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HomeMy WebLinkAboutEngineered Plans - Rev. 2012SOIL TEST PIT DATA SCHEDULE OF ELEVATIONS DESIGN CALCULATIONS NOT TO SCALE DESIGN FLOW TOP OF FOUNDATION 8.70 A 2 BEDROOMS Ob 110 GPD/BEDROOM = 220 GPD EL 5.3 EL 4.7 EL. 3.15 ONSITE SOIL EVALUATION TEST PIT TP -1 4" INVERT AT BUILDING 6.3t B REQUIRED SEPTIC TANK GRD. EL 6.4 DATE: NOVEMBER 7, 2012 4" INVERT AT SEPTIC TANK (IN) 6.00 C SHGW EL. 4.7 220 GPD X 200 =440 GALLONS TEST BY: BSC GROUP, INC. USE 1,500 GALLON SEPTIC TANK 4" INVERT AT SEPTIC TANK (OUT) x.75 D A % LOAMY SAND j 1OYR 3/2 i Bw i LOAMY SAND 10YR 5/8 C MED/CSE SAND 2,5Y 6/4 EL -0.6 NOT TO SCALE 24" DIA. ACCESS WITNESSED BY: - AMY VON HONE, R.S. COVER RAISE TO �-- --•�.. - _ FACILITY 0 LICENSED SOIL EVALUATOR: BRIAN G. YERGATIAN, P.E. /ROQ 4" INVERT AT PUMP CHAMBER (IN) 5.65 E SIZE OF REQUIRED LEACHING PLAN PERCOLATION RATE: < 2 MINS./INCH LIFTING CHAIN 1-1/4" INVERT AT PUMP CHAMBER (OUT) 5.40 F DESIGN PERC. RATE: <2 MIN/INCH 13" SOIL CLASS: CLASS 1 V. ! •. \A 9 No. 4 206 Q FG/ LONG TERM APPL RATE: 0.74 GPD/SF ®'S B0,VLEVA01-111 LT.A.R.: 0.74 GPD/S.F. LEGEND ELEVATIONS AT LEACHING FACILITY.. 220 GPD T 0.74 GPD/SF = 297 SF 84 IROQUOIS BOULEVARD 1=5.65 -� WEST YARMOUTH 2" INVERT AT MANIFOLD 8.20 G SIZE OF LEACHING FACILITY PROVIDED 20"' 1" INVERT AT LATERALS -2.20 H (BREAKOUT 9.45) USE 1" SCH. 40 PVC LATERALS IN FIELD CONFIGURATION. THE LEACHING DESC. SEASONAL HIGH GROUNDWATER 12/4/12 BOH NOTES UNSUITABLE FIELD SHALL BE PRESSURE -DOSED. ADJUSTMENT MATERIALS (TO BE REMOVED) BOTTOM OF STONE FIELD 8.70 K 24' X 20' FIELD = 480 SF LEACHING AREA ADJUSTED SEASONAL HIGH GROUNDWATER 4.70 L 480 SF X 0.74 GPD/SF = 355 GPD (INSTALLED CAPACITY) 39" DEPTH TO OBSERVED WATER 3.25 PERCOLATION 1,500 GALLON 650 GALLON r -= SEPTIC TANK PUMP CHAMBER ADJUSTED SEASONAL HIGH GROUNDWATER 2 BEDROOM DEED RESTRICTION REQUIRED PER YARMOUTH HEALTH DEPT. DATUM INDEX WELL MIW-29 NOTES: TEST RANGE ONE BLOCK BELOW GRADE SET ON A 349 Route 28, Unit D W. Yarmouth, Massachusetts WATER LEVEL RANGE ZONE A 508 778 8919 12" WIDE BY 6" DEEP STONE FOOTING VERTICAL DATUM: N.G.V.D. 1929 1. DEPTH ® INDEX WELL ON 10-31-12 9.59 2.6 ADJUSTED VARIANCE REQUEST SHEET 1 OF 2 JOB. NO: 4-9708.00 GROUNDWATER ADJUSTMENT y SEASONAL HIGH BENCH MARK SET: NAIL SET IN 30" TREE 2. APPLIED GROUNDWATER ADJUSTMENT 1.6 = GROUNDWATER ELEV•=7,76 3. DEPTH TO ADJUSTED GROUNDWATER 1.65 310 CMR 15.212(1)(b): TO ALLOW A REDUCTION OF THE REQUIRED VERTICAL SEPARATION FROM 84» V OBSERVED THE ADJUSTED SEASONAL HIGH GROUNDWATER FROM 5 FT. TO 4 FT. * HEALTH DIRECTOR APPROVED OF A 1.0 -FOOT REDUCTION - GROUNDWATER OF THE SEASONAL HIGH GROUNDWATER ADJUSTMENT r THEREBY REDUCING THE APPLIED GROUNDWATER ADJUSTMENT TO 1.6 FEET (ELEV. 4.7) C RECAST PUMP C H A M D E R (H - 2 O � BENCHMARK NAIL SET IN 30" TREE ELEVATION 7 76 LIMIT OF 5 -FOOT OVER ` AND REMOVAL OF I INSPECTION OF 24" DIA. ACCESS --� COVER RAISE TO �-- --•�.. - _ FINISHED GRADE 0 4-BAND :G - /ROQ in 94 IROQU 7-EL. PLAN VIEW LIFTING CHAIN LOCUS MAP 6" EL. 7.40 DE BRIAN G. R, V. ! •. \A 9 No. 4 206 Q FG/ 6.31 ®'S B0,VLEVA01-111 ' NEOP. SEWAGE DISPOSAL SYSTEM REPAIR 84 IROQUOIS BOULEVARD 1=5.65 -� WEST YARMOUTH BOOT (BARNSTABLE COUNTY) �D � ( PUBLIC - 40' W'DE) 6'-9" I 53" - fJ / UNSUITABLE MATIfRIALS PORT ' PUMP CALCULATIONS ' S30.20'40"E f 24.c, ,-'' 100.00 MODULAR BLOCK DESIGN FLOW TO CHAMBER = 220 GPD RETAINING WALL I T.O.W.=10.0 6' O.D. PRECAST REQUIRED EMERGENCY STORAG!_ = 220 GALLONS J CONCRETE PUMP / ` CHAMBER EMERGENCY EMERGENCY STORAGE PROVIDED = 355 GALLONS 40 MIL / I IMPERMEABLE LINER .10.5X' NUMBER OF DAILY DOSING CYCLES = 3 PER DAY TO ELEV. 9.50 X. 5 \ DEPTH ASSOCIATED WITH CYCLE = 6 INCHES -TP-1 VOLUME PER DOSE: 19.635 SF X 0.5 FT X 7.48 GAL/CF = 73 GAL/CYCLE / ui PUMP DRY, CRUSH AND DISPOSE OF 9. DESIGN TOTAL DYNAMIC HEAD = 19 FT EX. LEACH PIT IN ACCORDANCE WITH tL 10.8 STATE AND LOCAL REGULA�'IONS' rO /. I:v'zd.. I "X 10.8X DESIGN FLOWRATE GPM = 21 GPM SCH. _40 > / VC c (GPM) E ECTRIc LT£RgL�jyP * PUMP SHALL BE GOULDS 2DV51D-V, 3/4 HP OR APPROVED EQUAL JUNCTION -BOX +� t LOCATION TO BE DETERMINED 10.8 NOTES: O :a X . 1. PUMP CHAMBER SHALL BE STEEL REINFORCED CONCRETE, CAPA8L.E OF WITHSTANDING H-20- -. PVC OR GREATER LOADING. �, '� 10 SLIDE RAIL SYSTEM 4. o' '`,' . 2. ALL PIPE CONNECTIONS AND CONCRETE „� , �,� 9 QUICK CONSTRUCTION SHALL BE WATERPROOFED AT THE DISCONNECT FACTORY. / 1,500 GALLON �- 8 SEPTIC TANK ` COUPLING7 3. POWER CABLES TO BE PLACED IN CONDUIT IN 1 =w ACCORDANCE WITH LOCAL BUILDING AND WIRE N HE / jr b 0 NEOPRENE CODES. ; CONTRACTOR TO ROUTE O \ 1-1/4" SCH. 80 BOOT 4• 1/8- WEEP HOLE TO BE DRILLED BETWEEN THE In ELECTRICAL SERVICE FROM M PVC FORCE MAIN QUICK DISCONNECT COUPLING AND THE TANK Z HOUSE TO JUNCTION BOX 650 GALLON DECK :P FORCE MAIN AS NECESSARY 1-1 /4" SCH. 80 PVC WALL ON THE BOTTOM OF THE FORCE MAIN. 6 5, PUMP CHAMBER o E ° VERTICAL FLOAT 5. PUMP AND ALARM SHALL BE WIRED ON SEPARATE f 31.3' ~�`' Ui SWITCHES CIRCUITS. ALARM ON = 3.23 6. POWER CABLES SHALL BE PLACED IN CONDUITS IN io ACCORDANCE WITH LOCAL AND STATE CODES. N PUMP ON = 2.73 EN LO SED is 7. 2" PVC CONDUIT TO CONTROL BOX SHALL EXTEND I -� '/ I PORCH DINING / KITCHEN BATH U PUMP OFF = 2.23 THROUGH THE CONCRETE RISER. I �. __ ROOM BEDROOM N 8. ALL UNUSED KNOCKOUTS SHALL BE FILLED WITH I .. EL 0.65 HYDRAULIC CEMENT. I 9. THE QUICK DISCONNECT SHOULD BE ACCESSIBLE I NSF EXISTING DWELLING �C",7" -L " FROM WITHIN THE RISER. I ELAIN MOGOVERN F.F.=9.4 6" MIN. 3/4" TO SECTION I MAP 24,, PARCEL 134 T.O.F.=8.7 1-1/2" CRUSHED STONE BUOYANCY CHECK I 11-,,500 SQ. FT. BEDROOM LIVING ROOM #2 Permit valid for 11FPAIR OF SEPTIC SYSTEM GROUNDWATER ELEVATION = 4.7 ONLY, due to State and Local septic variances. 4 v BOTTOM OF PUMP CHAMBER = 0.65 I _..---' / � # Board of llealth review and approval is required for I _ 22.9 � any future add itions/rcnoNations/aIterations to TOP OF PUMP CHAMBER - 7.40 I~ _ I sewage facilities and/or structureshtwelling. BUOYANT FORCE ACTING ON TANK• ��I / 0 4.7-0.65 X 62.4 lbs cf X 3s • = 7,146 lbs Yarmouth Llealth Department ( ) / � ) AIjPR.V.3%O WEIGHT OF TANK = 11,938 Ibs WEIGHT OF SOIL OVER TANK: (10.0-7.4) X 11(32) X 85 Ibs/cf = 6,248 lbs SUM OF FORCES ACTING ON TANK: I I cw N• me Date 11,938 + 6,248 - 7,146 = + 11,040 Ibs ** PUMP CHAMBER WILL NOT FLOAT GRAVEL I s TYPICAL SYSTEM PROFILE �` �' I DRIVEWAY NOT TO SCALE Ui EL=A 1-1 /4" SCH. 80 PVC f c� FORCE MAIN ` \ I N300"W .20'4 TOP FOUNDATION 10.5-10.8 LINER ' - � I I - 100.00' PPORT - ..._. EL=8.31 EXISTING BUILDING CTION WALL\SEWER✓.- LOCUS INFORMATION CURRENT OWNER: ELAINE MCGOVERN ZONING DISTRICT: R-25 SETBACKS: FRONT 30 FT. SIDE 15 FT. TITLE REFERENCE: CERT. 177342 REAR 20 FT. PLAN REFERENCE: L.C. PLAN 22713-N NITROGEN SENSITIVE ZONE: NOT IN A ZONE II SHEET 2 FEMA FLOOD ZONE DISTRICT: ZONE Al2 (EL. 11) ASSESSORS MAP: 24 PANEL NO. 250015 0005 D PARCEL: 134 DATED 7/2/92 GENERAL NOTES: 1. ALL CONSTRUCTION METHODS AND MATERIALS SHALL CONFORM TO 310 CMR 15.000 AND YARMOUTH BOARD OF HEALTH REGULATIONS. 2. THERE ARE NO KNOWN OR PROPOSED PRIVATE WELLS LOCATED WITHIN 150 FT. OF THE PROPOSED LEACHING FACILITY. 3. IF AN OVERDIG IS SPECIFIED, REMOVE ALL TOPSOIL, SUBSOIL AND OTHER UNSUITABLE MATERIALS. 4. IF AN OVERDIG IS SPECIFIED, REPLACE ALL EXCAVATED MATERIALS WITHIN THE LIMIT OF EXCAVATION WITH CLEAN GRANULAR SAND, FREE FROM ORGANIC MATERIAL AND DELETRIOUS SUBSTANCES. MIXTURES AND LAYERS OF DIFFERENT CLASSES OF SOIL SHALL NOT BE USED. FILL SH ALL NOT CONTAIN ANY MATERIAL LARGER THAN 2 INCHES. A SIEVE ANALYSIS USING A #4 SIEVE SHALL BE PERFORMED ON A REPRESENTATIVE SAMPLE OF FILL. UP TO 45% BY WEIGHT MAY BE RETAINED ON THE #4 SIEVE. SUCH ANALYSES MIDST DEMONSTRATE THAT THE MATERIAL MEETS EACH OF THE FOLLOWING SPECIFICATIONS: 100% MUST PASS #4 SIEVE 10% MUST PASS #50 SIEVE 0-20% MUST PASS #100 SIEVE 0-5% MUST PASS #200 SIEVE 5. EXISTING UTILITIES WHERE SHOWN ON THE PLANS ARE APPROXIMATE. THE ENGINEER DOES NOT GUARANTEE THEIR ACCURACY OR THAT ALL SUBSURFACE STRUCTURES ARE SHOWN. CONTRACTOR SHALL VERIFY THE SIZE, LOCATION AND ELEVATION OF INVERTS OF UTILITIES ,AND STRUCTURES, WITHIN THE LIMIT OF WORK, PRIOR TO THE START OF CONSTRUCTION. IF ANY DISCREPANCIES ARE DISCOVERED OR FIELD CHANGES REQUIRED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY COORDINATING THE PROPOSED CONSTRUCTION ACTIVITIES WITH DIG -SAFE AND THE APPLICABLE UTILITY COMPANIES, AND SHALL COMPLETE THE PROPOSED WORK WITHOUT ANY INTERUPTIONS IN SERVICE. 7. CONTRACTOR IS REQUIRED TO NOTIFY DIGSAFE, PER MASS. STATUTE CHAPTER 82, SECTION 40 (888) 344-7233 A MINIMUM OF 72 HOURS PRIOR TO THE START OF CONSTRUCTION. 8. THIS SYSTEM IS NOT DESIGNED FOR'„„THE USE OF A GARBAGE GRINDER. INSTALLATION OR USE OF A GARBAGE GRINDER AT THIS PROPERTY IS NOT ALLOWED PER 310 CMR 15.240(4). 9. AN ELECTRICAL PERMIT MUST BE OBTAINED FROM THE YARMOUTH BUILDING DEPARTMENT PRIOR TO THE INSTALLATION OF PUMP AND CONTROLS. 1 j [1% NOT TO SCALE Us NOTES 1. SEPTIC TANK SHALL BE STEEL REINFORCED CONCRETE. RAISE AT LEAST ONE EXISTING COVER 2. SEPTIC TANK SHALL BE CAPABLE OF WITHSTANDING H-10 TO WITHIN 6" OF FINISHED GRADE. LOADING. THE RISER SHALL BE 18" HDPE PIPE. 3. ALL PIPE CONNECTIONS AND CONCRETE CONSTRUCTION SHALL BE WATERTIGHT AND WATERPROOFED AT FACTORY. CONC. COVER 4. TEES SHALL BE SCH. 40 PVC AND SHALL BE LOCATED i 6" MAX. WITHIN 12" OF TANK WALL AND ACCESSIBLE FROM TANK COVER. 5. FILL ALL UNUSED KNOCKOUTS WITH HYDRAULIC CEMENT. 4" 10'-6" EL. 7.17 ..: 10'-0" •' 10" :A 3" 4' MIN. EL 4.7 LIQUID 5 -8" 4'-6" LOCATE DEPTH " INLET TEE 5'-8- UNDER COVER EFFLUENT 3" I 3" EL. 1.5 ` ' ' 'a • .. 6" MINIMUM 3 4" TO 1-1 2" PLAN VIEW CRUSHED STONE CROSS-SECTION VIEW BUOYANCY CHECK GROUNDWATER ELEVATION = 4.7 BOTTOM OF SEPTIC TANK = 1.5 TOP OF SEPTIC TANK = 7.17 BUOYANT FORCE ACTING ON TANK: (4.7-1.5) X 62.4 Ibs/cf X 10.5(5.67) = 11,888 Ibs �OF WEIGHT OF TANK = 11,480 Ibs WEIGHT OF SOIL OVER TANK: � (9.0-7.17) X 10.5(5.67) X 85 Ibs/cf = 9,260 Ibs �� KHEALYIERAN J SUM OF FORCES ACTING ON TANK: No.48135 11,480 + 9,260 - 11,888 = + 8,852 lbs ** SEPTIC TANK WILL NOT FLOAT ** *** CONTRACTOR TO CONFIRM WITH OWNER WHAT TREES &STUMPS •- NEED TO BE REMOVED PRIOR TO CONSTRUCTION AND BID ACCORDINGLY. �+ --� EL. 10.0 �-- --•�.. - _ i----__- 0 4-BAND :G - /ROQ in 94 IROQU 7-EL. rn LOCUS LOCUS MAP NOT TO SCALE DE BRIAN G. R, C) YERGATIAN CIVIL \A 9 No. 4 206 Q FG/ 6.31 ®'S B0,VLEVA01-111 BRIAN G. YERGATIAN DATE e SEWAGE DISPOSAL SYSTEM REPAIR 84 IROQUOIS BOULEVARD IN WEST YARMOUTH �- Fi' S cACHli�G' / j i % `; j %" FI�fLO / /, / (BARNSTABLE COUNTY) �D � ( PUBLIC - 40' W'DE) NO. DATE DESC. 1 12/4/12 BOH NOTES 1,500 GALLON 650 GALLON r -= SEPTIC TANK PUMP CHAMBER ADJUSTED SEASONAL HIGH GROUNDWATER HEALTH DEPT. DATUM ELAINE MCGOVERN NOTES: NEWTONVILLE, MA 02460 ONE BLOCK BELOW GRADE SET ON A 349 Route 28, Unit D W. Yarmouth, Massachusetts 02673 508 778 8919 12" WIDE BY 6" DEEP STONE FOOTING VERTICAL DATUM: N.G.V.D. 1929 1. A 40 -MIL IMPERMEABLE LINER SHALL BE INSTALLED 1 FOOT INSIDE THE PERIMETER OF THE SHEET 1 OF 2 JOB. NO: 4-9708.00 RETAINING WALL TO ELEVATION 9.5 FEET. THE LINER SHALL EXTEND DOWN A MINIMUM OF 12" BENCH MARK SET: NAIL SET IN 30" TREE 2. INTO THE EXISTING NATURAL SOILS. MAGNETIC REFLECTIVE TAPE SHALL BE INSTALLED IN THE TRENCH OVER ALL PVC PIPING. ELEV•=7,76 3. A 4 -BAND STAINLESS STEEL CONNECTOR SHALL BE INSTALLED AT PIPE CONNECTION. LOCUS INFORMATION CURRENT OWNER: ELAINE MCGOVERN ZONING DISTRICT: R-25 SETBACKS: FRONT 30 FT. SIDE 15 FT. TITLE REFERENCE: CERT. 177342 REAR 20 FT. PLAN REFERENCE: L.C. PLAN 22713-N NITROGEN SENSITIVE ZONE: NOT IN A ZONE II SHEET 2 FEMA FLOOD ZONE DISTRICT: ZONE Al2 (EL. 11) ASSESSORS MAP: 24 PANEL NO. 250015 0005 D PARCEL: 134 DATED 7/2/92 GENERAL NOTES: 1. ALL CONSTRUCTION METHODS AND MATERIALS SHALL CONFORM TO 310 CMR 15.000 AND YARMOUTH BOARD OF HEALTH REGULATIONS. 2. THERE ARE NO KNOWN OR PROPOSED PRIVATE WELLS LOCATED WITHIN 150 FT. OF THE PROPOSED LEACHING FACILITY. 3. IF AN OVERDIG IS SPECIFIED, REMOVE ALL TOPSOIL, SUBSOIL AND OTHER UNSUITABLE MATERIALS. 4. IF AN OVERDIG IS SPECIFIED, REPLACE ALL EXCAVATED MATERIALS WITHIN THE LIMIT OF EXCAVATION WITH CLEAN GRANULAR SAND, FREE FROM ORGANIC MATERIAL AND DELETRIOUS SUBSTANCES. MIXTURES AND LAYERS OF DIFFERENT CLASSES OF SOIL SHALL NOT BE USED. FILL SH ALL NOT CONTAIN ANY MATERIAL LARGER THAN 2 INCHES. A SIEVE ANALYSIS USING A #4 SIEVE SHALL BE PERFORMED ON A REPRESENTATIVE SAMPLE OF FILL. UP TO 45% BY WEIGHT MAY BE RETAINED ON THE #4 SIEVE. SUCH ANALYSES MIDST DEMONSTRATE THAT THE MATERIAL MEETS EACH OF THE FOLLOWING SPECIFICATIONS: 100% MUST PASS #4 SIEVE 10% MUST PASS #50 SIEVE 0-20% MUST PASS #100 SIEVE 0-5% MUST PASS #200 SIEVE 5. EXISTING UTILITIES WHERE SHOWN ON THE PLANS ARE APPROXIMATE. THE ENGINEER DOES NOT GUARANTEE THEIR ACCURACY OR THAT ALL SUBSURFACE STRUCTURES ARE SHOWN. CONTRACTOR SHALL VERIFY THE SIZE, LOCATION AND ELEVATION OF INVERTS OF UTILITIES ,AND STRUCTURES, WITHIN THE LIMIT OF WORK, PRIOR TO THE START OF CONSTRUCTION. IF ANY DISCREPANCIES ARE DISCOVERED OR FIELD CHANGES REQUIRED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY COORDINATING THE PROPOSED CONSTRUCTION ACTIVITIES WITH DIG -SAFE AND THE APPLICABLE UTILITY COMPANIES, AND SHALL COMPLETE THE PROPOSED WORK WITHOUT ANY INTERUPTIONS IN SERVICE. 7. CONTRACTOR IS REQUIRED TO NOTIFY DIGSAFE, PER MASS. STATUTE CHAPTER 82, SECTION 40 (888) 344-7233 A MINIMUM OF 72 HOURS PRIOR TO THE START OF CONSTRUCTION. 8. THIS SYSTEM IS NOT DESIGNED FOR'„„THE USE OF A GARBAGE GRINDER. INSTALLATION OR USE OF A GARBAGE GRINDER AT THIS PROPERTY IS NOT ALLOWED PER 310 CMR 15.240(4). 9. AN ELECTRICAL PERMIT MUST BE OBTAINED FROM THE YARMOUTH BUILDING DEPARTMENT PRIOR TO THE INSTALLATION OF PUMP AND CONTROLS. 1 j [1% NOT TO SCALE Us NOTES 1. SEPTIC TANK SHALL BE STEEL REINFORCED CONCRETE. RAISE AT LEAST ONE EXISTING COVER 2. SEPTIC TANK SHALL BE CAPABLE OF WITHSTANDING H-10 TO WITHIN 6" OF FINISHED GRADE. LOADING. THE RISER SHALL BE 18" HDPE PIPE. 3. ALL PIPE CONNECTIONS AND CONCRETE CONSTRUCTION SHALL BE WATERTIGHT AND WATERPROOFED AT FACTORY. CONC. COVER 4. TEES SHALL BE SCH. 40 PVC AND SHALL BE LOCATED i 6" MAX. WITHIN 12" OF TANK WALL AND ACCESSIBLE FROM TANK COVER. 5. FILL ALL UNUSED KNOCKOUTS WITH HYDRAULIC CEMENT. 4" 10'-6" EL. 7.17 ..: 10'-0" •' 10" :A 3" 4' MIN. EL 4.7 LIQUID 5 -8" 4'-6" LOCATE DEPTH " INLET TEE 5'-8- UNDER COVER EFFLUENT 3" I 3" EL. 1.5 ` ' ' 'a • .. 6" MINIMUM 3 4" TO 1-1 2" PLAN VIEW CRUSHED STONE CROSS-SECTION VIEW BUOYANCY CHECK GROUNDWATER ELEVATION = 4.7 BOTTOM OF SEPTIC TANK = 1.5 TOP OF SEPTIC TANK = 7.17 BUOYANT FORCE ACTING ON TANK: (4.7-1.5) X 62.4 Ibs/cf X 10.5(5.67) = 11,888 Ibs �OF WEIGHT OF TANK = 11,480 Ibs WEIGHT OF SOIL OVER TANK: � (9.0-7.17) X 10.5(5.67) X 85 Ibs/cf = 9,260 Ibs �� KHEALYIERAN J SUM OF FORCES ACTING ON TANK: No.48135 11,480 + 9,260 - 11,888 = + 8,852 lbs ** SEPTIC TANK WILL NOT FLOAT ** *** CONTRACTOR TO CONFIRM WITH OWNER WHAT TREES &STUMPS •- NEED TO BE REMOVED PRIOR TO CONSTRUCTION AND BID ACCORDINGLY. �+ 09 s� 28 0 /ROQ in 94 rn LOCUS LOCUS MAP NOT TO SCALE P�'(N OF M4e BRIAN G. R, C) YERGATIAN CIVIL \A 9 No. 4 206 Q FG/ O,TE FSS /O LEN BRIAN G. YERGATIAN DATE PROFESSIONAL ENGINEER SEWAGE DISPOSAL SYSTEM REPAIR 84 IROQUOIS BOULEVARD IN WEST YARMOUTH MASSACHUSETTS (BARNSTABLE COUNTY) SITE PLAN NOVEMBER 16, 2012 NO. DATE DESC. 1 12/4/12 BOH NOTES DEC 05 2012 HEALTH DEPT. PREPARED FOR: ELAINE MCGOVERN 12 TURNER TERRACE NEWTONVILLE, MA 02460 BSC ®V� 349 Route 28, Unit D W. Yarmouth, Massachusetts 02673 508 778 8919 © 2012 BSC Group, Inc. SCALE: 1" = 10, 0 5 10 20 FuT FILE: P:\prj\...\4970800-SEP.dwg DWG. NO: 6154-01 SHEET 1 OF 2 JOB. NO: 4-9708.00 PRESSURE -DOSED MANIFO NOT TO SCALE AX ELE NOT T� CTION BOX (H-20 REMOVABLE 3" COVER 20' Y L — 6" 2 5, END CLEANOUT (TYP.) 5' (TYP,) 2.5' 4" THRU 8" 1,-12" DIA. HOLE 8" a " 2'-0" 1'-6" 7_77- `.`... ,'...... , .. I .. ORIFICE SHIELD 6" MINIMUM 1'-8" ......':.'.:'.'.'.','. SECTION VIEW CRUSHED STONE 24" 1'-4" 04 1" SCH. 40 PVC '..i ...., ..:.•.•..'..... LATERAL (TYP.) ..'.'.'.'.'.'.. .. .......•) ..:`.•. ...'.•.'.` '. ... :.`... .,.. .'....., .S ...L ....................... ... .:.....:.-:•...:...: I, . ...: ................... ,...:......°.. A 2" SPOOL W/END CAP 1-1/4" SCH. 80 PVC FORCEMAIN 1-1/4 X 2 2 X 2 X 1 TEE 1" 90' ELBOW REDUCER (TYP.). (TYP.) 2" SCH. 40 PVC MANIFOLD SET LEVEL 1=8.20 PLAN VIEW ELE NOT T� CTION BOX (H-20 REMOVABLE 3" COVER 5" Y L — 6" N 1000.I 4" THRU 8" 1,-12" DIA. HOLE 8" a " 2'-0" 1'-6" BOTTOM ON LEVEL 10" THRU 16" STABLE BASE 6" MINIMUM 1'-8" 3/4" TO 1-1/2" SECTION VIEW CRUSHED STONE NOTES: 1. DIST. BOX TO WITHSTAND H-20 LOADING. 2. ALL PIPE CONNECTIONS AND CONCRETE CONSTRUCTION SHALL BE WATERTIGHT. 3. FILL ALL UNUSED KNOCKOUTS WITH MORTAR. II I I I 30" II II I I I II I I II I L J -"---- 30" --►, PLAN VIEW (9)`5" DIA. KNOCKOUTS TYP. 18" DIA. COVER LATERAL SECTION A -A NOT TO SCALE 1" SCH. 40 PVC LATERAL 2" 1" 90' ELBOW 412" . 2"x2"x1" TEE 2" SCH. 40 PVC MANIFOLD 1=8.20 NOTES 1. DRILL 3/16" ORIFICES SPACED 4 FT. ON CENTER. ORIFICES SHALL BE DIRECTED UPWARD BETWEEN 10 O'CLOCK AND 2 O'CLOCK. 2. LATERAL 1 AND 3 SHALL CONTAIN 6 ORIFICES,' AND LATERALS 2 AND 4 SHALL CONTAIN 5 ORIFICES. I� 9 FLEXIBLE PIPE TO MANHOLE CONNECTION (NEOPRENE BO NOT TO SCALE INSIDE FACE OF MANHOLE FORMED OPENING NON—SHRINK WATERPROOF GROUT (TYP.)— ANODIZED ALUMINUM OR STEEL KORBAND CON CF NOT TO SCALE UNDISTURBEI EARTH (TYP,' BLOCK (TYP.) END CLEANOUT NOT TO SCALE HDPE ACCESS BOX COVER TO BE PLACED A MAXIMUM OF 3" BELOW FINISHED GRADE 45' ELBOW OR SWEEP--\ PLANT, - TEE AND PLUG PLAN - HORIZ. AND VERT BEND j i 0 0 � THRUST BLOCK (TYP.) L OR Y i Z NEOPRENE BOOT •'�• STAINLESS STEEL CLAMP rill, — iii PIPE PA EXPOSED METAL TO BE PROTECTED FROM • • `• d: CORROSION WITH A • BITUMINOUS COAT NOTES: 1. THE LENGTH OF THE FIRST PIPE SECTION SHALL NOT EXCEED 5'. D/4 ---� [-- .....,. TYPICAL SECTION TEES, BENDS AND PLUGS EARTH THREADED PVC CAP NUT MIN. 6" OF 3/4" TO 1-1/2" DOUBLE WASHED STONE TO VENT HOLE AND BENEATH ACCESS BOX —DRILL 1/8" VENT HOLE NEAR CROWN OF PIPE ON ELBOW OR SWEEP ,I SIZE OF BRANCH J K L M N 0 4" THRU 8" 10" 10" 1'-0" 2'-0" 1'-6" 10" 10" THRU 16" 1'-0" 1'-6" 1'-8" 3'-10" 2'-10 1'-6" 24" 1'-4" 2'-0" 2'-6" 5'-0" 3'-6" TEES AND PLUGS I BENDS NOTES: 1. PROVIDE 3000 psi CONCRETE THRUST BLOCKS AT ALL BENDS, DEAD ENDS, & TEES UNLESS OTHERWISE DIRECTED. CONCRETE FOR ALL THRUST BLOCKS TO BE PLACED AGAINST FIRM, UNDISTURBED SOIL PROVIDE APPROVED ANCHOR HARNESS RODS & SOCKET CLAMPS AS SPECIFIED & IN ACCORDANCE WITH PIPE MANUFACTURERS RECOMMENDATIONS WHERE SOIL HAS BEEN DISTURBED OR THRUST BLOCKS CANNOT BE USED, AS DIRECTED BY THE ENGINEER. 2. ALL SOCKET CLAMP METAL SHALL BE COATED WITH BLACK ASPHALTUM OR OTHER WATER DEPARTMENT APPROVED COATINGS. 3. CONCRETE THRUST BLOCKS POURED BEHIND 3—WAY TEE & HYDRANT SHOE TO BE USED WITH SOCKET CLAMPS. 4. NO CONCRETE SHALL COVER PIPE JOINTS, FITTING JOINTS, BOLTS OR HYDRANT DRAINS. I 90 & 45 BENDS 22 1/2 & 11 1/4 D 4"TO8" 0"TO16 24" "TO 8 10"TO16 24" X 1'-8" 3'-4"3'-6 1'-4" 2'—i0" 3',-6" Y 1'-2" 1'-8" 2'-4 1'-0" 1'-2" 2'-4' BENDS NOTES: 1. PROVIDE 3000 psi CONCRETE THRUST BLOCKS AT ALL BENDS, DEAD ENDS, & TEES UNLESS OTHERWISE DIRECTED. CONCRETE FOR ALL THRUST BLOCKS TO BE PLACED AGAINST FIRM, UNDISTURBED SOIL PROVIDE APPROVED ANCHOR HARNESS RODS & SOCKET CLAMPS AS SPECIFIED & IN ACCORDANCE WITH PIPE MANUFACTURERS RECOMMENDATIONS WHERE SOIL HAS BEEN DISTURBED OR THRUST BLOCKS CANNOT BE USED, AS DIRECTED BY THE ENGINEER. 2. ALL SOCKET CLAMP METAL SHALL BE COATED WITH BLACK ASPHALTUM OR OTHER WATER DEPARTMENT APPROVED COATINGS. 3. CONCRETE THRUST BLOCKS POURED BEHIND 3—WAY TEE & HYDRANT SHOE TO BE USED WITH SOCKET CLAMPS. 4. NO CONCRETE SHALL COVER PIPE JOINTS, FITTING JOINTS, BOLTS OR HYDRANT DRAINS. I