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Home My WebLink About20194335.tiff PLANNED UNIT DEVELOPMENT (PUD) FINAL PLAT APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT # /AMOUNT # IS CASE # ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel(s): 131308209008, 131308209003. 131308209004. Parcel Number - - - - 131308209007 - Combine four lots into one (12 digit number - found on Tax I.D. information, obtainable at the Weld County Assessor's Office, or www.co.weld.co.us) (Include all lots being included in the application area. If additional space is required, attach an additional sheet.) Legal Description Vista Commercial Center Filing II , Section 8 , Township 2N North.. Range fi8 West Property Address (If Applicable) lots 3, 4. 7 & 8 within block 7 Existing Zone District: PUD Proposed Zone District: PUD Total Acreage: 4 63 Proposed #/Lots one Average Lot Size: ~ 63 Minimum Lot Size: 4.63 Proposed Subdivision Name: Proposed Area (Acres) Open Space: 65. 189 sf = 1 .5 ac (with the future expansion 57, 189 sf = 1 .3 ac) Are you applying for Conceptual or Specific Guide? Conceptual Specific FEE OWNER(S) OF THE PROPERTY (If additional space is required. attach an additional sheet) Name: Russell Coburn LLC Work Phone # 720-778-7711 Home Phone # Email Address russ@emisportswear corn Address: 1904 S Coffman St leeann@emisportswear.com City/State/Zip Code Longmont. CO 80504 APPLICANT OR AUTHORIZED AGENT (See Below Authorization must accompany applications signed by Authorized Agent) Name: Grey Wolf Architecture (Kenneth Harshman & Jana Hutkova) Work Phone # 303 292.9107 Home Phone # Email Address ihutkova@greywolfstudio-com Address: 1543 Champa st, ste 200 kharshman@greywolfstudio.com City/State/Zip Code Denver CO 80202 UTILITIES: Water: St Vrain Left Hand Water Sewer: St Vrain Sanitation Gas: Xcel Electric: United Power Phone: Vonage DISTRICTS: School: School Dist RE1J-Longmont Post: Mountain View Fire Rescue District I (We) hereby depose and state under penalties of perjury that all statements, proposals. and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs. a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner. notarized evidence must be included indicating the signatory has the legal authority to sign for the corporation. I (we) . the undersigned . hereby request the Department of Planning Services to review this PUD Final Plat or request hearings before the Weld County Planning Commission and the Board of County Commissioners concerning the PUD Final Plat for the above described unincorporated area of Weld CZ1n y. Colorar.o. ( t j os/2N/9 Signature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date -10- DEPARTMENT OF PLANNING AND BUILDING /tea DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT "Awe. 1555 NORTH 17TH AVENUE � �• -�ti GREELEY, CO 80631 . r _ „ AUTHORIZATION FORM I, (we), Russell Coburn , Manager , give permission to BRYAN CLERICO (Owner — please print) (Authorized Agent — please print) to apply for any Planning, Building or Septic permits on our behalf, for the property located at (address or parcel number) below: LOTS 3, 4 ,7 AND 8, BLOCK 7 VISTA COMMERCIAL CENTER FILING II Legal Description: NORTHWEST CORNER of Section 8 , Township 2 N, Range 68 W Subdivision Name: VISTA COMMERCIAL CENTER FILING II Lot 3,4,78 Block 7 Property Owners Information: Address: 1904 S Coffman St, Longmont CO 80504 Phone: 720-778-7711 E-mail: russ@emisportswear. com Authorized Agent Contact Information: Address: CWC CONSULTING GROUP 9360 TEDDY LANE, SUITE 203, LONE TREE, CO 80124 Phone: 303-395-2700 E-Mail: BRYANC@CWC-CONSULTING.COM Correspondence to be sent to: Owner ■ Authorized Agent ■ Both t^ _ / by Mail II Email Additional Info: Owner Si nature: �G-v�t-t� �' { t for Russell Coburn LLCDate: 30 May 2019 9 Owner Signature: Date: Civil Engineering �= Land Surveying Services CONSULTING GROUP Construction Administration CM Engineering ' Lend Surveying Cmutiuceon Services Distnct Services June 3, 2019 CERTIFICATE OF QUALIFICATIONS I . Bryan Clerico, certify that I am a licensed engineer in the State of Colorado and am qualified to perform utility design in the State of Colorado. Sincerely, Ct.:4,•f/ Bryan Clerico. P. E. \`��at n n u u u i,ii,,�� PSD0 R Ec1 � p •p� E. C(F�' c o . • • = s. -)0o•�/11' k` J SS `� �ONA L IIIuIIntl\�� EMI - Vista Commercial Center (lots 3, 4, 7 and 8): Parcels: 131308209004, 131308209007, 131308209003, 131308209008 Questionnaire: 1 . The general concept of the development. land uses. architectural style. character. zoning uses and all structures, including buildings, in the PUD. The existing parcels of land are located in Vista Commercial Center north of Skyway Or, south of Vista View Drive and east of Sandstone Dr. The land is currently vacant. The project includes one industrial/ warehouse/ office building for EMI Sportswear. The existing lots are currently vacant and there is no existing structure. EMI Sportswear is in the resort apparel business. The majority of what is sold is t-shirts. The property will be used for the administration. sales. art. inventory storage. and production (screen printing & embroidery) of the t-shirts. garments and caps sold by EMI to retail locations throughout the country. The company has been in business since 1985 and has operated out of Boulder County during that time. and additionally in Weld County since 2015. The proposed use office/ light industrial/ warehouse is permitted use for I-1 and C-3 zone districts which is permitted within the PUD Final Plat for the Vista Commercial Center. The proposed use is also compatible with surrounding uses. The proposed building to be located approximately 73' from west. 101 .9 from south. 127' from east and 98. 25 from north property line which meets all min setback requirements. The proposed development includes 102 parking spaces. The majority of the parking spaces will be located on the south facing Skyway Drive where the main entry to the building is proposed. There will be two access points to the site. One access point/ entry from Vista View Drive and one access point/ exit from Skyway Drive. There will be ADA sidewalk circulation within the property connecting to public ROW. Bicycle parking & ADA parking will be provided close to the main entry. The loading area to be located on the north. The screening to be providing by landscaping within 25' wide landscape buffer. The proposed development meets minimum parking requirements defined in Appendix 23B. The trash collection area to be located on the north side within the truck court. The dumpster to be fully screened within the gated trash enclosure. The height of the trash enclosure to be 6' above finish grade. The trash enclosure walls shall be a painted concrete panel to match the building construction with painted metal gates. The compactor to be located next to the trash enclosure. The proposed construction is painted tilt-up concrete with reveals and details to create rhythm. scale and texture. The clear height of the proposed building is 20-feet. We anticipate the overall building height will be approximately 30-feet to the top of parapet. These buildings. articulated with color glass. and texture. have been thoughtfully designed to provide ' no blank or featureless walls. The design includes changes in wall planes, changes in color, windows, canopies. reveals. fenestration patterning, textured concrete. and equivalent elements that subdivide the walls into human scale proportions. Public entrance is clearly defined with larger amount of glass storefronts and canopies above entry doors. as well as a different color and change in the plane. The building color consists of neutral shades of warm gray with blue & orange accents. 2 . The approximate size and type of any common open space and semi-public uses. including parks recreation areas. school sites and similar uses. The project site design includes two common open spaces to be used by employees of the proposed building . The bigger common space includes a 20. x20. concrete patio located on the east side of the building within 57'x230' open area. The smaller common space includes 15x15' concrete patio located on the west side of the building within 34'x36 area. 3. The approximate number and type of residential units . type of business. commercial and industrial buildings and structures. and the approximate number and size of any open storage areas if applicable. NA 4. An estimate of the number of employees for the business . commercial and industrial uses, if applicable. Between 70-80 workers are expected to be at this site during the main hours of 8am-5pm. Approximately 20-24 people will be on the second shift. 5 . The source of public water or if an exception for a residential PUD of nine ( 9) lots or fewer is granted by the Department of Planning Services. it shall adhere to Section 27-2-210 above. The public water system shall also incorporate a permanent supply plan with alternatives for renewable water sources to ensure water supply for the future. Public - St Vrain Left Hand Water 6. The type of sewer system . public or individual. If existing septic systems are on the site. a copy of the septic permits shall be included in the application materials. Public - St Vrain Sanitation 7. The vehicular circulation system of local. collector and arterial streets. The general statement and cross-section should include' width and depth of roadways. type of surface. off-street parking areas. loading zones. major points of access to public rights-of-way and notation of proposed ownership of the circulation system . public or private. Design standards for streets are listed in Chapters 24 and 26 of this Code. County road classifications are listed in Chapter 22. The proposed development includes two access point into the site. One access point to be from a local Vista View Drive and other one to be from a local Skyway Dr. Both accesses to be 35' wide. The separation distance to be more than 75' from the existing accesses. The north access from Vista View Drive will have 60 radius. The south access will have the smaller radius around 45 because the bigger radius will not fit on the site. This access to be used mostly by cars so 45' radius should be sufficient. The proposed development includes 102 parking spaces. The majority of the parking spaces will be located on the south facing Skyway Drive where the main entry to the building is proposed. The asphalt pavement to be provided within parking area. The loading area to be located on the north. The combination of asphalt and concrete pavement to be provided within north facing loading area. 8. A statement describing how the applicant intends to handle the stormwater drainage on the site. The runoff volume will be discharged to existing swale on the north along Vista View Drive and drain to the existing detention pond that this property was designed to discharge into. 25% of the property will drain west and 75% east. There will be a water quality pond located on the east. 9. The soils classification and description of the classification for the subject site. This information can be obtained from the Natural Resource Conservation Service or Soil Conservation District. 83-Wiley-Colby complex, 3-5% slope. re attached soil map report 10. An indication regarding if any unique natural features exist within the proposed PUD. There are no unique natural features within the existing lots. 11 . An indication regarding if any commercial mineral deposits and oil and gas facilities are located within the PUD. There are no commercial mineral deposits and gas facilities 12 . An indication regarding if floodplain, geological hazard . airport overlay. RUA or intergovernmental agreement district areas are within the PUD boundaries and how the PUD will meet the applicable regulations regarding the overlay districts. The proposed project meets all development standards in the 1-25 RUA and is within the Regional Commercial Center category where light manufacturing is allowed use. Sec . 26-2-30. - Common open space re ulations The proposed development preserves a portion of the site as common open space used by employees. Sec. 26-2-40. - Maximum lot coverage regulations. The maximum lot coverage will not exceed 85%. Sec. 26-2-50. - Landscaping regulations. The proposed development provided the high quality of landscaping and native species. re: landscape plan. There will be landscape island less than every 10 parking spaces. 25 landscape buffer to be provided from both public roads and loading area to be screen with landscaping . Sec. 26-2-60. - Transportation and circulation requirements. Re: submitted traffic narrative Sec. 26-2-70. - Sign district regulations. The project is proposing one building tenant sign adjacent to main entry. The proposed sign will meet all criteria of Chapter 23. Sec. 26-2-80. - Utility. infrastructure and public facility regulations. The project meets all criteria for the fire protection . water supply. sewage disposal and storm drainage design. 13. A general landscaping plan for the PUD describing the general species type. size and location of existing and proposed planting materials and amenities. The estimated percentage of landscaping areas in the PUD shall be included . along with the location of parks and common open space. Re: landscape plan 14. Initial impact plan addressing all impacts this use will have on the proposed site and surrounding land uses. A listing of potential impacts is cited in Section 27-6-30 of this Chapter. This development will not have any negative impact in surrounding area. the public health , safety and will not produce any unusual and extreme lighting. noise. waste. odor or dust. All operations outside of truck loading will be inside the buildings and they will not have any other external impacts or huge traffic generation . The impact of the proposed development such as school, law enforcement. fire protection. ambulance. transportation . utility will be minimal. The development provides esthetic and landscaping which is compatible with the surrounding land uses and will maintain the existing ditch . The proposed development preserves a portion of the site as common open space used by employees which is described in #2. 15. A service impact plan addressing all anticipated impacts this use will have on public and private service providers, including but not limited to schools, fire districts, law enforcement. ambulance and roadways. The impact of the proposed development such as school, law enforcement, fire protection, ambulance, transportation, utility will be minimal 16. A statement describing how the applicant intends to design adjacent roadways to meet the full typical section specified by the Department of Public Works and Chapter 24. Improvements may include the construction of travel lanes, shoulders, bike lanes, medians, curb, gutter and sidewalks, for example. Required improvements may also include the acquisition of right-of-way and construction easements that will be dedicated to the public. The improvements attributed to the development shall be consistent with the direct impact a particular development has on the County road system as determined by a professional transportation study. The road Improvements Agreement and roadway construction plans shall be considered by the Board of County Commissioners. All existing public roads around the proposed development are already developed. As was indicated on the pre-application meeting nothing needs to be done. 17. In lieu of the preservation of land for on-site common open space, and subject to the discretion of the Board of County Commissioners, the applicant may utilize the cash-in-lieu of common open space option outlined in Section 27-6-80 B.8 with terms defined in Article II of this Chapter. This option shall be outlined in the sketch plan application to the Department of Planning Services. The proposed development preserves a portion of the site as common open space used by employees which is described in #2. EMI - Vista Commercial Center ' lots 3, 4, 7 and 8) : Parcels: 131308209004, 131308209007, 131308209003, 131308209008 SITE PLAN REVIEW (SPR) QUESTIONNAIRE 1 . Explain , in detail, the proposed use of the property. The existing parcels of land are located in Vista Commercial Center north of Skyway Dr and east of Sandstone Dr. The land is currently vacant. The project includes one industrial/ warehouse/ office building for EMI Sportswear. EMI Sportswear is in the resort apparel business. The majority of what is sold is t-shirts. The property will be used for the administration. sales. art. inventory storage. and production (screen printing & embroidery) of the t-shirts. garments and caps sold by EMI to retail locations throughout the country. The company has been in business since 1985 and has operated out of Boulder County all that time. and additionally in Weld County since 2015. The proposed development includes 102 parking spaces. The majority of the parking spaces will be located on the south facing Skyway Drive where the main entry to the building is proposed. There will be two access points to the site. One access point from Vista View Drive and one access point from Skyway Drive. There will be ADA sidewalk circulation within the property. Bicycle parking & ADA parking will be provided close to the main entry. The loading area to be located on the north . The screening to be providing by landscaping within 25' wide landscape buffer. The proposed construction is painted tilt-up concrete with reveals and details to create rhythm. scale and texture 24-feet. We anticipate the overall building height will be approximately 30-feet to the top of parapet. These buildings. articulated with color, glass, and texture. have been thoughtfully designed to provide 'no blank or featureless walls. The design includes changes in wall planes. changes in color. windows. canopies/sunshades, reveals. fenestration patterning, textured concrete, and equivalent elements that subdivide the walls into human scale proportions. Public entrances are clearly defined with larger amount of glass storefronts and canopies above entry doors, as well as a different color and change in the plane. The building color consists of neutral shades of warm gray with blue & gold accents. 2. Describe the number of employees associated with the use. Between 70-60 workers are expected to be at this site during the main hours of 8am-5pm. Approximately 20-24 people will be on the second shift. 3. A statement indicating that the proposed use meets the required setback and offset requirements of the zone district. The proposed building will be located approximately 73' from west. 101 . 9' from south. 127' from east and 98.25' from north property line which meets all min setback requirements. 4. A generalized sketch of building elevations depicting the style. size and exterior construction materials of the buildings proposed in sufficient detail to exhibit the relative compatibility of the proposed site with the character of the surrounding land uses. Re• submitted exterior elevations 5. A plan describing any proposed signage. drawn to an appropriate scale, which shall include specifications of the proposed sign and sign structure along with the method of construction and attachment to the building or ground. The position and distance of the sign in relation to property lines and buildings and structures on the property shall be shown on the Site Plan Review map. The applicant shall apply for and receive a building permit for all proposed signs. Re: submitted exterior elevations. The proposed tenant sign to be located on the south elevation. 6. Describe how the landscape requirements listed below have been met: a. The lot shall adhere to the Maximum Lot coverage requirements of the zone district in which it is located in . as shown in the Bulk Requirements in this Chapter. or Chapter 26 or 27, if applicable. Land shall not be deemed covered if it is used for growing grass, shrubs, trees. plants or flowers or if it is otherwise suitably landscaped. Response: The lot adheres to the lot coverage requirements. The required landscape coverage is 20% _ 40. 367 sf. The site is proposed to be landscaped at 32 3°!, = 65 189 sf (including sidewalks ) b. That portion of a lot in the zone district which abuts a public or private street right-of-way shall have a minimum fifteen-foot wide landscape setback, unless the lot is governed by a more restrictive landscape setback contained in an overlay district. Chapter 26 of this Code or any other applicable County ordinance. The landscape setback is measured at a right angle from the existing or planned future right-of-way to any parking lot, fencing . storage area or structure. Sidewalks and driveways may pass through the required landscape setback. Response: The landscape areas along the street right-of-way and the perimeter all sides is a minimum of 15 ft wide (west parking lot). and in most cases (north south east sides) is 25 ft. wide. c. Landscaping techniques shall be utilized in design of parking lots to aid in buffering parking lots from roadways. Response. A combination of deciduous and evergreen trees and shrubs are used to buffer and screen both parking lots and loading areas from roadways on the north and south side. A combination of deciduous and evergreen trees and native grasses are used to buffer and screen the parking lots from adjacent lots on the east and west sides. d. Explain the proposed landscaping for the site. A detailed landscape plan delineating the existing and proposed trees. shrubs, ground covers. natural features such as rock outcroppings and other landscape elements shall be submitted. The plan shall show where landscape exists or will be located , along with planting and construction details. species name and size. Where existing plantings are to be retained: the applicant shall include in the plan proposed methods of protecting the plantings during construction. Response: The landscape design uses low water use evergreen and deciduous trees and shrubs throughout the landscape areas. A dry stream bed is incorporated into the design along the road frontages and in the Zen garden adjacent to the east employee patio. The east and west sides of the site are planted with dryland meadow grasses and deciduous and evergreen trees that are staggered and clustered in natural groupings. There are no existing trees on the site. See the detailed landscape plan with Weld County landscape calculations table. e. The applicant shall submit to the Department of Planning Services a maintenance plan for the proposed landscape on site. Response: Attached is a maintenance plan for the proposed landscape on site. 7. A statement accompanied by evidence explaining how the stormwater runoff will be handled. If physical changes to the site are proposed (grading, paving, increased roof areas, etc. ), then evidence. maps and calculations explaining how stormwater retention facilities are designed to retain the stormwater runoff in excess of the historic flow from the undeveloped site shall be designed for a one- hundred-year storm and release retained water at a rate not to exceed a five-year storm falling on the undeveloped site. The site is located within the tributary area of the regional detention designed as part of the Drainage Report for Vista Commercial Park Phase I and II . As such. no on-site detention is required or provided . There is a proposed water quality pond provided in the northeast corner which provided water quality for the on-site area and imperviousness. The historic basin and the Master Plan basin both split portions of the site to drain either east or west within the roadside ditch along Vista View Drive. 8. Explain how the proposed use. building . or structure meets the Off-Street Parking Requirements listed in Article IV. Division 1 of this Chapter or a more restrictive ordinance. Sufficient screened. off-street, paved parking areas shall be provided in all districts. The proposed development includes 102 parking spaces. Parking required : Office 1 PER 2 EMP. + 1 PER 500 Industrial 2 PER 3 EMP. OR (2 PER 1 , 000) Warehouse 1 PER 3 EMP. OR ( 1 PER 1 . 000) Office - 25 EMP. (9,526 SF) 32 SPACES Production - 10 EMP. ( 19, 052 SF ) 7 OR 38 SPACES Warehouse- 45 EMP. (21 .022 SF) 15 OR 21 SPACES Total required 91 SPACES (the most strict used) 9. Explain how the loading/service areas in all districts shall be located . designed and constructed in a manner that is in conformance with the standards below a. Sufficient space shall be provided in loading/service areas to accommodate the vehicles being loaded or unloaded without encroachment upon neighboring property or rights-of-way. Loading/service areas shall be paved. i ne proposed loading area to be located on the north side of the building within approximately 200'x132' truck court. b. Loading areas located within the I-1 (Industrial) Zone District and 1-2 (Industrial) Zone District shall be designed to comply with the appropriate use regulations under either Section 23-3-310 or 23-3-320 of this Chapter. The proposed loading area will comply. 10. Explain how the lot shall have safe access to an approved public or private street. The design designation of a street or highway as to type shall be in conformance with that shown on the Transportation Plan and/or the Master Plan of the affected municipality. The proposed development includes two access points into the site. One access point to be from a local Vista View Drive and other one to be from a local Skyway Dr. Both accesses to be 35 wide and will have an adequate turning radius. 11 . Explain how new accesses to public rights-of-way shall be constructed using the minimum standards below. Designs exceeding these minimums may be required by the Department of Public Works, depending upon the number and type of vehicles generated by the use proposed . The proposed development includes two access point into the site. One access point to be from a local Vista View Drive and other one to be from a local Skyway Dr. Both accesses to be 35. wide. The separation distance to be more than 75' from the existing accesses. The north access from Vista View Drive will have 60. radius. The south access will have the smaller radius around 45' because the bigger radius will not fit on the site. This access to be used mostly by cars so 45* radius should be sufficient. a. Size of drainage structure — fifteen (15) inches minimum in diameter Pipes providing conveyance for the on-site private storm sewer are 16- with the exception of roof drains and trench drains. There are no driveway culverts part of this project as there are no flows crossing the driveways due to a highpoint along Vista View Drive and no roadside ditch along Skyway Drive. b. Length of drainage structure — twenty (20) fee minimum There are no driveway culverts part of this project as there are no flows crossing the driveways due to a highpoint along Vista View Drive and no roadside ditch along Skyway Drive. c. Depth of cover over pipe - twelve (12) inches The private on-site storm sewer has a minimum cover of 12 inches. There are no driveway culverts part of this project as there are no flows crossing the driveways due to a highpoint along Vista View Drive and no roadside ditch along Skyway Drive. d. Width of access — ten (10) to fifteen (15) feet for a one-way single access, twenty-four —foot minimum for two-way traffic The access points are a minimum of 34.7 feet in width. e. Maximum grade of access - fifteen percent (15%) The maximum access grades are less than 15% f. Flare radius — twenty-foot minimum in a residential zone district, forty-foot minimum in commercial and industrial zone districts The minimum radius at the two driveways is 45 feet g. Depth of surfacing — per engineered design and subject to approval by the Department of Public Works A Geotech Report has been completed and pavement design is included. 12. Explain how acceleration/deceleration lanes, when required by the Department of Public Works or the Colorado Department of Transportation , will provide safe. efficient access to arterial or collector streets. 13. Explain how the trash collection areas or facilities are located. designed and used in a manner that shall meet the requirements of the zone district. The trash collection area to be located on the north side within the truck court. The dumpster to be fully screened within the gated trash enclosure. The height of the trash enclosure to be 6' above finish grade. The trash enclosure wall to be painted concrete panel to match the building construction with painted metal gates. The compactor to be located next to the trash enclosure 14. Explain how the use is compatible with the existing or future development of the surrounding areas as permitted by the existing zoning and with the future development of the area as projected by the Comprehensive Plan or Master Plan of affected municipalities and any Intergovernmental Agreement. Such use shall adhere to the following operation standards, to the extent that they are affected by location . layout and design prior to construction and operation. Once operational. the operation shall conform to the standards listed below: a. Noise. Uses and structures in the Commercial and Industrial Zone Districts shall be located , designed and operated in accordance with the noise standards as established in Section 25-12-101 . C. R. S. The proposed use will not produce any significant noise b. Air Quality. Uses in the Commercial and Industrial Zone Districts shall be located . designed and operated in accordance with the air quality standards established by the Colorado Air Pollution control Commission. Understood and to be complied c. Water Quality. Uses in the Commercial and Industrial Zone Districts shall be located, designed and operated in accordance with the standards established by the Colorado Water Quality Control Commission. Water Quality is located within a pond located in the northeast corner. d. Radiation and Radioactive Materials. The handling, use, storage and processing of radioactive materials shall be in accordance with the applicable regulations of the State and the United States government. The proposed use will not use any radiation and radioactive materials e. Heat. Uses located within the Commercial and Industrial Zone Districts shall not emit heat in such an amount sufficient to raise the temperature of the air or of materials at or beyond the lot line more than five degrees (5 ) Fahrenheit. The proposed use will not produce any significant noise f. Glare. Any lighting used to illuminate on off-street parking area, outside storage area, outside activity area, sign or other structure shall be arranged to deflect light away from any adjoining residential zone and from County roads. Any lighting, including light from high-temperature processes such as welding or combustion . shall be designed , located and operated in such a manner as to meet the following standards: sources of light shall be shielded so that beams or rays of light will not shine directly onto adjacent properties: neither the direct nor reflected light from any light source may create a traffic hazard to operators of motor vehicles on public or private streets; and no colored lights may be used which may be confused with or construed as traffic control devices. Understood and to be complied g. Property Maintenance. All property shall be maintained in such a manner that grasses and weeds are not permitted to grow taller than twelve (12) inches. The property owner shall not allow the growth of noxious weeds. Understood h. Any off-site and on-site improvements agreement shall be made in conformance with the County policy on collateral for improvements. 15. Please list all proposed on-site and off-site improvements associated with the use (example: landscaping. fencing . drainage, turn lanes . . . ) and a timeline of when you will have each one of the improvements completed. On site: landscaping. asphalt & concrete pavement. 1A/Q pond . drainage Off site: property accesses & landscaping On-site improvements to be completed during construction before Certificate of Occupancy is issued. probably beginning of 2020. CHASE to BANK REFERENCE LETTER May 31, 2019 RE : RUSSELL COBURN LLC 1904 S. Coffman St Longmont, CO 80504 To Whom It May Concern : Please note that RUSSELL COBURN LLC has presented us the preliminary building project for TBD, Longmont, CO 80504. We have reviewed the initial plans and the initial construction budget and are confident in offering conventional financing based on the initial review. Please note final credit approval is required and proper due diligence is still needed . Feel free to call me if you have any questions. Regards, -----. e, • 07—...,...--- .4,17 Jeff Schaefer, VP JPMorgan Chase Bank, N .A Jeff Schaefer I \./P - Sr. Relationship Manager I JP Morgan Chase - Business Banking 1301 Canyon Blvd, Boulder, Co 80302 I jeffrey.schaefer@chase.com I Boulder & Denver Metro Area W: 303.244.5461 IC: 720.775.5739 I F: 866.928.1847 EMERGENCY CONTACT INFORMATION PLEASE TYPE OR PRINT Russell Coburn LLC 720-778-7711 Business Name: Phone: 1904 S Coffman St. Longmont CO 80504 Address: Russell Coburn 720-778-7711 Business Owner: Phone: 1904 S Coffman St Longmont Home Address. City: List three persons in the order to be called in the event of an emergency: NAME TITLE ADDRESS PHONE LeeAnn Coburn VP. EMI Sportswear 1904 S Coffman St. Longmont CO 80504 303-517-6728 Todd Kramer Production Manager. EMI Sportswear 1513 Red Mountain. Longmont CO 303-246-7280 Mark Reaves Co-owner. VP EMI Sportswear 4870 Twin Lakes Rd Unit 11 . Boulder 303-877-1163 Office. 8am-5pm: Manufacturing 6. 30am-11 30pm M-F Business Hours: Days: Type of Alarm : None ❑ Burglar ✓ Holdup Fire ,✓ Silent _ Audible ✓ Trident Security Systems. 13782 E 125 Frontage Rd Longmont, CO 80504 Name and address of alarm company: N/A Location of Safe MISCELLANEOUS INFORMATION : Number of entry/exit doors in this building: Location(s) : No Is alcohol stored in building? Location(s) : No Are drugs stored in building? Location(s) : No Are weapons stored in building? Location(s): The following programs are offeredIpublic service of the Weld County �j riff's Office. Please indicate the programs of interest. Physical Security Check 1__l Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS: Main electrical Gas shut off. Exterior water shutoff: Interior water shutoff Certificate Of Taxes Due Account Number R8923200 Certificate Number 181602 Parcel 131308209008 Order Number 25163988 Assessed To Vendor ID 14 GLEN & JEAN JOHNSON COMPANY LP LAND TITLE GUARANTEE OF FT COLLINS 1205 HAYS ST 772 WHALERS WAY STE 100 FORT COLLINS, CO 80524-4317 FT COLLINS . CO 80525 Legal Description Situs Address 2VCC L8 BLIC7 2ND CORR VISTA COMMERCIAL CENTER FG #2 Year Tax Interest Fees Payments Balance Tax Charge 2018 $26.86 $0.00 $0.00 $0.00 $26.86 Total Tax Charge $26 86 Grand Total Due as of 03/20/2019 $26.86 Tax Billed at 2018 Rates for Tax Area 2342 - 2342 Authority Mill Levy Amount Values Actual Assessed WELD COUNTY 15 0380000* $4.37 AG-FLOOD IRRRIGATED $986 $290 SCHOOL DIST REIJ J 56 3850000 $16.35 LAND NORTHERN COLORADO WATER (NC 1 0000000 $0 29 Total $986 $290 ST VRAIN LEFT HAND WATER (S 0 1560000 $0.05 MOUNTAIN VIEW FIRE 16 2470000 $4 71 ST VRAIN SANITATION 0 5190000 $0 15 HIGH PLAINS LIBRARY 3.2520000 $0 94 Taxes Billed 2018 92 597000/) $26 86 * Credit Ley WARNING - THIS TAX CERTIFICATE DOES NOT WARRANT ANY TAXES OWED ON UNDERLYING ACCOUNTS, INCLUDING PARENT OR SIBLING ACCOUNTS. ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK. POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH. SPECIAL TAXING DISTRICTS AND THE BOUNDARIES OF SUCH DISTRICTS MAY BE ON FILE WITH THE BOARD OF COUNTY COMMISIONERS, THE COUNTY CLERK, OR THE COUNTY ASSESSOR. This certificate does not include land or improvements assessed under a separate account number, personal property taxes, transfer tax or misc. tax collected on behalf of other entities, special or local improvement district assessments or mobile homes, unless specifically mentioned. I, the undersigned, do hereby certify that the entire amount of taxes due upon the above described parcel of real property and all outstanding sales for unpaid taxes as shown by the records in my office from which the same may still be redeemed with the amount required for redemption are as noted herein. In witness whereof, I have hereunto set my hand and seal. TREASURER, WELD COUNTY, John R. Lefebvre, Jr. 1400 N. 17th Avenuefejf4 Greeley, CO 80631 (970) 353-3845 Ext. 3290 Mar 20, 2019 9:24: 10 AM Page 1 of 1 Certificate Of Taxes Due Account Number R8923100 Certificate Number 181601 Parcel 131308209007 Order Number 25163988 Assessed To Vendor ID 14 GLEN & JEAN JOHNSON COMPANY LP LAND TITLE GUARANTEE OF FT COLLINS 1205 HAYS ST 772 WHALERS WAY STE 100 FORT COLLINS, CO 80524-4317 FT COLLINS , CO 80525 Legal Description Sifts Address 2VCC L7 BLI:7 2ND CORR VISTA COMMERCIAL CENTER FG #2 Year Tax Interest Fees Payments Balance Tax Charge 2018 $25.94 $0.00 $0.00 $0.00 $25.94 Total Tax Charge $25 94 Grand Total Due as of 03/20/2019 $25.94 Tax Billed at 2018 Rates for Tax Area 2342 - 2342 Authority Mill Levy Amount Values Actual Assessed WELD COUNTY 15 0380000* $422 AG-FLOOD IRRRIGATED 5y(•7 $280 SCHOOL DIST RE!! 56 3850000 $15 80 LAND NORTHERN COLORADO WATER (NC 10000000 $0 28 Total $967 $280 ST VRAIN LEFT HAND WATER (S 0 1560000 $0 04 MOUNTAIN VIEW FIRE 16 2470000 $4 55 ST VRA1N SANITATION 0 5190000 $0 14 HIGH PLAINS LIBRARY 12520000 $0 91 Taxes Billed 2018 92.5970000 $2594 * Credit Levy WARNING - THIS TAX CERTIFICATE DOES NOT WARRANT ANY TAXES OWED ON UNDERLYING ACCOUNTS, INCLUDING PARENT OR SIBLING ACCOUNTS. ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK. POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH. SPECIAL TAXING DISTRICTS AND THE BOUNDARIES OF SUCH DISTRICTS MAY BE ON FILE WITH THE BOARD OF COUNTY COMMISIONERS, THE COUNTY CLERK, OR THE COUNTY ASSESSOR. This certificate does not include land or improvements assessed under a separate account number, personal property taxes, transfer tax or misc. tax collected on behalf of other entities, special or local improvement district assessments or mobile homes, unless specifically mentioned. I, the undersigned, do hereby certify that the entire amount of taxes due upon the above described parcel of real property and all outstanding sales for unpaid taxes as shown by the records in my office from which the same may still be redeemed with the amount required for redemption are as noted herein. In witness whereof, I have hereunto set my hand and seal. TREASURER, WELD COUNTY, John R. Lefebvre, Jr. f 4 1400 N. 17th Avenue Greeley. CO 80631 (970) 353-3845 Ext. 3290 Mar 20, 2019 9:24: 10 AM Page 1 of 1 Certificate Of Taxes Due Account Number R8922800 Certificate Number 181600 Parcel 131308209004 Order Number 25163988 Assessed To Vendor ID 14 GLEN & JEAN JOHNSON COMPANY LP LAND TITLE GUARANTEE OF FT COLLINS 1205 HAYS ST 772 WHALERS WAY STE 100 FORT COLLINS, CO 80524-4317 FT COLLINS , CO 80525 Legal Description Situs Address 2VCC L4 BLK7 2ND CORR VISTA COMMERCIAL CENTER FG #2 Year Tax Interest Fees Payments Balance Tax Charge 2018 $25.94 $0.00 $0.00 $0.00 $25.94 Total Tax Charge $25.94 Grand Total Due as of 03/20/2019 $25.94 Tax Billed at 2018 Rates for Tax Area 2342 - 2342 Authority Mill Levy Amotmt Values Actual Assessed WELD COUNTY 15 0380000* $4.22 AG-FLOOD IRRRIGATED $967 $280 SCHOOL DIST REIJ 56 38500(X) $15.80 LAND NORTHERN COLORADO WATER (NC 1 0000000 $0.28 Total $967 $280 ST VRAIN LEFT HAND WATER (S 0 1560000 $0 04 MOUNTAIN VIEW FIRE 16 2470000 $4.55 ST VRA1N SANITATION 0 5190000 $0 14 HIGH PLAINS LIBRARY 3 2520000 $0 91 Taxes Billed 2018 92 5970000 $25.94 * Credit Levy WARNING - THIS TAX CERTIFICATE DOES NOT WARRANT ANY TAXES OWED ON UNDERLYING ACCOUNTS, INCLUDING PARENT OR SIBLING ACCOUNTS. ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK. POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH. SPECIAL TAXING DISTRICTS AND THE BOUNDARIES OF SUCH DISTRICTS MAY BE ON FILE WITH THE BOARD OF COUNTY COMMISIONERS, THE COUNTY CLERK, OR THE COUNTY ASSESSOR. This certificate does not include land or improvements assessed under a separate account number, personal property taxes, transfer tax or misc. tax collected on behalf of other entities, special or local improvement district assessments or mobile homes, unless specifically mentioned. I, the undersigned, do hereby certify that the entire amount of taxes due upon the above described parcel of real property and all outstanding sales for unpaid taxes as shown by the records in my office from which the same may still be redeemed with the amount required for redemption are as noted herein. In witness whereof, I have hereunto set my hand and seal. TREASURER, WELD COUNTY, John R. Lefebvre, Jr. ; 1400 N. 17th Avenue Greeley, CO 80631 (970) 353-3845 Ext. 3290 Mar 20, 2019 9:24: 10 AM Page 1 of 1 Certificate Of Taxes Due Account Number R8922700 Certificate Number 181599 Parcel 131308209003 Order Number 25163988 Assessed To Vendor ID 14 GLEN & JEAN JOHNSON COMPANY LP LAND TITLE GUARANTEE OF FT COLLINS 1205 HAYS ST 772 WHALERS WAY STE 100 FORT COLLINS, CO 80524-4317 FT COLLINS , CO 80525 Legal Description Situs Address 2VCC L3 BLIK7 2ND CORR VISTA COMMERCIAL CENTER FG #2 Year Tax Interest Fees Payments Balance Tax Charge 2018 $32.42 $0 00 $0.00 $0.00 $32.42 Total Tax Charge $32 42 Grand Total Due as of 03/20/2019 $32.42 Tax Billed at 2018 Rates for Tax Area 2342 - 2342 Authority Mill Levy Amount Values Actual Assessed WELD COUNTY 15.0380000* $5.27 AG-FLOOD IRRRIGATED $1 .212 $350 SCHOOL DIST RE 1J J 56 3850000 $19 74 LAND NORTHERN COLORADO WATER (NC 1 0000000 $0.35 Total $1212 $35U ST VRAIN LEFT HAND WATER (S 0 1560000 $0 05 MOUNTAIN VIEW FIRE 16 2470000 $5 69 ST VRAIN SANITATION 0 5190000 $0 18 HIGH PLAINS LIBRARY 3 2520000 $1 14 Taxes Billed 2018 92.5970000 $32 42 * Credit Ley WARNING - THIS TAX CERTIFICATE DOES NOT WARRANT ANY TAXES OWED ON UNDERLYING ACCOUNTS, INCLUDING PARENT OR SIBLING ACCOUNTS. ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK. POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH. SPECIAL TAXING DISTRICTS AND THE BOUNDARIES OF SUCH DISTRICTS MAY BE ON FILE WITH THE BOARD OF COUNTY COMMISIONERS, THE COUNTY CLERK, OR THE COUNTY ASSESSOR. This certificate does not include land or improvements assessed under a separate account number, personal property taxes, transfer tax or misc. tax collected on behalf of other entities, special or local improvement district assessments or mobile homes, unless specifically mentioned. I, the undersigned, do hereby certify that the entire amount of taxes due upon the above described parcel of real property and all outstanding sales for unpaid taxes as shown by the records in my office from which the same may still be redeemed with the amount required for redemption are as noted herein. In witness whereof, I have hereunto set my hand and seal. TREASURER, WELD COUNTY, John R. Lefebvre, Jr. J 1400 N. 17th Avenue Greeley, CO 80631 (970) 353-3845 Ext. 3290 Mar 20, 2019 9:24:09 AM Page 1 of 1 Agreement for Taxes It is hereby understood and agreed between the Buyer(s) and Seller(s) of the property known as: T80, LONGMONT, CO 80504 See Attached 'Tax Exhibit A" T_] Other: this adjustment shall be: j� A final settlement. Re-adjusted between the Buyer(s) and Seller(s) as soon as the taxes have been biller] by the County Treasurer. It a re-acjustment is necessary, Land Title Guarantee Company will not make or be responsible for this re-adjustment. 11 is further understood and agreed between the Buyer(s) and Sellers) that: , No governmental body taxing authority has certified an assessment lies to the Gcunty Treasurer for special improvements installed prier to the date of the Buyer's execution of the Agreement for Purchase. Special Taxirg District Assessments being paid in annual installments are to be assumed by the Buyer(s), with current annual assessments in the amount of $0.00, with the total payoff amount of this assessment being $0.00. This assessment will be fully paid on Note: Land Title Guarantee Company and/or its under*itter assumes no respons bility or any liability for the adjustment of special taxes on assessments unless they are shown on the County Treasurer's Certificate of Taxes Due. Any adjustment shall be made between the Buyer's and Sellers;, if necessary, and Land Title Guarantee Company, or its underwriter will not make or be responsible for the re- adjustment or liabi;ity in connection therewith. This Agreement made and executed this day at May 28th, 2019 Seller(s) Buyer(s) GLEN & JEAN JOHNSON COMPANY., LP., A NEVADA RUSSELL COBURN, LLC, A COLORADO LIMITED LIMITED P RS BY: G & J JOHNSON LIAUILtTVtOMPANY MANAGEM , LLC, A ORADO RED LIABILITY COM ENE R BY: l /RUSSELL COBURN, MANAGER 8Y: VAN E. JOHNSON, O RATING GER Form 286 closingltax_formsttax_agreement.html 25163988 (451074) III I IllililiM 11111111 III Tax Exhibit A Real Estate TaxeS Tax Acct #*: R8922700 Cum3nt Year Taxes have been adjusted as of the date of closing based on Assessed Value and Miq Levy Land Assessment 2019: $300.00 Improvement Assessment 2019: $0,00 Mill Levy 2018: 92.5970 Percentage of Tax: 100.000% Total Estimated Taxes: $27 78 Tax Acct : R8922800 Currant Year Taxes have been adjusted as of the date of closing based on Assessed Value and Mill Levy Land Assessment 2019: $220.00 Improvement Assessment 2019: $0.00 Mill Levy 2018: 92.5970 Percentage of Tax: 100.000% Total Estimated Taxes: $20.37 Tax Acct #: R8923100 Current Year Taxes have been adjusted as of the date of closing based on Assessed Value and Mill Levy Land Assessment 2019: $220.00 Improvement Assessment 2019: $0.00 Mill Levy 2048: 92.5970 Percentage of Tax: 100.000% Total Estimated Taxes: $20.37 Tax Acct t R8963200 Current Year Taxes have been adjusted as of the date of closing based on Assessed Value and Mill Levy Land Assessment 2019: $230.00 Improvement Assessment 2019: $0.00 Mill Levy 2018: 92.5970 Percentage of Tax: 100.000% Total Estimated Taxes: $21 .30 Form 286 closing/tax_forms/tax_agreernern.html 25163988 (451074) tv ' CONSULTING GROUP CM Engineering ' Land Surveying . Conshuction Services PHASE III DRAINAGE REPORT FOR EMI June 2019 Prepared for: Russel Coburn, LLC 6840 Winchester Circle # 1 Boulder, CO 80301 Attn: Russ Coburn 303-530- 1220 Prepared by: r CONSULTING GROUP_ - _ - CM Engineering ' Lend Surveying ' Construction Services 9360 Teddy Lane, Suite 203 Lone Tree, Colorado 80124 Phone: 303-395-2700 Fax: 303-395-2701 Contact: Bryan E. Clerico, P. E. CWC Consulting Group 9360 Teddy Lane Lone Tree, Colorado, 80124 303-395-2700 MCCONSULTING GROUP CM Enpinssf ng ' Land Surveying ' Construction Services PHASE III DRAINAGE REPORT FOR EMI Drainage Certification "I hereby certify that this report for the final drainage design of EMI was prepared by me or under my direct supervision) in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof SIGNATURE: Bryan Clerico, PE Registered Professional Engineer State of Colorado No. 36722 (Affix Seal) CWC Consulting Group 9360 Teddy Lane Lone Tree, Colorado, 80124 303-395-2700 MCCONSULTING GROUP CM Engkrsekg Land Surveying • Construction Sent TABLE OF CONTENTS Page No. I. INTRODUCTION 1 A. Location 1 B. Description of Property 1 II. DRAINAGE BASINS AND SUB-BASINS 1 A. Major Basin Description 1 B. Sub-Basin Description 1 III. DRAINAGE DESIGN CRITERIA 4 A. Regulations 4 B. Development Criteria Reference and Constraints 4 C. Hydrological Criteria 5 D. Hydraulic Criteria 5 IV. Drainage Facility Design 6 A. General Concept 6 B. Specific Details 6 V. CONCLUSIONS 7 A. Compliance with Weld County Code 7 B. Drainage Concept 7 VI. REFERENCES 8 APPENDIX - SUPPORTING MATERIAL Appendix A Vicinity Map Soils Map Appendix B FIRM Map Cottonwood Creek (Downstream of Lincoln Avenue) Outfall Systems Plan Appendix C Hydrology and Rational Method Calculations Appendix D Inlet Sizing Calculations (Minor and Major Storm) Appendix E Storm Sewer (Major Storm, UD Sewer output) Appendix F Channel Sizing Calculations Appendix G Riprap Sizing Calculations Appendix H Water Quality Pond CWC Consulting Group 9360 Teddy Lane, Suite 203 Lone Tree, Colorado. 80124 303-395-2700 CRC CONSULTING GROUP . En gin.... Land Surat*. . ooMucrion service. PHASE III REPORT - EMI I. INTRODUCTION The purpose of this report is to provide a guide Weld County and the Developer to use for the planning, design and construction of drainage facilities for the EMI building. The narrative provides an overview of the project and calculations to assist in the development of the project. The impacted parcel will be referred to as the "Project" or "Site" for the remainder of this report. A. Location The Project is generally located in-between Vista View Drive and Skyway Drive east of Sandstone Drive in Longmont. The project is located in the Vista Commercial Center subdivision and is currently located on Lots 3, 4, 7 and 8 of Block 7, but is being re-platted into a single lot. The zoning is PUD with a commercial/industrial use. No change of zone is being proposed with this project. The project is located in the north one half of the northwest one quarter of Section 8, Township 2 North, Range 68 West of the 6th Principal Meridian, Weld County, Colorado. The approximate latitude and longitude for the center of the project is 40N 09' 30.00" and 105W 02'04.00". A Vicinity Map is included within the Appendix of this report. There are no major water courses or irrigation ditches in the vicinity of this project. There is a roadside ditch along the Vista View Drive frontage, which this project drains to and a minor swale located in the adjacent Tract to the east, which this project does not drain to. B. Description of Property The proposed development addressed herein, includes all improvements associated with the full buildout of Lot 1 (4.63 Acres) into an industrial use building and associated parking and utilities. The site generally slopes both northward towards Vista View Drive at 3% slopes. The site is undeveloped and is covered by native vegetation. The only soil type present on site is Wiley-Colby Complex, 3 to 5% slopes. The soil belongs to a hydrologic soil group B which is regarded as moderately well to well draining. No groundwater was found during the Geotechnical investigation . No basements will be part of this project. II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description The Site is part of the Vista Commercial Park Master Drainage study and is located within what is referred as Phase II in that report, which is the western portion of the subdivision. This site is within Basin 1. The project is tributary to St. Vrain Creek which is located north of the subdivision and has no impact on the subdivision's stormwater and no floodplain is contained within the subdivision . B. Sub-Basin Description Historically there is 5.07 acres of land that drain to, within and through the project. This includes an off- site area consisting of the north half of Skyway Drive. There is no roadside ditch along Skyway Drive along i CWC Consulting Group 9360 Teddy Lane, Suite 203 Lone Tree, Colorado, 80124 303-395-2700 • - CONSULTING GROUP CNN Engkwnny Land Surv.ying Construction Services PHASE III REPORT - EMI the frontage of the project, so runoff from the street drains directly to this project. There is a Tract located directly east of the project that contains a minor swale that flows from Skyway Drive to the south to Vista View Drive to the north . This minor swale captures runoff from the east such that it does not drain to this project. The project drains to a roadside ditch along Vista View Drive. There is a highpoint in both the road and the ditch that splits flows either east or west. The highpoint is located near the western edge of the project and is being maintained with this project. Drainage basin designations were developed to identify sub -basins for the Site. Basins were delineated to determine flow paths and designated with a letter (i.e. B) based on how the flows from these basins are categorized. Basins were subdivided to route runoff and determine peak flows at critical locations such as sump inlets, on-grade inlets, cross pans, intersection, and at critical locations in an attempt to evaluate that street capacities were not exceeded . These sub-basins are identified with consecutive numeric characters added to the basin letter identifiers (i .e. Basin B is sub-divided into basins B1, B2, etc.) . Design Points are consistent with sub-basin designations and refer to points where basin runoff is quantified (i.e. DP B7). Junction Points (JP) have been added at locations where added flow needs to be quantified, such as at storm sewer inlets. The Junction Points have sequential numbers to identify the individual locations and for routing purposes (i.e. JPal, JPb1, etc.) . Basin H Basin H is the historic basin that drains to both the northeast corner and northwest corner of the site. The basin totals 5.07 acres at 7.2% imperviousness. Basin H-A consists of a portion of Skyway Drive and undeveloped area and totals 2.50 acres at 6.7% impervious. The 10-yr flow is 0.83 cfs and the 100-yr flow is 5.39 cfs. The basin drains to a roadside ditch along Vista View Drive and flows east. Basin H -B consists of a portion of Skyway Drive and undeveloped area and totals 2.57 acres at 7.6% impervious. The 10-yr flow is 0.83 cfs and the 100-yr flow is 5. 11 cfs. The basin drains to a roadside ditch along Vista View Drive and flows west. Basin A CWC Consulting Group 9360 Teddy Lane. Suite 203 Lone Tree, Colorado, 80124 303-395-2700 ‘if / CONSULTING GROUP Cnd _ngmssring • Land SUnryVip • cansaUW0t1 SS joss PHASE III REPORT - EMI Basin A drains to the northeast corner of the site where Water Quality Pond 1 is located. The basin totals 3 .37 acres at 66.2% imperviousness. Basin Al consists of parking lot area and totals 0. 70 acres at 77.9% impervious. The 10-yr flow is 2 .37 cfs and the 100-yr flow is 4.30 cfs. The basin drains to a 5' Type R inlet, INL 4A, on the east edge of the parking drains directly to Water Quality Pond A Basin A2 consists of concrete area in the loading dock and totals 0.21 acres at 90.0% impervious. The 10- yr flow is 0.96 cfs and the 100-yr flow is 1 .62 cfs. The basin drains to a trench drain that drains directly to Water Quality Pond 1 . The trench drain grate has a capacity of 24.8 cfs. Basin A3 consists of predominantly parking area located in the southeast corner of the site and totals 1.02 acres at 54.4% impervious. The 10-yr flow is 2.45 cfs and the 100-yr flow is 5.22 cfs. The basin, along with Basin OS-A, drains to a 5' type R inlet, INL-1A, that drains directly to Water Quality Pond 1 . Basin A4 consists of building roof area and totals 1.03 acres at 90% impervious. The 10-yr flow is 4. 14 cfs and the 100-yr flow is 6.97 cfs. The basin drains to a roof drain system ( RD 1A) located on the southeast edge of the building which connects to the main storm sewer line at inlet INL 1A. Basin A5 consists of landscape area within Water Quality Pond 1 and totals 0. 17 acres at 5.3% impervious. The 10-yr flow is 0. 17 cfs and the 100-yr flow 0.72 cfs. The basin drains directly to the pond . Basin A6 consists of landscape area on the northern edge of the project and totals 0.24 acres at 2.0% impervious. The 10-yr flow is 0. 10 cfs and the 100-yr flow 0.96 cfs. The basin drains directly to the Vista View Drive roadside ditch . Basin B Basin B drains to the northwest corner of the site directly to a future common swale located along the western property boundary and then to the Vista View Drive roadside ditch . The basin totals 1.27 acres at 68.5% imperviousness. Basin B1 consists of landscape area in the southwest corner and totals 0. 15 acres at 12.5% impervious. The 10-yr flow is 0. 12 cfs and the 100-yr flow 0.59 cfs. The basin drains directly to a future common swale along the western property boundary. Basin B2 consists of predominantly parking area located in the middle portion of the western side of the site and totals 0. 18 acres at 82.0% impervious. The 10-yr flow is 0.78 cfs and the 100-yr flow is 1.36 cfs. The basin drains to a 5' type R inlet, INL-2A, which drains directly to a future common swale along the western property boundary Water Quality Pond 1. CWC Consulting Group 9360 Teddy Lane. Suite 203 Lone Tree. Colorado 80124 303-395-2700 CRC CONSULTING GROUP CM Engineering • lend 8unsyb • Constriction Sinless PHASE III REPORT - EMI Basin B3 consists of predominantly parking area located in the southwestern side of the site and totals 0.22 acres at 83.0% impervious. The 10-yr flow is 0.94 cfs and the 100-yr flow is 1.64 cfs. The basin, along with Basin B4, drains to a 4' curb cut that drains directly to a future common swale along the western property boundary Water Quality Pond 1. Basin B4 consists of predominantly parking area located in the southwestern side of the site and totals 0.27 acres at 68.4% impervious. The 10-yr flow is 0.90 cfs and the 100-yr flow is 1.71 cfs. The basin, along with Basin B3, drains to a 4' curb cut that drains directly to a future common swale along the western property boundary Water Quality Pond 1. Basin B5 consists of predominantly parking area in the northwest corner and totals 0.34 acres at 70.4% impervious. The 10-yr flow is 1.15 cfs and the 100-yr flow 2.16 cfs. The basin drains directly to a future common swale along the western property boundary. Basin B6 consists of building roof area and totals 0.11 acres at 90% impervious. The 10-yr flow is 0.50 cfs and the 100-yr flow is 0.85 cfs. The basin drains to a roof drain system (RD 5A) located on the southeast edge of the building that drains directly to a future common swale along the western property boundary. Basin OS Basin OSA consists of predominantly Skyway Drive asphalt and totals 0.25 acres at 62.9% impervious. The 10-yr flow is 0.84 cfs and the 100-yr flow is 1.68 cfs. The basin drains to Basin A3 and then to inlet INL 1A. Basin OSB consists of predominantly Skyway Drive asphalt and totals 0.18 acres at 61.6% impervious. The 10-yr flow is 0.59 cfs and the 100-yr flow is 1.20 cfs. The basin drains directly to a future common swale along the western property boundary. III. DRAINAGE DESIGN CRITERIA A. Regulations The Weld County Engineering and Construction Guidelines provided the basis for all design recommendations. Urban Drainage Volumes I-Ill were also referenced while designing the proposed storm sewer facilities and water quality pond. A drainage plan is presented for the 10-year (minor) and 100-year (major) storm events. Accommodations were made for the 100-year storm event to minimize impact to the Site improvements and the adjacent infrastructure. B. Development Criteria Reference and Constraints As mentioned previously, the Site is part of the Vista Commercial Park Master Drainage study and is located within what is referred as Phase II in that report, which is the western portion of the subdivision. This project is within Basin 1. That report assumed the land use of the basin as commercial/light industrial which has an imperviousness of 85%. 4 CWC Consulting Group 9360 Teddy Lane, Suite 203 Lone Tree, Colorado, 80124 303-395-2700 stp ‘," CONSULTING GROUP CM Engineering Land Surveying Construction SiMon PHASE Ill REPORT - EMI The drainage map for the Master Drainage Study and the text within the study stated that the design intent is to have each lot within the subdivision convey its on -site runoff to common property line swales and discharge them to roadside ditches along the property frontages. There is regional detention, which this project contributes runoff to, located along HWY 119 to the north. The majority of this site flows to the east to the ponds, but a portion of the site flows to the west and drains to the same pond. C. Hydrological Criteria Hydrologic analyses were calculated using the Rational Method . Rainfall depths were taken from Table 5- 1 of the Weld County Manual . IDF equation and are based upon the 1-hour point rainfall depths as identified in Table 1. Please refer to the Appendix for the Rational Calculations sheet for the intensity calculations. Table 1 : 1-hr Point Rainfall Depths Storm Event 1 -hr Rainfall Depth (in) 10-yr 1 .75 100-yr 2.72 Proposed sub-basin characteristics were developed and used for the computation of peak flow rates and for the hydraulic design. The time of concentration and peak flow rate calculations for each sub-basin are presented in the Appendix. The design frequencies analyzed were the 10-year (minor) and the 100-year (major) storm events. The Rational Method procedures and methodology follow the Urban Drainage Criteria outlined in References 1 and 2, respectively. D. Hydraulic Criteria Inlets were added in areas of sump . Inlet capacities were calculated using UD-Inlet spreadsheet obtained from Urban Drainage. All capacities were evaluated for the minor ( 10-Year) and major ( 100-Year) storm events. Trench Drain capacities were based on manufacturer data at 0. 17 cfs/ft. The hydraulic gradeline ( HGL) for the storm sewer was obtained from the UDSEWER 2009 program . The tailwater for the 100-yr storm sewer calculations were assumed at 2/3 of the conduit height. The 100-year HGL is shown on the storm sewer plan and profiles and is located below manhole rims and inlet openings. All of the storm sewer is private. There are two roof drain connections to the storm sewer and no part of the roof discharges to grade. Since regional detention is provided off-site, no on -site detention is provided . In order to meet the standards set forth within the County, the site is subject to providing water quality. An extended detention basin, Water Quality Pond 1, is provided as the means to treat runoff. The volume of water quality is determined based upon the overall site area and imperviousness calculated at 4.63 acres and 67%, respectively. The water quality pond is located in the northeast corner of the site, where the majority of the site drains to. There is a portion of the site that does not drain to the water quality pond, but the pond volume is sized for the entire site and both areas drain to the same regional detention pond . CWC Consulting Group 9360 Teddy Lane. Suite 203 Lone Tree, Colorado. 80124 303-395-2700 CONSULTING GROUP MCM Engineering • Lane Surveying • Cons:ruction Services PHASE III REPORT - EMI Per the Vista Commercial Park Master Drainage study, the intent was to split each lot into half draining to each sideyard and the Master Plan map shows that half of the two western lots, which are part of the four lots being combined into one lot for this project, draining west and the other half draining east. That means that 25% of the 4 lots drains west and 75% drains east. Since the lot is 4.63 acres, 3.47 acres would drain east and 1 . 16 acres would drain west per the Master Plan . Under proposed conditions, there is 3 .37 acres of the site that drains to the east and 1.27 acres that drains to the west. IV. Drainage Facility Design g A. General Concept The general drainage pattern for the project is that runoff from Skyway Drive drains northward directly onto the site. The runoff is then split to drain either east or wet of the proposed building. The areas draining east enter a water quality pond. The pond is sized to provide the required water quality volume for the entire site. The areas draining west enter a future side yard Swale. B. Specific Details The storm sewers are sized such that the 100 year HGL does not rise above structure rims and the inlets are sized to discharge the inflow below 6 inches of ponding. The water quality pond is sized per Urban Drainage's UD-Detention spreadsheet using the entire site area and imperviousness to develop the volume and release rate, even though a portion of the Site does not drain to the pond . The outlet structure is a sloping grate outlet based upon a CDOT Type D inlet. There is no detention storage, but the one foot of freeboard above the water quality elevation provides some minor runoff reduction in storms above the water quality event. The 100 year water surface elevation is 0. 18 feet above the emergency spillway and does encroach into the parking lot slightly. The pond is located adjacent to the parking lot and can be accessed from there. The pond should be routinely inspected for clogging, debris and sediment accumulation . After major storms, the emergency spillway should be inspected for erosion . (-) CWC Consulting Group 9360 Teddy Lane Suite 203 Lone Tree. Colorado. 80124 303-395-2700 aCONSULTING GROUP CM Enp4rennp ' Land Surveying ' Ccrntrurtlon Sonless PHASE III REPORT - EMI V. CONCLUSIONS A. Compliance with Weld County Code The report and analysis does comply with Weld County Engineering and Construction Guidelines. B . Drainage Concept The drainage concept for the project is to provide a grading design that allows the site to function properly. This requires the loading dock to be set at a specific level above the 100-yr water surface in Water Quality Pond 1. All roof areas are placed in underground roof drain systems to reduce the amount of surface floor within the parking lot. The private storm system is designed to contain the 100-yr HGL below the surface. The site provides water quality in an extended detention basin per Weld County criteria, but no on-site detention is provided since off-site detention exists. The report and analysis does comply with Urban Storm Drainage Criteria Manual, Volumes 1, 2 and 3 and the Vista Commercial Park Master Drainage Study. 7 CWC Consulting Group 9360 Teddy Lane. Suite 203 Lone Tree. Colorado. 80124 303-395-2700 CONSULTING GROUP CM Enpin.sevp land Swnythg ' Canfl Ce n 9a css PHASE III REPORT - EMI VI. REFERENCES 1 . Weld County Engineering and Construction Guidelines. Weld County; July 2017 . 2. Urban Storm Drainage Criteria Manual, Volume 1 . Urban Drainage and Flood Control District; August 2018. 3. Urban Storm Drainage Criteria Manuals, Volume 2 . Urban Drainage and Flood Control District; September 2017. 4. Urban Storm Drainage Criteria Manual, Volume 3. Urban Drainage and Flood Control District; April 2018 5. Drainage Report for Vista Commercial Park Phase I and II. Pickett Engineering Company, Inc. ; January 9, 1997. 8 CWC Consulting Group 9360 Teddy Lane. Suite 203 Lone Tree, Colorado. 80124 303-395-2700 CONSULTING GROUP CM Er* .snip • Lana Surveying • Oonamton Sea PHASE III REPORT - BRIGHTON COMMERCIAL APPENDIX - Supporting Material CONSULTING GROUP CM E • Land Surveying • Co on Sant.. Appendix A Vicinity Map Soils Maps VICINITY MAP St.pMn: . 2 n uric; £. n o r� St vran State Per. 4 r McLane 9 Kn] Che.rciet Q ©Vista View Dr :oWona 1 .4 rf, awck GlAC Setwte walmartSupercenter Q • DEL CAMINO ,.rte 'titan Dr City of Longmont Sandstone Roach. Sable Ay* Aggr.gatr hdufh,ess 9 S s 0 n PROJECT LOCATION , N LONGMONT, CO , Soil Map—Weld County, Colorado, Southern Part N (EMI) § 490930 496990 493970 496990 497010 497030 497000 497070 497090 497110 497130 497190 497170 40° 9133-N - 40° 9'33"N 0 0 1 i• 1 • 0 0 - ---- x t �}-CM3tuphritoiii'-ltvnti.oG{1 v1c`_ ' 7 L — — — -- - ----- - ---- __. - -- . 496930 4411.'0 4%9 JD 496680 497010 497030 49705O 497070 497090 497110 497130 4971W 497170 r Map Scale: 1:1,120 'printed on A landscape(11"x 8.S') sheet. N 0 15 30 60 90 Meters o A0 50 i Feet 100 zao 300 ///�� Map projection: Web Mercator Corner coordinates: WGS84 Edge bcs: LITM Zone 13N WGS84 USDA Natural Resources Web Soil Survey 6/1/2019 r Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Weld County, Colorado, Southern Part (EMI) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1 :24,000. Q Stony Spot Soils Very Stony Spot Warning: Soil Map may not be valid at this scale. i Soil Map Unit Polygons um Wet Spot Enlargement of maps beyond the scale of mapping can cause so, Soil Map Unit Lines >7 misunderstanding of the detail of mapping and accuracy of soil Other line placement. The maps do not show the small areas of ® Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line Features Special Point Features scale. V Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation x Clay Spot Source of Map: Natural Resources Conservation Service +-i-� Rails 0 Closed Depression Web Soil Survey URL: onto Interstate Highways Coordinate System: Web Mercator (EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator • •• Gravelly Spot projection, which preserves direction and shape but distorts Major Roads distance and area. A projection that preserves area, such as the O Landfill Local Roads Albers equal-area conic projection, should be used if more A. Lava Flow accurate calculations of distance or area are required Backgroundchis . Marsh or swamp . Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. `e Mine or Quarry Soil Survey Area: Weld County, Colorado, Southern Part ® Miscellaneous Water Survey Area Data: Version 17, Sep 10, 2018 O Perennial Water Soil map units are labeled (as space allows) for map scales Rock Outcrop 1 :50,000 or larger. .+ Saline Spot Date(s) aerial images were photographed: Oct 1 , 2018—Oct 31 , 2018 • • Sandy Spot The orthophoto or other base map on which the soil lines were e Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor Sinkhole shifting of map unit boundaries may be evident. itt Slide or Slip Sodic Spot USDA Natural Resources Web Soil Survey 6/1/2019 al Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Weld County, Colorado, Southern Part EM? Map Unit Legend Map Unit Symbol Map Unk Name Acres In AOI Percent of AOI 83 Wiley-Colby complex. 3 to 5 4.8 Pi percent slopes Totals for Area of Intsr+sst 4.8 100 0°%o Est' Natural Resources Web Soil Survey 6/1/2019 Conservation Service National Cooperative Soil Survey Page 3 of 3 RUSLE2 Related Attributes--Weld County, Colorado, Southern Part EMI RUSLE2 Related Attributes This report summarizes those soil attributes used by the Revised Universal Soil Loss Equation Version 2 (RUSLE2) for the map units in the selected area. The report includes the map unit symbol, the component name, and the percent of the component in the map unit. Soil property data for each map unit component include the hydrologic soil group, erosion factors Kf for the surface horizon, erosion factor T, and the representative percentage of sand, silt, and clay in the mineral surface horizon. Missing surface data may indicate the presence of an organic surface layer. . Report—RUSLE2 Related Attributes Soil properties and interpretations for erosion runoff calculations. The surface mineral horizon properties are displayed. Organic surface horizons are not displayed. RUSLE2 Related Attributes—Weld County, Colorado, Southern Part Map symbol and soil name Pct. of Slope Hydrologic group Kf T factor Representative value map unit length (ft) % Sand °/0 Silt I % Clay 83—Wiley-Colby complex, 3 to 5 percent slopes • Wiley t 55 — B 43 5 11 3 67 / 21 0 Colby I 30 — B A3 5 i 36.9 42.1 21 .0 Data Source Information Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 17, Sep 10, 2018 \I \ Natural Resources Web Soil Survey 6/1/2019 dila Conservation Service National Cooperative Soil Survey Page 1 of 1 CONSULTING GROUP CM Engineering • Lind Surveying • Caisb cr a, Services Appendix B FIRM Map Drainage Report for Vista Commercial Park Phase I and II National Flood Hazard Layer FIRMetteZ FEMA Legend 4009'44.03' N _ SEE 1IS REPORT FOR DETAILED LEGEND AND INDEX MAP TOR FIRM PANEL LAYOUT 7z) St . ,,,� a \\, I , 1 - I ) I , ;, ! r. � I •� Without Base Flood Elevation (BFE) - " --� With BFE or Depth ry SPECIAL FLOOD ' : :• '= �. % HAZARD AREAS Regulatory Floodway I z •—� I '�� 1v�UI I I I'; I ' !1`dI' 11 1 .. ' ...t� "''. lie: ` .- 0.2% Annual Chance Flood Hazard, Areas 080141 111°11 is: ' �- of 1% annual chance flood with average I III ► I . I 1 I _ depth less than one foot or with drainage + ^� "--- areas of less than one square mile J Future Conditions 1% Annual I - _ Chance Flood Hazard SATE Area with Reduced Flood Risk due to OTHER AREAS OF Levee. See Notes. - - - dlicr ;♦ FLOOD HAZARD Area with Flood Risk due to Levee .�, — -.. - '_ ....�.�•--i sir •,. . - *`��'' - � a 40 r •f ...S. S I1O SCREEN Area of Minimal Flood Hazard p :JP 'Ill ' •t. +r Q Effective LOMRs • rOdi y • • '% ''P M a .4^C T - OTHER AREAS Area of Undetermined Flood Hazard - • R 1i eO.� t r ' • • 40 • y v y GENERAL Storm- - - Channel, Culvert, or Sto Sewer STRUCTURES 1 1 1 1 1 1 1 Levee, Dike, or Floodway *IT ' CIF (a) N (ti h 1 i..q1 1 ;rli 'l'e'i eds ( .A • 1 I . 11I011:11I1 I 414 ° ' °'2 Cross Sections with 1% Annual Chance 4 • II I 17.s Water Surface Elevation _ a8tJ 3ca29iJ I �F ,L �F i , i1i 11�C/1 - I_ FLI ->I:- D H ,=NR C, . .. r- - t U- - - Coastal Transect (11 is •: /2x12 1 I yip) 1 - .,.,,y,.sq...... Base Rood Elevation Line (BFE) I i 1!I ! , Not Printed - 3 I Limit of Study jJurisdiction Boundary eil o;. •-- Coastal Transect Baseline • 08123C18OE OTHER - Profile Baseline -- J FEATURES Hydrographic Feature ''` III F F 'I ! I' 1 I '1 eff. 1/20/2.016 • J r - ' • S • •• — ' Digital Data Available T2N RG$yv57+ ' I . 'I 1 I ! - No Digital Data Available aiL is MAP PANELS Unmapped ,- • Is PP. * . :_ Q The pin displayed on the map is an approximate 'J • -1 point selected by the user and does not represent '' ,E,, an authoritative property location. µ • This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. . . ' s * - The basemap shown complies with FEMA's basemap �, — - f accuracy standards Ji -r i o 4 i ` The flood hazard information is derived directly from the • authoritative NFHL web services provided by FEMA. This map e - - was exported on 11'7/2019 at ft:13.43 AM and does not * - — . - reflect changes or amendments subsequent to this date and i _. �. o time. The NFHL and effective information may change or ',1u2, become superseded by new data over time. I 0801.3 CO293J w This map image is void if the one or more of the following map III '' A elements do not appear. basemap imagery, flood zone labels, eff..12/18/2012 a M0 ate ; iaJ` 8 ; Etig uctliixh= o OtiThoT 20`)7o legend, scale bar, map creation date, community identifiers. 40°9'16.53"N FIRM panel number, and FIRM effective date. Map images for Feet 1 '6• ,000 unmapped and unmodernized areas cannot be used for 0 250 500 1 ,000 1 ,500 2,000 regulatory purposes. a`Y. a � , h' • o W. ii 1111 : : R i kgia - a • a s Z i f t r _ ISO Iglu - .- a 4qA .' - ; d � . J I I ti ' ( a I r Ii •1 u Y� V y . ; •1 ; i V . Y ji g [ \ u x 6 s 11 11 ; 1 il � € � /* -:3 (\i C.) : i .--. - - ` i' ` sk II • s • 1 Si 6i =- iaaiiic ;; 3a : a - . - ill r - -----I - `I . 1 :II 44 ; 47. ; ; ; i ; ; 44 ; ; \ €1t 3 3 3 i C I a R I a ! $ I e R ! : 1'• � i s 9L 22 I i to 9 ■ ■ 9 622 222 V ii /atimet fLffdf/ _ _ la ; 4 i a ! 71 ! C ■ C - a ' aR 1 I e1 I w� g $ N,i . 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C ;; i a : : : 1 . a 0 0 e iI �• ;4Rt f-- r"-r--4, 1 •- ,3 - - . f co k.` fr ; FE t t I1 t t t t 11=. _ ? � '' f ' I I t J I 1 III 211E lid n� .r 1 � � , Ie ao 1_al : a ± ; : 2 8 i. gfrli r1,1 ,Z ;1I - . . . . - It1 t `. 1 � , t r 1littitiittlttt : ' ¢ L4 s ` 4 - k4•\ �, t ri0 V I11111i1 ! : t - - illl iliI` ` � i � 1 1% . tit .1OQ4T _ p • I-ei I a t 9 i a E I r it € i i fl i Iu 4 t IE "'" � I ` '6 ii i°ii 1i SI I I - - t q � ; * i I o s ■ a a a s n s c I I I n $ s . • • 6393 . . . . . . a • 9 I INi I - I� ° a : : : 33 : : : : : : : . ' : II Cf: 13 k lee�_ ) 1O NI 3 E ii MW I , ' Al I , ATTACHMENT D DRAINAGE REPORT FOR VISTA COMMERCIAL PARK PHASE I & II JANUARY 9, 1997 PREPARED FOR: HORIZON EST-VESTMENTS, LLC 1835 FAITH PLACE LONGMONT, COLORADO 80501 PHONE (303) 776-5451 PREPARED BY: PICKETT ENGINEERING COMPANY 210 BANK ONE PLAZA 822 7111 STREET GREELEY, COLORADO 80631 PHONE (970) 356-6362 DRAINAGE REPORT FOR VISTA COMMERCIAL PARK (FORMERLY RICHAARDSON/HORIZON LIMITED P.U.D.) PHASE I & II JANUARY 9, 1997 PREPARED FOR: HORIZON INVESTMENTS, LLC 1835 FAITH PLACE LONGMONT, COLORADO 80501 PHONE (303) 776-5451 PREPARED BY: PICKETT ENGINEERING COMPANY 210 BANK ONE PLAZA 822 7TH STREET GREELEY, COLORADO 80631 PHONE (970) 356-6362 THIS REPORT, THE CALCULATIONS, AND CONCLUSIONS WERE PREPARED UNDER MY DIRECT SUPF,�� IOiY e ferc)c).;;,s5,ptet TecO REGIsilso 6 c� , G rri-X_s1.- 15/17., °• tt ° Kris A. ckett, P.E. 27783 ° U Colorado Registration No. 27783 o!', o e :4 V °s . ° /r + i) r ° o° .�' b , ' v _ . fff1 :J• Y t ° . DRAINAGE REPORT FOR VISTA COMMERCIAL CENTER ilForrnerty called Richardson/Horizon Limited P.U.D.) The arrangement of the contents of this drainage report corresponds to the text numbering system of the drainage specifications section of the Weld County Subdivision Ordinance of December 5, 1995. More specifically, the report corresponds to Section 10, Paragraphs 10. 11 through 10. 13 of Ordinance 173-C. 10.11.1 This drainage report, the calculations, and conclusions were prepared under the direct supervision of Kris A. Pickett, a registered professional engineer licensed in Colorado. 10.11.2 This report summarizes the analysis., calculations, and design for the stormwater runoff and drainage facilities of the proposed Vista Commercial Center in Weld County, Colorado. The P.U.D. will be constructed in two phases. This report contains the general drainage plan for the whole site (which consists of both Phase 1 and Phase 2) and specific detail for Phase 1. 10.113.1 The site is situated in part of the South 1/2 of section 5 and the North 1/2 of section 8, T2N, R68W, of the 6th PM, in Weld County, Colorado. 10.113.2 The parcel is bordered on the north by Colorado State Highway 119 and bordered on the west by Weld County Road 3. Approximately 600 feet east of the site is Weld County Road 5. Phase 1 consists roughly of the area between Weld County Road 3 1/2 and Weld County Road 5, while • Phase 2 will consist of the rpm'ining area between Weld County Road 3 1/2 and Weld County Road 3. 10.1133 Directly north, and across Highway 119, the Longview modular home development is under construction. Along the eastern border in the north is the Baldridge P.U.D. which contains a trucking facility, and in the south is a composting facility used by the City of Longmont • Along the southern border in the east is a landfill used by the City of Longmont, and in the west are two homes and a large amount of privately J . owned vacant land 10.11.3.4 A general description of the proposed subdivision property is as follows: 10.11.3.4.1 The site contains approximately 145 acres. Phase 1 consists of the easternmost 79 acres and Phase 2 consists of the remaining 66 acres. Viva Commercial Center Drainage Report 10.113.4.2 The ground cover of the site is almost all agricultural fields of either fallow ground or planted crops. There are a small number of trees and shrubs located in one area near State Highway 119. 10. 113.4.3 Topography of the site is generally flat, with slopes ranging from 0% to 5%, with most of the sue having a slope of 1% to 3%. 10. 113.4.4 There are six (6) types of soil located on this project according to The US Department of Agriculture and Soil Conservation Service soil survey. They are: Ascalon loam, Colby loam, two types of Nunn clay loam, and two types of Wiley-Colby complex. Ascalon loam has a 0 to 1 percent slope and is considered moderate for permeability. The available water capacity is high with Surface runoff and erosion hazard as low. This soil has good potential for urban and recreational development Colby loam has a 5 to 9 percent slope_and is considered moderately permeable. Available water capacity is high, sur*. runoff is rapid, and the erosion hazard is high. This soil has good potential for urban and recreational developments. The two Nunn clay loam soil types range from 0 to 1 percent slopes and 1 to 3 percent slopes. Both have moderately slow permeability rates. They both have high available water capacity. Surface runoff is slow but is considered medium at greater slopes. The erosion hazard is low. This soil has fair to poor potential for urban development. The last soil types are Wiley-Colby complex ranging from 1 to 3 percent slope and 3 to 5 percent slopes. Permeability is moderately slow for the Wiley-Colby complex type of soil Surface runoff is medium but becomes rapid at greater slopes. Wiley-Colby is considered a moderate erosion hrard soil. The Wiley soil hac a fair potential for urban and recreational development 10.113.4 There is an irrigation line with 5 rights of water corning from the Oligarchy Ditch to the North whose rights will be retained This gravity line feeds only this property and will be used for irrigation purposes exclusively. There is an existing onsite concrete ditch which the water flows in and which will be used as is during Phase 1 and replaced with pipe during Phase 2. 10. 113.4.6 There are no well defined creeks on the site. Runoff generally flows from south to north across the farm fields and then eastward towards the northeast corner of the site. 10. 113.5 A general description of the drainage basin and sub-basins is as follows: 10. 113 .5. 1 The area of the site is shown on the Federal Emergency Management Agency's (. EMA) Flood Insurance Rate Map (FIRM) *380266: 0850C of 1075. A portion of this map is included in the appendix. The site is net within the 100-year floodplain of the St. Vrain Creek, Boulder Creek, or any other known creek or river. Vista Corrtrnerra! Center Drainage Report 10. 113.5.2 The confluence of St Vrain and Boulder Creeks is located approximately 2,000 feet east of the site at an elevation of approximately 4850. The lowest part of the site is approximately 50 feet above the rivers and the combined 100-year floodplain of these two rivers does not reach the site. 10.11.3_53 The runoff from the site flows to nearby St. Vrain Creek without influencing any irrigation ditches or laterals. The existing lateral of the Oligarchy Ditch which terminates at the site will be reconstructed during development and the water rights used for landsaiping irrigation of the site. 10.11.33.4 Please refer to 10. 11.3.4.6 and 10. 11.3.5.3 above. The runoff historically flows northward to the property boundary from which it then enters the Colorado Highway 119 Right-of-Way. The runoff then crosses to the North R.O.W. of Highway 119 throngs three pipes which include one 12" corrugated metal pipe and two 30" corrugated metal pipes. The pipes are located between Weld County Road 3 1/2 and Weld County Road 5. 10. 113.3.5 Approximately 20 acres of undeveloped land south of the site contribute runoff to the site. Offsite runoff from the westernmost 6.3 acres of this land (Basin 01P1) will be directed via diversion swale along the western border of the site and then passed via culvert under Weld County Road 3. Offsite runoff from the easternmost 15. 1 acres (Basin Of&-"2.) will be detained onsite in the irrigation pond located on the south side of the site, released at the historical 5-year flow rase, and then conveyed to the site's northeastern corner. The design of the diversion swales and detention pond used to manage the offsite flow is based upon historic undeveloped conditions of the offsite area (SCS curve number = 62 for herbaceous rangeland in good condition with hydrologic soil coup B). 10.11.3.6 A description of the drainage fatty design concept and details for the proposed subdivision are as follows: 10.113.6.1 The runoff from the site will meet the County's criteria of Section 10. 13 of the Subdivision Ordinance of December 5, 1995. A copy of that section is contained in the appendix. 10. 11_3.6.2 In general, developed runoff will flow across the site from the south to the north and then enter a series of detention areas located on the entire northern boundary of the site. Releace from this string of detention areas will flow from west to east and exit the site at the northeasternmost corner of the site at a rate no greater than the historic 5-year rare. Runoff will be conveyed to the detention areas via ,racs-lined swales and pipe culverts located along streets, between lots, and in pedestrian/open-space corridors. Vesta Commercial Center Drainage Report 3 10. 113.63 Supporting material contained in the appendix is as follows: Weld County Storm Drainage Requirements from Ordinance 173C. FE MA FIRM Map showing that the entire Richardson PUD is not in a flood plain. Summary table of Pre-developed vs. Post-developed flows to Colo. Hwy. 119 R.O.W. Hydrologic analysis of onsite undeveloped Phase 1 area Hydrologic analysis of combined onsite undeveloped Phase 1 and Phase 2 areas. Hydrologic analysis of onsite developed sub-basins of Phase 1. Hydrologic analysis of onsite developed sub-basins of Phase I Hydrologic analysis of onsite undeveloped offsite areas. Detention pond. routing for Phase 1 - - Terramodel "Hydro" computer printout. Detention pond routing for Phase 2 - - Terramodel "Hydro" computer printout Hydrologic analysis of specific onsite design points. Hydrologic analysis of typical lots facing Hwy. 119, with hydraulic analysis of associated drainage swales. Hydrologic analysis of WCR 3 1/2 street area between Hwy.- 119 and Vista Drive, with hydraulic analysis of associated storm line G. 1 Hydrologic analysis of Hwy. 119 runoff to southern highway R.O.W. at WCR 3 1/2 and WCR 5. Rip Rap calculations and associated technical reference material. Curve Number (CN) calculation worksheet for the developed onsite area This worksheet is contained in the US Soil Conservation Service TR-55 Technical Release. J SCS Soils map and chart showing the site soils type and hydrologic grouping_ Soil Conservation Service hydrologic reference material. Rainfall Intensity Frequency Table for Greeley, Colorado. Pipe capacity nomographs. Order of magiitude cost estimate. 10.113.6.4 Please refer to section 10. 11.3.5.5 above for additional information on offsite flow. Please also refer to the • summary table of pre-developed vs. post-developed flows contained in the appendix. Supporting calculations for the figures in the summary are also contained in the appendix. Vista Commercial Center Drainage Report 4 As shown in the summary table, the onsite post-developed release of onsite runoff from the 100-year storm will be at a rate less than the pre-developed 5-year storm runoff rate. This applies for both the Phase 1 area alone and for the combined Phase 1 and Phase 2 areas. 10.113.6.5 Please also refer to sections 10. 11.3.6.2 and 10. 11. 3.6.4 above. The total amount of runoff entering the Colorado Highway 119 R.O. W. from and through the site is expected to be significantly reduced from the current levels. Thus, the impacts of the development should not adversely affect the existing drainage system of Highway 119 or any other downstream areas. 10.113.6.6 Please also refer to section 10. 11. .5.2 above. Stormwater runoff will be conveyed from the subdivision lots and streets to the detention ponds through grass Lined drainage swaies which will pass under roads through culverts. Swales will be used to direct flow between lots, along streets, and into detention areas. All of the culverts on the site have been sized to carry the 100-year flow in order to assure that the runoff goes to the appropriate detention pond for that sub-basin. This applies to the entire site except for runoff from the section of Weld County Road 3 1/2 between Highway 119 and Vista View Drive, which will have curb and gutter rather than grass lined swales. Runoff from this stretch of road will enter street inlets and be conveyed through pipe directly into Detention Pond #3. Regarding the northernmost lots on the site which border the detention ponds, runoff will travel along the south side of the open space landscaping berm in a drainage swale which passes through adjacent lots before entering the detention ponds. All of the storm sewer pipes are concrete with the following two exceptions: Plastic was chosen for the outlet pipe of the irripTrion pond because the diameter required is only 6". Corrugated metal pipe was chosen for the outlet of Detention Pond 5 into the Highway 119 right-of-way because of the C'DOT requirement than only metal pipe be used in the highway right-of-way. Regarding the culverts under Weld County Road 3 1/2, special verbal permission was granted by CDOT to use Class V concrete pipe rather than corrugated metal pipe because of the difficulty in obtaining enough cover to use corrugated metal pipes. • The detention ponds have been designed to operate in series, with one pond draining into the ne:ct pond. An orifice plate is used on same of the ponds to limit the release and to optimize the storage capacity of the senes of ponds. Some of the orifice diameters of these planes will need to be changed when Phase 2 is developed. Computer output describing the storm routing through the ponds and showing the required orifice sizes is contained in the appendix. Future lot owners will be required to abide by specific drainage guidelines to assure that the system remains functional. These requirements will be contained in the design guidelines, covenants. and restrictions for the subdivision. VLsta Cnmmerc.al Center Drainage Repot 10. 1. 13.6.7 Regarding maintenance access, the drainage swales and culverts will be contained in drainage/utility easements or street right-of-way. Two storm drainage pipes have bends and/or street inlets and will have manholes at these locations. Culverts will be a minimum of 18"in diameter. 10.113.7 Drainage criteria and technical information used in support of the drainage design is contained in the appendix. 10.113.8. 10.113.9 Drainage plan maps are included with this report. 10.12.1 Additional information and details beyond that required at the sketch plan stage follows. 10.1_.1.1 Please see section 10. 11.1 above. 10.L2.1_2 Additional information include • 10.12.12.1 Please see section 10. 11.3.7 above. 10.12.122 The sketch plan submitted in November of 1995 indicated that each lot owner would be responsible for providing their own stormwarer detention within their lot This detention strategy has been rhnnged As now re-designed, each lot owner will be responsible for conveying water off of their lot and to a drainage swale at the edge of their lot Detention ponds will be constituted in an open-space greenbelt along Colorado Highway 119 which will provide storage for the entire site, eliminating the need for each lot owner to provide their own detention storage. The site detention area will be constructed and maintained by the property owners association. 10. 12. 123 Since the sue is currently open farmland, there are no onsite streets or buildings which will impact the proposed drainage system. An oil and gas well and rank battery located in the south end of the property does significantly affect the drainage system. 10. 12. 1 .2.4 The rainfall-intensity-frequency table for Greeley, Colorado was used for this site and is the contained in the appendix. Design storm recurrence intervals are 5 and 100 years as specified by the Weld County Requirements. (Although Weld County does not require street culver_s to pass the 100-year storm, the Viva Co,,unerini Cutter Drainage Rcaorr 6 100-year storm flows were used in this project to assure that the runoff goes to the appropriate detention area for that sub-basin.) The Universal Rational Method was used to size the pipe culverts and drainage swales. Soil Concervation Service criteria rather than the Universal Rational Method was used for designing the detention ponds because of the need to more accurately combine the hydrographs into and out of the series of detention ponds. 10.122? Additional details follow. 10.12?.1 Please se` section 10. 11.3.6.2 above. 10.12?? Please see sermon 10. 11 .16. 1 above. 10.12.2_3 Please see section 10. 11.3.6.3 above. 10.12.4 Please also see sections 10.11.3.6.2 and 10. 11.3.6.6 above. • Detention storage and release was calculated using the PLUS 3 - TERRAMODEL - HYDRO software. Computer output of this modeling for both Phase 1 and Phase 2 is contained in the appendix_ 10. 1.22..5 An order of magnitude cost estimate for the drainage facilities is contained in the appendix. 10.1_23 A vicinity map is included in the appendix. Because of the site's proximity to St. Vrain Creels, and because the development of the site will reduce storm flows from the site, the subdivision is not expected • to adversely affect any other facilities. 10.12.4 Drainage plan maps are included with this report. Related information is also included in the appendix. ;tics Cor'.rner•=4 i Censer Drainage ?con CONSULTING GROUP CM EnpwwWUip • Land Saying • Construction Services Appendix C Table 5- 1 (Weld County 1 -hr Point Rainfall Values) Table 6-3 (UDFCD Recommended Percentage Impervious Values) Table 6-5 (UDFCD Runoff Coefficients) Runoff Summary Composite Imperviousness & Rational "C" Coefficient Calculations Time of Concentrations Standard Form SF-2 (5 Year) Standard Form SF-2 ( 10 Year) Standard Form SF-2 ( 100 Year) Table 5-1 Weld County Design Storm Rainfall Comparison 1-Hour Storm Longmont 1 Greeley' New Raymer3 I-25 &Tri-Town4 Frequency Depth (in) Depth (in) Depth (in) Depth (in) 2-year (50% chance) 1.02 1.04 0.86 0.98 5-year (20% chance) 1.46 1.49 1.35 1.39 10-year (10% chance) 1.75 1.76 1.54 1.68 25-year (4% chance) 2.07 1.80 2.04 50-year (2% chance) 2.42 2.51 2. 16 2.37 100-year (1% chance) 2.72 2.78 2.55 2.68 2-Hour Storm Longmont 1 Greeley' New Raymer3 I-25 &Tri-Town4 Frequency Depth (in) Depth (in) Depth (in) Depth (in) 2-year (SO% chance) 1.20 1. 16 1.05 1.16 5-year (20% chance) 1.66 1.60 1.55 1.60 10-year (10% chance) 2.00 1.91 1.77 1.91 25-year (4% chance) 2.37 2. 10 2.32 50-year (2% chance) 2.74 2.65 2.45 2.67 100-year (1% chance) 3.08 2.99 2.82 3.03 6-Hour Storm Longmont 1 Greeley' New Raymer3 I-25 &Tri-Town4 Frequency Depth (in) Depth (in) Depth (in) Depth (in) 2-year (50% chance) 1.56 1.38 1.44 1.50 5-year (20% chance) 2.05 1.80 1.95 2.00 10-year (10% chance) 2.47 2.22 2.25 2.35 25-year (4% chance) 2.95 2.58 2.75 2.87 50-year (2% chance) 3.35 2.94 3.05 3.25 100-year (1% chance) 3.77 3.42 3.42 3.70 1. From UDFCD Manual 2. From City of Greeley Manual 3. From NOAH Atlas (nomograph projection) 4. From I-25 and Tri-Town Study, Volume 2, Chapter 2, page 20 5.4.3 Larger Basin Rainfall Methods As noted above, the Rational Method should not be used to determine runoff for basins larger than 160 acres. In areas located in the southwest portion of Weld County and where areas are larger than 160 acres that have drainage characteristics similar to an urban area, the Colorado Urban Hydrograph Procedure (CUHP) is an acceptable model for determining runoff amounts. The CUHP model can be used for basins up to 3,000 acres. The parameter adjustments provided in the runoff chapter of the UDFCD Manual (Volume 1) should be used when dealing with basins that are larger than 160 acres. The CUHP model is not applicable in non-urban areas, including those areas in Weld County that are outside of the Denver metropolitan area. The U.S. Army Corps of Engineers (USACE) HEC-HMS model is more applicable for mixed suburban-agricultural areas. The HEC-HMS model can be used on watersheds and drainage basins larger than 160 acres provided the modeling follows the parameters in the HEC- HMS User's Manual, the HEC-HMS Technical Reference Manual, and the HEC-HMS Application's Guide. WELD COUNTY ENGINEERING & CONSTRUCTION GUIDELINES Table 6-3. Recommended percentage imperviousness values Land Use or Percentage Imperviousness Surface Characteristics (%) Business: Downtown Areas 95 Suburban Areas 75 Residential lots (lot area only): Single-family 2.5 acres or larger 12 0.75 — 2.5 acres 20 0.25 - 0.75 acres 30 0.25 acres or less 45 Apartments 75 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 10 Playgrounds 25 Schools 55 Railroad yard areas 50 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis (when land use not 45 defined) Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 2 Lawns, clayey soil 2 6-8 Urban Drainage and Flood Control District March 2017 Urban Storm Drainage Criteria Manual Volume 1 1 awnIon irnur j eua)taj Stigmata mums upgan L I OZ LIDIE1N 1Dp1SK] IoaluoD Pooh pug a umatQ uggan 01 -9 61) 68'0 6W0 88'0 98'0 98'0 tWO %001 88'0 L8'0 9W0 S8'0 Z8'0 18'0 6C0 %S6 L8'0 t8'0 £8'0 18'0 81.'0 9C0 17L'0 %06 S8'0 Z8'0 81) 8L'0 PLO ZL'0 69'0 %S8 £8'0 8'0 LL'O SL'0 L'0 L9'0 179'0 %08 18'0 8L'0 SL'0 ZL'0 99'0 £9'0 9'0 %SL 6L'0 SL'0 ZL'0 69'0 Z9'0 8S'0 SS'0 %0L LEO £L'O 69'0 991) 8S'0 17S'0 CO %S9 9L10 I CO 99'0 £9'0 VS'0 610 910 %09 171.'0 89'0 £9'0 9'0 co S10 Z10 %SS ZL'0 99'0 19.0 9c0 910 10 L£'0 %OS L'0 179'0 8S'0 £5'0 ZV0 9£'0 ££'O %St 89'0 19'0 SS'0 S'0 8£'0 Z£'0 6Z'0 %Of 99'0 6S'0 ZS'0 LV0 17£'0 LZ'0 PZ'0 %S£ S9'0 LS'0 610 1710 £'0 £Z'0 Z'0 %0£ £9'0 17S'0 LV0 110 9Z'0 610 LID %SZ 19'0 ZS'0 1710 8£'0 ZZ'0 51 '0 £ I '0 %OZ 6S'0 co 110 17£'0 81 '0 1 1 '0 60'0 %S 1 LS' ) L10 8£'0 l CO 171 '0 L0'0 90'0 %01 SS'0 SV0 9£'0 8Z'0 I '0 £0'0 £0'0 %S 17S'0 1717'0 t'£'0 9Z-0 L0'0 10'0 I0'0 %Z ae3A-009 aeaA-001 aeaA-OS 183A-SZ ' A-01 aeaA-S aea,%-Z snol,uadwl % a dnoa9 nos a0ol01P4H SDMIN amtaajn JO Ielo.L 6'0 68'0 88'0 88'0 L8'0 98'0 tWO %001 L8'0 S8'0 tWO £8'0 Z8'0 18'0 6L'0 %S6 178'0 18'0 6L'0 61.'0 LL'0 SL'0 £L'0 %06 WO LL'O SL'0 We' ) 11.'0 CO 89'0 %58 LEO £1.'0 IL-0 691) 99'0 S9'0 £9'0 %08 fL'0 69'0 99'0 179'0 19'0 9'0 8S'0 %SL I CO S9'0 Z9'0 6S'0 9S'0 SS'0 £S'0 %0L L9'0 Z9'0 8S'0 17S'0 l S'0 S'0 810 %S9 179'0 8S'0 Pc() CO LVO S10 £10 %09 19'0 175'0 610 CVO ZV0 17'0 6£'0 %SS 8S'0 CO S10 I V0 L£'0 9£'0 17£'0 %OS fS'0 910 110 9£'0 ££'0 I £'0 £'0 %St 1St ZI'0 LEO Z£'0 8170 WO SZ'0 %017 817'0 8£'0 Z£'0 WO 17Z'0 £Z'0 1Z'0 %S£ Sv0 17£'0 8r0 £Z'0 Z'0 61 '0 81 '0 %0£ ZVO E0 PZ'0 610 910 S l '0 171 '0 %SZ 8£'0 WO Z'0 P1 '0 ZI .0 1110 10 %0Z S£'O £Z'0 SI '0 l '0 80'0 80'0 L0'0 %S1 Z£'O 610 110 L0'0 S0'0 Sol) P0'0 %01 6Z'0 Sl '0 L0'0 £0'0 ZO'0 Z0.0 Z0'0 %S LZ'0 £ I '0 170'0 10'0 10'0 10'0 10'0 %Z aeaA-00S aeaA-00I aea t-OS aea,%-SZ aeaA-01 aea,l-S aeaA-Z snowadwl % V dnoa9 HoS 4ola1P4H SJ21N aAl3aasin ao leloj a 'stuapwaoa mount' •S-9 awl . CONSULTING GROUP ^,, ear* Land sunk • Coeur loos CALC'D BY BEC PROJECT: EMI-WELD COUNTY DATE 05/06/19 PROJ. NO 0 CHECKED BY: BEC REVISED BY: Flow Summary Table 10-YR ONE-HOUR POINT RAINFALL DEPTH : 1 .75-INCHES 100-YR ONE-HOUR POINT RAINFALL DEPTH : 2.72-INCHES Design Tributary Tributary 10 -Year 100 -Year Point Drainage Area Runoff Runoff Basins (acres) (cfs) (cfs) Al Al 0.70 2.37 4.30 A2 A2 0.21 0.96 1 .62 A3 A3 1 .02 2.45 5.22 A4 A4 1 .03 4. 14 6.97 A5 A5 0. 17 0. 10 0.72 A6 A6 0.24 0. 10 0.96 B1 B1 0. 15 0. 12 0.59 B2 B2 0. 18 0.78 1 .36 B3 B3 0.22 0.94 1 .64 B4 B4 0.27 0.90 1 .71 B5 B5 0.34 1 . 15 2. 16 B6 B6 0. 11 0.50 0.85 OS-A OS-A 0.25 0.84 1 .68 OS-B OS-B 0. 18 0.59 1 .20 H-A H-A 2.50 0.83 5.39 H-B H-B 2.57 0.83 5.11 DP A3 SUM A3. OS-A 1 .27 i 3. 14 6.61 JP-al SUM A3, A4a, OS-A 2.30 7.02 13. 15 JP-a2 SUM Al A2 A3. A4. A5. OS-A 3.17 9.39 17.87 JP-a3 SUM Al A2 A3 A4. A5, A6. OS-A 3.41 9.47 18.66 DP B3 SUM B3. B4. OS-B 0.67 2.34 4.39 JP-b1 SUM BI B2 B3. B4. B6. OS-B 1 . 11 3.34 6.45 JP-b2 SUM B1 , B2. B3, B4. B5, B6. OS-B 1 .45 4. 15 8.01 etCONSULTING GROUP w CALC'D BY. BEC PROJECT EMI-WELD COUNTY DATE 05/06/19 PROJ. NO CHECKED BY BEC REVISED BY SCS Sod Type D COMPOSITE IMPERVIOUSNESS & RATIONAL "C" COEFFICIENT CALCULATIONS Proposed Land Use (sf) Multi Unit Asphalt Concrete Detached Single Family Roofs Landscape From UDFCO (03/2017) Table 6-5 - Soil Type B Total Area Composite Basin Sub-Basin Pond 100% 90% 60% 45% 90% 2% Total Area (sf) (acres) Pct Impery C1 C, C10 C,op Basin Note Al 21,687 2,170 8.646 30,503 0.70 77.94% 0.82 0.65 0.68, 0.79 Al _ A2 9,141 - 9,141 0.21 90.00% 0.73 0.75 0.77 0.84 A2 A3 19,836 4,282 20.145 44.263 1.02 54.43% 0.41 0.44 0.49 0.68 A3 A4 44,820 - 44,820 1.03 90.00% 0.73 0.75 0.77 0.84 A4 A AS 284 7,231 7,515 0.17 5.33% 0.03 0.03_ 0.10 0.45 A5 _ A6 10,346_ 10,346 0.24 2.00% 0.01 0.01 0.07 0.44 A6 SUM 41,523 15,877 - 44,820 44,368 146,588 3.37 66.20% 0.51 0.55 0.59 , 0.73 SUM B1 524 218 5.997 6.739 0.15 12.47% 0.07 0.09 0.16 0.48 81 8 82 6,094 447 1,412 7.953 0.18 82.04% 0.66 0.69 0.72 0.81 82 B3 7,024 983 1,543 9.550 0.22 83.14% 0.67 0.70 0.72 0.81 B3 B4 6,623 1,359 3,591 11,573 0.27 68.42% 0.53 0.56 0.60_ 0.74 84 B5 , 9,538 739 4,335 14.612 0.34 70.42% 0.55 0.58 0.62 0.75 B5 B6 4.780 - 4,780 0.11 90.00% 0.73 0.75 0.77 0.84 B6 SUM 29,803 3,748 - - 4,780 16,878 55,207 1.27 68.49% 0.53 0.58 0.60 0.74 SUM ON SITE SUM 71,326 19.823 - - 49,800 61.248 201,795 4.63 66.83% 0.51 0.55 0.59 0.73 ON SITE OS-A 6,863 4.186 11,049 0.25 62.87% 0.48 0.51 0.56 0.72 OS OS-B 4,833 _ 3,117 7.950 0.18 61.58% 0.47 0.50 055 0.71 OFF SITE SUM 11,696� - • - - 7,303 18,999 0.44 62.33% 0.48 0.51 0.56 0.72 SITE H H-A 5,219 103,625 108,844 2.50 6.70% 0.04 0.04 0.11 0.45 H H-8 6.391 105,558 111,949 2.57 7.59% 0.04 0.05 0.12 0.46 HISTORIC SUM 11,610 - - - - 209,183 220,793 5.07 7.15% 0.04 0.05 0.121 0.46 'HISTORIC 'Percent Impervious taken from Table6-3 (UDFCD V1-03/2017) G1C CONSULTING GROUP Da C._..q 'fl/1/man.. • ...a; CALC'D BY SEC PROJECT FMl HELD COUNTY DATE 05/06/19 PROJ. NO 0 CHECKED BY BEC REVISED BY TIME OF CONCENTRATIONS - DEVELOPED CONDITIONS BASIN DATA INITIAUOVERLAND TRAVEL TIME Rational Tc First Design Point FINAL Tc TIME (Tc) (Tt Tc CONVEYANCE SUB-BASIN AREA Cs LENGTH SLOPE Ti LENGTH AVG. SLOPE Cony. VEL Tt COMP IMPERVIOUS Tc REMARKS (acres) (ft) (ft/ft) (minutes) (ft) DY (%) Type" (fps) (minutes) Tc (minutes) LENGTH (ft) (decimal) (minutes) (minutes) Al 0.70 0.65 73 0.010 7.0 254 3.4 1.8 6 2.68 1.6 8.6 254 0.78 14.34 Lb Paved Gutter ' A2 0.21 0.75 60 0.020 3.9 0 0.0 10.0 6 6.32 0.0 3.9 0 0.90 10.70 5.0 Paved Gutter A3 1.02 0.44 65 0.035 6.4 339 3.4 1.0 6 2.00 2.8 9.2 339 0.54 20.14 9.2 Paved Gutter A4 1.03 0.75 150 0.010 7.7 0 0.0 1.8 6 2.68 0.0 7.7 0 0.90 10.70 7.7 Paved Gutter , A5 0.17 0.03 10 , 0.250 2.1 0 0.0 10.0 5 4.74 0.0 2.1 0 0.05 25.09 5.0 Roof A6 0.24 0.01 10 0.250 2.1 0 0.0 10.0 5 4.74 0.0 2.1 0 0.02 25.66 5.0 Grass Swale 81 0.15 0.09 37 0.050 6.5 250 6.0 2.4 5 2.32 1.8 8.3 250 0.12 26.38 8.3 Grass Swale _ 82 0.18 0.69 47 0.026 3.7 85 0.6 0.7 6 1.68 0.8 4.5 4 85 0.82 12.88 _ 5.0 Paved Gutter B3 0.22 0.70 103 0.050 4.3 48 0.4 0.8 6 1.83 0.4 4.7 48 0.83 12.29 5.0 Paved Gutter 84 0.27 0.56 64 0.035 5.1 116 0.3 0.8 6 1.79 1.1 6.2 116 0.68 15.53 6.2 Paved Gutter 85 0.34 0.58 110 0.036 6.5 0 0.0 10.0 6 6.32 0.0 6.5 0 0.70 14.03 6.5 Paved Gutter 86 0.11 0.75 60 0.010 4.9 0 0.0 0.0 5 0.05 0.0 4.9 0 , 0.90 10.70 5.0 Roof OS-A 0.25 0.51 35 0.040 4.0 0 0.0 10.0 6 6.32 0.0 4.0 0 0.63 15.31 5.0 Paved Gutter OS-B 0.18 0.50 35 0.040 4 1 0 0.0 100.0 6 20.00 0.0 4.1 0 0.62 15.53 5.0 Paved Gutter , H-A 2.50 0.04 454 0.024 30.6 0 0.0 100.0 3 7.00 0.0 30.6 0 0.07 24.86 24.9 Pasture or Lawn H-B 2.57 0.05 394 0.024 28.3 186 0.9 0.5 5 1.04 3.0 31.3 186 0.08 29.14 29.1 Grass Swale T,from UDFCD Equation 6-3 (UDFCD V1-03/2017) _ (0.395(1.1-05)sgrt(L))IS"0.33 Ti.from UDFCD Equation 6-2 (UDFCD V1-03/2017) = T, + T, Tc for first design point-where ruoff enters the storm drain system (i.e. all inlets) from UDFCD Equation 6-5 (UDFCD V1—0312017) = (26-171)+(U(60(141+9)(sgrtS))) Notes. "Conveyance Types - Type 1-Heavy Meadow, Type 2-Tillage/field Type 3-Short Pasture 8 Lawn, Type 4-Nearly Bare Ground, Type 5-Grassed Waterway. Type 6-Paved Areas 8 Shallow Paved Swales. GINC CONSULTING GROUP r....; ,,,„.«.,a ' --AMMO ' CaaineIon t4#. . STANDARD FORM SF-2 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 100-year P1 = 2.72 DESIGN STORM 5 -YEAR(minor storm) 5-year P1 = 1.48 CALCULATED BY BEG PROJECT EMI-WELD COUNTY JOB NO 0 CHECKED BY BEC DATE 5/6/2019 LOCATION WELD COUNTY REVISED _ DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME U i j it Pi u _ . u: I 2 Z U Li. y rj _ W W r c {Qp7 c i c a x > Q _ a a V L E Q d LL H w tt E REMARKS it et et a 6 u. LLO 1V- Q d Q d OJ 2 a. 2 a 0 r4 a, z u u en W 2 c a J J 4 en D 4 > K A Al Al 0 70 0.65 8.6 0.45 4.19 1.89 ,Direct surface flow to 5' Type R inlet INL 4A A2 A2 0.21 0.75 5.0 0.16 4 95 0.78 Direct surface flow to trench drain r, A3 A3 1.02 0.44 9.2 0 45 408 1.83 Direct surface flow to 5' Type R inlet INL IA A A4 M 1 03 0.75 7 7 0.77 4 35 336 Roof flow 3.36 1.7 15 206 7.0 0.5 A 45 AS 0 17 0.03 5.0 0.01 4.95 0.03 Direct surface flow to WO pond A AS AS 0.24 0.01 5.0 0.00 4 95 0.01 Direct surface flow off-site to Vista View Drive roadside ditch heading east B B1 B1 0.15 0.09 8.3 0.01 4.23 0.06 Direct surface flow off-sit to future sideyard smile B B2 B2 0.18 0.69 5.0 0.13 4 95 0.62 Direct surface flow to 5' Type R inlet INL 2A B 83 B3 0.22 0.70 5 0 0.15 4.95 0.76 Direct surface flow to 4'curb cut B 84 B4 0 27 ' 056 6 2 0 15 466 0 70 Direct surface flow to 2'curb chase B B5 85 034 0.58 6.5 0.19 4.61 0.90 _ Direct surface flow off-site to Vista View Drive roadside ditch heading west B B6 86 0 11 0.75 5 0 0 08 4.95 0.41 Roof lbw OS OS-A OS-A 0 25 0 51 5 0 0.13 4 95 0 64 . Direct surface flow from off-site Skyway Drive OS OS-B OS-B 0 18 0.50 5 0 0.09 4.95 0 45 Direct surface flow from off-site Skyway Drive H-A Ha 2.50 0.04 24 9 0.09 2 55 0.24 HISTORIC FLOW H-B H-B 2.57 0.05 29.1 0.12 2.33 0.28 HISTORIC FLOW DP A3 SUM A3, OS-A 1 27 0 45 9.2 0.58 4.08 2.35 Total surface flowto 5'Type R inlet INL 1A JP-al SUM A3, A4a OS-A 2.30 0.59 9.2 1.35 4.08 5.51 Total flow in storm sewer at inlet INL 1A 5 51 0.5 18 22 4 1 0 1 Pipe travel time to pond JP-a2 SUM Al. A2. A3. A4, A5 OS-A 3.17 0.57 9.3 1 91 4 07 7.35 Total flow into pond JP-a3 SUM Al A2 43, A4 AS 46, OS-A 3 41 0.53 9 3 1 91 4.07 7.37 - Total undetained flowofbeee to Vista View roadside ditch heading east DP 83 SUM B3 B4, OS-8 0.67 0.59 8 2 0.39 4.66 1.84 Total surface flow to 4'curb cut STANDARD FORM SF-2 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 100-year P1 = 2 72 DESIGN STORM 5-YEAR (minor storm) S-year P1 a 1.46 CALCULATED BY BEC PROJECT EMI-WELQ COUNTY JOB NO 0 CHECKED BY BEC DATE WS/201Q LOCATION WELD COUNTY REVISED _ DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME u t w ~ z u: t t at w le z3 a `u w S w r d a a o 8 o a E u : x o o a N _ ec- e z °Q a E = L E ¢ t a LL LL OJ rn F" E REMARKS rw- 2 �u) In mayJ uLL Q c a u Q a OJ i- z cot ui a WWz O 3111 to 0ix u u to ur to ! a J W 3 a N O Q > JP-b1 SUM B1 B2. B3 04 66, OS-B 1 11 0.55 8 3 0 62 4 23 2.61 Total flow to future seacyard svele JP-b2 SUM 01, 02. 83 B4 B5 06. OS-8 1 45 0.53 8 3 0.77 4 23 3 24 Total undetained lbwotl-ade to Vista View roadside ditch heading west T UOBS1Grey Wolf Arch1EMI Weld County%EngmeermgtDramage\FIRST\HYDROLOGYt(EMI-Frrot_xlsz)R5 Notes Intensity-Duration Curve for Rational Method per equation 5-1 (UDFCD V1-0312017) I = (28.5'P1)/(10+70)" 786 INIC CONSULTING GROUP CM t rpnser a ' .end SkHatvip ' Ca a tors Je s STANDARD FORM SF-2 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2 72 DESIGN STORM 10-YEAR (minor storm) 10 year r - 175 CALCULATED BY BEG PROJECT EMI-WELD COUNTY JOB NO 0 CHECKED BY BEC DATE 5/62019 LOCATION WELD COUNTY REVISED _ DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME t t x w g 0 0 = 1_ w a a a 2 E 4_ 2 t a LL LL 0 E REMARKS H u1 J i` ru a - O �U Q O 0 r Z y a_ 2 r" a w co cc 2 U u _ m w g 6 a J W acc O ce y o a > Al Al 0.70 0.68 8 6 0.47 5 02 2.37 Direct surface flow to 5' Type R inlet INL 4A A2 A2 0.21 0.77 5.0 0 16 5.94 0.96 Direct surface flow to trench drain A A3 A3 1 02 0 49 9.2 0 50 4.89 2.45 Direct surface flow to 5' Type R inlet INL 1A A A4 M 1.03 0.77 7 7 ' 0 79 5.21 4.14 Roof flow 4 14 1 7 15 206 7 0 0.5 A AS A5 0 17 0.10 5.0 0.02 5 94 0.10 Direct surface flow to WO pond A A6 A6 0 24 0.07 5.0 0.02 5 94 0 10 Direct surface flow oft-site to Vista View Drive roadside ditch heading east B 61 81 0 15 0.16 8.3 0.02 5.07 0.12 Direct surface flow off-sit to future sideyard sale B B2 82 0.18 0.72 5.0 0.13 5.94 0.78 Direct surface flow to 5' Type R inlet INL 2A ( B B3 B3 0.22 0.72 5.0 0.16 5.94 0.94 Direct surface flow to 4'curb cut 8 84 84 0 27 0 60 6 2 0 16 5 59 0 90 Direct surface flow to 7 curb chase B B5 B5 0.34 0.62 6 5 0.21 5 52 1.15 Direct surface flow off-site to Vista View Drive roadside ditch heading west B 66 86 0 11 0 77 5 0 0.08 5 94 0.50 Roof flow OS OS-A OS-A 0.25 0.56 5.0 0.14 594 0.84 Direct surface flow from off-site Skyay Drive OS OS-8 OS-B 0.18 0.55 5.0 0.10 5.94 0.59 Direct surface flow from off-site Skyway Drive H-A H-A 2.50 0.11 24 9 0.27 3.06 0.83 HISTORIC FLOW H-B H-B 2.57 0.12 29 1 0.30 2.79 0.83 HISTORIC FLOW DP A3 SUM Al OS-A 1 27 0 50 9.2 064 4.89 3.14 Total surface flow to 5'Type R inlet INL lA JP-al SUM A3. A4a OS-A 2.30 0 62 9.2 1 44 4.89 7.02 Total flow in storm sear at inlet INL 1A 7 02 0.5 18 22 4 1 0 1 Pipe travel time to pond JP-a2 SUM Al. A2 A3, A4. A5 OS-A 3.17 0 61 9.3 1.93 4.88 9.39 Total flow into pond JP-a3 SUM Al. A2. A3 M A5 A6, OS-A 3 41 0.57 9.3 1 94 4.88 9.47 Total undetamed flow offsrte to Vista View roadside ditch heading east - DP B3 SUM B3. B4. 08-8 0.67 0.63 6 2 0.42 5.59 2.34 Total surface flow to 4'curb cut STANDARD FORM SF-2 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 100-year P1 = 2 72 DESIGN STORM 10-YEAR (mina storm) 10-year P1 = 1.75 CALCULATED BY BEC PROJECT EMI-WELD COUNTY JOB NO 0 CHECKED BY BEC DATE 5/6/2019 LOCATION WELD COUNTY REVISED - DIRECT RUNOFF 101 AL RUNOFF STREET PIPE TRAVEL TIME -- - -- U a ii — i r- N LL u t a� w W al z z ci 0 la. _ ffi _ w r g a. c c n W c m z a] a E u. (V g • y 'E a g t Wa Ou. O p N E REMARKS t- g co U. a a a `- a O p-- z a' n Lu zWW o r= W o N O a — a — in W th d J W I cc 4cc re cn w a V) G JP-hi SUM 81 B2 B3, 84 B6. OS-B r 1.11 0.59 8 3 0.66 , 5 01 3 34 a Total flow to future sdeyard sale JP-b2 -.UM B1 82. B3. 134 B5. 86, OS-B 1 45 0 57 8.3 0 82 5-07 4 15 ,Total undetained flow to Vista View roadside ditch heading Meat T tJOBS\Grey Wolf ArchtEMl Weld County%EngineeringtDrainagetFIRSTWYDROLOGY\(EMI-First.xlsx)RATIONAL SUMMARY Notes Intensity-Duration Curve for Rational Method per equation 5-1 (UDFCD V1-03/2017) I =(28 5 P1)/(10•Td)" 786 (RC CONSULTING GROUP GM t np/Mmp • Low Sunnis • Consaveten a«vw STANDARD FORM SF-2 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 10-year P1 = 1 75 DESIGN STORM 100-YEAR(major storm) 100-year P1 = 2.72 CALCULATED BY BEC PROJECT PMt-WELD COUNTY JOB NO 0 CHECKED BY BEC DATE 5162019 LOCATION WELD COUNTY REVISED - DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME z :a ii _ se g x li g w u. 2 6 2 t r- _ W d u h u O a = c w z a LL E a L E a a u w E REMARKS Hw u a a 6- Q _ a OJ i- z CO a z O O in cc 2 U U co re w d a tu J W ace N a a > A Al Al 0 70 a 79 8.6 0.55 7.80 4.30 Direct surface flow to 5' Type R inlet INL 4A A /1/4.2 A2 0.21 0.84 5 0 0.18 9.23 1 62 Direct surface flow to trench drain A A3 A3 1 02 0.68 9 2 0.69 7 61 5 22 Direct surface flow to 5' Type R inlet INL 1A A A4 A4 1 03 084 7 7 0 86 8 10 6.97 Roof flow 6.97 1 7 15 206 7 0 0.5 A A5 A5 0 17 0.45 5.0 0.08 9 23 0.72 Direct surface flow to WO pond A A6 A6 0.24 044 5 0 0 10 9.23 0 96 Direct surface flow off-site to Vista View Drive roadside ditch heading east B B1 81 0 15 0.48 8 3 0.07 7.88 0.59 Direct surface flowoff-sit to future sideyard swale B B2 62 0 18 0.81 5.0 0.15 9.23 1.36 Direct surface flowto 5' Type R inlet INL 2A ' B B3 83 0.22 0.81 5.0 0.18 9 23 164 Direct surface flow to 4 curb cut B B4 84 0 27 0 74 6 2 0.20 8 68 1.71 Direct surface flowto 7 curb chase B 85 B5 0 34 0 75 6.5 025 ' 8.58 2 16 Direct surface flow off-site to Vista View Drive roadside ditch heading nest B 06 B6 0 11 084 5.0 0.09 9.23 0.85 Roof flow OS OS-A OS-A 0 25 072 5 0 0 18 9 23 1.68 Direct surface flow from offi4e Skyway Drive OS OS-B OS-B 0 18 0 71 5.0 0 13 9 23 1.20 Direct surface flow from offarte Skyway Drive H-A H-A 2.50 0 45 24.9 1 13 4 75 5 39 HISTORIC FLOW H-B H-B 2.57 0.46 29.1 1.18 4.34 5.11 HISTORIC FLOW DP A3 SUM A3. OS-A 1 27 0.68 9.2 0.87 7 61 6.61 Total surface flow to 5' Type R inlet INL to JP-al SUM A3. A4a, OS-A 230 0 75 9.2 1.73 7.61 13.15 Total flow in storm sewer at inlet INL 1A 13 15 0.5 18 22 4 1 0.1 Pipe travel time to pond JP-a2 SUM Al A2. A3, M. A5. OS-A 3 17 0 74 9.3 2.36 7 58 17 87 Total flow into pond JP-a3 SUM Al. A2 A3, A4. AS, A6, OS-A 3 41 0.72 9.3 2.46 7 58 18.66 Total undetained flow off-site to Vista View roadside ditch heading east OP B3 SUM B3, B4. OS-9 0.67 0.76 6.2 0.51 8.68 4.39 Total surface flow to 4'curb cut STANDARD FORM SF-2 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 10-year ' 1.75 DESIGN STORM 100-YEAR(maim storm) 100-yewPI 2.72 CALCULATED BY SEC PROJLCI );MI-WELIICUUNI JOB NO 0 CHECKED BY SEC DATE 5/6/2019 LOCATION WELD COUNTY REVISED DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVEL TIME U Ti ? ~ Z g LL M „ t( t a� t 4 ? U tu O d x ; ; tu W r d z. o- Q Q O u` p w e a w O O a = -a- cc Z ¢ O E r t E a a U. LL -I °1 E REMARKS W N z U V (q W 4 K > J W cc W C J y O . I I • JP-01 SUM Bt 82, 83. 84 86. OS-B 1.11 0 74 8.3 0.82 7 88 6.45 Total flow to future srdeyard sale JP-02 SUM B1, 52, 83. B4 95. B6, OS-8 1.45 0 70 8.3 1.02 7.88 8.01 Total undetarned flow otlade to Vista View roadside ditch heading vest T UOBSIGrey Wolf Arch1EMI Weld CountytEngIneenng%Orainage1FIRSTIHYDROLOGYI(EMI-First.xlsxJRATIONAL SUMMARY Notes Intensity-Duration Curve for Rational Method per equation 5-1 (UDFCO V1-0312017) I = (285''1)/(10+Td)" 786 1/414 CONSULTING GRO UP CM easing Land Smelting • Construe:bon Sava* Appendix D Inlet Sizing and Calculations ( 10 Year) Inlet Sizing and Calculations ( 100 Year) Ve•rsrori 4.05 Released March 2017 INLET MANAGEMENT INLET NAME Inlet IA Inle4 2A Inlet 4.: Site Type (Urban or Rural) URBAN URBAN Application (Street or Area) URBAN Inlet STREET STREET SWEET Hydraulic Condition In Sump In Sump In Sump Inlet Type CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening USER-DEFINED INPUT Slier-Defined Desion Floyys Minor Q,,,,,,, (cis) 2.5 0.8 2.4 Major Qhrp,,,,(cIs) 5.2 1.4 4.3 pays(Cerrvtyer) Flow from Upstream Receive Bypass Flow from No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received. O, (cis) 0.0 0.0 0.0 Major Bypass Flow Received. Qh (cfs) 0.0 0.0 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (fVft) Overland Length (h) Channel Slope (ft/ft) Channel Length (f) Minor Storm gainfalI Input Design Storm Return Period, T, (years) One4-lour Precipitation, P, (inches) Mawr Storm Rflinfall Input Design Storm Return Period, T, (years) One-Hour Precipitation. P. (inches) CALCULATED OUTPUT Minor Total Design Peak Flow.Q (cfs) 2.5 0.8 2.4 Major Total Design Peak Flow, Q (cfs) 5.2 1.4 4.3 Minor Flow Bypassed Downstream Ot, (cfs) N/A N/A N/A Major Flow Bypassed Downstream O„(cis) N/A N/A N/A Minor Storm (Calculated)Analysis of Flow Time C N/A N/A N/A C., N/A N/A N/A Overland Flow Velocity, Vi N/A N/A N/A Channel Flow Velocity. Vt N/A N/A N/A Overland Flow Time. Ti N/A N/A N/A Channel Travel Time, Tt N/A N/A N/A Calculated Time of Concentration, T, N/A N/A N/A Regional T, N/A N/A N/A Recommended 7, N/A N/A N/A T, selected by User N/A N/A N/A Design Rainfall Intensity, I N/A N/A N/A Calculated Local Peak Flow. O. N/A N/A N/A Major Storm(Calculated'Analysis of Flow Time C N/A N/A N/A C. N/A N/A N/A Overland Flow Velocity. Vi N/A. N/A N/A Channel Flow Velocity Vt N/A WA N/A Overland Flow Time. Ti N/A N/A N/A Channel Travel Time, Tt N/A N/A N/A Calculated Time of Concentration. T, N/A N/A WA Regional T, N/A N/A N/A Recommended T N/A N/A N/A 7, selected by User N/A N/A N/A Design Rainfall Intensity. I N/A N/A N/A Calculated Local Peak. Op N/A WA WA Version 4.05 Released March 2017 E . .., ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: EMI Inlet ID: Inlet 'IA I. - T. Taw Swatw T. SMUT > CROWN o e Gutter Geometry (Enter data in the blue cells) Ma omum Allowable Width for Spread Behind Curb ;jam, 5.0 It Side Slope Behind Curb (leave dank for no conveyance credit behind curb) Seeka= 0.020 Mt Manning's Roughness Behind Curb (typically between 0.012 and 0.020) naiko.= 0.020 Height of Curb at Gutter Flow Line Haps= 8.00 inches Distance from Curb Face to Street Crown Teo_-.. = 45.0 ft Gutter Width W= 1.00 ft Street Transverse Slope SK= 0.700 Rift Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 Mt) SA = 0.083 Ml Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 f itt Manning's Roughness for Street Section (typically between 0.012 and 0.020) nricEEr = 0.017 Minor Storm Major Storm Max_ Allowable Spread for Minor& Major Storm Tu.&x= 45.0 45.0 ft Max. Allowable Depth al Gutter Flowhne for Minor& Major Storm dv., = 8.0 8.0 inches Check boxes are not applicable in SUMP conditions r f--- MINOR STORM Allowable Capacity is based on Depth Criterion Minor Sturm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion QA3c... = SUMP ' SUMP Ids _D-Inlet_v4 05 Irle' IA 6/1/2019. 11.30 AM INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 Lo (C) -- H-Curb H-Vert Wo W \W \ \ Lo (G) Design Information (Input), MINOR MAJOR COOT Type R Curb Opening Ni- Type of Inlet Type = COOT Type R Curb Opening Local Depression (additional to continuous gutter depression 'a from above) magi = 3.00 inches Number of Una Inlets (Grate or Curb Opening) No = 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 8.0 6.0 inches Grate Information MINOR MAJOR - Ovemde Depths Length of a Unit Grate L_ (G) = N/A feet ` Width of a Unrt Grate W: = N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A.,,.c = N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) C, (G) = ' N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) C_ (G) = N/A Grate Onfice Coefficient (typical value 0 60- 0 80) C, (G) = N/A _ Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening l., (C) = 5.00 feet Height of Vertical Curb Opening in Inches H,,, = 6.00 inches Height of Curb Onfice Throat in Inches Himoe = 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W, = 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) C,(C) = 0.10 0.10 I Curb Opening Weir Coefficient (typical value 2.3-3.7) C. (C) = 3.60 Curb Opening Onfice Coefficient (typical value 0.60- 0.70) C,(C) = 0.67 Low Head Performance Reduction (Calculated] MINOR MAJOR Depth for Grate Midwidth disarm = N/A WA ft Depth for Curb Opening Weir Equation dam= 0.42 0.42 ft Combination Inlet Performance Reduction Factor for Long Inlets RF_o,,,o Ms,= 0.77 0.77 Curb Opening Performance Reduction Factor for'Long Inlets F. .,= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF,;,m, = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.9 5.9 cfs Inlet Capa;rt, IS GOOD for Minor and Major Stonns?O PEAK OPE.sxRE.:.p!FEJ = 2.5 5.2 cfs UD-Inlet v4.05, Inlet IA _ 6/1/2019. 11.30 AM Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: EMI Inlet ID: Inlet 2A 7. Tow S W T, r ST WT°Lk - . e )Gutter Geometry ;Enter data in the blue cells! Maximum Ailc.. :cle Wdth for Spread Behind Curb T,&> = 5.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) Sna>, = 0.020 fUr Manning's Roughness Behind Curb (typically between 0.012 and 0.020) n o = 0.020 Height of Curb at Gutter Flow Line H = 6.00 inches Distance from Curb Face to Street Crown T.-pow,; = 45.0 R Gutter Width W= 1.00 ft Street Transverse Slope Sx= 0.020 ft/ft Gutter Cross Slope (typcary 2 inches over 24 inches or 0.083 ft/ft) Sw = 0.083 fill Street Longitudinal Slope- Enter 0 for sump cond tan Sc,= 0.000 ft/tt Manning's Roughness for Street Section (typically between 0.012 and 0.020) ns*QEE, = 0.017 Minor Storm Major Storm Max_ Allowable Spread for Minor & Major Storm T,a,x= 45.0 45.0 Max. Allowable Depth at Gutter Flowline for Minor& Major Storm dwax= 6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minn; stony Maio( Storm MAJOR STORM Allowable Capacity is based on Depth Criterion o,,,,,, = SUMP SUMP cfs JD-Inlet_v4 05 Inlet 2A 6/1/2019 11 30 AM INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 —Lo (C)a— I H-Curb H-Vert i Wp Lo (G) Onion Information (Input) t— MINOR MAJOR Type of Inlet COOT Type R Curb Opening .1 Type = COOT Type R Curb Opening Local Depression (additional to continuous gutter depression 'a' from above) a,:..,, = 3.60 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches Grate Information MINOR MAJOR - Ovemde Depths Length of a Unit Grate L (G) = N/A feet Width of a Unit Grate W,= N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A,.,c = N/A Clogging Factor for a Single Grate (typical value 0.50 • 0.70) C, (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) C. (G) = N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) C. (G) = N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L. (C) = 5.00 feet Height of Vertical Curb Opening in Inches H,,,.. = h 6.00 inches Height of Curb Orifice Throat in Inches Hyrum= 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta= 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) We= 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) C. (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) C. (C) = 3.60 Curb Opening Onfice Coefficient (typical value 0.60 - 0.701 C. (CI = 0.67 I Low Head Performance Reduction (Calculated] MINOR MAJOR Depth for Grate Midwidth di,,,, = N/A WA ft Depth for Curb Opening Weir Equation &a= 0.42 0.42 ft Combination Inlet Performance Reduction Factor for Long Inlets RF,,,,,i,,,,i,,,,,= 0.77 0.77 Curb Opening Performance Reduction Factor for Long Inlets RF;,,o= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF;,,.r.= N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.9 5.9 lcfs Inlet Capacity IS GOOD for Minor and Major Stor msi Q PEAK) (:)•-. 4.• A't)..0471. = 0.8 1.4 cfs UD-Inlet_v4.05. Inlet 2A 6/1/2019 11 30 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: EMI Inlet ID: Inlet 4A T T. Tr«. - w T. STREET CROWN e 7 .. I Gutter Geometry (Enter data in the blue cells' Maximum Allowable Width for Spread Behind Curb Tom,= 5.0 ft I Side Slope Behind Curb (leave dank for no conveyance credit behind curb) SKr", = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) rta,,a,= 0.020 Height of Curb at Gutter Flow Line H;sea= 6.00 inches i Distance from Curb Face to Street Crown Tom,,-voi= 45.0 1t Gutter Width W= 1.00 ft Street Transverse Slope Sx= 0.020 ft/tt Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Sy. = 0.083 ft/ft Street Longitudinal Slope-Enter 0 for sump condition So= 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nsTREEn = 0.017 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm Timor=I 45.0 I 45.0 iR Max.Allowable Depth at Gutter Flowline for Minor&Major Storm duax= 6.0 6.0 inches Check boxes are not applicable in SUMP conditions r-- MINOR STORM Allowable Capacity is based on Depth Criterion Mnwi Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Cnterion Quo. = SUMP I SUMP Icfs UD-inlet v4.05. Inlet 4A _ 6/112019, 11 30 AM INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 —Lo (C) H-Curb H-Vert Wp W J Lo (G) Design Information (Intuit' MINOR MAJOR CDOT Type R Curb Opening . ' Type of Inlet Type = CDOT Type R Curb Opening Local Depression (additional to continuous gutter depression 'a from above) a,,c,i= 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No= 1 Water Depth at Flowiine (outside of local depression) Ponding Depth = 6.0 6.0 inches Grate Information MINOR MAJOR 7 Override Depths Length of a Unit Grate L, (G) = N/A feet Width of a Unit Grate W, = N/A feet Area Opening Ratio fora Grate (typical values 0.15-0 90) &w<= N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) C, (G) = N/A N/A Grate Weir Coefficient (typical value 2.15- 3.60) C. (G) = N/A Grate Orifice Coefficient (typical value 0.60 - 0.501 C (G) = N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening L. (C) = 5.00 feet Height of Vertical Curb Opening in Inches H,c.. = 6.00 inches Height of Curb Orifice Throat in Inches H,.,,,,,= 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 degrees • Side Width for Depression Pan (typically the gutter width of 2 feet) W,= 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) a (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3,7) C. (C) = 3.60 Curb Opening Orifice Coefficient (typical value 0 60-0.70) C, (C) = 0.67 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dr g= N/A N/A ft Depth for Curb Opening Weir Equation d;,,b= 0.42 0.42 ft Combination Inlet Performance Reduction Factor for Long Inlets RFr,,,,o,,,r,a,= 0.77 0.77 Curb Opening Performance Reduction Factor for Long Inlets RF;,,b= 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RF0,,,,= N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q. = 5.9 5.9 cfs Inlet Capacity IS GOOD for Minor and Major Storm si>O PEAK, O:y,„ '',1'y'P, 2.4 4.3 cfs UD-Inlet_v4.05. Inlet 4A 6/1Q019. 11 30 AM weCONSULTING GROUP CM Engineering land Sumer ° • Construction Sonia* Appendix E Storm Sewer HGL Calculations ( 100 Year) Pond Outlet Pipe a 0 1(*) s� mats JO! 0 :, CD •1 144t•. 4 •twaVAllb0h4pn11DI0L 0 n W IJ itRfMl'sAI[ HI(I01dtAIYaD1 'i Jl t1ANO,lt AM Pa(Dpt CAM MM-)0 L8 a Is S01d t•-gyp• ■i�y • J � • • • a • a D n M lammliS i a I tf fcrf 1%10lel I �� II ■ + rlvrD >j' , — 0 -tI - m wI • Salt • •n 13 I i, - R3]A y ( fits o �� r. r'• maimCO \ t1Y.4 U - 10•tON r ALA A07 taw'I!. _ • 0O (ll•ITV A IA • .7 �•► ■1A II II - + WA 4004•PAD II; . Nair �� I 1 l _11 - -- cn Y9 EN I IV � � DTs ��U J O rtS0 /sM •nn) * I zzeg or Fis) 12 i 4,2 II 0 - ay cm ' —} l I ' gc Z vas al la(to— WP MAIMS) OUTLOT M fs�tvl a MEET It IA ) — — • I Ios = O O PROPOSED BIDG. -T _ I LL U 4L U I $ 1 - •U • W N W f3 STM-1 II 1 y •M �p NM s N1Yi[R/Dk1 Tr.? MID 2 lr= $s C a It .i =s J s it J1spy a�.....c3 s STM-2 i * STM-3 ,� ii EsM -..e— s 3. SOU r•a - ,a40Mra YALE r•M S MAI — •.a 3 -L 8 M0 8?s �Krxl r.l Na _f _WOOL WO t t - - a gllt >i& II 1. •LAec E d¢ Rs�a• B E s2 i 041181 REVISIONS J ;`u"� -si&& de �t Ps s S . .I. 0.11.» PAe7wI Tv+a / i Wi . alf& pp - .t B a•a 8 d n MCA- dE ri:>i 6 rag? Ela_ Eli 6 OfII7.// fET 6UlMTTAL MO ' ' -- n all s &- wa a s •— MM MM _ .ei al lf_ — wo-w.o. MaAd \.. a,d M.Ts a 'i• ._-- 1M•MI Il1Y•NJI1r . •IDY•lI1Mp1At!- ........... q•Yl lllY•NMI' 1 I •� o w utwMnn E .Y - 1•,gn. IPbt0•--- -'� W.. III SO U - IV p.m •o n 00t7(UY.Slfidl Mfl • _1 . -- — - -- —.•Mal M» MA MM.------ --- !M�tl U - it ,oft •Df IOf e ; A 10VOJ - I '.hf 0,MS _ -- - -_' II CPO( ' - AML - t •O f01 / i 1\ GRAM i} Mn _ - — 11* a — --. Mn MD _ _ - — — .- — CO i CS telt ii on 4 !i USW US 1.40 HO OM 010 NM WAN HIM NM 14* OM 0\M It STORM PLAN & PROFILE System Input Summary- STM 1 100YR Rainfall Parameters Rainfall Return Period: 100 Rainfall Calculation Method: Formula Backwater Calculations: Tailwater Elevation (ft): 4934.76 Manhole Input Summary : Given Flow Sub Basin Information Ground Total Local Drainage Overland Overland Gutter Gutter Element Elevation Known Contribution Area Runoff Syr Length Slope Length Velocity Name (ft) Flow (cfs) (cfs) (Ac.) Coefficient Coefficient (ft) (%) (ft) (fps) FES 1 A 4937.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INL IA 4937.30 13 . 15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH IA 4938.29 6.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RD 1 A 4941 .00 6.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary : Local Contribution Total Design Flow Element Overland Gutter Basin Tc Intensity Local Peak Coeff Intensity Manhole 'Fe 'Time 'Time Intensity Flow Comment Name (min) (in/hr) Area ( in/hr) ( min ) (cfs) ( min ) ( min ) (cfs) FES 1 A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 . 15 INL IA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 . 15 MU IA 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.97 RD I A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.97 Sewer Input Summary : Elevation Loss Coefficients Given Dimensions Sewer Downstream Upstream Element Slope Mannings Bend Lateral Cross Rise Span Length Invert Invert Name (ft) (ft) ( `A.) (ft) n Loss Loss Section (ft or in) (ft or in) INL 1 A 22. 19 4933.75 0.5 4933 .86 0.013 0.03 0.00 CIRCULAR 18.00 in 18.00 in MH 1 A 128.67 4934.03 0.5 4934.67 0.013 0.07 0.00 CIRCULAR 16.00 in 16.00 in RD I A 77.29 4934.87 3 .3 4937.42 0.013 0.77 0.00 CIRCULAR I 16.00 in 16.00 in Sewer Flow Summary : Full Flow Capacity Critical Flow Normal Flow Element Flow Velocity Depth Velocity Depth Velocity Froude Flow l;lo Surcharged Name (cfs) (fps) (in) (fps) (in) (fps) Number Condition (cfs) Lcnth Comment (ft ) INL 1 A 7.45 4.21 18.00 7.44 18 .00 7.44 0.00 , Pressurized 13. 15 fl 22. 19 r MH 1 A 5 .44 3 .90 16.00 4.99 16.00 4.99 0.00 Pressurized 6.97 128.67 n Supercritical RD 1 A 13 .98 10.01 12.61 5 .91 7.99 10.00 2.44 p 6.97 50.27 Jump • A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). • If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. • If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary : Existing Calculated Used PeakElement Cross Area Name Flow Section Rise Span Rise Span Rise Span (ft^2) Comment (cfs) Existing height is smaller than the suggested height. INI . IA 13 . 15 CIRCULAR 18.00 in 18.00 in 24.0( in 24 .00 in 18 . 00 in 18 .00 in 1 .77 Existing width is smaller than the suggested width. Exceeds max. Depth/Rise Existing height is smaller than the suggested height. MH lA 6.97 CIRCULAR 16.00 in 16.00 in 18.00 in 18.00 in 16.00 in 16.00 in 1 .40 Existing width is smaller than the suggested width. Exceeds max. Depth/Rise RI ) IA 6.97 CIRCULAR 16.00 in 16.00 in 15 .00 in 15 .00 in 16.00 in 16.00 in 1 .40 • Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. • Sewer sizes should not decrease downstream. • All hydraulics where calculated using the 'Used' parameters. Grade Line Summary : Tailwater Elevation (ft): 4934.76 Downstream Manhole Invert Elev. HCL EGL Losses Bend Lateral Friction Element Downstream Upstream Downstream Upstream Downstream Upstream Name (ft) (ft) Loss Loss (ft) (ft) (ft) Loss (ft) (ft) (ft) (ft) 1NL 1 A 4933 .75 4933 . 86 0.00 0.00 4935.25 4935.59 4936. 11 0.35 4936.45 MI-1 1 A 4934.03 4934.67 0.03 0.00 4936.09 4937. 15 4936.48 1 .06 4937.54 RD 1 A 4934.87 4937.42 0.30 0.00 4937.45 4938.47 4937.84 1 . 18 4939.01 EL �a� o 1,1 .wits (9 .,1 Atl troy n rtr.4n c o11 DIWta51 t U7 a 0 70 ICI 71 rw1 .IT 7l Atl 7120117)111:1•60•M [x(01010.w it �!`JY� q ]� 14W»IIt MI P,1 0001 a Iy WM.70 (U!G F 3 D yyY KW 1•.f �6` J - MiI. - e> a 1 71 4 03 a, _ 5oa1 l'•r I 411°) —� I' tM"a 11. L-"•r • �, o E VV D — T. F V ,ESA o iti IMF P tar wait a ,Y u tl . ur wit �r`� oR I b i c, 5.10' 1»l Y S0t mna.ry1 CO II I ti7 9b u - n OM ft07•utl� •p Is ty I WWI MO n.nill i 51t 1»l r IDs tna, PAD- . 00[!h 6y I ≤ il r 1 I, .• • I I M I 'mil fml. a J p U Ph I'�7� (S IWIDMII) I Q 2 I Z �- l§ 1 it Z ,# ca - _ (Se Mt ratan IV is la /-- _ 01.11L01 M 11�' rM»r Y IIeEq— — — — I O O Iii I 0 PROPOSED BLDG.. I /�4 / y/ .U00 Y , 6`i-. CO U V U 0 • WE W 8 S M-1 1:11 .. U 5(FG tp1 •taws l,•1a a CO OA S —s ';f to q�;�� egf is;_ i ri x STM-2 € STM•3 > it g . •oemrrtt sw± r•a _ aneOwm WALL r•s e • 446 -Deaf _ E---Ma ^,.� ale■now rxt r.t oe R _% vaaaa Teat r=. 400 A b� .,n� ia x 8'- 9• 0 t7 R_ - Cx 1. am/ '��s • � s i;; '^ Yx E x e Bx F OATES/RtVB101a .day . °!G& �'s� . Ss S . os•�I. an.10 PRtArPit1R+o iga.;5; r• ao[- '!i� li'!iE x icI g -!! wc7.n 1$TSIuwrru w0. 100-»WA — b_°l i F$ — �� — Ma WO " °!!! re 0.r =1m`OPa re re- roe.»ma ' N• 4-we LLlwr1f11L m.» IIIY «>r,7. J •l,{'I `_ ...... ,0 '•111PMbt1 .i NLIr•HJAt• � I'L17 I7 - 4•,•r[-Pr 4 �1 --.. ll,yp I _ 10- Se MS g;•40 ....40 1 Ma Ma rla— Pet •D_ ,.y Ito - ,P .01 •077t - eA (.1"4"."° - X40 ll - '4' t •1 as U GUM WI :11111- Wet •0501 1`� a Gem CO --- - -- - - - .AN a Ma two- --- - -- - ---- -" Di 1 3 E� tut a . � a 8ii en Mn .1-, . 7 "'.77 a a . Ill ..On C 5 ="_l$ � $ $$ ;; ii 03 n re Qi t SAO Ma t.a 0.w OHO 0410.40 0.7600 1.17.4 uo0 Ire 0.10 reC! STORM PLAN & PROFILE System Input Summary- STM-2- 1O0YR Rainfall Parameters Rainfall Return Period: 100 Rainfall Calculation Method : Formula Backwater Calculations: Tailwater Elevation (ft): 4935.85 Manhole Input Summary : Given Flow Sub Basin Information Ground Total Local Drainage Overland Overland Gutter Gutter Element Elevation Known Contribution Area Runoff Syr Length Slope Length Velocity Name (ft) Flow (cfs) (cfs) (Ac.) Coefficient Coefficient (ft) (%) (ft) (fps) FES 2A 4937.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INL 2A 4941 .00 1 .36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary : Local Contribution Total Design Flow Overland Gutter Local Peak Element Basin Tc Intensity Coeff. Intensity Manhole "re "Time "Time Contrib Flow Comment Name ) (min) (in/hr) (cfs) Area ( in/hr) ( min ) (cf's ( min ) (min ) ) FES 2A 0.00 0.00 0.00 0.00 0.00 0.30 4.54 0.35 1 .36 1N1 , 2A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .36 Sewer Input Summary : Elevation Loss Coefficients Given Dimensions Element Sewer Downstream Slope Upstream Mannings Bend Lateral Cross Rise Span Name Length Invert Invert '' (ft) (ft) (%) (ft) n Loss Loss Section (ft or in) (ft or in) 1NL 2A 20.60 4934.96 1 .0 4935 . 17 0.013 0.03 0.00 CIRCULAR , 16.00 in 16.00 in Sewer Flow Summary : Full Flow Capacity Critical Flow Normal Flow Element Flow Velocity De th Veloci De th Velocity Fronde Flow Flow Surcharged p p Length Comment Name (cfs) (fps) (in) (fps) (in) (fps) Number Condition (cfs) (ft) 1NI . 2A 7.69 5 .51 5.42 3.26 4.55 4. 15 1 .40 Supercritical 1 .36 0.00 • A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). • If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. • If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary : 1 Existing Calculated Used Peak Element Cross Area 1� Name low Section Rise Span Rise Span Rise Span (ft^2) Comment (cfs) IN 1 .. 2A 1 .36 CIRCULAR 16.00 in 16.00 in , 9.00 in 9.00 in 16.00 in 16.00 in 1 .40 '' • Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. • Sewer sizes should not decrease downstream. • All hydraulics where calculated using the 'Used' parameters. Grade Line Summary : Tailwater Elevation ( ft ) : 4935 . 85 Downstream Manhole Invert Elev. HGL EGLLosses Bend Latent Friction Element Downstream Upstream Downstream Upstream Downstream Upstream Name (ft) (ft) Loss Loss (ft) (ft) (ft) Loss (ft) (ft) (ft) (ft) INL 2A 4934.96 4935 . 17 0.00 0.00 4935 .85 4935 .85 , 4935.88 0.03 4935.91 a trir) i 6 runs •1 K1 VOW 4 r01wrt YIa(N OMl,a+9 MInO 21 Im r .l1 IT MI 1t,(P01 a IM 101 u g ° al O 10 00 JI ..Alt MI R.(001 M IAA 11101.10 A El J 0_ N II 20 10 ) I i:4fa �lL}'_u; Lcw. 11.10 U O Pi tzcis. L . I r swt ,••b !It W NO F4.L� —:.L— 't' MIS tl - Ie.MO n'� .(01-04211.--",.. I e i O 0 - ' I U '40:01004 . 00 UM II W I @,r,Y PSI !n �( tI t2 KS 1A I CO - 8 101011 - 1,' Ion OIO,Mg 'n -9I 1 1 1f 4 '..' Y7(Il 410 PM 1 1_ gg� 000r-' f I Vd[ 1 I. 1 I I II 9 '� I I I ' n_ 41.55wall ii U tamOn 2 If I nllu - ultvt (p 1'• Z gx sn i* L11 K Y _- - _ J C 16 - :511rut ,v rawait _ OU71O1 M (s (O,LLr( i° I 0 CU d O PROPOSED fit OG. i 11 «acv • • LIJ 1; Ili E STM-1 u 1 � �x(( d�1 I . 6 va• pya1 �; g;�.�a; s STM-2 i £ STM-3 415 — •a;t. --_.71g g n g Mg 3!4S. c*4 0011A114 SOO . $ AQ—* .gJOcM la t r;• /O10 a rF rnOnsrJur•iss q 3 r111nu1,[tLr.r 3 u 0,.0[- =S 9±3 SSz+--w • xA C q• Y i L Or.. S=1'd I s 2 $ ' I QI►7E&RENBI0WB / r-r ' E-°tga a•a, i7 _ 8 �1 , a,tl.t1 PRE.11PPbE 1N a"°' •?iiG a{• rii 1 -'.iit aan,. 15T14*M TAL •. a; r, ��di & sI _— SO _-- 100.0114 _ - al eiiiis Ma a1ol- . 410 "-- - ^ •t8 i i i N MK _os`e w " u II MAR 100 MIIOl ,N 101-111 b LL1r•Ntl go Ill r•11M V i lo.MI 0,10411141 1JR17 U - i'Ip, P P70t1 �� - .....111011 •034..70 l - 10' 1R0 _ _ ._ _` - --- IMIbr•Mb 1 Mb Mb es r� 44 4 u - w.ar, O PO _-- 1, t(b•UM 001 tit OWE 221,11 - 1,_11•L 9 05111 __ _ - Ir 044ND ._ - _. .. MD MJ0 Mb Mb - - - —--- _ 41$ I, I Mb w2 n! uIl .I R to"' CD ors .r • a q raj C5 H 11 NriH 7.00 100 140 040 000 ONO NAM MVO it% 1100 ONO 040 it STORM PLAN & PROFILE System Input Summary- STM -3- 100YR Rainfall Parameters Rainfall Return Period: 100 Rainfall Calculation Method : Formula Backwater Calculations: Tailwater Elevation (ft): 4934.07 Manhole Input Summary : Given Flow Sub Basin Information Ground Total Local Drainage Overland Overland Gutter Gutter Element Elevation Known Contribution Area Runoff Syr Length Slope Length Velocity Name ft (cfs) (cfs) (Ac.) Coefficient Coefficient ( ) Flow (ft) (%) (ft) (fps) FES 3A 4937.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CO 3A 4937.30 1 .62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TD 3A 4937.00 1 .62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary : Local Contribution Total Design Flow Overland Gutter Local Peak Element Time Time Basin Te Intensity Contrib Coeff. Intensity Manhole Te Flow Comment Name (min) (in/hr) Area (in/hr) ( min ) (cfs)( min ) (cfs) cfs) FES 3A 0.00 0.00 0.00 0.00 0.00 0.37 4.40 0.76 1 .62 CO 3A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .62 TD 3A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .62 Sewer Input Summary : Elevation Loss Coefficients Given Dimensions Element Sewer Downstream Slope Upstream IVlannings Bend Lateral Cross Rise Span Length Invert Invert Name (ft) (ft) (%) (ft) r' Loss Loss Section (ft or in) ( ft or in) CO 3A 136. 18 4933 .52 0.6 4934.34 0.013 0.03 0.00 CIRCULAR 10.00 in 10.00 in TD 3A 61 .50 4934.32 0.6 4934.69 0.013 1 .00 1 0.00 CIRCULAR rio.00mn 10.00 in Sewer Flow Summary : Full Flow Capacity Critical Flow Normal Flow Element Flow Velocity Depth Velocity Depth Velocity Fronde Flow Flow Surcharged Length Comment Name (cfs) (fps) (in) (fps) ( in ) (fps) Number Condition (cfs) (ft) CO 3A 1 . 70 3 . 12 6.85 4.07 7. 80 3 .55 0.77 Subcritical x1 .62 I 0.00 TD 3A 1 . 70 3 . 12 6.85 4.07 7.80 3.55 0.77 Pressurized 1 .62 r 61 .50 • A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). • If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. • If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary : Existing Calculated Used Peak Element Cross Area Flow Rise Span Rise Span Rise Span CommentName (et) Section (tt 2) Existing height is smaller CO 3A 1 .62 CIRCULAR ' 10.00 in 10.00 in 12.00 in 12.00 in 10.00 in 10. 00 in 0.55 than the suggested height. Existing width is smaller _ _ i , , than the suggested width. Existing height is smaller than the suggested height. TD 3A 1 .62 CIRCULAR 10.00 in 10.00 in 12.00 in 12.00 in ; 10.00 in 10.00 in 0. 55 Existing width is smaller than the suggested width. • Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. • Sewer sizes should not decrease downstream. • All hydraulics where calculated using the 'Used' parameters. Grade Line Summary : Tailwater Elevation ( ft): 4934.07 Invert Elev. Downstream Manhole HGL EGL Losses Bend Lateral Friction Element Downstream Upstream Downstream Upstream Downstream Upstream Name Loss Loss Loss (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) CO 3A 4933 .52 4934.34 0.00 0.00 4934.09 4935 .08 4934.35 0.89 4935 .24 TD 3A 4934.32 4934.69 0. 14 0.00 4935 .24 4935 . 57 4935 .38 0.33 4935 .71 a PQp D O tons ! O! C7 i i) 41 SI0 1 6 POW( mat0M,.V CIO U/ 7) ten 0 NUTS M7 P7r COI O7IM 160/-17 pil? g xi 7) t7AMIQ1x MI Pa MI DETAIL 14101-70 al_ I1 J • 2 U og II 0 10 60 tr) (....) Di * ICAO l'..10 90 70 0 m q 10 0 10 b CS tit'1 (tar ORM)- fCMI. 1••70' MOU - Plan g T • N- b JBIOCK7 • .cr z Its 79 .-� 0 (6 1[S) Y1 • u J O [ } s _. t f .:F#• pOOZE 8 S'Ita t fl S SOIL WIMPP10' I-I _ �.t -__ _ - _ _ i C Z =_ (A'as) Stb' II1l 01aPR rtS tlM MO O W 0 z c` QUO • S1YMY I 4. TO. U Wp IftoPM6 nn 0 MU)011 SAW •:', II - •i Kai `� •T Q V W C�NI� I M - W E lee. ii 4. 4ctt STM•5 O �S Witt tt r•s U - MOO tmtxa IOU r•r 4300 •-• d tr yat7loS�aTM•4 POND 2 MY W r•s — a UMW*K t r.r i MO it ri�. R 1614 1416 77t • - b �yY s•�` xS ��I>Y IpPa•Al iii 4.404 S OATEB7 1111181046 d d as . g • ;. at-e It¢- Y 00.11,,6 41,114446EElIPK6 •e }�•�� ■2• Rd. atb M � Won lur.tulRR• , gt. OBAJ.t6 16T 84lBNTTAL N S R V.@ d k a ` w WC 146 1414 �C s 1414 1414 — -- — —� 17 a•:a 1414 7x 66wL 6 a)i k to-N IU!•M7a I7- t00•t60[wNll tl•t t PP CAW _ L/ i t to-a tur.W7it- - •till t0.16 rt[v.MlSit-7 1' Rote ntr_.rsao ^ `r sp.titr•{►»m I 14x /ae 14s .7 . — 1476 'u6 j .n 16r 2 u wn 1 Ko0'-A.O U WA% -- S, w a u - H' tix 0 0 sox m070tX 11QaP0a-2 T 6610 _ — 1670 M70 - _�. Ono 1470 - M70 17 k V - 11-tat 0 0•:0R 10.6w000( 3 mw I IISO 6 �: 14> S x; '� � V C6 022.10 0m 040 am 014.43 2424.10two Iwo 0001460 0.0 ! STORM PLAN & II PROFILE System Input Summary- STM -4- 1O0YR Rainfall Parameters Rainfall Return Period: 100 Rainfall Calculation Method : Formula Backwater Calculations: Tailwater Elevation (ft) : 4934.45 Manhole Input Summary : Given Flow Sub Basin Information Ground Total Local Drainage Overland Overland Gutter Gutter Element Elevation Known Contribution Area Runoff Syr Length Slope Length Velocity Name (ft) Flow (cfs) (cfs) (Ac.) Coefficient Coefficient (ft) (%) (ft) (fps) FES 4A 4937.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INL 4A 4939.37 4.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary : Local Contribution Total Design Flow ( herland Gutter Local Peak Element Basin It! Intensity Coeff. Intensity Manhole -Fe Name Time "l imC ( min) (in/hr) Contrib Area ( in/hr) ( ruin ) Flow Comment ( min) (min) (cfs) (cfs) FES 4A 0. 00 0.00 0.00 0.00 0.00 0.93 4.64 I 0.06 4.30 INL 4A 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 4.30 Sewer Input Summary : Elevation I Loss Coefficients Given Dimensions Element Sewer Downstream Slope Upstream Mannings Bend Lateral Cross Rise Span Length Invert Invert Name (ft) (ft) (%) (ft) n Loss Loss Section (ft or in) ( ft or i n ) INL 4A 10.89 4933 .36 0.5 4933 .41 0.013 0.03 0.00 CIRCULAR 16.00 in 16. 00 in Sewer Flow Summary : Full Flow Capacity Critical Flow Normal Flow Element Flow Velocity Depth Velocity Depth Velocity Froude Flow Flow Surcharged Name (cfs) (fps) (in) (fps) (in) (fps) Number Condition (cfs) Length Comment (ft) 1N1 , 4A 5 .44 3 .90 9.89 4.75 10.73 4.32 0.85 Subcritical 4.30 0.00 • A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). • If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. • If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary : Existing Calculated Used Peak Element Cross Area Name Flow Section Rise Span Rise Span Rise Span (ftA2) Comment (cfs) Height is too small . Width is too small. Existing height is smaller INL 4A 4.30 I CIRCULAR 16.00 in 16.00 in 18.00 in 18.00 in 16.00 in 16.00 in 1 .40 than the suggested height. Existing width is smaller than the suggested width. • Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. • Sewer sizes should not decrease downstream. • All hydraulics where calculated using the 'Used' parameters. Grade Line Summary : Tailwater Elevation (ft): 4934.45 Invert Elev. Downstream Manhole HGL EGL Losses Bend Lateral Friction Element Downstream Upstream Downstream Upstream r Downstream Upstream Name (ft) (ft) Loss Loss (ft) (ft) (ft) Loss (ft) (ft) (ft) (ft) j INL 4A 4933.36 4933.41 0.00 0.00 4934.45 4934.47 4934.64 0.03 I 4934.68 C- III D o • sous / p I) Au S1M 4 MNR win OHMS( rono t n lift 6IS MI la C Col cum ileO y�1 tj wows mi PIN COOX WM 6604-7O `p F J 4 or . 6 D e § i >o o n CP)—AO l U sou 1.>0 I XI. e n aell tS MOOnul St.4X 1.•SC n o n a 1-4---tal 69.1tl - 6' wrt-. ii BLOCKIts. w A • i I 01 i• rlw _- J O O -I• .. -1. j - _ _ -- - --1 0110' Motel USW PAD !n! ' '•t-- -- • ,, Z a (re?TS) 1 -s'u' 'tw 0 sit Raw r.o Z 0 CD �J C E SIYK4 Q. io (S Mt Olin �i,-•S' MIMIC fin 90.11) .. ,• U O We .OND f J IV w 0e i - .e• 01 W E W i= STM•5 E 5 alas,:p U j( Ma ,a 0J a m N CO Q-' STM•4 A POND > •1ocma&latz •r•U E .91RAMrrv9RAt r•f r v ad.Cat ;gm _Y 4065 vereas. raIF r.t .1016 O MN MIO -' G z : -mms t3-- " ax l- ri=li .e3 laXrOOtuwssatn- EVISIONS 4- -FD S• »$ _ St0 SO _. --- - - -- _ Ertl I: . 40 `\\la CANS 1O �: l♦� loo 10 Lttv9176 I? • ' • too-R.Rtwwa6 19 p t{ .1 Goat �I 11 -t rillo 10 rUVNAli. �' dy le.al ttfWS7Sl1 l - of• t CI 1 IIOCY rt1v10.Yo01 MO 2,r d WI MS 6 KO tltR•Nnm- t tO Mi M f� ? it CRAM q X0-1014 tt MAN __ • 3 MIAu w- t •GSM to6ca Galata WIMPt MO CO Mao Sn 77J7 II - 7f et •not ism I-- - - - - Z DI % OW ( MM LI O 100 9 . pi Ma: eV' a an R _ •Q a 7 >" . t /as - � 107271 100 MOO 0.a 0•14•4 lout N0 PM N0 ONO i.e !t STORM PLAN & PROFILE System Input Summary- STM-5- 100YR Rainfall Parameters Rainfall Return Period: 100 Rainfall Calculation Method: Formula Backwater Calculations: Tailwater Elevation (ft): 4935.26 Manhole Input Summary : Given Flow Sub Basin Information Ground Total Local Drainage Overland Overland Gutter Gutter Element Elevation Known Contribution Area Runoff Syr Length Slope Length Velocity Name (ft) Flow (cfs) (cfs) (Ac.) Coefficient Coefficient (ft) (%) (ft) (fps) FES 5A 4937.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RD 5A 4941 .00 0.85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Manhole Output Summary : Local Contribution Total Design Flow Overland Gutter Local Peak Element Time Time Basin I'c Intensity Contrib Coeff. Intensity Manhole Te Flow Comment(min) (in/hr) Area (in/hr) ( min) ( min) ( min) (cfs) (cfs) FES 5A 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.85 RD 5A 0.00 0 .00 0.00 0.00 0.00 0.00 0 .00 0.00 0. 85 Sewer Input Summary : Elevation Loss Coefficients Given Dimensions Sewer Downstream Upstream Element Slope Mannings Bend Lateral Cross Rise Span Length Invert Invert Name (ft) ( ft) (%) (ft) n Loss Loss Section (ft or in) ( ft or in ) RD 5A 69.42 4934.81 4.0 4937.59 0.013 0.03 0.00 CIRCULAR 8.00 in 8 .0!) in Sewer Flow Summary : Full Flow Capacity Critical Flow Normal Flow Element Flow Velocity Depth Velocity Depth Velocity Froude Flow Flow Surcharged Name (cfs) (fps) (in) (fps) (in) (fps) Number Condition (cfs) Length Comment (ft) RD 5A 2.42 6.94 5 .24 3 .51 3 .27 6.33 2 .47 Supercritical 0. 85 0.00 • A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe). • If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer. • If the sewer is pressurized, full flow represents the pressurized flow conditions. Sewer Sizing Summary : Existing Calculated Used Peak Element Cross Area Name Flow Section Rise Span Rise Span Rise Span (ftA2) Comment (cfs) RD 5A 0.85 CIRCULAR 8.00 in , 8.00 in 8 .00 in 8.00 in 8.00 in 8.00 in 0.35 • Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available size. • Sewer sizes should not decrease downstream. • All hydraulics where calculated using the 'Used' parameters. Grade Line Summary : Tailwater Elevation (ft): 4935.26 Downstream Manhole Invert Elev. HGL EGLLosses I Bend Lateral Friction Element I Downstream Upstream Downstream Upstream Downstream Upstream Name (ft) (ft) Loss Loss (ft) (ft) (ft) Loss (ft) (ft) (ft) (ft) RD 5A 4934.8 I 4937.59 0.00 0.00 4935 .26 4938.03 4935.71 2.51 IL 4938.22 Hydraulic Analysis Report Project Data Project Title: Designer: Project Date: Thursday. May 16. 2019 Project Units: U . S. Customary Units Notes: Channel Analysis : POND OUTLET PIPE Notes: Input Parameters Channel Type: Circular Pipe Diameter: 2. 0000 ft Longitudinal Slope: 0.0050 ft/ft Manning's n: 0.0130 Depth : 1 . 9900 ft Result Parameters Flow: 16.4792 cfs Area of Flow: 3. 1397 ft^2 Wetted Perimeter: 6. 0001 ft Hydraulic Radius: 0. 5233 ft Average Velocity: 5.2486 ft/s Top Width: 0.2821 ft Froude Number: 0.2773 Critical Depth: 1 .4629 ft Critical Velocity: 6.6924 ft/s Critical Slope: 0. 0068 ft/ft Critical Top Width: 1 .77 ft Calculated Max Shear Stress: 0.6209 Ib/ft^2 Calculated Avg Shear Stress: 0. 1633 Ib/ft^2 CONSULTING GRO UP 4walsGN Erginsing • Land Straying • Constuction Services Appendix F Channel Sizing Calculations Hydraulic Analysis Report Project Data Project Title: Designer: Project Date: Thursday, May 16. 2019 Project Units: U . S. Customary Units Notes: Channel Analysis : 4' CURB CUT Notes: Input Parameters Channel Type: Rectangular Channel Width: 4. 0000 ft Longitudinal Slope: 0.0100 ft/ft Manning's n : 0.0130 Depth : 0. 5000 ft Result Parameters Flow: 12.4112 cfs Area of Flow: 2.0000 ft^2 Wetted Perimeter: 5. 0000 ft Hydraulic Radius: 0.4000 ft Average Velocity: 6.2056 ft/s Top Width : 4.0000 ft Froude Number: 1 . 5466 Critical Depth: 0.6687 ft Critical Velocity: 4.6402 ft/s Critical Slope: 0.0041 ft/ft Critical Top Width : 4.00 ft Calculated Max Shear Stress: 0.3120 Ib/ft^2 Calculated Avg Shear Stress: 0.2496 Ib/ft^2 Channel Analysis : 2' CURB CHASE Notes: Input Parameters Channel Type: Rectangular Channel Width: 2. 0000 ft Longitudinal Slope: 0. 0070 ft/ft Manning's n: 0.0130 Depth : 0. 5000 ft Result Parameters Flow: 4. 5977 cfs Area of Flow: 1 .0000 ft^2 Wetted Perimeter: 3. 0000 ft Hydraulic Radius: 0.3333 ft Average Velocity: 4. 5977 ft/s Top Width : 2. 0000 ft Froude Number: 1 . 1459 Critical Depth: 0.5475 ft Critical Velocity: 4. 1988 ft/s Critical Slope: 0.0054 ft/ft Critical Top Width : 2.00 ft Calculated Max Shear Stress: 0.2184 Ib/ft^2 Calculated Avg Shear Stress: 0. 1456 Ib/ft^2 GECONSULTING GROUP CIM Fnolnar tip • Land Surveying • Construction Sonless Appendix G RipRap Sizing Calculations Riprap Design for Circular Culvert Protection Outfall into WQ Pond 1 at FES 1A EMI-WELD COUNTY Weld County. Colorado Job No: Date: 6/1 /19 Calculated By: JEC Checked By: BEC DESIGN CRITERIA: Urban Storm Drainage Criteria Manual, Volume 2 KNOWN: DESIGN PARAMETERS VALUE Design Discharge (cfs) 13.67 Velocity at Tailwater (Ws) 7.45 Height of Conduit (ft) 1.5 Tailwater Depth (ft) 0.5 DESIGN : Step 1: Determine Q/(D25) Q / (D15) = 4.96 Step 2: Is Method Applicable. Q/(W'H15) <= 8.0 METHOD APPLICABLE Step 3: Determine Tailwater Depth to Height of Culvert Ratio Yt / D = 0.33 Step 1 : Determine Q/(D. 5) () / (O. :) = 7.44 Step 4: Determine Riprap Size Using Figure 9-38 in UDSCM. Volume 2 Type L Step 5: Determine Expansion Factor Using Figure 9-35 in UDSCM. Volume 2 irtz tan J 1.9 Step 6: Determine At At = Q / V 1.83 Step 7: Determine Length of Protection Lp = 1/(2 tan ) ' (At/Yt - D) 4.12 Step 8: Is calculated Lp greater than minimum Lp (3D) NO NOT OK, USE 3'D Step 9: Is calculated Lp greater than maximum Lp (10H or 10D) YES OK SUMMARY: DESIGN PARAMETER SIZE REMARKS RIPRAP TYPE -,e _ UseType M MINIMUM RIPRAP SIZE (in) 9 12 in MINIMUM LENGTH OF PROTECTION (ft) 5 5 ft y Chapter 9 Hydraulic Structures A = Expansion Angle 8 7 6vizir C N v p 5 0 0 cr O F- 4 (V �O , u_ 0 3 . e z1/4 Q x 2 l 0 1 0 .l .2 .3 .4 .5 .6 .7 . 8 TAILWATER DEPTH / CONDUIT HEIGHT , Yt / D / D Figure 9-35. Expansion factor for circular conduits November 2016 Urban Drainage and Flood Control District 9-71 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 H _ (H + Y„ Equation 9- 19 2 Where the maximum value of Ha shall not exceed H, and: Da = parameter to use in place of D in Figure 9-38 when flow is supercritical (ft) D, = diameter of circular culvert (ft) Ha = parameter to use in place of H in Figure 9-39 when flow is supercritical (ft) H = height of rectangular culvert (ft) Y„ = normal depth of supercritical flow in the culvert (ft) r 60 At sc 0 40 CP It* 40 yQ� #49 *•114 ert?te 20 TYPE ilE00 .2 .4 Y / D . 6 .8 1.0 t Use Da instead of D whenever flow is supercritical in the barrel . W * Use Type L for a distance of 3D downstream . Figure 9-38. Riprap erosion protection at circular conduit outlet (valid for Q/D2.5S 6.0) 9-76 Urban Drainage and Flood Control District November 2016 Urban Storm Drainage Criteria Manual Volume 2 Riprap Design for Circular Culvert Protection Outfall at FES 2A EMI-WELD COUNTY Weld County, Colorado Job No. Date: 6/1 /19 Calculated By: J EC Checked By: BEG DESIGN CRITERIA: Urban Storm Drainage Criteria Manual, Volume 2 KNOWN: DESIGN PARAMETERS VALUE Design Discharge (cfs) 1 36 Velocity at Tailwater (ft/s) 5.21 Height of Conduit (ft) 1.33 Tailwater Depth (ft) 0.44 DESIGN : Step 1: Determine Q/(D2 5) Q / (D25) = 0.67 Step 2: Is Method Applicable, Q/(W'H15) <= 8.0 METHOD APPLICABLE Step 3: Determine Tailwater Depth to Height of Culvert Ratio Yt / D = 0.33 Step 1 : Determine Q/(O15) Q / (O' 5) = 0.89 Step 4: Determine Riprap Size Using Figure 9-38 in UDSCM, Volume 2 Type L Step 5: Determine Expansion Factor Using Figure 9-35 in UDSCM, Volume 2 tit' tan / 6.5 Step 6: Determine At At = Q / V 0.26 Step 7: Determine Length of Protection Lp = 1/(2 tan ) * (AUYt - D) 4.78 Step 8: Is calculated Lp greater than minimum Lp (3D) NO NOT OK, USE 3'D Step 9: Is calculated Lp greater than maximum Lp (10H or 10D) YES OK SUMMARY: DESIGN PARAMETER SIZE REMARKS RIPRAP TYPE Type L UseType M MINIMUM RIPRAP SIZE (in) 9 12 in MINIMUM LENGTH OF PROTECTION (ft) 4 10 ft Chapter 9 i-ivdraul is Structures 0 = Expansion Angle 8 - - - - 7 CD 6 in C ni v 8/7:N 5 /72'T _ cr o 0 4 Q —% 0� O // ex q 0 3 f6 - z a / Xi- 2 / w �/, I 0 .l .2 .3 .4 5 .6 .7 . 8 TAILWATER DEPTH / CONDUIT HEIGHT , Y t / D Figure 9-35. Expansion factor for circular conduits November 2016 Urban Drainage and Flood Control District 9-71 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 HG (1/ + Y„ = ) Equation 9- 19 2 Where the maximum value of HQ shall not exceed H, and: Dp = parameter to use in place of D in Figure 9-38 when flow is supercritical (ft) D, = diameter of circular culvert (ft) HQ = parameter to use in place of H in Figure 9-39 when flow is supercritical (ft) H = height of rectangular culvert (ft) = normal depth of supercritical flow in the culvert (ft) 6O At 04 %It Ct $t; b4O AR o O y ykA 20 E T,{PE 0 .2 .4 . 6 .8 1.0 Yt / D Use Da instead of D whenever flow is supercritical in the barrel . * * Use Type L for o distance of 3D downstream . Figure 9-38. Riprap erosion protection at circular conduit outlet (valid for Q/D255 6.0) 9-76 Urban Drainage and Flood Control District November 2016 Urban Storm Drainage Criteria Manual Volume 2 Riprap Design for Circular Culvert Protection Outfall into WQ Pond 1 at FES 3A EMI-WELD COUNTY Weld County, Colorado Job No.: Date: 6/1 /19 Calculated By: JEC Checked By: BEC DESIGN CRITERIA: Urban Storm Drainage Criteria Manual, Volume 2 KNOWN : DESIGN PARAMETERS VALUE Des:gn Discharge (cfs) 1 .62 Velocity at Tailwater (ft/s) 4.43 Height of Conduit (ft) 0.83 Tailwater Depth (ft) 0.27 DESIGN : Step 1: Determine Q/(O2'5) Q D = 2.58 Step 2: Is Method Applicable, Q/(W'Ht 5) <= 8.0 METHOD APPLICABLE Step 3: Determine Tailwater Depth to Height of Culvert Ratio Yt / D = 0.33 Step 1: Determine Q/(D' 5) O / (0 = 2.14 Step 4: Determine Riprap Size Using Figure 9-38 in UDSCM. Volume 2 Type L Step 5: Determine Expansion Factor Using Figure 9-35 in UDSCM, Volume 2 "tz tan 4.2 Step 6: Determine At At = 0 / V Q / V 0.37 Step 7: Determine Length of Protection Lp = 1/(2 tan ) ' (At/Vt - D) 2.12 Step 8: Is calculated Lp greater than minimum Lp (3D) NO NOT OK, USE 3'D Step 9: Is calculated Lp greater than maximum Lp (10H or 10D) YES OK SUMMARY: DESIGN PARAMETER SIZE REMARKS RIPRAP TYPE Type L UseType M MINIMUM RIPRAP SIZE (in) 9 12 in MINIMUM LENGTH OF PROTECTION (ft) 2 5 ft Chapter 9 Hydraulic Structures 9 = Expansion Angle 8 ' 7 O 6 h /217/Hi , c ni, - v p �' 5 ')p O/ r� _.._ . 0 4 c pl • o .a_ 0 0/ Z7) Q x 2 , . w / , 1 ,..,,,'0- 0 . 1 .2 .3 .4 5 .6 .7 .8 TAILWATER DEPTH / CONDUIT HEIGHT , Yt / D / D Figure 9-35. Expansion factor for circular conduits November 2016 Urban Drainage and Flood Control District 9-71 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 H� (1/ + Y„ ) = Equation 9- 19 2 Where the maximum value of Hu shall not exceed H, and: D� = parameter to use in place of D in Figure 9-38 when flow is supercritical (ft) D�. = diameter of circular culvert (ft) = parameter to use in place of H in Figure 9-39 when flow is supercritical (ft) H = height of rectangular culvert (ft) Y„ = normal depth of supercritical flow in the culvert (ft) 6O a 4O G°4114 o vy\$ Nit s 2O TYPE L * * l OO .2 .4 . 6 .8 1.0 Yt / D Use Da instead of D whenever flow is supercritical in the barrel . * * Use Type L for a distance of 3D downstream . Figure 9-38. Riprap erosion protection at circular conduit outlet (valid for Q/D2.5 S 6.0) 9-76 Urban Drainage and Flood Control District November 2016 Urban Storm Drainage Criteria Manual Volume 2 Riprap Design for Circular Culvert Protection Outfall into WO Pond 1 at FES 4A EMI-WELD COUNTY Weld County. Colorado Job No: Date: 6/1 /19 Calculated By JEC Checked By. BEC DESIGN CRITERIA: 9 Urban Storm Drainage Criteria Manual, Volume 2 KNOWN : DESIGN PARAMETERS VALUE Design Discharge (cfs) 4.3 Velocity at Tailwater (ft/s) 5.31 Height of Conduit (ft) 1.33 Tailwater Depth (ft) 0.44 DESIGN : Step 1: Determine Q/(D2 5) = 2.11 Step 2: Is Method Applicable, Q/(W'Hi'5) <= 8.0 METHOD APPLICABLE Step 3: Determine Tailwater Depth to Height of Culvert Ratio Yt / D = 0.33 Step 1 : Determine Q/(D' 5) Q / (D' -) = 2.80 Step 4: Determine Riprap Size Using Figure 9-38 in UDSCM. Volume 2 Type L Step 5: Determine Expansion Factor Using Figure 9-35 in UDSCM, Volume 2 irti tan / 4.7 Step 6: Determine At At = Q / V 0.81 Step 7: Determine Length of Protection Lp = 1/(2 tan ) ' (At/Yt - D) 2.42 Step 8: Is calculated Lp greater than minimum Lp (3D) NO NOT OK, USE 3'D Step 9: Is calculated Lp greater than maximum Lp (10H or 10D) YES OK SUMMARY: DESIGN PARAMETER SIZE REMARKS RIPRAP TYPE Type L MINIMUM RIPRAP SIZE (in) 9 12 MINIMUM LENGTH OF PROTECTION (ft) 4 Chapter 9 Hydraulic Structures Q = Expansion Angle 8 - - 7 , 0 6 n c ni r Q cv17477 5 , , p 1. O LA- - Z 6© 0 3- . z 1" Q cl->c 2 .� W ., " I 0 .1 .2 3 .4 .5 .6 7 .8 TAILWATER DEPTH / CONDUIT HEIGHT , Yf / D Figure 9-35. Expansion factor for circular conduits November 2016 Urban Drainage and Flood Control District 9-71 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 H„ _ (H + Y" � Equation 9- 19 2 Where the maximum value of Ha shall not exceed H, and: Do = parameter to use in place of D in Figure 9-38 when flow is supercritical (ft) D, = diameter of circular culvert (ft) Hp = parameter to use in place of H in Figure 9-39 when flow is supercritical (ft) H = height of rectangular culvert (ft) = normal depth of supercritical flow in the culvert (ft) 60 40 o $�G �Q �yQ yoe I t� M 1 ZYp� f 2O TYPE) O .2 .4 � D . 6 .8 1.0 Yt Use Da instead of D whenever flow is supercritical in the barrel . * * Use Type L for a distance of 3D downstream . Figure 9-38. Riprap erosion protection at circular conduit outlet (valid for Q/D2.55 6.0) 9-76 Urban Drainage and Flood Control District November 2016 Urban Storm Drainage Criteria Manual Volume 2 Riprap Design for Circular Culvert Protection Outfall at FES 5A EMI-WELD COUNTY Weld County, Colorado Job No.: Date: 6/1/19 Calculated By: JEC Checked By: BEC DESIGN CRITERIA: Urban Storm Drainage Criteria Manual, Volume 2 KNOWN: DESIGN PARAMETERS VALUE Design Discharge (cfs) 0.85 Velocity at Tailwater (ft/s) 7.66 Height of Conduit (ft) 0.67 Tailwater Depth (ft) 0.22 DESIGN: Step 1: Determine QI(D2 5) Q / (D2.5) = 2.31 Step 2: Is Method Applicable, Q/(W'H' 5) r= 8.0 METHOD APPUCABLE Step 3: Determine Tailwater Depth to Height of Culvert Ratio Yt / D = 0.33 Step 1 : Determine Q/(D' 5) Q / 05) = 1.55 Step 4: Determine Riprap Size Using Figure 9-38 in UDSCM. Volume 2 Type L Step 5: Determine Expansion Factor Using Figure 9-35 in UDSCM, Volume 2 "o` `an ) 4.5 Step 6: Determine At At = Q IV 0.11 Step 7: Determine Length of Protection Lp = 1/(2 tan ) ' (At/Yt - D) -0.76 Step 8: Is calculated Lp greater than minimum Lp (3D) NO NOT OK, USE YD Step 9: Is calculated Lp greater than maximum Lp (10H or 10D) YES OK SUMMARY: DESIGN PARAMETER SIZE REMARKS RIPRAP TYPE Type L UseType M MINIMUM RIPRAP SIZE (in) 9 12 in MINIMUM LENGTH OF PROTECTION (ft) 2 5 ft I Chapter 9 Hydraulic Structures Expansion 8 Angle 8 - ' 7 m 6 in c ti r O O N 5 0 O /74 cr o 4 ram . l O a, o // 0 z o f - z a / a.x 2 w 1 + O .1 .2 3 .4 .5 .6 .7 .8 TAILWATER DEPTH / CONDUIT HEIGHT , Y t / D Figure 9-35. Expansion factor for circular conduits November 2016 Urban Drainage and Flood Control District 9-71 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 + Y„ Hu = (H ) Equation 9-19 2 Where the maximum value of Ha shall not exceed H, and: DQ = parameter to use in place of D in Figure 9-38 when flow is supercritical (ft) D, = diameter of circular culvert (ft) Ha = parameter to use in place of H in Figure 9-39 when flow is supercritical (ft) H = height of rectangular culvert (ft) = normal depth of supercritical flow in the culvert (ft) 60 At in 40 _ p�I►�' ��3 tilb J O� N ,I►��a�l mcM PE- 20 TYPE L 00 .2 A � D . 6 .8 1.0 Yt Use Da instead of D whenever flow is supercritical in the barrel . * * Use Type L for a distance of 3D downstream Figure 9-38. Riprap erosion protection at circular conduit outlet (valid for Q/D2.; S 6.0) 9-76 Urban Drainage and Flood Control District November 2016 Urban Storm Drainage Criteria Manual Volume 2 Riprap Design for Circular Culvert Protection Outfall into Channel at FES POND EMI-WELD COUNTY Weld County. Colorado Job No.. Date 6/1 /19 Calculated By JEC Checked By: BEC DESIGN CRITERIA: Urban Storm Drainage Criteria Manual, Volume 2 KNOWN: DESIGN PARAMETERS VALUE Design Discharge (cfs) 16.5 Velocity at Tailwater (ft/s) 5.2 Height of Conduit (ft) 2 Tailwater Depth (ft) 0.66 DESIGN : Step 1: Determine O1(O` 5) O / (D`5) = 2.92 Step 2: Is Method Applicable, Q/(W`H' 5) <= 8.0 METHOD APPLICABLE Step 3: Determine Tailwater Depth to Height of Culvert Ratio Yt / D = 0.33 Step 1 : Determine Q/(D' 5) O / (D15) = 5.83 Step 4: Determine Riprap Size Using Figure 9-38 in UDSCM, Volume 2 Type L Step 5: Determine Expansion Factor Using Figure 9-35 in UDSCM, Volume 2 irtz tan -l) 3.7 Step 6: Determine At At = Q / V 3.17 Step 7: Determine Length of Protection Lp = 1/(2 tan q) * (At/Yt - D) 10.39 Step 8: Is calculated Lp greater than minimum Lp (3D) YES OK Step 9: Is calculated Lp greater than maximum Lp (10H or 10O) YES OK SUMMARY: DESIGN PARAMETER SIZE REMARKS RIPRAP TYPE Type L UseType M MINIMUM RIPRAP SIZE (in) 9 12 in MINIMUM LENGTH OF PROTECTION (ft) 10 13 ft Chapter Q Hydraulic Structures 0 = Expansion Angle 8 7 CD 6 in c ni v p h p O • ___ -0 O 4 '/ M � l -_ ' a• O , b ' 6Q Z 3 f O Eli Q a_ 2 f x w / „.", 0 1 .2 .3 .4 .5 .6 .7 .8 TAILWATER DEPTH / CONDUIT HEIGHT , Yt / D / D Figure 9-35. Expansion factor for circular conduits November 2016 Urban Drainage and Flood Control District 9-71 Urban Storm Drainage Criteria Manual Volume 2 Hydraulic Structures Chapter 9 H a = (H + Y„ ) Equation 9- 19 2 Where the maximum value of Ha shall not exceed H, and: Du = parameter to use in place of D in Figure 9-38 when flow is supercritical (ft) De = diameter of circular culvert (ft) Hu = parameter to use in place of H in Figure 9-39 when flow is supercritical (ft) H = height of rectangular culvert (ft) Y„ = normal depth of supercritical flow in the culvert (ft) 60 4O $MCP e FAQ tto ot-er -cm? %e oiQEM � 20 T1PE L OO .2 .4 . 6 .8 1.0 Yt / D Use ' Da instead of D whenever flow is supercritical in the barrel . * * Use Type L for a distance of 3D downstream . Figure 9-38. Riprap erosion protection at circular conduit outlet (valid for Q/D2_5S 6.0) 9-76 Urban Drainage and Flood Control District November 2016 Urban Storm Drainage Criteria Manual Volume 2 GCCONSULTING GROUP CM E,�pin..rig uno�.,►.ri+o Conn n s.rv�oss Appendix H Water Quality Pond DETENTION BASIN STAGE-STORAGE TABLE BUILDER LID-Detention.Version 1.07 (February 20171 holed: EMI Sin D: V02 POPO 1 •late —I .a a 1I- _ ellt ' r ` way( wog ' l -� � 1 - am i.re n' �• l Oedh Milani• 0 teriern- own' 'Ott•rn;,l Cot vi 'O°` Example tam Configuration Petition Pond) SNP-Sligo Sep :.:..-ee Le ph Vwdar Ate `r..-.+. Ares Vai nr Winn Deearyanr• to =ter^. 06 90 6141 4 +t-.. .7 0.041 Required Verne Cak+dron Toydleaoynd - pap - - - 0 0.002 Sided SNP Type• MI 60S - 0.12 - - - 100 0002 12 0.000 Wished Area• 4.c eons 4086 - 042 - - - /.OM 0.024 266 0007 Wdeatd Leah• 450 a 606 - 1.12 - - - 2.824 0060 1.1119 0.827 Winne Shp• Q@5 ea 46et/ - 102 - - - 33]6 Q074 2.610 0014 Writhed luepeeaane&• 67.00% pecan'+ 406 - 2.12 - - - 110 0.066 4.461 0.102 Pecange Hydro6r,.Sal Group A• 0.0% pies 411015.5 - 242 - - - 4,537 0.104 6.588 0.151 Peceaq.rydrdayc Sul Group 8• 100.0% pecan 406 - 112 - - - 5.272 0121 11019 0207 PeawpeF%aS,.Sal Goya CO. 00% piece CU - I 162 - - - 7.7% Q176 12275 0182 Dared WOCV Rest Thu• CO his - - - - . lxan/e t.tr Ra id Orple• La bans - - - - Mk,OuiyC]pee*law MlOCTp• 0101 ao.lr tr.rr .-, -.-m- — — _ E•cae Than Read Mane tELRVh• 0370 acwhe '" '`•c:y., — — -. lye Rune Wine R1.0RI• 0.000 acre id inches - - - Syr Rend Wane(P1• 1.46n.1• 0.386 emoted $46 Incites - - - - Sr RIM.Warr P1•1.75 R)• 0.160 aoo-led 1.75 arinns - - - - 2544Red Vier el•Oa.L• 0.000 eases nese - - - SOyr Rue Milne 0.1•0 fro• 0000 flair wog - - - - l00yn mat flaw CP1•2.72 n.)• 0904 awSee 2.72 nee - - - 500yr Rid Wane IP1•0 n.)• 0-000 mail n ba - - - agrrnenne 270 Dili Mire• 0000 aweCS - - - 1`onromat.5r carer fin,..• 0.344 aoea•r - - - appre•...a,1070 Detention Volume• 0.444 W&.d - - - awn ne Diem Volume• 0.000 ear - - - ropn'auat•e 5070 Oderwt Vine• 0000 aae1e11 - - - - IlVamre 100gr Oireon Winne•- 0.514 aoMw - - - - Stegeitorage Calculation - - - - 2bee 1 Mine MDCM• 0.101 aae/ad - - - - Sina law 2 Stag•Volnr 1044en•O• nil Taal dflenh,a.wire - - - - SdeetZar7 Swap Vine Mime• aoNed 'a Ie a a than l dpyer - - - - o Tad Detain Bann Volume• 0.101 404(4 -lime - - - - bid Sucins *umg•Mr 0514• ar M1 vs - - - - dSti Stine Cite w a - - - - Tad Nadi•Daataot DSO M..•1• IM a 00 d _ _ _ Dip' TrSSOurrelpt,cl• tat a S7M M amend _ _ - •d alamend lSe t Vai . l as - - _ - Slopns d hien Bran Sens IS•..I• 1Rar Ky _ - _ NM,linri40W)Rln Rain Ot,w)• test " _ - _ '5"d'°'""" " yea NO DETENTION REQUIRED 1 Srino Wane tamp 0...i• ya a - _ SuclOegr Vine Wdh Matt I• user a - - - . De8a•nRooM,mr e l• m e - - - - plad Underarm Roar(1.,w)• as a - - - - waft el Sao AalW,nal• a a - - - Mee d Ben Root tAn«al• nee a4 - - - - Vine d Saw R0aN,,nail• 4n IQ - - - - Omer di nlin(1{...)• in a - _ - tenet el Ma Ban 0...w.r• a e - - - - Wia d Man Bien alV,.a„r• Ina a - - - Ina Man Been AAA")• tae a.! .. - - - VOW*d Mtn Bain AL..i• as el - - - - iln.dost Tend Ben Minn N,.•.,I• art aloe - _ - - L16Odeaon •107 WO Pr7•C 1.tin VWOI$,034 AM i Detention Basin Outlet Structure Design UD-Detention,Version 3.07 (February 2017) Project: EM Basin D: WO POND 1 _ TRINE s if : 4 ! , T Stage(ft) Zone Volume(ac-ft) Outlet Type Zone 1 (WQCV) 2 11 0.101 Orifice Plate `IOOTEAR Zone 2 ROME I Ann 2 CRIME evasuw>tr O en= Zone 3 root. Example Zone Configuration (Retention Pond) 0.101 Total User Input:Orifice at Underdrain Outlet(typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A i ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft' Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid= N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir(typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice= 0.00 ft(relative to basin bottom at Stage=0 ft) WQ Orifice flea per Row= 3.403E-03 ftz Depth at top of Zone using Orifice Plate= 2.12 ft (relative to basin bottom at Stage=0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing= N/A inches Elliptical Slot Centroid = N/A feet Orifice Plate:Orifice Area per Row= 0.49 sq. inches(diameter=3/4 inch) Elliptical Slot Area= N/A ft` User Input: Stage and Total Area of Each Orifice Row(numbered from lowest to highest) Row I (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid(ft) 0.00 0.70 1.40 Orifice Area (eq. inches) 0.49 0.49 0.49 Row 9 (optional) Row 10 (optional) Row II (optional) Row 12 ioptional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid(R) Orifice Area (sq. inches) User Input: Vertical Orifice(Grader or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice= ft(relative to basin bottom at Stage=0 ft) Vertical Orifice Area = ft' Depth at top of Zone using Vertical Orifice= ft(relative to basin bottom at Stage=0 ft) Vertical Orifice Centroid= feet Vertical Orifice Diameter= inches User input: Overflow Weir(Dropbox)and Grate (Flat or Sloped) Calculated Parameters for Overflow Weir Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = 2.12 ft(relative to basin bottom at Stage=0 ttl Height of Grate Upper Edge,H,= 3.54 feet Overflow Weir Front Edge Length = 2.92 feet Over Flow Weir Slope Length= 5.84 feet Overflow Weir Slope = 4.00 H V(enter zero for flat grate) Grate Open Area/100-yr Orifice Area= 4.07 should be>4 Honz Length of Weir Sides= 5.67 feet Overflow Grate Open Area w/o Debris= 12.80 ft2 Overflow Grate Open Area%= 75% %,grate open area/total area Overflow Grate Open Area w/Debris= 6.40 1t' Debris dogging%= 50% % User Input:Outlet Pipe w/Flow Restriction Plate(Circular Orifice, Restrictor Plate,or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe= 0.00 ft Id:stance below basin bottom at Stage=0 h1 Outlet Orifice Area= 3.14 ft' Circular Orifice Diameter = 24.00 inches Outlet Orifice Centroid= 1.00 feet Half-Central Angle of Restrictor Plate on Pipe= N/A N/A radians User Input:Emergency Spillway(Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 3.12 ft (relative to basin bottom at Stage=0 ft) Spillway Design Flow Depth= 0.66 feet Spillway Crest Length = 10.00 feet Stage at Top of Freeboard= 3.78 feet Spillway End Slopes = 4.00 H:V Basin Area at Top of Freeboard = 0.18 acres Freeboard above Max Water Surface = 0.00 feet Routed Hydrograph Results Design Storm Return Period a WOCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year S00 Year One-Hour Rainfal Depth (in) a ` 0.53 1 07 0.00 1 46 1 75 0.00 0.00 2.72 0.0VolumeCalculated Runoff Volume(acre-1l)_ 0.101 0 339 0 000 0.366 0.480 0.000 0.000 0 904 0.000 OPTIONAL Override Runoff Volume(acre-ft) _ Inflow Hydrograph Volume (acre-R) = 0.101 0.339 UN/A 0.366 0.480 ttN/A tiN/A 0.905 UN/A Predevelopment Urvt Peak Flow. q(cfs/acre) = 0.00 0.00 0.00 0.03 029 0.00 0.00 1.77 0.00 Predevelopment Peak Q(cis)= 0.0 0.0 0.0 0.1 1.3 0.0 0.0 8.2 0.0 Peak Inflow Q(cis)a 2.2 7 2 rIN/A 7.8 10.2 UN/A UN/A 19.1 eN/A Peak Outflow 0 (cis)= 0.1 4.4 ttN/A 4.9 7.3 kN/A MN/A 17 2 ttN/A Ratio Peak Outflow to Predevelopment O = N/A N/A efx/A 38.5 5.5 xN/A xN/A 2.1 eN/A Structure Controing Flow= Plate Overflow Grate I UN/A Overflow Grate 1 Overflow Grate 1 oN/A UN/A Spillway 4N/A Max Velocity though Grate I (fps)= N/A 0 34 xN/A 0.4 0.6 xN/A xN/A 1.2 kN/A Max Velocity though Grate 2 (fps)= N/A N/A UN/A N/A N/A xN/A MN/A N/A xN/A Time to Drain 97%of Inflow Volume (hours)= 38 34 xN/A 33 31 xN/A aN/A 25 xN/A lime to Drain 99%of Inflow Volute (hours) = 40 40 rtN/A 40 39 MN/A tiN/A 35 SIN/A Maximum Ponding Depth(R)= 2.03 2 75 UN/A 2 78 2.93 eN/A xN/A 3.29 xN/A Area at Maximum Po nding Depth(acres) = 0.09 0 11 eN/A 0.11 0 11 ttN/A UN/A 0.14 ION/A Maxinum Volume Stored(acre-ft) = 0.094 0.163 IIN/A 0.168 0.185 tUN/A tiN/A 0.228 UN/A reD a a6 � D ►f1 .1 L�pS �pR} �OO >>>. 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BARS ON 1-3/If ` SECTION A- A CENTERS �� w/ I S FP. ` I �.� ,. ) ��. ��T 510 K IA DATES/REVISIONS S / / (5' nPf f 61.19 TT ._ PLAN VIEW ` „rig: J 'vont! 00319 IstsuawnMEEu OWLET STRUCTURE DETAILS I 1 _ - r.r _ r • — ..STAKE BLANKET TO CROWN) - I- • RO • BL TWIN 51014S zo aC MIN 24- 0'-4' T01SOt LAMA AND *OaOCN M4 STARES — I SEED AND MULCT - ' - -- - - AS RECADRE.D B1 HAAS AND NOTES: SOILPRO1ECT SP(CEICAIION5 EROSION CONTROL BLANKET AS D SEO,O OR POND SUbrIAARYTABLE CALLED FOR ON TI4E EROSION AR MOWN( I VOLUME I RtPWAP DUALS ARE APT:STEMMA 10 SLOPED AREAS CONTRA H.ANS ELEVAI)ON DISCHARGEJ ? tic uNWORMl1 6SR RIPRAP Br KARML MIN 754 Or APPROVED SQL O. I • —_, J VOIWE PRIOR TO PLACEMENT SEC PROZCT SPECfIG11ONS AND Pitt SON GINSHE) GRADE .0 MIN N . /1EIAOa ETON REQUIREMENTS GOR PHYSICAL CHARACTERISTICS DESIGN RIPRAP,GRAD[ 3- m.. - - CI JI O 5 I -�'( r- r011M PM X111 1101 3 PLACE GAl SOIL MR TO RESUII IN SECURIt♦ INTERLOCKED ROCK AT IN( DESIGN — ._ WNW( T ,NCANESS AND GRADE. CONING? AND Let TO CLAANAI( ALL VO0S AND 6- SERE USE 144 T minim +M NMI 111011 ROCKS PROJECTING (WRAP TOP AMOVE DESIGN WAGE CONY MIN APPROVED (TYP) '.) IP*WRAP MATERIAL rI0.-?4- ? IcP SOIL 6- AFTER SEINING . MIgt1(LY rd STARES SV:w. �7 • cowl. OR !AC D YUICN 011 u5l APP i NO P* .ECN AS CNL(0 WS IN (MIN) ;t( NON We.N * 6149E '+r' LAPEL wi An* ...r MO NI Napa I IrA IAMON MO SEDDON' CONTROL PLANS AND PROAC1 SPEC%QANp1(i (NN) OM-WCH TI CY NNW Ill "VIA o M1 Mit 'Lr 1'J/ INN' 1 I OD SIN(( WAIL TM111s/MBEAI - ON t 0061 } i VARIES RO PLANS)ANS) A919 60 - NORoo u L 670 - • \\ If MOB BO - - - IDNI 0614 1W 090( ,(i `- YM(PARI COYPAC ICO w1 - 1a - - - 141 OOo SIN loll C7 ` SUB-GRADE P(R PROJECT SPELT/CATIONS MW - Ip - - Sa( JON as } oat i! OR PLACE ON uN01STURBCD SW-GRADE I TYPICAL SECTION•SOIL RIPRAP WTI A11OSSON COSMOS la 400 ail !w Oa I.NI a to !1 SOIL RIPRAP TREATMENT DETAILS - /0 - _ is, 0 RNs 0151 a - /a - - - 61n 01n NI 0.911 e767 .i N.T.S. OW 10 - T.156 OW I ,??1 090 POND PLAN & It POND STAGE/STORAGE DETAILS CONSULTING GROUP Cs Appendix I Historic Drainage Map Proposed Drainage Map r — a 8 e CC : 1 C9\IS 2 Igo' X10 JO 0 to M s. 1CAl( 1•..+ Z ; O 9 1 U LEGENQ RS — - 0 04964 MONt• �/�.\ U �a __ - - - SA- _ _ 4_ - -- ._ - -- t_ - - _ - - - - _ - - - - i t • • J+NC torown . 8. 1f— • Ws �� 1 nag err 0 iw y t C&flCI(N1 ea /� o fi mows MC MS CI* STOW r- q • {AgC1J A 4.8 %ma stow 3 s • KOKllt• sWK1Mt y 1IO M X9 rgtliMSCb MAJOR in e YuyOa COY/Olq{ 3 • vum) *tat It MINOR coN!Quits a 46 O k4 b :NMI -___-__ '_____ Q Co i LASES(Nt oWl W Male ko C`gnu YIITA I .. C Z i • -F '.4u✓•I.1`MM•..:ur 011.41 1,IOtINS( 0 U O K� • 1 c64'.Mt I+SIYfM: a11N 4N a POUT we HB ti Wed •QtNOARY t� t� U U�r .r4 » (ON Pow {(P) INC. 0000 PO)KO x.4P _/ v IL • • H-A I • 0 • _ I ROW AIIgON 1 AL 414 i w E LIKAC4AK.Y oY[arlo« ro � : • o g I 1 Pet ingo W Ain Uw41 Ina fone FIa Ui11 N Oan Al AI 070 =Ji ib + 40 1 At - A7 or a!a 248 to • Al y 104 DOI an Al III Al AA 143 414 • Is Olt 0.10 on n ' Al r- en or or O • I 1--I —ii at e» nu eM I • ~Ib aT 01a oil I X ■ I n _ _ ii ea ar Ie: pATE•7 REVISIONS 1 MI M 511 ow IIt Ot.17.1• PIIEaMPMEETONOd N N 0Y H I 1St S • - iy N —071 so -'dfr-- 0•.00.1• 18T•Y•MUTTK • 1 lu4 NN}} f u asqq 1 1 ASca, 1�p 3/i �r I • I . euYZr t01A 4R i7• np �aT--`- --fyV'tTAAiA��3MD►r 2n Tr.-XX— • I - - 6►�' .kMwmnill ' =It--t►T(-1r — 1 1 —or-- MMIYifi'('i4'T4i 044 -Y'1'i- no Td— I ,t -- ia E'Ui is-aiYii'Oi3 - Iii i,4 I -Td;I .1i ' ,- +l '� _ . en S a7 e M s S a1 sa • • a>•aIi al al aalata� ■ n 5 at�a • n . OI! • • n al mt �5 ✓ / 'd gt HISTORIC DRAINAGE PLAN a . 6 lige 0 . gii 01 #.1.4 "2 i 70 0 D • l fa4■MV.q[v[ pfp 7CAl( 1••Ail a (WOWS KAM( PION ' VISTA VIEW DRIVE - pZ . . . 5M LEGEND ig U g ns rpo (N'ITS) 4 1 ` _ _ — — I� — — -lam ' , S 12171, �®- -r�-Y__ _ _ - - --- or POI ' •r..�, • 7e IA JUNCTION POST (JP-X) 1 OJT MSC (x0004 rM[O RO) �„ 111t�? • M YpOR WASP( CO[Yt�(4 TS ~� l7 • • A pi'ITS) I ■ANl OOALm PLW rASM o. /� CO }r • �!-a •, j/ ,• asocv itt4�fo•aiu AA[ii Ab 120. at '�' .. I�wOOR irIRIL C p SA S11 r M r` ■Ol'r Ittr.Ifia00 (AO■lS) Ax ~ YS B5 01400 Or■Q (s twc r 0r[n I WO 01 4100040 701 • AC , - YA.q MM. �, / W>A ® r w • 1 I la Q ■H[LIY.N)I1.i flirt R7r rM1NOANT Cr00it •CAF r�• -•. / (tt[ANW� \ maw It6711 I 000POSL0 WASOR M . en �� `-�'�� + I \\\1 u Sro�P[ J f (r tW BLOCK 7 r Ewa ca,la Ra :rod Q a�! I ,' --1 - - M1t 1O1 2 tlusnNc MAJOR _ O U PIS ■ 1+ • • • .i■■i r "�• • A5 I r VISOR coNLwws (�3j' BLOCK 7 • r a saint Z z..-- J LOTS ` 3 7 As t ~°ic n°• I USLLriNT OH l i RS SA al 1 ' - 1H LI-CS OLRASLOP[ g ,J (i•tES) ' e r- B6 � n1c.NAN: M , • t C. ID i 7 I ro PROPOSED STOMA SEWER C Z III `Y;m ay. I -.I ar: aod- _ � /uwrc STORY HWU O r ..;Sr teAyi N fES 2 IaO ASS R■IfllAw `w. ITS L • I 4 •' (NT•to - I ♦ MBA [AS[iW■1 MM Mr l ■Al 1 (N•WS) .— — ~ 77 q to rALN BOUNDARY aw ew Li. V T 7.. ■ ■ � • • IOC ►V CL lD t$ 50e•J - ,1ifa IN r IA I LOW POIN) (LP) / wrll POPII (.P)•LP xnp '� Q ~8 e {dl i.v I g . nt' J 11011 ARROW _opj_ _ . . 14çd INL SAII + C ' yr r io ' E ,arl .n_ -1 BLOCK ) -- - / - O LOTI \ I ( I� I V x _ I PROPOSED BL r tI On* VMS" r.iwu.r w r°o.ro. COy S I ( I rows OM■ar1 Are. a..,■ !NOON {.r dr. 1 NIOp is r — I r po.0 lag OM U) r \Z.4" ' I I Al Al 0'n 211 .U al At all 0■ + ta: / II . •`� —°^ I _ I I _A.7 y r al-- _ a! - f ii ` -f I M as ,-Ca 414 NI A► of 01I 010 I 017 .. "�i , �- I N As Oat aio j o■ O - ` '1 OMY LOT 9 St rt 0 V 074 I 124 1 -- I b u Oil oM T .w DATC•I REViS10618 101 8 77.»L7 - I 'M - - F --lir --'bib—.` :.;•I -tTi— 0111,1• PREvRPP MEETING . - u kW i .. - I PO n oil 11► etw Oi.W.I• 18T BU•W17A1 - � _ . _ / I I r On 010 o ttlr OA _ LS*lei GAO _ N� _SA -!b lit II i nAY 1 �r� • lA Uti no awn l r.r tSY bU —'11Tr'-. 63 . �'••��r �,► • a WHO) A3 I iw"+i tw A ,rr ).a tr . ■NA) on OE% 7�0 f0T t}� f �. ` ' 7 Lryyl,)�_�•7'[IWSt ,� _ -- I• SWIM W AS Ae Al 064 _ )/'- III 1771 84 7'trr11 1 Ii Q l� of AI U SUN( 13-IA Oi.A6 66 A 11(' "'—171--1/1- 171— -1/ ° R 6 I - I I j iwu sl.Oil - - is I% \ oz as.• / ACA ! -- l3Fii iii ii a 142ia r 11 i'-`- In I *AIM r7 rarHrOle to ai6 CI 1 B1 mil IL - I I • j • 111/4,,s. OS-B I • SKYWAY DRIVE ` (9j '0S•A , � • a . �. • . _ • li C9 i 1 DRAINAGE PLAN WEEKLY LANDSCAPE & IRRIGATION MAINTENANCE CHECKLIST Place a check mark by each item completed during the past week. 1 . Mow and edge lawns if needed. 2. Prune back any shrubs overhanging curbs or sidewalks. 3 . Prune back any groundcover overhanging curbs or sidewalks. 4. Remove litter and leaves from plants, planters, and parking lots. 5. Remove any broken or fallen branches from trees. Remove sucker growth from tree trunks. 6. Remove any weeds larger than 2 inches (5 cm) high or wide from planters. Weeds 2 inches (5 cm) and larger must be removed, not just killed. 7. Replace bark mulch which has been knocked or washed out of planters. Smooth mulch layer if it has been disturbed. 8. Replace decorative rock which has been knocked or washed out of planters. Smooth decorative rock surface if it has been disturbed. 9. Check plants for signs of stress or disease. Replace any plants that meet conditions for replacement at thecontractor's p expense. Request authorization to replace other dead or missing plants. Note: You must request authorization to make replacements within one week of the damage becoming evident! 10. Sweep or blow clean all walkways, curbs, and gutters. 11 . Treat for any signs of disease or pest infestation. 12. Complete any items required on the Monthly Checklist. 13 . Hand water any plants that are dry and stressed. 14. Check the irrigation system. Make emergency repairs as needed or request authorization to make major repairs. Note: you must request authorization for repairs within one week of the damage becoming evident! 15. Adjust the irrigation controllers for current water needs of plants. Checked by: (Print Name) Signature: Date: MONTHLY MAINTENANCE CHECKLIST January: 1 . Prune any tree branches that interfere with public safety. Prune all parking lot and street trees yearly to encourage strong upward growth. February: 1 . Apply granular fertilizer in late February. Be sure to make application prior pPyry pp p o to a moderate rainfall in drip-irrigated planters so the rain will wash the fertilizer in ! 2. Submit receipts to owner's authorized representative as proof of fertilizer purchase. 3 . Add new mulch to planters where the mulch depth has been reduced to less than 2 inches (5 cm) thick. Mulch not required where shrubs or groundcover completely hide the soil surface from view. March : 1 . Plant annual color for spring/summer bloom. 2. Flush out irrigation systems as needed and check for proper operation of each valve zone. 3 . Remove and clean wye filter screens. 4. Clean or replace plugged sprinkler nozzles. Replace plugged drip emitters. 5. Replace irrigation controller program back-up batteries. April: 1 . Add new mulch to planters where the mulch depth has been reduced to less than 2 inches (5 cm) thick. Mulch not required where shrubs or groundcover completely hide the soil surface from view. May: 1 . Apply fertilizer to all landscape areas. The May fertilization of shrubs/groundcover areas may be deleted when the plants reach maturity or completely fill the planters, without space between them. Written authorization from the owner's representative is required before the foliar fertilization may be deleted from the required work. 2. Submit receipts to owner's authorized representative as proof of fertilizer purchase. June and July: 1 . Prune spring & winter-flowering shrubs as needed to maintain proper shape. 2. Add new mulch to planters where the mulch depth has been reduced to less than 2 inches (5 cm) thick. Mulch not required where shrubs or groundcover completely hide the soil surface from view. August: 1 . Apply fertilizer to all landscape areas. The August fertilization of shrubs/groundcover areas may be deleted when the plants reach maturity or completely fill the planters, without space between them. Written authorization from the owner's representative is required before the foliar fertilization may be deleted from the required work. 2. Submit receipts to owner's authorized representative as proof of fertilizer purchase. 3. Add new mulch to planters where the mulch depth has been reduced to less than 2 inches (5 cm) thick. Mulch not required where shrubs or groundcover completely hide the soil surface from view. September: 1 . Inventory all plant materials. Inventory shall include an exact count of all shrubs and trees, itemized by planter. Replace any dead or missing plants subject to the terms of these specifications. 2. Prune perennial bulbs back to ground level as soon as leaf blades yellow and wilt due to cold weather. Apply 3 inches of mulch on ground surface over bulbs to insulate from cold. 3. In areas without snow. plant annual color for fall/winter bloom. October and November: 1 . Apply fertilizer to all landscape areas. The October fertilization of shrubs/groundcover areas may be deleted when the plants reach maturity or completely fill the planters, without space between them. Written authorization from the owner's representative is required before the foliar fertilization may he deleted from the required work. 2. Submit receipts to owner's authorized representative as proof of fertilizer purchase. 3. Prepare irrigation system for winter. Make sure backflow preventer is well insulated or drained prior to first freeze. Blow out pipes using compressed air in areas where freezing could result in breakage. 4. Add new mulch to planters where the mulch depth has been reduced to less than 2 inches (5 cm) thick. Mulch not required where shrubs or groundcover completely hide the soil surface from view. Decem ber: 1 . Prune any tree branches that interfere with public safety. Prune all parking lot and street trees yearly to encourage strong, upward growth. 2. Prune summer and fall-blooming shrubs as needed to maintain proper shape. LANDSCAPE MAINTENANCE INTRODUCTION All of the instructions provided in this maintenance package are general guidelines to proper care of your landscape . There are many variables, which can affect your landscape; the most important is weather. As you know, Colorado weather is always unpredictable in both summer and winter. Temperature, natural moisture rates, and the wind will all play an important role on the amount of moisture needed for your landscape. Check the moisture content of plants and lawns bi-weekly to determine their current needs. We find that over watering is often as much, if not more, of a problem as under watering . Please remember to keep these variables in mind and make the proper adjustments to maintain a healthy landscape. Basic Landscape Guidelines : 1 . Implement regular maintenance schedules that include checking, adjusting and repairing irrigation equipment; resetting the automatic irrigation controller; aerating and dethatching turf; replenishing mulch ; applying fertilizer; pruning and weeding . 2 . Monitor landscape quality to identify strengths and weaknesses of existing landscape management. Results should be used to revise management and maintenance strategies. 3 . Regional variations in soil moisture, air temperature, water quality, and soil chemistry will all affect maintenance schedules. 4 . Limited fall and winter watering may be required in some cases (e .g . , newly planted trees, shrubs) to prevent root damage and winter desiccation . If required, only water when air and soil temperatures are above freezing . 5 . Particularly for large sites, keep records to document changes on the site including turf quality, irrigation system efficiency, pest levels, etc. A computerized database or spreadsheet is recommended for large landscapes . NEWLY SODDED LAWNS Immediately follow sodding 1 . New sod should be watered twice daily for the first two weeks. Once it is well knitted to the soil, readjust the watering schedule . The sod should be kept damp . 2 . All traffic across new sod should be kept to a minimum as it separates seams and disturbs the underlying grade . First mowing 1 . The first mowing can usually occur about three weeks after installation or when sod reaches heights of 3 1/2 to 4 inches tall . 2 . Adjust mower height to approximately 2 1/2 to 3 inches and be certain that the blades are sharp. 3 . Do not water the day before mowing, as this will mat the new sod . 9� 4. Mow your lawn frequently enough so that no more than one-third of the grass blade is removed during a single mowing . For example, if maintaining the grass at a height of 2 1/2 inches, cut the grass by the time it reaches 3 3/4 inches tall . This requires changing the mowing schedule to reflect how quickly the grass grows. This can range from four to ten days between mowings. 5 . Grass undergoes less stress when the amount of blade left on the plant can still function efficiently. The preferred height to Colorado turfgrass species such as Kentucky bluegrass and long Fescue is 2 1/2 to 3 inches . The minimum height is two inches. Mowing grass to a height of less than two inches can reduce drought and heat tolerance, and cause a higher incidence of insect, disease and weed pest problems. "Scalping " is never recommended . 6. Leaving clippings on the lawn can be beneficial to the plants and save mowing time. Clippings break down quickly, which allows nitrogen and other nutrients to be recycled . Clippings can also encourage the growth of beneficial soil microorganisms. Studies show that it takes less time to mow more often and leave clippings on the lawn than to mow less often and catch and bag clippings for disposal . Mulch- mowing turfgrass at a height of 2 1/2 to 3 inches helps turfgrass develop deeper root systems. Mulched grass clippings can return roughly 25 to 30 percent of the needed nitrogen that grass requires in order to remain healthy, thereby reducing fertilizer requirement. Avoid throwing grass clippings onto streets and sidewalks to reduce nutrient pollution to surface waterbodies . 7. Keep grass long (3 — 3 1/2 ") during the hot summer months to reduce water needs. Remember to decrease irrigation when implementing this practice . 4 8. Mowing equipment should be well maintained . Sharpen blades several times per season . Shredded or white tips of grass blades are an indication of dull or damaged mower blade that needs sharpening . Use the operating and service instruction manual provided with the mower, and consistently performs the suggested maintenance . A competent service person should thoroughly inspect the mower at least once a week . Weeding/Fertilization 1 . After the second mowing, feed your new sod with a high nitrogen fertilizer. After the first season , a pre-emergent should be used in early spring to keep the grassy weeds to a minimum . After approximately two years, you may find it necessary to use a broadleaf herbicide to help control encroaching weeds . 2 . At approximately six week intervals from April through October, fertilize you lawn with a well balanced (20- 10-5) fertilizer at the recommended rate. Remember, more frequent, light applications will give better color than less frequent heavy applications . General Notes 1 . Once established, a new lawn will perform better when watered thoroughly a fewer number of times rather than lightly a greater number of times ( i . e . 20 minutes 3 times a week vs . 10 minutes 6 times a week) . This promotes a deeper root growth and a healthier strand of grass. Sod should always be watered to avoid run off. 2 . Winter watering is important, especially the first year when the root system may not have fully developed . Water your lawn at least once every four weeks, from November through March during dry periods . 3 . As your lawn gets older, you will need to aerate it in order to facilitate air movement as well as fertilizer and water intake. We recommend aerating your lawn at least once per year. Depending upon the traffic your lawn is receiving, aeration may be needed as soon as the second year and as often as two times per year. NEWLY SEEDED LAWNS Immediately following seeding 1 . Keep seedbeds evenly moist at all times until most of the seed as germinated (approx. 10-21 days depending on the type of seed) . Over-watering will cause erosion, run off and drowning ; drying between waterings may cause the seedlings to die . 2 . Once the new lawn is up, reduce the watering slightly. Do not allow the seed bed to become excessively dry as it will stress the new seedlings. Frequent, light waterings are needed until the seed has germinated and should then be reduced . 3. Do not apply herbicides to the new lawn until after the first growing season, as these will burn the new seedlings (see "Weeding/Fertilization ") . Work in a starter fertilizer at the rate recommended on the label. First mowings 1 . The first mowings can usually occur between three and four weeks after the seeding has taken place . Mow in alternating directions without catching clippings unless there is an abundance of flowing seeds. 2 . After the first several mowings, you can begin to catch the clippings if you choose. Mow approximately once a week during the growing season at a height of about 3 inches . Weeding/Fertilization 1 . After the grass plants have two leaves, you may want to apply a light application of a high phosphate fertilizer. If you start to see yellowing of seedlings, this also indicates it is time to fertilize. 2 . After the first several mowings, the lawn is ready for an application of "weed and feed". Be careful not to apply too much as this will burn the young lawn . A liquid spray application of a broadleaf herbicide can also be used (it will be more effective on weeds) . Be sure to follow the directions on the label carefully. 3 . At approximately six-week intervals fertilize your lawn with a well balanced (20- 10-5 ) fertilizer at the recommended rate. 4. If weeds persist, mow them before they flower, making sure to catch all clippings . Also make several follow-up herbicide applications; spot spraying will probably be more effective and more efficient. 6 General Notes 1 . Do not be alarmed if weeds should appear in your new lawn as this is perfectly normal . These weeds have come from seeds found in your soil or have been blown in . 2 . Once established, a new lawn will perform better when watered heavily a fewer number of times rather than lightly a greater number of times. This promotes deeper root growth and a healthier strand of grass. 3 . Never remove more than 1/3 of the grass blade when mowing . 4. Winter watering is important, especially in the first year when the root system may not be fully developed . Water your lawn at least once every four weeks. 5 . It will take approximately one year for your lawn to fill into a full turf area . LAWN CARE Lawn Watering 1 . Water the lawn uniformly until the soil is moist to a depth of 8 to 12 inches to encourage deep roots . 2. Follow a regular maintenance schedule to prevent stress, disease and turf injury. 3 . Water early in the mornings or between the hours of 10 P . M . and 6 A. M . when temperatures and winds are at their lowest levels to reduce water loss. Sprinklers are also typically more efficient during these times due to better water pressure . 4. Follow a regular maintenance schedule to prevent stress, disease and turf injury. 5 . Proper irrigation can minimize the amount of fertilizer and other chemicals that are leached below the root zone of the grass or washed away by runoff. Properly maintain the irrigation system to ensure that the irrigation is being applied at appropriate rates and to the turfgrass, not the sidewalk. Excessive irrigation after fertilization may cause leaching or surface runoff that pollutes waterbodies, while lack of irrigation may result in inefficient utilization of the fertilizer. 6. Irrigation efficiency is equally dependent upon a good design , correct installation and proper maintenance. Use only qualified (e.g ., licensed, certified as needed ) irrigation professionals for all phases of irrigation management. Lawn Aeration Aerate lawns to reduce thatch, thereby improving nutrient and water uptake, reducing runoff and reducing compaction . The primary factor leading to thatch 7 problems is soil compaction . Thatch problems are very common on new sod laid over clay-type soils. Other factors include excessive nitrogen fertilization, infrequent mowing and vigorous growing turf varieties. Some lawn pesticides also contribute to thatch build-up, so avoid unnecessary use of these chemicals . 1 . A lawn typically needs aeration and/or de-thatching if the thatch level is one- half inch or more. 2 . Water the lawn the day before aeration to soften the soil . Make enough passes with the aerator to make plug holes at two-inch intervals. 3 . Do not aerate when it is extremely hot and dry. 4 . Aerate turf once or twice per year, as needed, in the early spring and/or late fall to aid in capturing the natural precipitation during non-weed germination periods and prior to adding organic materials and fertilizers. 5 . For maximum effect, leave the plugs on the lawn surface for a few days to allow rain and irrigation water to wash the soil from the plugs. The remainder of the plugs than can be picked up if desired . Lawn Fertilizing 1 . When applying fertilizer, broadcast it uniformly over the targeted area of the landscape . 2. If possible, properly irrigate turf following fertilization to help grass utilize applied nutrients and to minimize the potential for fertilizer burn . Care should be taken to avoid excessive irrigation that would result in fertilzer being washed away. Similarly, avoid application of fertilizer immediately prior to heavy rainfall. 3 . Fall is the best time of year to fertilize bluegrass lawns to promote a healthier turf before winter, a healthier root system, and turf that greens up earlier in the spring without excessive top growth . Fertilize with nitrogen sometime during late September to early November along the Front Range, and earlier in the mountains to ensure nitrogen is applied two to three weeks before the ground freezes. 4. Over—application of nitrogen fertilzer in April may cause grass to grow too fast before roots can support the growth, resulting in less heat tolerance . 5 . Recommendations for fertilizer application vary among industry professionals. CSU Cooperative Extension 's fertilizer recommendations for established Colorado lawns are provided in the table below. Site-specific conditions should be considered when determining the need for fertilizer. 8 CSU Cooperative Extension Recommendations For Nitrogen Application Rate in Pounds Turfgrass Mid- May to July to Mid-August Early Species March Mid- Early ' To Mid- October to to Junes Augusts Septembers early April" November" High 0 . 5 - 1 1 Not 1 1 -2 Maintenance Required (optional) Bluegrass Ryegrass Low 0.5 0. 5 - 1 Not 1 1 Maintenance Required (optional) Bluegrass Tall Fescue 0. 5 0. 5 - 1 Not 1 1 Required (optional) Fine Fescue 0 . 5 0. 5 - 1 Not 0 . 5 — 1 1 Required (optional) Buffalo grass, None 0. 5 - 1 0 . 5 - 1 None None Blue Grama Bermudagrass Notes : A The March-April nitrogen application may not be needed if prior fall fertilization Completed . If spring green-up and growth is satisfactory, delay fertilizing to May or June. B Application rates may be reduced when grass clippings are left on the lawn . On very sandy soils, do not fertilize turf after late September to prevent nitrogen from leaching into groundwater during the winter months. D Apply when the grass is still green and at least 2-3 weeks prior to the ground freezing . Optional nitrogen applications are indicated for use where higher quality or heavily-used turf is present. 6. Keep fertilizer off of streets, sidewalks and driveways to prevent water pollution . Fertilizer that inadvertently falls on impervious surfaces should be swept back on to the lawn . 7 . Maintain a buffer zone around wells or surface waterbodies where fertilizers are not applied to minimize pollution . Consult the fertilizer product label and local regulations and landscape ordinances for appropriate distances . Research in this area is limited ; however, CSU Cooperative Extension recommends a buffer of 6 to 10 feet for mowed turf areas. 8 . Special Regional or Industries Considerations/Adaptations : • Phosphorus can be beneficial to soils along the Front Range and mountains of Colorado, particularly in sandy soils. Phosphorous does not move out of the soil like nitrogen, so constant additions are unnecessary . Phosphorus is commonly overused and application should always be based on soil tests. Phosphorus washing into surface water bodies can lead to excessive algae growth . • Soils along the Front Range and in many mountainous areas containing abundant potash, so it's unnecessary to add more . 9. In areas with sandy soils, it is particularly important to avoid over-application of fertilizer that could leach into groundwater. These areas may be particularly well suited to slow-release fertilizer forms and conservation application rates. PLANT MATERIAL Pruning and Trimming 1 . Regular watering of trees is important because moisture stress is a precursor 9 p to many diseases and insect problems. Trees may be deceiving in that they may not show stress for several years after drought damage. It is also important to keep in mind that too much water can also cause problems. 2 . Trees and other woody plants typically require watering for one to two growing seasons to become established . This includes winter watering for newly planted trees, particularly evergreens when snow is absent. In drier winters, existing larger trees can also benefit from winter watering, which generally means a deep soaking once a month when temperatures are above 40 degrees Fahrenheit. 3 . Practice plant health care (PHC) programs and proper tree maintenance to create healthy trees and landscapes. 4. DO NOT ignore your plant material . It has very specific needs that, if provided for, will keep it looking great for years . 5 . Properly prune or trim young shrubs and trees just after their flowering period only as necessary. Pruning will not generally be necessary for two to three years. This will help develop structures so that they are well suited to the site and their intended landscape function . 6 . Prune trees to remove dead, broken, insect-ridden and diseased branches to maximize plant health and to minimize pest invasion . Make all cuts clean . Do not "top" trees. 7. Protect young trees from winter sun damage by wrapping the trunk with tree wrap. All deciduous trees should be wrapped from the soil surface to the first branch each fall (approximately November 1St) . Secure wrapping with masking tape or stretch-tie . Do not use electrical tape or string . Deciduous trees should be wrapped for the first four to five years after planting . 1O 8 . Remove wrapping after all chance of frost has passed ; usually around April 1st. It is important to remove the wrap in the spring to prevent insects and diseases from harboring beneath it. 9 . Remove stakes after the second full season of growing . 10 . In Front Range communities, a goal of 20 percent canopy coverage is recommended . The "urban forest" provides multiple benefits such as reducing stormwater runoff, providing shade and protecting against the wind . Perennial Flowers 1 . Perennials must be fertilized in order to perform well . 2. After perennials flower, the seed heads should be removed to promote plant growth instead of seed production . 3 . Perennials should be cut back to the ground in late fall or early spring . 4. After several years, some perennials may need to thinned or divided . A reduction in flower production is generally a good indicator that this needs to take place . Plant Watering 1 . It is better to water heavily a few times than to water lightly a greater number of times. Over-watering is the major cause of problems in plant material and is much more difficult to correct than under watering . Most established vegetation does not require more than one inch per week depending on the season and rainfall . Plants will develop deeper roots and ultimately require less watering, when not over-watered . However frequent, light sprinklings moisten only the surface and may cause shallow-rooted turf and increased weed seed germination . 2 . Check soil moisture as often as possible to determine water needs of the plant. The soil should be moist, not wet. Never water if the soil is still wet. 3. Irrigate according to the requirements of the plants, not on a fixed schedule. The duration of irrigation is typically what needs to be modified based on evapotranspiration ( ET) . 4. When determining the water needs of planted areas, dig down about 8 inches to determine the moisture content of the soil . Do not worry about the dryness of the top inch of soil . If the soil is too dry to form a ball when squeezed in the hand, it needs water. 5 . Water trees and shrubs, which have deeper root systems, longer and less frequently than shallow-rooted plants . 6. When watering plants on slopes, compacted soil, and/or sandy soils, a series of several light applications instead of one continuous application is typically appropriate to account for the lower intake rates of these soils . Irrigation systems should also apply more water at the top of the slope and less at the base to prevent excessive runoff. i 7. Winter watering is extremely important to minimize stress to trees, P shrubs, plant and turf on the Front Range and other areas receiving low winter precipitation . This should take place approximately every three weeks or when there are spells of dry, warm weather. Deep root watering on all trees is also a good practice, especially with newly planted evergreens. Plant Fertilizing Properly apply fertilizers based on the specific needs of plants, particularly as P Y PP Y P identified by appropriate soil or plant tissue tests. Apply fertilizer only when needed to achieve a clearly defined objective such as increasing shoot growth , root growth, flowering or fruiting ; establishing newly planted appearance; or correcting or preventing nutrient deficiencies. 1 . All plant material should be fertilized each spring with a well-balanced fertilizer. 2 . Follow all container directions carefully when fertilizing or treating for insects. Remember, " more is not always better". 3 . Because manufactured fertilizers can be relatively high in nutrient content, it is critical to follow the manufacturer's directions, using the minimum amount recommended . Over-application "burns" leaves and may lead to water pollution . 4 . All plant material should be treated with chealated iron approximately twice per growing season . This keeps the leaves from yellowing . 5 . Only apply nutrients the plant can use . Fertilizer labels identify product contents in terms of ratios that indicate percentage of ingredients by product weight. 6. When practical and appropriate, base fertilizer application on soil analyses . Be aware that at many new home sites, "basement" topsoil may make obtaining representative soil samples challenging . 7. Prior to fertilizing, modify soil as needed to improve nutrient uptake . 8. Utilizing split applications of slow-release (controlled-released ) fertilizer forms such as IBDU, sulfur-coated urea and natural organic-based fertilizers (not to be confused with raw manure) to minimize the risk of nutrients leaching into groundwater or running off in surface water. When properly applied, other forms of fertilzer can also be safely used, provided that over-watering and over-fertilization do not occur. 9 . As a general rule, the Colorado Nursery Association recommends waiting until the second growing season to fertilize ornamental plants. Commercial fertilizer should not be used in the backfill where it comes in direct contact with the roots. After the plant becomes established, the proper use of fertilizer is beneficial to the health, vigor, and vitality of the plant. 1 , 10. Correcting iron deficiencies in soils is difficult. For best results, choose plants adapted to alkaline soils . 11 . Tree rings have been provided to increase moisture retention and prevent mower/trimmer damage . All weeds and grasses need to be removed from these areas and new mulch added as necessary. The most common loss of trees in turf is due to line trimmer damage. Pesticide and Herbicide Grass Application Apply pesticides and herbicides at minimal levels in accordance with the label and targeted to specific disease and weed problems. 1 . Apply pesticides and herbicides according to the label — it's the law! 2 . Apply pesticides and herbicides only when needed and use in a manner to minimize off-target effects . 3 . Ensure chemical applicators receive thorough training and proper certification prior to chemical use . Individuals and companies hired to apply pesticides must be licensed in the appropriate categories by the Colorado Department of Agriculture (CDA) . Limited commercial applicators and public applicators not applying restricted pesticides, who have submitted to the jurisdiction of the CDA, must follow all record-keeping and other procedures as established by the CDA. 4 . Know characteristics of the application site, including soil type and depth to groundwater. Be aware of any drinking water wells down gradient of the operation . 5 . Select pesticides and herbicides best suited to the characteristics of the target site and the particular pest or weed . Half- life, solubility and adsorption should be compared tot sire characteristics to determine the safest chemical . Choose least toxic and less persistent sprays whenever possible based on comparison of labels and associated material safety date sheets (MSDSs) . 6 . Employ application techniques that increase efficiency and allow the lowest effective application rate . Carefully calibrate application equipment and follow all label instructions . 7. Recognize that no landscape should be completely pest-free or weed-free. Integrated Pest Management ;IPM )/Plant Health Care (PHC) Use an Integrated Pest Management (IPM )/Plant Health Care ( PHC) approach, integrating a variety of management tools (e . g . , scouting , monitoring, culture practices, and targeted pesticides application ) . The pros and cons of various 1 , tools should be weighed and used in an integrated manner to achieve pest control objectives in a safe, effective and cost-effective manner. 1 . Consider spot treatment of pests rather than treating the entire area . 2. Consider pest occurrences and history when developing pest management strategies . 3 . Time pesticide applications to minimize host plant damage and maximize pest control . 4. Clean up plant litter and remove weeds before they go to seed . 5 . Remove infested plant residue from the garden in the fall so that pests do not over-winter there ( leaves, needles, etc. ) . 6. Implement mechanical and physical controls where practical as an alternative to chemical application . Examples include a wide variety of practices such as; mulching, handpicking, mowin hoein etc. 9. 9, 7. Use biological controls where appropriate to reduce pesticide usage. For example, introduce natural enemies of pests such as lady bugs and green lacewings. (Note : pesticides may kill these natural enemies. ) 8. Consider applying environmentally friendly chemical alternatives such as insecticidal soaps, horticultural oils and other such measures when practical and effective. 9 . Accurately diagnose the pest. Disease and insect symptoms can mimic each other in many plants . A fungicide will not control an insect, and an insecticide will not control a disease. 10 . Insect problems should be corrected with insecticides as they are encountered . Weekly inspections should keep these in check; however, if insects are a problem call for proper treatment. 11 . Chewing insects ( i . e . grasshoppers, etc. ) can cause major damage quickly so must be taken care of as soon as possible. Weekly treatments may be necessary. Application Practices 1 . Do not apply pesticides or herbicides during high temperatures, windy conditions or immediately prior to heavy rainfall or irrigation . 2 . Be aware that some pesticide formulations are not compatible with other pesticides and combining them may result in increased potency and phytotoxicity. 3 . Maintain a buffer zone around wells or surface water where pesticides are applied . Consult local regulations and landscape ordinances, as well as the product label, for distances, which may vary depending on type of chemical and the sensitivity of the waterbody. The purpose of this practice is to keep pesticides and herbicides out of surface water bodies. 14 Disposal and Record Keeping 1 . Maintain records of all pesticides applied (both restricted and non-restricted use), including brand name, formulation , EPA registration number, amount and date applied, exact location of application, and name, address and certification number of applicator. Combine and file this information . 2 . Properly handle and dispose of containers, rinse water and waste . Store pesticides in secure and covered areas . Never pour lawn and garden chemicals down storm drains or sanitary drains and keep off impervious surfaces during application . Use local recycling centers to dispose of chemicals . Regional or Industry Considerations/Adaptations Be familiar with existing state and federal regulations on pesticide applications, certification and weed control, as well as CSU Cooperative Extension horticultural guides . Several federal and state laws control the handling, storage, application, disposal and reporting of chemical spills . Examples include the Colorado Pesticide Applicator's Act, the Federal Insecticide, Fungicide and Rodenticide Act ( FIFRA), the Superfund Amendments and Reauthorization Act (SARA), the Emergency Planning and Community-Right-to-Know Act ( EPCRA) and Occupational Safety and Health Administration (OSHA) requirements, particularly the Hazard Communication Standard . The Colorado Water Quality Control Act (25-8-601 and 25-8-606) also contains requirements for notification of the Colorado Water Quality Control Division of spills and accidental discharges and provides the Division with the authority to order cleanups . It may also be necessary to file information with the local fire department based on these laws . Senate Bill 90- 126, The Agricultural Chemicals and Groundwater Protection Act, identifies special requirements for facilities handling more than 3,000 pounds (or 500 gallons) of bulk-formulated pesticides . Even if this threshold is not reached, the general principals of this act provide good guidance for pesticide users. 15 WOOD MULCH Your beds may have a layer of wood mulch on them . This mulch will need to be replenished yearly due to winds blowing and decaying . This mulch is very important in keeping weed growth down and maintaining optimum moisture around the plants. Rake disturbed areas as necessary to maintain a uniform 3 " depth . ROCK MULCH As thoroughly as possible, remove organic material (dead leaves, grass clippings, etc) from the rock mulch area by hand . A hand-held blower is the best means to accomplish this . This will reduce possible weed growth . If you do need to use an herbicide application, it is best used on a dry day that is not windy and be especially careful not to make contact with plants. Rake disturbed areas as necessary to maintain a uniform 3 " depth . STEEL EDGING Occasionally, frost may force edging to heave from the ground . If this should occur, the edging should be pounded back into the soil . We recommend using a block of wood on the top edge to prevent denting and damaging of the edging . NATIVE SEED AREAS If natural rainfall and or snowfall is not adequate moisture to germinate seed, additional manual watering may be needed to germinate seed and establish seed area properly. Once established, native seed areas require little to no maintenance . Spray for disease, insects and weed control as needed . 1 . Mowing should take place annually at a minimum, since seed heads appear to help propagate a good stand of grass. Mowing may be required more often in areas of high profile . 2 . Native seed areas should be mowed at 5 to 6 inches. 3 . Herbicides should not be used during the first year after planting . After the second growing season spot treatment for weeds should be done . 1 6 I AUTOMATIC IRRIGATION SYSTEM Your new underground irrigation system should provide you with many years of trouble-free operation providing these simple maintenance procedures are followed : Spring Start-up Procedures Unless modified by extreme weather conditions, the system should be activated sometime in April . 1 . Close all drain valves located at each grouping of control valves. 2 . Close the petcocks on the vacuum breaker. This is the piece of equipment that appears above the ground . 3 . Close the drain valve located in the pit where the waterline was "tapped ". 4. Open the supply valve very slowly. This valve is also located in the pit where the tap was made . 5 . Open the ball valves on the vacuum breaker to energize the mainline. These should be opened slowly. 6. If your controller is equipped with a battery, replace it. Set the time, day and date. Program each stations' time according to the averages listed below : Spray heads apply more water than rotary heads in the same amount of time . Therefore, these stations will need to run for a shorter period of time . Average station times are as follows : • Drip Zones — 45-60 minutes — 1 to 2 gallons per hour • Spray Zones — 20-30 minutes - 1 1/2 " per hour • Rotary Zones - 30-45 minutes — 7/2" per hour These times are only averages and will vary depending on the time of season, plant material type, wind and soil conditions . 7. Run through the entire system to assure proper working conditions and to check for leaks. Basic System Maintenance Practices Establish a systematic maintenance schedule for inspecting, testing and reporting on performance conditions of the irrigation system . Report any deviations from the original design . As part of a systematic maintenance program , it is important to conduct the following : 17 Weekly Maintenance 1 . Check, adjust and repair irrigation equipment on regular basis, weekly and within 24 hours of mowing, whenever possible. 2 . Identify irrigation system leaks and repair them promptly. 3 . Clean any dirty nozzles or filter screens. 4 . Inspect heads and nozzles for proper coverage and working conditions. 5 . Inspect components for damage due to lawn maintenance procedures. 6. As part of day-to-day maintenance, staff should understand the irrigation system basics and be able to recognize system problems. 7. Inspect the irrigation system after annual activation in the spring and bring the system up to specified operating conditions. Particularly for large systems, make written notes of repairs so that a history profile can be developed to prioritize future improvements to the system . 8 . Immediately shut off irrigation systems and adjust whenever irrigation water falls or runs onto hard surfaces such as sidewalks, streets or driveways. Signs of leakage include overgrown or particularly green turf areas, soggy areas around spray heads and aboveground hoses, jammed spray heads and torn hoses. In drip systems, leakage problems may be due to damage tubing from foot traffic or gnawing by animals. 9. Verify that the water supply and pressure are as stated in the design . Differences in the sprinkler systems require design operating pressure and actual water pressure can affect operation and efficiency. Install pressure reducing valves (PRVs) where needed to stop misting due to excessive pressure . 10. Verify that the backflow prevention device is working correctly. 11 . Repair or replace broken hardware and pipes with originally specified materials, thereby restoring the system to the original design specifications . Test all repairs. Monthly Maintenance Periodically perform a thorough inspection of the system components to verify that the components meet the original design criteria for efficient operation and uniform distribution of water including : 1 . Perform all weekly procedures. 2 . Run through the controller to assure proper working condition . 3 . Adjust valves for proper flow and operation . Adjust valve flow regulators for desired closing speed . Valves must always shut off tightly to prevent soggy spots and operate without slamming open or closed to prevent pipe and sprinkler damage from surges. 4 . Verify that heads are properly adjusted — check the nozzle, arc, radius, level and attitude with respect to slope. 18 5 . Verify that sensors used in the irrigation system are working properly and are within their calibration specifications. 6. Adjust times on controller to compensate for different temperatures and precipitation each month , according to the needs of the plants. 7 . Look for debris (e . g . , rocks, sand, dirt) lodged in sprinkler heads and drip emitters and watch for salt build-up around drip emitters . 8 . As plants mature, add or relocate system components as needed to maintain uniform distribution of water. Ensure that system modifications do not exceed the system watering capacity. 9. Manage the irrigation system to respond to the changing/seasonal requirements for water in the landscape . The most efficient systems match irrigation application to landscape water requirements through effective irrigation scheduling . Whenever possible, irrigation scheduling should incorporate the use of evapotranspiration ( ET) and precipitation data . 10 . It is important to repair any malfunctioning equipment as soon as possible especially during the hot mid-summer months . 11 . Check for spots that appear to be dry. The sooner these are corrected, the less damage there will be . 12 . Periodically verify that the plant material is healthy and that soil moisture is adequate. Use a soil probe to visually inspect root depth, soil structure and moisture . Spring/ Fall Operation (cooler temperatures) 1 . Set spray head zone for 15 minutes, twice per week 2. Set rotor zones for 45 minutes, twice per week 3 . Set drip zones for 59 minutes, twice per week Summer Operation (hotter temperatures) 1 . Set spray head zones for 8 to 15 minutes, four times per week 2. Set rotor zones for 30 to 45 minutes, four times per week 3 . Set drip zones for 59 minutes, twice per week The best time for operation of the irrigation system is between 3 AM and 9 AM . Consideration must be given to the season; operation of the system in cold weather may cause ice to form . Adjust the watering schedule to a warmer part of the day when such conditions exist. The system should be turned off during periods of rain or snow. The backflow preventer must be drained (or covered) during periods of freezing . 9 Yearly Maintenance 1 . Perform all monthly procedures. 2 . Inspect all components (heads, valves, etc) to assure proper working condition . 3 . Adjust height of heads to accommodate fluctuations in turf height. 4. Cross-connection and backflow prevention devices must be inspected on an annual basis by May 15 by a certified cross-connection control technician if domestic water is used . 5 . "Start-Up" and "Winterize" system (see detailed explanations) . 6. Whenever possible, update and retrofit existing irrigation systems to take advantage of new water-saving technology (e.g . , rain shut-off devices, drip irrigation ) . 7 . Perform irrigation audits ( if current data doesn 't exist) to obtain data needed to create irrigation schedules. Large, managed landscapes and commercial operations should prepare a written irrigation management site plan that clearly identifies response and priorities during water-limited situations such as various stages of drought. The plan should be part of a comprehensive landscape management plan that addresses other management practices such as mowing, fertilization, etc. Winterization Procedure Winterize sprinkler systems in cold regions to prevent cracked pipes, broken heads and other problems . Unless modified by extreme weather conditions, the system should be shut down some time between late October and mid November. Winterization primarily consists of removing all the water from the irrigation system and equipment. This typically accomplished by turning off the main water supply, opening all drains and blowing the water out of all pipes with compressed air. Establish a "winterization " protocol (if required) and a corresponding process for system activation in the spring . 1 . Close the main supply. 2 . Connect the air compressor to the service tee located on the vacuum breaker. 3 . Turn the controller to the station # 1 and start compressor. 4 . Force air through station # 1 until the water has been blown out. Continue the process through stations # 2, # 3, etc until all stations have been blown out completely. 5 . Open all drain valves and petcocks on the vacuum breaker. Gate valves 1/aof the way open . 6 . Turn off the controller but allow to run so that lubricants stay on clock motors. 20 7 . While your system can be drained without blowing it out, we recommend blowing it out with compressed air. This removes all water and relieves the stress that ice causes in our harsh climate. General Notes 1 . Understand the capacities and capabilities of the irrigation system and use them properly. For example, for spray irrigation systems, program the irrigation controller for multiple start times on watering days to reduce runoff and deep percolation below the root zone . Or for example, if the total watering time is 18 minutes, set the controller to three cycles of 6 minutes each per cycle started each half-hour. ( Drip systems should NOT be cycled in this manner) . 2 . Establish a water budget based upon system performance and plant water requirements. Then measure and compare actual water usage to the amount of water needed . 3 . Understand and use a reliable source to reference ET rates. Appropriately modify the reference ET to calculate local water needs for the various plant materials and turfgrass in the landscape. Identify soil types and root depths of each zone and determine soil water-holding capacities. Calculate the run- time of each zone to supply the needed water based upon the actual precipitation rate of the sprinkler zones, the water-holding properties of the soil, the changing weather conditions and the plant's water requirements. Set the schedule to minimize runoff. 4. The irrigation system is a management tool and cannot replace the sound judgment of trained professionals. The best-designed irrigation system will fail without regular maintenance. 21 EMI - Vista Commercial Center (lots 3, 4, 7 and 8): Parcels: 131308209004, 131308209007, 131308209003, 131308209008 Traffic Narrative: many round i / expected foreach vehicle t : Passen er Cars/Pickups,1 . Describe how trips/day da are a pec ed o type: p , P YY 9 Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site) Round trips estimated daily for passenger vehicles 100. Semi-Trucks: 3 round trips; Tandem trucks < 1 /day 2. Describe the expected travel routes or haul routes for site traffic. Most traffic will enter the neighborhood from the light at Sandstone Dr & 119, then will turn on Vista View. Some will turn from 119 on to County Rd 3 1/2 and then turn on Vista View. The majority of employees live in Longmont. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20% from the south, 30% from the east, etc.) Estimated 70% of traffic will come from the west. 30% from the east. with respect to Hwy 119. 4. Describe the time of day that you expect the highest traffic volumes. Highest traffic will be at approximately 2 30-3 OOpm LeeAnn & Russ Coburn 720-778-7711 �p COD gal,...), Weld County Public Works Dept. 1111 H Street .� - ,COD Vj P.O. Box 758 ACCESS PERMIT G ' ,.r �- Greeley, CO 80632 APPLICATION FORM �Q /C 1t O/ Phone : (970)304-6496 Fax: (970)304-6497 Applicant Property Owner ( If different than Applicant) LeeAnn & Russ Coburn Russell Coburn LLC Name Name EMI Sportswear 1904 South Coffman Street Company Address 6840 Winchester Circle Longmont CO 80504 Address City State Zip Boulder CO 80301 (720) 778-7711 City State Zip Phone (303) 530- 1220 Business Phone Fax Fax (303) 530-2555 E-mail LeeAnn@emisportswear. com LeeAnn@emisportswear.com E-mail ♦ = Existing Access A= Proposed Access , Parcel Location & Sketch proposed acceh The access is on WCR Nearest Intersection : WCR Sandstone Dr & WCR ....�aa:rne a WCR Vista View DrN-1 Distance from Intersection 131308209004, 131308209007, 131306209003. 131308209008 Parcel Number 'Sandstone Dr Section/Township/Range 8/2N/68 ,r u u Deicing Is there an existing access to the property? YES . NO N 3 3 Number of Existing Accesses none Road Surface Type & Construction Information Asphalt . Gravel Treated Other WCR Skyway Dr Culvert Size & Type Materials used to construct Access 12/1 /19 8/1 /20 proposed access Construction Start Date Finish Date Proposed Use Temporary (Tracking Pad Required)/ $75 Single Residential/$75 I Industrial/$150 Small Commercial or Oil & Gas/575 Large Commercial/$150 a Subdivision/$150 Field (Agriculture Only)/Exempt Is this access associated with a Planning Process? - No USR . RE _ PUD I Other PUD F Required Attached Documents - Traffic Control Plan -Certificate of Insurance - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees t9r n9ply it ' all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities construction. Lzt4vtr_ Co corn r� Signature 1,-� __ Printed Name ! wsce U ( ogukrn Date `7.3 /Is bc) Approval or Denial will be issued in minimum of 5 days. Approved by Symmetry Builders Proposed Traffic Control Plan_ _ _ _ — GENERALNOTES 1 cOMaIAC1m TO YEo131Fav TOT'TIE MODEM O my a Water Connection, DAm M can° a °E — -Traffic Control and a r o Od0 M KOOM qM fICCATED aI DOSE One Way Flagging. ARODW SU1 SR O eiEM1S 071PUCT MTM MSr re As Required I aATm c.OW ooa a am tvoawmlT 34/11 _ THE PIEaln(a 16U 10=TICK Mt PAWNS U31.IO 9R WI1tK3 VISTA VIEW DRIVE1 LOCATION III I i1% (0N Moh ' '; •B • y a F A s onstruction is Il , Istaging & Parking -- SITE DATA g ?f= /;\ :k z. • O - _ 7.117 I wt Mu »1,m s-.u.c IiZ I.C MI • :... ::/t. ._ - -E�`. __ _._ _ --awl - 1 FM 0145 c _ _ - _ _ _ / .. .� I I l9QKi 74.52 Q / I ' I 4o7J ..n 1- SEIBAD3ati LODMTIIWOMn 1 �% I �I I - ea iaO11G Si 1&15'M0ON u 73'EST co I ISIS SOON �\ LL S�mbO�t�V 1 1" � 1 I 17T FAST CO O O I V� 0 J PMOC W OSIa I PEI 3 OP. • t POI 500 K�- -� Construction Traffic Flow In I I 7uslw 3 PFI o. a S TO IMO) o ' i Q WOOS t< PTA DIP.OR�1 POI t,00% a + —> Construction Traffic Flow Out • • a :.- —•-P r *• ' " 1 I co` am T /trpq� 1A0003 II00 OTC - 70 DIP. MD 1n M MIMS Cr) � • • ' • / - I PUD month - f0 MP.(16007 9) /01 31 WAS r yJ Iii ri I. • ® :5>\,' P T - 11 le I019 VI 1I M h IP2111 (� O a•1 I • • . .iI \ O . i (pIE�MTtN0) P co WTNO.O asoursaErmlc7ust Jt' I rA 7:a 'E'O 1-00 CPRODC0�%eI� • f1IlOM'Y Ssus.6T Lam 1 Sr ^ • /P v�.'\ fam I DM( of mlrnTm u Ste we 1t, I • •A 30000 I iR 1 ; I IMPACAPSIwj9M P/II\11Mi lOr Q V O Z m ` JI /^� �— Na1E 0!� p PIOm® Q_ CO U U L. 4 POSIME O� IIm ? I amts ' — j 1 O- rTw Pn11T o Want 21.5::::::(57,101":17:®MIO _ .0 Q o f� y ,5 I I trim - 1 OH J w i 1 L • I 14 K L1J E Ili?. � $$ — 7600 I w 11100 ,.�_ 1 17 PROPOSED 40100 9 8l DG. & r--r_____., '� {t I� I 3 I I KEY NOTES O , (r r.[ . gild . a4t.ao1 H — • i I Ot TyvcErvum Ls 1 a •s .N OI. I O UIIM 1 a3 N it_ .1' . 0114 I700 I PUD O 10401 COW - AVOW PA1OO11 (n y 4 15 O� a 13j9 1:11Y- f {TI� I (want MM) O PAOUMC UP - Aft MhdEllT 2 Z 1 rpm I COO=ICONS 40 PUD 1 I I O DAM DIROM lL I[ UIu • O (WANT WO) IfS00 ' s I ` - I O DE M@.K 5/M O I s �'II �ii•��- 210.•' _ - - O ElaoTa PAM- COMfg,E PAg011 1 f1m _ ._ . _. t • .�-. --_ _'Ti r --__ _ 1 Oi SMITI MAID ID lq1 WES/REVISIONS I I�:� -a--- T- -- -- --_ ,T --�"-I�•i-.'. eP`- 1 "_-' 1 I ® OOWEIE OIIE-N IMP 04.i 1.19 PRE•APP MEE72N(i ® ''. • I A A is A 'I� I — © I I Q Par c UM. OOA3.19 1ST SuaMS,TK II 6 •140 1 O. 1 m ® �� -t• 3S 1 ® rE1 fa"14Nf1 i CI 047 -"t I I I ® NOM ILKt M'IplMlr.I[. 016 400 WV • ® roc/mg sa .7 " I © UOblCM . O. UMW( I ( 1.__. _ I I _ .- _ _. . _.. ._. " 11RM16R J/AS 1 ® ' Mi r din 4917 - — — -1— -. _. 1_,W_ — --94 pTi t• 1 © cart SKr.ILL O1R _ __ /----v — - — -- — - - C. 1S' __ a <3> TIDO OWN o i • _ rI SKYWAY DRIVE V { (m•Rom/ II` 5 I I: - Sanitary Connection, Traffic Control and One Way Flagging — t — — —Ag Requu[eri_ — ,± _�_ _ — — — — — — -� I Al st 11 I SITE PLAN (/I1) nl 1•••30-CI \N 0 I 00 U SITE PLAN Typical Traffic Control Plan Diagram ROAD WORK AHEAD 500 FT I lt=r J t a a O A ;O(1 ET ROAD WORK AHEAD Notes: I . The above diagram is typical for normal shoulder work applications. Additional signing may be required. 2. Vehicles or construction equipment shall not be parked in the travel way and should be moved to the shoulder. If vehicles or construction equipment are not able to be moved out of the way of traffic. channelizing devices are required for day use only. No night time obstructions are allowed. DATE (MM/DD/YYYY) ACOR CERTIFICATE OF LIABILITY INSURANCE 05/29/2019 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER. AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT Pam Thompson NAME: Moody Insurance Agency. Inc PHONE (303) 824-6600 FAx (303) 370-0118 (A/C. No, Ext): (A/C. No): 3055 East Tufts Avenue E-MAIL pam.thompson@moodyins.com ADDRESS: Suite 1000 INSURER(S) AFFORDING COVERAGE NAIC # Denver CO 80237 INSURER A Charter Oak Fire Ins Co 25615 INSURED INSURER B : Travelers Prop Cas Co of America 25674 Symmetry Builders Inc INSURER C : 5069 Silver Peak Ave INSURER 0 : Suite 1 INSURER E : Dacono CO 80514 INSURER F : COVERAGES CERTIFICATE NUMBER: 18-19 w/forms REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADDLSUBR POLICY EFF POLICY EXP TYPE OF INSURANCE LTR INSD WVD POLICY NUMBER (MM/DD/YYYY) (MM/DD/YYYY) LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE S 1 .000.000 DAMAGE TO RENTED CLAIMS-MADE X CCCuR PREMISES (Ea occurrence) S 300 000 Contractual Liability' MED EXP (Any one person) S 10.000 A "XCU" Coverage' DTCO4J92642318 08/01/2018 08/01/2019 PERSONAL 8 ADV INJURY S 1 .000.000 GEN'L AGGREGATE LIMIT APPLIES PER GENERAL AGGREGATE S 2.000.000 XPRG. 2.000.000 POLICY JECT LOC PRODUCTS - COMP/OP AGG S OTHER S 1 -000 000 AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT s 1 .000 000 (Ea accident) X ANY AUTO BODILY INJURY (Per person) S B OWNED SCHEDULED BA4J92642318 08/01/2018 08/01/2019 BODILY INJURY (Per accident) S _ AUTOS ONLY AUTOS HIRED / NON-OWNED PROPERTY DAMAGE S X AUTOS ONLY X AUTOS ONLY (Per accident) S X UMBRELLA LIAR X OCCUR EACH OCCURRENCE S 5.000.000 B EXCESS LIAB CLAIMS-MADE CUP7J05730A18 08/01/2018 08/01/2019 AGGREGATE 5 5.000 000 DEC X RETENTION S 10.000 WORKERS COMPENSATION PER OTH- X STATUTE ER AND EMPLOYERS' LIABILITY Y / N A ANY PROPRIETOR/PARTNER/EXECUTIVE N /ADTNUB6J86973318 08/01/2018 OS/01!2019 OFFICER/MEMBER EXCLUDED E L EACH ACCIDENT S 500,000 (Mandatory in NH) E.L DISEASE - EA EMPLOYEE S 500 000 If yes describe under 500.000 DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT S Blanket Leased/Rented S100.000 Contractor's Equipment (Insurer A) A DTCO4J92642318 08/01/2018 08/01/2019 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) 'Subject to policy terms conditions exclusions, etc. Copy of policy is available upon request. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN EMI Sportswear ACCORDANCE WITH THE POLICY PROVISIONS. 6840 Winchester Circle AUTHORIZED REPRESENTATIVE Unit 1 Boulder CO 80301 ,2w) i /) )fYln © 1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD 'a C : - - . c a • %d r.e r ‘.....,4.... ,,,..„...„/„.... . .,r _ . .c--.. ._.rte t'l` t ,.......... N 4. . .. .44 er iilial- _, $ R' t lir 7 a an - = l _ r S . 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N 4 . _ .. ► v- e- R ._ - ► z _- - - =a fir- IL �. �i�allai .„__ __ .___ ....._ Mk r� 3 � ' .t - • Sk),;- \;‘,1 .a.:\11 . . . . _ . • • . . . . . , . _ _ . . 1 -Y Project: EMI Warehouse / Office Preliminary Schedule Wed 5/29/19 SrrifIntl 9ulder Inc ID Task Task Name Duration Start Finish ov 3 '19 Dec 8 '19 lan 12 '20 Feb 16 '20 Mar 2 '20 AprMay a 2, 26, '20 31. '20 Jullul 5, '20 Aug . 0 Mode FSSMT W T F S S M T W T F S S M T 1 MP 1 Construction Phase 167 days Fri 11/15/19 Mon 7/6/20 t 1 2 a in Permit / Mobilization 1 day Fri 11/15/19 Fri 11/15/19 oi 11/15 3 MP 4 SITE WORK 68 days Mon 11/18/19 Wed 2/19/20 I 4 t� Erosion Control / Site Preperation 4 days Mon 11/18/19 Thu 11/21/19 :r 5 MIP 4 Grading 13 days Fri 11/22/19 Tue 12/10/19 _ 6 Site Utilities (Water, Sewer, Storm) 13 days Wed 12/11/19 Fri 12/27/19 is 7 MP. Site Concrete 16 days Mon 12/30/19 Mon 1/20/20 v 8 r. HBP / Pavement Markings 10 days Tue 1/21/20 Mon 2/3/20 9 ISP4 Landscaping/ Irrigation 16 days Wed 1/29/20 Wed 2/19/20 ► 10 Mr, BUILDING SHELL 115 days Wed 12/11/19 Tue 5/19/20 I• 1 11 or, Concrete Foundations 15 days Wed 12/11/19 Tue 12/31/19 r - 12 zit Underslab Plumbing 6 days Thu 12/26/19 Thu 1/2/20 ►c- 13 t� Slab on Grade 7 days Fri 1/3/20 Mon 1/13/20 v wir 14 • Tilt-Up Panel Form & Pour 22 days Tue 1/14/20 Wed 2/12/20 15 or Tilt-Up Panel Erection 14 days Thu 2/13/20 Tue 3/3/20 ' 16 t� Steel / Joist & Decking 11 days Wed 3/4/20 Wed 3/18/20 17 t� Roofing & Sheet Metal 9 days Thu 3/19/20 Tue 3/31/20 _ 18 or• Glazing/ Windows & Storefront 15 days Wed 4/1/20 Tue 4/21/20 1 19 t� Exterior Trim, Paint & Stucco 20 days Wed 4/22/20 Tue 5/19/20 20 or TENANT BUILD-OUT 69 days Wed 4/1/20 Mon 7/6/20 I 1 21 or• Framing 10 days Wed 4/1/20 Tue 4/14/20 t 22 r, MEP Rough-In 12 days Wed 4/15/20 Thu 4/30/20 23 or Finishes/ Paint 22 days Fri 5/1/20 Mon 6/1/20IF 24 tt>. Mill / Casework / Openings 8 days Tue 6/2/20 Thu 6/11/20 25 MP 4 MEP Trim 12 days Fri 6/12/20 Mon 6/29/20 r , 26 t�• Final Inspections/ Certificate of Occupancy 5 days Tue 6/30/20 Mon 7/6/20 Task - . Project Summary r- - 1 Manual Task MINIONIflal Start-only C Deadline 4 Split Inactive Task Duration only Iliaallillet Finish-only ] Progress Milestone ♦ Inactive Milestone Manual Summary Rollup a External Tasks Manual Progress Summary I J Inactive Summary Manual Summary I- I External Milestone Page 1 Hello