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Home My WebLink AboutBLOCK 23 MORNINGSTAR - FDP200027 - SUBMITTAL DOCUMENTS - ROUND 1 - UTILITY PLANS (2)Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 NOVEMBER 2020 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: VICINITY MAP NORTH PROJECT DATUM: NAVD88 City of Fort Collins Benchmark 1-13 At the Southwest corner of College Ave. and Maple St., on a concrete traffic signal base. ELEV.= 4979.75 City of Fort Collins Benchmark 5-00 On the top of curb at the signal pole base at the Northwest corner of Linden St. and Jefferson St. ELEV.= 4978.05 Please Note: This plan set is using NAVD88 for a vertical datum. Surrounding developments have used NGVD29 Unadjusted for their vertical datums. If NGVD29 Unadjusted Datum is required for any purpose, the following equation should be used: NGVD29 Unadjusted = NAVD88 - 3.18' Basis of Bearings Assuming the East line of the Northeast Quarter of Section 11, T.7N., R.69W., as bearing South 00°06'21" West being a Grid Bearing of the Colorado State Plane Coordinate System, North Zone, North American Datum 1983/92, a distance of 2657.02 feet with all other bearings contained herein relative thereto. Northern Engineering Project No. 1204-004 Date: June 14, 2019 Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 CS2 GENERAL & CONSTRUCTION NOTES 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. Call before you dig. 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 storm sewer 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 S W W F UD UD UD FDC 6" W 6" W 6" W 8" W 8" W 8" W 8" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 6" SS 6" SS 6" SS 6" SS 6" SS 6" SS 16" W 16" W 8" W 8" W 8" W 8" W T S E E E 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E G G G G G G SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 6" W 6" W 8" W 8" W W W G G R R FDC N:132819.38 E:194693.12 N:132704.77 E:194311.15 N:132832.42 E:194477.35 UD UD UD UD R R PROPOSED SAWCUT LINE PROPOSED SAWCUT LINE PROPOSED SAWCUT LINE CHERRY ST N COLLEGE AVE N MASON ST PROPOSED ACCESS RAMP PROPOSED ACCESS RAMPS PROPOSED DRAINAGE EASEMENT 30' RAILROAD EASEMENT REC. NO. 89053240 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT OLD TOWN FLATS LLC 310 N MASON ST FORT COLLINS, CO 80524 UNION PACIFIC RAILROAD BURLINGTON NORTHERN RAILROAD PROPOSED INLET PROPOSED INLET 6' SIDEWALK 6' SIDEWALK EXISTING PERMEABLE PAVERS SIGHT DISTANCE PROPOSED INLET PROPOSED INLET PROPOSED CONCRETE MEDIAN (MATCH EXISTING CONCRETE AND PATTERN G CONTROL IRR CONTROL IRR CONTROL IRR FDC FO FO FO FO FO FO N:132435.58 E:194519.58 F F UD UD UD FDC E E E E E E E E E E E E E E E PROPOSED SAWCUT LINE PROPOSED SAWCUT LINE PROPOSED SAWCUT LINE MAPLE ST PROPOSED SAWCUT LINE PROPOSED ACCESS RAMPS 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 OLD TOWN FLATS LLC 310 N MASON ST FORT COLLINS, CO 80524 PROPOSED ACCESS RAMP PROPOSED TAPERED STAIRS EXISTING PERMEABLE PAVERS SIGHT DISTANCE PROPOSED METAL SIDEWALK CULVERT & GUTTER N:132560.61 E:194726.38 MATCH CURB & GUTTER N:132516.86 S W W F UD UD UD FDC 6" W 6" W 6" W 8" W 8" W 8" W 8" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 6" SS 16" W 16" W 8" W 8" W 8" W 8" W T S E E E 12" W 12" W 12" W 12" W 12" W 12" W E E E E E E G G G G G G SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W 6" W 6" W 8" W 8" W W W G G R R UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD R R CHERRY ST N COLLEGE AVE N MASON ST FFE=80.18 78.16 78.27 78.06 79.65 75.19 76.51 80.07 80.18 79.18 PROPOSED OUTLET STRUCTURE PROPOSED INLET PROPOSED INLET PROPOSED UNDER DRAIN 78.74 78.87 2.1% PARKING GARAGE PROPOSED AREA INLET OLD TOWN FLATS LLC 310 N MASON ST FORT COLLINS, CO 80524 0.9% 1.8% 0.5% UNION PACIFIC RAILROAD BURLINGTON NORTHERN RAILROAD 30' RAILROAD EASEMENT REC. NO. 89053240 6' SIDEWALK 6' SIDEWALK MATCH EXISTING CURB & GUTTER MATCH EXISTING CURB & GUTTER MATCH EXISTING CURB & GUTTER PROPOSED SAWCUT UD G FO FO FO FO FO FO F F UD UD UD FDC T S G CONTROL IRR CONTROL IRR CONTROL IRR MAPLE ST FFE=79.41 80.98 80.51 80.07 3.4% EXISTING INLET OLD TOWN FLATS LLC 310 N MASON ST FORT COLLINS, CO 80524 80.79 0.9% MATCH EXISTING CURB & GUTTER MATCH EXISTING FLOW LINE PROPOSED SAWCUT PROPOSED SAWCUT PROPOSED SAWCUT PROPOSED ACCESS RAMPS TIE TO EXISTING 81.36 78.55 77.69 80.35 80.44 80.83 81.04 80.96 2.8% PROPOSED TAPERED STAIRS SEE DETAILED GRADING SHEET G4 2.5% UD UD UD UD UD UD UD UD 6' SIDEWALK FFE=80.18 BASIN A10-8 INV. IN=4976.23 (N) INV. OUT=4975.13 (SW) FG=4979.3 N: 132747.08 E: 194522.8576 BASIN A10-9 INV. IN=4976.24 (N) INV. OUT=4976.24 (S) FG=4979.3 N: 132750.08 E: 194522.8700 3.00 LF 8" PVC @ 0.50% 80.81 LF 4" PERF. PVC @ 0.50% CLEANOUT A10-10 INV. OUT=4976.64 (S) FG=4979.3 N: 132830.88 E: 194523.2050 79.37 79.18 79.31 79.27 79.31 79.41 79.31 79.41 79.31 81.31 TOW 81.31 TOW 79.31 81.31 TOW 79.06 79.21 79.31 78.97 78.76 78.67 78.93 79.30 79.18 79.35 79.17 HP 79.55 2.0% 2.0% 0.5% 1.0% 78.74 78.96 2.0% PROPOSED 77.83 78.11 78.50 78.51 3.3% PROPOSED LANDSCAPING WALL (SEE LANDSCAPING PLANS FOR MATERIAL AND PATTERN) 1.8% 2.1% 2.0% 3.4% 2.1% 80.27 80.09 80.00 TS 77.77 77.35 78.80 BOT 2.0% 2.9% 2.0% PROPOSED STAIRS 2 - 4" STEPS PROPOSED STAIRS (3 - 5" RISERS) PROPOSED 6" LANDSCAPE CURB 78.38 78.14 78.30 78.67 BOT 78.74 BOT 78.81 BOT 78.81 BOT 80.00 BOT 79.64 BOT 79.60 BOT 79.92 BOT 80.02 BOT 78.43 FFE=80.18 FFE=80.18 FFE=80.18 78.46 78.51 78.57 FFE=80.18 FFE=80.18 79.26 79.44 79.44 80.18 79.94 80.22 80.38 80.38 80.22 80.06 80.18 80.18 80.18 80.08 79.95 79.07 79.25 79.56 79.63 79.63 79.46 79.63 80.18 80.18 80.18 80.18 80.18 80.18 80.18 80.09 78.97 79.83 79.27 79.78 80.18 80.18 80.18 79.80 79.80 80.00 80.08 79.54 79.80 79.53 79.89 79.98 2.0% 2.0% 4.2% 0.5% 2.0% 0.5% 2.8% 2.0% 2.0% 2.0% 2.6% 1.2% 1.1% FDC UD UD UD TF TF EE E E E E E E E E E E E E W W W S F F F F SC UD UD FDC G S FO FO FO FO F S S STORM DRAIN LINE A10-2B SEE SHEET ST4 S W W F UD UD UD FDC 8" W 8" W 8" W 8" W E SS SS SS SS SS SS SS SS SS SS SS 16" W 16" W 16" W 16" W 16" W 16" W 16" W 16" W W W G G R R B M VAULT ELEC TRAFFIC VAULT H Y D UD UD TF TF E E E E E E E E E E E E S SC F F UD UD FDC UD UD 6" W 6" W 8" W 8" W 8" W 8" W 12" W 12" W 12" W 12" W 12" W 12" W 8" W 8" W 8" W 8" W 12" W CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC TRAFFIC VAULT T S VAULT ELEC CC CC ELEC ELEC BRKR E H Y D VAULT ELEC VAULT 4960 4965 4970 4975 4980 4985 4990 4995 5000 4960 4965 4970 4975 4980 4985 4990 4995 5000 12+50 12+00 11+00 10+00 9+00 EXISTING GROUND PROPOSED GROUND STMH A10 STA 10+00.00 RIM 4979.0± INV. IN 4974.66 (E) INV. IN 4974.66 (S) INV. OUT 4974.66 (N) 4.75 LF 15" RCP @ 0.50% INLET A10-1 STA 10+04.75 FL. EL 4978.9± INV. IN 4974.68 (E) INV. OUT 4974.68 (W) 9.12 LF 15" HDPE @ 0.50% BASIN A10-2 w/ WQ WEIR STA 10+13.87 RIM 4979.1± INV. IN 4974.73 (N) INV. IN 4974.73 (S) INV. IN 4974.73 (E) INV. OUT 4974.73 (W) 6.57 LF 15" HDPE @ 0.50% CONNECTION A10-3 STA 10+20.45 INV. 4974.76 (N) INV. 4974.76 (S) CONNECTION A10-4 STA 10+78.99 INV. 4974.88 (N) INV. 4974.88 (S) 6.80 LF 12" HDPE @ 0.50% BASIN A10-5 STA 10+85.79 RIM 4979.4± INV. IN 4974.91 (N) INV. IN 4974.92 (E) INV. OUT 4974.91 (S) 3.25 LF 12" HDPE @ 0.50% S FO FO FO FO 16" W 16" W 16" W 16" W SS SS SS SS SS SS SS SS SS 16" W 16" W 16" W 16" W 16" W B M TRAFFIC VAULT T S E E E FO FO FO FO G G G G G G G G G G G G N COLLEGE AVE MAPLE ST 12.12 LF 18" RCP @ 2.70% CONNECTION B4 STA 11+36.43 N: 132395.22 E: 194690.03 STMH B3 STA 11+24.31 N: 132407.33 E: 194690.64 27.17 LF 24" RCP @ 0.50% STMH B2 STA 10+97.14 N: 132412.40 E: 194717.33 33.44 LF 24" RCP @ 0.50% INLET B1 STA 10+63.70 N: 132444.22 E: 194727.62 STORM DRAIN LINE B3 SEE LEFT UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD UD 74.25 SOG BASIN A10-5B INV. IN=4974.76 (N) INV. IN=4975.77 (E) INV. OUT=4974.76 (W) FG=4979.47 N: 132634.37 E: 194527.90 4.75 LF 15" HDPE @ 0.20% BASIN A10-4B INV. IN=4974.75 (E) INV. IN=4974.75 (N) INV. OUT=4974.75 (W) FG=4979.35 N: 132634.40 E: 194523.15 4.75 LF 15" HDPE @ 0.20% BASIN A10-3B INV. IN=4974.74 (E) INV. IN=4974.74 (N) INV. OUT=4974.74 (W) FG=4979.24 N: 132634.43 E: 194518.40 4.78 LF 15" HDPE @ 0.20% BASIN A10-2 w/ WQ WEIR INV. IN=4974.73 (N) INV. IN=4974.73 (S) INV. IN=4974.73 (E) INV. OUT=4974.73 (W) FG=4979.13 N: 132634.46 E: 194513.62 6.57 LF 15" HDPE @ 0.20% 13.69 LF 15" HDPE @ 0.20% 6.57 LF 15" HDPE @ 0.20% 6.57 LF 15" HDPE @ 0.50% CONNECTION A10-3 INV. IN=4974.76 (N) INV. OUT=4974.76 (S) FG=4977.66 N: 132641.03 E: 194513.66 JUNCTION BEGIN A10-2B INV. IN=4974.75 (N) INV. OUT=4974.75 (S) FG=4977.55 N: 132641.00 E: 194518.41 JUNCTION BEGIN A10-3B INV. IN=4974.76 (N) UD UD UD UD UD G FO FO FO FO UD F UD UD UD FDC G CONTROL IRR CONTROL IRR CONTROL IRR CHERRY ST N COLLEGE AVE MAPLE ST N MASON ST PARKING GARAGE OLD TOWN FLATS LLC 310 N MASON ST FORT COLLINS, CO 80524 UNION PACIFIC RAILROAD BURLINGTON NORTHERN RAILROAD 30' RAILROAD EASEMENT REC. NO. 89053240 6' SIDEWALK 6' SIDEWALK COURTYARD COURTYARD CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 EC2 EROSION CONTROL PLAN 18 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. Call before you dig. R 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 CONSTRUCTION FENCE w/ ROCK SOCKS TEMPORARY CHAIN-LINK FENCE ROCK SOCK TEMPORARY CHAIN-LINK FENCE ROCK SOCK SIDE VIEW CF 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. Call before you dig. R D1 UTILITY DETAILS Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 101 TRAFFIC-RATED CURB STOP INSTALLATION 102 A SECTION A-A A 103 107 VALVE ASSEMBLY BOX STANDARD SETTING FOR 1 1/2 IN. AND 2 IN. WATER METERS STANDARD SETTING FOR 1 1/2 IN. AND 2 IN. WATER METERS 200 STANDARD SETTING FOR 3 IN. AND 4 IN. WATER METERS (PLAN VIEW) 201 STANDARD SETTING FOR 3 IN. AND 202 4 IN. WATER METERS (SIDE VIEW) STANDARD SETTING FOR 3 IN. AND 4 IN. WATER METERS (END VIEW) 19 100 WATER MAIN BEDDING 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. Call before you dig. R Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 200 SEWER BEDDING REQUIREMENTS 201 STANDARD MANHOLE COMPACTED GRANULAR MATERIAL CONFORMING TO CDDH #67 LOWER LIMIT OF TRENCH WALL SLOPING INITIAL LIFT * 12 IN. MIN. PIPE O.D. 4 IN. MIN. TRENCH WIDTH AS SPECIFIED IN SECTION 02221 COMPACTED GRANULAR MATERIAL CONFORMING TO CDDH #67 * BEDDING REQUIRMENTS WW-1 ALTERNATE BASE POURED INVERT PRECAST MANHOLE BASE 2 IN. MIN. SLOPE 1 IN. MIN. 8 IN. MIN. 6 IN. 15 IN. OR LESS 48 IN. 18 IN. TO 30 IN. 60 IN. OVER 30 INCHES 72 IN. MIN. MANHOLE MINIMUM INSIDE DIAMETER OF DIAMETER Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 D3 STORMWATER DETAILS 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. Call before you dig. R 301 STORMWATER BEDDING 2 PASEO DRAINAGE REVISION BRR 10/03/19 1 MINOR AMENDMENT BRR 09/28/18 21 302 STORMWATER MANHOLE 303 AREA INLET 300 CDOT TYPE R DETAIL 304 INLET SCHEDULE INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A1 10' Type-R Per Detail Inlet A4 10' Type-R Per Detail Inlet A7-1 Area Inlet Per Detail Inlet A8-1 Pond Outlet Per Detail Inlet A10-1 Area Inlet Per Detail Basin A10-2 15" Nyloplast Area Drain Solid Basin A10-3A 12" Nyloplast Area Drain Solid Basin A10-3B 15" Nyloplast Area Drain Solid Basin A10-4A 12" Nyloplast Area Drain Solid Basin A10-4B 15" Nyloplast Area Drain Solid Basin A10-5 12" Nyloplast Area Drain Solid Basin A10-5A 12" Nyloplast Area Drain Solid Basin A10-5B 15" Nyloplast Area Drain Solid Basin A10-6 12" Nyloplast Area Drain Solid Basin A10-6B 24" Nyloplast Area Drain Beehive Grate Basin A10-8 24" Nyloplast Area Drain Beehive Grate Basin A10-9 24" Nyloplast Area Drain Beehive Grate Basin A10-3A-1 18" Nyloplast Area Drain Beehive Grate Basin A10-7A 24" Nyloplast Area Drain Beehive Grate Inlet B3 Double Combination Inlet Per Detail Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 D4 STORMWATER DETAILS 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. Call before you dig. R 401 ORIFICE PLATE (CONCRETE OUTLET STRUCTURE) ORIFICE OPENING (8.69" Ø, POND OUTLET) PLATE CENTERED OVER PIPE OPENING IN WALL 1 2" Ø HOLES FOR 3 8" Ø EXPANSION BOLTS EMBEDDING 2" INTO CONCRETE WALL @ 6" O.C. MIN. 5 16" THICK GALVANIZED STEEL PLATE D D+4" D+4" ORIFICE INVERT SHALL MATCH PIPE INVERT 120° 90° 60° A SCREEN SLOT TABLE A B C D E F PIPE SIZE ROWS OF Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com 23 of 26 D5 STORMWATER DETAILS 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. Call before you dig. R 2 PASEO DRAINAGE REVISION BRR 10/03/19 1 MINOR AMENDMENT BRR 09/28/18 STORMWATER CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH SC-740, SC-310, OR APPROVED EQUAL. 2. CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN POLYPROPYLENE OR POLYETHYLENE RESINS.^J 3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 4. 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. 5. CHAMBERS SHALL MEET ASTM F2922 (POLYETHYLENE) OR ASTM F2418 (POLYPROPYLENE), "STANDARD SPECIFICATION FOR THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".^J 6. CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 7. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. THE CHAMBER MANUFACTURER SHALL SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE: a. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES 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 AASHTO FOR THERMOPLASTIC PIPE.^J b. A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET. THE 50 YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418 OR ASTM F2922 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATION TO VERIFY LONG-TERM PERFORMANCE.^J c. STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED.^J 8. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310/SC-740 SYSTEM 1. STORMTECH SC-310 & SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.^J 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: 8" MIN 4" MIN DIAMETER PERFORATED PVC UNDERDRAIN 2" MIN 30" MIN 1 12" MAX GEOTEXTILE LINER (AS PER PLAN) MAXIMUM ALLOWABLE PONDING DEPTH IS 12" FROM THE TOP OF THE MULCH 4 MAX NON-FLOATABLE MULCH (AS PER PLAN) 3" PONDING DEPTH MUST NOT EXCEED FLOWLINE ELEVATION OF ADJACENT GUTTER FOREBAY IS REQUIRED TO BE PLACED AT ALL INFLOW LOCATIONS; WITH A MINIMUM 3" DROP FROM GUTTER FLOWLINE TO FOREBAY PROTECTED ELECTRIC VAULT CONCRETE FILLED BOLLARD Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 D7 SITE DETAILS 700 CURB AND GUTTER 703 704 6" 2"R. 2" 6" 6" 12" 1 1/2"R. 2'-6" 6" 4 1/2" 30" 9" R 0.5" 4.5" 18" 3.63" 21.75" R 0.13" 7" 2" 3.75" 12" ROLL-OVER VERTICAL (LOVELAND) Gutter edge may be tapered or battered. (Typical for all Curb & & Gutter Types) ATTACHED SIDEWALK DETAIL Slope sidewalk to curb 1/4" per foot. NOTE: Construct sidewalk with joints at 10' intervals R 1/8" UD UD UD UD UD G FO FO FO FO UD S F UD UD UD FDC 16" W E E E E E E E E E R R VAULT F.O. F.O. G VAULT F.O. CONTROL IRR CONTROL IRR CONTROL IRR F.O. CHERRY ST N COLLEGE AVE MAPLE ST N MASON ST OLD TOWN FLATS LLC 310 N MASON ST FORT COLLINS, CO 80524 10 10 10 a1 a3 a2 b2 w2 w4 PARKING GARAGE SENIOR LIVING BUILDING UNION PACIFIC RAILROAD BURLINGTON NORTHERN RAILROAD PROPOSED OUTLET STRUCTURE PROPOSED INLET PROPOSED INLET PROPOSED RAIN GARDEN TYPE PLANTER WITH UNDER DRAIN AND IMPERMEABLE LINER CONNECT TO EXISTING STORM DRAIN PROPOSED RAIN GARDEN TYPE PLANTER WITH UNDER DRAIN AND IMPERMEABLE LINER PROPOSED RAIN GARDEN TYPE PLANTER WITH UNDER DRAIN AND IMPERMEABLE LINER PROPOSED UNDER DRAIN 30 TOTAL STORMTECH CHAMBERS: ISOLATOR ROWS = 18 CHAMBERS STANDARD ROWS = 12 CHAMBERS (SEE NOTE 2.) EXISTING INLETS EXISTING INLET TO BE REPLACED WITH A SOLID MH COVER PROPOSED STORM DRAIN PROPOSED STORM DRAIN PROPOSED STORM MANHOLE PROPOSED INLET EXISTING STORM DRAIN PROPOSED INLET PROPOSED INLET PROPOSED INLET PROPOSED INLET EXISTING STORM DRAIN EXISTING INLET PROPOSED STORM DRAIN PROPOSED 2' SIDEWALK CHASE PROPOSED 2' SIDEWALK CHASE w3 w1 b1 e5 e1 e3 e2 e4 0.61 ac. E4 0.31 ac. E2 0.40 ac. E1 0.21 ac. E3 0.29 ac. A3 0.28 ac. A2 0.23 ac. A1 0.09 ac. B1 0.61 ac. W2 0.07 ac. W4 0.16 ac. B2 0.61 ac. W3 0.01 ac. W1 0.01 ac. E5 0.08 ac. C1 0.11 ac. C2 c1 c2 PROPOSED SAND FILTER VAULT PROPOSED DETENTION VAULT PROPOSED INLET PROPOSED UNDERGROUND VAULT OUTLET STRUCTURE Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 NORTH ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R DR1 DRAINAGE EXHIBIT 26 FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION PROPOSED CONTOUR PROPOSED STORM SEWER EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED INLET DESIGN POINT A FLOW ARROW DRAINAGE BASIN LABEL DRAINAGE BASIN BOUNDARY PROPOSED SWALE SECTION 1 1 NOTES: 1. REFER TO THE FINAL DRAINAGE REPORT FOR BLOCK 23, DATED NOVEMBER 10, 2020 FOR ADDITIONAL INFORMATION. 2. IF NECESSARY, STANDARD STORMTECH CHAMBERS CAN BE CONVERTED INTO AN ISOLATOR ROW TO FACILITATE CONSTRUCTION. AT MINIMUM, THERE MUST BE 18 CHAMBERS IN ISOLATOR ROWS AND A TOTAL OF 30 CHAMBERS. CONTRACTOR TO COORDINATE STORMTECH CHAMBER LAYOUT AND DESIGN WITH MANUFACTURER. BENCHMARK FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION C PROJECT DATUM: NAVD88 City of Fort Collins Benchmark 1-13 At the Southwest corner of College Ave. and Maple St., on a concrete traffic signal base. ELEV.= 4979.75 City of Fort Collins Benchmark 5-00 On the top of curb at the signal pole base at the Northwest corner of Linden St. and Jefferson St. ELEV.= 4978.05 Please Note: This plan set is using NAVD88 for a vertical datum. Surrounding developments have used NGVD29 Unadjusted for their vertical datums. If NGVD29 Unadjusted Datum is required for any purpose, the following equation should be used: NGVD29 Unadjusted = NAVD88 - 3.18' Basis of Bearings Assuming the East line of the Northeast Quarter of Section 11, T.7N., R.69W., as bearing South 00°06'21" West being a Grid Bearing of the Colorado State Plane Coordinate System, North Zone, North American Datum 1983/92, a distance of 2657.02 feet with all other bearings contained herein relative thereto. LEGEND: DEVELOPED DRAINAGE BASINS Design Point Basin ID Total Area (acres) C2 C100 2-Yr Tc (min) 100-Yr Tc (min) Q2 (cfs) Q100 (cfs) a1 A1 0.229 0.62 0.77 6.34 6.34 0.38 1.64 a2 A2 0.285 0.81 1.00 5.00 5.00 0.65 2.83 a3 A3 0.287 0.88 1.00 5.00 5.00 0.71 2.85 b1 B1 0.088 0.64 0.80 5.00 5.00 0.16 0.70 b2 B2 0.161 0.93 1.00 5.00 5.00 0.42 1.60 c1 C1 0.085 0.95 1.00 5.00 5.00 0.23 0.84 c2 C2 0.113 0.95 1.00 5.00 5.00 0.31 1.12 e1 E1 0.398 0.91 1.00 5.48 5.48 1.03 3.96 e2 E2 0.309 0.95 1.00 5.37 5.37 0.84 3.07 e3 E3 0.213 0.95 1.00 5.00 5.00 0.58 2.12 e4 E4 0.615 0.93 1.00 7.82 7.82 1.40 5.28 e5 E5 0.012 0.95 1.00 5.00 5.00 0.03 0.12 w1 W1 0.010 0.15 0.18 7.47 7.47 0.00 0.02 w2 W2 0.612 0.95 1.00 5.00 5.00 1.66 6.09 w3 W3 0.048 0.27 0.34 5.00 5.00 0.04 0.16 w4 W4 0.068 0.10 0.13 7.26 7.26 0.02 0.07 COMBINED BASINS a1 Cherry 0.327 0.61 0.76 7.79 7.79 0.49 2.13 a2 College 0.285 0.81 1.00 5.00 5.00 0.65 2.83 a3 Maple 0.287 0.88 1.00 5.00 5.00 0.71 2.85 b2 Alley 0.823 0.89 1.00 5.00 5.00 2.09 8.19 a1 East 1.745 0.93 1.00 5.00 5.00 4.64 17.36 w2 West 0.738 0.82 1.00 5.26 5.26 1.72 7.34 a1 Total 3.532 0.87 1.00 5.00 5.00 8.71 35.14 EXISTING DRAINAGE BASINS Design Point Basin ID Total Area (acres) C2 C100 2-Yr Tc (min) 100-Yr Tc (min) Q2 (cfs) Q100 (cfs) h-a1 H-A1 0.317 0.71 0.88 6.66 6.66 0.58 2.54 h-a2 H-A2 0.167 0.92 1.00 5.00 5.00 0.44 1.66 h-a3 H-A3 0.113 0.78 0.97 5.00 5.00 0.25 1.10 h-b4 H-B2 0.160 0.95 1.00 5.00 5.00 0.43 1.59 h-a1 H-E1 0.390 0.86 1.00 8.05 8.05 0.81 3.27 h-a3 H-E2 0.424 0.95 1.00 6.18 6.18 1.08 3.95 h-a5 H-E3 0.092 0.86 1.00 5.00 5.00 0.23 0.92 h-e4 H-E4 0.838 0.80 0.99 8.95 8.95 1.57 6.84 h-a1 H-W1 0.028 0.50 0.63 12.48 12.48 0.03 0.13 h-w2 H-W2 0.709 0.50 0.63 11.34 11.34 0.76 3.29 COMBINED BASINS h-b5 HW-Site 0.738 0.50 0.63 11.34 11.34 0.79 3.42 h-b5 HW-Imp 0.738 0.50 0.63 11.34 11.34 0.79 3.42 h-a1 HE-Site 1.745 0.85 1.00 8.27 8.27 3.57 14.62 h-a1 HE-Imp 1.702 0.87 1.00 7.98 7.98 3.64 14.62 h-a1 HE-Per 0.043 0.20 0.25 12.07 12.07 0.02 0.08 h-a1 Total 3.240 0.76 0.95 13.01 13.01 4.85 21.21 Block 23 / Morningstar LID Summary Project Summary Impervious Area (East Side) 74,443 sf Impervious Area (West Side) 29,481 sf Total Impervious Area 103,924 sf Target Treatment Percentage 75% Minimum Area to be Treated by LID measures 77,943.00 sf Planter/Rain Garden (East Side) Total Rain Garden Treatment Area 11,935 sf Chamber Isolator Rows Total Chamber Treatment Area 54,513 sf Sand Filter Total Sand Filter Treatment Area 26,083 sf Total Treatment Area 92,531 sf Percent Total Project Area Treated 89.0% DETENTION POND SUMMARY Pond ID Required Detention Volume (cf) Required Water Quality Volume (cf) Required Total Volume (cf) Design Detention Volume (cf) Design Water Quality Volume (cf) Design Total Volume (cf) East Side Rain Gardens 0 690 690 0 690 690 Stormtech Chambers 817 1345 2162 899 1348 2247 Total (East Side) 2852 2937 West Side Sand Filter Vault 0 1066 1066 0 1215 1215 Detention Vault 1384 0 1384 2037 0 2037 Total (West Side) 2450 3252 DETENTION POND SUMMARY TABLE NOTES: 1. CF = CUBIC FEET 2. ISOLATOR ROWS IN STORMTECH CHAMBERS ARE TO PROVIDE WATER QUALITY VOLUME. 3. STANDARD ROWS IN STORMTECH CHAMBERS ARE TO PROVIDE DETENTION VOLUME. WEAKENED PLANE JOINT EXPANSION JOINT R1/4" and aligned with scoring on curb. INSTALL IN LOCATIONS SPECIFIED IN CHAPTER 22 1/2" 1/4" 1/4 SLAB THICKNESS 1/4" 1/2" Expansion Joint material DETACHED SIDEWALK DETAIL Variable Landscaping Slope sidewalk to curb 1/4" per foot. 2' min. Slope: Minumum 1 4"/ft Maximum 3"/ft Driveway Driveway Sidewalk SECTION A-A Detached Sidewalk Attached Sidewalk Detached Attached All Sidewalk Thickness Shall Be 6" minimum. Sidewalk NOTE: 1. Sidewalk grade shall remain consistent across driveway 2. For driveway design requirements, CONST. see DWG. Series 706 & 707 3. This detail applies to Residential & Commercial driveways. 6" 2'-0" 6'-0" T.C. F.L. Lip 1/2" Expansion Joint Material 1/2" Expansion Joint Material 8" Commercial 6" Residential A A Sidewalk Min. STANDARD SIDEWALK SIDEWALK DETAIL 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. Call before you dig. R 706 1' CONCRETE RIBBON CURB 705 2' CONCRETE PAN 25 708 BOLLARD DETAIL DETAIL "A" PLAN VIEW 701 METAL SIDEWALK CULVERT Lip FL Back of curb Right of Way Line NOTE: 1. Concrete driveway must be provided to the property line. 2. 0" Curb Height, See Section A-A 3. Standard Curb and Gutter Section, See Standard Drawing 701 X W X 1:50 (max.) Property Line N.T.S. SECTION A-A 1" per ft. X = Curb Transition Length Y = Parkway Width Varies W = Driveway Width, See Standard Drawing Series 707 T = Concrete Thickness - 6" Residential, 8" Commercial A A PERSPECTIVE 1:50 (max.) x=2' (min.) Driveway Width x=2' (min.) W = Width Refer to Chapter 25 for minimum removal dimensions. Expansion Joint if drive continues as concrete 6" Walk Y 2" ROW Y Detached Sidewalk Ramp if necessary Ramp if necessary Varies 1/4" per ft. 1:12 (max.) 1/4" per ft. Varies ** Varies ** Ramp Length Ramp Length Detached Detached 1" per ft. 1:12 (max.) See note 3 See Note 2 See Note 2 See Note 3 ** Ramp length not to exceed 15'-0", slope must be uniform. 1 2" min - 2" max 1:12 (max.) 1:12 (max.) T T 702 TYPE 1 DRIVEWAY APPROACH DETAIL 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 BY ORDER OF THE FIRE MARSHAL STANDARD FIRE LANE SIGN DETAIL UNIVERSAL FIRE LANE SIGN DETAIL 18" 2" 1 1/2" 3/4" 12" 12" FIRE LANE COLOR SCHEDULE BACKGROUND "P" RED WHITE BLACK LEGEND, CIRCLE DIAGONAL, BORDER, "ARROW", "FIRE LANE" (FORT COLLINS ONLY) 707 FIRE ACCESS SIGN 4" MIN DEPTH OF DIAPHRAGM AGGREGATE 8" MIN DEPTH OF RESERVOIR AGGREGATE 18" MIN DEPTH OF BIORETENTION SAND MEDIA 8" MIN DEPTH THICKENED CURB ADJACENT TO VEHICULAR PAVEMENTS OVERFLOW RISER OPTION (AS PER PLAN) 8" MIN DEPTH THICKENED CURB ADJACENT TO VEHICULAR PAVEMENTS STANDARD CROSS-SECTION 1 2 WALLED CROSS-SECTION PONDING DEPTH MUST NOT EXCEED FLOWLINE ELEVATION OF ADJACENT GUTTER 18" 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. AN OVERFLOW INLET OR RISER PIPE SHALL BE PROVIDED. 7.2. ALL OVERFLOW RISER PIPE SHALL BE CAPPED WITH A DOME-SHAPED GRATE. 7.3. AN EMERGENCY OVERFLOW ROUTE SHALL BE PROVIDED AND THE LOCATION SHALL BE IDENTIFIED ON THE PLANS. 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" 8" NATIVE SOIL ZONE FLAT 1. CONTRACTOR SHALL INSTALL SAND FILTER BASINS ACCORDING TO THE APPROVED PLANS AND/OR CONSTRUCTION SPECIFICATIONS. 2. PRE-CONSTRUCTION 2.1. CONTRACTOR SHALL AVOID COMPACTION OF THE SAND FILTER 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 SAND FILTER BASIN TO ENSURE COMPLIANCE WITH THE APPROVED PLANS AND DESIGN SPECIFICATIONS. 3.2. LOOSE MATERIALS SHALL NOT BE STORED ON THE SAND FILTER BASIN 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 SAND FILTER SYSTEM. 4. GEOTEXTILE LINERS: 4.1. GEOTEXTILE LINERS (PERMEABLE OR IMPERMEABLE AS PER PLAN) MAY BE INSTALLED ALONG PERIMETER OF CROSS-SECTION OF THE SAND FILTER CELL. 4.2. PERMEABLE GEOTEXTILE LINER SHALL BE PLACED BELOW THE SAND LAYER IN THE SAND FILTER CELL UNLESS THE ALTERNATIVE CROSS-SECTION IS PROVIDED. 4.3. 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. 4.4. 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. 4.5. 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: 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 SHOWN IN ALTERNATIVE CROSS-SECTION SHALL BE "PEA GRAVEL", WITH GRADATION ASTM #8, #89 OR #9. 5.4. SAND FILTER MATERIAL SHALL BE GRADATION ASTM C33 SAND. 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 SAND FILTER CELL AND ENCROACHES INTO PUBLIC RIGHT-OF-WAY OR OTHER PROPERTY. 7. OVERFLOW INLET: 7.1. AN OVERFLOW INLET OR RISER PIPE SHALL BE PROVIDED. 7.2. ALL OVERFLOW RISER PIPE SHALL BE CAPPED WITH A DOME-SHAPED GRATE. 7.3. AN EMERGENCY OVERFLOW ROUTE SHALL BE PROVIDED AND THE LOCATION SHALL BE IDENTIFIED ON THE PLANS. 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 SAND FILTER BASIN. IF MULCH IS PLACED IN THE SAND FILTER BASIN, IT MUST BE NON-FLOATABLE. 10.2. IF MULCH OR COBBLES ARE PLACED IN THE SAND FILTER BASIN, THE MAXIMUM ALLOWABLE WATER DEPTH OF 36" 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 SAND FILTER BASINS. 10.4. LANDSCAPE MATERIALS ARE GENERALLY NOT ENCOURAGED TO BE PLACED ON THE BOTTOM OF THE SAND FILTER BASIN. LANDSCAPE PLANTINGS SHALL NOT BE PLACED TO IMPEDE DRAINAGE INTO OR OUT OF THE SAND FILTER BASIN. 10.5. TEMPORARY IRRIGATION MAY BE INSTALLED TO ESTABLISH LANDSCAPING OR SEED IN THE SAND FILTER BASIN. NOTES: 8" MIN 4" MIN DIAMETER PERFORATED PVC UNDERDRAIN 2" MIN GEOTEXTILE LINER OPTION (AS PER PLAN) 1 MAXIMUM ALLOWABLE PONDING DEPTH IS 36" FROM THE TOP OF THE MULCH 4 MAX NON-FLOATABLE MULCH (AS PER PLAN) 3" PONDING DEPTH MUST NOT EXCEED FLOWLINE ELEVATION OF ADJACENT GUTTER FOREBAY IS REQUIRED TO BE PLACED AT ALL INFLOW LOCATIONS; WITH A MINIMUM 3" DROP FROM GUTTER FLOWLINE TO FOREBAY 8" MIN DEPTH OF RESERVOIR AGGREGATE 18" MIN DEPTH OF SAND FILTER MATERIAL 8" MIN DEPTH THICKENED CURB ADJACENT TO VEHICULAR PAVEMENTS STANDARD CROSS-SECTION 8" PERMEABLE GEOTEXTILE TO BE PLACED BETWEEN AGGREGATE LAYERS NATIVE SOIL ZONE OVERFLOW RISER OPTION (AS PER PLAN) 36" MAX 26" MIN 18" 8" 4" 30" MIN PONDING DEPTH ALTERNATIVE CROSS-SECTION 8" MIN DEPTH OF RESERVOIR AGGREGATE 18" MIN DEPTH OF SAND FILTER MATERIAL 4" MIN DEPTH OF DIAPHRAGM AGGREGATE NOTE: THE ALTERNATIVE CROSS-SECTIONS SHOWS A 4" DIAPHRAGM AGGREGATE LAYER INSTEAD OF THE GEOTEXTILE FABRIC, WHICH IS THE ONLY DIFFERENCE FROM THE STANDARD CROSS-SECTION. ALL OTHER REQUIREMENTS OF THE STANDARD CROSS-SECTION ARE REQUIRED. 18" MIN FLAT A A B B A A Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com 24 of 26 D6 STORMWATER DETAILS 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. Call before you dig. R 602 SAND FILTER DETAIL APPROVED: DETAILS DRAWN BY: CONSTRUCTION DATE REVISED: STORMWATER DETAIL BIORETENTION D-53 APPROVED: DETAILS DRAWN BY: CONSTRUCTION DATE REVISED: STORMWATER DETAIL SAND FILTER D-55 601 RAIN GARDEN/BIORETENTION DETAIL I:\StmWtr\Criteria Manual\D44.dwg 4/7/11 603 DOUBLE CURB INLET 2. STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/SC-780 CONSTRUCTION GUIDE".^J 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.^J 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.^J 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.^J 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.^J 6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.^J 7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).^J 8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER.^J 9. 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^J 1. STORMTECH SC-310 & SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".^J 2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED: · NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. · NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". · WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".^J 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 THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY 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. ©2015 ADS, INC. ADVANCED DRAINAGE SYSTEMS, INC. R Fort Collins - East Pond Village Cooperative 401 SC-740 GENERAL NOTES SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. 1-800-733-7473 R REV DRW CHK DESCRIPTION Village Cooperative Fort Collins - East Pond (WQCV) 08/18/2016 BM Tool 3 5 --- 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 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 6" (150 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. NOTES: 1. SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".^J 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".^J 3. "ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS.^J 4. THE "SITE DESIGN ENGINEER" REFERS TO THE ENGINEER RESPONSIBLE FOR THE DESIGN AND LAYOUT OF THE STORMTECH CHAMBERS FOR THIS PROJECT.^J 5. 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.^J 6. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 7. 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. B CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm) AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm) AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. ² ³ C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 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. 18" (450 mm) MIN* 8' (2.4 m) MAX SUBGRADE SOILS (SEE NOTE 5) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) SC-740 END CAP 6" (150 mm) MIN D C B A PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 6" 51" (1295 mm) 12" (300 mm) TYP (150 mm) MIN 30" (760 mm) DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" (150 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. 1-800-733-7473 R REV DRW CHK DESCRIPTION Village Cooperative Fort Collins - East Pond (WQCV) 08/18/2016 BM Tool 4 5 --- 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW 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 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 ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE^Ji) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY^Jii) 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 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.^J 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP PART #: SC740EPE24B TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS CATCH BASIN OR MANHOLE COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 8' (2.4 m) MIN WIDE SC-740 CHAMBER SC-740 END CAP SC-740 ISOLATOR ROW DETAIL NTS OPTIONAL INSPECTION PORT STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SC-740 6" INSPECTION PORT DETAIL NTS SC-740 CHAMBER FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG06N SOLID COVER: 1299CGC GRATE: 1299CGS 6" (150 mm) INSERTA TEE PART#06N12ST74IP INSERTA TEE TO BE CENTERED ON CORRUGATION CREST 6" (150 mm) ADS N-12 HDPE PIPE 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS PAVEMENT CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS CONCRETE COLLAR 402 SC-740 SUBGRADE 403 SC-740 ISOLATOR ROW AND INSPECTION PORT 30-mil PVC GEOMEMBRANE WITH CDOT CLASS B GEOTEXTILE SEPARATOR ABOVE AND BELOW PVC LINER. 30-mil PVC GEOMEMRANE SHOULD WRAP ALL SIDES AND 10' (MIN) ALONG THE BOTTOM ON ALL SIDES 30-mil PVC GEOMEMRANE SHOULD WRAP ALL SIDES AND 10' (MIN) ALONG THE BOTTOM ON ALL SIDES SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. 1-800-733-7473 R REV DRW CHK DESCRIPTION Village Cooperative Fort Collins - East Pond (WQCV) 08/18/2016 BM Tool 5 5 --- 70 NIWOOD ROAD, SUTIE 3 | ROCKY HLIL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality 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 SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 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 PART # STUB A B C SC740EPE06T / SC740EPE06TPC 6" (150 mm) 10.9" (277 mm) 18.5" (470 mm) --- SC740EPE06B / SC740EPE06BPC --- 0.5" (13 mm) SC740EPE08T /SC740EPE08TPC 8" (200 mm) 12.2" (310 mm) 16.5" (419 mm) --- SC740EPE08B / SC740EPE08BPC --- 0.6" (15 mm) SC740EPE10T / SC740EPE10TPC 10" (250 mm) 13.4" (340 mm) 14.5" (368 mm) --- SC740EPE10B / SC740EPE10BPC --- 0.7" (18 mm) SC740EPE12T / SC740EPE12TPC 12" (300 mm) 14.7" (373 mm) 12.5" (318 mm) --- SC740EPE12B / SC740EPE12BPC --- 1.2" (30 mm) SC740EPE15T / SC740EPE15TPC 15" (375 mm) 18.4" (467 mm) 9.0" (229 mm) --- SC740EPE15B / SC740EPE15BPC --- 1.3" (33 mm) SC740EPE18T / SC740EPE18TPC 18" (450 mm) 19.7" (500 mm) 5.0" (127 mm) --- SC740EPE18B / SC740EPE18BPC --- 1.6" (41 mm) ALL STUBS, SC740EPE24B* EXCEPT FOR THE SC740EPE24B 24" (ARE 600 mm) PLACED AT 18.BOTTOM 5" (470 mm) OF END CAP SUCH --- THAT THE OUTSIDE 0.1" DIAMETER (3 mm) OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC740EPE24B THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m³) MINIMUM INSTALLED STORAGE* 74.9 CUBIC FEET (2.12 m³) WEIGHT 75.0 lbs. (33.6 kg) *ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" SC-740 TECHNICAL SPECIFICATION NTS 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) BUILD ROW IN THIS DIRECTION START END A A C B 51.0" (1295 mm) 30.0" (762 mm) ACCEPTS 4" (100 mm) SCH 40 PVC PIPE FOR INSPECTION PORT. FOR PIPE SIZES LARGER THAN 4" (100 mm) UP TO 10" (250 mm) USE INSERTA TEE CONNECTION CENTERED ON A CHAMBER CREST CORRUGATION 12.2" 45.9" (1166 mm) (310 mm) 29.3" (744 mm) INSERTA TEE DETAIL NTS INSERTA TEE CONNECTION CONVEYANCE PIPE MATERIAL MAY VARY (PVC, HDPE, ETC.) PLACE ADS GEOSYNTHETICS 315 WOVEN GEOTEXTILE (CENTERED ON INSERTA-TEE INLET) OVER BEDDING STONE FOR SCOUR PROTECTION AT SIDE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND 6" (150 mm) PAST CHAMBER FOOT INSERTA TEE TO BE INSTALLED, CENTERED OVER CORRUGATION SECTION A-A SIDE VIEW A A DO NOT INSTALL INSERTA-TEE AT CHAMBER JOINTS NOTE: PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS. CONTACT STORMTECH FOR MORE INFORMATION. CHAMBER MAX DIAMETER OF INSERTA TEE HEIGHT FROM BASE OF CHAMBER (X) SC-310 6" (150 mm) 4" (100 mm) SC-740 10" (250 mm) 4" (100 mm) DC-780 10" (250 mm) 4" (100 mm) MC-3500 12" (300 mm) 6" (150 mm) MC-4500 12" (300 mm) 8" (200 mm) INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON (X) 404 SC-740 ISERTA TEE, UNDERDRAIN AND TECHNICAL SPECIFICATION SLOTS SLOT LENGTH MAXIMUM SLOT WIDTH APPROX. SLOT/ROW PER FOOT APPROX. SLOT SPACING OPEN AREA PER FOOT 4" 3 (MIN.) - 6 (MAX.) 1.06"-1.50" 0.032" 14 1/2"-3/4" 1.90-3.15 SQ. IN. NOTES: 1. "SLOTTED HDPE" AND "PERFORATED HDPE" SHALL MEAN THE SAME THING WHEN REFERRING TO UNDERDRAINS IN THIS PLAN SET. 2. ALTERNATE SLOT DIMENSIONS AND PERFORATIONS REQUIRE EXPLICIT APPROVAL OF THE ENGINEER. 400 CONCRETE OUTLET STRUCTURE 402 4975.19 5077.30 5078.30 N/A 4' 4' N/A N/A N/A N/A CAD FILE NAME: DETAILS (MODIFIED) DRAWN BY: T. COX D46.dwg OUTLET STRUCTURE DATE DRAWN: 8/15/05 C C A A 1' Ls 3'-6" (MIN.) 6" Ws 6" 6" VARIES VARIES 6" Ws/2 Ws/2 CENTERLINE OF OUTLET PIPE 2" LIP (TYP.) SECTION C-C SECTION A-A WELL SCREEN #4@12" #4@12" #4@18" #4@12" 6" Wo Wo INTO CONCRETE SIDES STEEL CHANNEL FORMED 3/8"x1" FLAT BAR HOLDING FRAME INTERMITTANT WELDS ON TOP AND SIDES STAINLESS STEEL ANCHOR BOLTS OR 3/8" ROUND OR TWISTED CROSS BAR BAR BEARING 1"x3/8" PLAN 3" CLR. TO FASTEN GRATE DOWN 3/8"x6" THREADED BOLT D 1 4 OR 3 4. ALL TRASH RACKS SHALL BE MOUNTED USING STAINLESS STEEL HARDWARE AND PROVIDED WITH HINGED AND LOCKABLE OR BOLTABLE ACCESS PANELS. 5. TRASH RACKS SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL TRASH RACKS SHALL BE HOT DIP GALVANIZED AND MAY BE HOT POWDER PAINTED AFTER GALVANIZING. 3 1/2" x1 1/2" KEY OUTLET PIPE 4% 4% CLR. 3" BAR #4 HOOP PIPE CONCRETE METAL OR F L LAP 12" #4@12" O.C. O.C. #4@12" CONCRETE SHALL BE CLASS B. MAY BE CAST-IN-PLACE OR PRECAST. GENERAL NOTES 1. 2. 3. STEPS SHALL BE PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6" AND SHALL BE IN ACCORDANCE WITH AASHTO M 199. HAVE A MINIMUM 2" CLEARANCE. REINFORCING BARS SHALL BE EPOXY COATED AND DEFORMED, AND SHALL #4 DIAGONAL (TYP.) SECTION B-B ELEV. B ELEV. A ELEV. C WQ WATER QUALITY 100-YEAR OUTLET 9.5" Ø ORIFICE PLATE B B ELEV. A (POND INV.) ELEV. B ELEV. C SPILL ELEV. WQ HOLE DIA. # OF ROWS # OF COLUMNS SECTION LINE A-A (ARROWS POINT IN DIRECTION SECTION IS VIEWED) A A OPP. OPPOSITE CLR. CLEARANCE ABBREVIATIONS MINIMUM MAXIMUM ON CENTER DIAMETER TYPICAL WIDTH OF CONCRETE OPENING WIDTH OF PLATE NUMBER @ AT # Wp Wo TYP. DIA. O.C. MAX. MIN. LEGEND WQ WATER QUALITY DWQ INV. INVERT ELEV. ELEVATION 6" Ls Ws 6" Ls LENGTH OF STRUCTURE Ws WIDTH OF STRUCTURE Wo (12" MIN.) STEEL OR EQUAL) (NOTE 5) TRASH RACK (U.S. FILTER STAINLESS WELL SCREEN NO. 93 STEEL OR EQUAL) (U.S. FILTER STAINLESS WELL SCREEN NO. 93 EQUAL) FILTER STAINLESS NO. 93 (U.S. WELL SCREEN STEEL OR DETAIL LAST DATE REVISED: 4/7/11 D-46 3/8"x6" THREADED BOLT TO FASTEN GRATE DOWN GRATE (TYP. OPP. SIDE) 2 1/4" FROM EDGE OF TO HOLD HINGE IN PLACE, 3/8"x6" BOLTS 12" O.C. TO COVER OPENING (FASTEN WITH 3/8"x6" 1/4" METAL PLATE TREADED BOLTS) TO GRATE, WITH TO GRATE, WITH (TYP. OPP. SIDE) GRATE (TYP. OPP. SIDE) 2 1/4" FROM EDGE OF TO HOLD HINGE IN PLACE, 3/8"x6" BOLTS 12" O.C. 1/4" PLATE, WELDED 1/4" PLATE, WELDED STORMWATER CONSTRUCTION DETAILS (970) 221-6700 P.O. BOX 580, FORT COLLINS, CO. 80522 CITY OF FORT COLLINS UTILITIES EXTERIOR WALL PRIVATE UNDERDRAIN BASIN 4" MIN EXTEND MIN. 6" INTO SUBGRADE 6" VARIES (REFER TO STORM DRAIN PLAN) INTEGRATED DUCTILE IRON FRAME & SOLID GRATE TO MATCH BASIN O.D. NOTES: 1 - GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS SEE DRAWING NO. 7001-110-065 4 - PERFORATIONS SHOULD NOT BE ON OR WITHIN 1" OF ADAPTERS. 5 - HOLES SHOULD BE STAGGERED EVERY OTHER ROW, AS SHOWN. 6 - MIN. 90° SEPARATION BETWEEN HOLES (MAX. 4 HOLES PER ROW. 2" MIN Ø .375" MAX SIDE VIEW HOLE SIZE & LOCATION NTS ENLARGED TO SHOW DETAIL 6" THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. 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. TOP 10" TO BE SOLID, WITHOUT PERFORATIONS 10" SOLID TOP NO PERFORATIONS WITHIN 1" OF ADAPTORS OPEN BOTTOM (NO BOTTOM CAP) 403 8" MIN. THICKNESS GUIDELINE 12" MIN WIDTH GUIDELINE SUBDRAIN TRASH RACK 51"x51" GRATING (3/8" ROUND OR TWISTED CROSS BARS AT 3" O.C., WELDED TO 1"x3/8" BEARING BARS AT 2 1/2" O.C.) DWG SIZE A SCALE 1:16 SHEET 1 OF 1 DWG NO. 7004-110-007 REV B 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com DRAIN BASIN WITH OUTLET WEIR FOR STORMTECH TITLE PROJECT NO./NAME MATERIAL DATE APPD BY DATE 10-28-03 THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC 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. 10-28-03 CJA 4" - 24" INLET PIPE 3 OUTLET WEIR 18" - 30" DRAIN BASIN BODY 18" - 30" FRAME & SOLID COVER 1 2 6" - 24" OUTLET PIPE TO HEADER / MANIFOLD 12" - 24" OUTLET PIPE TO ISOLATOR ROW INLET PIPE 3 1 - INVERT ELEVATIONS & LOCATIONS TO BE DETERMINED BY ENGINEER 2 - HEIGHT OF WEIR TO BE DETERMINED BY ENGINEER 3 - WEIR CUSTOM MANUFACTURED WITH STAINLESS STEEL TO MEET OUTLET PIPE OPEN AREA SIDE SECTION VIEW TOP VIEW W/ FRAME & COVER REMOVED 407 STORMTECH VAULT BASIN w/ WEIR (BASIN A10-2) ELEV. 2 4976.73 DIMENSIONS FOR PERFORATED HDPE PIPE D 15" HDPE 2 PASEO DRAINAGE REVISION BRR 10/03/19 1 MINOR AMENDMENT BRR 09/28/18 22 SEE DETAIL401 FOR ORIFICE PLATE DIMENSIONS 1' 12" - 30" DRAIN BASIN 12" - 30" INLINE DRAIN BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE NATIVE SOIL AND BE PLACED UNIFORMLY IN 12" LIFTS AND COMPACTED TO A MIN OF 90% DWG SIZE A SCALE 1:25 SHEET 1 OF 1 DWG NO. 7001-110-111 REV B 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com 12 IN - 30 IN DB & ID NON TRAFFIC INSTALLATION TITLE PROJECT NO./NAME MATERIAL DATE APPD BY DATE 9-30-99 THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY CJA 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. 9-30-99 CJA NON TRAFFIC INSTALLATION BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE NATIVE SOIL AND BE PLACED UNIFORMLY IN 12" LIFTS AND COMPACTED TO A MIN OF 90% 405 TYPICAL BASIN INSTALLATION OPTIONS DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DWG NO. 7001-110-042 REV C 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com 8 IN - 30 IN TYPICAL INSTALLATION OPTIONS TITLE PROJECT NO./NAME MATERIAL DATE APPD BY DATE 8-10-00 THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY AWA 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. 8-10-00 CJA DUCTILE IRON DO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST T A S P L O L N Y D U C T I L E I R O N T S A L P O L Y N D U C T I L E I R O N DUCTILE IRON DO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST WHEN ARE DRAIN BASINS USED? 2808AG _ _ X 2810AG _ _ X 2812AG _ _ X 2815AG _ _ X 2818AG _ _ X 2824AG _ _ X 2830AG _ _ 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" - 30" 2 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°, TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012, 7001-110-013, & 7001-110-014 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. 7001-110-065 406 TYPICAL BASIN INSTALLATION OPTIONS DWG SIZE A SCALE 1:40 SHEET 1 OF 1 DWG NO. 7001-110-397 REV D 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 DATE 03-25-10 DRAWN BY EBC 03-11-16 NMH 8" - 30" (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6" MIN. ON 8" - 24", 10" MIN. ON 30" 4" MIN ON 8" - 24" BASED ON MANUFACTURING REQ.) 6" MIN ON 30" 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" - 24"). 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" - 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 (5) ADAPTER ANGLES VARIABLE 0° - 360° ACCORDING TO PLANS 409 DRAIN BASIN w/ DOME GRATE N CYD Basin A2 8" Nyloplast Area Drain Beehive Grate N CYD Basin A3 8" Nyloplast Area Drain Beehive Grate N CYD Basin B1 8" Nyloplast Area Drain Beehive Grate N CYD Basin A4 8" Nyloplast Area Drain Beehive Grate S CYD Basin A1 8" Nyloplast Area Drain Beehive Grate S CYD Basin A2 8" Nyloplast Area Drain Beehive Grate S CYD Basin B3 8" Nyloplast Area Drain Beehive Grate S CYD Basin B4 8" Nyloplast Area Drain Beehive Grate MANHOLE SHALL BE AS FOLLOWS: PIPE SIZE 5 FT. MIN. DEPTH CONCRETE ADJUSTMENT SHIMS GROUTED INSIDE ASTM C-478 ECCENTRIC CONE PRE-FORMED PLASTIC GASKET ASTM C-478 MANHOLE SECTIONS GROUT BASE TO BARREL SECTION ON INSIDE PRE-FORMED PLASTIC GASKET CAST-IN-PLACE CONCRETE BASE 16 IN. MAX. FINISHED GRADE 30 IN. MIN. 48 IN. MAX. VARIABLE 28 IN. MAX. 24 IN. SEE TABLE 6 IN. 12 IN. SLOPE 1 IN./FT. 18 IN. MAX. MANHOLE RUNGS 12 IN. O.C. 8 IN. MIN STANDARD MANHOLE WW-3 202 TRAFFIC RATED CLEANOUT FLOW DIRECTION TRAFFIC RATED CLEANOUT WW-15 D2 UTILITY DETAILS 204 4000 GALLON INTERCEPTOR DETAIL (1/2) 205 4000 GALLON INTERCEPTOR DETAIL (2/2) 20 203 CONCRETE ENCASEMENT REMOVABLE EXPANSION PLUG HAND-COMPACTED GRANULAR BACKFILL 2 FT. MIN. DROP MANHOLE WW-4 206 SANITARY SEWER DROP MANHOLE CWA 005 WD 006 CURB INLET PROTECTION IP SWALE WATTLE DIKE CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF CF Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 EC1 EROSION CONTROL PLAN 17 NORTH ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY BENCHMARK/BASIS OF BEARING: CONSTRUCTION FENCE ROCK SOCK 1. CONTRACTOR SHALL IMMEDIATELY STABILIZE ALL DISTURBED SLOPES BY CRIMP MULCHING OR SIMILAR METHODS. 2. SWMP ADMINISTRATOR: Contact ________________________________ Company ________________________________ Address ________________________________ Phone________________________________ 3. CONTRACTOR TO PROVIDE VEHICLE TRACKING CONTROL FOR CONCRETE WASHOUT AREA IF ACCESS IS OFF PAVEMENT. 4. REFER TO THE FINAL DRAINAGE REPORT FOR BLOCK 23, DATED BY NORTHERN ENGINEERING FOR ADDITIONAL INFORMATION. GENERAL NOTES: WATTLE DIKE CONCRETE WASH AREA LEGEND: INLET PROTECTION VEHICLE TRACKING CONTROL PAD CF PROJECT DATUM: NAVD88 City of Fort Collins Benchmark 1-13 At the Southwest corner of College Ave. and Maple St., on a concrete traffic signal base. ELEV.= 4979.75 City of Fort Collins Benchmark 5-00 On the top of curb at the signal pole base at the Northwest corner of Linden St. and Jefferson St. ELEV.= 4978.05 Please Note: This plan set is using NAVD88 for a vertical datum. Surrounding developments have used NGVD29 Unadjusted for their vertical datums. If NGVD29 Unadjusted Datum is required for any purpose, the following equation should be used: NGVD29 Unadjusted = NAVD88 - 3.18' Basis of Bearings Assuming the East line of the Northeast Quarter of Section 11, T.7N., R.69W., as bearing South 00°06'21" West being a Grid Bearing of the Colorado State Plane Coordinate System, North Zone, North American Datum 1983/92, a distance of 2657.02 feet with all other bearings contained herein relative thereto. TABLE OF CONSTRUCTION SEQUENCE AND BMP APPLICATION Project: MORNINGSTAR/BLOCK 23 CONSTRUCTION PHASE MOBILIZATION DEMOLITION GRADING BEST MANAGEMENT PRACTICES (BMPS) Structural "Installation" Flow Barriers (Bales, Wattles, etc.) (RS) UTILITIES INSTALLATION FLAT WORK INSTALLATION VERTICAL INSTALLATION LANDSCAPE DEMOBILIZATION Concrete Washout Area (CWA) * All Temporary BMPs to be Removed once Construction is Complete Vehicle Tracking Pad * (VTC) Construction Fence (CF) 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 THE CONSTRUCTION SEQUENCING AND LEVEL OF SITE STABILIZATION. 5. CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR ALL STORM DRAINS, SWALES, PONDS AND RAIN GARDENS UNTIL SITE IS FULLY STABILIZED. 6. CONTRACTOR SHALL IMPLEMENT APPROPRIATE INLET PROTECTION FOR DOWNSPOUT CONNECTIONS, TO THE STORM DRAIN SYSTEM, UNTIL CONNECTION IS ESTABLISHED WITH DOWNSPOUT. 7. 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.) 8. 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. 9. 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. 10. ADDITIONAL WATTLES, SILT FENCE, OR OTHER MEASURES, MAY BE NECESSARY TO ENSURE THAT EACH BUILDING PAD IS STABILIZED THROUGHOUT CONSTRUCTION. WATTLES SHALL BE PROVIDED AROUND BUILDING PAD SIDES TO ENSURE AT NO TIME SHALL SEDIMENT BE ALLOWED TO CROSS THE PUBLIC SIDEWALKS. 11. 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.) 12. 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. 13. 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. 14. 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. 15. 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. 16. CONTRACTOR SHALL EXERCISE CAUTION TO PROTECT RAIN GARDENS AND MODIFIED RAIN GARDEN FROM SEDIMENTATION. THIS INCLUDES EDUCATING SUBCONTRACTORS ON-SITE. 17. SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON PLANTING, REVEGETATION, HARDSCAPE AND OTHER PERMANENT SITE STABILIZATION METHODS. 18. DIRT AND DEBRIS FROM CONSTRUCTION ACTIVITIES TRACKED ON CITY STREETS SHALL BE KEPT TO A MINIMUM AND CLEANED NIGHTLY OR AT THE SUGGESTION OF THE CITY'S EROSION CONTROL INSPECTOR. 19. CONTRACTOR SHALL KEEP CONSTRUCTION VEHICLES ENTERING AND EXITING SITE TO A MINIMUM. 20. THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION, PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE PERMEABLE PAVEMENT SYSTEM. LOOSE MATERIALS SHALL NOT BE STORED ON THE PERMEABLE PAVEMENT AREA. MUD AND SEDIMENT-LADEN RUNOFF SHOULD BE KEPT AWAY FROM THE PAVEMENT AREA. TEMPORARILY DIVERT RUNOFF OR INSTALL SEDIMENT CONTROL MEASURES AS NECESSARY TO REDUCE THE AMOUNT OF SEDIMENT RUN-ON TO THE PAVEMENT. SURFACE PROTECTION COULD INCLUDE COVERING AREAS OF THE PAVEMENT, PROVIDING ALTERNATIVE CONSTRUCTION VEHICLE ACCESS, AND PROVIDING EDUCATION TO ALL PARTIES WORKING ONSITE. EROSION CONTROL NOTES: INV. OUT=4974.76 (S) FG=4977.65 N: 132640.97 E: 194523.16 JUNCTION BEGIN A10-4B INV. IN=4974.79 (N) INV. OUT=4974.79 (S) FG=4979.26 N: 132648.06 E: 194527.94 JUNCTION END A10-4B INV. OUT=4974.88 (S) FG=4977.78 N: 132692.37 E: 194528.23 JUNCTION END A10-3B INV. OUT=4974.88 (S) FG=4976.33 N: 132699.51 E: 194523.52 JUNCTION END A10-2B INV. OUT=4974.87 (S) FG=4976.32 N: 132699.54 E: 194518.77 CONNECTION A10-4 INV. IN=4974.88 (N) INV. OUT=4974.88 (S) FG=4977.78 N: 132699.57 E: 194514.02 STORM DRAIN A10-2A SEE SHEET ST3 STORM DRAIN A10-2B SEE SHEET G3 STMH A8 INV. IN=4974.18 (W) INV. IN=4974.38 (S) INV. IN=4974.12 (E) INV. OUT=4974.18 (N) FG=4979.25 N: 132704.07 E: 194500.54 10.38 LF 4" PVC @ 0.20% UD CLEANOUT - 1 INV. IN=4974.14 (S) INV. OUT=4974.14 (W) FG=4979.30 N: 132704.01 E: 194510.92 62.16 LF 4" PVC @ 0.20% UD CLEANOUT - 2 INV. OUT=4974.26 (N) FG=4979.11 N: 132641.86 E: 194510.54 6 - SC-740 STORMTECH CHAMBERS @ 0.20% 8 - SC-740 STORMTECH CHAMBERS @ 0.20% 8 - SC-740 STORMTECH CHAMBERS @ 0.20% 8 - SC-740 STORMTECH CHAMBERS @ 0.20% 79.08 FG 74.37 SOG 79.33 FG 74.29 SOG 79.55 FG 74.41 SOG 80.02 FG 0.3% 0.3% 0.3% 0.2% 0.2% 0.2% 0.2% STORM DRAIN A SEE SHEET ST1 STORM DRAIN A10-2 SEE SHEET ST3 FFE=80.18 FFE=80.18 EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT EDGE OF SUBGRADE EDGE OF SUBGRADE Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 ST5 SUBGRADE PLAN 16 NORTH ( IN FEET ) 0 1 INCH = 5 FEET 5 5 10 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. Call before you dig. R KEYMAP LEGEND: PROPOSED CONTOUR EXISTING CONTOUR PROPERTY BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4. ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 5. THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY. 6. THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 7. ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED. 8. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS, AND PLANTERS. 9. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 10. ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL. 11. REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN DETENTION VAULT. NOTES: 2.0% (47.45) EXISTING SPOT ELEVATION PROPOSED STORM PROPOSED VERTICAL CURB AND GUTTER PROPOSED SWALE PROPOSED SUBGRADE SPOT ELEVATION 33.43 SOG FG 4960 4965 4970 4975 4980 4985 4990 4995 5000 4960 4965 4970 4975 4980 4985 4990 4995 5000 11+50 11+00 10+00 9+50 INLET B3 STA 10+47.80 FL. EL 4978.2± INV. OUT 4974.80 (E) 47.80 LF 18" RCP @ 0.50% STMH B3 STA 10+00.00 RIM 4978.2± INV. IN 4974.75 (S) INV. OUT 4974.56 (E) EXISTING GROUND PROPOSED GROUND 100-YR HGL 4960 4965 4970 4975 4980 4985 4990 4995 5000 4960 4965 4970 4975 4980 4985 4990 4995 5000 12+50 12+00 11+00 10+00 9+50 STMH B3 STA 11+24.31 RIM 4978.2± INV. IN 4974.75 (S) INV. OUT 4974.56 (E) CONNECTION B4 STA 11+36.43 INV. 4975.08 (S) INV. 4975.08 (N) 12.12 LF 18" RCP @ 2.70% 27.17 LF 24" RCP @ 0.50% STMH B2 STA 10+97.14 RIM 4977.9± INV. IN 4974.42 (W) INV. OUT 4974.42 (N) 33.44 LF 24" RCP @ 0.50% INLET B1 STA 10+63.70 FL. EL 4977.2± INV. IN 4974.25 (S) INV. OUT 4974.22 (E) EXISTING GROUND PROPOSED GROUND 100-YR HGL S FO FO FO FO 16" W 16" W 16" W 16" W SS SS SS SS SS SS SS SS SS 16" W 16" W 16" W 16" W 16" W B M TRAFFIC VAULT T S E E E FO FO FO FO G G G G G G G G G G G G N COLLEGE AVE MAPLE ST STMH B3 STA 10+00.00 N: 132407.33 E: 194690.64 47.80 LF 18" RCP @ 0.50% INLET B3 STA 10+47.80 N: 132413.83 E: 194643.28 STORM DRAIN LINE B SEE RIGHT Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 ST4 PLAN & PROFILE STORM DRAIN B & B3 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. Call before you dig. R NORTH ( IN FEET ) 1 inch = ft. 30 0 30 Feet 30 60 90 PROFILE SCALE: STORM DRAIN B3 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY 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.). PROPOSED RIGHT OF WAY INLET SCHEDULE: INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A1 10' Type-R Per Detail Inlet A4 10' Type-R Per Detail Inlet A7-1 Area Inlet Per Detail Inlet A8-1 Pond Outlet Per Detail Inlet A10-1 Area Inlet Per Detail Basin A10-2 15" Nyloplast Area Drain Solid Basin A10-3A 12" Nyloplast Area Drain Solid Basin A10-3B 15" Nyloplast Area Drain Solid Basin A10-4A 12" Nyloplast Area Drain Solid Basin A10-4B 15" Nyloplast Area Drain Solid Basin A10-5 12" Nyloplast Area Drain Solid Basin A10-5A 12" Nyloplast Area Drain Solid Basin A10-5B 15" Nyloplast Area Drain Solid Basin A10-6 12" Nyloplast Area Drain Solid Basin A10-6B 24" Nyloplast Area Drain Beehive Grate Basin A10-8 24" Nyloplast Area Drain Beehive Grate Basin A10-9 24" Nyloplast Area Drain Beehive Grate Basin A10-3A-1 18" Nyloplast Area Drain Beehive Grate Basin A10-7A 24" Nyloplast Area Drain Beehive Grate Inlet B3 Double Combination Inlet Per Detail N CYD Basin A2 8" Nyloplast Area Drain Beehive Grate N CYD Basin A3 8" Nyloplast Area Drain Beehive Grate N CYD Basin B1 8" Nyloplast Area Drain Beehive Grate N CYD Basin A4 8" Nyloplast Area Drain Beehive Grate S CYD Basin A1 8" Nyloplast Area Drain Beehive Grate S CYD Basin A2 8" Nyloplast Area Drain Beehive Grate S CYD Basin B3 8" Nyloplast Area Drain Beehive Grate S CYD Basin B4 8" Nyloplast Area Drain Beehive Grate PROFILE SCALE: STORM DRAIN B PUBLIC PUBLIC BASIN A10-6 STA 10+89.04 RIM 4979.3± INV. IN 4974.93 (N) INV. IN 4974.93 (E) INV. OUT 4974.93 (S) 28.66 LF 12" HDPE @ 0.50% 45-DEG BEND A10-7 STA 11+17.70 INV. 4975.07 (NE) INV. 4975.07 (S) 12.43 LF 12" HDPE @ 0.50% BASIN A10-8 STA 11+30.13 RIM 4979.3± INV. IN 4976.23 (N) INV. OUT 4975.13 (SW) 3.00 LF 8" PVC @ 0.50% BASIN A10-9 STA 11+33.13 RIM 4979.3± INV. IN 4976.24 (N) INV. OUT 4976.24 (S) 80.81 LF 4" PVC @ 0.50% CLEANOUT A10-10 STA 12+13.94 RIM 4979.3± INV. OUT 4976.64 (S) PROPOSED RAIN GARDEN SEE DETAIL PROPOSED STORMTECH CHAMBERS 4960 4965 4970 4975 4980 4985 4990 4995 5000 4960 4965 4970 4975 4980 4985 4990 4995 5000 9+00 10+00 11+00 12+00 BASIN A10-2 w/ WQ WEIR STA 10+00.00 RIM 4979.1± INV. IN 4974.73 (N) INV. IN 4974.73 (S) INV. IN 4974.73 (E) INV. OUT 4974.73 (W) 24.43 LF 12" HDPE @ 0.50% BASIN A10-3A STA 10+24.43 RIM 4979.3± INV. IN 4974.85 (S) INV. IN 4977.10 (E) INV. OUT 4974.85 (N) 10.70 LF 12" HDPE @ 0.50% BASIN A10-4A STA 10+35.12 RIM 4979.4± INV. IN 4974.91 (S) INV. IN 4974.91 (E) INV. OUT 4974.91 (N) 4.27 LF 12" HDPE @ 0.57% BASIN A10-5A STA 10+39.39 RIM 4979.5± INV. IN 4977.12 (S) INV. IN 4974.93 (E) INV. OUT 4974.93 (N) 5.00 LF 12" HDPE @ 0.50% 45-DEG BEND A10-6A STA 10+44.39 INV. 4977.14 (SE) INV. 4977.14 (N) 7.61 LF 12" HDPE @ 0.50% BASIN A10-7A STA 10+52.00 RIM 4980.1± INV. IN 4977.18 (S) INV. OUT 4977.18 (NW) 48.49 LF 4" PVC @ 0.50% CLEANOUT A10-8A STA 11+00.49 RIM 4980.1± INV. OUT 4977.42 (N) EXISTING GROUND PROPOSED GROUND PROPOSED RAIN GARDEN SEE DETAIL UD UD UD TF TF E E E E E E E E E E E E E E S F F SC UD F S S UD UD UD G F.O. E E E E E E E LEC OLD TOWN FLATS LLC 310 N MASON ST FORT COLLINS, CO 80524 STORM DRAIN LINE A10-2 SEE LEFT EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT BASIN A10-2 w/ WQ WEIR STA 10+00.00 N: 132634.46 E: 194513.62 24.43 LF 12" HDPE @ 0.50% BASIN A10-3A STA 10+24.43 N: 132610.03 E: 194513.45 10.70 LF 12" HDPE @ 0.50% BASIN A10-4A STA 10+35.12 N: 132599.34 E: 194513.38 4.27 LF 12" HDPE @ 0.57% BASIN A10-5A STA 10+39.39 N: 132595.07 E: 194513.35 5.00 LF 12" HDPE @ 0.50% 45-DEG BEND A10-6A STA 10+44.39 N: 132590.07 E: 194513.32 7.61 LF 12" HDPE @ 0.50% BASIN A10-7A STA 10+52.00 N: 132584.66 E: 194518.67 48.49 LF 4" PVC @ 0.50% CLEANOUT A10-8A STA 11+00.49 N: 132536.17 E: 194518.37 PROPOSED RAIN GARDEN SEE SHEET G3 7.22 LF 8" PVC @ 0.50% 10.55 LF 8" PVC @ 0.50% CONNECTION A10-4B INV. IN=4974.95 (E) INV. OUT=4974.95 (W) N: 132599.34 E: 194520.60 CONNECTION A10-5B INV. IN=4976.30 (E) INV. OUT=4974.98 (W) N: 132595.07 E: 194523.90 UD UD UD TF TF E E E E E E E E E E E E E E S F SC UD UD FDC F S UD UD UD 8" W 8" W 8" W 8" W CC VAULT ELEC CC CC H Y D VAULT ELEC VAULT F.O. F.O. FO FO FO FO FO FO FO FO FO FO FO E E E E ELEC OLD TOWN FLATS LLC 310 N MASON ST FORT COLLINS, CO 80524 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT STORM DRAIN LINE A10-2A SEE RIGHT STORMTECH CHAMBERS SEE SHEET ST5 TIE EXISTING STORM TO MANHOLE STORM DRAIN LINE A7 SEE SHEET C5.00 STMH A10 STA 10+00.00 N: 132634.54 E: 194499.74 4.75 LF 15" RCP @ 0.50% INLET A10-1 STA 10+04.75 N: 132634.48 E: 194504.49 9.12 LF 15" HDPE @ 0.50% BASIN A10-2 w/ WQ WEIR STA 10+13.87 N: 132634.46 E: 194513.62 6.57 LF 15" HDPE @ 0.50% CONNECTION A10-3 STA 10+20.45 N: 132641.03 E: 194513.66 CONNECTION A10-4 STA 10+78.99 N: 132699.57 E: 194514.02 6.80 LF 12" HDPE @ 0.50% BASIN A10-5 STA 10+85.79 N: 132706.38 E: 194514.04 3.25 LF 12" HDPE @ 0.50% BASIN A10-6 STA 10+89.04 N: 132709.62 E: 194514.04 28.66 LF 12" HDPE @ 0.50% 45-DEG BEND A10-7 STA 11+17.70 N: 132738.29 E: 194514.07 12.43 LF 12" HDPE @ 0.50% BASIN A10-8 STA 11+30.13 N: 132747.08 E: 194522.86 3.00 LF 8" PVC @ 0.50% BASIN A10-9 STA 11+33.13 N: 132750.08 E: 194522.87 3.05 LF 8" PVC @ 0.50% 45-DEG BEND A10-6 INV. IN=4974.95 (SE) INV. OUT=4974.95 (W) N: 132709.60 E: 194517.09 PROPOSED RAIN GARDEN SEE SHEET G3 CLEANOUT A10-10 STA 12+13.94 N: 132830.88 E: 194523.21 80.81 LF 4" PVC @ 0.50% CONNECTION A10-5 INV. IN=4975.04 (E) INV. OUT=4975.04 (W) N: 132706.38 E: 194537.32 CONNECTION A10-6C INV. IN=4975.06 (E) INV. OUT=4975.06 (W) N: 132707.38 E: 194537.32 23.28 LF 8" PVC @ 0.50% 15.01 LF 8" PVC @ 0.50% 5.67 LF 8" PVC @ 0.50% 45-DEG BEND A10-6B INV. IN=4974.98 (E) INV. OUT=4974.98 (NW) N: 132707.40 E: 194522.32 Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 ST3 PLAN & PROFILE STORM DRAIN A10-2 & A10-2A 14 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R NORTH ( IN FEET ) 1 inch = ft. 30 0 30 Feet 30 60 90 PROFILE SCALE: STORM DRAIN A10-2 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY 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.). PROPOSED RIGHT OF WAY INLET SCHEDULE: INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A1 10' Type-R Per Detail Inlet A4 10' Type-R Per Detail Inlet A7-1 Area Inlet Per Detail Inlet A8-1 Pond Outlet Per Detail Inlet A10-1 Area Inlet Per Detail Basin A10-2 15" Nyloplast Area Drain Solid Basin A10-3A 12" Nyloplast Area Drain Solid Basin A10-3B 15" Nyloplast Area Drain Solid Basin A10-4A 12" Nyloplast Area Drain Solid Basin A10-4B 15" Nyloplast Area Drain Solid Basin A10-5 12" Nyloplast Area Drain Solid Basin A10-5A 12" Nyloplast Area Drain Solid Basin A10-5B 15" Nyloplast Area Drain Solid Basin A10-6 12" Nyloplast Area Drain Solid Basin A10-6B 24" Nyloplast Area Drain Beehive Grate Basin A10-8 24" Nyloplast Area Drain Beehive Grate Basin A10-9 24" Nyloplast Area Drain Beehive Grate Basin A10-3A-1 18" Nyloplast Area Drain Beehive Grate Basin A10-7A 24" Nyloplast Area Drain Beehive Grate Inlet B3 Double Combination Inlet Per Detail N CYD Basin A2 8" Nyloplast Area Drain Beehive Grate N CYD Basin A3 8" Nyloplast Area Drain Beehive Grate N CYD Basin B1 8" Nyloplast Area Drain Beehive Grate N CYD Basin A4 8" Nyloplast Area Drain Beehive Grate S CYD Basin A1 8" Nyloplast Area Drain Beehive Grate S CYD Basin A2 8" Nyloplast Area Drain Beehive Grate S CYD Basin B3 8" Nyloplast Area Drain Beehive Grate S CYD Basin B4 8" Nyloplast Area Drain Beehive Grate STORM DRAIN A10-2A PRIVATE PROFILE SCALE: PRIVATE F.O. F.O. T S FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO E CHERRY ST N MASON ST 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT STORM DRAIN LINE A10-2A SEE SHEET ST3 STORM DRAIN LINE A10-2 SEE SHEET ST3 STORMTECH CHAMBERS SEE SHEET ST5 STORM DRAIN LINE A7 SEE RIGHT STMH A8 STA 10+00.00 N: 132704.07 E: 194500.54 152.50 LF 15" RCP @ 0.20% OUTLET A8-1 STA 11+52.50 N: 132706.29 E: 194348.06 20.62 LF 4" PVC @ 0.20% BASIN A8-2 STA 11+73.12 N: 132706.15 E: 194327.44 57.27 LF 4" PERF. PVC @ 0.20% CLEANOUT A8-3 STA 12+30.39 N: 132759.05 E: 194349.15 PROPOSED SAND FILTER 4960 4965 4970 4975 4980 4985 4990 4995 5000 4960 4965 4970 4975 4980 4985 4990 4995 5000 9+50 10+00 10+50 STMH A7 STA 10+00.00 RIM 4978.9± INV. IN 4974.05 (S) INV. IN 4974.05 (E) INV. OUT 4974.05 (N) 4.38 LF 15" RCP @ 1.00% INLET A7-1 STA 10+04.38 FL. EL 4978.7± INV. OUT 4974.09 (W) PROPOSED GROUND EXISTING GROUND 100-YR HGL 4960 4965 4970 4975 4980 4985 4990 4995 5000 4960 4965 4970 4975 4980 4985 4990 4995 5000 13+00 12+00 11+00 10+00 9+00 EXISTING GROUND PROPOSED GROUND 57.27 LF 4" PERF. PVC @ 0.20% CLEANOUT A8-3 STA 12+30.39 RIM 4976.5± INV. OUT 4974.64 (SW) BASIN A8-2 STA 11+73.12 RIM 4979.1± INV. IN 4974.53 (N) INV. OUT 4974.53 (E) 20.62 LF 4" PVC @ 0.20% OUTLET A8-1 STA 11+52.50 FL. EL 4977.3± INV. IN 4974.49 (W) INV. OUT 4974.49 (E) 152.50 LF 15" RCP @ 0.20% STMH A8 STA 10+00.00 RIM 4979.2± INV. IN 4974.18 (W) INV. IN 4974.38 (S) INV. IN 4974.12 (E) INV. OUT 4974.18 (N) 100-YR HGL UD UD TF TF EE E E E E E E E E E E S SC UD UD FDC UD 8" W 8" W 8" W 8" W 8" W VAULT ELEC H Y D VAULT ELEC FO FO FO FO FO FO FO FO E CHERRY ST INLET A7-1 STA 10+04.38 N: 132729.25 E: 194505.08 STMH A7 STA 10+00.00 N: 132729.27 E: 194500.70 4.38 LF 15" RCP @ 1.00% 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT STORM DRAIN LINE A10-2A SEE SHEET ST3 STORM DRAIN LINE A10-2 SEE SHEET ST3 STORMTECH CHAMBERS SEE SHEET ST5 Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 ST2 PLAN & PROFILE STORM DRAIN A7 & A8 13 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R NORTH ( IN FEET ) 1 inch = ft. 30 0 30 Feet 30 60 90 PROFILE SCALE: STORM DRAIN A8 EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY 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.). PROPOSED RIGHT OF WAY INLET SCHEDULE: INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A1 10' Type-R Per Detail Inlet A4 10' Type-R Per Detail Inlet A7-1 Area Inlet Per Detail Inlet A8-1 Pond Outlet Per Detail Inlet A10-1 Area Inlet Per Detail Basin A10-2 15" Nyloplast Area Drain Solid Basin A10-3A 12" Nyloplast Area Drain Solid Basin A10-3B 15" Nyloplast Area Drain Solid Basin A10-4A 12" Nyloplast Area Drain Solid Basin A10-4B 15" Nyloplast Area Drain Solid Basin A10-5 12" Nyloplast Area Drain Solid Basin A10-5A 12" Nyloplast Area Drain Solid Basin A10-5B 15" Nyloplast Area Drain Solid Basin A10-6 12" Nyloplast Area Drain Solid Basin A10-6B 24" Nyloplast Area Drain Beehive Grate Basin A10-8 24" Nyloplast Area Drain Beehive Grate Basin A10-9 24" Nyloplast Area Drain Beehive Grate Basin A10-3A-1 18" Nyloplast Area Drain Beehive Grate Basin A10-7A 24" Nyloplast Area Drain Beehive Grate Inlet B3 Double Combination Inlet Per Detail N CYD Basin A2 8" Nyloplast Area Drain Beehive Grate N CYD Basin A3 8" Nyloplast Area Drain Beehive Grate N CYD Basin B1 8" Nyloplast Area Drain Beehive Grate N CYD Basin A4 8" Nyloplast Area Drain Beehive Grate S CYD Basin A1 8" Nyloplast Area Drain Beehive Grate S CYD Basin A2 8" Nyloplast Area Drain Beehive Grate S CYD Basin B3 8" Nyloplast Area Drain Beehive Grate S CYD Basin B4 8" Nyloplast Area Drain Beehive Grate PROFILE SCALE: STORM DRAIN A7 PRIVATE PUBLIC VAULT ELEC VAULT F.O. F.O. H Y D T S T S TRAFFIC VAULT T S G VAULT F.O. CONTROL IRR CONTROL IRR CONTROL IRR F.O. E E E E E E E E FO FO FO FO G G G G G G G G G G G G G G G G CTV CTV CTV FO FO FO FO FO FO CTV CTV G G G G FO FO FO FO FO FO FO FO FO FO E E E E E E E E E E E E E LEC T S INLET A1 STA 10+00.00 N: 132715.36 E: 194734.92 17.76 LF 24" RCP @ 0.50% 112.63 LF 24" RCP @ 0.50% STMH A3 STA 11+30.38 N: 132824.30 E: 194706.88 21.88 LF 24" RCP @ 0.50% INLET A4 STA 11+52.26 N: 132841.47 E: 194693.32 18.10 LF 24" RCP @ 0.50% STMH A5 STA 11+70.36 N: 132859.53 E: 194694.49 192.99 LF 18" RCP @ 0.50% STMH A6 STA 13+63.35 N: 132860.91 E: 194501.51 131.64 LF 18" RCP @ 0.50% STMH A7 STA 14+94.99 N: 132729.27 E: 194500.70 25.20 LF 15" RCP @ 0.50% STMH A8 STA 15+20.19 N: 132704.07 E: 194500.54 15.21 LF 15" RCP @ 0.41% CONNECTION A9 STA 15+35.40 N: 132688.87 E: 194500.45 EXISTING 54.33 LF 15" RCP @ 0.40% STMH A10 STA 15+89.73 N: 132634.54 E: 194499.74 EXISTING 61.11 LF 15" RCP @ 0.41% EXISTING MANHOLE STA 16+50.84 N: 132573.43 E: 194498.95 STMH A2 STA 10+17.76 N: 132712.17 E: 194717.45 CHERRY ST N COLLEGE AVE MAPLE ST UNION PACIFIC RAILROAD 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 EMERGENCY ACCESS EASEMENT DRAINAGE EASEMENT CONNECT EXISTING STORM TO PROPOSED INLET EXISTING STORM STORM DRAIN LINE A10-2A SEE SHEET ST3 STORM DRAIN LINE A10-2 SEE SHEET ST2 STORMTECH CHAMBERS SEE SHEET ST5 STORM DRAIN LINE B SEE SHEET C5.00 TIE EXISTING STORM TO MANHOLE STORM DRAIN LINE A7 SEE SHEET ST2 SANITARY SEWER CROSSING w/ CONCRETE ENCASEMENT 4960 4965 4970 4975 4980 4985 4990 4995 5000 4960 4965 4970 4975 4980 4985 4990 4995 5000 9+75 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 17+25 INLET A1 STA 10+00.00 FL. EL 4976.0± INV. IN 4971.58 (W) INV. OUT 4971.58 (E) 17.76 LF 24" RCP @ 0.50% STMH A2 STA 10+17.76 RIM 4978.2± INV. IN 4971.67 (N) INV. OUT 4971.67 (E) 112.63 LF 24" RCP @ 0.50% STMH A3 STA 11+30.38 RIM 4977.7± INV. IN 4972.23 (NW) INV. OUT 4972.23 (S) 21.88 LF 24" RCP @ 0.50% INLET A4 STA 11+52.26 FL. EL 4976.6± INV. IN 4972.34 (N) INV. OUT 4972.34 (SE) 18.10 LF 24" RCP @ 0.50% STMH A5 STA 11+70.36 RIM 4977.4± INV. IN 4972.43 (W) INV. IN 4973.70 (N) INV. OUT 4972.43 (S) 192.99 LF 18" RCP @ 0.50% STMH A6 STA 13+63.35 RIM 4979.1± INV. IN 4973.40 (S) INV. OUT 4973.40 (E) 131.64 LF 18" RCP @ 0.50% STMH A7 STA 14+94.99 RIM 4978.9± INV. IN 4974.05 (S) INV. IN 4974.05 (E) INV. OUT 4974.05 (N) 25.20 LF 15" RCP @ 0.50% STMH A8 STA 15+20.19 RIM 4979.2± INV. IN 4974.18 (W) INV. IN 4974.38 (S) INV. IN 4974.12 (E) INV. OUT 4974.18 (N) 15.21 LF 15" RCP @ 0.41% CONNECTION A9 STA 15+35.40 INV. 4974.44 (S) INV. 4974.44 (N) EXISTING 54.33 LF 15" RCP @ 0.40% STMH A10 STA 15+89.73 RIM 4979.0± INV. IN 4974.66 (E) INV. IN 4974.66 (S) INV. OUT 4974.66 (N) EXISTING 61.11 LF 15" RCP @ 0.41% EXISTING MANHOLE STA 16+50.84 RIM 4979.6± INV. OUT 4974.91 (N) EXISTING GROUND PROPOSED GROUND 10" CLEARANCE 6" SANITARY SEWER INVERT VERIFY WITH M/E/P PLANS PRIOR TO CONSTRUCTION STA.=14+50.00 EL. = 4976.304 CONCRETE ENCASEMENT 100-YR HGL Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 ST1 PLAN & PROFILE STORM DRAIN A 12 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R NORTH ( IN FEET ) 1 inch = ft. 30 0 30 Feet 30 60 90 PROFILE SCALE: STORM DRAIN A EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: W EXISTING SANITARY SEWER SS PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY EXISTING STORM SEWER EASEMENT LINE 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 3. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 4. ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY 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.). PROPOSED RIGHT OF WAY INLET SCHEDULE: INLET SCHEDULE Inlet/Basin ID Inlet Size Grate Type Inlet A1 10' Type-R Per Detail Inlet A4 10' Type-R Per Detail Inlet A7-1 Area Inlet Per Detail Inlet A8-1 Pond Outlet Per Detail Inlet A10-1 Area Inlet Per Detail Basin A10-2 15" Nyloplast Area Drain Solid Basin A10-3A 12" Nyloplast Area Drain Solid Basin A10-3B 15" Nyloplast Area Drain Solid Basin A10-4A 12" Nyloplast Area Drain Solid Basin A10-4B 15" Nyloplast Area Drain Solid Basin A10-5 12" Nyloplast Area Drain Solid Basin A10-5A 12" Nyloplast Area Drain Solid Basin A10-5B 15" Nyloplast Area Drain Solid Basin A10-6 12" Nyloplast Area Drain Solid Basin A10-6B 24" Nyloplast Area Drain Beehive Grate Basin A10-8 24" Nyloplast Area Drain Beehive Grate Basin A10-9 24" Nyloplast Area Drain Beehive Grate Basin A10-3A-1 18" Nyloplast Area Drain Beehive Grate Basin A10-7A 24" Nyloplast Area Drain Beehive Grate Inlet B3 Double Combination Inlet Per Detail N CYD Basin A2 8" Nyloplast Area Drain Beehive Grate N CYD Basin A3 8" Nyloplast Area Drain Beehive Grate N CYD Basin B1 8" Nyloplast Area Drain Beehive Grate N CYD Basin A4 8" Nyloplast Area Drain Beehive Grate S CYD Basin A1 8" Nyloplast Area Drain Beehive Grate S CYD Basin A2 8" Nyloplast Area Drain Beehive Grate S CYD Basin B3 8" Nyloplast Area Drain Beehive Grate S CYD Basin B4 8" Nyloplast Area Drain Beehive Grate PUBLIC 2.1% 2.2% 2.6% 2.7% 8.3% 5.7% 11.6% 14.3% 5.3% 5.0% 5.1% 2.0% 80.18 79.44 79.61 80.18 80.58 80.58 80.16 79.68 79.68 79.68 GRADE BREAK 80.58 80.18 2.0% 80.15 2.3% 0.5% S CYD - BASIN B4 INV. OUT=4977.03 (NW) N: 132520.16 E: 194618.5122 24.48 LF 8" PVC @ 0.59% S CYD - BASIN B3 INV. IN=4976.89 (SE) INV. OUT=4976.89 (N) N: 132536.23 E: 194600.0458 61.61 LF 8" PVC @ 0.09% S CYD - 22.5 DEG BEND B2 INV. IN=4976.84 (S) INV. OUT=4976.84 (NW) N: 132593.65 E: 194577.7252 2.00 LF 8" PVC @ 13.40% S CYD - 45 DEG BEND B1 INV. IN=4976.57 (SE) INV. OUT=4976.57 (W) N: 132595.07 E: 194576.3110 S CYD - BASIN A1 INV. IN=4975.23 (SE) INV. OUT=4975.23 (W) N: 132599.32 E: 194577.2449 56.39 LF 8" PVC @ 0.50% S CYD - BASIN A2 INV. OUT=4975.51 (NW) N: 132562.30 E: 194619.7751 20.0% 17.6% 27.5% 7.1% 9.1% 16.6% 2.8% COORDINATE STORM CONNECTION WITH M/E/P PLANS BOCCE BALL COURT PUTTING GREEN 80.18 80.18 79.83 79.83 80.01 80.01 80.18 FFE=80.18 FFE=80.18 79.74 79.74 79.74 79.74 79.74 79.74 80.18 80.18 80.16 79.79 79.88 80.18 80.18 79.49 79.02 79.16 79.23 79.46 79.53 79.73 79.36 79.57 79.77 79.77 79.83 79.98 79.86 79.44 79.57 79.63 79.68 79.46 79.29 79.22 79.28 79.12 79.14 79.23 79.36 79.54 79.63 79.88 79.14 79.22 79.59 79.32 78.91 79.00 79.31 79.28 79.63 78.82 78.44 79.61 79.35 78.95 2.0% 2.0% 2.0% 2.0% 2.0% 4.8% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.5% 2.9% 2.5% 2.4% 2.5% 3.1% 2.9% 2.6% 55.77 LF 8" PVC @ 0.50% N CYD - BASIN A2 INV. IN=4975.49 (NE) INV. OUT=4975.49 (S) N: 132746.65 E: 194587.6811 36.12 LF 8" PVC @ 0.50% N CYD - BASIN A1 INV. IN=4975.31 (N) INV. OUT=4975.31 (SW) N: 132710.53 E: 194587.4557 N CYD - BASIN B1 INV. IN=4975.39 (N) INV. OUT=4975.39 (SW) N: 132710.42 E: 194605.1643 11.33 LF 8" PVC @ 0.50% N CYD - 45 DEG BEND B2 INV. IN=4975.45 (NE) INV. OUT=4975.45 (S) N: 132721.76 E: 194605.1643 2.00 LF 8" PVC @ 0.50% N CYD - 45 DEG BEND B3 INV. IN=4975.46 (E) INV. OUT=4975.46 (SW) N: 132723.17 E: 194606.5794 26.06 LF 8" PVC @ 0.50% N CYD - BASIN B4 INV. OUT=4975.59 (W) N: 132723.17 E: 194632.6368 79.68 79.68 79.68 79.68 79.68 79.68 79.68 79.68 79.68 79.68 79.68 N CYD - BASIN A3 INV. OUT=4975.77 (SW) N: 132778.97 E: 194633.1294 9.0% 10.0% 2.3% 6.5% 26.3% 21.8% 18.5% 11.2% 6.8% 14.9% 25.4% 10.0% 14.2% 13.3% 19.4% 13.7% 7.8% 8.3% 14.2% 23.0% 15.6% 25.1% 15.1% 2.5% 2.5% 2.1% 1.7% COORDINATE STORM CONNECTION WITH M/E/P PLANS 80.18 PUTTING GREEN Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 G5 DETAILED GRADING PLAN 11 NORTH ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R KEYMAP A NORTH COURTYARD B SOUTH COURTYARD A B LEGEND: PROPOSED CONTOUR EXISTING CONTOUR PROPERTY BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4. ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 5. THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY. 6. THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 7. ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED. 8. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS, AND PLANTERS. 9. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 10. ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL. 11. REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN DETENTION VAULT. NOTES: 2.0% (47.45) EXISTING SPOT ELEVATION PROPOSED STORM PROPOSED VERTICAL CURB AND GUTTER PROPOSED SWALE 78.61 78.63 78.64 78.62 78.64 79.68 TOP 79.24 BOT 79.68 TOP 79.41 TS 79.86 BOT 1.9% 2.1% 79.34 78.35 BOT 78.75 78.87 79.00 78.33 BOT 78.38 78.50 78.59 80.77 TOP 80.77 TOP 80.77 TOP 80.77 TOP PROPOSED LANDSCAPING WALL (SEE LANDSCAPING PLANS) 79.15 BOT 78.76 78.75 79.26 BOT 79.68 79.68 79.48 BOT 79.48 BOT 80.18 80.18 79.68 79.68 TOP 79.48 BOT PROPOSED 6" LANDSCAPE CURB PROPOSED 6" LANDSCAPE CURB PROPOSED 6" LANDSCAPE CURB 79.22 BOT 79.12 BOT 79.02 BOT 79.07 BOT 78.51 2.0% FFE=79.41 78.72 78.68 78.62 78.57 79.18 BOT 79.68 79.30 81.18 TOP 80.18 BOT 80.18 BOT 79.30 BOT 81.18 TOP 79.23 BOT 81.18 TOP 79.37 BOT 81.18 TOP 78.67 BOT STEP IN LANDSCAPING WALL 80.68 TOP 80.68 TOP 2.4% 2.1% 2.1% 5'X5' PAD - 6" STEP 79.87 79.60 80.68 TOP 79.13 BOT 79.13 BOT 79.00 BOT 79.43 BOT 80.68 TOP 80.68 TOP 79.68 BOT 79.68 BOT 80.68 TOP 80.68 TOP 79.68 5.0% 4.7% 5.0% 5.1% 1.2% 80.18 80.18 79.78 80.18 79.68 77.64 78.00 1.8% PROPOSED WALL DRAIN (TYP.) PROPOSED WALL DRAIN (TYP.) PROPOSED WALL DRAIN (TYP.) PROPOSED WALL DRAIN (TYP.) PROPOSED WALL DRAIN (TYP.) GRADE BREAK ALONG FACE OF BUILDING 79.41 79.35 79.15 2.0% N COLLEGE AVE 5.0% 5.0% FO FO FO N COLLEGE AVE EXISTING INLET MATCH EXISTING CURB & GUTTER PROPOSED SAWCUT 78.55 TAPERED STAIRS (STEP HEIGHT VARIES) MAX 6" STEP w/ 18" TREADS 79.35 79.35 2.1% 4.1% 7.9% 2.2% 2.0% 2.0% 2.0% 78.14 77.20 78.49 78.06 2.5% 78.31 78.08 78.92 79.36 80.77 TOW 80.77 TOW 80.77 TOW 79.34 78.75 78.87 79.00 78.38 78.50 78.59 80.77 TOP 80.77 TOP 80.77 TOP STORM DRAIN B SEE SHEET ST4 77.73 77.05 78.02 77.77 77.65 0.7% 2.0% 80.77 TOP 77.75 78.11 78.54 78.83 77.93 78.10 78.05 78.00 80.77 TOP 80.77 TOP 80.77 TOP 80.77 TOP 77.16 BOT 80.77 TOP 78.68 78.99 FFE=79.41 GRADE BREAK ALONG FACE OF BUILDING PROPOSED WALL DRAIN (TYP.) 79.41 79.35 79.35 79.35 79.35 79.41 79.35 79.35 79.41 79.35 79.36 79.41 79.41 79.41 79.36 79.29 79.35 79.35 PROPOSED GRADE BREAK 78.20 78.91 80.77 TOW PROPOSED WALL DRAIN (TYP.) PROPOSED WALL DRAIN (TYP.) 79.19 78.66 79.00 77.99 79.04 77.99 78.99 78.00 78.48 78.91 1.9% 2.1% 2.2% 2.1% 2.1% 79.10 79.35 2.6% 1.1% 0.5% 78.94 79.00 78.41 78.95 78.09 78.95 78.20 80.77 TOW 79.15 79.15 79.15 77.83 78.91 77.69 78.86 PROPOSED WALL DRAIN (TYP.) 79.15 79.15 79.15 79.15 2.0% 2.0% 2.0% 2.1% 2.0% 2.1% 2.1% 2.0% 2.0% 0.5% 0.5% 0.5% 0.5% 79.00 79.00 PROPOSED GRADE BREAK 78.05 78.64 FFE=79.41 PROPOSED LANDSCAPING WALL (SEE LANDSCAPING PLANS) 5.1% 77.26 77.56 Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 G4 DETAILED GRADING PLAN 10 NORTH ( IN FEET ) 10 0 10 20 30 1 INCH = 10 FEET 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. Call before you dig. R KEYMAP A B EAST ENTRANCE GRADING DETAIL (1/2) B B EAST ENTRANCE GRADING DETAIL (2/2) MATCHLINE - SEE TOP RIGHT MATCHLINE - SEE BOTTOM LEFT LEGEND: PROPOSED CONTOUR EXISTING CONTOUR PROPERTY BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4. ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 5. THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY. 6. THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 7. ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED. 8. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS, AND PLANTERS. 9. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 10. ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL. 11. REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN DETENTION VAULT. NOTES: 2.0% (47.45) EXISTING SPOT ELEVATION PROPOSED STORM PROPOSED VERTICAL CURB AND GUTTER PROPOSED SWALE BOLLARDS (TYP.) PROPOSED LANDSCAPING WALL 1.2% STORM DRAIN A10 SEE SHEET ST3 STORM DRAIN A SEE SHEET ST1 UTILITY EASEMENT ROOF DRAINS (TYP.) 79.03 UD UD UD UD UD UD UD FFE=80.18 80.07 80.09 79.55 80.09 79.51 79.50 79.36 79.50 79.44 79.50 78.51 79.46 79.66 78.51 78.51 79.79 79.81 80.09 80.41 TOW 80.51 TOW 81.51 TOW 81.51 TOW 82.07 TOW 82.07 TOW 82.07 TOW 80.18 80.09 80.12 80.09 79.50 80.12 STORM DRAIN A10-2A SEE SHEET ST3 STORM DRAIN A10-2B SEE SHEET ST3 CLEANOUT A10-6B-2 INV. OUT=4975.84 (N) FG=4978.5 N: 132626.11 E: 194531.5065 7.31 LF 4" PERF. PVC @ 0.50% BASIN A10-6B INV. IN=4975.80 (S) INV. IN=4976.15 (N) INV. OUT=4975.80 (W) FG=4978.5 N: 132632.87 E: 194534.2875 CLEANOUT A10-6B-1 INV. OUT=4976.16 (S) FG=4978.5 N: 132639.64 E: 194537.0685 7.31 LF 4" PERF. PVC @ 0.20% CLEANOUT A10-8A INV. OUT=4977.42 (N) FG=4980.1 N: 132536.17 E: 194518.3653 48.49 LF 4" PERF. PVC @ 0.50% BASIN A10-7A INV. IN=4977.18 (S) INV. OUT=4977.18 (NW) FG=4980.1 N: 132584.66 E: 194518.6682 CLEANOUT 10-3A-2 INV. OUT=4977.17 (N) FG=4979.5 N: 132601.34 E: 194518.7720 8.66 LF 4" PERF. PVC @ 0.50% BASIN 10-3A-1 INV. IN=4977.13 (S) INV. OUT=4977.13 (W) FG=4979.5 N: 132610.00 E: 194518.8260 PROPOSED LANDSCAPING WALL PROPOSED LANDSCAPING WALL PROPOSED 6" STEP 79.29 79.24 78.87 79.77 0.9% 2.0% 1.9% 2.1% 1.9% RAIN GARDEN 1 RAIN GARDEN 2 RAIN GARDEN 3 UTILITY EASEMENT ROOF DRAINS (TYP.) UD UD UD UD UD PARKING GARAGE 30' RAILROAD EASEMENT REC. NO. 89053240 PARKING GARAGE 75.30 76.50 76.54 79.10 TOP 76.50 75.47 78.97 TOP 78.97 TOP 76.59 79.10 TOP 75.19 75.21 75.21 75.31 75.39 75.23 OUTLET A8-1 INV. IN=4974.49 (W) INV. OUT=4974.49 (E) FG=4977.3 N: 132706.29 E: 194348.0568 BASIN A8-2 INV. IN=4974.53 (N) INV. OUT=4974.53 (E) FG=4979.1 N: 132706.15 E: 194327.4413 20.62 LF 4" PVC @ 0.20% 57.27 LF 4" PERF. PVC @ 0.20% CLEANOUT A8-3 INV. OUT=4974.64 (SW) FG=4976.5 N: 132759.05 E: 194349.1548 80.69 79.10 80.35 80.75 81.00 80.99 79.11 79.10 79.74 79.64 80.03 0.7% 0.7% 0.9% 0.6% 17.7% 16.9% 15.4% 12.0% 2.0% 3.0% 0.5% FFE=79.79 DETENTION POND SAND FILTER 79.45 80.90 78.97 TOP 78.55 TOP 78.55 TOP 78.97 TOP 21' EMERGENCY SPILLWAY Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 G3 DETAILED GRADING PLAN 9 NORTH ( IN FEET ) 10 0 10 20 30 1 INCH = 10 FEET 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. Call before you dig. R A RAIN GARDEN DETAIL 1, 2 & 3 KEYMAP B RAIN GARDEN DETAIL 4 C SAND FILTER TREATMENT DETAIL A A C LEGEND: PROPOSED CONTOUR EXISTING CONTOUR PROPERTY BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4. ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 5. THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY. 6. THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 7. ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED. 8. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS, AND PLANTERS. 9. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 10. ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL. 11. REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN DETENTION VAULT. NOTES: 2.0% (47.45) EXISTING SPOT ELEVATION PROPOSED STORM PROPOSED VERTICAL CURB AND GUTTER PROPOSED SWALE SEE SHEET D6 FOR MATERIAL SECTION SEE SHEET D6 FOR MATERIAL SECTION SEE SHEET D6 FOR MATERIAL SECTION 2.0% 1.0% 2.0% COURTYARD SEE SHEET G5 PROPOSED INLET 81.05 80.59 80.14 79.68 79.35 79.36 79.36 79.35 2.8% 2.1% 4.1% 7.9% 2.0% 2.0% 2.0% 2.0% 1.3% 78.14 77.20 80.77 78.49 78.06 81.15 2.5% 77.83 78.08 79.36 78.91 80.77 TOW 80.77 TOW 80.77 TOW 1.2% SEE SHEET G3 STEP IN FINISHED FLOOR ELEVATION 81.23 81.17 81.11 78.34 78.99 80.77 TOW 78.00 78.86 78.10 78.58 80.77 TOW 80.77 TOW 80.77 TOW 79.30 STORM DRAIN B SEE SHEET ST4 79.77 77.26 77.56 81.10 80.76 1.1% PROPOSED LANDSCAPING WALL SEE DETAILED GRADING SHEET G4 80.36 79.41 79.35 BEGIN FG GREATER THAN FFE AT BUILDING FACE 79.41 RECESSED RECESSED ENTRANCE ENTRANCE SEE ARCHITECTURE PLANS FOR INTERNAL STEP/RAMPS RECESSED ENTRANCE RECESSED ENTRANCE 79.41 79.41 79.35 PROPOSED ENTRANCE SEE ARCHITECTURE PLANS FOR INTERNAL STEP/RAMPS 80.27 80.34 80.22 81.01 80.24 N COLLEGE AVE 79.35 METAL SIDEWALK CULVERT Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 G2 GRADING PLAN 8 NORTH ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R LEGEND: PROPOSED CONTOUR EXISTING CONTOUR PROPERTY BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4. ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 5. THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY. 6. THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 7. ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED. 8. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS, AND PLANTERS. 9. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 10. ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL. 11. REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN DETENTION VAULT. NOTES: 2.0% (47.45) EXISTING SPOT ELEVATION PROPOSED STORM PROPOSED VERTICAL CURB AND GUTTER PROPOSED SWALE MATCHLINE - SEE SHEET G1 KEYMAP G2 G1 PROPOSED SAWCUT PROPOSED SAWCUT PROPOSED INLET 2.2% 79.79 EXISTING INLET EXISTING ACCESS RAMP 77.83 78.11 2.0% 78.35 79.00 78.51 3.3% 2.1% 79.80 80.18 80.18 79.44 79.18 79.24 79.19 79.74 79.93 79.55 78.96 79.29 79.42 HP 79.17 HP 79.06 PROPOSED LANDSCAPING WALL SEE DETAILED GRADING SHEET G4 1.8% 2.1% 2.0% 3.4% 3.1% 2.2% 2.5% 2.0% 2.4% COURTYARD SEE SHEET G5 79.79 79.47 79.69 79.32 79.68 (81.48) (80.98) 2.1% 80.27 80.09 77.77 77.35 2.0% 1.1% 2.3% 79.55 79.51 79.36 79.35 1.3% 2.0% 2.9% 2.0% (77.00) PROPOSED STAIRS PROPOSED STAIRS 1.3% 1.8% 78.85 FFE=80.18 STEP IN FINISHED FLOOR ELEVATION 79.37 PROPOSED AREA INLET 79.19 79.57 79.27 1' CONCRETE RIBBON CURB PROPOSED INLET 79.38 79.47 79.56 79.94 80.12 PROPOSED CONCRETE MEDIAN PROPOSED SAWCUT 82.80 80.68 79.64 81.18 6.5% 7.9% 5.0% 78.38 79.00 78.31 78.92 PROPOSED 6" CURB PROPOSED 6" CURB 78.38 78.14 78.30 77.97 77.73 79.30 78.51 78.39 77.53 78.76 80.77 TOW 80.77 TOW 2.0% 79.32 EXISTING RAILROAD CABINET STORMTECH CHAMBERS SEE SHEET ST5 RAIN GARDEN 4 SEE SHEET G3 STORM DRAIN A8 SEE SHEET ST2 RAIN GARDEN 3 SEE SHEET G3 RAIN GARDEN 2 SEE SHEET G3 RAIN GARDEN 1 SEE SHEET G3 COURTYARD SEE SHEET G5 78.67 78.43 78.51 78.61 78.64 78.62 78.46 78.57 78.63 80.18 PROPOSED LANDSCAPING WALL SEE DETAILED GRADING SHEET G4 79.00 78.59 80.77 TOW 79.32 79.99 79.99 80.51 80.16 79.53 5.0% 2.0% 5.0% STORM DRAIN A7 SEE SHEET ST2 PROPOSED 6" STEP STORM DRAIN A10 SEE SHEET ST3 STORM DRAIN A10-2A SEE SHEET ST3 PROPOSED GRASS SWALE PROPOSED GRASS SWALE STORM DRAIN A SEE SHEET ST1 82.02 81.00 82.30 HP 80.75 80.35 FL 82.16 80.13 82.98 82.00 80.75 FL 81.95 FL 79.65 FL 79.45 FL 79.88 FL 80.03 80.03 80.78 3.2% 3.0% 2.0% 2.0% 1.0% 2.0% 79.77 1.0% 78.97 79.07 78.93 78.97 78.67 78.50 77.95 77.26 77.56 SAND FILTER & DETENTION POND SEE SHEET G4 79.38 79.63 FL 79.10 FL 79.10 FL 79.32 FL 3.6% 13.0% 17.9% 0.5% 79.77 FL 79.69 FL 79.60 FL 79.73 FL 79.51 79.34 79.90 80.16 80.16 81.52 80.83 FFE=79.79 FFE=79.79 79.12 79.18 81.64 FL 80.97 FL 80.31 FL 79.61 79.79 79.41 79.54 80.75 79.72 79.86 80.09 79.79 79.26 2.1% 1.9% 80.05 0.9% 1.9% 2.3% 0.9% 1.8% 1.6% 2.1% 2.0% 2.0% 79.90 79.63 79.70 5.2% RECESSED ENTRANCE 79.41 79.41 RECESSED BUILDING ENTRANCE 79.35 80.34 80.22 1' CONCRETE PAN 1' CONCRETE PAN 80.24 79.66 GRADE BREAK ALONG BUILDING FACE 2.1% 3.4% Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 G1 GRADING PLAN 7 NORTH ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R LEGEND: PROPOSED CONTOUR EXISTING CONTOUR PROPERTY BOUNDARY PROPOSED SPOT ELEVATION 33.43 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 CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4. ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM NAVD88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 5. THE BOTTOM OF MASONRY SHALL GENERALLY FOLLOW FINISHED GRADES. THERE SHALL BE A MAXIMUM OF 12" EXPOSED CONCRETE BETWEEN THE FINISHED GRADE AND ALL MASONRY. 6. THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING ELEVATIONS OF ALL CURBS AND GUTTERS AT THE POINTS OF CONNECTION SHOWN ON THE PLANS PRIOR TO INSTALLING ANY OF THE NEW IMPROVEMENTS. IF A CONFLICT EXISTS AND/OR A DESIGN MODIFICATION IS REQUIRED, THE CONTRACTOR SHALL COORDINATE WITH THE ENGINEER TO MODIFY THE DESIGN. 7. ADD 5000-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS, WHERE TRUNCATED. 8. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED ARCHITECTURAL AND LANDSCAPE ARCHITECTURE DRAWINGS FOR ALL STEPS, RAMPS, LANDSCAPING WALLS, SEATWALLS, RAILINGS, AND PLANTERS. 9. CONTRACTOR SHALL CONFIRM AND COORDINATE WITH STAMPED STRUCTURAL DRAWINGS FOR ELEVATIONS AND GRADE CONDITIONS ALONG BUILDING PERIMETER. NOTIFY OWNER, ARCHITECT, AND ENGINEER(S) OF ANY DISCREPANCIES PRIOR TO MOBILIZATION. 10. ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL. 11. REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN DETENTION VAULT. NOTES: 2.0% (47.45) EXISTING SPOT ELEVATION PROPOSED STORM PROPOSED VERTICAL CURB AND GUTTER PROPOSED SWALE MATCHLINE - SEE SHEET G2 KEYMAP G2 G1 B M CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC TRAFFIC VAULT T S VAULT ELEC CC CC ELEC ELEC BRKR E TRAFFIC VAULT H Y D VAULT ELEC VAULT F.O. F.O. H Y D T S T S TRAFFIC VAULT T S G VAULT F.O. CONTROL IRR CONTROL IRR CONTROL IRR F.O. E E E E E E E E FO FO FO FO G G G G G G G G G G G G G G G G CTV CTV CTV FO FO FO FO FO FO CTV CTV G G G G FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO E E E E E E E E E E E E ELEC T S FDC UD UD UD TF TF E E E E E E E E E E E E E E W W W S F F F F SC F F UD UD FDC G S FO FO FO FO UD F S S 2" SERVICE UPSIZED TO 3" FIVE FOOT PAST METER 3" SERVICE UPSIZED TO 4" FIVE FOOT PAST METER PROPOSED OUTLET STRUCTURE PROPOSED INLET PROPOSED INLET PROPOSED ELECTRIC TRANSFORMERS CONNECT TO EXISTING STORM DRAIN EXISTING GAS LINE EXISTING ELECTRIC LINE EXISTING FIBER OPTIC LINE EXISTING FIBER OPTIC VAULT EXISTING FIRE HYDRANT EXISTING ELECTRIC VAULT PROPOSED DRAINAGE EASEMENT EMERGENCY ACCESS EASEMENT UTILITY EASEMENT PER REC. NO. 2004-0002332 PROPOSED RETAINING WALLS PROPOSED GREASE & SAND TRAP SEE STRUCTURAL AND M/E/P PLANS TIE INTO BUILDINGS SANITARY NETWORK (SEE M/E/P PLANS) DRAINAGE EASEMENT EXISTING INLETS PROPOSED 2' SIDEWALK CHASE EXISTING UNDERGROUND ELECTRIC FIRE SERVICE REMOVE MANHOLE AND CONNECT TO EXISTING STORM EXISTING STORM DRAIN EXISTING GAS LINE EXISTING GAS LINE TO BE RELOCATED PROPOSED INLETS FIRE SERVICE EXISTING ELECTRIC LINES TIE INTO BUILDING ELECTRIC ROOM PROPOSED GAS METERS LOCATION (PER GAS COMPANY REQUIREMENTS) PROPOSED RELOCATED ELECTRIC SWITCH CABINET CONNECTION TO BUILDING STORM OUTFALL (SEE M/E/P PLANS) PROPOSED LANDSCAPE WALL PROPOSED 6" CURB PROPOSED 6" CURB EXISTING GAS LINE TO BE RELOCATED CONNECT TO EXISTING STORM PROPOSED STAIRS CONNECT TO EXISTING STORM DRAIN STORMTECH CHAMBERS SEE SHEET ST5 STORM DRAIN A8 SEE SHEET ST2 RAIN GARDEN 3 SEE SHEET G3 RAIN GARDEN 2 SEE SHEET G3 RAIN GARDEN 1 SEE SHEET G3 STORM DRAIN A7 SEE SHEET ST2 STORM DRAIN A10 SEE SHEET ST3 STORM DRAIN A10-2A SEE SHEET ST3 STORM DRAIN B SEE SHEET ST4 EXISTING FIBER OPTIC MANHOLE EXISTING FIBEROPTIC TO BE RELOCATED EXISTING RAILROAD CABINET CONNECTION TO BUILDING STORM OUTFALL (SEE M/E/P PLANS) 8" WET TAP CONNECTION TO EXISTING 16" WATER LINE w/ 8" GV N:132397.55 E:194501.25 PROPOSED 2" WATER METER N:132421.04 E:194531.52 PROPOSED 3" WATER METER N:132419.88 E:194542.27 11.25° BEND w/ TB N:132426.40 E:194501.28 EXISTING FIRE HYDRANT 11.25° BEND w/ TB N:132446.12 E:194497.38 45° BEND w/ TB N:132516.29 E:194497.45 45° BEND w/ TB N:132522.64 E:194503.81 6" WET TAP CONNECTION TO EXISTING 12" WATER LINE w/ 6" GV N:132648.94 E:194292.98 30.00 RAILROAD EASEMENT REC. NO. 89053240 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 8' UTILITY EASEMENT PER PLAT OF BLOCK 23 UNION PACIFIC RAILROAD BURLINGTON NORTHERN RAILROAD COURTYARD COURTYARD 28.85 LF 8" PVC N00°03'28"E 20.10 LF 8" PVC N11°11'32"W 70.17 LF 8" PVC N00°03'28"E 8.99 LF 8" PVC N45°00'00"E 19.71 LF 8" PVC N90°00'00"E CHERRY ST N COLLEGE AVE N MASON ST OLD TOWN FLATS LLC 310 N MASON ST FORT COLLINS, CO 80524 6 DROP SSMH A STA 10+00.33 N: 132384.03 E: 194562.08 SEE DTL A - THIS SHEET 56.28 LF 10" PVC @ 1.00% PROPOSED 3" TAP N:132397.50 E:194548.02 PROPOSED 2" TAP N:132397.52 E:194531.52 PROPOSED 1' CONCRETE PAN 56.70 LF 6" PVC N90°00'00"E PROPOSED GREASE INTERCEPTOR (SEE DTL B - THIS SHEET) PROPOSED GREASE INTERCEPTOR (SEE DTL B - THIS SHEET) PROPOSED CONCRETE ENCASEMENT (10-FT BOTH SIDES OF CROSSING) RAIN GARDEN 1 SEE SHEET G3 4960 4965 4970 4975 4980 4985 4990 4995 5000 4960 4965 4970 4975 4980 4985 4990 4995 5000 9+75 10+00 10+75 56.28 LF 10" PVC @ 1.00% DROP SSMH A STA 10+00.33 RIM 4980.9± INV. IN 4965.52 (W) INV. IN 4969.44 (N) INV. OUT 4965.52 (E) COORDINATE SANITARY INVERT WITH M/E/P PLANS PRIOR TO CONSTRUCTION APPROX 16" WATER STA.=10+13.60 EL. = 4975.446 APPROX GAS LINE STA.=10+20.30 APPROX GAS LINE STA.=10+42.99 APPROX FIBER OPTIC STA.=10+45.30 PROPOSED GRADE EXISTING GROUND E E E E E E E E E E E E E E E E UD UD E E E E F F F F F F F S S PROPOSED FIRE SERVICE PROPOSED RAIN GARDEN 2' CONCRETE PAN PROPOSED BOLLARD (10' SPACING TYP.) 6' 10' 5' 6' PROPOSED LANDSCAPING WALL 8' 18' 8' 18' PROPOSED UTILITY EASEMENT Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 NOTES: 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. ALL WATER AND SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION. 3. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 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 SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 6. REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 7. LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 8. ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OF FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF CERTIFICATE OF OCCUPANCY. 9. REFER TO PLUMBING PLANS FOR ALL WATER SERVICE AND SANITARY SEWER SERVICE LOCATIONS. IF CONFLICT OCCURS, BOTH THE PLUMBING ENGINEER AND CIVIL ENGINEER SHALL BE CONTACTED PRIOR TO INSTALLATION OR ORDERING OF MATERIALS. 10. ALL EXISTING SANITARY SEWER SERVICE CONNECTION INVERTS AND LOCATIONS BASED ON BEST AVAILABLE DATA. CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION AND NOTIFY ENGINEER OF ANY DISCREPANCIES. 11. PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. 12. ALL PIPE PENETRATIONS THROUGH CONCRETE WALLS SHALL HAVE WATERTIGHT SEAL. 13. REFER TO STRUCTURAL PLANS FOR CONCRETE WATER-PROOFING TREATMENT REQUIREMENTS IN DETENTION VAULT. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 15. CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE, FIBER, GAS, AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS. 16. CONTRACTOR TO COORDINATE FINAL LOCATION OF ALL GAS AND ELECTRIC METERS WITH ARCHITECT AND UTILITY PROVIDERS. 17. THE PLUMBING CONTRACTOR SHALL TERMINATE UTILITY LATERALS 5' OUTSIDE OF BUILDING UNLESS NOTED OTHERWISE. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL UTILITY CONNECTIONS INTO THE PROPOSED BUILDING SHALL BE COORDINATED WITH APPROVED MECHANICAL/PLUMBING DRAWINGS. 18. REFER TO APPROVED SITE ELECTRICAL PLANS FOR ALL CONDUITS AND POWER LINE ROUTING FOR SITE LIGHTING. 19. THE LOCATION OF PROPOSED DRY UTILITIES AS SHOWN ON THIS DRAWING ARE SHOWN FOR HORIZONTAL ALIGNMENTS ONLY AND ARE APPROXIMATE. FINAL DESIGNS OF DRY UTILITIES WILL BE PERFORMED BY THE APPROPRIATE UTILITY COMPANY AND/OR ENGINEER. 20. PHONE, INTERNET AND TELEVISION SERVICE TO BE PROVIDED BY CENTURYLINK, COMCAST, OR OTHERS AT THE OWNER'S DISCRETION. APPLICABLE CONDUITS FOR PROSPECTIVE UTILITY COMPANIES SHALL BE PROVIDED. CONTRACTOR SHALL COORDINATE WITH OWNER AND UTILITY COMPANIES. 21. ALL CONDUIT PLACED BY THE CONTRACTOR FOR CABLE, PHONE AND INTERNET SHALL BE EQUIPPED WITH PULL TAPE AND LOCATE WIRE PER THE SPECIFICATIONS OF EACH UTILITY COMPANY. 22. ELECTRIC SERVICE TO BE PROVIDED BY THE CITY OF FORT COLLINS. THE CITY SHALL INSTALL THE TRANSFORMER AND PRIMARY LINE FROM THE CONNECTION POINT AT THE EXISTING MAIN TO EACH TRANSFORMER. THE COST OF THE PRIMARY LINE, TRANSFORMER, AND INSTALLATION OF THE SECONDARY LINE FROM THE TRANSFORMER TO THE BUILDING SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. 23. ELECTRIC TRANSFORMER PAD SIZE IS APPROXIMATE. COORDINATE FINAL LOCATION AND SIZE OF TRANSFORMER WITH APPROVED ELECTRICAL PLANS. 24. GAS SERVICE TO BE PROVIDED BY XCEL ENERGY. XCEL SHALL INSTALL ALL GAS SERVICES AND METERS. THE COST OF ALL THE SERVICE INSTALLATION SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. 25. CONTRACTOR SHALL COORDINATE OTHER SITE UTILITIES NOT SHOWN ON THESE DRAWINGS; INCLUDING, BUT NOT LIMITED TO, IRRIGATION, PRIVATE SITE ELECTRICAL AND GAS, AND LOW-VOLTAGE/TELECOMMUNICATIONS. TYPICAL INSTALLATION DEPTH OF SAID UTILITIES SHALL BE ADJUSTED, AS NECESSARY, TO AVOID ANY POTENTIAL CONFLICTS WITH THE WATER, FIRE, SANITARY SEWER, AND STORM DRAIN LINES SHOWN ON THESE CIVIL DRAWINGS. 26. ALL STORMWATER INFRASTRUCTURE NOT IN THE RIGHT OF WAY IS TO BE PRIVATELY OWNED AND MAINTAINED. 27. REFER TO THE EROSION CONTROL PLAN AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING TO PREVENT SEDIMENT LOADING OF THE DRAINAGE FACILITY DURING CONSTRUCTION. EXISTING WATER MAIN LEGEND: W G T CTV EXISTING STORM SEWER EXISTING CABLE EXISTING TELEPHONE EXISTING GAS PROPOSED SEWER SERVICE S EXISTING SANITARY SEWER SS PROPOSED CURB & GUTTER PROPOSED WATER SERVICE PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROPERTY BOUNDARY EXISTING LOTLINE W PROPOSED WATER MAIN PROPOSED SANITARY SEWER PROPOSED STORM SEWER PROPOSED ELECTRIC TRANSFORMER PROPOSED ELECTRIC E PROPOSED FIRE DEPARTMENT CONNECTION FDC PROPOSED FIRE SERVICE F EXISTING ELECTRIC E PROPOSED SUBDRAIN UD PROPOSED CABLE CTV PROPOSED FIBRE OPTIC FO PROPOSED GAS G TF U1 UTILITY PLAN 6 NORTH ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 A SANITARY SEWER SERVICE B GREASE INTERCEPTOR LAYOUT APPROX INVERT=4973.45 COORDINATE SANITARY SEWER INVERTS WITH M/E/P PLANS PRIOR TO CONSTRUCTION APPROX INVERT=4972.74 COORDINATE SANITARY SEWER INVERTS WITH M/E/P PLANS PRIOR TO CONSTRUCTION SEE STRUCTURAL PLANS FOR BUILDING FOOTING PLACEMENT SEE DETAIL 204 SHEET D2 FOR VERTICAL DIMENSIONS 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. Call before you dig. R E:194726.06 1 1 PROPOSED RAIN GARDEN 1 P2 B FLOWLINE N:132405.70 E:194696.55 MATCH CURB & GUTTER N:132413.95 E:194481.69 1 1 1 P2 19' (TYP.) 8' (TYP.) MATCH CURB & GUTTER N:132440.27 E:194725.82 N:132415.60 E:194525.45 D1 FLOWLINE N:132414.00 E:194503.14 EOC-FL 22.33' CONCRETE EOC-EOC 16.33' CONCRETE EOC-FL 7.65' CONCRETE SIDEWALK 6' CONCRETE EOC-FL N:132458.46 E:194702.91 N:132447.67 E:194704.41 4.5' WALK 7' LIGHT POLE (TYP.) RECESSED BUILDING ENTRANCE (TYP.) SOUTH COURTYARD SEE SHEET G5 PROPOSED BOLLARDS WITH LIGHTS (10' SPACING TYP.) N:132570.70 E:194616.29 N:132515.71 E:194611.48 N:132520.94 E:194606.52 CURVE TABLE CURVE C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C16 C18 C20 C22 C25 C26 DELTA 20°59'06" 138°01'47" 20°59'06" 8°23'03" 14°37'21" 11°02'03" 80°59'16" 89°59'45" 90°00'15" 50°03'42" 88°15'16" 86°14'42" 33°57'55" 34°22'13" 45°00'00" 45°00'00" 45°00'00" 45°00'00" 89°44'04" 90°06'46" RADIUS 50.00' 1.00' 50.00' 87.19' 316.29' 308.05' 8.84' 10.00' 10.00' 5.00' 5.00' 3.00' 10.00' 10.00' 20.00' 40.00' 40.00' 20.00' 4.50' 36.00' LENGTH 18.31' 2.41' 18.31' 12.76' 80.72' 59.32' 12.50' 15.71' 15.71' 4.37' 7.70' 4.52' 5.93' 6.00' 15.71' 31.42' 31.42' 15.71' 7.05' 56.62' BEARING S79°12'46"E S00°17'41"W S79°48'07"W N84°53'01"W N23°33'43"E S22°17'31"W N38°54'31"W S44°38'40"E S45°21'20"W S26°46'35"W S45°52'22"W N46°52'39"W S17°02'04"E S16°49'55"E S22°08'48"E S22°08'48"E S22°51'12"W S22°51'12"W S44°30'50"E N44°41'56"W CHORD 18.21' 1.87' 18.21' 12.75' 80.50' 59.23' 11.49' 14.14' 14.14' 4.23' 6.96' 4.10' 5.84' 5.91' 15.31' 30.61' 30.61' 15.31' 6.35' 50.96' CURVE TABLE CURVE C27 C28 C29 C30 C31 C32 C33 C34 C35 C36 C37 C38 C39 C40 C41 C42 C43 C44 C45 C46 DELTA 35°48'58" 42°22'08" 2°06'48" 85°51'23" 85°19'13" 3°35'20" 45°00'00" 45°00'00" 45°00'00" 45°00'00" 45°00'00" 45°00'00" 45°00'00" 45°00'00" 45°33'31" 45°33'31" 45°33'31" 45°33'31" 13°51'54" 61°53'50" RADIUS 132.61' 20.00' 1387.40' 3.00' 10.00' 1375.40' 9.00' 11.00' 11.00' 9.00' 9.00' 11.00' 11.00' 9.00' 9.00' 11.00' 11.00' 9.00' 3.50' 5.00' LENGTH 82.89' 14.79' 51.18' 4.50' 14.89' 86.15' 7.07' 8.64' 8.64' 7.07' 7.07' 8.64' 8.64' 7.07' 7.16' 8.75' 8.75' 7.16' 0.85' 5.40' BEARING S07°43'43"E S27°20'26"W S04°04'41"W S39°54'25"E S40°10'30"E S04°11'37"W S22°30'00"W S22°30'00"W S22°30'00"E S22°30'00"E S22°30'00"W S22°30'00"W S22°30'00"E S22°30'00"E S22°46'45"W S22°46'45"W S22°46'45"E S22°46'45"E N83°10'11"E S58°51'52"E CHORD 81.55' 14.45' 51.17' 4.09' 13.55' 86.14' 6.89' 8.42' 8.42' 6.89' 6.89' 8.42' 8.42' 6.89' 6.97' 8.52' 8.52' 6.97' 0.84' 5.14' CURVE TABLE CURVE C47 C48 C49 C50 C51 C52 C53 DELTA 90°25'33" 58°05'16" 59°25'45" 61°27'56" 118°06'10" 90°09'59" 90°25'40" RADIUS 25.00' 9.23' 9.23' 5.00' 5.00' 5.00' 4.00' LENGTH 39.46' 9.35' 9.57' 5.36' 10.31' 7.87' 6.31' BEARING N44°58'27"E N62°15'08"E S61°34'53"E S58°38'54"E S31°08'08"W N44°43'47"W S44°50'42"W CHORD 35.49' 8.96' 9.15' 5.11' 8.58' 7.08' 5.68' LINE TABLE LINE L1 L5 L6 L7 L8 L9 L10 L12 L13 L14 L15 L16 L18 L19 L20 L21 L23 L24 L25 L26 LENGTH 45.58' 45.74' 23.99' 7.30' 63.92' 63.92' 51.45' 11.41' 33.07' 6.04' 21.79' 132.66' 39.70' 20.00' 9.63' 0.21' 19.74' 21.23' 50.72' 42.67' BEARING S89°42'19.37"E N89°42'19.37"W S89°44'03.46"E N00°21'27.16"E N89°34'46.51"W N89°34'46.51"W N89°34'46.51"W N00°21'27.16"E N30°35'57.48"E N20°35'06.90"E N27°27'11.94"E N89°38'06.89"W N01°27'29.42"E N17°17'24.83"E N69°51'30.52"E S89°38'32.84"E S00°21'11.85"W S00°21'11.85"W S00°21'11.85"W S00°21'11.85"W LINE TABLE LINE L27 L29 L30 L31 L32 L33 L35 L37 L39 L40 L41 L42 L43 L44 L45 L46 L47 L48 L49 L51 LENGTH 42.67' 0.18' 10.92' 10.92' 10.87' 8.58' 10.52' 9.35' 3.77' 17.29' 403.34' 18.46' 31.65' 6.63' 13.76' 94.76' 3.73' 19.14' 6.26' 196.11' BEARING S00°21'11.85"W N89°38'32.84"W N89°38'32.84"W S89°38'32.84"E S89°38'32.84"E S51°48'25.42"W S01°44'43.79"W N90°00'00.00"W N03°45'18.42"W N00°21'11.85"E N00°21'11.85"E N00°21'11.85"E S89°40'33.45"E S37°22'26.34"W S00°33'31.64"W S00°28'48.94"W S44°38'48.15"E S00°21'11.85"W S45°21'11.85"W S00°21'11.85"W LINE TABLE LINE L52 L53 L54 L55 L56 L57 L58 L59 L60 L61 L62 L63 L64 L65 L66 L68 L69 L70 L71 L72 LENGTH 12.43' 7.59' 38.20' 6.67' 21.56' 4.67' 16.98' 4.67' 4.67' 57.94' 4.67' 4.67' 91.70' 8.67' 7.98' 136.74' 6.01' 5.00' 81.88' 5.00' BEARING N00°21'11.85"E N42°36'04.20"W N89°28'27.05"W N67°38'32.84"W S22°21'27.16"W N89°38'32.84"W S00°21'27.16"W S89°38'32.84"E N89°38'32.84"W S00°21'27.16"W S89°38'32.84"E N89°38'32.84"W N00°21'27.16"E S89°38'32.84"E N00°21'27.16"E N89°45'18.98"W S00°21'27.16"W S89°38'32.84"E N00°21'27.16"E N89°38'32.84"W LINE TABLE LINE L73 L74 L75 L76 L77 L78 L79 L80 L81 L82 L83 L84 L85 L86 L87 L88 L89 L90 L91 L92 LENGTH 2.00' 4.95' 13.87' 5.50' 5.50' 12.18' 5.50' 5.50' 12.18' 5.50' 5.50' 12.66' 4.95' 2.00' 10.00' 6.53' 25.32' 11.00' 25.32' 43.81' BEARING S89°38'32.84"E S44°38'32.84"E S00°21'27.16"W N89°38'32.84"W S89°38'32.84"E S00°21'27.16"W N89°38'32.84"W S89°38'32.84"E S00°21'27.16"W N89°38'32.84"W S89°38'32.84"E S00°21'27.16"W S45°21'27.16"W N89°38'32.84"W S00°21'27.16"W S89°38'32.84"E S00°21'27.16"W S89°38'32.84"E N00°21'27.16"E N00°21'27.16"E LINE TABLE LINE L93 L94 L95 L96 L97 L98 L99 L100 L102 L103 L104 L106 L110 L112 L113 L115 L117 L119 L122 L125 LENGTH 8.58' 7.00' 12.95' 7.01' 5.96' 10.30' 6.36' 9.58' 40.00' 40.00' 14.40' 9.74' 16.55' 5.58' 18.65' 1.61' 0.89' 0.20' 60.72' 0.20' BEARING N90°00'00.00"W N00°21'27.16"E S89°38'32.84"E S00°21'27.16"W N89°36'29.20"W S00°21'27.16"W S48°29'56.35"W S00°00'00.00"E S05°45'06.17"W S05°45'06.17"W S05°28'47.82"W S48°31'29.80"W S04°45'36.31"W S39°57'28.41"E S00°00'00.00"E S45°00'00.00"W S00°00'00.00"E S45°00'00.00"E S00°00'00.00"E S45°00'00.00"W LINE TABLE LINE L127 L129 L132 L135 L138 L139 L140 L141 L142 L144 L145 L146 L148 L150 L151 L152 L153 L154 L156 L158 LENGTH 0.89' 0.20' 15.10' 0.89' 1.30' 7.95' 35.90' 7.97' 27.09' 4.77' 134.76' 15.61' 40.11' 17.87' 12.28' 18.58' 8.00' 98.90' 0.89' 8.16' BEARING S00°00'00.00"E S45°00'00.00"E S00°00'00.00"E S00°00'00.00"E S00°00'00.00"E S89°45'47.12"E S00°22'50.93"W S00°32'37.64"W N89°55'17.41"E N76°14'13.75"E S89°22'52.34"E S27°54'56.57"E S89°48'46.75"E N00°14'19.47"W N47°43'35.63"E N47°43'35.63"E N00°37'07.66"E S89°22'52.34"E N90°00'00.00"E S89°22'52.34"E LINE TABLE LINE L160 L161 L162 L163 L164 L165 L166 L167 L168 L170 L172 L173 L174 L175 L177 L178 L179 L180 L181 L182 LENGTH 15.61' 48.44' 18.59' 19.03' 10.10' 28.75' 17.78' 19.17' 9.63' 12.25' 11.17' 11.56' 5.66' 2.94' 43.01' 4.90' 27.84' 3.89' 5.00' 8.79' BEARING S27°54'56.57"E S89°48'46.75"E S00°00'00.00"E S45°21'27.16"W N89°48'46.75"W S00°00'00.00"E S45°21'27.16"W N89°48'46.75"W S27°54'56.57"E N89°48'46.75"W N00°21'11.85"E N89°22'52.34"W S78°20'37.41"W S00°22'08.46"E N89°38'13.05"W S89°38'32.84"E N00°21'27.16"E S89°38'32.84"E N00°21'27.16"E N89°38'32.84"W LINE TABLE LINE L183 L184 L185 L186 L187 L188 L189 L190 L191 L192 L193 L195 L196 L197 L198 L199 L200 L201 L202 L203 LENGTH 12.00' 8.00' 8.00' 22.37' 8.00' 8.00' 12.00' 30.50' 13.13' 30.50' 13.13' 2.50' 11.36' 3.00' 15.29' 6.00' 30.00' 8.00' 9.00' 8.52' BEARING S89°38'32.84"E N00°21'27.16"E N89°38'32.84"W N00°21'27.16"E S89°38'32.84"E N00°21'27.16"E N89°38'32.84"W S00°21'27.16"W N89°38'32.84"W N00°21'27.16"E S89°38'32.84"E N89°38'32.84"W N00°21'27.16"E N00°00'00.00"E S00°21'27.16"W S89°38'32.84"E S00°21'27.16"W N89°38'32.84"W S00°21'27.16"W S00°21'27.16"W LINE TABLE LINE L204 L205 L206 L207 L208 LENGTH 8.75' 5.00' 8.75' 5.00' 7.57' BEARING N89°38'32.84"W N00°21'27.16"E S89°38'32.84"E S00°21'27.16"W N00°58'59.18"E KEYMAP Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 HC2 PAVING PLAN HORIZONTAL CONTROL & 5 NORTH ( IN FEET ) 0 1 INCH = 20 FEET 20 20 40 60 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R MATCHLINE - SEE SHEET HC1 1. SEE DETAIL SHEETS FOR ADDITIONAL INFORMATION REGARDING CURBS AND PAVEMENT SECTIONS. 2. PAVEMENT MARKINGS SHALL BE PER CITY STANDARDS AND PROJECT SPECIFICATION MANUAL. 3. LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 4. DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTER THAT ARE DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED IN LIKE KIND AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. THE LIMITS OF THE REPAIRS WILL BE IDENTIFIED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR PRIOR TO, AND OVER THE COURSE OF, THE PROJECT AND WILL NOT BE SHOWN ON THE PLANS. 5. ALL PUBLIC CONCRETE SIDEWALKS SHALL BE 6" THICK. DRIVEWAY/SIDEWALK CONCRETE SHALL BE 8" (MIN.) THICK. ACTUAL DRIVEWAY CONCRETE THICKNESS SHALL BE BASED ON FINAL PAVEMENT DESIGN. 6. CONTRACTOR SHALL REFER TO, AND COORDINATE WITH, THE APPROVED LANDSCAPE DRAWINGS FOR DETAILED SITE LAYOUT. IN ADDITION, THE CONTRACTOR SHALL REFER TO, AND COORDINATE WITH, THE APPROVED LANDSCAPE DRAWINGS FOR ALL HARDSCAPE, LANDSCAPE AND SITE FEATURES SUCH AS BIKE RACKS, BENCHES, TRASH RECEPTACLES, LANDSCAPE ROCK AND MULCH, LANDSCAPE WALL CONSTRUCTION DETAILS, STAIR AND HANDRAIL DETAILS AND SPECIFICATIONS. 7. FOR BUILDING LAYOUTS REFERENCE ARCHITECTURAL PLANS. LAYOUT AND DIMENSION INFORMATION SHOWN REPRESENTS OUTSIDE FACE OF FOUNDATION WALL (NOT STONE VENEER) AND IS SHOWN FOR INFORMATION ONLY. BUILDING POINTS ARE AT CORNERS OF NOMINAL BUILDING FOOTPRINT. CONTRACTOR SHALL CONFIRM ALL BUILDING CORNERS AND STRUCTURAL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO STAKING. 8. CONTRACTOR SHALL REFER TO, AND COORDINATE WITH, THE APPROVED LANDSCAPE & ARCHITECTURAL DRAWINGS FOR STAIR AND HANDRAIL DETAILS AND SPECIFICATIONS. 9. SEE GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION AND PAVEMENT RECOMMENDATIONS. 10. REFER TO THE EROSION CONTROL PLAN AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING TO PREVENT SEDIMENT LOADING OF THE DRAINAGE FACILITY DURING CONSTRUCTION. PROPOSED INFLOW VERTICAL CURB & GUTTER EASEMENTS PUBLIC CONCRETE FLATWORK PROPERTY BOUNDARY PROPOSED LOT LINE PROPOSED EDGE OF PAVEMENT PUBLIC CONCRETE PAVEMENT PRIVATE CONCRETE PAVEMENT LEGEND: NOTES: PUBLIC ASPHALT PAVEMENT PRIVATE CONCRETE FLATWORK PROPOSED SAWCUT PRIVATE ASPHALT PAVEMENT 1 2 3 VERTICAL CURB & GUTTER 2' CONCRETE RIBBON CURB 6" LANDSCAPE CURB HORIZONTAL CONTROL LEGEND: X' PAN PX DRIVEWAY (TYPE I) D1 S T 0 P FIRE LANE LCUASS 1418 HC2 HC1 PROPOSED STAIRS PROPOSED STAIRS EXISTING RAILROAD SIGNAL 22' EOC TO EOC P2 MATCH CURB & GUTTER N:132852.42 E:194573.83 MATCH CURB & GUTTER N:132852.77 E:194535.63 MATCH CURB & GUTTER N:132883.74 E:194447.77 MATCH CURB & GUTTER N:132892.18 E:194447.62 6" LANDSCAPE CURB N:132790.74 E:194708.07 LANDSCAPE WALL N:132794.31 E:194697.59 LANDSCAPE WALL N:132712.43 E:194697.08 LANDSCAPE WALL N:132701.61 E:194702.51 LANDSCAPE WALL N:132667.91 E:194684.77 LANDSCAPE WALL N:132617.56 E:194689.04 LANDSCAPE WALL TOP OF WALL STEP N:132657.80 E:194702.24 MATCH CURB & GUTTER N:132722.99 E:194735.65 MATCH CURB & GUTTER N:132622.77 E:194727.97 LANDSCAPE WALL N:132833.06 E:194530.02 1 D D A C 1 1 1 MATCH CURB & GUTTER N:132560.61 E:194726.38 1 1 LANDSCAPE WALL N:132617.69 E:194718.40 P2 P2 LANDSCAPE WALL N:132641.08 E:194541.59 PROPOSED RAIN GARDEN 3 PROPOSED RAIN GARDEN 2 PROPOSED RAIN GARDEN 1 1' RIBBON CURB N:132629.47 E:194486.46 LANDSCAPE WALL N:132613.33 E:194520.69 LANDSCAPE WALL N:132591.01 E:194520.55 PROPOSED RAIN GARDEN 4 EDGE OF CONCRETE N:132762.77 E:194476.86 RETAINING WALL N:132778.52 E:194350.62 RETAINING WALL N:132759.47 E:194350.51 SWALE FLOWLINE N:132708.66 E:194319.62 PROPOSED TRANSFORMER PADS P2 D D D D B N:132639.72 E:194476.31 PROPOSED GRASS SWALE PROPOSED GRASS SWALE EXISTING RAILROAD CABINET EXISTING SIGN EXISTING SIGN D1 LANDSCAPE PLANTER LANDSCAPE PLANTER 1' RIBBON CURB N:132834.65 E:194488.23 1' CONCRETE PAN N:132821.89 1' CONCRETE PAN E:194443.26 N:132815.45 E:194365.79 P2 P1 P1 2 2 2 5'X5' CONCRETE STEP PROPOSED SWITCH CABINET 12' CONCRETE DRIVEWAY D1 MATCH CURB & GUTTER N:132853.43 E:194438.55 MATCH CURB & GUTTER N:132853.32 E:194462.53 7.67' CONCRETE SIDEWALK 5.65' CONCRETE SIDEWALK 22.33' CONCRETE EOC-EOC 16.33' CONCRETE EOC-FL 6' CONCRETE EOC-FL 24' CONCRETE EOC-EOC 16' CONCRETE EOC-FL 8' CONCRETE EOC-FL N:132641.09 E:194310.76 P2 1' CONCRETE PAN N:132636.77 E:194443.50 EDGE OF CONCRETE N:132736.10 E:194476.70 4.5' WALK EXISTING CONCRETE RIBBON LIGHT POLE (TYP.) LIGHT POLE (TYP.) 6" LANDSCAPE CURB N:132768.87 E:194707.93 6" LANDSCAPE CURB N:132748.69 E:194707.80 6" LANDSCAPE CURB N:132728.52 E:194707.68 RECESSED BUILDING ENTRANCE NORTH COURTYARD SEE SHEET G5 SOUTH COURTYARD SEE SHEET G5 PROPOSED BOLLARDS PROPOSED BOLLARDS WITH LIGHTS (10' SPACING TYP.) PROPOSED BOLLARDS WITH LIGHTS (10' SPACING TYP.) N:132786.49 E:194629.80 N:132718.08 E:194608.97 N:132729.26 E:194621.50 N:132754.80 E:194625.39 N:132767.11 E:194599.52 N:132735.58 E:194593.11 N:132606.26 E:194574.84 N:132570.70 E:194616.29 Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 HC1 PAVING PLAN HORIZONTAL CONTROL & 4 NORTH ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 MATCHLINE - SEE SHEET HC2 1. SEE DETAIL SHEETS FOR ADDITIONAL INFORMATION REGARDING CURBS AND PAVEMENT SECTIONS. 2. PAVEMENT MARKINGS SHALL BE PER CITY STANDARDS AND PROJECT SPECIFICATION MANUAL. 3. LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 4. DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTER THAT ARE DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED IN LIKE KIND AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. THE LIMITS OF THE REPAIRS WILL BE IDENTIFIED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR PRIOR TO, AND OVER THE COURSE OF, THE PROJECT AND WILL NOT BE SHOWN ON THE PLANS. 5. ALL PUBLIC CONCRETE SIDEWALKS SHALL BE 6" THICK. DRIVEWAY/SIDEWALK CONCRETE SHALL BE 8" (MIN.) THICK. ACTUAL DRIVEWAY CONCRETE THICKNESS SHALL BE BASED ON FINAL PAVEMENT DESIGN. 6. CONTRACTOR SHALL REFER TO, AND COORDINATE WITH, THE APPROVED LANDSCAPE DRAWINGS FOR DETAILED SITE LAYOUT. IN ADDITION, THE CONTRACTOR SHALL REFER TO, AND COORDINATE WITH, THE APPROVED LANDSCAPE DRAWINGS FOR ALL HARDSCAPE, LANDSCAPE AND SITE FEATURES SUCH AS BIKE RACKS, BENCHES, TRASH RECEPTACLES, LANDSCAPE ROCK AND MULCH, LANDSCAPE WALL CONSTRUCTION DETAILS, STAIR AND HANDRAIL DETAILS AND SPECIFICATIONS. 7. FOR BUILDING LAYOUTS REFERENCE ARCHITECTURAL PLANS. LAYOUT AND DIMENSION INFORMATION SHOWN REPRESENTS OUTSIDE FACE OF FOUNDATION WALL (NOT STONE VENEER) AND IS SHOWN FOR INFORMATION ONLY. BUILDING POINTS ARE AT CORNERS OF NOMINAL BUILDING FOOTPRINT. CONTRACTOR SHALL CONFIRM ALL BUILDING CORNERS AND STRUCTURAL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO STAKING. 8. CONTRACTOR SHALL REFER TO, AND COORDINATE WITH, THE APPROVED LANDSCAPE & ARCHITECTURAL DRAWINGS FOR STAIR AND HANDRAIL DETAILS AND SPECIFICATIONS. 9. SEE GEOTECHNICAL REPORT FOR SUBGRADE PREPARATION AND PAVEMENT RECOMMENDATIONS. 10. REFER TO THE EROSION CONTROL PLAN AND REPORT FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING TO PREVENT SEDIMENT LOADING OF THE DRAINAGE FACILITY DURING CONSTRUCTION. PROPOSED INFLOW VERTICAL CURB & GUTTER EASEMENTS PUBLIC CONCRETE FLATWORK PROPERTY BOUNDARY PROPOSED LOT LINE PROPOSED EDGE OF PAVEMENT PUBLIC CONCRETE PAVEMENT PRIVATE CONCRETE PAVEMENT LEGEND: NOTES: PUBLIC ASPHALT PAVEMENT PRIVATE CONCRETE FLATWORK PROPOSED SAWCUT PRIVATE ASPHALT PAVEMENT 1 2 3 VERTICAL CURB & GUTTER 2' CONCRETE RIBBON CURB 6" LANDSCAPE CURB HORIZONTAL CONTROL LEGEND: X' PAN PX DRIVEWAY (TYPE I) D1 S T 0 P FIRE LANE LCUASS 1418 KEYMAP HC2 HC1 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. Call before you dig. R TRAFFIC VAULT T S C VAULT ELEC CC CC CC CC ELEC ELEC BRKR E CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC CC TRAFFIC VAULT W H Y D VAULT ELEC VAULT F.O. F.O. H Y D CC CC T S T S E TRAFFIC VAULT T S CC CC CC CC CC CC CC CC G VAULT F.O. EE E ELEC ELEC ELEC EEEE T VAULT F.O. CONTROL IRR CONTROL IRR CONTROL IRR G C S F.O. CC CC ELEC E ELEC BRKR ELEC BRKR ELEC BRKR ELEC BRKR CC E E E CTV CTV CTV CTV / / / / / / / / G G G / / / / / / / / / / / / / / / / / / / / / / / / E E E E E E FO FO FO FO FO FO FO FO G G G G G G G G G G G G G G G G G G X X X X X X X X X X X X X / / / / / / / / / / / / / / / / CTV CTV CTV E E E / / / / / / / / E E E E E / / / / / / / / / / / / / / / / X X X X FO FO FO FO FO FO CTV CTV G G G G CTV CTV CTV FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO X X X X X ST ST ST ST E W W W W E E E E E E E E E E E ELEC T S CHERRY ST N COLLEGE AVE MAPLE ST N MASON ST OLD TOWN FLATS LLC 310 N MASON ST FORT COLLINS, CO 80524 1 STORY STUCCO BUILDING TO BE REMOVED 1 STORY BRICK & ALUMINUM BUILDING TO BE REMOVED 1 STORY BRICK BUILDING TO BE REMOVED MENU SIGN TO BE REMOVED RESTAURANT SIGN TO BE REMOVED ELECTRIC SWITCH CABINETS TO BE RELOCATED 1 STORY BRICK BUILDING TO BE REMOVED ±54 SF CONCRETE PAD TO BE REMOVED ±103 LF OF GAS SERVICE TO BE REMOVED UTILITY POLE TO BE REMOVED ±169 LF OF CHAIN LINK FENCE TO BE REMOVED 10 PARKING BLOCKS TO BE REMOVED ±137 LF CONCRETE PAN TO BE REMOVED STORM INLET TO BE REMOVED ±91 LF OF 18" RCP TO BE REMOVED ±147 LF OF 15" PVC STORM DRAIN TO BE REMOVED ±129 LF OF STORM LINE TO BE REMOVED ±400 LF 30" CONCRETE PAN TO BE REMOVED "PARKING BY PERMIT ONLY" SIGN TO BE REMOVED ±1269 SF CONCRETE TO BE REMOVED ±3503 SF CONCRETE TO BE REMOVED ±20 SF CONCRETE TO BE REMOVED ±24099 SF ASPHALT TO BE REMOVED ±8972 SF CONCRETE TO BE REMOVED ±35 SF CONCRETE TO BE REMOVED ±69 LF CONCRETE WALL TO BE REMOVED ±430 SF ASPHALT TO BE REMOVED "PARKING BY PERMIT ONLY" SIGN TO BE REMOVED ±169 LF OF CHAIN LINK FENCE TO BE REMOVED ±128 LF OF CHAIN LINK FENCE TO BE REMOVED EXISTING STORM DRAIN EXISTING CABLE LINE TO BE RELOCATED EXISTING FIBER OPTIC TO BE RELOCATED EXISTING GAS LINE EXISTING FIRE HYDRANT APPROXIMATE LOCATION OF FIRE SERVICE TO BE ABANDONED AT MAIN APPROXIMATE LOCATION OF WATER SERVICE TO BE ABANDONED AT MAIN APPROXIMATE LOCATION OF WATER SERVICE TO BE ABANDONED AT MAIN APPROXIMATE LOCATION OF WATER SERVICE TO BE ABANDONED AT MAIN ±44 LF CURB & GUTTER TO BE REPLACED ±171LF CURB & GUTTER TO BE REPLACED ±86 LF CURB & GUTTER TO BE REMOVED 4 ELECTRIC METERS TO BE REMOVED 3 ELECTRIC METERS TO BE REMOVED 2 BOLLARDS TO BE REMOVED EXISTING FIRE HYDRANT EXISTING TREE TO REMAIN (TYP.) EXISTING INLET TO REMAIN EXISTING INLET TO BE REMOVED EXISTING TRAFFIC SIGNAL VAULT EXISTING TRAFFIC SIGNAL TO REMAIN EXISTING STREET LIGHT (TYP.) EXISTING INLET TO BE REMOVED AND REPLACED EXISTING "DO NOT STOP ON TRACKS" SIGN EXISTING TRAFFIC SIGNAL EXISTING FIBER OPTIC VAULT EXISTING WATER METER EXISTING "RIGHT LANE MUST TURN RIGHT" SIGN EXISTING FIBER OPTIC VAULT EXISTING 8" WATER LINE EXISTING METAL RAILROAD SHED TO REMAIN EXISTING CABLE BOX TO BE REMOVED EXISTING STORM MANHOLE EXISTING FIBER OPTIC VAULT EXISTING GAS METER EXISTING TELEPHONE PEDESTAL EXISTING FIBER OPTIC VAULT EXISTING 16" WATER LINE EXISTING WATER VALVES EXISTING SANITARY MANHOLE EXISTING STREET LIGHT TO BE REMOVED EXISTING GAS VALVE TO REMAIN EXISTING GAS METER TO BE REMOVED EXISTING FIBER OPTIC VAULT TO REMAIN EXISTING ELECTRIC BOX, BREAKER & METER TO REMAIN 30' RAILROAD EASEMENT REC. NO. 89053240 EXISTING REFLECTOR SIGNS TO BE REMOVED EXISTING RAILROAD CROSSING ARM TO REMAIN EXISTING LIGHT POLE & ELECTRIC VAULT TO REMAIN EXISTING ELECTRIC METER TO BE REMOVED TWO BOLLARDS TO BE REMOVED EXISTING TRAFFIC SIGNAL TO REMAIN EXISTING WATER EXISTING TRAFFIC VALVE TO REMAIN SIGNAL VAULT TO REMAIN EXISTING 12" WATER LINE EXISTING RIGHT TURN SIGN EXISTING WATER METER UNION PACIFIC RAILROAD BURLINGTON NORTHERN RAILROAD EXISTING GAS LINE TO BE RELOCATED EXISTING WATER SERVICE TO BE REMOVED EXISTING GAS SERVICE TO BE REMOVED EXISTING GAS LINE TO BE RELOCATED AND COORDINATED WITH XCEL EXISTING FIBER OPTIC TO BE RELOCATED EXISTING LIGHT POLES TO BE REMOVED AND REPLACED (TYP.) EXISTING LIGHT POLES TO BE REMOVED AND REPLACED (TYP.) Sheet MORNINGSTAR/BLOCK 23 These drawings are instruments of service provided by Northern Engineering Services, Inc. and are not to be used for any type of construction unless signed and sealed by a Professional Engineer in the employ of Northern Engineering Services, Inc. NOT FOR CONSTRUCTION REVIEW SET E NGINEER ING N O R T H E RN FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 970.221.4158 northernengineering.com of 26 EX1 DEMOLITION PLAN EXISTING CONDITIONS & 3 NORTH LEGEND: EXISTING STORM SEWER EXISTING VALVE EXISTING TELEPHONE PEDESTAL EXISTING TREES (TO REMAIN) FIELD SURVEY BY: EXISTING SANITARY SEWER SS EXISTING WATER W EXISTING FENCE X EXISTING WATER METER EXISTING FIRE HYDRANT EXISTING ELECTRIC VAULT PROPERTY BOUNDARY EXISTING RIGHT-OF-WAY EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR 1. ALL EXISTING TREES WITHIN THE LIMITS OF THE DEVELOPMENT AND WITHIN ANY NATURAL AREA BUFFER ZONES SHALL REMAIN AND BE PROTECTED UNLESS NOTED ON THESE PLANS FOR REMOVAL. 2. WITHIN THE DRIP LINE OF ANY PROTECTED EXISTING TREE, THERE SHALL BE NO CUT OR FILL OVER A FOUR-INCH DEPTH UNLESS A QUALIFIED ARBORIST OR FORESTER HAS EVALUATED AND APPROVED THE DISTURBANCE. 3. ALL PROTECTED EXISTING TREES SHALL BE PRUNED TO THE CITY OF FORT COLLINS FORESTRY STANDARDS. TREE PRUNING AND REMOVAL SHALL BE PERFORMED BY A BUSINESS THAT HOLDS A CURRENT CITY OF FORT COLLINS ARBORIST LICENSE WHERE REQUIRED BY CODE. 4. PRIOR TO AND DURING CONSTRUCTION, BARRIERS SHALL BE ERECTED AROUND ALL PROTECTED EXISTING TREES WITH SUCH BARRIERS TO BE OF ORANGE FENCING A MINIMUM OF FOUR (4) FEET IN HEIGHT, SECURED WITH METAL T-POSTS, NO CLOSER THAN SIX (6) FEET FROM THE TRUNK OR ONE-HALF (½) OF THE DRIP LINE, WHICHEVER IS GREATER. THERE SHALL BE NO STORAGE OR MOVEMENT OF EQUIPMENT, MATERIAL, DEBRIS OR FILL WITHIN THE FENCED TREE PROTECTION ZONE. 5. DURING THE CONSTRUCTION STAGE OF DEVELOPMENT, THE APPLICANT SHALL PREVENT THE CLEANING OF EQUIPMENT OR MATERIAL OR THE STORAGE AND DISPOSAL OF WASTE MATERIAL SUCH AS PAINTS, OILS, SOLVENTS, ASPHALT, CONCRETE, MOTOR OIL OR ANY OTHER MATERIAL HARMFUL TO THE LIFE OF A TREE WITHIN THE DRIP LINE OF ANY PROTECTED TREE OR GROUP OF TREES. 6. NO DAMAGING ATTACHMENT, WIRES, SIGNS OR PERMITS MAY BE FASTENED TO ANY PROTECTED TREE. 7. LARGE PROPERTY AREAS CONTAINING PROTECTED TREES AND SEPARATED FROM CONSTRUCTION OR LAND CLEARING AREAS, ROAD RIGHTS-OF-WAY AND UTILITY EASEMENTS MAY BE "RIBBONED OFF," RATHER THAN ERECTING PROTECTIVE FENCING AROUND EACH TREE AS REQUIRED IN SUBSECTION (G)(3) ABOVE. THIS MAY BE ACCOMPLISHED BY PLACING METAL T-POST STAKES A MAXIMUM OF FIFTY (50) FEET APART AND TYING RIBBON OR ROPE FROM STAKE-TO-STAKE ALONG THE OUTSIDE PERIMETERS OF SUCH AREAS BEING CLEARED 8. THE INSTALLATION OF UTILITIES, IRRIGATION LINES OR ANY UNDERGROUND FIXTURE REQUIRING EXCAVATION DEEPER THAN SIX (6) INCHES SHALL BE ACCOMPLISHED BY BORING UNDER THE ROOT SYSTEM OF PROTECTED EXISTING TREES AT A MINIMUM DEPTH OF TWENTY-FOUR (24) INCHES. THE AUGER DISTANCE IS ESTABLISHED FROM THE FACE OF THE TREE (OUTER BARK) AND IS SCALED FROM TREE DIAMETER AT BREAST HEIGHT AS DESCRIBED IN THE FOLLOWING CHART: 9. NO TREES SHALL BE REMOVED DURING THE SONGBIRD NESTING SEASON (FEBRUARY 1-JULY 31) WITHOUT FIRST HAVING A PROFESSIONAL ECOLOGIST OR WILDLIFE BIOLOGIST COMPLETE A NESTING SURVEY TO IDENTIFY ANY ACTIVE NESTS EXISTING ON THE PROJECT SITE. IF ACTIVE NESTS ARE FOUND, THE CITY ENVIRONMENTAL PLANNER WILL DETERMINE WHETHER ADDITIONAL RESTRICTIONS ON TREE REMOVAL AND CONSTRUCTION APPLY. 10. REFER TO LANDSCAPE AND IRRIGATION PLANS FOR ADDITIONAL TREE PROTECTION MEASURES. TREE PROTECTION NOTES: SUBSURFACE EXPLORATION BY: 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. 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. THE CITY OF FORT COLLINS STREET DEPARTMENT OPERATES A CRUSHING OPERATION THAT WILL ACCEPT CONCRETE MATERIAL AT NO COST FOR CRUSHING AND RE-USE AS RECYCLED AGGREGATE. THIS OPERATION IS LOCATED AT 1380 HOFFMAN MILL ROAD AND CAN BE REACHED AT (970) 482-1249. 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. LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 7. ADDITIONAL TREES NOT SHOWN ON THESE PLANS MAY EXIST AND MAY REQUIRE REMOVAL. COORDINATION OF WHICH TREES ARE TO REMAIN AND WHICH ARE TO BE REMOVED SHOULD BE COORDINATED WITH THE CITY FORESTER. REFER TO LANDSCAPE PLANS AND TREE MITIGATION PLAN FOR ADDITIONAL INFORMATION. 8. CONTRACTOR SHALL COORDINATE WITH FORT COLLINS UTILITY FIELD OPERATIONS DEPARTMENT AT (970) 221-6700 FOR WATER AND SEWER SERVICE ABANDONMENT. 9. NO DEMOLITION MAY OCCUR ONSITE UNTIL THE APPROPRIATE PERMITS AND APPROVALS HAVE BEEN ISSUED BY THE CITY. THIS INCLUDES, BUT IS NOT LIMITED, TO THE DEMOLITION OF STRUCTURES AND THE REMOVAL OF TREES. 10. NO TREES SHALL BE REMOVED DURING THE SONGBIRD NESTING SEASON (FEBRUARY 1-JULY 31) WITHOUT FIRST HAVING A PROFESSIONAL ECOLOGIST OR WILDLIFE BIOLOGIST COMPLETE A NESTING SURVEY TO IDENTIFY ANY ACTIVE NESTS EXISTING ON THE PROJECT SITE. THE SURVEY SHALL BE SENT TO THE CITY ENVIRONMENTAL PLANNER. IF ACTIVE NESTS ARE FOUND, THE CITY WILL COORDINATE WITH RELEVANT STATE AND FEDERAL REPRESENTATIVES TO DETERMINE WHETHER ADDITIONAL RESTRICTIONS ON TREE REMOVAL AND CONSTRUCTION APPLY. 11. CURB GUTTER, AND SIDEWALK SHALL BE REMOVED TO NE NEAREST JOINT. 12. CONTRACTOR SHALL COORDINATE ALL UTILITY DEMOLITION AND/OR RELOCATION ITEMS WITH THE APPROPRIATE UTILITY PROVIDER PRIOR TO BEGINNING ANY ONSITE DEMOLITION. 13. THE REMOVAL OF UTILITY MAINS AND/OR SERVICES FOR GAS, WATER, AND SANITARY SEWER SHALL BE REMOVED ENTIRELY TO THE ORIGINATING UTILITY MAIN PER CURRENT STANDARDS AND/OR REQUIREMENTS OF THE APPROPRIATE UTILITY COMPANY. 14. DOMESTIC WATER SERVICES FROM THE METER PIT OR CURB STOP WERE NOT LOCATED OR SHOWN ON THIS DRAWING. CONTRACTOR SHALL REMOVE THE ENTIRETY OF THE WATER SERVICES FROM THE ORIGINATING MAIN TO THE EXISTING BUILDING. 15. UTILITY METERS SHOWN ON THIS DRAWING TO BE REMOVED ARE SHOWN PER THE TOPOGRAPHIC SURVEY PERFORMED FOR THE PROJECT AND ONLY INCLUDE THOSE METERS THAT WERE CLEARLY VISIBLE OR ACCESSIBLE AT THE TIME OF THE SURVEY. CONTRACTOR SHALL NOTE THAT ADDITIONAL EXISTING METERS MAY BE PRESENT FROM THOSE SHOWN AND SHALL ACCOUNT FOR AND REMOVE ALL EXISTING METERS. 16. ELECTRIC SERVICES FOR EXISTING BUILDINGS TO BE REMOVED ARE SHOWN PER BEST INFORMATION AVAILABLE. CONTRACTOR SHALL NOTE THAT ADDITIONAL UNDERGROUND ELECTRIC SERVICES AND CONDUITS MAY BE PRESENT ON SITE. ALL EXISTING ELECTRIC SERVICE LINES TO BUILDINGS TO BE REMOVED SHALL ALSO BE REMOVED. ALL ELECTRIC REMOVALS OR RELOCATIONS SHALL BE COORDINATED WITH THE CITY OF FORT COLLINS UTILITIES DEPARTMENT PRIOR TO BEGINNING ANY UTILITY DEMOLITIONS. 17. REFER TO AND COORDINATE WITH THE SITE ELECTRICAL PLANS FOR ALL RELOCATED SITE OR STREET LIGHTING. ALL STREET LIGHT RELOCATIONS SHALL BE COORDINATED WITH THE CITY OF FORT COLLINS UTILITIES DEPARTMENT PRIOR TO BEGINNING ANY UTILITY DEMOLITIONS. 18. CONTRACTOR TO COORDINATE PROTECTION OF EXISTING STREET LIGHTS WITH CITY STAFF. 19. ANY DAMAGED CURB, GUTTER & SIDEWALK EXISTING PRIOR TO CONSTRUCTION OR DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT SHALL BE REPLACED OR RESTORED TO CITY OF FORT COLLINS STANDARDS PRIOR TO ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY 20. AN ONSITE VISIT WITH CITY FORESTRY IS REQUIRED PRIOR TO THE REMOVAL OF EXISTING SIDEWALK TREE DIAMETER AT BREAST HEIGHT (INCHES) AUGER DISTANCE FROM FACE OF TREE (FEET) 0-2 1 3-4 2 5-9 5 10-14 10 15-19 12 OVER 19 15 VAULT ELEC EXISTING CONCRETE TO BE REMOVED T WV Northern Engineering Project No. 1204-004 Date: June 14, 2019 Earth Engineering Consultants, LLC. Subsurface Exploration Report Northwest Corner of North College Avenue and Maple Street Fort Collins, Colorado EEC Project No. 1192054 Date: August 5, 2019 EXISTING TREES (TO BE REMOVED) EXISTING ASPHALT TO BE REMOVED EXISTING GASLINE G EXISTING LOT LINE TF ( IN FEET ) 0 1 INCH = 30 FEET 30 30 60 90 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. Call before you dig. R EXISTING ASPHALT MILL & OVERLAY 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. Prior to final inspection and acceptance by the City of Fort Collins, certification of the drainage facilities, by a registered engineer, must be 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 be 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. 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 Block 23, Dated NOVEMBER 10, 2020 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 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 Larimer County'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 1-13 At the Southwest corner of College Ave. and Maple St., on a concrete traffic signal base. ELEV. = 4979.75 City of Fort Collins Benchmark 5-00 On the top of curb at the signal pole base at the Northwest corner of Linden St. and Jefferson St. ELEV. = 4978.05 Please Note: This plan set is using NAVD88 for a vertical datum. Surrounding developments have used NGVD29 Unadjusted for their vertical datums. If NGVD29 Unadjusted Datum is required for any purpose, the following equation should be used: NGVD29 Unadjusted = NAVD88 - 3.18' 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 Larimer County 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. Approved Variances are listed as follows: 1) Water quality treatment for entire site (Stormwater) 2) Level of Service (Transportation) 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 thirty (30) days before required temporary or permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed, unless otherwise approved by the City/County. 7. In order to minimize erosion potential, all temporary (structural) erosion control measures shall: a. Be inspected at a minimum of once every two (2) weeks and after each significant storm event and repaired or reconstructed as necessary in order to ensure the continued performance of their intended function. b. Remain in place until such time as all the surrounding disturbed areas are sufficiently stabilized as determined by the erosion control inspector. c. Be removed after the site has been sufficiently stabilized as determined by the erosion control inspector. 8. When temporary erosion control measures are removed, the Developer shall be responsible for the clean up and removal of all sediment and debris from all drainage infrastructure and other public facilities. 9. The contractor shall immediately clean up any construction materials inadvertently deposited on existing streets, sidewalks, or other public rights of way, and make sure streets and walkways are cleaned at the end of each working day. 10. All retained sediments, particularly those on paved roadway surfaces, shall be removed and disposed of in a manner and location so as not to cause their release into any waters of the United States. 11. No soil stockpile shall exceed ten (10) feet in height. All soil stockpiles shall be protected from sediment transport by surface roughening, watering, and perimeter silt fencing. Any soil stockpile remaining after thirty (30) days shall be seeded and mulched. 12. The stormwater volume capacity of detention ponds will be restored and storm sewer lines will be cleaned upon completion of the project and before turning the maintenance over to the City/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. For additional information see separate Stormwater Management Plan / Erosion Control Report for Morningstar/Block 23. 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 for concrete pavement should be epoxy 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. Epoxy applications shall be applied as specified in CDOT Standard Specifications for Road and Bridge Construction. 9. All surfaces shall be thoroughly cleaned prior to installation of striping or markings. 10. All sign posts shall utilize break-away assemblies and fasteners per the Standards. 11. A field inspection of location and installation of all signs shall be performed by the City of Fort Collins Traffic Engineer. All discrepancies identified during the field inspection must be corrected before the 2-year warranty period will begin. 12. The Developer installing signs shall be responsible for locating and protecting all underground utilities. 13. Special care shall be taken in sign location to ensure an unobstructed view of each sign. 14. Signage and striping has been determined by information available at the time of review. Prior to initiation of the warranty period,the City of Fort Collins Traffic Engineer reserves the right to require additional signage and/or striping if the City of Fort Collins Traffic Engineer determines that an unforeseen condition warrants such signage according to the MUTCD or the CDOT M and S Standards. All signage and striping shall fall under the requirements of the 2-year warranty period for new construction (except fair wear on traffic markings). 15. Sleeves for sign posts shall be required for use in islands/medians. Refer to Chapter 14, Traffic Control Devices, for additional detail. 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 Block 23, Dated NOVEMBER 10, 2020 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. E. Utility Notes 1. All waterline and sanitary sewer construction shall conform to the City of Fort Collins Utility standards and specifications current to date of construction. 2. The minimum cover over water lines is 4.5 feet and the maximum cover is 5.5 feet unless otherwise noted in the plans and approved by the water utility. 3. Water mains shall be poly-wrapped D.I.P, or PVC with tracer wire. 4. HDPE pipe may be used for 1-1/2 and 2 inch water services. The pipe shall meet the standards of AWWA 901, NSF Standard 61 and ASTM. The HDPE pipe shall be SDR 9 having a pressure rating of 200 psi. Stiffeners shall be used at all fittings and connections. Tracer wire shall be installed with the HDPE service, and shall extend up the curb stop. The curb stop shall be covered with a metal valve box and "water" lid per City Water Detail 11A. 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. ORIGINAL FIELD SURVEY BY: PROJECT BENCHMARKS: 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. Call before you dig. R BLOCK 23 LOCATED IN THE NORTHEAST QUARTER OF SECTION 11, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE SIXTH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO. OWNER/APPLICANT PROJECT TEAM: SITE ENGINEER Northern Engineering Services, Inc. Andy Reese 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 SURVEYOR ARCHITECT CONTACT INFORMATION PROJECT TEAM: ENGINEER ING N O R T H E RN FINAL UTILITY PLANS FOR UTILITY CONTACT LIST: * UTILITY COMPANY * This list is provided as a courtesy reference only. Northern Engineering Services assumes no responsibility for the accuracy or completeness of this list. In no way shall this list relinquish the Contractor's responsibility for locating all utilities prior to commencing any construction activity. Please contact the Utility Notification Center of Colorado (UNCC) at 811 for additional information. PHONE NUMBER GAS----------------- Xcel Energy----------------------------- Pat Kreager (970) 225-7840 ELECTRIC-------- City of Fort Collins Light & Power-- Rob Irish (970) 224-6167 CABLE------------- Comcast---------------------------------- Don Kapperman (970) 567-0425 TELECOM.--------CenturyLink-------------------------------William Johnson (970) 377-6401 WATER------------ City of Fort Collins Utilities----------- Shane Boyle (970) 221-6339 WASTEWATER--City of Fort Collins Utilities----------- Shane Boyle (970) 221-6339 STORMWATER- City of Fort Collins Utilities----------- Shane Boyle (970) 221-6339 PLANNER/LANDSCAPE ARCHITECT GEOTECHNICAL ENGINEER PROJECT LOCATION MORNINGSTAR/BLOCK 23 Hord Coplan Macht 1800 Wazee Street, Suite 450 Denver, CO 80202 (303)607-0977 The Birdsall Group, LLC Jim Birdsall, ASLA 444 Mountain Avenue Berthoud, Colorado 80513 (970) 532-5891 Northern Engineering Services, Inc. Bob Tessely, PLS 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 ENGINEER ING N O R T H E RN Earth Engineering Consultants, LLC David A. Richer, PE 4396 Greenfield Drive Windsor, CO 80550 (970) 545-3908 CS1 COVER SHEET Earth Engineering Consultants, LLC. Subsurface Exploration Report Northwest Corner of North College Avenue and Maple Street Fort Collins, Colorado EEC Project No. 1192054 Date: August 5, 2019 SUBSURFACE EXPLORATION BY: N COLLEGE AVE. CHERRY ST. LINDEN ST. N MASON ST. Hazeldon/Morningstar Fort Collins, LLC 300 North Mason Street, Fort Collins, CO 80524 1 MAPLE ST. W MOUNTAIN AVE. SHEET INDEX 1 CS1 COVER SHEET 2 CS2 GENERAL & CONSTRUCTION NOTES 3 EX1 EXISTING CONDITIONS & DEMOLITION PLAN 4-5 HC1-HC2 HORIZONTAL CONTROL & PAVING PLAN 6 U1 UTILITY PLAN 7-8 G1-G2 GRADING PLAN 9-11 G3-G5 DETAILED GRADING PLAN 12 ST1 STORM DRAIN A 13 ST2 STORM DRAIN A7 & A8 14 ST3 STORM DRAIN A10-2 & A10-2A 15 ST4 STORM DRAIN B & B3 16 ST5 SUBGRADE PLAN 17 EC1 EROSION CONTROL PLAN 18 EC2 EROSION CONTROL DETAILS 19-20 D1-D2 UTILITY DETAILS 21-24 D3-D6 STORMWATER DETAILS 25 D7 SITE DETAIL 26 DR1 DRAINAGE EXHIBIT