 f -I 1 1 1 1 1 0 1 2 3 4 5 6 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Godding Hollow Basin - Future Conditions with Regional Detention State Highway 52 (UDSWMM Node 308) 2000 100-Year 1600 50-Year 25-Year 1200 m - , ...... .._10 Year -... __.- ...... '.,. _ _........_ . `m 5-Yeas 800 - ?-Year 400 0 illI , 0 1 2 3 4 5 6 7 8 9 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Godding Hollow Basin - Future Conditions with Regional Detention Weld County Road 18 (UDSWMM Node 206) 4000 100- ear - 3000 50- at 25- ear N __. . --__ :-- -___- U En m 2000 .C V p ._ 10 Year - _ r ‘I , , Year 1000 -Year I L_ 0 1 , , Ili , ; 7 II -r II , Ili I i 7 IT I 0 1 2 3 4 5 6 7 8 9 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Godding Hollow Basin - Future Conditions with Regional Detention Weld County Road 24 (UDSWMM Node 203) 4000 ' 00-Yea 50�Year 3000 ; 25-Y,.ar r' 17?w o m 1 i-Year 2000 ca U N 0 5-Year J 1 1000 i 2-Year I 1_ , 0 III I II III 0 1 2 3 4 5 6 7 8 9 Time (hours) TRI-TOWN BASIN T.IOPEMCoweldollcoweld0l fnl rptwpd September 8,1999 1-25 Master Drainage Plan Appendix B Flood Hydrographs Tri-Town Basin - Existing Conditions Weld County Road 24 (UDSWMM Node 252) 4000 00-Year 3000 _.— 50-Year _ r w --"\\\ a 25-Year m 2000 `m v co 10-Year 1000 1 , 5-Year 2-Year 0 0 1 2 3 4 5 6 Time (hours) I-25 Master Drainage Plan Appendix B Flood Hydrographs Tri-Town Basin - Existing Conditions State Highway 52 (UDSWMM Node 262) 2000 , 1600 100-Y ar . 5, 1200 m 0 rn ra v 25-Y , N _ .-. Q -- 800 , . 10-Y-ar t 400 5-Year) . 7 2-Year 0 `- 0 1 2 3 4 5 6 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Tri-Town Basin - Existing Conditions Weld County Road 18 (UDSWMM Node 255) 4000 100-Year 3000 ... Cc E 2000 L (3 N 1000 a I ' I 5-_Year Ye ; 2-Year 0 0 1 2 3 4 5 6 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Tri-Town Basin - Future Conditions . State Highway 52 (UDSWMM Node 262) 1000 , , . • , 1� r — — i �_! - ___{--T_ -- -- - - i l i j j �I ! I I i i I 800 •i- I I ... ! i ` I I • 1 I I ! • i i i 1 , j 1 ! I I j i i l • . i i i ! 1 I I • i + I I 1 IL4 l 600 ; ±-1 I , li , cu I • p_ r i j .. � co i I I i i 400 ! I ' ! I , I i i i ! , _ , .1. . _IA. 1 _t I 1 1 1 i i 1 i 200 iYr ; • • i l 1 • , • . ! i . l ; • 0 I I I I I 1 I 0 1 2 3 4 5 6 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Tri-Town Basin - Future Conditions Weld County Road 18 (UDSWMM Node 255) 2000 1600 100-Yea 1200 50-Year Co i a) rn m _c U Ye. . ar , _.__ _._ ... .... _... .__._ 25-Year 800 TO-Year Year T I 5-Year 400 2-Year j 0 i I I I i 0 1 2 3 4 5 6 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Tri-Town Basin - Future Conditions Weld County Road 24 (UDSWMM Node 252) 3000 i I i I . i i + -� , - 00-!ear - -- . _- ;-._ I _......_ i • I 1 I I ! I I I I ! i I ! I I I I 2500 • `; i I 1 i 1 I II i_._..- --- - -•--i- ----i- ' i • I I t i j �'� i - - — - ..- I I i i ! i 2000 ' ! i : . i t ' i l t j 1 ! I . ' , I ! i i i �, I I r 5-Year T 1500 I : • ca i I i •i ! D I ! I 1 1 i I. I I ,.__:_.__,__._...-- - _-•• __..,_�__. --+---° - — '- i I --!- l I ! , i i 1 I • i l I 10-`d . , ead r —.. ._.. _. , 1000 I ! 1 • . , , , : _,_ . f • . '± ' • 1 I . r i I I _ I 5-Year I I - i ! I I; I i 500 i i : • ! c ! _.2ar_. 3 ! I I • I ! 7 ! I i i 0 1 2 3 4 5 6 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Tri-Town Basin - Future Conditions with Regional Detention State Highway 52 (UDSWMM Node 262) 1000 i 1 • I ; ; , I ;mo I I I 1 1 ; i i I ; ; I I 800 I ' j .- - I . ; i E- j I I ; I i i I f Ii _ ' _ • 1_ i I +L.-..— —I — 1 . .- a •=-----••-j. -.*. ' • I I i j i ! ; I j I ; I j I i i i . 1 l ! ; , I s i I I • I• I , : ''• i ` ` I j I 600 i I i ( j i I i ; I i I 1 I . ; . m _.- i i i ' I I . I I I i.. J I L) i I i j _ -. . -__.__. • j '0YI • I ; i • • 400 1 i i . I ; l ill I , , 1, : • 1 i I • I • . I : T I • . l„ ., , ! i j I i I I . 1 1 I ..---- l._._fit--..-._t_.._� - - •�'�-S -' t JJ i I I - I • i i i i I 5- j • i f , i i I II5+_ 1 !200 I ( I j I• I • ' ' ' i ; ; I ' I i i j I 1 1 i i I 1 i 2- r i i i I - ' j i I i • i , 11 i ; i ; i i 0 I ; ; . , 0 1 2 3 4 5 6 7 8 9 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Tri-Town Basin - Future Conditions with Regional Detention Weld County Road 18 (UDSWMM Node 255) 1000 i100-Year I l 800 T 50-Year 600 13 N 25-Year m 400 10-Year T ® ! __T e 5-Yar 200 ' 2-Year i ! ! , 0 Fill i i I I I I i i , , , , I , i I I I I I I I 0 1 2 3 4 5 6 7 8 9 Time (hours) 1-25 Master Drainage Plan Appendix B Flood Hydrographs Tri-Town Basin - Future Conditions with Regional Detention Weld County Road 24 (UDSWMM Node 252) 1000 100-Y-ar I 800n i 50 Year ' i i , i I 25-Y ar __ __- ; __ 600 , 10-Year 1 ET .� N o -i- , i , 5-Year 400 I 4 r _ I -Year.. 200 I ; 0 , FIT I I I I I I I I I I ! , I III 0 1 2 3 4 5 6 7 8 9 Time (hours) APPENDIX C UNIT PRICING DATA T.1OPEMCoweldollcoweldol fit rptwpd September 8.1999 Unit Pricing Data Property Acquisition Residential Unimproved $10,000/AC With Structures $80,000/UNIT Commercial/Industrial Unimproved $75,000/AC Improved $150,000/AC With Structures 40/S.F. Drainage Improvements. Excavation 5/C.Y. Structural Concrete for culverts, head walls, wingwalls, drop structures, etc. 300/C.Y. Street Demolition and Repair 30/S.Y. Road Base Fill 8/C.Y. Riprap 85/C.Y. Bridges 80/S.F. Reinforced Concrete Pipes 15-inch diameter RCP 26/L.F. 18-inch diameter RCP 29/L.F. 24-inch diameter RCP 36/L.F. 30-inch diameter RCP 44/L.F. 36-inch diameter RCP 52/L.F. 42-inch diameter RCP 60/L.F. 48-inch diameter RCP 72/L.F. 54-inch diameter RCP 93/L.F. 60-inch diameter RCP 112/L.F. 66-inch diameter RCP 120/L.F. Precast Concrete Boxes Precast 4'Hx6'W Concrete Box (ASTM C-850) 210/L.F. Precast 4'Hx8'W Concrete Box (ASTM C-850) 280/L.F. Precast 8'Hx10'W Concrete Box (ASTM C-850) 670/L.F. Precast 8'Hx8'W Concrete Box (ASTM C-850) 600/L.F. Precast Three-Sided 3'Hx12'W Concrete Box (ASTM C-850) 650/L.F. Precast Three-Sided 4'Hx12'W Concrete Box (ASTM C-850) 700/L.F. Precast Three-Sided 3'Hx20'W Concrete Box (ASTM C-850) 875/L.F. 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