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HomeMy WebLinkAboutEngineered Plans - Rev. 2018SOIL TEST PIT DATA LOCUS INFORMATION NOT TO. SCALE ARC 36 CHAMBER FIELD (TYPICIAL SECTIO NOT To SCALE CURRENT OWNER: JOHN D. RANDALL TEST PIT TP -1 TEST PIT TP -2 ONSITE SOIL EVALUATION PATRICIA W. RANDALL GRD. EL 9.0 GRD.: EL 9.8 SHGW EL 7.5 SHGW EL. - e MIN. TITLE REFERENCE: DEED BOOK 18849, PAGE 302 DATE: FEBRUARY 22, 2018 LOAM AND SEED EL 8.5 EL 7.7 EL 7.5 EL 7,0 SL 1OYR 2/2 Bi VFSL 1OYR 6/4 62 SiL 2.5Y 5/2 Cl SiL 2.5Y 6/2 C2 VFSL 2.5Y 5/4 . EL -7.0 REDOX ®18" 6" 16" 24" 144" EL 7.8 EL 7.4 EL 6.4 EL 5.7 EL -0.2 192" 4 2 FILL A SL 10YR 2/2 B SL 1OYR 5/4 C SiL 5YR 5/2 C2 2.5Y 6 1 C3 SANDY SILT 2.5Y 6/3 TEST BY: BSC GROUP, INC. PLAN REFERENCE: PLAN BOOK 258, PAGE 85 FINISH GRADE WITNESSED BY PHIL RENAUD & BRUCE MURPHY, R.S., CHO LICENSED SOIL EVALUATOR: BSC GROUP/\\ \\/\\/\\ /\\/\\/\\/ 24" /\. . /�.//\ • • ,. ..,• •.., , ' • ' • • ' • • • j\/�./\/� ASSESSOPA CEL 651 TODD : MACDONALD. #SE14157 12" MIN. /\\ .. j • .. • . .. • ' • . ; /\� PERCOLATION RATE: C2 MIN/INCH (SEE SIEVE ANALYSIS) COVER SOIL CLASS: CLASS 1 BACKFILL CHAMBERS WITH ZONING DISTRICT: R-40 29" - / NATIVE MATERIAL TOA SETBACKS: FRONT 30' LT.A.R.: 0.74 GPD/S.F.. f\\ /\� HEIGHT OF 2 INCHES ABOVE SIDE 20' //� TOP OF CHAMBERS " %\\ . ' .: • . \\� REAR 20' 41 LEGEND 13"\\ /\\� ZONE: OVERLAY DISTRICT: O.K.H. HISTORIC DISTRICT HEIGHT //\� NITROGEN SENSITIVE /\ ARC 36 \/ NOT A ZONE II 49 77-777 UNSUITABLE\\ CHAMBER \\/ FEMA FLOOD / ZONE DISTRICT: ZONE "AE" AND "X" DATED 7/1 14 " MATERIALS \\\ \//\\I\\j\\/\\/\\/\\/\\/\\/\\/ %\\/\\/\\/\\/\\/\ \\/\\/\\/\\%i\\ /\\%\\\/\\%\\/\\%\\%\\/\\%\\ \\j . PANEL #25001 CO559J / / 120 (0 BE REMOVED) i i /i /i. /i. /i /i EXISTING. SUBGRADE ,. 7" INVERT MINIMUM LOT SIZE: 40,000 S.F. PERCOLATIONESTIMATED HEIGHT TEST RANGE -�- SEASONAL HIGH EXISTING LOT SIZE: 33,902± S.F. " GROUNDWATER REDOX 029" 168 c J� - FWD - N ASSESSORS VARIANCES REQUESTED MAP 130ea� r DRILLHOLE PARCEL 28 . 1. TITLE 5: 310 CMR 15.212 (1) - TO ALLOW THE VERTICAL. SEPARATION TO GROUNDWATER TO FOUND � HELD BE 4.1 FEET IN LIEU OF 5 FEET. A 0.9 -FOOT VARIANCE IS REQUESTED. . Tl 5: 310 CMR 15.211 1 TO OW LEACHING FIELD TO BE: OCA E Z 2 TLEO LL THE .LEA I L TED 29 5 FET SALT MARSH FROM A SALT MARSH IN LIEU OF 50 FT. A 20.5 -FOOT VARIANCE IS REQUESTED. 3. TOWN OF YARMOUTH:. TO ALLOW THE LEACHING FIELD TO BE LOCATED 29.5 FEET FROM A GENERAL NOTE S SALT MARSH W UEL' OF 100 FT.. A 70.5 -FOOT VARIANCE IS REQUESTED.. PROPERTY UNE BY PLAN BOOK 258, PAGE 85 1. THIS PLAN, IS INTENDED FOR THE .PERMITTING AND CONSTRUCTION OF THE SEWAGE DISPOSAL SYSTEM AND ASSOCIATED SITE WORK DESIGN CALCULATIONS Z J \ 2. ALL CONSTRUCTION METHODS AND MATERIALS SHALL CONFORM TO 310 DESIGN FLOW CMR 15.000 AND YARMOUTH BOARD OF .HEALTH REGULATIONS. SALT h4ARSH 3 BEDROOMS ® 110 GPD/BEDROOM 330 GPD $� �A WF#13 3. THERE AR�, NO KNOWN OR PROPOSED PRIVATE WELLS LOCATED WITHIN \ _ pF 7 150 FEET ,OF THE PROPOSED LEACHING FACILITY, REQUIRED SEPTIC TANK \� _ iflGf- 330 GPD X 200% = 660 GALLONS -., �`-�`` % \ 4. IF AN OVERDIG IS SPECIFIED, REMOVE ALL TOPSOIL, SUBSOIL AND USE 1,500 GALLON SEPTIC TANK , SIDE PORT COUPLERSTAKED OTHER UNSUITABLE MATERIALS. WF#19 - . W/4" SCH. 40 PVC \ \ HAYBALES \ SIZE OF REQUIRED LEACHING FACILITY INSPECTION PORT ''--.. -� �,- ----W 5. IF AN OVERDIG IS SPECIFIED, REPLACE ALL EXCAVATED MATERIALS DESIGN PERC. RATE: GL MIN/INCH t LIMIT OF WF#14 / / \ r# 12 WITHIN THE LIMIT OF EXCAVATION WITH CLEAN GRANULAR SAND, FREE 5 QVERDIG LONG TERM ADPL RATE: 0.60 GPD/SF WF#18 0 •�'`�, � FROM ORGANIC MATERIAL AND DELETRlOUS SUBSTANCES. MIXTURES PROPOSED 650 G o BENCHMARK 330 GPD T 0.74 GPD/SF =446 SF WF 16 / AND LAYERS OF DIFFERENT CLASSES OF SOIL SHALL NOT BE USED. # PUMP CHAMBER ELEVATION 13.82' NAVD 88 \ WF 15 i CO FINISI) GRAD FILL SHAY_ NOT CONTAIN ANY MATERIAL LARGER THAN 2 INCHES. A SIZE OF LEACHfNG FACILITY PROVIDED • Ej NORTHERLY CORNER OF WF# 7 _....:. • t SIEVE ANALYSIS USING A #4 SIEVE SHALL BE PERFORMED ON A USE ARC 36 LEACHING CHAMBERS IN FIELD CONFIGURATION MODULAR BLOCK \ '`y - « + + STONE STEP tTATIVE SAMPLE OF FILL RETAINING WALL -� TP -2 " • - --� - M - RETAINED ON THE #4 SIEVE. SUCH UANALYSES MUSTIEMONS ATE IN ACCORDANCE WITH MASSACHUSETTS DEP APPROVAL, EFFECTIVE LOADING TOP WALL=13.3 \ y ~ 4 THAT TH MATERIAL MEETS EACH OF THE FOLLOWING SPECIFICATIONS: BTM VARIES TO MATCH o /,' c ® / l ' ` •• . STAKED RATE IS 4.80 SF/LF OF CHAMBERS EX. GRADE `. \, : , . „\ Sl I , of HAYBALES -7 5.0 LF/CHAMBER X 20 CHAMBERS = 100 LF \ \, `� ` REPLACE EXISTING i. 12 100% MUST PASS #{/�4 SIEVE A 11 `� . I!T 100 LF X 4.80 SF/LF =480 SF , T-1 2" SCH. 80 / �r WOODEN .RETAINING WALL ASSESSORS I <'i t 109 MUST PASS #50 SIEVE / 2 W , .WITH STONE WALL (TO BE MAP 130 0-20% MUST PASS #100 SIEVE 480 SF X OJ4 GPD/SF = 355 GPD INSTALLED CAPACITY. ��. f FOI�GEMAIN~ � � ( +� 1,, PLACED BY HAND) 1 °. S� 1R \ PARCEL 28 0-5% MUST PASS #200 .SIEVE \ APPROXAfATEiLOCATION i \ \ 93.6 6. EXISTING UTILITIES WHERE SHOWN ON THE PLANS ARE APPROXIMATE. \ OF EClSTINGlLEACHING �, t ® �` ` EX. \ ,-TERRACED CARDEN SELD (OBTAINED FRO,t3 �` �, \ PAT10 GARAGE `, DRILLHOLE THE ENGINEER DOES NOT GUARANTEE THEIR ACCURACY OR THAT ALL a' �\ RECORD PLAN) p2. 13•8 \ `a FOUND & HELD SUBSURFACE STRUCTURES ARE SHOWN. CONTRACTOR SHALL VERIFY \ THE SIZE,'LOCATION AND ELEVATION OF INVERTS OF UTILITIES AND NOT TO SCALE 6'-9" 7" SALT MARSH \ y STRUCTURES, WITHIN. THE LIMIT OF WORK, PRIOR TO THE START OF LIMIT OF , \\ t yyF#1 jos CONSTRUCTION. IF ANY DISCREPANCIES ARE DISCOVERED OR FIELD -` �O�• \FOUNDATION ` ' O� . CHANGES REQUIRED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER INSTALL 40 MIL ALL • �` IMMEDIATELY. IMPERMEABLE LINER / \ \WF#1 •� FROM EL 6.7 TO 12.7 \ \ >( EXISTING EXISTING SEP77C TANKBEDR,0OM DWELLING \ \ •a / 7. THE CONTRACTOR SHALL BE RESPONSIBLE, FOR PROPERLY \• t TO -1 5 \ \ \ \ �t _�.,WF# SEPTIC TANK TO REMAIN O� COORDINATING THE PROPOSED CONSTRUCTION ACTIVITIES WITH EXISTING 1,000 GAL /v O 4• DIG -SAFE AND THE APPLICABLE UTILITY COMPANIES, AND SHALL \ S T PUMP CHAMBER 1(� 1 � Qj INSTALL NEW PVC INLET AND , IVp u' i � � 0 COMPLETE THE PROPOSED WORK WITHOUT ANY INTERRUP110NS IN ,a^ OUTLET TEES AND EFFLUENT FILTER �^ \'� \, '-- / ;/ CONG. SERVICE. OUTLET COVER TO FINISHED GRAD E^ \ \ ' tv % DIS �S \ Z \ �" \ WF / / 8. CONTRACTOR IS REQUIRED TO NO DIG -SAFE, PER MASS. STATUTE �O F PVC OR GREATER O �ry \\\`` -�.'"�WF#8 / CHAPTER 82, SECTION 40 (1-888-344-7233) A MINIMUM OF 72 \ \ ` �O HOURS PRIOR TO THE START OF CONSTRUCTION. - >:p $ � `\ \ / _ SLIDE RAIL SYSTEM \ \. TEMPORARY / 9. THIS SYSTEM IS NOT DESIGNED FOR THE USE OF. A GARBAGE GRINDER. -TEE HANDLE & VALVE 2" SCH. 80 PVC \ \\ CONSTRUCTION ' % WF;� '� INSTALLATION OR USE OF A GARBAGE GRINDER AT THIS PROPERTY IS QUICK TO LEACHING FIELD \ 0 \ CESS WF#7 (REFER TO PLAN FOR N ?S 00' � f iO � � NOT ALLOWED PER 310 CMR 15.240(4). DISCONNECT } 12�930. \ �s'r • COUPLING I ORIENTATION OF .� y, \ o,J� ` ,yg;5 10. THE WATERLINE SHALL BE SLEEVED OR RELOCATED PRIOR TO DISCHARGE PIPING) CONCRETE off• , O,A� �� -� WF#5 %� 1 / I CONSTRUCTION OF THE RESERVE AREA (IF NEEDED). 24" DIA. ACCESS ti ; ) COVER RAISE TO BOUND FOUND �h 8" Ch9P \ �!y \ 66 X00 NEOPRENE FINISHED GRADE OFF 0.59' ^ i. \ INV=10.19 \ 'sj_ \ �' --- W '• % •,y6/ BOOT 6' O.D. PRECAST _ oy� �:�02 \\ \� \ / h �i Permit valid for R1:F'ALR t)f SF:1'fIC SlS"f 1;111 ONLY,, due to State and L,,cal septic variances• 2" SCH. 80 PVC . CONCRETE PUMP \ Q, FORCE MAIN CHAMBER b''F _ \ "'" ` //�`� / I3oartl of'flealth review rind aplu. .11 is reuired f qor 4 \ \ 93 sp. \\ \ / 1� any. fufnrc additions/reit atiuns/altcrations to :EP / ,3 \ \ /� / Q sewage facitilres and/or sti actin es/dwelling; )LE VERTICAL FLOAT SWITCHES ` #34 O'1� \ ` Ol 1 ASSESSORS pyo \ rho \\ varmouln Neiilth IDcparhitrnt 6" ALARM ON 8.32 MAP 121 PUMP ON 7.82 4" SCH. 40 PVC \ PARCEL 64 ,��� �\ ✓ ��' �`pE A1''l�)`'E�� �. S 6" 4. FROM SEPTIC ` \ �j��,6a { PUMP OFF = 7.32 TANK CONCRETE V��G \ IMATE o SYSTEM PROFILE - 12" ./ APPROXLOCATION OF -s- BOUND FOUND G Q . ETER HELD l EXISTING WAName Dale • EL 5.74 NOT TO SCA LINE PLAN VIEW / EL 14.5 TOP OF FOUND. 1.5" SCH. 80 PVC 6` MIN. 3/4" TO 1 1 2" CRUSHED STONE FORCE MAIN 40 MIL LINER LIFTING CHAIN 6" tY Q � M W _ EL 12.49 T.O.W EL=13.3 LOCUS MAP �• 4 OF M4 ss99G ' NEOP. S CIVIL `� 9 No.46206 0 , RET. WALL BOOT 1=10.74-� BRIAN G. YERGATIA DATE PROFESSIONAL ENGINEER 6'-9" 7" SALT MARSH \ y STRUCTURES, WITHIN. THE LIMIT OF WORK, PRIOR TO THE START OF LIMIT OF , \\ t yyF#1 jos CONSTRUCTION. IF ANY DISCREPANCIES ARE DISCOVERED OR FIELD -` �O�• \FOUNDATION ` ' O� . CHANGES REQUIRED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER INSTALL 40 MIL ALL • �` IMMEDIATELY. IMPERMEABLE LINER / \ \WF#1 •� FROM EL 6.7 TO 12.7 \ \ >( EXISTING EXISTING SEP77C TANKBEDR,0OM DWELLING \ \ •a / 7. THE CONTRACTOR SHALL BE RESPONSIBLE, FOR PROPERLY \• t TO -1 5 \ \ \ \ �t _�.,WF# SEPTIC TANK TO REMAIN O� COORDINATING THE PROPOSED CONSTRUCTION ACTIVITIES WITH EXISTING 1,000 GAL /v O 4• DIG -SAFE AND THE APPLICABLE UTILITY COMPANIES, AND SHALL \ S T PUMP CHAMBER 1(� 1 � Qj INSTALL NEW PVC INLET AND , IVp u' i � � 0 COMPLETE THE PROPOSED WORK WITHOUT ANY INTERRUP110NS IN ,a^ OUTLET TEES AND EFFLUENT FILTER �^ \'� \, '-- / ;/ CONG. SERVICE. OUTLET COVER TO FINISHED GRAD E^ \ \ ' tv % DIS �S \ Z \ �" \ WF / / 8. CONTRACTOR IS REQUIRED TO NO DIG -SAFE, PER MASS. STATUTE �O F PVC OR GREATER O �ry \\\`` -�.'"�WF#8 / CHAPTER 82, SECTION 40 (1-888-344-7233) A MINIMUM OF 72 \ \ ` �O HOURS PRIOR TO THE START OF CONSTRUCTION. - >:p $ � `\ \ / _ SLIDE RAIL SYSTEM \ \. TEMPORARY / 9. THIS SYSTEM IS NOT DESIGNED FOR THE USE OF. A GARBAGE GRINDER. -TEE HANDLE & VALVE 2" SCH. 80 PVC \ \\ CONSTRUCTION ' % WF;� '� INSTALLATION OR USE OF A GARBAGE GRINDER AT THIS PROPERTY IS QUICK TO LEACHING FIELD \ 0 \ CESS WF#7 (REFER TO PLAN FOR N ?S 00' � f iO � � NOT ALLOWED PER 310 CMR 15.240(4). DISCONNECT } 12�930. \ �s'r • COUPLING I ORIENTATION OF .� y, \ o,J� ` ,yg;5 10. THE WATERLINE SHALL BE SLEEVED OR RELOCATED PRIOR TO DISCHARGE PIPING) CONCRETE off• , O,A� �� -� WF#5 %� 1 / I CONSTRUCTION OF THE RESERVE AREA (IF NEEDED). 24" DIA. ACCESS ti ; ) COVER RAISE TO BOUND FOUND �h 8" Ch9P \ �!y \ 66 X00 NEOPRENE FINISHED GRADE OFF 0.59' ^ i. \ INV=10.19 \ 'sj_ \ �' --- W '• % •,y6/ BOOT 6' O.D. PRECAST _ oy� �:�02 \\ \� \ / h �i Permit valid for R1:F'ALR t)f SF:1'fIC SlS"f 1;111 ONLY,, due to State and L,,cal septic variances• 2" SCH. 80 PVC . CONCRETE PUMP \ Q, FORCE MAIN CHAMBER b''F _ \ "'" ` //�`� / I3oartl of'flealth review rind aplu. .11 is reuired f qor 4 \ \ 93 sp. \\ \ / 1� any. fufnrc additions/reit atiuns/altcrations to :EP / ,3 \ \ /� / Q sewage facitilres and/or sti actin es/dwelling; )LE VERTICAL FLOAT SWITCHES ` #34 O'1� \ ` Ol 1 ASSESSORS pyo \ rho \\ varmouln Neiilth IDcparhitrnt 6" ALARM ON 8.32 MAP 121 PUMP ON 7.82 4" SCH. 40 PVC \ PARCEL 64 ,��� �\ ✓ ��' �`pE A1''l�)`'E�� �. S 6" 4. FROM SEPTIC ` \ �j��,6a { PUMP OFF = 7.32 TANK CONCRETE V��G \ IMATE o SYSTEM PROFILE - 12" ./ APPROXLOCATION OF -s- BOUND FOUND G Q . ETER HELD l EXISTING WAName Dale • EL 5.74 NOT TO SCA LINE PLAN VIEW / EL 14.5 TOP OF FOUND. 1.5" SCH. 80 PVC 6` MIN. 3/4" TO 1 1 2" CRUSHED STONE FORCE MAIN 40 MIL LINER SECTION- / J 0 U_ Q w tY Q � M W Ex. BUILDING '. a SCH. 40 T.O.W EL=13.3 LOCUS MAP nroT To- SCALE OF M4 ss99G t SEWER S CIVIL `� 9 No.46206 0 , RET. WALL 3w� r BRIAN G. YERGATIA DATE PROFESSIONAL ENGINEER w EL=13.5± EL 13.8 IN YARMOUTH PORT MASSACHU-SETTS (BARNSTABLE COUNTY) BUOYANCY CHECK MARCH 26, 2018 ; N0. DATE DESC. 1. 4/24/18 PER BOARD OF HEALTH GROUNDWATER ELEVATION = 7.50 FT PREPARED FOR: NOTES • BOTTOM OF PUMP CHAMBER = 5.74 FT t - EXIST. West Yarmouth, Massachusetts 1 508 778 8919 © 2018 The BSC Group, Inc. SCALE: 1" = 20' WEI 0 10 20 40 rr j EL 11.60 DWG.: JOB. NO:4-9672.01 1. PUMP CHAMBER SHALL BE STEEL REINFORCED CONCRETE, TOP OF PUMP CHAMBER = .12.49 FT �: t I 10.49 CAPABLE OF WITHSTANDING H-20 LOADING. VOL OF WATER DISPLACED BY PUMP CHAMBER -' (7.50-5.74) FT X iv(31) FTS = 49.8 FT EXIST. 11,46 10.74 LEACHING 2. PUMP CHAMBER SHALL BE WATERPROOFED AT THE FACTORY. .r ' 4.1' SEPARATION CHAMBERS. 3. ALL PIPE CONNECTIONS AND CONCRETE CONSTRUCTION 3 3 = WEIGHT OF DISPLACED WATER = 49.8 FT X 62.4 LBS/FT 3,108 LBS SHALL BE WATERTIGHT FROM THE FACTORY. 4. POWER CABLES TO BE PLACED IN CONDUIT IN ACCORDANCE WEIGHT OF PUMP CHAMBER = 6,080 LBS EXISTING V EL .5 WITH LOCAL BUILDING AND WIRE CODES. WEIGHT OF SOIL.OVER PUMP CHAMBER = (13.5-12.49) FT X A(3)1 Fr X 85 LBS/FT' = 2,427 LBS 1.000 GALLON 5. PUMP AND ALARM SHALL BE WIRED ON SEPARATE CIRCUITS. SEPTIC TANK CHAMBER . SEASONAL HIGH GROUNDWATER 6. POWER CABLES SHALL BE PLACED IN CONDUITS IN SUM OF FORCES = 6,080 + 2,427 - 3,108 = 5,399 LBS ACCORDANCE WITH LOCAL AND STATE CODES. NS2IE: 7. 2" PVC CONDUIT TO CONTROL BOX SHALL EXTEND THROUGH. THE SUM OF FORCES ACTING ON THE PUMP CHAMBER IS POSITIVE (DOWNWARD), AND THEREFORE THE THE CONCRETE RISER. PUMP CHAMBER WILL NOT -FLOAT.. MAGNETIC REFLECTIVE TAPE SHALL BE -PROVIDED IN- THE:.TRENCH QUER-ALL PVC PIPING. w d THACHER SHORE R N J 0 U_ Q w tY Q � M W L C, _2 6A � LOCUS MAP nroT To- SCALE OF M4 ss99G C BRIAN G. YERGATIAN S CIVIL `� 9 No.46206 0 , .0 qp FG1STc91 4z, FISSION AL 3w� r BRIAN G. YERGATIA DATE PROFESSIONAL ENGINEER SEPTIC SYSTEM REPAIR 40 THACHER SHORE ROAD IN YARMOUTH PORT MASSACHU-SETTS (BARNSTABLE COUNTY) It SITE PLAN MARCH 26, 2018 REVISIONS: N0. DATE DESC. 1. 4/24/18 PER BOARD OF HEALTH PREPARED FOR: JOHN RANDALL 40 THACHER SHORE ROAD YARMOUTH PORT, MA 02675 t - 349 Main Street - Route 28 West Yarmouth, Massachusetts 02673 508 778 8919 © 2018 The BSC Group, Inc. SCALE: 1" = 20' WEI 0 10 20 40 rr FILE: P:prj\4967201\Civil\-Drowings\4967201-SEP:dwg DWG.: JOB. NO:4-9672.01 SHEET 1 OF 2 . .. - / /" '� - I - - - - - . . - .PRESSURE -DOSED LEACHING FIELD SECTION - LEACHING FIELD LATERAL LAYOUT T '1. - NOT TO SCALE NOT TO SCALE . . . }: ....... . 1 1-1 /2" ..SIC. CH. 80 ,; - i I. I. 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I 1 I I 1 1 N (TYP•) ` ) III� yy �,I !; I' i i;1 l i :1 a I , r 1 i ii ' ! ;t I 1 . 1> I a tttt :, ,I . ;; I 1 ! . 1: E I 1. 1 3 i' I !! 1 i i! I , 2 X1.5 ` 1' t, 1 1 I I , , 1 r ii t I�iTE1 I, i Iii �I , L , I l E. �. I ,: 1 I, , r I 1 9 i .INV. 2. I i< E I I �� I i 1 1 1� "6 I ii f ii 11 f ..1 ,� I r 5 _ .,I t. „.� _. .. !! ��jj w _ "!. . , . 5 0 EL. 11.60 s . . , r . . (T.) _ INFLOW FROM . : . . . 1-1/2 . - - : . , r . FRC MAIN . E . INV. 11.19 ,. , 90' ELBOW 3 0 0 . 25'-0' . . (TYP.) . . •) . . . . . .. .. . 2 SCH. 80 PVC ... - . I MANIFOLD I r.. 2 x2 x1.5 TEE NOTE. CHMANI OLD (TYP.) 2 S PERFORATIONS SHALL BE DRILLED AT THE TOP OF THE LATERALS AND SPACED . ALTERNATELY AS SHOWN IN LEACHING FIELD LATERAL LAYOUT; THIS SHEET . . . . I . . PLAN VIEW . II PARTIAL . C I . . .. II II PRESSURE DISTRIBUTION DESIGN MYERS PUMP SRM4 0.4 HP . OR APPROVE® EQUAL . . m . .. . . . �?��.y, gggg 'p��p'++'^^ 9�y� ��1q: �y y�'��q j( jj C }'`+��. pj'°-,0r,s� ;! : Le..':I i.W" `ket. ': �4: `�.ni6-:.+Y, ...?Ke;, R ...\ ':�6 :�^%'� ,.F _ _ t ; _ +:r:.° ._,. , NOT TO SCALE Fill in the shaded areas, revise as needed FL ERROR -=--PRESS ESA CAPACITY LITERS PER MINUTE . DESIGN FLOW (in gallons/day)? - 330 40 80 120 140 200 240 280 320 360 . 24 . Elevation of the PUMP OFF SWITCH, in feet? 7.32 . Elevation of the upper LATERAL, in feet? 12,19 _ . DELIVERY PIPE distance, from pump to manifold, in feet? 12 20 6 . . . DELIVERY PIPE diameter, in inches (if not 2" -use 2" min)? 2 of . W Design DISTAL PRESSURE, in feet {if not 2.5)? (hd) 2.5 'A' .tb 3 " IS MANIFOLD CENTER FED & SYMETRICAL (yes or no). . no GO TO MANIFOLD DESIGN Z S Z 4 PVC VENT . How many orifices in the MANIFOLD? 0 Q xI 4 -- STACK MANIFOLD ORIFICE diameter, in inches if not 5115' 0.3125 w 12 �/� NP © a z ( }, MANIFOLD DIAMETER (if not 2" -use 2"min)? 2 2 _ 3 '� ,.,i Z M v . TOTAL LENGTH OF MANIFOLD 9 H g _j . Does MANIFOLD drain to FIELD after dose (yes or no)? no OO 2 How many LATERALS? 4 .. Pumping chamber weep hole size (usually .25") 0.25 USE 0 IF FORCE MAIN DOES NOT DRAIN t . .PROGRAM WILL CALCULATE UP TO 26 LATERALS AND UP TO 50 ORIFICES PER LATERAL S. FINISH GRADE ... .r __ - , . ... 0 - ., Your HIGHEST elevation lateral MUST be LATERAL 1. 0 10 20 30 40 S0 60 70 80 90 . first orifice from lateral 1/2 of orifice acin Lateral 1: Lateral 2: " Lateral 3: Lateral 4: 1 . ( sP 9) _.__-____ _ - . --.--------i--__ .� r_ CAPACITY GALLONS PER MINUTE . . L h f each LATERAL in feet? 24 24! --- -24� _24;I L_ �� o ? 1.,r. _ _- . �.__..,. _ .___,1-..�., 1.51 .__._.______ _ TM _ _ _ _ _ I Y . Diameter of each LATERAL in Inches 1.5 min 1.5. 1.5; 1.5 , ; L �{ ( ) • i-,.__�:r_.� - -_ ill -..w �..._ ._ , i ..__.� _,_,._.i�..,.�..,__.. ..........._._..w._y. ' - _,� _km.� __ _., .,_. __ - ___... _ :. _ . _. _ Elevation of each LATERAL, in feet? I ,2 19' _ _12.19,`: 12.19 1219 - _ h__ .� . ____­__.� __ 12.1 .-1 .__. _ -- . Number of ORIFICES per lateral f 6, 6 6' 61 1 _� i __ . .- _._ . P i,..........-,_.__--- -_ _. _.__ ._ _ _ 4 -.__- _-_ _.. r� _-4 __. . __ ._ _ . _ _ .. Distance from Manifold and end i e to closest Orifice, in feet 21 2 2, 21 < _ �m _ ' -- - �` - -- ` - ---I NOTES: - TO LEACHING PIPES ORIFICE SPACING. in feet 4 4I-___ --- 41 4,e '- `�_ _ . _ - a . I-- ... _- -_ - 0.1875 Diameter of ORIFICES, in inches? (D) 0.18750 0.1875 0.1875 . - _..,-....___ ._..,......--._.�._-.--.__. a ,,._ -__. Wf __ I.. �_- 4� w . _-_ .- - -., 1. POWER CABLES TO BE PLACED IN CONDUIT. Square feet of leachfield er laterals can i ore i.,. _ 68.881 68.88: 68.88 68 S i , i I q P ( 9n ) _,__ �-._...__„_-...__,.,-..:-_.,�.-.,..,.._._.__:.,_- w _ t ! 2. PUMPS TO BE SET FOR ALTERNATE DOSING. a_ _ - _ . _._ _- Maximum number of orifices in any one lateral 3. CONTROL PANEL TO BE INSTALLED WITH 017F -AUTO -ON SWITCH. . . Minimum lateral diameter 1.5 1.5 . 1.5 1.5 BOTH AUDIBLE AND VISIBLE ALARMS TO BE PROVIDED INSIDE AND 1 . caldd length of lateral - must equal line # 21 24 24 24 24 :i OUTSIDE OF THE COMMUNITY BUILDING (EXACT LOCATION `TO BE . . I . . volume of line gallons 2.201925 2.201925 2.201925 DETERMINED BY OWNER . ALARM TO BE ON SEPARATE POWER 2za192s eso77 ) r N z rr as . CIRCUIT. ALARM TO HAVE .TEST SWITCH AND BELL OR BUZZER . hr F - ." Ky 8 time pipe vol 70.4616 ,t ti f �,��q - ", w > i SILENCER SWITCH. r3. h1 J lYv ...-4 C 4rti.`- .1 '.. - iy'3" �m ^.4i ? G�Y• 3 :..:. .4�, , .:,: E ,. F, . .... ;.: : I doses per day 4.683402 4 ELE PERMIT REQUIRED. . FRICTION CALCULATIONS (using Hazen Williams friction ft= Ld((3.55Qm/Ch(Dd"2:63)))11.85) I PRESSURE CALCULATIONS (using orifice dischage equation Q=11.79 D"2 hd".5 . Lateral l: Lateral 2: Lateral 3: Lateral 4: i - LATERAL DISCHAGE (first approximation) 3.93 3.93 ; 3.93 3.93 ' . MANIFOLD ORIFICE DISCHARGE 0.0.0 . TOTAL SYSTEM DISCHAGE (first approximation) -15.73 TYPICAL GRAVITY RETAINING WALL TE L 3.93 3.93 3.93 3.93 SCALE: NONE TOTAL DISCHARGE PER LA RA DISCHARGE PER SQUARE FOOT OF LEACHFIELD 0.0571093 0.0571093 0.0571093 0.0571093: ' ORIFICE MAXIMUM DISCHARGE BY LATERAL 0.66 0.66. 0.66 0.66 ORIFICE MINIMUM DISCHARGE BY LATERAL 0.66 0.66 .0.66 0.66 TOP BLOCK ORIFICE % DIFFERENCE DISCHARGE within LATERAL 0.1% 0.1% 0.1% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0°% . MAXIMUM DISCHARGE LATERAL 3.93 - SETBACK = .1 %- (41 MM) GRADE TO DRAIN MINIMUM DISCHARGE LATERAL . 3.93 ) . . .. . . .(5' BATTER ANGLE ON WALL) SURFACE WATER AWAY i MAXIMUM DISCHARGE PER SQUARE FOOT . , 0.06 . FROM WALL MINIMUM DISCHARGE PER SQUARE FOOT 0.06 DIFFERENCE DISCHARGE for SYSTEM by orifice. 0,1 /o as percent of maximum orifice in system . 0 t - 0.0% as percent of maximum.lateral Ins stem ` . /o DIFFERENCE DISCHARGE for SYSTEM by.la erals p Y „_- __ , _ for S EM b s uare feet 0.0% aspercent of maximum uare foot in stem /o DIFFERENCE DISCHARGEST y q p sq sY _ _ _ . _ _71M i �_ ! I_. U_I l lh! ] �-� I C,1 ._I I I_i I -I I h=11 i l l l-! 1!-! I L.-lil-li=t 11=11 ic!!':-111 I l-1 l!= . _I1'_I I I_i i 1=11. d1=i U=! i l -til -III=! I :-I „ _ II 1!4 wee hole 1.62 we hole- 0.25 inch "I�nhll+ 111 I= WEEP HOLE DISCHARGE (usua y a p ) ep - . i � 11 l l : ! -n' NO II. u 1 N WOVEN GEOTEXTILE FABRIC " 1= 11- J Ic _ til ]!I=ll -III �I . .. II I!hli-ll_ 1 w . . I 111=11 -it I I� I I 11! -RETAINED SOIL . I r-= l i- 1 ...J 1 - . III=!!C ii -Hill- . VOID VOLUME IN DELIVERY PIPE 1.96 .. . �u1-111-!! ;, _ MOVE BLOCKS FORWARD DURING INSTALLATION . :1.41 Volume from Manifold Desi n . VOID VOLUME IN MANIFOLD g fa(POSED WALL I- f' (HEIGHT VARIES l -j_, -Ilam°- TO ENGAGE SHEAR KNOBS (TYP.) VOID VOLUME IN EACH LATERAL 2.20 2.20 2.20 2.20 0.00 0.00 0.00 0.00 0.00 11 ! moi,--f!i= I TOTAL LATERAL VOID VOLUME . 8.81 . WITH DESIGN) I! n -I !all l . II1.-`I ]I'= DRAINSTONE (AA$HTfT NO. 57 OR EQUIVALENT) 'l:- i" TO EXTEND AT LEAST 12" 305 MM BEHIND BLOCKS . II MINIMUM DOSE VOLUME based on void volume 88.12 to 176.24 MIN .-=,,I'--:- lI\.=­_,. I.t. _iI"II. ! I 1 ; 11-1l1- ACTUAL MINIMUM IS BASED ON DAILY DESIGN FLOW 1 Ili-! E! - FILL WEDGE BETWEEN ADJACENT BLOCKS (weep hole, usually 114", not counted for dose, effluent is repumped during process and not counted for friction, except as fitting headloss) . _1=11 ii li WITH DRAINSTONE (ALL BLOCKS) . . .. .. �u ! l( Ii f = FILL VERTICAL CORE SLOT WITH DRAINSTONE . _!u ,=1IED11_lI . .- �!=1�:_!il 1 -,inti (PC BLOCKS) TOTAL HEAD LOSS IN EACH LATERAL 0.02 0.02 0.02 0.02 . . . . . -! i_' _.___ . I :1!i�iil-llt=!I1_1 MIDDLE BLOCK (TYP.) . MAXIMUM TOTAL LATERAL HEADLOSS IN SYSTEM 0.02 - _i ,-ii - �I!= i-=: i =1 : hit=_ I=!ll_!ll- MANIFOLD HEADLOSS (center fed unless manifold design) 0.01 - _lu-�!Bu11 de th.Iil _011- I_ lr_=lnf "'!FH _I . BLOCK WIDTHS VARY, WITH DESIGN . �iII_ ry p I_IH-aI�II`II _111-_ DELIVERY PIPEHEADLO$S 0.07 w/delivery 2inchdiam ter nim=til=r�11-!_I 11 llf=- iin=!1= �I I1 -'i l l-_ !- i=: i lei h! 1= FITTING LOSS headloss *.15 0.38, add extra head if fittings are more than absolute minimum ;L=!I1=11=1!!-ir1:_qW .III -::-ME �I- -!�I SOLID BOTTOM BLOCK ( ) ! =111- I I-. I� I ._I I1_ I r ! i- I . I -I� _ , ] -� �! I WIDTHS VARY WITH DESIGN DISTAL PRESSURE HEAD 2.50 -� I I= 11=1 i 1-- 11=11- 11 _ I_ - - i 1 F : _ = f �__=i t=r l„ i 11=11 !=I '•=I =_IlL=!1=!II_,II_III_I�I-11=;II_,I-!I1=1L _ -111-III=I !_II -II I!_!i=lr{:I,. _,Z-. 1-1 i_III�!Ic1!1= I-.IL-111-II!=11L--! I _ ILII!=III=III _ _Ill_ II _. . STATIC HEAD (OFF -SWITCH TO HIGH LATERAUMANIFOLD) 4.87 I 1 ,, _I 1=_:9II !1-Il~=!=!I!==1Ilf != - _ =i! = i= ! `' ;_ H4 -! 0.02 �=1=11i1T I H I !_.I 11- I I- I 11 . HEADLOSSPUMP TO WEEPHOLE (assume 3 run) !lEIF_d !=Mull- li-! ui 11!-11!-llF-il -1 I f11=1II_ I! X11=,ll . .. . -_!-�_-_ -1_ _I_-_ ?1'11=!1!=11�dil�ll=JI=llLli T= Tpii l,=1! 'I II:__IICI!I-11�_'-1,- =1Tf_111=111_Ii1-!�I`1!l !1! .il I,-:. I!t_I� _Il!-!il -ICY-!�1=1I!_I I_ DRAIN AS SPECIFIED BY ENGINEER I . 1]_111-11]-!Ihlll_.11-10r-���i 'll -II!= Ild 1_!1 11! JtH11= ( ) PUMP MUST BE ABLE TO PASS SOLIDS AT _ 17.36 G. P.M 7.87 FEET OF HEAD GPM = all laterals plus manifold orifices plus weep hole �> -" _ , - n_ ,, -1- . I,I.III=' ii 'I - . . or . . head is sum of static head and headloss shown _<.-: _ f c -1.3 dl tai head 17.36 G.P.M. ,0.73 FEET OF HEAD head is static head, delivery roses and network losses Anter OTIS nea�ork fos, es s ) , II I. (. _ ...._.. _ .._ _ �.., _....,_ .., ....,_ �..,_,.:�-�_,�,-_:-tea.__. ..-�,..-_..:: a3.: . LEVELING PAD (AS SPECIFIED BY ENGINEER) , . . - - I . . . I . I . I . . �y_____,_____ I . . I . I cN OF MAss 9 C ti BRIAN G. c YERGATIAN j-4 . CIVIL W .0 9 No. 6206 9o,c $1G/ST6 �C.<� F ss/ONAL ENS -y c I � (�M 3 � la BRIAN G. YERGATIAN DATE PROFESSIONAL ENGINEER SEPTIC SYSTEM REPAIR 40 THACHER SHORE ROAD . . IN YARMOUTH PORT MASSACHUSETTS . (BARNSTABLE COUNTY) SEPTIC DETAILS . MARCH 26, 2018 REVISIONS: NO. DATE 11 DESC. 11 PREPARED FOR: JOHN RANDALL 40 THACHER SHORE ROAD YARMOUTH .PORT, MA 02675 11 V& III. ', V% on 0 � �tffI ., 150C 0 349 Main Street - Route 28 West Yarmouth, Massachusetts . 02673 508 778 8919 1'J 2018 The BSC Group, Inc. . SCALE: 1" = 20' 0 10 20 40 Fm FILE: P:prj\4967201\Civil\-Drawings\4967201-SEP.dwg DWG.: . SHEET 2 OF 2 JOB. NO: 4-9672.01