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Home My WebLink AboutSite Certifications - 07/21/2017Mr. Wes Lamarque City of Fort Collins Stormwater Utility 700 Wood St. Fort Collins, CO June 15, 2017 RE: Site and Grading Certification for Manhattan Townhomes Dear Mr. Lamarque, This drainage certification letter is provided to verify as-constructed conditions for Manhattan Townhomes. Northern Engineering completed survey work October 21, 2016 to verify general compliance with the Final Utility Plans for Manhattan Townhomes, dated 9/15 by Northern Engineering. Building permit numbers include B1508758, B1508759, B1508760, B1508761, B1508762, B1508763, B1508764, B1508796, B1508800, B1508802, B1508803, B1508805, B1600051, B1600054, B1600060, B1600061, B1602529, B1602530, B1602522, B1602523, B1602524, B1602533, B1602680, B1602681, B1602682, B1602683, B1602684, B1602685, B1602686, B1602687, B1602688, B1604233, B1604234, B1604235, B1604236, and B1604237. Included in this drainage certification submittal are the following: Attachment 1 - City of Fort Collins Overall Site and Drainage Certification Form. Attachment 2 - City of Fort Collins During Construction Inspection Checklist and photographs provided by contractor. Attachment 3 - As-constructed record drawings for Grading and Storm Drain Plan and Profile Sheets. The as-built area of LID treatment is in Table 1. The as-built rain gardens and permeable pavers will provide water quality treatment within the site. Table 1: Area of LID Treatments LID Treatment Design Water Quality Area (ac.) As-built Water Quality Area (ac.) Paver LID Treatment 0.136 0.115 Rain Garden Treatment 0.041 0.034 We have concluded, based on the attached information and personal site inspection, that the drainage features for the project site have been constructed in substantial compliance with the above referenced Final Utility Plans, with the following exceptions: •Item II.A.1: Drainage swales were installed per the approved utility plans. Privately maintained swales are not located within a drainage easement. Accepted 7/21/2017 WL • Item II.A.2: Drainage swales were installed per the approved utility plans. The minimum longitudinal slope on the approved utility plans is 1.0%. • Item V.A: All storm inlets were constructed per the approved utility plans except Storm Basins 1-3.1 and 1-3.2. The north permeable paver and underdrain system was not installed per Paver Extent Revision Memo dated May 24, 2016. • Item V.A.1: All storm inlets were constructed per the approved utility plans except Storm Basins 1-3.1 and 1-3.2. The north permeable paver and underdrain system was not installed per Paver Extent Revision Memo dated May 24, 2016. • Item V.A.4: All storm inlets except Storm Basins 1-2, 1-6, and 2-4 were constructed within 0.2 feet of the approved utility plans. Storm Basins 1-2, 1-6, and 2-4 were constructed at the inverts that result in a steeper pipe slope than the slope listed on the approved utility plans and improving the flow capacity. • Item VII.A: All storm inlets were constructed per the approved utility plans except Storm Basins 1-3.1 and 1-3.2. The north permeable paver and underdrain system was not installed per Paver Extent Revision Memo dated May 24, 2016. • Item VII.A.2: According to the Contractor, the underdrain was installed per the design drawings. Northern Engineering did not observe installation of underdrain and was unable to verify perforated pipe sections. • Item VII.A.5: According to the Contractor, the underdrain was installed per the design drawings. Northern Engineering did not observe installation of underdrain and was unable to verify type, depth, and width of backfill material. • Item VII.A.5: According to the Contractor, the underdrain was installed per the design drawings. Northern Engineering did not observe installation of underdrain and was unable to verify if the underdrain was wrapped with geotextile fabric. • Item X.A.1: The flowline grade of the inverted private drive, south of Lots 33 and 34, was constructed with a flowline slope of 0.1%. This was brought to the Developer’s attention. Therefore, the drainage within the private drive in front of Lots 33 and 34 will not be certified by Northern Engineering • Item X.A.1: The flowline grade in the curb and gutter at the north entrance was constructed with a flowline slope of 0.1%. This was brought to the Developer’s attention. Therefore, the drainage within the curb and gutter at the northeast corner of Lot 8 will not be certified by Northern Engineering • Item XIII.A.3: Open areas along the west property line would need additional reseeding. Please feel free to contact me with any questions you may have. Thank you, NORTHERN ENGINEERING Frederick S. Wegert, PE Project Engineer Attachment 1 12/15 Page 1 OVERALL SITE and DRAINAGE CERTIFICATION Commercial, Multi-Family and Subdivision Certification Form and Checklist Project Name: Date: Building Permit Numbers: (Commercial or multi-family) Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, please fill in all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites. NOTE: several items must be verified during construction. A copy of the approved grading plan must be submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved elevations.) •Use “Yes” for items completed as described. •Use “N/A” for items that are not applicable to the site being certified. •If any blanks are “No,” attach an explanation referencing the item number below. Attach an explanation or description of the as-built condition for any items listed or for anything not listed but shown on the approved construction plans. Provide an as-built redline or Mylar drawing with the following: I.Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10 For multiple detention basins on a site, provide the following for each basin separately: A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and volume verification calculations for the water quality capture volume and the 100-year detention storage volume. 1. Detention basin topography was prepared by a professional land surveyor registered in the state of Colorado. 2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for proposed and solid lines for as-built). 3.All critical spot elevations as shown on the approved construction plans have been verified and the as-built elevations are shown on the plan sheet. 4.Stage-storage-discharge tables are provided on a separate document. 5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92- 602(8) is attached and has been uploaded to the Statewide Compliance Portal (tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include: a.The cover sheet from the approved drainage report b.The stamped certification page from the approved drainage report c.As-built topographic survey d.Stamped certification page from the Overall Site & Drainage Certification e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet 12/15 Page 2 B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2% grade requirement. 1.Low Flow: Choose one of the following detention basin low flow options as applicable: a. Turf swale for low flow path in detention basin. There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade is . b.Concrete pan for low flow in detention basin. There is a concrete pan installed that meets the grades as shown on the approved construction plans. (Show as-built spot elevations.) c.Soft pan for low flow in detention basin. •Verify and document the soft pan material gradation, trench width and depth - to be verified during construction by engineer. Picture documentation is preferred or engineer’s statement of visual inspection and compliance. (Choose one below.) o There is a soft pan with an underdrain installed that meets the design on the approved construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations, bends, cleanouts, etc.) o There is soft pan installed without an underdrain but there is a type A or B soil. The soil type must be documented by supplying verification from a registered professional geotechnical engineer. NOTE: Spot elevations are to be within 0.2 ft. +/-. 2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown. Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re- graded. Provide documentation if a variance was granted for steeper slopes during the design process. 3.Spillway Certification: The following items must be field verified: a.The location of the spillway is indicated on the as-built plan. b.The width of the spillway is indicated on the as-built plan. c.The elevation(s) of the spillway is shown on the as-built plan. d.A concrete ribbon defines the location and grade of the spillway. e.There is downstream scour protection in the spillway as per the construction plans. Indicate type: (riprap size “D50” gradation and bedding type, geotextile, buried riprap with inches of bury, etc.). f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape features, rocks, etc. 12/15 Page 3 4.Outlet Structure Certification a.The orifice plate for the approved release rate is installed with the correct size and location of the orifice. b.The orifice plate for the water quality outlet is installed with the correct hole size, number of rows and columns of holes. c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate so no water ponds in front of the plate. d.The well screen is the correct material and is installed as shown on the construction plans. e.100-year overflow grate elevation is . (Elev. A on detail D-46) f.The top elevation of the water quality capture volume is . (Elev. B on detail D-46) g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the top and bolted at the bottom. h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain runoff water and is sloped at 2% towards outlet. II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4 A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet or exceed capacity requirements shown in the approved drainage study for this project. 1.All swales are located within the drainage easements as shown on the construction plans. 2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these criteria are not met, the certification engineer will write a justification and propose mitigation for each instance or have the issues corrected. If variances to these criteria have previously been approved and are shown on the construction plans, no justification is needed. 3.As-built spot elevations on channels/swales are shown that correspond to spot elevations shown on the approved construction plans. 4.All permanent erosion control measures are installed as shown on the approved construction plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used as part of this verification.) 5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the system. (Pictures at tie-in points suggested.) 6.The minimum freeboard is provided for all channels and swales as shown on the approved construction plans or as identified in the approved drainage study. (Show the freeboard provided on the cross-sections as on the construction plan set or attached as separate documentation.) 7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees, shrubs, sod, etc. infringe on the low flow portion of channels or swales.) 12/15 Page 4 III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4 A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been verified and meets or exceeds the capacity requirements shown in the approved drainage study for this project. 1.All storm drain pipe sizes and materials have been verified and are in conformance with the approved construction plans. (Indicate on the plan and profile sheets that they have been verified.) Material and size substitutions must be approved prior to installation. If a pipe size or material was changed during construction, the certification engineer must attach the approval documents or supply them with this certification. Approval documents must include a calculation documenting the capacity equivalency (equal or greater) of the substituted size. 2.The longitudinal slope of the pipe is as shown on the approved construction plans. The acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans must be justified with capacity calculations on an attached sheet. 3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of the approved construction plans. B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the approved construction plans. 1.The minimum cover requirements for all pipes have been met as shown on the approved construction plans. These will be called out in critical locations. 2.All encasements and clearances as specified on the approved construction plans have been met. 3.Any specific joint types or construction methods specified on the approved construction plans have been met. (List on a separate sheet and attach to this certification.) IV.Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4 A. Construction/Installation: All concrete pans have been constructed in accordance with the approved construction plans. 1.The concrete pans are the correct size/width as shown on the approved construction plans. 2.The longitudinal slopes of the pans are as shown on the approved construction plans. The certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or justification by separate document. 3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross- section is “V” shaped and meets the side slope shown on the detail.) 4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4 inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide documentation of the reinforcement used if different than shown on the details or on the approved construction plans.) 5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as- built drawings. 12/15 Page 5 V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3 A. Construction/Installation: All storm drain inlets have been constructed in accordance with the approved construction plans. 1.The size and type of inlets are consistent with the inlets shown on the approved construction plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the inlet number(s), type and size (length). If the inlet installed is other than the one on the approved construction plan detail sheet, provide the name and source of the detail with justification for equal or better capacity. 2.The size of the inlet opening is consistent with the approved detail. (Check height and width.) 3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as indicated by a spot elevation on the construction plans. 4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide justification and capacity calculations to show the capacity is not affected or propose mitigation. 5.The as-built size of the inlet box is as shown on the construction plans or an explanation or justification is attached. 6.All inlet covers are stenciled or stamped with the following designation: NO DUMPING – DRAINS TO POUDRE RIVER. VI.Culverts - FCSCM Vol.2, Ch.9 A. Construction/Installation: All culverts have been constructed and/or installed in accordance with the approved construction plans. 1.All culvert sizes have been verified as indicated on the as-built construction plans as correct. 2.The culvert material type for all culverts installed is as on the approved construction plans and is indicated on the as-built plans. 3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built construction plans. 4.The culvert headwalls or wing walls have been installed as shown on the approved construction plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative. An alternative to consider is a turf reinforcement mat (TRM). VII.Sub-Drains A. Construction/Installation: All sub-drains shown on the construction plans have been installed in accordance with those plans. Sub-drains installed with the sanitary sewer are to be verified on the sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed after the plans were approved on the as-built plans.) 1.The size of the sub-drains are as approved on the construction plans and are indicated on the as- built plans. 2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are as indicated on the approved construction plans. 12/15 Page 6 3.The cover requirements per the construction plans are provided. 4.The cleanouts have been installed at the locations shown on the construction plans and are accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations marked.) 5.The backfill materials for sub-drains are as shown on the approved construction plans. (This includes the type, depth and width.) 6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material is accepted only if approved prior to installation.) VIII.Curb Cuts A. Construction: All curb cut openings are constructed in accordance with the approved construction plans. 1.The size (width) of the curb cut opening is as shown on the approved construction plans. 2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb cut. IX.Sidewalk Culverts & Chases A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the approved construction plans. 1.The size (width and length) of the culverts are as shown on the approved construction plans. 2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the detail shown on the approved construction plans or per the City’s detail. 3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the as-built plans. 4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s detail. 5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert. X. Site Grading A. Construction: All common open spaces have been graded in accordance with the approved construction plans. 1.The grading on all common open spaces bordering private lots has been verified as correct and the as-built rear lot corner elevations have been shown on the as-built plans. 12/15 Page 7 2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the situation for noncompliance and when it may be corrected. An escrow for overlot grading may be required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site Certification. It is understood that residential lots will be brought to final grade once the foundation is backfilled so they may be lower than the plan shows at this Overall Site Certification stage.) 3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction plans and the slopes are stabilized. XI.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3 A. Construction: All riprap has been installed in the locations and sizes indicated on the approved construction plans. XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7 A. Construction: All fabric has been installed in the locations and sizes indicated on the approved construction plans. 1.All fabric was installed per the details on the approved construction plans. XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7 A. Construction: All construction debris and obstructions of any kind have been removed from drainage paths. 1.All construction debris has been removed except in staging area(s). 2.All ruts have been smoothed out in all construction areas. 3.All areas needing reseeding have been identified and future stabilization goals have been coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note the area needing stabilization in the narrative. XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12 A.The construction of channel drop structures is in accordance with the approved plan both in location, horizontal dimensions and cross-section. XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4 A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and other items to be verified during construction, along with pictures and other required documentation. Attachment 2 Attachment 3 FES FESFES CA B L E CA B L E VA U L T EL E C CA B L E VA U L T CA B L E VA U L T EL E C VA U L T CA B L E WV HYD VA U L T EL E C C C WV VA U L T EL E C V. P . V. P . V. P . 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CUT IN 8"x6" SWIVEL TEE w/ TB & 6" GV (S) N:111961.46 E:193115.36 17.72 LF 6" PVC S04°11'27"E FIRE HYDRANT N:111943.78 E:193116.65 ELEC. METER (TYP.) ELEC. METER (TYP.)149± LF 2" W.S. 1"x3/4" TEE W/ STIFFENER (TYP.) 3/4" WATER SERVICE (TYP.) 3/4" WATER SERVICE (TYP.) 3/4" WATER SERVICE (TYP.) 3/4" WATER SERVICE (TYP.) 3/4" WATER SERVICE (TYP.) 3/4" WATER SERVICE (TYP.) GAS SERVICE ELECTRIC SERVICE 4" PVC @ 2.00% SANITARY SERVICE (TYP.) 4" PVC @ 2.00% SANITARY SERVICE (TYP.) 4" PVC @ 2.00% SANITARY SERVICE (TYP.) 4" PVC @ 2.00% SANITARY SERVICE (TYP.) 4" PVC @ 2.00% SANITARY SERVICE (TYP.) EXISTING 4" CULVERT EXISTING 3' CONCRETE PAN EX I S T I N G 3 0 ' UT I L I T Y A L I G N M E N T EX I S T I N G P R I V A T E 6 " P V C W A T E R 2" WATER SERVICE TAP EXISTING 8" PVC WATER EXISTING 21" RCP STORM EXISTING 36" RCP STORM EXISTING INLET EXISTING GAS GAS SERVICE ELECTRIC SERVICE ELECTRIC SERVICE OWNER CAMPANA ADVENTURES LLC 3726 MANHATTAN AVE FORT COLLINS, CO 80526 N:112133.64 E:193096.40 N:112133.63 E:193227.51 N:111774.02 E:193339.38 N:111567.95 E:193328.99 N:111581.70 E:193056.17 OWNER CITY OF FORT COLLINS STORM DRAIN 1 SEE THIS SHEET LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 7 LOT 8 LOT 9 LOT 10 LOT 11 LOT 12 LOT 13 LOT 14 LOT 15 LOT 16 LOT 21 LOT 20 LOT 19 LOT 17 LOT 22 LOT 23 LOT 24 LOT 25 LOT 27 LOT 28 LOT 29 LOT 30 LOT 31 LOT 32LOT 33LOT 34LOT 35LOT 36 TRACT A TRACT B TRACT C TRACT D 2" IRRIGATION TAP GAS METER (TYP.) N:111841.56 E:193197.76N:111945.51 E:193185.67 N:112118.87 E:193175.02 N:111714.55 E:193225.58 N:111785.09 E:193309.92 N:111631.30 E:193320.05 N:111639.79 E:193180.54 TRACT B TRACT D 1' SIDEWALK CHASE PROPOSED SUBDRAIN PROPOSED SUBDRAIN SEE SHEET SG1 3/4" WATER SERVICE (TYP.) SANITARY LINE A SEE SHEET SS1 DRAIN BASIN w/ SOLID GRATE EX I S T I N G 8 " P V C W A T E R EXISTING FH CONNECT TO EXISTING TEE N:111653.71 E:193236.91 35 . 1 5 L F 8 " P V C S8 6 ° 5 8 ' 5 6 " E 97 . 6 0 L F 8 " P V C S7 4 ° 0 4 ' 4 4 " E 8.80 LF 8" PVC N60°55'16"E CONNECT TO EXISTING 8" WATER, 45° BEND w/ TB N:111678.05 E:193100.25 45° BEND w/ TB N:111682.33 E:193107.95 11.25° BEND w/ TB N:111655.56 E:193201.81 ELECTRIC TRANSFORMER DRAIN BASIN w/ SOLID GRATE PROPOSED SUBDRAIN SEE SHEET SG1 PR I V A T E D R I V E PRIVATE DRIVE PR I V A T E D R I V E PROPOSED RAIN GARDEN 3 SEE SHEET RG1 PROPOSED RAIN GARDEN 2 SEE SHEET RG1 PROPOSED RAIN GARDEN 2 SEE SHEET RG1 PRIVATE DRIVE LOT 26 PROPOSED RAIN GARDEN OUTFALL SEE SHEET RG1 1' SIDEWALK CHASE LOT 18 //////////// W WV WV WVWV HYD WV HYD CS CS C.O. C.O. C.O. C.O. CS CS CS CS C.O. C.O. CS CS C.O. C.O. C.O. C.O. CSCS CS C.O. CS C.O. CS C.O. CS C.O. CS CSC.O. CSC.O. CSC.O. CSC.O. CSC.O. CSCS C.O. CS C.O. CS C.O. CS C.O. CS C.O.CS C.O.CSCS C.O.CS C.O.CS C.O.CS C.O.CS C.O. C.O. C.O.C.O.C.O. C.O.C.O. CSCSCSCSCS 5035 5040 5045 5050 5055 5060 5065 5035 5040 5045 5050 5055 5060 5065 9+5010+0011+00 PROPOSED GROUND EXISTING GROUND 33.51 LF 15" RCP @ 0.50% IN L E T 1 - 2 ST A 1 0 + 3 3 . 5 1 FL . E L 5 0 4 7 . 5 ± IN V . O U T 5 0 4 4 . 6 7 ( S E ) FE S 1 ST A 1 0 + 0 0 . 0 0 IN V . I N 5 0 4 4 . 5 1 ( N W ) 100-YR HGL U1 UT I L I T Y P L A N CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH Sheet Of 23 Sheets MA N H A T T A N T O W N H O M E S , S E C O N D F I L I N G 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 10/9/15 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 & 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 OR FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. 9.ALL DISCHARGE BASIN LIDS SHALL BE TRAFFIC RATED. 10.ALL INDIVIDUAL WATER SERVICE LINES ARE TO BE INSTALLED WITH A CURB STOP OUTSIDE OF THE BUILDING AND A METER WITHIN THE INDIVIDUAL UNITS. 11.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. 12.ALL 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. 13.ALL WATER SERVICES TO BE 3/4". 14.ALL SANITARY SERVICES TO BE 4". 15.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. 16.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443/C877 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE). STORM DRAINS SHOWN ON THIS DRAWING AS POLYVINYL CHLORIDE (PVC) SHALL BE SDR-35 OR APPROVED EQUAL. 17.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 18.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN AND UTILITY SERVICES. EXISTING WATER MAIN LEGEND: W G T E EXISTING STORM SEWER PROPOSED ELECTRIC EXISTING TELEPHONE EXISTING GAS SPROPOSED SEWER SERVICE & CLEAN OUT EXISTING SANITARY SEWER SS PROPOSED CURB & GUTTER PROPOSED WATER SERVICE & CURB STOP PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROPERTY BOUNDARY PROPOSED LOTLINE APPROXIMATE GAS METER LOCATION GM W PROPOSED WATER MAIN PROPOSED SANITARY SEWER PROPOSED STORM SEWER PROFILE SCALE: APPROXIMATE ELECTRIC METER LOCATION EM STORM DRAIN 1 INLET ID INLET TYPE 1 Single Combination Inlet EXISTING WETLAND PROPOSED IRRIGATION TAP IR SDPROPOSED SUBDRAIN TPROPOSED TELEPHONE GPROPOSED GAS CTVEXISTING CABLE EEXISTING ELECTRIC PROPOSED STREET LIGHT 1 RE C O R D D R A W I N G MC R 07 / 1 5 / 1 6 THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G AS-BUILT SANITARY SEWER SERVICE AS-BUILT WATER SERVICE CS C.O. h2 o SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS X X X X W X X X X X X X XXXXXXXXXX SS SS SS SS SS SS SS SS SS SS SS SSSS SS SS SS W W W W W W W W W W W S S S 5045 5044 5045 5046 5047 5048 5048 5048 5049 5049 5049 50 4 6 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / SSW W W W W S S SSSSS WWWWW WWWWWWSSSSS S S S S W SD SD SD 48.1 1 48 . 0 8 47 . 5 5 47 . 5 5 48.1 0 47.55 47 . 5 5 48.0 9 47.87 48.62 48.6 4 47.8 7 47 . 8 7 48.6 0 48.6 2 47 . 8 7 48.5 3 47.95 48 . 5 1 47. 9 5 48. 5 1 47 . 9 6 47.94 48. 5 2 INSTALL 5'x5' BURIED RIPRAP PAD 30.69 LF 6" PERF. HDPE @ 0.50% 80.57 LF 6" HDPE @ 0.5 0 % 15.49 LF 6" PERF. HDPE @ 0.50% 21.03 LF 8" HDPE @ 0.50% 46.73 L F 6 " P E R F . H D P E @ 0 . 5 0 % 118.11 LF 6" HDPE @ 0 . 5 0 % 14.44 LF 6" HDPE @ 0.50% 22.01 LF 8" HDPE @ 0.64% 11.74 LF 6" HDPE @ 3.50% PROPOSED SUBDRAIN SEE SHEET SG1 PERMEABLE PAVERS TRACT B PRIVATE DRIVE EXISTING 30' UTILITY ALIGNMENTOWNER CITY OF FORT COLLINS EXISTING 4" SANITARY SERVICE EXISTING 8" SANITARY SEWER PROPOSED 4" SANITARY SERVICE EXISTING 4" SANITARY SERVICE EXISTING 4" SANITARY SERVICE BASIN 1-1.2 INV.=5045.08 FG=5047.82 BASIN 1-1.1 INV.=5044.85 FG=5047.69 BASIN 1-3 INV. IN=5046.55 (W) INV. IN=5044.95 (N) INV. OUT=5044.95 (S) FG=5048.87 BASIN 1-5 INV.=5045.61 FG=5048.23 BASIN 1-6 INV.=5045.76 FG=5048.23 BASIN 1-2.1 INV. OUT=5045.33 (E) FG=5048.24 BASIN 1-2 INV. IN=5044.54 (N) INV. IN=5045.25 (W) INV. OUT=5044.54 (S) FG=5048.13 22.5° BEND 1-4 INV.=5045.54 FG=5048.39 BASIN 1-1 INV.=5044.44 FG=5048.13 PIPE END 1 w/ CONCRETE COLLAR FG=5045.39 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / 48.4 3 AB 47.69 AB 47.6 4 AB 47. 9 7 AB 47.59 AB 47.94 AB 48 . 8 0 AB 48. 0 2 AB 48 . 1 2 AB 48. 5 2 AB 48.70 AB 47. 8 7 AB 48.8 4 AB 48.90 AB 48.22 AB 48.29 AB 47.1 4 AB 47.52 AB 47.82 AB 48 . 3 8 AB 46. 9 4 AB 46.96 AB 47.64 AB 47.6 1 AB 48.53 AB 47. 5 0 AB 47.6 6 AB 48.07 AB 48.3 6 AB 48.41 AB 48.26 AB 48.2 9 AB 46.89 AB 47. 0 0 AB 47 . 9 7 AB RG1 PL A N & D E T A I L S RA I N G A R D E N O U T F A L L CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH PROPOSED RAIN GARDEN Sheet Of 23 Sheets MA N H A T T A N T O W N H O M E S , S E C O N D F I L I N G 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 10/9/15 REFER TO THE LANDSCAPE PLANS FOR PLANTING WITHIN THE BIO-RETENTION AREA 12" BIO-RETENTION SAND MEDIA 6" PERFORATED HDPE UNDERDRAIN NOTES: 1.REFER TO THE BIORETENTION SAND MEDIA SPECIFICATIONS FOR MORE INFORMATION ON THE SOIL MIX. 2.BIORETENTION SAND MEDIA SHALL BE PROVIDED BY HAGEMAN EARTH CYCLE OR APPROVED EQUAL. 3.THE SOIL SECTION AS SHOWN ON THIS DETAIL SHALL BE PLACED IN ALL RAIN GARDEN LOCATIONS. MIN. 10" GRAVEL LAYER MEETING CDOT #4 COARSE AGGREGATE SPECIFICATION. 6" PEA GRAVEL TYPICAL RAIN GARDEN SECTION REFER TO THE LANDSCAPE PLANS FOR PLANTING WITHIN THE BIO-RETENTION AREA BIO-RETENTION SAND MEDIA 6" PERFORATED HDPE UNDERDRAIN GRAVEL LAYER PEA GRAVEL BIORETENTION SOIL LAYERING (RAIN GARDEN) CDOT CLASS B GEOTEXTILE SEPARATOR FABRIC (TYPICAL SIDES) CITY OF FORT COLLINS BIORETENTION SAND MEDIA SPECIFICATION PART 1 - GENERAL A.Bioretention Sand Media (BSM) shall be uniformly mixed, uncompacted, free of stones, stumps, roots, or other similar objects larger than two inches. No other materials or substances shall be mixed or dumped within the bioretention area that may be harmful to plant growth or prove a hindrance to the facility's function and maintenance. B.BSM shall be free of plant or seed material of non-native, invasive species, or weeds. C.Fully mixed BSM shall be tested prior to installation and meet the following criteria: 1.P-Index of less than 30 2.pH of 5.5-6.5. Should pH fall outside of the acceptable range, it may be modified with lime (to raise) or iron sulfate plus sulfur (to lower). The lime or iron sulfate must be mixed uniformly into the BSM prior to use in the bioretention facility. 3.Cation Exchange Capacity (CEC) greater than 10 4.Phosphorous (Phosphate, P2O5) not to exceed 69 ppm 5.BSM that fails to meet the minimum requirements shall be replaced at the Contractor's expense. D.BSM shall be delivered fully mixed in a drum mixer. Onsite mixing of piles will not be allowed. Mixing of the BSM to a homogeneous consistency shall be done to the satisfaction of the Owner. PART 2 - SOIL MATERIALS A.Sand 1.BSM shall consist of 60-70% sand by volume meeting ASTM C-33. B.Shredded Paper 1.BSM shall consist of 5-10% shredded paper by volume. 2.Shredded paper shall be loosely packed, approximate bulk density of 50-100 lbs/CY. 3.Shredded paper shall consist of loose leaf paper, not shredded phone books, and shall be thoroughly and mechanically mixed to prevent clumping. C.Topsoil 1.BSM shall consist of 5-10% topsoil by volume. 2.Topsoil shall be classified as sandy loam, loamy sand, or loam per USDA textural triangle with less than 5% clay material. 3.Onsite, native material shall not be used as topsoil. 4.Textural analysis shall be performed on topsoil, preferably at its source, prior to including topsoil in the mix. Topsoil shall be free of subsoil, debris, weeds, foreign matter, and any other material deleterious to plant health. 5.Topsoil shall have a pH range of 5.5 to 7.5 and moisture content between 25-55%. 6.Contractor shall certify that topsoil meets these specifications. D.Leaf Compost 1.BSM shall consist of 10-20% leaf compost by volume. 2.Leaf compost shall consist of Class 1 organic leaf compost consisting of aged leaf mulch resulting from biological degradation and transformation of plant-derived materials under controlled conditions designed to promote aerobic decomposition. 3.The material shall be well composted, free of viable weed seeds and contain material of a generally humus nature capable of sustaining growth of vegetation, with no materials toxic to plant growth. 4.Compost shall be provided by a local US Composting Council Seal of Testing Assurance (STA) member. A copy of the provider's most recent independent STA test report shall be submitted to and approved by the Owner prior to delivery of BSM to the project site. 5.Compost material shall also meet the following criteria: a.100 percent of the material shall pass through a 1/2 inch screen b.PH of the material shall be between 6.0 and 8.4 c.Moisture content shall be between 35 and 50 percent d.Maturity greater than 80 percent (maturity indicator expressed as percentage of germination/vigor, 80+/80+) e.Maturity indicator expressed as Carbon to Nitrogen ration < 12 f.Maturity indicator expressed as AmmoniaN/NitrateN Ratio <4 g.Minimum organic matter shall be 40 percent dry weight basis h.Soluble salt content shall be no greater than 5500 parts per million or 0-5 mmhos/cm i.Phosphorus content shall be no greater than 325 parts per million j.Heavy metals (trace) shall not exceed 0.5 parts per million k.Chemical contaminants: meet or exceed US EPA Class A standard, 40 CFR 503.13, Tables 1 & 3 levels l.Pathogens: meet or exceed US EPA Class A standard, 40 CFR 503.32(a) levels PART 3 - EXECUTION A.General 1.Refer to project specifications for excavation requirements. B.Placement Method 1.BSM material shall be spread evenly in horizontal layers. 2.Thickness of loose material in each layer shall not exceed 9-inches. 3.Compaction of BSM material is not required. BIORETENTION SAND MEDIA SPECIFICATIONS LEGEND: PROPOSED SUBDRAIN PROPOSED STORM SD PROPOSED FINISHED GRADE SPOT ELEVATION 33.43 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 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 DISCHARGE BASIN LIDS SHALL BE PEDESTRIAN RATED. 4.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. 5.ALL 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. 6.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. 7.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF ANY POTENTIAL CONFLICTS. 8.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN AND UTILITY SERVICES. 9.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. RAIN GARDEN BASIN 12" - 30" DRAIN BASIN 12" - 30" INLINE DRAIN 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% REV B7001-110-111DWG NO.1 OF 1SHEET1:25SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com 12 IN - 30 IN DB & ID NON TRAFFIC INSTALLATION TITLE PROJECT NO./NAME MATERIAL DATE APPD BY 9-30-99DATE CJADRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. 9-30-99 CJA NOTE: 1.ALL DRAINS SHALL INCLUDE SUMP INSERT REV B7001-110-206DWG NO.1 OF 1SHEET1:8SCALEDWG SIZE A 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com 12 IN DOME GRATE ASSEMBLY TITLE PROJECT NO./NAME MATERIAL DATE APPD BY 3-6-06DATE EBCDRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. 3-6-06 CJA 8" DOME: PART #7001-110-197 10" DOME: PART #7001-110-201 12" DOME: PART #7001-110-206 15" DOME: PART #7001-110-211 QUALITY: MATERIAL SHALL CONFORM TO ASTM A536 GRADE 70-50-05 PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. 7001-110-229 DUCTILE IRON D U C T I L E I RON-DO NOT P O L L U T DRAINS TO W A T E R W A Y S E NYLOP LAST 2.47 5.00 .93 TYPICAL DOME GRATE ASSEMBLY 4" 4" 2" 4" 4" 2" 6" OUTLET PIPE FRONT VIEWSIDE VIEW CONCRETE COLLAR EXISTING WATER MAIN W SPROPOSED SEWER SERVICE & CLEAN OUT EXISTING SANITARY SEWER SS PROPOSED WATER SERVICE & CURB STOP W PROPOSED WATER MAIN PROPOSED SANITARY SEWER BASIN ID INLET TYPE 1-1 12" Basin w/ Solid Lid 1-1.1 12" Basin w/Dome Grate 1-1.2 12" Basin w/Dome Grate 1.2 12" Basin w/Dome Grate 1-2.1 12" Basin w/Dome Grate 1-3 12" Basin w/ Solid Lid 1-3.1 12" Basin w/ Solid Lid 1-3.2 12" Basin w/Dome Grate 1-5 12" Basin w/Dome Grate 1-6 12" Basin w/Dome Grate 2-1 12" Basin w/ Solid Lid 2-2 12" Basin w/ Solid Lid 2-3 12" Basin w/ Solid Lid 1 RE C O R D D R A W I N G MC R 07 / 1 5 / 1 6 THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G FES FES FESCABLE CABLE VAULT CABLE VAULT CABLE WV HYD S h2o h2o SS SS SS SS SS SS CT V CT V CT V W W W W W W W W W W W FO FO FO FO FO FO CT V CT V CT V CT V CT V CT V E E E E E E E CTV CTV G G G G G G G CT V CTV CTV CT V CT V CT V CT V CT V CT V FO FO FO FO X X X X X X X X X X X X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X SS WV WV WV W W G G G G G G D EM EM EM EM / / / / / / / / T S W S S S S S WWWW W S S S W W W G G G G G G G G W WS S W W S WW W S SS S W G SD SD SD SD SD SD W E E E E E MA N H A T T A N A V E SSMH A STA 10+00.00 N: 111639.54 E: 193353.68 162.37 LF 8" PVC @ 1.40% SSMH A1 STA 11+62.37 N: 111648.09 E: 193191.54 72.84 L F 8 " P V C @ 0 . 5 0 % SSMH A2 STA 12+35.21 N: 111668.07 E: 193121.49 EXISTING 20' UTILITY EASEMENT EXISTING 8" SANITARY SEWER CUT IN MANHOLE EXISTING 4" SANITARY SERVICE SEE SHEET U1 SANITARY SERVICE A4 INV. OUT=5041.52 (S) FG=5050.67 24.37 LF 4" PVC @ 2.00% PROPOSED 3/4" WATER SERVICE (TYP.) CONNECTION 6 INV. OUT=5038.98 (E) FG=5047.01 PROPOSED GAS SERVICE (TYP.) PROPOSED ELECTRIC SERVICE (TYP.) PROPOSED 3/4" WATER SERVICE (TYP.) PROPOSED SUBDRAIN PROPOSED 3/4" WATER SERVICE (TYP.) EXISTING PRIVATE 6" PVC WATER TR A C T D TR A C T B TR A C T D N:111567.95 E:193328.99 N:111581.70 E:193056.17 EXISTING 30' SANITARY ALIGNMENT STORM DRAIN 1 SEE SHEET U1 PROPOSED ELECTRIC TRANSFORMER PRIVATE DRIVE 8" PVC W A T E R 5025 5030 5035 5040 5045 5050 5055 5060 5065 5025 5030 5035 5040 5045 5050 5055 5060 5065 9+5010+0011+0012+0012+50 SS M H A ST A 1 0 + 0 0 . 0 0 RI M 5 0 4 3 . 0 ± IN V . I N 5 0 3 7 . 6 6 ( S ) IN V . I N 5 0 3 7 . 8 6 ( W ) IN V . O U T 5 0 3 7 . 6 6 ( N ) 162.37 LF 8" PVC @ 1 . 4 0 % SS M H A 1 ST A 1 1 + 6 2 . 3 7 RI M 5 0 4 8 . 1 ± IN V . I N 5 0 4 0 . 3 3 ( W ) IN V . O U T 5 0 4 0 . 1 3 ( E ) 72.84 LF 8" PVC @ 0.50% SS M H A 2 ST A 1 2 + 3 5 . 2 1 RI M 5 0 4 8 . 5 ± IN V . I N 5 0 4 1 . 0 3 ( N ) IN V . O U T 5 0 4 0 . 7 0 ( E ) PROPOSED GROUND EXISTING GROUND CO N T R A C T O R T O V E R I F Y LO C A T I O N P R I O R T O CO N S T R U C T I O N . SS1 PL A N & P R O F I L E SA N I T A R Y S E W E R L I N E A CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH Sheet Of 23 Sheets MA N H A T T A N T O W N H O M E S , S E C O N D F I L I N G 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 10/9/15 SANITARY SEWER LINE A PROFILE SCALE: EXISTING WATER MAIN LEGEND: W G T E EXISTING STORM SEWER PROPOSED ELECTRIC EXISTING TELEPHONE EXISTING GAS SPROPOSED SEWER SERVICE & CLEAN OUT EXISTING SANITARY SEWER SS PROPOSED CURB & GUTTER PROPOSED WATER SERVICE & CURB STOP PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT EASEMENT LINE PROPERTY BOUNDARY PROPOSED LOTLINE APPROXIMATE GAS METER LOCATION GM W PROPOSED WATER MAIN PROPOSED SANITARY SEWER PROPOSED STORM SEWER APPROXIMATE ELECTRIC METER LOCATION EM EXISTING WETLAND SDPROPOSED SUBDRAIN TPROPOSED TELEPHONE GPROPOSED GAS CTVEXISTING CABLE EEXISTING ELECTRIC 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.SEWER CONSTRUCTION SHALL BE PER CITY OF FORT COLLINS STANDARD CONSTRUCTION SPECIFICATIONS. 3.ALL MANHOLE RIM ELEVATIONS ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE. CONE SECTIONS SHALL BE ROTATED TO PREVENT LIDS BEING LOCATED WITHIN VEHICLE OR BICYCLE WHEEL PATHS. 4.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 5.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 6.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, SERVICES AND UNDERDRAINS. 7.ALL SINGLE-FAMILY SANITARY SEWER SERVICES TO BE 4" PVC @ 2%. 8.ALL SANITARY MANHOLES TO BE 4'Ø 9.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 1 RE C O R D D R A W I N G MC R 07 / 1 5 / 1 6 THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / XXXXXXXXXXX DRAIN BASIN 1-3.1 w/ SOLID GRATE INV.=5047.53 (E) FG=5049.28 DRAIN BASIN 1-3.2 INV.=5047.84 (E) FG=5049.55 19 . 5 7 L F 6 " H D P E @ 5 . 0 0 % 30 . 9 8 L F 6 " P E R F . P V C @ 1 . 0 0 % 49.4 8 49.2 0 49.4 2 49.4 4 49.5 2 49.5 5 49.6 5 49.6 3 49.6 8 49.7 0 48.0 8 SUB 47.8 6 SUB 48. 0 8 SU B 48.0 6SUB 48.0 9 SUB 48 . 1 0 SU B 48.3 0 SUB 48.2 7 SUB 48.2 7 SUB48. 2 9 SU B CONCRETE w/ THICKENED EDGE CONCRETE w/ THICKENED EDGE CONCRETE w/ THICKENED EDGE LOT 6 LOT 7 LOT 8 LOT 9 TRACT B TR A C T C 48.0 9SUB 47.7 8 SUB 1. 0 % 1. 0 % 1.0% 1.0% PRIVATE DRIVE PR I V A T E D R I V E PROPOSED RAIN GARDEN OUTFALL SEE SHEET RG1 BASIN 1-3 INV. IN=5046.55 (W) INV. IN=5044.95 (N) INV. OUT=5044.95 (S) FG=5048.87 / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / TR A C T D / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / T SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD X X X X X X X X X X DRAIN BASIN 2-3 INV.=5046.78 (E) FG=5048.59 DRAIN BASIN 2-1 w/ SOLID GRATE INV.=5045.19 (E) FG=5046.94 DRAIN BASIN 2-2 INV.=5046.27 (E) FG=5048.07 PIPE END 2 FG=5043.02 35.99 LF 6" HDP E @ 9 . 7 0 % 107.95 LF 6" PERF. PVC @ 1.00% 101.62 L F 6 " P V C @ 0 . 5 0 % 46.0 3SUB 45 . 4 4 SU B 45.6 4SUB 46.8 1 SUB 46.8 2 SUB 47.2 7 SUB 47.0 7 SUB 46.52 SUB 47.5 3 46.94 46.9 7 48.1 5 48.3 0 48. 6 3 48. 6 5 PERMEABLE PAVERS CONCRETE w/ THICKENED EDGE 48 . 0 9 1.0 % 46.7 4 SUB 48 . 1 5 PRIVATE DRIVE LOT 21 LOT 20 LOT 19 LOT 18 LOT 17 LOT 22 LOT 23 LOT 24 LOT 25 LOT 26 LOT 27 LOT 28 LOT 29 LOT 30 LOT 31 LOT 32 TRACT B TRACT D CONCRETE w/ THICKENED EDGE CONCRETE w/ THICKENED EDGE 46 . 5 2 SU B 45.4 4SUB 47.0 3 SUB 1. 0 % 1.0% 0.5%PR I V A T E D R I V E 1. 0 % 1.0 % 1.0 % 1.0 % 1. 0 % PVC GEOMEMBRANE PVC GEOMEMBRANE PVC GEOMEMBRANE LEGEND: PROPOSED SUBGRADE SPOT ELEVATION 33.43 PROPOSED SUBGRADE SLOPES NOTES: 2.0% EXISTING SPOT ELEVATION PROPOSED SUBDRAIN PROPOSED PVC STORM SD PROPOSED FINISHED GRADE SPOT ELEVATION 33.43 (33.43 ) SUB SG1 SU B G R A D E P L A N Sheet Of 23 Sheets MA N H A T T A N T O W N H O M E S , S E C O N D F I L I N G 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m 10/9/15 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH NORTH NORTH PAVER AREA SOUTH PAVER AREA 1.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 2.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. 3.ALL CURB SPOTS SHOWN ARE FISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED. 4.CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER AND THE CITY OF FORT COLLINS STORMWATER UTILITY A MINIMUM OF ONE WEEK IN ADVANCE SO AS TO ALLOW FOR FIELD OBSERVATION AND DOCUMENTATION OF THE FOLLOWING SYSTEM ITEMS IN THE PERMEABLE PAVER AREA: - SUBGRADE - INSTALLATION OF GEOTEXTILE FABRIC - INSTALLATION OF UNDERDRAIN - PLACEMENT AND COMPACTION OF SUB-BASE MATERIAL - INSTALLATION OF EDGE RESTRAINT(S) - PLACEMENT AND COMPACTION OF BASE MATERIAL - PLACEMENT OF SETTING BED - PLACEMENT OF UNIT PAVERS - PLACEMENT AND SWEEPING OF JOINT FILLER 5.SUBGRADE AREAS ARE TO BE FIELD SURVEYED BY A LICENSED PROFESSIONAL. THE DESIGN ENGINEER MUST CONFIRM THE SUBGRADE ELEVATIONS AND DIMENSIONS PRIOR TO PLACEMENT OF GEOTEXTILE FABRIC, SUB-BASE, OR ANY OTHER MATERIAL. 6.EDGE RESTRAINTS AND CURBS SHALL BE PROVIDED BY THE GENERAL CONTRACTOR OR THE EARTHWORK CONTRACTOR PRIOR TO PLACEMENT OF GEOTEXTILE FABRIC AND SUB-BASE. 7.INSTALLATION OF PERMEABLE INTERLOCKING CONCRETE PAVEMENT (PICP) SYSTEM SHALL FOLLOW THE GUIDELINES OF ICPI TECH SPEC NO. 18 AND FULL ICPI SPECIFICATIONS. WORK SHALL BE PERFORMED BY A QUALIFIED CONTRACTOR. QUALIFIED CONTACTOR SHALL MEAN AN ICPI 'CERTIFIED PAVER INSTALLER' HOLDING A CURRENT PICP SPECIALIST DESIGNATION. 8.GENERAL CONTRACTOR SHALL CONVENE A PRE-CONSTRUCTION MEETING TO ENSURE THAT ALL SUBCONTRACTORS HAVE AN UNDERSTANDING OF HOW THE PICP SYSTEM IS INTENDED TO FUNCTION. CONTRACTOR SHOULD DISCUSS THE PROPOSED SEQUENCE OF CONSTRUCTION AND IDENTIFY ACTIVITIES THAT MAY REQUIRE PROTECTION OF THE PERMEABLE PAVEMENT SYSTEM. 9.THE CONTRACTOR SHOULD PROVIDE SLACK IN GEOTEXTILE FABRIC TO ENSURE PROPER INSTALLATION AND AGGREGATE PLACEMENT WITHOUT DAMAGE. PROVIDE SUFFICIENT SLACK SO THE FABRIC IS NOT TORN WHEN ROCK IS PLACED. IF TEARS ARE SEEN OR DISCOVERED, REPAIR THEM AS RECOMMENDED BY MANUFACTURER WITH NO LESS THAN 18 INCHES OF OVERLAP ON ALL SIDES OF THE TEAR. 10.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. 11.THE CONTRACTOR SHOULD CONSIDER PLACING THE WEARING COURSE AFTER FINE GRADING AND LANDSCAPING IN ADJACENT AREAS IS COMPLETE. IF THE WEARING COURSE BECOMES CLOGGED DUE TO CONSTRUCTION ACTIVITIES, CLEAN THE SURFACE WITH A VACUUM MACHINE TO RESTORE THE INFILTRATION RATE AFTER CONSTRUCTION IS COMPLETE. 12.BASE BID PAVERS SHALL BE FILTRAPAVE BY BORGERT PRODUCTS. DEFAULT LAYING PATTERN SHALL BE 45° HERRINGBONE WITH AN UNCUT SAILOR OR SOLDIER COURSE ALONG THE ENTIRE PERIMETER. CONFIRM PAVER TYPE, COLOR, AND PATTERN WITH OWNER AND LANDSCAPE ARCHITECT PRIOR TO PURCHASING. 13.CONTRACTOR SHALL PROVIDE A 2% TO 3% OVERSTOCK OF UNCUT PAVERS TO THE OWNER FOR USE IN FUTURE REPAIRS AND REPLACEMENT. 14.ALL CUT PAVERS USED MUST BE AT LEAST 40% OF THEIR FULL, UNCUT SIZE. 15.SEE SHEET D3 FOR ADDITIONAL DETAILS. 16.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN AND UTILITY SERVICES. TM TYPICAL PAVER SECTION AT UNDERDRAIN PERMEABLE PAVER OUTFALL 6" SLOTTED UNDERDRAIN SUB-BASE COURSE BASE COURSE BEDDING COURSE FILTRAPAVE PAVER GRANULAR BEDDINGSUBGRADE FINISHED GRADE ELEVATION SUBGRADE ELEVATION TM EXTEND FABRIC 24"-36" NOTE: 1.CONTRACTOR TO PROVIDE GEOFABRIC CLOAKING AROUND OUTLET PIPE IN ADDITION TO GEOTEXTILE LINER. SUB-BASE COURSE BASE COURSE BEDDING COURSE FILTRAPAVE PAVER CONCRETE w/ EDGE RESTRAINT HDPE OUTFALL PIPE CDOT CLASS B GEOTEXTILE SEPARATOR FABRIC DISCHARGE BASIN (SOLID LID) BASIN ID INLET TYPE 1-1 12" Basin w/ Solid Lid 1-1.1 12" Basin w/Dome Grate 1-1.2 12" Basin w/Dome Grate 1.2 12" Basin w/Dome Grate 1-2.1 12" Basin w/Dome Grate 1-3 12" Basin w/ Solid Lid 1-3.1 12" Basin w/ Solid Lid 1-3.2 12" Basin w/Dome Grate 1-5 12" Basin w/Dome Grate 1-6 12" Basin w/Dome Grate 2-1 12" Basin w/ Solid Lid 2-2 12" Basin w/ Solid Lid 2-3 12" Basin w/ Solid Lid 1 RE C O R D D R A W I N G MC R 07 / 1 5 / 1 6 THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G X X X X X X X X X X X X X X X X X X XXXXXXXXXXXXXXXXXXXX X X X X X X ST / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / T SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD N:111774.02 E:193339.38 N:111567.95 E:193328.99 48 . 3 0 48.45 48.48 48.24 47.9 6 48.0 5 47 . 6 5 47.7 9 47.4 5 47 . 3 1 47.1 5 46.9 4 47.0 5 48.39 48.3 7 48.23 48.28 48.6 0 48. 7 5 48.75 48.5 9 48.15 48.11 48.19 48. 6 2 48.89 49.3 0 48.50 48. 5 9 49. 1 3 LOT 14 FFE=50.72 LOT 15 FFE=50.72 LOT 16 FFE=50.72 50 . 7 1 50 . 6 3 50.71 50.22 49 . 2 2 49.2 2 50.67 50.62 50.64 49 . 6 7 48.67 48.6 7 48. 6 7 48.67 48.3 0 48.23 47.95 47.49 47.20 46.9 8 47.0 5 47.05 47.30 47.30 47.55 47.55 47.80 47.80 48.0 5 48.05 48.30 49. 0 1 48. 9 8 48.96 49.09 48 . 5 9 48 . 5 9 48 . 5 9 48.5 9 LOT 19 FFE=50.67 LOT 18 FFE=50.67 LOT 17 FFE=50.67 LOT 25 FFE=49.17 LOT 26 FFE=48.80 LOT 27 FFE=48.55 LOT 28 FFE=48.30 LOT 29 FFE=48.05 LOT 30 FFE=47.80 LOT 31 FFE=47.55 LOT 32 FFE=49.09 LOT 33 FFE=49.09 LOT 34 FFE=49.09 LOT 35 FFE=49.09 LOT 36 FFE=49.09 48.26 46.40 46 . 5 8 46.8 2 50.09 49.0 6 48 . 8 8 48.5 5 48.4 3 48.3 2 47.8 8 47.6 5 46.8 4 48.08 47.96 48.09 1.1% 1.1% 2. 0 % 16 . 8 % TRACT B 0.5 % 1. 0 0 % 47.30 47.30 47.9 2 48.6 6 48. 0 1 47.7 7 48.0 8 TRACT D 1' SIDEWALK CHASE 1.1% 1.2% 1.0%1.0% 48.0 9 48.5 9 1. 0 % 2. 0 % 1.5 % 2. 4 % 0.5% 0. 2 % 2. 0 % 47.6 7 47.49 1.0% 4. 0 % 6: 1 1.6 % 46.7 9 46.4 8 47. 8 9 2.4% 46.46 46.3 9 48 . 5 148.5 8 50 . 0 4 50.5 6 50.0 9 48.79 49.01 49.4 0 49.8 8 PROPOSED SUBDRAIN SEE SHEET SG1 48.7 0 2' CURB CUT PRIVATE DRIVE PR I V A T E D R I V E SOUTH PAVER AREA SEE SHEET SG1 48.10 48.10 47. 5 4 47 . 5 4 47 . 5 4 47.5 4 48. 1 0 48.1 0 50 . 5 9 50.10 50.13 49.7 9 49.7 4 49 . 6 5 49 . 6 0 49. 4 5 50.0 6 50.5 9 50.5 4 48 . 8 5 49.19 48.5 2 49.7 8 48.6 0 48.66 48.59 48.5 4 48.4 4 49.7 8 49.8 4 49. 5 4 48.58 48.6 6 48.6 6 48.6 6 48. 6 1 47.7 4 46.8 5 46.7 6 46.8 2 46.3 7 46.9 6 46.8 8 46.4 5 46.9 3 47.7 7 48.0 6 48.3 4 48.62 48.5 4 48.2 9 48.14 48.01 48.11 47.11 48.30 47.4 8 46.3 8 46.4 8 46.7 0 46 . 4 2 46.4 2 48.74 48.10 45.98 46.25 48.60 1-6" STEP 1-6" STEP 1-6" STEP 1-6" STEP 1-6" STEP 50.0 9 1' SIDEWALK CHASE 50.59 50 . 7 2 50.27 3. 0 % 4.4% 50.72 50.72 50.59 50.1 8 50 . 0 3 50. 6 4 50 . 6 4 49.8 6 49.86 49.7 8 49.8 6 49.8 6 49 . 7 8 49.69 49.5 549.4 8 49 . 6 9 3.3% 50. 6 7 50.67 4.3% 3.4% 49.45 49.0 8 49.9 0 50.1 7 49 . 9 6 50.21 50.26 3.3% 1.9 % 1. 5 % 1.0 % 48.4 6 48.3 3 48.3 6 48.4 6 47.3 5 47.2 7 47.50 49.01 48.98 48.98 49. 0 9 49. 0 9 49.09 49.09 48.96 48.9648.98 49.01 49.01 48.98 4. 4 % 48.6 6 48.6 6 48.6 6 48.6 6 48.6 6 48. 5 9 48.9 8 49.09 49. 0 1 49.0 1 4. 0 % 5. 0 % 4. 0 % 5. 0 % 4.8 % 48 . 3 4 48.61 48.5 3 48.26 47.42 48.0 1 47.9 3 47.93 47.6 6 47.2 8 47.3 6 47.30 47.6 9 47.65 47.3047.6 5 47.95 47.9 5 47.1 0 2. 2 % 46 . 6 7 46 . 3 7 46. 2 9 2. 1 % 47.5 5 46.6 7 47.3 0 47.8 0 46 . 4 8 1-6" STEP 46.7 0 46. 4 0 46.4 0 2.0% 2.0% 2.0% 47. 4 9 47.5 5 48.00 46.4 2 1-6" STEP 1-6" STEP 2-6" STEPS 2-6" STEPS 47.8648.30 47 . 6 2 0. 1 % 48.55 48.0 5 46.4 4 46.4 4 1-6" STEP 3-6" STEPS 47 . 8 6 1-6" STEP 3-6" STEPS 48.30 48.8 0 46.4 6 47.9 1 46.4 0 46.4 8 46.4 8 3.5% 48.49 48.08 47.9348. 3 1 48 . 3 9 48.75 46.4 0 2.0% 3-6" STEP 48.6 7 49.1 7 PROPOSED LANDSCAPE WALL 47 . 2 7 48 . 5 3 INSTALL SOIL RIPRAP PAD (SEE DETAILS) 48 . 7 0 48. 8 4 49. 7 0 50. 2 9 49.9 3 50.25 48.8 0 48. 3 5 48.51 49.5 2 49.5 8 48.47 48.4 9 48.4 5 48.3 8 48.3 0 49.88 49.93 50.29 48.77 47.7 5 48.8048.8 1 48.7 8 46 . 3 9 46 . 4 0 46.44 46 . 3 8 46.7 9 46.83 46.4 6 46.4 7 48 . 6 2 48.24 48.27 46.62 47.13 48.3 6 48.2 2 47.2 5 47.4 3 47.9 3 48.1 1 48.27 47.6 8 48.3 6 48.2 7 48.10 48.2 4 0.9% 50 . 6 3 50.63 50. 1 7 50. 1 7 49.0 2 49 . 0 0 49 . 0 2 46.9 8 47.3 0 46.7 0 47 . 5 5 47.80 48.30 48 . 0 5 48.05 48 . 3 0 48.36 AB 48.46 AB 48.53 AB 48.47 AB 48.3 5FL A B 48 . 2 0 FL A B 48 . 1 9 FL A B 48 . 1 5 FL A B 48.2 1FL A B 48 . 0 5 FL A B 47.8 2FL A B 47.6 2FL A B 47.3 1FL A B 47.0 2 FL A B 47.2 5 FL A B 46.90 AB 47.12 AB 47.5 1AB 47.7 3AB 48.1 4AB 48.2 6AB 48.36 AB 48.39 AB 48.6 5 AB 48.4 2 AB 48.10 AB 48. 1 2 FL A B 48.17 FL A B 48. 2 0 AB 48.09 AB 48 . 8 8 AB 48.7 1 FL A B 48.6 3 FL A B 46.94 47.8 6 AB 48.22 AB 48.29 AB 48.58 AB 48.71 AB 48.54 AB 48.59 AB 48.39 AB 48.50 AB 48.40 AB 48.50 AB 48.35 AB 48.42 AB 48 . 7 0 AB48 . 2 9 AB 48.31 AB 48.9 0 AB 47.90 AB 48.40 AB 49.10 AB 49.20 AB 48.4 0 AB 47.6 5 AB 48.6 8 AB48 . 6 1 AB 48.4 5 AB 48.6 4 AB 49.1 0 AB 48 . 7 0 AB 49.1 0 AB 49.1 0 AB 49.1 0 AB 48.0 0 AB 47.9 9 AB 48.70AB 48.6 6 AB 48 . 6 1 AB 49.09 AB 49.19 AB 49.15 AB 49.17 AB 49.02 AB 50.30 AB49.9 1 AB 49. 3 0 AB 49. 5 8 AB 50. 5 0 AB 50 . 6 0 AB 49 . 9 9 AB 49.54 AB 49.9 5AB 49.95 AB 49.9 9AB 50 . 0 7 AB 50 . 4 0 AB 50. 0 4AB 49. 9 9 AB 50 . 6 0 AB 49.83 AB 50 . 5 0 AB 50.3 2 AB 50.60 AB 50.70 AB50 . 5 0 AB 50.1 9 AB 50 . 5 0 AB 50 . 1 0 AB 48.8 3 AB 48.32 AB 48.84 AB 48.29 AB 48.5 4 FL A B 48.5 8 AB 48.81 AB 49.1 8 AB 49.7 0 AB 48.3 9AB 48.8 1AB 48. 7 7 AB 48.9 0 AB 48.0 0 AB 48. 3 5 AB 48.38 AB 48.0 4 AB 48.30 AB 46.7 0 AB 46.1 0 AB 48.7 0 AB 46.5 0 AB 46.9 0 AB 46 . 5 0 AB 45.98 AB 46 . 0 3 AB 48.0 0AB 50.2 0AB 48.04 AB 49.10 AB AS-BUILT FF=50.70 50.0 2 AB50.1 8 AB50.6 0 AB 50.60 AB50.6 2 AB 49.9 8 AB 50.3 1 AB 49.89 AB 50.08 AB 49.65 AB 50.50 AB 50 . 2 0 AB50. 1 1 AB 50.00 AB 49.50 AB 49.51 AB 48.64 FL A B 48 . 8 5 AB 48 . 9 3 AB49.1 3 AB49.4 3 AB50.5 0 AB47.3 3 AB47.1 0 AB47.3 0 AB46.8 3 AB47.0 7 AB46 . 6 2 AB47.1 3 AB46.6 6 AB 46 . 5 6 AB46.7 2 AB 46. 8 0 AB 46.8 1 AB 46 . 7 0 AB47.5 0 AB47.4 0 AB47.7 0 AB 46 . 8 9 AB46.92 AB47 . 6 0 AB47.7 0 AB47 . 6 0 AB46.9 1 AB46.8 8 AB 46 . 8 5 AB47.7 0 AB 46 . 8 9 AB46. 9 0 AB48. 0 0 AB 46. 8 2 AB47. 9 0 AB46.7 4 AB 46. 8 0 AB 48. 3 0 AB 48. 2 0 AB 46. 6 1 AB 47.7 0 AB46.6 5 AB46.5 9 AB 46. 8 4 AB47.99 AB48.15 AB47.78 AB47.59 AB48.35 AB 48.80 AB 48.3 7 48.39 AB AB48.20 AB48.06 AB 47 . 8 9 AB 48 . 7 0 AB47.4 5 AB47.1 4 AB47.0 3 AB 49 . 4 1 AB 49 . 8 2 1.5% AS-BUILT FF=49.06 AS-BUILT FF=49.07 AS-BUILT FF=48.65 AS-BUILT FF=48.93 AS-BUILT FF=48.32 AS-BUILT FF=48.13 AS-BUILT FF=47.86 AS-BUILT FF=47.90 AS-BUILT FF=50.86 AB 48.03 0.2% 0.5% 0.0% 0.2% 1.1% 2.8% AB 48.27 AB 48.26 AB 47.94AB 48.14 AB 48.29 AB48 . 2 7 AB 48.85 AB 48.4 0 0.5%0.1% 0.6% 0. 0 % 0. 5 % AB46.6 1 AB47.0 7 AB47.3 8 AB46.8 1 AB47.3 9 AB47.0 3 AB46.2 9 AB46.8 9 AB45.7 1 AB F L46.3 0 AB45.3 0 AB F L45.5 0 AB F L45.2 0 AS-BUILT FLOWLINE (TYP.) AS-BUILT FLOWLINE (TYP.) AB F L46.1 0 AB H P46.6 0 AB F L46.3 0 AB L P46.0 0 AB F L46.3 0 AB H P46.6 0 AB F L46.0 0 AB FL 45.60 2.7 % 1.7%1.2% 1. 0 % 1. 2 % 1. 2 % 1. 2 % 1. 2 % 2. 0 % 1. 4 % AB44.3 0 2.6% 3.0% 11.0% 47.11 AB 46.90 AB 48.41 AB 48.07 AB AB49.5 7 AB 49 . 3 3 AB 48.74 1.3 % 0. 8 % 1.0 % 1. 0 % G4 DE T A I L E D G R A D I N G P L A N CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH Sheet Of 23 Sheets MA N H A T T A N T O W N H O M E S , S E C O N D F I L I N G 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m MA T C H L I N E - S E E S H E E T G3 MATCHLINE - SEE SHEET G5 LEGEND: PROPOSED CONTOUR AS-BUILT CONTOUR PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 5.SPOT ELEVATIONS DEPICTED ADJACENT TO RETAINING WALLS REPRESENT THE FINISHED GRADE ELEVATIONS AT THE LOW SIDE AND HIGH SIDE OF EACH WALL. RETAINING WALLS OVER 4 FEET IN HEIGHT, MEASURED FROM THE LOW SIDE GRADE TO THE TOP OF THE WALL, WILL REQUIRE A SEPARATE PERMIT THROUGH THE BUILDING DEPARTMENT. A SEPARATE PERMIT IS NOT REQUIRED FOR RETAINING WALLS THAT ARE NOT OVER 4 FEET IN HEIGHT, MEASURED FROM THE LOW SIDE GRADE TO THE TOP OF THE WALL, PROVIDED THE HORIZONTAL DISTANCE TO THE NEXT UPHILL RETAINING WALL IS AT LEAST EQUAL TO THE TOTAL HEIGHT OF THE LOWER RETAINING WALL (UNLESS SUPPORTING A SURCHARGE OR IMPOUNDING CLASS I, II OR IIIA LIQUIDS). REFER TO LANDSCAPE PLAN DETAIL A, SHEET 10 FOR WALLS BELOW 4 FEET IN HEIGHT. WALLS GREATER THAN 4 FEET IN HEIGHT WILL BE DESIGNED BY OTHERS UNDER SUBSEQUENT BUILDING PERMIT APPLICATION(S). NOTES: EXISTING SPOT ELEVATION PROPOSED UNDERDRAIN PROPOSED STORM PROPOSED VERTICAL CURB AND GUTTER PROPOSED SWALE SD KEYMAP X X XX X G2 G3 G4G5 1 RE C O R D D R A W I N G MC R 07 / 1 5 / 1 6 THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G FESF ES X X X X X X X X X X X X X X X X X X X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / X X X X X X X X X X X T SD SD SD SD SD SD SD SD SD SD SD SD N:111581.70 E:193056.17 48.39 48.3 7 48.23 48.28 48.6 0 48. 7 5 48.75 48.7 3 48.7 1 48. 6 0 48.8 0 48.73 48.73 48.7 5 48.75 48.5 9 48.15 48.11 48.19 48 . 6 2 48.89 49.3 0 LOT 16 FFE=50.72 LOT 21 FFE=50.67 48.3 0 48.28 48.6 9 50.71 50.22 50.17 50 . 6 4 50.67 50.62 50.64 49 . 6 7 48.67 48.6 7 48.67 48.6 7 48.6 7 48 . 6 7 48. 6 7 48.67 48.3 0 48.23 47.95 48.0 5 48.05 48.30 LOT 20 FFE=50.67 LOT 19 FFE=50.67 LOT 18 FFE=50.67 LOT 17 FFE=50.67 LOT 22 FFE=49.17 LOT 23 FFE=49.17 LOT 24 FFE=49.17 LOT 25 FFE=49.17 LOT 26 FFE=48.80 LOT 27 FFE=48.55 48 . 3 8 46.9 1 46.50 48.26 47.10 46.40 49 . 9 9 50.09 49.0 6 49.87 48 . 8 8 48.08 47.96 48.09 48 . 4 1 2.0 % 1.1% 1.1% 6. 7 % 7.4 % 6.8% 0.5 % 48.70 48.01 47.9 2 48 . 7 0 STORM DRAIN 1 SEE SHEET U1 TRACT D 1' SIDEWALK CHASE 1.1% 1.2% 1.0% 1.0% 0.5 % 1.3 % 1.6 % 47.7 5 46.7 9 46.4 8 47. 8 9 2.4% 46.46 50.0 9 50 . 0 4 50.5 6 50.0 9 48.79 49.01 49.4 0 49.8 8 PROPOSED SAWCUT LINE PROPOSED SAWCUT LINE PROPOSED SUBDRAIN SEE SHEET SG1 SOUTH PAVER AREA SEE SHEET SG1 MANH A T T A N A V E MA N H A T T A N A V E 50 . 5 9 50.10 50.13 49.7 9 49.7 4 49 . 6 5 49. 6 0 49. 4 5 50.0 6 50.5 9 50.5 6 50.5 9 49.0 2 50.5 4 48 . 8 5 49.19 49.7 8 48.6 0 49.7 8 50.23 49.8 4 49. 5 4 48.14 48.01 48.11 48.30 48.74 48.10 45.98 46.2 5 48.5 0 48.7 0 48.7 9 48.22 47.70 47.50 47.34 49.0 9 48.54 48.5 4 48.60 47 . 1 0 47.0 4 46.5 7 1' SIDEWALK CHASE 1-6" STEP 1-6" STEP 1-6" STEP 1-6" STEP 50.0 9 1' SIDEWALK CHASE 1-6" STEP 1-6" STEP 2-6" STEPS 2-6" STEPS 50.1 9 50.27 3. 0 % 4.4% 50.72 50.72 50.59 50.1 8 50 . 0 3 49.89 50 . 6 4 50. 6 4 49.8 6 49.86 49.7 8 49.8 6 49.8 6 49 . 7 8 49.69 49.5 549.4 8 49 . 6 9 3.3% 50 . 6 7 50.67 4.3% 3.4% 49.45 49.0 8 49.9 0 50.1 7 49 . 9 6 50.21 50.26 50 . 1 2 49.95 49.84 50.56 50. 5 6 3.3% 4.4% 1.8% 50.67 50.67 49.96 49.45 49.4 5 49.0 849.1 0 1.9 % 1. 5 % 1.0 % 2.3 % 0.5% 2.0% 48.55 48.0 5 46.4 4 46.4 4 1-6" STEP 3-6" STEPS 47 . 8 6 1-6" STEP 3-6" STEPS 48.30 48.8 0 46.4 6 47.9 1 46.4 0 46.4 8 46.4 8 3.5% 48.49 48.08 47.9348. 3 1 48 . 3 9 48.75 46.4 0 2.0% 3-6" STEP 48.6 7 49.1 7 46.50 48.0 4 48.6 7 49.1 7 3-6" STEP 46.6747.04 46.4 2 46 . 8 3 47.4 5 47.54 47.54 48.6 7 49.1 7 1-6" STEP 47.5 4 48.80 48.7 0 48 . 4 0 47.8 4 48.0 9 48. 0 9 49.1 7 48.3 0 48.24 48.2 2 48.2 2 2.0 % 2.0% 48 . 4 8 10 . 6 % 2.2 % 2.3 % 48.0 7 48. 1 4 48.19 48.20 0.5% 1.0% 2.0 % 0.5% INSTALL SOIL RIPRAP PAD (SEE DETAILS) 49.6 9 49. 7 0 50. 2 9 49.9 3 50.25 48.8 0 48.51 49.5 2 49.5 8 48.47 49.88 49.93 50.29 50. 1 6 46.44 46.4 6 46.4 7 48 . 6 2 48.24 48.27 46.62 47.13 48.3 6 48.2 2 48.1 1 48.27 48.3 6 48.2 7 48.10 48.2 4 47.79 48.5 4 48.4 5 48.67 48.60 48.6 7 48.6 1 48 . 5 5 48.72 48.7 4 47.72 47.7 4 47.98 47.60 50.63 50.67 50. 1 7 50 . 1 7 48.30 48 . 0 5 48.05 48 . 3 0 4:1 48.6 7 48.6 7 48.67 48.67 49.17 48. 6 7 48.67 48.1 4AB 48.2 6AB 48.36 AB 48.39 AB 48.6 5 AB 48.4 2 AB 48. 7 2 FL A B 48.7 7 FL A B 48.71 FL AB 48.10 AB 48. 1 2 FL A B 48.17 FL A B 48. 2 0 AB 48.09 AB AB 48. 3 2 AB 48. 2 0 AB 47. 9 7 AB 47. 9 1 AB47.83 AB47.6 2 AB47. 4 1 AB 47. 3 1 AB 47. 7 6 AB 85. 4 2 48 . 8 8 AB 48.7 1 FL A B 48.6 3 FL A B 49.09 AB 49.19 AB 49.15 AB 49.17 AB 49.02 AB 50.30 AB49. 9 1 AB 49. 3 0 AB 49. 5 8 AB 50. 5 0 AB 50 . 6 0 AB 49 . 9 9 AB 49.54 AB 49.9 5AB 49.95 AB 49.9 9AB 50 . 0 7 AB 50 . 4 0 AB 50. 0 4AB 49. 9 9 AB 50 . 6 0 AB 49.83 AB 50 . 5 0 AB 50.3 2 AB 50.60 AB 50.70 AB50 . 5 0 AB 50.1 9 AB 50 . 5 0 AB 50 . 1 0 AB 50.30 AB 49 . 7 5 AB 50.14 AB 50.05 AB 49.86 AB 49 . 9 0 AB 50.1 0 AB 50.00 AB 50.0 0AB 50.2 0 AB 49.58 AB 49.11 AB 49.04 AB 48.98 AB 48.84 AB 48 . 7 9 FL A B 49.36 AB 48.86 FL AB 48.62 AB 48.8 8 AB 48.3 4 AB 48.84 AB 48.8 3 AB 48.3 2 AB 48.84 AB 48.29 AB 48.5 4 FL A B 48.58 AB 48.81 AB 49.18 AB 49.7 0 AB 48.50 AB 48.80 AB 48.3 9AB 48.8 1AB 48.5 7AB 48.8 1AB 48.3 0AB 48.69 AB 48.9 0 FL A B 48 . 8 8 FL A B 48.7 0FL A B 48 . 7 7 AB 48.9 0 AB 48.0 0 AB 48. 3 5 AB 48.38 AB 48.0 4 AB 48.30 AB 46.7 0 AB 46.1 0 AB 48.7 0 AB 46.5 0 AB 46.9 0 AB 46.6 8 AB 46.5 5 AB 46 . 5 0 AB 45.98 AB 46 . 0 3 AB 48.0 0AB 48.9 0AB 47. 2 1AB49.0 6 AB 49.1 4 AB 47.0 8 AB 49.0 0 AB 47.4 8 AB 47.6 7 AB 47.3 8 AB 47.4 5 AB 48.4 7 AB 47.8 0 AB 48.9 0 AB 47.8 7 AB 47.8 5 AB 49.1 3 AB 46.50 AB 47.8 7AB 47.9 0AB 49 . 1 0 AB 48.8 0AB 48 . 8 0 AB 47 . 8 0 AB 47.40 AB 49.22 AB 50.30 AB 50.2 0AB 47.39 AB AB50.1 8 AB 50.3 8 AB50.6 2 AB 49.9 8 AB 50.3 1 AB 49.89 AB 50.08 AB 49.65 AB 50.50 AB 50 . 2 0 AB50 . 1 1 AB 50.00 AB 49.50 FL A B 48 . 9 3 AB49.1 3 AB49.4 3 AB50.5 0 AB46. 9 0 AB48. 0 0 AB 46. 8 2 AB47. 9 0 AB46.7 4 AB 46. 8 0 AB 48. 3 0 AB 48. 2 0 AB 46. 6 1 AB 47.7 0 AB46.6 5 AB46.5 9 AB 46. 8 4 AB48.15 AB48.35 AB 48.80 AB 48.3 7 48.39 AB AB48.20 AB48.06 AB 47 . 8 9 AB 49 . 4 1 AB 49 . 8 2 AS-BUILT FF=49.20 AS-BUILT FF=48.65 AS-BUILT FF=48.93 AS-BUILT FF=50.86 AB48.5 2 48.93 AB 0.4% 0.3% 0.3% 0.8% 0.3% 0.3% 0.5% 0.8% 2.8% AB 48.55 AB 48.51 AB 48.38 AB 48.27 AB 48.26 0. 0 % 0. 5 % 0. 5 % 0. 2 % 47.72 AB AB47.0 7 AB47.3 8 AB45.7 1 AB45.3 0 AB45.8 0 AB46.6 3 AS-BUILT FLOWLINE (TYP.) AB F L46.1 0 AB H P46.6 0 AB F L46.3 0 1. 2 % 2. 0 % 1. 4 % 2.6% 3.0% AB49.5 7 AB 49 . 3 3 1.3 % 0. 8 % 1.0 % 1. 0 % G5 DE T A I L E D G R A D I N G P L A N CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH Sheet Of 23 Sheets MA N H A T T A N T O W N H O M E S , S E C O N D F I L I N G 30 1 N o r t h H o w e s S t r e e t , S u i t e 1 0 0 Fo r t C o l l i n s , C o l o r a d o 8 0 5 2 1 E N G I N E E R N G I E H T R O N R N PH O N E : 9 7 0 . 2 2 1 . 4 1 5 8 ww w . n o r t h e r n e n g i n e e r i n g . c o m MA T C H L I N E - S E E S H E E T G3 MATCHLINE - SEE SHEET G4 LEGEND: PROPOSED CONTOUR AS-BUILT CONTOUR PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. 4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM. 5.SPOT ELEVATIONS DEPICTED ADJACENT TO RETAINING WALLS REPRESENT THE FINISHED GRADE ELEVATIONS AT THE LOW SIDE AND HIGH SIDE OF EACH WALL. RETAINING WALLS OVER 4 FEET IN HEIGHT, MEASURED FROM THE LOW SIDE GRADE TO THE TOP OF THE WALL, WILL REQUIRE A SEPARATE PERMIT THROUGH THE BUILDING DEPARTMENT. A SEPARATE PERMIT IS NOT REQUIRED FOR RETAINING WALLS THAT ARE NOT OVER 4 FEET IN HEIGHT, MEASURED FROM THE LOW SIDE GRADE TO THE TOP OF THE WALL, PROVIDED THE HORIZONTAL DISTANCE TO THE NEXT UPHILL RETAINING WALL IS AT LEAST EQUAL TO THE TOTAL HEIGHT OF THE LOWER RETAINING WALL (UNLESS SUPPORTING A SURCHARGE OR IMPOUNDING CLASS I, II OR IIIA LIQUIDS). REFER TO LANDSCAPE PLAN DETAIL A, SHEET 10 FOR WALLS BELOW 4 FEET IN HEIGHT. WALLS GREATER THAN 4 FEET IN HEIGHT WILL BE DESIGNED BY OTHERS UNDER SUBSEQUENT BUILDING PERMIT APPLICATION(S). NOTES: EXISTING SPOT ELEVATION PROPOSED UNDERDRAIN PROPOSED STORM PROPOSED VERTICAL CURB AND GUTTER PROPOSED SWALE SD KEYMAP X X XX X G2 G3 G4G5 1 RE C O R D D R A W I N G MC R 07 / 1 5 / 1 6 THE S E R E C O R D D R A W I N G S , P R O D U C E D B Y N O R T H E R N E N G I N E E R I N G SER V I C E S , I N C . , A R E B A S E D I N W H O L E , O R I N P A R T , U P O N I N F O R M A T I O N PRO V I D E D B Y O T H E R S . N O R T H E R N E N G I N E E R I N G S E R V I C E S , I N C . A S S U M E S NO L I A B I L I T Y F O R T H E A C C U R A C Y O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N . REC O R D D R A W I N G Manhattan Townhomes Paver Extent Revision Date:May 24, 2016 Project:Manhattan Townhomes Project No. 1124-001 Fort Collins, Colorado Attn:Wes Lamarque City of Fort Collins Utilities/Stormwater 700 Wood Street Fort Collins, CO 80521 Mr. Lamarque: As you know, the City of Fort Collins recently adopted changes to portions of the City code which pertain to Low Impact Development (LID) requirements for new developments within the City of Fort Collins. In particular, the City of Fort Collins will now waive the requirement that 25% of all new pavement be permeable if a project treats 75% or more of the project site using approved LID techniques. In the case of Manhattan Townhomes, the original design that was completed prior to the City Ordinance changes treated 80% of the site using a combination of LID techniques, including rain gardens and permeable pavements. Since more than 75% of the site is being treated by these techniques, the project site qualifies for a waiver of the minimum amount of permeable pavements under the revised ordinance. With this in mind, the project would like to remove the small paver area at the north entrance that had been provided to meet the 25% requirement. Removal of this paver area will result in 77% of the project site being treated by an approved LID method, which exceeds the 75% minimum requirement. In addition to this memo, we are providing both the originally approved LID Exhibit as well as the updated LID Exhibit with the north paver area removed for your reference. Please feel free to contact me if you have any questions. Sincerely, Andrew Reese Project Engineer