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Home My WebLink AboutEngineeered Plans - 2002BENCH MARK --TOP & CENTER OF 5.83 MAG NAIL= 5.74 ASSIGNED O 5.78. P e 5.74 5.69 ` ® 1 .54 ` 5.3 5-556 x ........ P , J PERFORMED BY: Ron Cadillac, Soil Evaluator :' \N ::.-:' 9.90 WITNESSED BY: Amy Von Hone, RS, CHO 33" x 6.o PERC RATE: <5'-00"/inch (C layer assumed) " 6.6 .6 i. �.�5 O• ocetl _ \ 8.22f SOIL SURVEY(1993): Carver coarse sand 48 v Prop. Top �' oy�\ 5� 60�� N/F Top Found. GEOLOGIC MAP(1986): Harwich outwash plain deposits r7 Wall=8.9 ':-3 ct I •..• 6.8 DEWEY Invert 5.43 7 4 - 7.0 Exist. pipe Invert 5.10 FOUR C-4 UNITS N x 6.9 x `l,,\ , 7. ' 7,5 7' x 6,1 Use Gas Baffle Invert 8.13 6,2 o. �eP 2 x 6.1 S=1 /4"/ft 9" cover see detail 3" Proposed 8 51 TH 1 �' .3 x3 x 6,9 LOT 109 MAKE cover TOP STONE &FILTER CLOTH 7.3 v7.G o I FACTORY - I Invert 5.35 8" cover 3 0- y v� 1500 Gal P _ _ _ Ile�� C I 11 000+ S F I Proposed WATER PROOF Sanitar 4" 105" 3.0 7.1 I -1.75 6.81 Bottom 0.5 Tee y T _ x 7.0 4 6.8 LEACH AREA I I Proposed Invert 8.30 Invert 8.13 , of ti � I 4 3 I 6" Stone or compact Proposed Proposed I Bottom Level / USE 4--C-4 UNITS WITH 4' OF STONE ON THE - 7.2 N F moo- „ x,04 2' STONE ON THE ENDS, FOR A 19' �---- 4' 1 1 9, I 154,1 1 rv_ I 0' aEl. 3.8 MARONEY o SIDES AND - - � 9 Op 36' LONG BY 12' WIDE BY 4" DEEP' LEACH AREA. r I -, � I I I � I 0.8' added to get to RATED SCH 40 OR SCH 35 DOWN Water table observed F II M 6 s 10 RUN PERFo DESIGN DATA High Tide & u oan CENTER OF C-4 UNITS observed Water=3.0 JOB NO. Y01-50 6'0 + 4,90 3 *See plan for 21 Pawnee Rd. NOTES Rafferty.dwg RTE 28 5.79 , GARBAGE __GRINDER:__-- - - - = No 5,9 MAXIMUM FEASIBLE COMPLIANCE APPROVALS REQUIESTED.-L 1. 2. LOCUS IS A.M. 24, PARCEL 87. ELEVATIONS SHOWN ARE ASSIGNED. Q 1. VARY LEACH AREA TO PROPERTY LINE BY 3'-4" (6'-8" PROVIDED). TO CRAWL SPACE BY 4' -1" (10'-11" PROVIDED W/WALL) 3. LOCUS IS IN FLOOD ZONE V15 ON FIRM DATED JULY 2, 1992. VARY LEACHING 310 CMR 15.211 (1) & POLICY. 4. ALL PIPES TO BE 4" SCH 40, AND PITCHED AT 1/4" PER FOOT. (UNLESS NOTED) a 4 5,Q 2. VARY SEPARATION TO HIGH GROUNDWATER BY 1' (4' PROVIDED). 5. MUNICIPAL WATER IS AVAILABLE. LOTS WITHIN 100' ARE ON TOWN WATER. // °9c,°, SEE WALL DESIGN BY BERNARD J. YOUNG, PE, ENTITLED 310 CMR 15.212. 6. COMPONENTS TO BE AASHTO H-10, UNLESS NOTED. ti 6.0 3. NO RESERVE AREA COULD BE PROVIDED. 310 CMR 15.248. PROVIDED). 7• INLET TEE TO PROJECT DOWN 13", OUTLET TEE DOWN 14". o \ o 4. VARY LEACHING TO DRAINAGE PIPED TO WETLAND BY 67' (33' 8 IF TWO OR MORE LINES, WATER TEST D -BOX FOR EQUAL FLOW :. yL �` 5. LOCAL REG. USE 8" TOTAL COVER ON LEACH AREA. D -BOX EXIT PIPES TO BE LEVEL FOR FIRST TWO FEET. COMPONENTS NOT TO EXCEED 3', OR VENTING MUST BE PROVIDED. NOT TO SCALE 626 6'29 CMR 15.240 (9). 9. DEPTH OF BUILD UP COVERS TO WITHIN 1 OF GRADE. MORTAR CHIMNEYS IN PLACE. p �L 6'1 ONE COVER OF TANK TO BE WITHIN 6" OF GRADE. WASHED 3/4 TO 1 1/2 WITH 2" MIN. 1 /8 TO 1 /2" PEA STONE ON TOP. LOCATION' MAP x' ��:'.::::• 6.84 x 6.5 g CONSTRUCTION NOTES: V6.94 "':. 10. 11. STONE TO BE DOUBLE IF UNSUITABLE SOILS, OR SOILS DIFFERING FROM THE SOIL LOG ARE FOUND, BOARD OF HEALTH, OR R.J. CADILLAC. .:: 1. GAS AND WATER SERVICE NEED TO 12. CONTACT THE IF AN OVERDIG IS CALLED FOR BELOW, FILL MATERIAL FOR 5' AROUND AND UNDER LEACHING TEST HOLE 1 �� :.7.3 Pte• %P BE MOVED. IS TO BE CLEAN GRANULAR SAND MEETING SPECIFICATIONS OF 310 CMR 15.255(3). CLOGGED SOIL, BLOCK, AND STONE IN rn. 7,3 :• G �'p 2. WATER DEPARTMENT NOW REQUIRES 13. PUMP AND FILL ANY EXISTING CESSPOOLS. REMOVE ANY DEPTH (inches) ELEV.(feet) nikw= CIPMAT1 gar• Ml APPPOPPIATF I cnrru APPA Anln nigPnSF CIF AS DIRECTED BY HEALTH AGENT. 0 i 1 7.0 J PERFORMED BY: Ron Cadillac, Soil Evaluator :' \N ::.-:' 9.90 WITNESSED BY: Amy Von Hone, RS, CHO 33" x 6.o PERC RATE: <5'-00"/inch (C layer assumed) " 6.6 .6 i. �.�5 O• ocetl _ \ 8.22f SOIL SURVEY(1993): Carver coarse sand 48 v Prop. Top �' oy�\ 5� 60�� N/F Top Found. GEOLOGIC MAP(1986): Harwich outwash plain deposits r7 Wall=8.9 ':-3 ct I •..• 6.8 DEWEY Invert 5.43 7 4 - 7.0 Exist. pipe Invert 5.10 FOUR C-4 UNITS N x 6.9 x `l,,\ , 7. ' 7,5 7' x 6,1 Use Gas Baffle Invert 8.13 6,2 o. �eP 2 x 6.1 S=1 /4"/ft 9" cover see detail 3" Proposed 8 51 TH 1 �' .3 x3 x 6,9 LOT 109 MAKE cover TOP STONE &FILTER CLOTH 7.3 v7.G o I FACTORY - I Invert 5.35 8" cover 3 0- y v� 1500 Gal P _ _ _ Ile�� C I 11 000+ S F I Proposed WATER PROOF Sanitar 4" 105" 3.0 7.1 I -1.75 6.81 Bottom 0.5 Tee y T _ x 7.0 4 6.8 LEACH AREA I I Proposed Invert 8.30 Invert 8.13 , of ti � I 4 3 I 6" Stone or compact Proposed Proposed I Bottom Level / USE 4--C-4 UNITS WITH 4' OF STONE ON THE - 7.2 N F moo- „ x,04 2' STONE ON THE ENDS, FOR A 19' �---- 4' 1 1 9, I 154,1 1 rv_ I 0' aEl. 3.8 MARONEY o SIDES AND - - � 9 Op 36' LONG BY 12' WIDE BY 4" DEEP' LEACH AREA. r I -, � I I I � I 0.8' added to get to RATED SCH 40 OR SCH 35 DOWN Water table observed F II M 6 s 10 RUN PERFo DESIGN DATA High Tide & u oan CENTER OF C-4 UNITS observed Water=3.0 6'0 + 4,90 3 *See plan for 21 Pawnee Rd. BEDROOMS: GARBAGE __GRINDER:__-- - - - = No 5.47 REQUIRED CAPACITY: 330 GPD �,_ a -_„_ 4.6- --- --« 4,5 SEPTIC TANK: 1500 GAL. BOTTOM LEACHING AREA: 432 SF RETAINING WALL TO BE 47'-8" LONG BY 23'-8" WIDE ALONG OUTSIDE FACE. WALL IS SET IN 1' FROM P x 6 Edge of -+14.5 BUOYANCY CALCULATIONS 1500 GAL. H-10 [(36' X 12')] PERTY LINE ALONG STREET. FOR CONSTRUCTION DETAETA ILS SIDE LEACHING AREA: 31.7 SF SEE WALL DESIGN BY BERNARD J. YOUNG, PE, ENTITLED WEIGHT OF EMPTY SEPTIC TANK AND 9" OF COVER [2(36 + 12) x 0.33] "PROPOSED TITLE 5 RETAINING WALL, 31 PAWNEE ROAD, 4.6 N /F TANK= 5.74 TON (PER SHOREY) -f.O,Y. 9„ COVER=.75' X 5.67' X 10.5' X 0.055 TON/.CU. FT. DESIGN CAPACITY: 343 GPD WEST YARMOUTH, MASS" DATED 4/1/02--2 SHEETS BENCH MARK --TOP OF' WOOD 9 COVER=2.45 TON [(432 S + 31.7 SF ) X .74 GPD/SF] STAKE SET FLUSH=6.81 ASSIGNED \ TOTAL= 5.74 TON + 2.45 TON = 8.19 TON PUMP CHAMBER STORAGE CAPACITY: 330 GAL. WEIGHT OF WATER --HIGH GROUNDWATER DOWN DOSES PER DAY: >4 8 > 4.5 (4.5 -0.85) X 5.67' X 10.5' X 0.0312 TON/CU. FT. WEIGHT WATER= 6.78 TON Lay perforated pipe level down center of C-4 Unit, as shown, cap end. ^•: / 4,7 TANK AND 9" COVER ARE HEAVIER BY 1.4 TON. "`...1 / Use 410 filter cloth, no peastone. / BUOYANCY CALCULATIONS -PUMP CHAMBER �8.5#SALTMARSH Stonef WEIGHT OF EMPTY CHAMBER AND 10" OF COVER H-10 1000 GAL. PUMP CHAMBER CHAMBER= 4.12 TON (PER SHOREY) TER TIGHT DRILL 3/8" WEEP/VENT HOLE 10" COVER= 0.83' X 4.83' X 8.5' X 0.055 TON/CU. FT,,' ./ 8' APR 2 2 2QG2 MAKE FACTORY WA 10 COVER=1.87 TON e ALARM &PUMP NOTES TOTAL= 4.12 TON + 1.87 TON = 5.99 TON LEACHING CROSS SECTION HEALTH DEPT. 27 L►nWEIGHT OF WATER --HIGH GROUNDWATER DOWN ; ; 1 =2) f. Invert 5.00 CHECK VALVE 1. ALARM TO BE WIRED BY ELECTRICIAN ON (4.5 -0.5) X 4.83' X 8.5' X 0.0312 TON/CU:'�', ALARM 32" SEPARATE CIRCUIT FROM PUMP. WEIGHT WATER= 5.12 TON ON 28" El. 3.08 2, ELECTRICAL WORK TO BE INSPECTED BYSITE PLAN OFF EPI WIRING INSPECTOR. TANK AND 10" COVER ARE HEAVIER BY 0.8 TON. 3. ALARM TO BE LOCATED IN HOUSE. 4. PUMP TO BE CAPABLE OF PASSING THIS PLAN IS A VALID COPY ONLY IF IT BEARS FOR I R Bottom 0.5 6 STONE UNDER 1-1/4" SOLIDS AND INSTALLED IN STRICT AN ORIGINAL RED STAMP AND SIGNATURE. CONFORMANCE WITH MANUFACTURER'S HELEN C. RAFFERTY SPECIFICATIONS. LEGEND 5. USE MEYER MW50, 1/2 HP PUMP, OR ZNC'�gs EQUIVALENT. ZN OF y�gss9c - �c�P� Sqc 41> TH 1 TEST LOCATION, NUMBER`S RONALD yG�- �� RONALD tiG�� LOT 109, 31 P AWN EE ROAD, W. YARMOUTH, MA W WATER LINE MARKINGS i ES CAUE& f' LLAC ��E OVERHEAD ELECTRIC WIRES(IF SHOWN) ;µ ;,� �r APRIL 4, 2002 SCALE: 1 =20 41 G GAS LINE MARKINGS Fa�STeR� tgo�ess�° 02 ,`� x 9.5 x 8.7 EXISTING & PROPOSED ELEVATIONS ('X' MARKS POINT) INITAR\P� ND S.oRJ'�;f' RONALD J. CADILLAC, PLS, RS 6EXISTING CONTOUR "f oZ`. PROFESSIONAL LAND SURVEYOR & REGISTERED SANITARIAN �--- PROPOSED CONTOUR P.O. BOX 258 � UTILITY POLE (IF SHOWN) 4" � ' ® EXISTING DRAINAGE CATCH BASIN �f a� /C �,L, WEST YARMOUTH, MA 02673 x - FENCE (IF SHOWN, NOT ALL SHOWN)_ n (508) 775-9700 T AI(%Al cunUINI, HEAL ^^^n nv n ' ^ A n11 ' ^ AGEN PPROVAL - DATE PAGE 1 OF 1 1-1/2" CHAMFER, 8 OPTIONAL I EL 8.90 CLEAR 2 45 6 EL=6.15 MIN EL=5.15 12 EL=4.15 CLEAR 2 O3000 PSI CONCRETE 6% AIR ENTRAINMENT ALL REINFORCEMENT — GRADE 60 #5, 7 REQD HORIZONTALLY #4, 24" OC 4" THIMBLE FOR PIPE 1 REQD, SEE SITE PLAN 16 2 CLEAR #4,5 REQD ` #4, 24"OC CLEAR 3 J CLEAR 2, TYP 32 WALL SECTION A -A' (DIMENSIONS IN INCHES, ELEVATIONS IN APR 2 2 2002 FEET, SITE PLAN DATUM) HEALTH DEPT. 12 6 SCALE: 3/4"=1'-0" 3000 PSI CONCRETE GENERAL NOTES 1) REFER TO SITE PLAN PREPARED FOR HELEN C RAFFERTY BY RONALD J. CADILLAC, PLS, RS. 2) CONTRACTOR TO ARRANGE FOR HORIZONTAL AND VERTICAL CONTROL BY RONALD J CADILLAC, PLS, RS. 3) IF ANY DETAIL OR INFORMATION ON THIS PLAN IS NOT FULLY UNDERSTOOD, CONTACT DESIGN ENGINEER AT 394-1960 4) CONCRETE TO BE fc=3000 PSI @28 DAYS WITH 6% AIR ENTRAINMENT IN WALL POURING 5) ALL REINFORCING STEEL TO BE GRADE 60 6) HORIZONTAL REINFORCEMENT LAPPED SPLICE TO BE 18" LONG AND STAGGERED 7) SEAL ANY SHRINKAGE CRACKS FROM INSIDE WITH ACRYLIC LATEX ASPHALT SEALER BEFORE BACKFILLING 8) FORM TIES TO BE PLUGGED WITH SAND MIX MORTAR 9) INSIDE SURFACE OF WALL TO BE COATED WITH ASPHALTIC SEALER AND 4 MIL POLY LINER 10) ALLOW 21 DAYS FOR CONCRETE TO CURE BEFORE BACKFILLING. BACKFILL OUTSIDE TO FINAL GRADE BEFORE FILLING INSIDE WITH CLEAN SAND. 11) REMOVE ALL SUBSOIL, DEBRIS, AND ORGANIC MATERIAL FROM UNDER FOOTING AND INSIDE WALL 12) MECHANICALLY COMPACT SOIL BELOW FOOTING BEFORE FORMING 13) DESIGN ENGINEER TO INSPECT FORMING AND REINFORCEMENT PRIOR TO POURING FOOTING AND BEFORE FORMING WALL 14) SEPTIC SYSTEM DESIGNER TO VERIFY ELEVATIONS OF WALL AND SOIL ABSORPTION SYSTEM 15) 48 HOUR OR 2 WORKING DAY NOTICE REQUIRED FOR INSPECTION AND/OR VERIFICATION SERVICES PROPOSED TITLE 5 RETAINING WALL 31 PAWNEE ROAD WEST YARMOUTH, MASS PREPARED FOR RONALD J. CADILLAC, PLS, RS BERNARD J. YOUNG, P.E. DENNISPORT, MA 394-1960 04-01-02 SHEET 1 OF 2 e A" 23.67 D'\ 5 No. 30078 i 5 0 5 10 15 AFCH tvJu SCALE: 1'1=10' WALL PLAN VIEW`` (DIMENSIONS IN FEET) 4" THIMBLE FOR PIPE AT LOCATON SHOWN ON SITE PLAN PROPOSED TITLE 5 RETAINING WALL 31 PAWNEE ROAD WEST YARMOUTH, MASS PREPARED FOR RONALD J. CADILLAC, PLS, RS BERNARD J. YOUNG, P.E. DENNISPORT, MA 394-1960 SHEET 2 OF 2 04-01-02