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Home My WebLink About962359.tiff TABLE OF CONTENTS 1. Completed application form (see attached). 1 2. A detailed description of the proposed operation and use shall be supplied. Details for the following items, when applicable, are required: 1 a. Explain proposed use. 1 b. Explain need for use. 2 c. Explain the types of existing uses on surrounding properties 3 d. The distance of the proposed use to residential structures in each direction. 3 e. The maximum number of users, patrons, members, and buyers 3 f. The number of employees, number of shifts, and hours of operation 3 g. The type of water source for the proposed use. 4 h. Explain the access route(s) to be utilized for the proposed use. 4 i. Explain type, size, weight and frequency of vehicular traffic associated with the proposed use. 4 j. The type of sewage facilities for the proposed use. 4 k. A description of the proposed fire protection measures associated with the proposed use. 5 1. The types and maximum number of animals to be concentrated on the Use by Special Review area at any one time 5 m. The type and size of any waste, stockpile or storage areas associated with the proposed use 5 n. Type of storm water retention facilities associated with the proposed use. 5 o. The time schedule and method of removal and disposal of debris, junk and other wastes associated with the proposed use 6 p. Explain proposed landscaping plans and erosion control measures associated with the proposed use 6 962359 TABLE OF CONTENTS (Continued) q. Reclamation procedures to be employed upon cessation of the Use by Special Review activity 7 r. A time table showing the periods of time required for construction and start-up of the proposed use 7 3. The following written materials and supporting documents shall be submitted as a part of the application: a. A statement demonstrating there is a need for the facility within the proposed area of service. 8 b. A statement explaining how the proposal is consistent with the Weld County Comprehensive Plan. 8 c. A statement explaining how the proposal is consistent with the intent of the district in which the use is located 9 d. If applicable, a statement explaining what efforts have been made, in the location decision for the proposed use, to conserve productive agricultural land in the agricultural zone district. 9 e. A statement explaining there is adequate provision for the protection of the health, safety and welfare of the inhabitants of the neighborhood and the county 9 f. A statement explaining the uses permitted will be compatible with the existing surrounding land uses (include a description of existing land uses of all properties adjacent to the property). 9 g. A statement explaining that the proposed use will be compatible with the future development of the surrounding area as permitted by the existing zone and with future development as projected by the comprehensive plan of the county or the adopted master plans of affected municipalities. 10 h. A statement explaining the use by special review area is not located in a flood plain, geologic hazard and Weld County Airport overlay district area; or that the application complies with Section Fifty (50), overlay district regulations as outlined in the Weld County Zoning Ordinance. 10 i. Proof that a water supply will be available which is adequate in terms of quantity, quality and dependability (e.g., a well permit or letter from a water district) 10 962359 TABLE OF CONTENTS (Continued) j. A copy of the deed or legal instrument identifying the applicant(s) interest in the property under consideration. If an authorized agent signs the application for the fee owner(s), a letter granting power of attorney to the agent from the property owner(s) shall be provided 10 k. A noise report, unless waived by the Department of Planning Services, documenting the methods to be utilized to meet the applicable noise standards 11 1. A soil report of the site prepared by the Soil Conservation Service or by a soils engineer or scientist. In those instances when the soil report indicates the existence of moderate or severe soil limitations for the uses proposed, the applicant shall detail the methods to be employed to mitigate the limitations 11 m. A certified list of the names, addresses and corresponding parcel identification number assigned by the Weld County Assessor of the owners of property (the surface estate) within five hundred (500) feet of the property subject to the application. The source of such list shall be records of the Weld County Assessor, or an ownership update from a title or abstract company or attorney, derived from such records, or from the records of the Weld County Clerk and Recorder. If the list is assembled from the records of the Weld County Assessor, the application shall certify that such list was assembled within 30 days of the application submission date. 11 n. A certified list of the names and addresses of mineral owners and lessees of minerals on or under the parcel of land being considered. The source of such list shall be assembled from the records of the Weld County Clerk and Recorder, or from an ownership update from a title or abstract company or an attorney, derived from such records. 12 LIST OF EXHIBITS Exhibit A Landfill drawing Exhibits B and C A copy of the deeds showing ownership of the properties where the amended uses will occur Exhibit D A certified list of the names, addresses and corresponding parcel identification numbers assigned by the Weld County Assessor's Office Exhibit E A certified list of the names and addresses of mineral owners and lessees of minerals on or under the parcel of land being considered 962359 USE BY SPECIAL REVIEW PERMIT APPLICATION 1. Completed application form (see attached). 2. A detailed description of the proposed operation and use shall be supplied. Details for the following items, when applicable, are required: a. Explain proposed use. There are five different changes to the existing USR 972 being proposed by the applicant which are as follows: i. Composting facility. A 3.5 acre composting facility may be constructed on the West side of the landfill as shown on the attached Exhibit A. The composting facility would accept landscape clippings and other "green waste" from surrounding communities. The facility would consist of a gravel working surface, on top of which material would be chipped, placed in rows and routinely turned. A soil liner would be installed underneath the composting facility and a storm water runoff control system would be added. Once the material has been composted, it will be sold to community residents, used at the facility to enhance vegetation, and/or donated to local parks and schools for landscaping. The addition of this facility could keep up to 10 percent of useful material out of the landfill each year, returning it to neighborhood communities and helping the environment. ii. Recycling facility. The material buy back facility would be added to the 4,300 square foot recycling drop off area to be completed soon at the facility. The drop off facility would be open 6 days a week to insure its accessibility to the public. Recycling materials would be transported to an off site facility for processing and resale. iii. Perimeter berm. The applicant proposes to construct a berm around a portion of the landfill disposal area. This feature will serve as an added environmental safeguard to further prevent material from escaping the confines of the landfill cell. As an additional benefit, the berm will provide additional disposal capacity to the landfill, but neither the overall final height of the landfill nor the original "footprint" of the landfill will be effected. iv. Relocation of sediment basin. The sediment basin is presently located in the Southwest corner of the landfill. The applicant proposes to relocate the sediment basin to property owned by the applicant out of the permitted landfill "footprint" area. By relocating the sediment basin, the applicant will manage runoff from the landfill and the proposed composting facility, with one basin. This will also provide 962359 May 2, 1996 Page 2 additional landfill capacity without expanding the original permitted landfill foot print. v. Cell C. Revisions to the base grades of Cell C to facilitate easier construction and to provide a nominal 2 percent slope across the entire bottom area. Cell C will be constructed such that the base grade elevations are equal to or higher than the lowest base grade elevation used for the previous design. See Section 2.3 of "Modifications to Design and Operations Plan for the Denver Regional Landfill South, Weld County Colorado", hereafter known as the "Modifications to Design and Operations Plan" b. Explain need for use. Composting facility. By composting, useful material can be kept out of the landfill, returning useful product to neighborhood communities and helping the environment. Applicant anticipates that yard waste may be banned from landfills in the near future by regulations imposed by the Colorado Department of Health and the Weld County Health Department. ii. Recycling facility. A recycling drop off area and buy back facility will reduce the amount of such materials in the landfill and provide a means for the public to be encouraged to recycle reusable products. iii. Perimeter berm. By allowing the applicant to build a berm, the current surplus of soil will be utilized. As an additional benefit, the berm will add some disposal capacity to the landfill. Neither the final height of the landfill nor the original footprint of the landfill will be effected by this design change. iv. Relocation of sediment basin. By relocating the sediment basin, the applicant will manage storm water runoff from both the landfill and the proposed compost facility. Additionally, a small amount of landfill capacity will be added without expanding the original permitted landfill footprint. v. Cell C. Minor revisions to the base grades of Cell C are to facilitate easier construction and to provide a nominal 2 percent slope across the entire bottom area of Cell C. 962259 May 2, 1996 Page 3 c. Explain the types of existing uses on surrounding properties. Other uses in the vicinity of the site include dryland farming, an auto salvage yard that has been in operation for many years, Erie Airpark, limited residential uses, and oil and gas production. d. The distance of the proposed use to residential structures in each direction. The approximate distance to the only off-site residential structures within one mile of the property is approximately 2,000 feet (from the Existing Landfill) to the northeast. All other residential structures are located greater than one mile from the site. e. The maximum number of users, patrons, members, and buyers. The applicant does not expect additional users, patrons, members or buyers to appear at the landfill site. The composting and recycling facilities will be a part of the ongoing landfill efforts. No new or additional users, patrons, members or buyers are expected. Removal of the recycled products on an infrequent basis may be an exception to the foregoing. f. The number of employees, number of shifts, and hours of operation. i. Composting facility. The compost facility will be in operation up to 6 days per week depending on market conditions. The expected hours when the facility will be open to the public will be from 8:00 a.m. to 3:30 p.m., Monday through Friday depending on market conditions. The compost facility will generally be closed on major holidays. The facility hours and days of operation will be posted on a sign located at the site entrance where customers can view it. The signs will also include the identity of the facility; the material acceptance policies and rules and emergency contact names and phone numbers. The proposed operating schedule is unchanged from what is currently permitted for the landfill facility. ii. Recycling facility. The recycling drop off / buy back facility will be open from 8:00 a.m. to 5:30 p.m., Monday through Friday and 8:00 a.m. to 3:00 p.m. on Saturday. The recycling facility will generally be closed on major holidays. iii. Perimeter berm. There will be no changes in hours of operation, number of shifts or employees as a result of the perimeter berm. 962359 May 2, 1996 Page 4 iv. Relocation of sediment basin. There will be no changes in hours of operation, number of shifts or employees as a result of the relocation of the sediment basin. v. Cell C. No change. g. The type of water source for the proposed use. Only one of the four proposed amendments require water, i.e. no water will be associated with the recycling facility, the relocation of the sediment basin or the berm. However, the composting will require some water since water will be sprayed on the compost mixture as the loader mixes materials to form windrows. The moisture content will be adjusted to approximately 60 to 75 percent in compost piles by adding approximately 20 gallons of water per cubic yard of mixture. The source of the additional water will be water within the sediment basin supplemented by a water well and cistern located on-site. h. Explain the access route(s) to be utilized for the proposed use. The same hauling routes specified in the original USR 972 will be utilized. With regard to the interior road to the compost facility, the access road will consist of a graveled roadway. The gravel roadway will be maintained to provide all weather access and additional gravel will be placed as needed. Snow removal will be conducted by site personnel and equipment to maintain and clear a safe roadway on site during inclement weather conditions. The roadway is designed and will be constructed to maintain drainage off the roadway so that ice formation will be minimized and ponding of water can be eliminated. Explain type, size, weight and frequency of vehicular traffic associated with the proposed use. No changes are expected in the type, size and frequency of vehicular traffic associated with the proposed use. The composting facility and the recycling facility will not create additional traffic other than hauling away the recycled materials on an infrequent basis. j. The type of sewage facilities for the proposed use. Restroom facilities for site personnel are provided on the Existing Landfill property (USR 972) as described in the original application. No additional facilities are necessary. 962359 May 2, 1996 Page 5 k. A description of the proposed fire protection measures associated with the proposed use. Not applicable. The types and maximum number of animals to be concentrated on the Use by Special Review area at any one time. No animals will be associated with the proposed changes. m. The type and size of any waste, stockpile or storage areas associated with the proposed use. i. Compost facility. The compost facility is an area of approximately 3.5 acres located West of Cell B and is located in the Northwest Quarter of Section 29, Township 1 North, Range 68 West as shown on figure 2 of the design drawings. Access to the compost facility will be from the Northwest corner of the landfill. ii. Recycling facility. All recyclables will be placed in covered roll off containers by material type. Roll off containers which become full will be transported to an off site processing facility for delivery to markets. iii. Perimeter berm. Not applicable. iv. Relocation of sediment basin. Not applicable. v. Cell C. Not applicable. n. Type of storm water retention facilities associated with the proposed use. Perimeter channels, downchutes, terraces and a sedimentation basin will be installed to manage runoff from the landfill compost pad, and site facilities. Surface water control channels will be installed, see the "Modifications to Design and Operations Plan". The perimeter channel around the compost pad will be sized to store runoff from the compost pad for most typical precipitation events. Excess runoff from large precipitation events will be routed to the sediment basin. The surface water control structures will be inspected at least quarterly in a "dry" condition. Channels will be inspected for erosion damage and clogging by sediment, weeds and other debris. After 962359 May 2, 1996 Page 6 each major storm event, a "wet" inspection will be performed which will include identifying and removing all debris from the channels and checking for erosion damage. The elevated grades of the compost area will prevent runon to the area. Runoff from compost facility pad will be collected in the perimeter compost pad channels. Runoff which accumulates in the channels may be pumped back to the windrows and used as a nutrient and moisture rich additive. Ideally, the composting process will utilize most available moisture within the windrows, resulting in nominal excess liquids. The existing sediment basin will be relocated to facilitate collection of runoff from the entire landfill and the compost pad. o. The time schedule and method of removal and disposal of debris, junk and other wastes associated with the proposed use. i. Compost facility. Following the completed composting process, the material will be formed in a large curing pile in the finished product storage area. The curing pile will be made as large as practicable to conserve space, but will not be compacted when formed. Moving of material will provide additional turning and mixing and will expose a relatively small surface area to drying and freezing conditions. The large curing piles will be left until the product is distributed for sale or use on site. The piles may be left over winter depending on the time of construction. These materials are expected to be well stabilized. ii. Recycling facility. The recyclables will be unloaded and placed in covered roll off containers by material type. Roll off containers which become full will be transported to an off site processing facility for delivery to market. iii. Perimeter berm. Not applicable. iv. Relocation of sediment basin. Not applicable. v. Cell C. Not applicable. P. Explain proposed landscaping plans and erosion control measures associated with the proposed use. 962359 May 2, 1996 Page 7 No significant changes are contemplated to the existing USR 972 with regard to landscaping plans and erosion control measures. q. Reclamation procedures to be employed upon cessation of the Use by Special Review activity. i. Composting facility. When permanent closure is initiated, all raw compost feedstock which has not completed the composting process will either be sold or moved to the DRLS landfill. The finished compost material will be used in the reclamation of the composting facility. If any liquid is accumulated in the sump system, it will be sprayed onto the compost or raw material. If required, the liquid will be circulated over the compost until evaporated. All structures, such as fencing and signage, will be removed from the site. The compacted areas of the composting area, such as the pad and roadways, will be ripped to relieve compaction. The available compost will be spread and disked into the soil. The disturbed areas will be seeded with a mixture developed for the DRLS site. The seeding will be completed within 6 months of the declaration of permanent closure. The surface water management system will be maintained until vegetation is sufficiently established to control erosion. Once erosion from the site is stabilized, all monitoring will cease and the site will be considered closed. ii. Recycling facility. Upon cessation of the use by special review activity, all facilities associated with the recycling / buy back program will be removed. iii. Perimeter berm. Upon cessation of the use by special review activity, the perimeter berm will remain and will be tied into the clay liner of the final cover at the top of the HDPE Geomembrane at the top to form a low permeability barrier. iv. Relocation of sediment basin. Upon cessation of the use by special review activity, the sediment basin will be removed. r. A time table showing the periods of time required for construction and start-up of the proposed use. i. Composting facility. Commencement of construction and start up will be determined by market conditions. May 2, 1996 Page 8 ii. Recycling facility. The time table for constructing and start-up of the recycling facility is within 90 days of approval of amended application. iii. Perimeter berm. The time table for constructing varies for different segments of the perimeter berm. The segment to be built adjacent to the existing landfill cell will be constructed within 12 months of approval. Other segments will be constructed as part of the future cells to be built. iv. Relocation of sediment basin. The sediment basin will be constructed within 12 months of approval, weather permitting. v. Cell C. Commencement of construction and start up is based on market conditions but is expected to be 2.5 years. 3. The following written materials and supporting documents shall be submitted as a part of the application: a. A statement demonstrating there is a need for the facility within the proposed area of service. The four amendments proposed by applicant are to an existing use by special review permit (USR 972). The composting and recycling facilities will provide the landfill needed additional services to the area residents as well as the entire county. The reclamation of useable products should be encouraged by governments generally and is encouraged by Weld County specifically in its Comprehensive Plan. The applicant anticipates that Colorado Department of Health and the Weld County Health Department may, in the near future, ban green waste from landfills. The relocation of the sediment basin will improve management of surface water runoff. The perimeter berm will make the landfill more efficient and add a small amount of useful life to the landfill. b. A statement explaining how the proposal is consistent with the Weld County Comprehensive Plan. Again, applicant is proposing amendments to an existing use by special review (USR 972). Accordingly, the proposals made by applicant are environmental improvements and should be encouraged by the governmental bodies including Weld County. Weld County's Comprehensive Plan adopted November 21, 1995 requires new landfill applicants to demonstrate that resource recovery and 96 359 May 2, 1996 Page 9 recycle programs have been adequately studied as an alternative. Laidlaw is implementing additional unrequired programs voluntarily that are environmental improvements. c. A statement explaining how the proposal is consistent with the intent of the district in which the use is located. The property is located in an agricultural zone. However, this is an existing facility permitted as USR 972. The only changes to be addressed for amendments are shown in paragraph 2.a. above. Accordingly, the intent of the agricultural district under these circumstances is to protect the environment as much as possible with a maximum usage of non-prime farmland. This is exactly the proposal that applicant is making by asking for permission to include a composting facility, a recycling facility, relocation of the sediment basin and inclusion of a perimeter berm. d. If applicable, a statement explaining what efforts have been made, in the location decision for the proposed use, to conserve productive agricultural land in the agricultural zone district. No productive agricultural land will be permanently removed from agricultural production. All land where amendments will take place will eventually be returned pursuant to applicant's closure plan. The property being utilized for the sediment basin is non-prime farmland, i.e. productive agricultural land is not even temporarily being removed from production. e. A statement explaining there is adequate provision for the protection of the health, safety and welfare of the inhabitants of the neighborhood and the county. Applicant has made every effort to be consistent with proper design and to protect the health, safety and welfare of the inhabitants of the neighborhood and the county. Health, safety and welfare of the inhabitants of the neighborhood and the county will be protected by allowing a recycling facility and composting facility that will improve surface water management to both the neighborhood and the county. By allowing inhabitants to recycle their household goods and by removing the green waste from the landfill, additional landfill space will be made available for non-recycleables. f. A statement explaining the uses permitted will be compatible with the existing surrounding land uses (include a description of existing land uses of all properties adjacent to the property). 962359 May 2, 1996 Page 10 Surrounding land uses of the land immediately surrounding the landfill are all agricultural at the present time. The existing landfill was established under USR 972 in July of 1992 as being compatible with existing surrounding land uses. The changes requested at the present time will only enhance the compatibility with surrounding uses. The landfill amendments being suggested by the applicant should make it even more compatible than it was in July of 1992. g. A statement explaining that the proposed use will be compatible with the future development of the surrounding area as permitted by the existing zone and with future development as projected by the comprehensive plan of the county or the adopted master plans of affected municipalities. Applicant does not believe that any of the four proposed changes to USR 972 will delay any future development of any surrounding land use and in fact by making the environmentally friendly changes, the landfill will be even more compatible. h. A statement explaining the use by special review area is not located in a flood plain, geologic hazard and Weld County Airport overlay district area; or that the application complies with Section Fifty (50), overlay district regulations as outlined in the Weld County Zoning Ordinance. The property where the USR 972 will incur is not in a flood plain, geologic hazard or Weld County Airport overlay district and this application complies with Section Fifty, overlay district regulations as outlined in the Weld County Zoning Ordinance. Proof that a water supply will be available which is adequate in terms of quantity, quality and dependability (e.g., a well permit or letter from a water district). No additional water will be used in conjunction with any of the amendments. However, a 600 foot well will provide necessary water to the existing landfill and, in addition, a 10,000 gallon cistern is used for storage. j. A copy of the deed or legal instrument identifying the applicant(s) interest in the property under consideration. If an authorized agent signs the application for the fee owner(s), a letter granting power of attorney to the agent from the property owner(s) shall be provided. 962.359 May 2, 1996 Page 11 A copy of the deed showing ownership of the properties where the amended uses will occur is attached as Exhibits B and C. k. A noise report, unless waived by the Department of Planning Services, documenting the methods to be utilized to meet the applicable noise standards. No different noises will occur then generally occur at a landfill. Applicant requests that the Department of Planning Services waive a noise report. 1. A soil report of the site prepared by the Soil Conservation Service or by a soils engineer or scientist. In those instances when the soil report indicates the existence of moderate or severe soil limitations for the uses proposed, the applicant shall detail the methods to be employed to mitigate the limitations. The following is a soils description from the Soil Conservation Service. The Soil Conservation Service survey does not indicate any moderate or severe soil limitations for soil storage activity at the site. SITE SOILS SOIL NUMBER SOIL NAME SOIL CAPABILITY DESCRIPTION SELECTION' 66 Ulm Clay Loan IVe Nonirrigated2 67 Ulm Clay Loan IVe Nonirrigated2 82 Wiley-Colby Complex IVe Nonirrigated2 83 Wiley-Colby Complex IVe Nonirrigated2 m. A certified list of the names, addresses and corresponding parcel identification number assigned by the Weld County Assessor of the owners of property (the surface estate) within five hundred (500) feet of the property subject to the application. The source of such list shall be records of the Weld County Assessor, or an ownership update from a title or abstract company or attorney, derived from such records, or from the records of the Weld County Clerk and 'All land in Section 29, T. 1 N., R. 68 W. is nonirrigated farmland. 'Class IV soils have very severe limitations that reduce the choice of plants or that require very careful management, or both. 962'59 May 2, 1996 Page 12 Recorder. If the list is assembled from the records of the Weld County Assessor, the application shall certify that such list was assembled within 30 days of the application submission date. A certified list of the names, addresses and corresponding parcel identification numbers assigned by the Weld County Assessor's Office is attached hereto and known as Exhibit D. n. A certified list of the names and addresses of mineral owners and lessees of minerals on or under the parcel of land being considered. The source of such list shall be assembled from the records of the Weld County Clerk and Recorder, or from an ownership update from a title or abstract company or an attorney, derived from such records. A certified list of the names and addresses of mineral owners and lessees of minerals on or under the parcel of land being considered is attached hereto and known as Exhibit E. 962a59 w g ii ,. 1 2 b e eei R . R g —wg t4 25 1 ! a0k ' wag § iggrc a; Hill11111 C . 1 €'c' oil m₹ 0§ .. ( . a r4 d I I I + II r' f) 4 vv 1 V I eH 1 , , 1 ! • • \ tan! 3 ' .......... . .... L. , it-'-'-- a 1 i �, W S c g : 01 - ' ♦�:, ' / 1 ,k Al,- N\ `4�R t, 7/\1 8 I j rap s w \ is Ii I — . H �' �It 111 � 3 1 " I e D.I I , CO r po JI I el/ 4 I' K I�•Cent 3 - • `'t 1 J: ' k\do yill Q. :c 1S ,! . s 11 II _ ' / ` 40- f. // ct §lii ! ! ! U= f� ,�-'- - o abbaa,. 6 8 J a oo '. 0 ,, won 3 . . R g.�,.I8 ; Golder Associates Inc. 200 Union Boulevard,Suite 500 " €Golder Lakewood,CO USA 80228 �® ♦♦ Telephone(303)980-0540 Associates tes Fax(303)985-2080 MODIFICATIONS TO DESIGN AND OPERATIONS PLAN FOR THE DENVER REGIONAL LANDFILL (SOUTH) WELD COUNTY, COLORADO Submitted to: Laidlaw Waste Systems (Colorado), Inc. 1441 Weld County Road 6 Erie, Colorado 80516 Submitted by: Golder Associates Inc. 200 Union Boulevard, Suite 500 Lakewood, Colorado 80228 April 1996 953-2893 2893MOOP.FNL 9882.2.:9 OFFICES IN AUSTRALIA,CANADA,GERMANY,HUNGARY,ITALY,SWEDEN,UNITED KINGDOM, UNITED STATES April 1996 -i- 953-2893 TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 General 1 1.2 Background 2 2.0 FACILITY DESIGN IMPROVEMENTS AND MODIFICATIONS 3 2.1 Overview of Design Improvements and Modifications 3 2.2 Containment Berm 4 2.3 Cell C 4 2.4 Waste Placement Operations and Cell Construction Sequence 6 2.4.1 Site Capacity and Life Expectancy 6 2.4.2 Soil Requirements and Availability 7 2.4.3 Cell Construction and Waste Phasing 8 2.5 Landfill Closure Cover 9 2.6 Compost Facility 10 2.6.1 General 10 2.6.2 Design Criteria 10 2.7 Recycling Drop-off/Buy-back Facility 12 2.8 Surface Water Management Plan 13 2.8.1 Downslope Channels 14 2.8.2 Perimeter Channels and Access Road Channels 14 2.8.3 Sediment Basin 15 1893MDOP.FT4L Golder Associates .962359 April 1996 ii- 953-2893 3.0 COMPOST FACILITY OPERATIONS AND MAINTENANCE PLAN 15 3.1 Operation Schedule 15 3.2 Waste Types 16 3.3 Receiving and Sorting 16 3.4 Mixing 18 3.5 Wetting 18 3.6 Windrows 19 3.7 Monitoring Decomposition 19 3.8 Turning 20 _ 3.9 Curing 21 3.10 Secondary Shredding 21 3.11 Road Maintenance 21 3.12 Surface Water Management System 22 3.13 Composting Nuisance Control 22 3.13.1 Odor Control 22 3.13.2 Dust Control 23 3.13.3 Fire Control 23 3.13.4 Noise Control 24 3.13.5 Vector Control 24 3.14 Closure 24 3.14.1 Interim Closure 24 3.14.2 Permanent Closure 25 4.0 REFERENCES 26 LIST OF APPENDICES Appendix A HELP Modeling Appendix B Leachate Flow Analysis Appendix C Surface Water Analyses 2893MDOP.PNL Golder Associates 962359 April 1996 -1- 953-2893 1.0 INTRODUCTION 1.1 General To help support increases in recycling and composting, Laidlaw proposes a series of improvements to its Denver Regional Landfill (South) in Weld County, Colorado, including an addition of a composting facility to turn yard wastes into a useable product; the completion of a public drop-off facility for recyclables, combined with a buy-back facility for recyclables, to encourage more public participation; use of existing soil surplus to build a containment berm around a part of the existing landfill, as an additional environmental safeguard; combining Cells C and D into one cell (referred to as Cell C); and, the relocation of the sediment pond out of the original landfill footprint to provide additional site life without increasing the landfill height or decreasing its lowest elevation. The proposed 3.5-acre composting facility will be constructed on the site, and will accept landscape clippings and other "green wastes" from surrounding communities. The facility will consist of a gravel working surface, atop of which material will be chipped, placed in rows and routinely turned. A soil liner will be installed underneath this area, and a stormwater run-off control system will be added. Once the material is composted, it may be sold to community residents, used at the facility to enhance vegetation, and/or donated to local parks and schools for landscaping. The addition of this facility could keep more than 3,000 truck loads of useful material out of the landfill each year, returning it to neighboring communities and helping the environment. To help foster even more recycling in the local communities, a materials buy-back facility will be added to the 4,300-square-foot recycling drop-off area to be completed soon at the facility. The drop-off facility will be open 6 days a week to ensure its accessibility to the 389JMDOP.FNL Golder Associates 9n �F, ;59 April 1996 -2- 953-2893 public. Recycled materials will be transported to an off-site facility for processing and resale. The existing sediment basin, which collects stormwater run-off from the facility, will be relocated to another location in order to manage run-off from the facility and the proposed composting facility. This will also provide additional landfill capacity without expanding the original permitted landfill footprint. As a conservative means to utilize a current surplus of soil on the site, Laidlaw proposes to construct a berm around a portion of the landfill disposal area. As an additional benefit, the berm adds some disposal capacity to the landfill. Yet, neither the overall final height of the landfill, nor the original footprint of the landfill are affected. This document describes improvements to the "Design and Operations Plan for the Denver Regional Landfill (South)," prepared by Golder Associates Inc., (GM) dated September 1991. This document also contains the design and operations plan for the proposed composting facility and recycling drop-off/buy-back facility. The proposed improvements and modifications are shown on Figure 2 of the accompanying design drawings. 1.2 Background Laidlaw Waste Systems (Colorado), Inc. (Laidlaw) owns and operates a permitted sanitary landfill known as the Denver Regional Landfill (South) (DRLS) located in Weld County, Colorado approximately 1.5 miles southeast of Erie. The DRLS occupies an area of approximately 160 acres and is located in the east half of the northwest quarter and the west half of the northeast quarter of Section 29, Township 1 North, Range 68 west. Landfilling began in the northern part of the site in December 1979 following issuance of a Certificate of z893MDOr.em. Golder Associates April 1996 -3- 953-2893 Designation by the Weld County Board of Commissioners. Approximately 21 acres of the northern part of the property now contains waste that has been placed and covered with 1 to 3 feet of soil cover material. In July of 1992, Laidlaw completed the permitting of an upgraded design for the southern part of the site which included a composite compacted clay/HDPE liner system that exceeds the requirements of the current RCRA Subtitle D and State of Colorado Solid Waste Regulations. The upgraded redesign provided for construction of four cells (designated A through D at that time) and a sediment basin which was within the current limits of the permitted landfill and property owned by Laidlaw. Cell A was constructed during the latter half of 1992 with landfilling beginning in December 1992. Cell B was constructed during the first half of 1994 with landfilling beginning in June 1994. 2.0 FACILITY DESIGN IMPROVEMENTS AND MODIFICATIONS 2.1 Overview of Design Improvements and Modifications The design improvements and modifications described in this document increase the refuse capacity of DRLS by utilizing a containment berm around Cells A, B, and C and moving the west boundary of Cell C (previously Cell D) back to the original permitted landfill boundary. A minimum 100-foot buffer zone will be maintained between the landfill boundary and the property line. The existing sediment basin has been moved to a location northwest of Cell B to facilitate collection of run-off from the proposed compost pad. Additional improvements include the addition of composting and recycling drop-off/buy-back facilities, and improvements to the surface water control system. 2393MIDOP.FNL Golder Associates 962'53 April 1996 -4- 953-2893 2.2 Containment Berm A containment berm will be constructed around Cells A, B, and C utilizing surplus soil. The containment berm height varies from 20 to 30 feet as shown on Figures 11 and 12 of the design drawings. Berm sideslopes are designed to be 3 horizontal to 1 vertical on the outboard face and approximately 1 horizontal to 1 vertical on the inboard face. A vertical clay liner of 6 feet thickness along the height, as shown in the drawings, will be tied into the clay liner of the final cover at the top and to HDPE geomembrane at the bottom to form a low permeability barrier. 2.3 Cell C The base grade for Cell C was revised to facilitate easier construction and to provide a nominal 2 percent slope across the entire bottom area. Cell C will be constructed such that the base grade elevations are equal to or higher than the lowest base grade elevation used for the previous design. The elevations of the base of Cell C, as well as Cells A and B, are shown on Figure 3 of the design drawings. Achieving the elevations shown will require excavation of in-situ material over most of the Cell C area. However, portions of the west slope of Cell C will require placement of compacted fill to achieve the grades shown. The sideslopes of the excavation will have a nominal slope of 3 horizontal to 1 vertical. The base of the excavation will grade at a nominal 2 percent as shown on Figure 3 of the design drawings. This base grade will be covered by the composite liner and leachate collection layers, and will provide positive drainage of landfill leachate to the leachate collection pipe and sump. 2893MDOP.FTL Golder Associates 382359 April 1996 -5- 953-2893 The compacted clay liner will be overlain by a 60 mil HDPE geomembrane. The geomembrane will be manufactured of new, first-quality high density polyethylene resin containing 2 percent or less by weight of polymer recycled during the manufacturing process. The geomembrane liner will be anchored at the crest of the excavation on the outboard side of Cell C. A detail of the liner anchor trench is shown on Figure 8 of the design drawings. On the north side of Cell C, the liner will be welded to the existing geomembrane at the top of the cell divider berm. The leachate collection system will cover the base and sideslopes of Cell C and will serve to maintain the hydraulic head on the liner system to 1 foot or less and allow for collection and removal of landfill leachate from the cell. The system in Cell C is the same as the previous design and is comprised of drainage material, a leachate collection pipe, and a sump with an upslope riser pipe and appurtenances. Hydraulic modeling of a "worst-case" condition consisting of a 5-foot thick layer of waste over Cell C covered by 6 inches of daily cover has been performed using the USEPA Hydrologic Evaluation of Landfill Performance (HELP) Model. The results of the HELP modeling are presented in Appendix A and indicate that the maximum hydraulic head on the liner system is less than 1 foot as required by Colorado Department of Public Health and Environment (CDPHE) regulations. Leachate flow analysis in the leachate collection drainage layer shows that travel time for liquid from the most distant point of the leachate collection system to the leachate removal system is less than 12 months. The leachate flow analysis is presented in Appendix B. 962359 3893MDOP.FM. Golder Associates April 1996 -6- 953-2893 2.4 Waste Placement Operations and Cell Construction Sequence 2.4.1 Site Capacity and Life Expectancy The total volume of airspace remaining in the permitted 1991 design, including both landfilled waste and daily/intermediate cover, is approximately 13,703,700 cubic yards as of December 2, 1994 (Doty, 1995). This modification to the design of the DRLS will increase the remaining total airspace by approximately 1,896,100 cubic yards or 14 percent. Using a waste to daily/intermediate cover ratio of 4 to 1, the additional volume available for waste disposal is approximately 1,516,900 cubic yards. This will increase the life of the landfill by approximately 1.7 years. Cell B is currently being filled (Phase 3) and Cell C is planned to be constructed and filled in two phases (Phases 4 and 5) as described in Section 2.4.3. The breakdown of total waste airspace into waste volumes for Phases 3, 4 and 5 is given on Table 2-2. It is difficult to predict future incoming waste volumes at the DRLS due to factors such as potential future changes in the regulatory environment, increased recycling efforts, and population changes. However, the remaining active life of Cells B and C has been estimated to be 14.3 years, as of December 1994, based on the following assumptions: ► Estimated incoming waste volume of 151,800 cubic yards per month assuming waste intake is approximately 6,900 cubic yards per day and occurs 22 days per month. ► Ratio of gate volume to compacted waste volume is 2.1 to 1. ► 12,474,600 cubic yards of volume are available for landfilled waste, as of December 1994, as shown in Table 2-2. 2393NIDOP.FNL Golder Associates 962as April 1996 -7- 953-2893 TABLE 2-2 SUNIMARY OF AVAILABLE WASTE VOLUME BY PHASE In-Place Waste Gate Yards Of Volume Waste Life Phase (Cu.Yds.) (Cu.Yds.) (Months) 3 2,528,600 5,310,000 35.0 4 4,283,000 8,994,300 59.3 5 5,663,000 11,892,300 78.3 TOTAL 12,474,600 26,196,600 172.6 Note: Remaining Landfill Life as of December 2, 1994. 2.4.2 Soil Requirements and Availability The total volume of soil to be available from the excavation of Cell C including on-site stockpile overlying the cell is estimated to be 3,085,500 cubic yards. The total volume of soil required for the remaining life of Cell B and Cell C construction including the containment berm, clay cover liner, daily and intermediate cover is 4,156,300 cubic yards. A breakdown of soil availability and requirements by phase is presented in Table 2-3. 2ss3MDOP.Fm. Golder Associates 962359 April 1996 -8- 953-2893 TABLE 2-3 SUMMARY OF SOIL BALANCE BY PHASE Soil Available Soil Available Soil Soil Soil from From Excavation Required Required for Required Excavation of Overlying for Filling. Containment for Surplus/ (cu.yds.) Stockpile (cu.yds.) berm Closure Deficit Phase (see Note 4) (cu.yds.) (see Note 3) ' (cu.yds.) (cu.yds.) (cu.yds.) 3 911,300 720,300 632,200 50,600 70,300 878,500 4 1,408,800 45,100 1,070,800 171,900 215,800 -4,600 5 0 0 1,415,800 100,200 428,700 -1,944,700 Total 2,320,100 765,400 3,118,800 322,700 714,800 -1,070,800 Existing Off-site — — -- -- -- 1,735,500 Stockpile Final Soil Balance = 664,700 cubic yards surplus Notes: I. Off-site stockpile volume includes shop stockpile of 16,600 cubic yards. 2. Excavation volume determined above clay liner. Assumed excavated material is replaced with clay liner at a 1:1 ratio. 3. Soil for perimeter corridor is included in Phase 4 soil required for filling. 4. It is assumed that Phase 5 is excavated at the same time as Phase 4, therefore, there is no excavation volume for Phase 5. 2.4.3 Sell Constniction and Waste Phasing Waste placement at DRLS is divided into 5 phases. Phases 1 and 2 have been completed. Phase 3 waste placement is currently taking place. Waste placement in Cell C will occur in Phases 4 (west end of Cell C) and 5 (east end of Cell C). Figures 6 and 7 of the design drawings show approximate final grades at the completion of Phases 3 and 4. z993MDOP.FNL Golder Associates 9620359 April 1996 -9- 953-2893 Phase 1 began as a modification over the existing fill. During this time, Cell A construction commenced. Construction of Cell A was completed in November 1992. Phase 2 consisted of placing waste in Cell A and constructing Cell B. Phase 3 waste placement is currently being performed at DRLS with waste placement occurring in Cell B. Once waste placement reaches the height of the Cell B perimeter, a containment berm will be constructed along the west edge of Cell B as part of the modification. Waste will then be placed to a grade that matches Cell A. During this time, Phase 4 in Cell C will be constructed before Phase 3 waste placement is completed. Once waste placement reaches the height of Phase 4 in Cell C perimeter, a containment berm will be constructed along the west and south edges of Cell C as part of the modification. Waste will then be placed to a grade that matches Cell B and then over the entire operating area. During this time, Phase 5 in Cell C will be constructed before Phase 4 waste placement is completed. The final phase, Phase 5, will consist of placing waste in the eastern area of Cell C. Once waste placement reaches the height of the Cell C perimeter, a containment berm will be constructed along the south and east edges of Cell C and the east edge of Cell A as part of the modification. Waste will then be placed to grade with the rest of the landfill and then completing the filling over the entire area to the fmal grades shown on Figure 5 of the design drawings. 2.5 Landfill Closure Cover The final closure cover of the landfill has been modified to tie into the containment berms. The final cover will consist of 2 feet of compacted clay overlain by 18 inches of soil cover Zgy3MDOP.M. Golder Associates 962359 April 1996 -10- 953-2893 and 6 inches of topsoil. The final cover will have a composite slope of 4 horizontal to 1 vertical. The final grades and limits of the closure cover are shown on Figure 5 of the design drawings. A detail of the cover is shown on Figure 8 of the design drawings. 2.6 Compost Facility 2.6.1 General The compost facility is an area of approximately 3.5 acres located west of Cell B and is located in the NW 1/4 of Section 29, Township 1 North, Range 68 West as shown on Figure 2 of the design drawings. Access to the compost facility is from the northwest corner of DRLS. No potable water supply wells or residences are located within 200 feet of the compost location. Property use surrounding the site is agricultural and waste disposal. Based on the existing and planned uses of the vicinity, the proposed compost facility will be compatible with the character of the surrounding area. Geologic and hydrologic documentation completed for DRLS indicates that the compost area is approximately 20 feet above the water table. The compost facility is also located outside of the 100-year flood plain. 2.6.2 Design Cacsig&Critgria The compost facility will consist of a workpad area which will also serve as storage and sale yards. The compost facility is expected to accept landscape wastes from the Denver-Metro area, Weld County, and surrounding areas. Landscape wastes will consist primarily of 2893MDOP.FNL Golder Associates 952259 April 1996 -11- 953-2893 leaves, grass clippings, prunings, and garden wastes. The facility is sized to process 100,800 cubic yards of landscape wastes annually. The following general criteria were used in the design of the compost facility. Working Surface - A 6-inch thick gravel layer will be placed over the soil liner and will serve as the working surface. Soil Liner - A 6-inch thick compacted soil liner will underlie the working surface and will have a hydraulic conductivity not greater than 1 x 10-5 cm/sec. The soil liner will be constructed from on-site soils. Site Capacity - The compost facility has approximately 2,700 lineal feet of 28-foot-wide windrow area. New windrows will be constructed 6 to 8 feet high by 12 to 14 feet wide. All windrows left over from winter will be 10 to 12 feet high by 30 to 40 feet wide. The windrow composting and turning area is to be executed on 1.7 acres of the site. The facility is capable of processing 5,600 to 11,200 cubic yards of material per month assuming composting times ranging from 15 to 30 days. The composting time will depend on the time of year, coarseness of material, and desired end use/quality of the fmal product. Therefore, the facility is capable of processing up to 100,800 cubic yards of landscape wastes annually. Run-on and Run-off Control - All surface water run-on will be diverted around the perimeter of the compost facility and directed to natural drainage areas. The design of the compost facility is such that the affects of run-off from the facility will be controlled. Figures 2 and 11 of the design drawings shows the run-off control features which include: ZS93MMDOP,FNL Golder Associates 962359 April 1996 -12- 953-2893 ► Drainage which directs surface water run-on away from the facility. ► An average workpad slope of one percent which promotes drainage of storm water run-off to the perimeter of the pad. ► Run-off from the facility is collected and partially stored by the perimeter drainage channel; excess run-off will be routed into the DRLS sediment basin. Run-off Management - The principal method of managing run-off is to avoid direct discharge to surface water. Ideally, the compost process will utilize most of the available moisture within the windrow, resulting in minimal excess liquids. The design utilizes the following run-off management features. ► Windrow areas are aligned to allow drainage between the areas which keeps the base of the windrow drier. ► If run-off should leave the windrow area, it will be collected by the perimeter drainage channel with excess routed into the DRLS sediment basin which will promote dilution of the run-off and infiltration into the soils. Infiltration both physically filters and biologically degrades the run-off. 2.7 Recycling Drop-off/Buy-back Facility A buy-back program will be implemented at the previously approved, but not constructed, recycling drop-off/buy-back facility. The recycling drop-off/buy-back facility will be constructed in an area of approximately 0.1 acres located approximately 80 feet west of the DRLS gate house as shown on Figure 2 of the design drawings. The drop-off/buy-back facility will be open during the hours from 8:00 a.m. to 5:30 p.m., Monday through Friday and 8:00 a.m. to 3:00 p.m. on Saturday and will generally be closed on major holidays. 289JMDUP.ni. Golder Associates 96 359 April 1996 -13- 953-2893 The facility will accept recyclables such as newsprint, aluminum, plastic, glass, and metal. The buy-back program will purchase recyclables from the public. Signs will be used to direct, instruct, and inform the facility users on how to use the facility and the recyclables being accepted for buy-back. All incoming loads of recyclables will be verified, weighed, and recorded by an attendant. The recyclables will be unloaded and placed in covered roll- off containers by material type. Roll-off containers which become full will be transported to an off-site processing facility for delivery to markets. 2.8 Surface Water Management Plan The surface water management plan has been modified to control the surface water from the compost facility and landfill site in such a manner as to minimize the effect of landfill construction and operations on off-site drainage patterns. This includes features to control erosion and attenuate peak flows. In accordance with CDPHE regulations, 6 CCR 1007-2, the 24-hour storm with a return period of 100 years has been used as the design storm for all permanent surface water control structures. These surface water control systems were modified: ► Downslope channels ► Perimeter channels ► Sediment basin The surface water analyses for the control features and the sediment basin are presented in Appendix C. 2S93MDOPPM. Golder Associates 962359 April 1996 -14- 953-2893 2.8.1 Downslope Channels The downslope channels have been modified to accommodate the new containment berms. Five downslope channels will be constructed to collect surface water from the cover terraces and carry it down the 4 horizontal to 1 vertical (composite) cover slope and into the perimeter channels. The downslope channels will consist of open channels constructed into the final closure cover. They will be lined with articulated concrete blocks (Trilock or engineer-approved equivalent), riprap, or equivalent channel lining to minimize erosion. At the edge of the landfill cover where each downslope empties into the perimeter channel, the channel lining will extend into and across the channel to act as an energy dissipater. Plan locations of the downslope channels are shown on Figure 5 of the design drawings. Details are shown on Figure 12 of the design drawings. 2.8.2 Perimeter Channels and Access Road Channels The perimeter channels have been modified to accommodate the new containment berm. and will intercept surface water run-on before it can enter the landfill. The channels will also collect surface water run-off from completed or covered portions of the landfill, including flow from the downslope channels, and direct that run-off around the landfill perimeter, and to the sediment basin. An access road channel is located on the landfill closure cover and runs along the permanent access road. The channel collects surface water run-off from the road and from two closure cover benches. The access road channel empties into the perimeter channel at the edge of the landfill and ultimately to the sediment basin. 2893 ,DOr,FN,, Golder Associates 9S225 April 1996 -15- 953-2893 Locations of the access road and perimeter channels are shown in plan on Figure 5 of the design drawings. Details of the channels are shown on Figures 12, 13, and 14 of the design drawings. All channels will drain into the sediment basin described in this section. 2.8.3 Sediment Basin The sediment basin has been modified and moved to a location northwest of Cell B as shown on Figure 2 of the design drawings. All of the surface water run-off water from the landfill will be routed to the new sediment basin via cover terraces, downslope channels, add-on berms, and perimeter channels. The new sediment basin has been designed to attenuate run- off flows and includes an emergency spillway sized to pass the 100-year, 24-hour storm for the site. Outflow from the basin will drain into an existing drainage feature on the west side of the site. During the dry season of the year, water entering the sediment basin will be stored and used for irrigation and dust control. Details of the sediment basin are shown on Figure 15 of the design drawings. 3.0 COMPOST FACILITY OPERATIONS AND MAINTENANCE PLAN 3.1 Operation Schedule The compost facility will be in operation 6 days per week. The expected normal hours when the facility will be open to the public will be from 8:00 a.m. to 5:30 p.m., Monday through Friday, and 8:00 a.m. to 3:00 p.m. on Saturday. The compost facility will generally be closed on major legal holidays. The facility hours and days of operation will be posted on a sign located at the site entrance where customers can view it. The signage will also include the identity of the facility; the material acceptance policies and rules; and emergency contact 399,MDOP.FNL Golder Associates 952359 April 1996 -16- 953-2893 names and phone numbers. The proposed operating schedule is unchanged from what is currently permitted for the landfill facility. 3.2 Waste Types Leaves, grass clippings and garden wastes will be the primary feedstock to be composted at the facility. While grass clippings will account for the majority of the remainder of the feedstock, wastes from gardens and the trimming of shrubbery will also be included. Leaves and garden wastes will be delivered to the site from late October through December. Grass clippings will likely be delivered throughout the spring and summer months. 3.3 Receiving and Sorting Landfill personnel will control site access, site traffic, condition of acceptance of the loads, and adequate disposal of unacceptable material. Landfill personnel will observe the unloading and stockpiling of the landscape wastes at the staging area and will remove all plastic or non-compostable containers. Grass clippings will be stockpiled separately from other materials. Garden wastes will be shredded, as necessary, and stockpiled separately at the staging area. Leaves, wood and brush will be chipped and shredded, as necessary, and will also be stockpiled separately at the staging area. Any material foreign to the operation of a compost site will be collected to one side and disposed of at DRLS. Access to the compost facility will be controlled by the gate system located at the site entrance. Landfill personnel will keep a log of the incoming waste to assure that acceptance does not exceed the processing capabilities and the anticipated annual rate of compost removal is met. Based on an assumption that a 50 percent volume reduction will occur during composting, approximately half of the annual volume received should be processed and removed annually. 2S93MDOP.ML Golder Associates 96235.9 April 1996 -17- 953-2893 Typical densities estimated for the feedstock materials includes: ► Leaves (loose) 250 lbs/yd3 ► Leaves (vacuumed) 350 lbs/yd3 ► Leaves (compacted) 450 lbs/yd3 ► Grass clippings 400 lbs/yd3 ► Garden wastes 250-450 lbs/yd3 Incoming loads will be weighed and the weights recorded. For large loads, the records will include the source of the material and the collection service making the delivery. In addition to the signage located at the entrance, persons and/or services collecting and delivering loads to the facility will be informed of the conditions for delivering loads. Loads will be free of unwanted materials such as plastic, metal, glass, large stones, wire, rope, etc. Garden wastes mixed with grass clippings and leaves are acceptable. Wood and brush should not be mixed with leaves or grass clippings. The feedstock materials will be dumped in the staging area, as shown on Figure 2 of the design drawings. Leaves and garden wastes will be shredded, as necessary, and stockpiled in separate piles. Wood, branches, hedge trimmings and other woody material will be shredded, as necessary, and stockpiled. Grass clippings will be directly stockpiled. Clean fill soil will also be stockpiled separately for use in the composting process. 952359 2S93M00P.FNL Golder Associates April 1996 -18- 953-2893 3.4 Mixing The stockpiled materials will be mixed at appropriate rates to produce a Carbon (C) to Nitrogen (N) ratio of between 25 to 30 parts C to 1 part N (25-30C:IN). As a starting point to obtaining this ratio, three parts leaves and/or woody material will be mixed with one part grass clippings and/or garden wastes. Nitrogen fertilizer will be added as required to adjust the C:N ratio. Clean soil will be mixed in at a rate of one part soil per 50-100 parts initial composting mixture to provide a source of inoculation of soil microorganisms. The pH of the mixture will be maintained between 6.0 to 7.5 by adding lime as necessary. Since woody materials are a very stable source of C, their use will be minimized when adequate supplies of leaves and other sources of C are available. During the spring and summer, when there is a surplus of N rich ingredients such as grass clippings, the woody materials will be used as the C source. 3.5 Wetting Due to Colorado's dry climate, wetting of the compost mixture will be required during most of the year. Wetting is best achieved prior to or during windrow formation, or when the windrows are opened for turning. Most water applied to the outside of a windrow is lost as run-off. Water will be sprayed in excess on the compost mixture as the loader mixes the materials and forms the windrows. The moisture content will be adjusted to approximately 60 to 75 percent. The starting approximation will be 20 gallons of water per cubic yard of mixture. On a more informal level, a general rule of thumb is that the mixture should be about as wet as a damp sponge. The need to add water will be somewhat offset by forming windrows with flat or slightly concave tops, in order to catch precipitation and induce 399n nOP.FNL Golder Associates 962259 April 1996 -19- 953-2893 percolation of moisture down through the windrow. Liquid N fertilizer and/or lime may be added with the water to adjust the mixture nutritionally, as described above. 3.6 Windrows Following mixing, windrows will be formed with a front-end loader. The windrows will be formed 6 to 8 feet high and 12 to 14 feet wide. The lengths will vary depending upon pad area being used. Windrows that will be left over a longer period of time, such as during the cooler winter months, will be 10 to 12 feet high by 30 to 40 feet wide. Sufficient aisle space between pairs of windrows (typically 14 feet) will be allowed for loader operation. Compaction of the windrows will be prevented by excluding traffic and turning the windrows. Loosely piled composting mixtures are required to maintain adequate air penetration into the windrows. Materials dumped in the staging area will be processed and moved to the windrows as quickly as practicable, given mixture and weather constraints. 3.7 Monitoring Decomposition The composting process will be monitored to ensure that decomposition proceeds efficiently. Monitoring will consist of daily temperature readings taken at 6 to 8 inches below the surface at several points in each windrow, and weekly inspections for moisture content, pH, physical appearance, and internal windrow odors. Daily temperature readings provide an early indication of the development of decomposition problems before they become major. Sharp drops in temperature can indicate decreasing moisture content or the onset of anaerobic conditions. A failure of temperatures to rise to 131°F shortly after windrow construction can indicate an improper C:N ratio, low or high pH, or improper moisture content. In both cases physical inspection of the windrows can reveal the source of the problem. Visual inspections will also be conducted daily. Problems such as the onset of anaerobic conditions and 289JMDOP.FM. � 62 Golder Associates Q(�(� Q ?5J April 1996 -20- 953-2893 improper mixing can often be identified visually. Odors will be monitored. A strong ammonia odor often indicates too much N. The results of the inspections will be recorded in a daily log. The intent of the monitoring will be to develop a procedure which will enhance decomposition. When the composting process is occurring at the fastest rate possible, the system is maximized. 3.8 Turning During the spring, summer, and fall months, the windrows will be turned approximately every 3 days. Temperature readings will be used to determine turning times. The temperature should rise over the first day following construction of the windrow or turning to 131°F. As the available oxygen is used the temperature will start to drop after 2 to 4 days. When the temperature starts to drop the windrow will be turned. Turning will be accomplished by front-end loader. Each windrow will be turned approximately five times over a period of approximately 15 days. The temperature will be maintained at or above 131°F for 15 days within this time period. The temperatures maintained in the windrows will provide for weed seed and pathogen destruction. During the winter months, it is anticipated that the composting times will be somewhat longer, possibly on the order of 20 to 30 days. As described above, the winter windrows will be constructed slightly larger to allow for insulation. This insulation will allow the insides of the windrow to maintain composting temperatures. Monitoring and turning will proceed as described above. Since the feedstock materials will mostly be summer products, it is not anticipated that an over-abundance of materials will accumulate at the site. The windrows will be allowed to complete the composting process and will be removed from the facility as they become available. 2893MUOP FNL Golder Associates 9s2?59 April 1996 -21- 953-2893 The composting process will be determined to be complete when all procedures have been completed and the product does not generate objectionable odors. 3.9 Curing Following the completed composting process the material will be formed into a large curing pile in the finished product storage area. The curing pile will be made as large as practicable to conserve space, but will not be compacted when formed. Moving the material will provide additional turning and mixing, and will expose a relatively small surface area to drying and freezing conditions. The large curing piles will be left until the product is distributed for sale or use on-site. The piles may be left over winter depending upon the time of construction. These materials are expected to be well stabilized. 3.10 Secondary Shredding When curing is finished, a second shredding may be used as an optional step to improve the mixing, physical quality and appearance of the finished compost. 3.11 Road Maintenance The compost site access road will consist of a graveled roadway. The gravel roadway will be maintained to provide all weather access. Additional gravel will be placed as needed. Snow removal will be conducted by site personnel and equipment to maintain a clear and safe roadway on-site during inclement weather conditions. 1893MUOP.FNL Golder Associates 962259 April 1996 -22- 953-2893 The roadway is designed and will be constructed to maintain drainage off of the roadway so that ice formation will be minimized and ponding of water can be eliminated. 3.12 Surface Water Management System The surface water control channels will be installed as shown on Figures 2 and 11 of the design drawings. The perimeter channel around the compost pad was sized to store run-off from the compost pad for most typical precipitation events. Excess run-off from large precipitation events will be routed to the sediment basin. The surface water control structures will be inspected at least quarterly in a "dry" condition. Channels will be inspected for erosion damage and clogging by sediment, weeds, and other debris. After each major storm event, a "wet" inspection will be performed which will include identifying and removing all debris from the channels and checking for erosion damage. The elevated grades of the compost area will prevent run-on to the area. Run-off from the compost facility pad will be collected in the perimeter compost pad channels. Run-off which accumulates in the channels may be pumped back to the windrows and used as a nutrient and moisture rich additive. Ideally, the composting process will utilize most available moisture within the windrows, resulting in nominal excess liquids. 3.13 Composting Nuisance Control 3.13.1 Odor Control Odors at composting facilities typically result from improper C:N ratios and the onset of anaerobic conditions. The majority of the odor-causing materials are acidic. All of these contributing factors will be monitored and adjusted as necessary. Odors can be controlled 2893AIDOP.FNL Golder Associates 99S23S9 April 1996 -23- 953-2893 further by forming smaller windrows; turning large windrows more frequently; by processing the materials and forming windrows promptly once the waste is accepted; and by sprinkling lime on the outside edges of the windrows. When practicable, during the summer months, the collected materials will be put into wind rows within two days. If odors are still produced and released despite the precautions described above, it will be possible to minimize their off site impact to some degree by timing the odor release with favorable wind conditions. Odor release operations, such as turning, can be performed when wind conditions will take odors away from sensitive areas. 3.13.2 Dust Control Dust will be controlled by spraying water or other dust suppressants on the roadways as necessary. The need for dust suppression will be determined by the Site Supervisor. A 3,500 gallon water tanker truck equipped with sprayers is presently used by the site personnel to control dust generation at the site and is available for the composting site. 3.13.3 Fire Control Burning of landscape wastes is not permitted at the existing facility. Any fires which occur in the compost will be extinguished by excavating and removing the burning compost and covering it with soil. Additionally, all equipment operators will keep fire extinguishers on their machines to control small fires that do not require excavation and covering. 1993MDOP.FNL Golder Associates 753 April 1996 -24- 953-2893 3.13.4 Noise Control Noise will be controlled by limiting the major noise generating operations to normal daytime business hours and by maintaining the heavy equipment in proper working order. All of the heavy equipment and all combustion engine equipment will be equipped with mufflers to reduce noise generation to a minimum. 3.13.5 Vector Control Control of disease and nuisance vectors will be maintained by the application of good housekeeping and composting practices. The strict maintenance of proper composting temperatures will eliminate most pathogens and inhibit most vectors. If additional vector control is required, the services of a professional exterminator will be obtained by the Site Supervisor. 3.14 Closure 3.14.1 Interim Closure If the facility temporarily stops its operation including the receipt, processing and sale of useable compost materials for a period of 90 days or more, the following interim closure plan will be initiated. Within 30 days of the declaration of interim closure, all raw compost feedstock which has not completed the composting process will be moved to the DRLS and landfilled. The finished compost material will be sold or used in landfill reclamation. The surface water management 2993MDOF FNL Golder Associates 962259 April 1996 -25- 953-2893 system will be maintained until permanent closure is initiated or the facility is reopened. If the facility is closed for a period of more than 1 year, permanent closure will be initiated. If operations are curtailed for more than 1 week, the raw composting materials can be relocated to the DRLS and landfilled. 3.14.2 Permanent Closure If the facility permanently stops its operation including the receipt, processing and sale of useable compost materials for a period of 1 year or more, the following permanent closure plan will be initiated. When permanent closure is initiated, all raw compost feedstock which has not completed the composting process will be moved to the DRLS and landfilled. The finished compost material will be used in the reclamation of the composting facility. If any liquid is accumulated in the sump system, it will be sprayed onto the compost or raw materials. If required, the liquid will be circulated over the compost until evaporated. All structures, such as fencing and signage, will be removed from the site. The compacted areas of the composting area, such as the pad and roadways, will be ripped to relieve compaction. The available compost will be spread and disked into the soil. The disturbed areas will be seeded with a mixture developed for the DRLS site. The seeding will be completed within 6 months of the declaration of permanent closure. The surface water management system will be maintained until vegetation is sufficiently established to control erosion. Once erosion from the site is stabilized all monitoring will cease and the site will be considered closed. 2993MOOP.r4L Golder Associates 962159 April 1996 -26- 953-2893 4.0 REFERENCES Doty, ,1995. Topographic Mapping and Volume Calculations, December 1994, Denver Regional Landfill (South), Doty & Associates, Project Number 1202-26, February 7, 1995. Doty, 1991. Site Characterization, Denver Regional Landfill (South), prepared for Laidlaw Waste Systems, Inc., Doty & Associates, Project Number 1202-05, September 23, 1991. Doty, 1990. Review of Existing Data, Site Characterization, Denver Regional Landfill (South), prepared for Laidlaw Waste Systems, Inc., Doty & Associates, Project Number 1202-05, December 1, 1990. Golder Associates Inc., 1991. Design and Operations Plan For The Denver Regional Landfill (South), prepared for Laidlaw Waste Systems, Inc.; Project Number 913- 1224.003, September 1991. USEPA, 1994. The Hydrologic Evaluation of Landfill Performance (HELP) Model, EPA/600/R-94/1686. Cincinnati, Ohio. U.S. Environmental Protection Agency Risk Reduction Engineering Lab. zemMnor na- Golder Associates � 962,2 I I I I i l APPENDIX A HELP MODELING 2893MDOP.FNL 953-2893 April 1996 Golder Associates Subject Laidlaw Denver Regional Made by DpII Job No 953-2893 .'.Ci0� Landfill. Maximum Leachate Checked by Date Feb. 1996 �'` 1,.93OC7T1R 3 Drainage Length Calculation Approved by Sheet No 1 of 2 Dco OBJECTIVE; Determine the maximum leachate drainage in the leachate collection system to ensure that heads on the liner do not exceed 1.0 ft. METHOD' Use the Hydrologic Evaluation of Landfill Profiles(HELP), version 3.03, model to determine the maximum inflow into the leachate collection system. Use the MOUND model (U.S. EPA, 1989)to calculate the maximum leachate collection spacing required. MOUND Equation; hoax = L ,�C [tan2cc + 1 - tana ll1 ( (tanks cf 1 I J 2 C // Where: L= Length of flow path (ft) e= Inflow rate(ftday) k= Hydraulic Conductivity (ft/day) C=e/k(dimensionless) tan a=slope of drainage layer ASSUMPTIONS' An open cell will collect 100%of precipitation falling in it(no runoff permitted). For the HELP model, the soil profile was modeled as a single layer of daily cover, consisting of 6 inches of HELP default soil type 10 (silty clay) underlain by 5 feet of waste, modeled as HELP default soil type 18. All moisture passing through this layer is assumed to enter the leachate collection layer. Water percolating through the bottom liner is assumed to be negligible and is conservatively ignored. Climatological input to the HELP model was generated from default HELP data sets for Denver, Colorado. 10 years of daily precipitation, temperature, solar radiation and evaporation data were generated using the HELP model climatological input mode. A leaf index of zero was used to reflect bare ground on the landfill daily cover, and an evaporative zone depth of 14 inches used, as recommended by HELP From the liner plan drawings(Figure 4 of the design drawings), the worst case slope condition is 360 feet at 2%. Hydraulic Conductivity of drainage layer= 1 x 10.2` /„e. Maximum permissible head in the leachate collection system(on the liner) is 1.0 feet. CALCULATIONS: The HELP model was run with the above parameters for 10 years, after the model determined initial water content of the soil layers From the HELP model (output attached), the peak infiltration from the daily cover into the landfill will be 0.005014 in/day. 962359 Subject Laidlaw Denver Regional Made by DPI-1 Job No 953-2893 Landfill. Maximum Leachate Checked by Date Feb. 1996 Drainage Length Calculation Approvedby Sheet No 2 of 2 Determine maximum leachate drainage length By the MOUND equation: e 0.005014m& x / 12„ 5 C=- = = 1.47x10 k 1x10-2e,a/uex%0.48cmx86400sec/day _ 1'x2 L. 00022 0.02s 1/2 5 .✓1.47x10 I 5 +1 5 (0.022 +1.47x10 L 1.47x10 1.47x10 L. = 1032 ft CONCLUSIONS/RESULTS: The maximum distance between lateral drains may not exceed 1032 feet to ensure that the head on the liner will be less than 1.0 feet. As the maximum flow length in the landfill is less than 360 feet, no lateral leachate collection pipes will be required to maintain less than 1.0 feet of head on the liner. REFERENCES: Hydrologic Evaluation of Landfill Performance(HELP) Model, Version 3.03, U.S.Army Engineer Waterways Experiment Station, Corps of Engineers,Vicksburg, MS. U.S. EPA, 1989. "Requirements for Hazardous Waste Landfill Design, Construction and Closure." 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V O } r ^ O O # 1- # 0 • O' • = • ca # 0a 8 t z a: W # Ni = co # P -- a 4 In a: Y N W 0 x a co H 4 o a CO 4 Y 4 ti 6 K 4 Q LU W # a' J H # 6 I. a. 2 3 # N O N II 2 - = Y 6 - - Y CC 6.6 Y O Or 0 41 6 za a # it > LU 2 # W O. C.3 it 962359 v 0 ✓ cn as 6 + # it it it # it it it + it it # # # a + + # it it x + # it x it # + + it + it it x it it # x # # # # # it it # it it + + # + + # + It it it x x 0 it x x e e + + a 0 CO * * # > m CO_ # # it C * * * it 0 0 0 * + >. it it N It 0 x # # + # in # 0 It it • it W + + It x + it - ^ P — + + '. it C N N 0 # + P'. # W Ni N 0 # # x W = 0 # # Ni it C 2 O * # it 0 v it it it r # it it co + + x • + 0' # s + # 0, # W # # it C W * # 2' it 3 x # z�I # ' C x + C'. # W € 3 + + M' # C Y N + + CO # -A ' O # x N . LL 2 # it it N # It it it It it it it # # # it # # x x x it # x it # # # # # x + ' # # it # it it it it it it it it a x + # x # + # x x + # it # it 962359 U t U 1 1 I I • $ APPENDIX B LEACHATE FLOW ANALYSIS 2893MDOP.FNL April 1996 Golder Associates 953-2893 Subject Laidlaw Denver Regional Made by DPH Job No 953-2893 Landfill Checked by Date Jan 1996 eAssociates Leachate Travel Time Calculation Approved by Sheet No I of I OBJECTIVE: Verify the travel time through the leachate collection system from the furthest point in the system to the sump does not exceed 365 days METHOD: Use Darcy's flow equation v=ki/n to calculate velocities and travel times through the various drainage layer components. ASSUMPTIONS. Assume flow is from the most hydraulically distant point in the landfill and that travel is first through the sand layer to the central lateral collector pipe,then though the gravel surrounding the central leachate collection pipe to the sump, assuming the collector pipe is collapsed or plugged. Darcy's velocity equation v= k i/n where: v=velocity; k=hydraulic conductivity i=hydraulic gradient(Ah/AL); and n=effective porosity of the drainage media. Hydraulic conductivity of the sand material is 1.0 x 10-2 cm/sec,and the effective porosity is 0.30. Hydraulic conductivity of the gravel material is 1.0 cm/sec,and the effective porosity is 0.30. Maximum grades and distances were determined from the liner grade design drawing(Figure 4 of the design drawings)and are shown on Table I. Hydraulic gradients will be based on the slope of the cell floor,plus an additional 1.0 ft of grade over the entire length of the flow distance within the sand drainage layer due to the allowable head buildup within the sand drainage layer. If the flow distance within the sand drainage layer was broken into different grades,the one foot head build up will be distributed according to flow lengths. The hydraulic gradient within the gravel's is assumed to equal the floor slope. CALCULATIONS: Seepage velocities in the Sand and in the Gravel were determined based on the geometry and calculated gradients. The resultant travel times are presented in Table 1. CONCLUSIONS/RESULTS: Based on the design parameters,the travel time from the most distant portions of the cell to the leachate removal sump is approximately 167 days. 962359 CO CIO CO .-- N � W co co O Qp Q cor Mr O W N co M -01} • 9 r O V Q (NI 0) co O M ch O W L> V N C N 01 V N 0 W 0 0 0 0 0 0 0 2 U c/) W W W WW W W • W CM QJ 2 N M O m 00 CO w � w > U cciv � v .- ry (0w >' H F_ L W co Z cl Z } W H c0 co (0 M V M M o 0 H W ('JrN ' N 2 J W O Fv co O O 0 0 0 0 L. H Q z QQ, O O 0 0 O O O y J O 0 co O O cf L.Li0 •N J Z• Q H u] 00 o Lo O O E H LL N co co rLo N V' 0 S S co — U U 5 c Q U CO Lu J • o z y J Z W O Q F- 0 0 0 0 N 00 0 CO ei CO D .c Pw � r. 0 000 0 r ▪ Q - O S 0 I- or-o w Q m CO - > a LI z CLUJ Oaa c9 re.) M Dom 'a - H O O F o 0 0('Jr 0 0 015 � O u_-I o0 00 000 a) W Z } O 0 F Z O U) N g � o 00 00 000E <- a) cc 00 00 000 0 ul z z 0 d co O O c wL > ≥ � w 00 00 000 c w Q Q 2 U) 00 00 0 00 0 0 0 U > Q 0 d 0 0 Co 0 0 0 m Z U } U r r e r r a) w I rn o c Z O To a) a w w w 2 • Z < Z ¢ Z Z ¢ H — w0 <00 u) 0 ooO 2 2 c o z z z z z z z H cn -I To Z � Q � Uo: rw o O S F_ w J S H W J W H O Q o) Q it w S W S W CC W H Q W J U U z O w CC O 2 o o U 0 o o o o, Q CO le -o J 0 962359 I 1 1 I M N j APPENDIX C SURFACE WATER ANALYSIS 2893MDOP.FNL April 1996 Golder Associates 953-2893 Subject Laidlaw Made by WDP Job No. 953-2893 us Denver Regional Landfill Checked by dy/ i� Date 2/15/96 Surface Water Controls Approved by Slue 1 of 3 1 t . OBJECTIVE Determine the size of the runoff channels and surface water control structures needed to convey the 100-year,24-hour storm event and size a sediment basin with a spillway that safely passes the 100-year,24-hour storm event. METHOD; The Soil Conservation Service(SCS),TR 20 method was used to determine runoff volumes and peakflows from each sub-basin. Surface water routing was analyzed using BOSS StormSHED (Ref. 1).Nomographs from the Handbook of Steel Drainage and Highway Construction Products (Ref 3)were used to size culverts. ASSUMPTIONS: • Refer to Surface Water Channel and Basin Layout(Figure 1)for basin delineations,channel locations and flow routing. • A SCS curve number of 78 was assumed for all sub-basins with the exception of the natural terrain surrounding the sediment pond. • A Manning's roughness coefficient of.036 was assumed for grass lined channels. • A Manning's roughness coefficient of.026 was assumed for corrugated metal pipe. • A Manning's roughness coefficient of.012 was assumed for plastic pipe. • A Manning's roughness coefficient of.016 was assumed for initial stability calculations for articulated concrete block lined channels. • A Manning's roughness coefficient of.026 was assumed for capacity calculations for articulated concrete block lined channels. • Culvert inlet conditions are assumed to be similar to corrugated metal pipe,mitered to the slope. • The nominal diameter of culverts longer than 100 feet was increased to the next largest standard size to account for potential inlet plugging. • The 100 year storm depth of 5 inches was obtained from"NOAA Precipitation-Frequency Atlas of the Western United States.Volume 3."(Ref. 5) CALCULATIONS: Hydraulic parameters were entered into the Boss StormSHED software and routed to the final discharge points. StormSHED utilizes SCS TR 20 methods to calculate runoff for individual sub-basins, and then routes the flow using the modified"Att-Kin"technique. The landfill area was divided into two separate basin areas to calculate surface water parameters. Output from the StormSHED model is attached. All culverts were sized for peakflow using nomographs obtained from "The Handbook of Steel Drainage and Highway Construction Products"with inlet conditions. The nomograph used for culvert sizing is attached. StormSHED was used to assure that the sediment pond spillway conveys the 100-year,24 hour storm event. 962359 Subject Laidlaw Made by WDP Job No. 953-2893 is-=rats Denver Regional Landfill checked by /:,r // Date 2/15/96 Surface Water Controls Approved by shot 2 of 3 Downslope channel erosion protection was evaluated for articulated concrete blocks (ACB, Tri- Lock or equivalent) if the velocity in the channel was greater than 8 fps or the bed slope was greater than 20%. Articulated concrete blocks were evaluated using the Allowable Shear Stress vs. Bed Slope chart provided by Tri-Lock(Ref. 4). Shear stress (T) = d S y Where: y = Unit weight of Water(62.4 pct) S = Channel Slope (ft/ft) d = Depth of Flow (ft) CONCLUSIONS/RESULTSz Individual channel reaches are summarized in Table 2, with peak flows, depths, velocities and shear stresses associated with the 100-year, 24-hr storm event. Channel E-B has the highest shear stress of 7.77 lbs/sq ft at a bed slope of 23.5 percent. This level represents the most stable erosion protection that will be placed on site. Class 4010 Tri-Lock blocks will provide adequate protection and withstand this level of shear stress. The landfill will be terraced,as shown in Figure 1 of this calculation,to facilitate runoff. Each terrace will have an interceptor channel to convey runoff from the terrace to the downslope channel. Each terrace channel will be a grass lined v-channel with a 4:1 H:V sideslope on the landfill side and 10:1 H:V sideslope on the terrace side of the channel. Each downslope channel will discharge into the perimeter channel. The perimeter channel will be grass lined,have a 10 foot bottom width and 3:1 H:V sideslopes. D50=9"riprap protected energy dissipation structures will be needed at points where downslope channels discharge into the perimeter channel. The landfill surface water control plan includes 3 downslope channels as shown on Figure 1. These channels have 5 foot bottom widths and 5:1 H:V sideslopes and will be lined with articulated concrete block to prevent erosion due to high flow velocities. These velocities have been conservatively calculated for stability using a Manning's n of.016 to represent articulated concrete blocks upon instillation without the added roughness of grass. A Manning's n of.026 was used to size these channels for capacity. The landfill surface N rter control plan also includes 6 culverts as shown on Figure 1 of this calculation.Culvert 4 was not used in this numbering scheme. The culverts are summarized in Table 2,attached. 962359 $ebx" Laidlaw Mae br WDP Job No. 953-2893 Denver Regional Landfill Checked by if 'r / Date 2/15/96 Surface Water Controls Approved by 40 sb"I 3 of 3 All runoff from the landfill will discharge into a sediment control pond located to the west of the facility. The sediment pond will have a capacity of approximately 15 acre-ft of storage. A 12- foot high earth embankment with a centerline natural ground elevation of approximately 5075.5 feet, a crest elevation of approximately 5,088 feet, and a spillway cut into competent ground at elevation approximately 5085 ft is needed to achieve the desired capacity. The spillway is 10 feet wide and will convey the 100-year,24-hour storm event with a maximum flow depth of approximately 1.2 feet.The normal operating pool level will be approximately 9.5 feet. The spillway will need to be lined with d50= 12"riprap for erosion protection. The surrounding terrain is shown as being regraded at 3:1 H:V sideslopes on Figure 15 of the design drawings to increase the storage capacity upstream of the embankment. The sediment pond will also include a riprap protected inlet channel for flow carried by channel D-6 as shown on Figure 15 of the design drawings. Sediment must be removed from the pond periodically to ensure adequate storage volume. REFERENCES: 1. Software Package"StormSHED",version 4.01 (1995) by BOSS International 6612 Mineral Point Rd.,Madison, WI 53705. 2. "Handbook of Steel Drainage and Highway Construction Products",AISI,Fourth Edition, 1993. 3. "Hydraulic Stability of Tri-Lock 4015 Revetment in High Velocity Flow", Feb. 1993, Resource Consultants Engineers, Inc. 4. "Precipitation-Frequency Atlas of The Western United States",NOAA,Volume 3. 962359 TABLE 1 Laidlaw Basin Summary LAIDLAW (DRLS) 953-2893 WELD COUNTY, COLORADO Basin/ Basin Area Overland Flow Channels Channel (sq ft) (acre) Len (ft) Slope (%) Len (ft) Slope (%) Type ADDPOND 1,071,864 24.61 1000 700.0% A-1 359,132 8.24 150 20.0% 1125 4.0% A 610 1.6% A B-1 150,401 3.45 150 5.0% 1040 5.0% B B-2 528,414 12.13 300 5.0% 1525 3.0% B 120 5.0% B-3 122,901 2.82 30 25.0% 840 3.0% C 6-4 285,206 6.55 300 5.0% 750 3.0% C 130 5.0% 6-5 37,710 0.87 250 5.0% 310 3.0% C B-6 332,956 7.64 300 5.0% 1200 3.0% C 250 5.0% 80 28.0% 8-7 227,686 6.73 150 2.8% 1350 3.0% C C-1 96,528 2.22 300 5.0% 326 3.0% C 170 5.0% C-2 370,972 8.52 300 5.0% 1180 3.0% C 370 5.0% C-3 184,257 4.23 120 30.0% 1430 3.0% C D-1 132,724 5.73 100 28.0% 1150 2.0% E D-2 151,247 3.47 120 28.0% 1175 3.0% C 75 33.0% D D-3 77,387 1.78 120 28.0% 620 3.0% C 75 33.0% D D-4 53,702 1.23 150 3.3% 750 1.6% G 600 1.6% D-5 90,111 2.07 300 4.0% 650 1.0% G 400 4.0% D-6 13,697 0.30 200 6.0% 100 2.0% G D-A 46,202 1.06 100 28.0% 1152 2.0% E D-B 19,004 0.44 85 33.0% 260 5.8% E D-C 62,243 1.43 65 33.0% 175 2.6% E D-D 278,161 6.39 110 33.0% 1200 2.0% E 953-2893 Page 1 of 2 2/13/96 9S2359 TABLE 1 Laidlaw Basin Summary LAIDLAW (DRLS) 953-2893 WELD COUNTY, COLORADO Basin/ Basin Area Overland Flow Channels Channel (so ft) (acre) Len (ft) Slope (%) Len (ft) Slope (%) Type 175 4.2% E 290 1.0% E D-E 189,034 4.34 100 33.0% 1192 1.0% E 87 28.0% E-1 121,612 2.79 180 25.0% 740 3.0% A E-2 92,622 2.13 190 25.0% 440 3.0% A E-3 205,078 4.71 90 25.0% 1240 3.0% C E-4 97,246 2.23 120 25.0% 730 3.0% C E-5 51,121 1.17 200 5.0% 565 3.0% C E-6 324,684 7.45 125 28.0% 2465 3.0% C E-7 328,624 7.54 125 28.0% 2230 3.0% C E-8 273,949 6.29 125 28.0% 195 3.0% C E-9 380,362 8.73 300 5.0% 1650 3.0% C 70 5.0% Channel Type Summary Bottom Side Slopes Typical Type Description Width Right Left Liner A Add-on Channel 0 2 4 Grass B Cover Access Road 0 3 3 Grass C Cover Terrace 0 10 4 Grass D Downslope 5 5 5 Conc. Blk. E Perimeter Channel 10 3 3 Grass F Existing Channel 5 3 3 Grass G Cut Channel 10 3 2.5 Grass 953.2893 Page 2 of 2 2/19/96 962359 TABLE 2 Law Channel Summary LAIDLAW IDRLS)953-2893 WELD COUNTY,COLORADO Peak Channel Flow Velocity Shear Stress Channel Flow Icfs) Slope(%) Type Lining Depth(ft) (fps) (lbs/so ft) A-1A 20 4.0% A Grass 1.1 5.4 2.77 A-1B 19 1.6% A Grass 1.3 3.8 1.28 A-2 77 2.0% E Grass 1.5 5.9 1.87 8-1 34 5.0% 8 Grass 1.3 6.7 4.06 8-2 27 3.0% B Grass 1.3 5.2 2.45 B-3 6 3.0% C Grass 0.5 3.0 0.99 B-4 14 3.0% C Grass OS 3.7 1.40 B-5 2 3.0% C Grass 0.4 2.3 0.69 8-8 17 3.0% C Grass 0.8 3.8 1.48 8-7 18 3.0% C Grass 0.8 3.8 1.44 B-8A 79 5.0% F Grass 1.2 8.0 3.65 B-8B 73 2.0% F Grass 1.4 5.8 1.77 B-A 32 17.0% D Conc.Blk. 0.4 11.0 4.35 B-8 16 17.0% 0 Conc.61k. 0.3 8.8 2.97 B-C 2 17.0% D Grass 0.1 3.6 0.95 C•1 5 3.0% C Grass 0.5 2.9 0.95 C-2 18 3.0% C Grass 0.8 3.9 1.54 C-3 9 3.0% C Grass 0.6 3.3 1.20 C-A 31 30.0% D Conc.Blk. 0.3 13.2 6.38 C-8 23 20.0% D Conc.Blk. 0.3 10.4 3.12 C-C 5 18.5% D Grass 0.2 5.1 2.08 0-1 13 2.0% E Grass 0.4 2.9 0.50 D-2A 8 3.0% C Grass 0.8 3.2 1.12 D-26 8 33.0% D Conc.Blk. 0.2 8.7 3.29 D-3A 4 3.0% C Grass 0.5 2.7 0.86 D-3B 4 33.0% D Conc.Blk. 0.1 6.9 2.27 D-4 39 1.6% G Grass 0.8 4.0 0.79 D-5 38 1.0% G Grass 0.9 3.4 0.57 D-6 38 2.0% G Grass 0.7 4.2 0.91 D-A 38 2.0% E Grass 0.7 4.2 0.90 D-B 41 5.8% E Grass 0.6 6.2 1.99 D-C 41 2.6% E Grass 0.7 4.7 1.12 D-D1 41 2.0% E Grass 0.8 4.3 0.96 D-D2 41 4.2% E Grass 0.6 5.5 1.62 0-03 41 1.0% E Grass 0.9 3.4 0.57 953-2893 Page 1 of 2 2/13/96 962359 TABLE 2 Laidlaw Channel Summary LAIDLAW(DRLS)953-2893 WELD COUNTY,COLORADO Peak Channel Flow Velocity Shear Stress Channel Flow(cfs) Slope(%) Type Lining Depth(ft) (fps) (lbs/sq ftl D-E 39 1.0% E Grass 0.9 3.4 0.57 E-1 7 3.0% A Grass 0.8 3.7 1.50 E-2 15 3.0% A Grass 0.8 3.7 1.40 E-3 11 3.0% C Grass 0.7 3.4 1.24 E-4 5 3.0% C Grass 0.5 2.9 0.95 E-5 3 3.0% C Grass 0.4 2.5 0.75 E-6 18 3.0% C Grass 0.8 3.9 1.52 E-7 17 3.0% C Grass 0.8 3.9 1.50 E-8 20 3.0% C Grass 0.8 4.0 1.57 E-9 19 3.0% C Grass 0.8 4.0 1.55 E-A 80 15.0% D Conc.Blk. 0.7 13.7 6.46 E-B 60 23.5% D Conc.Blk. 0.5 14.8 7.77 • E-C 32 23.5% D Conc.Blk. 0.4 12.3 5.57 E-E 21 23.5% D Conc.Blk. 0.3 10.8 4.25 Peak Culvert Number Normal Headwater Culvert Flow(cfs) Slope(%) Size of Culverts Depth(ft) Depth(ft) CULVERT 1 81 1.5% 48" 2 3.0 2.8 CULVERT 3 41 1.0% 48" 1 2.1 2.6 CULVERT 5 80 7.0% 48" 1 1.8 4.4 CULVERT 6 13 1.5% 30" 1 1.3 1.7 CULVERT 7 77 3.0% 42" 1 2.6 5.3 Channel Type Summary Bottom Side Slopes Typical Type Description Width Right Left Liner A Add-on Channel 0 2 4 Grass B Cover Access Road 0 3 3 Grass C Cover Terrace 0 10 4 Grass D Downslope 5 5 5 Conc. Blk. E Perimeter Channel 10 3 3 Grass F Existing Channel 5 3 3 Grass G Cut Channel 10 3 2.5 Grass 953-2893 Page 2 of 2 2/27/96 962359 Detailed Basin Summary 962359 2/13/96 3 :0 :48 pm Golder and Associates page 1 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: Al NAME: SCS METHODOLOGY TOTAL AREA 8 .24 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 8 .24 Acres 0 . 00 Acres TIME INTERVAL • 10 . 00 min CN 78 . 00 0 . 00 TC 6 . 82 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 150 . 00 ns :0 . 1500 p2yr: 2 . 00 s : 0 .2000 PEAK RATE: 28 . 83 cfs VOL: 1 . 78 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (c£s) 10 310 610 0.2814 910 0.9285 1210 0.4160 1510 20 320 620 0.3275 920 0.9301 1220 0.4107 1520 30 330 630 0.3544 930 0.9295 1230 0.4108 1530 40 340 640 0.4705 940 0.8050 1240 0.4111 1540 50 350 • 650 0.5983 950 0.8007 1250 0.4113 1550 60 360 660 0.6714 960 0.8013 1260 0.4115 1560 70 370 670 0.8959 970 0.8029 1270 0.4118 1570 80 380 680 1.0841 980 0.8039 1280 0.4120 1580 90 390 690 1.1911 990 0.8045 1290 0.4121 1590 100 400 700 1.6284 1000 0.8060 1300 0.4124 1600 110 410 710 5.8070 1010 0.7215 1310 0.4127 1610 120 420 720 8.3792 1020 0.6729 1320 0.4128 1620 130 430 730 28.8292 1030 0.6739 1330 0.4131 1630 140 440 740 14.2706 1040 0.6746 1340 0.4133 1640 150 450 750 5.3953 1050 0.6750 1350 0.4134 1650 160 460 760 3.5886 1060 0.6760 1360 0.4137 1660 170 470 0.0009 770 3.1366 1070 0.6767 1370 0.4139 1670 180 480 0.0015 780 2.9158 1080 0.6755 1380 0.4141 1680 190 490 0.0129 790 2.3328 1090 0.5479 1390 0.4144 1690 200 500 0.0267 800 2.0725 1100 0.5428 1400 0.4146 1700 210 510 0.0347 810 1.9349 1110 0.5430 1410 0.4147 1710 220 520 0.0634 820 1.6989 1120 0.5436 1420 0.4150 1720 230 530 0.0808 830 1.5283 1130 0.5440 1430 0.4152 1730 240 540 0.0904 840 1.4347 1140 0.5443 1440 0.4151 1740 250 550 0.1138 850 1.3159 1150 0.5449 1450 0.0235 1750 260 560 0.1436 860 1.2303 1160 0.5453 1460 1760 270 570 0.1606 870 1.1827 1170 0.5455 1470 1770 280 580 0.1889 880 1.0610 1180 0.5461 1480 1780 290 590 0.2268 890 0.9736 1190 0.5465 1490 1790 300 600 0.2484 900 0.9263 1200 0.5452 1500 1800 962359 2/13/96 3 :0 :50 pm Golder and Associates page 2 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: ADDPOND NAME: SCS METHODOLOGY TOTAL AREA • 24 . 61 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE : TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 22 .45 Acres 2 . 16 Acres TIME INTERVAL 10 .00 min CN 70 . 00 99 . 00 TC 22 . 09 min 5 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s :0 . 0700 TcReach - Shallow L: 700 . 00 ks:11. 00 s : 0 . 0700 PEAK RATE: 48 .26 cfs VOL: 4 .57 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOPP RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.1597 610 0.3962 910 2.4764 1210 1.3122 1510 20 320 0.1606 620 0.4629 920 2.4518 1220 1.1697 1520 30 330 0.1608 630 0.5283 930 2.4472 1230 1.1166 1530 40 0.0019 340 0.1617 640 0.6951 940 2.3121 1240 1.1000 1540 50 0.0218 350 0.1624 650 0.9074 950 2.1785 1250 1.0991 1550 60 0.0261 360 0.1625 660 1.0905 960 2.1321 1260 1.1000 1560 70 0.0485 370 0.1633 670 1.4235 970 2.1196 1270 1.1009 1570 80 0.0617 380 0.1977 680 1.7750 980 2.1220 1280 1.1018 1580 90 0.0645 390 0.2050 690 2.1152 990 2.1262 1290 1.1027 1590 100 0.0760 400 0.2058 700 2.7547 1000 2.1303 1300 1.1035 1600 110 0.0832 410 0.2064 710 7.0841 1010 2.0671 1310 1.1044 1610 120 0.0847 420 0.2065 720 13.7070 1020 1.9126 1320 1.1053 1620 130 0.0914 430 0.2072 730 39.2736 1030 1.8221 1330 1.1061 1630 140 0.0957 440 0.2076 740 48.2625 1040 1.7951 1340 1.1070 1640 150 0.0967 450 0.2077 750 31.2968 1050 1.7901 1350 1.1078 1650 160 0.1008 460 0.2082 760 17.3385 1060 1.7928 1360 1.1087 1660 170 0.1037 470 0.2086 770 10.8687 1070 1.7955 1370 1.1095 1670 180 0.1043 480 0.2086 780 8.3048 1080 1.7948 1380 1.1104 1680 190 0.1071 490 0.2090 790 7.0685 1090 1.6542 1390 1.1112 1690 200 0.1090 500 0.2440 800 6.1342 1100 1.5141 1400 1.1121 1700 210 0.1095 510 0.2516 810 5.4566 1110 1.4631 1410 1.1129 1710 220 0.1114 520 0.2937 820 4.8812 1120 1.4476 1420 1.1137 1720 230 0.1128 530 0.2941 830 4.4219 1130 1.4475 1430 1.1146 1730 240 0.1134 540 0.2942 840 4.0211 1140 1.4492 1440 1.1078 1740 250 0.1530 550 0.2947 850 3.6918 1150 1.4509 1450 0.6841 1750 260 0.1548 560 0.3299 860 3.4468 1160 1.4525 1460 0.2329 1760 270 0.1552 570 0.3373 870 3.2382 1170 1.4542 1470 0.0618 1770 280 0.1569 580 0.3377 880 3.0044 1180 1.4558 1480 0.0061 1780 290 0.1582 590 0.3730 890 2.7807 1190 1.4574 1490 1790 300 0.1584 600 0.3810 900 2.5775 1200 1.4553 1500 1800 962359 • 2/13/96 3 :0 :52 pm Golder and Associates page 3 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: B1 NAME: SCS METHODOLOGY TOTAL AREA 3 .45 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 3 .45 Acres 0 . 00 Acres TIME INTERVAL • T10 . 00 min CN • 78 . 00 0 . 00 TC • 11 . 88 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 150 .00 ns: 0 .1500 p2yr: 2 . 00 s : 0 . 0500 PEAK RATE: 9 . 99 cfs VOL: 0 . 76 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.1145 910 0.3885 1210 0.1873 1510 20 320 620 0.1268 920 0.3891 1220 0.1727 1520 30 330 630 0.1460 930 0.3891 1230 0.1720 1530 40 340 640 0.1851 940 0.3497 1240 0.1721 1540 50 350 650 0.2218 950 0.3359 1250 0.1722 1550 60 360 660 0.2747 960 0.3355 1260 0.1723 1560 70 370 670 0.3522 970 0.3360 1270 0.1724 1570 80 380 680 0.4118 980 0.3364 1280 0.1725 1580 90 390 690 0.4896 990 0.3368 1290 0.1725 1590 100 400 700 0.6373 1000 0.3373 1300 0.1727 1600 110 410 710 1.4850 1010 0.3213 1310 0.1727 1610 120 420 720 3.2885 1020 0.2863 1320 0.1728 1620 130 430 730 9.9925 1030 0.2821 1330 0.1729 1630 140 440 740 9.3451 1040 0.2823 1340 0.1730 1640 150 450 750 3.0841 1050 0.2826 1350 0.1731 1650 160 460 760 1.6869 1060 0.2829 1360 0.1732 1660 170 470 0.0002 770 1.4106 1070 0.2832 1370 0.1733 1670 180 480 0.0006 780 1.2401 1080 0.2829 1380 0.1734 1680 190 490 0.0042 790 1.0362 1090 0.2424 1390 0.1735 1690 200 500 0.0081 800 0.9252 1100 0.2280 1400 0.1735 1700 210 510 0.0138 810 0.8225 1110 0.2273 1410 0.1736 1710 220 520 0.0236 820 0.7353 1120 0.2275 1420 0.1737 1720 230 530 0.0300 830 0.6778 1130 0.2277 1430 0.1738 1730 240 540 0.0370 840 0.6093 1140 0.2279 1440 0.1726 1740 250 550 0.0453 850 0.5630 1150 0.2281 1450 0.0483 1750 260 560 0.0534 860 0.5341 1160 0.2282 1460 0.0027 1760 270 570 0.0657 870 0.4995 1170 0.2284 1470 1770 280 580 0.0762 880 0.4567 1180 0.2286 1480 1780 290 590 0.0865 890 0.4271 1190 0.2287 1490 1790 300 600 0.1020 900 0.3922 1200 0.2284 1500 1800 962359 2/13/96 3 : 0 :53 pm Golder and Associates page 4 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: B2 NAME: SCS METHODOLOGY TOTAL AREA • 12 . 13 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • P5 . 00 inches AREA. . : 12 .13 Acres 0 . 00 Acres TIME INTERVAL • T10 . 00 min CN 78 . 00 0 . 00 TC : 21. 50 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 .00 ns : 0 .1500 p2yr: 2 . 00 s : 0. 0500 TcReach - Shallow L: 120 . 00 ks : 11 . 00 s : 0 . 0500 PEAK RATE: 33 . 05 cfs VOL: 2 . 69 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.3732 910 1.3862 1210 0.7363 1510 20 320 620 0.4148 920 1.3705 1220 0.6468 1520 30 330 630 0.4776 930 1.3665 1230 0.6150 1530 40 340 640 0.5699 940 1.3041 1240 0.6053 1540 50 350 650 0.6900 950 1.2185 1250 0.6052 1550 60 360 660 0.8653 960 1.1889 1260 0.6055 1560 70 370 670 1.0720 970 1.1807 1270 0.6058 1570 80 380 680 1.2977 980 1.1817 1280 0.6061 1580 90 390 690 1.5704 990 1.1833 1290 0.6065 1590 100 400 700 1.9320 1000 1.1848 1300 0.6068 1600 110 410 710 3.2967 1010 1.1647 1310 0.6071 1610 120 420 720 8.4950 1020 1.0690 1320 0.6074 1620 130 430 730 21.8005 1030 1.0126 1330 0.6078 1630 140 440 740 33.0455 1040 0.9960 1340 0.6081 1640 150 450 750 20.5630 1050 0.9930 1350 0.6084 1650 160 460 760 10.8579 1060 0.9940 1360 0.6087 1660 170 470 0.0002 770 6.3873 1070 0.9950 1370 0.6090 1670 180 480 0.0014 780 4.7844 1080 0.9938 1380 0.6093 1680 190 490 0.0078 790 4.0956 1090 0.9289 1390 0.6096 1690 200 500 0.0192 800 3.5477 1100 0.8408 1400 0.6099 1700 210 510 0.0378 810 3.1134 1110 0.8094 1410 0.6102 1710 220 520 0.0624 820 2.7896 1120 0.8000 1420 0.6106 1720 230 530 0.0891 830 2.5348 1130 0.8002 1430 0.6108 1730 240 540 0.1158 840 2.2800 1140 0.8008 1440 0.6076 1740 250 550 0.1409 850 2.0930 1150 0.8014 1450 0.4217 1750 260 560 0.1677 860 1.9562 1160 0.8020 1460 0.1378 1760 270 570 0.2077 870 1.8252 1170 0.8027 _470 0.0349 1770 280 580 0.2435 880 1.6996 1180 0.8033 1480 0.0023 1780 290 590 0.2783 890 1.5775 1190 0.8038 1490 1790 300 600 0.3293 900 1.4499 1200 0.8025 1500 1800 962359 2/13/96 3 :0 :54 pm Golder and Associates page 5 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: B3 NAME: SCS METHODOLOGY TOTAL AREA 2 .82 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • P5 . 00 inches AREA. . : 2 . 82 Acres 0 .00 Acres TIME INTERVAL • 10 . 00 min CN 78 . 00 0 . 00 TC 1 . 72 min 0 .00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 30 . 00 ns:0 .1500 p2yr: 2 . 00 s :0 .2500 PEAK RATE: 10 . 16 cfs VOL: 0 . 58 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0968 910 0.3178 1210 0.1405 1510 20 320 620 0.1209 920 0.3186 1220 0.1406 1520 30 330 630 0.1213 930 0.3181 1230 0.1406 1530 40 340 640 0.1627 940 0.2737 1240 0.1407 1540 50 350 650 0.2290 950 0.2742 1250 0.1408 1550 60 360 660 0.2297 960 0.2742 1260 0.1408 1560 70 370 670 0.3099 970 0.2748 1270 0.1409 1570 80 380 680 0.4062 980 0.2753 1280 0.1410 1580 90 390 690 0.4077 990 0.2753 1290 0.1410 1590 100 400 700 0.5637 1000 0.2759 1300 0.1412 1600 110 410 710 2.8060 1010 0.2303 1310 0.1413 1610 120 420 720 2.8868 1020 0.2303 1320 0.1413 1620 130 430 730 10.1645 1030 0.2306 1330 0.1414 1630 140 440 740 1.8517 1040 0.2310 1340 0.1415 1640 150 450 750 1.8441 1050 0.2310 1350 0.1415 1650 160 460 760 1.2018 1060 0.2314 1360 0.1416 1660 170 470 0.0005 770 0.9997 1070 0.2317 1370 0.1417 1670 180 480 0.0005 780 0.9973 1080 0.2312 1380 0.1417 1680 190 490 0.0046 790 0.7898 1090 0.1856 1390 0.1418 1690 200 500 0.0118 800 0.6630 1100 0.1858 1400 0.1419 1700 210 510 0.0119 810 0.6621 1110 0.1858 1410 0.1419 1710 220 520 0.0221 820 0.5780 1120 0.1861 1420 0.1420 1720 230 530 0.0309 830 0.4914 1130 0.1863 1430 0.1421 1730 240 540 0.0309 840 0.4911 1140 0.1863 1440 0.1415 1740 250 550 0.0393 850 0.4486 1150 0.1865 1450 1750 260 560 0.0548 860 0.4052 1160 0.1867 1460 1760 270 570 0.0550 870 0.4048 1170 0.1867 1470 1770 280 580 0.0651 880 0.3613 1180 0.1869 1480 1780 290 590 0.0849 890 0.3170 1190 0.1871 1490 1790 300 600 0.0850 900 0.3170 1200 0.1867 1500 1800 962359 2/13/96 3 :0 :58 pm Golder and Associates page 6 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: B4 NAME: SCS METHODOLOGY TOTAL AREA 6 . 55 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 6 . 55 Acres 0 . 00 Acres TIME INTERVAL 10 .00 min CN 78 . 00 0 . 00 TC 21 . 57 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns :0 .1500 p2yr: 2 . 00 s:0 . 0500 TcReach - Shallow L: 130 . 00 ks:11. 00 s : 0 . 0500 PEAK RATE: 17.83 cfs VOL: 1.45 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.2014 910 0.7486 1210 0.3978 1510 20 320 620 0.2239 920 0.7401 1220 0.3496 1520 30 330 630 0.2578 930 0.7381 1230 0.3322 1530 40 340 640 0.3075 940 0.7043 1240 0.3269 1540 50 350 650 0.3723 950 0.6581 1250 0.3268 1550 60 360 660 0.4667 960 0.6420 1260 0.3270 1560 70 370 670 0.5783 970 0.6375 1270 0.3271 1570 80 380 680 0.7002 980 0.6381 1280 0.3273 1580 90 390 690 0.8474 990 0.6389 1290 0.3275 1590 100 400 700 1.0423 1000 0.6398 1300 0.3277 1600 110 410 710 1.7766 1010 0.6293 1310 0.3278 1610 120 420 720 4.5827 1020 0.5772 1320 0.3280 1620 130 430 730 11.7362 1030 0.5469 1330 0.3282 1630 140 440 740 17.8297 1040 0.5378 1340 0.3283 1640 150 450 750 11.1408 1050 0.5362 1350 0.3285 1650 160 460 760 5.8840 1060 0.5367 1360 0.3287 1660 170 470 0.0001 770 3.4604 1070 0.5373 1370 0.3288 1670 180 480 0.0008 780 2.5860 1080 0.5366 1380 0.3290 1680 190 490 0.0042 790 2.2135 1090 0.5018 1390 0.3292 1690 200 500 0.0104 800 1.9170 1100 0.4539 1400 0.3294 1700 210 510 0.0204 910 1.6824 1110 0.4372 1410 0.3295 1710 220 520 0.0336 820 1.5071 1120 0.4321 1420 0.3297 1720 230 530 0.0481 830 1.3692 1130 0.4321 1430 0.3298 1730 240 540 0.0624 840 1.2318 1140 0.4324 1440 0.3284 1740 250 550 0.0760 850 1.1305 1150 0.4328 1450 0.2323 1750 260 560 0.0905 860 1.0566 1160 0.4331 1460 0.0775 1760 270 570 0.1121 870 0.985: 1170 0.4334 1470 0.0198 1770 280 580 0.1314 880 0.9180 1180 0.4337 1480 0.0016 1780 290 590 0.1502 890 0.8521 1190 0.4341 1490 1790 300 600 0.1777 900 0.7832 1200 0.4331 1500 1800 962359 2/13/96 3 :0 :59 pm Golder and Associates page 7 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: B5 NAME: SCS METHODOLOGY TOTAL AREA 0 . 87 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 0 . 87 Acres 0 . 00 Acres TIME INTERVAL • 10 . 00 min CN 78 . 00 0 . 00 TC • T17 . 88 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns:0 .1500 p2yr: 2 . 00 s :0 . 0500 PEAK RATE: 2 .48 cfs VOL: 0 .19 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) lots) (min) (cfs) (min) (cfs) 10 310 610 0.0275 910 0.0986 1210 0.0512 1510 20 320 620 0.0305 920 0.0980 1220 0.0451 1520 30 330 630 0.0354 930 0.0981 1230 0.0436 1530 40 340 640 0.0427 940 0.0920 1240 0.0434 1540 50 350 650 0.0516 950 0.0862 1250 0.0434 1550 60 360 660 0.0651 960 0.0848 1260 0.0434 1560 70 370 670 0.0808 970 0.0847 1270 0.0435 1570 80 380 680 0.0969 980 0.0848 1280 0.0435 1580 90 390 690 0.1172 990 0.0849 1290 0.0435 1590 100 400 700 0.1456 1000 0.0850 1300 0.0435 1600 110 410 710 0.2682 1010 0.0831 1310 0.0435 1610 120 420 720 0.7005 1020 0.0749 1320 0.0436 1620 130 430 730 1.8510 1030 0.0718 1330 0.0436 1630 140 440 740 2.4839 1040 0.0712 1340 0.0436 1640 150 450 750 1.2355 1050 0.0712 1350 0.0436 1650 160 460 760 0.6127 1060 0.0713 1360 0.0437 1660 170 470 770 0.3872 1070 0.0714 1370 0.0437 1670 180 480 0.0001 780 0.3279 1080 0.0713 1380 0.0437 1680 190 490 0.0007 790 0.2825 1090 0.0651 1390 0.0437 1690 200 500 0.0016 800 0.2460 1100 0.0590 1400 0.0438 1700 210 510 0.0030 810 0.2160 1110 0.0575 1410 0.0438 1710 220 520 0.0050 820 0.1948 1120 0.0574 1420 0.0438 1720 230 530 0.0068 830 0.1777 1130 0.0574 1430 0.0438 1730 240 540 0.0088 840 0.1592 1140 0.0574 1440 0.0437 1740 250 550 0.0106 850 0.1471 1150 0.0575 1450 0.0273 1750 260 560 0.0125 860 0.1381 1160 0.0575 1460 0.0065 1760 270 570 0.0156 870 0.1287 1170 0.0576 1470 0.0009 1770 280 580 0.0181 88. 0.1196 1180 0.0576 1480 1780 290 590 0.0206 890 0.1112 1190 0.0577 1490 1790 300 600 0.0245 900 0.1017 1200 0.0576 1500 1800 962359 2/13/96 3 :1 : 0 pm Golder and Associates page 8 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: 86 NAME: SCS METHODOLOGY TOTAL AREA • T7. 64 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • P5 . 00 inches AREA. . : 7. 64 Acres 0 . 00 Acres TIME INTERVAL • 10 . 00 min CN : 78 . 00 0 . 00 TC 22 . 50 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns: 0 .1500 p2yr: 2 . 00 s :0 . 0500 TcReach - Shallow L: 250 . 00 ks :11. 00 s:0 . 0500 TcReach - Channel L: 80 . 00 kc:21. 00 s : 0 .2800 PEAK RATE: 20 .40 cfs VOL: 1. 69 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) --- 10 310 610 0.2332 910 0.8758 1210 0.4667 1510 20 320 620 0.2596 920 0.8641 1220 0.4107 1520 30 330 630 0.2983 930 0.8607 1230 0.3890 1530 40 340 640 0.3548 940 0.8242 1240 0.3819 1540 50 350 650 0.4302 950 0.7706 1250 0.3811 1550 60 360 660 0.5380 960 0.7502 1260 0.3814 1560 70 370 670 0.6662 970 0.7442 1270 0.3816 1570 80 380 680 0.8076 980 0.7442 1280 0.3818 1580 90 390 690 0.9787 990 0.7452 1290 0.3820 1590 100 400 700 1.2011 1000 0.7462 1300 0.3822 1600 110 410 710 2.0366 1010 0.7346 1310 0.3824 1610 120 420 720 5.1241 1020 0.6772 1320 0.3826 1620 130 430 730 13.1364 1030 0.6400 1330 0.3828 1630 140 440 740 20.4007 1040 0.6282 1340 0.3830 1640 150 450 750 13.4491 1050 0.6254 1350 0.3832 1650 160 460 760 7.1907 1060 0.6260 1360 0.3834 1660 170 470 0.0001 770 4.2624 1070 0.6266 1370 0.3836 1670 180 480 0.0008 780 3.0522 1080 0.6262 1380 0.3838 1680 190 490 0.0046 790 2.6108 1090 0.5881 1390 0.3840 1690 200 500 0.0116 800 2.2566 1100 0.5324 1400 0.3841 1700 210 510 0.0231 810 1.9789 1110 0.5113 1410 0.3843 1710 220 520 0.0382 820 1.7716 1120 0.5045 1420 0.3845 1720 230 530 0.0551 830 1.6065 1130 0.5040 1430 0.3847 1730 240 540 0.0718 840 1.4462 1140 0.5044 1440 0.3820 1740 250 550 0.0876 850 1.3262 1150 0.5048 1450 0.2654 1750 260 560 0.\046 860 1.2382 1160 0.5051 1460 0.0923 1760 270 570 0.1292 870 1.1546 1170 0.5055 1470 0.0252 1770 280 580 0.1518 880 1.0758 1180 0.5059 1480 0.0030 1780 290 590 0.1737 890 0.9984 1190 0.5063 1490 1790 300 600 0.2054 900 0.9182 1200 0.5052 1500 1800 962359 2/13/96 3 :1 :1 pm Golder and Associates page 9 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: B7 NAME: SCS METHODOLOGY TOTAL AREA 6 . 73 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 6 . 73 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN .• 78 . 00 0 . 00 TC 14 . 98 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 150 . 00 ns:0 . 1500 p2yr: 2 . 00 s : 0 .0280 PEAK RATE: 19 .22 cfs VOL: 1.49 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.2180 910 0.7594 1210 0.3832 1510 20 320 620 0.2405 920 0.7587 1220 0.3424 1520 30 330 630 0.2796 930 0.7588 1230 0.3355 1530 40 340 640 0.3444 940 0.6993 1240 0.3357 1540 50 350 650 0.4132 950 0.6603 1250 0.3358 1550 60 360 660 0.5211 960 0.6543 1260 0.3360 1560 70 370 670 0.6538 970 0.6552 1270 0.3362 1570 80 380 680 0.7725 980 0.6560 1280 0.3364 1580 90 390 690 0.9336 990 0.6569 1290 0.3366 1590 100 400 700 1.1795 1000 0.6578 1300 0.3367 1600 110 410 710 2.3761 1010 0.6370 1310 0.3369 1610 120 420 720 5.9666 1020 0.5686 1320 0.3371 1620 130 430 730 16.5983 1030 0.5519 1330 0.3373 1630 140 440 740 19.2208 1040 0.5506 1340 0.3374 1640 150 450 750 7.8754 1050 0.5512 1350 0.3376 1650 160 460 760 3.8627 1060 0.5518 1360 0.3378 1660 170 470 0.0002 770 2.8730 1070 0.5523 1370 0.3380 1670 180 480 0.0010 780 2.4644 1080 0.5517 1380 0.3381 1680 190 490 0.0067 790 2.1089 1090 0.4904 1390 0.3383 1690 200 500 0.0137 800 1.8577 1100 0.4501 1400 0.3385 1700 210 510 0.0254 810 1.6328 1110 0.4434 1410 0.3386 1710 220 520 0.0419 820 1.4718 1120 0.4438 1420 0.3388 1720 230 530 0.0553 830 1.3518 1130 0.4441 1430 0.3390 1730 240 540 0.0702 840 1.2077 1140 0.4445 1440 0.3390 1740 250 550 0.0848 850 1.1181 1150 0.4448 1450 0.1812 1750 260 560 0.0998 860 1.0568 1160 0.4451 1460 0.0294 1760 270 570 0.1247 870 0.9839 1170 0.4455 1470 1770 280 580 0.1441 880 0.9092 1180 0.4458 1480 1780 290 590 0.1630 890 0.8483 1190 0.4461 1490 1790 300 600 0.1947 900 0.7751 1200 0.4454 1500 1800 962359 2/13/96 3 :1 :2 pm Golder and Associates page 10 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: Cl NAME: SCS METHODOLOGY TOTAL AREA 2 . 22 Acres ' BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 .00 inches AREA. . : 2 .22 Acres 0 .00 Acres TIME INTERVAL 10 . 00 min CN 78 . 00 0 . 00 TC • 21 .84 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns :0 .1500 p2yr: 2 . 00 s:0 . 0500 TcReach - Shallow L: 170 . 00 ks: 11. 00 s:0 . 0500 PEAK RATE: 5. 99 cfs VOL: 0 .49 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfa) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0681 910 0.2540 1210 0.1351 1510 20 320 620 0.0758 920 0.2509 1220 0.1188 1520 30 330 630 0.0872 930 0.2502 1230 0.1127 1530 40 340 640 0.1039 940 0.2390 1240 0.1108 1540 50 350 650 0.1259 950 0.2232 1250 0.1108 1550 60 360 660 0.1576 960 0.2177 1260 0.1108 1560 70 370 670 0.1953 970 0.2161 1270 0.1109 1570 80 380 680 0.2365 980 0.2163 1280 0.1109 1580 90 390 690 0.2863 990 0.2166 1290 0.1110 1590 100 400 700 0.3520 1000 0.2168 1300 0.1111 1600 110 410 710 0.5968 1010 0.2133 1310 0.1111 1610 120 420 720 1.5424 1020 0.1960 1320 0.1112 1620 130 430 730 3.9306 1030 0.1855 1330 0.1112 1630 140 440 740 5.9897 1040 0.1824 1340 0.1113 1640 150 450 750 3.8176 1050 0.1817 1350 0.1113 1650 160 460 760 2.0199 1060 0.1819 1360 0.1114 1660 170 470 770 1.1943 1070 0.1821 1370 0.1115 1670 180 480 0.0003 780 0.8796 1080 0.1819 1380 0.1115 1680 190 490 0.0014 790 0.7526 1090 0.1703 1390 0.1116 1690 200 500 0.0035 800 0.6517 1100 0.1542 1400 0.1116 1700 210 510 0.0068 810 0.5714 1110 0.1483 1410 0.1117 1710 220 520 0.0113 820 0.5119 1120 0.1465 1420 0.1117 1720 230 530 0.0162 830 0.4649 1130 0.1464 1430 0.1118 1730 240 540 0.0211 840 0.4183 1140 0.1466 1440 0.1115 1740 250 550 0.0257 850 0.3838 1150 0.1467 1450 0.0831 1750 260 560 0.0306 860 0.3586 1160 0.1468 1460 0.0296 1760 270 570 0.0379 870 0.3346 1170 0.1469 1470 0.0078 1770 280 580 0.0444 880 0.3116 1180 0.1470 1480 0.0009 1780 290 590 0.0508 890 0.2892 1190 0.1471 1490 1790 300 600 0.0601 900 0.2658 1200 0.1468 1500 1800 962359 2/13/96 3 :1:2 pm Golder and Associates page 11 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: C2 NAME: SCS METHODOLOGY TOTAL AREA 8 . 52 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION : 5 . 00 inches AREA. . : 8 .52 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 78 . 00 0 . 00 TC 23 .20 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0500 TcReach - Shallow L: 370 . 00 ks: 11. 00 s: 0 .0500 PEAK RATE: 22 .48 cfs VOL: 1 . 89 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (mint (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.2586 910 0.9'89 1210 0.5226 1510 20 320 620 0.2880 920 0.9644 1220 0.4605 1520 30 330 630 0.3311 930 0.9601 1230 0.4350 1530 40 340 640 0.3928 940 0.9213 1240 0.4265 1540 50 350 650 0.4754 950 0.8617 1250 0.4250 1550 60 360 660 0.5948 960 0.8377 1260 0.4253 1560 70 370 670 0.7363 970 0.8304 1270 0.4255 1570 BO 380 680 0.8934 980 0.8299 1280 0.4257 1580 90 390 690 1.0832 990 0.8310 1290 0.4260 1590 100 400 700 1.3278 1000 0.8321 1300 0.4262 1600 110 410 710 2.1943 1010 0.8196 1310 0.4264 1610 120 420 720 5.6384 1020 0.7580 1320 0.4266 1620 130 430 730 14.2526 1030 0.7153 1330 0.4269 1630 140 440 740 22.4781 1040 0.7014 1340 0.4271 1640 150 450 750 15.2946 1050 0.6974 1350 0.4273 1650 160 460 760 8.2632 1060 0.6981 1360 0.4275 1660 170 470 0.0001 770 4.9313 1070 0.6988 1370 0.4277 1670 180 480 0.0009 780 3.4347 1080 0.6979 1380 0.4280 1680 190 490 0.0050 790 2.9373 1090 0.6579 1390 0.4282 1690 200 500 0.0127 800 2.5335 1100 0.5967 1400 0.4284 1700 210 510 0.0251 810 2.2205 1110 0.5715 1410 0.4286 1710 220 520 0.0418 820 1.9867 1120 0.5632 1420 0.4288 1720 230 530 0.0606 830 1.8002 1130 0.5620 1430 0.4290 1730 240 540 0.0792 840 1.6206 1140 0.5624 1440 0.4264 1740 250 550 0.0968 850 1.4854 1150 0.5629 1450 0.3088 1750 260 560 0.1158 860 1.3848 1160 0.5633 1460 0.1154 1760 270 570 0.1429 870 1.2918 1170 0.5637 1470 0.0332 1770 280 580 0.1681 880 1.2041 1180 0.5642 1480 0.0054 1780 290 590 0.1927 890 1.1171 1190 0.5646 1490 1790 300 600 0.2275 900 1.0279 1200 0.5634 1500 1800 962359 2/13/96 3 :1 :3 pm Golder and Associates page 12 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: C3 NAME: SCS METHODOLOGY TOTAL AREA 4 .23 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 4 . 23 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN : 78 . 00 0 . 00 TC : 4 . 85 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 120 . 00 ns:0 .1500 p2yr: 2 . 00 s :0 .3000 PEAK RATE: 15 .25 cfs VOL: 0 .89 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.1452 910 0.4767 1210 0.2107 1510 20 320 620 0.1756 920 0.4777 1220 0.2109 1520 • 30 330 630 0.1819 930 0.4773 1230 0.2109 1530 40 340 640 0.2441 940 0.4105 1240 0,2111 1540 50 350 650 0.3276 950 0.4112 1250 0.2112 1550 60 360 660 0.3449 960 0.4114 1260 0.2112 1560 70 370 670 0.4648 970 0.4122 1270 0.2114 1570 80 380 680 0.5861 980 0.4129 1280 0.2115 1580 90 390 690 0.6121 990 0.4130 1290 0.2116 1590 100 400 700 0.8455 1000 0.4138 1300 0.2117 1600 110 410 710 3.6665 1010 0.3564 1310 0.2119 1610 120 420 720 4.3325 1020 0.3454 1320 0.2119 1620 130 430 730 15.2468 1030 0.3460 1330 0.2121 1630 140 440 740 4.7856 1040 0.3464 1340 0.2122 1640 150 450 750 2.7685 1050 0.3465 1350 0.2122 1650 160 460 760 1.8027 1060 0.3470 1360 0.2124 1660 170 470 0.0006 770 1.5480 1070 0.3475 1370 0.2125 1670 180 480 0.0008 780 1.4967 1080 0.3470 1380 0.2126 1680 190 490 0.0069 790 1.1848 1090 0.2784 1390 0.2127 1690 200 500 0.0159 800 1.0249 1100 0.2787 1400 0.2129 1700 210 510 0.0178 810 0.9930 1110 0.2788 1410 0.2129 1710 220 520 0.0332 820 0.8669 1120 0.2791 1420 0.2130 1720 230 530 0.0442 830 0.7580 1130 0.2794 1430 0.2132 1730 240 540 0.0464 840 0.7364 1140 0.2794 1440 0.2122 1740 250 550 0.0589 850 0.6729 1150 0.2797 1450 1750 260 560 0.0785 860 0.6183 1160 0.2800 1460 1760 270 570 0.0824 870 0.6070 1170 0.2800 1470 1770 280 580 0.0976 880 0.5420 1180 0.2804 1480 1780 290 590 0.1226 890 0.4862 1190 0.2806 1490 1790 300 600 0.1275 900 0.4755 1200 0.2800 1500 1800 962359 2/13/96 3 : 1 :5 pm Golder and Associates page 13 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: D1 NAME: SCS METHODOLOGY TOTAL AREA • 5.73 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 5 .73 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 78 . 00 0 . 00 TC 4 .31 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 .1500 p2yr: 2 .00 s : 0 .2800 PEAK RATE: 20 . 65 cfs VOL: 1 .20 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfa) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.1967 910 0.6457 1210 0.2854 1510 20 320 620 0.2402 920 0.6472 1220 0.2856 1520 30 330 630 0.2465 930 0.6463 1230 0.2857 1530 40 340 640 0.3306 940 0.5561 1240 0.2859 1540 50 350 650 0.4504 950 0.5571 1250 0.2861 1550 60 360 660 0.4672 960 0.5572 1260 0.2861 1560 70 370 670 0.6297 970 0.5583 1270 0.2864 1570 80 380 680 0.8037 980 0.5593 1280 0.2866 1580 90 390 690 0.8282 990 0.5595 1290 0.2866 1590 100 400 700 1.1454 1000 0.5605 1300 0.2868 1600 110 410 710 5.1954 1010 0.4782 1310 0.2870 1610 120 420 720 5.8782 1020 0.4679 1320 0.2870 1620 130 430 730 20.6535 1030 0.4687 1330 0.2873 1630 140 440 740 5.6345 1040 0.4693 1340 0.2875 1640 150 450 750 3.7507 1050 0.4694 1350 0.2875 1650 160 460 760 2.4419 1060 0.4701 1360 0.2877 1660 170 470 0.0008 770 2.0769 1070 0.4707 1370 0.2879 1670 180 480 0.0010 780 2.0264 1080 0.4698 1380 0.2879 1680 190 490 0.0093 790 1.6049 1090 0.3772 1390 0.2881 1690 200 500 0.0223 800 1.3756 1100 0.3776 1400 0.2883 1700 210 510 0.0242 810 1.3453 1110 0.3776 1410 0.2884 1710 220 520 0.0450 820 1.1744 1120 0.3780 1420 0.2886 1720 230 530 0.0607 830 1.0180 1130 0.3784 1430 0.2888 1730 240 540 0.0629 840 0.9976 1140 0.3785 1440 0.2888 1740 250 550 0.0798 850 0.9115 1150 0.3789 1450 1750 260 560 0.1079 860 0.8331 1160 0.3793 1460 1760 270 570 0.1117 870 0.8223 1170 0.3794 1470 1770 280 580 0.1322 880 0.7341 1180 0.3798 1480 1780 290 590 0.1680 890 0.6541 1190 0.3802 1490 1790 300 600 0.1728 900 0.6442 1200 0.3791 1500 1800 962359 2/13/96 3 :1 :7 pm Golder and Associates page 14 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: D2 NAME: SCS METHODOLOGY TOTAL AREA 3 .47 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 3 .47 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 5 . 52 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 120 . 00 ns:0 . 1700 p2yr: 2 . 00 s : 0 .2800 PEAK RATE: 12 .46 cfs VOL: 0 .74 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.1190 910 0.3910 1210 0.1731 1510 20 320 620 0.1421 920 0.3918 1220 0.1730 1520 30 330 630 0.1493 930 0.3914 1230 0.1730 1530 40 340 640 0.2000 940 0.3371 1240 0.1731 1540 50 350 650 0.2632 950 0.3373 1250 0.1732 1550 60 360 660 0.2829 960 0.3375 1260 0.1733 1560 70 370 670 0.3808 970 0.3381 1270 0.1734 1570 80 380 680 0.4731 980 0.3386 1280 0.1735 1580 90 390 690 0.5015 990 0.3388 1290 0.1736 1590 100 400 700 0.6926 1000 0.3394 1300 0.1737 1600 110 410 710 2.8258 1010 0.2961 1310 0.1738 1610 120 420 720 3.5592 1020 0.2834 1320 0.1738 1620 130 430 730 12.4594 1030 0.2838 1330 0.1740 1630 140 440 740 4.6069 1040 0.2842 1340 0.1741 1640 150 450 750 2.2705 1050 0.2843 1350 0.1741 1650 160 460 760 1.4828 1060 0.2847 1360 0.1742 1660 170 470 0.0004 770 1.2860 1070 0.2850 1370 0.1743 1670 180 480 0.0006 780 1.2274 1080 0.2845 1380 0.1744 1680 190 490 0.0056 790 0.9733 1090 0.2287 1390 0.1745 1690 200 500 0.0125 800 0.8514 1100 0.2286 1400 0.1746 1700 210 510 0.0146 810 0.8146 1110 0.2287 1410 0.1746 1710 220 520 0.0272 820 0.7117 1120 0.2289 1420 0.1748 1720 230 530 0.0356 830 0.6287 1130 0.2291 1430 0.1749 1730 240 540 0.0381 840 0.6043 1140 0.2292 1440 0.1737 1740 250 550 0.0483 850 0.5522 1150 0.2295 1450 0.0010 1750 260 560 0.0631 860 0.5107 1160 0.2297 1460 1760 270 570 0.0676 870 0.4980 1170 0.2297 1470 1770 280 580 0.0800 880 0.4449 1180 0.2300 1480 1780 290 590 0.0989 890 0.4025 1190 0.2302 1490 1790 300 600 0.1046 900 0.3901 1200 0.2296 1500 1800 962359 2/13/96 3 :1 : 9 pm Golder and Associates page 15 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: D3 NAME: SCS METHODOLOGY TOTAL AREA 1.78 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE : TYPE2 PERV IMP PRECIPITATION 5 .00 inches AREA. . : 1 . 78 Acres 0 .00 Acres TIME INTERVAL • 10 . 00 min CN 78 .00 0 .00 TC • 4 . 99 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 120 . 00 ns : 0 .1500 p2yr: 2 . 00 s : 0 . 2800 PEAK RATE: 6 .42 cfs VOL: 0 .38 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0611 910 0.2006 1210 0.0887 1510 20 320 620 0.0736 920 0.2010 1220 0.0887 1520 30 330 630 0.0766 930 0.2008 1230 0.0887 1530 40 340 640 0.1027 940 0.1727 1240 0.0888 1540 50 350 650 0.1372 950 0.1730 1250 0.0889 1550 60 360 660 0.1451 960 0.1731 1260 0.0889 1560 70 370 670 0.1956 970 0.1734 1270 0.0890 1570 80 380 680 0.2458 980 0.1737 1280 0.0890 1580 90 390 690 0.2574 990 0.1738 1290 0.0890 1590 100 400 700 0.3558 1000 0.1741 1300 0.0891 1600 110 410 710 1.5263 1010 0.1503 1310 0.0892 1610 120 420 720 1.8131 1020 0.1454 1320 0.0892 1620 130 430 730 6.4159 1030 0.1456 1330 0.0892 1630 140 440 740 2.0699 1040 0.1458 1340 0.0893 1640 150 450 750 1.1653 1050 0.1458 1350 0.0893 1650 160 460 760 0.7586 1060 0.1460 1360 0.0894 1660 170 470 0.0002 770 0.6531 1070 0.1462 1370 0.0894 1670 180 480 0.0003 780 0.6297 1080 0.1459 1380 0.0894 1680 190 490 0.0029 790 0.4986 1090 0.1172 1390 0.0895 1690 200 500 0.0066 800 0.4324 1100 0.1173 1400 0.0896 1700 210 510 0.0075 810 0.4179 1110 0.1173 1410 0.0896 1710 220 520 0.0140 820 0.3648 1120 0.1174 1420 0.0896 1720 230 530 0.0185 830 0.3197 1130 0.1176 1430 0.0897 1730 240 540 0.0195 840 0.3099 1140 0.1176 1440 0.0891 1740 250 550 0.0248 850 0.2832 1150 0.1177 1450 1750 260 560 0.0329 860 0.2605 1160 0.1178 1460 1760 270 570 0.0347 870 0.2554 1170 0.1178 1470 1770 280 580 0.0411 880 0.2281 1180 0.1180 1480 1780 290 590 0.0514 890 0.2050 1190 0.1181 1490 1790 300 600 0.0537 900 0.2001 1200 0.1178 1500 1800 962359 2/13/96 3 :1:11 pm Golder and Associates page 16 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: D4 NAME: SCS METHODOLOGY TOTAL AREA 1.23 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 1 .23 Acres 0 . 00 Acres TIME INTERVAL 10 .00 min CN 70 . 00 0 . 00 TC • T18 . 55 min 0 .00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 150 .00 ns:0 .1300 p2yr: 2 . 00 s : 0 . 0333 TcReach - Shallow L: 600 .00 ks :13 .00 s:0 . 0160 PEAK RATE: 2 .59 cfs VOL: 0 .20 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIPS DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0011 910 0.1183 1210 0.0631 1510 20 320 620 0.0030 920 0.1176 1220 0.0555 1520 30 330 630 0.0065 930 0.1177 1230 0.0535 1530 40 340 640 0.0114 940 0.1110 1240 0.0532 1540 50 350 650 0.0175 950 0.1039 1250 0.0532 1550 60 360 660 0.0269 960 0.1022 1260 0.0533 1560 70 370 670 0.0390 970 0.1020 1270 0.0533 1570 80 380 680 0.0526 980 0.1023 1280 0.0533 1580 90 390 690 0.0709 990 0.1025 1290 0.0534 1590 100 400 700 0.0965 1000 0.1027 1300 0.0534 1600 110 410 710 0.2016 1010 0.1005 1310 0.0535 1610 120 420 720 0.5837 1020 0.0910 1320 0.0535 1620 130 430 730 1.8011 1030 0.0872 1330 0.0536 1630 140 440 740 2.5906 1040 0.0863 1340 0.0536 1640 150 450 750 1.3886 1050 0.0864 1350 0.0537 1650 160 460 760 0.7211 1060 0.0865 1360 0.0537 1660 170 470 770 0.4541 1070 0.0867 1370 0.0538 1670 180 480 780 0.3843 1080 0.0867 1380 0.0538 1680 190 490 790 0.3324 1090 0.0795 1390 0.0539 1690 200 500 800 0.2902 1100 0.0721 1400 0.0539 1700 210 510 810 0.2557 1110 0.0702 1410 0.0540 1710 220 520 820 0.2310 1120 0.0699 1420 0.0540 1720 230 530 830 0.2110 1130 0.0700 1430 0.0540 1730 240 540 840 0.1896 1140 0.0701 1440 0.0540 1740 250 550 850 0.1753 1150 0.0701 1450 0.0353 1750 260 560 860 0.1647 1160 0.0702 1460 0.0091 1760 270 570 870 0.1539 1170 0.0703 1470 0.0016 1770 280 580 880 0.1433 1180 0.0704 1480 1780 290 590 890 0.1333 1190 0.0705 1490 1790 300 600 900 0.1222 1200 0.0704 1500 1800 962359 2/13/96 3 :1 :12 pm Golder and Associates page 17 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: D5 NAME: SCS METHODOLOGY TOTAL AREA 2 .07 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • P5 . 00 inches AREA. . : 2 . 07 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 70 . 00 0 .00 TC 22 .74 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns : 0 . 1300 p2yr: 2 . 00 s : 0 . 0400 TcReach - Shallow L: 400 . 00 ks: 13 . 00 s:0 . 0400 PEAK RATE: 4 .03 cfs VOL: 0 .34 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0014 910 0.2011 1210 0.1096 1510 20 320 620 0.0042 920 0.1986 1220 0.0965 1520 30 330 630 0.0094 930 0.1981 1230 0.0913 1530 40 340 640 0.0168 940 0.1899 1240 0.0897 1540 50 350 650 0.0267 950 0.1777 1250 0.0895 1550 60 360 660 0.0411 960 0.1731 1260 0.0896 1560 70 370 670 0.0599 970 0.1719 1270 0.0897 1570 80 380 680 0.0823 980 0.1720 1280 0.0898 1580 90 390 690 0.1114 990 0.1724 1290 0.0898 1590 100 400 700 0.1502 1000 0.1727 1300 0.0899 1600 110 410 710 0.2895 1010 0.1703 1310 0.0900 1610 120 420 720 0.8371 1020 0.1572 1320 0.0901 1620 130 430 730 2.4582 1030 0.1486 1330 0.0902 1630 140 440 740 4.0296 1040 0.1459 1340 0.0902 1640 150 450 750 2.7630 1050 0.1453 1350 0.0903 1650 160 460 760 1.5331 1060 0.1456 1360 0.0904 1660 170 470 770 0.9385 1070 0.1458 1370 0.0905 1670 180 480 780 0.6805 1080 0.1458 1380 0.0906 1680 190 490 790 0.5853 1090 0.1372 1390 0.0906 1690 200 500 800 0.5074 1100 0.1243 1400 0.0907 1700 210 510 810 0.4466 1110 0.1193 1410 0.0908 1710 220 520 820 0.4009 1120 0.1178 1420 0.0909 1720 230 530 830 0.3646 1130 0.1177 1430 0.0909 1730 240 540 840 0.3289 1140 0.1178 1440 0.0908 1740 • 250 550 850 0.3021 1150 0.1180 1450 0.0695 1750 260 560 860 0.2825 1160 0.1181 1460 0.0266 1760 270 570 870 0.2639 1170 0.1183 1470 0.0076 1770 280 580 880 0.2463 1180 0.1185 1480 0.0013 1780 290 590 890 0.2289 1190 0.1186 1490 1790 300 600 900 0.2108 1200 0.1184 1500 1800 962359 2/13/96 3 :1:12 pm Golder and Associates page 18 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: D6 NAME: SCS METHODOLOGY TOTAL AREA 0 .30 Acres BASEFLOWS : 0 .00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 0 .30 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 70 . 00 0 . 00 TC 12 .40 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 200 . 00 ns: 0 .1300 p2yr: 2 . 00 s : 0 . 0600 PEAK RATE: 0 . 62 cfs VOL: 0 . 05 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0004 910 0.0286 1210 0.0142 1510 20 320 620 0.0010 920 0.0287 1220 0.0130 1520 30 330 630 0.0019 930 0.0288 1230 0.0130 1530 40 340 640 0.0034 940 0.0260 1240 0.0130 1540 50 350 650 0.0050 950 0.0249 1250 0.0130 1550 60 360 660 0.0073 960 0.0249 1260 0.0130 1560 70 370 670 0.0111 970 0.0249 1270 0.0130 1570 80 380 680 0.0143 980 0.0250 1280 0.0130 1580 90 390 690 0.0188 990 0.0250 1290 0.0130 1590 100 400 700 0.0269 1000 0.0251 1300 0.0130 1600 110 410 710 0.0709 1010 0.0240 1310 0.0131 1610 120 420 720 0.1739 1020 0.0214 1320 0.0131 1620 130 430 730 0.6188 1030 0.0210 1330 0.0131 1630 140 440 740 0.6179 1040 0.0210 1340 0.0131 1640 150 450 750 0.2206 - 1050 0.0211 1350 0.0131 1650 160 460 760 0.1209 1060 0.0211 1360 0.0131 1660 170 470 770 0.1012 1070 0.0212 1370 0.0131 1670 180 480 780 0.0892 1080 0.0212 1380 0.0131 1680 190 490 790 0.0751 1090 0.0182 1390 0.0131 1690 200 500 800 0.0672 1100 0.0171 1400 0.0132 1700 210 510 810 0.0598 1110 0.0170 1410 0.0132 1710 220 520 820 0.0537 1120 0.0171 1420 0.0132 1720 230 530 830 0.0496 1130 0.0171 1430 0.0132 1730 240 540 840 0.0446 1140 0.0171 1440 0.0132 1740 250 550 850 0.0413 1150 0.0171 1450 0.0049 1750 260 560 860 0.0392 1160 0.0171 1460 0.0004 1760 270 570 870 0.0367 1170 0.0172 1470 1770 280 580 880 0.0337 1180 0.0172 1480 1780 290 590 890 0.0315 1190 0.0172 1490 1790 300 600 900 0.0289 1200 0.0172 1500 1800 962359 2/13/96 3 :1:13 pm Golder and Associates page 19 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: DA NAME: SCS METHODOLOGY TOTAL AREA 1 . 06 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • P5 . 00 inches AREA. . : 1 . 06 Acres 0 . 00 Acres TIME INTERVAL • T10 . 00 min CN 78 . 00 0 . 00 TC • T4 . 31 min 0 .00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s :0 . 2800 PEAK RATE: 3 .82 cfs VOL: 0 . 22 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0364 910 0.1195 1210 0.0528 1510 20 320 620 0.0444 920 0.1197 1220 0.0528 1520 30 330 630 0.0456 930 0.1196 1230 0.0528 1530 40 340 640 0.0612 940 0.1029 1240 0.0529 1540 50 350 650 0.0833 950 0.1031 1250 0.0529 1550 60 360 660 0.0864 960 0.1031 1260 0.0529 1560 70 370 670 0.1165 970 0.1033 1270 0.0530 1570 80 380 680 0.1487 980 0.1035 1280 0.0530 1580 90 390 690 0.1532 990 0.1035 1290 0.0530 1590 100 400 700 0.2119 1000 0.1037 1300 0.0531 1600 110 410 710 0.9611 1010 0.0885 1310 0.0531 1610 120 420 720 1.0874 1020 0.0866 1320 0.0531 1620 130 430 730 3.8207 1030 0.0867 1330 0.0531 1630 140 440 740 1.0423 1040 0.0868 1340 0.0532 1640 150 450 750 0.6939 1050 0.0868 1350 0.0532 1650 160 460 760 0.4517 1060 0.0870 1360 0.0532 1660 170 470 0.0002 770 0.3842 1070 0.0871 1370 0.0533 1670 180 480 0.0002 780 0.3749 1080 0.0869 1380 0.0533 1680 190 490 0.0017 790 0.2969 1090 0.0698 1390 0.0533 1690 200 500 0.0041 800 0.2545 1100 0.0698 1400 0.0533 1700 210 510 0.0045 810 0.2489 1110 0.0699 1410 0.0533 1710 220 520 0.0083 820 0.2172 1120 0.0699 1420 0.0534 1720 230 530 0.0112 830 0.1883 1130 0.0700 1430 0.0534 1730 240 540 0.0116 840 0.1845 1140 0.0700 1440 0.0534 1740 250 550 0.0148 850 0.1686 1150 0.0701 1450 1750 260 560 0.0200 860 0.1541 1160 0.0702 1460 1760 270 570 0.0207 870 0.1521 1170 0.0702 1470 1770 280 580 0.0245 880 0.1358 1180 0.0.03 1480 1780 290 590 0.0311 890 0.1210 1190 0.0703 1490 1790 300 600 0.0320 900 0.1192 1200 0.0701 1500 1800 962359 2/13/96 3 : 1 :15 pm Golder and Associates page 20 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: DB NAME: SCS METHODOLOGY TOTAL AREA • T0 .44 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • P . 5 . 00 inches AREA. . : 0 .44 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 78 . 00 0 . 00 TC • T3 .55 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 85 . 00 ns : 0 . 1500 p2yr: 2 . 00 s:0 .3300 PEAK RATE: 1 .59 cfs VOL: 0 . 09 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0151 910 0.0496 1210 0.0219 1510 20 320 620 0.0187 920 0.0497 1220 0.0219 1520 30 330 630 0.0189 930 0.0496 1230 0.0219 1530 40 340 640 0.0254 940 0.0427 1240 0.0220 1540 50 350 650 0.0352 950 0.0428 1250 0.0220 1550 60 360 660 0.0359 960 0.0428 160 0.0220 1560 70 370 670 0.0484 970 0.0429 1270 0.0220 1570 80 380 680 0.0626 980 0.0430 1280 0.0220 1580 90 390 690 0.0636 990 0.0430 1290 0.0220 1590 100 400 700 0.0880 1000 0.0430 1300 0.0220 1600 110 410 710 0.4204 1010 0.0363 1310 0.0220 1610 120 420 720 0.4514 1020 0.0359 1320 0.0220 1620 130 430 730 1.5860 1030 0.0360 1330 0.0221 1630 140 440 740 0.3533 1040 0.0360 1340 0.0221 1640 150 450 750 0.2880 1050 0.0360 1350 0.0221 1650 160 460 760 0.1875 1060 0.0361 1360 0.0221 1660 170 470 770 0.1576 1070 0.0362 1370 0.0221 1670 180 480 780 0.1556 1080 0.0361 1380 0.0221 1680 190 490 0.0007 790 0.1232 1090 0.0290 1390 0.0221 1690 200 500 0.0018 800 0.1044 1100 0.0290 1400 0.0221 1700 210 510 0.0019 810 0.1033 1110 0.0290 1410 0.0221 1710 220 520 0.0035 820 0.0902 1120 0.0290 1420 0.0222 1720 230 530 0.0047 830 0.0774 1130 0.0291 1430 0.0222 1730 240 540 0.0048 840 0.0766 1140 0.0291 1440 0.0220 1740 250 550 0.0061 850 0.0700 1150 0.0291 1450 1750 260 560 0.0084 860 0.0636 1160 0.0291 1460 1760 270 570 0.0086 870 0.0631 1170 0.0291 1470 1770 280 580 0.0101 880 0.0564 '.180 0.0292 1480 1780 290 590 0.0131 890 0.0498 1190 0.0292 1490 1790 300 600 0.0133 900 0.0495 1200 0.0291 1500 1800 962359 2/13/96 3 :1 :18 pm Golder and Associates page 21 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: DC NAME: SCS METHODOLOGY TOTAL AREA 1 .43 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 1.43 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 78 . 00 0 . 00 TC 2 . 86 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 65 . 00 ns: 0.1500 p2yr: 2 . 00 s : 0 .3300 PEAK RATE: 5 . 15 cfs VOL: 0 .30 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0491 910 0.1612 1210 0.0712 1510 20 320 620 0.0612 920 0.1615 1220 0.0713 1520 30 330 630 0.0615 930 0.1613 1230 0.0713 1530 40 340 640 0.0825 940 0.1388 1240 0.0713 1540 50 350 650 0.1158 950 0.1391 1250 0.0714 1550 60 360 660 0.1165 960 0.1391 1260 0.0714 1560 70 370 670 0.1571 970 0.1393 1270 0.0715 1570 80 380 680 0.2055 980 0.1396 1280 0.0715 1580 90 390 690 0.2069 990 0.1396 1290 0.0715 1590 100 400 700 0.2858 1000 0.1399 1300 0.0716 1600 110 410 710 1.4118 1010 0.1170 1310 0.0716 1610 120 420 720 1.4670 1020 0.1168 1320 0.0716 1620 130 430 730 5.1544 1030 0.1170 1330 0.0717 1630 140 440 740 0.9798 1040 0.1171 1340 0.0717 1640 150 450 750 0.9352 1050 0.1171 1350 0.0717 1650 160 460 760 0.6094 1060 0.1173 1360 0.0718 1660 170 470 0.0002 770 0.5080 1070 0.1175 1370 0.0719 1670 180 480 0.0003 780 0.5058 1080 0.1172 1380 0.0719 1680 190 490 0.0023 790 0.4005 1090 0.0941 1390 0.0719 1690 200 500 0.0059 800 0.3368 1100 0.0942 1400 0.0720 1700 210 510 0.0060 810 0.3358 1110 0.0942 1410 0.0720 1710 220 520 0.0112 820 0.2931 1120 0.0943 1420 0.0720 1720 230 530 0.0156 830 0.2496 1130 0.0945 1430 0.0721 1730 240 540 0.0157 840 0.2490 1140 0.0945 1440 0.0721 1740 250 550 0.0199 850 0.2275 1150 0.0946 1450 1750 260 560 0.0277 860 0.2057 1160 0.0947 1460 1760 270 570 0.0279 870 0.2052 1170 0.0947 1470 1770 280 580 0.0330 880 0.1832 1180 0.0948 1480 1780 290 590 0.0430 890 0.1610 1190 0.0949 1490 1790 300 600 0.0431 900 0.1608 1200 0.0946 1500 1800 962359 2/13/96 3 :1 :21 pm Golder and Associates page 22 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: DD NAME: SCS METHODOLOGY TOTAL AREA : 6 .39 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 6 .39 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 78 . 00 0 . 00 TC 4 .36 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 110 . 00 ns:0 .1500 p2yr: 2 . 00 s: 0.3300 PEAK RATE: 23 .03 cfs VOL: 1 .34 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TINE DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.2193 910 0.7201 1210 0.3183 1510 20 320 620 0.2677 920 0.7217 1220 0.3185 1520 30 330 630 0.2750 930 0.7209 1230 0.3186 1530 40 340 640 0.3687 940 0.6201 1240 0.3188 1540 50 350 650 0.5017 950 0.6213 1250 0.3191 1550 60 360 660 0.5210 960 0.6214 1260 0.3191 1560 70 370 670 0.7022 970 0.6227 1270 0.3193 1570 80 380 680 0.8954 980 0.6237 1280 0.3196 1580 90 390 690 0.9241 990 0.6239 1290 0.3196 1590 100 400 700 1.2773 1000 0.6251 1300 0.3198 1600 110 410 710 5.7754 1010 0.5337 1310 0.3201 1610 120 420 720 6.4971 1020 0.5218 1320 0.3201 1620 130 430 730 23.0324 1030 0.5226 1330 0.3204 1630 140 440 740 6.3595 1040 0.5234 1340 0.3206 1640 150 450 750 4.1815 1050 0.5235 1350 0.3206 1650 160 460 760 2.7232 1060 0.5243 1360 0.3208 1660 170 470 0.0009 770 2.3181 1070 0.5250 1370 0.3211 1670 180 480 0.0012 780 2.2600 1080 0.5242 1380 0.3211 1680 190 490 0.0104 790 1.7898 1090 0.4206 1390 0.3213 1690 200 500 0.0248 800 1.5353 1100 0.4210 1400 0.3216 1700 210 510 0.0269 810 1.5000 1110 0.4211 1410 0.3216 1710 220 520 0.0501 820 1.3096 1120 0.4216 1420 0.3218 1720 230 530 0.0676 830 1.1360 1130 0.4220 1430 0.3220 1730 240 540 0.07Q1 840 1.1124 1140 0.4221 1440 0.3219 1740 250 550 0.0890 850 1.0165 1150 0.4226 1450 1750 260 560 0.1202 860 0.9294 1160 0.4230 1460 1760 270 570 0.1245 870 0.9171 1170 0.4231 1470 1770 280 580 0.147: 880 0.8187 1180 0.4235 1480 1780 290 590 0.1872 890 0.7298 1190 0.4239 1490 1790 300 600 0.1927 900 0.7183 1200 0.4228 1500 1800 962359 2/13/96 3 : 1:23 pm Golder and Associates page 23 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: DE NAME: SCS METHODOLOGY TOTAL AREA 4 .34 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION 5 .00 inches AREA. . : 4 .34 Acres 0 . 00 Acres TIME INTERVAL • 10 . 00 min CN. . . . : 78 . 00 0 . 00 TC : 4 .29 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns:0 .1500 p2yr: 2 . 00 s:0 .3300 TcReach - Shallow L: 87.00 ks:11.00 s :0 ,2800 PEAK RATE: 15 .64 cfs VOL: 0 . 91 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.1490 910 0.4891 1210 0.2162 1510 20 320 620 0.1820 920 0.4902 1220 0.2163 1520 30 330 630 0.1868 930 0.4896 1230 0.2164 1530 40 340 640 0.2504 940 0.4212 1240 0.2165 1540 50 350 65n 0.3414 950 0.4220 1250 0.2167 1550 60 360 660 0.3539 960 0.4221 1260 0.2167 1560 70 370 670 0.4769 970 0.4229 1270 0.2169 1570 80 380 680 0.6091 980 0.4236 1280 0.2170 1580 90 390 690 0.6279 990 0.4237 1290 0.2171 1590 100 400 700 0.8675 1000 0.4246 1300 0.2172 1600 110 410 710 3.9448 1010 0.3620 1310 0.2174 1610 120 420 720 4.4467 1020 0.3544 1320 0.2174 1620 130 430 730 15.6433 1030 0.3550 1330 0.2176 1630 140 440 740 4.2359 1040 0.3555 1340 0.2177 1640 150 450 750 2.8387 1050 0.3555 1350 0.2177 1650 160 460 760 1.8496 1060 0.3561 1360 0.2179 1660 170 470 0.0006 770 1.5723 1070 0.3565 1370 0.2181 1670 180 480 0.0008 780 1.5350 1080 0.3560 1380 0.2181 1680 190 490 0.0070 790 1.2156 1090 0.2857 1390 0.2182 1690 200 500 0.0169 800 1.0415 1100 0.2860 1400 0.2184 1700 210 510 0.0183 810 1.0189 1110 0.2860 1410 0.2184 1710 220 520 0.0340 - 820 0.8895 1120 0.2863 1420 0.2186 1720 230 530 0.0460 830 0.7708 1130 0.2866 1430 0.2187 1730 240 540 0.0476 840 0.7556 1140 0.2867 1440 0.2176 1740 250 550 0.0605 850 0.6904 1150 0.2870 1450 1750 260 560 0.0818 860 0.6308 1160 0.2873 1460 1760 270 5"i0 0.0846 870 0.6229 1170 0.2873 1470 1770 280 580 0.1001 880 0.5561 1180 0.2877 1480 1780 290 590 0.1273 890 0.4953 1190 0.2879 1490 1790 300 600 0.1309 900 0.4879 1200 0.2873 1500 1800 962359 2/13/96 3 :1 :25 pm Golder and Associates page 24 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: El NAME: SCS METHODOLOGY TOTAL AREA. . . .. . . : 2 .79 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 2 .79 Acres 0 . 00 Acres TIME INTERVAL • T10 . 00 min CN . 78 . 00 0 . 00 TC 7 .22 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 180 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 .2500 PEAK RATE: 9. 66 cfs VOL: 0 . 61 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0951 910 0.3144 1210 0.1415 1510 20 320 620 0.1099 920 0.3149 1220 0.1390 1520 30 330 630 0.1201 930 0.3147 1230 0.1391 1530 40 340 640 0.1587 940 0.2732 1240 0.1392 1540 50 350 650 0.2001 950 0.2711 1250 0.1393 1550 60 360 660 0.2273 960 0.2713 1260 0.1393 1560 70 370 670 0.3022 970 0.2718 1270 0.1394 1570 80 380 680 0.3632 980 0.2722 1280 0.1395 1580 90 390 690 0.4037 990 0.2724 1290 0.1395 1590 100 400 700 0.5492 1000 0.2729 1300 0.1396 1600 110 410 710 1.8785 1010 0.2461 1310 0.1397 1610 120 420 720 2.8370 1020 0.2278 1320 0.1398 1620 130 430 730 9.6635 1030 0.2282 1330 0.1399 1630 140 440 740 5.1678 1040 0.2284 1340 0.1399 1640 150 450 750 1.8244 1050 0.2286 1350 0.1400 1650 160 460 760 1.2241 1060 0.2289 1360 0.1401 1660 170 470 0.0003 770 1.0701 1070 0.2291 1370 0.1402 1670 180 480 0.0005 780 0.9873 1080 0.2287 1380 0.1402 1680 190 490 0.0043 790 0.7926 1090 0.1861 1390 0.1403 1690 200 500 0.0088 800 0.7068 1100 0.1838 1400 0.1404 1700 210 510 0.0117 810 0.6549 1110 0.1839 1410 0.1404 1710 220 520 0.0213 820 0.5764 1120 0.1841 1420 0.1405 1720 230 530 0.0270 830 0.5209 1130 0.1842 1430 0.1406 1730 240 540 0.0306 840 0.4858 1140 0.1843 1440 0.1396 1740 250 550 0.0384 850 0.4461 1150 0.1845 1450 0.0077 1750 260 560 0.0480 860 0.4182 1160 0.1846 1460 1760 270 570 0.0544 870 0.4004 1170 0.1847 1470 1770 280 580 0.0638 880 0.3598 1180 0.1849 1480 1780 290 590 0.0761 890 0.3314 1190 0.1850 1490 1790 300 600 0.0841 900 0.3136 1200 0.1846 1500 1800 962359 2/13/96 3 :1 :27 pm Golder and Associates page 25 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: E2 NAME: SCS METHODOLOGY TOTAL AREA 2 . 13 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 2 . 13 Acres 0 . 00 Acres TIME INTERVAL : 10 . 00 min CN 78 . 00 0 . 00 TC 7. 54 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 190 . 00 ns: 0 .1500 p2yr: 2 . 00 s : 0 .2500 PEAK RATE: 7 .31 cfs VOL: 0 .46 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0725 910 0.2400 1210 0.1084 1510 20 320 , 620 0.0834 920 0.2404 1220 0.1062 1520 30 330 630 0.0917 930 0.2403 1230 0.1062 1530 40 340 640 0.1208 940 0.2090 1240 0.1063 1540 50 350 650 0.1512 950 0.2070 1250 0.1063 1550 60 360 660 0.1736 960 0.2071 1260 0.1064 1560 70 370 670 0.2300 970 0.2075 1270 0.1064 1570 80 380 680 0.2752 980 0.2078 1280 0.1065 1580 90 390 690 0.3078 990 0.2080 1290 0.1065 1590 100 400 700 0.4180 1000 0.2083 1300 0.1066 1600 110 410 710 1.3820 1010 0.1889 1310 0.1067 1610 120 420 720 2.1789 1020 0.1739 1320 0.1067 1620 130 430 730 7.3121 1030 0.1742 1330 0.1068 1630 140 440 740 4.1355 1040 0.1744 1340 0.1068 1640 150 450 750 1.3929 1050 0.1745 1350 0.1069 1650 160 460 760 0.9403 1060 0.1747 1360 0.1069 1660 170 470 0.0002 770 0.8215 1070 0.1749 1370 0.1070 1670 180 480 0.0004 780 0.7533 1080 0.1747 1380 0.1070 1680 190 490 0.0032 790 0.6071 1090 0.1425 1390 0.1071 1690 200 500 0.0065 800 0.5424 1100 0.1403 1400 0.1072 1700 210 510 0.0090 810 0.5001 1110 0.1404 1410 0.1072 1710 220 520 0.0162 820 0.4408 1120 3.1405 1420 0.1073 1720 230 530 0.0204 830 0.3996 1130 7.1406 1430 0.1073 1730 240 540 0.0234 840 0.3709 1140 0.1407 1440 0.1069 1740 250 550 0.0293 850 0.3410 1150 0.1408 1450 0.0082 1750 260 560 0.0363 860 0.3203 1160 0.1409 1460 1760 270 570 0.0415 870 0.3057 1170 0.1410 1470 1770 280 580 0.0486 880 0.2751 1180 0.1412 1480 1780 290 590 0.0576 890 0.2540 1190 0.1413 1490 1790 300 600 0.0642 900 0.2394 1200 0.1409 1500 1800 962359 2/13/96 3 :1:28 pm Golder and Associates page 26 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: E3 NAME: SCS METHODOLOGY TOTAL AREA 4 . 71 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 4 . 71 Acres 0 . 00 Acres TIME INTERVAL • 10 . 00 min CN 78 . 00 0 . 00 TC • 4 . 15 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 90 . 00 ns: 0 . 1500 p2yr: 2 .00 s : 0 .2500 PEAK RATE: 16 . 98 cfs VOL: 0 . 98 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.1617 910 0.5308 1210 0.2346 1510 20 320 620 0.1980 920 0.5320 1220 0.2348 1520 30 330 630 0.2026 930 0.5314 1230 0.2348 1530 40 340 640 0.2718 940 0.4571 1240 0.2350 1540 50 350 650 0.3719 950 0.4579 1250 0.2352 1550 60 360 660 0.3839 960 0.4580 1260 0.2352 1560 70 370 670 0.5176 970 0.4589 1270 0.2354 1570 80 380 680 0.6628 980 0.4598 1280 0.2356 1580 90 390 690 0.6816 990 0.4599 1290 0.2356 1590 100 400 700 0.9415 1000 0.4607 1300 0.2358 1600 110 410 710 4.3234 1010 0.3919 1310 0.2359 1610 120 420 720 4.8111 1020 0.3846 1320 0.2359 1620 130 430 730 16.9770 1030 0.3852 1330 0.2361 1630 140 440 740 4.4217 1040 0.3858 1340 0.2363 1640 150 450 -750 3.0820 1050 0.3858 1350 0.2363 1650 160 460 760 2.0072 1060 0.3864 1360 0.2365 1660 170 470 0.0007 770 1.7025 1070 0.3869 1370 0.2367 1670 180 480 0.0009 780 1.6656 1080 0.3862 1380 0.2367 1680 190 490 0.0076 790 1.3192 1090 0.3100 1390 0.2369 1690 200 500 0.0185 800 1.1279 1100 0.3104 1400 0.2370 1700 210 510 0.0199 810 1.1058 1110 0.3104 1410 0.2370 1710 220 520 0.0369 820 0.9653 1120 0.3108 1420 0.2372 1720 230 530 0.0501 830 0.8346 1130 0.3111 1430 0.2374 1730 240 540 0.0517 840 0.8201 1140 0.3111 1440 0.2361 1740 250 550 0.0656 850 0.7492 1150 0.3115 1450 1750 260 560 0.0891 860 0.6838 1160 0.3118 1460 1760 270 570 0.0918 870 0.6759 1170 0.3118 1470 1770 280 580 0.1086 880 0.6035 1180 0.3122 1480 1780 290 590 0.1386 290 0.5367 1190 0.3125 1490 1790 300 600 0.1420 900 0.5295 1200 0.3118 1500 1800 962359 2/13/96 3 :1 :30 pm Golder and Associates page 27 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: E4 NAME: SCS METHODOLOGY TOTAL AREA 2 .23 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 2 .23 Acres 0 . 00 Acres TIME INTERVAL .• 10 . 00 min CN 78 . 00 0 . 00 TC 5 .22 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 120 .00 ns :0 .1500 p2yr: 2 . 00 s:0 .2500 PEAK RATE: 8 . 04 cfs VOL: 0 .47 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0765 910 0.2513 1210 0.1111 1510 20 320 620 0.0919 920 0.2518 1220 0.1112 1520 30 330 630 0.0960 930 0.2516 1230 0.1112 1530 40 340 640 0.1287 940 0.2164 1240 0.1113 1540 50 350 650 0.1708 950 0.2168 1250 0.1113 1550 _ 60 360 660 0.1817 960 0.2169 1260 0.1114 1560 70 370 670 0.2450 970 0.2173 1270 0.1114 1570 80 380 680 0.3062 980 0.2176 1280 0.1115 1580 90 390 690 0.3227 990 0.2177 1290 0.1115 1590 100 400 700 0.4456 1000 0.2181 1300 0.1116 1600 110 410 710 1.8701 1010 0.1892 1310 0.1117 1610 120 420 720 2.2674 1020 0.1821 1320 0.1117 1620 130 430 730 8.0379 1030 0.1824 1330 0.1118 1630 140 440 740 2.7587 1040 0.1826 1340 0.1119 1640 150 450 750 1.4583 1050 0.1827 1350 0.1119 1650 160 460 760 0.9509 1060 0.1830 1360 0.1120 1660 170 470 0.0003 770 0.8220 1070 0.1832 1370 0.1120 1670 180 480 0.0004 780 0.7890 1080 0.1828 1380 0.1121 1680 190 490 0.0036 790 0.6246 1090 0.1468 1390 0.1121 1690 200 500 0.0082 800 0.5440 1100 0.1469 1400 0.1122 1700 210 510 0.0094 810 0.5235 1110 0.1470 1410 0.1122 1710 220 520 0.0175 820 0.4571 1120 0.1471 1420 0.1123 1720 230 530 0.0230 830 0.4020 1130 0.1473 1430 0.1124 1730 240 540 0.0245 840 0.3883 1140 0.1473 1440 0.1115 1740 250 550 0.0311 850 0.3547 1150 0.1475 1450 1750 260 560 0.0410 860 0.3272 1160 0.1476 1460 1760 270 570 0.0435 870 0.3200 1170 0.1476 1470 1770 280 580 0.0514 880 0.2857 1180 0.1478 1480 1780 290 590 0.0641 890 0.2575 1190 0.1479 1490 1790 300 600 0.0672 900 0.2507 1200 0.1476 1500 1800 962359 2/13/96 3 :1:32 pm Golder and Associates page 28 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: E5 NAME: SCS METHODOLOGY TOTAL AREA 1.17 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 1 .17 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 78 . 00 0 . 00 TC 14 . 96 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 200 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0500 PEAK RATE: 3 .34 cfs VOL: 0 .26 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.0379 910 0.1320 1210 0.0666 1510 20 320 620 0.0418 920 0.1319 1220 0.0595 1520 30 330 630 0.0486 930 0.1319 1230 0.0583 1530 40 340 640 0.0599 940 0.1216 1240 0.0584 1540 50 350 650 0.0719 950 0.1148 1250 0.0584 1550 60 360 660 0.0906 960 0.1137 1260 0.0584 1560 70 370 670 0.1137 970 0.1139 1270 0.0584 1570 80 380 680 0.1344 980 0.1140 1280 0.0585 1580 90 390 690 0.1623 990 0.1142 1290 0.0585 1590 100 400 700 0.2052 1000 0.1144 1300 0.0585 1600 110 410 710 0.4144 1010 0.1107 1310 0.0586 1610 120 420 720 1.0377 1020 0.0988 1320 0.0586 1620 130 430 730 2.8920 1030 0.0959 1330 0.0586 1630 140 440 740 3.3375 1040 0.0957 1340 0.0587 1640 150 450 750 1.3660 1050 0.0958 1350 0.0587 1650 160 460 760 0.6699 1060 0.0959 1360 0.0587 1660 170 470 770 0.4993 1070 0.0960 1370 0.0588 1670 180 480 0.0002 780 0.4284 1080 0.0959 1380 0.0588 1680 190 490 0.0012 790 0.3665 1090 0.0852 1390 0.0588 1690 200 500 0.0024 800 0.3229 1100 0.0782 1400 0.0588 1700 210 510 0.0044 810 0.2838 1110 0.0771 1410 0.0589 1710 220 520 0.0073 820 0.2558 1120 0.0772 1420 0.0589 1720 230 530 0.0096 830 0.2350 1130 0.0772 1430 0.0589 1730 240 540 0.0122 840 0.2099 1140 0.0773 1440 0.0586 1740 250 550 0.0147 850 0.1943 1150 0.0773 1450 0.0268 1750 260 560 0.0173 860 0.1837 1160 0.0774 1460 0.0040 1760 270 570 0.0217 870 0.1710 1170 0.0774 1470 1770 280 580 0.0251 880 0.1580 1180 0.0775 1480 1780 290 590 0.0283 890 0.1475 1190 0.0776 1490 1790 300 600 0.0339 900 0.1347 1200 0.0774 1500 1800 962359 2/13/96 3 :1:33 pm Golder and Associates page 29 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: E6 NAME: SCS METHODOLOGY TOTAL AREA : 7.45 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • RTYPE2 PERV IMP PRECIPITATION • P5 .00 inches AREA. . : 7 .45 Acres 0 . 00 Acres TIME INTERVAL • 10 . 00 min CN 78 . 00 0 .00 TC 5 . 16 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 125 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 .2800 PEAK RATE: 26 . 85 cfs VOL: 1 .58 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.2557 910 0.8396 1210 0.3711 1510 20 320 620 0.3073 920 0.8412 1220 0.3714 1520 30 330 630 0.3203 930 0.8405 1230 0.3714 1530 40 340 640 0.4299 940 0.7230 1240 0.3717 1540 50 350 650 0.5718 950 0.7242 1250 0.3720 1550 60 360 660 0.6072 960 0.7245 1260 0.3720 1560 70 370 670 0.8186 970 0.7259 1270 0.3723 1570 80 380 680 1.0250 980 0.7271 1280 0.3726 1580 90 390 690 1.0780 990 0.7274 1290 0.3726 1590 100 400 700 1.4890 1000 0.7288 1300 0.3729 1600 110 410 710 6.2859 1010 0.6312 1310 0.3731 1610 120 420 720 7.6415 1020 0.6084 1320 0.3732 1620 130 430 730 26.8506 1030 0.6093 1330 0.3735 1630 140 440 740 9.0795 1040 0.6101 1340 0.3737 1640 150 450 750 4.8734 1050 0.6103 1350 0.3738 1650 160 460 760 3.1749 1060 0.6112 1360 0.3741 1660 170 470 0.0010 770 2.7427 1070 0.6120 1370 0.3743 1670 180 480 0.0013 780 2.6363 1080 0.6109 1380 0.3744 1680 190 490 0.0121 790 2.0867 1090 0.4904 1390 0.3746 1690 _ 200 500 0.0275 800 1.8150 1100 0.4908 1400 0.3749 1700 210 510 0.0314 810 1.7493 1110 0.4910 1410 0.3749 1710 220 520 0.0584 820 1.5270 1120 0.4915 1420 0.3752 1720 230 530 0.0771 830 1.3416 1130 0.4920 1430 0.3754 1730 240 540 0.0818 840 1.2970 1140 0.4921 1440 0.3751 1740 250 550 0.1038 850 1.1852 1150 0.4927 1450 0.0010 1750 260 560 0.1371 860 1.0922 1160 0.4931 1460 1760 270 570 0.1452 870 1.0691 1170 0.4932 1470 1770 280 580 0.1719 880 0.9546 1180 0.4938 1480 1780 290 590 0.2143 890 0.8598 1190 0.4942 1490 1790 300 600 0.2246 900 0.8375 1200 0.4929 1500 1800 962359 2/13/96 3 :1:35 pm Golder and Associates page 30 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: E7 NAME: SCS METHODOLOGY TOTAL AREA 7.54 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 7 . 54 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 78 . 00 0 . 00 TC 5 . 16 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 125 . 00 ns:0 .1500 p2yr: 2 . 00 s:0 .2800 PEAK RATE: 27. 17 cfs VOL: 1 . 60 Ac-ft TIME: 730 min TIME DESIGN TINE DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.2588 910 0.8497 1210 0.3756 1510 20 320 620 0.3110 920 0.8514 1220 0.3758 1520 30 330 630 0.3241 930 0.8507 1230 0.3759 1530 40 340 640 0.4351 940 0.7318 1240 0.3762 1540 50 350 650 0.5787 950 0.7330 1250 0.3765 1550 60 360 660 0.6145 960 0.7333 1260 0.3765 1560 70 370 670 0.8285 970 0.7347 1270 0.3768 1570 80 380 680 1.0374 980 0.7359 1280 0.3771 1580 90 390 690 1.0910 990 0.7362 1290 0.3771 1590 100 400 700 1.5070 1000 0.7376 1300 0.3774 1600 110 410 710 6.3618 1010 0.6388 1310 0.3777 1610 120 420 720 7.7338 1020 0.6157 1320 0.3777 1620 130 430 730 27.1750 1030 0.6167 1330 0.3780 1630 140 440 740 9.1892 1040 0.6175 1340 0.3782 1640 150 450 750 4.9323 1050 0.6177 1350 0.3783 1650 160 460 760 3.2133 1060 0.6186 1360 0.3786 1660 170 470 0.0010 770 2.7758 1070 0.6194 1370 0.3788 1670 180 480 0.0013 780 2.6681 1080 0.6183 1380 0.3789 1680 190 490 0.0122 790 2.1119 1090 0.4963 1390 0.3792 1690 200 500 0.0278 800 1.8369 1100 0.4968 1400 0.3794 1700 210 510 0.0318 810 1.7704 1110 0.4969 1410 0.3795 1710 220 520 0.0591 820 1.5454 1120 0.4975 1420 0.3797 1720 230 530 0.0781 830 1.3578 1130 0.4979 1430 0.3800 1730 240 540 0.0828 840 1.3126 1140 0.4980 1440 0.3796 1740 250 550 0.1050 850 1.1995 1150 0.4986 1450 0.0010 1750 260 560 0.1387 860 1.1054 1160 0.4991 1460 1760 270 570 0.1469 870 1.0820 1170 0.4992 1470 1770 280 580 0.1739 880 0.9661 1180 0.4997 1480 1780 290 590 0.2169 890 0.8702 1190 0.5002 1490 1790 300 600 0.2273 900 0.8476 1200 0.4988 1500 1800 962359 2/13/96 3 :1 :37 pm Golder and Associates page 31 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: E8 NAME: SCS METHODOLOGY TOTAL AREA 6 . 29 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 6 .29 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 78 . 00 0 . 00 TC 5 . 16 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 125 . 00 ns : 0 . 1500 p2yr: 2 . 00 s: 0 . 2800 PEAK RATE: 22 .67 cfs VOL: 1 . 33 Ac-ft TIME: 730 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.2159 910 0.7089 1210 0.3133 1510 20 320 620 0.2594 920 0.7103 1220 0.3135 1520 . 30 330 630 0.2704 930 0.7096 1230 0.3136 1530 40 340 640 0.3630 940 0.6104 1240 0.3138 1540 50 350 650 0.4828 950 0.6114 1250 0.3140 1550 60 360 660 0.5126 960 0.6117 1260 0.3141 1560 70 370 670 0.6911 970 0.6129 1270 0.3143 1570 80 380 680 0.8654 980 0.6139 1280 0.3145 1580 90 390 690 0.9101 990 0.6141 1290 0.3146 1590 100 400 700 1.2571 1000 0.6153 1300 0.3148 1600 110 410 710 5.3072 1010 0.5329 1310 0.3150 1610 120 420 720 6.4517 1020 0.5137 1320 0.3151 1620 130 430 730 22.6698 1030 0.5145 1330 0.3153 1630 140 440 740 7.6658 1040 0.5151 1340 0.3155 1640 150 450 750 4.1146 1050 0.5153 1350 0.3156 1650 160 460 760 2.6806 1060 0.5160 1360 0.3158 1660 170 470 0.0008 770 2.3156 1070 0.5167 1370 0.3160 1670 180 480 0.0011 780 2.2258 1080 0.5158 1380 0.3161 1680 190 490 0.0102 790 1.7618 1090 0.4140 1390 0.3163 1690 200 500 0.0232 800 1.5324 1100 0.4144 1400 0.3165 1700 210 510 0.0265 810 1.4769 1110 0.4145 1410 0.3166 1710 220 520 0.0493 820 1.2892 1120 0.4150 1420 0.3168 1720 230 530 0.0651 830 1.1327 1130 0.4154 1430 0.3170 1730 240 540 0.0690 840 1.0950 1140 0.4155 1440 0.3167 1740 250 550 0.0876 850 1.0006 1150 0.4160 1450 0.0009 1750 260 560 0.1157 860 0.9222 1160 0.4163 1460 1760 270 570 0.1226 870 0.9026 1170 0.4164 1470 1770 280 580 0.1451 880 0.8059 1180 0.4169 1480 1")0 290 590 0.1809 890 0.7259 1190 0.4173 1490 1790 300 600 0.1896 900 0.7071 1200 0.4161 1500 1800 962359 2/13/96 3 :1 :39 pm Golder and Associates page 32 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL BASIN SUMMARY BASIN ID: E9 NAME: SCS METHODOLOGY TOTAL AREA • 8 . 73 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • RTYPE2 PERU IMP PRECIPITATION • P5 . 00 inches AREA. . : 8 .73 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 78 . 00 0 . 00 TC 21 . 16 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s :0 . 0500 TcReach - Shallow L: 70 . 00 ks :11 . 00 s:0 . 0500 PEAK RATE: 23 . 81 cfs VOL: 1. 93 Ac-ft TIME: 740 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 610 0.2692 910 0.9965 1210 0.5287 1510 20 320 620 0.2992 920 0.9860 1220 0.4642 1520 30 330 630 0.3449 930 0.9835 1230 0.4420 1530 40 340 640 0.4117 940 0.9374 1240 0.4354 1540 50 350 650 0.4985 950 0.8757 1250 0.4355 1550 60 360 660 0.6254 960 0.8551 1260 0.4358 1560 70 370 670 0.7749 970 0.8496 1270 0.4360 1570 80 380 680 0.9372 980 0.8505 1280 0.4362 1580 90 390 690 1.1344 990 0.8516 1290 0.4365 1590 100 400 700 1.3969 1000 0.8527 1300 0.4367 1600 110 410 710 2.4097 1010 0.8382 1310 0.4369 1610 120 420 720 6.2106 1020 0.7674 1320 0.4372 1620 130 430 730 15.9360 1030 0.7279 1330 0.4374 1630 140 440 740 23.8148 1040 0.7164 1340 0.4376 1640 150 450 750 14.6240 1050 0.7147 1350 0.4379 1650 160 460 760 7.6761 1060 0.7154 1360 0.4381 1660 170 470 0.0002 770 4.5175 1070 0.7161 1370 0.4383 1670 180 480 0.0010 780 3.4292 1080 0.7152 1380 0.4385 1680 190 490 0.0057 790 2.9362 1090 0.6673 1390 0.4388 1690 200 500 0.0140 800 2.5453 1100 0.6038 1400 0.4390 1700 210 510 0.0275 810 2.2340 1110 0.5820 1410 0.4392 1710 220 520 0.0453 820 2.0025 1120 0.5757 1420 0.4394 1720 230 530 0.0646 830 1.8204 1130 0.5759 1430 0.4396 1730 240 540 0.0838 840 1.6367 1140 0.5764 1440 0.4383 1740 250 550 0.1018 850 1.5032 1150 0.5768 1450 0.3139 1750 260 560 0.1212 860 1.4057 1160 0.5772 1460 0.1031 1760 270 570 0.1501 870 1.3115 1170 0.5777 1470 0 7256 1770 280 580 0.1758 880 1.2208 1180 0.5781 1480 0.0016 1780 290 590 0.2009 890 1.1333 1190 0.5785 1490 1790 300 600 0.2378 900 1.0413 1200 0.5777 1500 1800 962359 Surface Water Routing Run 962359 3TORMSHED OUTPUT DISCHARGE POINTS A AND B Date of Session: 2/13/96 1 :54 :58 pm :LEARHIS ERO 1 20 ROUTE HYDROGRAPH 1 THROUGH REACH AlA --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 621 1.333 0 .028 0 . 921 139 0 . 679 -0.087 0 . 039 19 . 86 cfs 5 .38 fps 1 .11 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH A1B --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 290 1.333 0 . 014 0 . 991 116 0 .679 -0 . 102 0 . 032 18 .50 cfs 3 . 75 fps 1 .28 ft deep ROUTE HYDROGRAPH 2 THROUGH REACH B7 - -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1 . 333 0 .046 0 . 920 254 0 .669 -0. 070 0 . 071 16 . 05 cfs 3 . 79 fps 0 .78 ft deep ROUTE HYDROGRAPH 3 THROUGH REACH B5 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1. 333 0 . 013 0 . 973 97 0 .669 -0 .117 0 .027 2 .23 cfs 2 .31 fps 0 .37 ft deep ROUTE HYDROGRAPH 3 THROUGH REACH BC --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 5 . 836 1. 937 0 . 000 0 . 994 16 0 .667 -0 .159 0 . 004 2 . 18 cfs 3 . 63 fps 0 .11 ft deep ROUTE HYDROGRAPH 4 THROUGH REACH B4 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1.333 0 . 020 0 . 942 144 0 .669 -0 .095 0 . 040 14 .40 cfs 3 . 69 fps 0 .75 ft deep \DD 4 3 3 16 .5788 cfs 1. 6437 ac-ft 12 .33 hrs ROUTE HYDROGRAPH 3 THROUGH REACH BB --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 081 1 . 167 0 . 002 0 . 996 20 0 . 667 -0 . 150 0 . 006 15 . 75 cfs 8 . 81 fps 0 . 28 ft deep ROUTE HYDROGRAPH 5 THROUGH REACH B6 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1.333 0 . 036 0 . 934 222 0 . 669 -0 . 042 0 . 062 16 . 66 cfs 3 . 82 fps 0 . 79 ft deep WD 5 3 3 32 .3265 cfs 3 .3357 ac-ft 12 .50 hrs '.OUTE HYDROGRAPH 3 THROUGH REACH BA --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 081 1. 287 0 . 001 0 . 999 12 0 . 667 -0 .160 0 . 003 32 . 18 cfs 10 . 99 fps 0 .41 ft deep ROUTE HYDROGRAPH 6 THROUGH REACH B3 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 962359 2 .364 1.333 0. 046 0 . 890 185 0. 669 -0 .064 0 .052 5 . 91 cfs 2 . 95 fps 0 . 53 ft deep ROUTE HYDROGRAPH 7 THROUGH REACH B2 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 136 1 . 333 0 . 032 0 . 919 202 0 . 679 -0 . 023 0 . 057 26 . 81 cfs 5 .22 fps 1. 31 ft deep ADD 6 7 6 29. 8574 cfs 3 .2652 ac-ft 12 . 50 hrs ROUTE HYDROGRAPH 6 THROUGH REACH B1 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 1 . 048 1.333 0 .010 0 . 977 111 0 . 679 -0 . 087 0 . 031 33 . 70 cfs 6 . 69 fps 1 .30 ft deep UDD 2 3 3 46 .8987 cfs 4 . 8260 ac-ft 12 . 50 hrs ADD 3 6 6 80 . 5965 cfs 8 . 8557 ac-ft 12 . 50 hrs ROUTE HYDROGRAPH 6 THROUGH REACH CULV1 Reach -Area- --Qact-- --QFull- &Full Ndepth --Dia- -Vact- -Vfull Basn :ULV1 40 .19 80 . 60 94 . 88 84 . 95 36 . 07 48 .00 7 . 96 7 . 02 ROUTE HYDROGRAPH 6 THROUGH REACH B8A Hydrograph shifted 0 .27 min --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 165 1 .403 0 . 002 0 . 996 44 0 .667 -0 .145 0 . 012 79. 02 cfs 7.98 fps 1.17 ft deep ROUTE HYDROGRAPH 6 THROUGH REACH 888 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 002 1 .400 0 . 007 0 . 985 100 0 . 667 -0.102 0 . 028 73 .36 cfs 5 . 61 fps 1 .41 ft deep \DD 1 6 7 81. 6681 cfs 10 . 6320 ac-ft 12 .67 hrs ROUTE HYDROGRAPH 7 THROUGH REACH A2 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 002 1.417 0 . 011 0 . 979 166 0 . 667 -0 . 055 0 . 046 76 . 92 cfs 5 . 87 fps 1.50 ft deep ROUTE HYDROGRAPH 7 THROUGH REACH CULV7 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn 2ULV7 48 .43 76 . 92 93 . 98 81.85 30 .59 42 . 00 10 .25 9 . 08 ADD 7 18 18 76 .9199 cfs 10 .6290 ac-ft 12 . 83 hrs 2nd program file C:\STMSHED\LAIDAB.pgm 962359 Detailed Hydrograph Summary Run 1 962359 2/13/96 3 :3 :39 pin Golder and Associates page 1 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 1 Peak runoff : 18 .5017 cfs Total Vol: 1.78 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (c£s) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 2.1484 1210 0.5092 1610 20 420 820 1.9286 1220 0.4528 1620 30 430 830 1.7306 1230 0.4203 1630 40 440 840 1.5678 1240 0.4119 1640 50 450 850 1.4408 1250 0.4111 1650 60 460 860 1.3337 1260 0.4113 1660 70 470 0.0002 870 1.2501 1270 0.4115 1670 80 480 0.0008 880 1.1685 1280 0.4117 1680 90 490 0.0045 890 1.0758 1290 0.4120 1690 100 500 0.0134 900 0.9940 1300 0.4122 1700 110 510 0.0242 910 0.9470 1310 0.4124 1710 120 520 0.0395 920 0.9317 1320 0.4126 1720 130 530 0.0593 930 0.9296 1330 0.4128 1730 140 540 0.0765 940 0.8945 1340 0.4130 1740 150 550 0.0929 950 0.8407 1350 0.4133 1750 _ 160 560 0.1146 960 0.8100 1360 0.4135 1760 170 570 0.1381 970 0.8025 1370 0.4137 1770 180 580 0.1615 980 0.8027 1380 0.4139 1780 190 590 0.1900 990 0.8037 1390 0.4141 1790 200 600 0.2198 1000 0.8047 1400 0.4143 1800 210 610 0.2488 1010 0.7817 1410 0.4145 1810 220 620 0.2831 1020 0.7327 1420 0.4147 1820 230 630 0.3193 1030 0.6928 1430 0.4149 1830 240 640 0.3761 1040 0.6773 1440 0.4151 1840 250 650 0.4703 1050 0.6747 1450 0.2422 1850 260 660 0.5737 1060 0.6751 1460 0.0416 1860 270 670 0.7044 1070 0.6759 1470 0.0007 1870 280 680 0.8773 1080 0.6761 1480 1880 290 690 1.0442 1090 0.6398 1490 1890 300 700 1.2697 1100 0.5842 1500 1900 310 710 2.6690 1110 0.5523 1510 1910 320 720 5.2685 1120 0.5441 1520 1920 330 730 13.1132 1130 0.5436 1530 1930 340 740 18.5017 1140 0.5440 1540 1940 350 750 14.7942 1150 0.5444 1550 1950 360 760 8.3092 1160 0.5448 1560 1960 370 770 4.6278 1170 0.5452 1570 1970 380 780 3.3706 1180 0.5456 1580 1980 390 790 2.8556 1190 0.5460 1590 1990 400 800 2.4483 1200 0.5460 1600 2000 962359 2/13/96 3 :3 :39 pm Golder and Associates page 2 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 2 Peak runoff: 16 . 0481 cfs Total Vol: 1 .49 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 1.8148 1210 0.4234 1610 20 420 820 1.6081 1220 0.3769 1620 30 430 830 1.4531 1230 0.3461 1630 40 440 840 1.3182 1240 0.3370 1640 50 450 850 1.1963 1250 0.3358 1650 60 460 860 1.1098 1260 0.3359 1660 70 470 870 1.0400 1270 0.3361 1670 80 480 0.0005 880 0.9675 1280 0.3362 1680 90 490 0.0030 890 0.8981 1290 0.3364 1690 100 500 0.0084 900 0.8311 1300 0.3366 1700 110 510 0.0169 .910 0.7801 1310 0.3368 1710 120 520 0.0297 920 0.7621 1320 0.3369 1720 130 530 0.0444 930 0.7590 1330 0.3371 1730 140 540 0.0587 940 0.7372 1340 0.3373 1740 150 550 0.0733 950 0.6931 1350 0.3375 1750 160 560 0.0880 960 0.6639 1360 0.3377 1760 170 570 0.1066 970 0.6559 1370 0.3378 1770 180 580 0.1282 980 0.6554 1380 0.3380 1780 190 590 0.1480 990 0.6562 1390 0.3382 1790 200 600 0.1717 1000 0.6571 1400 0.3383 1800 210 610 0.1986 1010 0.6503 1410 0.3385 1810 220 620 0.2226 1020 0.6151 1420 0.3387 1820 230 630 0.2513 1030 0.5720 1430 0.3389 1830 240 640 0.2973 1040 0.5544 1440 0.3390 1840 250 650 0.3600 1050 0.5512 1450 0.2818 1850 260 660 0.4421 1060 0.5513 1460 0.1002 1860 270 670 0.5535 1070 0.5519 1470 0.0105 1870 280 680 0.6774 1080 0.5520 1480 1880 290 690 0.8130 1090 0.5298 1490 1890 300 700 0.9987 1100 0.4840 1500 1900 310 710 1.5778 1110 0.4539 1510 1910 320 720 3.5005 1120 0.4449 1520 1920 330 730 9.2659 1130 0.4440 1530 1930 340 740 16.0481 1140 0.4442 1540 1940 350 750 14.7237 1150 0.4445 1550 1950 360 760 7.8789 1160 0.4449 1560 1960 370 770 4.1725 1170 0.4452 1570 1970 380 780 2.9121 1180 0.4456 1580 1980 390 790 2.4060 1190 0.4459 1590 1990 400 800 2.0722 1200 0.4458 1600 2000 962359 2/13/96 3 :3 :39 pm Golder and Associates page 3 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 3 Peak runoff: 46 .8987 cfs Total Vol : 4 .83 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 6.1859 1210 1.3898 1610 20 420 820 5.4550 1220 1.2671 1620 30 430 830 4.8976 1230 1.1592 1630 40 440 840 4.4249 1240 1.1073 1640 50 450 850 4.0147 1250 1.0911 1650 60 460 860 3.7020 1260 1.0879 1660 70 470 0.0002 870 3.4503 1270 1.0879 1670 80 480 0.0012 880 3.2141 1280 1.0884 1680 90 490 0.0073 890 2.9888 1290 1.0890 1690 100 500 0.0216 900 2.7665 1300 1.0896 1700 110 510 0.0461 910 2.5873 1310 1.0902 1710 120 520 0.0827 920 2.4963 1320 1.0908 1720 130 530 0.1272 930 2.4653 1330 1.0913 1730 140 540 0.1739 940 2.4073 1340 1.0919 1740 150 55) 0.2208 950 2.2892 1350 1.0925 1750 160 560 0.2679 960 2.1865 1360 1.0930 1760 170 570 0.3254 970 2.1385 1370 1.0936 1770 180 580 0.3914 980 2.1251 1380 1.0942 1780 190 590 0.4558 990 2.1241 1390 1.0947 1790 200 600 0.5303 1000 2.1264 1400 1.0953 1800 210 610 0.6134 1010 2.1119 1410 1.0958 1810 220 620 0.6922 1020 2.0229 1420 1.0964 1820 230 630 0.7829 1030 1.8981 1430 1.0969 1830 240 640 0.9150 1040 1.8212 1440 1.0958 1840 250 650 1.0969 1050 1.7926 1450 0.9528 1850 260 660 1.3452 1060 1.7860 1460 0.5277 1860 270 670 1.6737 1070 1.7863 1470 0.2033 1870 280 680 2.0528 1080 1.7866 1480 0.0405 1880 290 690 2.4841 1090 1.7347 1490 0.0007 1890 300 700 3.0367 1100 1.6136 1500 1900 310 710 4.5015 1110 1.5073 1510 1910 320 720 9.5961 1120 1.4564 1520 1920 330 730 24.4956 1130 1.4410 1530 1930 340 740 44.6934 1140 1.4383 1540 1940 350 750 46.8987 1150 1.4389 1550 1950 360 760 31.7330 1160 1.4400 1560 1960 3 0 770 18.4056 1170 1.4411 1570 1970 380 780 11.5754 1180 1.4422 1580 1980 390 790 8.6003 1190 1.4433 1590 1990 400 800 7.1408 1200 1.4429 1600 2000 962359 2/13/96 3 :3 :39 pm Golder and Associates page 4 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 4 Peak runoff: 14 .4012 cfs Total Vol : 1.45 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 1.8161 1210 0.4148 1610 20 420 820 1.6080 1220 0.3752 1620 30 430 830 1.4479 1230 0.3440 1630 40 440 840 1.3076 1240 0.3307 1640 50 450 850 1.1889 1250 0.3272 1650 60 460 860 1.0993 1260 0.3269 1660 70 470 870 1.0251 1270 0.3270 1670 80 480 0.0004 880 0.9556 1280 0.3272 1680 90 490 0.0025 890 0.8885 1290 0.3274 1690 100 500 0.0072 900 0.8209 1300 0.3276 1700 110 510 0.0151 910 0.7701 1310 0.3277 1710 120 520 0.0266 920 0.7467 1320 0.3279 1720 130 530 0.0402 930 0.7397 1330 0.3281 . 1730 140 540 0.0545 940 0.7206 1340 0.3282 1740 150 550 0.0685 950 0.6827 1350 0.3284 1750 160 560 0.0826 960 0.6531 1360 0.3286 1760 170 570 0.1007 970 0.6409 1370 0.3288 1770 180 580 0.1206 980 0.6382 1380 0.3289 1780 190 590 0.1398 990 0.6385 1390 0.3291 1790 200 600 0.1632 1000 0.6393 1400 0.3293 1800 210 610 0.1881 1010 0.6343 1410 0.3294 1810 220 620 0.2114 1020 0.6029 1420 0.3296 1820 230 630 0.2400 1030 0.5651 1430 0.3298 1830 240 640 0.2813 1040 0.5444 1440 0.3291 1840 250 650 0.3377 1050 0.5376 1450 0.2784 1850 260 660 0.4169 1060 0.5366 1460 0.1584 1860 270 670 0.5181 1070 0.5370 1470 0.0586 1870 280 680 0.6338 1080 0.5369 1480 0.0091 1880 290 690 0.7682 1090 0.5185 1490 0.0003 1890 300 700 0.9385 1100 0.4793 1500 1900 310 710 1.4114 1110 0.4486 1510 1910 320 720 3.1875 1120 0.4357 1520 1920 330 730 8.1110 1130 0.4325 1530 1930 340 740 14.4012 1140 0.4323 1540 1940 350 750 13.8974 1150 0.4326 1550 1950 360 760 8.8710 1160 0.4329 1560 1960 370 770 5.0020 1170 0.4332 1570 1970 380 780 3.1824 1180 0.4336 1580 1980 390 790 2.4561 1190 0.4339 1590 1990 400 800 2.0862 1200 0.4336 1600 2000 962359 2/13/96 3 :3 :39. pm Golder and Associates page 5 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 5 Peak runoff: 16 . 6580 cfs Total Vol: 1.69 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 2.2566 1210 0.4939 1610 20 420 820 1.9818 1220 0.4582 1620 30 430 830 1.7708 1230 0.4168 1630 40 440 840 1.5971 1240 0.3923 1640 50 450 850 1.4472 1250 0.3835 1650 60 460 860 1.3280 1260 0.3815 1660 70 470 870 1.2339 1270 0.3814 1670 80 480 0.0003 880 1.1503 1280 0.3816 1680 90 490 0.0018 890 1.0708 1290 0.3818 1690 100 500 0,0059 900 0.9922 1300 0.3820 1700 110 510 0.0135 910 0.9239 1310 0.3822 1710 120 520 0.0250 920 0.8826 1320 0.3824 1720 130 530 0.0398 930 0.8662 1330 0.3826 1730 140 540 0.0562 940 0.8507 1340 0.3828 1740 150 550 0.0727 950 0.8160 1350 0.3830 1750 160 560 0.0890 960 0.7765 1360 0.3832 1760 170 570 0.1081 970 0.7535 1370 0.3834 1770 180 580 0.1304 980 0.7458 1380 0.3836 1780 190 590 0.1531 990 0.7446 1390 0.3838 1790 200 600 0.1782 1000 0.7453 1400 0.3840 1800 210 610 0.2066 1010 0.7425 1410 0.3842 1810 220 620 0.2347 1020 0.7199 1420 0.3844 1820 230 630 0.2651 1030 0.6786 1430 0.3846 1830 240 640 0.3065 1040 0.6453 1440 0.3839 1840 250 650 0.3647 1050 0.6305 1450 0.3477 1850 260 660 0.4455 1060 0.6264 1460 0.2387 1860 270 670 0.5521 1070 0.6261 1470 0.1110 1870 280 680 0.6794 1080 0.6264 1480 0.0290 1880 290 690 0.8266 1090 0.6149 1490 0.0026 1890 300 700 1.0065 1100 0.5797 1500 1900 310 710 1.4008 1110 0.5386 1510 1910 320 720 2.7771 1120 0.5146 1520 1920 330 730 6.8507 1130 0.5061 1530 1930 340 740 13.5460 1140 0.5043 1540 1940 350 750 16.6580 1150 0.5044 1550 1950 360 760 12.9810 1160 0.5048 1560 1960 370 770 7.7496 1170 0.5052 1570 1970 380 780 4.6178 1180 0.5055 1580 1980 390 790 3.2249 1190 0.5059 1590 1990 400 B00 2.6185 1200 0.5059 1600 2000 962359 2/13/96 3 :3 :39 pm Golder and Associates page 6 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 6 Peak runoff: 73 .3589 cfs Total Vol : 8 . 85 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 16.5398 1210 2.6602 1610 20 420 820 13.2468 1220 2.6130 1620 30 430 830 11.2995 1230 2.4778 1630 40 440 840 9.9509 1240 2.2973 1640 50 450 850 8.9029 1250 2.1477 1650 60 460 860 8.0386 1260 2.0603 1660 70 470 870 7.3337 1270 2.0222 1670 80 480 0.0002 880 6.7658 1280 2.0099 1680 90 490 0.0014 890 6.2837 1290 2.0075 1690 100 500 0.0075 900 5.8440 1300 2.0079 1700 110 510 0.0244 910 5.4247 1310 2.0089 1710 120 520 0.0564 920 5.0529 1320 2.0099 1720 130 530 0.1073 930 4.7840 1330 2.0110 1730 140 540 0.1759 940 4.6305 1340 2.0121 1740 150 550 0.2557 950 4.5173 1350 2.0131 1750 160 560 0.3401 960 4.3644 1360 2.0142 1760 170 570 0.4273 970 4.1861 1370 2.0152 1770 180 580 0.5237 980 4.0436 1380 2.0163 1780 190 590 0.6325 990 3.9627 1390 2.0173 1790 200 600 0.7495 1000 3.9299 1400 2.0183 1800 210 610 0.8773 1010 3.9216 1410 2.0194 1810 220 620 1.0175 1020 3.9031 1420 2.0204 1820 230 630 1.1638 1030 3.8151 1430 2.0214 1830 240 640 1.3215 1040 3.6533 1440 2.0218 1840 250 650 1.5204 1050 3.4883 1450 1.9967 1850 260 660 1.7941 1060 3.3759 1460 1.8291 1860 270 670 2.1676 1070 3.3204 1470 1.3970 1870 280 680 2.6632 1080 3.3006 1480 0.8559 1880 290 690 3.2786 1090 3.2948 1490 0.4137 1890 300 700 3.9998 1100 3.2477 1500 0.0739 1900 310 710 4.8966 1110 3.1146 1510 0.0005 1910 320 720 6.8971 1120 2.9369 1520 1920 330 730 12.6660 1130 2.7899 1530 1930 340 740 29.0447 1140 2.7044 1540 1940 350 750 55.5377 1150 2.6677 1550 1950 360 760 73.3589 1160 2.6565 1560 1960 370 770 69.:'062 1170 2.6551 1570 1970 380 780 51.7912 1180 2.6565 1580 1980 390 790 34.3720 1190 2.6584 1590 1990 400 800 22.8203 1200 2.6604 1600 2000 962359 2/13/96 3 :3 :39 pm Golder and Associates page 7 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 7 Peak runoff : 76 . 9199 cfs Total Vol: 10 . 63 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 24.9088 1210 3.1926 1610 20 420 820 18.5383 1220 3.1379 1620 30 430 830 14.9984 1230 3.0221 1630 40 440 840 12.8469 1240 2.8575 1640 50 450 850 11.3484 1250 2.6862 1650 60 460 860 10.1897 1260 2.5525 1660 70 470 870 9.2500 1270 2.4727 1670 80 480 0.0005 880 8.4811 1280 2.4359 1680 90 490 0.0026 890 7.8352 1290 2.4230 1690 100 500 0.0105 900 7.2670 1300 2.4201 1700 110 510 0.0284 910 6.7565 1310 2.4204 1710 120 520 0.0611 920 6.3097 1320 2.4215 1720 130 530 0.1137 930 5.9515 1330 2.4228 1730 140 540 0.1859 940 5.6911 1340 2.4241 1740 150 550 0.2730 950 5.4964 1350 2.4253 1750 160 560 0.3710 960 5.3194 1360 2.4266 1760 170 570 0.4771 970 5.1377 1370 2.4279 1770 180 580 0.5903 980 4.9681 1380 2.4291 1780 190 590 0.7149 990 4.8414 1390 2.4304 1790 200 600 0.8528 1000 4.7685 1400 2.4316 1800 210 610 1.0016 1010 4.7287 1410 2.4329 1810 220 620 1.1632 1020 4.6840 1420 2.4341 1820 230 630 1.3376 1030 4.6006 1430 2.4354 1830 240 640 1.5303 1040 4.4648 1440 2.4363 1840 250 650 1.7681 1050 4.2994 1450 2.3650 1850 260 660 2.0787 1060 4.1505 1460 2.1378 1860 270 670 2.4878 1070 4.0502 1470 1.7602 1870 280 680 3.0303 1080 3.9986 1480 1.2801 1880 290 690 3.7128 1090 3.9648 1490 0.7861 1890 300 700 4.5355 1100 3.9043 1500 0.2537 1900 310 710 5.9442 1110 3.7891 1510 0.0129 1910 320 720 8.8539 1120 3.6269 1520 1920 330 730 16.3410 1130 3.4586 1530 1930 340 740 31.4272 1140 3.3275 1540 1940 350 750 52.1934 1150 3.2497 1550 1950 360 760 70.6305 1160 3.2144 1560 1960 370 770 76.9199 1170 3.2029 1570 1970 380 780 68.3464 1180 3.2012 1580 1980 390 790 51.7596 1190 3.2027 1590 1990 400 800 35.8981 1200 3.2048 1600 2000 962359 2/13/96 3 :3 :40 pm Golder and Associates page 8 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 18 Peak runoff: 76 . 9199 cfs Total Vol : 10 . 63 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 24.9088 1210 3.1926 1610 20 420 820 18.5383 1220 3.1379 1620 30 430 830 14.9984 1230 3.0221 1630 40 440 840 12.8469 1240 2.8575 1640 50 450 850 11.3484 1250 2.6862 1650 60 460 860 10.1897 1260 2.5525 1660 70 470 870 9.2500 1270 2.4727 1670 80 480 0.0005 880 8.4811 1280 2.4359 1680 90 490 0.0026 890 7.8352 1290 2.4230 1690 100 500 0.0105 900 7.2670 1300 2.4201 1700 110 510 0.0284 910 6.7565 1310 2.4204 1710 120 520 0.0611 920 6.3097 1320 2.4215 1720 130 530 0.1137 930 5.9515 1330 2.4228 1730 140 540 0.1859 940 5.6911 1340 2.4241 1740 150 550 . 0.2730 950 5.4964 1350 2.4253 1750 160 560 0.3710 960 5.3194 1360 2.4266 1760 170 570 0.4771 970 5.1377 1370 2.4279 1770 180 580 0.5903 980 4.9681 1380 2.4291 1780 190 590 0.7149 990 4.8414 1390 2.4304 1790 200 600 0.8528 1000 4.7685 1400 2.4316 1800 210 610 1.0016 1010 4.7287 1410 2.4329 1810 220 620 1.1632 1020 4.6840 1420 2.4341 1820 230 630 1.3376 1030 4.6006 1430 2.4354 1830 240 640 1.5303 1040 4.4648 1440 2.4363 1840 250 650 1.7681 1050 4.2994 1450 2.3650 1850 260 660 2.0787 1060 4.1505 1460 2.1378 1860 270 670 2.4878 1070 4.0502 1470 1.7602 1870 280 680 3.0303 1080 3.9986 1480 1.2801 1880 290 690 3.7128 1090 3.9648 1490 0.7861 1890 300 700 4.5355 1100 3.9043 1500 0.2537 1900 310 710 5.9442 1110 3.7891 1510 0.0129 1910 320 720 8.8539 1120 3.6269 1520 1920 330 730 16.3410 1130 3.4586 1530 1930 340 740 31.4272 1140 3.3275 1540 1940 350 750 52.1934 1150 3.2497 1550 1950 360 760 70.6305 1160 3.2144 1560 1960 37C. 770 76.9199 1170 3.2029 1570 1970 380 780 68.3464 1180 3.2012 1580 1980 390 790 51.7596 1190 3.2027 1590 1990 400 800 35.8981 1200 3.2048 1600 2000 962359 Surface Water Routing Run 2 962359 3TORMSHED OUTPUT DISCHARGE POINTS C, D AND E Date of Session: 2/13/96 2 :1 :34 pm :LEARHIS 3ERO 1 17 3ERO 19 20 • 3OUTE HYDROGRAPH 1 THROUGH REACH Cl --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1. 333 0 . 010 0 . 974 82 0 .669 -0 .122 0 .023 5 .29 cfs 2 . 87 fps 0 .51 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH CC --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- - 3 . 088 -3 .579 m out of range, simple translation only 5 .24 cfs 5 . 07 fps 0 .18 ft deep ROUTE HYDROGRAPH 2 THROUGH REACH C2 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1.333 0 . 033 0 .909 213 0 .669 -0 . 000 0 . 060 18 .31 cfs 3 . 92 fps 0 .82 ft deep ADD 1 2 1 23 .5498 cfs 2 .3795 ac-ft 12 . 50 hrs ROUTE HYDROGRAPH 1 THROUGH REACH CB --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 765 1.234 0 . 002 0 . 995 20 0 .667 -0 .153 0 . 006 22 .79 cfs 10 .47 fps 0 .33 ft deep ROUTE HYDROGRAPH 3 THROUGH REACH C3 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1 .333 0 . 079 0 . 827 285 0 . 669 0 . 006 0 . 081 9 .36 cfs 3 .31 fps 0 . 64 ft deep OD 1 3 1 30 .7445 cfs 3 .2696 ac-ft 12 . 50 hrs ROUTE HYDROGRAPH 1 THROUGH REACH CA recommended time interval : 0 . 08105 min StormSHED will just shift the hydrograph 30 . 74 cfs 13 .21 fps 0 .35 ft deep :OUTE HYDROGRAPH 4 THROUGH REACH D1 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- . .261 1. 561 0 . 042 0 . 878 214 0 . 667 -0 . 048 0 . 061 12 . 96 cfs 2 . 93 fps 0 .40 ft deep :OUTE HYDROGRAPH 4 THROUGH REACH CULV6 'each -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn 'ULV6 5. 73 12 . 96 27 . 09 47 . 83 15 .26 30 . 00 5 . 17 5 . 13 .DD 1 4 1 38 . 5774 cfs 4 .4660 ac-ft 12 .50 hrs BUTE HYDROGRAPH 1 THROUGH REACH DA Hydrograph shifted 0 .16 min -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 9623;9 L .261 1. 550 0 . 010 0 . 991 175 0 .667 -0 . 108 0 .049 38 . 05 cfs 4 .23 fps 0 .74 ft deep 20UTE HYDROGRAPH 5 THROUGH REACH D2A --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1 .333 0 . 064 0 . 824 246 0 . 669 0 . 003 0 . 070 7 .89 cfs 3 .17 fps 0 .60 ft deep ROUTE HYDROGRAPH 5 THROUGH REACH D2B recommended time interval : 0 . 07149 min StormSHED will just shift the hydrograph 7. 89 cfs 8 . 74 fps 0 . 16 ft deep ADD 5 1 1 41. 2331 cfs 5 .4243 ac-ft 12 .67 hrs ?LUTE HYDROGRAPH 1 THROUGH REACH DB Hydrograph shifted 0 . 14 min --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 147 1. 559 0 . 000 0 . 998 27 0 .667 -0 .150 0 . 007 40 . 93 cfs 6 . 18 fps 0 . 57 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH CULV2 teach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn :ULV2 25. 67 40 . 93 173 .22 23 .63 16 . 50 48 . 00 10 .70 12 .81 ROUTE HYDROGRAPH 1 THROUGH REACH DC Hydrograph shifted 0 . 12 min --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 1.438 1.551 0 . 000 0 . 998 24 0 . 667 -0 . 152 0 . 007 40 .97 cfs 4 . 73 fps 0 .71 ft deep ROUTE HYDROGRAPH 6 THROUGH REACH D3A --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1.333 0 . 034 0 . 876 153 0 .669 -0 . 089 0 . 043 4 . 06 cfs 2 . 69 fps 0 .46 ft deep ?LUTE HYDROGRAPH 6 THROUGH REACH D3B recommended time interval : 0 . 09446 min StormSHED will just shift the hydrograph 4 . 06 cfs 6 . 92 fps 0 . 11 ft deep ODD 6 1 1 41. 6216 cfs 6 .1846 ac-ft 13 . 00 hrs ROUTE HYDROGRAPH 1 THROUGH REACH DD1 Hydrograph shifted 0 . 18 min --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- _ .261 1 .548 0 . 006 0 . 980 176 0 . 667 -0 . 083 0 . 049 40 . 80 cfs 4 .33 fps 0 . 77 ft deep tOUTE HYDROGRAPH 1 THROUGH REACH DD2 -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- _ . 827 1.556 0 . 000 1. 000 20 0 . 667 -0 . 155 0 . 006 40 . 75 cfs 5 . 54 fps 0 . 62 ft deep ?OUTE HYDROGRAPH 1 THROUGH REACH DD3 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- ) . 892 1. 542 0 . 001 0 . 998 55 0 . 667 -0 .141 0 . 015 40 .50 cfs 3 .41 fps 0 . 93 ft deep 962359 .OUTE HYDROGRAPH 1 THROUGH REACH CULV3 each -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn 'ULV3 35 . 27 40 . 50 77 . 47 52 .28 25.75 48 . 00 5 . 90 5 . 73 .OUTE HYDROGRAPH 1 THROUGH REACH DE Hydrograph shifted 0 .25 min -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- . 892 1 . 542 0 . 007 0 . 984 225 0 . 667 -0 .057 0 . 063 39 .49 cfs 3 .38 fps 0 . 92 ft deep .OUTE HYDROGRAPH 1 THROUGH REACH D4 -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- . 128 1.554 0 . 002 0 . 997 120 0 . 667 -0 .107 0. 033 39 . 16 cfs 4 . 00 fps 0 . 80 ft deep OUTS HYDROGRAPH 1 THROUGH REACH D5 -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- . 892 1 .549 0 . 002 0. 991 123 0 . 667 -0 .103 0 . 034 38 . 20 cfs 3 .38 fps 0 . 90 ft deep OUTE HYDROGRAPH 1 THROUGH REACH D6 -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- . 261 1 . 557 0 .000 1 . 000 15 0 . 667 -0 . 159 0 .004 38 .25 cfs 4 .27 fps 0 . 74 ft deep OUTE HYDROGRAPH 7 THROUGH REACH E9 -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- . 364 1. 333 0 . 053 0 . 891 294 0 .669 -0 .016 0 . 083 19 . 02 cfs 3 . 95 fps 0 . 83 ft deep OUTE HYDROGRAPH 8 THROUGH REACH E5 -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- . 364 1.333 0 . 026 0 . 956 164 0 . 669 -0 .063 0 . 046 2 . 79 cfs 2 .45 fps 0 .40 ft deep DD 8 7 7 21 .5156 cfs 2 .1926 ac-ft 12 .50 hrs OUTE HYDROGRAPH 7 THROUGH REACH EE -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- . 501 1.196 0 . 001 0 . 997 13 0 . 667 -0 . 160 0 . 004 21 . 29 cfs 10 . 83 fps 0 .30 ft deep OUTS HYDROGRAPH 9 THROUGH REACH E8 -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- . 364 1 .333 0 . 005 0 . 972 35 0 . 669 -0 .141 0 . 010 19 . 81 cfs 3 . 99 fps 0 . 84 ft deep OUTE HYDROGRAPH 10 THROUGH REACH E4 -x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- .364 1 .333 0 . 040 0 . 887 171 0 . 669 -0 . 060 0 . 048 5 . 16 cfs 2 . 85 fps 0 . 51 ft deep DD 9 10 9 24 .2005 cfs 1 . 7997 ac-ft 12 .17 hrs DD 9 7 7 32 . 6245 cfs 3 . 9922 ac-ft 12 . 17 hrs 962359 ROUTE HYDROGRAPH 7 THROUGH REACH EC --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 .501 1 .271 0 . 001 0 . 999 11 0 .667 -0 .151 0 . 003 32 . 10 cfs 12 .30 fps 0 .38 ft deep ROUTE HYDROGRAPH 11 THROUGH REACH E3 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1 .333 0 .064 0 . 830 240 0 . 669 -0 . 011 0 . 068 10 .54 cfs 3 .41 fps 0 . 66 ft deep ROUTE HYDROGRAPH 11 THROUGH REACH E2 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 136 1.333 0 . 006 0 . 998 72 0 .679 -0 .137 0 . 020 14 . 53 cfs 4 .46 fps 1. 04 ft deep ROUTE HYDROGRAPH 12 THROUGH REACH E7 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1.333 0 . 117 0 .771 384 0 . 669 0 .075 0 . 110 17 .46 cfs 3 . 87 fps 0 . 80 ft deep ADD 11 12 11 28 . 3714 cfs 3 . 0454 ac-ft 12 .33 hrs ADD 11 7 7 60 .4682 cfs 7 . 0368 ac-ft 12 .33 hrs ROUTE HYDROGRAPH 7 THROUGH REACH EB --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 501 1 .318 0 . 000 0 . 999 9 0 .667 -0 .158 0 . 003 59 . 85 cfs 14 .80 fps 0 .53 ft deep ROUTE HYDROGRAPH 13 THROUGH REACH E6 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1 .333 0 .134 0 . 763 426 0 . 669 0 .096 0. 122 18 . 05 cfs 3 . 90 fps 0 . 81 ft deep ROUTE HYDROGRAPH 14 THROUGH REACH El --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 136 1.333 0 . 026 0 . 917 134 0 . 679 -0 .077 0 .038 6 . 88 cfs 3 . 70 fps 0. 79 ft deep .DD 13 14 13 22 . 1600 cfs 2 . 1978 ac-ft 12 .50 hrs ?DD 13 7 7 79 . 7355 cfs 9 . 2343 ac-ft 12 .50 hrs ROUTE HYDROGRAPH 7 THROUGH REACH EA recommended time interval : 0 . 09126 min StormSHED will just shift the hydrograph 79 . 74 cfs 13 . 69 fps 0 . 69 ft deep ROUTE HYDROGRAPH 7 THROUGH REACH CULV5 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn 2ULV5 43 . 04 79 . 74 204 . 96 38 . 90 21 . 66 48 . 00 14 .49 15 . 16 A.DD 18 7 7 131 . 9290 cfs 19 . 8633 ac-ft 12 . 50 hrs ADD 1 7 19 962359 156 .3194 cfs 28 . 8909 ac-ft 12 .50 hrs ADD ADDPOND 19 19 187. 6162 cfs 33 .4570 ac-ft 12 .50 hrs End program file C:\STMSHED\LAIDCHNL.pgm [,POOL 1 "Sediment Pond Sizing" 19 19 PROPLIN PROPLINW 20 Description MatchQ PeakQ Sto Dis PkStg OutQ hyd Volt: Sediment Pond Sizing 0 . 00 187. 62 PROPLIN PROPLINW 5086 .28 60 .52 20 962359 Detailed Hydrograph Summary Run 2 962359 2/13/96 3 : 5 :25 pm Golder and Associates page 1 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 1 Peak runoff : 38 .2466 cfs Total Vol : 9 .03 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 33.9287 1210 2.8452 1610 20 420 820 37.9387 1220 2.7809 1620 30 430 830 38.2466 1230 2.7165 1630 40 440 840 34.5041 1240 2.6593 1640 50 450 850 28.3600 1250 2.6113 1650 60 460 860 21.9863 1260 2.5725 1660 70 470 870 16.8040 1270 2.5361 1670 80 480 0.0003 880 13.1856 1280 2.4901 1680 90 490 0.0014 890 10.8393 1290 2.4268 1690 100 500 0.0052 900 9.3065 1300 2.3508 1700 110 510 0.0130 910 8.2497 1310 2.2761 1710 120 520 0.0254 920 7.4750 1320 2.2159 1720 130 530 0.0441 930 6.8825 1330 2.1760 1730 140 540 0.0687 940 6.4016 1340 2.1539 1740 150 550 0.0981 950 5.9879 1350 2.1439 1750 160 560 0.1346 960 5.6249 1360 2.1404 1760 170 570 0.1805 970 5.3088 1370 2.1400 1770 180 580 0.2363 980 5.0438 1380 2.1406 1780 190 590 0.3045 990 4.8369 1390 2.1417 1790 200 600 0.3858 1000 4.6841 1400 2.1428 1800 210 610 0.4785 1010 4.5578 1410 2.1440 1810 220 620 0.5828 1020 4.4206 1420 2.1451 1820 230 630 0.7001 1030 4.2756 1430 2.1463 1830 240 640 0.8337 1040 4.1422 1440. 2.1471 1840 250 650 0.9965 1050 4.0352 1450 2.0984 1850 260 660 1.1992 1060 3.9588 1460 1.9661 1860 270 670 1.4463 1070 3.9047 1470 1.7868 1870 280 680 1.7485 1080 3.8556 1480 1.6051 1880 290 690 2.1111 1090 3.7803 1490 1.4426 1890 300 700 2.5463 1100 3.6695 1500 1.2960 1900 310 710 3.5094 1110 3.5449 1510 1.1397 1910 320 720 5.7781 1120 3.4305 1520 0.9539 1920 330 730 11.5457 1130 3.3395 1530 0.7453 1930 340 740 19.5182 1140 3.2740 1540 0.5303 1940 350 750 24.3904 1150 3.2242 1550 0.3148 1950 360 760 25.5809 1160 3.1731 1560 0.0666 1960 370 770 24.8878 1170 3.1090 1570 0.0012 1970 380 780 24.0507 1180 3.0340 1580 1980 390 790 24.9666 1190 2.9609 1590 1990 400 800 28.6567 1200 2.9020 1600 2000 962359 2/13/96 3 :5 :25 pm Golder and Associates page 2 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 2 Peak runoff: 18 .3078 cfs Total Vol: 1 . 89 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 2.6221 1210 0.5565 1610 20 420 820 2.2906 1220 0.5250 1620 30 430 830 2.0373 1230 0.4773 1630 40 440 840 1.8348 1240 0.4431 1640 50 450 850 1.6598 1250 0.4296 1650 60 460 860 1.5158 1260 0.4257 1660 70 470 870 1.4043 1270 0.4253 1670 80 480 0.0002 880 1.3090 1280 0.4255 1680 90 490 0.0014 890 1.2195 1290 0.4257 1690 100 500 0.0050 900 1.1318 1300 0.4259 1700 110 510 0.0123 910 1.0505 1310 0.4261 1710 120 520 0.0238 920 0.9943 1320 0.4264 1720 130 530 0.0394 930 0.9695 1330 0.4266 1730 140 540 0.0574 940 0.9549 1340 0.4268 1740 150 550 0.0758 950 0.9236 1350 0.4270 1750 160 560 0.0940 960 0.8779 1360 0.4273 1760 170 570 0.1140 970 0.8455 1370 0.4275 1770 180 580 0.1380 980 0.8332 1380 0.4277 1780 190 590 0.1636 990 0.8304 1390 0.4279 1790 200 600 0.1903. 1000 0.8308 1400 0.4281 1800 210 610 0.2210 1010 0.8295 1410 0.4284 1810 220 620 0.2529 1020 0.8127 1420 0.4286 1820 230 630 0.2854 1030 0.7710 1430 0.4288 1830 240 640 0.3273 1040 0.7282 1440 0.4285 1840 250 650 0.3862 1050 0.7062 1450 0.4063 1850 260 660 0.4681 1060 0.6992 1460 0.3135 1860 270 670 0.5788 1070 0.6981 1470 0.1672 1870 280 680 0.7151 1080 0.6984 1480 0.0554 1880 290 690 0.8724 1090 0.6910 1490 0.0070 1890 300 700 1.0608 1100 0.6603 1500 1900 310 710 1.3973 1110 0.6133 1510 1910 320 720 2.5174 1120 0.5795 1520 1920 330 730 6.0224 1130 0.5663 1530 1930 340 740 12.8011 1140 0.5626 1540 1940 350 750 18.3078 1150 0.5624 1550 1950 360 760 16.2878 1160 0.5628 1560 1960 370 770 10.1312 1170 0.5632 1570 1970 380 780 5.9102 1180 0.5637 1580 1980 390 790 3.9135 1190 0.5641 1590 1990 400 800 3.0616 1200 0.5642 1600 2000 962359 2/13/96 3 :5 :25 pm Golder and Associates page 3 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 3 Peak runoff : 9 .3600 cfs Total Vol : 0 . 89 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 1.0963 1210 0.2684 1610 20 420 820 0.9933 1220 0.2371 1620 30 430 830 0.8987 1230 0.2143 1630 40 440 840 0.8018 1240 0.2112 1640 50 450 850 0.7396 1250 0.2110 1650 60 460 860 0.6896 1260 0.2111 1660 70 470 0.0001 870 0.6401 1270 0.2112 1670 80 480 0.0004 880 0.6031 1280 0.2114 1680 90 490 0.0017 890 0.5582 1290 0.2115 1690 100 500 0.0061 900 0.5089 1300 0.2116 1700 110 510 0.0125 910 0.4829 1310 0.2117 1710 120 520 0.0192 920 0.4773 1320 0.2118 1720 130 530 0.0291 930 0.4773 1330 0.2119 1730 140 540 0.0397 940 0.4662 1340 0.2120 1740 150 550 0.0471 950 0.4359 1350 0.2121 1750 160 560 0.0572 960 0.4138 1360 0.2122 1760 170 570 0.0711 970 0.4117 1370 0.2124 1770 180 580 0.0825 980 0.4120 1380 0.2125 1780 190 590 0.0958 990 0.4126 1390 0.2126 1790 200 600 0.1131 1000 0.4130 1400 0.2127 1800 210 610 0.1273 1010 0.4037 1410 0.2128 1810 220 620 0.1433 1020 0.3763 1420 0.2129 1820 230 630 0.1643 1030 0.3526 1430 0.2130 1830 240 640 0.1882 1040 0.3467 1440 0.1771 1840 250 650 0.2335 1050 0.3463 1450 0.0791 1850 260 660 0.2958 1060 0.3466 1460 0.0072 1860 270 670 0.3545 1070 0.3469 1470 1870 280 680 0.4383 1080 0.3472 1480 1880 290 690 0.5384 1090 0.3357 1490 1890 300 700 0.6355 1100 0.3047 1500 1900 310 710 1.2371 1110 0.2819 1510 1910 320 720 2.7009 1120 0.2791 1520 1920 330 730 5.7707 1130 0.2790 1530 1930 340 740 9.3600 1140 0.2792 1540 1940 350 750 7.9520 1150 0.2794 1550 1950 360 760 3.7499 1160 0.2796 1560 1960 370 770 2.2511 1170 0.2799 1570 1970 380 780 1.6922 1180 0.2801 1580 1980 390 790 1.4809 1190 0.2803 1590 1990 400 800 1.2804 1200 0.2804 1600 2000 962359 2/13/96 3 :5 :25 pm Golder and Associates page 4 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 4 Peak runoff : 12 . 9583 cfs Total Vol: 1 . 20 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 1.4155 1210 0.3491 1610 20 420 820 1.2989 1220 0.3039 1620 30 430 830 1.1578 1230 0.2867 1630 40 440 840 1.0437 1240 0.2858 1640 - 50 450 850 0.9755 1250 0.2859 1650 60 460 860 0.9034 1260 0.2861 1660 70 470 0.0003 870 0.8459 1270 0.2862 1670 80 480 0.0007 880 0.7970 1280 0.2864 1680 90 490 0.0036 890 0.7258 1290 0.2865 1690 100 500 0.0119 900 0.6675 1300 0.2867 1700 110 510 0.0203 910 0.6475 1310 0.2868 1710 120 520 0.0303 920 0.6460 1320 0.2870 1720 130 530 0.0459 930 0.6466 1330 0.2871 1730 140 540 0.0581 940 0.6175 1340 0.2873 1740 150 550 0.0677 950 0.5740 1350 0.2874 1750 160 560 0.0855 960 0.5579 1360 0.2876 1760 170 570 0.1035 970 0.5576 1370 0.2877 1770 180 580 0.1172 980 0.5584 1380 0.2879 1780 190 590 0.1396 990 0.5592 1390 0.2880 1790 200 600 0.1623 1000 0.5598 1400 0.2882 1800 210 610 0.1791 1010 0.5337 1410 0.2883 1810 220 620 0.2060 1020 0.4910 1420 0.2884 1820 230 630 0.2335 1030 0.4711 1430 0.2886 1830 240 640 0.2718 1040 0.4689 1440 0.1560 1840 250 650 0.3526 1050 0.4692 1450 0.0320 1850 260 660 0.4314 1060 0.4696 1460 0.0013 1860 270 670 0.5148 1070 0.4702 1470 1870 280 680 0.6537 1080 0.4703 1480 1880 290 690 0.7760 1090 0.4403 1490 1890 300 700 0.9238 1100 0.3953 1500 1900 310 710 2.3911 1110 0.3784 1510 1910 320 720 4.6217 1120 0.3778 1520 1920 330 730 10.4339 1130 0.3781 1530 1930 340 740 12.9583 1140 0.3784 1540 1940 350 750 7.8329 1150 0.3786 1550 1950 360 760 3.8582 1160 0.3790 1560 1960 370 770 2.6087 1170 0.3792 1570 1970 380 780 2.1473 1180 0.3795 1580 1980 390 790 1.9056 1190 0.3798 1590 1990 400 800 1.6145 1200 0.3797 1600 2000 962359 2/13/96 3 :5 :26 pm Golder and Associates page 5 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 5 Peak runoff: 7 . 8876 cfs Total Vol: 0 . 74 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) Icfs) (min) (cfs) (min) (cfs) 10 410 810 0.8965 1210 0.2200 1610 20 420 820 0.8142 1220 0.1933 1620 30 430 830 0.7358 1230 0.1747 1630 40 440 840 0.6575 1240 0.1731 1640 50 450 850 0.6066 1250 0.1731 1650 60 460 860 0.5646 1260 0.1732 1660 70 470 870 0.5250 1270 0.1733 1670 80 480 0.0003 880 0.4946 1280 0.1734 1680 90 490 0.0014 890 0.4570 1290 0.1735 1690 100 500 0.0050 900 0.4172 1300 0.1736 1700 110 510 0.0102 910 0.3962 1310 0.1737 1710 120 520 0.0158 920 0.3913 1320 0.1738 1720 130 530 0.0241 930 0.3915 1330 0.1738 1730 140 540 0.0326 940 0.3822 1340 0.1739 1740 150 550 0.0387 950 0.3568 1350 0.1740 1750 160 560 0.0471 960 0.3390 1360 0.1741 1760 170 570 0.0582 970 0.3376 1370 0.1742 1770 180 580 0.0677 980 0.3380 1380 0.1743 1780 190 590 0.0787 990 0.3385 1390 0.1744 1790 200 600 0.0928 1000 0.3388 1400 0.1745 1800 210 610 0.1045 1010 0.3317 1410 0.1746 1810 220 620 0.1176 1020 0.3095 1420 0.1746 1820 230 630 0.1346 1030 0.2894 1430 0.1747 1830 240 640 0.1549 1040 0.2842 1440 0.1455 1840 250 650 0.1926 1050 0.2841 1450 0.0609 1850 260 660 0.2423 1060 0.2843 1460 1860 270 670 0.2907 1070 0.2846 1470 1870 280 680 0.3609 1080 0.2848 1480 1880 290 690 0.4419 1090 0.2749 1490 1890 300 700 0.5213 1100 0.2486 1500 1900 310 710 0.9964 1110 0.2303 1510 1910 320 720 2.1883 1120 0.2288 1520 1920 330 730 4.7816 1130 0.2289 1530 1930 340 740 7.8876 1140 0.2291 1540 1940 350 750 6.7470 1150 0.2292 1550 1950 360 760 3.1804 1160 0.2294 1560 1960 370 770 1.8187 1170 0.2296 1570 1970 380 780 1.3756 1180 0.2297 1580 1980 390 790 1.2128 1190 0.2299 1590 1990 400 800 1.0458 1200 0.2300 1600 2000 962359 2/13/96 3 :5 :26 pm Golder and Associates page 6 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 6 Peak runoff : 4 . 0607 cfs Total Vol : 0 . 37 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 0.4309 1210 0.1035 1610 20 420 820 0.3930 1220 0.0911 1620 30 430 830 0.3470 1230 0.0888 1630 40 440 840 0.3187 1240 0.0888 1640 50 450 850 0.2976 1250 0.0888 1650 60 460 860 0.2742 1260 0.0889 1660 70 470 0.0001 870 0.2599 1270 0.0889 1670 80 480 0.0003 880 0.2424 1280 0.0890 1680 90 490 0.0016 890 0.2189 1290 0.0890 1690 100 500 0.0045 900 0.2045 1300 0.0891 1700 110 510 0.0067 910 0.2008 1310 0.0891 1710 120 520 0.0106 920 0.2008 1320 0.0892 1720 130 530 0.0157 930 0.2009 1330 0.0892 1730 140 540 0.0186 940 0.1870 1340 0.0893 1740 _ 150 550 0.0220 950 0.1752 1350 0.0893 1750 160 560 0.0284 960 0.1731 1360 0.0893 1760 170 570 0.0331 970 0.1733 1370 0.0894 1770 180 580 0.0377 980 0.1736 1380 0.0894 1780 190 590 0.0456 990 0.1737 1390 0.0895 1790 200 600 0.0517 1000 0.1739 1400 0.0895 1800 210 610 0.0571 1010 0.1623 1410 0.0896 1810 220 620 0.0667 1020 0.1498 1420 0.0896 1820 230 630 0.0741 1030 0.1459 1430 0.0897 1830 240 640 0.0892 1040 0.1457 1440 0.0238 1840 250 650 0.1176 1050 0.1458 1450 0.0014 1850 260 660 0.1382 1060 0.1459 1460 1860 270 670 0.1693 1070 0.1461 1470 1870 280 680 0.2162 1080 0.1461 1480 1880 290 690 0.2473 1090 0.1317 1490 1890 300 700 0.3050 1100 0.1196 1500 1900 310 710 0.9260 1110 0.1173 1510 1910 320 720 1.5705 1120 0.1174 1520 1920 330 730 4.0607 1130 0.1175 1530 1930 340 740 3.8900 1140 0.1176 1540 1940 350 750 1.9765 1150 0.1176 1550 1950 360 760 1.0446 1160 0.1178 1560 1960 370 770 0.7415 1170 0.1178 1570 1970 380 780 0.6509 1180 0.1179 1580 1980 390 790 0.5670 1190 0.1180 1590 1990 400 800 0.4768 1200 0.1179 1600 2000 962359 2/13/96 3 :5:26 pm Golder and Associates page 7 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 7 Peak runoff: 131.9290 cfs Total Vol: 19 . 86 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 36.7234 1210 5.8824 1610 20 420 820 28.9909 1220 5.6148 1620 30 430 830 24.4049 1230 5.2304 1630 40 440 840 21.3371 1240 5.0362 1640 50 450 850 19.0871 1250 4.8413 1650 60 460 860 17.3539 1260 4.7021 1660 70 470 0.0013 870 15.9364 1270 4.6220 1670 80 480 0.0038 880 14.7057 1280 4.5861 1680 90 490 0.0225 890 13.6096 1290 4.5743 1690 100 500 0.0686 900 12.6024 1300 4.5726 1700 110 510 0.1377 910 11.7965 1310 4.5741 1710 120 520 0.2481 920 11.2189 1320 4.5763 1720 130 530 0.3899 930 10.8208 1330 4.5787 1730 140 540 0.5554 940 10.3951 1340 4.5812 1740 150 550 0.7339 950 9.9956 1350 4.5835 1750 160 560 0.9378 960 9.6132 1360 4.5859 1760 170 570 1.1594 970 9.3551 1370 4.5883 1770 180 580 1.4000 980 9.1668 1380 4.5907 1780 190 590 1.6650 990 9.0390 1390 4.5930 1790 200 600 1.9509 1000 8.9704 1400 4.5954 1800 210 610 2.2577 1010 8.8193 1410 4.5377 1810 220 620 2.5905 1020 8.5825 1420 4.6000 1820 230 630 2.9446 1030 8.2828 1430 4.6023 1830 240 640 3.4238 1040 8.0387 1440 4.2583 1840 250 650 4.0897 1050 7.8366 1450 3.6437 1850 260 660 4.9082 1060 7.6795 1460 2.9510 1860 270 670 5.9937 1070 7.5798 1470 2.0303 1870 280 680 7.3356 1080 7.5293 1480 1.2869 1880 290 690 8.8833 1090 7.3363 1490 0.7361 1890 300 700 10.8784 1100 7.0669 1500 0.2537 1900 310 710 18.9776 1110 6.7391 1510 0.0129 1910 320 720 32.6579 1120 6.4960 1520 1920 330 730 77.0169 1130 6.3054 1530 1930 340 740 110.9203 1140 6.1697 1540 1940 350 750 131.9290 1150 6.0927 1550 1950 360 760 122.0206 1160 6.0594 1560 1960 370 770 108.1718 1170 6.0499 1570 1970 380 780 89.5289 1180 6.0504 1580 1980 390 790 68.1291 1190 6.0540 1590 1990 400 B00 49.6129 1200 6.0562 1600 2000 962359 2/13/96 3 :5 :26 pm Golder and Associates page 8 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 8 Peak runoff : 2 . 7940 cfs Total Vol : 0 .26 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 0.3142 1210 0.0732 1610 20 420 820 0.2787 1220 0.0654 1620 30 430 830 0.2519 1230 0.0601 1630 40 440 840 0.2283 1240 0.0585 1640 SO 450 850 0.2076 1250 0.0584 1650 60 460 860 0.1925 1260 0.0584 1660 70 470 870 0.1804 1270 0.0584 1670 80 480 880 0.1678 1280 0.0585 1680 90 490 0.0005 890 0.1558 1290 0.0585 1690 100 500 0.0015 900 0.1441 1300 0.0585 1700 110 510 0.0030 910 0.1356 1310 0.0585 1710 120 520 0.0052 920 0.1324 1320 0.0586 1720 130 530 0.0078 930 0.1319 ' 1330 0.0586 1730 140 540 0.0103 940 0.1279 1340 0.0586 1740 150 550 0.0128 950 0.1204 1350 0.0587 1750 160 560 0.0154 960 0.1154 1360 0.0587 1760 170 570 0.0187 970 0.1140 1370 0.0587 1770 180 580 0.0224 980 0.1139 1380 0.0588 1780 190 590 0.0258 990 0.1141 1390 0.0588 1790 200 600 0.0300 1000 0.1142 1400 0.0588 1800 210 610 0.0346 1010 0.1129 1410 0.0589 1810 220 620 0.0388 1020 0.1066 1420 0.0589 1820 230 630 0.0439 1030 0.0994 1430 0.0589 1830 240 640 0.0520 1040 0.0963 1440 0.0588 1840 250 650 0.0629 1050 0.0958 1450 0.0462 1850 260 660 0.0774 1060 0.0958 1460 0.0161 1860 270 670 0.0969 1070 0.0959 1470 0.0012 1870 280 680 0.1184 1080 0.0960 1480 1880 290 690 0.1422 1090 0.0918 1490 1890 300 700 0.1749 1100 0.0841 1500 1900 310 710 0.2805 1110 0.0788 1510 1910 320 720 0.6270 1120 0.0773 1520 1920 330 730 1.6699 1130 0.0772 1530 1930 340 740 2.7940 1140 0.0772 1540 1940 350 750 2.4971 1150 0.0773 1550 1950 360 760 1.3791 1160 0.0773 1560 1960 370 770 0.7105 1170 0.0774 1570 1970 380 780 0.4987 1180 0.0775 1580 1980 390 790 0.4151 1190 0.0775 1590 1990 400 800 0.3587 1200 0.0775 1600 2000 962359 2/13/96 3 :5 :26 pm Golder and Associates page 9 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 9 Peak runoff: 24 .2005 cfs Total Vol : 1 .80 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 2.0379 1210 0.4652 1610 20 420 820 1.8245 1220 0.4311 1620 30 430 830 1.6083 1230 0.4249 1630 40 440 840 1.5085 1240 0.4250 1640 50 450 850 1.3954 1250 0.4253 1650 60 460 860 1.2862 1260 0.4254 1660 70 470 0.0008 870 1.2355 1270 0.4257 1670 80 480 0.0014 880 1.1313 1280 0.4260 1680 90 490 0.0102 890 1.0212 1290 0.4261 1690 100 500 0.0257 900 0.9705 1300 0.4264 1700 110 510 0.0337 910 0.9608 1310 0.4266 1710 120 520 0.0575 920 0.9614 1320 0.4268 1720 130 530 0.0805 930 0.9614 1330 0.4270 1730 140 540 0.0909 940 0.8662 1340 0.4273 1740 150 550 0.1110 950 0.8341 1350 0.4274 1750 160 560 0.1444 960 0.8285 1360 0.4277 1760 170 570 0.1615 970 0.8297 1370 0.4280 1770 180 580 0.1871 980 0.8311 1380 0.4281 1780 190 590 0.2294 990 0.8317 1390 0.4284 1790 200 600 0.2511 1000 0.8330 1400 0.4286 1800 210 610 0.2814 1010 0.7545 1410 0.4287 1810 220 620 0.3325 1020 0.7087 1420 0.4290 1820 230 630 0.3591 1030 0.6979 1430 0.4293 1830 240 640 0.4543 1040 0.6975 1440 0.0777 1840 250 650 0.6005 1050 0.6978 1450 0.0044 1850 260 660 0.6747 1060 0.6987 1460 0.0001 1860 270 670 0.8634 1070 0.6996 1470 1870 280 680 1.0917 1080 0.6989 1480 1880 290 690 1.2036 1090 0.6011 1490 1890 300 700 1.5623 1100 0.5676 1500 1900 310 710 5.5597 1110 0.5615 1510 1910 320 720 8.0185 1120 0.5619 1520 1920 330 730 24.2005 1130 0.5625 1530 1930 340 740 15.3185 1140 0.5627 1540 1940 350 750 7.9210 1150 0.5632 1550 1950 360 760 4.4491 1160 0.5638 1560 1960 370 770 3.3774 1170 0.5640 1570 1970 380 780 3.0761 1180 0.5645 1580 1980 390 790 2.5763 1190 0.5650 1590 1990 400 B00 2.1960 1200 0.5641 1600 2000 962359 2/13/96 3 :5 :26 pm Golder and Associates page 10 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 10 Peak runoff : 5 .1565 cfs Total Vol : 0 .47 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 0.5493 1210 0.1338 1610 20 420 820 0.5019 1220 0.1167 1620 30 430 830 0.4466 1230 0.1113 1630 40 440 840 0.4055 1240 0.1112 1640 50 450 850 0.3779 1250 0.1113 1650 60 460 860 0.3495 1260 0.1113 1660 70 470 0.0001 870 0.3288 1270 0.1114 1670 80 480 0.0003 880 0.3083 1280 0.1115 1680 90 490 0.0016 890 0.2804 1290 0.1115 1690 100 500 0.0049 900 0.2594 1300 0.1116 1700 110 510 0.0079 910 0.2521 1310 ' 0.1116 1710 120 520 0.0123 920 0.2514 1320 0.1117 1720 130 530 0.0163 930 0.2516 1330 0.1117 1730 140 540 0.0227 940 0.2383 1340 0.1118 1740 150 550 0.0267 950 0.2220 1350 0.1119 1750 160 560 0.0338 960 0.2169 1360 0.1119 1760 170 570 0.0404 970 0.2170 1370 0.1120 1770 180 580 0.0461 980 0.2174 1380 0.1120 1780 190 590 0.0550 990 0.2176 1390 0.1121 1790 200 600 0.0633 1000 0.2179 1400 0.1122 1800 210 610 0.0702 1010 0.2071 1410 0.1122 1810 220 620 0.0809 1020 0.1909 1420 0.1123 1820 230 630 0.0910 1030 0.1834 1430 0.1123 1830 240 640 0.1076 1040 0.1825 1440 0.0473 1840 250 650 0.1396 1050 0.1826 1450 0.0044 1850 260 660 0.1683 1060 0.1828 1460 0.0001 1860 270 670 0.2038 1070 0.1830 1470 1870 280 680 0.2584 1080 0.1830 1480 1880 290 690 0.3028 1090 0.1692 1490 1890 300 700 0.3664 1100 0.1524 1500 1900 310 710 0.9662 1110 0.1471 1510 1910 320 720 1.8019 1120 0.1470 1520 1920 330 730 4.3866 1130 0.1472 1530 1930 340 740 5.1565 1140 0.1473 1540 1940 350 750 3.0565 1150 0.1474 1550 1950 360 760 1.4868 1160 0.1475 1560 1960 370 770 0.9856 1170 0.1476 1570 1970 380 780 0.8315 1180 0.1477 1580 1980 390 790 0.7323 1190 0.1478 1590 1990 400 800 0.6194 1200 0.1478 1600 2000 962359 2/13/96 3 :5 :26 pm Golder and Associates page 11 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 11 Peak runoff : 28 .3714 cfs Total Vol : 3 .05 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 3.8407 1210 0.9083 1610 20 420 820 3.4227 1220 0.8277 1620 30 430 830 3.1128 1230 0.7426 1630 40 440 840 2.7883 1240 0.7210 1640 50 450 850 2.5460 1250 0.7179 1650 60 460 860 2.3751 1260 0.7178 1660 70 470 0.0003 870 2.2082 1270 0.7181 1670 80 480 0.0012 880 2.0636 1280 0.7184 1680 90 490 0.0060 890 1.9241 1290 0.7188 1690 100 500 0.0183 900 1.7603 1300 0.7192 1700 110 510 0.0385 910 1.6586 1310 0.7196 1710 120 520 0.0637 920 1.6272 1320 0.7200 1720 130 530 0.0929 930 1.6228 1330 0.7204 1730 140 540 0.1281 940 1.5802 1340 0.7207 1740 150 550 0.1573 950 1.5031 1350 0.7211 1750 160 560 0.1896 960 1.4216 1360 0.7215 1760 170 570 0.2331 970 1.4026 1370 0.7218 1770 180 580 0.2756 980 1.4008 1380 0.7222 1780 190 590 0.3182 990 1.4023 1390 0.7226 1790 200 600 0.3735 1000 1.4040 1400 0.7229 1800 210 610 0.4271 1010 1.3739 1410 0.7233 1810 220 620 0.4786 1020 1.2970 1420 0.7237 1820 230 630 0.5452 1030 1.2136 1430 0.7240 1830 240 640 0.6359 1040 1.1828 1440 0.6734 1840 250 650 0.7724 1050 1.1780 1450 0.3681 1850 260 660 0.9669 1060 1.1782 1460 0.1936 1860 270 670 1.1866 1070 1.1791 1470 1870 280 680 1.4418 1080 1.1800 1480 1880 290 690 1.7676 1090 1.1363 1490 1890 300 700 2.1378 1100 1.0565 1500 1900 310 710 4.0361 1110 0.9719 1510 1910 320 720 8.2758 1120 0.9517 1520 1920 330 730 19.6430 1130 0.9490 1530 1930 340 740 28.3714 1140 0.9493 1540 1940 350 750 27.8942 1150 0.9499 1550 1950 360 760 15.3240 1160 0.9505 1560 1960 370 770 8.7802 1170 0.9513 1570 1970 380 780 6.1754 1180 0.9520 1580 1980 390 790 5.1542 1190 0.9527 1590 1990 400 800 4.4875 1200 0.9530 1600 2000 962359 2/13/96 3 :5 :26 pm Golder and Associates page 12 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 12 Peak runoff : 17 .4598 cfs Total Vol: 1.60 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 2.0914 1210 0.4931 1610 20 420 820 1.8539 1220 0.4534 1620 30 430 830 1.6953 1230 0.3943 1630 40 440 840 1.5092 1240 0.3792 1640 50 450 850 1.3694 1250 0.3766 1650 60 460 860 1.2784 1260 0.3764 1660 70 470 870 1.1817 1270 0.3765 1670 80 480 0.0004 880 1.1071 1280 0.3766 1680 90 490 0.0016 890 1.0403 1290 0.3769 1690 100 500 0.0061 900 0.9465 1300 0.3771 1700 110 510 0.0166 910 0.8787 1310 0.3772 1710 120 520 0.0282 920 0.8551 1320 0.3775 1720 130 530 0.0419 930 0.8511 1330 0.3776 1730 140 540 0.0623 940 0.8447 1340 0.3778 1740 150 550 0.0776 950 0.8068 1350 0.3781 1750 160 560 0.0917 960 0.7499 1360 0.3782 1760 170 570 0.1146 970 0.7363 1370 0.3784 1770 180 580 0.1377 980 0.7343 1380 0.3786 1780 190 590 0.1569 990 0.7351 1390 0.3788 1790 200 600 0.1861 1000 0.7359 1400 0.3790 1800 210 610 0.2158 1010 0.7314 1410 0.3792 1810 220 620 0.2392 1020 0.6996 1420 0.3794 1820 230 630 0.2741 1030 0.6449 1430 0.3796 1830 240 640 0.3136 1040 ' 0.6220 1440 0.3798 1840 250 650 0.3705 1050 0.6179 1450 0.3513 1850 260 660 0.4739 1060 0.6177 1460 0.1936 1860 270 670 0.5792 1070 0.6180 1470 1870 280 680 0.6949 1080 0.6187 1480 1880 290 690 0.8764 1090 0.6123 1490 1890 300 700 1.0447 1100 0.5729 1500 1900 310 710 1.4927 1110 0.5142 1510 1910 320 720 3.3374 1120 0.5001 1520 1920 330 730 7.2329 1130 0.4977 1530 1930 340 740 13.8395 1140 0.4977 1540 1940 350 750 17.4598 1150 0.4979 1550 1950 360 760 9.6871 1160 0.4983 1560 1960 370 770 5.2687 1170 0.4987 1570 1970 380 780 3.4558 1180 0.4991 1580 1980 390 790 2.8474 1190 0.4994 1590 1990 400 800 2.4868 1200 0.4998 1600 2000 962359 2/13/96 3 :5 :26 pm Golder and Associates page 13 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 13 Peak runoff: 22 . 1600 cfs Total Vol : 2 .20 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 2.8174 1210 0.6549 1610 20 420 820 2.4864 1220 0.6028 1620 30 430 830 2.2680 1230 0.5315 1630 40 440 840 2.0302 1240 0.5149 1640 50 450 850 1.8402 1250 0.5116 1650 60 460 860 1.7152 1260 0.5112 1660 70 470 0.0002 870 1.5943 1270 0.5113 1670 80 480 0.0006 880 1.4869 1280 0.5115 1680 90 490 0.0035 890 1.3901 1290 0.5118 1690 100 500 0.0108 900 1.2753 1300 0.5121 1700 110 510 0.0245 910 1.1932 1310 0.5124 1710 120 520 0.0421 920 1.1613 1320 0.5127 1720 130 530 0.0612 930 1.1565 1330 0.5129 1730 140 540 0.0866 940 1.1331 1340 0.5132 1740 150 550 0.1085 950 1.0836 1350 0.5135 1750 160 560 0.1298 960 1.0190 1360 0.5137 1760 170 570 0.1592 970 1.0001 1370 0.5140 1770 180 580 0.1916 980 0.9979 1380 0.5143 1780 190 590 0.2203 990 0.9985 1390 0.5145 1790 200 600 0.2575 1000 0.9996 1400 0.5147 1800 210 610 0.2969 1010 0.9853 1410 0.5150 1810 220 620 0.3322 1020 0.9402 1420 0.5153 1820 230 630 0.3775 1030 0.8715 1430 0.5155 1830 240 640 0.4393 1040 0.8453 1440 0.5153 1840 250 650 0.5257 1050 0.8395 1450 0.4081 1850 260 660 0.6608 1060 0.8391 1460 0.2570 1860 270 670 0.8172 1070 0.8395 1470 0.0651 1870 280 680 0.9831 1080 0.8401 1480 1880 290 690 1.2139 1090 0.8169 1490 1890 300 700 1.4744 1100 0.7660 1500 1900 310 710 2.4757 1110 0.6994 1510 1910 320 720 5.0163 1120 0.6793 1520 1920 330 730 12.3841 1130 0.6763 1530 1930 340 740 19.6461 1140 0.6760 1540 1940 350 750 22.1600 1150 0.6764 1550 1950 360 760 12.4381 1160 0.6768 1560 1960 370 770 6.8743 1170 0.6773 1570 1970 380 780 4.6977 1180 0.6779 1580 1980 390 790 3.8160 1190 0.6783 1590 1990 400 800 3.3059 1200 0.6786 1600 2000 962359 2/13/96 3 :5 :26 pm Golder and Associates page 14 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 14 Peak runoff : 6 . 8812 cfs Total Vol : 0 . 60 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 0.6924 1210 0.1649 1610 20 420 820 0.6247 1220 0.1450 1620 30 430 830 0.5595 1230 0.1394 1630 40 440 840 0.5109 1240 0.1391 1640 50 450 850 0.4715 1250 0.1392 1650 60 460 860 0.4376 1260 0.1393 1660 70 470 0.0001 870 0.4131 1270 0.1394 1670 80 480 0.0004 880 0.3838 1280 0.1394 1680 90 490 0.0022 890 0.3512 1290 0.1395 1690 100 500 0.0059 900 0.3264 1300 0.1396 1700 110 510 0.0096 910 0.3159 1310 0.1397 1710 120 520 0.0158 920 0.3145 1320 0.1397 1720 130 530 0.0229 930 0.3147 1330 0.1398 1730 140 540 0.0281 940 0.2958 1340 0.1399 1740 150 550 0.0338 950 0.2767 1350 0.1399 1750 160 560 0.0420 960 0.2715 1360 0.1400 1760 170 570 0.0499 970 0.2715 1370 0.1401 1770 180 580 0.0580 980 0.2719 1380 0.1402 1780 190 590 0.0684 990 0.2722 1390 0.1402 1790 200 600 0.0784 1000 0.2726 1400 0.1403 1800 210 610 0.0883 1010 0.2606 1410 0.1404 1810 220 620 0.1007 1020 0.2406 1420 0.1404 1820 230 630 0.1130 1030 0.2300 1430 0.1405 1830 240 640 0.1366 1040 0.2283 1440 0.1401 1840 250 650 0.1735 1050 0.2284 1450 0.0464 1850 260 660 0.2081 1060 0.2287 1460 0.0012 1860 270 670 0.2586 1070 0.2289 1470 1870 280 680 0.3221 1080 0.2289 1480 1880 290 690 0.3751 1090 0.2093 1490 1890 300 700 0.4658 1100 0.1896 1500 1900 310 710 1.1411 1110 0.1841 1510 1910 320 720 2.1745 1120 0.1839 1520 1920 330 730 5.8542 1130 0.1841 1530 1930 340 740 6.8812 1140 0.1842 1540 1940 350 750 4.1144 1150 0.1844 1550 1950 360 760 1.9117 1160 0.1845 1560 1960 370 770 1.2211 1170 0.1847 1570 1970 380 780 1.0493 1180 0.1848 1580 1980 390 790 0.9073 1190 0.1849 1590 1990 400 800 0.7742 1200 0.1848 1600 2000 962359 2/13/96 3 :5 :27 pm Golder and Associates page 15 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 18 Peak runoff : 76 . 9199 cfs Total Vol : 10 . 63 ac-ft TIME DESIGN TIME' DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 24.9088 1210 3.1926 1610 20 420 820 18.5383 1220 3.1379 1620 30 430 830 14.9984 1230 3.0221 1630 40 440 840 12.8469 1240 2.8575 1640 50 450 850 11.3484 1250 2.6862 1650 60 460 860 10.1897 1260 2.5525 1660 70 470 870 9.2500 1270 2.4727 1670 80 480 0.0005 880 8.4811 1280 2.4359 1680 90 490 0.0026 890 7.8352 1290 2.4230 1690 100 500 0.0105 900 7.2670 1300 2.4201 1700 110 510 0.0284 910 6.7565 1310 2.4204 1710 120 520 0.0611 920 6.3097 1320 2.4215 1720 130 530 0.1137 930 5.9515 1330 2.4228 1730 140 540 0.1859 940 5.6911 1340 2.4241 1740 150 550 0.2730 950 5.4964 1350 2.4253 1750 160 560 0.3710 960 5.3194 1360 2.4266 1760 170 570 0.4771 970 5.1377 1370 2.4279 1770 180 580 0.5903 980 4.9681 1380 2.4291 1780 190 590 0.7149 990 4.8414 1390 2.4304 1790 200 600 0.8528 1000 4.7685 1400 2.4316 1800 210 610 1.0016 1010 4.7287 1410 2.4329 1810 220 620 1.1632 1020 4.6840 1420 2.4341 1820 230 630 1.3376 1030 4.6006 1430 2.4354 1830 240 640 1.5303 1040 4.4648 1440 2.4363 1840 250 650 1.7681 1050 4.2994 1450 2.3650 1850 260 660 2.0787 1060 4.1505 1460 2.1378 1860 270 670 2.4878 1070 4.0502 1470 1.7602 1870 280 680 3.0303 1080 3.9986 1480 1.2801 1880 290 690 3.7128 1090 3.9648 1490 0.7861 1890 300 700 4.5355 1100 3.9043 1500 0.2537 1900 310 710 5.9442 1110 3.7891 1510 0.0129 1910 320 720 8.8539 1120 3.6269 1520 1920 330 730 16.3410 1130 3.4586 1530 1930 340 740 31.4272 1140 3.3275 1540 1940 350 750 52.1934 1150 3.2497 1550 1950 360 760 70.6305 1160 3.2144 1560 1960 370 770 76.9199 1170 3.2029 1570 1970 380 780 68.3464 1180 3.2012 1580 1980 390 790 51.7596 1190 3.2027 1590 1990 400 800 35.8981 1200 3.2048 1600 2000 962359 2/13/96 3 :5 :27 pm Golder and Associates page 16 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 19 Peak runoff: 187. 6162 cfs Total Vol : 33 .46 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 0.2064 810 76.1087 1210 10.0398 1610 20 420 0.2065 820 71.8108 1220 9.5654 1620 30 430 0.2072 830 67.0733 1230 9.1135 1630 40 0.0019 440 0.2076 840 59.8624 1240 8.7955 1640 50 0.0218 450 0.2077 850 51.1389 1250 8.5518 1650 60 0.0261 460 0.2082 860 42.7870 1260 8.3746 1660 70 0.0485 470 0.2099 870 35.9786 1270 8.2591 1670 80 0.0617 480 0.2128 880 30.8957 1280 8.1780 1680 90 0.0645 490 0.2330 890 27.2296 1290 8.1038 1690 100 0.0760 500 0.3178 900 24.4865 1300 8.0270 1700 110 0.0832 510 0.4023 910 22.5226 1310 7.9546 1710 120 0.0847 520 0.5673 920 21.1457 1320 7.8976 1720 130 0.0914 530 0.7281 930 20.1506 1330 7.8609 1730 140 0.0957 540 0.9183 940 19.1088 1340 7.8420 1740 150 0.0967 550 1.1268 950 18.1620 1350 7.8353 1750 160 0.1008 560 1.4024 960 17.3701 1360 7.8351 1760 170 0.1037 570 1.6772 970 16.7835 1370 7.8378 1770 180 0.1043 580 1.9740 980 16.3327 1380 7.8417 1780 190 0.1071 590 2.3426 990 16.0021 1390 7.8459 1790 200 0.1090 600 2.7178 1000 15.7848 1400 7.8502 1800 210 0.1095 610 3.1324 1010 15.4442 1410 7.8546 1810 220 0.1114 620 3.6361 1020 14.9157 1420 7.8589 1820 230 0.1128 630 4.1729 1030 14.3805 1430 7.8632 1830 240 0.1134 640 4.9526 1040 13.9761 1440 7.5133 1840 250 0.1530 650 5.9936 1050 13.6619 1450 6.4262 1850 __- 260 0.1548 660 7.1979 1060 13.4312 1460 5.1501 1860 270 0.1552 670 8.8635 1070 13.2799 1470 3.8790 1870 280 0.1569 680 10.8591 1080 13.1797 1480 2.8981 1880 290 0.1582 690 13.1095 1090 12.7713 1490 2.2287 1890 300 0.1584 700 16.1793 1100 12.2505 1500 1.5498 1900 310 0.1597 710 29.5710 1110 11.7470 1510 1.1527 1910 320 0.1606 720 52.1429 1120 11.3741 1520 0.9539 1920 330 0.1608 730 127.8362 1130 11.0924 1530 0.7453 1930 340 0.1617 740 178.7010 1140 10.8929 1540 0.5303 1940 350 0.1624 750 187.6162 1150 10.7678 1550 0.3148 1950 360 0.1625 760 164.9400 1160 10.6850 1560 0.0666 1960 370 0.1633 770 143.9283 1170 10.6131 1570 0.0012 1970 380 0.1977 780 121.8843 1180 10.5402 1580 1980 390 0.2050 790 100.1642 1190 10.4723 1590 1990 400 0.2058 800 84.4037 1200 10.4135 1600 2000 962359 2/13/96 3 :5 :27 pm Golder and Associates page 17 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 20 Peak runoff: 60 . 5223 cfs Total Vol : 18 .44 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 410 810 27.9480 1210 10.9868 1610 1.5679 20 420 820 44.2014 1220 10.8315 1620 1.3937 30 430 830 53.6356 1230 10.6212 1630 1.2389 40 440 840 58.9938 1240 10.3593 1640 1.1012 50 450 850 60.5223 1250 10.0722 1650 1.0066 60 460 860 58.8067 1260 9.7864 1660 0.9460 70 470 870 54.7603 1270 9.5160 1670 0.8890 80 480 880 49.7763 1280 9.2709 1680 0.8355 90 490 890 44.6432 1290 9.0558 1690 0.7852 100 500 900 39.9179 1300 8.8731 1700 0.7379 110 510 910 35.3681 1310 8.7303 1710 0.6935 120 520 920 31.6474 1320 8.5996 1720 0.6517 130 530 930 28.6865 1330 8.4806 1730 0.6125 140 540 940 26.3465 1340 8.3743 1740 0.5756 150 550 950 24.4747 1350 8.2819 1750 0.5409 160 560 960 22.8474 1360 8.2035 1760 0.5083 170 570 970 21.4762 1370 8.1384 1770 0.4777 180 180 580 980 20.3547 1380 8.0850 1780 0.4490 190 590 990 19.3869 1390 8.0417 1790 0.4219 200 600 1000 18.5662 1400 8.0067 1800 0.3965 210 610 1010 17.8848 1410 7.9787 1810 0.3726 220 620 1020 17.3061 1420 7.9563 1820 0.3502 230 630 1030 16.7934 1430 7.9387 1830 0.3291 240 640 1040 16.2995 1440 7.9250 1840 0.3093 250 650 1050 15.8111 1450 7.8832 1850 0.2907 260 660 1060 15.3524 1460 7.7217 1860 0.2732 270 670 1070 14.9366 1470 7.3799 1870 0.2567 280 680 1080 14.5726 1480 6.8735 1880 0.2412 290 690 1090 14.2634 1490 6.2575 1890 0.2267 300 700 1100 13.9669 1500 5.6131 1900 0.2131 310 710 1110 13.6316 1510 5.0677 1910 0.2002 320 720 1120 13.2557 1520 4.5234 1920 0.1882 330 730 1130 12.8654 1530 4.0152 1930 0.1768 340 740 1140 12.5145 1540 3.5516 1940 0.1662 350 750 1150 12.2035 1550 3.1249 1950 0.1562 360 760 1160 11.9229 1500 2.7967 1960 0.1468 370 770 1170 11.6784 1570 2.5071 1970 0.1379 380 780 1180 11.4680 1580 2.2323 1980 0.1296 390 790 1190 11.2858 1590 1.9844 1990 0.1218 400 800 7.7638 1200 11.1265 1600 1.7639 2000 0.1145 962359 2/13/96 3 :5 :27 pm Golder and Associates page 18 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls DETAIL HYDROGRAPH SUMMARY HYDROGRAPH No. 20 Peak runoff : 60 .5223 cfs Total Vol : 18 .44 ac-ft TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 2010 0.1076 2210 0.0311 2410 0.0090 2610 0.0026 2810 0.0007 2020 0.1011 2220 0.0292 2420 0.0084 2620 0.0024 2820 0.0007 2030 0.0950 2230 0.0274 2430 0.0079 2630 0.0023 2830 0.0007 2040 0.0893 2240 0.0258 2440 0.0074 2640 0.0022 2840 0.0006 2050 0.0839 2250 0.0242 2450 0.0070 2650 0.0020 2850 0.0006 2060 0.0789 2260 0.0228 2460 0.0066 2660 0.0019 2860 0.0005 2070 0.0741 2270 0.0214 2470 0.0062 2670 0.0018 2870 0.0005 2080 0.0697 2280 0.0201 2480 0.0058 2680 0.0017 2880 0.0005 2090 0.0655 2290 0.0189 2490 0.0055 2690 0.0016 2890 0.0005 2100 0.0615 2300 0.0178 2500 0.0051 2700 0.0015 2900 0.0004 2110 0.0578 2310 0.0167 2510 0.0048 2710 0.0014 2910 0.0004 2120 0.0543 2320 0.0157 2520 0.0045 2720 0.0013 2920 0.0004 2130 0.0511 2330 0.0147 2530 0.0043 2730 0.0012 2930 0.0004 2140 0.0480 2340 0.0139 2540 0.0040 2740 0.0012 2940 0.0003 2150 0.0451 2350 0.0130 2550 0.0038 2750 0.0011 2950 0.0003 2160 0.0424 2360 0.0122 2560 0.0035 2760 0.0010 2960 0.0003 2170 0.0398 2370 0.0115 2570 0.0033 2770 0.0010 2970 0.0003 2180 0.0374 2380 0.0108 2580 0.0031 2780 0.0009 2980 0.0003 2190 0.0352 2390 0.0102 2590 0.0029 2790 0.0008 2990 0.0002 2200 0.0331 2400 0.0095 2600 0.0028 2800 0.0008 3000 0.0002 2210 0.0311 2410 0.0090 2610 0.0026 2810 0.0007 962359 Basin Summary 962359 2/13/96 3 :5 :43 pm Golder and Associates page 1 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls BASIN SUMMARY BASIN ID: Al NAME : SCS METHODOLOGY TOTAL AREA • 8 .24 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 8 . 24 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 6 . 82 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 150 . 00 ns:0 . 1500 p2yr: 2 . 00 s : 0 .2000 PEAK RATE: 28 . 83 cfs VOL: 1 . 78 Ac-ft TIME : 730 min BASIN ID: ADDPOND NAME: SCS METHODOLOGY TOTAL AREA 24 . 61 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 22 .45 Acres 2 . 16 Acres TIME INTERVAL 10 . 00 min CN • 70 . 00 99 . 00 TC • 22 . 09 min 5. 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 300 . 00 ns : 0 .1500 p2yr: 2 . 00 x : 0 . 0700 TcReach - Shallow L: 700 . 00 ks :11. 00 x : 0 . 0700 PEAK RATE: 48 .26 cfs VOL: 4 .57 Ac-ft TIME: 740 min BASIN ID: B1 NAME: SCS METHODOLOGY TOTAL AREA • 3 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 3 .45 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC • 11. 88 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 150 . 00 ns :0 . 1500 p2yr: 2 . 00 s :0 . 0500 PEAK RATE: 9 .99 cfs VOL: 0 .76 Ac-ft TIME: 730 min BASIN ID: B2 NAME: SCS METHODOLOGY TOTAL AREA • 12 . 13 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 12 . 13 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC • 21 . 50 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 300 . 00 ns :0 . 1500 p2yr: 2 . 00 s : 0 . 0500 TcReach - Shallow L: 120 . 00 ks :11. 00 s:0 . 0500 PEAK RATE: 33 . 05 cfs VOL: 2 . 69 Ac-ft TIME : 740 min 962359 2/13/96 3 :5 :43 pm Golder and Associates page 2 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls BASIN SUMMARY BASIN ID: B3 NAME: SCS METHODOLOGY TOTAL AREA • 2 . 82 Acres BASEFLOWS : 0 . 00 cfs • RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 2 . 82 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 1 . 72 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 30 . 00 ns:0 .1500 p2yr: 2 . 00 s :0 .2500 PEAK RATE: 10 . 16 cfs VOL: 0 . 58 Ac-ft TIME: 730 min BASIN ID: B4 NAME: SCS METHODOLOGY TOTAL AREA • 6 .55 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5. 00 inches AREA. . : 6 .55 Acres 0 . 00 Acres TIME INTERVAL • 10 . 00 min CN • 78 . 00 0 . 00 TC • 21 .57 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns:0 . 1500 p2yr: 2 . 00 s:0 . 0500 TcReach - Shallow L: 130 . 00 ks : 11. 00 s : 0 .0500 PEAK RATE: 17 . 83 cfs VOL: 1 .45 Ac-ft TIME: 740 min BASIN ID: B5 NAME: SCS METHODOLOGY TOTAL AREA • 0 . 87 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 0 . 87 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC • 17.88 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns :0 . 1500 p2yr: 2 . 00 s: 0 . 0500 PEAK RATE: 2 .48 cfs VOL: 0 . 19 Ac-ft TIME: 740 min BASIN ID: B6 NAME: SCS METHODOLOGY TOTAL AREA • 7 . 64 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 7.64 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC • 22 .50 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns: 0 . 1500 p2yr: 2 . 00 s : 0 . 0500 TcReach - Shallow L: 250 . 00 ks:11 . 00 s : 0 . 0500 TcReach - Channel L: 80 . 00 kc:21 . 00 x : 0 .2800 PEAK RATE: 20 .40 cfs VOL: 1 . 69 Ac-ft TIME: 740 min 962359 2/13/96 3 :5 :43 pm Golder and Associates page 3 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls BASIN SUMMARY BASIN ID: B7 NAME: SCS METHODOLOGY TOTAL AREA • 6 . 73 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 6 . 73 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC • 14 . 98 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 150 . 00 ns :0 . 1500 p2yr: 2 . 00 s : 0 . 0280 PEAK RATE: 19 .22 cfs VOL: 1.49 Ac-ft TIME: 740 min BASIN ID: Cl NAME: SCS METHODOLOGY TOTAL AREA • 2 .22 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 2 .22 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC • 21 . 84 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns:0 . 1500 p2yr: 2 . 00 9 :0 . 0500 TcReach - Shallow L: 170 . 00 ks :11.00 s : 0 . 0500 PEAK RATE: 5. 99 cfs VOL: 0 .49 Ac-ft TIME: 740 min BASIN ID: C2 NAME: SCS METHODOLOGY TOTAL AREA • 8 . 52 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 8 .52 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC • 23 . 20 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns :0 . 1500 p2yr: 2 . 00 s :0 . 0500 TcReach - Shallow L: 370 . 00 ks : 11. 00 9 : 0 . 0500 PEAK RATE : 22 .48 cfs VOL: 1. 89 Ac-ft TIME: 740 min 962359 2/13/96 3 : 5 :43 pm Golder and Associates page 4 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls BASIN SUMMARY BASIN ID: C3 NAME: SCS METHODOLOGY TOTAL AREA • 4 .23 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 4 .23 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 4 . 85 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 120 . 00 ns :0 . 1500 p2yr: 2 .00 s : 0 .3000 PEAK RATE: 15 . 25 cfs VOL: 0 . 89 Ac-ft TIME: 730 min BASIN ID: D1 NAME: SCS METHODOLOGY TOTAL AREA • 5 . 73 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 5 . 73 Acres 0 . 00 Acres TIME INTERVAL • 10 . 00 min CN 78 . 00 0 . 00 TC 4 .31 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 .2800 PEAK RATE: 20 . 65 cfs VOL: 1 .20 Ac-ft TIME: 730 min BASIN ID: D2 NAME: SCS METHODOLOGY TOTAL AREA • 3 . 47 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 3 .47 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 5 . 52 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 120 . 00 ns :0. 1700 p2yr: 2 . 00 s : 0 .2800 PEAK RATE: 12 .46 cfs VOL: 0 . 74 Ac-ft TIME: 730 min BASIN ID: D3 NAME: SCS METHODOLOGY TOTAL AREA • 1 . 78 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 1. 78 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 4 . 99 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 120 . 00 ns : 0 . 1500 p2yr: 2 . 00 s :0 .2800 PEAK RATE: 6 .42 cfs VOL: 0 .38 Ac-ft TIME: 730 min 962359 2/13/96 3 :5 :43 pm Golder and Associates page 5 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls BASIN SUMMARY BASIN ID: D4 NAME: SCS METHODOLOGY TOTAL AREA • 1 .23 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 1. 23 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN 70 . 00 0 . 00 TC • 18 .55 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 150 . 00 ns : 0 . 1300 p2yr: 2 . 00 x : 0 . 0333 TcReach - Shallow L: 600 . 00 ks:13 . 00 s : 0 . 0160 PEAK RATE: 2 . 59 cfs VOL: 0 .20 Ac-ft TIME: 740 min BASIN ID: D5 NAME: SCS METHODOLOGY TOTAL AREA • 2 . 07 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 2 . 07 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 70 . 00 0 . 00 TC • 22 .74 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns:0 . 1300 p2yr: 2 . 00 x:0 . 0400 TcReach - Shallow L: 400. 00 ks :13 . 00 x: 0 . 0400 PEAK RATE: 4 .03 cfs VOL: 0 .34 Ac-ft TIME: 740 min BASIN ID: D6 NAME: SCS METHODOLOGY TOTAL AREA • 0 .30 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 0 .30 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 70 . 00 0 . 00 TC • 12 .40 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 200 . 00 ns: 0 . 1300 p2yr: 2 . 00 x :0 . 0600 PEAK RATE: 0 . 62 cfs VOL: 0 . 05 Ac-ft TIME: 730 min 962359 2/13/96 3 :5 :43 pm Golder and Associates page 6 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls BASIN SUMMARY BASIN ID: DA NAME: SCS METHODOLOGY TOTAL AREA • 1. 06 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 1. 06 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 4 . 31 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s :0 . 2800 PEAK RATE: 3 .82 cfs VOL: 0 .22 Ac-ft TIME: 730 min BASIN ID: DB NAME: SCS METHODOLOGY TOTAL AREA • 0 .44 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 0 .44 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 .00 0 . 00 TC 3 .55 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 85 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 .3300 PEAK RATE: 1 . 59 cfs VOL: 0 . 09 Ac-ft TIME: 730 min BASIN ID: DC NAME: SCS METHODOLOGY TOTAL AREA • 1 .43 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 1 .43 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 2 . 86 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 65 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 .3300 PEAK RATE: 5 . 15 cfs VOL: 0 . 30 Ac-ft TIME: 730 min BASIN ID: DD NAME: SCS METHODOLOGY TOTAL AREA • 6 .39 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 6 .39 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 4 . 36 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 110 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 3300 PEAK RATE: 23 .03 cfs VOL: 1.34 Ac-ft TIME : 730 min 962359 2/13/96 3 :5 :43 pm Golder and Associates page 7 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls BASIN SUMMARY BASIN ID: DE NAME: SCS METHODOLOGY TOTAL AREA • 4 .34 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 4 . 34 Acres 0 .00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 4 .29 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s:0 .3300 TcReach - Shallow L: 87 . 00 ks :11 . 00 s : 0 .2800 PEAK RATE: 15 . 64 cfs VOL: 0 . 91 Ac-ft TIME: 730 min BASIN ID: El NAME: SCS METHODOLOGY TOTAL AREA • 2 .79 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 2 . 79 Acres 0 .00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC • 7 .22 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 180 .00 ns:0 . 1500 p2yr: 2 . 00 s:0 .2500 PEAK RATE: 9 .66 cfs VOL: 0 .61 Ac-ft TIME: 730 min BASIN ID: E2 NAME: SCS METHODOLOGY TOTAL AREA • 2 .13 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 2 . 13 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 7 . 54 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 190 .00 ns : 0 .1500 p2yr: 2 . 00 s : 0 .2500 PEAK RATE: 7 .31 cfs VOL: 0 .46 Ac-ft TIME: 730 min BASIN ID: E3 NAME: SCS METHODOLOGY TOTAL AREA • 4 .71 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 4 . 71 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 4 . 15 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 90 . 00 ns : 0 .1500 p2yr: 2 . 00 s : 0 . 2500 PEAK RATE: 16 . 98 cfs VOL: 0 . 98 Ac-ft TIME: 730 min 962359 2/13/96 3 : 5 :44 pm Golder and Associates page 8 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls BASIN SUMMARY BASIN ID: E4 NAME: SCS METHODOLOGY TOTAL AREA • 2 . 23 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 2 .23 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 5 .22 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 120 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 .2500 PEAK RATE: 8 . 04 cfs VOL: 0 .47 Ac-ft TIME: 730 min BASIN ID: E5 NAME: SCS METHODOLOGY TOTAL AREA • 1 . 17 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 1.17 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC • 14 . 96 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 200 . 00 ns: 0 . 1500 p2yr: 2 . 00 s :0 .0500 PEAK RATE: 3 .34 cfs VOL: 0 .26 Ac-ft TIME: 740 min BASIN ID: E6 NAME: SCS METHODOLOGY TOTAL AREA • 7 .45 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 7.45 Acres 0 . 00 Acres TIME INTERVAL • 10 . 00 min CN • 78 . 00 0 . 00 TC 5 . 16 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 125 . 00 ns : 0 .1500 p2yr: 2 . 00 s : 0 .2800 PEAK RATE: 26 . 85 cfs VOL: 1 .58 Ac-ft TIME: 730 min BASIN ID: E7 NAME: SCS METHODOLOGY TOTAL AREA • 7 . 54 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION 5 . 00 inches AREA. . : 7 . 54 Acres 0 . 00 Acres TIME INTERVAL • 10 . 00 min CN • 78 . 00 0 . 00 TC 5 . 16 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 125. 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 .2800 PEAK RATE: 27. 17 cfs VOL: 1 . 60 Ac-ft TIME: 730 min 962359 2/13/96 3 :5 :44 pm Golder and Associates page 9 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls BASIN SUMMARY BASIN ID: E8 NAME: SCS METHODOLOGY TOTAL AREA • 6 .29 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 6 .29 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 TC 5 . 16 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 125 . 00 ns : 0 .1500 p2yr: 2 . 00 s :0 .2800 PEAK RATE: 22 . 67 cfs VOL: 1.33 Ac-ft TIME: 730 min BASIN ID: E9 NAME: SCS METHODOLOGY TOTAL AREA • 8 .73 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE • TYPE2 PERV IMP PRECIPITATION • 5 . 00 inches AREA. . : 8 . 73 Acres 0 . 00 Acres TIME INTERVAL 10 . 00 min CN • 78 . 00 0 . 00 . TC 21.16 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns : 0 .1500 p2yr: 2 . 00 s:0 . 0500 TcReach - Shallow L: 70 . 00 ks : 11 . 00 s: 0 . 0500 PEAK RATE: 23 . 81 cfs VOL: 1. 93 Ac-ft TIME: 740 min 962359 Reach Summary 962359 2/13/96 3 :5 :54 pm Golder and Associates page 1 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. AlA Ditch Length: 1125 . 00 ft Ditch Width: 0 . 00 ft Side Slopel : 2 . 00 Ditch Slope: 0 . 0400 ft/ft Side Slope2 : 4 .00 Contrib Bas : Al Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 8 .24 Ac . Design Flow : 19 . 86 cfs Depth 1. 11 ft Vel 5 .38 fps Upstream W.S . Elev: 0 .00 ft. DITCH REACH ID No. AlB Ditch Length: 610 . 00 ft Ditch Width: 0 . 00 ft Side Slopel : 2 . 00 Ditch Slope: 0. 0160 ft/ft Side Slope2 : 4 . 00 Contrib Bas: Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 8 .24 Ac. Design Flow : 18 . 50 cfs Depth 1.28 ft Vel 3 . 75 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. A2 Ditch Length: 1400 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 2 . 50 Ditch Slope : 0 . 0200 ft/ft Side Slope2 : 2 . 50 Contrib Bas : Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 48 .43 Ac. Design Flow : 76 . 92 cfs Depth 1.50 ft Vel 5 . 87 fps Upstream W.S. Elev: 0 . 00 ft . DITCH REACH ID No. Bl Ditch Length:1040 . 00 ft Ditch Width: 0 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 .0500 ft/ft Side Slope2 : 3 . 00 Contrib Bas: Bl Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 18 .40 Ac . Design Flow : 33 .70 cfs Depth 1.30 ft Vel 6 . 69 fps Upstream W. S. Elev: 0 . 00 ft . 962 )°9 2/13/96 3 :5 :54 pm Golder and Associates page 2 Laidlaw\Design Modification\C0 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. B2 Ditch Length:1525 .00 ft Ditch Width: 0 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 .0300 ft/ft Side Slope2 : 3 . 00 Contrib Bas: B2 Mannings n : 0 . 0360 Dn Invert : 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 12 . 13 Ac. Design Flow : 26 . 81 cfs Depth 1.31 ft Vel 5 .22 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. B3 Ditch Length: 840 . 00 ft Ditch Width: 0 .00 ft Side Slopel :10 . 00 Ditch Slope: 0 .0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas: B3 Mannings n :0 . 0360 Dn Invert : 0 . 00 ft Dn W.S . Elev: 0 . 0000 Num Steps : 10 Trib Area: 2 . 82 Ac . Design Flow : 5 . 91 cfs Depth 0 .53 ft Vel 2 . 95 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. B4 Ditch Length: 750 .00 ft Ditch Width: 0 . 00 ft Side Slopel : 10 . 00 Ditch Slope: 0 .0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : B4 Mannings n :0 . 0360 Dn Invert : 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 6 . 55 Ac. Design Flow : 14 .40 cfs Depth 0 .75 ft Vel 3 . 69 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. 85 Ditch Length: 310 . 00 ft Ditch Width: 0 . 00 ft Side Slopel :10 . 00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas: 85 Mannings n :0 . 0360 Dn Invert : 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 0 . 87 Ac . Design Flow : 2 .23 cfs Depth 0 . 37 ft Vel 2 . 31 fps Upstream W.S . Elev: 0 . 00 ft . 962359 2/13/96 3 :5:55 pm Golder and Associates page 3 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. B6 Ditch Length:1200 . 00 ft Ditch Width: 0 .00 ft Side Slopel : 10 .00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : B6 Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 7 . 64 Ac. Design Flow : 16 . 66 cfs Depth 0 . 79 ft Vel 3 . 82 fps Upstream W.S. Elev: 0 . 00 ft . DITCH REACH ID No. B7 Ditch Length:1350 . 00 ft Ditch Width: 0 . 00 ft Side Slopel :10 . 00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : B7 Mannings n :0 . 0360 Du Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 6 .73 Ac. Design Flow : 16 . 05 cfs Depth 0 . 78 ft Vel . 3 .79 fps Upstream W.S. Elev: 0 .00 ft . DITCH REACH ID No. B8A Ditch Length: 500 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 . 0500 ft/ft Side Slope2 : 3 . 00 Contrib Bas : Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 40 . 19 Ac. Design Flow : 79 . 02 cfs Depth 1. 17 ft Vel 7. 98 fps Upstream W.S. Elev: 0 . 00 ft . DITCH REACH ID No. B8B Ditch Length: 800 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 3 . 00 Ditch Slope : 0 . 0200 ft/ft Side Slope2 : 3 . 00 Contrib Bas: Mannings n :0 . 0360 Dn Invert : 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 40 .19 Ac. Design Flow : 73 . 36 cfs Depth 1.41 ft Vel 5 . 61 fps Upstream W.S. Elev: 0 . 00 ft . 962359 2/13/96 3 :5 :55 pm Golder and Associates page 4 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. BA Ditch Length: 175 .00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 . 1700 ft/ft Side Slope2 : 5 .00 Contrib Bas : Mannings n : 0 .0260 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 15 . 06 Ac. Design Flow : 32 . 18 cfs Depth 0 .41 ft Vel 10 . 99 fps Upstream W.S. Elev: 0 .00 ft. DITCH REACH ID No. BB Ditch Length: 210 .00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 .1700 ft/ft Side Slope2 : 5 . 00 Contrib Bas: Mannings n : 0 . 0260 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 7.42 Ac. Design Flow : 15 .75 cfs Depth 0 .28 ft Vel 8 . 81 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. BC Ditch Length: 110 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 . 1700 ft/ft Side Slope2 : 5 . 00 Contrib Bas : Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 0 . 87 Ac. Design Flow : 2 . 18 cfs Depth 0 . 11 ft Vel 3 .63 fps Upstream W.S. Elev: 0 . 00 ft . DITCH REACH ID No. Cl Ditch Length: 326 . 00 ft Ditch Width: 0 . 00 ft Side Slopel :10 .00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : Cl Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 2 .22 Ac. Design Flow : 5 .29 cfs Depth 0 . 51 ft Vel 2 . 87 fps Upstream W.S . Elev: 0 . 00 ft . 962359 2/13/96 3 :5 :56 pm Golder and Associates page 5 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. C2 Ditch Length:1180 . 00 ft Ditch Width: 0 . 00 ft Side Slopel :10 . 00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas: C2 Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S . Elev: 0 . 0000 Num Steps : 10 Trib Area: 8 . 52 Ac . Design Flow : 18 .31 cfs Depth 0 . 82 ft Vel 3 . 92 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. C3 Ditch Length: 1430 . 00 ft Ditch Width: 0 . 00 ft Side Slopel : 10 . 00 Ditch Slope: 0 .0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : C3 Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 4 .23 Ac . Design Flow : 9.36 cfs Depth 0 .64 ft Vel 3 .31 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. CA Ditch Length: 80 .00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 .3000 ft/ft Side Slope2 : 5 . 00 Contrib Bas : Mannings n :0 . 0260 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 14 .97 Ac . Design Flow : 30 . 74 cfs Depth 0 .35 ft Vel 13 .21 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. CB Ditch Length: 260 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope : 0 .2000 ft/ft Side Slope2 : 5 . 00 Contrib Bas : Mannings n :0 . 0260 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 10 . 74 Ac . Design Flow : 22 . 79 cfs Depth 0 . 33 ft Vel 10 .47 fps Upstream W.S. Elev: 0 . 00 ft. 962359 2/13/96 3 :5 :56 pm Golder and Associates page 6 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. CC Ditch Length: 180 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 .1850 ft/ft Side Slope2 : 5 . 00 Contrib Bas : Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 .0000 Num Steps : 10 Trib Area: 2 .22 Ac. Design Flow : 5 .24 cfs Depth 0 . 18 ft Vel 5 . 07 fps Upstream W.S. Elev: 0 . 00 ft . PIPE REACH ID No. CULV1 From: To: Pipe Diameter: 4 . 0000 ft n: 0 . 0260 Pipe Length : 130 . 0000 ft s: 0 . 0150 Up invert ft down invert : ft Collection Area: 40 . 1900 Ac. Design Flow 80 .5965 cfs Dsgn Depth: 3 . 01 ft Pipe Capacity 94 . 8772 cfs Design Vel 7 . 9575 fps Travel Time: 0 .27 min Pipe Full Vel : 7 . 7485 fps PIPE REACH ID No. CULV2 From: To: Pipe Diameter: 4 . 0000 ft n: 0 . 0260 Pipe Length : 80 .0000 ft s : 0 . 0500 Up invert . ft down invert: ft Collection Area: 25 . 6700 Ac. Design Flow 40 . 9281 cfs Dsgn Depth: 1. 38 ft Pipe Capacity : 173 .2214 cfs Design Vel 10 . 7010 fps Travel Time : 0 . 12 min Pipe Full Vel 14 . 1467 fps PIPE REACH ID No. CULV3 From: To: Pipe Diameter: 4 . 0000 ft n: 0 . 0260 Pipe Length 87 . 0000 ft s : 0 . 0100 Up invert ft down invert : ft Collection Area: 35 .2700 Ac. Design Flow 40 .4964 cfs Dsgn Depth: 2 . 15 ft Pipe Capacity 77 .4669 cfs Design Vel 5 . 8985 fps Travel Time: 0 .25 min Pipe Full Vel 6 . 3266 fps 962359 2/13/96 3 :5 :57 pm Golder and Associates page 7 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY PIPE REACH ID No. CULV5 From: To: Pipe Diameter: 4 . 0000 ft n: 0 . 0260 Pipe Length 50 . 0000 ft s: 0 . 0700 Up invert ft down invert : ft Collection Area: 43 . 0400 Ac . Design Flow 79 . 7355 cfs Dsgn Depth: 1 . 80 ft Pipe Capacity : 204 . 9583 cfs Design Vel 14 .4880 fps Travel Time: 0 . 06 min Pipe Full Vel 16 . 7386 fps PIPE REACH ID No. CULV6 From: To: Pipe Diameter: 2 . 5000 ft n: 0 . 0260 Pipe Length 50 . 0000 ft s: 0 . 0150 Up invert ft down invert : ft Collection Area: 5 . 7300 Ac . Design Flow 12 . 9583 cfs Dsgn Depth: 1 .27 ft Pipe Capacity : 27 . 0921 cfs Design Vel 5 . 1674 fps Travel Time : 0 . 16 min Pipe Full Vel 5 . 6642 fps PIPE REACH ID No. CULV7 From: To: Pipe Diameter: 3 . 5000 ft n: 0 . 0260 Pipe Length 50 . 0000 ft s : 0 . 0300 Up invert ft down invert: ft Collection Area: 48 .4300 Ac . Design Flow 76 . 9199 cfs Dsgn Depth: 2 . 55 ft Pipe Capacity 93 . 9792 cfs Design Vel 10 .2465 fps Travel Time : 0 . 08 min Pipe Full Vel : 10 . 0247 fps DITCH REACH ID No. D1 Ditch Length:1150 . 00 ft Ditch Width: 10 . 00 ft Side Slopel : 3 . 00 Ditch Slope : 0 . 0200 ft/ft Side Slope2 : 3 . 00 Contrib Bas : D1 Mannings n : 0 .0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 5 . 73 Ac. Design Flow : 12 . 96 cfs Depth 0 .40 ft Vel 2 . 93 fps Upstream W.S . Elev: 0 . 00 ft . 962359 2/13/96 3 :5 :57 pm Golder and Associates page 8 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. D2A Ditch Length:1175 .00 ft Ditch Width: 0 . 00 ft Side Slopel : 4 .00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 :10 .00 Contrib Bas: D2 Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 3 .47 Ac. Design Flow : 7 . 89 cfs Depth 0 . 60 ft Vel 3 . 17 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. D2B Ditch Length: 75 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 .3300 ft/ft Side Slope2 : 5 . 00 Contrib Bas: Mannings n : 0 . 0260 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 3 .47 Ac. Design Flow : 7.89 cfs Depth 0 . 16 ft Vel 8 .74 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. D3A Ditch Length: 620 . 00 ft Ditch Width: 0 . 00 ft Side Slopel : 4 . 00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 :10 . 00 Contrib Bas : D3 Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 1.78 Ac. Design Flow : 4 . 06 cfs Depth 0 .46 ft Vel 2 . 69 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. D3B Ditch Length: 75 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 .3300 ft/ft Side Slope2 : 5 . 00 Contrib Bas: Mannings n :0 . 0260 Dn Invert 0 . 00 ft Dn W.S. Elev:0 .0000 Num Steps : 10 Trib Area: 1 . 78 Ac. Design Flow : 4 . 06 cfs Depth 0 . 11 ft Vel 6 . 92 fps Upstream W. S. Elev: 0 . 00 ft . 962359 2/13/96 3 :5 :57 pm Golder and Associates page 9 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. D4 Ditch Length: 750 .00 ft Ditch Width: 10 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 . 0160 ft/ft Side Slope2 : 2 . 50 Contrib Bas : D4 Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 40 .84 Ac . Design Flow : 39 . 16 cfs Depth . 0 .80 ft Vel 4 . 00 fps Upstream W.S . Elev: 0 . 00 ft. DITCH REACH ID No. D5 Ditch Length: 650 .00 ft Ditch Width: 10 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 . 0100 ft/ft Side Slope2 : 2 . 50 Contrib Bas: D5 Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S . Elev: 0 . 0000 Num Steps : 10 Trib Area: 42 . 91 Ac . Design Flow : 38 . 20 cfs Depth 0 . 90 ft Vel 3 .38 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. D6 Ditch Length: 100 .00 ft Ditch Width: 10 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 . 0200 ft/ft Side Slope2 : 2 . 50 Contrib Bas: D6 Mannings n : 0 .0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 43 .21 Ac . Design Flow : 38 . 25 cfs Depth 0 . 74 ft Vel 4 . 27 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. DA Ditch Length: 1152 . 00 ft Ditch Width: 10 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 . 0200 ft/ft Side Slope2 : 3 . 00 Contrib Bas : DA Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 21. 76 Ac. Design Flow : 38 . 05 cfs Depth 0 . 74 ft Vel 4 . 23 fps Upstream W.S. Elev: 0 . 00 ft . 962359 • 2/13/96 3 :5 : 58 pm Golder and Associates page 10 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. DB Ditch Length: 260 . 00 ft Ditch Width: 10 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 . 0580 ft/ft Side Slope2 : 3 . 00 Contrib Has: DB Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 25 . 67 Ac. Design Flow : 40 . 93 cfs Depth 0 . 57 ft Vel 6 .18 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. DC Ditch Length: 175 . 00 ft Ditch Width: 10 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 .0260 ft/ft Side Slope2 : 3 . 00 Contrib Bas : DC Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 27 .10 Ac . Design Flow : 40 .97 cfs Depth 0 .71 ft Vel 4 .73 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. DD1 Ditch Length:1200 . 00 ft Ditch Width: 10 . 00 ft Side Slopel : 3 . 00 Ditch Slope : 0 . 0200 ft/ft Side Slope2 : 3 . 00 Contrib Bas : DD Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S . Elev:0 . 0000 Num Steps : 10 Trib Area: 35 . 27 Ac. Design Flow : 40 . 80 cfs Depth 0 . 77 ft Vel 4 .33 fps Upstream W.S. Elev: 0 . 00 ft . DITCH REACH ID No. DD2 Ditch Length: 175 . 00 ft Ditch Width: 10 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 . 0420 ft/ft Side Slope2 : 3 . 00 Contrib Bas: Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 35 . 27 Ac . Design Flow : 40 .75 cfs Depth 0 . 62 ft Vel . 5 .54 fps Upstream W.S . Elev: 0 . 00 ft . 962359 2/13/96 3 :5 :58 pm Golder and Associates page 11 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. DD3 Ditch Length: 290 .00 ft Ditch Width: 10 . 00 ft Side Slopel : 3 . 00 Ditch Slope: 0 .0100 ft/ft Side Slope2 : 3 . 00 Contrib Bas : Mannings n : 0 .0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 35 . 27 Ac. Design Flow : 40 . 50 cfs Depth 0 . 93 ft Vel 3 .41 fps Upstream W.S. Elev: 0 . 00 ft . DITCH REACH ID No. DE Ditch Length:1192 .00 ft Ditch Width: 10 .00 ft Side Slopel : 3 . 00 Ditch Slope: 0 . 0100 ft/ft Side Slope2 : 3 . 00 Contrib Bas: DE Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 39 . 61 Ac. Design Flow : 39 .49 cfs Depth 0 . 92 ft Vel : 3 .38 fps Upstream W.S . Elev: 0 . 00 ft . DITCH REACH ID No. El Ditch Length: 740 . 00 ft Ditch Width: 0 . 00 ft Side Slopel : 2 . 00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : El Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 2 . 79 Ac. Design Flow : 6 . 88 cfs Depth 0 . 79 ft Vel 3 . 70 fps Upstream W.S . Elev: 0 . 00 ft . DITCH REACH ID No. E2 Ditch Length: 440 . 00 ft Ditch Width: 0 . 00 ft Side Slopel : 2 . 00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : E2 Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 6 . 84 Ac. Design Flow : 14 . 53 cfs Depth 1 . 04 ft Vel 4 .46 fps Upstream W.S . Elev: 0 . 00 ft . 962353 2/13/96 3 :5 : 59 pm Golder and Associates page 12 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. E3 Ditch Length:1240 .00 ft Ditch Width: 0 . 00 ft Side Slopel : 10 . 00 Ditch Slope : 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : E3 Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 4 . 71 Ac . Design Flow : 10 .54 cfs Depth 0 . 66 ft Vel . 3 .41 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. E4 Ditch Length: 730 . 00 ft Ditch Width: 0 . 00 ft Side Slopel : 10 . 00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : E4 Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 2 .23 Ac. Design Flow : 5 .16 cfs Depth 0 . 51 ft Vel . 2 . 85 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. E5 Ditch Length: 565 . 00 ft Ditch Width: 0 . 00 ft Side Slopel : 10 . 00 Ditch Slope : 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : E5 Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 1. 17 Ac. Design Flow : 2 . 79 cfs Depth 0 .40 ft Vel 2 .45 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. E6 Ditch Length:2465 . 00 ft Ditch Width: 0 . 00 ft Side Slopel :10 .00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : E6 Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 7 .45 Ac. Design Flow : 18 . 05 cfs Depth 0 . 81 ft Vel 3 . 90 fps Upstream W.S . Elev: 0 . 00 ft . 962359 2/13/96 3 :5 :59 pm Golder and Associates page 13 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. E7 Ditch Length:2230 .00 ft Ditch Width: 0 .00 ft Side Slopel :10 . 00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : E7 Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S . Elev:0 . 0000 Num Steps : 10 Trib Area: 7 . 54 Ac. Design Flow : 17 .46 cfs Depth 0 .80 ft Vel 3 . 87 fps Upstream W.S . Elev: 0 . 00 ft. DITCH REACH ID No. E8 Ditch Length: 195 .00 ft Ditch Width: 0 .00 ft Side Slopel :10 . 00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas: E8 Mannings n : 0 . 0360 Dn Invert 0 . 00 ft Dn W.S. Elev: 0 . 0000 Num Steps : 10 Trib Area: 6 .29 Ac. Design Flow : 19 . 81 cfs Depth 0 . 84 ft Vel 3 . 99 fps Upstream W.S. Elev: 0 . 00 ft . DITCH REACH ID No. E9 Ditch Length:1650 .00 ft Ditch Width: 0 . 00 ft Side Slopel : 10 . 00 Ditch Slope: 0 . 0300 ft/ft Side Slope2 : 4 . 00 Contrib Bas : E9 Mannings n :0 . 0360 Dn Invert 0 . 00 ft Dn W.S . Elev:0 . 0000 Num Steps : 10 Trib Area: 8 . 73 Ac. Design Flow : 19 . 02 cfs Depth 0 . 83 ft Vel 3 .95 fps Upstream W.S. Elev: 0 . 00 ft. DITCH REACH ID No. EA Ditch Length: 100 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 . 1500 ft/ft Side Slope2 : 5 . 00 Contrib Bas: Mannings n : 0 . 0260 Dn Invert 0 . 00 ft Dn W.S . Elev: 0 . 0000 Num Steps : 10 Trib Area: 43 . 04 Ac. Design Flow : 79 .74 cfs Depth 0 . 69 ft Vel 13 . 69 fps Upstream W.S . Elev: 0 . 00 ft. 962359 2/13/96 3 :6 : 0 pm Golder and Associates page 14 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls REACH SUMMARY DITCH REACH ID No. EB Ditch Length: 180 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 . 2350 ft/ft Side Slope2 : 5 . 00 Contrib Bas : Mannings n : 0 . 0260 Dn Invert 0 . 00 ft Dn W.S . Elev: 0 . 0000 Num Steps : 10 Trib Area: 32 .80 Ac. Design Flow : 59 . 85 cfs Depth 0 . 53 ft Vel 14 . 80 fps Upstream W.S. Elev: 0 . 00 ft . DITCH REACH ID No. EC Ditch Length: 180 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 . 2350 ft/ft Side Slope2 : 5 . 00 Contrib Bas: Mannings n : 0 . 0260 Dn Invert 0 . 00 ft Dn W.S. Elev:0 . 0000 Num Steps : 10 Trib Area: 18 .42 Ac. Design Flow : 32 . 10 cfs Depth 0 .38 ft Vel 12 .30 fps Upstream W.S. Elev: 0 . 00 ft . DITCH REACH ID No. EE Ditch Length: 175 . 00 ft Ditch Width: 5 . 00 ft Side Slopel : 5 . 00 Ditch Slope: 0 .2350 ft/ft Side Slope2 : 5 . 00 Contrib Bas : Mannings n :0 . 0260 Dn Invert 0 . 00 ft Dn W.S. Elev:0 .0000 Num Steps : 10 Trib Area: 9 .90 Ac. Design Flow : 21 . 29 cfs Depth 0 .30 ft Vel 10 . 83 fps Upstream W.S. Elev: 0 . 00 ft . 962359 Tri-Lock Sizing Chart 962359 ; ; I 1 r 1 1 1 1 - - -----------------------;-- --------------------- 9 -' R ------------------------ , --- ------------------:---- O t Vr1z I - - N i uj 6,. i-_ ' ----------------J-- J_ --__ I Z N I Li I ; ' ► YJ n/ C'3 I_ l______- I I I CA a• co co •= �;: -3 i N 41 Ai H ' c a ' y i ea . . . , III ; IIP IIIII III 1 ' IIIIIIIII ' III L7 co N r O CJ) b ti CO L.1 "s CO N r O (,u/qi) s;?_r,is .r.eggs • 962359 Culvert Sizing Nomograph 982359 OCHART 2 rise , 10.000 a,c00 (I) - -1118 : t EXAMPLE 106 . 6,000 0.341e<M•17.3'nil —6. (2) L I - 5,000 0.411•t. 144 (3) -4,000 —S. 6. _ • ow rr 132 — 3,000 •o (OWL 5. 6. - 2,000 la :.1 4.3 P 10 < L 1313.: t11 , y;.1... — s. - .. — 96 i �- 1,000 — 3, L L ; eoa I - 3. 94 n 600 rr 1 500 2 h L 72 : 400 2 2. W I = 300 / L / H 1 :: ' = �C 200 t*•�t/ z I r1.3 W11) 7 O [ // H I` l- F W - W — loa < I L W l7 r i = i CTS 5, _{- 60 L f I p — 1.0 I.v Lb l. on 1. O 40 W 1, - IA -46 ALE ENTRANCE W tot TYPE E- .9 - 33 , . 20 a ¢n c ! *dwell a — .9 ,....1 _ , la Hue n.l•.n .3 13 LS u 27 -_ 10 (31 • w6 < — 8 Lily 1- 0 — 2a — — .7 Goly 3 1 21 - 5 h on'meat•c 131 _ . •Mq M.al, H Y•1.t• (1,,,IN _ .6 CIA V�/a ••• UMW I.ai••4 titiling,'.. .... •9 3 O on O N•1.•, to .M.•• ,. — 6 ,e 111 - 2 - I — 15 . — 'S L .3L I.0 L .5 - i2 HEADWATER DEPTH FOR C. M. PIPE CULVERTS WKW OF•Y11NC WAGS +116 AQ WITH INLET CONTROL 182 962259 Stage Storage Table 962259 2/13/96 3 : 9 :17 pm Golder and Associates page 1 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls STAGE STORAGE TABLE CUSTOM STORAGE ID No. PROPLIN Description: DAM AT PROPERTY LINE STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE c----STORAGE----> STAGE c----STORAGE----> --Ac-Ft- (ftl ---cf--- --Ac-Ft- (fq ---ef--- --Ac-Ft- 5076.00 0.0000 0.0000 5079.10 173344 3.9794 5082.20 393778 9.0399 5085.30 684307 15.710 5076.10 5272 0.1210 5079.20 179516 4.1211 5082.30 402664 9.2439 5085.40 694352 15.940 5076.20 10545 0.2421 5079.30 185689 4.2628 5082.40 411550 9.4479 5085.50 704397 16.171 5076.30 15817 0.3631 5079.40 191861 4.4045 5082.50 420436 9.6519 5085.60 714441 16.401 5076.40 21090 0.4842 5079.50 198033 4.5462 5082.60 429322 9.8559 5085.70 724486 16.632 5076.50 26362 0.6052 5079.60 204206 4.6879 5082.70 438208 10.060 5085.80 734531 16.863 5076.60 31634 0.7262 5079.70 210378 4.8296 5082.80 447094 10.264 5085.90 744575 17.093 5076.70 36907 0.8473 5079.80 216550 4.9713 5082.90 455980 10.468 5086.00 754620 17.324 5076.80 42179 0.9683 5079.90 222723 5.1130 5083.00 464866 10.672 5086.10 766379 17.594 5076.90 47452 1.0893 5080.00 228895 5.2547 5083.10 473752 10.876 5086.20 778138 17.864 5077.00 52724 1.2104 5080.10 236251 5.4236 5083.20 482638 11.080 5086.30 789897 18.134 5077.10 57996 1.3314 5080.20 243606 5.5924 5083.30 491524 11.284 5086.40 801656 18.403 5077.20 63269 1.4525 5080.30 250962 5.7613 5083.40 500410 11.488 5086.50 813415 18.673 5077.30 68541 1.5735 5080.40 258317 5.9301 5083.50 509296 11.692 5086.60 825174 18.943 5077.40 73814 1.6945 5080.50 265673 6.0990 5083.60 518182 11.896 5086.70 836933 19.213 5077.50 79086 1.8156 5080.60 273028 6.2679 5083.70 527068 12.100 5086.80 848692 19.483 5077.60 84358 1.9366 5080.70 280384 6.4167 5083.80 535954 12.304 5086.90 860451 19.753 5077.70 89631 2.0576 5080.80 287739 6.6056 5083.90 544840 12.508 5087.00 872211 20.023 5077.80 94903 2.1787 5080.90 295095 6.7744 5084.00 553726 12.712 5087.10 883970 20.293 5077.90 100176 2.2997 5081.00 302451 6.9433 5084.10 563771 12.942 5087.20 895729 20.563 5078.00 105448 2.4208 5081.10 309806 7.1122 5084.20 573815 13.173 5087.30 907488 20.833 5078.10 111620 2.5625 5081.20 317162 7.2810 5084.30 583860 13.404 5087.40 919247 21.103 5078.20 117793 2.7041 5081.30 324517 7.4499 5084.40 593905 13.634 5087.50 931006 21.373 5078.30 123965 2.8458 5081.40 331873 7.6187 5084.50 603950 13.865 5087.60 942765 21.643 5078.40 130137 2.9875 5081.50 339228 7.7876 5084.60 613994 14.095 5087.70 954524 21.913 5078.50 136310 3.1292 5081.60 346584 7.9565 5084.70 624039 14.326 5087.80 966283 22.183 5078.60 142482 3.2709 5081.70 353939 8.1253 5084.80 634084 14.557 5087.90 978042 22.453 5078.70 148654 3.4126 5081.80 361295 8.2942 5084.90 644128 14.787 5088.00 989801 22.723 5078.80 154827 3.5543 5081.90 368650 8.4630 5085.00 654173 15.018 5078.90 160999 3.6960 5082.00 376006 8.6319 5085.10 664218 15.248 5079.00 167172 3.8377 5082.10 384892 8.8359 5085.20 674262 15.479 962359 Stage Discharge Table 962359 2/13/96 3 :9 :23 pm Golder and Associates page 1 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls STAGE DISCHARGE TABLE BROAD CRESTED WEIR ID No. PROPLINW Description: cd: 3 .2100 Weir length: 10 . 0000 ft. El : 5085. 00 ft . Weir Increm: 0 . 10 STAGE <--DISCHARGE---> STAGE c--DISCHARGE---> STAGE C--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---c£s (ft) ---cfs (ft) ---cfs (ft) ---c£s 5085.00 0.0000 5085.80 27.379 5086.60 89.913 5087.40 188.10 5085.10 1.0395 5085.90 33.327 5086.70 100.18 5087.50 203.02 5085.20 3.0089 5086.00 39.804 5086.80 111.01 5087.60 218.55 5085.30 5.6543 5086.10 46.810 5086.90 122.40 5087.70 234.70 5085.40 8.9003 5086.20 54.349 5087.00 134.37 5087.80 251.47 5085.50 12.711 5086.30 62.424 5087.10 146.92 5087.90 268.86 5085.60 17.067 5086.40 71.040 5087.20 160.05 5088.00 286.89 5085.70 21.958 5086.50 80.201 5087.30 173.78 962359 Level Pool Routing Table 962359 2/13/96 3 :9 :36 pm Golder and Associates page 1 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls ROUTING REPORT STORAGE LIST ID No. PROPLIN Description: DAM AT PROPERTY LINE BROAD CRESTED WEIR ID No. PROPLINW Description: cd: 3 .2100 Weir length: 10 . 0000 ft . El : 5085 . 00 ft . Weir Increm: 0 . 10 ROUTING CURVE STAGE STORAGE OUTFLOW 0.25 STAGE STORAGE OUTFLOW 0+2S STAGE STORAGE OUTFLOW 0+2S (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min 5076.00 0.0000 0.0000 0.0000 5079.60 204206 0.0000 680.69 5083.20 482638 0.0000 1609 5076.10 5272 0.0000 17.575 5079.70 210378 0.0000 701.26 5083.30 491524 0.0000 1638 5076.20 10545 0.0000 35.149 5079.80 216550 0.0000 721.83 5083.40 500410 0.0000 1668 5076.30 15817 0.0000 52.724 5079.90 222723 0.0000 742.41 5083.50 509296 0.0000 1698 5076.40 21090 0.0000 70.299 5080.00 228895 0.0000 762.98 5083.60 518182 0.0000 1727 5076.50 26362 0.0000 87.873 5080.10 236251 0.0000 787.50 5083.70 527068 0.0000 1757 5076.60 31634 0.0000 105.45 5080.20 243606 0.0000 812.02 5083.80 535954 0.0000 1787 5076.70 36907 0.0000 123.02 5080.30 250962 0.0000 836.54 5083.90 544840 0.0000 1816 5076.80 42179 0.0000 140.60 5080.40 258317 0.0000 861.06 5084.00 553726 0.0000 1846 5076.90 47452 0.0000 158.17 5080.50 265673 0.0000 885.58 5084.10 563771 0.0000 1879 5077.00 52724 0.0000 175.75 5080.60 273028 0.0000 910.09 5084.20 573815 0.0000 1913 5077.10 57996 0.0000 193.32 5080.70 280384 0.0000 934.61 5084.30 583860 0.0000 1946 5077.20 63269 0.0000 210.90 5080.80 287739 0.0000 959.13 5084.40 593905 0.0000 1980 5077.30 68541 0.0000 228.47 5080.90 295095 0.0000 983.65 5084.50 603950 0.0000 2013 5077.40 73814 0.0000 246.05 5081.00 302451 0.0000 1008 5084.60 613994 0.0000 2047 5077.50 79086 0.0000 263.62 5081.10 309806 0.0000 1033 5084.70 624039 0.0000 2080 5077.60 84358 0.0000 281.19 5081.20 317162 0.0000 1057 5084.80 634084 0.0000 2114 5077.70 89631 0.0000 298.77 5081.30 324517 0.0000 1082 5084.90 644128 0.0000 2147 5077.80 94903 0.0000 316.34 5081.40 331873 0.0000 1106 5085.00 654173 0.0000 2181 5077.90 100176 0.0000 333.92 5081.50 339228 0.0000 1131 5085.10 664218 1.0395 2215 5078.00 105448 0.0000 351.49 5081.60 346584 0.0000 1155 5085.20 674262 3.0089 2251 5078.10 111620 0.0000 372.07 5081.70 353939 0.0000 1180 5085.30 684307 5.6543 2287 5078.20 117793 0.0000 392.64 5081.80 361295 0.0000 1204 5085.40 694352 8.9003 2323 5078.30 123965 0.0000 413.22 5081.90 368650 0.0000 1229 5085.50 704397 12.711 2361 5078.40 130137 0.0000 433.79 5082.00 376006 0.0000 1253 5085.60 714441 17.067 2399 5078.50 136310 0.0000 454.37 5082.10 384892 0.0000 1283 5085.70 724486 21.958 2437 5078.60 142482 0.0000 474.94 5082.20 393778 0.0000 1313 5085.80 734531 27.379 2476 5078.70 148654 0.0000 495.51 5082.30 402664 0.0000 1342 5085.90 744575 33.327 2515 5078.80 154827 0.0000 516.09 5082.40 411550 0.0000 1372 5086.00 754620 39.804 2555 5078.90 160999 0.0000 536.66 5082.50 420436 0.0000 1401 5086.10 766379 46.810 2601 5079.00 167172 0.0000 557.24 5082.60 429322 0.0000 1431 5086.20 778138 54.349 2648 5079.10 173344 0.0000 577.81 5082.70 438208 0.0000 1461 5086.30 789897 62.424 2695 5079.20 179516 0.0000 598.39 5082.80 447094 0.0000 1490 5086.40 801656 71.040 2743 5079.30 185689 0.0000 618.96 5082.90 455980 0.0000 1520 5086.50 813415 80.201 2792 5079.40 191861 0.0000 639.54 5083.00 464866 0.0000 1550 5086.60 825174 89.913 2840 5079.50 198033 0.0000 660.11 5083.10 473752 0.0000 1579 5086.70 836933 100.18 2890 9623:59 2/13/96 3 : 9 :37 pm Golder and Associates page 2 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls ROUTING REPORT ROUTING CURVE STAGE STORAGE OUTFLOW 0.25 STAGE STORAGE OUTFLOW 0.25 STAGE STORAGE OUTFLOW 0.25 (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min 5086.80 848692 111.01 2940 5087.20 895729 160.05 3146 5087.60 942765 218.55 3361 5086.90 860451 122.40 2991 5087.30 907488 173.78 3199 5087.70 954524 234.70 3416 5087.00 872211 134.37 3042 5087.40 919247 188.10 3252 5087.80 966283 251.47 3472 5087.10 883970 146.92 3093 5087.50 931006 203.02 3306 962359 2/13/96 3 : 9 :37 pm Golder and Associates page 3 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls LEVEL POOL ROUTING TABLE Sediment Pond Sizing MATCH Q (cfs) 0 . 00 INFLOW Q (cfs) : 187 . 62 PEAK STAGE (ft) : 5086 .28 PEAK OUTFLOW 60 . 52 PEAK TIME: 850 . 00 min. INFLOW HYD No. : 19 OUTFLOW HYD No. : 20 LEVEL POOL ROUTING TABLE Il I2 2S1 SUM O1 O2+2S2 STAGE TIME c cfs min > (ft) (min) 0 . 0000 0 . 0000 0 . 0000 0 . 0000 0 .0000 0 . 0000 5076 . 00 30 . 0 0 . 0000 0 . 0019 0 . 0000 0 . 0019 0 . 0000 0 . 0019 5076 . 00 40 . 0 0 . 0019 0 . 0218 0 . 0019 0 . 0255 0 .0000 0 . 0255 5076 . 10 50 . 0 0 . 0218 0 . 0261 0 . 0255 0 . 0733 0 . 0000 0 . 0733 5076 . 10 60 . 0 0 . 0261 0 . 0485 0 . 0733 0 . 1479 0 . 0000 0 . 1479 5076 . 10 70 . 0 0 . 0485 0 . 0617 0 .1479 0 .2582 0 . 0000 0 . 2582 5076 . 10 80 . 0 0 . 0617 0 . 0645 0 .2582 0 . 3843 0 . 0000 0 . 3843 5076 . 10 90 . 0 0 . 0645 0 . 0760 0 .3843 0 . 5248 0 . 0000 0 .5248 5076 . 10 100 . 0 0 . 0760 0 . 0832 0 .5248 0 .6840 0 .0000 0 . 6840 5076 . 10 110 . 0 0 . 0832 0 . 0847 0 . 6840 0 . 8518 0 . 0000 0 . 8518 5076 . 10 120 . 0 0 . 0847 0 . 0914 0 . 8518 1 . 0279 0 . 0000 1. 0279 5076 . 10 130 . 0 0 . 0914 0 . 0957 1 . 0279 1.2150 0 . 0000 1 .2150 5076 . 10 140 . 0 0 . 0957 0 . 0967 1 .2150 1.4074 0 . 0000 1.4074 5076 . 10 150 . 0 0 . 0967 0 . 1008 1 .4074 1 .6049 0 . 0000 1 . 6049 5076 . 10 160 . 0 0 . 1008 0 .1037 1 . 6049 1. 8094 0 . 0000 1 . 8094 5076 . 10 170 . 0 0 . 1037 0 . 1043 1 . 8094 2 . 0174 0 . 0000 2 . 0174 5076 . 10 180 . 0 0 . 1043 0 . 1071 2 . 0174 2 . 2287 0 . 0000 2 . 2287 5076 . 10 190 . 0 0 . 1071 0 . 1090 2 .2287 2 .4449 0 . 0000 2 .4449 5076 . 10 200 . 0 0 . 1090 0 . 1095 2 .4449 2 . 6634 0 . 0000 2 . 6634 5076 . 10 210 . 0 0 . 1095 0 . 1114 2 . 6634 2 . 8843 0 . 0000 2 . 8843 5076 . 10 220 . 0 0 . 1114 0 .1128 2 . 8843 3 . 1085 0 . 0000 3 . 1085 5076 .10 230 . 0 0 . 1128 0 .1134 3 .1085 3 . 3348 0 . 0000 3 . 3348 5076 . 10 240 . 0 0 . 1134 0 . 1530 3 .3348 3 . 6013 0 . 0000 3 . 6013 5076 . 10 250 . 0 0 . 1530 0 . 1548 3 .6013 3 . 9091 0 . 0000 3 . 9091 5076 . 10 260 . 0 0 . 1548 0 . 1552 3 . 9091 4 . 2191 0 . 0000 4 . 2191 5076 . 10 270 . 0 0 . 1552 0 . 1569 4 .2191 4 .5312 0 . 0000 4 . 5312 5076 . 10 280 . 0 0 . 1569 0 . 1582 4 . 5312 4 . 8463 0 . 0000 4 . 8463 5076 . 10 290 . 0 0 . 1582 0 . 1584 4 . 8463 5 . 1629 0 . 0000 5 . 1629 5076 . 10 300 . 0 0 . 1584 0 . 1597 5 .1629 5 .4811 0 . 0000 5 .4811 5076 . 10 310 . 0 0 . 1597 0 . 1606 5 .4811 5 . 8013 0 . 0000 5 . 8013 5076 . 10 320 . 0 0 . 1606 0 . 1608 5 . 8013 6 . 1227 0 . 0000 6 . 1227 5076 . 10 330 . 0 0 .1608 0 .1617 6 . 1227 6 .4452 0 . 0000 6 .4452 5076 . 10 340 . 0 0 . 1617 0 . 1624 6 .4452 6 . 7694 0 . 0000 6 . 7694 5076 . 10 350 . 0 0 . 1624 0 . 1625 6 . 7694 7 . 0943 0 . 0000 7 . 0943 5076 . 10 360 . 0 0 . 1625 0 . 1633 7 . 0943 7 .4201 0 . 0000 7 .4201 5076 . 10 370 . 0 0 . 1633 0 . 1977 7 . 4201 7 . 7811 0 . 0000 7 . 7811 5076 . 10 380 . 0 0 . 1977 0 . 2050 7 . 7811 8 . 1838 0 . 0000 8 . 1838 5076 . 10 390 . 0 0 . 2050 0 .2058 8 . 1838 8 . 5945 0 . 0000 8 . 5945 5076 . 10 400 . 0 0 .2058 0 .2064 8 . 5945 9 . 0067 0 . 0000 9 . 0067 5076 . 10 410 . 0 0 .2064 0 .2065 9 . 0067 9.4197 0 . 0000 9 .4197 5076 . 10 420 . 0 962359 2/13/96 3 :9 :37 pm Golder and Associates page 4 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM O1 O2+252 STAGE TIME < cfs min > (ft) (min) 0 .2065 0 . 2072 9.4197 9 . 8333 0 . 0000 9 . 8333 5076 .10 430 . C 0 .2072 0 . 2076 9 . 8333 10 .248 0 . 0000 10 .248 5076 .10 440 . C 0 . 2076 0 .2077 10 . 248 10 . 663 0 . 0000 10 . 663 5076 . 10 450 . C 0 . 2077 0 .2082 10 . 663 11 . 079 0 . 0000 11. 079 5076 . 10 460 . C 0 .2082 0 . 2099 11 . 079 11 .498 0 . 0000 11 .498 5076 .10 470 . 0 0 .2099 0 . 2128 11 .498 11. 920 0 . 0000 11 . 920 5076 .10 480 . 0 0 . 2128 0 .2330 11 . 920 12 . 366 0 . 0000 12 .366 5076 .10 490 . C 0 .2330 0 .3178 12 .366 12 . 917 0 . 0000 12 . 917 5076 .10 500 . C 0 . 3178 0 .4023 12 . 917 13 . 637 0 . 0000 13 . 637 5076 . 10 510 . 0 0 .4023 0 . 5673 13 . 637 14 . 606 0 . 0000 14 . 606 5076 . 10 520 . C 0 . 5673 0 . 7281 14 . 606 15 . 902 0. 0000 15 . 902 5076 . 10 530 . 0 0 . 7281 0 . 9183 15 . 902 17. 548 0 . 0000 17. 548 5076 .10 540 . C 0 . 9183 1 . 1268 17.548 19 . 593 0 . 0000 19 . 593 5076 .10 550 . 0 1 . 1268 1 .4024 19 . 593 22 . 122 0 . 0000 22 . 122 5076 .11 560 . 0 1 .4024 1 . 6772 22 . 122 25 .202 0 . 0000 25 .202 5076 . 13 570 . C 1. 6772 1 . 9740 25 .202 28 . 853 0 . 0000 28 .853 5076 . 14 580 . 0 1. 9740 2 .3426 28 . 853 33 . 170 0 . 0000 33 . 170 5076 . 16 590 . 0 2 .3426 2 .7178 33 . 170 38 .230 0 . 0000 38 . 230 5076 .19 600 . 0 2 . 7178 3 . 1324 38 . 230 44 . 080 0 . 0000 44 . 080 5076 .22 610 . 0 3 . 1324 3 . 6361 44 . 080 50 . 849 0 . 0000 50 . 849 5076 .25 620 . 0 3 . 6361 4 . 1729 50 . 849 58 . 658 0 . 0000 58 . 658 5076 .29 630 . 0 4 . 1729 4 . 9526 58 . 658 67 . 784 0 . 0000 67 . 784 5076 . 33 640 . 0 4 . 9526 5 . 9936 67 . 784 78 . 730 0 . 0000 78 . 730 5076 .39 650 . 0 5 . 9936 7 . 1979 78 . 730 91 . 921 0 . 0000 91 . 921 5076 .45 660 . C 7 . 1979 8 . 8635 91 . 921 107 . 98 0 . 0000 107. 98 5076 .52 670 . 0 8 . 8635 10 . 859 107 . 98 127 . 71 0 . 0000 127 . 71 5076 . 61 680 . 0 10 . 859 13 . 110 127 . 71 151. 67 0 . 0000 151. 67 5076 . 73 690 . 0 13 . 110 16 . 179 151 .67 180 . 96 0 . 0000 180 . 96 5076 . 86 700 . 0 16 . 179 29 .571 180 . 96 226 .71 0 . 0000 226 . 71 5077 . 03 710 . 0 29 . 571 52 .143 226 . 71 308 .43 0 .0000 308 .43 5077 .29 720 . 0 52 . 143 127 . 84 308 .43 488 .41 0 . 0000 488 .41 5077. 75 730 . 0 127 . 84 178 . 70 488 .41 794 . 94 0 . 0000 794 . 94 5078 . 67 740 . 0 178 . 70 187 . 62 794 . 94 1161 0 . 0000 1161 5080 . 13 750 . C 187 . 62 164 . 94 1161 1514 0 .0000 1514 5081 . 62 760 . 0 164 . 94 143 . 93 1514 1823 0 . 0000 1823 5082 .88 770 . 0 143 . 93 121 . 88 1823 2088 0 . 0000 2088 5083 . 92 780 . 0 121 . 88 100 . 16 2088 2311 0 . 0000 2311 5084 . 72 790 . 0 100 . 16 84 .404 2303 2487 7 . 7638 2480 5085 .36 800 . 0 84 .404 76 .109 2452 2612 27. 948 2584 5085 . 81 810 . 0 76 . 109 71 . 811 2540 2688 44 .201 2644 5086 . 06 820 . 0 71 . 811 67 . 073 2590 2729 53 . 636 2675 5086 . 19 830 . 0 67 . 073 59 . 862 2616 2743 58 . 994 2684 5086 .26 840 . 0 59 . 862 51 . 139 2624 2735 60 . 522 2674 5086 .28 850 . 0 51 . 139 42 . 787 2615 2709 58 . 807 2651 5086 . 26 860 . 0 42 . 787 35 . 979 2596 2675 54 . 760 2620 5086 .21 870 . C 35 . 979 30 . 896 2570 2637 49 . 776 2587 5086 . 14 880 . 0 962359 2/13/96 3 :9:37 pm Golder and Associates page 5 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 251 SUM 01 02+2S2 STAGE TIME < cfs min > (ft) (min) 30 . 896 27 .230 2542 2601 44 . 643 2556 5086 . 07 890 . 0 27.230 24 .486 2516 2568 39 . 918 2528 5086 . 00 900 . C 24 .486 22 . 523 2492 2539 35 . 368 2504 5085 . 93 910 . 0 22 .523 21 . 146 2472 2516 31 . 647 2484 5085 . 87 920 . C 21.146 20 . 151 2456 2497 28 . 687 2468 5085 . 82 930 . C 20 . 151 19 . 109 2442 2481 26 .347 2455 5085 . 78 940 . C 19 . 109 18 . 162 2430 2468 24 .475 2443 5085 . 75 950 . 0 18 . 162 17 .370 2420 2456 22 . 847 2433 5085 . 72 960 . 0 17. 370 16 .783 2412 2446 21 .476 2424 5085 . 69 970 . 0 16 . 783 16 .333 2404 2437 20 .355 2417 5085 . 67 980 . 0 16 .333 16 . 002 2397 2430 19.387 2410 5085 . 65 990 . 0 16 . 002 15 .785 2392 2424 18 . 566 2405 5085 . 63 1000 . 0 15 . 785 15 .444 2387 2418 17 . 885 2400 5085 . 62 1010 . 0 15 .444 14 . 916 2383 2413 17 .306 2396 5085 . 60 1020 . 0 14 . 916 14 .381 2379 2409 16 .793 2392 5085 . 59 1030 . 0 14 . 381 13 . 976 2376 2404 16 .299 2388 5085 . 58 1040 . 0 13 . 976 13 . 662 2372 2399 15 . 811 2384 5085 . 57 1050 . 0 13 . 662 13 .431 2368 2395 15.352 2380 5085 . 56 1060 . 0 13 .431 13 .280 2365 2392 14 .937 2377 5085 . 55 1070 . 0 13 . 280 13 . 180 2362 2389 14 . 573 2374 5085 . 54 1080 . 0 13 . 180 12 . 771 2360 2386 14 .263 2372 5085 . 54 1090 . 0 12 . 771 12 .250 2358 2383 13 . 967 2369 5085 . 53 1100 . 0 12 .250 11 . 747 2355 2379 13 . 632 2365 5085 . 52 1110 . 0 11 . 747 11 .374 2352 2375 13 .256 2362 5085 . 51 1120 . 0 11 . 374 11. 092 2349 2372 12 . 865 2359 5085 . 50 1130 . 0 11. 092 10 . 893 2346 2368 12 .514 2356 5085 .49 1140 . 0 10 . 893 10 . 768 2344 2365 12 .203 2353 5085 .49 1150 . 0 10 . 768 10 . 685 2341 2363 11 . 923 2351 5085 .48 1160 . 0 10 . 685 10 . 613 2339 2360 11 . 678 2349 5085 . 47 1170 . 0 10 . 613 10 . 540 2337 2358 11.468 2347 5085 .47 1180 . 0 10 .540 10 .472 2335 2356 11 .286 2345 5085 .46 1190 . 0 10 .472 10 .414 2334 2355 11 .127 2344 5085 .46 1200 . 0 10 .414 10 . 040 2333 2353 10 . 987 2342 5085 . 45 1210 . 0 10 . 040 9 . 5654 2331 2351 10. 831 2340 5085 . 45 1220 . 0 9 . 5654 9 . 1135 2330 2348 10 . 621 2338 5085 . 45 1230 . 0 9 . 1135 8 . 7955 2327 2345 10 . 359 2335 5085 . 44 1240 . 0 8 . 7955 8 .5518 2325 2342 10 . 072 2332 5085 .43 1250 . 0 8 . 5518 8 . 3746 2322 2339 9 . 7864 2329 5085 .42 1260 . 0 8 . 3746 8 . 2591 2320 2337 9 . 5160 2327 5085 . 42 1270 . 0 8 . 2591 8 . 1780 2318 2334 9 .2709 2325 5085 . 41 1280 . 0 8 . 1780 8 . 1038 2316 2332 9 . 0558 2323 5085 .40 1290 . 0 8 . 1038 8 . 0270 2314 2330 8 . 8731 2321 5085 . 40 1300 . 0 8 . 0270 7 . 9546 2313 2329 8 . 7303 2320 5085 . 39 1310 . 0 7 . 9546 7 . 8976 2311 2327 8 . 5996 2319 5085 . 39 1320 . 0 7 . 8976 7 . 8609 2310 2326 8 .4806 2317 5085 . 39 1330 . 0 7 . 8609 7. 8420 2309 2325 8 .3743 2316 5085 . 38 1340 . 0 962359 2/13/96 3 :9 :37 pm Golder and Associates page 6 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE Il 12 2S1 SUM O1 O2+252 STAGE TIME < cfs min > (ft) (min) 7. 8420 7.8353 2308 2324 8 . 2819 2316 5085 .38 1350 . 0 7. 8353 7 . 8351 2307 2323 8 .2035 2315 5085 . 38 1360 . 0 7 . 8351 7.8378 2307 2322 8 . 1384 2314 5085 . 38 1370 . 0 7 . 8378 7 . 8417 2306 2322 8 . 0850 2314 5085 .37 1380 . 0 7 . 8417 7 . 8459 2306 2321 8 . 0417 2313 5085 . 37 1390 . 0 7 . 8459 7. 8502 2305 2321 8 . 0067 2313 5085 .37 1400 . 0 7. 8502 7 . 8546 2305 2321 7. 9787 2313 5085 .37 1410 . 0 7 . 8546 7.8589 2305 2320 7 . 9563 2313 5085 . 37 1420 . 0 7. 8589 7 . 8632 2305 2320 7. 9387 2312 5085 .37 1430 . 0 7 . 8632 7.5133 2304 2320 7. 9250 2312 5085 . 37 1440 . 0 7.5133 6 .4262 2304 2318 7 . 8832 2310 5085 .37 1450 . 0 6 .4262 5. 1501 2302 2314 7. 7217 2306 5085 . 36 1460 . 0 5 . 1501 3 . 8790 2299 2308 7 . 3799 2300 5085 . 35 1470 . 0 3 . 8790 2 . 8981 2294 2300 6 . 8735 2294 5085 .34 1480 . 0 2 . 8981 2 . 2287 2287 2292 6 . 2575 2286 5085 . 32 1490 . 0 2 .2287 1 .5498 2281 2284 5 . 6131 2279 5085 . 30 1500 . 0 1. 5498 1 . 1527 2274 2276 5 . 0677 2271 5085 .28 1510 . 0 1.1527 0 . 9539 2267 2269 4 . 5234 2264 5085 . 26 1520 . 0 0 . 9539 0 . 7453 2260 2262 4 . 0152 2258 5085 .24 1530 . 0 0 . 7453 0 . 5303 2254 2256 3 . 5516 2252 5085 . 22 1540 . 0 0 . 5303 0 .3148 2249 2250 3 . 1249 2247 5085 .20 1550 . 0 0 .3148 0 . 0666 2244 2244 2 . 7967 2242 5085 . 19 1560 . 0 0 . 0666 0 . 0012 2239 2239 2 . 5071 2237 5085 . 17 1570 . 0 0 . 0012 0 . 0000 2234 2234 2 . 2323 2232 5085 . 16 1580 . 0 0 . 0000 0 . 0000 2230 2230 1 . 9844 2228 5085 . 15 1590 . 0 0 . 0000 0 . 0000 2226 2226 1 . 7639 2225 5085 . 14 1600 . 0 0 . 0000 0 . 0000 2223 2223 1 . 5679 2221 5085 . 13 1610 . 0 0 . 0000 0 . 0000 2220 2220 1.3937 2219 5085 . 12 1620 . 0 0 . 0000 0 . 0000 2217 2217 1 . 2389 2216 5085 . 11 1630 . 0 0 . 0000 0 . 0000 2215 2215 1. 1012 2214 5085 . 10 1640 . 0 0 . 0000 0 . 0000 2213 2213 1 . 0066 2212 5085 . 10 1650 . 0 0 . 0000 0 . 0000 2211 2211 0 . 9460 2210 5085 . 09 1660 . 0 0 . 0000 0 . 0000 2209 2209 0 . 8890 2208 5085 . 09 1670 . 0 0 . 0000 0 . 0000 2207 2207 0 . 8355 2207 5085 . 08 1680 . 0 0 . 0000 0 . 0000 2206 2206 0 . 7852 2205 5085 . 08 1690 . 0 0 . 0000 0 . 0000 2204 2204 0 . 7379 2204 5085 . 07 1700 . 0 0 . 0000 0 . 0000 2203 2203 0 . 6935 2202 5085 . 07 1710 . 0 0 . 0000 0 . 0000 2202 2202 0 . 6517 2201 5085 . 06 1720 . 0 0 . 0000 0 . 0000 2200 2200 0 . 6125 2200 5085 . 06 1730 . 0 0 . 0000 0 . 0000 2199 2199 0 . 5756 2199 5085 . 06 1740 . 0 0 . 0000 0 . 0000 2198 2198 0 . 5409 2197 5085 . 05 1750 . 0 0 . 0000 0 . 0000 2197 2197 0 . 5083 2196 5085 . 05 1760 . 0 0 . 0000 0 . 0000 2196 2196 0 . 4777 2195 5085 . 05 1770 . 0 0 . 0000 0 . 0000 2195 2195 0 .4490 2195 5085 . 04 1780 . 0 0 . 0000 0 . 0000 2194 2194 0 .4219 2194 5085 . 04 1790 . 0 0 . 0000 0 . 0000 2193 2193 0 . 3965 2193 5085 . 04 1800 . 0 962353 2/13/96 3 :9 :37 pm Golder and Associates page 7 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE I1 I2 2S1 SUM 01 02+2S2 STAGE TIME < cfs min > (ft) (min) 0 . 0000 0 . 0000 2193 2193 0 .3726 2192 5085 . 04 1810 . C 0 .0000 0 . 0000 2192 2192 0 .3502 2192 5085 . 03 1820 . 0 0 . 0000 0 . 0000 2191 2191 0 .3291 2191 5085 . 03 1830 . 0 0 . 0000 0 . 0000 2191 2191 0 .3093 2190 5085 . 03 1840 . 0 0 . 0000 0 . 0000 2190 2190 0 .2907 2190 5085 . 03 1850 . 0 0 .0000 0 . 0000 2189 2189 0 .2732 2189 5085 . 03 1860 . 0 0 . 0000 0 . 0000 2189 2189 0 .2567 2189 5085 . 02 1870 . C 0 .0000 0 . 0000 2188 2188 0 .2412 2188 5085 . 02 1880 . 0 0 . 0000 0 . 0000 2188 2188 0 .2267 2188 5085 . 02 1890 . 0 0 . 0000 0 . 0000 2187 2187 0 .2131 2187 5085 . 02 1900 . 0 0 . 0000 0 . 0000 2187 2187 0 .2002 2187 5085 . 02 1910 . 0 0 . 0000 0 . 0000 2187 2187 0 .1882 2186 5085 . 02 1920 . 0 0 . 0000 0 . 0000 2186 2186 0 . 1768 2186 5085 . 02 1930 . 0 0 . 0000 0 . 0000 2186 2186 0 .1662 2186 5085 . 02 1940 . 0 0 . 0000 0 . 0000 2186 2186 0 . 1562 2185 5085 . 02 1950 . 0 0 . 0000 0 . 0000 2185 2185 0 .1468 2185 5085 . 01 1960 . 0 0 . 0000 0 . 0000 2185 2185 0 .1379 2185 5085 . 01 1970 . 0 0 . 0000 0 . 0000 2185 2185 0 . 1296 2185 5085 . 01 1980 . 0 0 . 0000 0 . 0000 2185 2185 0 .1218 2184 5085 . 01 1990 . 0 0 . 0000 0 . 0000 2184 2184 0 . 1145 2184 5085 . 01 2000 . 0 0 . 0000 0 . 0000 2184 2184 0 .1076 2184 5085 . 01 2010 . 0 0 . 0000 0 . 0000 2184 2184 0 .1011 2184 5085 . 01 2020 . 0 0 . 0000 0 . 0000 2184 2184 0 . 0950 2184 5085 . 01 2030 . C 0 . 0000 0 . 0000 2183 2183 0 . 0893 2183 5085 . 01 2040 . 0 0 . 0000 0 . 0000 2183 2183 0 . 0839 2183 5085 . 01 2050 . C 0 . 0000 0 . 0000 2183 2183 0 . 0789 2183 5085 . 01 2060 . 0 0 . 0000 0 . 0000 2183 2183 0 . 0741 2183 5085 . 01 2070 . C 0 . 0000 0 . 0000 2183 2183 0 . 0697 2183 5085 . 01 2080 . C 0 . 0000 0 . 0000 2183 2183 0 . 0655 2183 5085 . 01 2090 . 0 0 . 0000 0 . 0000 2183 2183 0 . 0615 2182 5085 . 01 2100 . 0 0 . 0000 0 . 0000 2182 2182 0 . 0578 2182 5085 . 01 2110 . 0 0 .0000 0 . 0000 2182 2182 0 . 0543 2182 5085 . 01 2120 . 0 0 . 0000 0 . 0000 2182 2182 0 . 0511 2182 5085 . 00 2130 . 0 0 . 0000 0 . 0000 2182 2182 0 .0480 2182 5085 . 00 2140 . 0 0 . 0000 0 . 0000 2182 2182 0 . 0451 2182 5085 . 00 2150 . 0 0 . 0000 0 . 0000 2182 2182 0 . 0424 2182 5085 . 00 2160 . C 0 . 0000 0 . 0000 2182 2182 0 . 0398 2182 5085 . 00 2170 . 0 0 . 0000 0 . 0000 2182 2182 0 . 0374 2182 5085 . 00 2180 . 0 0 . 0000 0 . 0000 2182 2182 0 . 0352 2182 5085 . 00 2190 . 0 0 .0000 0 . 0000 2182 2182 0 . 0331 2182 5085 . 00 2200 . 0 0 . 0000 0 . 0000 2182 2182 0 . 0311 2182 5085 . 00 2210 . C 0 . 0000 0 . 0000 2182 2182 0 . 0292 2181 5085 . 00 2220 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0274 2181 5085 . 00 2230 . : 0 . 0000 0 . 0000 2181 2181 0 . 0258 2181 5085 . 00 2240 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0242 2181 5085 . 00 2250 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0228 2181 5085 . 00 2260 . C 962359 2/13/96 3 : 9 :37 pm Golder and Associates page 8 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE Il I2 251 SUM O1 O2+252 STAGE TIME < cfs min > (ft) (min) 0 . 0000 0 . 0000 2181 2181 0 . 0214 2181 5085 . 00 2270 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0201 2181 5085 . 00 2280 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0189 2181 5085 . 00 2290 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0178 2181 5085 . 00 2300 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0167 2181 5085 . 00 2310 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0157 2181 5085 . 00 2320 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0147 2181 5085 . 00 2330 . C 0 . 0000 0 . 0000 2181 2181 0 . 0139 2181 5085 . 00 2340 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0130 2181 5085 . 00 2350 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0122 2181 5085 . 00 2360 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0115 2181 5085 . 00 2370 . 0 0 . 0000 0 .0000 2181 2181 0 . 0108 2181 5085 . 00 2380 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0102 2181 5085 . 00 2390 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0095 2181 5085 . 00 2400 . 0 0 . 0000 0 .0000 2181 2181 0 . 0090 2181 5085 . 00 2410 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0084 2181 5085 . 00 2420 . 0 0 . 0000 0 .0000 2181 2181 0 . 0079 2181 5085 . 00 2430 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0074 2181 5085 . 00 2440 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0070 2181 5085 . 00 2450 . 0 0 . 0000 0 .0000 2181 2181 0 . 0066 2181 5085 . 00 2460 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0062 2181 5085 . 00 2470 . 0 0 . 0000 0 .0000 2181 2181 0 . 0058 2181 5085 . 00 2480 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0055 2181 5085 . 00 2490 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0051 2181 5085 . 00 2500 . 0 0 . 0000 0 .0000 2181 2181 0 . 0048 2181 5085 . 00 2510 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0045 2181 5085 . 00 2520 . 0 0 . 0000 0 .0000 2181 2181 0 . 0043 2181 5085 . 00 2530 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0040 2181 5085 . 00 2540 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0038 2181 5085 . 00 2550 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0035 2181 5085 . 00 2560 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0033 2181 5085 . 00 2570 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0031 2181 5085 . 00 2580 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0029 2181 5085 . 00 2590 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0028 2181 5085 . 00 2600 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0026 2181 5085 . 00 2610 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0024 2181 5085 . 00 2620 . 0 0 . 0000 0 .0000 2181 2181 0 . 0023 2181 5085 . 00 2630 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0022 2181 5085 . 00 2640 . 0 0 . 0000 0 .0000 2181 2181 0 . 0020 2181 5085 . 00 2650 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0019 2181 5085 . 00 2660 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0018 2181 5085 . 00 2670 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0017 2181 5085 . 00 2680 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0016 2181 5085 . 00 2690 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0015 2181 5085 . 00 2700 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0014 2181 5085 . 00 2710 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0013 2181 5085 . 00 2720 . 0 962259 2/13/96 3 :9 :37 pm Golder and Associates page 9 Laidlaw\Design Modification\CO 953-2893 Surface Water Controls LEVEL POOL ROUTING TABLE LEVEL POOL ROUTING TABLE Il I2 2S1 SUM 01 02+232 STAGE TIME c cfs min > (ft) (min) 0 . 0000 0 . 0000 2181 2181 0 . 0012 2181 5085 . 00 2730 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0012 2181 5085 . 00 2740 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0011 2181 5085 . 00 2750 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0010 2181 5085 . 00 2760 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0010 2181 5085 . 00 2770 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0009 2181 5085 . 00 2780 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0008 2181 5085 . 00 2790 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0008 2181 5085 . 00 2800 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0007 2181 5085 . 00 2810 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0007 2181 5085 . 00 2820 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0007 2181 5085 . 00 2830 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0006 2181 5085 . 00 2840 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0006 2181 5085 . 00 2850 . 0 0 . 0000 0 . 0000 2181 2181, 0 . 0005 2181 5085 . 00 2860 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0005 2181 5085 . 00 2870 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0005 2181 5085 . 00 2880 . 0 0 . 0000 0 . 0000 2181 2181 0 .0005 2181 5085 . 00 2890 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0004 2181 5085 . 00 2900 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0004 2181 5085 . 00 2910 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0004 2181 5085 . 00 2920 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0004 2181 5085 . 00 2930 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0003 2181 5085 . 00 2940 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0003 2181 5085 . 00 2950 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0003 2181 5085 . 00 2960 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0003 2181 5085 . 00 2970 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0003 2181 5085 . 00 2980 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0002- 2181 5085 . 00 2990 . 0 0 . 0000 0 . 0000 2181 2181 0 . 0002 2181 5085 . 00 3000 . 0 962259 Stability Analysis for Articulated Concrete Blocks 962359 Note: These calculations were performed to analyze the velocity in channels lined with articulated concrete blocks. Mannang's roughness coefficient was set at .016 to represent conditions at the time of construction and estimate the maximum expected velocity within the channel. The velocities for the articulated concrete block channels are underlined on the following StormSHED output sheets. 962359 VELOCITY STABILITY CALCULATIONS FOR ARTICULATED CONCRETE BLOCKS Date of Session: 2/13/96 3 :12 :34 pm CLEARHIS ZERO 1 20 ROUTE HYDROGRAPH 1 THROUGH REACH AlA --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 621 1 . 333 0 . 028 0 . 921 139 0 . 679 -0 . 087 0 . 039 19 . 86 cfs 5.38 fps 1. 11 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH A1B --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 290 1 .333 0 . 014 0 . 991 116 0 . 679 -0 .102 0 . 032 18 . 50 cfs 3 . 75 fps 1.28 ft deep ROUTE HYDROGRAPH 2 THROUGH REACH B7 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1 . 333 0 . 046 0 . 920 254 0 . 669 -0 . 070 0 . 071 16 . 05 cfs 3 .79 fps 0 . 78 ft deep ROUTE HYDROGRAPH 3 THROUGH REACH B5 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1.333 0 . 013 0 . 973 97 0 . 669 -0 .117 0 . 027 2 .23 cfs 2 .31 fps 0 .37 ft deep ROUTE HYDROGRAPH 3 THROUGH REACH BC --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 5 . 836 1 . 937 0 . 000 0 .994 16 0 .667 -0 . 159 0 . 004 2 . 18 cfs 3 . 63 fps 0 .11 ft deep ROUTE HYDROGRAPH 4 THROUGH REACH B4 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1. 333 0 . 020 0 . 942 144 0 . 669 -0 .095 0 . 040 14 .40 cfs 3 . 69 fps 0 .75 ft deep ADD 4 3 3 16 . 5788 cfs 1 .6437 ac-ft 12 .33 hrs ROUTE HYDROGRAPH 3 THROUGH REACH BB --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 12 . 311 1 . 000 0 . 004 0 . 997 17 0 .662 -0 .153 0 . 005 15 . 89 cfs 12 .26 fps 0 .21 ft deep ROUTE HYDROGRAPH 5 THROUGH REACH B6 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1 .333 0 . 036 0 . 934 222 0 . 669 -0. 042 0 . 062 16 . 66 cfs 3 .82 fps 0 . 79 ft deep ADD 5 3 3 32 .3150 cfs 3 . 3357 ac-ft 12 . 50 hrs ROUTE HYDROGRAPH 3 THROUGH REACH BA --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 13 . 131 1 . 216 0 . 001 0 . 999 9 0 . 667 -0 . 163 0 . 003 32 . 22 cfs 15 .40 fps 0 . 32 ft deep ROUTE HYDROGRAPH 6 THROUGH REACH B3 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1 . 333 0 . 046 0 . 890 185 0 . 669 -0 . 064 0 . 052 962359 • 5. 91 cfs 2 . 95 fps 0 .53 ft deep ROUTE HYDROGRAPH 7 THROUGH REACH B2 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 136 1. 333 0 . 032 0 .919 202 0 . 679 -0 . 023 0 . 057 26 . 81 cfs 5 .22 fps 1 .31 ft deep ADD 6 7 6 29 . 8574 cfs 3 .2652 ac-ft 12 . 50 hrs ROUTE HYDROGRAPH 6 THROUGH REACH B1 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 4 . 048 1. 333 0 . 010 0 . 977 111 0 . 679 -0 . 087 0 . 031 33 . 70 cfs 6 . 69 fps 1 . 30 ft deep ADD 2 3 3 46 . 9443 cfs 4 . 8261 ac-ft 12 .50 hrs ADD 3 6 6 80 . 6421 cfs 8 . 8557 ac-ft 12 .50 hrs ROUTE HYDROGRAPH 6 THROUGH REACH CULV1 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn CULV1 40 .19 80 . 64 94 . 88 85 . 00 36 . 08 48 . 00 7. 96 7. 02 ROUTE HYDROGRAPH 6 THROUGH REACH B8A Hydrograph shifted 0 . 27 min --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 165 1 .403 0 . 002 0 . 996 44 0 . 667 -0 . 147 0 . 012 79 . 19 cfs 7. 98 fps 1 . 17 ft deep ROUTE HYDROGRAPH 6 THROUGH REACH B8B --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 002 1. 400 0 .007 0 .989 100 0 . 667 -0 . 108 0 . 028 74 .30 cfs 5 .63 fps 1 .42 ft deep ADD 1 6 7 82 . 6125 cfs 10 . 6320 ac-ft 12 . 67 hrs ROUTE HYDROGRAPH 7 THROUGH REACH A2 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 002 1.417 0 . 011 0 .977 165 0 . 667 -0 . 048 0 . 046 77 . 51 cfs 5 . 88 fps 1 . 50 ft deep ROUTE HYDROGRAPH 7 THROUGH REACH CULV7 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn CULV7 48 .43 77.51 93 . 98 82 .48 30 . 78 42 . 00 10 . 26 9 . 08 ADD 7 18 18 77 .5103 cfs 10 . 6296 ac-ft 12 . 83 hr? End program file C: \STMSHED\LAIDAB.pgm 962359 VELOCITY STABILITY CALCULATIONS FOR ARTICULATED CONCRETE BLOCKS Date of Session: 2/13/96 3 :14 :7 pm CLEARHIS ZERO 1 17 ZERO 19 20 ROUTE HYDROGRAPH 1 THROUGH REACH Cl --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1 .333 0 . 010 0 . 974 82 0 .669 -0 . 122 0 . 023 5 .29 cfs 2 . 87 fps 0 . 51 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH CC --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 6 . 088 -3 . 579 m out of range, simple translation only 5 . 24 cfs 5 . 07 fps 0 . 18 ft deep ROUTE HYDROGRAPH 2 THROUGH REACH C2 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1. 333 0 . 033 0 . 909 213 0 . 669 -0 .000 0 . 060 18 .31 cfs 3 . 92 fps 0 . 82 ft deep ADD 1 2 1 23 .5498 cfs 2 .3795 ac-ft 12 .50 hrs ROUTE HYDROGRAPH 1 THROUGH REACH CB --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 14 .243 1. 072 0 .003 0 . 996 16 0 . 667 -0 .156 0 . 005 22 . 97 cfs 14 . 61 fps 0 .25 ft deep ROUTE HYDROGRAPH 3 THROUGH REACH C3 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1 .333 0 . 079 0 . 827 285 0 . 669 0 . 006 0 . 081 9 . 36 cfs 3 .31 fps 0 . 64 ft deep ADD 1 3 1 30 . 9213 cfs 3 . 2696 ac-ft 12 .50 hrs ROUTE HYDROGRAPH 1 THROUGH REACH CA recommended time interval: 0 . 06517 min StormSHED will just shift the hydrograph 30 . 92 cfs 18 .45 fps 0 .26 ft deep ROUTE HYDROGRAPH 4 THROUGH REACH Dl --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 1 . 261 1. 561 0 . 042 0 . 878 214 0 . 667 -0 . 048 0 . 061 12 . 96 cfs 2 . 93 fps 0 .40 ft deep ROUTE HYDROGRAPH 4 THROUGH REACH CULV6 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn :ULV6 5 .73 12 . 96 27 . 09 47. 83 15 .26 30 . 00 5 . 17 5 . 13 ADD 1 4 1 38 . 7542 cfs 4 . 4660 ac-ft 12 .50 hrs ROUTE HYDROGRAPH 1 THROUGH REACH DA Hydrograph shifted 0 . 16 min --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 1 .261 1 .550 0 . 010 0 . 996 174 0 . 667 -0 .077 0 . 048 962359 37 .10 cfs 4 . 19 fps 0 .73 ft deep ROUTE HYDROGRAPH 5 THROUGH REACH D2A --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1 . 333 0 . 064 0 . 824 246 0 . 669 0 . 003 0 . 070 7 . 89 cfs 3 . 17 fps 0 . 60 ft deep ROUTE HYDROGRAPH 5 THROUGH REACH D2B recommended time interval: 0 . 05213 min StormSHED will just shift the hydrograph 7 . 89 cfs 11 . 99 fps 0 .12 ft deep ADD 5 1 1 40 .2814 cfs 5 .4246 ac-ft 12 . 67 hrs ROUTE HYDROGRAPH 1 THROUGH REACH DB Hydrograph shifted 0 . 10 min --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 147 1 . 559 0 . 000 0 . 997 27 0 . 667 -0 .147 0 . 008 39 . 81 cfs 6 . 12 fps 0 .56 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH CULV2 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Basn CULV2 25 . 67 39 .81 173 .22 22 . 98 16 .26 48 . 00 10 . 62 12 .81 ROUTE HYDROGRAPH 1 THROUGH REACH DC Hydrograph shifted 0 .13 min --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 1 .438 1 . 552 0 . 000 0 . 997 24 0 . 667 -0 .149 0 . 007 39 .66 cfs 4 . 68 fps 0 .70 ft deep ROUTE HYDROGRAPH 6 THROUGH REACH D3A --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1 .333 0 . 034 0 . 876 153 0 . 669 -0 . 089 0 . 043 4 .06 cfs 2 . 69 fps 0 .46 ft deep ROUTE HYDROGRAPH 6 THROUGH REACH D3B recommended time interval : 0 . 07420 min StormSHED will just shift the hydrograph 4 . 06 cfs 9 .43 fps 0 . 08 ft deep ADD 6 1 1 40 .3145 cfs 6 . 1854 ac-ft 13 . 00 hrs ROUTE HYDROGRAPH 1 THROUGH REACH DD1 Hydrograph shifted 0 . 13 min --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 1 .261 1 .549 0 . 006 0 . 983 177 0 . 667 -0 . 061 0 . 049 40 .32 cfs 4 .31 fps 0 .76 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH DD2 --x-- --m-- -k*-- --Q*- --K-- --C-- - sto- -kin- 1 . 827 1 .556 0 . 000 0 . 999 20 0 . 667 -0 . 155 0 .006 40 . 07 cfs 5 . 51 fps 0 . 61 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH DD3 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- J . 892 1 . 542 0 . 001 0 . 996 55 0 . 667 -0 .135 0 . 015 39 . 26 cfs 3 . 38 fps 0 . 91 ft deep 962359 ROUTE HYDROGRAPH 1 THROUGH REACH CULV3 Reach -Area- --Qact-- --QFu11- sFu11 Ndepth --Dia- -Vact- -Vfull Basn CULV3 35 .27 39 .26 77 .47 50 .68 25 .27 48 . 00 5 . 85 5 .73 ROUTE HYDROGRAPH 1 THROUGH REACH DE Hydrograph shifted 0 .25 min --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 0 . 892 1. 542 0 .007 0 . 981 227 0 . 667 -0 . 002 0 .063 38 .38 cfs 3 .35 fps 0 . 90 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH D4 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 1 . 128 1 . 554 0 . 002 0 . 994 121 0 . 667 -0 .054 0 . 034 37 . 80 cfs 3 . 95 fps 0 . 79 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH D5 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 0 . 892 1. 550 0 .002 0 . 993 124 0 .667 -0 . 084 0 . 035 37 . 15 cfs 3 .35 fps 0 . 89 ft deep ROUTE HYDROGRAPH 1 THROUGH REACH D6 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 1 .261 1.557 0 . 000 0 . 999 15 0 . 667 -0 .160 0 . 004 37 . 15 cfs 4 .23 fps 0 .73 ft deep ROUTE 'HYDROGRAPH 7 THROUGH REACH E9 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1.333 0 . 053 0 . 891 294 0 . 669 -0 . 016 0 . 083 19 . 02 cfs 3 .95 fps 0 .83 ft deep c ROUTE HYDROGRAPH 8 THROUGH REACH E5 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1 . 333 0 . 026 0 . 956 164 0 .669 -0 . 063 0 . 046 2 . 79 cfs 2 .45 fps 0 .40 ft deep ADD 8 7 7 21 .5156 cfs 2 .1926 ac-ft 12 .50 hrs ROUTE HYDROGRAPH 7 THROUGH REACH EE --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 14 . 957 1. 000 0 . 003 0 . 997 12 0 . 662 -0 . 158 0 . 003 21 . 25 cfs 15 . 04 fps 0 .23 ft deep ROUTE HYDROGRAPH 9 THROUGH REACH E8 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1. 333 0 . 005 0 . 972 35 0 . 669 -0 . 141 0 . 010 19 . 81 cfs 3 . 99 fps 0 . 84 ft deep ROUTE HYDROGRAPH 10 THROUGH REACH E4 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1.333 0 . 040 0 . 887 171 0 .669 -0 . 060 0 . 048 5 . 16 cfs 2 . 85 fps 0 .51 f deep ADD 9 10 9 24 .2005 cfs 1 . 7997 ac-ft 12 .17 hrs ADD 9 7 7 32 . 5768 cfs 3 . 9922 ac-ft 12 .17 hrs ROUTE HYDROGRAPH 7 THROUGH REACH EC 982359 recommended time interval : 0 .14776 min StormSHED will just shift the hydrograph 32 . 58 cfs 17.26 fps 0 .29 ft deep ROUTE HYDROGRAPH 11 THROUGH REACH E3 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1 .333 0 . 064 0 .830 240 0 . 669 -0 . 011 0 . 068 10 .54 cfs 3 .41 fps 0 . 66 ft deep ROUTE HYDROGRAPH 11 THROUGH REACH E2 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 .136 1 .333 0 . 006 0 . 998 72 0 . 679 -0.137 0 . 020 14 . 53 cfs 4 .46 fps 1 . 04 ft deep ROUTE HYDROGRAPH 12 THROUGH REACH E7 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 . 364 1 .333 0 . 117 0 .771 384 0 .669 0 . 075 0 . 110 17.46 cfs 3 . 87 fps 0 . 80 ft deep ADD 11 12 11 28 .3714 cfs 3 . 0454 ac-ft 12 . 33 hrs ADD 11 7 7 60 .3804 cfs 7 . 0377 ac-ft 12 .33 hrs ROUTE HYDROGRAPH 7 THROUGH REACH EB Hydrograph shifted 0 .17 min recommended time interval : 0 .11180 min StormSHED will just shift the hydrograph 60 .32 cfs 20 . 89 fps 0 .41 ft deep ROUTE HYDROGRAPH 13 THROUGH REACH E6 --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 2 .364 1 .333 0 . 134 0 .763 426 0 . 669 0 . 096 0 . 122 18 . 05 cfs 3 . 90 fps 0 . 81 ft deep ROUTE HYDROGRAPH 14 THROUGH REACH El --x-- --m-- -k*-- --Q*- --K-- --C-- -sto- -kin- 3 . 136 1.333 0 . 026 0 . 917 134 0 . 679 -0 . 077 0 . 038 6 . 88 cfs 3 .70 fps 0 . 79 ft deep ADD 13 14 13 22 . 1600 cfs 2 . 1978 ac-ft 12 . 50 hrs ADD 13 7 7 82 .4828 cfs 9 .2354 ac-ft 12 .50 hrs ROUTE HYDROGRAPH 7 THROUGH REACH EA Hydrograph shifted 0 .14 min recommended time interval : 0 . 06461 min StormSHED will just shift the hydrograph 82 .29 cfs 19 .54 fps 1 . 55 ft deep ROUTE HYDROGRAPH 7 THROUGH REACH CULV5 Reach -Area- --Qact-- --QFull- %Full Ndepth --Dia- -Vact- -Vfull Bash CULV5 43 . 04 82 . 29 204 . 96 40 . 15 22 . 05 48 . 00 14 . 61 15 . 16 ADD 18 7 7 153 .5721 cfs 19 . 8650 ac-ft 12 . 67 hrs 9623S9 - DISCHARGE-- POINT o._ ----001.---n n =d3END (TO SEDIMENT BASIN) ,, CULVERT C- CHANNEL SEGMENT N0. 7 1 - — i al- In OK in O.a E-3 I .i I 1 /�E- - a-t OK•MW mart. CLLWR so I Y l r, % H F2 OK f M90+900 \ B-]OK! A 1 •N . D—•-•OK•M9. D.SCbARGE i .. O" --.___`T E E—A E_g i 1 k-.-.OK •M9. • c_ V �, OK E—E 1 K I t—•-s OK •w 0-7 On• MSC. / 01I .TO ICIODIT ao 'ONTO —D-. -- •Mal CULVERT) 1 N0. 5 i C004.s c. •MW CC 1 • .o-. On CHANNELS D4, 5,5, AND D6 TO I /SEDIMENT BASIN cavort•C. a —DISCHARGE \ '-"•a•MW o-a oK••a POINT '0' (AT SED!MENT iOnO •MW POND) cavort C 2 • 0 i oM • Wi D-2 O.• • MW I it•® D-f On• MW 1 I I \\\\\ '. Mort C t______c,....on. \ I C-3 On f WM I • c-•OK �0-a OK•MIN I ID 't o.a • man— <-Iova•M9. • [art[[ oarort�a. e Cl 1.s OK 1 On O • Ile be LSat — (-4 OK • C-0 OK I l )On Ai.M911 C-]O•L q, I 1 E-3 On t WSW [t On N 3 ,\ I C!OK• MW C-D On ,a- ' \`. w (� L— !-s an• MW Re��(✓�S.J:.B.J [-. c.a• Mal , E SURFACE WATER CHANNEL AND BASIN LAYOUT RAWN DPH DATE FEB 1996 JOB NO. 953-2893 NECKED BDP SCALE 11 = 30 DWG. N0./REV. NO, 8034 VIEWED FILE N0. 289380os 1 # HI if d • • • # # # i # # # # # $ • a2 I I Y • f i • '# j # I # !! !! # II # L_ I _#J # ris-Ltlx- ## ## i-- - I I— a X If4NN � IX 4 1 # # , I- _ a a f�J_ _ly W �_� I I a-a—a—x- -� I s-a-a-1 a- g-# g I GD�a - Li \ i i se ee J i ti L i —cujD -4 , w Fmy \ '', 0• T�'ra • I- r- \ 1 \ ',\k W• / i o a t -‘,4 > vzI / U Z Q { W I \\\ \!r115- 1 II. 3,6, 9-IT-T-------- ------ i __ l; a g d 1 Q �I I II • \ d 0 ri IN f,-.I ) 11 ,�. ' lit / l'• c., W °° n E-9 to Li I wt __-_�'-�__ E-8 n . 41 Golder Associates Inc. Go^AI� 200 Union Boulevard,Suite 500 Weki (r Mt/ PPlanni Planning Lakewood,CO USA 80228Assoaates Telephone(303)980-0540 Fax(303)985-2080 NOV 1 2 1996 x u:* November 11, 1996 t'.Arm i. '' Our Ref: 953-2893.2 Weld County Health Department 1517 16th Avenue Court Greeley, Colorado 80631 Attention: Mr. Trevor Jirire<k RE: PERMITTED SOLID WASTE LANDFILL AREA, DENVER REGIONAL LANDFILL (SOUTH), WELD COUNTY, COLORADO Dear Mr. Jiricek: As per our recent discussions, Golder Associates Inc. (Golder), on behalf of Laidlaw Waste Systems, Inc. (Laidlaw), has prepared this letter defining the permitted limit of landfill activities at the referenced facilities. This letter summarizes the development of these limits. A Certificate of Designation (CD) for waste disposal activities at the Denver Regional Landfill (South) (DRLS) was originally granted by the Weld County Board of Commissioners in December 1979. Laidlaw acquired the property in January 1988 and submitted a design and operations plan in March 1988. A revised engineering and design plan was submitted in September 1991. In addition to the September 1991 revised design plan, a September 1991 Use by Special Review (USR) Permit was prepared and submitted to Weld County. A revised CD was granted to Laidlaw in July 1992. Subsequently, a submittal detailing design improvements at the DRLS was submitted in April 1996. This submittal detailed, among others, the movement of the sediment control basin. Originally the basin was located within the landfill footprint due to space constraints. However, Laidlaw acquired additional property adjacent to the DRLS which will allow the sediment basin to be relocated to this area. Consequently, this will allow landfilling to occur across all of the originally permitted landfill area. The permitted landfill area is discussed in several documents. Plate No. 2 of the March 1988 design and operations plan delineates the limit of waste. As shown on this figure, a 50-foot buffer zone exists between the property line and edge of waste. As described in the September 1991 USR, the DRLS is operating under Special Use Permit No. 400 (SUP #400). As described on page 2 of the 1991 USR "... The property consists of approximately 160 acres of which approximately the 56 acres on the northern half of the Property contain waste.." Item No. 6 on page 4 further states "...The buffer zone between the refuse and the property line has been increased from fifty to one hundred feet." This indicates that under EXHIBIT 962359 ji OFFICES IN AUSTRALIA.CANADA,GERMANY,HUNGARY,ITALY,SWEDEN. UNITED KINGDO November 11. 1996 -2- 963-2893 9 the USR waste may be placed to within 100 feet of the property line. The property line is delineated on Sheet No. 1 of the of the 1991 USR. Additionally, page 4 of the September 1991 revised design plan states "... The South Landfill property consists of approximately 160 acres. Of this total area, approximately 56 acres on the northern half of the property contains waste...The existing permit for the South Landfill allows for the excavating and filling of the remaining southern portion of the site..." The 1992 Certificate of Designation describes the site as "... an existing sanitary landfill permitted under SUP #400 on the following described real estate, to-wit: Part of the W1/2 NE1/4 and E 1/2 NW1/4, Section 29, Township 1 North, Range 68 West of the 6th P.M., Weld County, Colorado..." This property description is consistent with that shown on Sheet No. 1 of the 1991 USR. The April 1996 improvement submittal delineates the waste placement area. As shown on Figures 2 through 7 of the April 1996 submittal, the limit of waste placement is at least 100 feet from the property line. This buffer zone is consistent with the 1991 USR document, the remaining area to be filled as discussed in the September 1991 revised design plan, and the property as defined in the 1992 CD. Consequently, waste placement, as defined in the April 1996 improvement submittal, occurs within the permitted area. We hope that this letter clarifies the permitted disposal area at the Denver Regional Landfill (South). If you have further questions, please do not hesitate to contact us at (303) 980-0540. Sincerely, GOLDER ASSOCIATES INC. Ore&:"tM9jead Dean Rector, PE David L. O'Sadnick, PE Senior Project Manager Principal DR/DLO/rtm cc: Ms. Gloria Dunn, Weld County Planning, Greeley, Colorado Mr. Rick Hoffman, Laidlaw, Weld County, Colorado Mr. Kevin Carel, Laidlaw, North Richmond Hills, Texas Mr. Fred Otis, Doyle, Otis, Frey, & Hellerich, Greeley, Colorado 962259 6I:PROJI995\2893\2893T1.LTR Golder Associates G0LRA 611E HIGHWA !<i ) / C �• I / �_ k ' f C4); /.. I ,N'r- v-a i 1, g SI cI 1 , K 1. F � \, � /( C / <_ I r fp - / pd f �t It,ic \ �, A i , i 1 >` i `x c . / � �.. � � T. 1N. � i� y 75.,{.- �--\- 0, c:_ -.-4�_ :-1--t I , %.1 1 ; Iv ' a ( y )7 I � rfj/ ,/ v r .`fir „r 4', - — 9.., r :, 'd W✓ d ¢ e� 1 �� ,I � ,, >R� �, 'fit' � d! :� A . . �. .8 8 7. r f dJ `' �� i_\ au s 1 JJ $ ('- \ .cam �� 3 1 J,. . 3e "- r . �1 j47 YI J i)l�,%.1 tiff / *( .-_��f ;J- ?f r •TA7 " i v R. 89 W R. 68 W. �, REFERENCE: USG$ FREDERICK, COLA. QUADRANGLE, 1979 USGS ERIE. COW. QUADRANGLE. 1979 TIM 9 Golder Associates Inc. SITE LOCATION AND VICINITY Denver, Colorado CUENT/PROJECT DENVER REGIONAL LANDFILL DATE scut Joe No. WELD COUNTY. COLORADO SEPT 1991 r=4Doo' 913-2324.003 DRAWN BDL (CHECKED SSL REVIEWED DLO FILE DWG.NO. r1•URE 1 v Jlvi:i a Hello