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THE SAVOY - FDP230012 - DOCUMENT MARKUPS - ROUND 3 - UTILITY PLANS
Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 CS1 CO V E R S H E E T 1 Northern Engineering Project No. 514-003 Date: July 28, 2021 JULY 2023 CONTACT INFORMATION PROJECT TEAM: VICINITY MAP NORTH PROJECT BENCHMARKS: THE SAVOY PROJECT TEAM: Steve Allen Henry Design Group 1501 Wazee St. Suite 1C Denver, Colorado 80202 (303) 446-2368 Milestone Development Ken Kiken 1225 17th St Unit 29 Denver, CO 80202 (303) 298-7270 Northern Engineering Services, Inc. Blaine Mathisen, PE 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 LANDSCAPE ARCHITECT OWNER/APPLICANT SITE ENGINEER SHEET INDEX A REPLAT OF TRACT A, BROOKFIELD FIRST REPLAT, LOCATED IN THE NORTHEAST QUARTER OF SECTION 4, TOWNSHIP 6 NORTH, RANGE 68 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO ORIGINAL FIELD SURVEY BY: Northern Engineering Services, Inc. Bob Tessely, PLS 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 SITE SURVEYOR 1 CS1 COVER SHEET 2 CS2 GENERAL & CONSTRUCTION NOTES 3 CS3 EROSION CONTROL NOTES 4 EX1 EXISTING CONDITIONS & DEMOLITION PLAN 5 HC1 HORIZONTAL CONTROL PLAN UTILITY SHEETS 6-7 U1-U2 UTILITY PLAN 8 SS1 SANITARY LINE A PLAN & PROFILE GRADING SHEETS 9-12 G1-G4 GRADING PLANS 13 SUB1 STORMTECH SUBGRADE PLAN POOL SHEETS SHEETS 14 P1 DETAILED POOL PLAN ROADWAY SHEETS 15 R1 LE FEVER DRIVE PLAN & PROFILE STORM DRAIN SHEETS 16 ST1 STORM DRAIN A PLAN & PROFILE 17 ST2 STORM DRAIN A3 & A3-1 PLAN & PROFILE 18 ST3 STORM DRAIN B PLAN & PROFILE 19 ST4 STORM DRAIN B5 & RO PLAN & PROFILE 20 ST5 STORM DRAIN C PLAN & PROFILE 21 ST6 STORM DRAIN D PLAN & PROFILE 22 ST7 STORM DRAIN D1 PLAN & PROFILE 23 ST8 STORM DRAIN D4 PLAN & PROFILE 24 ST9 STORM DRAIN E & E1 PLAN & PROFILE DETAIL SHEETS 25 D1 SANITARY SEWER DETAILS 26 D2 WATERLINE DETAILS 27-33 D3-D9 DRAINAGE DETAILS 34-35 D10-D11 SITE DETAILS EROSION CONTROL SHEETS 36 EC1 INITIAL EROSION CONTROL PLAN 37 EC2 INTERIM EROSION CONTROL PLAN 38 EC3 FINAL EROSION CONTROL PLAN 39 EC4 EROSION CONTROL DETAILS DRAINAGE SHEETS 40 DR1 DRAINAGE EXHIBIT FINAL UTILITY PLANS FOR CTL THOMPSON, INC "Geologic and Preliminary Geotechnical Investigation - The Savoy" Fort Collins, Colorado CTL Project No. = FC10152-115 Date: November 17, 2021 SUBSURFACE EXPLORATION BY: 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 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 GAS-----------------Xcel Energy-----------------------------Stephanie Rich (970) 225-7828 ELECTRIC--------City of Fort Collins Light & Power-- Rob Irish (970) 224-6167 CABLE-------------Xfinity--------------------------------------Don Kapperman (970) 567-0245 TELECOM.--------Centurylink-------------------------------Bill Johnson (970) 490-7501 WATER------------City of Fort Collins Utilities-----------Heidi Hansen (970) 221-6339 WASTEWATER-South Fort Collins Sanitation--------TBD STORMWATER-City of Fort Collins Utilities-----------Heidi Hansen (970) 221-6339 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 ** The underground utility locates are based upon the best available information at the time of locating. Contractor acknowledges that it is common for underground facility owner maps to have errors and omissions of data shown. Consequently, it is the Contractor's sole responsibility to field verify the location of all utilities prior to construction, and notify the Engineer of any discrepancies found. 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: SITE I- 2 5 HARMONY ROAD ZI E G L E R R O A D KECHTER ROAD ST R A U S S C A B I N R D . Adam Kanto Kephart 2555 Walnut St Denver, Colorado 80205 (303) 832-4474 BUILDING ARCHITECT 7'7' PARK 37' ROADWAY 53' ROW (MIN.) UTIL. ESMT. 9' (MIN.) PKWY6' WALK (MIN) 4.5' INSET PARK 9' 5.5' WALK FROM UTIL. ESMT. 8.5'PKWY 23' TRAVEL 7' PARK 7'BUMP-OUT LANDSCAPE 30' ROADWAY 53' ROW (MIN.) (MIN) WALK 5.5' UTIL. ESMT. 9' (MIN.) PKWY6' WALK (MIN) 4.5' 9' UTIL. ESMT. 8.5'PKWY 30' SETBACK (MAX) 23' TRAVEL NOTE: NO MORE THAN 3 (23' X 7') PARKING SPACES SHALL BE IN A ROW PRIOR TO LANDSCAPE BUMP-OUT BROOKFIELD DRIVE AND PRECISION DRIVE AT INSET PARKING (53' ROW MIN) BROOKFIELD DRIVE AND PRECISION DRIVE AT LANDSCAPE BUMP-OUTS (53' ROW MIN) 10' TRAVEL 8' PARK 8.5'(MIN.) PKWY 36' ROADWAY 63' ROW (MIN.) (MIN) WALK 5' UTIL. ESMT. 9' (MIN.) PKWY13.5' 9' UTIL. ESMT. CONNECTOR LOCAL STREET (63' ROW) CUSTOM TYPICAL SECTION WITH 4' OF DEDICATED ROW (73' ROW) PRECISION DRIVE BROOKFIELD DRIVE PRECISION DRIVE BROOKFIELD DRIVE LE FEVER DRIVE CINQUEFOIL LANE 7' PARK 8.5' 49.5' FL TO FL EX. 72.5' ROW UTIL. ESMT. 9' (MIN.) PKWY8.5' WALK (MIN) 5' 9' UTIL. ESMT. 5' BIKE 7' PARK 5' BIKE 12.75' TRAVEL LANE 12.75' TRAVEL LANE (MIN.) PKWY WALK 5' DEDICATED ROW4' 10' TRAVEL 8' PARK All changes, addendums, additions, deletions and modifications to these drawings must be approved, in writing, by the Fort Collins-Loveland Water District and the South Fort Collins Sanitation District. District Engineer Date SOUTH FORT COLLINS SANITATION DISTRICT CI N Q U E F O I L L A N E ROCK CREEK DR. EXISTING PROPOSED EXISTING 76.5' ROW PROJECT DATUM: NAVD88 CITY OF FORT COLLINS BENCHMARK 7-01 NORTH SIDE OF HARMONY ROAD ON AN IRRIGATION STRUCTURE APPROX 100 FT. WEST OF THE WEST CURB LINE OF THE EAST ENTRANCE TO H.P. ELEVATION: 4941.52 CITY OF FORT COLLINS BENCHMARK 7-07 0.5 MILES SOUTH OF HARMONY RD. AND STRAUSS CABIN RD., ON THE WEST SIDE OF STRAUSS CABIN RD., ON THE NORTHWEST WINGWALL OF THE BRIDGE OVER AN IRRIGATION CANAL ON A LARIMER COUNTY CAP. ELEVATION: 4879.16 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 DATUM - 3.18'. Basis of Bearings The Basis of Bearings is the East line of Tract A, Brookfield First Replat as bearing South 01° 23' 27" West. P: \ 5 1 4 - 0 0 3 \ D w g \ 5 1 4 - 0 0 3 _ C O V R . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 4 8 : 5 8 P M , 1 : 1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 CS2 CO N S T R U C T I O N N O T E S GE N E R A L & 2 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 A. 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 for The Savoy dated 07/12/2023 by Northern Engineering 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 Engineering 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 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 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 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 City of Fort Collins's 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 7-01 NORTH SIDE OF HARMONY ROAD ON AN IRRIGATION STRUCTURE APPROX 100 FT. WEST OF THE WEST CURB LINE OF THE EAST ENTRANCE TO H.P. ELEVATION.=4941.52 CITY OF FORT COLLINS BENCHMARK 7-07 0.5 MILES SOUTH OF HARMONY RD. AND STRAUSS CABIN RD., ON THE WEST SIDE OF STRAUSS CABIN RD., ON THE NORTHWEST WINGWALL OF THE BRIDGE OVER AN IRRIGATION CANAL ON A LARIMER COUNTY CAP. ELEVATION.=4879.16 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 - 3.18' Basis of Bearings The Basis of Bearings is the East line of Tract A, Brookfield First Replat as bearing South 01° 23' 27" West. 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: 1. Inset parking along Precision Drive and Brookfield Drive. 2. Intersection spacing - High Volume Drive - Brookfield Drive 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. 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/County 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. 15.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. 16.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). 17.For additional information see separate Stormwater Management Plan / Erosion Control Report for THE SAVOY. 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. 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 shall be latex paint. 6.Prior to permanent installation of traffic striping and symbols, the Developer shall place temporary tabs or tape depicting alignment and placement of the same. Their placement shall be approved by the City of Fort Collins Traffic Engineer prior to permanent installation of striping and symbols. 7.Pre-formed thermo-plastic applications shall be as specified in these Plans and/or these Standards. 8.Latex Paint 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 for The Savoy dated 07/12/2023 by Northern Engineering shall be followed and implemented. 3.Prior to final inspection and acceptance by the City of Fort Collins, certification of the drainage facilities, by a registered engineer, must by submitted to and approved by the Stormwater Utility Department. Certification shall be submitted to the Stormwater Utility Department at least two weeks prior to the release of a certificate of occupancy for single family units. For commercial properties, certification shall by submitted to the Stormwater Utility Department at least two weeks prior to the release of any building permits in excess of those allowed prior to certification per the Development Agreement. 4.See City of Fort Collins Stormwater Criteria Manual – Appendix F Construction Control Measures Standard Notes and Standard Erosion Control Notes. A.Utility Notes 1.All water meter pits shall be installed in landscaping only, no hard surfaces. 2.Manhole rim elevations are to be adjusted to 1/4" below finished grade. If necessary, cone sections shall be rotated to prevent lids being located within bicycle or vehicle wheel paths. 3.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. 4.All water fittings and valves are only graphically represented and are not to scale. 5.All water services shall be 3 4" diameter unless otherwise noted. All sanitary services shall be 4" diameter unless otherwise noted. P: \ 5 1 4 - 0 0 3 \ D w g \ 5 1 4 - 0 0 3 _ C O V R . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 4 9 : 0 2 P M , 1 : 1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 CS3 ER O S I O N C O N T R O L N O T E S 3 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. SOUTH FORT COLLINS SANITATION DISTRICT NOTES 1.All sanitary sewer construction shall be performed according to the South Fort Collins Sanitation District standards and specifications. 2.Construction of sewer facilities require a precon meeting with district inspection staff prior to construction. 3.Contractor shall notify district inspectors prior to starting work. 4.Contractor shall contact the sanitation district inspector for sewer inspection 48 hours prior to connecting to existing sewer stubs. 5.If groundwater is encountered within depth of sewer construction, manholes must be water-proofed. 6.Pipe pressure and vacuum testing shall be witnessed by district inspectors. 7.Once the system is operational and all tests have passed, contractor shall request substantial completion with a letter to the district. 8.As-builts shall be submitted in pdf and dwg to the district for substantial completion. 9.Once all punch list items are complete, easements are recorded, and as-built files are approved, the contractor shall request final completion with a letter to the district that includes the dollar value of the sewer improvements. P: \ 5 1 4 - 0 0 3 \ D w g \ 5 1 4 - 0 0 3 _ C O V R . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 4 9 : 0 2 P M , 1 : 1 S S S S S S S H2O S W W W W W W W T T T T T T T T T T T T T T T T T T T T T T T T T T H2OGAS G GGAS EE VAULT ELEC W W W SS SS SS 8" W 8" W 8" W 8" W SS SS C I N Q U E F O I L L A N E ( 6 9 ' W I D E R / W ) V.P. 12 " W HC S S W W F FD C F FD C E E E G G G G G G 15" SS 15" SS 15" SS E E E H2O H2O H2O H2O E E E E E E E E E E E E E W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWW ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS G G G G G CT V C T V CTVEE D D D D DD D DD D D HY D H2OVENT HY D HY D HY D HY D H YD H2O S S S S S S S S S GAS GAS GAS GAS GAS E ELEC F.O. C.O. C.O. S T F.O. TF S S 9' UTILITY EASEMENT TO BE VACATED 9' UTILITY EASEMENT TO BE VACATED 9' UTILITY EASEMENT TO BE VACATED 9' UTILITY EASEMENT TO BE VACATED 20' DRAINAGE EASEMENT TO BE VACATED ±39 LF OF CURB AND GUTTER (TO BE REMOVED) ±584 LF OF CURB AND GUTTER (TO BE REMOVED) ±540 LF OF CURB AND GUTTER (TO BE REMOVED) EXISTING BARRICADES (TO BE REMOVED) ±230 SF OF CONCRETE (TO BE REMOVED) ±245 SF OF CONCRETE (TO BE REMOVED) EXISTING STOP SIGN (TO BE RELOCATED) EXISTING STORM MANHOLE EXISTING 8" SANITARY SEWER STUB ±7 LF OF 8" SANITARY SEWER (TO BE REMOVED) EXISTING WATER STUB AND VALVE (TO BE REMOVED) EX. 50' FL-FL EX. 72' ROW EX. 30' FL-FL EX. 51' ROW EX . 3 0 ' FL - F L EX . 5 1 ' R O W EXISTING FIRE HYDRANT (TO BE RELOCATED) EXISTING GAS LINE EXISTING TELECOME LINE (TYP.) EXISTING FIRE HYDRANT EXISTING FIRE HYDRANT EXISTING STOP SIGN EXISTING SINGLE PHASE TRANSFORMER (TO BE RELOCATED TO UNDERGROUND VAULT) EX. 76' ROW EX. 50' FL-FL EX. 51' ROW EX. 30' FL-FL ///////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////// / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / ///////// /////////////// / / STORM MH RIM=4904.75 INV=4897.53 (W) INV=4897.88 (S) BTM=4897.83 STORM MH RIM=4904.31 INV IN=4897.38 (N) INV OUT=4897.31 (E) BTM=4897.31 STORM MH RIM=4902.70 INV IN=4895.77 (W) INV OUT=4895.65 (E) STORM MH RIM=4900.70 INV IN=4894.59 (N) INV IN=4894.54 (W, S) INV OUT = 4894.54 (E) RIM=4901.06 24" RCP FL=4894.93 (N) RIM=4901.10 RIM=4901.18 FL=4894.95 (NW, S) STUB NW CONTRACTOR TO VERIFY SIZE GRATE=4906.69 INV=4900.49 (E) STORM MH RIM=4907.68 INV IN=4900.28 (W) INV OUT=4900.04 (N) GRATE=4906.23 INV=4902.21 (E)GRATE=4906.36 INV=4902.08 (W) STORM MH RIM=4907.12 INV IN=4901.75 (W) INV IN=4901.88 (E) INV IN=4898.64 (S) INV OUT=4898.76 (N) STORM MH RIM=4908.77 INV IN=4897.83 (W) 24" RCP INV IN=4897.77 (S) INV OUT=4897.72 (N) EX. 56.6 LF 24" RCP @ 0.37% EX. 6" PVC SAN MH RIM=4903.79 INV IN=4891.53 (E) INV OUT=4891.15 (S) SAN MH RIM=4902.41 INV IN=4890.08 (N) INV OUT=4889.88 (S) EX . 2 6 5 . 1 L F 1 2 " P V C @ 0 . 4 0 % SAN MH RIM=4901.24 INV IN=4888.89 (N) INV IN=4888.84 (E) INV OUT=4888.70 (S) 27 3 . 9 L F 1 2 " P V C @ 0 . 3 6 % 12 " P V C SAN MH RIM=4902.30 INV IN=4893.07 (S) INV OUT=4891.92 (W) SAN MH RIM=4904.34 INV IN=4890.44 (E) INV IN=4890.30 (N) INV OUT=4890.13 (W) SAN MH RIM=4904.96 INV IN=4889.82 (E) INV IN=4889.64 (W) INV IN=4889.44 (N) INV OUT=4889.07 (S) EX I S T I N G 1 2 " P V C EX . 6 " P V C SAN MH RIM=4904.68 77.5 LF 12" PVC @ 0.4% SAN MH RIM=4908.06 INV IN=4891.57 (N) INV IN=4892.01 (E) INV OUT=4891.53 (S) 8" PVC 34 0 . 4 L F 1 2 " P V C @ 0 . 6 1 % SAN MH RIM=4908.54 INV IN=4893.58 (N) INV OUT=4893.45 (S) EX . 2 7 9 . 6 L F 1 2 " P V C @ 0 . 6 7 % EX. 12" PVC EX. 357.9 LF 12" DIP @ 0.41% EX. 291.70 LF 48" RCP @ 0.53% EX . 3 6 " R C P EX . 2 1 5 . 3 L F 2 4 " R C P @ 0 . 5 0 % EX. 292.0 LF 48" RCP @ 0.38% EX . 2 1 5 . 6 L F 2 4 " R C P @ 0 . 6 5 % 8" P V C PRECISION DRIVE BR O O K F I E L D D R I V E LE FEVRE DRIVE CI N Q U E F O I L L A N E LE FEVRE DRIVE EX. 8" DIP WATERLINE EX . 1 2 " P V C W A T E R EX . 8 " D I P W A T E R L I N E EX. 8" DIP WATER RIM=4901.03 BANNER HEALTH, 4700 LADY MOON DR, FORT COLLINS BSP VIBE LLC, 3701 LE FEVER DR, FORT COLLINS IMAGO ENTERPRISES INC, 4710 CINQUEFOIL LN, FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 24, 3902 PRECISION DR 6A-6E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 25, 4914 BROOKFIELD DR 5A-5E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 29, 4862 BROOKFIELD DR 3A-3E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 28, 3903 LE FEVER DR 1A-1E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 26, 4902 BROOKFIELD DR 4A-4H FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 21, 3839 PRECISION DR14A-14E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 22, 3839 PRECISION DR 8A-8E FORT COLLINS MOUNTAIN VIEW TERRA VIDA LLC, 3707 PRECISION DR, FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 10, 3903 PRECISION DR A-E FORT COLLINS VARIOUS OWNERS, 3827 PRECISION DR A-F FORT COLLINS VARIOUS OWNERS, 3815 PRECISION DR A-F FORT COLLINS EX. 8" DIP WATER LINE EX. 42" RCP 38"X60" ELLIP. RCP EX . 8 " D I P W A T E R L I N E EXISTING GAS STUB (TO BE REMOVED) EXISTING GAS STUB (TO BE REMOVED) EX. 36" RCP STUB (CONTRACTOR TO LOCATE PRIOR TO RAIN GARDEN INSTALLATION) / / / / / / / / / / / / / / / / / / / / / / EX. 48" RCP EX. 42" RCP ±50 LF OF 36" RCP (TO BE REMOVED) /// ////// ±15 LF OF 6" PVC FIRE LINE (TO BE REMOVED) EXISTING SAN MH (TO BE REMOVED) EXISTING SAN MH (TO BE REMOVED) SAW CUT (TYP.)SAW CUT (TYP.) ±1055 SF OF ASPHALT (REMOVE & REPLACE) SAW CUT (TYP.) SAW CUT (TYP.) SAW CUT (TYP.) SAW CUT (TYP.) EXISTING RED CURB (IF DAMAGED MUST BE REPLACED) POTHOLE 5018 ELEV. = 4907.10 T.O.P = 4901.48 POTHOLE 5019 ELEV. = 4906.32 T.O.P = 4900.70 POTHOLE 5020 ELEV. = 4905.25 T.O.P = 4899.63 POTHOLE 5021 ELEV. = 4904.13 T.O.P = 4898.51 KEYMAP 24' Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 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 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 ) 0 1 INCH = 40 FEET 40 40 80 120 EX1 EXISTING ELECTRIC E LEGEND: G T EXISTING STORM SEWER ST EXISTING TELEPHONE EXISTING GAS FIELD SURVEY BY: NOTES: EXISTING SANITARY SEWER SS EXISTING WATER W EXISTING WATER METER EXISTING FIRE HYDRANT EXISTING ELECTRIC VAULT PROJECT BOUNDARY EXISTING EASEMENT EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR VAULT ELEC 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.CONTRACTOR TO VERIFY SANITARY STUB LOCATION AND INVERT ELEVATIONS. 7.LIMITS OF STREET REMOVAL AND REPAIR ARE APPROXIMATE. FINAL LIMITS TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR AT THE TIME THE STREET CUTS ARE MADE. ALL REPAIRS TO BE DONE IN ACCORDANCE WITH CITY STANDARDS. Northern Engineering Project No. 514-003 Date: July 28, 2021 APPROXIMATE LIMITS OF CONCRETE REMOVAL EXISTING EASEMENT TO BE VACATED EXISTING RIGHT-OF-WAY EXISTING CURB & GUTTER TO BE REMOVED /////////////////////////////// EXISTING GAS METER F.O.EXISTING FIBER OPTIC VAULT EEXISTING ELECTRIC MANHOLE DEXISTING STORM MANHOLE SEXISTING SANITARY SEWER MANHOLE EXISTING STORM INLET EXISTING WATER VALVE PROPOSED SAW CUT APPROXIMATE LIMITS OF ASPHALT REMOVAL P: \ 5 1 4 - 0 0 3 \ D w g \ E x i s t \ 5 1 4 - 0 0 3 _ E C O N . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 4 9 : 1 5 P M , 1 : 1 F.O.F.O. BUILDING 2 BU I L D I N G 4 BUILDING 5BUILDING 6 B U I L D I N G 7 B U I L D I N G 8 SU I T E S & MA I L L O U N G E BU I L D I N G 3 BUILDING 1 LE FEVER DRIVE SEE SHEET R1 7' SIDEWALK 8' S I D E W A L K 7' SIDEWALK 7' SIDEWALK 5' SIDEWALK 7' S I D E W A L K 13 . 5 ' L A N D S C A P E BU F F E R 8' S I D E W A L K POCKET PARK (±4,830 SQ. FT.) 8' SIDEWALK 9' U T I L I T Y E A S E M E N T 5' S I D E W A L K 8. 5 ' P A R K W A Y 9' U T I L I T Y E A S E M E N T 5' S I D E W A L K 8. 5 ' P A R K W A Y 9' U T I L I T Y E A S E M E N T 9' UTILITY EASEMENT 9' UTILITY EASEMENT 5' SIDEWALK 5' SIDEWALK 9' U T I L I T Y E A S E M E N T 5' S I D E W A L K 5' S I D E W A L K 7' SIDEWALK 13 . 5 ' L A N D S C A P E B U F F E R 13 . 5 ' L A N D S C A P E B U F F E R 7' SIDEWALK 8' S I D E W A L K 7' S I D E W A L K 10' LANDSCAPE BUFFER 9' U T I L I T Y E A S E M E N T 9' LANDSCAPE BUFFER 9' UTILITY EASEMENT 9' UTILITY EASEMENT 7' S I D E W A L K 5' SIDEWALK 7' SIDEWALK 7' S I D E W A L K 7' S I D E W A L K 5' S I D E W A L K 7' SI D E W A L K 5' S I D E W A L K 5' SIDEWALK 5' S I D E W A L K PRECISION DRIVE CI N Q U E F O I L L A N E 5' S I D E W A L K 10' LANDSCAPE BUFFER 9' LANDSCAPE BUFFER 8' D E T A C H E D S I D E W A L K 8' SIDEWALK 8' SIDEWALK 7' S I D E W A L K 7' S I D E W A L K 7' SIDEWALK 13 . 5 ' L A N D S C A P E B U F F E R N:105938.08 E:214366.62 N:105867.45 E:214495.42 N:105933.76 E:214544.60 N:105862.16 E:214713.31 N:106230.54 E:214743.87 N:106098.47 E:214808.17 N:106391.00 E:214747.77 N:106258.92 E:214812.06 N:106395.47 E:214536.73 N:106326.47 E:214706.51 N:106396.67 E:214430.14 N:106242.39 E:214195.87 N:106111.95 E:214199.39 N:106052.93 E:214200.98 N:105884.41 E:214273.02 N:106398.56 E:214193.17 N:106329.55 E:214362.95 BR O O K F I E L D D R I V E N:106113.77 E:214266.84 N:105929.62 E:214714.95 N:105934.91 E:214497.06 N:106054.75 E:214268.43 N:105866.30 E:214542.96 N:105870.62 E:214364.98 N:105882.59 E:214205.57 N:106244.20 E:214263.33 N:106397.03 E:214363.55 N:106331.08 E:214192.56 N:106396.34 E:214467.62 N:106326.38 E:214428.01 N:106393.94 E:214707.12 N:106328.00 E:214536.12 N:106389.36 E:214815.23 N:106260.56 E:214744.60 N:106100.10 E:214740.71 N:106228.91 E:214811.33 DRAINAGE EASEMENT RAIN GARDEN FOREBAY TRASH ENCLOSURE (SEE ARCH. PLANS) TRASH ENCLOSURE (SEE ARCH. PLANS) TRASH ENCLOSURE (SEE ARCH. PLANS) EXISTING STOP SIGN LIGHTED BOLLARD (TYP.) PEDESTRIAN PORTAL BENCH (TYP.) PEDESTRIAN PORTAL PEDESTRIAN PORTAL 5' SIDEWALK 8.5' SIDEWALK 7.5' SIDEWALK (TYP.) 7.5' SIDEWALK (TYP.) 5' SIDEWALK 7.5' SIDEWALK (TYP.) 5' SIDEWALK (TYP.) 5' SIDEWALK (TYP.) 5' SIDEWALK (TYP.) 6' SIDEWALK CAR PORT CAR PORT CAR PORT CAR PORT CAR PORT CAR PORT CAR PORT CAR PORT SWALE (TYP.) 6' SIDEWALK 5' SIDEWALK 2' SIDEWALK CHASE STORM EASEMENT UTILITY & DRAINAGE EASEMENT PEDESTRIAN PORTAL 7.5' SIDEWALK (TYP.) 5' SIDEWALK (TYP.) 5' SIDEWALK (TYP.) PROPOSED STAIRS PEDESTRIAN PORTAL (TYP.) PEDESTRIAN PORTAL PEDESTRIAN PORTAL BENCH (TYP.) BENCH (TYP.) BENCH (TYP.) R3' R3' R3' R5'R5' R5'R5' R25'R3'R3' R10' R3' R20' R3' R25' R5' R3' R3'R5' R3' R3' R3'R3' R2' R10' R3' R3' R3' R3' R3' R3' R10' R3' R3' R5'R5' R3' R3' R25' R25' R3'R25' R3' R3'R3' R3'R3' R3' R3'R3' R3' R3' R3' R3' R3' R20' R3' R3' R3' R3' R25'R90' R90' R61' R119' R25'R3' R20' R3' R3' R3' R119' R3' R3' R3' R3' R3' R3' R3'R3' R3' R3' R3'R3' R3' R3'R3' R5' R5' R3' R3' R3' 63' R.O.W36' - 30' FL-FL 5' CRUSHER FINES MAINTENANCE PATH 53' R.O.W 53' R.O.W 30' MAX SETBACK 30' FL-FL 30' FL-FL 7'23' 24' DRIVE AISLE 17' (TYP.) 17' (TYP.) 17' (TYP.) 17' (TYP.) 17' (TYP.) 19'19' 120' FL-FL 17' (TYP.) 38' 38' 19'19' 15.7' DRAINAGE AND UTILITY EASEMENT 24' DRIVE AISLE 24' DRIVE AISLE 24' EMERGENCY ACCESS EASEMENT 17' (TYP.) 24' EMERGENCY ACCESS EASEMENT 23' 7' 23' 7' 24' EMERGENCY ACCESS AND UTILITY EASEMENT 17' (TYP.) 17' (TYP.) 24' EMERGENCY ACCESS AND UTILITY EASEMENT 24' EMERGENCY ACCESS AND UTILITY EASEMENT 23' DRIVE AISLE 24' EMERGENCY ACCESS EASEMENT 24' DRIVE AISLE 23' DRIVE AISLE 24' DRIVE AISLE 24' DRIVE AISLE 17' (TYP.) 48' 17' (TYP.) 30' DRAINAGE AND UTILITY EASEMENT 20 ' F L - F L 10' UE 10' UE 40' 35' 35' 35'38.07' 10' DRAINAGE AND UTILITY EASEMENT 4.5' UTILITY EASEMENT 2' BUFFER FOR CAR PORT SCREENING 10' UTILITY EASEMENT 15' UTILITY EASEMENT 24' EMERGENCY ACCESS AND UTILITY EASEMENT 24' DRIVE AISLE 10' UTILITY EASEMENT 24' DRIVE AISLE 13' UTILITY EASEMENT 8' UTILITY EASEMENT 3' UTILITY EASEMENT 10' UTILITY EASEMENT 10' DRAINAGE AND UTILITY EASEMENT D D D D D D D DD D D S S 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 11 1 1 1 1 1 1 3 2 22 2 2 2 2 2 2 2 2 S1 S1 S1 S1 S1 S1 S1 S1 S1S1 2 2 1 S2 S2 S2 S2 D D D D D D D D D DD D D D D D S1 S4 S3 S3 S3 S3 S3 S3 S3 S4 S S S S S S S3 S6 S5 S5S6S5 S6 ENHANCED PEDESTRIAN CROSSING (SEE LANDSCAPE PLANS FOR DETAILS) ENHANCED PEDESTRIAN CROSSING (SEE LANDSCAPE PLANS FOR DETAILS) ENHANCED PEDESTRIAN CROSSING (SEE LANDSCAPE PLANS FOR DETAILS) ENHANCED PEDESTRIAN CROSSING (SEE LANDSCAPE PLANS FOR DETAILS) 1 BIKE RACK (TYP.) 2' CONCRETE PAN (TYP.) 1 9' (TYP.) 5' SIDEWALK (TYP.) 1 8' SIDEWALK S1 COVERED BIKE RACK (TYP.) N:106327.62 E:214470.50 2 1 5' SIDEWALK (TYP.) BIKE RACK (TYP.) 1 D 7.5' SIDEWALK (TYP.) 1 1 1 BIKE RACK (TYP.) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BIKE RACK (TYP.) 7.5' SIDEWALK (TYP.) COVERED BIKE RACK (TYP.) 24' DRIVE AISLE 5' SIDEWALK (TYP.) 2 2 2 2 7.5' SIDEWALK (TYP.) COVERED BIKE RACK (TYP.) BIKE RACK (TYP.) D COVERED BIKE RACK (TYP.) 7.5' SIDEWALK (TYP.) TRASH ENCLOSURE (SEE ARCH. PLANS) BIKE RACK (TYP.) BIKE RACK (TYP.) 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 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 KEYMAP 24' T S D 1 S2 30" VERTICAL OUTFLOW CURB & GUTTER "STOP" SIGN CURB TRANSITION 1.CURVES AND LINES ARE MEASURED AT FLOWLINE, CENTERLINE OR EDGE OF WALK. 2.ATTACHED WALK WIDTHS ARE FROM FLOWLINE. 3.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 4.CONCRETE JOINT NOT ALLOWED AT CENTERLINE OF DRIVE AISLES. 5.REFER TO LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON PEDESTRIAN PORTALS, BENCHES, AND ENHANCED CONCRETE SCORING. 6.FIRE ACCESS LANES SHALL BE DESIGNED AS A FLAT, HARD, ALL-WEATHER DRIVE SURFACE CAPABLE OF SUPPORTING 40 TONS. 7.ANY EXISTING PAVEMENT MARKING OR TRAFFIC SIGNS DAMAGED OR REMOVED DURING CONSTRUCTION OF THIS DEVELOPMENT WILL NEED TO BE REPLACED ACCORDINGLY EVEN IF THEY ARE NOT DETAILED WITHIN THIS PLAN SET. STANDARD ACCESS RAMP DIRECTIONAL ACCESS RAMP EASEMENTS NOTES: PROPOSED INFLOW CURB & GUTTER PROPERTY BOUNDARY / / / / / / / /PROPOSED EDGE OF PAVEMENT PROPOSED OUTFALL CURB & GUTTER 38' CONCRETE PAN LEGEND: EXISTING ROW PROPOSED ROW CONCRETE PAVING ASPHALT PAVING 230" VERTICAL INFLOW CURB & GUTTER 4FLUSH CURB P0TS S6NO PARKING "FIRE LANE" SIGN ACCESS DRIVES/ HEAVY DRIVE AREAS EXISTING CURB & GUTTER HANDICAP RESERVED PARKING (12" X 18") VAN- ACCESSIBLE RESERVED PARKING RESERVED PARKING HANDICAP RESERVED PARKING WITH VAN-ACCESSIBLE (12" X 18") S3 S4 S1NO PARKING "FIRE LANE" SIGN S5NO PARKING "FIRE LANE" SIGN PARKING AREAS HC1 HO R I Z O N T A L C O N T R O L P L A N 5 ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 HC1 P: \ 5 1 4 - 0 0 3 \ D w g \ S i t e \ 5 1 4 - 0 0 3 _ H C . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 4 9 : 3 5 P M , 1 : 1 BUILDING 2 BU I L D I N G 4 BU I L D I N G 8 SU I T E S & MA I L L O U N G E BU I L D I N G 3 BUILDING 1 TF TF G G G G G G G G G G G G G G GGGGGGGGGGGGGGGGGGGGGG G G G G G G S S E E E E E E E E E E E EEEEE E EEE E EEEEEEEEEEEE E E E E E E E E E E E TF TF W 8" SS 8" SS 8" SS 8" S S 8" S S 8" S S 8" S S 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS S S S S EEE E E E ELEC ELEC FW E E E E E E E E E E E E E E E W UD UDMONITOR I N G W E L L TRAFFIC RA T E D W W S E E E E E E F F S 12 " W E E E E E E E E E E W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWW ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS G G G D D H2OVENT HYD H YD S S S S GAS UNPLATTED PARCEL K - HARMONY TECHNOLOGY PARK OWNER: IMAGO ENTERPRISES INC. STORM DRAIN D SEE SHEET ST6 STORM DRAIN A SEE SHEET ST1 EXISTING FIRE HYDRANT RELOCATED FIRE HYDRANT INLET (TYP.) INLET INLET EXISTING FIRE HYDRANT (TYP.) EXISTING 8" STUB TO BE USED AS SANITARY SERVICE CONNECTION EX. INLET GRATE: 4906.23 INV OUT: 4902.21 (E) EX. INLET GRATE: 4906.36 INV OUT: 4902.08 (W) EX. STORM MH RIM=4907.68 INV IN=4900.28 (W) INV OUT=4900.04 (N) EX. STORM MH RIM=4907.12 INV IN=4901.75 (W) INV IN=4901.88 (E) INV IN=4898.64 (S) INV OUT=4898.76 (N) EX. STORM MH RIM=4908.77 INV IN=4897.83 (W) 24" RCP INV IN=4897.77 (S) INV OUT=4897.72 (N) EX. 24" RCP @ 0.37% EX. 6" PVC EX. SAN MH RIM=4903.79 INV IN=4891.53 (E) INV OUT=4891.15 (S) EX . 1 2 " P V C @ 0 . 4 0 % EX. SAN MH RIM=4908.06 INV IN=4891.57 (N) INV IN=4892.01 (E) INV OUT=4891.53 (S) EX. SAN MH RIM=4908.54 INV IN=4893.58 (N) INV OUT=4893.45 (S) EX . 1 2 " P V C @ 0 . 6 7 % EX . 2 1 5 . 3 L F 2 4 " R C P @ 0 . 5 0 % EX . 1 2 " P V C W A T E R EX . 8 " D I P W A T E R TIE PROPOSED GAS LINE INTO EXISTING GAS LINE EX. 8" DIP 2" WATER SERVICE TAP N:106427.36 E:214517.00 6" FIRE SERVICE 1 - 6" GV (S) N:106426.13 E:214714.98 2" WATER SERVICE TAP N:106427.79 E:214475.21 6" FIRE SERVICE 1 - 6" GV (E) N:106100.62 E:214137.36 24' UTILITY AND EMERGENCY ACCESS EASEMENT 9' U T I L I T Y E A S E M E N T 9' UTILITY EASEMENT 9' UTILITY EASEMENT 9' U T I L I T Y E A S E M E N T 2" WATER SERVICE TAP N:106426.10 E:214719.98 2" WATER SERVICE TAP N:106429.51 E:214371.32 6" FIRE SERVICE 1 - 6" GV (S) N:106429.43 E:214376.32 90° BEND N:106270.68 E:214515.59 TRANSFORMER 24' EMERGENCY ACCESS AND UTILITY EASEMENT TIE IN TO EXISTING SANITARY SEWER UTILITY AND DRAINAGE EASEMENT STORM DRAIN E SEE SHEET ST9 24 MC-7200 STORMTECH CHAMBERS (SEE SHEET SUB1) 30' DRAINAGE AND UTILITY EASEMENT 10' UE 10' UE ELECTRIC VAULT ELECTRIC VAULT 2" WATER SERVICE TAP N:106247.83 E:214866.85 STORM DRAIN D4 SEE SHEET ST8 SANITARY SEWER A SEE SHEET SS1 STORM DRAIN E1 SEE SHEET ST9 STORM DRAIN A3 SEE SHEET ST2 STORM DRAIN A3-1 SEE SHEET ST2 10' UTILITY EASEMENT 45° BEND N:106106.27 E:214205.67 45° BEND N:106391.76 E:214375.69 45° BEND N:106388.34 E:214372.16 1.97 LF 6" PVC N01°47'47"W 37.68 LF 6" PVC S00°56'59"W 4.92 LF 6" PVC S45°56'59"W 4.80 LF 6" PVC N89°03'01"W 37.84 LF 2" TYPE K COPPER S00°56'59"W 1.57 LF 2" TYPE K COPPER R=1.00' 2.30 LF 2" TYPE K COPPER N89°03'01"W 39.88 LF 2" TYPE K COPPER S00°30'53"W 1.57 LF 2" TYPE K COPPER R=1.00' 7.69 LF 2" TYPE K COPPER N89°29'07"W 38.38 LF 6" PVC S00°30'53"W2" METER PIT AND CURB STOP N:106395.78 E:214370.76 2" METER PIT AND CURB STOP N:106391.14 E:214719.68 10' UTILITY EASEMENT SANITARY SERVICE 44.38 LF @ 2% 8" PVC N89°29'07"W SANITARY SERVICE 4.01 LF @ 2% 8" PVC N88°27'23"E 2" METER PIT AND CURB STOP N:106394.85 E:214474.70 TRANSFORMER TRANSFORMER 59.21 LF 6" PVC N88°31'35"W 57.41 LF 2" TYPE K COPPER N88°31'35"W 45° BEND N:106144.40 E:214387.58 45° BEND N:106149.19 E:214382.43 24' UTILITY & EMERGENCY ACCESS EASEMENT FIRE HYDRANT ASSEMBLY 8"X6" TEE 1 - 6" GV (S) N:106427.19 E:214543.98 10' SEPARATION 10' SEPARATION 10.58' SEPARATION 36.99 LF 2" TYPE K COPPER S00°56'59"W 7.82 LF 2" TYPE K COPPER R=5.00' 2.03 LF 6" PVC N89°29'02"W 156.68 LF 2" TYPE K COPPER S00°30'57"W 131.47 LF 2" TYPE K COPPER N89°29'07"W 6.94 LF 2" TYPE K COPPER S44°29'08"W 117.76 LF 2" TYPE K COPPER S01°32'37"E 7.07 LF 2" TYPE K COPPER S46°32'37"E 45.60 LF 2" TYPE K COPPER N88°27'23"E TRAFFIC RATED CURB STOP N:106396.70 E:214516.72 45° BEND N:106266.91 E:214379.26 45° BEND N:106271.86 E:214384.12 2" METER PIT N:106145.24 E:214421.61 LE FEVER DRIVE 13' UTILITY EASEMENT 8' UTILITY EASEMENT 3' UTILITY EASEMENT 4.5' UTILITY EASEMENT 10' UTILITY EASEMENT 10' UTILITY EASEMENT ELECTRIC METERS (TYP.) GAS METERS (TYP.) SANITARY SEWER A SEE SHEET SS1 6" FIRE SERVICE 1 - 6" GV (W) N:106255.55 E:214867.05 7.85 LF 2" TYPE K COPPER R=5.00' 2" METER PIT AND CURB STOP N:106249.27 E:214811.07 STORM DRAIN P & POOL DETAILS SEE SHEET P1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 U1 UT I L I T Y 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 8" SS 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 WATERLINE CONSTRUCTION SHALL CONFORM TO THE CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS CURRENT AT THE DATE OF CONSTRUCTION. 2.ALL SANITARY SEWER CONSTRUCTION SHALL CONFORM TO THE SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS CURRENT AT THE DATE OF CONSTRUCTION. 3.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. ALL WATER FITTINGS TO BE MECHANICALLY RESTRAINED PER FCLWD STANDARDS 4.ALL WATERLINES SHALL HAVE A MINIMUM OF 4.5' AND A MAXIMUM 5' OF COVER MEASURED FROM FINISHED GRADE TO TOP OF PIPE. 5.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 6.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS & SERVICES. 7.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 8.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY OF FORT COLLINS ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY OF FORT COLLINS STREET REPAIR STANDARDS. 9.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. 10.ALL FIRE SERVICES SHALL BE 6" UNLESS OTHERWISE NOTED. 11.ALL DRY UTILITIES SHOWN ARE STRICTLY FOR REFERENCE ONLY. REFER TO RESPECTIVE PLANS FOR DESIGN AND DETAILS. 12.EAE = EMERGENCY ACCESS EASEMENT AND UE = UTILITY EASEMENT EASEMENT LINE SPROPOSED SEWER SERVICE WPROPOSED WATER SERVICE 8" W 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 ST W SS PROPOSED ROW EXISTING ROW EXISTING CABLE CTV PROPOSED UNDERDRAIN UD PROPOSED GAS G PROPOSED ELECTRIC E EXISTING ELECTRIC E FPROPOSED FIRE SERVICE PROPOSED GAS METER PROPOSED ELECTRIC METER IPROPOSED IRRIGATION SERVICE All changes, addendums, additions, deletions and modifications to these drawings must be approved, in writing, by the Fort Collins-Loveland Water District and the South Fort Collins Sanitation District. District Engineer Date SOUTH FORT COLLINS SANITATION DISTRICT KEYMAP 24' ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 U1 MATCH LINE - SEE SHEET U2 P: \ 5 1 4 - 0 0 3 \ D w g \ U t i l \ 5 1 4 - 0 0 3 _ U T I L . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 0 : 0 6 P M , 1 : 1 BUILDING 5BUILDING 6 BU I L D I N G 7 TF 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 G G G G G G G G G G G G G G S S S U D W E E E E E E E E E E E E E E E E E E E E EE E E E E E E E E E E E E E E E E E E E E TF W TF TFTF E EV E S E E E E E E E G G G G G G G G G EEEE W F F W F F E E E E E EEEE E E W S I E F S S S H2O S W W W W W W W W W T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T GAS G G GGGAS EEE VAULT ELEC SS SS SS SS SS SS SS 8" W 8" W 8" W 8" W 8" W 8" W SS SS SS V.P. S E E E E G G G G G G G G G G G H2O E E E E E E E E E W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS G G CT V CTV CTV CTV E E E D D DD D DD D D H YD H YD H YD S S S S S S GAS E ELEC F.O. C.O. C.O. F.O. PRECISION DRIVE BR O O K F I E L D D R I V E CI N Q U E F O I L L A N E MORNINGSIDE VILLAGE CONDOS SUPP 21, 3839 PRECISION DR14A-14E FORT COLLINSMORNINGSIDE VILLAGE CONDOS SUPP 22, 3839 PRECISION DR 8A-8E FORT COLLINS VARIOUS OWNERS, 3815 PRECISION DR A-F FORT COLLINS STORM DRAIN B SEE SHEET ST3 EXISTING FIRE HYDRANT EXISTING FIRE HYDRANT EXISTING FIRE HYDRANT GAS LINE RAIN GARDEN RELOCATED TRANSFORMER TO BELOW GROUND VAULT EX. 15' TYPE R RIM: 4901.18 INV OUT: 4894.95 (S) INV IN: 4894.95 (NW) EX. STORM MH RIM=4904.31 INV IN=4897.38 (N) INV OUT=4897.31 (E) BTM=4897.31 EX. STORM MH RIM=4902.70 INV IN=4895.77 (W) INV OUT=4895.65 (E) EX. STORM MH RIM=4900.70 INV=4894.59 (N) INV=4894.54 (W, E, S) EX. STORM MH RIM=4907.68 INV IN=4900.28 (W) INV OUT=4900.04 (N)EX. 24" RCP @ 0.37% EX. SAN MH RIM=4902.41 INV IN=4890.08 (N) INV OUT=4889.88 (S) EX. SAN MH RIM=4901.24 INV IN=4888.89 (N) INV IN=4888.84 (E) INV OUT=4888.70 (S) EX . 1 2 " P V C @ 0 . 3 6 % EX . 1 2 " P V C EX. SAN MH RIM=4902.30 INV IN=4893.07 (S) INV OUT=4891.92 (W) EX. SAN MH RIM=4904.34 INV IN=4890.44 (E) INV IN=4890.30 (N) INV OUT=4890.13 (W) EX. SAN MH RIM=4904.96 INV IN=4889.82 (E) INV IN=4889.64 (W) INV IN=4889.44 (N) INV OUT=4889.07 (S) EX . 1 2 " P V C @ 0 . 6 1 % EX. 12" PVC EX. 12" DIP @ 0.41% EX. 48" RCP @ 0.53% EX. 48" RCP @ 0.38% EX. 8" DIP WATER EX. 8" DIP WATER EX. 15' TYPE R RIM: 4901.06 INV: 4894.93 (N) EX. 42" RCP 38"X60" ELLIP. RCP DRAINAGE EASEMENT TIE PROPOSED GAS LINE INTO EXISTING GAS LINE 2" WATER SERVICE TAP N:105837.81 E:214344.12 6" FIRE SERVICE 1 - 6" GV (N) N:105837.99 E:214339.12 EX. 48" RCP EX. 36" RCP (CONTRACTOR TO LOCATE PRIOR TO RAIN GARDEN INSTALLATION) 2" WATER SERVICE TAP N:106071.70 E:214862.41 6" FIRE SERVICE 1 - 6" GV (W) N:106076.70 E:214862.52 EXISTING 8" STUB TO BE USED AS SANITARY SERVICE CONNECTION EX. STORM MH RIM=4904.75 INV IN=4897.83 (W) INV OUT=4897.88 (S) BTM=4897.83 6" FIRE SERVICE 1 - 6" GV (E) N:106100.62 E:214137.36 6" FIRE SERVICE 1 - 6" GV (E) N:106057.34 E:214138.72 2" WATER SERVICE TAP N:106062.34 E:214138.56 DRAINAGE EASEMENT 9' U T I L I T Y E A S E M E N T 9' UTILITY EASEMENT 9' UTILITY EASEMENT 2" WATER SERVICE TAP N:106095.62 E:214137.52 INLET (TYP.) 10' UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT EXISTING STREET LIGHT (TYP.) STREET LIGHT STREET LIGHT 2" WATER SERVICE TAP N:105832.83 E:214534.23 6" FIRE SERVICE 1 - 6" GV (N) N:105832.95 E:214529.23 STORM DRAIN D1 SEE SHEET ST7 STORM DRAIN B5 SEE SHEET ST4 STORM DRAIN RO SEE SHEET ST4 STORM DRAIN C SEE SHEET ST5 15.75' UTILITY AND DRAINAGE EASEMENT 45° BEND N:106082.56 E:214801.68 45° BEND N:106078.00 E:214806.03 45° BEND N:106102.65 E:214202.25 45° BEND N:106106.27 E:214205.67 90° BEND N:106059.48 E:214206.92 45° BEND N:105875.14 E:214533.78 45° BEND N:105871.71 E:214530.18 45° BEND N:105879.70 E:214344.00 45° BEND N:105875.81 E:214339.93 2" METER PIT AND CURB STOP N:106072.90 E:214812.19 58.48 LF 2" TYPE K COPPER N88°40'51"W 7.86 LF 2" TYPE K COPPER R=5.00' 16.63 LF 2" TYPE K COPPER N01°23'27"E 56.50 LF 6" PVC N88°40'51"W 6.31 LF 6" PVC N43°38'42"W 12.17 LF 6" PVC N01°19'09"E 38.76 LF 6" PVC N01°23'27"E 4.98 LF 6" PVC N46°23'27"E 5.51 LF 6" PVC S88°36'33"E 36.79 LF 2" TYPE K COPPER N01°23'27"E 4.71 LF 2" TYPE K COPPER R=3.00' 1.03 LF 2" TYPE K COPPER S88°36'33"E 2" METER PIT AND CURB STOP N:105862.56 E:214534.94 VARIOUS OWNERS, 3827 PRECISION DR A-F FORT COLLINS 69.73 LF 2" TYPE K COPPER N88°12'13"E 69.95 LF 2" TYPE K COPPER N88°12'13"E 1.57 LF 2" TYPE K COPPER R=1.00' 9.46 LF 2" TYPE K COPPER N01°47'47"W 64.92 LF 6" PVC N88°12'13"E 4.98 LF 6" PVC N43°19'48"E 1.97 LF 6" PVC N01°47'47"W 68.23 LF 6" PVC N88°12'13"E 2" METER PIT AND CURB STOP N:106064.37 E:214203.28 2" METER PIT AND CURB STOP N:106097.64 E:214202.39 2" METER PIT AND CURB STOP N:105867.17 E:214344.75 SANITARY SERVICE 44.58 LF @ 2% 8" PVC N01°23'27"E SANITARY SERVICE 43.04 LF @ 2% 8" PVC N01°23'27"E SANITARY SERVICE 45.63 LF @ 2% 8" PVC N88°46'16"W SANITARY SERVICE 13.27 LF @ 2% 8" PVC N00°18'44"E TRANSFORMER TRANSFORMER TRANSFORMER TRANSFORMER 10' UTILITY EASEMENT 36.42 LF 2" TYPE K COPPER N01°14'05"E 4.72 LF 2" TYPE K COPPER R=3.00' 13.28 LF 2" TYPE K COPPER S88°36'33"E 37.90 LF 6" PVC N01°14'05"E 5.63 LF 6" PVC N46°14'05"E 17.31 LF 6" PVC S88°45'55"E 24' EMERGENCY ACCESS EASEMENT 24' EMERGENCY ACCESS EASEMENT EX. 12" PVC WATER 1" IRRIGATION METER PIT AND CURB STOP N:105901.40 E:214806.47 55.63 LF 1" TYPE K COPPER S89°56'19"W EX . 8 " D I P W A T E R GAS SERVICE MARKER EX. 12" PVC WATER GAS METERS (TYP.) 6.51 LF 2" TYPE K COPPER S01°32'37"E Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 U2 UT I L I T Y P L A N 7 NORTH 8" SS 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 WATERLINE CONSTRUCTION SHALL CONFORM TO THE CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS CURRENT AT THE DATE OF CONSTRUCTION. 2.ALL SANITARY SEWER CONSTRUCTION SHALL CONFORM TO THE SOUTH FORT COLLINS SANITATION DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS CURRENT AT THE DATE OF CONSTRUCTION. 3.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. ALL WATER FITTINGS TO BE MECHANICALLY RESTRAINED PER FCLWD STANDARDS 4.ALL WATERLINES SHALL HAVE A MINIMUM OF 4.5' AND A MAXIMUM 5' OF COVER MEASURED FROM FINISHED GRADE TO TOP OF PIPE. 5.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 6.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS & SERVICES. 7.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 8.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY OF FORT COLLINS ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY OF FORT COLLINS STREET REPAIR STANDARDS. 9.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. 10.ALL FIRE SERVICES SHALL BE 6" UNLESS OTHERWISE NOTED. 11.ALL DRY UTILITIES SHOWN ARE STRICTLY FOR REFERENCE ONLY. REFER TO RESPECTIVE PLANS FOR DESIGN AND DETAILS. 12.EAE = EMERGENCY ACCESS EASEMENT AND UE = UTILITY EASEMENT EASEMENT LINE SPROPOSED SEWER SERVICE WPROPOSED WATER SERVICE 8" W 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 ST W SS PROPOSED ROW EXISTING ROW EXISTING CABLE CTV PROPOSED UNDERDRAIN UD PROPOSED GAS G PROPOSED ELECTRIC E EXISTING ELECTRIC E FPROPOSED FIRE SERVICE PROPOSED GAS METER PROPOSED ELECTRIC METER IPROPOSED IRRIGATION SERVICE All changes, addendums, additions, deletions and modifications to these drawings must be approved, in writing, by the Fort Collins-Loveland Water District and the South Fort Collins Sanitation District. District Engineer Date SOUTH FORT COLLINS SANITATION DISTRICT KEYMAP 24' ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 U2 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 MATCH LINE - SEE SHEET U1 P: \ 5 1 4 - 0 0 3 \ D w g \ U t i l \ 5 1 4 - 0 0 3 _ U T I L . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 0 : 2 1 P M , 1 : 1 S S S W W W W W W W W HC VAN HC S S W W IR F FD C F FD C H2O H2O E E E E E E E W W W W W W W W W W W W W W W W W W WWWWWWWWWWWWWWWWWW ST ST ST ST ST ST ST ST ST ST SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS G D D D H2OVENT H YD H YD S S S S GAS GAS GAS BUILDING 2 BU I L D I N G 4 BU I L D I N G 8 SU I T E S & MA I L L O U N G E BU I L D I N G 3 BUILDING 1 TF TF TF G G G G G G G G G GGGGGGGGGGGGG G G G G S S W E E E E E E E EEEEEEEEEEEEEE E E E E E E E TF TF TF TF W 8" SS 8" SS 8" S S 8" S S 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS S S S S S E E E E G G G G G EE E ELEC ELEC EE WF FW F E E E E EE E E E E W UDMONITOR I N G W E L L TRAFFIC R A T E D W W S E E E E F F 63' R.O.W 53' R.O.W 36' - 30' FL-FL 53' R.O.W 30' FL-FL 24' EMERGENCY ACCESS EASEMENT 24' EAE AND UE 24' EAE 10' UTILITY EASEMENT 10' UE 10' UE 4.5' UE EX. 6" PVC EX . 1 2 " P V C @ 0 . 4 0 % EX . 1 2 " P V C @ 0 . 6 7 % EX . 2 1 5 . 3 L F 2 4 " R C P @ 0 . 5 0 % EX . 1 2 " P V C W A T E R EX . 8 " D I P W A T E R 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 9' UTILITY EASEMENT 9' UTILITY EASEMENT 9' U T I L I T Y E A S E M E N T BR O O K F I E L D D R I V E LE FEVER DRIVE UNPLATTED PARCEL K - HARMONY TECHNOLOGY PARK OWNER: IMAGO ENTERPRISES INC. BSP VIBE LLC, 3701 LE FEVER DR, FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 29, 4862 BROOKFIELD DR 3A-3E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 28, 3903 LE FEVER DR 1A-1E FORT COLLINS EX-SSMH A CONNECT TO EXISTING SANITARY MANHOLE STA 10+00.00 N: 106442.25 E: 214138.47 SSMH A3 (START OF SERVICE) STA 16+52.19 N: 106293.50 E: 214368.54 SSMH A2 STA 15+14.94 N: 106292.27 E: 214505.78 SSMH A1 STA 13+68.65 N: 106438.56 E: 214507.10 368.65 LF 8" PVC @ 0.40% 146.29 LF 8" PVC @ 0.40% 137.25 LF 8" PVC @ 0.40% STORM DRAIN D4 SEE SHEET ST8 SANITARY SERVICE (TYP.) 154.64 LF 8" PVC @ 2.00% (SERVICE) 7.07 LF 8" PVC @ 2.00% (SERVICE) 55.24 LF 8" PVC @ 2.00% (SERVICE) SANITARY STUB A6 STA 18+69.14 N: 106135.55 E: 214433.06 45° BEND A5 STA 18+13.90 N: 106134.06 E: 214377.84 45° BEND A4 STA 18+06.83 N: 106138.92 E: 214372.70 STORM DRAIN D SEE SHEET ST6 3' UTILITY EASEMENT 8' UE 13' UE 15' UE 10' UTILITY EASEMENT 24' EAE AND UE 34.95 LF @ 2% 8" PVC SERVICE N00°30'53"E 62.46 LF @ 2% 8" PVC SERVICE S00°30'10"W 44.09 LF @ 2% 8" PVC SERVICE S00°30'58"W 10' SEPARATION 30.02 LF @ 2% 8" PVC SERVICE S89°29'02"E 15' 15' 24' UE 30' DRAINAGE & UTILITY EASEMENT 4885 4890 4895 4900 4905 4910 4915 4920 4925 4885 4890 4895 4900 4905 4910 4915 4920 4925 9+50 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 18+50 EX - S S M H A CO N N E C T T O E X I S T I N G SA N I T A R Y M A N H O L E ST A 1 0 + 0 0 . 0 0 RI M 4 9 0 8 . 5 ± IN V . I N 4 8 9 3 . 7 8 ( E ) IN V . I N 4 8 9 3 . 5 8 ( N ) IN V . O U T 4 8 9 3 . 4 5 ( S ) 368.65 LF 8" PVC @ 0.40% SS M H A 1 ST A 1 3 + 6 8 . 6 5 RI M 4 9 0 5 . 6 ± IN V . I N 4 8 9 5 . 5 5 ( S ) IN V . O U T 4 8 9 5 . 2 5 ( W ) 146.29 LF 8" PVC @ 0.40% SS M H A 2 ST A 1 5 + 1 4 . 9 4 RI M 4 9 0 5 . 9 ± IN V . I N 4 8 9 6 . 4 4 ( W ) IN V . O U T 4 8 9 6 . 1 4 ( N ) 137.25 LF 8" PVC @ 0.40% SS M H A 3 ST A 1 6 + 5 2 . 1 9 RI M 4 9 0 6 . 8 ± IN V . I N 4 8 9 7 . 2 9 ( S ) IN V . O U T 4 8 9 6 . 9 9 ( E ) (S T A R T O F S E R V I C E ) EXISTING GROUND PROPOSED GROUND 55.24 LF 8" PVC @ 2.00% 45 ° B E N D A 5 ST A 1 8 + 1 3 . 9 0 IN V . 4 9 0 0 . 5 2 ( E ) IN V . 4 9 0 0 . 5 2 ( N W ) 7.07 LF 8" PVC @ 2.00% 45 ° B E N D A 4 ST A 1 8 + 0 6 . 8 3 IN V . 4 9 0 0 . 3 8 ( S E ) IN V . 4 9 0 0 . 3 8 ( N ) 154.64 LF 8 " P V C @ 2 . 0 0 % 24" HDPE STORM STA.=16+62.19 INV.=4899.86 31" 8" DIP WATER STA.=13+78.20 TOP=4899.58 18" PRIVATE Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 SS1 PL A N & P R O F I L E SA N I T A R Y L I N E A 8 PROFILE SCALE: SANITARY LINE A 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 ) 0 1 INCH = 50 FEET 50 50 100 150 KEYMAP 8" SS 8" W EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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 SANITARY CONSTRUCTION SHALL BE SOUTH FORT COLLINS SANITATION DISTRICT, LATEST EDITION. 3.MANHOLE RIM ELEVATIONS 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. 4.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 5.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STROM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 6.ALL SINGLE-FAMILY SANITARY SEWER SERVICES TO BE 4" PVC. 7.ALL SANITARY MANHOLES TO BE 4'Ø UNLESS NOTED OTHERWISE. 8.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 9.EAE = EMERGENCY ACCESS EASEMENT AND UE = UTILITY EASEMENT W EXISTING STORM SEWER SPROPOSED SEWER SERVICE EXISTING SANITARY SEWER SS PROPOSED AREA STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY W EASEMENT LINE PROPOSED RIGHT OF WAY PROPOSED COMBO STORM INLET PROPOSED TYPE-R STORM INLET PROPOSED WATER SERVICE FPROPOSED FIRE SERVICE SS1 P: \ 5 1 4 - 0 0 3 \ D w g \ U t i l \ 5 1 4 - 0 0 3 _ S A N A . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 0 : 4 5 P M , 1 : 1 HC W F FD C ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D D B U I L D I N G 8 SU I T E S & MA I L L O U N G E BUILDING 1 LE FEVER DRIVE SEE SHEET R1 CI N Q U E F O I L L A N E TRASH ENCLOSURE (SEE ARCHITECT PLANS) 76.5' R.O.W. 50' FL-FL 36' FL-FL 63' ROW 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 9' UTILITY EASEMENT 4.6% 1.4% 2.5% 1.7 % 2.2% 1 . 5 % 1 . 8 % 1.5 % 1.5% 2 . 7 % 1.9 % 1.7% 2.2% 0. 6 % 7. 5 % 10 . 3 % 1. 2 % 3 . 0 % 2.6% 1.5 % 6. 8 % 1 3 : 1 6. 5 % 2. 0 % 0.9% 1.1 % 2.5 % 1.5% 4. 2 % 2. 0 % 2. 0 % 0.8% 0.6% 0. 8 % 1.4% SWALE 9' UTILITY EASEMENT 24' UTILITY AND EMERGENCY ACCESS EASEMENT 24' EMERGENCY ACCESS AND UTILITY EASEMENT 1. 2 % INLET 8.9 9 8. 7 4 8.7 4 8.3 0 8. 7 4 8.4 8 8.48 8.4 8 8 . 4 9 6.53 6.24 6.1 6 6.266.76 6.76 6.26 7.25 6. 9 5 6.9 0 7.1 8 7.1 1 7. 6 1 7 . 5 4 7.0 4 8. 1 4 9.14 9.1 4 9. 1 4 6.83 6.1 76.2 2 6.95 7.0 4 7.2 6 6 . 7 4 7.05 7.1 5 7 . 1 5 6.92 7. 5 3 7.5 1 6.91 6.75 6.47 6.4 3 6 . 0 7 7.31 7.39 7.67 7.33 8.08 7.9 1 7.43 6 . 9 6 7.23 7.2 6 8. 9 7 8.3 1 8.0 1 7. 7 7 7.6 6 8.97 9.148.97 7.7 3 7.06 7.06 7.06 7.06 7.73 7.12 8.99 7.54 7. 4 7 7.45 7.49 7.31 7.78 7.92 7.50 7.4 3 7.7 0 (7.37) 7.07 6 . 9 5 6.9 7 7.0 4 7.11 6.99 6.9 1 6.8 7 6.957. 0 7 6.93 6.9 1 6.19 6.25 6.89 6.87 7. 0 3 6. 9 9 5.80 5.86 6.98 6. 3 1 6.05 5.88 5.80 5.92 6.09 6.76 6.7 6 6 . 2 6 6.2 6 6.82 6.51 8. 3 0 8. 0 7 7.93 8.1 5 5.095.30 5. 7 8 6.05 5.39 5.776.25 6. 4 1 5.5 7 8.17 7.93 FFE=7.73 8. 0 0 6. 9 4 6.71 6.57 6.33 5. 7 4 7.03 9.1 6 9.16 9.16 9.16 7.0 5 7.50 7.4 6 7. 5 7 7.51 7. 7 8 (6 . 5 2 ) 6. 0 7 7.3 2 6.6 7 6.8 1 7.097.35 8.0 6 5 . 3 9 6.50 6.62 HP 6.33 6.20 6.62 HP 7.3 1 7.31 7.3 7 6.0 0 6.5 5 6.23 7.397.39 7.30 7.23 7.24 FFE=7.39 FFE=9.64 FFE=9.66 FFE=7.39 6.76 7 . 3 2 7.64 7.2 4 6.68 8.02 8.16 7.94 9. 1 4 8. 6 4 8. 6 7 7.08 6.7 4 6 . 7 3 8.3 7 8.7 2 8.7 7 8.9 3 8.9 2 9.3 7 7.2 4 6.24 6 . 6 9 6 . 5 8 6.39 6 . 8 1 8.43 8. 4 6 8.3 3 9.39 7.6 8 7 . 7 1 6.7 3 7.39 7.396.88 6.88 6. 5 0 6 . 2 6 9 . 1 4 8.228.15 7.57 8.56 7.63 7.55 7. 7 4 8. 2 3 8. 3 6 8. 1 5 ( 7 . 5 0 ) 8.97 8.74 19.84' UTILITY EASEMENT 24' EMERGENCY ACCESS & UTILITY EASEMENT 8' UE 10' UTILITY EASEMENT STORM DRAIN D SEE SHEET ST6 STORM DRAIN D4 SEE SHEET ST8 0. 8 % 7. 2 0 7 . 2 1 7.1 7 0.9% 6.29 6. 5 9 6. 3 5 6.26 0.8% 2 - 5"/11" RISERS 2 - 4"/11" RISERS 2 - 6.5"/11" RISERS 3 - 6"/11" RISERS 1 - 6.5"/11" RISERS 6.3 5 6.3 9 0.7% 1.1 % 5.7% 2.3% 5.3% 4.3% 0.9% 3.2 % 2. 5 % 2 . 0 % 3. 8 % 5 . 2 % 4 . 0 % 0.8% 7.8 5 7.8 6 7.8 6 8.1 1 8.11 8 . 0 6 6 . 6 4 7.15 6 . 2 1 8.2 1 8.2 6 8.49 8.44 8.24 8.2 9 8.1 7 8. 2 2 7 . 5 0 7 . 4 1 7. 3 8 7.70 7. 6 5 9.2 9 9.3 7 9.5 0 9.4 2 7.98 7. 9 1 8.54 7.3 4 7.36 6.87 6.8 0 7.1 3 7.16 7.4 6 7.46 8.1 8 8.2 8 7. 7 4 7.70 6.94 8.7 0 FF E = 9 . 6 6 6. 9 5 7.1 1 7. 3 9 7. 1 6 7. 2 0 SWALE 8. 2 1 8.17 0. 6 % 0.9% 1.9% 1. 4 % 2. 0 % 1.0%1.3% 2. 0 % 1.3% 2. 0 % 5. 5 % 6.8% 2.6% 0. 9 % 1.0% 35' CROWN TRANSITION 15' UTILITY EASEMENT 24' EMERGENCY ACCESS AND UTILITY EASEMENT 10'UTILITY EASEMENT 4.5' UTILITY EASEMENT 13' UTILITY EASEMENT 8' UTILITY EASEMENT 9 . 3 7 9 . 3 7 9 . 3 7 9 . 3 7 9.29 8. 6 2 8.47 8. 2 2 8.07 8.7 5 8.33 8.65 9. 3 1 8.48 9. 3 1 8.36 9.39 7.7 9 8. 3 3 9.6 4 7.21 7.0 6 6.99 6.0 4 6.93 6.77 7. 2 0 3. 6 % 5. 1 % 6.18 7.95 8.11 8.16 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 G1 GR 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. Feet02020 20 40 60 MA T C H L I N E - S E E S H E E T G2 KEYMAP 24' 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.REFER TO SHEET HC1 FOR CLARIFICATION ON SIDEWALK WIDTHS, GUTTER TYPE, RAMP TYPE, ETC. 6.REFER TO SHEET U1 FOR ADDITIONAL INFORMATION ON EXISTING AND PROPOSED UTILITY INFRASTRUCTURE SIZING. 7.HIGH POINT LOCATIONS ARE ONLY DENOTED AT DRIVE ENTRANCES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO IDENTIFY WHAT ELEVATIONS ARE HIGH POINTS AND LOW POINTS BASED ON SURROUNDING SPOT ELEVATIONS. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: ST EXISTING CURB & GUTTER MATCH LINE - SEE SHEET G3 G2 G3 G4 G1 P: \ 5 1 4 - 0 0 3 \ D w g \ G r a d \ 5 1 4 - 0 0 3 _ G R A D . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 1 : 2 8 P M , 1 : 1 / / / / / / / / BUILDING 2 BU I L D I N G 4 BU I L D I N G 3 UD UD UD UD MONIT O R I N G W E L L TRA F F I C R A T E D BR O O K F I E L D D R I V E LE FEVER DRIVE SEE SHEET R1 36' FL-FL 63' ROW DURING CLOGGED CONDITION THIS INLET WILL OVERTOP AND FLOW EAST IN LE FEVER AND TURN NORTH AT BROOKFIELD AND AND DISCHARGE INTO THE EXISTING FIELD. DURING CLOGGED CONDITION THIS INLET WILL OVERTOP AND FLOW EAST IN LE FEVER AND TURN SOUTH AT BROOKFIELD AND FLOW TO EXISTING INLET AT NORTHWEST CORNER OF BROOKFIELD AND PRECISION. 9' UTILITY EASEMENT 9' U T I L I T Y E A S E M E N T 1.5 % 1.5% 2.9% 2.2% 4. 2 % 2 . 3 % 2 . 3 % 2 . 3 % 2.2 % 2 . 5 % 4. 1 % 2.9 % 9. 2 % 2.2 % 2.1 % 2 . 1 % 8.6% 10:1 1.1 % 27 . 1 % 1.2 % 4.9% 11.8% 7.1% 5.4% 9. 8 % 16 . 0 % 5.3 % 4 . 6 % 4.6% 2.9% 5.0% 1. 0 % 1. 7 % 0.6% 1.0% 2.0% 0. 3 % 2.1% 1. 5 % 0. 9 % 0. 7 % 0. 5 % 0. 5 % 0. 5 % 0. 6 % 1. 2 % 0.6% 1.0% 2. 4 % 24' EMERGENCY ACCESS EASEMENT 24' EMERGENCY ACCESS AND UTILITY EASEMENT DRAINAGE EASEMENT 30' DRAINAGE EASEMENT 2.1% 2.1% 2.2 % 10' DRAINAGE AND UTILITY EASEMENT 6.60 6.57 6.38 6.34 6.16 6.1 2 5.7 6 5.8 3 2. 9 4 4.4 1 3.51 3.3 1 3.61 3. 8 9 3. 5 8 3.6 6 3.88 3.7 9 5.6 4 5. 6 4 6.18 6.1 8 6.1 8 6. 1 8 6.6 2 6 . 6 2 6.62 6. 6 2 6.62 6 . 6 2 6. 2 4 6.68 6 . 6 2 6.16 6.266.7 6 6.76 6. 2 6 4.9 9 4.03 3. 7 9 4.3 1 3.93 5.8 7 5.3 4 6. 1 6 5.51 5.97 6. 8 3 6.1 76.2 2 6. 9 5 7.04 7.2 6 6 . 7 4 7.05 6. 4 7 6.4 3 6 . 0 7 7.06 6.45 6.55 5.86 6.04 6.27 5. 7 8 5.57 5.3 8 5 . 3 6 5.5 3 5.7 8 5.45 5.01 5.08 5. 3 1 6.2 4 4 . 5 0 5.6 0 5.09 3.88 3.70 4. 8 2 4.99 6.0 1 6.0 1 6.0 1 6.01 5. 3 4 5 . 0 0 4.89 5.04 6.76 6.7 6 6 . 2 6 6.2 6 5. 0 9 5.3 0 4.75 5.78 6.0 5 5.39 5.776.25 6.41 5.3 9 5.95 6 . 0 5 5.5 7 4.72 4.79 4. 4 7 3 . 7 5 3.7 9 4.7 9 4.00 4.034.77 4.2 3 4 . 3 6 4. 9 7 3.82 3.09 3.00 3. 6 6 3.33 2.6 1 2.54 3.19 2.85 2.13 5.59 5. 5 6 5.6 5 5.70 5 . 6 7 2.09 FFE=6.68 FFE=5.49 5. 7 4 4.63 5.7 0 4.24 4. 1 1 3.6 8 3.64 3.39 3.24 6.07 5. 7 4 3.71 3.6 4 3.38 3.31 3.97 3.2 9 3.52 2.7 7 2.99 2.31 2.82 6.50 6.62 HP 6.33 6.20 6. 6 2 HP 5.01 5. 3 3 4. 8 8 6.88 4.89 4.6 0 7.3 1 7.31 6.23 7.397.39 7.30 7.23 FFE=7.39 4.43 FFE=7.12 5.55 4.83 3.27 3.1 1 2.78 2.30 2.6 4 6.39 4.7 84.82 5.0 95.14 6.8 5 6.8 5 4.6 2 6.8 5 4.6 0 4.9 6 4.9 9 5.06 5.08 6.41 6.33 6.54 6.54 6.32 7.26 6.86 7.15 7.39 3.23 4.3 6 4. 9 9 4.994.8 6 4.72 4.82 5.06 4.86 5.60 5.78 3.1 4 5.685.105.10 5.3 5 5.80 53' ROW 30' FL-FL STORM DRAIN A SEE SHEET ST1 STORM DRAIN E SEE SHEET ST9 STORM DRAIN E1 SEE SHEET ST9 STORM DRAIN D1 SEE SHEET ST7 STORM DRAIN A3 SEE SHEET ST2 STORM DRAIN A3-1 SEE SHEET ST2 6.26 6.0 2 0.6% 1. 6 % 6.3 3 6.41 3.76 3.73 6.53 6.3 3 3.92 3.96 4 - 6.5"/11" RISERS 4 - 6"/11" RISERS 2 - 6.5"/11" RISERS 3 - 6"/11" RISERS 3 - 6.75"/11" RISERS 6.3 5 6.3 06.39 0.7% 5.2 2 3.0 7 3.1 0 5.2 2 2.9 0 2.9 3 0. 8 % 2.2 % 2 . 0 % 2 . 3 % 3. 7 % 3. 9 % 2.9% 3.0% 2.9% 5.1% 2.9% 2.4% 6 . 2 1 3 - 6"/11" RISERS 3 - 6.75"/11" RISERS 4 - 6"/11" RISERS 3.7 1 6.8 7 6.8 0 7.1 3 7.1 6 6.1 3 6.4 5 6.3 4 6.1 3 5.8 1 6 . 0 8 6 . 0 2 5 . 3 9 5.74 4.9 6 3.9 8 4.1 2 4.2 4 4. 5 9 4. 5 1 4.88 6.1 8 6.1 3 5.12 4.95 5.63 5 . 3 8 SWALE SWALE 4. 4 6 2.6%3.8%0.9% 2. 0 % 0.8% 2. 0 % 0.5% 2. 0 % 2. 0 % 6.1% 0. 9 % 1.0% 0. 5 % 1.0% 1.1% 0. 5 % 35' CROWN TRANSITION 8' UTILITY EASEMENT 3' UTILITY EASEMENT 42' STORM EASEMENT 6.4 5 6.5 7 7.12 6.77 6.77 6.77 5.65 5.83 6.6 8 6.46 5.1 5 5.1 5 5.27 5.09 4.77 5.25 5.38 4.1 6 4.3 3 3.4 6 3.6 5 7.15 4 . 6 8 4.65 5.9 8 6.0 4 4.8% 3.9% 3.9% 3 . 1 % 3 . 0 % 3.68 STORM DRAIN P & POOL PLAN SEE SHEET P1 5 - 6"/11" RISERS Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 G2 GR 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. Feet02020 20 40 60 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.REFER TO SHEET HC1 FOR CLARIFICATION ON SIDEWALK WIDTHS, GUTTER TYPE, RAMP TYPE, ETC. 6.REFER TO SHEET U1 FOR ADDITIONAL INFORMATION ON EXISTING AND PROPOSED UTILITY INFRASTRUCTURE SIZING. 7.HIGH POINT LOCATIONS ARE ONLY DENOTED AT DRIVE ENTRANCES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO IDENTIFY WHAT ELEVATIONS ARE HIGH POINTS AND LOW POINTS BASED ON SURROUNDING SPOT ELEVATIONS. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: ST EXISTING CURB & GUTTER KEYMAP 24' MA T C H L I N E - S E E S H E E T G1 MATCH LINE - SEE SHEET G4 G1 G3 G4 G2 P: \ 5 1 4 - 0 0 3 \ D w g \ G r a d \ 5 1 4 - 0 0 3 _ G R A D . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 1 : 4 4 P M , 1 : 1 W F FD C ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D D D D BUILDING 6 B U I L D I N G 7 B U I L D I N G 8 CI N Q U E F O I L L A N E PRECISION DRIVE TRASH ENCLOSURE (SEE ARCHITECT PLANS) INLET 53' R.O.W 30' FL-FL 50' FL-FL 76.5' ROW 50' FL-FL SWALE 9' U T I L I T Y E A S E M E N T 9' UTILITY EASEMENT 1.4% 2.5% 1.6% 3 . 5 % 3.7% 3.1% 17 : 1 1 . 7 % 2.0 % 2.2 % 2. 1 % 2 . 1 % 2 . 1 % 2 . 1 % 2 . 1 % 2 . 1 % 1 . 8 % 3.2% 8:1 28 . 1 % 5. 1 % 7.6% 9:1 8.2% 10 : 111 : 1 10.7 % 6 . 0 % 10.4% 7. 9 % 1.1 % 2.4% 2 . 0 % 3.1% 1.0% 1.4% 0. 1 % 0. 8 % 1. 1 % 0.4%0.5% 0.6% 0.6% 0. 8 % 1.4% STORM EASEMENT 10' UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT 15' 8.4 8 8 . 4 9 6.78 6. 7 4 6.456.40 7. 2 6 7.2 6 6 . 5 8 6.5 8 6.5 8 6.5 8 6 . 9 7 7.1 2 7.26 7.26 7.2 6 7.2 6 6.75 6 . 8 5 6.8 5 6.856.85 5.73 5.63 5.6 5 5.8 2 6.01 5. 9 3 6.35 6.10 6 . 0 5 5. 8 7 6.3 5 6.22 5.7 4 6. 4 1 6.69 6. 5 7 6.67 6.36 5.86 5.72 6.5 4 5. 5 0 6.08 6. 2 4 6.0 2 4.97 5.0 1 5. 8 4 6.53 6.69 6.69 6.69 6.69 4. 5 3 4. 7 4 5. 1 8 3.9 9 4.0 6 4.084. 1 5 7.09 7.0 9 7.26 7.09 8.998.99 7.77 7.77 7.73 7 . 7 0 7 . 7 5 7.58 7. 0 3 6. 9 8 7.5 9 7. 5 9 7.1 9 7.357. 5 9 8. 2 2 7. 9 0 7.8 0 7.58 7.26 7. 1 2 6.96 7. 2 2 7.1 9 6.12 6.12 6.5 1 6.3 3 7.0 4 7.0 1 7.08 7. 6 0 7.5 5 6. 7 0 6.62 6 . 2 4 7. 2 3 7. 1 3 6.26 6.77 7.27 6.41 6.5 8 6.77 7 . 0 1 6.94 7.23 8 . 4 6 8.2 2 7.61 7. 3 8 7.26 7. 2 6 7.38 7.61 7.04 6.80 6.6 4 6.65 6.65 6.29 5.63 6.08 6.52 (4. 1 3 ) 4 . 1 0 3.68 3 . 6 0 4. 3 0 3.1 4 3. 0 5 3.68 3. 5 0 2.56 2.2 5 3. 1 4 3.0 3 5.59 5.35 5.235.16 4. 9 0 4.86 5.11 5.63 6.1 9 6 . 1 3 5. 8 1 4. 3 8 4.46 6. 8 0 7.80 6.35 5.6 8 5.37 5. 4 8 5. 9 1 6. 2 3 7.05 7.20 8.46 7.15 7.31 4. 7 5 9.1 6 9. 1 6 4.62 3.83 3.4 7 2.8 3 5.2 5 5 . 3 9 7.34 5.13 5.8 3 5.5 5 FFE=7.35 FFE=9.66 FF E = 7 . 7 6 FFE=7.39 6.76 8.22 7.1 5 5.9 0 6.095.28 5.05 5.6 4 6.26 6.68 2. 3 6 2.743.1 53.3 2 3.70 3.8 6 4.18 6. 3 6 7.07 6. 4 5 4. 7 3 8.3 3 7. 9 0 7.91 7.66 7.5 5 7.71 7.79 7.14 6.1 8 7.14 7 . 0 9 6.4 8 6.3 0 6.40 5.25 5.19 6.88 7.49 6. 5 7 6.52 7.4 9 6.20 6. 1 4 7.49 7.39 7.396.88 6.88 6. 5 0 6 . 2 6 6. 1 1 7.367.24 6. 9 6 6. 2 1 6.77 6.63 7.66 8.16 8.2 1 8.21 7.97 7.97 6.32 6.40 6.5 2 6.53 3.65 4.65 7. 0 9 7.09 4.4 7 4.53 5.04 5.11 7.09 5.1 8 4.6 7 7.0 9 4 . 6 1 7.05 STORM DRAIN B SEE SHEET ST3 6 - 6.5"/11" RISERS 6 - 6"/11" RISERS 2 - 6.5"/11" RISERS 3 - 6.7"/11" RISERS 4 - 6.9"/11" RISERS 2 - 6.5"/11" RISERS 2 - 4.5"/11" RISERS 1 - 4"/11" RISERS 2 - 5"/11" RISERS 6.0 2 5.57 5.6 5 4.48 4 . 5 6 4.5 7 4.0 1 4.06 2.0 % 2.0 % 2 . 0 % 1 . 7 % 2.2 % 3.5% 3.6% 2.4% 6.0% 1 . 8 % 1.5% 1 . 1 % 2 . 1 % 1.1 % 5.7% 2.3% 5.3% 6.0 2 6.7 7 6.9 1 7.8 5 7.8 6 3.33 3.753.9 2 4.54 3.97 4.78 4. 7 9 5. 3 6 5.02 4.6 3 5.69 5.74 6.7 4 6 . 7 9 8.2 1 8.2 6 4.11 3.81 6.4 0 4 - 6"/11" RISERS 7. 1 9 7. 1 9 7.04 6. 3 7 6.03 6.16 5.89 5.63 7. 4 9 7.41 5.4 1 6.91 SWALE 0. 9 % 1.0% 0. 8 % 0.9% 1. 8 % 1.0% 0.5% 1. 5 % 2. 0 % 0.6% 0.6% 1. 9 % 0.7% 2. 4 % 5. 6 % 3.3% 15' UTILITY EASEMENT 24' EMERGENCY ACCESS AND UTILITY EASEMENT 7.3 5 7. 0 1 4. 0 1 7. 0 1 3. 7 6 7.0 1 4.7 0 7 . 0 1 5 . 3 3 6.79 6.9 8 SWALE 6.94 7. 0 0 6.93 7.4 1 6. 3 3 7.4 1 6. 6 6 7.4 1 7. 0 8 6.51 6.32 6. 3 7 7 . 7 6 9. 6 6 8.48 9. 3 1 8. 3 6 9.39 7. 2 0 3. 9 % 4. 0 % 0 . 9 % (6.40) (5 . 5 1 ) 7.26 7.76 7.64 7.69 7.7 5 3.58 6.18 7.4 4 6.48 7.10 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 G3 GR A D I N G P L A N 11 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 KEYMAP 24' 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.REFER TO SHEET HC1 FOR CLARIFICATION ON SIDEWALK WIDTHS, GUTTER TYPE, RAMP TYPE, ETC. 6.REFER TO SHEET U1 FOR ADDITIONAL INFORMATION ON EXISTING AND PROPOSED UTILITY INFRASTRUCTURE SIZING. 7.HIGH POINT LOCATIONS ARE ONLY DENOTED AT DRIVE ENTRANCES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO IDENTIFY WHAT ELEVATIONS ARE HIGH POINTS AND LOW POINTS BASED ON SURROUNDING SPOT ELEVATIONS. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: ST EXISTING CURB & GUTTER MA T C H L I N E - S E E S H E E T G4 MATCH LINE - SEE SHEET G1 G1 G2 G4G3 P: \ 5 1 4 - 0 0 3 \ D w g \ G r a d \ 5 1 4 - 0 0 3 _ G R A D . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 2 : 0 0 P M , 1 : 1 VAULT ELEC ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D DD D DD S T BU I L D I N G 4 BUILDING 5 U D 18. 1 % 1 7 . 0 % 22 . 0 % PRECISION DRIVE BR O O K F I E L D D R I V E TRASH ENCLOSURE (SEE ARCHITECT PLANS) INLET DRAINAGE EASEMENT 53' R.O.W 30' FL-FL 53' R.O.W 30' FL-FL FOREBAY SIDEWALK CHASE 9' U T I L I T Y E A S E M E N T 9' UTILITY EASEMENT 3.2% 3.2% 5.7% 2.9% 2.3% 5.3% 1.4% 2.2% 2.0 % 2. 2 % 2.1 % 11.7% 2 . 1 % 2.1% 2.2 % 2 . 1 % 2 . 1 % 2 . 1 % 2 . 0 % 2. 1 % 8.2% 2 7 : 1 28 : 1 3 0 : 1 10 : 1 1 5 : 1 2.1% 4.6% 1 . 5 % 9. 1 % 5. 7 % 0 . 5 % 2.9% 5.0% 4:1 8 : 1 2.1% 1.1% 0.6% 0. 2 % 0. 9 % 1. 6 % 1. 1 % 0. 8 % 0. 6 % 0.4% 0.6% 0.6% 0. 4 % 0. 4 % 0. 5 % SWALE 24' EMERGENCY ACCESS EASEMENT 2. 9 4 4.41 4.63 4.39 4. 4 1 3.34 3.31 3.38 3.433.6 7 3. 7 2 6.35 6.10 6 . 0 5 5. 8 7 6.3 5 6.2 2 5.7 4 5.58 5.6 8 3.7 7 3 . 7 7 3.7 7 3. 7 7 3.77 3 . 7 7 3.13 2.99 2. 9 5 2 . 9 0 3.61 1. 8 0 1.7 3 1. 4 5 1. 4 5 1.88 1.9 1 1.85 1.40 2. 0 2 2.1 2 2. 6 0 HP 2.6 5 2. 8 9 3.52 3. 0 4 2.71 2. 8 3 HP 2.41 1.4 6 4.71 2 . 3 7 2.25 2.98 2.79 2.57 2.5 4 2.7 4 4.0 0 3.5 9 4. 2 5 3.5 13.31 6. 4 1 6.69 6. 5 7 6.6 7 6.36 5.86 5.72 6.5 4 5.50 5.60 6.08 6.24 4.8 2 4. 4 3 4.9 9 4. 0 3 3. 7 9 5.0 0 6. 6 9 6.69 2.85 2.13 8 . 4 6 8.2 2 7.61 7.38 7. 2 6 7.26 7. 3 8 7.61 6.52 2.25 3. 1 4 3.0 3 7.05 4.88 4. 4 2 3.92 4.47 4.4 7 4.09 4 . 5 9 4.7 0 4.86 5.01 7.20 7.3 1 8. 4 6 7. 1 5 7.2 0 7. 3 1 5.01 4.86 4.70 4.60 4.2 9 4.0 5 2.78 3.01 3.47 5. 7 7 5.10 4 . 8 2 5.05 4. 0 4 3.91 3.7 2 3. 8 9 4.0 9 4.2 0 4.05 4.6 6 3. 9 7 4.53 3.7 8 4.50 4.1 3 3.64 4.2 2 1.7 7 1.90 2.28 2.2 2 1.1 4 1.82 1.47 (0. 8 8 ) (0. 8 6 ) 1.65 1.37 1.4 4 2.1 8 1 . 9 4 2.0 2 1.1 1 1. 1 7 1.22 1.28 97.47 97.47 9 7 . 4 7 9 7 . 4 7 97. 4 7 9 7 . 4 7 97.62 98.35 1.6 2 3.27 3 . 6 6 3.5 6 3.68 2.9 1 2.60 2.36 3. 0 7 4.21 2.09 2. 7 5 1.84 1.77 1.5 3 2.65 FFE=5.49 3. 9 0 1.83 2.23 2.4 1 1.39 1.26 4. 1 1 3.24 2. 4 2 2.40 (0. 6 2 ) (0. 7 1 ) (0.79) (0. 8 4 ) 3.61 3.61 3.61 2.9 9 2.31 1.62 1 . 7 8 2.82 4.00 5.2 5 5.8 3 5.2 5 5.5 5 2.78 HP 2. 4 7 4.3 4 4.02 3.0 2 3.1 1 4.6 0 FFE=4.27 8.22 7.1 5 3.1 1 2.98 2. 8 1 4.18 2.9 2 3.01 2.80 6.09 2.30 2.2 0 2.01 1.8 8 1.70 1.22 0.92 1.47 1.0 5 1.6 2 2.04 2.36 2. 1 9 3.76 4. 6 4 4.04 4. 6 3 7.15 6.8 6 7.15 7.66 8.16 8.2 1 8.21 7.97 7.97 6.3 2 6.4 0 6.5 2 6.53 2.37 2.15 2.40 2. 6 1 4.00 4. 0 0 4.00 4.13 4.13 3.60 3.7 6 3.76 3.66 4.00 4.00 3.66 3.7 6 3.7 6 4.4 7 4.53 4.00 4. 0 0 5.04 5.11 4. 0 1 4. 0 1 7.09 5.1 8 4.6 7 7.09 4 . 6 1 2.95 2.87 98.47 4.07 2.29 2.28 4.58 4.73 4.81 4.1 3 4 . 0 0 4.0 2 4.06 4.08 4 . 3 2 3 . 7 8 4.1 3 3 . 8 5 3.51 4.7 5 2.4 3 3.11 3. 6 3 4. 6 4 4. 6 2 4.62 4. 7 0 5. 0 1 4.12 3.81 3. 5 5 3. 8 3 4.07 2. 6 7 4.3 9 4.4 0 4.1 3 4 . 5 7 4 . 0 4 3.2 3 4.3 6 4.99 4.66 4.534 . 6 0 4.4 2 3.9 8 3.8 3 3.14 7.05 3.08 3.39 STORM DRAIN D1 SEE SHEET ST7 STORM DRAIN B5 SEE SHEET ST4 STORM DRAIN RO SEE SHEET ST4 STORM DRAIN C SEE SHEET ST5 3 - 6.75"/11" RISERS 3 - 6"/11" RISERS 2 - 6.5"/11" RISERS 2 - 6"/11" RISERS 3 - 6.7"/11" RISERS 4 - 6.9"/11" RISERS 5.2 2 2.9 0 2.9 3 6.0 2 0. 8 % 4.5 2 4.1 2 5.22 5.22 2. 6 % 2 . 8 % 17 . 4 % 4.43 2.32 1.98 5. 1 % 5.0% 3.2% 3.2%2.0 % 2 . 0 % 1.9% 3.6% 2.1 % 1 . 6 % 8. 0 % 2.7 % 2. 8 % 2. 8 % 2.1 % 2.9% 5.1% 2.9% 2.4% 2.7 % 3.1 6 2 . 0 0 2.5 7 2.64 2.79 3.0 5 3.10 9 9 . 1 7 99. 8 0 99. 6 0 1.98 1.56 9 9 . 3 7 99 . 5 3 3.39 3.6 7 4. 8 2 4.61 2 . 7 7 97.47 98.33 98 . 4 8 98.48 9 9 . 3 1 98.56 98.45 98.47 9 8 . 4 7 98.47 98.14 2.07 2.2 2 3.14 3.81 3.81 3.69 3.66 4.11 3.81 3.61 3.05 3.11 4.55 1 - 6.5"/11" RISERS 1 - 6"/11" RISERS4.58 3 . 8 8 7. 1 9 7. 1 9 7. 0 4 3. 9 2 2. 9 9 3.80 2.8 6 6.91 1.33 LANDSCAPING WALL (SEE LANDSCAPING PLANS FOR ADDITIONAL DETAILS) SWALE 0. 4 % 1.1% 0. 4 % 2.0% 5. 9 % 5. 5 % 0. 7 % 1.1% 6. 8 % 4.1% 0.6% 2. 0 % 0.6% 2. 0 % 0.7% 2. 4 % 10' DRAINAGE AND UTILITY EASEMENT 3.8 9 5 . 4 9 5.1 5 RAIN GARDEN FLAT AREA = 1457 SQ. FT. (1,404 SQ. FT. MINIMUM) 2.76 3.50 2.9 2 3.63 3.28 0.88 0.51 3.51 3.93 3.92 3.92 4.72 4.68 3.46 2.93 2.84 2.42 7.0 1 4. 7 0 7 . 0 1 5 . 3 3 7.15 4 . 6 8 4.65 1.0 % 3. 8 % 4 . 8 % 3.0% 4.5% 7.64 5.30 4.63 4. 5 2 4 . 2 4 4 . 1 7 4.644.57 3 . 2 5 3.04 2.96 SWALE 3.58 2.92 3.6 8 5 - 6"/11" RISERS LANDSCAPING WALL - ELEVATIONS ARE FINISH GRADE (SEE LANDSCAPING PLANS) Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 G4 GR A D I N G P L A N 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 NORTH ( IN FEET ) 1 inch = ft. Feet02020 20 40 60 KEYMAP 24' 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.REFER TO SHEET HC1 FOR CLARIFICATION ON SIDEWALK WIDTHS, GUTTER TYPE, RAMP TYPE, ETC. 6.REFER TO SHEET U1 FOR ADDITIONAL INFORMATION ON EXISTING AND PROPOSED UTILITY INFRASTRUCTURE SIZING. 7.HIGH POINT LOCATIONS ARE ONLY DENOTED AT DRIVE ENTRANCES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO IDENTIFY WHAT ELEVATIONS ARE HIGH POINTS AND LOW POINTS BASED ON SURROUNDING SPOT ELEVATIONS. NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: ST EXISTING CURB & GUTTER MA T C H L I N E - S E E S H E E T G3 MATCH LINE - SEE SHEET G2 ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST P: \ 5 1 4 - 0 0 3 \ D w g \ G r a d \ 5 1 4 - 0 0 3 _ G R A D . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 2 : 1 7 P M , 1 : 1 BUILDING 2 E E TF TF E E E S E E E E E E E E E E E E E E E E E E W UD UD UD UD UD UD UD UD MONITO R I N G W E L L TRAFFIC R A T E D F STORM DRAIN A SEE SHEET ST1 24 STORMTECH MC-7200 CHAMBERS (ISOLATOR ROWS) INSPECTION PORT STORM DRAIN D2 SEE SHEET ST6 24' EMERGENCY ACCESS EASEMENT STORMTECH MONITORING WELL INV. OUT=4886.22 (E) FG =4886.81 11.50 LF 36" HDPE @ 1.00% STMH A6 INV. IN=4886.79 (S) INV. IN=4886.79 (W) INV. OUT=4894.54 (N) FG =4905.20 8.25 LF 36" HDPE @ 0.50% STMH A7 INV. IN=4894.58 (S) INV. IN=4886.83 (W) INV. OUT=4886.83 (N) FG =4905.01 8 6 . 2 3 SG 86 . 2 7 SG 8 6 . 1 0 S G 86 . 0 6 SG 93 . 4 8 TO S 86.27 TOS 9 3 . 3 5 TOS 9 3 . 3 1 TOS STORM DRAIN D SEE SHEET ST6 STORM DRAIN D1 SEE SHEET ST7 STORM DRAIN E SEE SHEET ST9 STORM DRAIN F SEE SHEET ST9 0.3% 0.3% 0.3% 0.3% UTILITY AND DRAINAGE EASEMENT 30' UTILITY AND DRAINAGE EASEMENT 8 6 . 0 9 S G 86 . 0 5 SG 9 3 . 3 0 TOS 9 3 . 3 4 TOS 90° BEND UD-1 (6''x6'') INV. IN=4886.05 (W) INV. OUT=4886.05 (N) FG =4886.64 11.50 LF 6" HDPE @ 0.20% 90° BEND UD-2 (6''x6'') INV. IN=4886.02 (S) INV. OUT=4886.02 (E) FG =4886.62 85.81 LF 6" PERF. HDPE @ 0.20% 34.57 LF 6" HDPE @ 0.20% 90° BEND UD-3 (6''x6'') INV. IN=4885.96 (W) INV. OUT=4885.96 (N) FG =4886.55 67 . 5 0 L F 6 " H D P E @ 0 . 2 0 % 90° BEND UD-4 (6''x6'') INV. IN=4885.82 (S) INV. OUT=4885.82 (E) FG =4886.41 5.04 LF 6" HDPE @ 0.20% STMH UD CONNECTION (5' Ø) INV. IN=4893.39 (S) INV. IN=4885.81 (W) INV. OUT=4885.81 (N) FG =4905.18 INSPECTION PORT Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 KEYMAP SUB1 ST O R M T E C H S U B G R A D E P L A N 13 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY TOP OF MC-7200 SYSTEM PROPOSED SUBGRADE 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.REFER TO SHEET U1 FOR ADDITIONAL INFORMATION ON EXISTING AND PROPOSED UTILITY INFRASTRUCTURE SIZING. 5.PRIOR TO INSTALLATION OF STORMTECH CHAMBERS CONTRACTOR TO NOTIFY ENGINEER OF RECORD SO THAT A PRE-CON MEETING CAN BE HELD. 6.FOR ADDITIONAL CLARIFICATION ON STORMTECH SYSTEM REFER TO DETAIL SHEETS. NOTES: PROPOSED STORM INLET 2.0% 47.45 SUBGRADE SPOT ELEVATION 33.43 PROPOSED RIGHT OF WAY LEGEND: ST EXISTING CURB & GUTTER SG TOS NORTH ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 SS1 P: \ 5 1 4 - 0 0 3 \ D w g \ G r a d \ 5 1 4 - 0 0 3 _ S U B G R A D E . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 2 : 4 2 P M , 1 : 1 INLET D1-1 INV. IN=4900.30 (S) INV. IN=4900.30 (W) INV. OUT=4898.96 (N) GRATE ELEV.=4903.14 57.16 LF 1 2 " H D P E @ 1 . 5 7 % INLET P1 INV. IN=4901.40 (W) INV. OUT=4901.20 (E) GRATE ELEV.=4907.03 17.20 LF 12" HDPE @ 1 . 5 7 % INLET P2 INV. IN=4902.17 (S) INV. IN=4901.90 (W) INV. OUT=4901.67 (E) GRATE ELEV.=4907.11 24.09 LF 6" HDPE @ 1.00% 28 . 5 8 L F 6 " H D P E @ 1 . 0 0 % 24.49 L F 6 " H D P E @ 1 . 0 0 % TEE P3 INV. IN=4902.46 (S) INV. IN=4902.46 (E) INV. OUT=4902.46 (N) 5.66 LF 6" HDPE @ 1.00% INLET P4 INV. IN=4902.71 (SW) INV. OUT=4902.51 (N) GRATE ELEV.=4907.09 16.78 LF 6" HDPE @ 1.00% INLET P3-1 INV. OUT=4902.70 (W) GRATE ELEV.=4907.16 INLET P5 INV. IN=4903.08 (W) INV. OUT=4902.88 (NE) GRATE ELEV.=4907.19 22.87 LF 6" HDPE @ 1.00% INLET P6 INV. IN=4903.51 (W) INV. OUT=4903.31 (E) GRATE ELEV.=4907.18 41.55 LF 6 " H D P E @ 1 . 0 0 % INLET P7 INV. IN=4904.13 (W) INV. OUT=4903.93 (E) GRATE ELEV.=4907.15 13.35 LF 6" HDPE @ 1.00%INLET P8 INV. OUT=4904.26 (E) GRATE ELEV.=4906.48 INLET P2-1 INV. IN=4902.34 (W) INV. OUT=4902.14 (E) GRATE ELEV.=4907.19 23.41 LF 6" HDPE @ 1.00% 90° BEND P2-2 INV. IN=4902.57 (N) INV. OUT=4902.57 (E) 8.12 LF 6" HDPE @ 1.00% INLET P2-3 INV. IN=4902.86 (W) INV. IN=4902.86 (N) INV. OUT=4902.66 (S) GRATE ELEV.=4907.10 19 . 1 5 L F 6 " H D P E @ 0 . 5 0 % 39.11 LF 6" HDPE @ 1.00% INLET P2-3.3 INV. OUT=4903.47 (NW) GRATE ELEV.=4906.47 12.78 LF 6" HDPE @ 0.50% INLET P2-3.2 INV. IN=4903.41 (SE) INV. OUT=4903.21 (W) GRATE ELEV.=4907.24 9.11 LF 6" HDPE @ 0.50% 17 . 3 0 L F 6 " H D P E @ 1 . 0 0 % INLET P2-5 INV. OUT=4903.62 (S) GRATE ELEV.=4906.33 INLET P2-4 INV. IN=4903.45 (N) INV. IN=4903.45 (W) INV. OUT=4903.25 (E) GRATE ELEV.=4907.10 13.35 LF 6" HD P E @ 0 . 5 0 % INLET P2-5.1 INV. OUT=4903.52 (E) GRATE ELEV.=4906.48 2. 0 % 2. 0 % 1.4 % 1. 7 % 2. 0 % 1. 9 % 1. 9 % 1. 9 % 1 . 2 % 2.1% 1.1 % 1.3%1 . 7 % 1.9 % 0. 6 % 0. 7 % 1 . 6 % 1 . 6 % 1. 5 % 1.4 % 5.0% 1.2% 1 . 6 % 1.5% 0.8% 1. 9 % 1. 4 % 5.0% 12 . 6 % 1.9% 10 . 8 % 5. 0 % 1.4 % 0.9% 1.4 % 1. 1 % 1. 1 % 1. 4 % 1.8% 2. 4 % 1.0%0. 7 % 0 . 8 % 1.0% 1.1 % 0. 1 % 0.5% 0. 7 % 0.8% 2.0% 2.0% 5 . 0 % 4 . 1 % 1. 4 % 0. 6 % 1.9% 1. 0 % 1.8 % INLET P2-3.1 INV. IN=4903.16 (E) INV. OUT=4902.96 (S) GRATE ELEV.=4906.40 7.297.29 7. 2 9 7.29 7.1 8 6. 7 3 6.73 6.73 7.19 7.19 7.1 9 7.1 9 7.19 7.19 7.2 8 7. 2 9 6.907.29 7.2 9 7. 2 2 7.22 7. 1 8 7.18 4.6 5 4 . 6 8 7.1 5 7 . 1 5 7. 2 7 7.29 7. 2 0 7.29 7.23 7.29 7.29 7.23 7.29 7. 2 9 7.29 7.29 7.29 7.29 7. 3 9 7.29 7. 2 9 7.29 7. 2 5 7. 2 9 6. 6 3 7.29 7. 2 9 7.29 7.29 7.29 7.29 7.29 7.29 7. 2 9 7. 2 9 7. 2 9 7.29 7.29 7.29 7.297.21 7.26 7.29 7.29 7.2 9 7 . 2 5 7.29 7.25 7.29 7.29 7 . 2 3 7 . 2 9 7 . 2 3 7 . 2 9 7. 2 3 7 . 2 6 7 . 2 6 7 . 2 6 7 . 2 6 7 . 2 6 7. 2 6 7 . 2 9 7. 2 9 7.27 7 . 2 8 7. 2 8 7.28 7 . 3 0 7. 2 9 6.90 7.29 6. 6 3 7. 2 9 7. 2 9 7. 2 9 7.29 7. 2 9 7.19 7 . 2 8 7 . 2 6 7.22 7.25 7 . 2 3 7 . 2 6 7. 2 5 7. 2 8 7. 2 6 7 . 2 3 7.25 7.2 8 7. 2 8 7. 0 0 7.08 7.97 7.97 6.63 6. 6 3 6.63 6.63 6.6 3 6.6 3 5.0% 5. 0 % 5. 0 % 5. 0 % 8 . 6 % FFE=7.39 FFE=7.39 FFE=7.39 5 - 6"/11" RISERS LANDSCAPING WALL - ELEVATIONS ARE FINISH GRADE (SEE LANDSCAPING PLANS) P1 PO O L P L A N DE T A I L E D 14 NORTH ( IN FEET ) 1 inch = ft. Feet01010 10 20 30 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 KEYMAP P1 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.REFER TO SHEET HC1 FOR CLARIFICATION ON SIDEWALK WIDTHS, GUTTER TYPE, RAMP TYPE, ETC. 6.REFER TO SHEET U1 FOR ADDITIONAL INFORMATION ON EXISTING AND PROPOSED UTILITY INFRASTRUCTURE SIZING. 7.HIGH POINT LOCATIONS ARE ONLY DENOTED AT DRIVE ENTRANCES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO IDENTIFY WHAT ELEVATIONS ARE HIGH POINTS AND LOW POINTS BASED ON SURROUNDING SPOT ELEVATIONS. 8.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 9.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 10.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 11.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 12.ALL STORM DRAINS AND STORM DRAIN INFRASTRUCTURE IS PRIVATELY OWNED UNLESS OTHERWISE NOTED IN THE PROFILE VIEW OF THIS PLAN SET. 13.ROOF LEADER CONNECTION LOCATIONS ARE INDICATED AS "RL". NOTES: PROPOSED STORM INLET 2.0% (47.45 ) EXISTING SPOT ELEVATION PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: ST EXISTING CURB & GUTTER PROPOSED STORM INLET STRUCTURE ID STRUCTURE TYPE STRUCTURE SIZE INLET P1 AREA INLET 12" DOME GRATE INLET P2 AREA INLET 15" PEDESTRAIN GRATE TEE P3 TEE 6"x6" INLET P4 AREA INLET 8" STANDARD GRATE INLET P5 AREA INLET 8" STANDARD GRATE INLET P6 AREA INLET 8" DOME GRATE INLET P7 AREA INLET 8" STANDARD GRATE INLET P8 AREA INLET 8" DOME GRATE INLET P2-1 AREA INLET 8" STANDARD GRATE 90 DEGREE BEND P2-2 90 DEGREE PIPE BEND 6"x6" INLET P2-3 AREA INLET 8" STANDARD GRATE INLET P2-4 AREA INLET 8" STANDARD GRATE INLET P2-5 AREA INLET 8" DOME GRATE INLET P2-3.1 AREA INLET 8" DOME GRATE INLET P2-3.2 AREA INLET 8" STANDARD GRATE INLET P2-3.3 AREA INLET 8" DOME GRATE INLET P3-1 AREA INLET 8" STANDARD GRATE INLET P2-5.1 AREA INLET 8" STANDARD GRATE 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 POOL INLET SCHEDULE: P: \ 5 1 4 - 0 0 3 \ D w g \ G r a d \ 5 1 4 - 0 0 3 _ P o o l - G R A D . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 3 : 0 3 P M , 1 : 1 BUILDING 2 SU I T E S & MA I L L O U N G E BU I L D I N G 3 BUILDING 1 UD UDMONITO R I N G W E L L TRAFFIC R A T E D W F FD C E E W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWW ST ST ST ST ST D H2OVENT HYD LE FEVER DRIVE CI N Q U E F O I L L A N E BR O O K F I E L D D R I V E 5' SIDEWALK 5' SIDEWALK STORM INLET 8' CROSSPAN 30" VERTICAL CURB & GUTTER 36' FL-FL 63' ROW 9' UTILITY EASEMENT 9' UTILITY EASEMENT 9 ' U T I L I T Y E A S E M E N T 5 ' S I D E W A L K R20' R20' EXISTING 8' CROSSPAN EX. 51' ROW EX. 30' FL-FL 63' ROW 36' FL-FL E X . 7 6 ' R O W EX . 5 0 ' F L - F L EX. 50' FL-FL 76' ROW 9' UTILITY EASEMENT STREET LIGHT 24' EMERGENCY ACCESS AND UTILITY EASEMENT R20'R20' STOP SIGN STOP SIGN STREET LIGHT STORM DRAIN A SEE SHEET ST1 STORM DRAIN A3 SEE SHEET ST2 STORM DRAIN A3-1 SEE SHEET ST2 7. 7 4 8.10 8.47 8.68 8. 2 1 8.1 7 4.47 5.00 4.46 1.0%1. 9 % 2. 2 % 1.5% (8 . 2 1 ) (8.05) (7. 8 6 ) (7.63 ) (7.60) (4.25) 7.8 8 2 . 3 % 2. 3 % 8' UTILITY EASEMENT 3' UTILITY EASEMENT 30' DRAINAGE AND UTILITY EASEMENT EX. 53' ROW 30' FL-FL R20' R20' 42' OFFSITE DRAINAGE EASEMENT (BY SEPARATE DOCUMENT) 75' TRANSITION POTHOLE LOCATION (TYP.) 4895 4900 4905 4910 4915 4895 4900 4905 4910 4915 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 1.50% 0.50% -1.30% -0.90% PV I S T A = 1 0 + 0 3 . 9 1 PV I E L E V = 4 9 0 7 . 8 7 PV I S T A = 1 3 + 3 2 . 3 5 PV I E L E V = 4 9 0 5 . 7 0 PV I S T A = 1 6 + 6 0 . 1 3 PV I E L E V = 4 9 0 5 . 0 0 90.0' VC LP ELEV = 4904.34 LP STA = 15+12.25 PVI STA = 14+99.40 PVI ELEV = 4904.20 BC V S : 1 4 + 5 4 . 4 0 BV C E : 4 9 0 4 . 6 0 EC V S : 1 5 + 4 4 . 4 0 EV C E : 4 9 0 4 . 4 2 A.D. = 1.40 K = 64.29 PROPOSED GRADE EXISTING GROUND 49 0 8 . 1 8 49 0 8 . 5 2 49 0 8 . 6 7 49 0 8 . 6 3 49 0 8 . 3 9 49 0 8 . 0 7 49 0 7 . 7 4 49 0 7 . 4 2 49 0 7 . 0 9 49 0 6 . 7 7 49 0 6 . 4 4 49 0 6 . 1 2 49 0 5 . 7 9 49 0 5 . 5 4 49 0 5 . 3 1 49 0 5 . 0 9 49 0 4 . 8 6 49 0 4 . 6 4 49 0 4 . 4 5 49 0 4 . 3 5 49 0 4 . 3 5 49 0 4 . 4 5 49 0 4 . 5 7 49 0 4 . 7 0 49 0 4 . 8 2 49 0 4 . 9 5 PROPOSED GRADE EXISTING GROUND 8" PVC 8" PVC 8" PVC EXISTING 8" P V C EXISTING 8" PVC EXISTING 8" PVC 90.0' VC HP ELEV = 4908.68 HP STA = 10+82.13 PVI STA = 10+78.91 PVI ELEV = 4908.99 BV C S : 1 0 + 3 3 . 9 1 BV C E : 4 9 0 8 . 3 2 EV C S : 1 1 + 2 3 . 9 1 EV C E : 4 9 0 8 . 4 1 A.D. = 2.80 K = 32.14 5.66' 5.7' (-1.97%) (2.29%) (-0.30%) POTHOLE 5018 T.O.P = 4901.48 POTHOLE 5019 T.O.P = 4900.70 POTHOLE 5020 T.O.P = 4899.63 POTHOLE 5021 T.O.P = 4898.51 4895 4900 4905 4910 4915 4895 4900 4905 4910 4915 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 0.50% -1.30% -0.90% -1.20%-1.00%-0.50% PV I S T A = 1 0 + 0 0 . 0 0 PV I E L E V = 4 9 0 7 . 8 6 PV I S T A = 1 0 + 3 4 . 3 1 PV I E L E V = 4 9 0 8 . 0 3 PV I S T A = 1 3 + 3 3 . 7 4 PV I E L E V = 4 9 0 5 . 1 7 PV I S T A = 1 4 + 2 5 . 7 9 PV I E L E V = 4 9 0 4 . 3 4 PV I S T A = 1 4 + 5 0 . 7 9 PV I E L E V = 4 9 0 4 . 0 4 PV I S T A = 1 4 + 7 5 . 7 9 PV I E L E V = 4 9 0 3 . 7 9 PV I S T A = 1 5 + 0 0 . 7 9 PV I E L E V = 4 9 0 3 . 6 7 PV I S T A = 1 6 + 5 9 . 8 8 PV I E L E V = 4 9 0 4 . 4 6 92.0' VC HP ELEV = 4908.22 HP STA = 10+72.90 PVI STA = 10+80.31 PVI ELEV = 4908.47 BV C S : 1 0 + 3 4 . 3 1 BV C E : 4 9 0 8 . 0 3 EV C S : 1 1 + 2 6 . 3 1 EV C E : 4 9 0 7 . 8 7 A.D. = 2.24 K = 41.08 49 0 7 . 8 6 49 0 7 . 9 9 49 0 8 . 1 5 49 0 8 . 2 2 49 0 8 . 1 3 49 0 7 . 8 9 49 0 7 . 5 6 49 0 7 . 2 4 49 0 6 . 9 1 49 0 6 . 5 9 49 0 6 . 2 6 49 0 5 . 9 4 49 0 5 . 6 1 49 0 5 . 2 9 49 0 5 . 0 3 49 0 4 . 8 0 49 0 4 . 5 8 49 0 4 . 3 5 49 0 4 . 0 5 49 0 3 . 8 0 49 0 3 . 6 7 49 0 3 . 7 9 49 0 3 . 9 1 49 0 4 . 0 4 49 0 4 . 1 6 49 0 4 . 2 9 49 0 4 . 4 1 IN L E T A 3 - 1 . 1 ST A 1 5 + 0 1 . 3 9 RI M 4 9 0 3 . 7 ± IN V . O U T 4 8 9 4 . 5 6 ( S ) PROPOSED GRADE EXISTING GROUND (1.39%) (-0.97%) 4895 4900 4905 4910 4915 4895 4900 4905 4910 4915 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 PROPOSED GRADE EXISTING GROUND PROPOSED GRADE EXISTING GROUND 49 0 7 . 6 3 49 0 7 . 7 8 49 0 8 . 0 2 49 0 8 . 1 6 49 0 8 . 1 1 49 0 7 . 8 6 49 0 7 . 5 4 49 0 7 . 2 1 49 0 6 . 8 9 49 0 6 . 5 6 49 0 6 . 2 4 49 0 5 . 9 1 49 0 5 . 5 9 49 0 5 . 2 6 49 0 5 . 0 1 49 0 4 . 7 9 49 0 4 . 5 6 49 0 4 . 3 3 49 0 4 . 0 3 49 0 3 . 7 9 49 0 3 . 6 7 49 0 3 . 8 0 49 0 3 . 9 2 49 0 4 . 0 5 49 0 4 . 1 7 49 0 4 . 3 0 49 0 4 . 4 2 0.50% -1.30% 0.60% -0.90% -1.20%-1.00%-0.50% PV I S T A = 1 0 + 0 0 . 0 0 PV I E L E V = 4 9 0 7 . 6 3 PV I S T A = 1 0 + 3 4 . 6 1 PV I E L E V = 4 9 0 7 . 8 4 PV I S T A = 1 3 + 3 2 . 0 4 PV I E L E V = 4 9 0 5 . 1 7 PV I S T A = 1 4 + 2 4 . 0 9 PV I E L E V = 4 9 0 4 . 3 4 PV I S T A = 1 4 + 4 9 . 0 9 PV I E L E V = 4 9 0 4 . 0 4 PV I S T A = 1 4 + 7 4 . 0 9 PV I E L E V = 4 9 0 3 . 7 9 PV I S T A = 1 4 + 9 9 . 0 9 PV I E L E V = 4 9 0 3 . 6 7 PV I S T A = 1 6 + 5 9 . 8 2 PV I E L E V = 4 9 0 4 . 4 7 88.0' VC HP ELEV = 4908.17 HP STA = 10+80.78 PVI STA = 10+78.61 PVI ELEV = 4908.47 BV C S : 1 0 + 3 4 . 6 1 BV C E : 4 9 0 7 . 8 4 EV C S : 1 1 + 2 2 . 6 1 EV C E : 4 9 0 7 . 8 9 A.D. = 2.73 K = 32.18 IN L E T A 3 - 2 ST A 1 4 + 9 9 . 7 0 RI M 4 9 0 3 . 7 ± IN V . O U T 4 8 9 5 . 1 5 ( N ) PROPOSED GRADE EXISTING GROUND (1.31%) (1.09%) R1 PL A N & P R O F I L E LE F E V E R D R I V E 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 CENTERLINE LE FEVER DRIVE SCALE : 1" = 40' (H) 1" = 4' (V) LEFT FLOWLINE STREET A SCALE : 1" = 40' (H) 1" = 4' (V) RIGHT FLOWLINE STREET A SCALE : 1" = 40' (H) 1" = 4' (V) Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 EXISTING RIGHT-OF-WAY LEGEND: PROPOSED STORM SEWER EXISTING STORM SEWER PROPOSED STORM MANHOLE PROPOSED CURB & GUTTER PROPOSED CENTERLINE PROPOSED CONCRETE CROSSPAN (TYP.) PROPOSED RIGHT-OF-WAY 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.SEE SOILS REPORT FOR PAVEMENT AND SUBGRADE PREPARATION, DESIGN AND RECOMMENDATIONS. 3.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE FORT COLLINS ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH TOWN STREET REPAIR STANDARDS. 4.SEE INTERSECTION DETAIL SHEETS FOR INTERSECTION DESIGNS. 5.EXISTING AND PROPOSED MANHOLE RIMS AND VALVE BOX LIDS TO BE ADJUSTED TO 1 4" BELOW FINISHED GRADE. IF NECESSARY, CONE SECTIONS SHALL BE ROTATED TO PREVENT LIDS BEING LOCATED WITHIN VEHICLE OR BICYCLE WHEEL PATHS. 6.REFER TO SHEETS G1-G4 FOR INTERNAL SITE GRADING. 7.FLOWLINE PROFILES WILL BE PROVIDED AT FIRST ROUND FDP. PROPERTY BOUNDARY PROPOSED LOT LINE EASEMENT LINE SAWCUT LINE EXISTING LOT LINE ST PROPOSED STORM INLET EXISTING CURB & GUTTER KEYMAP 24' R1 ( IN FEET ) 0 1 INCH = 40 FEET 40 40 80 120 P: \ 5 1 4 - 0 0 3 \ D w g \ S t r t \ 5 1 4 - 0 0 3 _ L E F E V R E D R . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 3 : 3 4 P M , 1 : 1 S 8" W 8" W 8" W 8" W 8" W W W W W W W W W W WWWWWWWWWWWWWWWWWWWWWWWWWW SS SS SS SS SS / / / / / / / / G G H Y D S GAS GAS BUILDING 2 BU I L D I N G 3 TF G G G G G G GGGGGGGGGGGG S E E E E E E E EEEEE E EEE E EE TF 8" S S 8" S S 8" S S 8" S S 8" SS S ELEC FW E E E E E W UD UDMONITORIN G W E L L TRAFFIC R A T E D F 63' R.O.W 30' FL-FL 30' FL-FL 24' EMERGENCY ACCESS AND UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT 30' DRAINAGE AND UTILITY EASEMENT 10' UE DRAINAGE EASEMENT 24 MC-7200 STORMTECH CHAMBERS SEE SHEET SUB1 EX. 6" PVC EX . 1 2 " P V C @ 0 . 4 0 % EX . 8 " P V C W A T E R 9' UTILITY EASEMENT BR O O K F I E L D D R I V E UNPLATTED PARCEL K - HARMONY TECHNOLOGY PARK OWNER: IMAGO ENTERPRISES INC. MORNINGSIDE VILLAGE CONDOS SUPP 29, 4862 BROOKFIELD DR 3A-3E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 28, 3903 LE FEVER DR 1A-1E FORT COLLINS STMH A5 (5' Ø) STA 16+81.26 N: 106313.31 E: 214695.87 STMH A4 (5' Ø) STA 16+47.18 N: 106312.77 E: 214729.95 STMH A6 SEE SHEET D5 STA 16+92.76 N: 106301.81 E: 214695.76 STMH A7 STA 17+01.01 N: 106293.56 E: 214695.69 STMH A2 (5' Ø) STA 13+85.25 N: 106445.37 E: 214861.31 INLET A8 STA 17+14.01 N: 106280.56 E: 214695.57 STMH A3 (5' Ø) STA 15+13.37 N: 106446.53 E: 214733.20 STMH A1 (5' Ø) STA 13+54.04 N: 106476.57 E: 214861.86 FES A STA 10+05.00 N: 106522.92 E: 215207.81349.04 LF 36" H P @ 0 . 1 5 % 31.21 LF 36" HP @ 0.15% 128.12 LF 36" HP @ 0.15% 61 . 3 1 L F 3 6 " H P @ 0 . 1 5 % 34.09 LF 36" HDPE @ 0.97% 8.25 LF 36" HDPE @ 0.50% 13.00 LF 36" HDPE @ 0.50% STORM DRAIN D SEE SHEET ST6 STORM DRAIN E SEE SHEET ST9 STORM DRAIN D1 SEE SHEET ST7 STORM DRAIN A3 SEE SHEET ST2 STORM DRAIN A3-1 SEE SHEET ST2 11.50 LF 36" HDPE @ 1.00% STORM DRAIN F DETAILED ON ST972.50 LF 36" HDPE @ 0.98% STMH UD CONNECTION (5' Ø) STA 15+74.68 N: 106385.24 E: 214731.71 42' DRAINAGE EASEMENT 10' 42' DRAINAGE EASEMENT MC-7200 UNDERDARIN SEE SHEET SUB1 9' UTILITY EASEMENT 3' UTILITY EASEMENT 8' UTILITY EASEMENT 9' UTILITY EASEMENT 4880 4885 4890 4895 4900 4905 4910 4915 4920 4880 4885 4890 4895 4900 4905 4910 4915 4920 10+0011+0012+0013+0014+0015+0016+0017+0017+50 FE S A ST A 1 0 + 0 5 . 0 0 FL . E L 4 8 8 8 . 4 ± IN V . I N 4 8 8 4 . 9 5 ( W ) 349.04 LF 36" HP @ 0.15% 31.21 LF 36" HP @ 0.15% 128.12 LF 36" HP @ 0.15% ST M H A 2 ( 5 ' Ø ) ST A 1 3 + 8 5 . 2 5 RI M 4 9 0 4 . 8 ± IN V . I N 4 8 8 5 . 5 3 ( W ) IN V . O U T 4 8 8 5 . 5 3 ( N ) ST M H A 1 ( 5 ' Ø ) ST A 1 3 + 5 4 . 0 4 RI M 4 9 0 3 . 9 ± IN V . I N 4 8 8 5 . 4 8 ( S ) IN V . O U T 4 8 8 5 . 4 8 ( E ) ST M H A 3 ( 5 ' Ø ) ST A 1 5 + 1 3 . 3 7 RI M 4 9 0 4 . 3 ± IN V . I N 4 8 9 1 . 5 3 ( W ) IN V . I N 4 8 8 5 . 7 2 ( S ) IN V . O U T 4 8 8 5 . 7 2 ( E ) 61.31 LF 36" HDPE @ 0.15% ST M H A 4 ( 5 ' Ø ) ST A 1 6 + 4 7 . 1 8 RI M 4 9 0 5 . 6 ± IN V . I N 4 8 9 4 . 0 9 ( W ) IN V . O U T 4 8 9 4 . 0 9 ( N ) 34.09 LF 36" HDPE @ 0.97% ST M H A 5 ( 5 ' Ø ) ST A 1 6 + 8 1 . 2 6 RI M 4 9 0 6 . 0 ± IN V . I N 4 8 9 4 . 4 2 ( S ) IN V . O U T 4 8 9 4 . 4 2 ( E ) ST M H A 6 ST A 1 6 + 9 2 . 7 6 RI M 4 9 0 5 . 2 ± IN V . I N 4 8 8 6 . 7 9 ( S ) IN V . I N 4 8 8 6 . 7 9 ( W ) IN V . O U T 4 8 9 4 . 5 4 ( N ) 8.25 LF 36" HDPE @ 0.50% IN L E T A 8 ST A 1 7 + 1 4 . 0 1 FL . E L 4 9 0 4 . 6 ± IN V . I N 4 8 9 5 . 1 4 ( W ) IN V . I N 4 8 9 5 . 6 4 ( S ) IN V . I N 4 8 9 6 . 8 1 ( E ) IN V . O U T 4 8 9 4 . 6 4 ( N ) Storm Line A3 13.00 LF 36" HDPE @ 0.50% ST M H A 7 ST A 1 7 + 0 1 . 0 1 RI M 4 9 0 5 . 0 ± IN V . I N 4 8 9 4 . 5 8 ( S ) IN V . I N 4 8 8 6 . 8 3 ( W ) IN V . O U T 4 8 8 6 . 8 3 ( N ) EXISTING GROUND PROPOSED GROUND 100-YR HGL 11.50 LF 36" HDPE @ 1.00% EX. 8" DIP WATER STA.=15+32.39 TOP=4898.52 PUBLICPRIVATE ST M H U D C O N N E C T I O N ( 5 ' Ø ) ST A 1 5 + 7 4 . 6 8 RI M 4 9 0 5 . 2 ± IN V . I N 4 8 9 3 . 3 9 ( S ) IN V . I N 4 8 8 5 . 8 1 ( W ) IN V . O U T 4 8 8 5 . 8 1 ( N ) 72.50 LF 36" HDPE @ 0.98% STORMTECH MC-7200 SYSTEM Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ST1 PL A N & P R O F I L E ST O R M D R A I N A 16 PROFILE SCALE: STORM DRAIN A 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 ) 0 1 INCH = 30 FEET 30 30 60 90 8" SS 6" W EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.SEE INLET AND STRUCTURE SCHEDULE ON SHEET D5 7.ALL STORM DRAINS AND STORM DRAIN INFRASTRUCTURE IS PRIVATELY OWNED UNLESS OTHERWISE NOTED IN THE PROFILE VIEW OF THIS PLAN SET. 8.ROOF LEADER CONNECTION LOCATIONS ARE INDICATED AS "RL". PROPOSED RIGHT OF WAY NOTES: KEYMAP ST1 P: \ 5 1 4 - 0 0 3 \ D w g \ S t r m \ 5 1 4 - 0 0 3 _ S T R M _ A . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 4 : 1 4 P M , 1 : 1 4880 4885 4890 4895 4900 4905 4910 4915 4920 4880 4885 4890 4895 4900 4905 4910 4915 4920 10+0011+0011+25 ST M H A 3 ( 5 ' Ø ) ST A 1 0 + 0 0 . 0 0 RI M 4 9 0 4 . 3 ± IN V . I N 4 8 9 1 . 5 3 ( W ) IN V . I N 4 8 8 5 . 7 2 ( S ) IN V . O U T 4 8 8 5 . 7 2 ( E ) IN L E T A 3 - 2 ST A 1 0 + 9 5 . 6 4 FL . E L 4 9 0 3 . 7 ± IN V . O U T 4 8 9 5 . 1 5 ( N ) 27.89 LF 15" RCP @ 3.00% 67.75 LF 24" RCP @ 3.00% EXISTING GROUND PROPOSED GROUND 100-YR HGL EX. 8" PVC WATER STA.=10+86.61 TOP=4898.63 PUBLIC 1.6' ST M H A 3 - 1 ( 4 ' Ø ) ST A 1 0 + 6 7 . 7 5 RI M 4 9 0 4 . 0 ± IN V . I N 4 8 9 4 . 3 2 ( S ) IN V . I N 4 8 9 4 . 3 2 ( N ) IN V . O U T 4 8 9 3 . 5 7 ( E ) WWWWWWWWW/ / / / / / / / GGAS BUILDING 2 BU I L D I N G 3 TF G G G G G GGGGGGGG S E E E E E E EEEEE E EE ELEC E E E W UD UDMONITORI N G W E L L TRAFFIC RA T E D F 63' R.O.W 24' EMERGENCY ACCESS EASEMENT 30' DRAINAGE AND UTILITY EASEMENT DRAINAGE EASEMENT 24 MC-7200 STORMTECH CHAMBERS SEE SHEET SUB1 9' UTILITY EASEMENT BR O O K F I E L D D R I V E UNPLATTED PARCEL K - HARMONY TECHNOLOGY PARK OWNER: IMAGO ENTERPRISES INC. 67.75 LF 24" RCP @ 3.00% STMH A3-1 (4' Ø) STA 10+67.75 N: 106447.02 E: 214665.44 27.89 LF 15" RCP @ 3.00% INLET A3-2 STA 10+95.64 N: 106419.13 E: 214665.14 STMH A3 (5' Ø) STA 10+00.00 N: 106446.53 E: 214733.20 STORM DRAIN A3-1 SEE SHEET ST2 STORM DRAIN A SEE SHEET ST1 STORM DRAIN F DETAILED ON ST9 STMH UD CONNECTION (5' Ø) STA 15+74.68 N: 106385.24 E: 214731.71 MC-7200 UNDERDARIN SEE SHEET SUB1 9' UTILITY EASEMENT 9' UTILITY EASEMENT 4880 4885 4890 4895 4900 4905 4910 4915 4880 4885 4890 4895 4900 4905 4910 4915 10+0010+50 ST M H A 3 - 1 ( 4 ' Ø ) ST A 1 0 + 0 0 . 0 0 RI M 4 9 0 4 . 0 ± IN V . I N 4 8 9 4 . 3 2 ( S ) IN V . I N 4 8 9 4 . 3 2 ( N ) IN V . O U T 4 8 9 3 . 5 7 ( E ) 8.11 LF 15" RCP @ 3.00% IN L E T A 3 - 1 . 1 ST A 1 0 + 0 8 . 1 1 FL . E L 4 9 0 3 . 7 ± IN V . O U T 4 8 9 4 . 5 6 ( S ) EXISTING GROUND PROPOSED GROUND 100-YR HGL PUBLIC WWWWWWWW/ / / / / / / / GAS BUILDING 2 BU I L D I N G 3 G G GGGGGGGG S E EEEEE E EE ELEC W F 63' R.O.W 30' DRAINAGE AND UTILITY EASEMENT 9' UTILITY EASEMENT UNPLATTED PARCEL K - HARMONY TECHNOLOGY PARK OWNER: IMAGO ENTERPRISES INC. INLET A3-1.1 STA 10+08.11 N: 106455.13 E: 214665.46 8.11 LF 15" RCP @ 3.00% STMH A3-1 (4' Ø) STA 10+00.00 N: 106447.02 E: 214665.44 STORM DRAIN A3 SEE SHEET ST2 STORM DRAIN A SEE SHEET ST1 STORM DRAIN F DETAILED ON ST9 27.89 LF 15" RCP @ 3.00% INLET A3-2 STA 10+95.64 N: 106419.13 E: 214665.14 STMH UD CONNECTION (5' Ø) STA 15+74.68 N: 106385.24 E: 214731.71 9' UTILITY EASEMENT 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 ) 0 1 INCH = 30 FEET 30 30 60 90 8" SS 6" W EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.SEE INLET AND STRUCTURE SCHEDULE ON SHEET D5 7.ALL STORM DRAINS AND STORM DRAIN INFRASTRUCTURE IS PRIVATELY OWNED UNLESS OTHERWISE NOTED IN THE PROFILE VIEW OF THIS PLAN SET. 8.ROOF LEADER CONNECTION LOCATIONS ARE INDICATED AS "RL". PROPOSED RIGHT OF WAY NOTES: KEYMAP ST2 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ST2 PL A N & P R O F I L E ST O R M D R A I N A 3 & A 3 - 1 17 PROFILE SCALE: STORM DRAIN A3 PROFILE SCALE: STORM DRAIN A3-1 P: \ 5 1 4 - 0 0 3 \ D w g \ S t r m \ 5 1 4 - 0 0 3 _ S T R M _ A . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 4 : 3 7 P M , 1 : 1 S W W T T T T T T T T T T T T T T T T T T T T T T T T T T T T H2OGAS G GVAULT ELEC SS SS SS G G G G G ST H2O E E E E E E E E E W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS G G CT V CTV CTV CTV E E E D D DD D DD D D H YD H YD S S S S S GAS E ELEC F.O. C.O. C.O. F.O. TF 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 G G G G G G G G G G G G U D E E E E E E E E E E E E E E E E E E E EE E E E E E E E E E E E E E E E E E E E TF TF TFTF E EV E E E E E E E E G G G G G G G G G EEEE E E E EEEE E E 18. 1 % 1 7 . 0 % 22 . 0 % 53' R.O.W 30 ' FL - F L 16' UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT 24' EMERGENCY ACCESS EASEMENT 10' UTILITY EASEMENT EX . 1 2 " P V C @ 0 . 3 6 % EX . 1 2 " P V C EX . 1 2 " P V C EX . 1 2 " P V C @ 0 . 6 1 % EX. 12" DIP @ 0.41% EX. 48" RCP @ 0.53% EX. 48" RCP @ 0.38% EX. 8" PVC WATER EX. 8" PVC WATER EX . 1 2 " P V C 9' U T I L I T Y E A S E M E N T 9' UTILITY EASEMENT 9' UTILITY EASEMENT PRECISION DRIVE BR O O K F I E L D D R I V E CI N Q U E F O I L L A N E BASIN B7 (30'') STA 14+79.82 N: 105984.23 E: 214319.85 INLET B7(N)-3 INV. OUT=4903.70 (E) GRATE ELEV. =4906.26 90° BEND B7(N)-2 (8''x8'') INV. IN=4902.34 (W) INV. OUT=4902.34 (S) GRATE ELEV. =4903.11 INLET B9 STA 15+93.94 N: 105870.15 E: 214322.93 INLET B1 STA 11+11.40 N: 105975.29 E: 214688.16 TEE B8 (18''x8'') STA 15+13.04 N: 105951.02 E: 214320.75 INLET B7(W)-1 INV. IN=4902.42 (W) INV. OUT=4902.25 (E) GRATE ELEV. =4905.64 INLET B8-1 INV. IN=4901.78 (W) INV. OUT=4901.62 (E) GRATE ELEV. =4905.05 TEE B6 (24''x8'') STA 13+66.56 N: 105981.48 E: 214433.08 TEE B5 (24''x10'') STA 13+18.25 N: 105980.31 E: 214481.38 TEE B4 (24''x8'') STA 12+38.49 N: 105978.37 E: 214561.11 TEE B3 (24''x8'') STA 11+88.61 N: 105977.16 E: 214610.98 TEE B2 (24''x8'') STA 11+47.39 N: 105976.16 E: 214652.19 INLET B6-1 INV. IN=4901.67 (W) INV. IN=4901.67 (SE) INV. OUT=4901.50 (N) GRATE ELEV. =4905.29 FES B STA 10+00.00 N: 105893.95 E: 214764.28 INLET B4-1 INV. OUT=4900.30 (N) GRATE ELEV. =4902.80 INLET B3-1 INV. IN=4900.53 (S) INV. OUT=4900.37 (N) GRATE ELEV. =4903.01 INLET B2-1 INV. IN=4900.64 (S) INV. OUT=4900.48 (N) GRATE ELEV. =4902.91 1 1 1 . 4 0 L F 2 4 " H D P E @ 0 . 2 2 % 35.98 LF 24" HDPE @ 0.50% 33.22 LF 18" HDPE @ 0.22% 41.23 LF 24" HDPE @ 0.22% 49.88 LF 24" HDPE @ 0.22%79.76 LF 24" HDPE @ 0.22% 48.31 LF 24" HDPE @ 0.22% 57.60 LF 24" HDPE @ 0.22% 29.50 LF 18" HDPE @ 0.22% 40.50 LF 8" HDPE @ 2.67% 40.50 LF 8" HDPE @ 2.17% 40.50 LF 8" HDPE @ 1.73% 40.52 LF 8" HDPE @ 4.00% 41.03 LF 8" HDPE @ 4.53% 41.00 LF 8" HDPE @ 3.45% 49.99 LF 8" HDPE @ 3.90% 41.00 LF 8" HDPE @ 3.30% STORM DRAIN C SEE SHEET ST5 STORM DRAIN RO SEE SHEET ST4 STORM DRAIN B5 SEE SHEET ST4 10' UTILITY EASEMENT 51.40 LF 18" HDPE @ 0.22% TEE B9-1 (18''x6'') STA 15+42.54 N: 105921.54 E: 214321.54 TEE B7-1 (24''x6'') STA 14+22.22 N: 105982.83 E: 214377.44 55.66 LF 24" HDPE @ 0.22% 4.39 LF 6" HDPE @ 8.00% RL B3-2.1 INV. =4901.00 (N) RL B3-1.1 INV. =4900.87 (N) RL B6-1.2 INV. =4902.69 (NW) RL B6-1.1 INV. =4902.68 (E) RL B7-1.1 INV. =4903.73 (N) RL B8-1.1 INV. =4902.43 (E) RL B7(W)-1.2 INV. =4903.08 (E) 44 . 5 0 L F 6" H D P E @ 8 . 0 0 % 8.14 LF 6" HDPE @ 8.00% 8.25 LF 6" HDPE @ 8.00% 12.79 LF 6" HDPE @ 8.00% 12.72 LF 6" HDPE @ 8.00% RL B9-1.1 INV. =4903.98 (W) 44.34 LF 6" HDPE @ 8.00% 6.84 LF 8" HDPE @ 3.90% TEE B7(N)-1 (8''x8'') INV. =4900.40 (S) FOREBAY DRAINAGE EASEMENT 4885 4890 4895 4900 4905 4910 4915 4920 4925 4885 4890 4895 4900 4905 4910 4915 4920 4925 9+5010+0011+0012+0013+0014+0015+0016+0016+50 FE S B ST A 1 0 + 0 0 . 0 0 FL . E L 4 8 9 9 . 9 ± IN V . I N 4 8 9 7 . 6 4 ( N W ) 111.40 LF 24" HDPE @ 0.22% 35.98 LF 24" HDPE @ 0.50% IN L E T B 1 ST A 1 1 + 1 1 . 4 0 FL . E L 4 9 0 1 . 8 ± IN V . I N 4 8 9 7 . 8 8 ( W ) IN V . O U T 4 8 9 7 . 8 8 ( S E ) TE E B 2 ( 2 4 ' ' x 8 ' ' ) ST A 1 1 + 4 7 . 3 9 IN V . 4 8 9 8 . 0 6 ( W ) IN V . 4 8 9 9 . 4 0 ( S ) IN V . 4 8 9 8 . 0 6 ( E ) 41.23 LF 24" HDPE @ 0.22% TE E B 3 ( 2 4 ' ' x 8 ' ' ) ST A 1 1 + 8 8 . 6 1 IN V . 4 8 9 8 . 1 6 ( W ) IN V . 4 8 9 9 . 4 9 ( S ) IN V . 4 8 9 8 . 1 5 ( E ) 49.88 LF 24" HDPE @ 0.22% 79.76 LF 24" HDPE @ 0.22% TE E B 4 ( 2 4 ' ' x 8 ' ' ) ST A 1 2 + 3 8 . 4 9 IN V . 4 8 9 8 . 2 6 ( W ) IN V . 4 8 9 9 . 6 0 ( S ) IN V . 4 8 9 8 . 2 6 ( E ) TE E B 5 ( 2 4 ' ' x 1 0 ' ' ) ST A 1 3 + 1 8 . 2 5 IN V . 4 8 9 8 . 4 4 ( W ) IN V . 4 8 9 9 . 6 1 ( S ) IN V . 4 8 9 8 . 4 4 ( E ) 48.31 LF 24" HDPE @ 0.22% TE E B 6 ( 2 4 ' ' x 8 ' ' ) ST A 1 3 + 6 6 . 5 6 IN V . 4 8 9 8 . 5 5 ( W ) IN V . 4 8 9 9 . 8 8 ( S ) IN V . 4 8 9 8 . 5 5 ( E ) 57.60 LF 24" HDPE @ 0.22% BA S I N B 7 ( 3 0 ' ' ) ST A 1 4 + 7 9 . 8 2 RI M 4 9 0 4 . 7 ± IN V . I N 4 8 9 9 . 3 0 ( S ) IN V . I N 4 9 0 0 . 1 3 ( N ) IN V . O U T 4 8 9 8 . 7 9 ( E ) 33.22 LF 18" HDPE @ 0.22% 29.50 LF 18" HDPE @ 0.22% TE E B 8 ( 1 8 ' ' x 8 ' ' ) ST A 1 5 + 1 3 . 0 4 IN V . 4 8 9 9 . 3 7 ( S ) IN V . 4 9 0 0 . 2 0 ( W ) IN V . 4 8 9 9 . 3 7 ( N ) IN L E T B 9 ST A 1 5 + 9 3 . 9 4 FL . E L 4 9 0 4 . 0 ± IN V . O U T 4 8 9 9 . 5 5 ( N ) EXISTING GROUND PROPOSED GROUND 100-YR HGL PRIVATE 51.40 LF 18" HDPE @ 0.22% TE E B 9 - 1 ( 1 8 ' ' x 6 ' ' ) ST A 1 5 + 4 2 . 5 4 IN V . 4 9 0 0 . 4 3 ( E ) IN V . 4 8 9 9 . 4 3 ( S ) IN V . 4 8 9 9 . 4 3 ( N ) TE E B 7 - 1 ( 2 4 ' ' x 6 ' ' ) ST A 1 4 + 2 2 . 2 2 IN V . 4 9 0 0 . 1 7 ( S ) IN V . 4 8 9 8 . 6 7 ( W ) IN V . 4 8 9 8 . 6 7 ( E ) 55.66 LF 24" HDPE @ 0.22% Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ST3 PL A N & P R O F I L E ST O R M D R A I N B 18 PROFILE SCALE: STORM DRAIN B 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 ) 0 1 INCH = 30 FEET 30 30 60 90 8" SS 6" W EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.SEE INLET AND STRUCTURE SCHEDULE ON SHEET D5 7.ALL STORM DRAINS AND STORM DRAIN INFRASTRUCTURE IS PRIVATELY OWNED UNLESS OTHERWISE NOTED IN THE PROFILE VIEW OF THIS PLAN SET. 8.ROOF LEADER CONNECTION LOCATIONS ARE INDICATED AS "RL". PROPOSED RIGHT OF WAY NOTES: KEYMAP ST3 2' CONCRETE PAN 2' CONCRETE PAN P: \ 5 1 4 - 0 0 3 \ D w g \ S t r m \ 5 1 4 - 0 0 3 _ S T R M _ B . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 5 : 2 7 P M , 1 : 1 S S T T T T T T T T T T T SS SS SS W W W W W W W W W W W ST ST ST ST ST ST ST ST ST ST SS SS SS SS SS SS SS SS SS SS SS D H YD G G G G G G G G G G G E E E E E E E E E E E TFTF E E E E E 30 ' FL - F L 16' UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT 24' EMERGENCY ACCESS EASEMENT 10' UTILITY EASEMENT EX. 12" DIP @ 0.41% EX. 48" RCP @ 0.53% EX. 8" DIP WATER 9' UTILITY EASEMENT 9' UTILITY EASEMENT PRECISION DRIVE TEE B5 (24''x10'') STA 10+00.00 N: 105980.31 E: 214481.38 40.50 LF 10" HDPE @ 0.50% 90° BEND B5-1 (10''x10'') STA 10+40.50 N: 105939.82 E: 214480.40 4.80 LF 10" HDPE @ 0.50% 90° BEND B5-3 (10''x10'') STA 10+69.55 N: 105939.06 E: 214509.44 19.81 LF 10" HDPE @ 0.50% BASIN B5-6 (12'') STA 11+46.42 N: 105862.22 E: 214507.57 43.55 LF 10" HDPE @ 1.00% BASIN B5-10 (12'') STA 12+77.15 N: 105865.39 E: 214376.88 STORM DRAIN B SEE SHEET ST3 20.46 LF 8" HDPE @ 6.00% 38.25 LF 10" HDPE @ 0.50% INLET B5-3.1 INV. OUT=4901.54 (W) GRATE ELEV. =4903.14 TEE B5-5 (10''x8'') STA 11+08.17 N: 105900.46 E: 214508.50 24.25 LF 10" HDPE @ 0.50% 18.80 LF 10" HDPE @ 0.50% TEE B5-9 (10''x6'') STA 12+33.60 N: 105864.34 E: 214420.42 CROSS B5-4 (10''x6'') STA 10+89.37 N: 105919.26 E: 214508.96 TEE B5-2 (10''x6'') STA 10+45.30 N: 105939.65 E: 214485.19 TEE B5-8 (10''x6'') STA 12+14.24 N: 105863.87 E: 214439.77 TEE B5-7 (10''x6'') STA 11+68.38 N: 105862.75 E: 214485.62 4890 4895 4900 4905 4910 4915 4920 4890 4895 4900 4905 4910 4915 4920 9+5010+0011+0012+0013+00 43.55 LF 10" HDPE @ 1.00 % BA S I N B 5 - 1 0 ( 1 2 ' ' ) ST A 1 2 + 7 7 . 1 5 RI M 4 9 0 4 . 6 ± IN V . I N 4 9 0 1 . 9 8 ( N ) IN V . O U T 4 9 0 1 . 6 5 ( E ) BA S I N B 5 - 6 ( 1 2 ' ' ) ST A 1 1 + 4 6 . 4 2 RI M 4 9 0 3 . 6 ± IN V . I N 4 9 0 0 . 3 4 ( W ) IN V . O U T 4 9 0 0 . 3 4 ( N ) 19.81 LF 10" HDPE @ 0.50% 90 ° B E N D B 5 - 3 ( 1 0 ' ' x 1 0 ' ' ) ST A 1 0 + 6 9 . 5 5 IN V . 4 8 9 9 . 9 5 ( S ) IN V . 4 8 9 9 . 9 5 ( W ) 4.80 LF 10" HDPE @ 0.50% 90 ° B E N D B 5 - 1 ( 1 0 ' ' x 1 0 ' ' ) ST A 1 0 + 4 0 . 5 0 FL . E L 4 9 0 0 . 8 ± IN V . I N 4 8 9 9 . 8 1 ( E ) IN V . O U T 4 8 9 9 . 8 1 ( N ) TE E B 5 ( 2 4 ' ' x 1 0 ' ' ) ST A 1 0 + 0 0 . 0 0 IN V . 4 8 9 8 . 4 4 ( W ) IN V . 4 8 9 9 . 6 1 ( S ) IN V . 4 8 9 8 . 4 4 ( E ) EXISTING GROUND PROPOSED GROUND 100-YR HGL TE E B 5 - 5 ( 1 0 ' ' x 8 ' ' ) ST A 1 1 + 0 8 . 1 7 IN V . 4 9 0 0 . 1 5 ( S ) IN V . 4 9 0 0 . 3 1 ( E ) IN V . 4 9 0 0 . 1 5 ( N ) 38.25 LF 10" HDPE @ 0.50% PRIVATE TE E B 5 - 9 ( 1 0 ' ' x 6 ' ' ) ST A 1 2 + 3 3 . 6 0 IN V . 4 9 0 1 . 5 4 ( N ) IN V . 4 9 0 1 . 2 1 ( W ) IN V . 4 9 0 1 . 2 1 ( E ) TE E B 5 - 8 ( 1 0 ' ' x 6 ' ' ) ST A 1 2 + 1 4 . 2 4 IN V . 4 9 0 1 . 0 2 ( W ) IN V . 4 9 0 1 . 3 5 ( N ) IN V . 4 9 0 1 . 0 2 ( E ) TE E B 5 - 7 ( 1 0 ' ' x 6 ' ' ) ST A 1 1 + 6 8 . 3 8 IN V . 4 9 0 0 . 5 6 ( W ) IN V . 4 9 0 0 . 8 9 ( N ) IN V . 4 9 0 0 . 5 6 ( E ) CR O S S B 5 - 4 ( 1 0 ' ' x 6 ' ' ) ST A 1 0 + 8 9 . 3 7 IN V . 4 9 0 0 . 3 9 ( W ) IN V . 4 9 0 0 . 3 9 ( E ) IN V . 4 9 0 0 . 0 5 ( S ) IN V . 4 9 0 0 . 0 5 ( N ) TE E B 5 - 2 ( 1 0 ' ' x 6 ' ' ) ST A 1 0 + 4 5 . 3 0 IN V . 4 9 0 0 . 1 7 ( S ) IN V . 4 8 9 9 . 8 3 ( E ) IN V . 4 8 9 9 . 8 3 ( W ) 24.25 LF 10" HDPE @ 0.50% 40.50 LF 10" HDPE @ 0.50% 18.80 LF 10" HDPE @ 0.50% 45.86 LF 10" HDPE @ 1.00% 21.96 LF 10" HDPE @ 1.00% 19.35 LF 10" HDPE @ 1.00% H2O S W T T T T T T T T T T H2OGAS G G GGGAS EEE VAULT ELEC 8" W 8" W V.P. ST H2O W W W W W W W W W W W W W W ST ST ST ST ST ST SS SS SS SS SS SS SS SS SS G CT V CTV CTV CTV E E E DD D DD S GAS E ELEC F.O. S T F.O. 18. 1 % 1 7 . 0 % 22 . 0 % G G G G G G G G G G G U D E E E E E E E E E E E EV EX . 1 2 " P V C @ 0 . 3 6 % EX . 1 2 " P V C EX. 48" RCP @ 0.38% MORNINGSIDE VILLAGE CONDOS SUPP 21, 3839 PRECISION DR14A-14E STORM DRAIN B SEE SHEET ST3 CLEANOUT RO2 STA 10+89.53 N: 105890.00 E: 214767.30 39.89 LF 6" HDPE @ 0.20% INLET RO1 STA 10+49.64 N: 105857.82 E: 214790.88 28.83 LF 18" HDPE @ 0.49% EX-INLET RO INV. IN=4894.95 (NW) INV. OUT=4894.95 (S) GRATE ELEV. =4901.01 EXISTING 25.53 LF 24" RCP @ 0.08% STORM DRAIN C SEE SHEET ST5 CONNECT TO EXISTING STUB 4885 4890 4895 4900 4905 4910 4915 4885 4890 4895 4900 4905 4910 4915 9+5010+0011+0011+25 (25.53 LF 24" RCP @ 0.08%) EX - I N L E T R O ST A 1 0 + 2 0 . 8 0 FL . E L 4 9 0 1 . 0 ± IN V . I N 4 8 9 4 . 9 5 ( N W ) IN V . O U T 4 8 9 4 . 9 5 ( S ) (28.83 LF 18" HDPE @ 0.49%) IN L E T R O 1 ST A 1 0 + 4 9 . 6 4 FL . E L 4 8 9 8 . 5 ± IN V . I N 4 8 9 5 . 0 9 ( N W ) IN V . O U T 4 8 9 5 . 0 9 ( S E ) 39.89 LF 6" HDPE @ 0.20% CL E A N O U T R O 2 ST A 1 0 + 8 9 . 5 3 RI M 4 8 9 7 . 5 ± IN V . O U T 4 8 9 5 . 1 7 ( S E ) PROPOSED GROUNDEXISTING GROUND 100-YR HGL PRIVATE KEYMAP Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ST4 PL A N & P R O F I L E ST O R M D R A I N B 5 & R O 19 PROFILE SCALE: STORM DRAIN B5 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 ) 0 1 INCH = 30 FEET 30 30 60 90 ST4 PROFILE SCALE: STORM DRAIN RO ST4 8" SS 6" W EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.SEE INLET AND STRUCTURE SCHEDULE ON SHEET D5 7.ALL STORM DRAINS AND STORM DRAIN INFRASTRUCTURE IS PRIVATELY OWNED UNLESS OTHERWISE NOTED IN THE PROFILE VIEW OF THIS PLAN SET. 8.ROOF LEADER CONNECTION LOCATIONS ARE INDICATED AS "RL". PROPOSED RIGHT OF WAY NOTES: CONTRACTOR TO VERIFY LOCATION AND SIZE PRIOR TO CONSTRUCTION. P: \ 5 1 4 - 0 0 3 \ D w g \ S t r m \ 5 1 4 - 0 0 3 _ S T R M _ B 5 . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 6 : 0 1 P M , 1 : 1 S S S S H2O S W W W W W W T T T T T T T T T T T T T T T T T T T T T T T T T H2OGAS G G GGGAS EEE VAULT ELEC 8" W 8" W 8" W SS SS SS V.P. ST ST ST ST ST ST 15" SS 15" SS 15" SS 15" SS E E E E H2O H2O W W W W W W W W W W W W W W W W W W W W W W W W W W W ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS G CT V CTV CTV CTV E E E D DD D DD H YD S S GAS E ELEC F.O.F.O. BUILDING 5BUILDING 6 18. 1 % 1 7 . 0 % 22 . 0 % G G G G G G G G G G G G G G G G G G G G G G G G U D 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 TFTF E EV E E E E 30 ' FL - F L 16' UTILITY EASEMENT ACCESS EASEMENT 24' EMERGENCY ACCESS EASEMENT EX . 1 2 " P V C @ 0 . 3 6 % EX . 1 2 " P V C EX. 12" DIP @ 0.41% EX. 48" RCP @ 0.53% EX. 48" RCP @ 0.38% EX. 8" PVC WATER EX. 8" PVC WATER 9' UTILITY EASEMENT 9' UTILITY EASEMENT PRECISION DRIVE BR O O K F I E L D D R I V E MORNINGSIDE VILLAGE CONDOS SUPP 24, 3902 PRECISION DR 6A-6E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 25, 4914 BROOKFIELD DR 5A-5E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 21, 3839 PRECISION DR14A-14E FORT COLLINSMORNINGSIDE VILLAGE CONDOS SUPP 22, 3839 PRECISION DR 8A-8E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 10, 3903 PRECISION DR A-E FORT COLLINS VARIOUS OWNERS, 3827 PRECISION DR A-F FORT COLLINS VARIOUS OWNERS, 3815 PRECISION DR A-F FORT COLLINS BASIN C3 STA 11+41.81 N: 105859.78 E: 214608.15 BASIN C1 STA 10+36.72 N: 105857.23 E: 214713.21 FES C STA 10+05.00 N: 105866.93 E: 214743.41 31.72 LF 8" HDPE @ 0.73% 39.77 LF 8" HDPE @ 0.56% STORM DRAIN B SEE SHEET ST3 STORM DRAIN B5 SEE SHEET ST4 STORM DRAIN RO SEE SHEET ST4 TEE C2 (10''x6'') STA 11+02.04 N: 105858.81 E: 214647.91 65.32 LF 8" HDPE @ 0.56% 4.58 LF 6" HDPE @ 8.00% RL C2-1.1 INV. =4898.71 (S) RL C3-1.1 INV. =4898.93 (S) 4.58 LF 6" HDPE @ 8.00% FOREBAY 4885 4890 4895 4900 4905 4910 4915 4885 4890 4895 4900 4905 4910 4915 9+5010+0011+0012+00 FE S C ST A 1 0 + 0 5 . 0 0 FL . E L 4 8 9 8 . 3 ± IN V . I N 4 8 9 7 . 5 8 ( W ) 31.72 LF 8" HDPE @ 0.73% BA S I N C 1 ST A 1 0 + 3 6 . 7 2 RI M 4 9 0 3 . 1 ± IN V . I N 4 8 9 7 . 8 1 ( W ) IN V . O U T 4 8 9 7 . 8 1 ( E ) 39.77 LF 8" HDPE @ 0.56% BA S I N C 3 ST A 1 1 + 4 1 . 8 1 RI M 4 9 0 2 . 9 ± IN V . I N 4 8 9 8 . 5 7 ( N ) IN V . O U T 4 8 9 8 . 4 0 ( E ) EXISTING GROUND PROPOSED GROUND PRIVATE 65.32 LF 8" HDPE @ 0.56% 100-YR HGL TE E C 2 ( 1 0 ' ' x 6 ' ' ) ST A 1 1 + 0 2 . 0 4 IN V . 4 8 9 8 . 3 4 ( N ) IN V . 4 8 9 8 . 1 8 ( W ) IN V . 4 8 9 8 . 1 8 ( E ) Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ST5 PL A N & P R O F I L E ST O R M D R A I N C 20 PROFILE SCALE: STORM DRAIN C 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 ) 0 1 INCH = 30 FEET 30 30 60 90 8" SS 6" W EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.SEE INLET AND STRUCTURE SCHEDULE ON SHEET D5 7.ALL STORM DRAINS AND STORM DRAIN INFRASTRUCTURE IS PRIVATELY OWNED UNLESS OTHERWISE NOTED IN THE PROFILE VIEW OF THIS PLAN SET. 8.ROOF LEADER CONNECTION LOCATIONS ARE INDICATED AS "RL". PROPOSED RIGHT OF WAY NOTES: KEYMAP ST5 P: \ 5 1 4 - 0 0 3 \ D w g \ S t r m \ 5 1 4 - 0 0 3 _ S T R M _ C . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 6 : 4 8 P M , 1 : 1 S S E E E E E E E E E E E W W W W W W W W W W W W ST ST ST ST ST ST ST ST ST ST ST ST SS SS SS SS SS SS SS SS SS SS SS SS D D H Y D S GAS TF TF TF G G G G G G G G G G G G G G G GG G G G G G W E E E E E E E E E E E E E E E E E E E E TF TF TF TF W 8" SS 8" SS 8" SS 8" S S 8" S S 8" S S 8" S S E E E E E E E G G G G G G G G G EEE E E EEEE W W E E E E E E E EEEE E E E E E E E E E W UD UDMONITORIN G W E L L TRAFFIC R A T E D W W E E E E E E E 24' EMERGENCY ACCESS EASEMENT 24' EMERGENCY ACCESS AND UTILITY EASEMENT 10' UTILITY EASEMENT 30' UTILITY AND DRAINAGE EASEMENT 10' UE 10' UE 24' EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT 24 MC-7200 STORMTECH CHAMBERS EX . 1 2 " P V C @ 0 . 6 7 % EX . 2 1 5 . 3 L F 2 4 " R C P @ 0 . 5 0 % EX . 1 2 " P V C W A T E R 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 9' UTILITY EASEMENT 9' U T I L I T Y E A S E M E N T 62.01 LF 30" HDPE @ 1.51% 55.65 LF 24" HDPE @ 1.00% 36.39 LF 30" HDPE @ 1.51% 100.85 LF 24" HDPE @ 1.22% 59.53 LF 24" HDPE @ 0.50% 62.00 LF 18" HDPE @ 0.50% 46.62 LF 12" HDPE @ 0.50% 41.00 LF 8" HDPE @ 3.80% 41.46 LF 8" HDPE @ 1.91% 38.13 LF 8" HDPE @ 0.50% 41.00 LF 8" HDPE @ 0.41% 45.71 LF 8" HDPE @ 4.00% 45.39 LF 30" HDPE @ 1.51% 32.75 LF 8" HDPE @ 2.31% 39.77 LF 8" HDPE @ 3.00% 44.38 LF 8" HDPE @ 3.00% STORM DRAIN D1 SEE SHEET ST7 STORM DRAIN E SEE SHEET ST9 STORM DRAIN D4 SEE SHEET ST8 STORM DRAIN A SEE SHEET ST1 24.04 LF 30" HDPE @ 1.51% 115.14 LF 30" HDPE @ 1.00% BASIN D4 STA 13+83.81 N: 106284.01 E: 214311.77 90° BEND D2-1 (8''x8'') INV. =4899.22 (S) TEE D2-3 (8''x8'') INV. =4900.51 (W) INLET D3 STA 12+82.97 N: 106283.11 E: 214412.62 90° BEND D2-4 (8''x8'') INV. =4901.84 (W) INLET D6 STA 14+98.99 N: 106168.88 E: 214314.88 INLET D7 STA 15+60.99 N: 106170.54 E: 214376.85 TEE D5 (24''x8'') STA 14+39.46 N: 106228.39 E: 214313.27 INLET D5-1 INV. IN=4904.18 (W) INV. OUT=4904.01 (E) GRATE ELEV. =4907.63 INLET D8 STA 16+07.61 N: 106171.80 E: 214423.46 INLET A8 STA 10+00.00 N: 106280.56 E: 214695.57 INLET D3-1 STA 12+72.79 N: 106238.46 E: 214422.39 TEE D2 (30''x8'') STA 10+98.39 N: 106281.45 E: 214597.18 INLET D6(S)-2 INV. OUT=4903.10 (E) GRATE ELEV. =4906.67 TEE D1 (30''x24'') STA 10+62.01 N: 106281.12 E: 214633.57 90° BEND D6(S)-1 (8''x8'') STA 14+98.99 N: 106130.77 E: 214315.90 TEE D2.1 (30''x8'') STA 11+43.79 N: 106281.86 E: 214551.79 TEE D2.2 (30''x8'') STA 11+67.83 N: 106282.07 E: 214527.75 40.01 LF 8" HDPE @ 7.70% INLET D2.1-2 INV. OUT=4902.23 (S) GRATE ELEV. =4905.81 45.97 LF 8" HDPE @ 6.40% INLET D2-2.1 INV. IN=4899.84 (N) INV. OUT=4899.68 (S) GRATE ELEV. =4905.10 7.25 LF 8" HDPE @ 5.00% INLET D2-3.1 INV. IN=4901.04 (N) INV. OUT=4900.87 (S) GRATE ELEV. =4905.10 7.25 LF 8" HDPE @ 5.00% 7.25 LF 8" HDPE @ 3.00% INLET D2-5 INV. OUT=4902.06 (S) GRATE ELEV. =4905.68 INLET D2.2-2 INV. OUT=4902.45 (S) GRATE ELEV. =4906.13 10' UTILITY EASEMENT 4.5' UTILITY EASEMENT 8' UTILITY EASEMENT 3' UTILITY EASEMENT 13' UTILITY EASEMENT 3.84 LF 8" HDPE @ 3.00% RL D2-3.2 INV. =4901.49 (S) 5.64 LF 6" HDPE @ 8.00% 5.65 LF 6" HDPE @ 8.00% 9.15 LF 6" HDPE @ 8.00% 13.81 LF 6" HDPE @ 8.00% RL D6(W)-1.1 INV. =4904.44 (E) RL D6(W)-1.2 INV. =4904.81 (SE) 8.09 LF 6" HDPE @ 8.00% RL D5-1.1 INV. =4904.82 (E) INLET D6(W)-1 INV. IN=4903.70 (NW) INV. IN=4903.70 (W) INV. OUT=4903.54 (E) GRATE ELEV. =4907.23 RL D2-2.2 INV. =4900.30 (S) TEE D2-2 (8''x8'') INV. =4899.31 (W) STORM DRAIN A SEE SHEET ST1 24' EMERGENCY ACCESS AND UTILITY EASEMENT 4885 4890 4895 4900 4905 4910 4915 4920 4925 9+5010+0011+0012+0013+0014+0015+0016+00 PRIVATE TE E D 1 ( 3 0 ' ' x 2 4 ' ' ) ST A 1 0 + 6 2 . 0 1 IN V . 4 8 9 6 . 0 8 ( W ) IN V . 4 8 9 6 . 5 8 ( S ) IN V . 4 8 9 6 . 0 8 ( E ) 36.39 LF 30" HDPE @ 1.51% TE E D 2 ( 3 0 ' ' x 8 ' ' ) ST A 1 0 + 9 8 . 3 9 IN V . 4 8 9 6 . 6 3 ( W ) IN V . 4 8 9 8 . 4 6 ( N ) IN V . 4 8 9 6 . 6 3 ( E ) 45.39 LF 30" HDPE @ 1.51% IN L E T D 3 ST A 1 2 + 8 2 . 9 7 FL . E L 4 9 0 6 . 3 ± IN V . I N 4 8 9 9 . 3 3 ( W ) IN V . I N 4 9 0 0 . 6 6 ( S ) IN V . O U T 4 8 9 8 . 8 3 ( E ) 100.85 LF 24" HDPE @ 1.22% BA S I N D 4 ST A 1 3 + 8 3 . 8 1 RI M 4 9 0 6 . 9 ± IN V . I N 4 9 0 0 . 5 6 ( S ) IN V . I N 4 9 0 1 . 7 3 ( W ) IN V . O U T 4 9 0 0 . 5 6 ( E ) 55.65 LF 24" HDPE @ 1.00%59.53 LF 24" HDPE @ 0.50% TE E D 5 ( 2 4 ' ' x 8 ' ' ) ST A 1 4 + 3 9 . 4 6 IN V . 4 9 0 1 . 1 2 ( S ) IN V . 4 9 0 2 . 4 5 ( W ) IN V . 4 9 0 1 . 1 2 ( N ) IN L E T D 6 ST A 1 4 + 9 8 . 9 9 FL . E L 4 9 0 6 . 5 ± IN V . I N 4 9 0 1 . 9 1 ( E ) IN V . I N 4 9 0 2 . 7 5 ( W ) IN V . I N 4 9 0 2 . 7 5 ( S ) IN V . O U T 4 9 0 1 . 4 1 ( N ) 62.00 LF 18" HDPE @ 0.50% IN L E T D 7 ST A 1 5 + 6 0 . 9 9 FL . E L 4 9 0 5 . 4 ± IN V . I N 4 9 0 2 . 7 2 ( E ) IN V . O U T 4 9 0 2 . 2 2 ( W ) IN L E T A 8 ST A 1 0 + 0 0 . 0 0 FL . E L 4 9 0 4 . 6 ± IN V . I N 4 8 9 5 . 1 4 ( W ) IN V . I N 4 8 9 5 . 6 4 ( S ) IN V . I N 4 8 9 6 . 8 1 ( E ) IN V . O U T 4 8 9 4 . 6 4 ( N ) 62.01 LF 30" HDPE @ 1.51% EXISTING GROUND PROPOSED GROUND IN L E T D 8 ST A 1 6 + 0 7 . 6 1 FL . E L 4 9 0 6 . 2 ± IN V . O U T 4 9 0 2 . 9 6 ( W ) 115.14 LF 30" HDPE @ 1.00% 24.04 LF 30" HDPE @ 1.51% TE E D 2 . 1 ( 3 0 ' ' x 8 ' ' ) ST A 1 1 + 4 3 . 7 9 IN V . 4 8 9 7 . 3 2 ( W ) IN V . 4 8 9 9 . 1 5 ( N ) IN V . 4 8 9 7 . 3 2 ( E ) TE E D 2 . 2 ( 3 0 ' ' x 8 ' ' ) ST A 1 1 + 6 7 . 8 3 IN V . 4 8 9 7 . 6 8 ( W ) IN V . 4 8 9 9 . 5 1 ( N ) IN V . 4 8 9 7 . 6 8 ( E ) 100-YR HGL 46.62 LF 12" HDPE @ 0.50% 2" WATERLINE STA.=11+79.89 INV.=4902.21 8" PVC STA.=13+26.78 INV.=4897.49 8" PVC STA.=15+55.99 INV.=4899.75 20.4"19.1" 18.3" Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ST6 PL A N & P R O F I L E ST O R M D R A I N D 21 PROFILE SCALE: STORM DRAIN D 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 ) 0 1 INCH = 30 FEET 30 30 60 90 8" SS 6" W EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.SEE INLET AND STRUCTURE SCHEDULE ON SHEET D5 7.ALL STORM DRAINS AND STORM DRAIN INFRASTRUCTURE IS PRIVATELY OWNED UNLESS OTHERWISE NOTED IN THE PROFILE VIEW OF THIS PLAN SET. 8.ROOF LEADER CONNECTION LOCATIONS ARE INDICATED AS "RL". PROPOSED RIGHT OF WAY NOTES: KEYMAP ST6 P: \ 5 1 4 - 0 0 3 \ D w g \ S t r m \ 5 1 4 - 0 0 3 _ S T R M _ D . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 7 : 2 4 P M , 1 : 1 TF G G G G G G G G G G S E E E E E E E E E E E TF TF TF 8" SS 8" SS 8" SS 8" S S 8" S S 8" S S S S S S G G G EEEE W F FW E E E E E E E EEEE E E E E E E E E E UD UDMONITORIN G W E L L TRAFFIC R A T E D W S W W W W W W W W W W W SS SS SS SS SS SS SS SS SS H YD S S 53' R.O.W 30' FL-FL 53' R.O.W 30' FL-FL 24' EMERGENCY ACCESS EASEMENT 24' EMERGENCY ACCESS AND UTILITY EASEMENT 24' EMERGENCY ACCESS EASEMENT 30' DRAINAGE AND UTILITY EASEMENT 10' UTILITY EASEMENT DRAINAGE EASEMENT 24 MC-7200 STORMTECH CHAMBERS EX. 6" PVC EX . 1 2 " P V C @ 0 . 4 0 % EX . 8 " P V C W A T E R 9' U T I L I T Y E A S E M E N T BR O O K F I E L D D R I V E TEE D1 (30''x24'') STA 10+00.00 N: 106281.12 E: 214633.57 11 0 . 9 8 L F 2 4 " H D P E @ 2 . 1 5 % INLET D1-1 STA 11+10.98 N: 106170.17 E: 214630.88 BASIN D1-2 (10'') STA 11+77.74 N: 106103.43 E: 214629.25 82.66 LF 8" HDPE @ 1.41% INLET D1-4 STA 13+80.26 N: 106108.13 E: 214426.79 STORM DRAIN E SEE SHEET ST9 STORM DRAIN A SEE SHEET ST1 STORM DRAIN D SEE SHEET ST6 8' UTILITY EASEMENT 3' UTILITY EASEMENT 10' UTILITY EASEMENT 66 . 7 6 L F 8 " H D P E @ 1 . 0 0 % INLET D1-3 STA 12+60.41 N: 106105.36 E: 214546.61 119.86 LF 8" HDPE @ 1.08% STORM DRAIN P & POOL PLAN SEE SHEET P1 4885 4890 4895 4900 4905 4910 4915 4920 4885 4890 4895 4900 4905 4910 4915 4920 9+5010+0011+0012+0013+0014+00 TE E D 1 ( 3 0 ' ' x 2 4 ' ' ) ST A 1 0 + 0 0 . 0 0 IN V . 4 8 9 6 . 0 8 ( W ) IN V . 4 8 9 6 . 5 8 ( S ) IN V . 4 8 9 6 . 0 8 ( E ) 110.98 LF 24" HDPE @ 2.15% IN L E T D 1 - 1 ST A 1 1 + 1 0 . 9 8 FL . E L 4 9 0 3 . 1 ± IN V . I N 4 9 0 0 . 3 0 ( S ) IN V . I N 4 9 0 0 . 3 0 ( W ) IN V . O U T 4 8 9 8 . 9 6 ( N ) 66.76 LF 8" HDPE @ 1.00% BA S I N D 1 - 2 ( 1 0 ' ' ) ST A 1 1 + 7 7 . 7 4 RI M 4 9 0 3 . 5 ± IN V . I N 4 9 0 0 . 9 6 ( W ) IN V . O U T 4 9 0 0 . 9 6 ( N ) 82.66 LF 8" HDPE @ 1.41% IN L E T D 1 - 4 ST A 1 3 + 8 0 . 2 6 FL . E L 4 9 0 6 . 4 ± IN V . O U T 4 9 0 3 . 6 3 ( E ) EXISTING GROUND PROPOSED GROUND 100-YR HGL PRIVATE IN L E T D 1 - 3 ST A 1 2 + 6 0 . 4 1 FL . E L 4 9 0 6 . 0 ± IN V . I N 4 9 0 2 . 3 3 ( W ) IN V . O U T 4 9 0 2 . 1 3 ( E ) 119.86 LF 8" HDPE @ 1. 0 8 % Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ST7 PL A N & P R O F I L E ST O R M D R A I N D 1 22 PROFILE SCALE: STORM DRAIN D1 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 ) 0 1 INCH = 30 FEET 30 30 60 90 8" SS 6" W EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.SEE INLET AND STRUCTURE SCHEDULE ON SHEET D5 7.ALL STORM DRAINS AND STORM DRAIN INFRASTRUCTURE IS PRIVATELY OWNED UNLESS OTHERWISE NOTED IN THE PROFILE VIEW OF THIS PLAN SET. 8.ROOF LEADER CONNECTION LOCATIONS ARE INDICATED AS "RL". PROPOSED RIGHT OF WAY NOTES: KEYMAP ST7 P: \ 5 1 4 - 0 0 3 \ D w g \ S t r m \ 5 1 4 - 0 0 3 _ S T R M _ D 1 _ D 4 . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 8 : 0 4 P M , 1 : 1 4890 4895 4900 4905 4910 4915 4920 4890 4895 4900 4905 4910 4915 4920 9+5010+0011+0011+75 BA S I N D 4 ST A 1 0 + 0 0 . 0 0 RI M 4 9 0 6 . 9 ± IN V . I N 4 9 0 0 . 5 6 ( S ) IN V . I N 4 9 0 1 . 7 3 ( W ) IN V . O U T 4 9 0 0 . 5 6 ( E ) 14.55 LF 10" HDPE @ 3.00% TE E D 4 - 2 ( 1 0 ' ' x 8 ' ' ) ST A 1 0 + 5 4 . 4 0 IN V . 4 9 0 3 . 3 6 ( W ) IN V . 4 9 0 3 . 5 2 ( N ) IN V . 4 9 0 3 . 3 6 ( E ) 41.78 LF 10" HDPE @ 3.00% TE E D 4 - 3 ( 1 0 ' ' x 8 ' ' ) ST A 1 0 + 9 6 . 1 9 IN V . 4 9 0 4 . 6 1 ( N ) IN V . 4 9 0 4 . 9 4 ( W ) IN V . 4 9 0 4 . 6 1 ( E ) IN L E T D 4 - 3 ST A 1 1 + 3 6 . 1 8 FL . E L 4 9 0 8 . 0 ± IN V . O U T 4 9 0 5 . 8 1 ( S ) EXISTING GROUND PROPOSED GROUND PRIVATE TE E D 4 - 1 ( 1 0 ' ' x 8 ' ' ) ST A 1 0 + 1 4 . 5 5 IN V . 4 9 0 2 . 1 6 ( W ) IN V . 4 9 0 2 . 3 3 ( N ) IN V . 4 9 0 2 . 1 6 ( E ) 39.86 LF 10" HDPE @ 3.00% 100-YR HGL 39.99 LF 10" HDPE @ 3.00% TF G G GGGGGGGGGGGG G G G G G G S EEEEEEEEEEEE E E E E E E E E E TF W 8" SS 8" SS 8" SS 8" S S 8" S S 8" S S 8" S S 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS 8" SS S S S EEE E E E ELEC E W E E E E E F S W W W 12 " W S F FD C E E E E E E E E W W W W W W W W W W W WWWWWWWWWWWWWW ST ST ST ST ST ST ST ST ST ST ST ST SS SS SS SS SS SS SS SS SS SS D H YD S S 36' - 10' UE 10' UEEX . 1 2 " P V C @ 0 . 6 7 % EX . 2 1 5 . 3 L F 2 4 " R C P @ 0 . 5 0 % EX . 1 2 " P V C W A T E R 9' U T I L I T Y E A S E M E N T 9' UTILITY EASEMENT CI N Q U E F O I L L A N E BS P V I B E L L C , 37 0 1 L E F E V E R D R , FO R T C O L L I N S BASIN D4 STA 10+00.00 N: 106284.01 E: 214311.77 14.55 LF 10" HDPE @ 3.00% 40.00 LF 8" HDPE @ 2.50% TEE D4-2 (10''x8'') STA 10+54.40 N: 106284.50 E: 214257.37 41.78 LF 10" HDPE @ 3.00% TEE D4-3 (10''x8'') STA 10+96.19 N: 106284.88 E: 214215.59 39.99 LF 10" HDPE @ 3.00% INLET D4-3 STA 11+36.18 N: 106324.87 E: 214215.95 INLET D4-2.1 INV. IN=4904.69 (N) INV. OUT=4904.52 (S) GRATE ELEV. =4908.15 INLET D4-1.1 INV. IN=4905.18 (N) INV. OUT=4905.01 (S) GRATE ELEV. =4907.94 40.00 LF 8" HDPE @ 6.70% STORM DRAIN D SEE SHEET ST6 STORM DRAIN D SEE SHEET ST6 8' UTILITY EASEMENT 39.86 LF 10" HDPE @ 3.00% 4.43 LF 6" HDPE @ 3.00% 41 . 5 8 L F 6 " H D P E @ 3 . 0 0 % RL D4-4.1 INV. =4906.32 (N) 90° BEND D4-5 (6''x6'') INV. =4905.08 (E) TEE D4-1 (10''x8'') STA 10+14.55 N: 106284.14 E: 214297.23 5.64 LF 6" HDPE @ 8.00% RL D4-2.2 INV. =4905.14 (S) 5.65 LF 6" HDPE @ 8.00% RL D4-1.2 INV. =4905.63 (S) LE FEVER DRIVE 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 ) 0 1 INCH = 30 FEET 30 30 60 90 8" SS 6" W EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.SEE INLET AND STRUCTURE SCHEDULE ON SHEET D5 7.ALL STORM DRAINS AND STORM DRAIN INFRASTRUCTURE IS PRIVATELY OWNED UNLESS OTHERWISE NOTED IN THE PROFILE VIEW OF THIS PLAN SET. 8.ROOF LEADER CONNECTION LOCATIONS ARE INDICATED AS "RL". PROPOSED RIGHT OF WAY NOTES: KEYMAP ST8 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ST8 PL A N & P R O F I L E ST O R M D R A I N D 4 23 PROFILE SCALE: STORM DRAIN D4 P: \ 5 1 4 - 0 0 3 \ D w g \ S t r m \ 5 1 4 - 0 0 3 _ S T R M _ D 1 _ D 4 . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 8 : 3 4 P M , 1 : 1 TF G G G G G G G G G G GGGGG S E E E E E E E E E E E TF TF S W F FW E E E E E E E E E E E E E E W UD UDMONITOR I N G W E L L TRAFFIC RA T E D F W W W W W W W W W W SS SS SS SS SS SS SS SS SS G H YD S S S S H2O H2O BUILDING 2 BU I L D I N G 4 BU I L D I N G 3 53' R.O.W 30' FL-FL 53' R.O.W 30' FL-FL 24' EMERGENCY ACCESS EASEMENT 30' DRAINAGE AND UTILITY EASEMENT DRAINAGE EASEMENT EX. 6" PVC EX . 1 2 " P V C @ 0 . 4 0 % EX . 8 " D I P W A T E R 9' UTILITY EASEMENT 9' U T I L I T Y E A S E M E N T BR O O K F I E L D D R I V E INLET E4 STA 12+01.71 N: 106118.90 E: 214732.6641.00 LF 8" HDPE @ 2.65% 90° BEND E3 (24''x8'') STA 11+60.71 N: 106119.90 E: 214691.67 48.85 LF 15" HDPE @ 0.65% INLET E2 STA 11+11.87 N: 106168.73 E: 214692.86 INLET E2-1 INV. IN=4901.83 (E) INV. OUT=4901.66 (W) GRATE ELEV. =4902.92 41.00 LF 8" HDPE @ 6.15% 73.39 LF 24" HDPE @ 1.90% BASIN E1 STA 10+38.48 N: 106242.10 E: 214694.64 38.48 LF 24" HDPE @ 2.00% INLET A8 STA 10+00.00 N: 106280.56 E: 214695.57 STORM DRAIN A SEE SHEET ST1 STORM DRAIN D1 SEE SHEET ST7 24 MC-7200 STORMTECH CHAMBERS 41.00 LF 10" HDPE @ 3.22% 36.62 LF 10" HDPE @ 5.21% INLET F1 INV. IN=4898.13 (N) INV. OUT=4898.13 (W) GRATE ELEV. =4905.06 INLET F3 INV. IN=4900.72 (N) INV. OUT=4900.55 (S) GRATE ELEV. =4904.86 5.22 LF 8" HDPE @ 4.81% INLET F5 INV. IN=4902.55 (N) INV. OUT=4902.39 (S) GRATE ELEV. =4905.80 10' UTILITY EASEMENT RL F5-5.1 INV. =4903.62 (W) 8.13 LF 6" HDPE @ 8.00% 90° BEND F5 (6''x6'') INV. =4903.59 (S) 21.55 LF 6" HDPE @ 4.81% 29.48 LF 8" HDPE @ 4.81% 9.15 LF 6" HDPE @ 8.00% RL F4-4.1 INV. =4901.87 (W) 9.78 LF 10" HDPE @ 5.21% TEE F2 (10''x6'') INV. =4900.04 (S) 9.15 LF 6" HDPE @ 8.00% RL F2-2.1 INV. =4901.11 (W) TEE F4 (8''x6'') INV. =4900.97 (S) RL E2-1.1 INV. =4902.58 (W) 9.41 LF 6" HDPE @ 8.00% 4890 4895 4900 4905 4910 4915 4920 4925 4890 4895 4900 4905 4910 4915 4920 4925 9+50 10+00 11+00 12+00 12+50 PRIVATE BA S I N E 1 ST A 1 0 + 3 8 . 4 8 RI M 4 9 0 4 . 5 ± IN V . I N 4 8 9 6 . 4 2 ( S ) IN V . I N 4 8 9 7 . 5 8 ( E ) IN V . O U T 4 8 9 6 . 4 1 ( N ) IN L E T E 2 ST A 1 1 + 1 1 . 8 7 FL . E L 4 9 0 2 . 8 ± IN V . I N 4 8 9 8 . 5 6 ( S ) IN V . I N 4 8 9 9 . 1 4 ( E ) IN V . O U T 4 8 9 7 . 8 1 ( N ) 90 ° B E N D E 3 ( 2 4 ' ' x 8 ' ' ) ST A 1 1 + 6 0 . 7 1 IN V . 4 8 9 9 . 4 6 ( E ) IN V . 4 8 9 8 . 8 7 ( N ) IN L E T E 4 ST A 1 2 + 0 1 . 7 1 FL . E L 4 9 0 3 . 2 ± IN V . O U T 4 9 0 0 . 5 4 ( W ) IN L E T A 8 ST A 1 0 + 0 0 . 0 0 FL . E L 4 9 0 4 . 6 ± IN V . I N 4 8 9 5 . 1 4 ( W ) IN V . I N 4 8 9 5 . 6 4 ( S ) IN V . I N 4 8 9 6 . 8 1 ( E ) IN V . O U T 4 8 9 4 . 6 4 ( N ) EXISTING GROUND PROPOSED GROUND 100-YR HGL 38.48 LF 24" HDPE @ 2.00% 41.00 LF 8" HDPE @ 2.65% 73.39 LF 24" HDPE @ 1.90% 48.85 LF 15" HDPE @ 0.65% TF G G G G G G G G G G GGGGGGGGG S E E E E E E E E E E E TF S W F FW E E E E E E E E E E E E E W UD UDMONITORI N G W E L L TRAFFIC R A T E D F W W W W W W W W W W SS SS SS SS SS SS SS SS SS G H YD S S S H2O H2O BUILDING 2 BU I L D I N G 4 BU I L D I N G 3 30' DRAINAGE AND UTILITY EASEMENT DRAINAGE EASEMENT 9' U T I L I T Y E A S E M E N T BR O O K F I E L D D R I V E BASIN E1 STA 10+00.00 N: 106242.10 E: 214694.64 101.10 LF 10" HDPE @ 2.03%INLET E1-2 STA 11+09.35 N: 106239.44 E: 214803.95 12.57 LF 10" HDPE @ 3.42% BASIN E1-3 STA 11+21.92 N: 106239.14 E: 214816.52 29.63 LF 8" PVC @ 2.01% 75 . 5 8 L F 8 " P V C @ 1 . 0 0 % BASIN E1(N)-4 INV. IN=4903.50 (W) INV. OUT=4903.34 (S) GRATE ELEV. =4905.35 STORM DRAIN A SEE SHEET ST1 STORM DRAIN D1 SEE SHEET ST7 24 MC-7200 STORMTECH CHAMBERS 8.24 LF 10" HDPE @ 3.42% CROSS E1-1 (10''x6'') STA 11+01.10 N: 106239.64 E: 214795.71 RL E1(N)-4.1 INV. =4903.86 (E) 4.44 LF 6" HDPE @ 8.00% 49.40 LF 8" HDPE @ 2.01% TEE E1(N)-3 (8''x6'') INV. =4902.34 (S) RL E1(N)-3.1 INV. =4902.96 (E) 5.59 LF 6" HDPE @ 8.00% 15.00 LF 8" HDPE @ 2.01% TEE E1(N)-2 (8''x6'') INV. =4902.04 (S) 5.53 LF 6" HDPE @ 8.00% RL E1(N)-2.1 INV. =4902.65 (E) 46.54 LF 8" HDPE @ 2.01% TEE E1(N)-1 (8''x6'') INV. =4901.11 (S) 4.44 LF 6" HDPE @ 8.00% RL E1(N)-1.1 INV. =4901.63 (E) BASIN E1(S)-1 INV. =4901.27 (N) 5.52 LF 6" HDPE @ 8.00% RL E1(S)-1.1 INV. =4901.88 (E) RL E1-1.2 INV. =4900.93 (S) 19.17 LF 6" HDPE @ 5.00% 9.96 LF 6" HDPE @ 5.00% RL E1-1.1 INV. =4900.47 (N) 4885 4890 4895 4900 4905 4910 4915 4920 4885 4890 4895 4900 4905 4910 4915 4920 9+50 10+00 11+00 11+50 PRIVATE BA S I N E 1 ST A 1 0 + 3 8 . 4 8 RI M 4 9 0 4 . 5 ± IN V . I N 4 8 9 6 . 4 2 ( S ) IN V . I N 4 8 9 7 . 5 8 ( E ) IN V . O U T 4 8 9 6 . 4 1 ( N ) IN L E T E 1 - 2 ST A 1 1 + 0 9 . 3 5 FL . E L 4 9 0 3 . 7 ± IN V . I N 4 8 9 9 . 9 2 ( E ) IN V . O U T 4 8 9 9 . 9 2 ( W ) BA S I N E 1 - 3 ST A 1 1 + 2 1 . 9 2 RI M 4 9 0 3 . 9 ± IN V . I N 4 9 0 0 . 5 1 ( N ) IN V . I N 4 9 0 0 . 5 1 ( S ) IN V . O U T 4 9 0 0 . 3 5 ( W ) EXISTING GROUND PROPOSED GROUND 100-YR HGL 101.10 LF 10" HDPE @ 2.03%12.57 LF 10" HDPE @ 3.42% CR O S S E 1 - 1 ( 1 0 ' ' x 6 ' ' ) ST A 1 1 + 0 1 . 1 0 IN V . 4 8 9 9 . 6 3 ( E ) IN V . 4 8 9 9 . 9 7 ( N ) IN V . 4 8 9 9 . 9 7 ( S ) IN V . 4 8 9 9 . 6 3 ( W ) 8.24 LF 10" HDPE @ 3.42% Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ST9 PL A N & P R O F I L E ST O R M D R A I N E & E 1 24 PROFILE SCALE: STORM DRAIN E NORTH ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 KEYMAP ST9 PROFILE SCALE: STORM DRAIN E1 8" SS 6" W EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: 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.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). 5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES, ETC.). 6.SEE INLET AND STRUCTURE SCHEDULE ON SHEET D5 7.ALL STORM DRAINS AND STORM DRAIN INFRASTRUCTURE IS PRIVATELY OWNED UNLESS OTHERWISE NOTED IN THE PROFILE VIEW OF THIS PLAN SET. 8.ROOF LEADER CONNECTION LOCATIONS ARE INDICATED AS "RL". PROPOSED RIGHT OF WAY NOTES: 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 P: \ 5 1 4 - 0 0 3 \ D w g \ S t r m \ 5 1 4 - 0 0 3 _ S T R M _ E _ E 1 . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 9 : 2 4 P M , 1 : 1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D1 SA N I T A R Y S E W E R D E T A I L S 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 4" TYP 1' M I N . BE D D I N G Z O N E 1 4th O . D . / 4 " M I N . TRENCH BACKFILL BEDDING ZONE (SEE ABOVE) RO W RO W RO W RO W RO W RO W RO W RO W P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - S S W R . d w g , 7 / 1 1 / 2 0 2 3 1 2 : 5 9 : 5 9 P M , 1 : 1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D2 WA T E R L I N E D E T A I L S 26 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 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 APPROVED: DRAWN BY:DETAILS CONSTRUCTION DATE REVISED: DETAILWATER STANDARD SETTING FOR 1-1/2" AND 2" WATER METERS 4/20/2022 SAA W-16A 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) 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 P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - W T R . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 0 4 P M , 1 : 1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D3 DR A I N A G E D E T A I L S 27 P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - S T R M . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 0 7 P M , 1 : 1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D4 DR A I N A G E D E T A I L S 28 401 RAIN GARDEN REV A7003-110-111DWG NO.1 OF 1SHEET1:30SCALEDWG SIZE A NYLOPLAST INLINE DRAIN W/ DOME GRATE CONNECTING TO LARGE DIAMETER MAINLINE PIPE USING INSERTA-TEE TITLE PROJECT NO./NAME MATERIAL DATE APPD BY 11-15-16DATE NMHDRAWN BYTHIS 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. 11-15-16 NMH 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com ©2007 NYLOPLAST MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION INVERT ACCORDING TO PLANS/TAKE OFF (3) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 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 (CORRUGATED HDPE SHOWN) (B) INTEGRATED DUCTILE IRON DOME GRATE SIZED TO FIT NYLOPLAST INLINE DRAINS VARIOUS INSERTA-TEE SIZES AND ADAPTER TYPES AVAILABLE (ADS N-12 ADAPTER SHOWN) LARGE DIAMETER MAINLINE PIPE (48" ADS N-12 SHOWN) 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. 1 - DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05, WITH THE EXCEPTION OF THE BRONZE GRATE. 2 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER. 3 - DIMENSIONS ARE FOR REFERENCE ONLY. ACTUAL DIMENSIONS MAY VARY. 4 - DIMENSIONS ARE IN INCHES 5 - SEE DRAWING NO. 7001-110-275 FOR ADS N-12 & HANCOR DUAL WALL BELL INFORMATION & DRAWING NO. 7001-110-364 FOR N-12 HP BELL INFORMATION. NYLOPLAST INLINE DRAIN WITH DOME GRATE CONNECTING TO LARGE DIAMETER MAINLINE PIPE USING INSERTA-TEE REV F7001-110-111DWG NO.1 OF 1SHEET1:25SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN & INLINE DRAIN NON TRAFFIC INSTALLATION TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 9-30-99DATE CJADRAWN BYTHIS 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. 03-11-16 NMH DRAIN BASIN INLINE DRAIN 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. NON TRAFFIC INSTALLATION TOP SOIL GRATE/COVER TOP SOIL GRATE/COVER ©2011 NYLOPLAST 4" MIN ON 8" - 24" 6" MIN ON 30" & 36" 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. 403 NYLOPLAST INSERTA-TEE DETAILS 402 BIOMEDIA SAND MEDIA 404 DRAIN BASIN & INLINE DRAIN NON-TRAFFIC INSTALL 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" MAX1 MAXIMUM ALLOWABLE PONDING DEPTH IS 12" FROM THE TOP OF THE MULCH 4 MAX PONDING DEPTH MUST NOT EXCEED FLOWLINE ELEVATION OF ADJACENT GUTTER8" 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" MIN 4" 12" MAX 30" MIN 36" MIN BASIN WIDTH COVER PLATE 8" SIDEWALK CHASE 18" MIN 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. 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" MIN 8" MIN 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"-12" 4" MIN DEPTH OF DIAPHRAGM AGGREGATE 8" MIN DEPTH OF RESERVOIR AGGREGATE 8" MIN 4" MIN DIAMETER PERFORATED PVC UNDERDRAIN 2" MIN 30" MIN 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 DETAILS CONSTRUCTION DETAILSTORMWATER BIORETENTION D-53 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. 403 RAIN GARDEN CLEANOUT P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - S T R M . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 1 3 P M , 1 : 1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D5 DR A I N A G E D E T A I L S 29 501 DRAIN BASIN WITH DOME GRATE QUICK SPEC INSTALL DETAIL 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 REV C0110-110-013DWG NO.1 OF 1SHEET1:25SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN WITH INSERTA TEE QUICK SPEC INSTALLATION DETAIL TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 6-3-11DATE EBCDRAWN BY 03-15-16 NMH 5 ADAPTER ANGLES VARIABLE 0° - 360° ACCORDING TO PLANS NYLOPLAST DRAIN BASIN WITH INSERTA TEE 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. 1 - INSERTA TEE ADAPTERS AVAILABLE FOR ALL 8" - 30" STRUCTURE OPTIONS (CUSTOM BASIN, ROAD & HIGHWAY, & CURB INLET) 2 - FRAMES, GRATES, COVERS, HOODS, & BASE PLATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05, WITH THE EXCEPTION OF THE BRONZE GRATES 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) & PVC SEWER 5 - ADD-A-BRANCH ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADD-A-BRANCH ADAPTERS SEE DRAWING NO. 0110-110-012 4 WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) 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. INSERTA TEE GASKET WATER TIGHT JOINT 2 INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. 4 VARIOUS TYPES OF INLET & OUTLET INSERTA TEE ADAPTERS AVAILABLE: 4" - 18" 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 ©2011 NYLOPLAST REV F7001-110-188DWG NO.1 OF 1SHEET1:30SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN, INLINE DRAIN, & ROAD & HIGHWAY ( H-20 TRAFFIC LOAD) ASPHALT INSTALLATION DETAIL TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 4-4-06DATE EBCDRAWN BY 06-12-18 NMH 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.©2011 NYLOPLAST DRAIN BASIN INLINE DRAIN ASPHALT INSTALLATION 1 - 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. 2 - 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. 3 - 36" DRAIN BASIN REQUIRES 36"X30" REDUCING CONE. REDUCING CONE REQUIRES MINIMUM 2.25FT FROM GRADE TO TOP OF PIPE. 4" MIN ON 12" - 24" 6" MIN ON 30" & 36" ROAD & HIGHWAY ASPHALT ABOVE CONCRETE SLAB 18" MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE 502 48'' DRAIN BASIN FOR STMH A6 AND STMH A7 504 DRAIN BASIN, INLINE DRAIN, & ROAD & HIGHWAY (H-20 LOAD) ASPHALT INSTALL503DRAIN BASIN WITH INSERTA TEE QUICK SPEC INSTALL DETAIL 505 STRUCTURE & INLET SCHEDULE STRUCTURE ID STRUCTURE TYPE STRUCTURE SIZE FES A RCP FES 36" STMH A2 CONCRETE MANHOLE 5' STMH A3 CONCRETE MANHOLE 5' STMH UD CONNECTION CONCRETE MANHOLE 5' STMH A4 CONCRETE MANHOLE 5' STMH A5 CONCRETE MANHOLE 5' STMH A6 DRAIN BASIN (SEE DETAIL 502)48" CLOSED GRATE STMH A7 DRAIN BASIN (SEE DETAIL 502)48" CLOSED GRATE INLET A8 AREA INLET TYPE C, CLOSE MESH GRATE STMH A3-1 CONCRETE MANHOLE 4' INLET A3-2 CURB INLET 10' TYPE R INLET A3-1.1 CURB INLET 5' TYPE R FES B RCP FES 24" INLET B1 AREA INLET TYPE C, CLOSE MESH GRATE BASIN B7 DRAIN BASIN 30" SOLID COVER INLET B2-1 AREA INLET 10" DOME GRATE INLET B3-1 AREA INLET 10" DOME GRATE INLET B4-1 AREA INLET 10" DOME GRATE INLET B5-1 AREA INLET 12" DOME GRATE INLET B5-3.1 AREA INLET 10" DOME GRATE BASIN B5-6 DRAIN BASIN 12" SOLID COVER BASIN B5-10 DRAIN BASIN 10" SOLID COVER INLET B6-1 AREA INLET 10" DOME GRATE INLET B7(W)-1 AREA INLET 10" DOME GRATE INLET B7(N)-3 AREA INLET 10" DOME GRATE INLET B8-1 AREA INLET 10" DOME GRATE INLET B9 CURB INLET 2'x3' DIAGONAL GRATE FES C RCP FES 8" BASIN C1 DRAIN BASIN 10" SOLID COVER BASIN C3 DRAIN BASIN 10" SOLID COVER INLET D1-1 AREA INLET TYPE C, CLOSE MESH GRATE BASIN D1-2 DRAIN BASIN 10" SOLID COVER INLET D1-3 AREA INLET 10" DOME GRATE INLET D1-4 AREA INLET 10" DOME GRATE INLET D2-2.1 AREA INLET 10" DOME GRATE INLET D2.1-2 AREA INLET 10" DOME GRATE INLET D2.2-1 AREA INLET 10" DOME GRATE INLET D2-3.1 AREA INLET 10" DOME GRATE INLET D2-5 AREA INLET 10" DOME GRATE INLET D3 AREA INLET TYPE C, CLOSE MESH GRATE BASIN D4 DRAIN BASIN 36" SOLID COVER INLET D4-1.1 AREA INLET 10" DOME GRATE INLET D4-2.1 AREA INLET 10" DOME GRATE INLET D4-3 AREA INLET 10" DOME GRATE INLET D6 AREA INLET TYPE C, CLOSE MESH GRATE INLET D6(W)-1 AREA INLET 24" DOME GRATE INLET D6(S)-2 AREA INLET 10" DOME GRATE INLET D7 AREA INLET TYPE C, CLOSE MESH GRATE INLET D8 AREA INLET 10" DOME GRATE BASIN E1 DRAIN BASIN 24" SOLID COVER INLET E1-2 AREA INLET 10" DOME GRATE BASIN E1-3 DRAIN BASIN 12" SOLID COVER BASIN E1(N)-4 DRAIN BASIN 10" SOLID COVER BASIN E1(S)-1 DRAIN BASIN 10" SOLID COVER INLET E2 AREA INLET TYPE C, CLOSE MESH GRATE INLET E2-1 AREA INLET 10" DOME GRATE INLET E4 AREA INLET 10" DOME GRATE INLET F1 AREA INLET 12" DOME GRATE INLET F3 AREA INLET 12" DOME GRATE INLET F5 AREA INLET 10" DOME GRATE INLET RO1 AREA INLET 30" DOME GRATE P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - S T R M . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 1 5 P M , 1 : 1 NOTE: CONTRACTOR TO VERIFY ALL ROOF DRAIN AND DOWN SPOUT CONNECTIONS WITH ARCHITECT. INTEGRATED DUCTILE IRON GRATE DOWNSPOUT ADAPTER INSERTED IN RISER PIPE FINISHED GRADE INJECTION MOLDED WT TEE HDPE PIPE (TYP.) COORDINATE WITH STRUCTURAL TO AVOID FOOTING CONFLICTS INJECTION MOLDED WT 90° BEND GASKET CONNECTION 4" MIN ON 8"-24" 6" MIN ON 30" & 36" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL METING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTMD2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTMD2321. DRAIN BASIN BUILDING FACE TOP SOIL Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D6 DR A I N A G E D E T A I L S 30 602 4 INCH INSPECTION PORT REV D7003-110-057DWG 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 INLINE DRAIN WITH DOME GRATE QUICK SPEC INSTALLATION DETAIL TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 03-25-10DATE EBCDRAWN BY 03-15-16 NMH MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION INVERT ACCORDING TO PLANS/TAKE OFF NYLOPLAST INLINE DRAIN WITH DOME GRATE 8" - 30" 1 - 8" - 30" DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05. 2 - 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" - 24"). 3 - 8" - 30" DOME GRATES HAVE NO LOAD RATING (3) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" 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) 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) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. 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. 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS MC-7200 4" (100 mm) INSPECTION PORT DETAIL NTS 4" (100 mm) INSERTA TEE PART# 4P26FBSTIP INSERTA TEE TO BE CENTERED IN VALLEY OF CORRUGATIONS PAVEMENT CONCRETE COLLAR CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER PART# 2712AG4IP SOLID COVER: 1299CGC 4" (100 mm) SDR35 PIPE MC-7200 CHAMBER 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS MC-7200 6" (150 mm) INSPECTION PORT DETAIL NTS * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION MC-7200 CHAMBER 6" (150 mm) SDR35 PIPE CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER PART# 2712AG6IP* SOLID COVER: 1299CGC* CONCRETE COLLAR PAVEMENT 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED IN VALLEY OF CORRUGATIONS 601 INLINE DRAIN w/ DOME GRATE QUICK SPEC INSTALL 603 6 INCH INSPECTION PORT 605 TYPICAL ROOF LEADER CONNECTION WITH DRAIN BASIN604CONCRETE TRICKLE PAN WITH REINFORCING P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - S T R M . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 1 7 P M , 1 : 1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D7 DR A I N A G E D E T A I L S 31 602 10" STANDARD GRATE ASSEMBLY7018" - 36" TYPICAL INSTALLATION OPTIONS 603 15" PEDESTRIAN GRATE ASSEMBLY REV E7001-110-042DWG 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 8 IN - 36 IN TYPICAL INSTALLATION OPTIONS TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 8-10-00DATE AWADRAWN BYTHIS 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. 11-2-18 NMH DU C T I L E I R O N DO N O T P O L L U T E D R A I N S T O W A T E R W A Y S NY L O P L A S T TSALPOLYN DUCT I L E I R O N TSALPO L Y N DU C TI LE I R O N DU C T I L E I R O N DO N O T P O L L U T E D R A I N S T O W A T E R W A Y S NY L O P L A S T WHEN ARE DRAIN BASINS USED? 2808AG _ _ X 2810AG _ _ X 2812AG _ _ X 2815AG _ _ X 2818AG _ _ X 2824AG _ _ X 2830AG _ _ X 2836AG _ _ X WHEN ARE INLINE DRAINS USED? 2708AG _ _ X 2710AG _ _ X 2712AG _ _ X 2715AG _ _ X 2718AG _ _ X 2724AG _ _ X 2730AG _ _ X TYPICAL INSTALLATIONS TYPICAL INSTALLATION OF NYLOPLAST DRAIN BASIN AND INLINE DRAIN 1: TO ENTER AN EXISTING LINE USING A TEE & RISER 2: AT THE BEGINNING OF A DRAIN LINE USING AN ELBOW & RISER TEE ELBOW 12" DRAIN BASIN (2) INLET & OUTLET ADAPTERS CAN BE PUT ON ANY ANGLE 1: TO CHANGE ELEVATION 2: TO CHANGE PIPE DIAMETER 3: TO CHANGE PIPE TYPE 4: FOR SHALLOW APPLICATIONS 5: TO CHANGE DIRECTION A° RISER DRAIN BASIN INLINE DRAIN 10" INLINE DRAIN 10" INLINE DRAIN (3) VARIABLE ELEVATION WATERTIGHT ADAPTERS AVAILABLE FOR MOST COMMON PLASTIC PIPING SYSTEMS 8"6" CORRUGATED HDPE PIPE SMOOTH WALL PVC 1 - STRUCTURES & ADAPTERS AVAILABLE IN SIZES 8" - 36" 2 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°, TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012 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 - REDUCING CONES DOWN TO 30" DIAMETER WILL BE REQUIRED FOR 36" DRAIN BASINS. ©2010 NYLOPLAST DUCTILE IRON REV A7001-110-198DWG NO.1 OF 1SHEET1:5SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com 10 IN STANDARD GRATE ASSEMBLY TITLE PROJECT NO./NAME MATERIAL DATE APPD BY 3-3-06DATE EBCDRAWN BYTHIS 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. 3-3-06 CJA .44 Ø 10.31 1099CGS ALL DIMENSIONS IN INCHES UNLESS NOTED OTHERWISE GRATE HAS A LIGHT DUTY RATING QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70-50-05 PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. 7001-110-041 SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITY ACT AS STATED IN FEDERAL REGISTER PART III, DEPARTMENT OF JUSTICE, 28 CFR PART 36. NONDISCRIMINATION ON THE BASIS OF DISABILITY BY PUBLIC ACCOMMODATIONS AND IN COMMERCIAL FACILITIES, FINAL BY RULE. APPROX. DRAIN AREA = 28.28 SQ IN APPROX. WEIGHT = 5.14 LBS 10" STANDARD GRATE 10" INLINE DRAIN TSALPOLYN D UC T I L E I R O N REV B7001-110-207DWG NO.1 OF 1SHEET1:8SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com 15 IN PEDESTRIAN GRATE ASSEMBLY TITLE PROJECT NO./NAME MATERIAL DATE APPD BY 3-7-06DATE EBCDRAWN BYTHIS 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. 3-7-06 CJA .38 1599CGP APPROX. DRAIN AREA = 81.25 SQ IN APPROX. WEIGHT WITH FRAME = 53.70 LBS HINGED GRATE FOR EASY ACCESS ALL DIMENSIONS IN INCHES UNLESS NOTED OTHERWISE GRATE MEETS H-10 LOAD RATING QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70-50-05 PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. 7001-110-031 SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITY ACT AS STATED IN FEDERAL REGISTER PART III, DEPARTMENT OF JUSTICE, 28 CFR PART 36. NONDISCRIMINATION ON THE BASIS OF DISABILITY BY PUBLIC ACCOMMODATIONS AND IN COMMERCIAL FACILITIES, FINAL BY RULE. DUCTILE IRON NYLOPLAST DUCTILE IRON DO NOT POLLUTE DRAINS TO WATERWAYS 16.25 16.13 3.43 1.68 P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - S T R M . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 1 8 P M , 1 : 1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D8 DR A I N A G E D E T A I L S 32 801 H20 LOADING INLINE DRAIN BASIN REV E7001-110-392DWG NO.1 OF 1SHEET1:25SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN & INLINE DRAIN ( H-10 TRAFFIC LOAD) ASPHALT INSTALLATION DETAIL TITLE PROJECT NO./NAME MATERIAL DATE REVISED BY 03-14-10DATE EBCDRAWN BY 11-09-20 NMH 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 DRAIN BASIN INLINE DRAIN ASPHALT INSTALLATION 1 - 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. 2 - MEDIUM DUTY 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. 3 - 36" DRAIN BASINS REQUIRE 36"X30" REDUCING CONE. REDUCING CONE REQUIRES 2.25 FT FROM GRADE TO TOP OF PIPE. 4" MIN ON 12" - 24" 6" MIN ON 30" & 36" ASPHALT ABOVE CONCRETE SLAB 6" MIN THICKNESS GUIDELINE 12" MIN WIDTH GUIDELINE SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 5 6/ 1 2 / 2 0 2 3 S3 5 9 1 6 1 PE M JP R FO R T C O L L I N S , C O TH E S A V O Y DA T E DR W N CH K D DE S C R I P T I O N # # # # # # # # # # # # # # # # # # # # # # # # ACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMS PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2.MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/FT/%. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 NO COMPACTION REQUIRED. 24" (600 mm) MIN* 7.0' (2.1 m) MAX 12" (300 mm) MIN100" (2540 mm) ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 12" (300 mm) MIN 12" (300 mm) MIN 9" (230 mm) MIN D C B A *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-7200 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 60" (1524 mm) **THIS CROSS SECTION DETAIL REPRESENTS MINIMUM REQUIREMENTS FOR INSTALLATION. PLEASE SEE THE LAYOUT SHEET(S) FOR PROJECT SPECIFIC REQUIREMENTS. St o r m T e c h Ch a m b e r S y s t e m 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® ©2023 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: THE SAVOY FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER S359161 Advanced Drainage Systems, Inc. JEROME MAGSINO 303-349-7555 JEROME.MAGSINO@ADSPIPE.COM IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM 1.STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2.STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: ·STONESHOOTER LOCATED OFF THE CHAMBER BED. ·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. ·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6.MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9.STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1.STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 2.THE USE OF EQUIPMENT OVER MC-7200 CHAMBERS IS LIMITED: ·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. ·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". ·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-7200 CONSTRUCTION GUIDE". 3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. MC-7200 STORMTECH CHAMBER SPECIFICATIONS 1.CHAMBERS SHALL BE STORMTECH MC-7200. 2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: ·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. ·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. ·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP SiteASSIST DA T E DR W N CH K D DE S C R I P T I O N # # # # # # # # # # # # # # # # # # # # # # # # 00 10 ' 20 ' SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 5 6/ 1 2 / 2 0 2 3 S3 5 9 1 6 1 PE M JP R FO R T C O L L I N S , C O TH E S A V O Y NOTES ·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. ·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. ·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. ·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. ·THIS PLAN REFLECTS THE CHAMBER SYSTEM DESIGN BY THE SITE DESIGN ENGINEER USING STORMTECH COMPONENTS. THE SUITABILITY OF THE CHAMBER SYSTEM TO MEET ANY FUNCTIONAL REQUIREMENTS ARE THE RESPONSIBILITY OF THE SITE DESIGN ENGINEER. STORMTECH'S SCOPE OF WORK IS LIMITED TO THE ASSEMBLED PRODUCT DIMENSIONS AND SPECIFICATIONS FOR INSTALLATION. 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE) INSPECTION PORT (TYP 2 PLACES) ISOLATOR ROW PLUS (SEE DETAIL / TYP 2 PLACES) 24" PARTIAL CUT END CAP,PART# MC7200IEPP24B OR MC7200IEPP24BW TYP OF ALL MC-7200 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWS INSTALL FLAMP ON 24" ACCESS PIPE PART# MCFLAMP (TYP 2 PLACES) St o r m T e c h Ch a m b e r S y s t e m 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® 36" ADS N-12 CONNECTION (PER PLAN) BOTTOM OF STONE 4893.85 BOTTOM OF STONE 4892.09 BOTTOM OF STONE @ 1.89% SLOPE BASE STONE TO BE SLOPED AS SHOWN ON PLAN. MINIMUM 9" BASE STONE REQUIRED SEE PLAN (THIS PAGE AND/OR OVERLAY PAGE FOR BASE STONE ELEVATIONS 19 . 2 1 ' 16 . 5 1 ' 87.84' 80.16' PROPOSED LAYOUT 24 STORMTECH MC-7200 CHAMBERS 4 STORMTECH MC-7200 END CAPS 12 STONE ABOVE (in) VARIES STONE BELOW (in) 40 % STONE VOID 7,698 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) (STORAGE INCLUDED @ ELEV. 4893.85 AND ABOVE ONLY) 1878 SYSTEM AREA (ft²) 226 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 4906.60 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 4902.10 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 4901.60 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 4901.60 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 4901.60 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 4900.60 TOP OF STONE 4899.60 TOP OF MC-7200 CHAMBER 4894.79 24" ISOLATOR ROW PLUS CONNECTION INVERT 4894.60 BOTTOM OF MC-7200 CHAMBER VARIES UNDERDRAIN INVERT VARIES BOTTOM OF STONE UNDERDRAIN @0.20% SLOPE BO T T O M O F S T O N E @ 0 . 2 8 % S L O P E BOTTOM OF STONE 4893.80 BOTTOM OF STONE 4892.04 STRUCTURE PER PLAN W/WEIR [RELOCATED] (DESIGN BY ENGINEER / PROVIDED BY OTHERS) STRUCTURE PER PLAN [RELOCATED] (DESIGN BY ENGINEER / PROVIDED BY OTHERS) UNDERDRAIN INVERT 4893.83 803 STORMTECH DETAIL 2 OF 5 804 STORMTECH DETAIL 3 OF 5 802 STORMTECH DETAIL 1 OF 5 2 3 P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - S T R M . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 2 0 P M , 1 : 1 A A SECTION A-A PLAN VIEW DIRECTION OF FLOW PROPOSED NATIVE MATERIAL SUBBASE FLOWLINE OF NOTCH FINISH GROUND 9.0" 8' 8' 6.0" 9.0" INVERT OF PIPE (SEE STORM SEWER PLAN AND PROFILES) DIRECTION OF FLOW STORM SEWER PIPE 6.0" TYP. SLOPE GRADING TO MATCH INTO FLARED END SECTION AND TOP OF FOREBAY. MAXIMUM 3:1 SLOPE (4:1 TYPICAL) WITHIN IMMEDIATE VICINITY OF FLARED END SECTION. FLARED END SECTION NOTE: 1.SEE STORM SEWER PLAN AND PROFILES FOR STORM SEWER INVERT ELEVATIONS, PIPE SIZES, PIPE SLOPES, AND FLARED END SECTION SIZES. STORM SEWER PIPE FLARED END SECTION (3) 2" HOLES 2.0" HOLE (TYP.) 1.0" SPACING (TYP.) (3) 2" HOLES Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D9 DR A I N A G E D E T A I L S 33 904 FOREBAY DETAIL SECTION B-B DETAIL 1 SECTION A-A PLAN BB A A 903 2' CONCRETE CHASE SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 5 6/ 1 2 / 2 0 2 3 S3 5 9 1 6 1 PE M JP R FO R T C O L L I N S , C O TH E S A V O Y DA T E DR W N CH K D DE S C R I P T I O N # # # # # # # # # # # # # # # # # # # # # # # # St o r m T e c h Ch a m b e r S y s t e m 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® MC-7200 TECHNICAL SPECIFICATION NTS PART #STUB B C MC7200IEPP06T 6" (150 mm)42.54" (1081 mm)--- MC7200IEPP06B ---0.86" (22 mm) MC7200IEPP08T 8" (200 mm)40.50" (1029 mm)--- MC7200IEPP08B ---1.01" (26 mm) MC7200IEPP10T 10" (250 mm)38.37" (975 mm)--- MC7200IEPP10B ---1.33" (34 mm) MC7200IEPP12T 12" (300 mm)35.69" (907 mm)--- MC7200IEPP12B ---1.55" (39 mm) MC7200IEPP15T 15" (375 mm)32.72" (831 mm)--- MC7200IEPP15B ---1.70" (43 mm) MC7200IEPP18T 18" (450 mm) 29.36" (746 mm)---MC7200IEPP18TW MC7200IEPP18B ---1.97" (50 mm) MC7200IEPP18BW MC7200IEPP24T 24" (600 mm) 23.05" (585 mm)---MC7200IEPP24TW MC7200IEPP24B ---2.26" (57 mm) MC7200IEPP24BW MC7200IEPP30BW 30" (750 mm)---2.95" (75 mm) MC7200IEPP36BW 36" (900 mm)---3.25" (83 mm) MC7200IEPP42BW 42" (1050 mm)---3.55" (90 mm) NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 79.1" (2540 mm X 1524 mm X 2010 mm) CHAMBER STORAGE 175.9 CUBIC FEET (4.98 m³) MINIMUM INSTALLED STORAGE*267.3 CUBIC FEET (7.56 m³) WEIGHT (NOMINAL)205 lbs.(92.9 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm) END CAP STORAGE 39.5 CUBIC FEET (1.12 m³) MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³) WEIGHT (NOMINAL)90 lbs.(40.8 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" B C 83.4" (2120 mm) 79.1" (2010 mm) INSTALLED 60.0" (1524 mm) 100.0" (2540 mm)90.0" (2286 mm) 61.0" (1549 mm) 32.8" (833 mm) INSTALLED 38.0" (965 mm) CUSTOM PREFABRICATED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-7200 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. UPPER JOINT CORRUGATION WEB CREST CREST STIFFENING RIB VALLEY STIFFENING RIB BUILD ROW IN THIS DIRECTION LOWER JOINT CORRUGATION FOOT UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS MC-SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB STORMTECH END CAP 12" (300 mm) MIN SEPARATION 12" (300 mm) MIN INSERTION MANIFOLD HEADER MANIFOLD STUB SHEET OF DA T E : PR O J E C T # : DR A W N : CH E C K E D : TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 5 6/ 1 2 / 2 0 2 3 S3 5 9 1 6 1 PE M JP R FO R T C O L L I N S , C O TH E S A V O Y DA T E DR W N CH K D DE S C R I P T I O N # # # # # # # # # # # # # # # # # # # # # # # # INSPECTION & MAINTENANCE STEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 24" SUMP DEPTH CATCH BASIN OR MANHOLE MC-7200 ISOLATOR ROW PLUS DETAIL NTS OPTIONAL INSPECTION PORT MC-7200 END CAP 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PARTIAL CUT END CAP PART #: MC7200IEPP24B OR MC7200IEPP24BW STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD MC-7200 CHAMBER INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE PART #: MC720024RAMP NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL (MC SERIES CHAMBER) NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION VALLEY St o r m T e c h Ch a m b e r S y s t e m 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® 901 STORMTECH DETAIL 4 OF 5 902 STORMTECH DETAIL 5 OF 5 4 5 P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - S T R M . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 2 1 P M , 1 : 1 Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D10 SI T E D E T A I L S 34 901 PRIVATE CURB & GUTTER 7 3/8" (L)1 3/8" 17 " 6" 3 3/8" 14 " FL R 16" R 16" DR I V E - O V E R C U R B , G U T T E R A N D D E T A C H E D S I D E W A L K 31 " Se e D r a w i n g 1 6 0 1 10 3/4"(L) R 16" DR I V E - O V E R C U R B , G U T T E R A N D A T T A C H E D S I D E W A L K 18 " 18 " 3 3/8" 1 3/8" 6" R 16" FL 14 " 6" 17 " 1 1 / 2 " 5' ( L ) 8 5/8" (F.C.) 7 1/4" F.C. 12" (F.C.) Sl o p e t o c u r b 1 / 4 " / F t . 1' m i n . ( F . C . ) 48 : 1 m i n . 4: 1 m a x . Ex c a v a t i o n Fi l l 1' m i n . 2' m i n . 1/ 4 " / F t . CU R B & G U T T E R I N A C U T O R F I L L 6" 3' - 9 " ( F . C . ) Fo r T h i c k n e s s 2' m i n . ( L ) NO T E S : 1. 6 ' w i d e p a n f o r r e s i d e n t i a l s t r e e t s . 2. A l l i n t e r s e c t i o n s t o h a v e a c c e s s r a m p s . 3. S t a n d a r d C u r b a n d G u t t e r S e c t i o n , S e e S t a n d a r d D r a w i n g 7 0 1 4. 0 " C u r b H e i g h t , S e e S e c t i o n A - A 5. A l l o f t h e s e p e d e s t r i a n i m p r o v e m e n t s s h a l l b e i n R O W o r a p e d e s t r i a n o r p u b l i c a c c e s s e a s e m e n t . 6. D e t e c t a b l e W a r n i n g t o e x t e n d t h e f u l l w i d t h o f t h e r a m p a n d b e 2 ' - 0 " i n t h e d i r e c t i o n o f t r a v e l . M a x i m u m s l o p e i n t h e d i r e c t i o n o f t r a v e l s h a l l b e n o m o r e t h a n 5 . 0 p e r c e n t ( 1 : 2 0 ) . M a t e r i a l t o b e a p p r o v e d b y l o c a l e n g i n e e r 7. T = 6 " f o r r e s i d e n t i a l a n d 8 " f o r c o m m e r c i a l . 8. D i s t a n c e f r o m b a c k o f c u r b t o t h e b e g i n n i n g o f D e t e c t a b l e W a r n i n g c a n n o t b e g r e a t e r t h a n 5 ' - 0 " TY P E I I I DE T A C H E D W A L K N. T . S . SE C T I O N S A - A AP P R O A C H CL A S S I F I C A T I O N TY P E Si n g l e F a m i l y 12 ' 24 ' I, I I , I I I , o r I V Co m m e r c i a l Mu l t i F a m i l y 36 ' 24 ' 24 ' 36 ' MI N I M U M WI D T H WI D T H MA X I M U M In d u s t r i a l 24 ' 36 ' I, I I , I I I , o r I V I o r I I RE S I D E N T I A L : *** ** DR I V E W A Y W I D T H S H i g h v o l u m e d r i v e w a y s ( T y p e I I I o r I V ) a l l o w e d f o r 3 5 0 o r gr e a t e r t r i p e n d s / d a y . * 30 ' m a x i m u m f o r 3 c a r g a r a g e s . * * No s i n g l e o p e n i n g s h a l l e x c e e d 3 6 ' . W i d e r d r i v e w a y s s h a l l be d i v i d e d w / a m e d i a n n o t l e s s t h a n 6 ' w i d e . 1/ 4 " p e r f t . 1" p e r f t . 1: 5 0 S l o p e T Walk 1:50 1:12 (max.) Gu t t e r Pa r k w a y Si d e w a l k 1: 1 2 De t a c h e d A A (m a x ) 2' Fl a r e Se e N o t e 4 Se e N o t e 3 If C o n c r e t e D r i v e w a y Ex p a n s i o n J o i n t Se e N o t e 6 1/4" per ft.1" per ft. 1: 1 2 ( m a x . ) 1" p e r f t . Dr i v e w a y FL See Note 8 I, I I , I I I , o r I V Si d e w a l k De t a c h e d VA N - AC C E S S I B L E PA R K I N G MI N . MI N . ON E I N E V E R Y EI G H T A C C E S S I B L E SP A C E S , B U T N O T LE S S T H A N O N E , SH A L L B E V A N AC C E S S I B L E . ON E S I G N PE R S P A C E RE Q U I R E D RE Q U I R E D PE R S P A C E ON E S I G N RE Q U I R E D PE R S P A C E ON E S I G N CA R A C C E S S I B L E VA N A C C E S S I B L E "U N I V E R S A L D E S I G N " CA R & V A N A C C E S S I B L E OR A " U N I V E R S A L " P A R K I N G S P A C E D E S I G N M A Y B E U S E D . TH I S D E S I G N I S U S E D T O A C C O M M O D A T E C A R & V A N AC C E S S I B L E P A R K I N G S P A C E S , W H I C H E L I M I N A T E S T H E NE E D F O R T W O S I G N T Y P E S . 8' 5' 8' 8' 8' 8' 11 ' 5' 11 ' 11 ' 5' RE S E R V E D RE S E R V E D PA R K I N G RE S E R V E D PA R K I N G R7 - 8 R7 - 8 R7 - 8 24" OUTFALL 24" INFLOW REFER TO SHEET HC1 FOR LOCATIONS OF SPECIFIC CURB TYPE. NOTES: 1.ALL SITE GRADING, SUBGRADE PREPARATION AND PAVING SHALL FOLLOW THE GEOTECHNICAL RECOMMENDATIONS CONTAINED IN THE REPORT BY CTL THOMPSON INCORPORATED, TITLED "SOIL AND FOUNDATION INVESTIGATION - THE SAVOY" (CTL PROJECT:FC10774-120), DATED MAY 9, 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 PAVEMENT SECTIONS SHALL INCLUDE 24" OF MOISTURE TREATED SUBGRADE (MTS). 6.PCC REFERS TO PORTLAND CEMENT CONCRETE. 7.ABC REFERS TO AGGREGATE BASED CONCRETE. 8.HMA REFERS TO HOT MIX ASPHALT. PAVEMENT SECTION 6" PCC 6" ABC 5" HMA HEAVY DUTY 5" PCC 6" ABC 4" HMA PAVEMENT SECTION LIGHT DUTY 902 PAVING SECTIONS (PRIVATE DRIVES ONLY) 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 18" STANDARD FIRE LANE SIGN DETAIL UNIVERSAL FIRE LANE SIGN DETAIL 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) P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - S I T E . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 3 0 P M , 1 : 1 CONCRETE PAVEMENT #4 X 18" EPOXY COATED REBAR @24" O.C. ASPHALT OR FIBER EXPANSION JOINT MATERIAL 5 8" X 9" SLEEVE CONCRETE PAVEMENT COMPACTED SUBGRADE SAWCUT JOINTS TO A DEPTH OF 1 4 ", 1 8" WIDE (SEE LAYOUT PLAN FOR JOINT LOCATIONS) CONCRETE PAVEMENT COLOR, SCORING, AND FINISH PER PLAN COMPACTED SUBGRADE CONCRETE NOTES: 1.APPLY BROOM FINISH PERPINDICULAR TO DIRECTION OF WALKS. 2.PROVIDE 14" RADIUS EDGE AT EDGES. 3.SAW CUT JOINTS SHALL TYPICALLY BE PLACED AT INTERVALS EQUAL TO THE WIDTH OF THE SLAB NOT TO EXCEED 10'. 4.EXPANSION JOINTS SHALL BE PLACED AS SHOWN ON DRAWINGS AND IF NOT CONFLICTING WITH THE DRAWINGS AT INTERVALS OF AT LEAST EVERY 100 L.F. 5.ALL JOINTS SHALL BE PERPENDICULAR TO THE EDGE. THE 6.JOINTS SHALL ALSO NOT VARY FROM THE TRUE LINE MORE THAN 14". COMPACTED SUBGRADE 6" COMPACTED AGGREGRATE SUBBASE CONCRETE PAVEMENT (TYP) 1 2" DIA. SMOOTH SLIP DOWEL, 12" LONG, SLEEVED ON PAVEMENT SIDE 24" O.C. (TYP) #3 REBAR AT 12" O.C. #4 REBAR CONT. AS SHOWN 12" MIN. CLEAR 6" 6" 1'-0" 3'-0" 1' - 0 " 1'-0" EXPANSION MATERIAL (TYP) CAULK TOP EDGE 3' - 0 " 1'-0" 1'-0" 1/2" NOSE RADIUS (TYP) SLOPE STEPS 1 8" PER FOOT 1.5" O.D. PIPE RAIL, POWDERCOAT WITH A BLACK FINISH OR PER OWNER RAIL HEIGHT 36" (MIN 34" MAX 38") SLEEVE FOR POST, I.D. MIN 1.75", SEALED BOTTOM GROUT IN POST & CAULK TOP EDGE PAST LEADING EDGE OF STEP Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 D11 SI T E D E T A I L S 35 12" (Water & Sewer) If this section is less than 4' of existing asphalt/concrete, it must be removed and replaced. Edge of Pavement or Lip of Existing Gutter Compacted Lifts of Suitable Materials Pa v e m e n t Th i c k n e s s Va r i e s Va r i e s 1" ( m i n . ) (See Note 9 below for Storm.) 4" (min.) 6" (max.) Trench Width Varies 2' (min.) Bedding Material Undisturbed Soil Utility Conduit New Asphalt/Concrete Clean Road Base Existing Road Base 6" Full Depth Asphalt or X/Y Composite Section NOTES: 1. All trenches shall be backfilled in accordance with the above detail unless otherwise specified by the Local Entity Engineer. 2. Prior to placement of asphalt/concrete, pavement edge shall be saw cut to a clean, vertical, and straight edge. 3. Where the surrounding soils are non-expansive, a sand/cement slurry (1 sack mix) may be substituted for backfill material. 4. Trench width shall not be more than 16" nor less than 12" wider than the outside diameter of the pipe. 5. Use a #4 rebar at centers along the perimeter of concrete replacement sections. 6. Refer to Chapter 22, Materials & Construction Specifications for compaction and testing requirements. 7. In unimproved areas, all disturbed areas shall be regraded, seeded & mulched. 8. In concrete roadways, a minimum of one entire concrete panel must be replaced. 9. Bedding material depth when installing storm sewer shall be up to spring line, except in areas of unsuitable backfill; then, bedding material shall be placed to a level 12" above pipe. 1001 STEP DETAIL W/ RAILING 1002 CONCRETE PAVEMENT - EXPANSION JOINT 1003 CONCRETE PAVEMENT - SAW CUT JOINT P: \ 5 1 4 - 0 0 3 \ D w g \ D e t a i l s \ 5 1 4 - 0 0 3 _ D E T - S I T E . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 3 1 P M , 1 : 1 ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D D D DD D DD D D S T LODLODLOD L O D LODLODLODLOD L O D LOD LOD LODLODL O D LOD L O D LO D LO D LO D LO D LO D LOD LO D LOD 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 LOD LOD LOD LOD LOD LOD LOD LOD LOD LO D LO D LO D LO D LO D LO D LO D LO D LO D LO D LOD LO D LOD LO D LO D LO D LO D LO D LO D LODLODLOD C I N Q U E F O I L L A N E ( 6 9 ' W I D E R / W ) S S ST ST ST ST ST ST ST ST ST ST ST 15" SS 15" SS 15" SS 15" SS E E E EPRECISION DRIVE BR O O K F I E L D D R I V E LE FEVER DRIVE CI N Q U E F O I L L A N E LE FEVER DRIVE SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF PROJECT BOUNDARY BSP VIBE LLC, 3701 LE FEVER DR, FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 24, 3902 PRECISION DR 6A-6E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 25, 4914 BROOKFIELD DR 5A-5E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 29, 4862 BROOKFIELD DR 3A-3E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 28, 3903 LE FEVER DR 1A-1E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 26, 4902 BROOKFIELD DR 4A-4H FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 21, 3839 PRECISION DR14A-14E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 22, 3839 PRECISION DR 8A-8E FORT COLLINS MOUNTAIN VIEW TERRA VIDA LLC, 3707 PRECISION DR, FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 10, 3903 PRECISION DR A-E FORT COLLINS VARIOUS OWNERS, 3827 PRECISION DR A-F FORT COLLINS VARIOUS OWNERS, 3815 PRECISION DR A-F FORT COLLINS SF SF SFSFSF SF SF SF SF SF SF SF EC1 ER O S I O N C O N T R O L P L A N IN I T I A L 36 NORTH 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 KEYMAP Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ( IN FEET ) 0 1 INCH = 40 FEET 40 40 80 120 EC1 PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY SILT FENCE ROCK SOCK RIPRAP 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 FOR THE SAVOY BY NORTHERN ENGINEERING FOR ADDITIONAL INFORMATION. 5.REFER TO INLET SCHEDULE ON SHEET D5 FOR CLARIFICATION FOR INLET AND BASIN TYPES. SOME BASINS HAVE SOLID COVERS THEREFORE THEY DON'T NEED INLET PROTECTION. GENERAL NOTES: WATTLE DIKE CONCRETE WASH AREA SEDIMENT TRAP BALE INLET PROTECTION SLOPE DRAIN EROSION CONTROL FABRIC LEGEND: BALE OUTLET PROTECTION INLET PROTECTION VEHICLE TRACKING CONTROL PAD SF LIMIT OF DISTURBANCE LOD CITY OF FORT COLLINS UPLAND MIX SEED TABLE OF CONSTRUCTION SEQUENCE AND BMP APPLICATION Project: THE SAVOY 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 1.IT SHOULD BE NOTED THAT ANY EROSION CONTROL PLAN SERVES ONLY AS A GUIDELINE TO THE CONTRACTOR. STAGING AND/OR PHASING OF BEST MANAGEMENT PRACTICES (BMPs) IS EXPECTED. ADDITIONAL AND/OR DIFFERENT BMPs FROM THOSE ORIGINALLY DEPICTED MAY BE NECESSARY DURING CONSTRUCTION DUE TO CHANGING SITE CONDITIONS OR AS REQUIRED BY LOCAL AUTHORITIES. 2.THIS EROSION CONTROL PLAN IS SCHEMATIC IN NATURE. AS SUCH, GRAPHICAL SYMBOLS MAY NOT BE TO SCALE, NOR ARE THEY NECESSARILY SHOWN IN THEIR EXACT LOCATION. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PERMITTING (CITY, STATE DISCHARGE PERMIT, ETC.) AND COMPLIANCE WITH GOVERNING AUTHORITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR (OR PERMIT HOLDER) TO ENSURE EROSION CONTROL MEASURES ARE PROPERLY MAINTAINED AND FOLLOWED. 4.CONTRACTOR SHALL IMPLEMENT THE APPROPRIATE EROSION CONTROL MEASURES ACCORDING THE CONSTRUCTION SEQUENCING AND LEVEL OF SITE STABILIZATION. 5.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR ALL STORM DRAINS, SWALES, UNTIL SITE IS FULLY STABILIZED. 6.INLET PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN WATTLES FOR BARE SOIL, GRAVEL SOCKS FOR PAVEMENT, ETC.) 7.CONTRACTOR IS RESPONSIBLE FOR STABILIZING ALL SLOPES, PARTICULARLY THOSE STEEPER THAN 6:1. CRIMP MULCHING, HYDRO MULCHING, EROSION MATS, TEMPORARY IRRIGATION, AND ADDITIONAL WATTLES OR SILT FENCING MAY BE NECESSARY TO ESTABLISH VEGETATIVE COVER AND STABILIZE THE SLOPE. 8.CONTRACTOR IS RESPONSIBLE FOR PREVENTING SEDIMENT FROM UNSTABILIZED LANDSCAPE AREAS FROM MIGRATING ONTO AND ENTERING THE PERMEABLE PAVER SYSTEMS UNTIL UPGRADIENT TRIBUTARY AREAS ARE FULLY STABILIZED. 9.CONTRACTOR SHALL IMPLEMENT APPROPRIATE PERIMETER PROTECTION FOR AREAS DIRECTING DRAINAGE OFFSITE. PERIMETER PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN SEDIMENT CONTROL LOGS OR SILT FENCE FOR BARE SOIL, GRAVEL SOCKS FOR PAVEMENT, ETC.) 10.FUELING FACILITIES SHALL BE LOCATED AT LEAST ONE HUNDRED (100) FEET FROM NATURAL BODY OF WATER, WETLAND, NATURAL DRAINAGE WAY OR MANMADE DRAINAGE WAY. THE FUEL TANKS AND FUELING AREA MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW A FUEL SPILL TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR DRAINAGE WAY. 11.CONSTRUCTION WASTE STORAGE (DUMPSTERS) AND PORTABLE SANITATION UNITS (CONSTRUCTION TOILETS) SHALL BE LOCATED AT LEAST FIFTY (50) FEET FROM ANY STORMWATER INLET, WETLAND, OR DRAINAGE WAY. SAID FACILITIES MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW POLLUTANTS TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR DRAINAGE WAY. DUMPSTERS SHALL BE LOCATED ON FLAT, STABLE GROUND, AND CONSTRUCTION TOILETS SHALL BE STAKED DOWN. 12.THE CONTRACTOR AND ALL SUBCONTRACTORS WILL COOPERATE WITH THE CITY'S CONSTRUCTION INSPECTORS BY CEASING OPERATIONS WHEN WINDS ARE OF SUFFICIENT VELOCITY TO CREATE BLOWING DUST WHICH, IN THE INSPECTOR'S OPINION, IS HAZARDOUS TO THE PUBLIC HEALTH AND WELFARE. 13.WHERE SEASONAL CONSTRAINTS (E.G., DURING SUMMER AND WINTER MONTHS) INHIBIT PERMANENT SEEDING OPERATIONS, DISTURBED AREAS WILL BE TREATED WITH MULCH AND MULCH TACKIFIER OR OTHER MATERIALS APPROVED BY EROSION CONTROL STAFF TO PREVENT EROSION. 14.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON PLANTING, REVEGETATION, HARDSCAPE AND OTHER PERMANENT SITE STABILIZATION METHODS. 15.DIRT AND DEBRIS FROM CONSTRUCTION ACTIVITIES TRACKED ON CITY STREETS SHALL BE KEPT TO A MINIMUM AND CLEANED IMMEDIATELY OR AT THE SUGGESTION OF THE CITY'S EROSION CONTROL INSPECTOR. 16.CONTRACTOR SHALL KEEP CONSTRUCTION VEHICLES ENTERING AND EXITING SITE TO A MINIMUM. 17.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE RAIN GARDEN SYSTEM OR THE SUBSURFACE TREATMENT SYSTEM. LOOSE MATERIALS SHALL NOT BE STORED ON THE RAIN GARDEN AREA. MUD AND SEDIMENT-LADEN RUNOFF SHOULD BE KEPT AWAY FROM THE RAIN GARDEN AREA. TEMPORARILY DIVERT RUNOFF OR INSTALL SEDIMENT CONTROL MEASURES AS NECESSARY TO REDUCE THE AMOUNT OF SEDIMENT RUN-ON TO THE RAIN GARDEN SYSTEM. EROSION CONTROL NOTES: LINE MATCH LINE MATCH P: \ 5 1 4 - 0 0 3 \ D w g \ E r o s i o n \ 5 1 4 - 0 0 3 _ E R O S _ I N I T A L . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 0 : 4 6 P M , 1 : 1 CI N Q U E F O I L L A N E ( 6 9 ' W I D E R / W ) S S ST ST ST ST ST ST ST ST ST ST ST 15" SS 15" SS 15" SS 15" SS E E E E ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D D D DD D DD D D PRECISION DRIVE BR O O K F I E L D D R I V E LE FEVER DRIVE C I N Q U E F O I L L A N E LE FEVER DRIVE BUILDING 2 BU I L D I N G 4 BUILDING 5BUILDING 6 BU I L D I N G 7 BU I L D I N G 8 SU I T E S & MA I L L O U N G E BU I L D I N G 3 BUILDING 1 BSP VIBE LLC, 3701 LE FEVER DR, FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 29, 4862 BROOKFIELD DR 3A-3E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 28, 3903 LE FEVER DR 1A-1E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 26, 4902 BROOKFIELD DR 4A-4H FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 21, 3839 PRECISION DR14A-14E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 22, 3839 PRECISION DR 8A-8E FORT COLLINS MOUNTAIN VIEW TERRA VIDA LLC, 3707 PRECISION DR, FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 10, 3903 PRECISION DR A-E FORT COLLINS VARIOUS OWNERS, 3827 PRECISION DR A-F FORT COLLINS VARIOUS OWNERS, 3815 PRECISION DR A-F FORT COLLINS 18. 1 % 1 7 . 0 % 22 . 0 % BUILDING 2 BU I L D I N G 4 BUILDING 5BUILDING 6 BU I L D I N G 7 BU I L D I N G 8 SU I T E S & MA I L L O U N G E BU I L D I N G 3 BUILDING 1 UD UDMONITOR I N G W E L L TRAFFIC RA T E D SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSFSFSFSFSFSFSFSFSFSFSFSFSFSF SF SF SF SF SFSFSF PROJECT BOUNDARY INLET INLET INLET INLET FOREBAY (TYP.) SEE SHEET D9 INLET (TYP.) LANDSCAPE DRAIN (TYP.) LANDSCAPE DRAIN (TYP.) INLET STORM DRAIN D SEE SHEET ST6 STORM DRAIN E SEE SHEET ST9 STORM DRAIN D4 SEE SHEET ST8 STORM DRAIN E1 SEE SHEET ST9 STORM DRAIN D1 SEE SHEET ST7 STORM DRAIN A3 SEE SHEET ST2 STORM DRAIN A3-1 SEE SHEET ST2 STORM DRAIN B SEE SHEET ST3 STORM DRAIN B5 SEE SHEET ST4 STORM DRAIN RO SEE SHEET ST4 STORM DRAIN C SEE SHEET ST5 STORM DRAIN A SEE SHEET ST1 24 MC-7200 STORMTECH CHAMBERS SF SF SF SF SF SF SF FOREBAY (TYP.) SEE SHEET D9 EC2 ER O S I O N C O N T R O L P L A N IN T E R I M 37 NORTH 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 KEYMAP Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ( IN FEET ) 0 1 INCH = 40 FEET 40 40 80 120 EC2 PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY SILT FENCE ROCK SOCK RIPRAP 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 FOR THE SAVOY BY NORTHERN ENGINEERING FOR ADDITIONAL INFORMATION. 5.REFER TO INLET SCHEDULE ON SHEET D5 FOR CLARIFICATION FOR INLET AND BASIN TYPES. SOME BASINS HAVE SOLID COVERS THEREFORE THEY DON'T NEED INLET PROTECTION. GENERAL NOTES: WATTLE DIKE CONCRETE WASH AREA SEDIMENT TRAP BALE INLET PROTECTION SLOPE DRAIN EROSION CONTROL FABRIC LEGEND: BALE OUTLET PROTECTION INLET PROTECTION VEHICLE TRACKING CONTROL PAD SF LIMIT OF DISTURBANCE LOD CITY OF FORT COLLINS UPLAND MIX SEED TABLE OF CONSTRUCTION SEQUENCE AND BMP APPLICATION Project: THE SAVOY 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 1.IT SHOULD BE NOTED THAT ANY EROSION CONTROL PLAN SERVES ONLY AS A GUIDELINE TO THE CONTRACTOR. STAGING AND/OR PHASING OF BEST MANAGEMENT PRACTICES (BMPs) IS EXPECTED. ADDITIONAL AND/OR DIFFERENT BMPs FROM THOSE ORIGINALLY DEPICTED MAY BE NECESSARY DURING CONSTRUCTION DUE TO CHANGING SITE CONDITIONS OR AS REQUIRED BY LOCAL AUTHORITIES. 2.THIS EROSION CONTROL PLAN IS SCHEMATIC IN NATURE. AS SUCH, GRAPHICAL SYMBOLS MAY NOT BE TO SCALE, NOR ARE THEY NECESSARILY SHOWN IN THEIR EXACT LOCATION. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PERMITTING (CITY, STATE DISCHARGE PERMIT, ETC.) AND COMPLIANCE WITH GOVERNING AUTHORITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR (OR PERMIT HOLDER) TO ENSURE EROSION CONTROL MEASURES ARE PROPERLY MAINTAINED AND FOLLOWED. 4.CONTRACTOR SHALL IMPLEMENT THE APPROPRIATE EROSION CONTROL MEASURES ACCORDING THE CONSTRUCTION SEQUENCING AND LEVEL OF SITE STABILIZATION. 5.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR ALL STORM DRAINS, SWALES, UNTIL SITE IS FULLY STABILIZED. 6.INLET PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN WATTLES FOR BARE SOIL, GRAVEL SOCKS FOR PAVEMENT, ETC.) 7.CONTRACTOR IS RESPONSIBLE FOR STABILIZING ALL SLOPES, PARTICULARLY THOSE STEEPER THAN 6:1. CRIMP MULCHING, HYDRO MULCHING, EROSION MATS, TEMPORARY IRRIGATION, AND ADDITIONAL WATTLES OR SILT FENCING MAY BE NECESSARY TO ESTABLISH VEGETATIVE COVER AND STABILIZE THE SLOPE. 8.CONTRACTOR IS RESPONSIBLE FOR PREVENTING SEDIMENT FROM UNSTABILIZED LANDSCAPE AREAS FROM MIGRATING ONTO AND ENTERING THE PERMEABLE PAVER SYSTEMS UNTIL UPGRADIENT TRIBUTARY AREAS ARE FULLY STABILIZED. 9.CONTRACTOR SHALL IMPLEMENT APPROPRIATE PERIMETER PROTECTION FOR AREAS DIRECTING DRAINAGE OFFSITE. PERIMETER PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN SEDIMENT CONTROL LOGS OR SILT FENCE FOR BARE SOIL, GRAVEL SOCKS FOR PAVEMENT, ETC.) 10.FUELING FACILITIES SHALL BE LOCATED AT LEAST ONE HUNDRED (100) FEET FROM NATURAL BODY OF WATER, WETLAND, NATURAL DRAINAGE WAY OR MANMADE DRAINAGE WAY. THE FUEL TANKS AND FUELING AREA MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW A FUEL SPILL TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR DRAINAGE WAY. 11.CONSTRUCTION WASTE STORAGE (DUMPSTERS) AND PORTABLE SANITATION UNITS (CONSTRUCTION TOILETS) SHALL BE LOCATED AT LEAST FIFTY (50) FEET FROM ANY STORMWATER INLET, WETLAND, OR DRAINAGE WAY. SAID FACILITIES MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW POLLUTANTS TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR DRAINAGE WAY. DUMPSTERS SHALL BE LOCATED ON FLAT, STABLE GROUND, AND CONSTRUCTION TOILETS SHALL BE STAKED DOWN. 12.THE CONTRACTOR AND ALL SUBCONTRACTORS WILL COOPERATE WITH THE CITY'S CONSTRUCTION INSPECTORS BY CEASING OPERATIONS WHEN WINDS ARE OF SUFFICIENT VELOCITY TO CREATE BLOWING DUST WHICH, IN THE INSPECTOR'S OPINION, IS HAZARDOUS TO THE PUBLIC HEALTH AND WELFARE. 13.WHERE SEASONAL CONSTRAINTS (E.G., DURING SUMMER AND WINTER MONTHS) INHIBIT PERMANENT SEEDING OPERATIONS, DISTURBED AREAS WILL BE TREATED WITH MULCH AND MULCH TACKIFIER OR OTHER MATERIALS APPROVED BY EROSION CONTROL STAFF TO PREVENT EROSION. 14.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON PLANTING, REVEGETATION, HARDSCAPE AND OTHER PERMANENT SITE STABILIZATION METHODS. 15.DIRT AND DEBRIS FROM CONSTRUCTION ACTIVITIES TRACKED ON CITY STREETS SHALL BE KEPT TO A MINIMUM AND CLEANED IMMEDIATELY OR AT THE SUGGESTION OF THE CITY'S EROSION CONTROL INSPECTOR. 16.CONTRACTOR SHALL KEEP CONSTRUCTION VEHICLES ENTERING AND EXITING SITE TO A MINIMUM. 17.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE RAIN GARDEN SYSTEM. LOOSE MATERIALS SHALL NOT BE STORED ON THE RAIN GARDEN AREA. MUD AND SEDIMENT-LADEN RUNOFF SHOULD BE KEPT AWAY FROM THE RAIN GARDEN AREA. TEMPORARILY DIVERT RUNOFF OR INSTALL SEDIMENT CONTROL MEASURES AS NECESSARY TO REDUCE THE AMOUNT OF SEDIMENT RUN-ON TO THE RAIN GARDEN SYSTEM. EROSION CONTROL NOTES: LINE MATCH MATCH LINE P: \ 5 1 4 - 0 0 3 \ D w g \ E r o s i o n \ 5 1 4 - 0 0 3 _ E R O S _ I N T E R I M . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 1 : 2 6 P M , 1 : 1 C I N Q U E F O I L L A N E ( 6 9 ' W I D E R / W ) S S ST ST ST ST ST ST ST ST ST ST ST 15" SS 15" SS 15" SS 15" SS E E E E ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D D D DD D DD D D PRECISION DRIVE BR O O K F I E L D D R I V E LE FEVER DRIVE CI N Q U E F O I L L A N E LE FEVER DRIVE BUILDING 2 BU I L D I N G 4 BUILDING 5BUILDING 6 BU I L D I N G 7 BU I L D I N G 8 SU I T E S & MA I L L O U N G E BU I L D I N G 3 BUILDING 1 BSP VIBE LLC, 3701 LE FEVER DR, FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 29, 4862 BROOKFIELD DR 3A-3E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 28, 3903 LE FEVER DR 1A-1E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 26, 4902 BROOKFIELD DR 4A-4H FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 21, 3839 PRECISION DR14A-14E FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 22, 3839 PRECISION DR 8A-8E FORT COLLINS MOUNTAIN VIEW TERRA VIDA LLC, 3707 PRECISION DR, FORT COLLINS MORNINGSIDE VILLAGE CONDOS SUPP 10, 3903 PRECISION DR A-E FORT COLLINS VARIOUS OWNERS, 3827 PRECISION DR A-F FORT COLLINS VARIOUS OWNERS, 3815 PRECISION DR A-F FORT COLLINS 18. 1 % 1 7 . 0 % 22 . 0 % BUILDING 2 BU I L D I N G 4 BUILDING 5BUILDING 6 BU I L D I N G 7 BU I L D I N G 8 SU I T E S & MA I L L O U N G E BU I L D I N G 3 BUILDING 1 UD UDMONITORIN G W E L L TRAFFIC R A T E D PROJECT BOUNDARY STORM DRAIN STORM DRAIN STORM DRAIN INLET INLET INLET INLET INLET (TYP.) LANDSCAPE DRAIN (TYP.) LANDSCAPE DRAIN (TYP.) INLET 38 MC-4500 STORMTECH CHAMBERS FOREBAY (TYP.) SEE SHEET ## STORM DRAIN D SEE SHEET ST6 STORM DRAIN A SEE SHEET ST1 STORM DRAIN E SEE SHEET ST9 STORM DRAIN D4 SEE SHEET ST8 STORM DRAIN E1 SEE SHEET ST9 STORM DRAIN D1 SEE SHEET ST7 STORM DRAIN A3 SEE SHEET ST2 STORM DRAIN A3-1 SEE SHEET ST2 STORM DRAIN B SEE SHEET ST3 STORM DRAIN B5 SEE SHEET ST4 STORM DRAIN RO SEE SHEET ST4 STORM DRAIN C SEE SHEET ST5 EC3 ER O S I O N C O N T R O L P L A N FI N A L 38 NORTH 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 KEYMAP Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 ( IN FEET ) 0 1 INCH = 40 FEET 40 40 80 120 EC3 PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY SILT FENCE ROCK SOCK RIPRAP 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 FOR THE SAVOY BY NORTHERN ENGINEERING FOR ADDITIONAL INFORMATION. 5.REFER TO INLET SCHEDULE ON SHEET D5 FOR CLARIFICATION FOR INLET AND BASIN TYPES. SOME BASINS HAVE SOLID COVERS THEREFORE THEY DON'T NEED INLET PROTECTION. GENERAL NOTES: WATTLE DIKE CONCRETE WASH AREA SEDIMENT TRAP BALE INLET PROTECTION SLOPE DRAIN EROSION CONTROL FABRIC LEGEND: BALE OUTLET PROTECTION INLET PROTECTION VEHICLE TRACKING CONTROL PAD SF LIMIT OF DISTURBANCE LOD CITY OF FORT COLLINS UPLAND MIX SEED TABLE OF CONSTRUCTION SEQUENCE AND BMP APPLICATION Project: THE SAVOY 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 1.IT SHOULD BE NOTED THAT ANY EROSION CONTROL PLAN SERVES ONLY AS A GUIDELINE TO THE CONTRACTOR. STAGING AND/OR PHASING OF BEST MANAGEMENT PRACTICES (BMPs) IS EXPECTED. ADDITIONAL AND/OR DIFFERENT BMPs FROM THOSE ORIGINALLY DEPICTED MAY BE NECESSARY DURING CONSTRUCTION DUE TO CHANGING SITE CONDITIONS OR AS REQUIRED BY LOCAL AUTHORITIES. 2.THIS EROSION CONTROL PLAN IS SCHEMATIC IN NATURE. AS SUCH, GRAPHICAL SYMBOLS MAY NOT BE TO SCALE, NOR ARE THEY NECESSARILY SHOWN IN THEIR EXACT LOCATION. 3.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PERMITTING (CITY, STATE DISCHARGE PERMIT, ETC.) AND COMPLIANCE WITH GOVERNING AUTHORITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR (OR PERMIT HOLDER) TO ENSURE EROSION CONTROL MEASURES ARE PROPERLY MAINTAINED AND FOLLOWED. 4.CONTRACTOR SHALL IMPLEMENT THE APPROPRIATE EROSION CONTROL MEASURES ACCORDING THE CONSTRUCTION SEQUENCING AND LEVEL OF SITE STABILIZATION. 5.CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR ALL STORM DRAINS, SWALES, UNTIL SITE IS FULLY STABILIZED. 6.INLET PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN WATTLES FOR BARE SOIL, GRAVEL SOCKS FOR PAVEMENT, ETC.) 7.CONTRACTOR IS RESPONSIBLE FOR STABILIZING ALL SLOPES, PARTICULARLY THOSE STEEPER THAN 6:1. CRIMP MULCHING, HYDRO MULCHING, EROSION MATS, TEMPORARY IRRIGATION, AND ADDITIONAL WATTLES OR SILT FENCING MAY BE NECESSARY TO ESTABLISH VEGETATIVE COVER AND STABILIZE THE SLOPE. 8.CONTRACTOR IS RESPONSIBLE FOR PREVENTING SEDIMENT FROM UNSTABILIZED LANDSCAPE AREAS FROM MIGRATING ONTO AND ENTERING THE PERMEABLE PAVER SYSTEMS UNTIL UPGRADIENT TRIBUTARY AREAS ARE FULLY STABILIZED. 9.CONTRACTOR SHALL IMPLEMENT APPROPRIATE PERIMETER PROTECTION FOR AREAS DIRECTING DRAINAGE OFFSITE. PERIMETER PROTECTION SHALL BE ADAPTED, AS NECESSARY, TO THE SURROUNDING SURFACE TYPE AND CONDITION (i.e., STAKE-DRIVEN SEDIMENT CONTROL LOGS OR SILT FENCE FOR BARE SOIL, GRAVEL SOCKS FOR PAVEMENT, ETC.) 10.FUELING FACILITIES SHALL BE LOCATED AT LEAST ONE HUNDRED (100) FEET FROM NATURAL BODY OF WATER, WETLAND, NATURAL DRAINAGE WAY OR MANMADE DRAINAGE WAY. THE FUEL TANKS AND FUELING AREA MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW A FUEL SPILL TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR DRAINAGE WAY. 11.CONSTRUCTION WASTE STORAGE (DUMPSTERS) AND PORTABLE SANITATION UNITS (CONSTRUCTION TOILETS) SHALL BE LOCATED AT LEAST FIFTY (50) FEET FROM ANY STORMWATER INLET, WETLAND, OR DRAINAGE WAY. SAID FACILITIES MUST BE SET IN A CONTAINMENT AREA THAT WILL NOT ALLOW POLLUTANTS TO DIRECTLY FLOW, SEEP, RUN OFF, OR BE WASHED INTO A BODY OF WATER, WETLAND OR DRAINAGE WAY. DUMPSTERS SHALL BE LOCATED ON FLAT, STABLE GROUND, AND CONSTRUCTION TOILETS SHALL BE STAKED DOWN. 12.THE CONTRACTOR AND ALL SUBCONTRACTORS WILL COOPERATE WITH THE CITY'S CONSTRUCTION INSPECTORS BY CEASING OPERATIONS WHEN WINDS ARE OF SUFFICIENT VELOCITY TO CREATE BLOWING DUST WHICH, IN THE INSPECTOR'S OPINION, IS HAZARDOUS TO THE PUBLIC HEALTH AND WELFARE. 13.WHERE SEASONAL CONSTRAINTS (E.G., DURING SUMMER AND WINTER MONTHS) INHIBIT PERMANENT SEEDING OPERATIONS, DISTURBED AREAS WILL BE TREATED WITH MULCH AND MULCH TACKIFIER OR OTHER MATERIALS APPROVED BY EROSION CONTROL STAFF TO PREVENT EROSION. 14.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON PLANTING, REVEGETATION, HARDSCAPE AND OTHER PERMANENT SITE STABILIZATION METHODS. 15.DIRT AND DEBRIS FROM CONSTRUCTION ACTIVITIES TRACKED ON CITY STREETS SHALL BE KEPT TO A MINIMUM AND CLEANED IMMEDIATELY OR AT THE SUGGESTION OF THE CITY'S EROSION CONTROL INSPECTOR. 16.CONTRACTOR SHALL KEEP CONSTRUCTION VEHICLES ENTERING AND EXITING SITE TO A MINIMUM. 17.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE RAIN GARDEN SYSTEM. LOOSE MATERIALS SHALL NOT BE STORED ON THE RAIN GARDEN AREA. MUD AND SEDIMENT-LADEN RUNOFF SHOULD BE KEPT AWAY FROM THE RAIN GARDEN AREA. TEMPORARILY DIVERT RUNOFF OR INSTALL SEDIMENT CONTROL MEASURES AS NECESSARY TO REDUCE THE AMOUNT OF SEDIMENT RUN-ON TO THE RAIN GARDEN SYSTEM. EROSION CONTROL NOTES: LINE MATCH LINE MATCH P: \ 5 1 4 - 0 0 3 \ D w g \ E r o s i o n \ 5 1 4 - 0 0 3 _ E R O S _ F I N A L . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 2 : 1 9 P M , 1 : 1 EC4 ER O S I O N C O N T R O L D E T A I L S 39 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 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 TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 006 SECTION G-G G PLAN G BOP BALE OUTLET PROTECTION P: \ 5 1 4 - 0 0 3 \ D w g \ E r o s i o n \ 5 1 4 - 0 0 3 _ E R O S - D E T A I L S . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 2 : 5 8 P M , 1 : 1 BUILDING 2 BU I L D I N G 4 BUILDING 5BUILDING 6 BU I L D I N G 7 BU I L D I N G 8 SU I T E S & MA I L L O U N G E BU I L D I N G 3 BUILDING 1 UDMONITO R I N G W E L L TRAFFIC R A T E D ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST D D D D DD D DD D D odp1 S S S S S S S H2O S H YD ELEC S X X X SSANI SANI SANI WV WV WV GAS H2OGAS GAS VAULT ELEC V.P. ST ST ST ST ST ST ST ST STSTSTSTST STSTST S T ST ST ST ST ST ST ST ST ST S T ST ST ST ST ST ST S T ST ST D D D D D ST ST ST ST ST D D ODP1 ODP2 A1 A3 A5 BF1 A6 A7 A8 A9 A10 A11 B1 B2 B3 B4 B5 B6 ODP3 odp2 a7 a8 a10 a11 b2 b3 bf1 ODP POND DETENTION POND A - BROOKFIELD PRECISION DRIVE BR O O K F I E L D D R I V E LE FEVER DRIVE CI N Q U E F O I L L A N E NO R T H E R N L I G H T S D R I V E BR O O K F I E L D D R I V E odp3 IMAGO ENTERPRISES INC, 4710 CINQUEFOIL LN, FORT COLLINS A4 A2 A12 a2 a3 30' UTILITY AND DRAINAGE EASEMENT RAIN GARDEN OVERFLOW OUTFALL RAIN GARDEN FLAT AREA = 1,556 SQ. FT. (1,404 SQ. FT. MINIMUM) DRAINAGE EASEMENT LANDSCAPE DRAIN (TYP.) LANDSCAPE DRAIN (TYP.) LANDSCAPE DRAIN (TYP.) EXISTING 15' TYPE R INLET AREA INLET AREA INLETAREA INLET AREA INLET TYPE R INLET TYPE R INLET TYPE R INLET AREA INLET EXISTING TYPE R INLET EMERGENCY OVERFLOW PATH FOR RAIN GARDEN SWALE EXISTING 36" RCP FOREBAY PROPOSED OFF-SITE STORM EASEMENT BY SEPARATE DOCUMENT FOREBAY AREA INLET STORM DRAIN (TO BE UTILIZED FOR ROOF DRAIN CONNECTIONS) STORM DRAIN (TO BE UTILIZED FOR ROOF DRAIN CONNECTIONS) AREA INLET DRAINAGE EASEMENT LANDSCAPE DRAIN (TYP.) DRAINAGE EASEMENT 24 MC-7200 STORMTECH ISOLATOR CHAMBERS (SEE SHEET SUB1) Sheet TH E S A V O Y 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 E N G I N E E R N G I E H T R O N R N FO R T C O L L I N S : 3 0 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 , 8 0 5 2 1 GR E E L E Y : 8 2 0 8 t h S t r e e t , 8 0 6 3 1 97 0 . 2 2 1 . 4 1 5 8 no r t h e r n e n g i n e e r i n g . c o m of 40 DR1 DR A I N A G E E X H I B I T 40 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 ) 0 1 INCH = 50 FEET 50 50 100 150 PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER OVERLAND FLOW PROPOSED STORM INLET BASIN AREA LID SUMMARY: ST A a PROPOSED RIGHT-OF-WAY DESIGN POINT BASIN ID BASIN MINOR AND MAJOR C COEFFICIENTS LEGEND: 1.REFER TO THE "FINAL DRAINAGE REPORT FOR THE SAVOY" BY NORTHERN ENGINEERING DATED 07/12/2023 FOR ADDITIONAL INFORMATION. 2.THE SAVOY WILL NOT BE PROVIDING ONSITE DETENTION. DETENTION IS BEING PROVIDED AT ODP POND AND DETENTION POND A - BROOKFIELD. 3.LID MEASURES ARE PROVIDED VIA STORMTECH ISOLATOR CHAMBERS AND RAIN GARDEN. 4.ALL PROPOSED ONSITE STORM SEWER AND STORMTECH SYSTEM ARE TO BE PRIVATELY OWNED AND MAINTAINED. ALL PROPOSED OFFSITE STORM SEWER SYSTEMS ARE PUBLICLY OWNED AND MAINTAINED. 5.REFER TO EROSION CONTROL SHEETS FOR EROSION PROTECTION. 6.REFER TO THE GRADING PLAN FOR CLARIFICATION ON ELEVATIONS FOR EMERGENCY OVERTOPPING LOCATIONS. NOTES: EMERGENCY OVERFLOW PATH BASIN DELINEATION PROPOSED UNDERDRAIN UD BASIN TOTAL AREA (acres) Tc2 (min) Tc100 (min) C2 C100 Q2 (cfs) Q100 (cfs) A1 0.11 5.0 5.0 0.75 0.94 0.24 1.07 A2 0.52 5.0 5.0 0.87 1.00 1.29 5.16 A3 0.68 5.0 5.0 0.84 1.00 1.64 6.80 A4 0.12 5.0 5.0 0.74 0.93 0.25 1.07 A5 0.27 5.0 5.0 0.82 1.00 0.62 2.65 A6 0.22 5.0 5.0 0.71 0.89 0.45 1.97 A7 0.24 5.0 5.0 0.92 1.00 0.64 2.43 A8 0.52 5.0 5.0 0.88 1.00 1.32 5.22 A9 0.63 5.0 5.0 0.69 0.86 1.24 5.41 A10 0.51 5.0 5.0 0.87 1.00 1.27 5.08 A11 0.60 5.0 5.0 0.79 0.99 1.36 5.93 A12 0.24 5.0 5.0 0.85 1.00 0.59 2.41 ODP1 0.45 5.0 5.0 0.67 0.84 0.87 3.78 ODP2 0.86 5.3 5.3 0.71 0.89 1.75 7.63 ODP3 0.29 5.0 5.0 0.70 0.88 0.58 2.53 B1 0.25 5.0 5.0 0.64 0.80 0.45 1.96 B2 0.63 5.0 5.0 0.88 1.00 1.57 6.23 B3 0.58 5.0 5.0 0.82 1.00 1.36 5.78 B4 0.25 5.0 5.0 0.83 1.00 0.59 2.47 B5 0.39 5.0 5.0 0.75 0.94 0.83 3.64 B6 0.17 5.0 5.0 0.29 0.36 0.14 0.63 BF1 1.14 9.4 9.4 0.63 0.79 1.66 7.24 Area treated by Stormtech LID Pond (ac)4.68 Area treated by Rain Garden (ac)2.27 Total LID (ac)6.95 *Total Drainage Area (ac)9.24 % Treated by LID 75.22% % Treated by ODP Pond and Detention Pond A - Brookfield 24.78% RUNOFF SUMMARY: *Includes Major Basin A, Major Basin B, Basin BF1, Sub-Basin ODP2, and Sub-Basin ODP3. Excludes Sub-Basin ODP1 CONCENTRATED FLOW KEYMAP 24' DR1 P: \ 5 1 4 - 0 0 3 \ D w g \ D r n g \ 5 1 4 - 0 0 3 _ D R N G . d w g , 7 / 1 1 / 2 0 2 3 1 : 0 3 : 1 2 P M , 1 : 1