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HomeMy WebLinkAboutLucas Sheet 3 Grading 11-Jun-2019SANSAN SAN SAN SAN SAN SA N E E EEE E E E E E E E E E E E E W W WWW W W W W W WWWW WWG G G GG G G G GGGGC C CCCC C C C C C C C C C C C REVISIONS AND ISSUESW170425PREPARED FOR: PROJECT NO. SHEET NO.CHECKED BY:DRAWN BY:WAC FIELD BY:DWG NAME:PROJECT NO.:W170325DATE BY September 5, 2017DATE: AG SECTION 3, TOWNSHIP 17 NORTH, RANGE 3 EAST, CLAY TOWNSHIP, HAMILTON COUNTY, INDIANA.LUCAS FAMILY LIVING TRUST1201 W. 116TH ST., CARMEL, INDIANA 46032GRADING AND DRAINAGE PLANOF 13 3.0 W S N E ENGINEERS 317 | 846 - 6611800 | 452 - 6408317 | 843 - 0546 faxWEIHELandSurveying|CivilEngineering Landscape ArchitectureALLAN H. WEIHE, P.E., L.S. - FOUNDER10505 N. College AvenueIndianapolis, Indiana 46280weihe.netBuild with confidence. SM© 2017 WEIHE ENGINEERS, INC.W170325sv.dwgBK GENERAL GRADING NOTES 1. PROJECT ELEVATION DATUM: NAVD 88 2. CONTRACTOR SHALL REFER TO THE EROSION AND SEDIMENT CONTROL PLAN FOR EROSION CONTROL MEASURES TO BE INSTALLED PRIOR TO EARTHMOVING ACTIVITIES. 3. REFER TO THE INDIANA DEPARTMENT OF TRANSPORTATION (INDOT) STANDARD SPECIFICATIONS, LATEST EDITION, FOR BASIC MATERIALS AND CONSTRUCTION METHODS. 4. TOPSOIL SHALL BE STRIPPED FROM ALL AREAS TO RECEIVE PAVING AND FROM WITHIN THE LIMITS OF THE PROPOSED BUILDING. 5. AFTER STRIPPING TOPSOIL, PROOFROLL AREAS TO BE FILLED WITH A MEDIUM WEIGHT ROLLER TO DETERMINE LOCATIONS OF ANY POCKETS OF UNSUITABLE MATERIAL. RECOMMENDATIONS FOR DRYING, AMENDING AND/OR REMOVAL OF ANY UNSUITABLE MATERIAL WITHIN THE PROPOSED PAVED AND/OR BUILDING AREAS WILL BE DETERMINED AT THE TIME OF CONSTRUCTION BY THE OWNER'S GEOTECHNICAL TESTING REPRESENTATIVE. 6. TOPSOIL SHALL BE PLACED IN MOUNDING AREAS, NONSTRUCTURAL FILL AND/OR PLANTING AREAS TO A MINIMUM DEPTH OF 6". EXCESS TOPSOIL SHALL BE REMOVED FROM THE SITE. 7. WHEN PERFORMING GRADING OPERATIONS DURING PERIODS OF WET WEATHER, PROVIDE ADEQUATE DEWATERING, DRAINAGE AND GROUND WATER MANAGEMENT TO CONTROL MOISTURE OF SOILS. 8. FILL MATERIAL SHALL CONSIST OF EARTH OBTAINED FROM CUT AREAS, BORROW PITS OR OTHER APPROVED SOURCES. EARTH SHALL BE FREE FROM ORGANIC MATTER AND OTHER DELETERIOUS SUBSTANCES AND LARGE ROCKS. THE FILL MATERIAL SHALL BE PLACED IN LAYERS NOT TO EXCEED SIX INCHES FOLLOWING COMPACTION, PROPER MOISTURE CONTENT OF FILL MATERIAL WILL BE SUCH TO ACHIEVE SPECIFIED COMPACTION DENSITY. ALL FILL BENEATH PAVED AREAS, FLOOR SLABS AND FUTURE BUILDINGS SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY PER ASTM D-1557. FIELD COMPACTING TEST SHALL BE RUN ON EACH LIFT, IN FILL SECTIONS, AND THE REQUIRED COMPACTION ON EACH LIFT SHALL BE IN ACCORDANCE WITH INDOT SECTION 211. 9. MAXIMUM LAWN SLOPE IS 4:1. 10. THE PLANS SHOW THE LOCATION OF ALL KNOWN UTILITIES LOCATED WITHIN THE LIMITS OF CONSTRUCTION ACCORDING TO INFORMATION PROVIDED BY THE VARIOUS UTILITY COMPANIES, PREVIOUS CONSTRUCTION PLANS AND AS EVIDENCED BY OBSERVATION OF ABOVE GROUND CONDITIONS BY THE SURVEYOR. THE ACCURACY OF THIS INFORMATION IS NOT GUARANTEED. 11. THE CONTRACTOR SHALL CONTACT ALL UTILITY COMPANIES TO LOCATE MAINS, CONDUITS, SERVICE LINES, ETC. WITHIN THE CONSTRUCTION LIMITS. THE LOCATION AND PROTECTION OF UTILITY STRUCTURES, THEIR SUPPORT AND MAINTENANCE DURING CONSTRUCTION (IN COOPERATION WITH APPLICABLE UTILITY COMPANY) IS THE EXPRESSED RESPONSIBILITY OF THE CONTRACTOR. 12. ALL SPOT ELEVATIONS ARE TO FINISHED EXTERIOR GRADES SEE ARCHITECTURAL DRAWINGS FOR FLOOR SLAB GRADING DETAILS. 13. COMPACTED "B" BORROW BACK FILL REQUIRED. OVER ALL UTILITIES IN PAVED AREAS. 14. ALL GRADES AT BOUNDARY SHALL MEET EXISTING. CONTRACTOR SHALL ADJUST AND/OR CUT EXISTING PAVEMENT AS NECESSARY TO ASSURE A SMOOTH FIT AND CONTINUOUS GRADE. BUTT JOINTS SHALL BE PROVIDED AT TRANSITIONAL AREAS BETWEEN PROPOSED AND EXISTING PAVEMENT. 15. ANY PART OF SANITARY OR STORM SEWER TRENCHES RUNNING UNDER OR WITHIN 5' OF PAVEMENT TO BE BACKFILLED WITH GRANULAR MATERIAL OR FLOWABLE BACKFILL. 16. ALL CONSTRUCTION ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH O.S.H.A. STANDARDS FOR WORKER SAFETY. 17. THE CONTRACTOR SHALL CONFIRM ALL EARTHWORK QUANTITIES PRIOR TO THE START OF CONSTRUCTION. IF AN EXCESS OR SHORTAGE OF EARTH IS ENCOUNTERED, THE CONTRACTOR SHALL CONFIRM WITH THE OWNER AND ENGINEER THE REQUIREMENTS FOR STOCKPILING, REMOVAL OR IMPORTING OF EARTH. 18. PROVIDE POSITIVE DRAINAGE WITHOUT PONDING IN ALL AREAS AFTER INSTALLATION. CONTRACTOR TO TEST FOR AND CORRECT ANY PONDING CONDITIONS. ANY PAVED AREAS THAT HOLD WATER MORE THAN 1/8" DEEP SHALL BE CUT OUT AND CORRECTED TO POSITIVE DRAINAGE AT NO COST TO THE OWNER OR ENGINEER. 19. VERTICAL CURVES, WITH A MINIMUM LENGTH OF 50', SHALL BE USED WHERE POSSIBLE BETWEEN VERTICAL CHANGES IN PAVEMENT TO ALLOW FOR POSITIVE DRAINAGE AND SMOOTH TRANSITIONS. 20. CONTRACTOR TO INSTALL CONCRETE CRADLES WHEN THE VERTICAL SEPARATION (AS MEASURED FROM THE EXTERIOR OF THE PIPES) BETWEEN SANITARY SEWER FACILITIES, WATER MAIN, AND STORM SEWERS IS 18" OR LESS. 21. ALL DISTURBED AREAS SHALL BE STABILIZED IN ACCORDANCE WITH THE EROSION AND SEDIMENT CONTROL PLAN.. Know what's below. before you dig.Call R Brady Kuhn, RLS #2050007 September 03, 2017 CLAY CREEK NOTE ALL STORM SEWER IMPROVEMENTS SHOWN ON THIS PLAN INCLUDING, INLETS, STORM SEWERS, SWALES, UNDER-DRAINS, PONDS, ETC. ARE PART OF A PRIVATE STORM SEWER SYSTEM TO REMAIN PRIVATE. DRAINAGE SUMMARY THIS SINGLE-FAMILY RESIDENTIAL DEVELOPMENT ON A SINGLE LOT WILL DISTURB 2.50 ACRES. THE EXISTING DRAINAGE PATTERNS DIRECT SURFACE FLOW SOUTH TO CLAY CREEK. THE EXISTING LOT CONSISTS OF WELL MAINTAINED TURF AREAS AND WOODED AREAS ALONG CLAY CREEK. CLAY CREEK FLOWS EAST ACROSS THE SOUTH PORTION OF THE PROPERTY. THE IMPROVEMENTS INCLUDE A STORMWATER DETENTION POND WHICH ATTENUATES RUNOFF FROM 1.189 ACRES TO THE ALLOWABLE RELEASE RATES BASED ON THE AMOUNT OF DISTURBED AREA WITHIN THE POND DRAINAGE SHED. THE FOLLOWING TABLE OUTLINES THE PROJECT DRAINAGE DESIGN: ONSITE POND MODELING: DISTURBED AREA = 1.189 ACRES PROJECT AREA = 1.189 ACRES EX. CN = 69, Tc = 10 MIN CN = 91, Tc = 10 MIN 2 YR EX. PEAK RUNOFF = 0.72 CFS 10 YR PEAK POND RELEASE = 0.51 CFS 10 YR EX. PEAK RUNOFF = 1.85 CFS 100 YR PEAK POND RELASE = 1.53 CFS 10 YR VOLUME = 8,641 CF 100 YR VOLUME = 13,124 CF ONSITE & OFFSITE POND MODELING: 10 YR PEAK POND RELEASE: 1.23 CFS @ ELEV. = 851.12 100 YR PEAK POND RELASE: 2.00 CFS @ ELEV. = 852.24 FLOOD NOTES: CLAY CREEK BASE FLOOD ELEVATION = 833.9 DETENTION POND SPILLWAY INV. = 852.00 MINIMUM FLOOD PROTECTION GRADE = 854.00 MINIMUM LOWEST ADJACENT GRADE = 854.00 CUT IN SWALE AT 2% TO DRAIN AREA EAST CUT IN SWALE AT 2% TO DRAIN AREA SOUTH AND EAST POND TOP OF BANK ELEV. = 852.50 POND TOP OF BANK EDGE OF EXISTING DRIVE EDGE OF EXISTING DRIVE EX. DRIVE RECONFIGURATION ISSUED FOR CONSTRUCTION 18-DEC-2017 WACAMEND #1 - MOUNDING AND POND RELOCATION 07-DEC-2018 WACAMEND #2 - REPLACE TURNAROUND WITH PARKING COURT 21-MAR-2019 WACAMEND #3 - INCORPORATE POOL DECK AND CABANA 12-APR-2019 WAC1 GRADING PLAN NOTES CONNECT 6" PVC TERRACE DRAIN TO STRUCTURE INV. = 853.00 213 LF OF 6" PVC DRAIN AT 1.50% SLOPE CLEANOUT DRAINAGE SWALE @ 1.00% SLOPE - SSD REQUIRED PER DETAIL ON SHEET 9.0 TERRACE & YARD INLETS - SEE SEPARATE LANDSCAPE PLAN 12" FLAT STEEL GRATE YARD INLET RIM = 857.00 INV. = 854.83 12" FLAT STEEL GRATE YARD INLET RIM = 857.00 INV. = 854.47 12" FLAT STEEL GRATE YARD INLET RIM = 857.00 INV. = 854.11 12" FLAT STEEL GRATE YARD INLET RIM = 857.00 INV. = 853.81 12" FLAT STEEL GRATE YARD INLET - TRANSITION PVC DRAIN TO SSD WITH NYLOPAST DRAINAGE STRUCTURE. RIM = 857.00 INV. = 852.41 CONNECT TERRACE AND EQUIPMENT PAD DRAINS TO SWALE UNDERDRAIN CONTINUE SWALE UNDERDRAIN AT MIN. 1.04% SLOPE AND DAYLIGHT ON PROPERTY EMERGENCY OVERFLOW WEIR - SEE DETAIL SHEET 8.0 RIPRAP SCOUR PROTECTION REQUIRED AT DRAIN OUTLET - 36X36 IN SQUARE RIPRAP AREA AT 12" DEPTH ON GEOTEXTILE FABRIC. PROVIDED HDPE END SECTION. 1 2 INV. = 856.15 INV. = 854.93 INV. = 855.22 INV. = 855.51 3 4 6 2 2 3 5 7 5 5 (TYP.) (TYP.) 5 (TYP.) 5 (TYP.) 5 (TYP.) 8 9 4 4 4 4 4 4 6 7 10 8 11 SSD INV. = 854.49 SSD INV. = 847.75 12 SSD INV. = 849.75 CARMEL RESUBMITTAL 15-MAY-2019 WAC11 13 12 10 13 9 3 14 14 CARMEL REVIEW RESPONSE 10-JUN-2019 WAC07/01/19 Mike Sheeks