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HomeMy WebLinkAboutBLD-20-2550TYPICAL NOTES: 1. THE ARCHITECT SHALL NOT BE RESPONSIBLE FOR THE VERIFICATION OF THE CONDITION OF ANY EXISTING STRUCTURE, EQUIPMENT OR APPLIANCE AS PART OF BASIC SERVICES UNLESS IT IS PART OF ARCHITECT'S SCOPE STATED IN THE AGREEMENT AND VERIFICATION IS MADE ONLY BY VISUAL OBSERVATION. IF THE ARCHITECT'S DOCUMENTS REQUIRE CHANGES DUE TO CONDITIONS NOT VISUALLY OBSERVABLE AT THE TIME OF PREPARATION OF THESE DOCUMENTS, THE SERVICES WILL BE ADDITIONAL SERVICES. 2. STRUCTURAL ENGINEER OR ARCHITECT SHALL PERFORM FRAMING INSPECTION WHEN FRAMING IS COMPLETE AND PRIOR TO ENCLOSURE BY INTERIOR WALL PLASTER BOARD/FINISH. 3. CONTRACTOR SHALL SCHEDULE AND PROTECT FROM WEATHER ALL EXISTING HOUSE COMPONENTS AND INTERIORS DURING CONSTRUCTION AND CONSTRUCT TEMPORARY STRUCTURES/ENCLOSURES AS MAY BE NECESSARY TO INSURE SUCH PROTECTION. 4. CONTRACTOR SHALL SITE INSPECT ALL EXISTING VS. PROPOSED CONDITIONS PRIOR TO AND DURING CONSTRUCTION AND NOTIFY ARCHITECT OF ANY DESCREPANCIES AND/OR CHANGES THAT MAY BE ENCOUNTERED. 5. CONTRACTOR SHALL CONSTRUCT AND MAINTAIN TEMPORARY WALLS/ SHORING ETC. TO MAINTAIN/PROTECT EXISTING HOUSE AND STRUCTURAL INTEGRITY OF EXISTING HOUSE. 6. DRAWINGS CONVEY DESIGN INTENT. CONTRACTOR SHALL SITE INSPECT/VERIFY ALL EXISTING VS. PROPOSED CONDITIONS PRIOR TO AND DURING CONSTRUCTION AND MAKE ADJUSTMENTS AS NECESSARY, W/ ARCHITECT'S APPROVAL, TO ENSURE COMPLIANCE WITH DESIGN INTENT. 7. DASHED LINES INDICATED EXISTING CONDITIONS TO BE REMOVED/ALTERED. 8. THE CONTRACTOR IS RESPONSIBLE FOR THE PERFORMANCE OF THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND SHALL BE EXCLUSIVELY RESPONSIBLE FOR ITS CONSTRUCTION MEANS, METHODS, SEQUENCES, WARRANTIES, AND PROCEDURES, AND FOR CONSTRUCTION SAFETY. DEMOLITION NOTES: 1. CONTRACTOR SHALL VISIT THE SITE TO VERIFY AND BE FULLY AWARE OF EXISTING CONDITIONS PRIOR TO START OF WORK. CONTRACTOR SHALL IDENTIFY ALL EXISTING ITEMS OF WORK SCHEDULED TO REMAIN OR SALVAGED FOR REUSES. 2. ALL DEMOLITION WORK SHALL BE PERFORMED IN ACCORDANCE W/ STATE & LOCAL REGULATIONS. CONTRACTOR SHALL SECURE NO PAY FOR ALL REQUIRED DEMOLITION PERMITS. 3. COORDINATE ALL DEMOLITION OPERATIONS W/ OWNER FOR SHUTDOWN PERIODS 7 SEQUENCES OF WORK. ARRANGE W/ OWNER &/OR APPROPRIATE UTILITIES FOR SERVICE SHUTOFFS BEFORE BEGINNING DEMOLITION OPERATIONS. PROVIDE TEMPORARY DUST PARTITIONS, BARRICADES, AND PROTECTIVE ENCLOSURES TO PROPERLY SECURE, ISOLATE, AND WATERPROOF AREAS OF WORK AND EXISTING AREAS AND ELEMENTS TO REMAIN. THE CONTRACTOR SHALL PERFORM THE WORK OF THIS CONTRACT IN A MANNER THAT CAUSES NO DISRUPTION TO THE CONTINUOUS OCCUPATION, WHEN AND WHERE APPLICABLE, OF THE BUILDING & SITE FOR THEIR INTENDED PURPOSE. 4. REMOVE ALL DEMOLISHED MATERIALS IN ACCORDANCE WITH LOCAL REGULATIONS. 5. IT IS NOT THE INTENT TO SHOW EVERY PIECE OR ITEM TO BE REMOVED IN THE DEMOLITION WORK. PLUMBING, ELECTRICAL, AND OTHER WORK RELATED TO A WALL, OR OTHER AREA SCHEDULED FOR DEMOLITION AND REMOVAL, SHALL BE PERFORMED WHETHER NOTED OR NOT. 6. THE EXTENT OF ALL SPECIFIC DEMOLITION WORK SHALL BE COORDINATED W/ THE CONTRACT DOCUMENTS. 7. CONTRACTOR SHALL PATCH/REPAIR/REFINISH, AS REQUIRED, ALL SURFACES EXPOSED BY DEMOLITION WORK WITH MATERIALS & METHODS TO MATCH FINISH AND MAKE FLUSH W/ EXISTING ADJACENT SURFACES. WORK SHALL INCLUDE ALL LABOR & MATERIALS ON ALL SURFACES REQUIRED TO RENDER SUBSTRATES ACCEPTABLE TO RECEIVE NEW FINISHES SPECIFIED IN ACCORDANCE W/ MANUFACTURER'S SPECIFICATIONS. 8. CAP & REMOVE ALL ABANDONED ELECTRICAL, PLUMBING, MECHANICAL, AND FIRE PROTECTION ITEMS BACK TO SOURCE. 9• WHERE EXISTING FINISHES ARE INDICATED TO REMAIN AS BASE MATERIAL SURFACES FOR INSTALLATION OF NEW FINISH, REMOVE ALL PROJECTIONS AND VOIDS AND SECURE OR REMOVE AND REPLACE ANY EXISTING LOOSE OR OTHERWISE UNSUITABLE SUBSTRATE MATERIAL. t PROPOSED FIRST ALL NEW WINDOW & DOOR SIZES & LOCATIONS T.B.D. BY OWNER/CONTRACTOR REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR ALL STRUCTURAL INOFRMATION EXISTING ROOF FRAMING PAIR OF SIMPSON H2.5A HURRICANE CLIPS 0 16" D.C., TYPICAL '2 16" O.C. FACE NAIL EACH END W/ (7R -10D COMMON PLACE 2X4 TI HT BLOW EXISTING RIDGE NEW LVL RIDGE TIGHT TO 2X4 TIES OF 6" LONG TIMBERLOK FkM EACH FACE, STAGGER ROWS, TYP 5.25X5.25 VERSA -LAM 1.8 POST CONNECT POST TO NEW RIDGE VIA SIMPSON EC007.1-65DS2.5 W/ S16 -1 /4" DIA. X 2.5" SDS SCREWS AT BEAM AND (14) 1/4 D�A. k 2.5" SDS SCREWS AT POST NEW STRUCTURAL RIDGE DETAIL REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR ALL STRUCTURAL INOFRMATION FLOOR PLAN EXISTING ATTIC AEXISTING BUILDING SECTION PAIR OF SIMPSON H2.5A HURRICANE 0 16" O.C., TYPICAL ATTIC POST BYOND/BEHIND SEE PLAN NOTES FOR CONNECTIONS --0 4 l' EXISTING CEILING JOISTS 31 FRAMING HANGER EXISTING ROOF FRAMING 2X4 0 16" O.C. FACE NAIL EACH END W/ (7 10D COMMON WIRE NAILS, TYP. NOTE: PLACE 2X4 TIGHT FLOW EXISTING RIDGE 401 3/4"X18` 2.0E NEW LVL RIDGE TIGHT TO 2X4 TIES CONNECT W/3 ROWS OF 6" LONG TIMBERLOK SCREWS 0 4" O.0 FROM EACH FACE, STAGGER ROWS, TYP 2X8 EXISTING RAFTERS 2X8 0 16" O.C. FALSE RAFTERS FRAMING HANGER LIVING ROOM DINING ROOM o- SEE PLAN ST TESD Of�CONNECTIONS POST TO FOOTING —c EXISTING UNFINISHED BASEMENT PROVIDE COLUMN SUPPORT IN BASEMENT FOR 13.5 KIPS ALLOWABLE LOAD CAPACITY. ATOP NEW 3X3X1 CONCRETE FOOTING W/ 40#5 BARS EACCH WAY UP 3" FROM BOTTOM II v AMODIFIED BUILDING SECTION REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR ALL STRUCTURAL INOFRMATION _Z7 arch'Lt_cts architects interior designers builders 400 MAIN STREET CHATHAM MASSACHUSETTS, 02633 299 WHITE'S PATH SOUTH YARMOUTH, MASSACHUSETTS, 02664 tel (508) 362 - 8883 (508) 760 - 2800 fax (508) 760 - 5800 W WW.ERTARCHITECTS.COM LOPILATO RESIDENCE 75 SULLIVAN ROAD WEST YARMOUTH PROJECT # 060219 2019 ERT ARCHITECTS, INC. THE DRAWINGS AND ALL OF THE IDEAS, ARRANGEMENTS, DESIGNS, AND PLANS INDICATED THEREON OR REPRESENTED THEREBY, ARE OWNED BY AND REMAIN THE PROPERTY OF ERT ARCHITECTS, INC. NO PART THEREOF SHALL BE UTILIZED BY ANY PERSON, FIRM, OR CORPORATION FOR ANY PURPOSE, EXCEPT WITH SPECIFIC WRITTEN PERMISSION OF THE FIRM ERT ARCHITECTS, INC. THESE PLANS ARE NOT TO BE USED FOR PERMITTING OR CONSTRUCTION PURPOSES UNLESS STAMPED & SIGNED WITH AN ORIGINAL ARCHITECTS STAMP AND SIGNATURE & MARKED AS "PERMIT SET' OR "CONSTRUCTION SET'. REGISTRATION REVISIONS DATE: REVISIONS: EXISTING LIVING ROOM EXISTING DINING ROOM I EXISTING' UNFINISHED BASEMENT ISSUED FOR: PERMITTING DATE: 08.22.2019 AEXISTING BUILDING SECTION PAIR OF SIMPSON H2.5A HURRICANE 0 16" O.C., TYPICAL ATTIC POST BYOND/BEHIND SEE PLAN NOTES FOR CONNECTIONS --0 4 l' EXISTING CEILING JOISTS 31 FRAMING HANGER EXISTING ROOF FRAMING 2X4 0 16" O.C. FACE NAIL EACH END W/ (7 10D COMMON WIRE NAILS, TYP. NOTE: PLACE 2X4 TIGHT FLOW EXISTING RIDGE 401 3/4"X18` 2.0E NEW LVL RIDGE TIGHT TO 2X4 TIES CONNECT W/3 ROWS OF 6" LONG TIMBERLOK SCREWS 0 4" O.0 FROM EACH FACE, STAGGER ROWS, TYP 2X8 EXISTING RAFTERS 2X8 0 16" O.C. FALSE RAFTERS FRAMING HANGER LIVING ROOM DINING ROOM o- SEE PLAN ST TESD Of�CONNECTIONS POST TO FOOTING —c EXISTING UNFINISHED BASEMENT PROVIDE COLUMN SUPPORT IN BASEMENT FOR 13.5 KIPS ALLOWABLE LOAD CAPACITY. ATOP NEW 3X3X1 CONCRETE FOOTING W/ 40#5 BARS EACCH WAY UP 3" FROM BOTTOM II v AMODIFIED BUILDING SECTION REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR ALL STRUCTURAL INOFRMATION _Z7 arch'Lt_cts architects interior designers builders 400 MAIN STREET CHATHAM MASSACHUSETTS, 02633 299 WHITE'S PATH SOUTH YARMOUTH, MASSACHUSETTS, 02664 tel (508) 362 - 8883 (508) 760 - 2800 fax (508) 760 - 5800 W WW.ERTARCHITECTS.COM LOPILATO RESIDENCE 75 SULLIVAN ROAD WEST YARMOUTH PROJECT # 060219 2019 ERT ARCHITECTS, INC. THE DRAWINGS AND ALL OF THE IDEAS, ARRANGEMENTS, DESIGNS, AND PLANS INDICATED THEREON OR REPRESENTED THEREBY, ARE OWNED BY AND REMAIN THE PROPERTY OF ERT ARCHITECTS, INC. NO PART THEREOF SHALL BE UTILIZED BY ANY PERSON, FIRM, OR CORPORATION FOR ANY PURPOSE, EXCEPT WITH SPECIFIC WRITTEN PERMISSION OF THE FIRM ERT ARCHITECTS, INC. THESE PLANS ARE NOT TO BE USED FOR PERMITTING OR CONSTRUCTION PURPOSES UNLESS STAMPED & SIGNED WITH AN ORIGINAL ARCHITECTS STAMP AND SIGNATURE & MARKED AS "PERMIT SET' OR "CONSTRUCTION SET'. REGISTRATION REVISIONS DATE: REVISIONS: I ISSUED FOR: PERMITTING DATE: 08.22.2019 D f) PROJECT TRUE SCALE: 1/4"=1'-0" TOWN OF YARMOUTI i 41 lu REVIEWED FOR ANCE. ERRORS ORI01,1MISSIONS DO NOT RELIE LDING AND ZONING CODE C`BMT UNLESS OTHERWISE NOTED. APPLICANT FROM THE RESPONSIBILITY OF AS UIL ' COMPLIANCE. DATE: / //� SHEET NO. BUILDING OFFICIA tjFILE Copy TOTAL NUMBER OF SHEETS RECEIVED IN SET: SEP 2 72019 3 HEALTH DEPT. THIS SHEET INVALID UNLESS ACCOMPANIED BY A COMPLETE SET OF WORKING DRAWINGS WOOD FRAMING NOTES 1. ALL FRAM ING 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%. 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 OFTHE FOLLOWING MINIMUM GRADE AND SPECIES FORTHE SPECIFIED USE. ALL LUMBER SHALL BE GRADE STAMPED BY A RECOGNIZED GRADING AGENCYAND 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 NOT ALLOWED FOR USE, UNLESS OTHERWISE APPROVED IN WRITING BY THE 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 =1AE6 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) 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.OE)", PROVIDE LVL WITH ALLOWABLE BENDING STRESS (Fb) OF 3,100 PSI, AND MODULUS OF ELASTICITY (E) OF 2,000,000 PSI. 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 (LOAD BEARING WALLS ONLY) 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" AT THE EXTERIOR WALLS. 19. USE 3�4" THICK TONGUE AND GROOVE "EXTERIOR GRADE" PLYWOOD FLOOR SHEATHING, %" THICK "EXTERIOR GRADE" PLYWOOD ROOF SHEATHING, AND %" "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 ALL JOISTS 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 OTHERJOISTS 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 2XVS 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 ATTACHEDTO 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 WALLTYPE 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 WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OR SPECIFIED ON THE DESIGN DRAWINGS. PERMIT SET SEAL m 1� z structural design &ingenuity inghouse,>c P.O. Box 182 MASHPEE, MA 02649 phone: 508-221-2980 web: w jnghouse.net ZH OF Mqs Z LARSJENSEN u STRUCTURAL No. 50602 GIST eo F SS1p ;� v Z 0 I- z W 0e W W N W Ce 0 id- CL 0 911 J H pN W U ~ 04 z I- tn Lu F CONCRETE NOTES GENERAL NOTES 1. CONCRETE MIXTURE, FORM -WORK, DELIVERY AND PLACEMENT SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301 1. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL ,MECHANICAL, ELECTRICAL, AND PLUMBING (LATEST EDITION), UNLESS OTHERWISE NOTED. SPECIFICATIONS, INCLUDING THE FOLLOWING GOVERNING STANDARDS: MATERIALS SHALL BE: TYPE 1 OR 2 PORTLAND CEMENT, SAND AND GRAVEL AGGREGATES. CONCRETE SHALL A. THE MASSACHUSETTS STATE BUILDING CODE, 9TH EDITION (FOR ONE -AND TWO FAMILY DWELLINGS) AND ALL OTHER 2. CONCRETE BE AIR -ENTRAINED PER ACI RECOMMENDATIONS. CONCRETE COMPRESSIVE STRENGTH, (F -C) IN 28 DAYS, WHEN TESTED IN AGENCIES HAVING JURISDICTION. ACCORDANCE WITH ACI 318 -LATEST EDITION, SHALL BE AS FOLLOWS: ALL CONCRETE WORK - 3,000 PSI . B. ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." (ACI 318 -BUILDING CODE REFERENCED EDITION) 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 NON -EXPOSED INTERIOR CONCRETE SLABS ON GRADE AND C. THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS), BUILDING CODE REFERENCED EDITION. INTERIOR DECK SLABS. ALL CONCRETE SHALL BE AIR ENTRAINED TO 5%(+/- M. 2. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING AND MAKE SAFE ALL FLOORS, ROOFS, WALLS AND 4. ALL MIXING, TRANSPORTING, PLACING AND CURING OF CONCRETE SHALL BE DONE IN ACCORDANCE WITH THE ADJACENT PROPERTY AS PROJECT CONDITIONS REQUIRE. RECOMMENDATIONS OF THE CURRENT AMERICAN CONCRETE INSTITUTE SPECIFICATIONS AND GUIDELINES. 3. ALL CONSTRUCTION IS TO CONFORM TO THE MASSACHUSETTS STATE BUILDING CODE AND ALL APPLICABLE PRODUCT AND S. NO SLAB -ON -GRADE INFILLS HAVE BEEN DESIGNED FOR BUOYANCY UPLIFT FORCES DUE TO GROUNDWATER OR DESIGN STANDARDS. ABSENCE OF SPECIFIC ITEMS FROM THESE DRAWINGS DOES NOT INFER THAT THE CONTRACTOR IS FLOODING. RELIEVED FROM THE STATUTORY CODE REQUIREMENTS. 6. ALL GROUT SHALL BE NON -SHRINK AND NON-METALLIC WITH A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI. THE 4. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL CONFORM TO THE APPROVED RULES AND STANDARDS FOR MAXIMUM APPLICATION THICKNESS OF GROUT UNDER COLUMN BASES SHALL BE 1%". MATERIALS, TESTS, AND REQUIREMENTS OF ACCEPTED ENGINEERING PRACTICE AS LISTED THE MASSACHUSETTS BUILDING CODE. 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 SHOULD BE OF WELDING GRADE 40. RUSTED BARS WILL BE S. THE CONTRACTOR ERIFALL DIMENSIONS AND CONDITIONS IN THE FIELD PRIOR COMMENCING WORK. ANY IMMEDIATELY REJECTED AND REQUIRED TO BE REPLACED AT NO ADDITIONAL COST. DISCREPANCY BETWEEENN WHAT IS SSHOWN ON THE DRAWING AND ACTUAL FIELD CONDITIONS SHALL BE REPORTED BACK TO THE ENGINEER IN WRITING BEFORE PROCEEDING WITH ANY WORK. 8. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI PUBLICATION 315 THE FRAMING AND FOUNDATION MAY NOT ALL BE SHOWN ON THESE DRAWINGS. THE GENERAL AND CURRENT CRSI SPECIFICATIONS, LATEST EDITIONS. 6. OPENINGS THROUGH CONTRACTOR SHALL DETERMINE REQUIRED OPENINGS FOR MECHANICAL OR OTHER PURPOSES AS HE SHALL PROVIDEg, UNLESS OTHERWISE SHOWN ON THE DRAWINGS, REINFORCING STEEL SHALL BE PLACED TO PROVIDE THE FOLLOWING ADDITIONAL FRAMING AND REINFORCING STEEL FOR ALL OPENINGS WHERE REQUIRED. THE GENERAL CONTRACTOR SHALL OPENINGS. ANY DEVIATION FROM THE OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS MINIMUM CONCRETE COVER: 3" VERIFY SIZE AND LOCATION OF ALL SHALL BE BROUGHTTO THE ENGINEER'S IMMEDIATE ATTENTION FOR REVIEW. BOTTOM OF FOOTINGS FORMED SIDES OF FOOTINGS 2" 7. FOUNDATIONS, FIRST FLOOR AND ROOF FRAMING HAVE BEEN DESIGNED FOR THE FOLLOWING LIVE LOADS: FOUNDATION WALLS 1/" SLAB ON GRADE 2' BELOW TOP SURFACE A. GRAVITY LOADS: - GROUND SNOW: pg=30 PSF, pf=25 PSF (UNBALANCED 30 PSF); 10. COLUMN ANCHOR BOLTS ARE TO BE FURNISHED AND INSTALLED ACCORDING TO DESIGN PLAN. ALL COLUMN ANCHOR - BEDROOMS = 30 PSF BOLTS SHALL BE SET BYTEMPLATE. - OTHER ROOMS = 40 PSF 11. ALL CONCRETE SHALL BE PROTECTED AGAINST FROST UNTIL PROJECT COMPLETED. PROVIDE PROPER CONCRETE B. WIND LOAD (=CONTROLLING LATERAL FORCE) (PER MASS. BUILDING CODE AND ASCE7-10): PROTECTION OR HEAT IN COLD WEATHER AND MAINTAIN PROPER CURING PROCEDURES IN ACCORDANCE WITH ALL -WIND SPEED Vult: 140 MPH; CURRENT ACI CODE OF STANDARD PRACTICE SPECIFICATIONS AND GUIDELINES. -EXPOSURE"B" 12. ALL REINFORCING BARS SHALL BE COLD BENT IN ACCORDANCE TO THE PROPER RADII ESTABLISHED BY THE ACI. UNDER C. THE BUILDING IS NOT LOCATED IN A FLOOD HAZARD ZONE. I NO CIRCUMSTANCES SHALL HEAT BE APPLIED TO THE BARS TO OBTAIN BENDS. B. NOTIFY THE ENGINEER OF ANY ARCHITECTURAL MODIFICATION OR DIMENSION CHANGES THAT MAY AFFECTTHE 13. ADDITION OF WATER TO CONCRETE MIXES AT THE SITE IS NOT ALLOWED EXCEPT FOR SUPRERPLASTICIZED MIXES, AND STRUCTURAL DESIGN. ONLY IN ACCORDANCE WITH THE MANUFACTURER'S MIX DESIGN SPECIFICATIONS. 14. ALL CONCRETE SHALL BE READ] -MIXED AT PLANT COMPLYING WITH ASTM C94 AND ASTM C1116. SITE MIXING IS NOT ALLOWED. FOUNDATION NOTES 15. CHAIR BARS FOR SECURE PLACEMENT AND POSITIONING OF REINFORCING STEEL IS TO BE PROVIDED. REINFORCING 1. ALL FOOTINGS SHALL BEAR LEVEL ON ACCEPTABLE SOIL OR COMPACTED STRUCTURAL FILL, HAVING A MINIMUM SUPPORTS SHALL PROPER HEIGHT, LENGTH, SPACING, SIZE AND MATERIAL TYPE; IN NO CASE SHALL BRICK, WOOD, OR ALLOWABLE BEARING CAPACITY OF 2,000 LB PER SQUARE FOOT. ACCEPTABLE MATERIALS ARE CONSIDERED TO BE P ROOF RMM ING REINFORCING STEEL SUPPORTS BE USED. OTHER NON -CONFORMING 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 IST FLOOR FRAMING & FLOOR SHEATHING. FDN WALLS DO NOT WITHSTAND EXISTING LATERAL SOIL PRESSURES UNTILTHE NEW FLOORS ARE IN PLACE AND COMPLETELY CONNECTED. S. 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. B. 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) 81. 100 3" 70-100 3/4" 45-95 NO.4 30-90 NO. 10 25-80 N O.40 10-50 NO. 200 0-12 *NOTES: THREE INCH MAXIMUM PARTICLE SIZE WITHIN 12 INCHES OF SLAB GRADE. 11. CRUSHED STONE SHALL BE Y4' 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 FRAM ING 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%. 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 OFTHE FOLLOWING MINIMUM GRADE AND SPECIES FORTHE SPECIFIED USE. ALL LUMBER SHALL BE GRADE STAMPED BY A RECOGNIZED GRADING AGENCYAND 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 NOT ALLOWED FOR USE, UNLESS OTHERWISE APPROVED IN WRITING BY THE 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 =1AE6 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) 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.OE)", PROVIDE LVL WITH ALLOWABLE BENDING STRESS (Fb) OF 3,100 PSI, AND MODULUS OF ELASTICITY (E) OF 2,000,000 PSI. 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 (LOAD BEARING WALLS ONLY) 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" AT THE EXTERIOR WALLS. 19. USE 3�4" THICK TONGUE AND GROOVE "EXTERIOR GRADE" PLYWOOD FLOOR SHEATHING, %" THICK "EXTERIOR GRADE" PLYWOOD ROOF SHEATHING, AND %" "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 ALL JOISTS 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 OTHERJOISTS 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 2XVS 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 ATTACHEDTO 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 WALLTYPE 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 WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OR SPECIFIED ON THE DESIGN DRAWINGS. PERMIT SET SEAL m 1� z structural design &ingenuity inghouse,>c P.O. Box 182 MASHPEE, MA 02649 phone: 508-221-2980 web: w jnghouse.net ZH OF Mqs Z LARSJENSEN u STRUCTURAL No. 50602 GIST eo F SS1p ;� v Z 0 I- z W 0e W W N W Ce 0 id- CL 0 911 J H pN W U ~ 04 z I- tn Lu F ¢ Lu O J v �_- LU � Cl- ZSCALE: cc _ SCALE., AS NOTED DATE: 0911012019 DESIGNED BY: )-I DRAWN BY: Li PROJECT#: 1NG19053 S-100 0 r F PAGE 1 OF 3 EXISTING FIRST FLOOR PLAN SCALE: 3/16"=1'-0" u no ER d 11E H oEEIHH EXISTING REAR ELEVATION SCALE: 3/16"=1'-0" EXISTING BASEMENT PLAN SCALE: 3/16"=1'-0" EXISTING LEFT ELEVATION SCALE: 3/16"=V-0" SCALE: 3/16"=1'-0" arh//�/ / is architects interior designers builders 400 MAIN STREET CHATHAM MASSACHUSETTS, 02633 299 WHITE'S PATH SOUTH YARMOUTH, MASSACHUSETTS, 02664 tel (508) 362 - 8883 (508) 760 - 2800 fax (508) 760 - 5800 WWW.ERTARCHITECTS.COM LOPILATO RESIDENCE 75 SULLIVAN ROAD WEST YAR MOUTH , PROJECT # 060219 0C 2019 ERT ARCHITECTS, INC. THE DRAWINGS AND ALL OF THE IDEAS, ARRANGEMENTS, DESIGNS, AND PLANS INDICATED THEREON OR REPRESENTED THEREBY, ARE OWNED BY AND REMAIN THE PROPERTY OF ERT ARCHITECTS, INC. NO PART THEREOF SHALL BE UTILIZED BY ANY PERSON, FIRM, OR CORPORATION FOR ANY PURPOSE, EXCEPT WITH SPECIFIC WRITTEN PERMISSION OF THE FIRM ERT ARCHITECTS, INC. THESE PLANS ARE NOT TO BE USED FOR PERMITTING OR CONSTRUCTION PURPOSES UNLESS STAMPED & SIGNED NTH AN ORIGINAL ARCHITECTS STAMP AND SIGNATURE & MARKED AS "PERMIT SET' OR "CONSTRUCTION SET'. REGISTRATION REVISIONS DATE: REVISIONS: ISSUED FOR: PERMITTING DATE: 08.22.2019 D f) PROJECT TRUE SCALE: 3/16"=1'-0" SHEET NO. EX -b1 TOTAL NUMBER OF SHEETS IN SET: 3 THIS SHEET INVALID UNLESS ACCOMPANIED BY A COMPLETE SET OF WORKING DRAWINGS NEW GLIDERS NEW WINDOW NEW SLIDER FINAL LOCATION TBD FINAL SIZE & LOCATION TBD FINAL SIZE & LOCATION TBD PER KITCHEN DESIGN PER KITCHEN DESIGN NEW WINDOWS PROPOSED REAR ALL NEW WINDOW & DOOR SIZES & LOCATIONS T.B.D. BY OWNER/CONTRACTOR REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR ALL STRUCTURAL INOFRMATION 1 1 I 1 I 1 1 I 1 I 1 I 1 1 NEW 10" SONO -TUBES W 28" BIGFOOT FOOTING 1 , ; % ; IN EXISTING SUPPORT LOCATIONS NEW WC SHINGLE SIDING ELEVATION OVER CONCRETE OR MASONRY BLOCK FOUNDATION Outside Elevation Side Elevation Extent of header (two braced wall segments) Min. 1000 Ib Extent of header (one braced wall segment) tension strap,. Pony Strap shall be wall height, 12' Max. total wall height 10' Max. height centered at bottom of header. Sheathing oF filler if needed 16d sinker nails in 2 rows @ 311 O.C. Wood Structural panel must be continuous from top of wall to bottom of wall, or from top of wall to permitted splice area Full-length king studs 11, 318" min. UL thickness wood structural panel sheathing 2 Anchor bolts per R403.1.6 required Foundation per code Not to scale 1O Fasten sheathing to header with 8d common nails in 3 -in. grid pattern as shown and 3 in. o.c. in all framing (studs and sills) typ. 2� For a panel splice (if needed), panel edges shall occur over and be nailed to common blocking and occur within the middle 24 in. of wall height. One row of 3 in. o.c. nailing is required at each panel edge. 3O Min. length based on 6:1 height -to -width ratio. For example: 16 in. min. for 8 ft. height. NEW WINDOWS MAX SPACING 4X4 POST, DO NOT NOTCH 2X2 PICKET, TYP. 2X6 RAIL CAP E Ep REQU RG PMOEN , TTACHMENT R T RIO AY CV ARD POST GURAD P S O}VT/TO(k, TCAOCH�ryO 04,f FyI1p 21 I��E q NAILS OR (2)$H WO �p 5 r,1REWS ADoTfi�T��,{LI7OPENIJ OENN AII.LST gpLLS 0 ((ON IN1 TTECFACE TOBCO OTTOM 'IIAIS 1.135_ NOMRMQ(2) 1/2- DIAM. THRU—BOLTS & WASHERS OUTSIDE JOIST TH PAASSAGEOTOF, A O 4 3/4" DIAMETER SPHERE GUARD POST TO JOIST DETAIL TYPICAL GUARD RAIL DETAIL PER FIGURE 25 BSE p 3p Q g ry C PER FIGURE 24 BASED 00955Ap�I RD�CY� TN�I{pIL EEP�SR&NTGAB e i 1M.4E�. R5FU4 Li+APACITY TH ADDITIN NATE BLEpSA RT��PApDSE�o❑UggTYETTi PROPOSED DECK EXPANSIOF. PROPOSED RIGH- ALL NEW WINDOW & DOOR SIZES & LOCATIONS T.B.D. BY OWNER/CONTRACTOR REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR ALL STRUCTURAL INOFRMATION NEW SLIDER NEW CANTILE DECK & RAII NEW SLIDER LE NOTE: CROSS BLOCK AND THRU BOLT ALL RAILII 2 NEWEL POSTS W/ 201/2 DIAM LAGS. 2X10 PT 11 16" O.C. H8 CUP JOIST TO BEAM 24"CANTILEVER POST TO TRIPLE POST CAP 3®2X10 PT GIRT DECK POST NOT TO SCALE IR]M�_MM ar/Ch"L is ayn 10)1 � /�5; ALlU. e architects/ interior designers builders 400 MAIN STREET CHATHAM MASSACHUSETTS, 02633 299 WHITE'S PATH SOUTH YARMOUTH, MASSACHUSETTS, 02664 tel (508) 362 - 8883 (508) 760 - 2800 fax (508) 760 - 5800 WWW.ERTARCHITECTS.COM LOPILATO RESIDENCE IYAWES RM01 MA PROJECT # 060219 0G 2019 ERT ARCHITECTS, INC. THE DRAWINGS AND ALL OF THE IDEAS, ARRANGEMENTS, DESIGNS, AND PLANS INDICATED THEREON OR REPRESENTED THEREBY, ARE OWNED BY AND REMAIN THE PROPERTY OF ERT ARCHITECTS. INC. NO PART THEREOF SHALL BE UTILIZED BY ANY PERSON, FIRM, OR CORPORATION FOR ANY PURPOSE, EXCEPT WITH SPECIFIC WRITTEN PERMISSION OF THE FIRM ERT ARCHITECTS, INC. THESE PLANS ARE NOT TO BE USED FOR PERMITTING OR CONSTRUCTION PURPOSES UNLESS STAMPED & SIGNED WITH AN ORIGINAL ARCHITECTS STAMP AND SIGNATURE & MARKED AS "PERMIT SET' OR "CONSTRUCTION SET". REGISTRATION REVISIONS DATE: REVISIONS: ISSUED FOR: PERMITTING DATE: 08.22.2019 00 ° 00 Min. 3" x 11-1/4" net header Header shall be Top plate oO fastened to the continuity is X 1> king stud with required per 00 6-16D sinker nails R602.3.2 °o rn °c Minimum 1000 Ib header -to - jack -stud strap shall be centered °° at bottom of header and installed on backside as shown on O side elevation 2' to 18' (finished width) 3 O Braced wall line with Min. number of continuous sheathing oa studs shown No. of jack studs Full-length per table R502.5(1 &2) king stud centered at bottom of header. Sheathing oF filler if needed 16d sinker nails in 2 rows @ 311 O.C. Wood Structural panel must be continuous from top of wall to bottom of wall, or from top of wall to permitted splice area Full-length king studs 11, 318" min. UL thickness wood structural panel sheathing 2 Anchor bolts per R403.1.6 required Foundation per code Not to scale 1O Fasten sheathing to header with 8d common nails in 3 -in. grid pattern as shown and 3 in. o.c. in all framing (studs and sills) typ. 2� For a panel splice (if needed), panel edges shall occur over and be nailed to common blocking and occur within the middle 24 in. of wall height. One row of 3 in. o.c. nailing is required at each panel edge. 3O Min. length based on 6:1 height -to -width ratio. For example: 16 in. min. for 8 ft. height. NEW WINDOWS MAX SPACING 4X4 POST, DO NOT NOTCH 2X2 PICKET, TYP. 2X6 RAIL CAP E Ep REQU RG PMOEN , TTACHMENT R T RIO AY CV ARD POST GURAD P S O}VT/TO(k, TCAOCH�ryO 04,f FyI1p 21 I��E q NAILS OR (2)$H WO �p 5 r,1REWS ADoTfi�T��,{LI7OPENIJ OENN AII.LST gpLLS 0 ((ON IN1 TTECFACE TOBCO OTTOM 'IIAIS 1.135_ NOMRMQ(2) 1/2- DIAM. THRU—BOLTS & WASHERS OUTSIDE JOIST TH PAASSAGEOTOF, A O 4 3/4" DIAMETER SPHERE GUARD POST TO JOIST DETAIL TYPICAL GUARD RAIL DETAIL PER FIGURE 25 BSE p 3p Q g ry C PER FIGURE 24 BASED 00955Ap�I RD�CY� TN�I{pIL EEP�SR&NTGAB e i 1M.4E�. R5FU4 Li+APACITY TH ADDITIN NATE BLEpSA RT��PApDSE�o❑UggTYETTi PROPOSED DECK EXPANSIOF. PROPOSED RIGH- ALL NEW WINDOW & DOOR SIZES & LOCATIONS T.B.D. BY OWNER/CONTRACTOR REFER TO STRUCTURAL ENGINEERING DRAWINGS FOR ALL STRUCTURAL INOFRMATION NEW SLIDER NEW CANTILE DECK & RAII NEW SLIDER LE NOTE: CROSS BLOCK AND THRU BOLT ALL RAILII 2 NEWEL POSTS W/ 201/2 DIAM LAGS. 2X10 PT 11 16" O.C. H8 CUP JOIST TO BEAM 24"CANTILEVER POST TO TRIPLE POST CAP 3®2X10 PT GIRT DECK POST NOT TO SCALE IR]M�_MM ar/Ch"L is ayn 10)1 � /�5; ALlU. e architects/ interior designers builders 400 MAIN STREET CHATHAM MASSACHUSETTS, 02633 299 WHITE'S PATH SOUTH YARMOUTH, MASSACHUSETTS, 02664 tel (508) 362 - 8883 (508) 760 - 2800 fax (508) 760 - 5800 WWW.ERTARCHITECTS.COM LOPILATO RESIDENCE IYAWES RM01 MA PROJECT # 060219 0G 2019 ERT ARCHITECTS, INC. THE DRAWINGS AND ALL OF THE IDEAS, ARRANGEMENTS, DESIGNS, AND PLANS INDICATED THEREON OR REPRESENTED THEREBY, ARE OWNED BY AND REMAIN THE PROPERTY OF ERT ARCHITECTS. INC. NO PART THEREOF SHALL BE UTILIZED BY ANY PERSON, FIRM, OR CORPORATION FOR ANY PURPOSE, EXCEPT WITH SPECIFIC WRITTEN PERMISSION OF THE FIRM ERT ARCHITECTS, INC. THESE PLANS ARE NOT TO BE USED FOR PERMITTING OR CONSTRUCTION PURPOSES UNLESS STAMPED & SIGNED WITH AN ORIGINAL ARCHITECTS STAMP AND SIGNATURE & MARKED AS "PERMIT SET' OR "CONSTRUCTION SET". REGISTRATION REVISIONS DATE: REVISIONS: ISSUED FOR: PERMITTING DATE: 08.22.2019 b (6 PROJECT TRUE SCALE: 1/4"=11-0" 0 1 2 4 8 UNLESS OTHERWISE NOTED. SHEET NO. A.2 TOTAL NUMBER OF SHEETS IN SET: 3 THIS SHEET INVALID UNLESS ACCOMPANIED BY A COMPLETE SET OF WORKING DRAWINGS o i I,y „8-,ZZ . ) ,OL � c�a3 � L o o�5e z x� .o ro,Y` Z X-�GI,� �' structural design (��JQ D —p wQ x000 'H'0 OL06 MIN &ingenuity J �J000 'H'0 0106 M3N 8ll-,b L L-,ti „g inghouse, Pc z a P.O. Box 182 a D ° ° o MASHPEE, MA 02649 W O J z ��{{ II phone: 508-221-2980 web: wwwinghousemet o d ° W Z �m H SEAL' m d Q �Q Z R V' �O ?Z N OF htgss9 Ld zo U LL csc `y io Cj t--t a. _ �B s mU O o=� ww au tr�Q Ci LL g LARSJENSEN m v w O� v w�¢ J g w@ L3 O on? 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W= O DATE: 09/10/2019 LL]�' W �m ��� �I W= z (( P� DESIGNED BY. nllr9 ��- Q \\�61 WQQ � \�pIIJI -� g-,� DRAWN BY: �� JI g- �4 Z�m 9QQ N z d PROJECiH: ING19053 N 00 �m w -I -i m �°.° m Z o - I �I m � LIF _ iD I '1N'7J'XVW „0-,9 N dSN7tl8 'NIW ,A-,ZT N N S-200 J-2oo 91�-919- "0 919-,� "�1-`� ZO1-,L a --PERMIT SET „9-,6Z „9-,6 o PAGE 2 Of 3 EXISTING ROOF FRAMING 2x12 @ 16" O.C., FACE NAIL EF (7)-10d COMMON WIRE NAILS PLACE 2x12 TIGHT BELOW EXIS PAIR OF SIMPSON "I -125A" HURRI CLIPS @ 16" O.C. NEW LVL RIDGE BEAM, SEE CONNECT PLIES WITH (3) ROWS OF 6" LONG TIMBERLOK SCREWS @ 24" O.C. FROM EACH FACE, STAGGER ROWS, TYP. r 12"± rr i i NEW LVL, EXISTING EXISTING IST RIDGE FLOOR GIRDER BEAM FRAMING SECTION @ NEW RIDGE BEAM N.T.S (SCHEMATIC ONLY) EXISTING ROOF RAFTERS TO REMAIN ADD NEW SIMPSON "H2.5A" HURRICANE CLIPS @ 16" O.C.,TYP EXISTING CLEAT TO REMAIN EXISTING ATTIC SHEATHING AT REMOVE EXISTING ATTIC JOISTS AT WIDTH OF WALL TO REMAIN NEW VAULTED CEILING AREA ADD NEW 2x4 SHORT STUDS @ — — — — — 16" O.C., TYP. AT LOCATION WHERE EXISTING ATTIC JOIST IS KI�REMOVED NAIL W/ Bd COMMON WIRE NAILS AT 4" O.C. ALONG CLEAT AND EACH TOP WALL PLATE, TYP. ADD NEW %" THICK PLYWOOD WALL --z L SHEATHING (FULL HEIGHT OF WALL) AT INTERIOR SIDE OF WALL, NAIL W/ 8d COMMON WIRE NAILS AT 6" O.C. AT PERIMETERS & @ 6" IN FIELD, TYP. NOTE: DO NOT SPLICE SHEATHING HORIZONTALLY WITHIN 4FT DOWN FROM TOP OF CLEAT, TYP. EXISTING DBL WALL TOP PLATES & WALL FRAMING TO REMAIN FRAMING SECTION (cb EAVE (VAULTED CEI N.T.S (SCHEMATIC ONCE PERMIT SET SEAL: structural design &ingenuity inghouse,Pc P.O. Box 182 MASHPEE, MA 02649 phone: 508-221-2980 web: w .inghouse.net LARSJENSEN STRUCTURAL No. 50602 I S-201 0 PAGE 3 OF 3 ^'L O J Ln O L/1 .z n W Z 0e O W V F— z W W W W_ W_ 1- E3 o W Qe J_ M. d V Z SCALE. AS NOTED DATE: 0911012019 DESIGNED BY: U DRAWN BY: U W ING19053 O Ca W S-201 0 PAGE 3 OF 3 ^'L J Ln L/1 n Z O F— Lu P2 W W_ W_ 1- E3 o W M. d h SCALE. AS NOTED DATE: 0911012019 DESIGNED BY: U DRAWN BY: U PROIECTM ING19053 S-201 0 PAGE 3 OF 3