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HomeMy WebLinkAboutFORT COLLINS RESCUE MISSION - FDP230022 - SUBMITTAL DOCUMENTS - ROUND 3 - Utility PlansN. C O L L E G E A V E N U E HICKORY STREET CONIFER STREET U N I O N P A C I F I C R . R . N. C O L L E G E A V E N U E HICKORY STREET CONIFER STREET U N I O N P A C I F I C R . R . CS1 CO V E R S H E E T 1 MARCH 2024 CONTACT INFORMATION PROJECT TEAM: VICINITY MAP NORTH FORT COLLINS RESCUE MISSION PROJECT TEAM: SHEET INDEX FINAL UTILITY PLANS Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 A TRACT OF LAND LOCATED IN THE NORTHEAST QUARTER OF SECTION 2, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO PROJECT LOCATION Klara Rossouw Ripley Design, Inc. 419 Canyon Avenue #200 Fort Collins, Colorado 80521 (970) 224-5828 Denver Rescue Mission Josh Geppelt 6100 Smith Road Denver, CO 80216 (303)291-4691 Northern Engineering Services, Inc. Blaine Mathisen, PE 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 PLANNER/ LANDSCAPE ARCHITECT OWNER/APPLICANT SITE ENGINEER GEOTECHNICAL ENGINEER CTL Thompson, Inc. Erin Beach, PE, PG 4396 Greenfield Drive Windsor, Colorado 80550 (970) 545-3908 Northern Engineering Services, Inc. Bob Tessely, PLS 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 SITE SURVEYOR E N G I N E E R N GI EHTRON R N E N G I N E E R N GI EHTRON R N PROJECT LOCATION 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com Original Field Survery: Northern Engineering Project No. 1473-002 Date: April 2019 Additional Field Survey: Northern Engineering Project No. 1971-001 Date: October, 2022 BENCHMARK: #1-10 Elevation=4987.25 NAVD88 Northwest corner of College Ave. and Willox Lane on the southwest corner of a Storm Inlet. BENCHMARK: #1-00 Elevation=4968.74 NAVD88 On a catch basin at the southeast corner of Vine Dr. and College Ave. Please Note: This plan set is using NAVD88 for a vertical datum. Surrounding developments have used NGVD29 unadjusted datum (prior city of Fort Collins datum) for their vertical datums. if NGVD29 unadjusted datum (prior city of Fort Collins datum) is required for any purpose, the following equation should be used: NGVD29 unadjusted datum (prior city of Fort Collins datum) = NAVD88 - 3.17' Basis of Bearings The East line of the Northwest Quarter of Section 2 Township 7 North, Range 69 West of the 6th P.M. as bearing South 00° 38' 02" West (assumed). PROJECT BENCHMARKS: FIELD SURVEY BY: CTL Thompson, Inc Geotechnical Investigation Hibdon/Mason 24/7 Shelter SWC Hibdon Court and Mason Street Fort Collins, Colorado Project No. FC10,520.000-125-R1 Date: October 25, 2022 SUBSURFACE EXPLORATION BY: CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R City of Fort Collins, CO UTILITY PLAN APPROVAL APPROVED: CITY ENGINEER,APPROVED SHEETS DATE APPROVED: WATER & WASTEWATER UTILITY,APPROVED SHEETS DATE APPROVED: STORMWATER UTILITY,APPROVED SHEETS DATE APPROVED: PARK PLANNING & DEVELOPMENT,APPROVED SHEETS DATE APPROVED: TRAFFIC OPERATIONS,APPROVED SHEETS DATE APPROVED: ENVIRONMENTAL PLANNER,APPROVED SHEETS DATE I hereby affirm that these final construction plans were prepared under my direct supervision, in accordance with all applicable City of Fort Collins and State of Colorado standards and statutes, respectively; and that I am fully responsible for the accuracy of all design. revisions, and record conditions that I have noted on these plans. These plans have been reviewed by the City of Fort Collins for concept only. The review does not imply responsibility by the reviewing department, the City of Fort Collins Engineer, or the City of Fort Collins for accuracy and correctness of the calculations. Furthermore, the review does not imply that quantities of items on the plans are the final quantities required. The review shall not be construed for any reason as acceptance of financial responsibility by the City of Fort Collins for additional quantities of items shown that may be required during the construction phase. DISCLAIMER STATEMENT: CERTIFICATION STATEMENT: SHEET INDEX 1 CS1 COVER SHEET 2 CS2 GENERAL & CONSTRUCTION NOTES 3 CS3 EROSION CONTROL NOTES SITE SHEETS 4 EX1 EXISTING CONDITIONS & DEMOLITION PLAN 5 HC1 HORIZONTAL CONTROL PLAN GRADING SHEETS 6 OG1 OVERALL GRADING PLAN 7 - 10 G1 - G4 DETAILED GRADING PLAN UTILITY SHEETS 11 U1 UTILITY PLAN STORM DRAIN SHEETS 12 ST1 STORM DRAIN A PLAN & PROFILE 13 ST2 STORM A & A7 PLAN & PROFILE 14 ST3 STORM DRAIN B & C PLAN & PROFILE 15 ST4 COURTYARD DRAIN PLAN 16 ST5 STORM DRAIN R1, R2, & R3 STORM DRAIN PLAN DETAIL SHEETS 17 D1 UTILITY DETAILS 18 - 21 D2 - D5 DRAINAGE DETAILS 22 D6 SITE DETAILS EROSION CONTROL SHEETS 23 EC1 EROSION CONTROL PLAN 24 EC2 EROSION CONTROL DETAILS DRAINAGE SHEETS 25 DR1 DRAINAGE EXHIBIT UTILITY CONTACT LIST: * UTILITY COMPANY * This list is provided as a courtesy reference only. Northern Engineering Services assumes no responsibility for the accuracy or completeness of this list. In no way shall this list relinquish the Contractor's responsibility for locating all utilities prior to commencing any construction activity. Please contact the Utility Notification Center of Colorado (UNCC) at 811 for additional information. PHONE NUMBER GAS-----------------Xcel Energy-----------------------------Cory Thelen (970) 225-7843 ELECTRIC--------City of Fort Collins Light & Power--Rob Irish (970) 224-6167 CABLE-------------Comcast----------------------------------Marcus Petty (720) 275-0572 TELECOM--------Lumen-------------------------------------Brady Craddock (970) 342-3431 WATER------------City of Fort Collins Utilities-----------Heidi Hansen (970) 221-6854 WASTEWATER--City of Fort Collins Utilities-----------Heidi Hansen (970) 221-6854 STORMWATER-City of Fort Collins Utilities-----------Heidi Hansen (970) 221-6854 CS2 CO N S T R U C T I O N N O T E S GE N E R A L & 2 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 ADDRESS POSTING & WAYFINDING New and existing buildings shall be provided with approved address identification. The address identification shall be legible and placed in a position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be arabic numbers or alphabetical letters. Numbers shall not be spelled out. The address numerals for any commercial or industrial buildings shall be placed at a height to be clearly visible from the street. They shall be a minimum of 8 inches in height unless distance from the street or other factors dictate larger numbers. Refer to table 505.1.3 of the 2018 ifc as amended. The address numbers for one_ and two_family dwellings shall be a minimum of 4” in height with a minimum ½” stroke and shall be posted on a contrasting background. If bronze or brass numerals are used, they shall only be posted on a black background for visibility. Monument signs may be used in lieu of address numerals on the building as approved by the fire code official. Buildings, either individually or part of a multi_ building complex, that have emergency access lanes on sides other than on the addressed street side, shall have the address numbers and street name on each side that fronts the fire lane. GENERAL NOTES 1.All materials, workmanship, and construction of public improvements shall meet or exceed the standards and specifications set forth in the Larimer County Urban Area Street Standards and applicable state and federal regulations. Where there is conflict between these plans and the specifications, or any applicable standards, the most restrictive standard shall apply. All work shall be inspected and approved by the City of Fort Collins. 2.All references to any published standards shall refer to the latest revision of said standard, unless specifically stated otherwise. 3.These public improvement construction plans shall be valid for a period of three years from the date of approval by the City of Fort Collins Engineer. Use of these plans after the expiration date will require a new review and approval process by the City of Fort Collins prior to commencement of any work shown in these plans. 4.The engineer who has prepared these plans, by execution and/or seal hereof, does hereby affirm responsibility to the City of Fort Collins, as beneficiary of said engineer's work, for any errors and omissions contained in these plans, and approval of these plans by the City of Fort Collins Engineer shall not relieve the engineer who has prepared these plans of all such responsibility. Further, to the extent permitted by law, the engineer hereby agrees to hold harmless and indemnify the City of Fort Collins, and its officers and employees, from and against all liabilities, claims, and demands which may arise from any errors and omissions contained in these plans. 5.All sanitary sewer, storm sewer, and water line construction, as well as power and other "dry" utility installations, shall conform to the City of Fort Collins standards and specifications current at the date of approval of the plans by the City of Fort Collins Engineer. 6.The type, size, location and number of all known underground utilities are approximate when shown on the drawings. It shall be the responsibility of the Developer to verify the existence and location of all underground utilities along the route of the work before commencing new construction. The Developer shall be responsible for unknown underground utilities. 7.The Developer shall contact the Utility Notification Center of Colorado (UNCC) at 1-800-922-1987, at least 2 working days prior to beginning excavation or grading, to have all registered utility locations marked. Other unregistered utility entities (i.e. ditch / irrigation company) are to be located by contacting the respective representative. Utility service laterals are also to be located prior to beginning excavation or grading. It shall be the responsibility of the Developer to relocate all existing utilities that conflict with the proposed improvements shown on these plans. 8.The Developer shall be responsible for protecting all utilities during construction and for coordinating with the appropriate utility company for any utility crossings required. 9.If a conflict exists between existing and proposed utilities and/or a design modification is required, the Developer shall coordinate with the engineer to modify the design. Design modification(s) must be approved by the City of Fort Collins prior to beginning construction. 10.The Developer shall coordinate and cooperate with the City of Fort Collins, and all utility companies involved, to assure that the work is accomplished in a timely fashion and with a minimum disruption of service. The Developer shall be responsible for contacting, in advance, all parties affected by any disruption of any utility service as well as the utility companies. 11.No work may commence within any public storm water, sanitary sewer or potable water system until the Developer notifies the utility provider. Notification shall be a minimum of 2 working days prior to commencement of any work. At the discretion of the water utility provider, a pre-construction meeting may be required prior to commencement of any work. 12.The Developer shall sequence installation of utilities in such a manner as to minimize potential utility conflicts. In general, storm sewer and sanitary sewer should be constructed prior to installation of the water lines and dry utilities. 13.The minimum cover over water lines is 4.5 feet and the maximum cover is 5.5 feet unless otherwise noted in the plans and approved by the Water Utility. 14.A State Construction Dewatering Wastewater Discharge Permit is required if dewatering is required in order to install utilities or if water is discharged into a storm sewer, channel, irrigation ditch or any waters of the United States. 15.The Developer shall comply with all terms and conditions of the Colorado Permit for Storm Water Discharge (Contact Colorado Department of Health, Water Quality Control Division, (303) 692-3590), the Storm Water Management Plan, and the Erosion Control Plan. 16.The City of Fort Collins shall not be responsible for the maintenance of storm drainage facilities located on private property. Maintenance of onsite drainage facilities shall be the responsibility of the property owner(s). 17.Certification of grading and drainage facilities must be completed by a registered engineer and submitted to the Stormwater Utility Department at least two weeks prior to Stormwater Utility Department acceptance, or otherwise in accordance with the Development Agreement. 18.The City of Fort Collins shall not be responsible for any damages or injuries sustained in this Development as a result of groundwater seepage, whether resulting from groundwater flooding, structural damage or other damage unless such damage or injuries are sustained as a result of the City of Fort Collins failure to properly maintain its water, wastewater, and/or storm drainage facilities in the development. 19.All recommendations of the Final Drainage Report, dated February 14, 2024 by Northern Engineering Services, Inc., shall be followed and implemented. 20.Temporary erosion control during construction shall be provided as shown on the Erosion Control Plan. All erosion control measures shall be maintained in good repair by the Developer, until such time as the entire disturbed areas is stabilized with hard surface or landscaping. 21.The Developer shall be responsible for insuring that no mud or debris shall be tracked onto the existing public street system. Mud and debris must be removed within 24 hours by an appropriate mechanical method (i.e. machine broom sweep, light duty front-end loader, etc.) or as approved by the the City of Fort Collins street inspector. 22.No work may commence within any improved or unimproved public Right-of-Way until a Right-of-Way Permit or Development Construction Permit is obtained, if applicable. 23.The Developer shall be responsible for obtaining all necessary permits for all applicable agencies prior to commencement of construction. The Developer shall notify the the City of Fort Collins Inspector (Fort Collins - 221-6605) and the City of Fort Collins Erosion Control Inspector (Fort Collins - 221-6700) at least 2 working days prior to the start of any earth disturbing activity, or construction on any and all public improvements. If the City of Fort Collins Engineer is not available after proper notice of construction activity has been provided, the Developer may commence work in the Engineer's absence. However, the City of Fort Collins reserves the right not to accept the improvement if subsequent testing reveals an improper installation. 24.The Developer shall be responsible for obtaining soils tests within the Public Right-of-Way after right of way grading and all utility trench work is complete and prior to the placement of curb, gutter, sidewalk and pavement. If the final soils/pavement design report does not correspond with the results of the original geotechnical report, the Developer shall be responsible for a re-design of the subject pavement section or, the Developer may use the City of Fort Collins' default pavement thickness section(s). Regardless of the option used, all final soils/pavement design reports shall be prepared by a licensed Professional Engineer. The final report shall be submitted to the Inspector a minimum of 10 working days prior to placement of base and asphalt. Placement of curb, gutter, sidewalk, base and asphalt shall not occur until the City of Fort Collins Engineer approves the final report. 25.The contractor shall hire a licensed engineer or land surveyor to survey the constructed elevations of the street subgrade and the gutter flowline at all intersections, inlets, and other locations requested by the the City of Fort Collins inspector. The engineer or surveyor must certify in a letter to the City of Fort Collins that these elevations conform to the approved plans and specifications. Any deviations shall be noted in the letter and then resolved with the City of Fort Collins before installation of base course or asphalt will be allowed on the streets. 26.All utility installations within or across the roadbed of new residential roads must be completed prior to the final stages of road construction. For the purposes of these standards, any work except c/g above the subgrade is considered final stage work. All service lines must be stubbed to the property lines and marked so as to reduce the excavation necessary for building connections. 27.Portions of Larimer County are within overlay districts. The Larimer County Flood Plain Resolution should be referred to for additional criteria for roads within these districts. 28.All road construction in areas designated as Wild Fire Hazard Areas shall be done in accordance with the construction criteria as established in the Wild Fire Hazard Area Mitigation Regulations in force at the time of final plat approval. 29.Prior to the commencement of any construction, the contractor shall contact the Local Entity Forester to schedule a site inspection for any tree removal requiring a permit. 30.The Developer shall be responsible for all aspects of safety including, but not limited to, excavation, trenching, shoring, traffic control, and security. Refer to OSHA Publication 2226, Excavating and Trenching. 31.The Developer shall submit a Construction Traffic Control Plan, in accordance with MUTCD, to the appropriate Right-of-Way authority. (The the City of Fort Collins, Larimer County, Colorado), for approval, prior to any construction activities within, or affecting, the Right-of-Way. The Developer shall be responsible for providing any and all traffic control devices as may be required by the construction activities. 32.Prior to the commencement of any construction that will affect traffic signs of any type, the contractor shall contact the City of Fort Collins Traffic Operations Department, who will temporarily remove or relocate the sign at no cost to the contractor, however, if the contractor moves the traffic sign then the contractor will be charged for the labor, materials and equipment to reinstall the sign as needed. 33.The Developer is responsible for all costs for the initial installation of traffic signing and striping for the Development related to the Development's local street operations. In addition, the Developer is responsible for all costs for traffic signing and striping related to directing traffic access to and from the Development. 34.There shall be no site construction activities on Saturdays, unless specifically approved by the City of Fort Collins Engineer, and no site construction activities on Sundays or holidays, unless there is prior written approval by the City of Fort Collins. 35.The Developer is responsible for providing all labor and materials necessary for the completion of the intended improvements, shown on these drawings, or designated to be provided, installed, or constructed, unless specifically noted otherwise. 36.Dimensions for layout and construction are not to be scaled from any drawing. If pertinent dimensions are not shown, contact the Designer for clarification, and annotate the dimension on the as-built record drawings. 37.The Developer shall have, onsite at all times, one (1) signed copy of the approved plans, one (1) copy of the appropriate standards and specifications, and a copy of any permits and extension agreements needed for the job. 38.If, during the construction process, conditions are encountered which could indicate a situation that is not identified in the plans or specifications, the Developer shall contact the Designer and the City of Fort Collins Engineer immediately. 39.The Developer shall be responsible for recording as-built information on a set of record drawings kept on the construction site, and available to the the City of Fort Collins Inspector at all times. Upon completion of the work, the contractor(s) shall submit record drawings to the City of Fort Collins Engineer. 40.The Designer shall provide, in this location on the plan, the location and description of the nearest survey benchmarks (2) for the project as well as the basis of bearings. The information shall be as follows: PROJECT DATUM: NAVD88 CITY OF FORT COLLINS BENCHMARK 1-10 NORTHWEST CORNER OF COLLEGE AVE. AND WILLOX LANE ON THE SOUTHWEST CORNER OF A STORM INLET. ELEVATION: 4987.25 CITY OF FORT COLLINS BENCHMARK 1-00 ON A CATCH BASIN AT THE SOUTHEAST CORNER OF VINE DR. AND COLLEGE AVE. ELEVATION: 4968.74 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = NAVD88 - 3.17' BASIS OF BEARINGS THE EAST LINE OF THE NORTHWEST QUARTER OF SECTION 2 TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M. AS BEARING SOUTH 00° 38' 02" WEST (ASSUMED). 41.All stationing is based on centerline of roadways unless otherwise noted. 42.Damaged curb, gutter and sidewalk existing prior to construction, as well as existing fences, trees, streets, sidewalks, curbs and gutters, landscaping, structures, and improvements destroyed, damaged or removed due to construction of this project, shall be replaced or restored in like kind at the Developer's expense, unless otherwise indicated on these plans, prior to the acceptance of completed improvements and/or prior to the issuance of the first Certificate of Occupancy. 43.When an existing asphalt street must be cut, the street must be restored to a condition equal to or better than its original condition. The existing street condition shall be documented by the City of Fort Collins Construction Inspector before any cuts are made. Patching shall be done in accordance with the City of Fort Collins Street Repair Standards. The finished patch shall blend in smoothly into the existing surface. All large patches shall be paved with an asphalt lay-down machine. In streets where more than one cut is made, an overlay of the entire street width, including the patched area, may be required. The determination of need for a complete overlay shall be made by the City of Fort Collins Engineer and/or the City of Fort Collins Inspector at the time the cuts are made. 44.Upon completion of construction, the site shall be cleaned and restored to a condition equal to, or better than, that which existed before construction, or to the grades and condition as required by these plans. 45.Standard Handicap ramps are to be constructed at all curb returns and at all "T" intersections. 46.After acceptance by the City of Fort Collins, public improvements depicted in these plans shall be guaranteed to be free from material and workmanship defects for a minimum period of two years from the date of acceptance. 47.The City of Fort Collins shall not be responsible for the maintenance of roadway and appurtenant improvements, including storm drainage structures and pipes, for the following private streets: N.A. 48.Proposed Variances are listed as follows: N/A CONSTRUCTION NOTES A. Grading and Erosion Control Notes 1.The erosion control inspector must be notified at least twenty-four (24) hours prior to any construction on this site. 2.There shall be no earth-disturbing activity outside the limits designated on the accepted plans. 3.All required perimeter silt and construction fencing shall be installed prior to any land disturbing activity (stockpiling, stripping, grading, etc). All other required erosion control measures shall be installed at the appropriate time in the construction sequence as indicated in the approved project schedule, construction plans, and erosion control report. 4.At all times during construction, the Developer shall be responsible for preventing and controlling on-site erosion including keeping the property sufficiently watered so as to minimize wind blown sediment. The Developer shall also be responsible for installing and maintaining all erosion control facilities shown herein. 5.Pre-disturbance vegetation shall be protected and retained wherever possible. Removal or disturbance of existing vegetation shall be limited to the area(s) required for immediate construction operations, and for the shortest practical period of time. 6.All soils exposed during land disturbing activity (stripping, grading, utility installations, stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking along land contours until mulch, vegetation, or other permanent erosion control BMPs are installed. No soils in areas outside project street rights-of-way shall remain exposed by land disturbing activity for more than fourteen (14) days before required temporary or permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed, unless otherwise approved by the City/County. 7.In order to minimize erosion potential, all temporary (structural) erosion control measures shall: a.Be inspected at a minimum of once every two (2) weeks and after each significant storm event and repaired or reconstructed as necessary in order to ensure the continued performance of their intended function. b.Remain in place until such time as all the surrounding disturbed areas are sufficiently stabilized as determined by the erosion control inspector. c.Be removed after the site has been sufficiently stabilized as determined by the erosion control inspector. 8.When temporary erosion control measures are removed, the Developer shall be responsible for the clean up and removal of all sediment and debris from all drainage infrastructure and other public facilities. 9.The contractor shall immediately clean up any construction materials inadvertently deposited on existing streets, sidewalks, or other public rights of way, and make sure streets and walkways are cleaned at the end of each working day. 10.All retained sediments, particularly those on paved roadway surfaces, shall be removed and disposed of in a manner and location so as not to cause their release into any waters of the United States. 11.No soil stockpile shall exceed ten (10) feet in height. All soil stockpiles shall be protected from sediment transport by surface roughening, watering, and perimeter silt fencing. Any soil stockpile remaining after thirty (30) days shall be seeded and mulched. 12.The stormwater volume capacity of detention ponds will be restored and storm sewer lines will be cleaned upon completion of the project and before turning the maintenance over to the City or Homeowners Association (HOA). 13.City Ordinance and Colorado Discharge Permit System (CDPS) requirements make it unlawful to discharge or allow the discharge of any pollutant or contaminated water from construction sites. Pollutants include, but are not limited to discarded building materials, concrete truck washout, chemicals, oil and gas products, litter, and sanitary waste. The developer shall at all times take whatever measures are necessary to assure the proper containment and disposal of pollutants on the site in accordance with any and all applicable local, state, and federal regulations. 14.A designated area shall be provided on site for concrete truck chute washout. The area shall be constructed so as to contain washout material and located at least fifty (50) feet away from any waterway during construction. Upon completion of construction activities the concrete washout material will be removed and properly disposed of prior to the area being restored. 16. Conditions in the field may warrant erosion control measures in addition to what is shown on these plans. The Developer shall implement whatever measures are determined necessary, as directed by the City. 17. A Vehicle Tracking Control Pad shall be installed whenever it is necessary for construction equipment including but not limited to personal vehicles exiting existing roadways. No earthen materials, i.e., stone, dirt, etc., shall be placed in the curb & gutter or roadway as a ramp to access temporary stockpile(s), staging area(s), construction material(s), concrete washout area(s) and/or building site(s). B. Street Improvement Notes 1.All street construction is subject to the General Notes on the cover sheet of these plans as well as the Street Improvements Notes listed here. 2.A paving section design, signed and stamped by a Colorado licensed Engineer, must be submitted to the City of Fort Collins Engineer for approval, prior to any street construction activity, (full depth asphalt sections are not permitted at a depth greater than 8 inches of asphalt). The job mix shall be submitted for approval prior to placement of any asphalt. 3.Where proposed paving adjoins existing asphalt, the existing asphalt shall be saw cut, a minimum distance of 12 inches from the existing edge, to create a clean construction joint. The Developer shall be required to remove existing pavement to a distance where a clean construction joint can be made. Wheel cuts shall not be allowed unless approved by the City of Fort Collins Engineer in Fort Collins. 4.Street subgrades shall be scarified the top 12 inches and re-compacted prior to subbase installation. No base material shall be laid until the subgrade has been inspected and approved by the City of Fort Collins Engineer. 5.Ft. Collins only. Valve boxes and manholes are to be brought up to grade at the time of pavement placement or overlay. Valve box adjusting rings are not allowed. 6.When an existing asphalt street must be cut, the street must be restored to a condition equal to or better than its original condition. The existing street condition shall be documented by the Inspector before any cuts are made. Cutting and patching shall be done in conformance with Chapter 25, Reconstruction and Repair. The finished patch shall blend smoothly into the existing surface. The determination of need for a complete overlay shall be made by the City of Fort Collins Engineer. All overlay work shall be coordinated with adjacent landowners such that future projects do not cut the new asphalt overlay work. 7.All traffic control devices shall be in conformance with these plans or as otherwise specified in M.U.T.C.D. (including Colorado supplement) and as per the Right-of-Way Work Permit traffic control plan. 8.The Developer is required to perform a gutter water flow test in the presence of the City of Fort Collins Inspector and prior to installation of asphalt. Gutters that hold more than 1/4 inch deep or 5 feet longitudinally, of water, shall be completely removed and reconstructed to drain properly. 9.Prior to placement of H.B.P. or concrete within the street and after moisture/density tests have been taken on the subgrade material (when a full depth section is proposed) or on the subgrade and base material (when a composite section is proposed), a mechanical "proof roll" will be required. The entire subgrade and/or base material shall be rolled with a heavily loaded vehicle having a total GVW of not less than 50,000 lbs. and a single axle weight of at least 18,000 lbs. with pneumatic tires inflated to not less that 90 p.s.i.g. "Proof roll" vehicles shall not travel at speeds greater than 3 m.p.h. Any portion of the subgrade or base material which exhibits excessive pumping or deformation, as determined by the City of Fort Collins Engineer, shall be reworked, replaced or otherwise modified to form a smooth, non-yielding surface. The City of Fort Collins Engineer shall be notified at least 24 hours prior to the "proof roll." All "proof rolls" shall be preformed in the presence of an Inspector. 10.All public sidewalk, driveways, and ramps, existing or proposed, adjacent or within the site, need to meet ADA standards. If they currently do not, they will need to be reconstructed so that they do meet current ADA standards as a part of this project. 11.Any damaged curb, gutter and sidewalk existing prior to construction, as well as streets, sidewalks, curbs and gutters, destroyed, damaged or removed due to construction of this project, shall be replaced or restored to city of Fort Collins standards at the developer's expense prior to the acceptance of completed improvements and/or prior to the issuance of the first certificate of occupancy. C. Traffic Signing and Pavement Marking Construction Notes 1.All signage and marking is subject to the General Notes on the cover sheet of these plans, as well as the Traffic Signing and Marking Construction Notes listed here. 2.All symbols, including arrows, ONLYS, crosswalks, stop bars, etc. shall be pre-formed thermo-plastic. 3.All signage shall be per the City of Fort Collins Standards and these plans or as otherwise specified in MUTCD. 4.All lane lines for asphalt pavement shall receive two coats of latex paint with glass beads. 5.All lane lines for concrete pavement should be epoxy paint. 6.Prior to permanent installation of traffic striping, symbols, and signs their placement shall be approved by the City of Fort Collins Traffic Engineer. The developer shall place temporary tabs, tape or flags depicting alignment and location. Contact City of Fort COllins Traffic Operations at 970-221-6630 for field review. 7.Pre-formed thermo-plastic applications shall be as specified in these Plans and/or these Standards. 8.Epoxy applications shall be applied as specified in CDOT Standard Specifications for Road and Bridge Construction. 9.All surfaces shall be thoroughly cleaned prior to installation of striping or markings. 10.All sign posts shall utilize break-away assemblies and fasteners per the Standards. 11.A field inspection of location and installation of all signs shall be performed by the City of Fort Collins Traffic Engineer. All discrepancies identified during the field inspection must be corrected before the 2-year warranty period will begin. 12.The Developer installing signs shall be responsible for locating and protecting all underground utilities. 13.Special care shall be taken in sign location to ensure an unobstructed view of each sign. 14.Signage and striping has been determined by information available at the time of review. Prior to initiation of the warranty period,the City of Fort Collins Traffic Engineer reserves the right to require additional signage and/or striping if the City of Fort Collins Traffic Engineer determines that an unforeseen condition warrants such signage according to the MUTCD or the CDOT M and S Standards. All signage and striping shall fall under the requirements of the 2-year warranty period for new construction (except fair wear on traffic markings). 15.Sleeves for sign posts shall be required for use in islands/medians. Refer to Chapter 14, Traffic Control Devices, for additional detail. 16.Contractor is responsible for removing all anchors, posts, signs and/or delineators in Construction area. Contractor may keep the signs, or call the City Traffic Division to have them removed. 17.No “Reset” anchors, posts, signs, and/or delineators will be accepted. 18.All anchors, posts, signs, and/or delineators shall be new and be consistent with the LCUASS criteria. D. Storm Drainage Notes 1.The City of Fort Collins shall not be responsible for the maintenance of storm drainage facilities located on private property. Maintenance of onsite drainage facilities shall be the responsibility of the property owner(s). 2.All recommendations of the Final Drainage Report, dated February 14, 2024 by Northern Engineering Services, Inc., shall be followed and implemented. 3.Certification of grading and drainage facilities must be completed by a registered engineer and submitted to the Stormwater Utility Department at least two weeks prior to Stormwater Utility Department acceptance, or otherwise in accordance with the Development Agreement. 4.See City of Fort Collins Stormwater Criteria Manual – Appendix F Construction Control Measures Standard Notes and Standard Erosion Control Notes. E. Utility Notes 1.All waterline and sanitary sewer construction shall conform to the City of Fort Collins Utility standards and specifications current to date of construction. 2.The minimum cover over water lines is 4.5 feet and the maximum cover is 5.5 feet unless otherwise noted in the plans and approved by the water utility. 3.Water mains shall be poly-wrapped D.I.P, or PVC with tracer wire. 4.HDPE pipe may be used for 1-1/2 and 2 inch water services. The pipe shall meet the standards of AWWA 901, NSF Standard 61 and ASTM. The HDPE pipe shall be SDR 9 having a pressure rating of 200 psi. Stiffeners shall be used at all fittings and connections. CS3 ER O S I O N C O N T R O L N O T E S 3 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R F. INFILL AND REDEVELOPMENT NOTE A.Despite everyone's best efforts, it is impossible to fully display subsurface information prior to excavation. This is especially true in areas of infill and redevelopment. Unknown subsurface conditions can have cost and schedule implications. Prior to finalizing contract terms, it is strongly recommended that the Owner and General Contractor have a candid discussion to formulate a strategy for dealing with such circumstances when they arise. The process and procures should be in place prior to excavation. Allowances and contingencies can address the cost implications, but additional measures are required to deal with scheduling and factors impacting sequence of work. The Architect, Engineer(s), and Construction Surveyor should be made aware of the protocol for dealing with such unknown subsurface conditions prior to starting work. G. STANDARD EROSION CONTROL NOTES (CITY OF FORT COLLINS) General Erosion Control Requirements These notes are a summary for the legal requirements, that are set forth in the Fort Collins Stormwater Criteria Manual (FCSCM), and that any conflict is resolved by the more stringent requirement controlling. 1.The Property Owner, Owner’s Representative, Developer, Design Engineer, General Contractor, Sub-contractors, or similar title for the developing entity (here after referred to as the Developer) has provided these Erosion Control Materials in accordance with Erosion Control Criteria set forth in the Manual as an attempt to identify erosion, sediment, and other potential pollutant sources associated with these Construction Activities and preventing those pollutants from leaving the project site as an illicit discharge. Full City requirements and are outlined and clarified in the Manual under Chapter 4: Construction Control Measures and should be used to identify and define what is needed on a project. 2.The Developer shall make themselves thoroughly familiar with the provisions and the content of the specifications laid out in the Manual, the Development Agreement, the Erosion Control Materials compiled for this project, and the following notes as all these materials are applicable to this project. 3.The Developer shall implement and maintain Control Measures for all potential pollutants from the start of land disturbing activities until final stabilization of the construction site. 4.The City Erosion Control Inspector shall be notified at least twenty-four (24) hours prior to the desired start of any construction activities on this site to allow adequate time for on-site confirmation (initial inspection which can take up to two business days after receiving the request) that the site is in fact protected from sediment and pollutants discharges off site. Please contact erosion@fcgov.com early to schedule those Initial Erosion Control Inspections well in advance so that demolition, clearing, grubbing, tree removal, and scraping may begin without delay. Failure to receive an on-site confirmation before construction activities commence is an automatic “Notice of Violation” and can result in further enforcement actions. 5.The Developer shall proactively provide all appropriate Control Measures to prevent damage to adjacent downstream and leeward properties. This includes but is not limited to: trees, shrubs, lawns, walks, pavements, roadways, structures, creeks, wetlands, streams, rivers, and utilities that are not designed for removal, relocation, or replacement in the course of construction. 6.At all times the Developer shall be responsible to ensure adequate Control Measures are designed, selected, installed, maintain, repaired, replaced, and ultimately removed in order to prevent and control erosion suspension, sediment transportation, and pollutant discharge as a result of construction activities associated with this project. 7.All applicable Control Measures based upon the sequencing and/or phasing of the project shall be installed prior to those construction activities commencing. 8.As dynamic conditions (due to the nature, timing, sequence, and phasing of construction) in the field may warrant Control Measures in addition, or different, to what is shown on these plans, the Developer shall at all times be responsible to implement the Control Measures that are most effective with the current state and progress of construction. The Developer shall implement whatever measures are determined necessary, and/or as directed by the City Erosion Control Inspector. The Developer shall insure that all Erosion Control Plans (Maps) or SWMP documents are updated to reflect the current site conditions, with updates being initialed and dated. These site inspections and site condition updates shall be made available upon request by the City. 9.All listings, provisions, materials, procedures, activities, site work and the like articulated in this or other written site-specific documents (Including but not limited to the erosion control reports, development agreements, landscape, and drainage materials) shall meet or exceed the most restrictive language for City, County, State, and Federal regulations with regards to erosion, sediment, pollutant, and other pollution source Control Measures. The Developer shall be responsible to comply with all of these aforementioned laws and regulations. 10.The Developer shall ensure that all appropriate permits (CDPS General Permit Stormwater Discharges Associated with Construction Activity, Dewatering, Clean Water Act, Army Corps of Engineers’ 404 Wetlands Mitigation Permit, etc.) have been attained prior to the relevant activity has begun. These permits or copies shall be made available upon request by the City. 11.The Developer shall furnish all conveniences and assistances to aid the Erosion Control Inspectors of materials, workmanship, records, and self-inspections, etc. of the Control Measures involved in the construction activities. 12.The Developer shall request clarification of all apparent site construction issues that may arise due to inconsistencies in construction plans for the site or site conditions around the selected Control Measures by contacting the Erosion Control Inspector. The Erosion Control Inspector will not be responsible for any explanations, interpretations, or supplementary data provided by others. 13.All Control Measures shall be installed in accordance with the Manual. 14.The City reserves the right to require additional Control Measures as site conditions warrant, to the extent authorized by relevant legal authority. 15.As with any construction standards, occasions may arise where the minimum erosion control standards are either inappropriate or cannot be justified. In these cases, a variance to these standards may be applied for pursuant to the terms, conditions, and procedures of the Manual. 16.Inspection. The contractor shall inspect site pollutant sources and implement Control Measures at a minimum of once every two weeks during construction and within 24 hours following a precipitation event. Documentation of each inspection shall be recorded and retained by the contractor. 17.All temporary Control Measures shall be cleaned, repaired, or reconstructed as necessary in order to assure continual performance of their intended function. All retained sediments, particularly those on paved roadway surfaces, shall be removed and disposed of in a manner and location so as not to cause their release into any drainage way. 18.Any Control Measure may be substituted for another standard Control Measure so long as that Control Measure is equal to, or of greater protection than the original Control Measure that was to be used in that location. (ex. silt fence, for wattles, or for compact berms) Wattle alone on commercial construction sites have shown to be an ineffective substitute for silt fence or compact berms unless it is accompanied by a construction fence to prevent vehicle traffic. 19.Any implementation or replacement of existing Control Measures for a non-standard control, or alternative Control Measure, shall require the review and acceptance by the City erosion control staff before the measure will be allowed to be used on this project. These Control Measures’ details shall be submitted, reviewed and accepted to be in accordance with the Erosion Control Criteria based upon the functionality and effectiveness in accordance with sound engineering and hydrological practices Land disturbance, Stockpiles, and Storage of Soils 20.There shall be no earth-disturbing activity outside the limits designated on the accepted plans. Off road staging areas or stockpiles must be preapproved by the City. Disturbances beyond these limits will be restored to original condition. 21.Pre-disturbance vegetation shall be identified, protected, and retained wherever possible. Removal or disturbance of existing vegetation shall be limited to the area required for immediate construction operations, and for the shortest practical period of time. This should include sequencing and phasing construction activities in a way so that the soil is not exposed for long periods of time by schedule or limit grading to small areas. This should also include when practical advancing the schedule on stabilization activities such that landscaping takes place shortly if not immediately after grading has occurred. Vegetation efforts shall start as soon as possible to return the site to a stabilized condition. Sensitive areas should avoid clearing and grading activities as much possible. 22.All exposed soils or disturbed areas are considered a potential pollutant and shall have Control Measures implemented on the site to prevent materials from leaving the site. 23.All soils exposed during land disturbing activity (stripping, grading, utility installations, stockpiling, filling, etc.) shall be kept in a roughened condition at all times by equipment tracking, scarifying or disking the surface on a contour with a 2 to 4 inch minimum variation in soil surface until mulch, vegetation, and/or other permanent erosion control is installed. 24.No soil stockpile shall exceed ten (10) feet in height. All soil stockpiles shall be protected from sediment transport through the use of surface roughening, watering, and down gradient perimeter controls. All soil stockpiles shall be protected from sediment transport by wind in accordance with Municipal Code §12-150. All stockpiles shall be flattened to meet grade or removed from site as soon as practical, and no later than the completion of construction activities or abandonment of the project. All off-site stockpile storage locations in City limits shall have a stockpile permit from the City Engineering Department prior to using the area to store material. If frequent access from hardscape to the stockpile is needed a structural tracking Control Measure shall be implemented. 25.All required Control Measures shall be installed prior to any land disturbing activity (stockpiling, stripping, grading, etc.). All of the required erosion Control Measures must be installed at the appropriate time in the construction sequence as indicated in the approved project schedule, construction plans, and erosion control report. 26.All inlets, curb-cuts, culverts, and other storm sewer infrastructure which could be potentially impacted by construction activities shall be protected with Control Measures. Material accumulated from this Control Measure shall be promptly removed and in cases where the protection has failed, the pipes shall be thoroughly cleaned out. 27.All streams, stream corridors, buffers, woodlands, wetlands, or other sensitive areas shall be protected from impact by any construction activity through the use of Control Measures. 28.All exposed dirt shall have perimeter control. Any perimeter controls that drain off or has the ability to be tracked onto the nearby hardscape shall have some form of effective sediment control as the, or as part of the, perimeter control. 29.All exposed slopes should be protected. All exposed steep slopes (Steeper than 3:1 H:V) shall be protected from erosion and sediment transport through use of Control Measures. 30.No soils shall remain exposed by land disturbing activity for more than thirty (30) days after activity has ceased before required temporary seeding or permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed. This is not just limited to projects that are abandoned; this includes any project that is temporarily halted and no immediate activity is to resume within the next thirty (30) days, unless otherwise approved by the City Erosion Control Inspector. During a season when seeding does not produce vegetative cover, another temporary erosion control shall be implemented with or until temporary seeding or permanent erosion control can be performed. 31.All individual lots shall have effective sediment controls located on the street side and any down gradient side. Typically most lots drain to the front yet on those cases where houses are along a pond or drainage swale have the lot drain in a different direction than the street, those individual lots will need protection on that down gradient side to prevent sediment from leaving the lot. See the Individual Lot Details for further clarification. Vehicle Tracking 32.At all points where vehicles exit or leave the exposed dirt area on to a hardscape or semi hardscape (concrete, asphalt, road base, etc.) shall have installed at least one structural tracking Control Measure to prevent vehicle tracking. All areas not protected by an adequate perimeter control shall be considered a point where vehicles exit the site. Access points should be limited to as few entrances as possible (All perimeter areas shall be protected from tracking activities). 33.In all areas that the structural tracking Control Measures fail to prevent vehicle tracking, collection and proper disposal of that material is required. All inlets located near access points and affected by tracking activities shall be prevented from the introduction of sediment into the drainage system. 34.City Municipal Code §20-62, among other things, prohibits the tracking, dropping, or depositing of soils or any other material onto city streets by or from any source. City Municipal Code, §26-498, among other things, prohibits the discharge of pollutants on public or private property if there is a significant potential for migration of such pollutant. Therefore, all tracked or deposited materials (intentional or inadvertent) are not permitted to remain on the street or gutter and shall be removed and legally disposed of by the Developer in a timely and immediate manner. Dirt ramps installed in the curb-lines are not exempt to these sections of code and shall not be permitted in the street right of way (public or private). 35.If repeated deposit of material occurs on a site, additional structural tracking controls may be required of the Developer by the City Erosion Control Inspector. Loading and Unloading Operations 36.The Developer shall apply Control Measure to limit traffic (site worker or public) impacts and proactively locate material delivered to the site in close proximity to the work area or immediately incorporated in the construction to limit operational impacts to disturbed areas, vehicle tracking, and sediment deposition that could impact water quality. Outdoor Storage or Construction Site Materials, Building Materials, Fertilizers, and Chemicals 37.Any materials of a non-polluting nature (steel, rock, brick, lumber, etc.) shall be inspected for any residue coming off the material during routine inspection and will generally be located where practical at least fifty (50) feet from any permanent or interim drainage ways. 38.Any high environmental impact pollutant materials that have a high likelihood to result in discharge when in contact with stormwater (lubricants, fuels, paints, solvents, detergents, fertilizers, chemical sprays, bags of cement mix, etc.) should not be kept on site where practical. When not practical, they should be stored inside (vehicle, trailer, connex, building, etc.) and out of contact with stormwater or stormwater runoff. Where not available, they shall be stored outside in a raised (high spots or on pallets), covered (plastic or tarped), and sealed (leak proof container) in secondary containment location. The secondary containment or other Control Measure shall be adequately sized, located, where practical, at least fifty (50) feet from any permanent or interim stormwater structures or drainage ways and shall be monitored as part of the routine inspections. Vehicle and equipment maintenance and fueling 39.Parking, refueling, and maintenance of vehicles and equipment should be limited in one area of the site to minimize possible spills and fuel storage areas. This area shall be located, where practical, at least fifty (50) feet from any permanent or interim stormwater structures or drainage ways and shall be monitored as part of the routine inspections. All areas shall keep spill kits and supplies close. Significant Dust or Particulate generating Process 40.The property must be actively preventing the emission of fugitive dust at all times during construction and vegetation activities. All land disturbing activities that result in fugitive dust shall be in accordance with Municipal Code §12-150 to reduce the impacts to adjacent properties and community health. All required practices shall be implemented and additional ones shall be followed. These practices include watering the sites and discontinuing construction activities until the wind subsides as determined by any City Inspectors. Concrete truck / equipment washing, including the concrete truck chute and associated fixtures and equipment 41.All concrete and equipment washing shall use structural Control Measures appropriate to the volume of wash and frequency of use. These Control Measures shall be located, where practical, at least fifty (50) feet from any permanent or interim stormwater structures or drainage ways and shall be monitored as part of the routine inspections. These areas shall be clearly identified and protected from any wash from leaving the Control Measure. If frequent access from hardscape to the Control Measure is to occur, a structural tracking Control Measure shall be implemented. These Control Measures shall be frequently cleaned out. 42.The Developer is responsible for ensuring washing activity is taking place at the appropriate Control Measure and site workers are not washing or dumping wash water on to the dirt or other uncontrolled locations. Dedicated Asphalt and concrete batch plants 43.Dedicated asphalt and concrete batch plants are not acceptable on construction sites within the City of Fort Collins without an expressed written request and plan to reduce pollutants associated with that type of activity and approval by the City of Fort Collins specifically the Erosion Control Inspector. The Developer shall inform the erosion control inspection staff of any dedicated asphalt, or concrete batch plants that is to be used on site. Concrete Saw Cutting Materials 44.Saw cutting material shall be in accordance with Municipal Code §12-150 for air emissions and all water applications to the saw cutting shall prevent material from leaving the immediate site and collected. These cutting locations, once dried, shall be swept and scraped of all material and shall have proper and legal disposal. Waste Materials Storage and Sanitary Facilities 45.Trash, debris, material salvage, and/or recycling areas shall be, where practical, at least fifty (50) feet from any permanent or interim stormwater structures or drainage ways and shall be monitored as part of the routine inspections. These facilities should be located out of the wind and covered as able. Where not able to cover, locating said areas on the side of other structures to reduce exposure to winds, and follow maximum loading guidelines as marked on the container. The Developer is required to practice good housekeeping to keep the construction site free of litter, construction debris, and leaking containers. 46.Sanitary facilities shall be prevented from tipping through the use of anchoring to the ground or lashing to a stabilized structure. These facilities shall also be located as far as practical from an inlet, curb cut, drainage swale or other drainage conveyances to prevent material transport from leaving the local area. This consists of the facility being located, where practical, at least fifty (50) feet from any permanent or interim drainage ways. Other Site Operations and Potential Spill Areas 47.Spills: For those minor spills that; are less than the State’s reportable quantity for spills, stay within the permitted area, and in no way threaten any stormwater conveyance, notify the City of Fort Collins Utilities by email at erosion@fcgov.com or phone (970) 817-4770. For any significant, major, or hazardous spills, notify the City of Fort Collins Utilities by phone only after Emergency Response (911) has been notified and is on route, County Health Department (LCDHE) has been notified through Larimer County Sheriff Dispatch (970) 416-1985, and the State Spill Hotline Incident Reporting have been contacted 1-877-518-5608. Written documentation shall be provided to the City within 5 days of the event. All spills shall be cleaned up immediately. 48.Selection of “plastic welded” erosion control blankets shall not be used in areas that wildlife, such as snakes, are likely to be located as these have proven to cause entrapment issues. Final stabilization and project completion 49.Any stormwater facilities used as a temporary Control Measure will be restored and storm sewer lines will be cleaned upon completion of the project and before turning the maintenance over to the Owner, Homeowners Association (HOA), or other party responsible for long term maintenance of those facility. 50.All final stabilization specifications shall be done in accordance with the Manual, Chapter 4: Construction Control Measures. 51.All disturbed areas designed to be vegetated shall be amended, seeded & mulched, or landscaped as specified in the landscape plans and per City of Fort Collins standards within 14 working days of final grading. 52.Soil in all vegetated (landscaped or seeded) areas, including parkways and medians shall comply with all requirements set forth in Sections 12-130 through 12-132 of the City Municipal Code, as well as Section 3.8.21 for the City Land Use Code. 53.All seeding shall refer to landscaping plans or the Erosion Control Plans for species mixture and application rates and depths requirements. 54.All seed shall be drilled where practical to a depth based upon the seed type. Broadcast seeding shall be applied at double the rate as prescribed for drill seeding and shall be lightly hand raked after application. Hydroseeding may be substituted for drill seeding on slopes steeper than 3(H):1(V) or on other areas not practical to drill seed and crimp and mulch. All hydroseeding must be conducted as two separate processes of seeding and tackification. 55.All seeded areas must be mulched within twenty-four (24) after planting. All mulch shall be mechanically crimped and or adequately applied tackifier. The use of crimped mulch or tackifier may require multiple re-applications if not properly installed or have weathered or degraded before vegetation has been established. Areas of embankments having slopes greater than or equal to 3H:1V shall be stabilized with an erosion mat or approved equal to ensure seed will be able to germinate on the steep slopes. During a season when seeding doesnot produce vegetative cover, another temporary erosion control shall be implemented along with, or until, temporary seeding or permanent erosion control can be performed. 56.The Developer shall warranty and maintain all vegetative measures for two growing seasons after installation or until seventy percent (70%) vegetative cover has been established, whichever is longer and meets all the Criteria outlined in the Fort Collins Stormwater Criteria Manual Chapter 4: Construction Control Measures. 57.The Developer shall maintain, monitor, repair, and replace any and all applicable Control Measures until final stabilization has been obtained. All Control Measures must remain until such time as all upstream contributing pollutant sources have been vegetated or removed from the site. When any Control Measure is removed, the Developer shall be responsible for the cleanup and removal of all sediment and debris from that Control Measure. At the point at which the site has been deemed stabilized and verified by City Erosion Control Inspector, all temporary Control Measures can then be fully removed. All measures shall be removed within 30 days after final stabilization is achieved. 58.The responsible party shall maintain and keep current all payments or related forms of security for the Erosion Control Escrow until 1) stabilization has been reached and 2) all Control Measures and/or BMPs have sediment materials collected and the Control Measure removed from the site. At that time the site will be considered completed and any remaining Erosion Control Escrow shall be returned to the appropriate parties. ELEC F CTV CTV CTV CTV CTV CTV OHU OHU OHU OHU CTV X X X X X X X X X X X CTV G G G G G G G G G SS SS SS SS SS SS HY D S FE S FE S XX X X X X W W W W W W W W W SSSSSS S S S S S S W W S 8" W S E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G I UDUDUDUDUDUDUDUDUDUDUDUDUD UD UD UD U D UD UD U D U D U D UD UD UD UD UD UD UD UD UD UD 12 " S S 12 " S S 12 " S S 12 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 12" SS 1 2 " S S 12" SS 1 2 " S S 1 2 " S S 8 " W 8 " W 8 " W 8" W 8" W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8" W 8" W 8" W 8" W 8" W 12" SS 12" SS EEEEEEE E E E T F SC E V W F N M A S O N S T R E E T WANKIER LANCE 1401 N. COLLEGE AVENUE FORT COLLINS, CO WOOD RONALD G/ JENNIFER L/ WILLARD E 122 HIBDON COURT FORT COLLINS, CO THOMPSON PROPERTIES LLC 1319 N. COLLEGE AVENUE FORT COLLINS, CO EXISTING FIRE HYDRANT PLANNED NATURAL HABITAT BUFFER ZONE SEE NOTE 6 LOT LINE HICKORY REGIONAL DETENTION POND LOT 1 LOT 2 LOT 3 PLANNED 42'' FL-FL PLANNED FIRE HYDRANT SEE NOTE 6 PLANNED 3/4" IRRIGATION METER PIT PLANNED 2" WATER METER VAULT SEE NOTE 6 PLANNED 3 PHASE ELECTRIC BOX (CITY OF FORT COLLINS) SEE NOTE 6 PLANNED 6" PVC FIRE SERVICE SEE NOTE 6 PLANNED 24" HP STORM SEE NOTE 6 PLANNED 6" PVC SANITARY SERVICE SEE NOTE 6 HIBDON COURT PLANNED 4' SIDEWALK CHASE AND CURB CUT SEE NOTE 6 PLANNED 2' CONCRETE PAN 206-LF TO BE REMOVED PLANNED 50'' FL-FL PLANNED GRASS LINED SWALE TO BE REMOVED SEE NOTE 6 PLANNED 12" SANITARY SEWER SEE NOTE 6 PLANNED 8" WATER LINE SEE NOTE 6 EXISTING 8" WATER LINE EXISTING SANITARY SEWER PLANNED 5' SIDEWALK 10' UTILITY EASEMENT BK1658 PG746 10' UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT EXISTING 12" STORM DRAIN PLANNED 3 PHASE ELECTRIC BOX (CITY OF FORT COLLINS) SEE NOTE 6 PLANNED GAS LINE SEE NOTE 6 PLANNED ELECTRIC LINE SEE NOTE 6 GRATITUDE LLC 1303 N. COLLEGE AVENUE FORT COLLINS, CO PLANNED 24" HDPE STORM SEE NOTE 6 72-LF TO REMAIN PLANNED TURF REINFORCEMENT MAT SEE NOTE 6 PLANNED TURF REINFORCEMENT MAT SEE NOTE 6 PLANNED DRAINAGE EASEMENT SEE NOTE 6 PLANNED CONNECTION VAULT (CITY OF FORT COLLINS) SEE NOTE 6 TRACT A PLANNED STREET LIGHT AND TRANSFORMER (CITY OF FORT COLLINS) SEE NOTE 6 PLANNED STREET LIGHT AND TRANSFORMER (CITY OF FORT COLLINS) SEE NOTE 6 PLANNED STREET LIGHT AND TRANSFORMER (CITY OF FORT COLLINS) SEE NOTE 6 3' POWER LINE EASEMENT TO CITY OF FORT COLLINS BK 1475 PG 941 TO BE VACATED BY SEPARATE DOCUMENT 45' ROW BK 1743 PG 632 PLANNED 71' ROW 60' DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 20' EMERGENCY ACCESS EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 10' UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 9' UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 30' STORMWATER & UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 24' EMERGENCY ACCESS EASEMENT PER MASON STREET INFRASTRUCTURE PLAT PLANNED 4" SANITARY SERVICE SEE NOTE 6 /////// PLANNED 24" HDPE STORM SEE NOTE 6 12-LF & NYLOPLAST BASIN TO BE REMOVED PLANNED STREET LIGHT AND TRANSFORMER (CITY OF FORT COLLINS) SEE NOTE 6 PLANNED 6' CONCRETE SIDEWALK 7.5-LF TO BE REMOVED 6" CURB 3-LF TO BE REMOVED EX1 DE M O L I T I O N P L A N EX I S T I N G C O N D I T I O N S & 4 NORTH ( IN FEET ) 1 inch = ft. Feet03030 30 60 90 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R EXISTING ELECTRIC E LEGEND: G T EXISTING STORM SEWER EXISTING TELEPHONE EXISTING GAS EXISTING IRRIGATION BOX EXISTING GAS METER EXISTING TELEPHONE PEDESTAL EXISTING TREES (TO REMAIN) NOTES: EXISTING SANITARY SEWER SS EXISTING WATER W EXISTING FENCE X EXISTING WATER METER EXISTING FIRE HYDRANT EXISTING ELECTRIC VAULT PROJECT BOUNDARY EXISTING RIGHT-OF-WAY EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR VAULT ELEC CONTROL IRR EXISTING TREES (TO BE REMOVED) EXISTING CABLE CTV EXISTING FIBER OPTIC FO 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING DEMOLITION, REMOVAL, REPLACEMENT, AND DISPOSAL OF ALL FACILITIES AND MATERIAL. 3.CONTRACTOR IS ENCOURAGED TO PERFORM DEMOLITION IN A MANNER THAT MAXIMIZES SALVAGE, RE-USE, AND RECYCLING OF MATERIALS. THIS INCLUDES APPROPRIATE SORTING AND STORING. IN PARTICULAR, DEMOLISHED CONCRETE, ASPHALT, AND BASE COURSE SHOULD BE RECYCLED IF POSSIBLE. 4.ALL SYMBOLS ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 5.CONTACT THE PROJECT SURVEYOR FOR ANY INQUIRIES RELATED TO THE EXISTING SITE SURVEY. 6.ALL IMPROVEMENTS LABELED "PLANNED" ARE PART OF THE MASON STREET INFRASTRUCTURE PROJECT. DESIGN DETAILS FOR THESE IMPROVEMENTS CAN BE FOUND IN THE MASON STREET INFRASTRUCTURE UTILITY PLANS. 7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 8.REFER TO LANDSCAPE PLANS FOR TREE PROTECTION AND MITIGATION. EXISTING OVERHEAD UTILITY OHE EXISTING ASPHALT/CONCRETE (TO BE REMOVED) FIELD SURVEY BY: SUBSURFACE EXPLORATION BY: Original Field Survey: Northern Engineering Project No. 1473-002 Date: April 2019 Additional Field Survey: Northern Engineering Project No. 1971-001 Date: October, 2022 CTL Thompson, Inc Geotechnical Investigation Hibdon/Mason 24/7 Shelter SWC Hibdon Court and Mason Street Fort Collins, Colorado Project No. FC10,520.000-125-R1 Date: November 20, 2023 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 KEYMAP M A S O N S T . HIBDON CT. TREE PROTECTION NOTES: 1.ALL EXISTING TREES WITHIN THE LIMITS OF THE DEVELOPMENT AND WITHIN ANY NATURAL AREA BUFFER ZONES SHALL REMAIN AND BE PROTECTED UNLESS NOTED ON THESE PLANS FOR REMOVAL. 2.WITHIN THE DRIP LINE OF ANY PROTECTED EXISTING TREE, THERE SHALL BE NO CUT OR FILL OVER A FOUR-INCH DEPTH UNLESS A QUALIFIED ARBORIST OR FORESTER HAS EVALUATED AND APPROVED THE DISTURBANCE. 3.ALL PROTECTED EXISTING TREES SHALL BE PRUNED TO THE CITY OF FORT COLLINS FORESTRY STANDARDS. TREE PRUNING AND REMOVAL SHALL BE PERFORMED BY A BUSINESS THAT HOLDS A CURRENT CITY OF FORT COLLINS ARBORIST LICENSE WHERE REQUIRED BY CODE. 4.PRIOR TO AND DURING CONSTRUCTION, BARRIERS SHALL BE ERECTED AROUND ALL PROTECTED EXISTING TREES WITH SUCH BARRIERS TO BE OF ORANGE FENCING A MINIMUM OF FOUR (4) FEET IN HEIGHT, SECURED WITH METAL T-POSTS, NO CLOSER THAN SIX (6) FEET FROM THE TRUNK OR ONE-HALF (½) OF THE DRIP LINE, WHICHEVER IS GREATER. THERE SHALL BE NO STORAGE OR MOVEMENT OF EQUIPMENT, MATERIAL, DEBRIS OR FILL WITHIN THE FENCED TREE PROTECTION ZONE. 5.DURING THE CONSTRUCTION STAGE OF DEVELOPMENT, THE APPLICANT SHALL PREVENT THE CLEANING OF EQUIPMENT OR MATERIAL OR THE STORAGE AND DISPOSAL OF WASTE MATERIAL SUCH AS PAINTS, OILS, SOLVENTS, ASPHALT, CONCRETE, MOTOR OIL OR ANY OTHER MATERIAL HARMFUL TO THE LIFE OF A TREE WITHIN THE DRIP LINE OF ANY PROTECTED TREE OR GROUP OF TREES. 6.NO DAMAGING ATTACHMENT, WIRES, SIGNS OR PERMITS MAY BE FASTENED TO ANY PROTECTED TREE. 7.LARGE PROPERTY AREAS CONTAINING PROTECTED TREES AND SEPARATED FROM CONSTRUCTION OR LAND CLEARING AREAS, ROAD RIGHTS-OF-WAY AND UTILITY EASEMENTS MAY BE "RIBBONED OFF," RATHER THAN ERECTING PROTECTIVE FENCING AROUND EACH TREE AS REQUIRED IN SUBSECTION (G)(3) ABOVE. THIS MAY BE ACCOMPLISHED BY PLACING METAL T-POST STAKES A MAXIMUM OF FIFTY (50) FEET APART AND TYING RIBBON OR ROPE FROM STAKE-TO-STAKE ALONG THE OUTSIDE PERIMETERS OF SUCH AREAS BEING CLEARED. 8.THE INSTALLATION OF UTILITIES, IRRIGATION LINES OR ANY UNDERGROUND FIXTURE REQUIRING EXCAVATION DEEPER THAN SIX (6) INCHES SHALL BE ACCOMPLISHED BY BORING UNDER THE ROOT SYSTEM OF PROTECTED EXISTING TREES AT A MINIMUM DEPTH OF TWENTY-FOUR (24) INCHES. THE AUGER DISTANCE IS ESTABLISHED FROM THE FACE OF THE TREE (OUTER BARK) AND IS SCALED FROM TREE DIAMETER AT BREAST HEIGHT AS DESCRIBED IN THE CHART BELOW: 9.ALL TREE REMOVAL SHOWN SHALL BE COMPLETED OUTSIDE OF THE SONGBIRD NESTING SEASON (FEB 1 - JULY 31) OR CONDUCT A SURVEY OF TREES ENSURING NO ACTIVE NESTS IN THE AREA. EL E C CT V X X X X X X X G G G G G G XX X X SS SS SS SS SS SS EV U D U D SC T F UD UD UD UD G E N UD N MA S O N S T R E E T HI B D O N C O U R T DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS LOT 2 LOT 3 PLANNED 42'' FL-FL PLANNED 50'' FL-FL HICKORY REGIONAL DETENTION POND LOT 1 RAIN GARDEN 1 PLANNED 71' ROW 60' DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT RAIN GARDEN 2 6' S I D E W A L K EX. 6' S I D E W A L K 58' FL-FL 41' FL-FL 17' FL-FL 20' FL-FL 24' DRIVE AISLE 24' DRIVE AISLE 17'9'EX. 6' SIDEWALK 4' WALK w/ 6" RIBBON CURB 6' S I D E W A L K 20' DRIVE AISLE 17' 9' 20' FL-FL 20' EMERGENCY ACCESS EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 8' 8' 9' 17' 10' UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 6 ' S I D E W A L K ±38' DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 9' UTIL I T Y E A S E M E N T 9' UT I L I T Y E A S E M E N T 30' STORMWATER & UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT R5' R5' R3' R3' R3' R3' R25' R45' 3 2 LOT LINE PLANNED 4' SIDEWALK CHASE AND CURB CUT SEE NOTE 6 2 2 2 LANDSCAPING WALL (SEE LANDSCAPING PLANS) 2 2 1 1 2 2 22 1 2 2 2 2 2 2 2 2 2 2 2 2 1 1 CONCRETE RUNDOWN AND FOREBAY 1-1 CONCRETE RUNDOWN AND FOREBAY 1-2 CONCRETE RUNDOWN AND FOREBAY 2-1 4' CURB CUT 4' CURB CUT FENCE (SEE LANDSCAPING PLANS) CONCRETE EMERGENCY SPILLWAY CONCRETE EMERGENCY SPILLWAY A A 6" RIBBON CURB LANDSCAPING WALL (SEE LANDSCAPING PLANS) AREA INLET (TYP.) AREA INLET (TYP.) T T 1 T1 T B B D C GATE (SEE LANDSCAPING PLANS) GATE (SEE LANDSCAPING PLANS) AREA INLET (TYP.) PLANNED "15 MINUTE PARKING" SIGN SEE NOTE 6 PLANNED "NO PARKING" SIGN SEE NOTE 16 B B 5' WALK 5' WALK 5' WALK 5' WALK D D P P 2 2 CONCRETE FOREBAY 2-2 CONCRETE FOREBAY 2-3 GATE (SEE LANDSCAPING PLANS) RAILINGS (SEE LANDSCAPING PLANS) PLANNED "15 MINUTE PARKING" SIGN SEE NOTE 6 RAILINGS (SEE LANDSCAPING PLANS) MONUMENT SIGN (SEE ARCH. PLANS) CONCRETE FOREBAY 1-3 CONCRETE FOREBAY 1-4 R25' R25' 5' CRUSHER FINES WALK WITH 6" RIBBON CURB AREA INLET (TYP.) 6' SIDEWALK AREA INLET (TYP.) TRASH ENCLOSURES (SEE LANDSCAPE PLANS) SHADE STRUCTURE COLUMNS, TYP. (SEE LANDSCAPING PLANS) 1' SIDEWALK CHASE SEE DETAIL 206 SHT 19 1' SIDEWALK CHASE & CHANNEL SEE DETAIL 205 SHEET 19 10' RETAINING WALL SEE LANDSCAPING PLANS B T 4' WALK w / 6 " R I B B O N C U R B 4' WA L K w / 6 " R I B B O N C U R B 8'33.6' CONCRETE RETAINING WALL HC1 HO R I Z O N T A L C O N T R O L P L A N 5 NORTH ( IN FEET ) 1 inch = ft. Feet02020 20 40 60 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 KEYMAP M A S O N S T . HIBDON CT. 1 2 3 T 30" VERTICAL INFLOW CURB & GUTTER 18" VERTICAL INFLOW CURB & GUTTER CURB & GUTTER TRANSITION 1.CURVES AND LINES ARE MEASURED AT FLOWLINE, CENTERLINE OR EDGE OF WALK. 2.ATTACHED WALK WIDTHS ARE FROM FLOW LINE. 3.SIGN PLACEMENT SHALL BE PER THE LATEST EDITION OF MUTCD REGARDLESS OF PLAN LOCATION. 4.ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OF FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 5.ALL PUBLIC CONCRETE PAVING SHALL BE 6" THICK. 6.ALL IMPROVEMENTS LABELED "PLANNED" ARE PART OF THE MASON STREET INFRASTRUCTURE PROJECT. DESIGN DETAILS FOR THESE IMPROVEMENTS CAN BE FOUND IN THE MASON STREET INFRASTRUCTURE UTILITY PLANS. 7.REFER TO SITE AND LANDSCAPE PLANS (BY OTHERS) FOR ADDITIONAL INFORMATION RELATED TO DECORATIVE PAVING, HARDSCAPES, AND OTHER SITE AMENITIES. 8.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 9.PAVEMENT MARKINGS SHALL BE PER CITY OF FORT COLLINS STANDARDS AND PROJECT SPECIFICATION MANUAL. 10.HEAVY DUTY PAVING WITHIN THE EMERGENCY ACCESS EASEMENTS SHALL BE CAPABLE OF SUPPORTING 80,000 LBS. SEE DETAIL ON SHEET 22 FOR ADDITIONAL INFORMATION. 18" VERTICAL OUTFALL CURB & GUTTER EASEMENTS NOTES: PROPOSED INFLOW CURB & GUTTER PROPERTY BOUNDARY EXISTING LOT LINE / / / / / / / /PROPOSED EDGE OF PAVEMENT PROPOSED OUTFALL CURB & GUTTER X' CONCRETE PAN LEGEND: PROPOSED LOT LINE EXISTING ROW PROPOSED ROW LIGHT DUTY PAVING CONCRETE FLATWORK RESERVED PARKING B CONCRETE PAVING P FIRE LANE X A P0TS C HEAVY DUTY PAVING SITE SIGN LEGEND ARTIFICIAL TURF CRUSHER FINES (ADA ACCEPTABLE MATERIAL) 430" VERTICAL OUTFALL CURB & GUTTER P D PARALLEL ACCESS RAMP DIRECTIONAL ACCESS RAMP NO OUTLET P0TS D PROPOSED DOWNSPOUT DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS U D U D SC T F UD UD UD UD G E N UD X X X X X X X X G G G G G XX SS SS SS SS SS SS SS UD EV N MAS O N S T R E E T LOT 2 LOT 3 PLANNED 42'' FL-FL HI B D O N C O U R T PLANNED 50'' FL-FL HICKORY REGIONAL DETENTION POND LOT 1 PLANNED 71' ROW 60' DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT RAIN GARDEN 2 6 . 4 % 6 . 6 % 0. 8 % 1.9 % 3 . 3 % 1. 7 % 2 . 3 % 2.2 % 1.9% 3.2 % 2.7% 2 . 5 % 2 . 2 % 3.2 % 2.7% 1.5% 1.7 % 1.5% 1.8% 1.5% 3 . 8 % 2.4% 6. 0 % 5. 5 % 4:1 7:1 4:1 4:1 5:1 8:1 8:1 2.6% 2.0 % 2.0% 2.0% 2.6% 5.0% 1. 6 % 3. 9 % 1 . 3 % 6.8 % 4 . 0 % 2 . 7 % 15.1% 6.6% 11.3% 7.6% 11.5% 1.0% 2.1% 1. 4 % 8.1% 11 . 5 % 7. 2 % 1.2% 2. 0 % 0.6%2.0% 0 . 1 % 0 . 4 % 1 . 1 % 1 . 1 % 1.7% 6 . 0 % 9.3% 9.6% 2.9% PLANNED 4' SIDEWALK CHASE AND CURB CUT SEE NOTE 6 CONCRETE RUNDOWN AND FOREBAY CONCRETE RUNDOWN AND FOREBAY CONCRETE RUNDOWN AND FOREBAY 4' CURB CUT 4' CURB CUT CONCRETE EMERGENCY SPILLWAY CONCRETE EMERGENCY SPILLWAY TRASH ENCLOSURE (SEE LANDSCAPE PLANS) EX. 6' S I D E W A L K EX. 6' SIDEWALK 24' EMERGENCY ACCESS EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 4' WALK w / 6 " R I B B O N C U R B 30' STORMWATER & UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 0.8 % 9:1 5.2% LANDSCAPING WALL (SEE LANDSCAPING PLANS) 9' UTILITY E A S E M E N T 2.2% 3 - 5"/11" RISERS 4 - 6.5"/11" RISERS 1 . 7 % RAIN GARDEN 1 RAILING (TYP.) SEE LANDSCAPING PLANS DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 2.0% 2.4% 2. 3 % 2. 0 % 2.0 % 2.3 % 2. 0 % STORM DRAIN LINE A SEE SHEET ST1 STORM DRAIN LINE B SEE SHEET ST3 STORM DRAIN LINE C SEE SHEET ST3 COURTYARD DRAINS SEE SHEET ST4 STORM DRAIN LINE R1 SEE SHEET ST5 STORM DRAIN LINE R2 SEE SHEET ST5 STORM DRAIN LINE R3 SEE SHEET ST5 4. 0 % 5.1% 1. 6 % 2 . 5 % 2 . 8 % 4' WA L K w / 6 " R I B B O N C U R B 4' WALK w/ 6" RIBBON CURB 6' SIDEWALK 6' S I D E W A L K 6' S I D E W A L K OG1 OV E R A L L G R A D I N G P L A N 6 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet02020 20 40 60 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.THE NATURAL HABITAT BUFFER ZONE SHALL NOT BE DISTURBED BY ANY GRADING, CONSTRUCTION OR MAINTENANCE ACTIVITIES AS APPROVED BY THE CITY ENVIRONMENTAL PLANNER. 6.ALL IMPROVEMENTS LABELED "PLANNED" ARE PART OF THE MASON STREET INFRASTRUCTURE PROJECT. DESIGN DETAILS FOR THESE IMPROVEMENTS CAN BE FOUND IN THE MASON STREET INFRASTRUCTURE UTILITY PLANS. 7.FOREBAYS SHALL BE CONSTRUCTED ON COMPACTED SOIL AND NOT RAIN GARDEN MEDIA. SEE DETAIL 400 SHEET 20 FOR MORE INFORMATION. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK PROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS UD KEYMAP M A S O N S T . HIBDON CT. CT V G G G G G G G G G SS H YD S SS SS SS SS SS SS SS 8" W 8" W 8" W 8" W 8" W E E E E E E E E E EEEEEEEEEEEEEEEEEE G G G G G G G G G G G G G G G G G G G G G G G G G 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 8" W 8" W 8" W 8" W 8" W 8" W 8" W8" W8" W8" W8" W8" W8" W8" W8" W8" W8" W8" W8" W8" W8" W8" W 12 " S S 12 " S S 12 " S S 12 " S S 12 " S S 12 " S S 12 " S S E E E E E E E E E E E E TF E E E E E E E E 12" SS W F DS DS DS LOT 2 LOT 3 PLANNED 42'' FL-FL HI B D O N C O U R T PLANNED 71' ROW FFE=84.50 83. 9 6 8 3 . 3 4 84.50 8 4 . 5 0 83 . 3 2 83 . 3 2 82 . 2 5 8 1 . 8 6 81.93 8 0 . 3 7 8 0 . 3 5 79.69 7 9 . 2 7 79.20 79.17 7 9 . 6 3 7 9 . 6 9 79.59 79.42 8 3 . 8 3 8 3 . 1 8 83.1880.37 80.86 84.23 82.56 10.1% 2.6% 2.2% 2.0% 4.4% 3. 9 % 3. 9 % 2.0% 0 . 6 % 0 . 5 % 1.7% 6 . 0 % 9.3% 9.6% 6" RIBBON CURB EX. 6' SIDEWALK 4' WALK w/ 6" RIBBON CURB 82.1 0 82 . 7 5 79.35 83 . 9 2 83.80 83.73 83.5 7 84 . 1 0 8 3 . 0 4 83.7 0 5.2% 9' UTILITY E A S E M E N T 4.6% 1 . 7 % 8 0 . 8 6 FFE=84.50 2.0% 7 9 . 1 5 7 8 . 8 9 79.07 0 . 5 % 0. 5 % 4.6% 79.68 79.60 8 0 . 2 0 80.3 2 79.80 80. 0 0 TB C 80. 1 5 8. 2 % 2.0% 7. 2 % 79.72 79.52 FL N MASON STREET 83.92 83.85 83.49 83.59 6' W A L K 12.1% 1.9% 1.9 %0. 5 % 4.6% 2.0% 6" HDPE PIPE CONNECTION FROM DOWNSPOUT TO SIDEWALK CHASE 1. 6 % 1 . 9 % 84.23 2 . 8 % 2 . 8 % 1.4% 2.0% 0. 6 % 2. 1 % 83.3 4 83.16 1.6% 2.4% 2. 4 % 5.0% 1 . 6 % 2 . 8 % 1 . 6 % 82.3 5 6 . 2 % 5 . 1 % 8 . 3 % 1' SIDEWALK CHASE SEE DETAIL 206 SHT 19 1' SIDEWALK CHASE & CHANNEL SEE DETAIL 205 SHEET 19 1.8% 82.8 1 83 . 5 2 8 0 . 3 6 81.62 81.50 82.0 5 82.1 0 (8 1 . 5 5 ) 80.26 1.0% 79 . 5 8 FL 8 0 . 0 6 F L 83.4 9 83 . 5 0 BEGIN CONCRETE RETAINING WALL N:137732.81 E:194210.27 82.6 1 BIKE RACKS (TYP.) 2 . 0 % 3. 4 % 5. 0 % 2 . 0 % 82.2 0 SW 81. 6 2 FL ??? 7 9 . 8 6 7 9 . 8 0 80 . 3 2 END CONCRETE RETAINING WALL 0.4% 4' WALK w / 6 " RIBBON C U R B 3 2 1 G1 DE T A I L E D G R A D I N G P L A N 7 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.THE NATURAL HABITAT BUFFER ZONE SHALL NOT BE DISTURBED BY ANY GRADING, CONSTRUCTION OR MAINTENANCE ACTIVITIES AS APPROVED BY THE CITY ENVIRONMENTAL PLANNER. 6.ALL IMPROVEMENTS LABELED "PLANNED" ARE PART OF THE MASON STREET INFRASTRUCTURE PROJECT. DESIGN DETAILS FOR THESE IMPROVEMENTS CAN BE FOUND IN THE MASON STREET INFRASTRUCTURE UTILITY PLANS. 7.FOREBAYS SHALL BE CONSTRUCTED ON COMPACTED SOIL AND NOT RAIN GARDEN MEDIA. SEE DETAIL 400 SHEET 20 FOR MORE INFORMATION. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK PROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS UD KEYMAP M A S O N S T . HIBDON CT. MA T C H L I N E - S E E S H E E T G2 MATCH LINE - SEE SHEETG3 G3 G1 G2G4 DOWNSPOUT LEGEND 1 2PROVIDE CONCRETE CHANNEL FROM DOWNSPOUT TO CHASE. PROVIDE 1/2" EXPANSION JOINT AT BUILDING FACE 3 PIPE CONNECTION TO STORM DRAIN (SEE SHEET 20) PROVIDE PIPED DOWNSPOUT CONNECTION TO CHASE 4STORM CONNECTION TO BUILDING (SEE M/E/P PLANS) 5TYPICAL DOWNSPOUT (SEE ARCH. PLANS) 1.COORDINATE DOWNSPOUT LOCATIONS AND ELEVATION WITH ARCHITECTURE PLANS PRIOR TO CONSTRUCTION. CT V X X X X S E E E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G G G G G G I 12" SS 12" SS 12" SS 12" S S 12" S S 12" S S 12" S S 12" S S 12" S S 12" S S 12" S S 12" S S 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W E E E E E E E E EV E E DS DS DS DS U D U D U D U D U D SC E E T F EE G E N N MAS O N S T R E E T PLANNED 50'' FL-FL 60' DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 8 0 . 5 0 81.34 81.48 82 . 1 2 82.10 82.18 81.58 81. 8 9 8 1 . 5 3 81.5 0 8 1 . 6 0 8 2 . 3 6 82.68 81.66 82.21 8 1 . 8 8 84.50 8 1 . 8 8 8 1 . 7 1 82.0 4 8 1 . 3 9 8 1 . 3 1 8 0 . 7 0 80.86 80.9 5 8 1 . 2 3 8 0 . 5 8 8 2 . 2 6 82.03 8 1 . 9 3 8 1 . 5 1 8 1 . 5 9 83. 8 8 83 . 8 3 84.44 83 . 8 3 8 3 . 7 4 83.53 84.16 83 . 5 8 8 3 . 4 4 83.20 8 3 . 5 4 83.74 8 2 . 4 3 84.50 81 . 1 2 7 8 . 1 7 78.00 78.00 78.00 79 . 8 8 7 9 . 0 0 79 . 0 0 79 . 0 2 79.00 83.34 81.02 0. 8 % 1.9 % 3 . 3 % 3. 5 % 2 . 3 % 2.2 % 1.9% 3.2 % 2 . 2 % 3.2 % 1.5% 1.7 % 1.5% 1.8% 1.5% 3 . 8 % 80.76 8 1 . 1 8 2.4% 9.5% 4 . 0 % 2 . 7 % 6:1 6.6% 9:1 7.6% 9:1 1.0% 2.1% 1. 5 % 8.1% 5.5 % 7. 2 % 1.2% 2. 0 % 0.6% 1 . 1 % 1 . 1 % PLANNED 4' SIDEWALK CHASE AND CURB CUT SEE NOTE 6 CONCRETE RUNDOWN AND FOREBAY 1-1 SEE DETAIL SHEET 21 4' CURB CUT CONCRETE EMERGENCY SPILLWAY 6" RIBBON CURB EX. 6' S I D E W A L K 5' WA L K 8 2 . 6 3 81.82 8 2 . 2 3 81.00 81.00 81.22 8 1 . 8 9 LANDSCAPING WALL (SEE LANDSCAPING PLANS) (75.13) 3 - 5"/11" RISERS 4 - 6.5"/11" RISERS RAILING (TYP.) SEE LANDSCAPING PLANS 84 . 5 0 84.4 5 83.4 5 82.4 8 82. 0 2 82.58 82.32 82.4 2 82.2 4 85.00 82.4 5 82. 3 5 82.35 84.50 2. 0 % 8 2 . 1 9 8 2 . 2 9 FFE=84.50 LOT 2 STORM DRAIN LINE A SEE SHEET ST1 STORM DRAIN LINE R3 SEE SHEET ST5 80.00 80.00 81.42 80.23 8 0 . 1 0 84.18 8 4 . 4 2 81.95 82.08 8 . 3 % 1.0% 6 . 1 % 80.85 82.98 84.4 1 7 8 . 0 0 79.00 STORM DRAIN LINE B SEE SHEET ST3 6" RIBBON CURB 83. 7 1 82.61 84. 0 2 83 . 9 2 84.0 2 82 . 3 1 82 . 5 8 82.43 82 . 0 9 81. 6 5 81.61 0.1% 2 . 7 % 0.6% 0.7 % 0.5% 0.7% 81.31 3 . 6 % 1 . 9 % 0.7% 0.8% 0.6% 2. 0 % 2.0% 1. 7 % 5.5% 78.00 79.00 78.00 79.00 4:1 4:1 3 : 1 4:1 4:1 5:1 4:1 81.64 81.53 8 2 . 3 0 82.30 1.8% 7. 4 % 0.0% 82. 3 8 81.70 81.72 8 2 . 2 0 8 2 . 2 7 84.38 8 4 . 5 0 RAILING (TYP.) SEE LANDSCAPING PLANS RAILING (TYP.) SEE LANDSCAPING PLANS 1 . 7 % 2.2 % 2 . 1 % 2. 3 % 2.1% LOT 1 1 . 7 % 82.02 2 . 3 % 2 . 2 % 82.04 MONUMENT SIGN (SEE ARCH. PLANS) 78.17 78. 1 7 78.17 RAIN GARDEN 1 REQ VOL. 1,405 CUFT PROVIDED VOL. 1,870 CUFT PROVIDED FLAT AREA = 1,442 SQFT CONCRETE FOREBAY 1-3 SEE DETAIL SHEET 21 CONCRETE FOREBAY 1-4 SEE DETAIL SHEET 21 CONCRETE RUNDOWN AND FOREBAY 1-2 SEE DETAIL SHEET 21 2 . 7 % 81.6 9 81.7 7 81.77 81.75 2.3% 0.2% 1.0% 78.00 78 . 0 0 78.00 78 . 0 0 1. 0 % END CONCRETE RETAINING WALL N:137699.57 E:194217.94 83. 6 2 82.41 82 . 3 4 82 . 2 9 0.4% 0.4% 0 . 5 % 2 . 0 % 4 . 7 % 5 . 0 % 84 . 5 0 84 . 5 0 83 . 1 8 4 . 8 % 4 . 8 % 5 . 0 % 4.8% 5.0% 83.92 83. 9 3 2 . 0 % 2 . 0 % 0 . 5 % 4.8% 81.66 81. 5 6 81.84 81. 9 6 2 . 3 % 2 . 0 % 2 . 0 % 6:1 4:1 5:1 4:1 8 2 . 1 3 2. 5 % 2. 0 % TRASH ENCLOSURE (SEE LANDSCAPING PLANS) TRASH ENCLOSURE (SEE LANDSCAPING PLANS) 82.0 3 3 . 2 % 0.5% 0.6% 6" CURB 8. 3 % 4 . 7 % 82 . 2 5 83.24 2.2 % 2.2 % 2.2% 1. 1 % 9.9% 10:1 4' WALK w / 6 " RIBBON C U R B 4' WALK w / 6 " RIBBON C U R B BIKE RACKS (TYP.) 4 1 1 1 5 RETAINING WALL SEE LANDSCAPING PLANS G2 DE T A I L E D G R A D I N G P L A N 8 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.THE NATURAL HABITAT BUFFER ZONE SHALL NOT BE DISTURBED BY ANY GRADING, CONSTRUCTION OR MAINTENANCE ACTIVITIES AS APPROVED BY THE CITY ENVIRONMENTAL PLANNER. 6.ALL IMPROVEMENTS LABELED "PLANNED" ARE PART OF THE MASON STREET INFRASTRUCTURE PROJECT. DESIGN DETAILS FOR THESE IMPROVEMENTS CAN BE FOUND IN THE MASON STREET INFRASTRUCTURE UTILITY PLANS. 7.FOREBAYS SHALL BE CONSTRUCTED ON COMPACTED SOIL AND NOT RAIN GARDEN MEDIA. SEE DETAIL 400 SHEET 20 FOR MORE INFORMATION. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK PROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS UD KEYMAP M A S O N S T . HIBDON CT. G3 G1 G2G4 MA T C H L I N E - S E E S H E E T G1 MATCH LINE - SEE SHEETG4 DOWNSPOUT LEGEND 1 2PROVIDE CONCRETE CHANNEL FROM DOWNSPOUT TO CHASE. PROVIDE 1/2" EXPANSION JOINT AT BUILDING FACE 3 PIPE CONNECTION TO STORM DRAIN (SEE SHEET 20) PROVIDE PIPED DOWNSPOUT CONNECTION TO CHASE 4STORM CONNECTION TO BUILDING (SEE M/E/P PLANS) 5TYPICAL DOWNSPOUT (SEE ARCH. PLANS) 1.COORDINATE DOWNSPOUT LOCATIONS AND ELEVATION WITH ARCHITECTURE PLANS PRIOR TO CONSTRUCTION. X X X X X X X X X X X X X X X SS SS SS SS SS SS SS DS DS DS DS DS DS DS DS UD UD UD UD UD UD UD UD UD UD UD FFE=84.50 79.627 9 . 0 7 78.67 79.01 8 0 . 5 3 83.18 8 3 . 1 8 8 3 . 8 3 8 3 . 8 3 8 3 . 1 8 84 . 2 5 8 4 . 5 0 84.35 7:1 4:1 10:1 12.2% 2.6% 5.0%2.9% FFE=84.50 CONCRETE RUNDOWN AND FOREBAY 2-1 SEE DETAIL SHEET 21 4' CURB CUT CONCRETE EMERGENCY SPILLWAY 30' STORMWATER & UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 10.6% 82 . 0 9 5.2% DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 8 3 . 1 1 83.52 8 3 . 5 9 83.32 83.8 3 84 . 5 0 8 3 . 8 4 83 . 8 7 2.0% 83.5 8 83 . 6 5 83 . 1 2 83. 3 0 8 3 . 3 2 83. 5 2 84 . 5 0 84 . 5 0 84.2 4 2. 0 % 2.1 % 2.3 % 8 2 . 1 2 82.35 LOT 2 0. 5 % 2.0%2.0% 4:1 5:1 81. 0 0 81.00 80.00 80.00 81.00 8 1 . 0 0 8 1 . 9 1 8 1 . 7 9 8 2 . 0 0 78.16 STORM DRAIN LINE A SEE SHEET ST1 STORM DRAIN LINE C SEE SHEET ST3 STORM DRAIN LINE R2 SEE SHEET 1678.61 78.16 78.60 78.16 78.61 78 . 6 7 78. 1 9 78.16 78. 6 7 78.16 78. 6 5 78.17 78. 3 3 2.0 % 83.64 83.75 3 . 9 % 83.40 83.25 83.34 1. 0 % 2 . 9 % 3 . 0 % 83. 9 2 83. 9 3 83. 9 1 84. 1 3 83. 6 2 83. 4 0 83. 6 4 8 4 . 3 0 8 4 . 0 9 83.87 8 4 . 0 4 84.34 8 4 . 0 3 83.6 7 83 . 6 3 (83.92) 84.21 83. 9 6 8 3 . 6 9 8 3 . 7 9 83 . 8 5 83.90 2. 0 % 5. 8 % 83. 7 4 83. 9 4 83.87 8 3 . 7 4 83.6 6 2. 0 % 2. 0 % STORM DRAIN LINE R1 SEE SHEET ST5 COURTYARD DRAINS SEE SHEET ST4 RAIN GARDEN 2 REQ VOL. 682 CUFT PROVIDED VOL. 915 CUFT PROVIDED FLAT AREA = 1,532 SQFT CONCRETE FOREBAY 2-2 SEE DETAIL SHEET 21 78 . 1 6 78.33 CONCRETE FOREBAY 2-3 SEE DETAIL SHEET 21 78.16 78. 3 3 1. 3 % 4.5% 8 . 8 % 7. 2 % FENCE (SEE LANDSCAPING PLANS) LANDSCAPING WALL (SEE LANDSCAPING PLANS) PLANNED NATURAL HABITAT BUFFER ZONE 79 . 6 2 SHADE STRUCTURE COLUMNS, TYP. (SEE LANDSCAPING PLANS) 7.3% 11 . 9 % 1 8 . 4 % 10.1 % 1.3% 1.8% 5 . 5 % 9. 1 % 2 . 3 % 4 . 6 % 7 . 9 % 2.0% 1 1 1 1 1 1 1 8 4 . 3 5 1 G3 DE T A I L E D G R A D I N G P L A N 9 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.THE NATURAL HABITAT BUFFER ZONE SHALL NOT BE DISTURBED BY ANY GRADING, CONSTRUCTION OR MAINTENANCE ACTIVITIES AS APPROVED BY THE CITY ENVIRONMENTAL PLANNER. 6.ALL IMPROVEMENTS LABELED "PLANNED" ARE PART OF THE MASON STREET INFRASTRUCTURE PROJECT. DESIGN DETAILS FOR THESE IMPROVEMENTS CAN BE FOUND IN THE MASON STREET INFRASTRUCTURE UTILITY PLANS. 7.FOREBAYS SHALL BE CONSTRUCTED ON COMPACTED SOIL AND NOT RAIN GARDEN MEDIA. SEE DETAIL 400 SHEET 20 FOR MORE INFORMATION. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK PROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS UD KEYMAP M A S O N S T . HIBDON CT. MATCH LINE - SEE SHEETG1 MA T C H L I N E - S E E S H E E T G4 G3 G1 G2G4 DS DS UDUD HICKORY REGIONAL DETENTION POND LOT 1 8 3 . 1 5 8 2 . 8 7 82.78 8 3 . 0 8 83.83 8 3 . 6 4 8 3 . 5 9 84.39 84.4 5 6 . 4 % 6 . 6 % 3.2 % 2.7% 2 . 5 % 2.7% 6. 0 % ?? ? 2. 0 % 24' EMERGENCY ACCESS EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 0.8 % 83 . 1 2 84 . 5 0 84 . 5 0 84.49 8 4 . 0 3 1.9 % 2. 3 % FFE=84.50 LOT 2 STORM DRAIN LINE A SEE SHEET ST1 8 4 . 0 3 8 3 . 9 7 8 4 . 2 0 8 3 . 6 5 8 3 . 7 5 8 3 . 7 8 83.6 7 83 . 6 3 (83.92) 84.24 84.22 8 4 . 4 0 84.49 84.46 8 4 . 2 7 8 4 . 4 5 84.10 84.02 83.97 83.54 8 3 . 9 9 83.87 83.58 2.0% 8 3 . 4 3 COURTYARD DRAINS SEE SHEET ST4 2.6 % 1.0 % 2.0 % 0.7 %1.8 % 2.8 % 2.0% 2.0 % 4.4% 3.5% 83.91 8 3 . 5 1 8 3 . 0 9 83.58 8 4 . 0 7 8 3 . 3 3 8 3 . 5 5 8 3 . 6 2 83.91 2.1 % 4.5% 3.7 % 5. 9 % 1 2 . 4 % 9 . 1 % 1.9% 2.0% 1. 0 % 1. 3 % 2.2% 84.35 84.05 1.9 % 1 . 6 % FENCE (SEE LANDSCAPING PLANS) PLANNED NATURAL HABITAT BUFFER ZONE 84.41 8 3 . 6 5 5.1% 6.9% 10 . 6 % 1 2 . 2 % 2. 3 % 2.5% 1.7% 2.0% 2.8 % 1 . 4 % 84.08 LANDSCAPING WALL (SEE LANDSCAPING PLANS) 1 1 G4 DE T A I L E D G R A D I N G P L A N 10 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 5.THE NATURAL HABITAT BUFFER ZONE SHALL NOT BE DISTURBED BY ANY GRADING, CONSTRUCTION OR MAINTENANCE ACTIVITIES AS APPROVED BY THE CITY ENVIRONMENTAL PLANNER. 6.ALL IMPROVEMENTS LABELED "PLANNED" ARE PART OF THE MASON STREET INFRASTRUCTURE PROJECT. DESIGN DETAILS FOR THESE IMPROVEMENTS CAN BE FOUND IN THE MASON STREET INFRASTRUCTURE UTILITY PLANS. 7.FOREBAYS SHALL BE CONSTRUCTED ON COMPACTED SOIL AND NOT RAIN GARDEN MEDIA. SEE DETAIL 400 SHEET 20 FOR MORE INFORMATION. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED GRADE BREAK PROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS UD KEYMAP M A S O N S T . HIBDON CT. MA T C H L I N E - S E E S H E E T G3 MATCH LINE - SEE SHEETG2 G3 G1 G2G4 DOWNSPOUT LEGEND 1 2PROVIDE CONCRETE CHANNEL FROM DOWNSPOUT TO CHASE. PROVIDE 1/2" EXPANSION JOINT AT BUILDING FACE 3 PIPE CONNECTION TO STORM DRAIN (SEE SHEET 20) PROVIDE PIPED DOWNSPOUT CONNECTION TO CHASE 4STORM CONNECTION TO BUILDING (SEE M/E/P PLANS) 5TYPICAL DOWNSPOUT (SEE ARCH. PLANS) 1.COORDINATE DOWNSPOUT LOCATIONS AND ELEVATION WITH ARCHITECTURE PLANS PRIOR TO CONSTRUCTION. DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS FDC SSS UD S C TF EM E G G GM UDUDUD GEN E E ELEC F CTV CTV CTV CTV CTV CTV OHU OHU OHU OHU CTV X X X X X X X X X X X CTV G G G G G G G G G SS SS SS SS SS SS HY D S FE S FE S XX X X X X W W W W W W W W W SSSSSS S S S S S S W W S 8" W S E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E G G G G G G G G G G G G G G G G G G G G I UDUDUDUDUDUDUDUDUDUDUDUDUD UD UD UD U D UD UD U D U D U D UD UD UD UD UD UD UD UD UD UD 12 " S S 12 " S S 12 " S S 12 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 12" SS 1 2 " S S 12" SS 1 2 " S S 1 2 " S S 8 " W 8 " W 8 " W 8" W 8" W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8" W 8" W 8" W 8" W 8" W 12" SS 12" SS EEEEEEE E E E T F SC E V W F N M A S O N S T R E E T WANKIER LANCE 1401 N. COLLEGE AVENUE FORT COLLINS, CO WOOD RONALD G/ JENNIFER L/ WILLARD E 122 HIBDON COURT FORT COLLINS, CO THOMPSON PROPERTIES LLC 1319 N. COLLEGE AVENUE FORT COLLINS, CO EXISTING FIRE HYDRANT PLANNED NATURAL HABITAT BUFFER ZONE SEE NOTE 6 45' ROW BK 1743 PG 632 LOT LINE HICKORY REGIONAL DETENTION POND LOT 1 LOT 2 LOT 3 PLANNED 71' ROW PLANNED 42'' FL-FL 60' DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT PLANNED 3/4" IRRIGATION METER PIT PLANNED 2" WATER METER VAULT (SEE NOTE 6) WATER METER TO BE INSTALLED PLANNED 3 PHASE ELECTRIC BOX (CITY OF FORT COLLINS) SEE NOTE 6 PLANNED 6" PVC FIRE SERVICE SEE NOTE 6 PLANNED 15" HDPE STORM SEE NOTE 6 PLANNED 6" PVC SANITARY SERVICE SEE NOTE 6 HIBDON COURT PLANNED 4' SIDEWALK CHASE AND CURB CUT SEE NOTE 6 PLANNED 50'' FL-FL 20' EMERGENCY ACCESS EASEMENT PER MASON STREET INFRASTRUCTURE PLAT RAIN GARDEN 2 RAIN GARDEN 1 TRASH ENCLOSURE TRANSFORMER AND SWITCH CABINET PLANNED 3 PHASE ELECTRIC BOX (CITY OF FORT COLLINS) SEE NOTE 6 GAS METER CONNECTION TO BE COORDINATED WITH UTILITY PROVIDER 10' UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT AREA INLET (TYP.) AREA INLET (TYP.) UNDERDRAIN FOR ARTIFICIAL TURF PLANNED GAS LINE SEE NOTE 6 PLANNED ELECTRIC LINE SEE NOTE 6 9 ' U T I L I T Y E A S E M E N T 9 ' U T I L I T Y E A S E M E N T STORM DRAIN A SEE SHEET 12 24' EMERGENCY ACCESS EASEMENT PER MASON STREET INFRASTRUCTURE PLAT PROPOSED SANITARY SEWER SERVICE SEE DETAIL THIS SHEET DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT GENERATOR MONUMENT SIGN (SEE ARCH. PLANS) STORM DRAIN B SEE SHEET 14 STORM DRAIN R3 SEE SHEET 16 PLANNED STREET LIGHT AND TRANSFORMER (CITY OF FORT COLLINS) SEE NOTE 6 30' STORMWATER & UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT STORM DRAIN A SEE SHEET 13 STORM DRAIN A7 SEE SHEET 13 COURTYARD DRAINS SEE SHEET 15 UNDERDRAIN FOR ARTIFICIAL TURF STORM DRAIN R2 SEE SHEET 16 STORM DRAIN R1 SEE SHEET 16 PLANNED CONNECTION VAULT (CITY OF FORT COLLINS) SEE NOTE 6 STORM DRAIN C SEE SHEET 14 PLANNED SANITARY SERVICE SEE NOTE 6 PLANNED 24" HDPE STORM SEE NOTE 6 PLANNED FIRE HYDRANT SEE NOTE 6 DS DS DS SSS S C TF EM E E G G G G GEN E E E S E E E E E E E E E G G G G G G G G G 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W E V 45° WYE A3-3 w/ CLEANOUT INV. IN=4973.28 (W) INV. OUT=4973.28 (NE) FG=4981.31 N: 137568.91 E: 194209.98 45° WYE A3-4 w/ CLEANOUT INV. IN=4973.77 (NW) INV. OUT=4973.77 (E) FG=4981.21 N: 137571.10 E: 194185.26 45° WYE A3-5 w/ CLEANOUT INV. IN=4974.46 (N) INV. OUT=4974.46 (SE) FG=4981.36 N: 137597.29 E: 194163.33 GI CONNECTION A3-6.2 INV. IN=4975.27 (N) INV. OUT=4975.27 (S) FG=4976.22 N: 137632.91 E: 194175.94 GI CONNECTION A3-6.3 INV. IN=4975.27 (N) INV. OUT=4975.27 (S) FG=4976.22 N: 137643.86 E: 194176.94 45° WYE A3-6.1 INV. IN=4975.11 (N) INV. OUT=4975.11 (SW) FG=4975.65 N: 137624.94 E: 194175.22 45° WYE A3-6 INV. IN=4974.84 (N) INV. IN=4974.84 (NE) INV. OUT=4974.84 (S) FG=4975.43 N: 137616.42 E: 194165.01 SS STUB A3-7 INV. OUT=4975.86 (S) FG=4976.41 N: 137667.47 E: 194169.46 SS STUB A3-6.4 INV. OUT=4975.73 (S) FG=4976.27 N: 137666.64 E: 194178.93 SS STUB A4-1 INV. IN=4972.75 (SW) INV. OUT=4972.75 (NE) FG=4973.29 N: 137590.56 E: 194257.57 24.82 LF 6" PVC @ 2.00% 34.16 LF 6" PVC @ 2.00% 19.21 LF 6" PVC @ 2.00% 51.24 LF 6" PVC @ 2.00% 13.29 LF 6" PVC @ 2.00% 8.00 LF 6" PVC @ 2.00% 22.86 LF 4" PVC @ 2.00% 52.28 L F 6 " P V C @ 1 . 0 0 % PLANNED 6" PVC SANITARY SERVICE SEE NOTE 6 N M A S O N S T R E E T GREASE INTERCEPTOR SEE DETAIL SHEET 17 STORM DRAIN LINE R3 SEE SHEET 16 5' FL - SEWER 9.5' U1 UT I L I T Y P L A N 11 NORTH ( IN FEET ) 1 inch = ft. Feet03030 30 60 90 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NOTES: 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.ALL WATER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS STANDARDS, LATEST EDITION. 3.ALL SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS STANDARDS SANITARY SEWER DESIGN TECHNICAL CRITERIA MANUAL, LATEST EDITION. 4.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS & SERVICES. 5.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 6.ALL IMPROVEMENTS LABELED "PLANNED" ARE PART OF THE MASON STREET INFRASTRUCTURE PROJECT. DESIGN DETAILS FOR THESE IMPROVEMENTS CAN BE FOUND IN THE MASON STREET INFRASTRUCTURE UTILITY PLANS. 7.ALL MANHOLE RIM ELEVATIONS (EXISTING & PROPOSED) ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE. IF NECESSARY, CONE SECTIONS SHALL BE ROTATED TO PREVENT LIDS BEING LOCATED WITHIN VEHICLE OR BICYCLE WHEEL PATHS. 8.THE NATURAL HABITAT BUFFER ZONE SHALL NOT BE DISTURBED BY ANY GRADING, CONSTRUCTION OR MAINTENANCE ACTIVITIES EXCEPT AS APPROVED BY THE CITY ENVIRONMENTAL PLANNER. EXISTING LOT LINE EASEMENT LINE SPROPOSED SEWER SERVICE WPROPOSED WATER SERVICE EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: G T EXISTING STORM SEWER EXISTING TELEPHONE EXISTING GAS EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPERTY BOUNDARY EXISTING TELEPHONE PEDESTAL PROPOSED STREET LIGHT W SS PROPOSED LOT LINE PROPOSED ROW EXISTING ROW EXISTING CABLE CTV G UDPROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS PROPOSED GENERATOR PROPOSED CONNECTION VAULT PROPOSED TRANSFORMER EV T PROPOSED SWITCH CABINET SC Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 KEYMAP M A S O N S T . HIBDON CT. DS DS DS DS DS DS DS DS DS DS S SS UD UD SC TF EM E E G G G G GE N U D E E E S E E E E E E E E G G G G G G G G G I UD UD 12" SS 8" W 8" W 8" W 8" W 8" W 8" W EV FES A1 STA 10+00.02 N: 137491.82 E: 194219.80 110.0 3 L F 1 8 " H D P E @ 0 . 3 5 % BASIN A2 STA 11+10.05 N: 137523.83 E: 194114.53 95.87 L F 1 8 " H D P E @ 0 . 5 0 % 18X12 TEE A3 STA 12+05.92 N: 137604.90 E: 194063.36 39.18 L F 1 8 " H D P E @ 0 . 5 0 % 44.15 L F 1 8 " H D P E @ 0 . 5 0 % 18X8 TEE A4 STA 12+45.10 N: 137638.03 E: 194042.45 35.80 LF 18" HDPE @ 0.50% BASIN A6 STA 13+04.99 N: 137688.68 E: 194010.48 LOT 2 60' DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT RAIN GARDEN 1 24' EMERGENCY ACCESS EASEMENT PER MASON STREET INFRASTRUCTURE PLAT SANITARY SEWER SEE SHEET 11 18X8 TEE A5 STA 12+89.25 N: 137675.37 E: 194018.88 15.74 LF 18" HDPE @ 0.50% STORM DRAIN A7 SEE SHEET 12 COURTYARD DRAIN PLAN SEE SHEET ST518X12 TEE A7 STA 13+40.79 N: 137723.90 E: 194004.06 4970 4975 4980 4985 4990 4995 5000 4970 4975 4980 4985 4990 4995 5000 9+7510+0011+0012+0013+0013+75 BA S I N A 6 ST A 1 3 + 0 4 . 9 9 RI M 4 9 8 3 . 1 ± IN V . I N 4 9 7 9 . 5 2 ( N ) IN V . O U T 4 9 7 9 . 5 2 ( S E ) 18 X 8 T E E A 4 ST A 1 2 + 4 5 . 1 0 IN V . 4 9 7 9 . 2 3 ( N W ) IN V . 4 9 7 9 . 2 3 ( N E ) IN V . 4 9 7 9 . 2 3 ( S E ) 18 X 1 2 T E E A 3 ST A 1 2 + 0 5 . 9 2 IN V . 4 9 7 9 . 0 3 ( N W ) IN V . 4 9 7 9 . 0 3 ( N E ) IN V . 4 9 7 9 . 0 3 ( S E ) BA S I N A 2 ST A 1 1 + 1 0 . 0 5 RI M 4 9 8 2 . 5 ± IN V . I N 4 9 7 8 . 5 5 ( N W ) IN V . O U T 4 9 7 8 . 5 5 ( E ) FE S A 1 ST A 1 0 + 0 0 . 0 2 IN V . 4 9 7 8 . 1 7 ( W ) 110.03 LF 18" HDPE @ 0.35% 95.87 LF 18" HDPE @ 0.50% 39.18 LF 18" HDPE @ 0.50%44.15 LF 18" HDPE @ 0.50%35.80 LF 18" HDPE @ 0.50% EXISTING GROUND @ PIPE CENTERLINE PROPOSED GROUND @ PIPE CENTERLINE 15.74 LF 18" HDPE @ 0.50% 18 X 1 2 T E E A 7 ST A 1 3 + 4 0 . 7 9 IN V . 4 9 7 9 . 7 0 ( N ) IN V . 4 9 7 9 . 7 0 ( E ) IN V . 4 9 7 9 . 7 0 ( S ) 100-YR HGL 18 X 8 T E E A 5 ST A 1 2 + 8 9 . 2 5 IN V . 4 9 7 9 . 4 5 ( N W ) IN V . 4 9 7 9 . 4 5 ( N E ) IN V . 4 9 7 9 . 4 5 ( S E ) Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). PROPOSED RIGHT OF WAY INLET SCHEDULE: INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A9 18" Nyloplast Basin 18" Dome Inlet A14 15" Nyloplast Basin 15" Dome Inlet A3-1 12" Nyloplast Basin 12" Dome Inlet A3-2 12" Nyloplast Basin 12" Dome Inlet A10-1 8" Nyloplast Basin 8" Dome Inlet A7-3 12" Nyloplast Basin 12" Dome Inlet A10-2 8" Nyloplast Basin 8" Dome Inlet A7-4.1 8" Nyloplast Basin 8" Dome Inlet A7-2.1 8" Nyloplast Basin 8" Dome Inlet A7-1.1 8" Nyloplast Basin 8" Dome Inlet B2 Type C Inlet Per Detail Inlet C3 Modified Outlet Structure Per Detail UDPROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS KEYMAP M A S O N S T . HIBDON CT. NORTH ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 ST1 PL A N & P R O F I L E ST O R M D R A I N A 12 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R PROFILE SCALE: STORM DRAIN A 12 ST A MA T C H L I N E SE E S H E E T 13 + 7 5 ST 2 LIN EMA T C H ST A 13 + 7 5 PRIVATELY OWNED AND MAINTAINED DS DS DS DS DS UD 50.23 LF 18" HDPE @ 0.50% BASIN A8 STA 13+91.02 N: 137773.32 E: 193995.05 21.50 LF 18" HDPE @ 0.50% INLET A9 STA 14+12.52 N: 137788.97 E: 194009.78 31. 8 9 L F 1 5 " H D P E @ 0 . 5 0 % 8.37 LF 15" HDPE @ 0.50% 15X8 TEE A10 STA 14+44.41 N: 137788.83 E: 194041.68 15X8 TEE A11 STA 14+52.79 N: 137788.80 E: 194050.05 14.02 LF 15" HDPE @ 0.50% 15X4 TEE A12 STA 14+66.80 N: 137788.74 E: 194064.07 5.56 LF 15" HDPE @ 0.50% INLET A14 STA 14+80.19 N: 137788.68 E: 194077.45 29.50 LF 8" HDPE @ 5.00% RD A15 STA 15+09.69 N: 137812.39 E: 194095.00 COURTYARD DRAINS SEE SHEET 15 15X8 TEE A13 STA 14+72.36 N: 137788.71 E: 194069.62 7.83 LF 15" HDPE @ 0.50% 4970 4975 4980 4985 4990 4995 5000 4970 4975 4980 4985 4990 4995 5000 13+7514+0015+0015+50 50.23 LF 18" HDPE @ 0.50% 21.50 LF 18" HDPE @ 0.50% IN L E T A 9 ST A 1 4 + 1 2 . 5 2 FL . E L 4 9 8 3 . 1 ± IN V . I N 4 9 8 0 . 0 7 ( E ) IN V . O U T 4 9 8 0 . 0 7 ( S W ) 31.89 LF 15" HDPE @ 0.50% 15 X 8 T E E A 1 1 ST A 1 4 + 5 2 . 7 9 IN V . 4 9 8 0 . 2 7 ( S ) IN V . 4 9 8 0 . 2 7 ( E ) IN V . 4 9 8 0 . 2 7 ( W ) 8.37 LF 15" HDPE @ 0.50% 15 X 8 T E E A 1 0 ST A 1 4 + 4 4 . 4 1 IN V . 4 9 8 0 . 2 3 ( E ) IN V . 4 9 8 0 . 2 3 ( S ) IN V . 4 9 8 0 . 2 3 ( W ) 5.56 LF 15" HDPE @ 0.50% 14.02 LF 15" HDPE @ 0.50% 15 X 4 T E E A 1 2 ST A 1 4 + 6 6 . 8 0 IN V . 4 9 8 0 . 3 4 ( E ) IN V . 4 9 8 0 . 3 4 ( N ) IN V . 4 9 8 0 . 3 4 ( W ) IN L E T A 1 4 ST A 1 4 + 8 0 . 1 9 FL . E L 4 9 8 3 . 3 ± IN V . I N 4 9 8 0 . 4 1 ( N E ) IN V . O U T 4 9 8 0 . 4 1 ( W ) 29.50 LF 8" HDPE @ 5.00% RD A 1 5 ST A 1 5 + 0 9 . 6 9 RI M 4 9 8 2 . 5 ± IN V . O U T 4 9 8 1 . 8 8 ( S W ) BA S I N A 8 ST A 1 3 + 9 1 . 0 2 RI M 4 9 8 3 . 3 ± IN V . I N 4 9 7 9 . 9 6 ( N E ) IN V . O U T 4 9 7 9 . 9 6 ( S ) EXISTING GROUND @ PIPE CENTERLINE PROPOSED GROUND @ PIPE CENTERLINE 100-YR HGL 15 X 8 T E E A 1 3 ST A 1 4 + 7 2 . 3 6 IN V . 4 9 8 0 . 3 7 ( E ) IN V . 4 9 8 0 . 3 7 ( N ) IN V . 4 9 8 0 . 3 7 ( W ) 4970 4975 4980 4985 4990 4995 5000 4970 4975 4980 4985 4990 4995 5000 9+50 10+00 11+00 18 X 1 2 T E E A 7 ST A 9 + 9 7 . 5 8 RI M 4 9 8 1 . 2 ± IN V . I N 4 9 7 9 . 7 0 ( N ) IN V . I N 4 9 7 9 . 7 0 ( E ) IN V . O U T 4 9 7 9 . 7 0 ( S ) 13.03 LF 12" HDPE @ 1.63% 12 X 8 T E E A 7 - 1 ST A 1 0 + 1 0 . 6 1 RI M 4 9 8 1 . 0 ± IN V . I N 4 9 7 9 . 9 1 ( S ) IN V . I N 4 9 7 9 . 9 1 ( E ) IN V . O U T 4 9 7 9 . 9 1 ( W ) 4.07 LF 12" HDPE @ 2.00% 12 X 8 T E E A 7 - 2 ST A 1 0 + 1 4 . 6 8 RI M 4 9 8 1 . 2 ± IN V . I N 4 9 7 9 . 9 9 ( N ) IN V . I N 4 9 7 9 . 9 9 ( E ) IN V . O U T 4 9 7 9 . 9 9 ( W ) 7.42 LF 12" HDPE @ 2.00% IN L E T A 7 - 3 ST A 1 0 + 2 2 . 1 0 FL . E L 4 9 8 3 . 3 ± IN V . I N 4 9 8 0 . 1 4 ( E ) IN V . O U T 4 9 8 0 . 1 4 ( W ) 10.89 LF 8" HDPE @ 2.00% 8X 8 T E E A 7 - 4 ST A 1 0 + 3 2 . 9 9 RI M 4 9 8 1 . 5 ± IN V . I N 4 9 8 0 . 3 6 ( N ) IN V . I N 4 9 8 0 . 3 6 ( E ) IN V . O U T 4 9 8 0 . 3 6 ( W ) RD A 7 - 6 ST A 1 0 + 3 8 . 9 3 RI M 4 9 8 1 . 2 ± IN V . O U T 4 9 8 0 . 4 8 ( W ) 3.00 LF 8" HDPE @ 2.00% EXISTING GROUND @ PIPE CENTERLINE PROPOSED GROUND @ PIPE CENTERLINE 100-YR HGL 8X 8 T E E A 7 - 5 ST A 1 0 + 3 5 . 9 9 RI M 4 9 8 1 . 2 ± IN V . I N 4 9 8 0 . 4 2 ( E ) IN V . I N 4 9 8 0 . 4 2 ( S ) IN V . O U T 4 9 8 0 . 4 2 ( W ) 2.94 LF 8" HDPE @ 2.00% DS DS DS DS DS DS UD 18X12 TEE A7 STA 9+97.58 N: 137723.90 E: 194004.06 13.03 LF 12" HDPE @ 1.63% 4.07 LF 12" HDPE @ 2.00% 12X8 TEE A7-1 STA 10+10.61 N: 137726.23 E: 194016.88 12X8 TEE A7-2 STA 10+14.68 N: 137726.96 E: 194020.88 7.42 LF 12" HDPE @ 2.00% INLET A7-3 STA 10+22.10 N: 137728.30 E: 194028.18 10.89 LF 8" HDPE @ 2.00% 8X8 TEE A7-4 STA 10+32.99 N: 137728.12 E: 194039.06 3.00 LF 8" HDPE @ 2.00% 8X8 TEE A7-5 STA 10+35.99 N: 137728.07 E: 194042.06 2.94 LF 8" HDPE @ 2.00% RD A7-6 STA 10+38.93 N: 137728.04 E: 194045.00 COURTYARD DRAINS SEE SHEET 15 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). PROPOSED RIGHT OF WAY INLET SCHEDULE: INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A9 18" Nyloplast Basin 18" Dome Inlet A14 15" Nyloplast Basin 15" Dome Inlet A3-1 12" Nyloplast Basin 12" Dome Inlet A3-2 12" Nyloplast Basin 12" Dome Inlet A10-1 8" Nyloplast Basin 8" Dome Inlet A7-3 12" Nyloplast Basin 12" Dome Inlet A10-2 8" Nyloplast Basin 8" Dome Inlet A7-4.1 8" Nyloplast Basin 8" Dome Inlet A7-2.1 8" Nyloplast Basin 8" Dome Inlet A7-1.1 8" Nyloplast Basin 8" Dome Inlet B2 Type C Inlet Per Detail Inlet C3 Modified Outlet Structure Per Detail UDPROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS KEYMAP M A S O N S T . HIBDON CT. NORTH ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 ST2 PL A N & P R O F I L E ST O R M A & A 7 13 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R PROFILE SCALE: STORM DRAIN A PROFILE SCALE: STORM DRAIN A7 13 NORTH LIN EMA T C H ST A 13 + 7 5 ST A MA T C H L I N E SE E S H E E T 13 + 7 5 ST 1 PRIVATELY OWNED AND MAINTAINEDPRIVATELY OWNED AND MAINTAINED UD UD G G G I UD UD UD UD UD 42.25 LF 24" H D P E @ 1 . 1 8 % FES B1 STA 10+00.00 N: 137474.62 E: 194296.1760' DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT PLANNED 3/4" IRRIGATION METER PIT RAIN GARDEN 1 INLET B2 STA 10+42.25 N: 137507.46 E: 194269.58 STORM DRAIN A SEE SHEET 12 STORM DRAIN R3 SEE SHEET 16 LOT 2 LOT 1 HICKORY REGIONAL DETENTION POND LOT LINE FORBAY 1-2 SEE DETAIL SHEET 21 FORBAY 1-3 SEE DETAIL SHEET 21 FORBAY 1-1 SEE DETAIL SHEET 21 FORBAY 1-4 SEE DETAIL SHEET 21 STCO B4 STA 10+92.91 N: 137491.16 E: 194230.75 40.97 LF 4" SLOTTED HDPE @ 0.20% 9.70 LF 4" HDPE @ 0.20% 4X4 TEE B3 STA 10+51.94 N: 137515.29 E: 194263.86 16.51 LF 4" SLOTTED HDPE @ 0.20% STCO B3-1 INV. OUT=4975.77 (SW) FG=4978.00 4965 4970 4975 4980 4985 4990 4995 4965 4970 4975 4980 4985 4990 4995 9+5010+0011+0011+50 42.25 LF 24" HDPE @ 1.18% FE S B 1 ST A 1 0 + 0 0 . 0 0 IN V . 4 9 7 5 . 2 2 ( N W ) EXISTING GROUND @ PIPE CENTERLINE PROPOSED GROUND @ PIPE CENTERLINE IN L E T B 2 ST A 1 0 + 4 2 . 2 5 RI M 4 9 7 9 . 0 ± IN V . I N 4 9 7 5 . 7 2 ( N W ) IN V . O U T 4 9 7 5 . 7 2 ( S E ) 100-YR HGL ST C O B 4 ST A 1 0 + 9 2 . 9 1 RI M 4 9 7 8 . 0 ± IN V . O U T 4 9 7 5 . 8 2 ( N E ) 40.97 LF 4" SLOTTED HDPE @ 0.20% 4X 4 T E E B 3 ST A 1 0 + 5 1 . 9 4 IN V . 4 9 7 5 . 7 4 ( N E ) IN V . 4 9 7 5 . 7 4 ( S W ) IN V . 4 9 7 5 . 7 4 ( S E ) 9.70 LF 4" HDPE @ 0.20% 4965 4970 4975 4980 4985 4990 4995 4965 4970 4975 4980 4985 4990 4995 9+75 10+00 11+00 12+00 12+25 ST C O C 6 ST A 1 1 + 9 7 . 9 9 RI M 4 9 7 8 . 2 ± IN V . O U T 4 9 7 6 . 0 0 ( W ) ST C O C 5 w / 9 0 ° B E N D ST A 1 1 + 0 8 . 2 4 RI M 4 9 7 8 . 2 ± IN V . I N 4 9 7 5 . 8 2 ( E ) IN V . O U T 4 9 7 5 . 8 2 ( N ) IN L E T C 3 ST A 1 1 + 0 0 . 2 6 IN V . 4 9 7 6 . 8 6 ( S ) IN V . 4 9 7 6 . 8 6 ( N ) FE S C 1 ST A 1 0 + 0 0 . 0 0 RI M 4 9 7 8 . 5 ± IN V . I N 4 9 7 6 . 3 6 ( E ) 5.98 LF 4" HDPE @ -0.20% 89.75 LF 4" SLOTTED HDPE @ 0.20% 24.90 LF 24" HDPE @ 0.50% BA S I N C 2 ST A 1 0 + 7 5 . 3 6 RI M 4 9 8 1 . 6 ± IN V . I N 4 9 7 6 . 7 4 ( S ) IN V . O U T 4 9 7 6 . 7 4 ( W ) UP T U R N E D E L B O W C 4 ST A 1 1 + 0 2 . 2 6 IN V . 4 9 7 5 . 8 3 ( S ) IN V . 4 9 7 6 . 8 7 ( N ) 2.00 LF 4" HDPE @ 0.50% EXISTING GROUND @ PIPE CENTERLINE PROPOSED GROUND @ PIPE CENTERLINE 100-YR HGL 75.36 LF 24" HDPE @ 0.50% UDUDUDUD DS DS X X X X X X X X X SS S S S S UD FES C1 STA 10+00.00 N: 137958.43 E: 193915.22 STCO C5 w/90° BEND STA 11+08.24 N: 137924.72 E: 193990.58 5.98 LF 4" HDPE @ -0.20% 89.75 LF 4" SLOTTED HDPE @ 0.20% STCO C6 STA 11+97.99 N: 137924.43 E: 194080.33 WANKIER LANCE 1401 N. COLLEGE AVENUE FORT COLLINS, CO RAIN GARDEN 2 DRAINAGE EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 24.90 LF 24" HDPE @ 0.50% BASIN C2 STA 10+75.36 N: 137957.60 E: 193990.58 LOT 1 HICKORY REGIONAL DETENTION POND LOT 2 LOT LINE FORBAY 2-1 SEE DETAIL SHEET 21 FORBAY 2-3 SEE DETAIL SHEET 21 FORBAY 2-2 SEE DETAIL SHEET 21 EX. 75.36 LF 24" HDPE @ 0.50% STORM DRAIN R1 SEE SHEET 16 STORM DRAIN R2 SEE SHEET 16 30' STORMWATER & UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT INLET C3 STA 11+00.26 N: 137932.70 E: 193990.58 PLANNED 24" HDPE STORM PER MASON STREET INFRASTRUCTURE PROJECT Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 NORTH ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 ST3 PL A N & P R O F I L E ST O R M D R A I N B & C 14 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R PROFILE SCALE: STORM DRAIN B KEYMAP M A S O N S T . HIBDON CT. EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). PROPOSED RIGHT OF WAY INLET SCHEDULE: INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A9 18" Nyloplast Basin 18" Dome Inlet A14 15" Nyloplast Basin 15" Dome Inlet A3-1 12" Nyloplast Basin 12" Dome Inlet A3-2 12" Nyloplast Basin 12" Dome Inlet A10-1 8" Nyloplast Basin 8" Dome Inlet A7-3 12" Nyloplast Basin 12" Dome Inlet A10-2 8" Nyloplast Basin 8" Dome Inlet A7-4.1 8" Nyloplast Basin 8" Dome Inlet A7-2.1 8" Nyloplast Basin 8" Dome Inlet A7-1.1 8" Nyloplast Basin 8" Dome Inlet B2 Type C Inlet Per Detail Inlet C3 Modified Outlet Structure Per Detail UDPROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS STORM DRAIN C PROFILE SCALE: NORTH LEFT RIGHT PRIVATELY OWNED AND MAINTAINEDPRIVATELY OWNED AND MAINTAINED DS DS DS DS DS DS DS G G G G G G G UD UDUD LOT 2 LANDSCAPING WALL (SEE LANDSCAPING PLANS) 15X8 TEE A10 INV. IN=4980.23 (E) INV. IN=4980.23 (S) INV. OUT=4980.23 (W) FG=4981.68 N:137788.83 E:194041.68 8.41 LF 8" HDPE @ 2.00% INLET A10-1 INV. IN=4980.40 (S) INV. OUT=4980.40 (N) FG=4983.25 N:137780.42 E:194041.64 6.88 LF 8" HDPE @ 2.00% INLET A10-2 INV. OUT=4980.54 (N) FG=4983.52 N:137773.55 E:194041.6115X8 TEE A11 INV. IN=4980.27 (S) INV. IN=4980.27 (E) INV. OUT=4980.27 (W) FG=4981.72 N:137788.80 E:194050.05 6.25 LF 8" HDPE @ 2.00% RD A11-1 INV. OUT=4980.40 (N) FG=4981.17 N:137782.54 E:194050.02 15X4 TEE A12 INV. IN=4980.34 (E) INV. IN=4980.34 (N) INV. OUT=4980.34 (W) FG=4981.72 N:137788.74 E:194064.07 16.19 LF 4" SLOTTED HDPE @ 0.20% CO A12-1 INV. OUT=4980.37 (S) FG=4984.08 N:137804.93 E:194064.14 INLET A7-4.1 INV. OUT=4980.46 (S) FG=4983.52 N:137733.32 E:194039.15 5.20 LF 8" HDPE @ 2.00% 8X8 TEE A7-4 INV. IN=4980.36 (N) INV. IN=4980.36 (E) INV. OUT=4980.36 (W) FG=4981.53 N:137728.12 E:194039.06 INLET A7-2.1 INV. OUT=4980.19 (S) FG=4983.30 N:137736.71 E:194019.10 9.91 LF 8" HDPE @ 2.00% 12X8 TEE A7-2 INV. IN=4979.99 (N) INV. IN=4979.99 (E) INV. OUT=4979.99 (W) FG=4981.16 N:137726.96 E:194020.88 12X8 TEE A7-1 INV. IN=4979.91 (S) INV. IN=4979.91 (E) INV. OUT=4979.91 (W) FG=4981.02 N:137726.23 E:194016.88 8.29 LF 8" HDPE @ 2.00% INLET A7-1.1 INV. OUT=4980.08 (N) FG=4983.12 N:137718.08 E:194018.36 3 4 . 0 6 L F 8 " H D P E @ 2 . 0 0 % RD A5-1 INV. OUT=4980.13 (SW) FG=4984.05 N:137693.55 E:194047.69 18X8 TEE A5 INV. IN=4979.45 (NW) INV. IN=4979.45 (NE) INV. OUT=4979.45 (SE) FG=4981.20 N:137675.37 E:194018.88 18X8 TEE A4 INV. IN=4979.23 (NW) INV. IN=4979.23 (NE) INV. OUT=4979.23 (SE) FG=4980.98 N:137638.03 E:194042.45 4 1 . 3 4 L F 8 " H D P E @ 2 . 0 0 % RD A4-1 INV. OUT=4980.06 (SW) FG=4984.22 N:137660.10 E:194077.40 18X12 TEE A3 INV. IN=4979.03 (NW) INV. IN=4979.03 (NE) INV. OUT=4979.03 (SE) FG=4980.79 N:137604.90 E:194063.36 2 9 . 1 6 L F 1 2 " H D P E @ 2 . 0 0 % INLET A3-1 INV. IN=4979.61 (NE) INV. OUT=4979.61 (SW) FG=4983.09 N:137620.47 E:194088.02 5 6 . 9 1 L F 1 2 " H D P E @ 2 . 0 0 % INLET A3-2 INV. IN=4980.75 (E) INV. IN=4980.75 (N) INV. OUT=4980.75 (SW) FG=4983.45 N:137652.29 E:194135.21 8.96 LF 8" HDPE @ 2.00% RD A3-3 INV. OUT=4980.93 (W) FG=4983.77 N:137654.28 E:194143.94 FFE=84.50 8X8 TEE A7-5 INV. IN=4980.42 (E) INV. IN=4980.42 (S) INV. OUT=4980.42 (W) FG=4981.19 N:137728.07 E:194042.06 24.41 LF 4" SLOTTED HDPE @ 0.20% CO A7-5.1 INV. OUT=4980.47 (N) FG=4983.81 N:137703.67 E:194041.67 STORM DRAIN A SEE SHEET 12 STORM DRAIN A7 SEE SHEET 13 STORM DRAIN A SEE SHEET 13 6' CONCRETE WALK 6' CO N C R E T E W A L K 6' C O N C R E T E W A L K 10.78 LF 3" HDPE @ 2.00% BLDG CONNECTION A3-2.1 INV. OUT=4980.97 (S) 15X8 TEE A13 INV. IN=4980.37 (E) INV. IN=4980.37 (N) INV. OUT=4980.37 (W) FG=4981.82 N:137788.71 E:194069.62 10.56 LF 8" HDPE @ 2.00% RD A13-1 INV. OUT=4980.58 (S) FG=4984.01 N:137799.27 E:194069.67 ST4 CO U R T Y A R D D R A I N P L A N 15 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 KEYMAP M A S O N S T . HIBDON CT. EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). PROPOSED RIGHT OF WAY INLET SCHEDULE: INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A9 18" Nyloplast Basin 18" Dome Inlet A14 15" Nyloplast Basin 15" Dome Inlet A3-1 12" Nyloplast Basin 12" Dome Inlet A3-2 12" Nyloplast Basin 12" Dome Inlet A10-1 8" Nyloplast Basin 8" Dome Inlet A7-3 12" Nyloplast Basin 12" Dome Inlet A10-2 8" Nyloplast Basin 8" Dome Inlet A7-4.1 8" Nyloplast Basin 8" Dome Inlet A7-2.1 8" Nyloplast Basin 8" Dome Inlet A7-1.1 8" Nyloplast Basin 8" Dome Inlet B2 Type C Inlet Per Detail Inlet C3 Modified Outlet Structure Per Detail UDPROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS DS DS DS DS UDUDUDUDUD HEADWALL R2-1 INV. IN=4978.33 (SE) FG=4978.77 N:137913.25 E:194086.15 2 7 . 2 7 L F 8 " H D P E @ 0 . 5 0 % 45° WYE R2-2 w/ CO INV. IN=4978.47 (SE) INV. IN=4978.47 (S) INV. OUT=4978.47 (NW) FG=4979.07 N:137890.35 E:194100.95 20 . 8 1 L F 8" H D P E @ 2 . 0 0 % 1 5 . 9 6 L F 8 " H D P E @ 0 . 5 0 % 45° WYE R2-3 w/ CO INV. IN=4978.55 (SE) INV. IN=4978.55 (S) INV. OUT=4978.55 (NW) FG=4979.15 N:137876.95 E:194109.61 20 . 3 9 L F 8" H D P E @ 2 . 0 0 % 8 . 2 6 L F 8 " H D P E @ 0 . 5 0 % RD R2-3 INV. OUT=4978.59 (NW) FG=4983.12 N:137870.01 E:194114.09 RD R2-3.1 INV. OUT=4978.95 (N) FG=4983.81 N:137857.01 E:194105.32 RD R2-2.1 INV. OUT=4978.88 (N) FG=4983.12 N:137870.01 E:194096.57 HEADWALL R1-1 INV. IN=4978.33 (S) FG=4976.20 N:137916.12 E:194050.65 21 . 7 3 L F 8" H D P E @ 1 . 2 6 % RD R1-2 INV. OUT=4978.60 (N) FG=4981.37 N:137894.39 E:194050.66 RAIN GARDEN 2 DS DS DS UD UD S C E E TF EM E E E E EEGEN E E E E E E E E V E E N M A S O N S T R E E T PLANNED 50'' FL-FL TRASH ENCLOSURE (SEE LANDSCAPE PLANS) E X . 6 ' S I D E W A L K 5 ' C R U S H E R F I N E W A L K 10' UTILITY EASEMENT PER MASON STREET INFRASTRUCTURE PLAT 9 ' U T I L I T Y E A S E M E N T 6' CO N C R E T E W A L K 1 6 3 . 7 7 L F 8 " H D P E @ 1 . 0 0 % HEADWALL R3-1 INV. IN=4978.17 (N) N:137524.21 E:194255.86 90° BEND w/CO R3-3 INV. IN=4980.13 (W) INV. OUT=4980.13 (S) FG=4983.62 N:137714.99 E:194211.82 11.94 LF 8" HDPE @ 1.00% RD R3-4 INV. OUT=4980.25 (E) FG=4983.81 N:137712.30 E:194200.19 RAIN GARDEN 1 SANITARY SEWER CROSSING INV. ELEV = 4972.9 SANITARY SEWER SEE SHEET 11 3 2 . 0 2 L F 8 " H D P E @ 1 . 0 0 % 11.93 LF 8" HDPE @ 1.00% TEE R3-2 INV. IN=4979.81 (N) INV. IN=4979.81 (W) INV. OUT=4979.81 (S) FG=4980.59 N:137683.79 E:194219.02RD R3-2.1 INV. OUT=4979.93 (E) FG=4983.98 N:137681.10 E:194207.40 MONUMENT SIGN (SEE ARCH. PLANS) ST5 ST O R M D R A I N P L A N ST O R M D R A I N R 1 , R 2 , & R 3 16 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 KEYMAP M A S O N S T . HIBDON CT. 1 STORM DRAIN R1 & R2 2 STORM DRAIN R3 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). PROPOSED RIGHT OF WAY INLET SCHEDULE: INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A9 18" Nyloplast Basin 18" Dome Inlet A14 15" Nyloplast Basin 15" Dome Inlet A3-1 12" Nyloplast Basin 12" Dome Inlet A3-2 12" Nyloplast Basin 12" Dome Inlet A10-1 8" Nyloplast Basin 8" Dome Inlet A7-3 12" Nyloplast Basin 12" Dome Inlet A10-2 8" Nyloplast Basin 8" Dome Inlet A7-4.1 8" Nyloplast Basin 8" Dome Inlet A7-2.1 8" Nyloplast Basin 8" Dome Inlet A7-1.1 8" Nyloplast Basin 8" Dome Inlet B2 Type C Inlet Per Detail Inlet C3 Modified Outlet Structure Per Detail UDPROPOSED UNDERDRAIN PROPOSED DOWNSPOUT DS PLAN VIEW 48" DIA. FLOW 24 " D I A . GENERAL NOTES: 1.LOCATION AND ALIGNMENT OF AMR POD ON PIT TOP CAN VARY. 2.SEE DETAIL 16-A FOR ADDITIONAL METER PIT INFORMATION. 3.REFER TO QUICK REFERENCE FOR STANDARD SETTING FOR 1 1/2 ' AND 2' WATER METERS (QUICK REFERENCE 16 A&B) ARMOUR-FLEX TUBING AND GROUT KNOCKOUT BEFORE BACKFILLING CURB BOX PRECAST CONCRETE MANHOLE MANHOLE RUNGS 12" O.C. AMR POD (FORD YOKE BOX PART #YUC-7 WITH FORD YOKE BOX LID PART #YL-TP WITH 1 27/32" DIA. HOLE AND REMOVABLE PLUG) 8" x 8" CONCRETE BLOCK (TYP.) METER (PLACED BELOW LID) 1" DIA. IRON PIPE BRACE (TYP) 6" 8" LAYER OF 3/4" TO 1 1/2" GRAVEL 8" 12" (MIN.) CURB BOX 1-1/2" METERS FLOW 2" METERS 17 1/4" FOR 13 1/4" FOR 48" 24" 54 " ( M I N . ) 66 " ( M A X . ) 16 " ( M A X . ) 7" ( M I N . ) 3" (MAX.) 1" (MAX.) 2' (MAX.) 3/4" ROCK FOR GRADE ADJUSTMENT (IF REQ'D) 12" (MIN.) (M A X . ) CURB STOP GENERAL NOTES: 1.SUPPORT METER SETTERS BY (2) 18 INCH LENGTHS OF 1 INCH IRON PIPE INSERTED THROUGH BRACE PIPE EYELETS AND SET ATOP (4) 8 INCH SQUARE CONCRETE BLOCKS OR APPROVED EQUAL. 2.METER PITS AND VAULTS SHALL NOT BE INSTALLED IN ANY STREET, ALLEY, PARKING AREA OR DRIVEWAY. ANY PIT OR VAULT INSTALLED IN A SIDEWALK DUE TO LIMITED OPTIONS MUST BE PRE-APPROVED IN THE DEVELOPMENT REVIEW PROCESS AND WILL REQUIRE A TRAFFIC RATED METER PIT AND LID. 3.NO LANDSCAPING (TREES, SHRUBS, BOULDERS, ETC.) OR RETAINING WALLS TO BE WITHIN 4 FEET OF METER PIT AND NO TREES WITHIN 6 FEET. 4.THE METER PIT AND AMR POD(S) MUST REMAIN OPEN AND ACCESSIBLE FOR METER READING AND MAINTENANCE. 5.SLOPE GROUND SURROUNDING METER PIT AWAY FROM LID AT 2% GRADE OR GREATER. 6.MAKE NO PLUMBING CONNECTIONS (TEES, COUPLINGS, ETC.) IN METER PIT. 7.ALL TEES, COUPLINGS AND CONNECTION FITTINGS TO BE A MINIMUM OF 2 FEET FROM METER PIT WALL ON OUTLET SIDE. 8.GRADE ACCEPTANCE AFTER METER PIT INSTALLATION REQUIRES THAT THE OWNER ADJUST METER PIT COVER TO 1/2 INCH ABOVE LANDSCAPED FINAL GRADE. 9.IF A PRESSURE REDUCING VALVE IS REQUIRED BY PLUMBING CODE, IT SHALL BE INSTALLED INSIDE THE BUILDING, IMMEDIATELY FOLLOWING THE MAIN SHUTOFF VALVE. 10.A SEPARATE AMR POD MUST BE INSTALLED FOR EACH METER REGISTER. 11.CONCRETE FOOTERS AND RATED RING/COVER REQUIRED IN TRAFFIC RATED AREAS. 12.REFER TO QUICK REFERENCE FOR INSTALLATION OF THE STANDARD SETTING FOR 1 1/2 " AND 2" WATER METERS (QUICK REFERENCE 16 A&B) ARMOUR-FLEX TUBING AND GROUT KNOCKOUT BEFORE BACKFILLING OR APPROVED EQUAL PRECAST CONCRETE MANHOLE APPROVED JOINT SEALANT (TYP. ALL JOINTS) 1/2" EMT OR PVC CONDUIT THROUGH VAULT OR PIT TOP INTO YOKEBOX MANHOLE RUNGS 12" O.C. COMPRESSION CONNECTION (TYP.)METER SETTER 1" DIA. IRON PIPE BRACE (TYP.) PRE-CAST CONCRETE GRADE RINGS (IF REQUIRED) ALUMINUM MANHOLE RING AND COVER WITH LOCK NUT AMR POD (FORD YOKE BOX PART #YUC-7 WITH FORD YOKE BOX LID PART #YL-TP WITH 1 27/32" DIA. HOLE AND REMOVABLE PLUG) FINISHED GRADE 2% SLOPE TOP OF AMR LID TO BE 1/2" ABOVE FINISHED GRADE INSTALL LID 1/2 IN. ABOVE FINAL LANDSCAPED GRADE MORTAR OR MASTIC 4" X 6" SUPPORT BRICK BY-PASS VALVE SHALL BE ON THE UPSTREAM SIDE IN BETWEEN SETTER D1 DE T A I L S UT I L I T Y 17 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 COMPACTED GRANULAR MATERIAL CONFORMING TO CDDH #67 LOWER LIMIT OF TRENCH WALL SLOPING INITIAL LIFT * 12 IN. MIN. PIPE O.D. 4 IN. MIN. TRENCH WIDTH AS SPECIFIED IN SECTION 02221 COMPACTED GRANULAR MATERIAL CONFORMING TO CDDH #67 * BEDDING REQUIRMENTS WW-1 6" WALLS MIN. 1.SECONDARY COMPARTMENT HAS VOLUME EQUAL TO APPROXIMATELY 1/3 OF THE TOTAL CAPACITY. 2.JOINT BETWEEN LID AND VAULT TO BE SEALED WITH 1 ROW 1-1/2" BUTYL MASTIC SEALANT. 3.WALLS AND BOTTOM REINFORCED THROUGHOUT WITH 2x6/10 REMESH. 4.GREASE INTERCEPTOR MEETS ASTM C 1613 06 SPECIFICATIONS. 5.COVERS TO BE REINFORCED LONGITUDINALLY WITH NO.6 REBAR ON 6" CENTERS, NO.4 REBAR ON 6" CENTERS WIDTHWISE, AND NO.8 REBAR DIAGONALLY AROUND THE ACCESS HOLES. 6.PIPE WITHIN INTERCEPTOR AND CLEAN OUT SHALL BE SCHED. 40 MIN. DESIGN PROPERTIES: CONCRETE STRENGTH: 4,000 PSI CONCRETE WEIGHT: 150 PCF STEEL STRENGTH: 60,000 PSI (GRADE 60) LOAD RATING: AASHTO HS20-44 RATED TO 1"-6" MAX. BURY WATER LINE 10"W x 5"H BLOCKOUT IN 24"Ø CAST IRON RING & COVER (TYPICAL, IN LID ABOVE PLAN VIEW) 4" THICK BAFFLE WALL BAFFLE WALL CLEANOUT TO GRADE LONG SWEEP WYE, SCHEDULE 40 MATERIAL VENT PIPING WITH VTR OR INTERNAL TANK VENT VE N T T H R U R O O F O F B U I L D I N G WATER CAPACITY APPROX. GALLONS GREASE CAPACITY APPROX. CUBIC FT. DIMENSIONS NOTES: A B C D E F G 750 4'7'46"48"44"62"26" 1000 6'10'31"33"29"48"38" 1250 6'10'36"38"34"54"38" 1500 2000 2500 6'13'33"35"31"54"50" 6'13'44"46"42"60"50" 6'12'58"60"56"78"48" TRANSITION TO GASKETED SDR-35 PIPE DOWN STREAM OF CLEANOUT 250 333 416 500 666 833 24"Ø CAST IRON RING & COVER (TYPICAL) G A B 8" L I D D 12 " C 2 1 / 2 " 12 " G F E ( T Y P . ) 6" H H 10"W x 5"H BLOCKOUT IN BAFFLE WALL 8"x4" BLOCKOUT FOR 4" TO 6" PIPE (TYPICAL OPPOSITE END) 17 1/2" 10" 13" 11 1/2" 17" 24" GREASE INTERCEPTOR WW-10 VAULT DIMENSIONS MAY VARY FROM WHAT IS SHOWN WITH ENGINEER'S APPROVAL. FLOW DIRECTION TRAFFIC RATED CLEANOUT WW-15 PRIOR TO CONSTRUCTION CONFIRM SIZE (1,000 GAL.) WITH MEP PLANS. CIVIL HAS COORDINATED AS OF 02/2024 APPROVED: DRAWN BY:DETAILS CONSTRUCTION DATE REVISED: DETAILWATER STANDARD SETTING FOR 1-1/2" AND 2" WATER METERS (PLAN VIEW) 5/20/2022 SAA W-16B APPROVED: DRAWN BY:DETAILS CONSTRUCTION DATE REVISED: DETAILWATER STANDARD SETTING FOR 1-1/2" AND 2" WATER METERS 4/20/2022 SAA W-16A BACK OF CURB EDGE OF STREET 58" GALV. STEEL PLATE 21 2 1 3"x2"x38" GALV. ANGLE SEE DETAIL 1 #4@12" O.C. #4@12" O.C. #4@12" O.C. 6" 6" VARIES 2' 3' SECTION B-B SECTION A-A PLAN SECTION C-C SLOPE VARIES 0.5% SLOPE (MIN.) VARIES VARIES 2' DEPRESSED GUTTER VARIE S EXPANSION MATERIAL 58" GALV.STEEL PLATE EDGE OF STREET 12" R 12" R 2' OPENING 3'-3"3'-3" 6" (TY P . ) BACK OF CURB 3" (TYP.) 3' (TYP.) SIDEWALK (TYP.) EXTEND WALK 6" ON BOTH SIDES OF WALK VARI E S VARI E S SL O P E CC BB A A 8'-6" EXPANSION MATERIAL 38" BRASS SCREW 18" O.C.WITH COUNTERSINK HEAD FLUSH WITH PLATE2' 6" 3"x2"x38" GALV. ANGLE 58" GALV. STEEL PLATE #3 REBAR ANCHOR 18 O.C. 38" BRASS SCREW 18 O.C. WITH COUNTERSUNK HEAD FLUSH WITH PLATE DETAIL 1 D2 DR A I N A G E D E T A I L S 18 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 FLUSH/RIBBON CURB 18" INFLOW 18" OUTFALL PRIVATE CURB & GUTTER203 REFER TO SHEET 5 FOR LOCATIONS OF SPECIFIC CURB TYPE. 204 CURB OPENING DETAIL 5 8" GALV. STEEL PLATE 3"x2"x3 8" GALV. ANGLE SEE DETAIL 1 SECTION B-B SECTION A-A PLAN 0.5% SLOPE (MIN.) 5 8" GALV. STEEL PLATE B B A 3 8" BRASS SCREW 18" O.C. WITH COUNTERSINK HEAD FLUSH WITH PLATE 206 COMBINED SIDEWALK CHASE DETAIL "A" PLAN VIEW 200 STORMWATER BEDDING DETAIL 201 STORMWATER BEDDING DETAIL 202 CONCRETE PAN DETAIL 205 SIDEWALK CHASE DETAIL CRUSHER FINES 0.5'0.5'1' 2' A 6" RIBBON CURB 6" RIBBON CURB 6" HDPE STORM 6" HDPE STORM 6' CONCRETE SIDEWALK CRUSHER FINES FOR SIDEWALK CHASE EXTENSION SOUTH OF CRUSHER FINES SIDEWALK SEE FORT COLLINS DETAIL D-10B FOR SIDEWALK CHASE EXTENSION SOUTH OF CRUSHER FINES SIDEWALK SEE FORT COLLINS DETAIL D-10B CONCRETE CHANNEL DETAIL207 FG 0.5' X' 0.5' #4@6" O.C. #4L@12" O.C. 3" CL R . #4@12" O.C. #4L@12" O.C. AA Ls Ws 6" 6" SECTION A-A 6" PLAN 1 GENERAL NOTES SECTION B-B B B 6" 6" 4' 4' 6" 6" INLET C3 ELEVATIONS D3 DR A I N A G E D E T A I L S 19 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 302 INLET SCHEDULE INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A9 18" Nyloplast Basin 18" Dome Inlet A14 15" Nyloplast Basin 15" Dome Inlet A3-1 12" Nyloplast Basin 12" Dome Inlet A3-2 12" Nyloplast Basin 12" Dome Inlet A10-1 8" Nyloplast Basin 8" Dome Inlet A7-3 12" Nyloplast Basin 12" Dome Inlet A10-2 8" Nyloplast Basin 8" Dome Inlet A7-4.1 8" Nyloplast Basin 8" Dome Inlet A7-2.1 8" Nyloplast Basin 8" Dome Inlet A7-1.1 8" Nyloplast Basin 8" Dome Inlet B2 Type C Inlet Per Detail Inlet C3 Modified Outlet Structure Per DetailREVE7001-110-298DWG NO.1 OF 1SHEET1:40SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN WITH SOLID COVER QUICK SPEC INSTALLATION DETAIL TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 09-14-07DATE EBCDRAWN BY 06-12-18 NMH (5) ADAPTER ANGLES VARIABLE 0° - 360° ACCORDING TO PLANS 8" - 36" 8" MIN THICKNESS GUIDELINE (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" & 12" MIN. ON 36" BASED ON MANUFACTURING REQ.) 4" MIN ON 8" - 24" 6" MIN ON 30" & 36" MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 36" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) NYLOPLAST DRAIN BASIN WITH SOLID COVER (6, 7) TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. (1, 2) INTEGRATED DUCTILE IRON FRAME & COVER TO MATCH BASIN O.D. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. ® ©2013 NYLOPLAST 1 - 8" - 30" SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - 12" - 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 8" & 10" SOLID COVERS FIT DIRECTLY ONTO DRAIN BASINS WITH THE USE OF A PVC BODY TOP. SEE DRAWING NO. 7001-110-045. 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-065. 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4" - 36"). 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012. 6 - 12" - 30" SOLID COVERS SHALL MEET H-20 LOAD RATING. 7 - 8" & 10" SOLID COVERS ARE RATED FOR LIGHT DUTY APPLICATIONS ONLY; NO CONCRETE COLLAR NEEDED FOR LIGHT DUTY RATING. 18" MIN WIDTH GUIDELINE 300 NYLOPLAST BASIN WITH SOLID GRATE REV E7001-110-397DWG NO.1 OF 1SHEET1:40SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN WITH DOME GRATE QUICK SPEC INSTALLATION DETAIL TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 03-25-10DATE EBCDRAWN BY 06-12-18 NMH 8" - 36" (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" & 12" MIN. ON 36" BASED ON MANUFACTURING REQ.) 4" MIN ON 8" - 24" 6" MIN ON 30" & 36" MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) (3) VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANS/TAKE OFF) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) NYLOPLAST DRAIN BASIN WITH DOME GRATE 1 - 8" - 30" DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - 8" & 10" DOME GRATES FIT ONTO THE DRAIN BASINS WITH THE USE OF A PVC BODY TOP. SEE DRAWING NO. 7001-110-045. 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-065. 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER (4" - 36"). 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012. 6 - 8" - 30" DOME GRATES HAVE NO LOAD RATING. (1, 2) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. ® ©2013 NYLOPLAST (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 36" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC (5) ADAPTER ANGLES VARIABLE 0° - 360° ACCORDING TO PLANS 301 NYLOPLAST BASIN WITH DOME GRATE I: \ S t m W t r \ C r i t e r i a M a n u a l \ D 4 6 . d w g 4/ 7 / 1 1 303 MODIFIED OUTLET STRUCTURE (INLET C3) A A SECTION A-A PLAN VIEW DIRECTION OF FLOW L W 6.0" DIRECTION OF FLOW 6.0" TYP. 12.0" 6.0" 6.0" 6.0" 6.0" 6.0" CONCRETE RUN DOWN AND FOREBAY ARE PRIVATELY OWNED AND MAINTAINED 2" NOTCH FLOWLINE OF NOTCH FINISH GROUND OF RAIN GARDEN UPSTREAM CONCRETE RUNDOWN UPSTREAM CONCRETE RUN DOWN BIO RETENTION SAND MEDIA HALF INCH EXPANSION JOINT TO BE INSTALLED BETWEEN CONCRETE RUNDOWN & FOREBAY PROPOSED NATIVE MATERIAL SUBBASE CONCRETE FOREBAY CONCRETE FOREBAY 3.0" 2" A A SECTION A-A PLAN VIEW DIRECTION OF FLOW PROPOSED NATIVE MATERIAL SUBBASE FLOWLINE OF NOTCH FINISH GROUND L W 6.0" INVERT OF PIPE (SEE STORM DRAIN PLAN AND PROFILES) DIRECTION OF FLOW 6.0" TYP. 2" NOTCH 3.0" 2"X6" NOTCH 12"UPSTREAM LANDSCAPING FLUSH WITH TOP OF COLLAR UPSTREAM LANDSCAPING TO BE FLUSH WITH TOP OF FOREBAY AND CONCRETE COLLAR 2" CONCRETE COLLAR (SEE DETAIL) BIO RETENTION SAND MEDIA CONCRETE COLLAR (SEE DETAIL) DIRECTION OF FLOW (4:1 MAX) A A SECTION A-A PLAN VIEW (FOR STORM SEWERS I, K, & M) DIRECTION OF FLOW PROPOSED NATIVE MATERIAL SUBBASE FLOWLINE OF NOTCH FINISH GROUND 8' 8' 6.0" INVERT OF PIPE (SEE STORM DRAIN PLAN AND PROFILES) DIRECTION OF FLOW 6.0" TYP. 2" NOTCH 3.0" 2"X6" NOTCH 12" UPSTREAM FLARED END SECTION FLUSH WITH BOTTOM OF FORBAY 2" BIO RETENTION SAND MEDIA DIRECTION OF FLOW (4:1 MAX) UPSTREAM LANDSCAPING TO BE FLUSH WITH TOP OF FOREBAY AND TRANSITION AT A 4:1 TO TOP OF THE FLARED END SECTION D4 DE T A I L S DR A I N A G E 20 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 FINISHED GRADE NYLOPLAST CLEANOUT END CAP ADJUST GRADE TO FINISH GRADE ELEVATION INJECTION MOLDED WT TEE INSERT INJECTION MOLDED, GASKETED SPIGOT BY BELL REDUCER INJECTION MOLDED WT TEE HDPE PIPE (TYP) GASKETED CONNECTION INJECTION MOLDED WT 90° BEND DOWNSPOUT ADAPTER INSERTED IN RISER PIPE BUILDING FACE COORDINATE WITH STRUCTURAL TO AVOID FOOTING CONFLICTS TYPICAL ROOF LEADER CONNECTION NOTE: CONTRACTOR TO VERIFY ALL ROOF DRAIN AND DOWN SPOUT CONNECTIONS WITH ARCHITECT. 401 400 FOREBAY DETAILS Forebay ID Storm Conveyance ID Depth (in)Legnth (ft)Width (ft) Forebay 1-1 Curb Cut 2 (South Parking Lot)12 2 4 Forebay 1-2 Curb Cut 3 (N Mason Street)12 2 4 Forebay 1-3 Storm A 12 2 5 Forebay 1-4 Storm R3 12 2 2 Forebay 2-1 Curb Cut 1 (North Parking Lot)12 2 4 Forebay 2-2 Storm R1 12 2 2 Forebay 2-3 Storm R2 12 2 2 FOREBAY 1-1, 1-2, AND 2-1 FOREBAY 1-4, 2-2, AND 2-3 FOREBAY 1-3 4" 4" R2" 4" 4" R2" 6" OUTLET PIPE FRONT VIEW SIDE VIEW CONCRETE COLLAR402 1.CONTRACTOR SHALL INSTALL BIORETENTION BASINS ACCORDING TO THE APPROVED PLANS AND/OR CONSTRUCTION SPECIFICATIONS. 2.PRE-CONSTRUCTION 2.1.CONTRACTOR SHALL AVOID COMPACTION OF THE BIORETENTION BASIN AREA TO PRESERVE EXISTING INFILTRATION RATES. 2.2.CONTRACTOR SHALL CALL FOR CITY INSPECTIONS AT THE INTERVALS STIPULATED IN THE "DURING CONSTRUCTION INSPECTION CHECKLISTS". 3.DURING CONSTRUCTION: 3.1.CONTRACTOR SHALL PROVIDE CONSTRUCTION OBSERVATION DURING CONSTRUCTION OF THE BIORETENTION BASIN TO ENSURE COMPLIANCE WITH THE APPROVED PLANS AND DESIGN SPECIFICATIONS. 3.2.LOOSE MATERIALS SHALL NOT BE STORED ON THE BIORETENTION AREA. 3.3.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS AND DIRT FROM ANY SOURCE FROM ENTERING THE BIORETENTION SYSTEM. 4.GEOTEXTILE LINERS: 4.1.WHERE USED, GEOTEXTILE LINERS (PERMEABLE OR IMPERMEABLE AS PER PLAN) SHALL BE INSTALLED ALONG PERIMETER OF CROSS-SECTION OF THE BIORETENTION CELL. 4.2.WHERE USED, GEOTEXTILE LINERS SHALL BE PLACED IN ACCORDANCE WITH MANUFACTURER'S STANDARDS AND RECOMMENDATIONS. ALL SEAMS AND OPENINGS IN THE LINER SHALL BE SEALED ACCORDING TO MANUFACTURER'S RECOMMENDATIONS AND SPECIFICATIONS. 4.3.WHERE USED, IMPERMEABLE GEOMEMBRANE SHEET / LINER SHALL BE 40 MIL THICK, HIGH-DENSITY POLYETHYLENE DESIGNED SPECIFICALLY FOR FLEXIBLE GEOMEMBRANE APPLICATIONS. ADJACENT STRIPS OF IMPERMEABLE LINER SHALL OVERLAP A MINIMUM OF 18", OR PER MANUFACTURER'S SPECIFICATION. 4.4.WHERE USED, CONTRACTOR TO PLACE LINER IN A WAY THAT ENSURES ENOUGH SLACK IN THE LINER TO ALLOW FOR BACKFILL AND SETTLING WITHOUT TEARING THE LINER. 5.AGGREGATES AND BSM: 5.1.ALL AGGREGATES SHALL BE ANGULAR, CRUSHED, WASHED ROCK, CLEAN OF DEBRIS AND WITH NO MORE THAN 1% FINES. 5.2.RESERVOIR AGGREGATE SHALL BE GRADATION ASTM #57 OR #67. 5.3.DIAPHRAGM AGGREGATE SHALL BE "PEA GRAVEL", WITH GRADATION ASTM #8, #89 OR #9. 5.4.THE BIORETENTION SOIL SHALL MEET THE CITY BIORETENTION SAND MEDIA ("BSM") SPECIFICATION FOUND AT:https://www.fcgov.com/utilities/business/builders-and-developers/development-forms-guidelines-regulations/ NOTES: 12 " M A X 1 MAXIMUM ALLOWABLE PONDING DEPTH IS 12" FROM THE TOP OF THE MULCH 4 MAX PONDING DEPTH MUST NOT EXCEED FLOWLINE ELEVATION OF ADJACENT GUTTER 8" MIN DEPTH THICKENED CURB ADJACENT TO VEHICULAR PAVEMENTS OVERFLOW RISER OPTION (AS PER PLAN) 8" MIN DEPTH THICKENED CURB ADJACENT TO VEHICULAR PAVEMENTS STANDARD CROSS-SECTION 1 2 WALLED CROSS-SECTION PONDING DEPTH MUST NOT EXCEED FLOWLINE ELEVATION OF ADJACENT GUTTER 18 " M I N 4" 12" M A X 30" M I N 36" MIN BASIN WIDTH COVER PLATE 8" SIDEWALK CHASE 18 " M I N OVERFLOW RISER OPTION (AS PER PLAN) REINFORCED CONCRETE WALLS (AS PER PLAN) 4" MIN DEPTH OF DIAPHRAGM AGGREGATE 8" MIN DEPTH OF RESERVOIR AGGREGATE 18" MIN DEPTH OF BIORETENTION SAND MEDIA MAXIMUM ALLOWABLE PONDING DEPTH IS 12" FROM THE SURFACE OF THE MULCH 4" MIN DIAMETER PERFORATED PVC UNDERDRAIN 6.UNDERDRAIN: 6.1.UNDERDRAIN PIPE TO BE PERFORATED OR SLOTTED. PERFORATIONS OR SLOTS TO BE SMALLER THAN SURROUNDING AGGREGATE TO ENSURE AGGREGATE DOES NOT FALL INTO OR CLOG THE OPENINGS. 6.2.DO NOT WRAP UNDERDRAIN WITH GEOTEXTILE OR SOCK. 6.3.UNDERDRAIN PIPE MUST OUTFALL BY GRAVITY AND MUST TIE INTO A STORMWATER PIPE, INLET OR SYSTEM AND THE LOCATION MUST BE APPROVED BY THE CITY. THE UNDERDRAIN TIE-IN SHALL MEET ALL REQUIRED PIPE SIZE, TYPES, AND COVER REQUIREMENTS THAT MAY APPLY TO PIPING THAT EXTENDS BEYOND THE LIMITS OF THE BIORETENTION CELL AND ENCROACHES INTO PUBLIC RIGHT-OF-WAY OR OTHER PROPERTY. 7.OVERFLOW INLET: 7.1.A 100-YEAR OVERFLOW SPILLWAY OR INLET MUST BE PROVIDED. 7.2.ALL OVERFLOW INLETS SHALL BE CAPPED WITH A DOME-SHAPED GRATE, OR PER PLAN. 7.3.IN ALL CASES, AN EMERGENCY OVERFLOW ROUTE SHALL BE PROVIDED AND THE LOCATION SHALL BE IDENTIFIED ON THE PLANS (THIS MAY BE COINCIDENT WITH THE 100-YEAR OVERFLOW SPILLWAY). 8.CLEANOUTS: 8.1.PROVIDE CLEANOUTS (AS PER PLAN) TO ALLOW INSPECTION (BY CAMERA) OF THE UNDERDRAIN SYSTEM DURING AND AFTER CONSTRUCTION. 8.2.CLEANOUTS SHALL BE PROVIDED AT EACH BEND GREATER THAN OR EQUAL TO 90° AND EVERY 100' ALONG A STRAIGHT RUN. CLEANOUT SHALL BE INSTALLED PER THE APPROVED PLANS. 8.3.CLEANOUTS SHALL BE A SOLID WALL PVC STRUCTURE FOR ALL VERTICAL SECTIONS WITH FITTINGS TO CONNECT TO DISTRIBUTION AND UNDERDRAIN PIPING MATERIALS, AS REQUIRED. 9.FOREBAY: 9.1.THE FOREBAY SHALL BE EASILY ACCESSIBLE WITH A HARD SURFACED BOTTOM FOR MAINTENANCE PURPOSES. 9.2.THE FOREBAY SHOULD NOT EXTEND INTO THE SAND MEDIA TO PREVENT ANY SETTLING OF THE FOREBAY. 10.LANDSCAPE MATERIALS 10.1.CONTRACTOR SHALL NOT PLACE WEED BARRIER ANYWHERE WITHIN THE BIORETENTION BASIN. IF MULCH IS PLACED IN THE BIORETENTION BASIN, IT MUST BE NON-FLOATABLE. 10.2.IF MULCH OR COBBLES ARE PLACED IN THE BIORETENTION BASIN, THE MAXIMUM ALLOWABLE WATER DEPTH OF 12" AND REQUIRED BASIN VOLUME MUST BE MEASURED FROM THE TOP SURFACE OF THE MULCH OR COBBLE. 10.3.ROLLED TURF OR SOD IS NOT AN ALLOWABLE LANDSCAPE MATERIAL FOR BIORETENTION BASINS. LOW WATER CONSUMPTION LANDSCAPE PLANTINGS ARE PREFERRED FOR BIORETENTION BASINS. 10.4.LANDSCAPE PLANTINGS SHALL NOT BE PLACED TO IMPEDE DRAINAGE INTO OR OUT OF THE BIORETENTION BASIN. 10.5.TEMPORARY IRRIGATION MAY BE INSTALLED TO ESTABLISH LANDSCAPING OR SEED IN THE BIORETENTION BASIN. 2" M I N 8" M I N 4" FLAT FOREBAY IS REQUIRED TO BE PLACED AT CONCENTRATED INFLOW LOCATIONS; PER PLANS AND SITE SPECIFIC DETAILS LANDSCAPING TO BE INSTALLED PER APPROVED LANDSCAPING PLAN 6"- 1 2 " 4" MIN DEPTH OF DIAPHRAGM AGGREGATE 8" MIN DEPTH OF RESERVOIR AGGREGATE 8" M I N 4" MIN DIAMETER PERFORATED PVC UNDERDRAIN 2" M I N 30 " M I N GEOTEXTILE FABRIC OR LINER (AS PER PLAN) 18" MIN DEPTH OF BIORETENTION SAND MEDIA NATIVE SOIL ZONE RUNDOWN OR SCOUR PROTECTION NEEDED ON SLOPES 8" FLAT AREA - SEE DESIGN PLANS FOR EXTENTS OF BIORETENTION FLAT SURFACES TYPICAL BIORETENTION OR SAND FILTER CROSS-SECTION UPTURNED ELBOW DAYLIGHT ELEVATION AND THE UNDERDRAIN MUST BE BELOW THE BIOSAND MEDIA OF THE LID FEATURE UNDERDRAIN @ 0.50% MIN SLOPE 1.CONTRACTOR SHALL INSTALL BIORETENTION BASINS ACCORDING TO THE APPROVED PLANS AND/OR CONSTRUCTION SPECIFICATIONS. 2.THIS DETAIL SHALL BE USED IN CONJUNCTION WITH DETAIL D-53 OR D-54. PLEASE REFER TO RAIN GARDEN/SAND FILTER DETAIL FOR THE BIOMEDIA STRUCTURE. 3.THIS OPTION IS ONLY FOR USE WITH SYSTEMS THAT DO NOT HAVE AN IMPERMEABLE LINER. NOTES: 30" M I N 12" M A X 18 " M I N 4" 8" M I N D5 DR A I N A G E D E T A I L S 21 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 2' TOP OF WEIR 2'WLW 2-#5 BARS 1 4 (SEE NOTE) 8" MINIMUM THICKNESS 2-#5 BARS3" C L R 3" C L R NOTE: TRENCH FOR WEIR OUTLET STRUCTURE USING NATIVE GROUND AS FORM WORK. CONSTRUCT WEIR 8" MINIMUM THICKNESS. UPON COMPLETION OF TRENCHING, PLACE TEMPERATURE STEEL AND CONCRETE IMMEDIATELY. FORM TOP 4". TOP OF BERM/EMBANKMENT 30" MIN. OVERFLOW WEIR SCHEDULE401 H Weir Summary Rain Garden ID L (FT)H (FT)W (FT) 1 15 1 4 2 10 1 4 PART 1 - GENERAL A.Bioretention Sand Media (BSM) shall be uniformly mixed, uncompacted, free of stones, stumps, roots, or other similar objects larger than two inches. No other materials or substances shall be mixed or dumped within the bioretention area that may be harmful to plant growth or prove a hindrance to the facility's function and maintenance. B.BSM shall be free of plant or seed material of non-native, invasive species, or weeds. C.Fully mixed BSM shall be tested prior to installation and meet the following criteria: 1.P-Index of less than 30 2.pH of 5.5-6.5. Should pH fall outside of the acceptable range, it may be modified with lime (to raise) or iron sulfate plus sulfur (to lower). The lime or iron sulfate must be mixed uniformly into the BSM prior to use in the bioretention facility. 3.Cation Exchange Capacity (CEC) greater than 10 4.Phosphorous (Phosphate, P2O5) not to exceed 69 ppm 5.BSM that fails to meet the minimum requirements shall be replaced at the Contractor's expense. D.BSM shall be delivered fully mixed in a drum mixer. Onsite mixing of piles will not be allowed. Mixing of the BSM to a homogeneous consistency shall be done to the satisfaction of the Owner. PART 2 - SOIL MATERIALS A.Sand 1.BSM shall consist of 60-70% sand by volume meeting ASTM C-33. B.Shredded Paper 1.BSM shall consist of 5-10% shredded paper by volume. 2.Shredded paper shall be loosely packed, approximate bulk density of 50-100 lbs/CY. 3.Shredded paper shall consist of loose leaf paper, not shredded phone books, and shall be thoroughly and mechanically mixed to prevent clumping. C.Topsoil 1.BSM shall consist of 5-10% topsoil by volume. 2.Topsoil shall be classified as sandy loam, loamy sand, or loam per USDA textural triangle with less than 5% clay material. 3.Onsite, native material shall not be used as topsoil. 4.Textural analysis shall be performed on topsoil, preferably at its source, prior to including topsoil in the mix. Topsoil shall be free of subsoil, debris, weeds, foreign matter, and any other material deleterious to plant health. 5.Topsoil shall have a pH range of 5.5 to 7.5 and moisture content between 25-55%. 6.Contractor shall certify that topsoil meets these specifications. D.Leaf Compost 1.BSM shall consist of 10-20% leaf compost by volume. 2.Leaf compost shall consist of Class 1 organic leaf compost consisting of aged leaf mulch resulting from biological degradation and transformation of plant-derived materials under controlled conditions designed to promote aerobic decomposition. 3.The material shall be well composted, free of viable weed seeds and contain material of a generally humus nature capable of sustaining growth of vegetation, with no materials toxic to plant growth. 4.Compost shall be provided by a local US Composting Council Seal of Testing Assurance (STA) member. A copy of the provider's most recent independent STA test report shall be submitted to and approved by the Owner prior to delivery of BSM to the project site. 5.Compost material shall also meet the following criteria: a.100 percent of the material shall pass through a 1/2 inch screen b.PH of the material shall be between 6.0 and 8.4 c.Moisture content shall be between 35 and 50 percent d.Maturity greater than 80 percent (maturity indicator expressed as percentage of germination/vigor, 80+/80+) e.Maturity indicator expressed as Carbon to Nitrogen ration < 12 f.Maturity indicator expressed as AmmoniaN/NitrateN Ratio <4 g.Minimum organic matter shall be 40 percent dry weight basis h.Soluble salt content shall be no greater than 5500 parts per million or 0-5 mmhos/cm i.Phosphorus content shall be no greater than 325 parts per million j.Heavy metals (trace) shall not exceed 0.5 parts per million k.Chemical contaminants: meet or exceed US EPA Class A standard, 40 CFR 503.13, Tables 1 & 3 levels l.Pathogens: meet or exceed US EPA Class A standard, 40 CFR 503.32(a) levels PART 3 - EXECUTION A.General 1.Refer to project specifications for excavation requirements. B.Placement Method 1.BSM material shall be spread evenly in horizontal layers. 2.Thickness of loose material in each layer shall not exceed 9-inches. 3.Compaction of BSM material is not required. CLEANOUT403 BIORETENTION SAND MEDIA404 APPROVED: DRAWN BY:DETAILS CONSTRUCTION DATE REVISED: DETAILSTORMWATER BIORETENTION JUNE 2023 SAA D-53 402 TYPICAL BIORETENTION DETAIL APPROVED: DRAWN BY:DETAILS CONSTRUCTION DATE REVISED: DETAILSTORMWATER BIORETENTION - UPTURNED ELBOW OUTFALL D-53AJUNE 2023 SAA UPTURNED ELBOW DETAIL (RAIN GARDEN 2)403 D6 DE T A I L S SI T E 22 Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 Cross section of post SW SAMPLE AVE 2400 *12 Gauge CRITERIA FOR SINGLE POST Max. Sign Panel Telespar 22F12A O3PG Anchor Post * Telespar 20F12P-10PG Post * 36"x36"2.25"x2.25"x3'-0"2"x2"x12'-0" NOTES: 1. Attach the sign panels tightly to the post and use oversized washers to keep the sign from breaking loose from the post when hit by a vehicle. 2. Sign panels should be mounted a minimum of 7 feet above the pavement or ground. 3. Signs larger than 36 inches in length or width require wind bracing and special post design. 4. Anchor Stub and post are square steel tube (perforated). 5. All "No Parking" signs shall be installed at 45° from Flow Line. 6. R1-1 "STOP" sign 30" High Density/Diamond Grade.Sign mounted to post with 1each drive rivet with nylon washer against sign face (on Top of the Sign). sign shall be mounted with 1 each 5/16"x2 1/2" Hew Bolt with nylon washers against sign face (on Bottom of the Sign). Secured with 1 each 5/16" Hex Nut on the back side of Post. 7. 4" Core Drill in Asphalt or Concrete or provide a 4" PVC sleeve cut flush to the surface for placement of anchor post. Voids to be filled in with sand or other fine suitable material. SW SAMPLE AVE 2400 ATTACHED SIDEWALK DETACHED SIDEWALK 8" 8" 30 " 7' - 0 " 3' (min.) BOC (m i n . ) C l e a r a n c e 3' 2 each 8" Blades mounted to Post with 4 each Drive Rivets with Nylon Washers 8" 30 " 7' - 0 " 1' 8" 3' 3" - 6" Above Grade (TYP) (m i n . ) C l e a r a n c e (min.) Telespar Post 4" - 6" Below Grade (TYP) Concrete or AsphaltSand or other fine suitable material SW Sa m p l e Av e 24 0 0 NO T E S : 1. S t r e e t n a m e m u s t b e 6 " ( m i n . ) w h i t e l e t t e r s , f i r s t l e t t e r o f e a c h s t r e e t n a m e w o r d t o b e c a p i t a l i z e d f o l l o w e d b y a l l lo w e r c a s e l e t t e r s , F H W A S e r i e s " B " . 2. P r e f i x m u s t b e 2 " l e t t e r s , F H W A S e r i e s " B " a n d p l a c e d o n t h e u p p e r l e f t . 3. S u f f i x m u s t b e 2 " ( m i n . ) l e t t e r s a n d b l o c k n u m b e r m u s t b e 2 " ( m i n . ) n u m b e r s , F H W A S e r i e s " B " . 4. O v e r a l l s i g n l e n g t h d i m e n s i o n v a r i e s a c c o r d i n g t o l e n g t h o f s t r e e t n a m e . 5. A l l s i g n l e t t e r i n g a n d g r e e n b a c k g r o u n d m a t e r i a l m u s t b e a t l e a s t 3 M H i g h I n t e n s i t y G r a d e P r i s m a t i c R e f l e c t i v e Sh e e t i n g ( H I P ) w i t h a n E C T r a n s p a r e n t O v e r l a y F i l m s h e e t i n g p e r F H W A ; No s i l k s c r e e n e d s i g n s w i l l b e pe r m i t t e d . 6. S t r e e t n u m b e r s s h a l l a l w a y s p o i n t t o h i g h e r b l o c k n u m b e r . 7. A l u m i n u m s i g n b l a n k s h a l l b e 0 . 0 8 t h i c k n e s s w i t h 3 / 4 " r a d i u s c o r n e r s . S i g n s l o n g e r t h a n 3 6 " s h a l l b e 0 . 1 0 t h i c k . 8. L o v e l a n d o n l y , s i g n a l i z e d i n t e r s e c t i o n s i g n s s h a l l b e 1 8 " ( m i n . ) i n h e i g h t w i t h 1 5 " h i g h l e t t e r s . 9. A l l s t r e e t n a m e s i g n s s h a l l b e r e t r o r e f l e c t i v e . 1/ 2 " Le n g t h V a r i e s b y S t r e e t N a m e 1/ 2 " 2- 1 / 4 " 1/ 2 " 2- 3 / 4 " 8" 1" m i n . 2" m a x . 1/ 2 " 3- 3 / 4 " 1/ 2 " 1/ 2 " 1" m i n . 2" m a x . 2- 3 / 4 " 6" H w y B S e r i e s 2" H w y B S e r i e s , Ce n t e r e d o n L o g o 2" H w y B S e r i e s 2" H w y B S e r i e s Flare 1. No joints are allowed in the flowline. Six inch wide curb or "dummy joint" may be tooled no closer than 6 inches from flow line as shown. 2. Pedestrian landing area required 4 ft length x 4 ft width, max slope in any direction is 1:50 or 14" per foot. 3. Joint pattern to be according to intersection gutter detail' or as determined by the local entity. 4. Wood float finish is required over the sloped surface of ramp and flares. 5. Minimum ramp width shall be four feet, or the same as the widest adjacent sidewalk, whichever is greater, up to a maximum width of 8 feet. 6. Detectable warning is to extend full width of the ramp and be a minimum of 2.0' in the direction of travel. Material to be approved by local engineer 7. T = Concrete thickness, 6" minimum for entire ramp area. SECTION A-A PLAN VIEW N.T.S. N.T.S. NOTES: 2' Transition (TYP.) 4' (min) 6" 2' 1:20 (max) 1:12 (ma x )  T, See Note 8 0" Curb  Lip of Gutter Detectable Warning A A 1/2" per ft. 1" per ft. Flare Curb Flare Detectable Warning Curb (TYP.)SIDEWALK SI D E W A L K 0" Curb Height, See Section A-A (TYP) Standard Curb and Gutter, See Standard Dwg 701 (TYP) Pedestrian Landing Area, See Note 2 2' (min) C u r b Fl a r e Varies Cu r b Fl a r e Ra m p C u r b Curb Fl a r e Ra m p Varies Pa n e l s Pa n e l s 6" Ra m p Wi d t h : 4. 5 ' 5. 0 ' 6. 0 ' 7. 0 ' 8. 0 ' No t e : Tr u n c a t e d d o m e p a n e l s a r e av a i l a b l e i n 2 ' x 2 ' s q u a r e s an d 2 ' x 2 . 5 ' r e c t a n g l e s . Co m b i n e t h e w i d t h s t o f i t th e r a m p . P a n e l s m a y b e cu t t o n o l e s s t h a n a 2 ' x 1 . 5 ' si z e . Pa n e l W i d t h Co m b i n a t i o n s : 2' + 2 . 5 ' 2. 5 ' + 2 . 5 ' 2' + 2 ' + 2 ' 2. 5 ' + 2 ' + 2 . 5 ' 2' + 2 ' + 2 ' + 2 ' No t e s : 1 . T r u n c a t e d d o m e w a r n i n g p a n e l : In s t a l l p a n e l s a l o n g w i t h t h e co n c r e t e p o u r f o r t h e r a m p . Sp e c i f i c a t i o n s f o r t h e p a n e l a n d in s t a l l a t i o n i n s t r u c t i o n s w i l l b e pr o v i d e d u p o n r e q u e s t . 2 . T h i s d r a w i n g s h o w s v e r t i c a l c u r b . Fo r D r i v e O v e r C u r b t h e w a r n i n g de t e c t i o n l o c a t i o n s h a l l b e p l a c e d i n th e s a m e p o s i t i o n 6 " b a c k f r o m t h e ba c k o f c u r b . 3 . I f c u r b a n d g u t t e r a r e p o u r e d mo n o l i t h i c w i t h r a m p , p l a c e d o m e ed g e a t b a c k o f c u r b a s s h o w n . I f no t p o u r e d m o n o l i t h i c , p l a c e d o m e ed g e 6 " f r o m b a c k o f c u r b . Ca s e 1 - D i r e c t i o n a l R a m p s Ca s e 2 - N o n - D i r e c t i o n a l R a m p s Varies Pa n e l s Ra m p Pa n e l s Fl a r e Cu r b Ca s e 3 - M i d - B l o c k R a m p s 6" Pa n e l s Pa n e l s Fl a r e 6" Fl a r e Varies FORT COLLINS ONLY Aligned with Pedestrian flow Gu t t e r or Ap r o n ℄Ce n t e r l i n e o f r a m p BO C - B a c k o f C u r b FO C - F a c e o f C u r b -F l o w l i n e Varies 2'-0" 2'-0" A A FOC or ℄ 2'-0" BO C BO C 1: 1 2 m a x s l o p e 1: 2 0 sl o p e Pa n e l s e m b e d d e d i n t h e co n c r e t e r a m p s Se c t i o n A - A ( C e n t e r l i n e o f r a m p ) NT S Flow line Curb and Gutter BOC See Note 3 NOTES: 1. THE SIGN PLATE SHALL BE A MINIMUM OF 12"X18" WITH A THICKNESS OF .080 ALUMINUM CONSTRUCTION. 2. THE SIGN FACE SHALL HAVE A WHITE REFLECTIVE BACKGROUND WITH A RED LEGEND. USE THE STANDARD 3M SCOTCHLITE SIGN FACE NUMBER R7-32 OR EQUIVALENT, WITH RED LETTERING AS SHOWN ABOVE. 3. ARROWS MAY BE NEEDED (LEFT, RIGHT OR DOUBLE), TO DESIGNATE BEGIN AND END OF NO PARKING AREA. FIRE LANE NO PARKING STANDARD FIRE LANE SIGN DETAIL UNIVERSAL FIRE LANE SIGN DETAIL 18" 2" 1 1/2" 12"12" FIRE LANE COLOR SCHEDULE BACKGROUND "P" RED WHITE BLACK LEGEND, CIRCLE DIAGONAL, BORDER, "ARROW", "FIRE LANE" (FORT COLLINS ONLY) Transition back of walk (typ.) Broom finishBroom finish SECTION A-A MID-BLOCK LOCATION Varies * 1:12 Slope (max.) 1:50 see note 2 Fl o w l i n e (max.) Slope 1:12 5' A Varies * Wood float finish thru ramp Slo p e 1:1 2 Slope 1:12 CORNER LOCATION ramp finish thru Wood float Broom finish A Varie s * (max . ) A A 5' (m a x ) (Radius varies) (typ.) back of walk Transition 2 Br o o m f i n i s h BA C K O F W A L K / L A N D I N G Retaining Curb (Optional) 12 " (m a x . ) (m i n . ) T Walk Curb Gutter NOTES: 1. T = Concrete thickness, 6" minimum for entire ramp area. 2. 1:50 Max unless a landing behind ramp (then ramp can be 1:12 with 1:20 on the detectable warning). 3. See CONST. DWG. 1606(a) and 1607 for Fort Collins. 4. Detectable Warning to extend the full width of the ramp. Material to be approved by Local Engineer. 5. 0" Curb height, See Section A-A. 6. Standard Curb and Gutter Section , See Standard Drawing 701. 2'-0" (min) 6" Walk Gutter Curb Va r i e s * Detectable Warning 1/4" per ft. 1" per ft.1" per ft. 1" p e r f t . 1" pe r f t . On a radius hold 6" at the corners of the truncated dome warning. 2" Retaining Curb (Optional) 6" * Curb to match slope of sidewalk, Ramp length not to exceed 15'-0" See Note 6 See Note 5 See Note 5 See Note 6 Detectable Warning, See Note 4 Detectable Warning, See Note 4 Retaining Curb (Optional) to retain ground behind the walk, if needed 500 PAVING SECTIONS (PRIVATE AREAS OUTSIDE ROW) NOTES: 1.ALL SITE GRADING, SUBGRADE PREPARATION AND PAVING SHALL FOLLOW THE GEOTECHNICAL RECOMMENDATIONS CONTAINED IN THE REPORT BY CTL THOMPSON., TITLED "GEOTECHNICAL INVESTIGATION HIBDON/MASON 24/7 SHELTER SWC HIBDON COURT AND MASON STREET FORT COLLINS, COLORADO" (CTL PROJECT NUMBER:FC10,520.000-125-R1), DATED NOVEMBER 20, 2023. 2.NOTE THAT THESE PAVING SECTIONS ARE TO BE USED ONLY FOR AREAS OUTSIDE OF PUBLIC RIGHT-OF-WAY. PAVING SECTIONS WITHIN PUBLIC RIGHT-OF-WAY WILL BE REQUIRED BY THE CITY OF FORT COLLINS TO BE PER AN APPROVED PAVEMENT DESIGN REPORT. 3.SEE CDOT STANDARD M-412-1 FOR TYPICAL CONCRETE PAVING JOINT LAYOUT. 4.CONCRETE PARKING LOT SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 330R-08. 5.ALL AREAS DEDICATED AS EMERGENCY ACCESS EASEMENTS SHALL BE CAPABLE OF SUPPORTING 80,000 POUNDS. PAVEMENT SECTION 6" PCC 6" APPROVED SUBGRADE 5" HOT MIX ASPHALT HEAVY DUTY 8" APPROVED SUBGRADE 4" HOT MIX ASPHALT PAVEMENT SECTION LIGHT DUTY 6" PCC FDC UD EM GM UDUDUD DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS X X X X X X X X X X X FE S FE S XX X X X SSSSSS S S S S S S S UDUDUDUDUDUDUDUDUDUDUDUDUD UD UD UD U D U D UD U D U D U D UD UD UD UD UD UD UD UD UD UD E V X X X X X X X X X X X FE S FE S XX X X X SSSSSS S S S S S S S N M A S O N S T R E E T HIBDON COURT INTERIM HICKORY REGIONAL DETENTION POND LOT 1 LOT 2 LOT 3 LOT LINE CURB CUT AND SIDEWALK CHASE EXISTING 24" STORM CULVERT TOTAL LENGTH OF SILT FENCE =1433 LF 71' ROW 71' ROW 42'' FL-FL 42'' FL-FL LOD LOD LODLODLOD LO D LOD LO D L O D L O D L O D L O D L O D L O D L O D LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LOD LOD LOD LOD LOD LOD LOD LOD LO D LO D LO D LO D LO D LO D L O D L O D L O D L O D L O D L O D L O D L O D L O D L O D S F S F S F SF SF SFSFSF SF SF SF S F S F S F S F S F S F S F SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF S F S F S F S F S F S F S F 5,000 SQ. FT STABILIZED STAGING AREA CONCRETE FOREBAY CONCRETE FOREBAY SCOURSTOP (PER MASON STREET INFRASTRUCTURE PACKAGE) 655 SQ. FT. TMAX EROSION CONTROL BLANKET GROUNDWATER MONITORING WELL NATURAL HABITAT BUFFER ZONE 8.8% 6.5% 10.0% 2. 7 % 2.0% 6.8 % 2.1% 3.8% 12 . 3 % 2 . 2 % 2.0 % 3. 7 % 10 . 5 % 8. 4 % 9.0% 1.3% 1.4% 2. 0 % 1. 9 % 2.3% 8. 1 % 2.7% 2.1 % 2.3 % 4 : 1 4: 1 6 : 1 4 : 1 4 : 1 7:1 3:1 (6 . 1 : 1 ) (8.3:1 ) (4.2:1) ( 6 . 5 : 1 ) (8 . 7 : 1 ) (5 . 2 : 1 ) (4.4 : 1 ) (4 . 8 : 1 ) (8.7 : 1 ) EC1 ER O S I O N C O N T R O L P L A N 23 NORTH ( IN FEET ) 1 inch = ft. Feet03030 30 60 90 Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 FO R T C O L L I N S R E S C U E M I S S I O N CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R TABLE OF CONSTRUCTION SEQUENCE AND BMP APPLICATION Project: FORT COLLINS RESCUE MISSION CONSTRUCTION PHASE MOBILIZATION DEMOLITION GRADING BEST MANAGEMENT PRACTICES (BMPS) STRUCTURAL "INSTALLATION" Silt Fence Barriers * Flow Barriers (Wattles) * Inlet Filter Bags * Vegetative Temporary Seeding Planting Mulching / Sealant Permanent Seeding Planting Sod Installation Rolled Products : Netting / Blankets / Mats Contour Furrows (Ripping / Disking) Rock Bags * UTILITIES INSTALLATION FLAT WORK INSTALLATION LANDSCAPE DEMOBILIZATION Vehicle Tracking Pad * * All Temporary BMPs to be Removed once Construction is Complete Any prior inlets that could use protecting Any prior inlets that could use protecting Anytime the site will sit dormant longer than 30 Days Anytime the site will sit dormant longer than 30 Days Anytime the site will sit dormant longer than 30 Days Riprap KEYMAP HIBDON CT. M A S O N S T . HICKORY ST. PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY SILT FENCE ROCK SOCK 1.CONTRACTOR SHALL IMMEDIATELY STABILIZE ALL DISTURBED SLOPES BY CRIMP MULCHING OR SIMILAR METHODS. 2.SWMP ADMINISTRATOR: Contact ________________________________ Company ________________________________ Address ________________________________ Phone________________________________ 3.CONTRACTOR TO PROVIDE VEHICLE TRACKING CONTROL FOR CONCRETE WASHOUT AREA IF ACCESS IS OFF PAVEMENT. 4.REFER TO THE FINAL DRAINAGE REPORT, DATED FEBRUARY 14, 2024 BY NORTHERN ENGINEERING FOR ADDITIONAL INFORMATION. 5.REFER TO LANDSCAPING PLAN FOR FINAL VEGETATIVE STABILIZATION IN PLANTING AREAS. 6.THE NATURAL HABITAT BUFFER ZONE SHALL NOT BE DISTURBED BY ANY GRADING, CONSTRUCTION OR MAINTENANCE ACTIVITIES EXCEPT AS APPROVED BY THE CITY ENVIRONMENTAL PLANNER. 7.ALL PERMANENT AND TEMPORARY BMP'S ASSOCIATED WITH THE INTERIM HICKORY REGIONAL POND SHALL BE INSTALLED PER THE "MASON STREET INFRASTRUCTURE" EROSION CONTROL PLAN. GENERAL NOTES: WATTLE DIKE CONCRETE WASH AREA TMAX EROSION CONTROL LEGEND: BALE OUTLET PROTECTION INLET PROTECTION VEHICLE TRACKING CONTROL PAD SF SEED AND MULCH (SEE NOTE 5) CALCULATIONS CHART TOTAL DISTURBED PROJECT AREA 2.77 ACRES TOTAL "ONSITE" AREA OF DISTURBANCE 2.77 ACRES TOTAL "OFFSITE" AREA OF DISTURBANCE 0 ACRES TOTAL STORAGE/STAGING AREA 0.11 ACRES TOTAL HAUL ROADS AREA N/A CONSTRUCTION VEHICLE TRAFFIC AREA N/A EST. PERCENT OF PROJECT AREA EXPOSED 100% EST. PERCENT VEGETATIVE COVER 100%DENSITY EXISTING SOIL TYPE C APPROX. GROUNDWATER DEPTH 8.0-9.5 FEET NUMBER OF PHASES W/ PROJECT N/A TOTAL VOLUME OF IMPORTED (+) / EXPORTED (-) MATERIALS 0 CU. YD. TOTAL AREA OF STOCKPILING OF FILL OR BORROW AREAS OFF SITE 0 SQ. FEET STEEPEST SLOPE 4:1 H:V DISTANCE FROM A RIPARIAN AREA OR SENSITIVE AREA 0 FEET CALCULATION CHART: EC1 EC2 ER O S I O N C O N T R O L D E T A I L S 24 Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 FO R T C O L L I N S R E S C U E M I S S I O N VTC ROCK SOCK SECTION ROCK SOCK PLAN ROCK SOCK JOINTING GRADATION TABLE SIEVE SIZE MASS PERCENT PASSING SQUARE MESH SIEVES NO. 4 2"100 1-1/2"90-100 1"20-55 3/4"0-15 3/8"0-5 MATCHES SPECIFICATIONS FOR NO. 4 COARSE AGGREGATE FOR CONCRETE PER AASHTO M43. ALL ROCK SHALL BE FRACTURED FACE, ALL SIDES RS 001 CONCRETE WASHOUT AREA 002 ROCK SOCK 003 VEHICLE TRACKING PAD 004 SILT FENCE SF CWA 005 CURB INLET PROTECTION IP POSTS PREASSEMBLED SILT FENCE POSTS SHALL OVERLAP AT JOINTS SO THAT NO GAPS EXIST IN SILT FENCE. NOTE: THICKNESS OF GEOTEXTILE HAS BEEN EXAGGERATED.POST SHALL BE JOINED AS SHOWN, THEN ROTATED 180° IN DIRECTION SHOWN AND DRIVEN INTO THE GROUND. SILT FENCE JOINTS DRIVE POSTS VERTICALLY INTO THE GROUND TO A MINIMUM DEPTH OF 18". EXCAVATE A TRENCH APPROXIMATELY 4" WIDE AND 4" DEEP ALONG THE LINE OF POSTS AND UPSLOPE FROM THE BARRIER. ANCHOR TRENCH SHALL BE EXCAVATED BY HAND, WITH TRENCHER, OR WITH SILT FENCE INSTALLATION MACHINE. NO ROAD GRADERS, BACKHOES, ETC. SHALL BE USED. NOT LESS THAN THE BOTTOM 1' OF THE SILT FENCE FABRIC SHALL BE BURIED IN THE TRENCH. THE TRENCH SHALL BE COMPACTED BY HAND, WITH "JUMPING JACK" OR BY WHEEL ROLLING. COMPACTION SHALL BE SUCH THAT THE SILT FENCE RESISTS BEING PULLED OUT OF ANCHOR TRENCH BY HAND. SILT FENCE INDICATED IN THE PLANS SHALL BE INSTALLED PRIOR TO ANY LAND-DISTURBING ACTIVITIES. USE WOOD POSTS OR OTHER MATERIAL AS ACCEPTED BY THE CITY. INSTALLATION NOTES: 1. 2. 3. 4. 5. 6. 7. THE CONTRACTOR SHALL INSPECT SILT FENCE EVERY TWO WEEKS AND AFTER SIGNIFICANT STORM EVENTS AND MAKE REPAIRS OR CLEAN OUT UPSTREAM SEDIMENT AS NECESSARY. SEDIMENT ACCUMULATED UPSTREAM OF SILT FENCE SHALL BE REMOVED WHEN THE UPSTREAM SEDIMENT REACHES A DEPTH OF 6". SILT FENCE SHALL BE REMOVED WHEN THE UPSTREAM DISTURBED AREA IS STABILIZED AND GRASS COVER IS ACCEPTED BY THE CITY. IF ANY DISTURBED AREA EXISTS AFTER REMOVAL, IT SHALL BE SEEDED AND MULCHED OR OTHERWISE STABILIZED IN A MANNER ACCEPTED BY THE CITY. MAINTENANCE NOTES: 1. 2. 3. 4" MIN. 4" MIN. 1 12" x 1 12" WOODEN FENCE POSTS SF 008 SECTION G-G G PLAN G BOP BALE OUTLET PROTECTION FL O W 3'-4' ADJACENT ROLLS SHALL TIGHTLY ABUT W1 NOTES: INSTALLATION: WHEN INSTALLING RUNNING LENGTHS OF WATTLES, BUTT THE SECOND WATTLE TIGHTLY AGAINST THE FIRST, DO NOT OVERLAP THE ENDS. STAKE THE WATTLES AT EACH END AND FOUR FOOT ON CENTER. FOR EXAMPLE: A 25 FOOT WATTLE USES 6 STAKES A 20 FOOT WATTLE USES 5 STAKES A 12 FOOT WATTLE USES 4 STAKES STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE. LEAVING 2 - 3 INCHES OF THE STAKE PROTRUDING ABOVE THE WATTLE. A HEAVY SEDIMENT LOAD WILL TEND TO PICK THE WATTLE UP AND COULD PULL IT OFF THE STAKES IF THEY ARE DRIVEN DOWN TOO LOW. IT MAY BE NECESSARY TO MAKE A HOLE IN THE WATTLE WITH A PICK END OF YOUR MADDOX IN ORDER TO GET THE STAKE THROUGH THE STRAW. WHEN STRAW WATTLES ARE USED FOR FLAT GROUND APPLICATIONS, DRIVE THE STAKES STRAIGHT DOWN; WHEN INSTALLING WATTLES ON SLOPES, DRIVE THE STAKES PERPENDICULAR TO THE SLOPE. DRIVE THE FIRST END STAKE OF THE SECOND WATTLE AT AN ANGLE TOWARD THE FIRST WATTLE IN ORDER TO HELP ABUT THEM TIGHTLY TOGETHER. IF YOU HAVE DIFFICULTY DRIVING THE STAKE INTO EXTREMELY HARD OR ROCKY SLOPES, A PILOT BAR MAY BE NEEDED TO BEGIN THE STAKE HOLE. 1"x 1" WOOD STAKES 18"-24" BAILING WIRE OR NYLON ROPE WATTLE "A"WATTLE "B" 1'2' TYP. 1'1' W2 NOTES: INSTALLATION: STAKES SHOULD BE DRIVEN ACROSS FROM EACH OTHER AND ON EACH SIDE OF THE WATTLE. LEAVING 4"-6" OF STAKE PROTRUDING ABOVE THE WATTLE. BAILING WIRE OR NYLON ROPE SHOULD BE TIED TO THE STAKES ACROSS THE WATTLE. STAKES SHOULD THEN BE DRIVEN UNTIL THE BAILING WIRE OR NYLON ROPE IS SUFFICIENTLY SNUG TO THE WATTLE. WHEN INSTALLING RUNNING LENGTHS OF WATTLES, TO PREVENT SHIFTING, BUTT THE SECOND WATTLE TIGHTLY AGAINST THE FIRST. DO NOT OVERLAP THE ENDS. STAKES SHOULD BE DRIVEN 1 FT. FROM END, ACROSS FROM AND ON EACH SIDE OF WATTLE LEAVING 4"-6" OF STAKE PROTRUDING ABOVE THE WATTLE. BAILING WIRE OR NYLON ROPE SHOULD BE TIED TO STAKES IN AN HOUR GLASS FORMATION (FRONT TO BACK OF WATTLE "A", ACROSS TO FRONT OF WATTLE "B", ACROSS TO BACK AND BACK TO FRONT OF WATTLE "A"). STAKES SHOULD THEN BE DRIVEN IN UNTIL BAILING WIRE OR NYLON ROPE IS SUFFICIENTLY SNUG TO THE WATTLE. W1 & W2 INSTALLATION NOTES: 1. THE LOCATION AND LENGTH OF WATTLE IS DEPENDENT ON THE CONDITIONS OF EACH SITE. 2. WATTLES SHALL BE INSTALLED PRIOR TO ANY LAND-DISTURBING ACTIVITIES. 3. WATTLES SHALL CONSIST OF STRAW, COMPOST, EXCELSIOR, OR COCONUT FIBER. 4. NOT FOR USE IN CONCENTRATED FLOW AREAS. 5. THE WATTLES SHALL BE TRENCHED INTO THE GROUND A MINIMUM OF TWO (2) INCHES. 6. WATTLES SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS. 7. ON SLOPES, WATTLES SHOULD BE INSTALLED ON CONTOUR WITH A SLIGHT DOWNWARD ANGLE AT THE END OF THE ROW IN ORDER TO PREVENT PONDING AT THE MID SECTION. 8. RUNNING LENGTHS OF WATTLES SHOULD BE ABUTTED FIRMLY TO ENSURE NO LEAKAGE AT THE ABUTMENTS. 9. SPACING - DOWNSLOPE: VERTICAL SPACING FOR SLOPE INSTALLATIONS SHOULD BE DETERMINED BY SITE CONDITIONS. SLOPE GRADIENT AND SOIL TYPE ARE THE MAIN FACTORS. A GOOD RULE OF THUMB IS: 1:1 SLOPES = 10 FEET APART 2:1 SLOPES = 20 FEET APART 3:1 SLOPES = 30 FEET APART 4:1 SLOPES = 40 FEET APART, ETC. HOWEVER, ADJUSTMENTS MAY HAVE TO BE MADE FOR THE SOIL TYPE: FOR SOFT, LOAMY SOILS - ADJUST THE ROWS CLOSER TOGETHER; FOR HARD, ROCKY SOILS - ADJUST THE ROWS FURTHER APART. A SECONDARY WATTLE PLACED BEHIND THE ABUTMENT OF TWO WATTLES IS ENCOURAGED ON STEEP SLOPES OR WHERE JOINTS HAVE FAILED IN THE PAST. 10. STAKING: THE CITY RECOMMENDS USING WOOD STAKES TO SECURE THE WATTLES. 1/2" TO 5/8" REBAR IS ALSO ACCEPTABLE. BE SURE TO USE A STAKE THAT IS LONG ENOUGH TO PROTRUDE SEVERAL INCHES ABOVE THE WATTLE: 18" IS A GOOD LENGTH FOR HARD, ROCKY SOIL. FOR SOFT LOAMY SOIL USE A 24" STAKE. 4"-6" ABOVE WATTLE AFTER BAILING WIRE OR NYLON ROPE IS ATTACHED. STAKES NEED TO BE TAMPED UNTIL WIRE/ROPE IS SNUG WITH WATTLE. 1"x 1" WOOD STAKES 18"-24" ENDS OF ADJACENT WATTLES SHALL BE TIGHTLY ABUTTED TO PREVENT SEDIMENT BYPASS W2 NOTE: ONLY WATTLES MADE WITH COCONUT FIBERS SHALL BE USED WHEN INSTALLATION COMES IN CONTACT WITH A WATER BODY. 007 STRAW WATTLE SLOPE INSTALLATION DETAIL Drawing Not To Scale 1.Prepare soil before installing rolled erosion control products (RECPs), including any necessary application of lime, fertilizer, and seed. 2.Begin at the top of the slope by anchoring the RECPs in a 6"(15cm) deep X 6"(15cm) wide trench with approximately 12" (30cm) of RECPs extended beyond the up-slope portion of the trench. Anchor the RECPs with a row of staples/stakes approximately 12" (30cm) apart in the bottom of the trench. Backfill and compact the trench after stapling. Apply seed to the compacted soil and fold the remaining 12"(30cm) portion of RECPs back over the seed and compacted soil. Secure RECPs over compacted soil with a row of staples/stakes spaced approximately 12"(30cm) apart across the width of the RECPs. 3.Roll the RECPs (A) down or (B) horizontally across the slope. RECPs will unroll with appropriate side against the soil surface. All RECPs must be securely fastened to soil surface by placing staples/stakes in appropriate locations as shown in the staple pattern guide. 4.The edges of parallel RECPs must be stapled with approximately 2" - 5" (5-12.5cm) overlap depending on the RECPs type. 5.Consecutive RECPs spliced down the slope must be end over end (Shingle style) with an approximate 3"(7.5cm) overlap. Staple through overlapped area, approximately 12"(30cm) apart across entire RECPs width. Drawn on: 3-16-11 Disclaimer: The information presented herein is general design information only. For specific applications, consult an independent professional for further design guidance. 2"-5" (5-12.5cm) 3B 4 2 5 1 3A 12"(30cm) 6" (15cm) 6" (15cm) *NOTE: In loose soil conditions, the use of staple or stake lengths greater than 6"(15cm) may be necessary to properly secure the RECP's. 3"(7.5cm) 5401 St. Wendel - Cynthiana Rd. Poseyville, IN 47633 PH: 800-722-2040 www.nagreen.com 006 TMAX EROSION BLANKET DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS ELEC F CTV CTV CTV CTV CTV CTV OHU OHU OHU OHU CTV X X X X X X X X X X X CTV G G G G G G G G G SS SS SS SS SS SS HY D S FE S FE S XX X X X X W W W W W W W W W SSSSSS S S S S S S W W S S UDUDUDUDUDUDUDUDUDUDUDUDUD UD UD UD U D U D UD U D U D U D UD UD UD UD UD UD UD UD UD UD E V UD S C TF G G UDUDUD GEN 10' UTILITY EASEMENT BK 1658 PG 746 45' ROW BK 1743 PG 632 10' UTILITY EASEMENT BK 1572 PG 322 N M A S O N S T R E E T a1 HIBDON COURT 45' ROW BK 1743 PG 632 10' UTILITY EASEMENT 30' STORMWATER & UTILITY EASEMENT WANKIER LANCE 1401 N. COLLEGE AVENUE FORT COLLINS, CO WOOD RONALD G/ JENNIFER L/ WILLARD E 122 HIBDON COURT FORT COLLINS, CO THOMPSON PROPERTIES LLC 1319 N. COLLEGE AVENUE FORT COLLINS, CO a2 a3 b3 b2 b1 60' DRAINAGE EASEMENT EMERGENCY SPILLWAY EMERGENCY SPILLWAY 4' CURB CUT AND SIDEWALK CHASE STORM DRAIN (TYP.) HICKORY REGIONAL DETENTION POND LOT 1 LOT 3 LOT 2 RAIN GARDEN 2 REQ VOL. 682 CUFT PROVIDED VOL. 915 CUFT PROVIDED FLAT AREA = 1,532 SQFT RAIN GARDEN 1 REQ VOL. 1,405 CUFT PROVIDED VOL. 1,870 CUFT PROVIDED FLAT AREA = 1,442 SQFT 0.09 ac. R1 0.09 ac. R3 0.11 ac. R5 0.27 ac. B1 0.36 ac. A2 0.32 ac. A1 0.37 ac. A3 0.11 ac. A4 0.04 ac. A5 0.35 ac. C1 0.03 ac. B4 0.19 ac. B2 0.04 ac. A6 0.06 ac. A7 0.24 ac. B30.02 ac. R2 0.17 ac. R4 0.02 ac. R12 0.04 ac. R6 0.02 ac. R7 0.03 ac. R8 0.10 ac. R10 0.07 ac. R9 0.04 ac. R11 b1 r1 r3 r2 b4 r5 r4 c1 r10 r11 r9 r8 r7 a5 a6 r6 a7 r12 1' CURB CUT AND SIDEWALK CHASE 1' CURB CUT AND SIDEWALK CHASE CONCRETE RUNDOWN AND FOREBAY 1-1 SEE DETAIL SHEET 21 CONCRETE FOREBAY 1-3 SEE DETAIL SHEET 21 CONCRETE FOREBAY 1-4 SEE DETAIL SHEET 21 CONCRETE RUNDOWN AND FOREBAY 1-2 SEE DETAIL SHEET 21 CONCRETE RUNDOWN AND FOREBAY 2-1 SEE DETAIL SHEET 21 CONCRETE FOREBAY 2-2 SEE DETAIL SHEET 21 CONCRETE FOREBAY 2-3 SEE DETAIL SHEET 21 DR1 DR A I N A G E E X H I B I T 25 NORTH ( IN FEET ) 1 inch = ft. Feet03030 30 60 90 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R Sheet FO R T C O L L I N S R E S C U E M I S S I O N Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d by a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g Se r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 25 FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION KEYMAP M A S O N S T . HIBDON CT. PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED INLET A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL DRAINAGE BASIN BOUNDARY PROPOSED SWALE SECTION 11 NOTES: 1.REFER TO THE FINAL DRAINAGE REPORT, DATED FEBRUARY 14, 2024 FOR ADDITIONAL INFORMATION. 2.REFER TO THE MASON STREET INFRASTRUCTURE DRAINAGE REPORT FOR ADDITIONAL INFORMATION. A LEGEND: EMERGENCY OVERFLOW PATH C2 C100 Q2 (cfs) Q100 (cfs)