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Home My WebLink About18 Pilgrim Road Site PlanACCESS COVERS MUST BE WITHIN 6" OF FINISH GRAD 13.0 FIRST 2' TO BE LEVEL? GAS INSPECTION r PORT 3.3- 16 .3" 6 OUTLET 25 QUICK 4 PLUS STANDARD LP 6.O±. 5.0 MIN BY DRIVE BOTTOM OF LEACH CHAMBER: 6.9 C TANK REO UI RED: F. SEE SITE PLAN. V D -80X 330 G.P.D. X 200x - 660 GAL. INFILTRATOR CHAMBERS IN BED FORMATION 4o MIL Pocr AREA HIGH GROUND WATER: I.82 SEPTIC TANK PROVIDED: 1500 GAL. MIN. J. ALL CONSTRUCTION METHODS AND MATERIALS AND 1500 GAL H-20 VAPOR BARRIER OBSERVED GROUND WATER: 1.45 SEPTIC TANK 6' MAINTENANCE OF THE SEPTIC SYSTEM SHALL CRUSHED STONE OR a BOTTOM OF TEST HOLE •l: 0.7 COMPACTED BASE SOIL ABSORPTION SYSTEM REQUIRED: CONFORM TO MASS. D.E.P. TITLE 5 AND LOCAL AREA HIGH THIS LOT FALLS WITHIN 200' OF TIDAL DESIGN PERC RATE ( 5 MIN/INCH BOARD OF HEALTH REGULATIONS. PROFILE : Nor TO SCALE \ GROUNDWATER. EL -1.82 (2.a N6Y'))WATERS. HISTORIC HIGH GROUNDWATER SOIL TEXTURAL CLASS - I VARIANCES REOUI RED : TITLE 5. MAXIMUM FEASIBLE COMPLIANCE SECTION 15.211:(1) MINIMUM SETBACK DISTANCES 10' IS REOUIRED BETWEEN THE SEPTIC TANK AND THE FOUNDATION. 7' IS PROVIDED. A 3' VARIANCE IS REQUESTED. 20' /S REQUIRED BETWEEN THE SOIL ABSORPTION SYSTEM AND THE FOUNDATION. ll' IS PROVIDED TO A CRAWLSPACE. A 9' VARIANCE IS REQUESTED. a.7_ 1 BY. TOP OF CB EL -5.6t NAVD 88 SOIL REMOVAL SEE NOTE 10. �f ENTIRE LOT FALLS WITHIN FLOOD ZONE AE (EL 12) LEWIS BAY 1\ J` /�J L OCUS MA P // O 10 20 40 USED FOR DESIGN IS EL 1.82 NAVD 88 EFFLUENT LOADING RATE - 0.74 GPD/SF 4. ALL SEPTIC SYSTEM COMPONENTS LOCATED UNDER GROUNDED 330 GPD / 0.74 GPD/SF - 446 S.F. REQUIRED AREAS SUBJECT TO VEHICULAR TRAFFIC OR GREATER GROUNDWATER. EL -1.45 (2.4J NGYD) (2• B NGVD 291 THAN 3' IN DEPTH SHALL BE CAPABLE OF WITH - +9.9 OVICK 4 CHAMRFR_ PROVIDEp • 25T CLEAN SAND BACKFILL AROUND AND 2' OVER CHAMBERS / F � r �\ F) STING DWELL !h'^, ND GARAGE TO OF REMOVED �\ LEGEND CB CONCRETE BOUND -W- WATER LINE O HYDRANT \ -G- GAS LINE \ - OHW- OVER HEAD WIRES B.r �t LIGHT POST --E- UNDERGROUND ELECTRIC LINE -T- UNDERGROUND TELEPHONE LINE - CTV- UNDERGROUND CABLEVISION LINE x-40.4 SPOT ELEVATION ....... •40....... EXISTING CONTOUR 40 PROPOSED CONTOUR .. QUICK 4 PLUS STANDARD LP S ANDING H-20 WHEEL LOADS. INFILTRATOR CHAMBERS. 100'x 4.73 SF/FT - 9" MINIMUM. 3' MAXIMUM COVER INVERT ELEVATIONS 5. - DESIGN CRITERIA: GENERAL NO TES : CLEAN SAND BACKFILL INVERT AT BUILDING: 9.0 DESIGN FLOW: 2 BEDROOMS. DESIGN FOR -AROUND AND 2' OVER CHAMBERS INVERT IN SEPTIC TANK: 8.5 3 BEDROOMS MINIMUM AT 110 G.P.D. PER I. THIS PLAN IS FOR THE DESIGN AND CONSTRUCTION 8.0 TOP OF WALL INVERT OUT SEPTIC TANK: 8.25 BEDROOM EQUALS 330 G.P.D. OF THE SEWAGE DISPOSAL SYSTEM AND PERMITTING INVERT IN DIST. BOX: 7.47 PURPOSES ONLY. BLOCK RETAINING 5 MALL. TO BE APPROVED INVERT OUT DIST. 80X: 7.3 NO GARBAGE GRINDER 7. BY ENGINEER INVERT IN LEACH CHAMBER: 7.18 SEPT 1 2. VERTICAL DATUM IS NAVD 88. FOR BENCH MARKS 6 OUTLET 25 QUICK 4 PLUS STANDARD LP 6.O±. 5.0 MIN BY DRIVE BOTTOM OF LEACH CHAMBER: 6.9 C TANK REO UI RED: F. SEE SITE PLAN. V D -80X 330 G.P.D. X 200x - 660 GAL. INFILTRATOR CHAMBERS IN BED FORMATION 4o MIL Pocr AREA HIGH GROUND WATER: I.82 SEPTIC TANK PROVIDED: 1500 GAL. MIN. J. ALL CONSTRUCTION METHODS AND MATERIALS AND 1500 GAL H-20 VAPOR BARRIER OBSERVED GROUND WATER: 1.45 SEPTIC TANK 6' MAINTENANCE OF THE SEPTIC SYSTEM SHALL CRUSHED STONE OR a BOTTOM OF TEST HOLE •l: 0.7 COMPACTED BASE SOIL ABSORPTION SYSTEM REQUIRED: CONFORM TO MASS. D.E.P. TITLE 5 AND LOCAL AREA HIGH THIS LOT FALLS WITHIN 200' OF TIDAL DESIGN PERC RATE ( 5 MIN/INCH BOARD OF HEALTH REGULATIONS. PROFILE : Nor TO SCALE \ GROUNDWATER. EL -1.82 (2.a N6Y'))WATERS. HISTORIC HIGH GROUNDWATER SOIL TEXTURAL CLASS - I VARIANCES REOUI RED : TITLE 5. MAXIMUM FEASIBLE COMPLIANCE SECTION 15.211:(1) MINIMUM SETBACK DISTANCES 10' IS REOUIRED BETWEEN THE SEPTIC TANK AND THE FOUNDATION. 7' IS PROVIDED. A 3' VARIANCE IS REQUESTED. 20' /S REQUIRED BETWEEN THE SOIL ABSORPTION SYSTEM AND THE FOUNDATION. ll' IS PROVIDED TO A CRAWLSPACE. A 9' VARIANCE IS REQUESTED. a.7_ 1 BY. TOP OF CB EL -5.6t NAVD 88 SOIL REMOVAL SEE NOTE 10. �f ENTIRE LOT FALLS WITHIN FLOOD ZONE AE (EL 12) LEWIS BAY 1\ J` /�J L OCUS MA P // O 10 20 40 USED FOR DESIGN IS EL 1.82 NAVD 88 EFFLUENT LOADING RATE - 0.74 GPD/SF 4. ALL SEPTIC SYSTEM COMPONENTS LOCATED UNDER GROUNDED 330 GPD / 0.74 GPD/SF - 446 S.F. REQUIRED AREAS SUBJECT TO VEHICULAR TRAFFIC OR GREATER GROUNDWATER. EL -1.45 (2.4J NGYD) (2• B NGVD 291 THAN 3' IN DEPTH SHALL BE CAPABLE OF WITH - +9.9 OVICK 4 CHAMRFR_ PROVIDEp • 25T CLEAN SAND BACKFILL AROUND AND 2' OVER CHAMBERS / F � r �\ F) STING DWELL !h'^, ND GARAGE TO OF REMOVED �\ LEGEND CB CONCRETE BOUND -W- WATER LINE O HYDRANT \ -G- GAS LINE \ - OHW- OVER HEAD WIRES B.r �t LIGHT POST --E- UNDERGROUND ELECTRIC LINE -T- UNDERGROUND TELEPHONE LINE - CTV- UNDERGROUND CABLEVISION LINE x-40.4 SPOT ELEVATION ....... •40....... EXISTING CONTOUR 40 PROPOSED CONTOUR .. QUICK 4 PLUS STANDARD LP S ANDING H-20 WHEEL LOADS. INFILTRATOR CHAMBERS. 100'x 4.73 SF/FT - !< 473 S.F. x 0.74 - 350 GPD 5. ALL SEWER PIPE SHALL BE SCHEDULE 40 PVC OR APPROVED EQU4L. SOIL TEST PIT DATA& 6. SEPTIC TANK AND D -BOX SHALL BE REINFORCED INDICATES IU INDICATES PERCOLATION = OBSERVED PRECAST CONCRETE OR APPROVED POLYETHYLENE. TEST - GROUNDWATER BOTH SHALL BE WATERTIGHT. D -BOX SHALL BE WATER TP of TESTED FOR LEVEL WHEN THERE IS MORE THAN ONE O• HORIZON TEXTURE COLOR 7.2 OUTLET. A LOAMY IOYR SAND 3/3 7. BEFORE CONSTRUCTION CALL 'DIG -SAFE'. 22 - - - - - - - - S.4 1 -888 -DIG -SAFE AND THE LOCAL WATER DEPT. 8 LOAMY IOYR SAND 5/8 FOR LOCATION OF UNDERGROUND UTILITIES. 30' ___ _ _ _ _ ___ _____ 4.7 C1 COARSE IOYR SAND AND 5/8 8. SEPTIC SYSTEM INSTALLER SHALL NOTIFY THE GRAVEL DESIGN ENGINEER TWO DAYS PRIOR TO CONSTRUCTION OF THE SYSTEM TO ALLOW FOR SCHEDULING OF THE 42' CONSTRUCTION INSPECTIONS. 69 1.45 9. EXISTING CESSPOOLS TO BE LOCATED. PUMPED DRY. REMOVED AND BACKFILLED. 78" 0.7 10. ALL UNSUITABLE MATERIAL IA 6 B HORIZONS) DATE: JULY 16. 20/4 TEST BY: STEPHEN HAAS ENCOUNTERED BELOW THE INVERT OF THE LEACHING WITNESSED BY: AMY VONHONE FACILITY TO BE REMOVED FOR A DISTANCE OF 5' PERC RAic: i 2 AROL-1m) AND kEPLACEO WITH SAND IN ACCORDANCE WITH TITLE S. f/. NO DETERMINATION HAS BEEN MADE AS TO 14. ALL SURFACE RUNOFF TO BE DIRECTED TO SWALES COMPLIANCE WITH DEED RESTRICTIONS OR ZONING ALONG THE PROPERTY LINE. REGULATIONS. IT SHALL REMAIN THE CLIENTS RESPONSIBILITY TO OBTAIN ALL PERMITS. SPECIAL 15. ALL ROOF RUNOFF TO BE DIRECTED TO SUITABLY PERMITS. VARIANCES ETC. FOR THIS PROJECT. SIZED DRYWELLS OR STONE TRENCHES ALONG THE DRIP LINE. 12. ANY RETAINING WALL SHOWN ON THIS PLAN IS FOR LOCATION ONLY AND SHALL BE DESIGNED IN I THE DRIVEWAY SHALL BE CONSTRUCTED OF PERVIOUS ACCORDANCE WITH STANDARD PRACTICE. MATERIALS SUCH AS CRUSHED STONE. GRAVEL. SEASHELLS OR OTHER SIMILAR MATERIALS. THIS IS l3. IT SHALL REMAIN THE CLIENT'S RESPONSIBILITY AN ON-GOING. IN PERPETUITY CONDITION THAT DOES TO HAVE THE PROPOSED BUILDING FOUNDATION NOT EXPIRE WITH ISSUANCE OF THE CERT OF COMP. li DESIGNED TO ACCOUNT FOR THE EXISTING GRADE AND SOIL CONDITIONS AT THE LOCATION OF THE PROPOSED BUILDING. S l TE' PLAN OF 'LAND 18 PILORIM ROAD. MAP 29. PARCEL 121 WEST YARMOUTH. MA. PREPARED F O R : RAYMOND CA TALON l SCALE": 1- 20 JULY 2 1 . 2014 REVISED: AUGUST 6. 20/4 (NOTES. DRIVEWAY) REVISED: AUGUST 13. 2014 (SEPTIC NOTES) STEPHEN A. HAAS ENGINEERING, INC 923 Route 6A Yarmouthport MA. 02675 (SOB) 362-8 1 32 JOB NO: 14-042