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NOTE:
ALL NEW WALL FRAMING SHALL BE 2x STUDS @ 16"
O.C., REFER TO GENERAL SHEAR WALL NOTES FOR
SHEATHING & NAILING REQUIREMENTS, AND
HEADER SCHEDULE FOR TYP. HEADERS AT DOOR
AND WINDOW OPENINGS.
NEW POST SUPPORTS SHOWN ON THIS PLAN MUST
BE SUPPORTED ATOP THE 1ST FLOOR FRAMING
LEVEL ATOP THE SPECIFIED NEW
FOUNDATION/FOOTING ELEMENTS. DO NOT
CONSTRUCT OPENINGS AND HEADER OFF THE
SHOWN POST SUPPORTS WITHOUT WRITTEN
APPROVAL AND FURTHER HEADER SPECIFICATION BY
ENGINEER OF RECORD.
NOTE:
STRUCTURAL RIDGE IS NOT POSTED DOWN TO NEW
LVL HEADER IN THIS LOCATION, BUT SPANS
CONTINUOUS TO MAIN HOUSE STRUCTURAL RIDGE
BEAM
-OMEIPART
@ 161 O.C.,
i@2 "_O—C.
INU�US M MBERISPAN j (NEWISTRU�TURAI RIDGI
OVIDETHEFOLLOWINGFNALIR OTH FIER ROOF
Y R AIN NDB COM PART F
2)-2)t@16' O- -,
TYP. HEADER SCHEDULE:
G
1
GE S-2
TION
EXISTING
LDIN6
NOTE: EXISTING AND FINAL OPENING SIZES NOT SHOWN ON THIS PLAN. ALL HEADERS SHALL MEET THE
FOLLOWING MINIMUM SIZES FOR THE INDICATED CLEAR SPANS:
1. MAX. 6FT CLEAR SLIDER DOOR AT EXTERIOR WALL: (2)-2x6 SPF NO.2, SUPPORTED BY A BUILT-UP COLUMN
WITH (2)-2x4 JACK STUDS AND (1)-2x4 KING STUD, TYP.
2. ALL WINDOW OPENINGS UP TO 4FT CLEAR SPAN: (2)-2x4 SPF NO.2, SUPPORTED BY A BUILT-UP COLUMN
WITH (1)-2x4 JACK STUD AND (1)-2x4 KING STUD, TYP.
(1)-2X6 F.H. KING STUD)
(2)-2X6 JACK STUDS
(U.N.O.) ATTACH TO
KING STUD W/ 16d
NAILS @ 4" O.C.
STAGGERED AND
ALTERNATE SIDES
TYP. HEADER SUPPORT@ BUILT-UP COLUMNS
SCALE: 1"=1'-0"
)OF FRAMING NOTES:
1. ALL NEW ROOF SHEATHING (UNBLOCKED DIAPHRAGM W/ PANEL LONG AXIS PERPENDICULAR TO RAFTERS, STAGGER
JOINTS) SHALL BE %" THK. APA RATED SHEATHING, NAILED W/ 8d ANNULAR RING NAILS (DIA. =0.131") @ 4" O.C. AT
BOTH PANEL EDGES AND IN FIELD.
2. ROOF DIAPHRAGM EDGE NAILING SHALL BE 8d ANNULAR RING NAILS (NAIL DIA. =0.131" DIA.) @ 3" O.C., TYP. (INTO
FULL DEPTH 2x SOLID BLOCKING OR RAKE JOIST).
3. CONNECT ALL FRAMING RAFTER ENDS AT TOP PLATE AND HEADER SUPPORTS (AT ALL EXTERIOR WALLS) W/ SIMPSON
"H2.5A" HURRICANE TIES, TYP.
4. SECURE OVERFRAMED ROOF AREAS W/ TIMBERLOK SCREWS OR SIM. TO MAIN ROOF STRUCTURE AGAINST UPLIFT
LOADING.
LEGEND:
❑ ® ®® STL / 2x BUILT-UP/ENG. WOOD COLUMNS BELOW D WALL BELOW
❑ g2 ZM STL / 2x BUILT-UP/ENG. WOOD COLUMNS ABOVE C = _ _ :1 WALL ABOVE
(NOTE: MIN. NUMBER OF BUILT-UP WOOD POST PLIES SHALL BE CONSTRUCTED AS SHOWN ON PLAN.)
- — - FULL DEPTH SOLID BLOCKING, USE 2x, TOE NAIL EACH END OF BLOCK, TYP.
FRAMING HANGER, SEE KEYNOTE FOR DETAILS
r OVERFRAMED AREAS W/ 2X6 @ 16" O.C., CONNECT 2x8 ON FLAT ATOP PLYWOOD ROOF SHEATHING
VIA. (2)-4" LONG TIMBERLOK SCREWS TO EACH INTERSECTING MAIN ROOF RAFTER BELOW. CONNECT
EACH OVER -FRAMED RAFTER END VIA. 6" LONG TIMBERLOK SCREW TO 2x12 ON FLAT. CENTER SCREW
ON WIDTH OF RAFTER & INSTALL SCREW WHERE MIN. 3" REMAINING RAFTER DEPTH ARE PROVIDED;
MUST FULLY EMBED INTO 2x12 ON FLATI SHEATH OVERFRAMED ROOF AREAS THE SAME AS TYPICAL
ROOF SHEATHING, SEE ROOF FRAMING NOTES.
GENERAL SHEAR WALL NOTES:
ALL EXTERIOR FRAME WALLS SHALL BE CONSTRUCTED AS SHEAR WALLS MEETING THE FOLLOWING
REQUIREMENTS (2x STUDS @ 16" O.C., TYP.):
SHEAR WALL TYPE "A": SHEATH WALL WITH 1Y32" THK. APA RATED PLYWOOD SHEATHING, NAIL W/
ANNULAR COMMON RING NAILS (NAIL DIA.=0.131") @ 4" O.C. AT ALL PANEL EDGES, AND 8" O.C. IN
FIELD, PROVIDE BLOCKING AT ALL PANEL EDGES, OR USE FULL HEIGHT SHEATHING PANELS.
KEY NOTES:
bSIMPSON "LRU26Z" FIELD SLOPABLE FACE MOUNT HANGER, NAIL W/ (4)-10d AT FACE, AND (5)-10d AT RAFTER,
ALL COMMON WIRE NAILS (0.148" DIA. X 3" LONG) TYP.
5Y4'x 5Y4' VERSA -LAM 1.8 (2750) ENGINEERED WOOD POST, CONNECT RIDGE BEAM VIA. SIMPSON "CCQ66SDS2.5"
POST CAP CONNECTOR, SECURE VIA. (16)-Y4'x 23"SDS SCREWS TO BEAM, AND (14)-3"x 2Yi2"SDS SCREWS TO POST.
POST SHALL BE CONTINUOUS FROM RIDGE DOWN TO 1ST FLOOR FRAMING, DIRECTLY SUPPORTED BY SOI ID
FOUNDATION SUPPORT
5Y4'x 3YY22" VERSA -LAM 1.8 (2750) ENGINEERED WOOD POST, CONTINOUS FROM RIDGE BEAM DOWN TO 1ST FLOOR
FRAMING WALL PLATE, PROVIDE FULL DEPTH, FULL WIDTH SOLID BLOCKING DOWN TO CMU BLOCK FOUNDATION
WALL, TYP. CONNECT EACH POST VIA. (1)-SIMPSON "H2.5A" HURRICANE CLIP TO HEADER ABOVE, TYP.
` 4 SIMPSON "HHUS5.50/10" HIGH CAPACITY FACE MOUNT HANGER, NAIL W/ (30)-10d AT FACE, AND (10)-10d AT
RAFTER, ALL COMMON WIRE NAILS (0.148" DIA. X 3" LONG) TYP., REINFORCE LVL PLY CONNECTION OF
SUPPORTING LVL RIDGE BEAM VIA, 2 ROWS OF (3)-5" LONG LEDGERLOK SCREWS ON EACH SIDE OF FACEMOUNT
HANGER (2" DISTANCE FROM END OF HANGER NAIL FLANGE, AND SPACE ROWS 2"), PROVIDE 2" EDGE DISTANCE
AT TOP AND BOTTOM OF LVL FOR LEGERLOKS, AND SPACE EQUALLY.
ROOF FRAMING PLAN
Scale: 1/4"=1'-0"
4'-0" MIN. LENGTH
BETWEEN ANY PLATE JOINT
REDUIRED NO. OF NAILS MAY BE DISTRIBUTED
ALONG THIS ENTIRE LENGTH
F
2 -PLY iv 3 -PLY iv 4 -PLY
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2 -ROWS OF 16d 3 ROWS OF 16d NAILS @ 2 -ROWS OF 63" LONG
NAILS @ 12" O.C. 12" O.C., EA. FACE, TYP. TRUSSLOK SCREWS @ 16"
EA. FACE, TYP.
NOTE: REFER TO PLANS FOR BOLTED OR OTHERWISE
SPECIFIED PLY CONNECTIONS, TYP.
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`i 2 -PLY 3 -PLY
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10d NAILS @ 6" O.C. „
STAGGERED. 16d NAILS @ 6 O.C.
STAGGERED, EA. SIDE, TYP..
12'-0"± EXISTING CONDITION
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T.O. NEW CONC. SLAB
ELEV.= 12.0FT (MIN.)
i p 7 1/2"± THK. CONCRETE SLAB, REINFORCE
b ( I W/ 6x6-W2.1xW2.1 WIRE WELDED FABRIC, 1.
I PLACE REINFORCING 2" BELOW TOP OF SLAB I
I ATOP CHAIR BARSrA70P EXISTING I
CONCRETE SLAB, USE BONDING AGENT ATOP z
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36'-0" ± EXISTING CONDITION
NOTE: THE EXISTING BUILDING IS LOCATED IN A FEMA FLOOD HAZARD ZONE "AE
(EL.11FT)". CURRENT BUILDING CODE REQUIRES THE T.O. SUBFLOOR TO BE LOCATED
NO LOWER THAN EL.12FT. PLEASE REFER TO FLOOD VENT LOCATION AND DETAIL
PLAN, PROVIDED BY "AJM SITE DESIGN, LLC" FOR REQUIRED FLOOD VENTS. (FLOOD
VENTS ARE NOT SHOWN ON THIS PLAN).
ANCHOR BOLTS NOTE: PROVIDE NEW 3" DIA. ANCHOR BOLTS W/ HEX HEAD @ 2'-6"
O.C. W 6" EMBEDMENT INTO NEW CONCRETE MAT FOUNDATION, OR INTO SOLIDLY
GROUTED EXISTING CMU BLOCK CELLS AT ALL NEW WALL FRAMING AREAS, TYP.
USE (1)-P.T.2x SILL PLATE CONNECTED VIA. ANCHOR BOLTS, AND TYP. 3" SQUARE x
74' THICK PLATE WASHERS W/ NUTS TO FOUNDATION
SHEAR WALL HOLD DOWNS:
SIMPSON "HDU4-SDS2.5" DRILL& EPDXY HOLDDOWN, PROVIDE 3"
ANCHOR ROD W/ 10" EMBEDMENT DEPTH INTO CONCRETE
`-' FOUNDATION MATSLAB, USE HILTI HY200 EPDXY, TYP. CONNECT
= HOLD DOWN VIA. (10)-Y/4"x 2Y/2" SDS SCREWS TO SHEAR WALL EDGE
MEMBER (BUILT-UP POST), TYP.
KEY NOTES:
NEW 12" THICK INTERIOR CAST -IN-PLACE CONCRETE FOOTING WITHIN CRAWL SPACE, REINFORCE WITH (4)-#5
BARS EACH WAY, 3" UP FROM BOTTOM, SEE STRUCTURAL NOTES FOR PROPER SOIL SUPPORT, AND CONCRETE
NOTES.
PROVIDE 12" DIA. CONCRETE SONOTUBE TO UNDERSIDE OF 1ST FLOOR FRAME, CONNECT NEW LVL POST ABOVE
VIA. SIMPSON "ABU66" POST BASE TO SONOTUBE, REINFORCE SONOTUBE VIA. (4)-#5 VERTICAL BARS W/ STD. 90
DEG_ HOOKS INTO FOOTING (LAP WITH FOOTING REINFORCING BARS, TYP.), PROVIDE SOLID 2X BLOCKING FOR
LATERAL PRACING AT 1ST FLOOR FRAME AROUND POST SUPPORT (TYP. ALL SIDES)
bNEW 12" THICK CAST -IN-PLACE CONCRETE FOOTING W/ (2)-#5 BARS EACH WAY, 3" UP FROM BOTTOM OF FOOTING.
FOOTING SHALL UNDERPIN EXISTING PERIMETER FOUNDATION AND HAVE SHALL BE LOCATED WITH BOTTOM OF
FOOTING AT 4'-0" BELOW GRADE FOR FROST PROTECTION. ALTERNATIVE: PLACE BOTTOM OF FOOTING AT 2'-0"
BELOW GRADE AND PROVIDE A HORIZONTAL SKIRT OF 2" THICK RIGID FOAM (FOAMULAR 250 BY OWENS CORNING),
EXTENDING 4FT OUTWARD FROM EXTERIOR FACE OF EXISTING FOUNDATION WALL, DIRECTLY ATOP NEW FOOTING.
OVERBURDER RIGID FOAM WITH SITE SOILS,TYP.
NOTE: FULLY GROUTALL CELLS OF EXISTING CMU BLOCK FOUNDATION WALL ATOP NEW UNDERPINNED SPREAD
FOOTINGS. PROVIDE FULL DEPTH SOLID BLOCKING BELOW NEW POST SUPPORTS DOWN TO SILL PLATE ATOP SOLID
FOUNDATION WALL, TYP.
FOUNDATION / EXIST. 1ST FLOOR PLAN
Scale: 1/4"=1'-0"
EXISTING ROOF
FRAMING TO REMAIN
2x4 @ 16" O.C., FACE NAIL
EACH END W/ (8)-10d
COMMON WIRE NAILS, TYP.
NOTE: PLACE 2x4 TIGHT BELOW
EXISTING RIDGE BOARD, TYP.
PAIR OF SIM)SON
"H2.5A" HURRICANE
CLIPS @ 16" O.C.,TYP.
BEAM, SEE PLAN
NEW RIDGE BEAM FRAMING SECTION Cad EXISTING ROOF
N.T.S. (SCHEMATIC ONLY)
structural design
& ingenuity
inghouse,PC
P.O. Box 182
MASHPEE, MA 02649
phone: 508-221-2980
web: www.inghouse.net
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AS NOTED
DATE:
0611812018
DESIGNED BY:
Li
DRAWN BY:
Li
PROJECT#:
ING 18050
YY,1Ll1 VJIVVJ, 11 . t„ 1V V.V.,
FRAME @ 12" O.C. IN AREAS OF
PRE -MANUFACTURED TRUSSES (IF APPLICABLE) J-200
AND ALIGN TRUSS W/ STUD, TYP.
TYP. LAP SPLICE OF TOP PLATES TYP. MULTI PLY CONNECTIONSFOR CONSTRUCTION
SCALE: I"=1'-0"
SCALE: 1"=1'-0" d
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PAGE 2 OF 2
GENERAL NOTES
CONCRETE NOTES
1. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING
1. CONCRETE MIXTURE, FORM -WORK, DELIVERY AND PLACEMENT SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301(LATEST EDITION), UNLESS OTHERWISE NOTED.
SPECIFICATIONS, INCLUDING THE FOLLOWING GOVERNING STANDARDS:
2. CONCRETE MATERIALS SHALL BE: TYPE 1 OR 2 PORTLAND CEMENT, SAND AND GRAVEL AGGREGATES. CONCRETE SHALL BE AIR -ENTRAINED PER ACI RECOMMENDATIONS. CONCR
A. THE MASSACHUSETTS STATE BUILDING CODE, 9TH EDITION (FOR ONE -AND TWO FAMILY DWELLINGS) AND ALL OTHER
COMPRESSIVE STRENGTH, (F'C) IN 28 DAYS, WHEN TESTED IN ACCORDANCE WITH ACI 318 -LATEST EDITION, SHALL BE AS FOLLOWS: ALL CONCRETE WORK - 3,000 PSI.
AGENCIES HAVING JURISDICTION.
3. THE MAXIMUM CONCRETE SLUMP FOR FOUNDATION WALLS, FOOTINGS, PIERS, ETC., SHALL BE 4". THE MAXIMUM CONCRETE SLUMP FOR SLABS SHALL BE 3". EXCEPT FOR
B. ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." (ACI 318 -LATEST EDITION)
NON -EXPOSED INTERIOR CONCRETE SLABS ON GRADE AND INTERIOR DECK SLABS. ALL CONCRETE SHALL BE AIR ENTRAINED TO 5% (+/-1%).
C. THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS), LATEST EDITION.
4. ALL MIXING, TRANSPORTING, PLACING AND CURING OF CONCRETE SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE CURRENT AMERICAN CONCRETE
INSTITUTE SPECIFICATIONS AND GUIDELINES.
DC]
2. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING AND MAKE SAFE ALL FLOORS, ROOFS, WALLS AND
ADJACENT PROPERTY AS PROJECT CONDITIONS REQUIRE.
5. NO SLAB -ON -GRADE INFILLS HAVE BEEN DESIGNED FOR BUOYANCY UPLIFT FORCES DUE TO GROUNDWATER OR FLOODING.
3. ALL CONSTRUCTION IS TO CONFORM TO THE MASSACHUSETTS STATE BUILDING CODE AND ALL APPLICABLE PRODUCT AND
6. ALL GROUT SHALL BE NON -SHRINK AND NON-METALLIC WITH A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI. THE MAXIMUM APPLICATION THICKNESS OF GROUT UNDER
DESIGN STANDARDS. ABSENCE OF SPECIFIC ITEMS FROM THESE DRAWINGS DOES NOT INFER THAT THE CONTRACTOR IS
COLUMN BASES SHALL BE 1Y2'.
RELIEVED FROM THE STATUTORY CODE REQUIREMENTS.
7. REINFORCING STEEL SHALL BE NEW DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60, EXCEPT WHERE NOTED. ALL REINFORCING BARS WELDED TO A STEEL SECTION
R R
ED RULES AND STANDARDS FOR
4. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL CONFORM TO THE APPROV U
IN RADE 4 . RUSTED BARS WILL BE IMMEDIATELY REJECTED AND REQUIRED TO BE REPLACED AT NO ADDITIONAL COST.
SHOULD BE OF WELDING G 0 D
MATERIALS, TESTS, AND REQUIREMENTS OF ACCEPTED ENGINEERING PRACTICE AS LISTED THE MASSACHUSETTS BUILDING
CODE.
8. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI PUBLICATION 315 AND CURRENT CRSI SPECIFICATIONS, LATEST EDITIONS.
S. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD PRIOR TO COMMENCING WORK. ANY
9. UNLESS OTHERWISE SHOWN ON THE DRAWINGS, REINFORCING STEEL SHALL BE PLACED TO PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER:
DISCREPANCY BETWEEN WHAT IS SHOWN ON THE DRAWING AND ACTUAL FIELD CONDITIONS SHALL BE REPORTED BACK TO
BOTTOM OF FOOTINGS 3"
THE ENGINEER IN WRITING BEFORE PROCEEDING WITH ANY WORK.
FORMED SIDES OF FOOTINGS 2"
FOUNDATION WALLS 1Y2"
6. OPENINGS THROUGH THE FRAMING AND FOUNDATION MAY NOT ALL BE SHOWN ON THESE DRAWINGS. THE GENERAL
SLAB ON GRADE 2" BELOW TOP SURFACE
CONTRACTOR SHALL DETERMINE REQUIRED OPENINGS FOR MECHANICAL OR OTHER PURPOSES AS HE SHALL PROVIDE
ADDITIONAL FRAMING AND REINFORCING STEEL FOR ALL OPENINGS WHERE REQUIRED. THE GENERAL CONTRACTOR SHALL
10. COLUMN ANCHOR BOLTS ARE TO BE FURNISHED AND INSTALLED ACCORDING TO DESIGN PLAN. ALL COLUMN ANCHOR BOLTS SHALL BE SET BY TEMPLATE.
VERIFY SIZE AND LOCATION OF ALL OPENINGS. ANY DEVIATION FROM THE OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS
SHALL BE BROUGHT TO THE ENGINEER'S IMMEDIATE ATTENTION FOR REVIEW.
11. ALL CONCRETE SHALL BE PROTECTED AGAINST FROST UNTIL PROJECT IS COMPLETED. PROVIDE PROPER CONCRETE PROTECTION OR HEAT IN COLD WEATHER AND MAINTAIN
PROPER CURING PROCEDURES IN ACCORDANCE WITH ALL CURRENT ACI CODE OF STANDARD PRACTICE SPECIFICATIONS AND GUIDELINES.
7. FOUNDATIONS, FIRST FLOOR AND ROOF FRAMING HAVE BEEN DESIGNED FOR THE FOLLOWING LIVE LOADS:
A. GRAVITY LOADS:
12. ALL REINFORCING BARS SHALL BE COLD BENT IN ACCORDANCE TO THE PROPER RADII ESTABLISHED BY THE ACI. UNDER NO CIRCUMSTANCES SHALL HEAT BE APPLIED TO THE BA
- GROUND SNOW: pg=30 PSF, pf=25 PSF (UNBALANCED 30 PSF);
TO OBTAIN BENDS.
- BEDROOMS = 30 PSF
- OTHER ROOMS = 40 PSF
13. ADDITION OF WATER TO CONCRETE MIXES AT THE SITE IS NOT ALLOWED EXCEPT FOR SUPRERPLASTICIZED MIXES, AND ONLY IN ACCORDANCE WITH THE MANUFACTURER'S MI
DESIGN SPECIFICATIONS.
B. WIND LOAD [=CONTROLLING LATERAL FORCE] (PER MASS. BUILDING CODE AND ASCE7-10): _ -
- WIND SPEED Vult.= 140 MPH;
14. ALL CONCRETE SHALL BE READI-MIXED AT PLANT COMPLYING WITH ASTM C94 AND ASTM C1116. SITE MIXING IS NOT ALLOWED.
- EXPOSURE "B"
15. CHAIR BARS FOR SECURE PLACEMENT AND POSITIONING OF REINFORCING STEEL IS TO BE PROVIDED. REINFORCING SUPPORTS SHALL BE OF PROPER HEIGHT, LENGTH, SPACING
8. NOTIFY THE ENGINEER OF ANY ARCHITECTURAL MODIFICATION OR DIMENSION CHANGES THAT MAY AFFECT THE
SIZE AND MATERIAL TYPE; IN NO CASE SHALL BRICK, WOOD, OR OTHER NON -CONFORMING REINFORCING STEEL SUPPORTS BE USED.
STRUCTURAL DESIGN.
FOUNDATION NOTES
1. ALL FOOTINGS SHALL BEAR LEVEL ON ACCEPTABLE SOIL OR COMPACTED STRUCTURAL FILL, HAVING A MINIMUM
ALLOWABLE BEARING CAPACITY OF 2,000 LB PER SQUARE FOOT. ACCEPTABLE MATERIALS ARE CONSIDERED TO BE PROOF
ROLLED EXISTING GRANULAR FILL.
2. SUBSOIL BEARING STRATA SHALL BE FREE FROM ALL VEGETATION, LOAM, AND ORGANIC MATERIAL. ALL SILT, FILL, TOPSOIL,
AND OTHER UNACCEPTABLE SOIL MATERIALS SHALL BE EXCAVATED AND REMOVED FROM THE SITE AT ALL FOUNDATION AND
SLAB -ON -GRADE LOCATIONS. SPECIFIED STRUCTURAL, COMPACTED FILL SHALL BE SUBSTITUTED AT THESE LOCATIONS.
3. IF BEARING MATERIALS (OTHER THAN THOSE DESCRIBED ABOVE) WITH A LOWER ALLOWABLE BEARING CAPACITY THAN
2,000 LB PER SQUARE FOOT ARE ENCOUNTERED, THE UNSUITABLE MATERIALS SHALL BE REMOVED AND REPLACED WITH
SUITABLE MATERIAL AS SPECIFIED AND APPROVED BY THE STRUCTURAL ENGINEER.
4. DO NOT BACKFILL PRIOR TO COMPLETE CONSTRUCTION OF THE 1ST FLOOR FRAMING & FLOOR SHEATHING. FDN WALLS DO
NOT WITHSTAND EXISTING LATERAL SOIL PRESSURES UNTIL THE NEW FLOORS ARE IN PLACE AND COMPLETELY CONNECTED.
5. ALL FOOTINGS SHALL BE PLACED ATOP PROOFROLLED ACCEPTABLE SOILS OR COMPACTED STRUCTURAL FILL. COMPACTED
TO 95% MODIFIED PROCTOR DENSITY, AFTER REMOVAL OF UNSUITABLE MATERIALS. BACKFILL UNDER ANY PORTION OF THE
BUILDING FOUNDATIONS SHALL BE COMPACTED IN 6" TO 8" LIFTS OF 95% MODIFIED PROCTOR DENSITY.
6. THE STRUCTURAL ENGINEER ASSUMES NO RESPONSIBILITY FOR THE VALIDITY OF THE SUBSURFACE CONDITIONS.
CONTACT THE E.O.R. PRIOR TO FOOTING CONSTRUCTION TO ALLOW REVIEW AND APPROVAL OF EXISTING SITE SOIL
CONDITIONS, OR ENGAGE A LICENSED GEOTECHNICAL ENGINEER FOR VERIFICATION OF SUFFICIENT BEARING CONDITIONS.
7. NO FOUNDATION OR SLAB SHALL BE PLACED IN WATER OR ON FROZEN GROUND. SUCH FOUNDATIONS OR SLABS PLACED IN
SUCH CONDITIONS WILL BE IMMEDIATELY REJECTED AND REQUIRED TO BE FULLY REPLACED AT NO ADDITIONAL COST OR
CONTRACT TIME EXTENSION.
8. ALTHOUGH GROUNDWATER ISSUES DURING CONSTRUCTION ARE NOT EXPECTED TO BE AN ISSUE, THE CONTRACTOR SHALL
PROVIDE ALL SUFFICIENT MEANS OF SITE DEWATERING, AS NECESSARY, TO ENSURE FOUNDATIONS AND SLABS ARE PLACED AS
SPECIFIED.
9. THE FOUNDATIONS HAVE NOT BEEN DESIGNED FOR BUOYANCY UPLIFT, FLOODING OR HYDROSTATIC PRESSURES. THE
BUILDING HAS NOT BEEN DESIGNED FOR A FLOOD HAZARD ZONE.
10. STRUCTURAL FILL: IMPORTED STRUCTURAL FILL MUST BE FREE OF ORGANIC, FROZEN, OR OTHER DELETERIOUS MATERIAL
AND CONFORM TO THE GRADATION REQUIREMENTS OUTLINED BELOW. STRUCTURAL FILL SHOULD BE PLACED IN LOOSE LIFTS
NOT EXCEEDING 12 INCHES THICK FOR SELF-PROPELLED VIBRATORY ROLLERS, AND 8 INCHES FOR VIBRATORY PLATE
COMPACTORS. STRUCTURAL FILL SHALL BE PLACED WITHIN THE FOOTING -BEARING (1H:1V) ZONE AND BELOW ALL SLABS.
SIEVE SIZE STRUCTURAL FILL* (PERCENT PASSING BY WEIGHT)
8" 100
3" 70-100
3/4" 45-95
NO.4 30-90
NO. 10 25-80
NO. 40 10-50
NO. 200 0-12
*NOTES: THREE INCH MAXIMUM PARTICLE SIZE WITHIN 12 INCHES OF SLAB GRADE.
11. CRUSHED STONE SHALL BE %4" ANGULAR, WASHED STONE (NO FINES) OF LIMESTONE OR GRANITE QUARRY, COMPACTED
TO ACHIEVE AN EQUIVALENT OF 95% MODIFIED PROCTOR DENSITY COMPACTION.
WOOD FRAMING NOTES
1. ALL FRAMING LUMBER SHALL CONFORM TO THE LATEST EDITION OF THE AFPA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" (NDS), AND
SUPPLEMENT "DESIGN VALUES FOR WOOD CONSTRUCTION", LATEST EDITION. MAXIMUM MOISTURE CONTENT SHALL BE 19%.
ETE
2. PRESSURE TREATED WOOD MEMBERS USED FOR PLACEMENT AGAINST CONCRETE OR MASONRY (SILLS, PLATES, ETC.) SHALL BE PRESSURE TREATED WITH ACQ
PRESERVATIVE, OR APPROVED EQUAL, TO MINIMUM RETENTION OF 0.6 PCF IN ACCORDANCE WITH AWPA C3.
3. ALL EXPOSED WOOD MEMBERS USED FOR STRUCTURAL FRAMING, DECKING, STAIRS, RAILS, BRACING, ETC. SHALL BE PRESSURE TREATED WITH ACQ PRESERVATIVE, OR
APPROVED EQUAL, TO MINIMUM DETENTION OF 0.6 PCF IN ACCORDANCE WITH AWPA C3.
4. ALL CONNECTORS, CONNECTIONS, FASTENERS, ETC. USED TO SECURE ACQ PRESSUE TREATED LUMBER SHALL BE TRIPLE ZINC COATED HOT DIPPED GALVANIZED OR
STAINLESS STEEL.
5. THE FRAMING LUMBER SHALL BE OF THE FOLLOWING MINIMUM GRADE AND SPECIES FOR THE SPECIFIED USE. ALL LUMBER SHALL BE GRADE STAMPED BY A
RECOGNIZED GRADING AGENCY AND SHALL BE KILN DRY.
ALL WOOD WALL FRAMING (STUDS, SILLS, PLATES, BRIDGING, BLOCKING ETC. SHALL BE 2x6 SPF#2 OR VERSA -STUD 1.7 2650 AS MANUFACTURED BY BOISE CASCADE.
VERSA -COLUMNS SHALL HAVE A MINIMUM ALLOWABLE FIBER BENDING STRESS Fb=2,750 PSI, AND MINIMUM AXIAL COMPRESSIVE STRENGTH Fc=3,000 PSI; AND
MINIMUM MODULUS OF ELASTICITY (E)=1,800,000 PSI. SIZE OF STUDS AND COLUMNS PER PLAN SPECIFICATIONS.
6. LUMBER WHICH IS SPLIT, CRACKED, NOTCHED OR OTHERWISE ALTERED OR DAMAGED SHALL BE IMMEDIATELY REJECTED AND NOTALLOWED FOR USE, UNLESS
OTHERWISE APPROVED IN WRITING BYTHE STRUCTURAL ENGINEER.
7. THE FRAMING LUMBER SHALL BE OF THE FOLLOWING MINIMUM GRADE AND SPECIES FOR THE SPECIFIED USE. ALL LUMBER SHALL BE GRADE STAMPED BY A
RECOGNIZED GRADING AGENCY AND SHALL BE SURFACE DRY:
DIMENSIONAL LUMBER (FOR NON -EXPOSED MEMBERS):
-FLOOR JOISTS & BEAMS: I -JOIST AND LVL PER SPECIFIED MANUFACTURER MODEL AND/OR STRENGTH
-TYPICAL FRAME WALL STUDS: #2 SPRUCE PINE FIR: FC =1150 PSI, E =1.4E6 PSI
-TIMBERS AND POSTS: PER PLAN SPECIFICATION FOR SIZE AND STRENGTH
8. EXPOSED WOOD FRAMING SHALL BE SOUTHERN PINE, GRADE NO.2 OR BETTER AND PRESSURE TREATED.
9. ALL LAMINATED VENEER LUMBER (LVL) TO HAVE A MINIMUM ALLOWABLE BENDING STRESS (FB) OF 2,600 PSI. THE MINIMUM ALLOWABLE COMPRESSION STRESS (FC)
RS PERPENDICULAR TO THE GRAIN SHALL BE 750 PSI. THE MINIMUM ALLOWABLE MODULUS OF ELASTICITY (E) SHALL BE 1,900,000 PSI. INSTALL LVL'S IN STRICT ACCORDANCE
WITH THE MANUFACTURER'S INSTRUCTIONS. REFER TO FRAMING PLANS FOR HIGHER STIFFNESS LVL MEMBERS, IF NOTED AS "LVL (2.01E)", PROVIDE LVL WITH
ALLOWABLE BENDING STRESS (Fb) OF 2,600 PSI, AND MODULUS OF ELASTICITY (E) OF 2,000,000 PSL
X
10. DETAILS OF WOOD FRAMING SUCH AS NAILING, BLOCKING, BRIDGING, FIRESTOPPING, ETC. SHALL CONFORM TO THE LATEST EDITION OF THE NATIONAL DESIGN
SPECIFICATION (AFPA), THE TIMBER CONSTRUCTION MANUAL (AITC).
11. ALL ENGINEERED LUMBER PRODUCTS SHALL BE AS MANUFACTURED BY WEYERHAUESER, BOISE CASCADE, LOUISIANA PACIFIC CORPORATION OR APPROVED EQUAL.
,
12. WHERE DIMENSIONAL FRAMING LUMBER IS FLUSH FRAMED TO ENGINEERED LUMBER OR STEEL GIRDERS, SET THESE GIRDERS 1/4" CLEAR BELOW THE TOP OF
FRAMING LUMBER TO ALLOW FOR SHRINKAGE.
13. FOLLOW MANUFACTURERS' SPECIFICATIONS FOR ERECTION, INSTALLATION, AND PLACEMENT OF ENGINEERED LUMBER PRODUCTS. PENETRATIONS THROUGH
ENGINEERED LUMBER PRODUCTS IS EXPRESSLY NOT PERMITTED WITHOUT PRIOR WRITTEN APPROVAL BY THE ENGINEER.
14. USE DOUBLE TRIMMERS AND HEADERS AT ALL FLOOR OPENINGS WHERE BEAMS ARE NOT DESIGNATED.
15. LAP ALL PLATES AND SILLS AT CORNERS AND AT ALL INTERSECTIONS OF PARTITIONS.
16. STAGGER LAP ALL PLATES AND SILLS AT CORNERS AND AT ALL INTERSECTIONS OF PARTITIONS.
17. UNLESS OTHERWISE NOTED, PROVIDE THE MINIMUM HEADER SIZES OVER ALL OPENINGS AS FOLLOWS:
INTERIOR WALLS - (2) 2X10 EXTERIOR WALLS - (3) 2X10
18. UNLESS OTHERWISE NOTED, AT THE ENDS OF ALL BEAMS, HEADERS, AND GIRDERS PROVIDE A BUILT UP OR SOLID POST WHOSE WIDTH IS AT LEAST EQUAL TO THE
WIDTH OF THE MEMBER IT IS SUPPORTING AND WHOSE DEPTH IS 4" ATTHE INTERIOR WALLS AND 6" ATTHE EXTERIOR WALLS.
19. USE %" THICK TONGUE AND GROOVE "EXTERIOR GRADE" PLYWOOD FLOOR SHEATHING, %" THICK "EXTERIOR GRADE" PLYWOOD ROOF SHEATHING, ANDY,"
"EXTERIOR GRADE" PLYWOOD AT ALL WALLS, UNLESS OTHERWISE SHOWN ON PLANS. ALL JOINTS SHALL BE BLOCKED WITH LUMBER OR OTHER APPROVED SUPPORTS.
ALL PLYWOOD SHALL BE APA RATED AND CLEARLY STAMPED.
20. PROVIDE SOLID BLOCKING BETWEEN ALL FLOOR JOISTS AND DOUBLE ALLJOISTS UNDER EACH PARTITION. EACH END OF EACH JOIST SHALL BE FULL DEPTH BLOCKED AT
THE SUPPORT LOCATION. PROVIDE JOIST BRIDGING AT MID -SPAN AND QUARTER POINTS, OR AS SHOWN ON DRAWINGS. BRIDGING PLACEMENT SHALL NOT EXCEED 8 FT.
O.C. SPACING.
21. USE FULLY NAILED METAL CONNECTORS (USP, SIMPSON, OR EQUAL), JOIST, OR BEAM HANGERS WHEN JOISTS OR BEAMS FRAME INTO OTHER JOISTS OR BEAMS.
PROVIDE METAL POST CAPS AND BASES FOR ALL POSTS. REFER TO FRAMING PLAN FOR CONNECTOR TYPES.
22. ALL NEW PLYWOOD FLOOR SHEATHING SHALL BE GLUED TO SUPPORTING WOOD FRAMING MEMBERS USING AMERICAN PLYWOOD ASSOCIATION (A.P.A.) GLUED
FLOOR SYSTEM. WOOD GLUE TO BE CONTECH, INC., PL400 SUBFLOOR CONSTRUCTION ADHESIVE, OR APPROVED EQUAL.
23. CROSS WALLS AND TIE BEAMS ARE TO PROVIDE THE LATERAL RESTRAINT FOR THE BUILDINGS AND SHOULD BE SECURELY ATTACHED AT EACH END AND/OR TO THE
EXTERIOR WALLS.
24. ALL SILLS AND TOP WALL PLATES SHALL BE DOUBLED 2X6'S WITH EACH CORNER STAGGER -LAPPED. SILLS AGAINST CONCRETE SHALL BE PRESSURE -TREATED.
25. BUILT-UP BEAMS (3 PIECES MAXIMUM) USING CONVENTIONAL FRAMING LUMBER SHALL BE FULLY SPIKED TOGETHER WITH 2 ROWS OF 10d ANNULAR RING NAILS
AND LVL'S WITH 3 ROWS OF 16d ANNULAR RING NAILS EACH SIDE AT 12" O.C., OR AS OTHERWISE NOTED ON THE DRAWINGS, OR AS RECOMMENDED BY THE
MANUFACTURER. NAILS USED FOR BUILT-UP PIECES SHALL BE ANNULAR RING NAILS.
26. ALL NAILS, FASTENERS, AND CONNECTORS EXPOSED TO THE WEATHER SHALL BE HOT -DIP GALVANIZED. ALL CONNECTORS AND FASTENERS WHICH ARE USED WITH
PRESSURE TREATED WOOD SHALL BE AISI 304 OR 316 STAINLESS STEEL.
27. ALL ROOF RAFTERS SHALL BE ATTACHED TO TOP WALL PLATES WITH SIMPSON H-1, H-10, (OR DRAWING DESIGNATED) TIES, FULLY FASTENED WITH MANUFACTURER'S
NAILS.
28. PLYWOOD FLOOR, ROOF AND WALL SHEATHING SHALL BE ATTACHED TO EACH SUPPORTING FRAME MEMBER. MIN. FASTENERS SHALL BE 8d COMMON SIZE,
ANNULAR RING NAILS WITH A MINIMUM 1%" PENETRATION INTO EACH FRAME MEMBER (STUD, JOIST, RAFTER, BEAM ETC.). PANEL PERIMETER FASTENING SHALL BE 4"
OR 6" ON CENTER STAGGERED (REFER TO SHEAR WALL TYPE OR ROOF OR FLOOR DIAPHRAGM NAILING NOTES ON PLANS), AND SHEAR WALL PANEL FIELD FASTENING
SHALL BE 8" OR 12" ON CENTER (OR AS OTHERWISE SHOWN ON DRAWINGS). JOINTS IN ALL SHEATHING SHALL BE STAGGERED, EACH DIRECTION.
29. ALL WOOD PRODUCTS SHALL BE STORED IN A DRY LOCATION. ENGINEERED LUMBER PRODUCTS WHICH ARE NOT KEPT DRY WILL BE IMMEDIATELY REJECTED AND
REQUIRED TO BE REPLACED BY THE CONTRACTOR AT NO ADDITIONAL COST.
30. IN NO CASE SHALL JOISTS, RAFTERS, BEAMS, POSTS, STUDS OR ANY OTHER FRAMING MEMBER BE CUT, NOTCHED, DRILLED, OR OTHERWISE MODIFIED WITHOUTTHE
WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OR SPECIFIED ON THE DESIGN DRAWINGS.
i tUIE� J��d FOR BUILDING AND ZONING CODE G °�
�C;L cf:N,ORS OR ONIMISSIONS DO NOT RD -p
THE
i PPLICANT FROM THE RESPONSIBILITY OF "AS BUILT"
COf,1PLIANCE.
DATE:% i_1ri
U11 DING OFFICI
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structural design
& ingenuity
inghouse, PC
P.O. Box 182
MASHPEE, MA 02649
phone: 508-221-2980
web: www.inghouse.net
SEAL:
�N OF MAS
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LABS JENSEN m
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NOTE:
THESE DRAWINGS AS SHOWN ARE FOR ILLUSTRATIVE PURPOSES ONLY,
CONTRACTOR 15 TO SITE VERIFY ALL EXISTING VS. PROPOSED CONDITIONS PRIOR TO AND DURING
CONSTRUCTION AND TO MAKE ALTERATIONS AND/OR ADJU5TMENT5 TO WORK AS IT
PROGRE55E5 TO PROVIDE FOR A COMPLETED PROJECT IN COMPLIANCE WITH DESIGN
PARAMETERS AND MINIMUM STANDARDS SET FORTH IN MA STATE BUILDING CODE AND
APPLICABLE TOWN CODES/ORDINANCES. CONTRACTOR TO VERIFY ALL DIMENSIONS
PRIOR TO BEGINNING OF CONSTRUCTION.
All work 0hall conform to the applicable 0ectionp of the MaOOachuoetto Otate Building
lode, Ninth Edition. For repidential projectp, particular attention 0hall be paid to dhapter
36 - One & Two Family Dwellingo, eopecially Table 3606.2.3 "Faotener Ochedule for Otructural
Membero" and duide to Wood Frame Conotruction 110 mph in high wind areao for One &
Two -Family Dwellingo.
FRONT ELEVATION
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TI TLE:
FLOOR PLAN/
ELEVATIONS
DATE ISSUED:
11/28/2018
REVISIONS:
DRAWN
BY:
PROJECT #:
DRAWING NO.:
X 11.63
'o
01
ROUTE 18
Q
S _T
�n
�G
LOCUS
SCALE 1"=1000'
INSTALL SMART VENT DUAL FUNCTION
FLOOD AND VENTILATION VENT MODEL
EXISTING FINISHED FLOOR NUMBER 1540-510 IN LOCATIONS SHOWN
ELEVATION=12.2 ON SITE PLAN
TOP OF FOUNDATION
ELEVATION=11.4
EXISTING BLOCK WALL _
(HEIGHT VARIES)
CRAWLSPACE - DIRT FLOOR
EXISTING ELEVATION VARIES
SOIL INSIDE OF CRAWLSPACE TO BE BUILT
UP USING MANUAL MEANS OR FLOWABLE
FILL TO BOTTOM OF TOP COURSE OF
BLOCK. ELEVATION 10.73±
EXISTING
FOUNDATION
DETAIL
NOT TO SCALE
BASE FLOOD ELEVATION
ELEVATION=11.00
PROPOSED GRADE AT EXTERIOR
OF DWELLING TO MATCH INTERIOR
9.76
>o
0
FLOOD VENT LOCATED 9.90 }
N/FIN TOP COARSE OF BLOCK
DON DUDLEY TRS 1 �2 95 / ,o
LISA M BARGSLEY TRS .-
I' MAP/ / COT 23 RES 200 6 6 5�� �O' 10.00
N
X 10.71 �� S 10.73
/ MIN.
� 10.45
EXISTING DWELLING TO BE
RENOVATED. BUILDING TO REMAIN
ON EXISTING FOUNDATION. CURRENT
PROPERTY SETBACKS TO REMAIN
UNANGED.
X 10.30
o
PARCEL INFORMATION
OWNER/PETITIONER: GEOFFREY S CAMBAL
11 .� �-'' 5 WG 10.37
10.32
�C
10.58 X I � P
X 11.64 \, 1 i F /'% BENCHMARK
C
11.24 F t 10.58 70 � SPIKE IN UTILITY POLE
LOT ,G `, $ \ X 11.34 \\ 10.73 S ELEVATION = 11.81'
10,289 SQ. FT. ± \ MIN.
0.24 ACRES ± \ \\ J
10.91
' O
11.5 --_`
/ 11.40 '
/ X
/11N F
66 ��, �9 JAMES G & PATRICIA A JUMES
/ S 43 ACRES AVENUE
/ MAP/LOT 23/198
N/F
CHARLES J ARDITO 111
32 CROWES PURCHASE
MAP/LOT 23/215
II '�
11.27 X
-.
LEGEND
PROPERTY LINE
10.51
FINISHED FLOOR ELEVATION = 12.2
TOP OF FOUNDATION ELEVATION = 11.4
EXISTING CRAWLSPACE ACCESS AREA -
CONCRETE BLOCKS TO BUILT UP TO
MATCH TOP OF FOUNDATION.
EXISTING SLAB FOUNDATION
SLAB ELEVATION = 11.4
NOTE: SLAB TO BE ELEVATED WITH A MONOLITHIC
CONCRETE POUR TO ELEVATE THE FINISHED FLOOR
TO ELEVATION 12.2
ON THE BASIS OF MY KNOWLEDGE & INFORMATION, I FIND, THAT AS A
-104 EXISTING CONTOUR RESULT OF A SURVEY MADE ON THE GROUND TO THE NORMAL
STANDARD OF CARE OF PROFESSIONAL LAND SURVEYORS PRACTICING IN
99.76 X EXISTING SPOT ELEVATION THE COMMONWEALTH OF MASSACHUSETTS, THE LOCATION OF DWELLING IS
AS SHOWN HEREON.
CQFH
ADDRESS: 39 ACRES AVENUE, WEST YARMOUTH 02673
UP -0-
MAP LOT: 23/199
WG®
DEED REFERENCE: 30777/59
10.73
MIN.
PLAN REFERENCE: 84/99
ZONING DISTRICT: R25
GENERAL NOTES:
X9.77
1. THE SUBJECT PROPERTY IS WITHIN THE LIMITS OF A FEMA FLOOD
t
HAZARD ZONE AE (EL.11) AS SHOWN ON PANEL NO. 25001 C0588J,
EFFECTIVE DATE JULY 16, 2014.
j\
2. THE SITE IS LOCATED BETWEEN TRANSECT 136 (ELEVATION 10.7)
AND TRANSECT 137 (ELEVATION 10.8).
3. VERTICAL DATUM SHOWN ON THE PLAN IS NAVD 88
4. ALL CONSTRUCTION MEANS AND METHODS SHALL STRICTLY CONFORM
9.97
TO THE TOWN OF YARMOUTH REGULATIONS
�\
5. DIGSAFE AND LOCAL UTILITY COMPANIES SHALL BE CONTACTED PRIOR
/
TO ANY EXCAVATION OCCURRING.
ii
6. EXISTING CONDITIONS SURVEY PERFORMED BY PAUL E. SWEETSER,
PLS ON OR AROUND APRIL 23, 2018.
i
7. ELECTRICAL, HEATING, VENTILATING, AIR CONDITIONING AND OTHER
SERVICE EQUIPMENT SHALL EITHER BE PLACED ABOVE THE BASE
FLOOD ELEVATION OR PROTECTED SO AS TO PREVENT WATER FROM
X 10.21
�
ENTERING OR ACCUMULATING WITHIN THE SYSTEM COMPONENTS
_
oo_
DURING FLOODS UP TO THE BASE FLOOD ELEVATION IN ACCORDANCE
7�
10.14 WITH THE MECHANICAL CODE LISTED IN 780 CMR 100.0
0
IN OF MgSsgC
�0, o� PA U ti
E.
\�Z U S TS i N
35044
SURVE
11 .� �-'' 5 WG 10.37
10.32
�C
10.58 X I � P
X 11.64 \, 1 i F /'% BENCHMARK
C
11.24 F t 10.58 70 � SPIKE IN UTILITY POLE
LOT ,G `, $ \ X 11.34 \\ 10.73 S ELEVATION = 11.81'
10,289 SQ. FT. ± \ MIN.
0.24 ACRES ± \ \\ J
10.91
' O
11.5 --_`
/ 11.40 '
/ X
/11N F
66 ��, �9 JAMES G & PATRICIA A JUMES
/ S 43 ACRES AVENUE
/ MAP/LOT 23/198
N/F
CHARLES J ARDITO 111
32 CROWES PURCHASE
MAP/LOT 23/215
II '�
11.27 X
-.
LEGEND
PROPERTY LINE
10.51
FINISHED FLOOR ELEVATION = 12.2
TOP OF FOUNDATION ELEVATION = 11.4
EXISTING CRAWLSPACE ACCESS AREA -
CONCRETE BLOCKS TO BUILT UP TO
MATCH TOP OF FOUNDATION.
EXISTING SLAB FOUNDATION
SLAB ELEVATION = 11.4
NOTE: SLAB TO BE ELEVATED WITH A MONOLITHIC
CONCRETE POUR TO ELEVATE THE FINISHED FLOOR
TO ELEVATION 12.2
ON THE BASIS OF MY KNOWLEDGE & INFORMATION, I FIND, THAT AS A
-104 EXISTING CONTOUR RESULT OF A SURVEY MADE ON THE GROUND TO THE NORMAL
STANDARD OF CARE OF PROFESSIONAL LAND SURVEYORS PRACTICING IN
99.76 X EXISTING SPOT ELEVATION THE COMMONWEALTH OF MASSACHUSETTS, THE LOCATION OF DWELLING IS
AS SHOWN HEREON.
CQFH
EXISTING FIRE HYDRANT
UP -0-
EXISTING UTILITY POLE
WG®
EXISTING WATER GATE DATE
10.73
MIN.
PROPOSED ELEVATION
PROFESSIONAL LAND SURVEYOR
4 CRESTVIEW DRIVE
EAST SANDWICH, MA 02537
PHONE: (508) 400-2365
LLC
3N,
m�
lite Design and Permitting
LOCATION.-
39 ACRES AVENUE
WEST YARMOUTH, MA 02673
PREPARED FDR.•
GEOFF CAMBAL
107 LEWIS ROAD
HYANNIS, MA
DRAW/NG T/TLE.•
CERTIFIED PLOT PLAN OF LAND AND PROPOSED
FLOOD PLAIN COMPLIANCE MODIFICATIONS
SCALE.• 1 „=20 DATE. 7/15/18 GRAN! NO.
REVISIONS i
NO. DATE DESCRIPTION
1 11/28/18 REVISED BER BLDG DEPT COMMENTS
2 12/18/18 REVISED BER BLDG DEPT COMMENTS
I I I
ALWAYS DIG SAFE PRIOR TO CONSTRUCTION --•-UTILITY LOCATIONS SHOWN INCOMPLETE.I
BUOYANCY CAL'S_ MONOLITHIC 1000 GAL. H-10 BUOYANCY CAL'S 1500 GAL. SEPTIC TANK H-10
a WEIGHT OF EMPTY SEPTIC TANK AND 17" OF COVER WEIGHT OF EMPTY SEPTIC TANK AND 13" OF COVER
4, TANK= 4.6 TON (PER ACME-SHOREY) TANK-- 6 TON (PER ACME-SHOREY)
11 Y 17 COVER=1:42' X 5.42' X 8.25' X 0.055 TON/CU. FT. 13 COVER=1.08' X 5.67 X 10.5' X 0.055 TON/CU. FT.
0 17 COVER=3.49 TON 13" COVER=3.54 TON
0° TOTAL= 4.6 TON + 3.49 TON = 8.09 TON TOTAL= 6 TON + 3.54 TON = 9.54 TON
a WEIGHT OF WATER --HIGH GROUNDWATER DOWN WEIGHT OF WATER --HIGH GROUNDWATER DOWN
(5.85 -4.67) X 5.42' X 8.25' X 0.0312 TON/CU. FT. (5.85 -5.02) X 5.67' X 10.5' X 0.0312 TON/CU.' FT.
WEIGHT WATER= 1_65 TON WEIGHT WATER= 1.54 TON
TANK AND 17" COVER ARE HEAVIER BY 6.4 TON. TANK AND 17" COVER ARE HEAVIER BY 8 TON.
N /F
ARDITO
!` tW DOWN 1" = 11.81 NAVD88
Ex�s� MONOLITHIC 1000 GALLON
H-10 PUMP CHAMBER
W/ WATERPROOFING
Floats/Pump Cover to Grade
/ P Quick Disconnect
Replaceable 7TH 2" PVC
From Riser
9.25 Weep/Vent Hole
Invert Alarm 33" Check Valve
On 26"
Off 22" I. 6.83
LEGEND 4.67 6" STONE UNDER
Bottom MAKE FACTORY WATER -PROOF
TH 1 TEST HOLE LOCATION, NUMBER
W WATER LINE MARKINGS
E OVERHEAD ELECTRIC WIRES (IF SHOWN)
G GAS LINE MARKINGS
x
9.5 , 8,7 EXISTING & PROPOSED ELEVATIONS ('X' MARKS POINT)
EXISTING CONTOUR
$--- PROPOSED CONTOUR
0 UTILITY POLE (IF SHOWN)
® EXISTING DRAINAGE CATCH BASIN
x - FENCE (IF SHOWN, NOT ALL SHOWN)
0 TREE (IF SHOWN, NOT ALL SHOWN)
REV. 10/23/2017 --OWNER, ADDITION
REV. 10/10/2014 --GARAGE & HOUSE
REV. 8/11/2014--GARAGE(S) & NOTES
REV. 4/15/2014 --ZONING & LOT COVERAGE
6
11.58
s \ Exist. Top Block
z
108
10.
0.6 \
10.63
�E x 10,58
10,E
ALARM & PUMP NOTES
1. ALARM TO BE WIRED BY ELECTRICIAN ON
SEPARATE CIRCUIT FROM PUMP.
2. ELECTRICAL WORK TO BE INSPECTED BY
WIRfNG INSPECTOR.''
3. ALARM TO BE LOCATED IN HOUSE.
4. PUMP TO BE CAPABLE OF PASSING
1-1/4" SOLIDS AND INSTALLED IN STRICT
CONFORMANCE WITH MANUFACTURER'S
SPECIFICATIONS.
5. USE MEYER SRM4, 4/10 HP PUMP, OR
EQUIVALENT.
6. TO PROVIDE FOR EASY AND SAFE
MAINTENANCE OF PUMP:
-PROVIDE UNION/DISCONNECT IN 2" PVC
LINE IN RISER SO PUMP CAN BE
REMOVED FROM TOP OF TANK.'
-RECOMMEND FLOATS BE ATTACHED TO 2"
PUMP LINE SO FLOATS CAN BE ADJUSTED
OUTSIDE CHAMBER.
THIS PLAN IS A VALID
AN ORIGI 7kL RED_ SIA
NOTES Joe N0. Y17 -i8-
Cambal.dwg
k,,�Czv-
5.
1. LOCUS 15 A.M. 23, PARCEL 199. F629/75, 33/26 S813/41
2. ELEVATIONS SHOWN ARE NAVD88 BASE UPON VERTCOM. 3. LOCUS IS IN FLOOD ZONE X(0.2% RISK) I& AE(EL11 ON FIRM DATED JULY 16,2014. 4. ALL 'PIPES TO BE 4" SCH 40, AND PITCHED AT 114" PER FOOT. (UNLESS NOTED) MUNICIPAL WATER IS AVAILABLE. LOTS WITHIN 100' ARE ON TOWN WATER. 6. COMPONENTS TO BE AASHTO H-10, UNLESS NOTED.7. INLET TEE TO PROJECT DOWN 13% OUTLET TEE DOWN 14".
8. IF TWO OR MORE LINES, WATER TEST D -BOX FOR EQUAL FLOWD-BOX EXIT PIPES TO BE LEVEL FOR FIRST TWO FEET.
9. DEPTH OF COMPONENTS NOT TO EXCEED 3', OR VENTING MUST BE PROVIDED. NO
COVERS: BUILD UP COVERS TO 6" BELOW GRADE --4 ON TANKS, 1 ON D -BOX, 1 ON LEACHING. SCALE
10. STONE TO BE DOUBLE WASHED 3/4 TO I1 1/2" WITH 2" MIN. 1/8 TO 1/2" PEA STONE ON TOP.
11. IF UNSUITABLE SOILS, OR SOILS DIFFERING FROM THE SOIL LOG ARE FOUND, LOCATION MAP
CONTACT THE BOARD OF. HEALTH, OR R.J. CADILLAC.
12. IF AN OVERDIG IS CALLED- FOR BELOW, FILL MATERIAL FOR 5' AROUND AND UNDER LEACHING
IS TO BE CLEAN GRANULAR SAND MEETING SPECIFICATIONS OF 310 CMR 15.255(3). TEST HOLE 1
13. PUMP AND FILL ANY EXISTING CESSPOOL/LEACHPIT. REMOVE ANY CLOGGED SOIL, BLOCK,
AND STONE IN LEACH AREA, AND DISPOSE OF AS DIRECTED BY HEALTH AGENT.
14. ALL CONSTRUCTION TO MEET TITLE 5 AND LOCAL REGULATIONS. DEPTH (inches) ELEV.(feet)
TEST OLE DATE: March 13, 2014 1
PERFORMED BY: Ron Cadillac, Soil Evaluator -
WITNESSED BY: Amy Von Hone, RS, CHO
PERC RATE: <2'-00"/inch (C layer) 28"°
SOIL URVEY(1993): Carver coarse sand 31
GEOLOGIC MAP(1986): Harwich outwash plain deposits
Invert 9.80 COVER TO GR.
Proposed-REPLUMB
S=1/4"/ft
13" cover
Proposed
Invert 9.60 1500 Gal. '
Proposed Septic Tank
5.02
Inv rt .9.35 21 ADS ARC 36LP CHAMBERS
(Proposed Invert 11.23
Use Gas Baffle Proposed Effluent Filter P Top Units=11.52
See detail ® Filter Cloth
S=1/8"/ft r 3" Max.
P min. inspection Port
Sanitary 3 8"
Bottom T
6" Stone or compact Invert 11.40 Tee I 10.85
I Invert 11.17 I
t Proposed t 5 Bottom
t I t i Proposed t
i-- 10' i -$'-i It -17-1 1 t`'-1- 2'-i High Groundwater= 5.85
• 10,46 1 I I 1 1 i 1_ t
m 5 1.75' USGS Adjustment
DESIGN DATA Q t Zones A 2074
BEDROOMS: 3
GARBAGE GRINDER: No LEACH AREA
REQUIRED CAPACITY: 330GPD (SEE MODIFIED APPROVAL FOR
PROPOSED SEPTIC TANK: 1500 GAL. GENERAL USE --REV. 01/11/11)
EFFECTIVE LEACHING AREA: 496.65 SF USE 21 ADS ARC 36 LP (3.8" INVERT)
CHAMBERS WITH OUT STONE SET IN
4.73 SF/LF X 5'/UNIT=23.65 S.F/UNIT 3 ROWS, AS SHOWN.
21 UNITS X 23.65 SF/UNIT=496.65 SF(EFFECTIVE) 5' REMOVAL 8t BARRIER
DESIGN CAPACITY: - 367 GPD
[(496.65 SF) X .74 GPD/SF] REMOVE TOPSOIL DOWN 10"f TO
PUMP CHAMBER STORAGE CAPACITY: 330 GAL. B LAYER FOR 5i ALL AROUND
AND UNDER. INSTALL BARRIER
DOSES PER DAY: > 4 WHERE SHOWN.
ONLY IF IT BEARS
t SIGNATURE.
HEALTH AGENT APPROVAL
I
12C
t
C layer 2.5y 6/4
med. coarse sand
ki
.5
TEST HOLE 2
DEPTH (inches) ELEV.(feet)
0
6-
36
120"
A layer 10yr 3/4
loamy sand
B layer 10yr 5/8
loamy sand
IC layer 2.5y 6/4 1
med. coarse sand
Yarmouth Health Department
?APPAOVED
JName
Date
SITE PLAN
FOR
GEOFFREY S. CAMBAL
LOT 28, 39 ACRES AVE., WEST YARMOUTH MA
APRIL_ 99 2014 SCALE: 1"=20'
RONALD J. CADILLAC, PLS, RS, P.C.
PROFESSIONAL -LAND SURVEYOR & REGISTERED SANITARIAN
P.O. BOX 258
WEST YARMOUTH, MA 02673-
(508) 775-9700
02014 BY R.J. CADILLAC PAGE 1 OF 1
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