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HomeMy WebLinkAbout5059 50 Park Ave Elevation Floor Foundation Plans11 7 ) N GENERAL NOTES 1. ALL WORK SHALE CONFORM TO MASSACHUSETTS BUILDING CODE AND ALL FEDERAL, STATE AND TOWN OF WEST YARMOUTH LAWS, CODES AND REGULATIONS AS EACH MAY APPLY, 2, ALL EXISTING CONDITIONS MUST BE VERIFIED IN FIELD, IF DISCREPANCIES ARE FOUND, THEY HAVE TO BE REPORTED TO THE ENGINEER PRIOR TO START OF WORK, OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR THE SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE START OF SUCH WORK, 3, THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE SCHEDULING AND WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND SHALL BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. 4, THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR THE CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES, INCLUDING BUT NOT LIMITED TO BRACING AND SHORING. 5, THE CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION, INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY, AND THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS 6, ALL WORK SHALL BE PERFORMED IN A FIRST CLASS AND WORKMANLIKE MANNER IN CONFORMITY WITH THE PLANS AND SPECIFICATIONS, AND SHALL BE IN GOOD USABLE CONDITION AT THE COMPLETION OF THE PROJECT. 7, THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS, UTILITY LOCATIONS AND STRUCTURE PLACEMENT, PRIOR TO START OF THE WORK. THE CONTRACTOR WILL OBSERVE ALL POSSIBLE PRECAUTIONS TO AVOID DAMAGE TO SAME. ANY DAMAGE TO EXISTING STRUCTURES AND UTILITIES, WHETHER SHOWN OR NOT ON THE DRAWINGS, SHALL BE REPAIRED OR REPLACED AT THE CONTRACTOR'S EXPENSE. 8, PRIOR TO BIDDING THE WORK THE CONTRACTOR SHALL VISIT THE SITE AND THOROUGHLY SATISFY HIMSELF AS TO THE ACTUAL CONDITIONS AND QUANTITIES, IF ANY. NO CLAIM AGAINST THE OWNER OR ENGINEER WILL BE ALLOWED FOR ANY EXCESS OR DEFICIENCY THEREIN, ACTUAL OR RELATIVE. PROPOSED GFA (GROSS FLOOR AREA) CALCULATION: ZONING DISTRICT: R-25 LOT AREA 16,552 SF PROPOSED FLOOR AREA OF THE BUILDING: 1. 1 ST FLOOR: 1,289 SF 2. 2ND FLOOR: 1,287 SF KW-Illg�A1.'�all TOTAL PROPOSED FLOOR AREA OF THE BUILDING: 1,289 (1ST FL.) + 1,287 (2ND FL.) + 735 (ATTIC) 3,31 1 SF I NTERIOR DOORS SCHEDULE: 0 2'-6" X 6'-8" 02 2'4" x 6'8" 04'0" x 6'8" FOR EXTERIOR DOORS AND WINDOWS SEE WINDOW SCHEDULE AND BUILDING ELEVATIONS DOOR HEIGHT TO BE VERIFIED WITH OWNER PRIOR TO DOOR ORDERING AND FRAMING PHOTO ELECTRIC HARD WIRED SMOKE DETECTOR WITH SECONDARY (STANDBY) POWER SUPPLIED FROM MONITORED BATTERIES FAN/LIGHT TO BE VENTED DIRECTLY TO OUTSIDE CARBON MONOXIDE DETECTOR HARD WIRED HEAT DETECTOR WITH SECONDARY (STANDBY) POWER SUPPLIED FROM MONITORED BATTERIES 1. ALL EXTERIOR WALLS ARE 2"x6" @ 16" O.C. UNLESS NOTED OTHERWISE. 2. ALL INTERIOR WALLS ARE 2"x4" @ 16" O.C. UNLESS NOTED OTHERWISE. 3. INTERIOR (DEMISING) WALL BETWEEN THE GARAGE AND THE BUILDING IS 2"x6" @ 16" O.C. 4. DIMENSIONS TO THE OUTSIDE (PERIMETER) WALLS ARE TO FACE OF STUDS OR EXTERIOR FACE OF THE FOUNDATION WALL. 5. INTERIOR DIMENSIONS SHOWN BETWEEN CENTERS OF THE INTERIOR WALLS. �H OF STOs 4T NAL ONAL E �� IIYY �'' I �� ►�1 II II II II II II II II II II II II II II II II II II II I J� 9, CONTRACTOR IS RESPONSIBLE FOR ALL DEMOLITION AND RELOCATION WORKS, IF ANY. EXTERIOR DOORS AND WINDOWS SCHEDULE 400—SERIES CASEMENT WINDOWS BY ANDERSEN WITH LOW—E INSULATING GLASS, UNLESS NOTED OTHERWISE No. UNIT DIMENSIONS MODEL REMARKS 0 5-11 1/4" x 6'-10 3/8" FWH60611 ENTRY DOOR O 2'6 1/8" x 6'10 3/8" FWH27611 FIXED PANEL / SAFETY GLASS O 4'-11 1/4" x 6'-10 3/8" FWH50611 FIXED PANEL / SAFETY GLASS O 2'5 5/8" x 4'4 7/8" WDH2442 O 2'8 1/8" x 6'7 1 /2" FWH2968 1'-8 1/2" x 2'-11 15/16" CN13 CASEMENT WINDOW 0 2'4 3/8" x 3'4 13/16" CW135 CASEMENT WINDOW O 5'-1 1 1/4" x 6'-10 3/8" FW06061 1 O 2'-8 1/8" x 6'-10 3/8" FWH29611 * EGRESS WINDOW MEETS OR EXCEEDS CLEAR OPENING OF 5.7 SF, CLEAR WIDTH 20" AND CLEAR HEIGHT 24" A AVAILABLE WITH STRAIGHT—ARM OPERATORS ONLY; ALL OTHER SIZES HAVE SPLIT —ARM OPERATORS ONLY. NOTE: USE WINDOWS FOR HIGH WIND EXPOSURE PROPOSED FRONT ELEVATION PROPOSED FRONT ELEVATION NOTES: CONTRACTOR MUST VERIFY ALL SIZES AND ROUGH OPENINGS PRIOR TO ORDERING WINDOWS. CONTACT WINDOW MANUFACTURER FOR DETAILS. CONTACT THE OWNER FOR FINAL SELECTION OF DOORS AND WINDOWS PRIOR TO ORDERING AND PRIOR TO FRAMING DOOR AND WINDOW OPENINGS. VERIFY CLEAR OPENINGS IN ALL BEDROOMS. MINIMUM CLEAR OPENING MUST BE 20 IN (W) x 24 IN (H) AND HAVE MINIMUM OF 5.7 S.F. OF CLEAR OPEN AREA FOR ANY WINDOW EXCEPT OF DOUBLE HUNG WINDOW (3.3 S.F. OF CLEAR OPEN AREA FOR DOUBLE HUNG WINDOW). VERIFY LOCATIONS OF SAFETY GLASS WINDOWS AND DOORS PRIOR TO ORDERING WINDOWS AND DOORS. SPECIFIC LOCATIONS: 1. GLAZING IN INGRESS AND MEANS OF EGRESS DOORS; 2. GLAZING IN FIXED AND SLIDING PANELS OF SLIDING DOORS AND SWINGING DOORS; 3. GLAZING IN STORM DOORS; 4. GLAZING IN UNFRAMED SWINGING DOORS; 5. GLAZING IN DOORS AND ENCLOSURES FOR BATHTUBS, STEAM ROOMS AND SHOWERS. GLAZING IN ANY PORTION OF A BUILDING WALL ENCLOSING THESE COMPONENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE A STANDING SURFACE. 6. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN A 24—INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE THE WALKING SURFACE. 7. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL WHICH MEETS THE FOLLOWING CONDITIONS: c) EXPOSED AREA OF AN INDIVIDUAL PANE GREATER THAN 9 S.E.; b) EXPOSED BOTTOM EDGE LESS THAN 18 INCHES ABOVE THE FLOOR; c) EXPOSED TOP EDGE GREATER THAN 36" ABOVE THE FLOOR; d) ONE OR MORE WALKING SURFACES WITHIN 36 INCHES HORIZONTALLY OF THE PLANE OF THE GLAZING. (N OF Mq 0.22 0 � G�s_f �� S/ONAL ENG PROPOSED LEFT SIDE ELEVATION PROPOSED RIGHT SIDE ELEVATION (N OF Mq 0.22 0 � �� G�STE� A� S�ONAL ENG SECOND FLOOR PLAN WIND BRACING LOCATION PLAN FIRST FLOOR PLAN WIMP BRACING LOCATION PLAN L I N ST SHEAR WALLS LEGEND: OTWO—SIDED SHEAR WALL: OUTSIDE SHEATHING & 1 /2" PLYWOOD INSIDE, OR 1 /2" PLYWOOD BOTH SIDES O® ONE—SIDED SHEAR WALL: OUTSIDE SHEATHING, INSIDE PLASTER OR SHEETROCK O® ONE SIDED SHEAR WALL: 1 /2 PLYWOOD, OTHER SIDE SHEETROCK WEST YARMOUTH, MA WIND SPEED I 10 MPH EXPOSURE R WIND LOADING CONDITIONS GOVERN DESIGN, SEISMIC LOADING IS LESS FLOpR JOIN FLOOR JOIN CROSS SECTION ----------, ••I i 0 cn 0 U) END VIEW TYPICAL LATERAL FRAMING CONNECTIONS. NAILING: 3" O.C. A 12" O.C. TYPICAL SHEAR WALL CONSTRUCTION DETAIL PRE —INSTALLED HDQ8 HOLDOWN TH TION STRUCTURAL PLYWOOD ATHING ON DE OF WALL, RED RIZONTAL GES OF YWOOD TACHED TO OCKING OR 2x6 D WALL NUT AND PLATE WASHER COUPLER NUT ALL THREAD ROD WITNESS HOLES VISIBLE FOR INSP. y BEA ING PLATE W/ SDS /4x2 1 /2" Sclp8WS q 5/8 DIAMETER * Z4' STRONG —WALL POST ANCHOR BOLT (STUD SHOE NOT SHOWN., . ; . FOR CLARITY) a SIMPSON WALL HOLD-DOWN TYPICAL DETAIL N.T.S. 7'-8 2" I ENCLOSURE NO.2 CRAWL SPACE 7'-8 2 11'-114" 6" - 1 1'-54 - 01'-0" 0 I 12'-24" I T 0 MIN. 18"X24" ACCESS/VENT OPENIN 1 1 14" 40' -1 " 20'-44" 1 -I BEAM POCKET (IF REQUIRED) i I BEAM POCKET (IF REQUIRED) CRAWL SPACE /2" BEAM POCKET (IF REQUIRED) 15'-931 I I I HSS 3 1 /2"x 3 1 /2" I x 3/8" COLUMN 0 ENCLOSURE NO.1 �- 3'--6" -1 15'-94» 0 I I I 6" CRAWL SPACE 12'-24" 03 1 /2" CONCRETE FILLED STEEL LALLY COLUMN (TYP.) USE SIMPSON COLUMN CAPS AND COLUMN BASES FOR CONNECTIONS 15'-94" MIN. 1 "X24" ACCESS VENT OPENING 12"x12'$j FLOOD OPENIN (TYP) I i� BEAM POCKET �/-(IF REQUIRED) L I 35'-9" -104 40' -1 " I 3" 3„ 3» 3» 10 6» 9'-24 8-14 8'-14 9'-24 - 6" 6 � 6 0N /0 6' / �rL �7' i g2 �6 I � t MINIMUM VERTICAL REINFORCEMENT FOR 10-INCH NOMINAL FLAT CONCRETE BASEMENT WALLS MINIMUM VERTICAL REINFORCEMENT - BAR SIZE IN SPACING (INCHES) MAXIMUM UNSUPPORTED WALL HEIGHT MAXIMUM UNBALANCED BACKFILL SOIL CLASSES AND DESIGN LATERAL SOIL (PSF PER FOOT OF DEPTH) GW, GP, SW, SP 30 GM, GC, SM, SM-SC, ML 45 SC, ML-CL, INORGANIC CL 60 FT FT 4 NR NR NR 5 NR NR NR 6 NR NR NR 8 7 NR NR NR 8 6@48 6@35 6@28 4 NR NR NR 5 NR NR NR 6 NR NR NR 9 7 NR NR NR 8 NR NR 6@31 9 6@37 6@28 6@24 4 NR NR NR 5 NR NR NR 6 NR NR NR 7 NR NR 6@28 10 8 NR 6@28 6@24 9 6@33 6@28 6@21 10 6@28 6@23 6@17 MINIMUM HORIZONTAL REINFORCEMENT FOR CONCRETE BASEMENT WALLS MAXIMUM UNSUPPORTED WALL HEIGHT LOCATION OF HORIZONTAL REINFORCEMENT FT <8 ONE #4 BAR WITHIN 12 INCHES OF THE TOP OF THE WALL STORY AND ONE #4 BAR NEAR MID -HEIGHT OF THE WALL STORY >8 ONE #4 BAR WITHIN 12 INCHES OF THE TOP OF THE WALL STORY AND ONE #4 BAR NEAR THIRD POINTS OF THE WALL STORY FO UNDATION PLAN 2x6 CONT.- - 2x6 P.T. CONT. 00 12 FIN. GRADE III -III - DAMP PROOFING M #4 @48" DOWELS R10 RIGID INSULATION OPTIONAL FN. H . Z_ FLOOR JOISTS MIN 1 /2"0 ANC. BOLTS @ 32" JOIST HANGE 3 1 /2"0 CC #4 @18" (MODIFY PER NOTE AND TABLE) #4 @18" (MODIFY PER NOTE AND TABLE) 5/8"0 x 10" LONG - ANCHOR BOLTS 1 /2" BASE PLATE REINF. 6x6-10/10 WELDED WIRE FABRIC. A.X �XA .a.aX X �-a COMPACTED - GRANULAR FILL BEAMS (SEE FRAMING PLAN) \-SIMPSON COLUMN CAP TYPE CC (TYPICAL) SIMPSON COLUMN 6"x6" PRESSURE BASE (TYPICAL) TREATED COLUMN FINISHED GRADE I 012" SONOTUBE FOUNDATION 00 WITH 30" BELL 12" z MIN 3,500 psi CONCRETE 60e 12 N } 30" UNLESS OTHERWISE NOTED I TYPICAL DECK FO UNDA TIO N M DETAIL SCALE. NTS 24" MIN. N 12" u-) ° N I °J #4 @ 12" O.C. ° NEW CONCRETE ° WALL 10" CORNER REINFORCEMENT TYPICAL DETAIL SCALE. NTS A• 0 0 A .. A .. a a AI I a A.C�11 II d A. Q a a.. TYPICAL SILL DETAIL SCALE: NTS ITS R-20 FIBER BUTT INSULATION ING PLANS) WITH 4 MIL POLY VAPOR BARRIER FRAMING PLANS) PRESSURE TREATED SILL PROVIDE 01/2"x12" LONG ANCHOR J-BOLTS V @ MAX 6 FT O.C. z �11 F=W co GRADE \ � <zo� II �a-ow I = II �w 0 SLAB CONSTRUCTION ? u- < SEE PLAN o I I J I I w I I m III I I X X 'XX 1 Ib II II •I II ° � ��� • ILA I 6 MIL POLY �saoo�eoopevo vaoev000evooee ooevao;, i 24" FOUNDATION NOTES: A. GENERAL: (UNLESS OTHERWISE NOTED) 1.) ALL WORK SHALL CONFORM WITH THE MASS. STATE BUILDING CODE, TOWN OF WEST YARMOUTH ZONING BY LAWS, AND ALL APPLICABLE OSHA STANDARDS. 2.) ANY WOOD FRAMING MEMBERS IN DIRECT CONTACT WITH CONCRETE SURFACES SHALL BE COATED WITH PRESERVATIVE. 3.) ALL FOUNDATION WALLS SHALL BE BRACED DURING THE OPERATIONS OF BACKFILLING AND COMPACTION. BRACING SHALL BE LEFT IN POSITION UNTIL PERMANENT RESTRAINTS HAVE BEEN INSTALLED. 4.) CONCRETE WALLS TO BE DAMPPROOFED BELOW GRADE, EXTERIOR SIDE. LOCAL BUILDING DEPARTMENT SHALL INSPECT EXCAVATION PRIOR TO CONSTRUCTION OF FOOTING AND WALLS, AND AT OTHER INTERVALS IN ACCORDANCE WITH LOCAL STANDARD PRACTICES. 5.) IF THE CONTRACTOR MAKES ANY CHANGES OR DEVIATES FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN APPROVAL FROM THE ENGINEER, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE TOTAL DESIGN. 6.) SLAB POURED ON GROUND SHALL REST AGAINST 6" COMPACTED SAND ON 1 LAYER OF POLYETHYLENE SHEETING (6 MILS). B. FOUNDATION REQUIREMENTS: 1.) THE BOTTOM OF FOOTINGS SHALL BEAR ON UNDISTURBED INORGANIC GRANULAR SOIL OR COMPACTED STRUCTURAL FILL WITH A SAFE ALLOWABLE BEARING PRESSURE OF MINIMUM 2 TONS/SQ FT. 2.) IF ORGANICS ARE ENCOUNTERED IN THE EXCAVATION, WORK SHALL BE SUSPENDED AND THE ENGINEER CONTACTED PRIOR TO COMMENCING WORK. 3.) CONCRETE SHALL BE PLACED "IN THE DRY" ONLY, AND NO CONCRETE SHALL BE PLACED ON FROZEN GROUND. 4.) SPECIAL CARE SHALL BE TAKEN IN BACKFILLING WALLS AND UTILITY TRENCHES. BACKFILL MATERIAL SHALL BE COMPACTED IN 12" LAYERS MAXIMUM WITH POWER TAMPERS OR BY OTHER APPROVED EQUIPMENT. 5.) WALLS RETAINING EARTH SHALL BE BACKFILLED EQUALLY EACH SIDE UNLESS ADEQUATELY BRACED. C. CONCRETE: (UNLESS OTHERWISE NOTED) 1.) CONCRETE WORK SHALL CONFORM TO THE LATEST AMERICAN CONCRETE INSTITUTE BUILDING CODE, STANDARDS, RECOMMENDED PRACTICES AND SPECIFICATIONS AS REVISED TO DATE. 2.) CONCRETE SHALL BE MIXED IN THE SPECIFIED PROPORTIONS TO GIVE MINIMUM COMPRESSIVE STRENGTH AT THE END OF 28 DAYS OF 3500 PSI. 3.) CONSTRUCTION JOINTS IN STRUCTURAL CONCRETE SHALL BE LOCATED IN THE MIDDLE THIRD OF THE SPAN OR OTHER APPROVED LOCATION OF MINIMUM SHEAR, D. REINFORCING STEEL: (UNLESS OTHERWISE NOTED) 1.) BARS SHALL BE HIGH BOND DEFORMED BARS MEETING ASTM A-615, GRADE 60. 2.) WHERE OPENINGS OCCUR IN WALLS OR SLABS, PROVIDE 2 - #4 EACH FACE EACH SIDE OF OPENINGS AND EXTEND 2'-6" BEYOND OPENING. 3.) SLABS ON GRADE SHALL BE REINFORCED WITH 6x6-W10xW10 WELDED WIRE FABRIC. LAP CROSS WIRES ONE SPACE PLUS 2" ALL SIDES. E. MISCELLANEOUS: (UNLESS OTHERWISE NOTED) 1.) VERIFY IN FIELD ALL LOCATIONS AND CONDITIONS IN THE STRUCTURE SHOWN ON THE DRAWINGS AND/OR AFFECTING THE INSTALLATION OF NEW WORK. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE FABRICATION OF DEPENDENT WORK. 2.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ADEQUATE SHORING AND BRACING TO SAFELY SUPPORT THE BUILDING DURING CONSTRUCTION. ANY APPROVAL BY THE ENGINEER WILL NOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILITY, FOR SHORING AND/OR BRACING, 3.) DURING THE CONSTRUCTION PHASE OF THE PROJECT THE CONTRACTOR SHALL REVIEW DESIGN LOADS TO LIMIT AND CONTROL CONSTRUCTION LOADING, NCLUDING BUT NOT LIMITED TO MATERIAL STOCK PILING AND CONSTRUCTION EQUIPMENT. R322.2.2 ENCLOSED AREA BELOW DESIGN FLOOD ELEVATION. ENCLOSED AREAS, NCLUDING CRAWL SPACES, THAT ARE BELOW THE DESIGN FLOOD ELEVATION AND BASEMENTS SHALL: 1. BE USED SOLELY FOR PARKING OF VEHICLES, BUILDING ACCESS OR STORAGE. 2, BE PROVIDED WITH FLOOD OPENINGS THAT MEET THE FOLLOWING CRITERIA AND ARE INSTALLED IN ACCORDANCE WITH SECTION R322.2.2.1: 9TH EDITION RESIDENTIAL VOLUME WITH MA AMENDMENTS FLOOD STANDARDS ONLY 2.1. THE TOTAL NET AREA OF OPENINGS SHALL BE NOT LESS THAN ONE IN2 (645 MM2 ) FOR EACH FT2 (0.093 M2 ) OF ENCLOSED AREA WHERE THE ENCLOSED AREA IS MEASURED ON THE EXTERIOR OF THE ENCLOSURE WALLS, OR THE OPENINGS SHALL BE DESIGNED AS ENGINEERED OPENINGS AND THE CONSTRUCTION DOCUMENTS SHALL INCLUDE A STATEMENT BY A REGISTERED DESIGN PROFESSIONAL THAT THE DESIGN OF THE OPENINGS WILL PROVIDE FOR EQUAHZATION OF HYDROSTATIC FLOOD FORCES ON EXTERIOR WALLS BY ALLOWING FOR THE AUTOMATIC ENTRY AND EXIT OF FLOODWATERS AS SPECIFIED IN SECTION 2.6.2.2 OF ASCE 24. ININ2.2. OPENINGS SHALL BE NOT LESS THAN THREE INCHES (76 MM) ANY DIRECTION IN THE PLANE OF THE WALL. R322.2.2.1 INSTALLATION OF OPENINGS. THE WALLS OF ENCLOSED AREAS SHALL HAVE OPENINGS INSTALLED SUCH THAT: 1. THERE SHALL BE NOT LESS THAN TWO OPENINGS ON DIFFERENT SIDES OF EACH ENCLOSED AREA; IFA BUILDING HAS MORE THAN ONE ENCLOSED AREA BELOW THE DESIGN FLOOD ELEVATION, EACH AREA SHALL HAVE OPENINGS ON EXTERIOR WALLS. 2, THE BOTTOM OF EACH OPENING SHALL BE NOT MORE THAN ONE FOOT (305 MM) ABOVE THE HIGHER OF THE FINAL INTERIOR GRADE OR FLOOR AND THE FINISHED EXISTING EXTERIOR GRADE IMMEDIATELY UNDER EACH OPENING. 3. OPENINGS SHALL BE PERMITTED TO BE INSTALLED IN DOORS AND WINDOWS; DOORS AND WINDOWS WITHOUT INSTALLED OPENINGS DO NOT MEET THE REQUIREMENTS OF THIS SECTION. FINISHED FLOOR VAPOR BARRIER AREA OF FLOOD ZONE OPENINGS IN THE FOUNDATION WALLS CALCULATION: NUMBER OF NUMBER OF AREA TOTAL AREA OF FLOOD FLOOD ENCLOSURE (S.F.) FLOOD OPENINGS OPENINGS OPENINGS (S.IN.) (12 INx12 IN) (12 INx12 IN) RQUIERED PROVIDED NO.' 1093.1 1093.1 7.59 8 N0.i 1 91 .7 1 91 .7 1.33 4 2" RAT SLAB WITH VAPOR BARRIER #4 REINFORCEMENT BARS, GRADE 60 @ 36" O.C. BOTH DIRECTIONS 3 - #4 REINFORCEMENT BARS 2" MIN CLEAR COVER 3-#4 CONT.� VAPOR BARRIER oa2�o°'2'0-0»o TYPICAL CRAWL SPACE FOUNDATION 3-#4 EW. #4 @12" 2' COMPACTED UNLESS GRANULAR FILL OTHERWISE FOOTING NOTED TYPICAL FO UNDATION DETAIL TYPICAL COLUMN FO UNDATION DETAIL SCALE: NTS NOTE: SCALE: NTS REFER TO IRC 2015; TABLES R404.1.2(4), AND R404.1.2(9) FOR VERTICAL REINFORCEMENT REQUIREMENT; AND TABLES R404.1.2(1) FOR HORIZONTAL REINFORCEMENT REQUIREMENTS) SCALE: NTS NOTE: REFER TO IRC 2015; TABLES R404.1.2(4), AND R404.1.2(9) FOR VERTICAL REINFORCEMENT REQUIREMENT; AND TABLES R404.1 .2(1) FOR HORIZONTAL REINFORCEMENT REQUIREMENTS) �H OF STONAL ONAL E NOTES: 4X4 P.T. COLUMN DN SOLID BLOCKING OR X-BRIDGING AT MAX 8 FT BETWEEN ROWS OF BLOCKING/BRIDGING (TYP.) 2X8 @ 16" O.C. SPF-2 P.T. LANDING JOISTS OR EQUAL 2-2X8 P.T. BEAM 5 4"x5 4" PSL COLUMN UP & DN 5 4"x5 4" COLUMN PSL UP 2X8 P.T. LEDGER LAGGED TO THE WALL c� Z J o z m 15'--"x5 '-" PSL g L I o w -- COLUMN UP J ~ I O I 00 N � I --i N0-0 N 1 I 00w w V) N X CD I m IN I U I 5 4"x5 4" PSL — =--0 5 4"x7" PSL--L COLUMN UP 5 4"x5 4" PSL Q COLUMN UP & — COLUMN UP _-=-_c° D —HSS 3 1 /2"x 3 1 /2" I ®w x 3/8" COLUMN DN I �U) —_ v)o N I 3 21"x3 2" PSL -- I 00 � Of Of I Q m COLUMN UP 0 I m of 5 "' 7" PSL U --- 5 4"x5 4" PSL -- COLUMN UP & J 5 4"x5 4" PSL COLUMN UP HSS 3 1 /2"x 3 1 /2" �a � COLUMN UP - _-- x 3/8" COLUMN DN- cy I ®w 000 -- I — 2-1 3„xg � -- ---VERSA LAM 2.04 3100 — 0 o I OR EQUAL U 00 5 4"x5 4" PSL I °� m OJ -_ COLUMN UP = 5 i"x5 �" PSL COLUMN UP I m 3 21"x3 1 PSL -- I — — COLUMN UP 3„ 2-1 x9 5 4"x5 4" PSL VERSA LAM 2.04 3100 COLUMN UP OR EQUAL 5 4%5 4" PSL — -_- COLUMN UP I 6X6 P.T. COLUMN UP & DN 2-2X8 P.T. BEAM 6X6 P.T. COLUMN UP & DN 5 4"x5 4" PSL COLUMN UP — U I � o -- I o O o D J �_� -- I riao O w 0 �Of oJm Q c9 � 000 - CoF/Ld CJ � Q '' cf) V) QODYgl N �w Q m 00 '�t� Q � � . Q o 0) N� I c _ m O w lk�. w D � ,.� Q I > -- rn T 0 Li v I 5 4"x5 4" PSL —6 COLUMN UP--- o� N "' - c w — 0 J —@ o -- 5 4"x5 4» PSL m N D 000 I COLUMN UP 0 cf, - — �I� w Q V) H — O N_ I -- 00 Qo -- LLJ _m O _ 5 4„x5 "' PSL > - �` I COLUMN UP O 0 ro D �o x N D 0 z �Jrr- o I o UT< + Li w 2X8 P.T. LEDGER LAGGED TO THE WALL 2-2X8 P.T. BEAM I 2-2X8 P.T. BEAM 4X4 P.T. COLUMN DN 2X8 ® 16" O.C. SPF-2 P.T. LANDING JOISTS OR EQUAL FIRST FLOOR FRAMING PLAN BASE AT WALL I�i�L�Z�D»I�1[.y:■�[�Z�l:�l�[e PLYWOOD SUBFLOOR AT TREAD AND RISER '> 1-1 SOFFIT TYPICAL STAIR DETAIL SCALE: NTS �COLUMN4 UPSL NOTE: COLUMNS OR BUILD-UP STUDS -- MUST BE INSTALLED — UNDER EACH BEAM AND HEADER 5 4"x5 4" PSL SUPPORT (TYP.) WHETHER IT IS SHOWN -- COLUMN UP OR NOT ON THE PLANS. THESE — COLUMNS MUST CARRY THE LOAD DOWN TO THE FOUNDATION OR BEAM BELOW. I _ I 3 ""x3 �" PSL -- COLUMN UP CONTRACTOR TO VERIFY IN 5 4'j5 4" PSL FIELD ALL DIMENSIONS & COL MN UP — SITE CONDITIONS PRIOR TO PERFORMING WORK I I 2-2X8 P.T. BEAM 6X6 P.T. COLUMN UP & DN 6X6 P.T. COLUMN UP & DN NOTE: THE EXACT LOCATIONS OF THE COLUMNS TO BE VERIFIED BY CONTRACTOR TYPE CC TYPE LCC TYPE CC/GLT TYPE CC/HW TYPICAL BEAM/COLUMN CONNECTION DETAILS SCALE: NTS CARPENTRY: ALL ROUGH CARPENTRY SHALL PRODUCE JOINTS TRUE, TIGHT, WITH ALL MEMBERS ASSEMBLED IN ACCORDANCE WITH THE DRAWINGS AND WITH ALL PERTINENT CODES AND REGULATIONS. CAREFULLY SELECT ALL MEMBERS. SELECT INDIVIDUAL PIECES SO THAT KNOTS AND DEFECTS WILL NOT INTERFERE WITH PLACING BOLTS OR PROPER NAILING OR MAKING CONNECTIONS. LUMBER MAY BE REJECTED BY THE ENGINEER, WHETHER OR NOT IT HAS BEEN INSTALLED, FOR EXCESSIVE WARP, TWIST, BOW, CROOK, MILDEW, FUNGUS, OR MOLD, AS WELL AS FOR IMPROPER CUTTING AND FITTING. DO NOT SHIM SILLS, JOISTS, SHORT STUDS, TRIMMERS, HEADERS, LINTELS, OR OTHER FRAMING COMPONENTS. USE ONLY TREATED LUMBER FOR ALL WOOD BUCKS AND NAILING GROUNDS IN, OR IN CONTACT WITH CONCRETE. TREAT ALL WOOD LESS THAN TWO FEET ABOVE FINISHED GRADE BY SPRAYING WITH THE PRESERVATIVE TO A MINIMUM DISTANCE OF SIX INCHES FROM THE ENDS. PERFORM ALL TREATMENT IN STRICT ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. IN ADDITION TO ALL FRAMING OPERATIONS NORMAL TO FABRICATION AND ERECTION INDICATED ON THE DRAWINGS, INSTALL ALL BACKING REQUIRED FOR WORK OF OTHER TRADES. MAKE ALL BEARINGS FULL. FINISH ALL BEARING SURFACES ON WHICH STRUCTURAL MEMBERS ARE TO REST SO AS TO GIVE SURE AND EVEN SUPPORT. WHERE FRAMING MEMBERS SLOPE, CUT OR NOTCH THE ENDS AS REQUIRED TO GIVE UNIFORM BEARING SURFACE. INSTALL ALL BLOCKING REQUIRED TO SUPPORT ALL ITEMS OF FINISH AND TO CUT OFF ALL CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FLOOR AREAS. FIRE BLOCKS SHALL BE TWO INCHES IN THICKNESS (NOMINAL) BY THE FULL WIDTH OF THE OPENING BEING BLOCKED. FIRE -BLOCK IN THE FOLLOWING SPECIFIC LOCATIONS: (1) IN ALL STUD WALLS AT CEILING AND FLOOR LEVELS; (2) IN ALL STUD WALLS, INCLUDING FURRED SPACES, SO THAT THE MAXIMUM DIMENSION OF EACH CONCEALED SPACE IS NOT MORE THAN EIGHT FEET; (3) ALL OTHER LOCATIONS WHERE OPENINGS COULD AFFORD PASSAGE FOR RODENTS OR FLAMES. INSTALL WOOD CROSS BRIDGING OF NOT LESS THAN TWO INCHES BY THREE INCHES NOMINAL, METAL CROSS BRIDGING OF EQUAL STRENGTH, OR SOLID BLOCKING BETWEEN JOISTS WHERE THE SPAN EXCEEDS EIGHT FEET. INSTALL SOLID BLOCKING BETWEEN JOISTS AT ALL POINTS OF SUPPORT AND WHEREVER SHEATHING OR FLOORING IS DISCONTINUOUS. MAKE ALL STUDS SINGLE LENGTH, UNSPLICED, AND PLATFORM FRAMED. FRAME ALL CORNERS AND INTERSECTIONS WITH THREE OR MORE STUDS AND ALL REQUIRED BEARING FOR WALL FINISH. ON ALL FRAMING MEMBERS TO RECEIVE A FINISHED WALL OR CEILING, ALIGN THE FINISH SUBSURFACE TO VARY NOT MORE THAN 1/8" FROM THE PLANE OF SURFACES OF ADJACENT FRAMING AND FURRING MEMBERS. PLACE ALL PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND CONTINUOUSLY OVER AT LEAST TWO SUPPORTS. ALL DOORS AND WINDOWS MUST BE INSTALLED WITH ALL NECESSARY APPURTENANCES AND TRIMS. NOTES: ALL EXPOSED WOOD AND WOOD IN DIRECT CONTACT WITH CONCRETE MUST BE PRESSURE TREATED. THE PROPERTIES OF WOOD MUST BE AS DESIGNED OR BETTER. SIMPSON CONNECTORS MUST BE USED AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS. CONTRACTOR MUST VERIFY ALL DIMENSIONS IN FIELD. IF ADJUSTMENTS ARE NECESSARY, CONTACT THE ENGINEER. 5 4"x5 I" PSL COLUMN DN 3-2X 10 3-2X10 J I 5 4'x5 4" PSL 5 4"x5 4" PSL ~ > COLUMN DN COLUMN UP & DN SL xUP4&PDN U 0 I � O I 00 1„ 1„ 5 4 x5 4 PSL 2-1 4"x9 4" COLUMN - Q CO I w Q i„ �» 5 x5 PSL i 5 �'x5 4" PSL 4„ 4„ 4-1 x9 `` COLUMN DN VERSA LAM 2.0 w 5 4"x5 I" PSL m w J O O J v 0 a a COLUMN DN COLUMN UP & DN VERSA LAM 2.0 3100 N 3100 OR EQUAL 3-2X10 ©� COLUMN UP I O 0 o OR EQUAL a J� BEAM 00o X-o= LLJ ro ZaJ Ej m I BEAM A.15 0 I w w� w co - O � ©w © I O >�o oO O0 0 -BEARING N_j III � oo I N III oao< I w x5 „PSL 5 COLUMN UPLOAD �� U) — oo QNmo O Qw n 0 J w o�m Q �Q I p��� � r1kt Jm� C) �0 Qo LOAD -BEARING O o I Q LO 0 w O Q � 2X6 WALL N�III of 0 I2.10 m 0I — �o l m 5 x5 P Q m 0 mSL Nj0 54„x5 PSL ',N Li © COLUMN UP4 & w w J >> > o 7)0 UP & DNLi 5 4x5 PSL 00 COLUMN UP & DN I °' 5 4"x5 4" PSL COLUMN DN U 0 J Q 0 w 3 1"x3 3" PSL COLUMN UP & DN 000 �N o 5 4"x5 I" PSL - 0 o COLUMN UP & DN m� U 0 mo W IN 0) 5 I"x5 4" PSL- 4 COLUMN UP & DN 3 21%3 1" PSL COLUMN UP & DN 6X6 P.T. COLUMN DN / 3-2X 10 — I I I I I 0 X 5 4"x5 I" PSL- COLUMN UP & DN I - N 5 4%5 4" PSL COLUMN UP & DN I o_ LOAD-BEARING- 2X6 WALL I 5 I"x5 4" PSL COLUMN UP & DN I x N I I I 3-2X10 Y (D BEAM 2.19 5 1"x5 �" PSL 5 4"x7" PSL c� COLUMN4UP & DN COLUMN DN < �oQ m , O o o cy X 5 4„x5 4" PSL I I 0 o COLUMN UP X �Uw N I I 0 � M I 5 4"x7" PSL F' m N N g COLUMN DN "'0— w 2-1 4>'x9 4" I w 1„ w 4'-52 _ ill 1 1'-44 VERSA LAM 2.0 3100 OR EQUAL J L BEAM 2.18 m CA STEEL BEAM W 1OX54 (F,50ksi) �0y _j cn po DUO o z Q J 10 0 LOADS FROM JLLJ m BEAM 2.16, BEAM 2.17: — ,,, z o m o Z) I0° DEAD=9,956 Ib m o0 LJ w w oz ©o, w— N — LIVE =21,986 Ib — Igo O=J�� p � 0 Ii — O� O Li m O DOUBLE JOISTS WITH CONTINUOUS 5 4"x5 4" PSL FILLER BLOCK (SEE DETAIL) � J— COLUMN UP OR DOUBLE LVL'S o �— Q 0o � o w 0 I' I m Lo"CE 0O—w 3-1 3„x9 m NN—c 4 VERSA LAM 2.03100 0 BEAM BELOW —O) BEAM 2 21 3-2X 10 tm 5 4"x5 4" PSL m COLUMN UP & DN —--w5 4»x54,>PSLCOLUMN UP & DN 0 N I 2X10 P.T. BEAM 6X6 P.T.--J COLUMN DN 2X8 @ 16" O.C. SPF-2 CEILING JOISTS OVER FRONT PORCH OR EQUAL STEEL BEAM (SEE FRAMING PLANS) BOLTS 12" V-1 /2" COLUMN DIMENSION 2-1 4"x 14" VERSA LAM 2.0 3100 P.T. OR WEATHER PROTECTED 2X6 ® 16" O.C. SPF-2 P.T. BALCONY JOISTS _ WALKABLE ROOF MEMBRANE ABOVE OR EQUAL 3-2X10 P.T. BEAM -6X6 P.T. COLUMN DN 2X8 ® 16" O.C. SPF-2 CEILING JOISTS OVER FRONT PORCH OR EQUAL SECOND FLOOR FRAMING PLAN DLE FOR 5/8" BOLT FULL WIDTH OF BEAM STEEL BEAM / PSL COLUMN TYPICAL CONNECTION DETAIL SCALE: NTS. NOTES: V fm Q w m m 0 X N 5 a»x5 4,. COLUMN 5 4„x5 4„ PSL COLUMN UP & DN �? 0 5 4"x5 4" PSL Q COLUMN DN 0 © W 000 U) U� N -5 I"x5 4" PSL o 0 COLUMN UP & DN om Of 50 mo J �w 0 3"x3 PSL COLUMN UP & DN 6X6 P.T. COLUMN DN JOISTS OR BEAM (SEE FRAMING I SIMPS LOAD -BEARINGS I N \—LOADS FROM 2X6 WALL o BEAM A. I - 5 4"x5 I" PSL I 'm Q DEAD=2,372 Ib o COLUMN DN o LL_N LIVE=7,399 Ib I © N I N w I °° o I 5 4"x5 4" PSL o m STEEL BEAM W 1OX33 (FB=50ksi) 0Q COLUMN UP I!� I 10 0 BEAM A.14 I BEAM Ai19 ho �� STEEL BEAM W 10X22 (FB=50ksi) 3 1"x3 COLUMN UP PSL & DN Q =it 5 I"x5 4"I PSL m Q I I w m COLUMN UP I I r� ti O a 5 4„x5 4" PSL I w N 0o j COLUMN UP & DN I I rI o �p w ©0 5 '-"x5 1" PSL w cn _ Q - I m o J LOAD -BEARING 00 COLUMN DN 0 D 2X6 WALL rN I v) I O U w IO o� ® -1 CCn (n w Ld ODwJ m 0 Q o O 0: o� 5 x5 4" PSL � O cn `J p I � o 0 COLUMN UP & DN w z U v 0 5 4»x5 4„ PSL I m I m o p X m COLUMN UP & DN I D 0 Of z0 �p N o O LOAD -BEARING O o O m I °) I °) N 2X6 WALL 5 I"x5 4" PSL N �„ STEEL BEAM W 1OX19 (FB=50ksi) COLUMN DN I!� �„ 5 4 x5 4 PSL COLUMN DN BEAM A.13 0 5 "x5 I" PSL 75 1' 5 I" PSL xUP&PSL I N OLUMN UP COL N UP COLUMN DN I 4»x9 1 VERSA LAM 2.0 3100 BEAM BELOW 3-2X 10I h BEAM A.1 6 3-2X 10 5 I"x5 4" PSL I I I I I xa �l 5 4"x5 I" PSL COLUMN DN COLUMN DN (ALIGN WITH COLUMN BELOW) CANTILEVERED ATTIC BACONY 2X8 ® 16 O.C. SPF-2 ATTIC FLOOR JOISTS OR EQUAL "TEEL BEAM (SEE ING PLANS) CONTINUOUS FILLER BLOCKS BOLTED THROUGH 2X10 @ 16" O.C. SPF-2 ROOF RAFTERS OVER FRONT PORCH OR EQUAL A T TIC FRAMING PLAN TYPICAL BEAM/JOIST STEEL BEAM CONNECTION SCALE: NTS 1. CONNECTIONS MUST BE SELECTED TO SUPPORT ONE-HALF OF THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN THE ALLOWABLE UNIFORM TOTAL LOADS TABLES, FOR THE GIVEN BEAM, SPAN AND GRADE OF STEEL SPECIFIED. THE EFFECTS OF ANY CONCENTRATED LOADS MUST BE TAKEN INTO ACCOUNT. 2. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR STEEL CONNECTION. NUMBER AND DIAMETER OF CONNECTING ANGLE AND BOLTS ARE PER SHOP DRAWINGS. FIELD WELDING IS ALLOWED DURING INSTALLATION FOR TEMPORARY SUPPORT ONLY. CTCCI ME -AKA (CCC CDAKAIrI/, mI AKIC� AM STEEL BEAM (SEE FRAMING PLANS) STEEL BEAM/ STEEL BEAM TYPICAL CONNECTION DETAIL SCALE: NTS. CONTINUOUS FILLER BLOCKS BOLTED THROUGH TYPICAL ATTACHMENT OF FOOD BEAM/JOIST TO STEEL BEAM SCALE. NTS STEEL BEAM �H OF 5 I"x5 I" PSL COLUMN UP & DN 5 4"x5 I" PSL COLUMN UP & DN 5 4"x5 I" PSL COLUMN UP & DN 3 1%3 PSL COLUMN UP & DN NOTE: U Q O D 0 �w p0 0� N o7) 0jj� � O CO o _ J U W U Q (5 Z) 0 w th ®0 N O O O C) �O 0 U W m U 0') Q IF COLUMNS DIMENSIONS ARE NOT SPECIFIED, THE TERM "COLUMN DN/UP" MEANS MINIMUM 3 STUDS GLUED AND NAILED TOGETHER. ALL COLUMNS MUST BE CONTINUED TO THE FOUNDATION OR BASEMENT LEVEL COLUMNS WHETHER SHOWN OR NOT ON PLANS. SOs1EN TONAL E II II II II 3 21"x3 2" PSL I I COLUMN DN 5 4"x5 4" PSL COLUMN DN 3-1 J"x9 J" VERSA LAM 2.0 3100 OR EQUAL HEADER 5 4"x5 4" PSL COLUMN DN TO HEADER 5 4"x5 4" PSL COLUMN DN U) w U � ow �g �0 � U co CV X N d (/7 0 w ---------12r)n Q------ - - - - Ii--------- Li pm---------ii-----�I �I II 3-1 4"x7X VERSA LAM .`v 3100 OR EQUAL II I� II II w 5 4"x5 4" PSL Q COLUMN DIN w II 0 �Q � � XN0 5 5 �" PSL / 5 "'x5 PSL N w "ice w a x a a I J Q COLUMN DN FOR COLUMN DN FOR LL Q er4 J � HIP SUPPORT CR' - HIP SUPPORT - N w- m p CKET C3 o- o J� - o -Lik 0 '/j A"+ 04 �QG?/ 0 X — �/ N BEAM R.3.1 00-I 3-1 4"x 1 1 $" VERSA LAM 2.0 3100 OR EQUAL 5 4"x5 4" PSL I I COLUMN DIN 5 4"x5 4" I PSL I I I I I COLUMN DN 4-1 4"x24" �6 To HEADER VERSA LAM 2.0 3100 OR EQUAL 4`ONTIN000S' I I I 5 4"x5 4" PSL COLUMN DN ao� < Q w m 5 4"x5 COLUMN 4" PSL DN 3-1 3"x11 8" 4 8 VERSA LAM 2.0 3100 OR EQUAL - BEAM R.1.1 - - - - 3 1"x3 1" PSL COLUMN DN 5 4"x5 4COLUMN 4" PSL- DN �c A SECT 1 BITUTHANE WATER AT PERIMETEF DRILL HOLES IN BLOCKING TO PROVIDE AIR VENTILATION o, 5 4"x5 4" PSL COLUMN DN 5 4"x5 4" PSL BEAM R.4 COLUMN DN 3-1 4"x 1 1 8" VERSA LAM 2.0 3100 OR EQUAL 5 4"x5 4" PSL I I I COLUMN DN co 5 4"x5 4" PSL 3-1"x11 COLUMN DN VERSALAM 2.0 TO HEADER 3100 OR EQUAL HEADER N af w a w z. X N BEAM R.15.3 —5 "'x5 "» PSL COLUMN¢ DN Q ILL] 2X10 16" O.C. SPF-2 ROOF RAFTERS OR EQUAL 3-1 4"x 1 1 8" VERSA LAM 2.0 3100 OR EQUAL 1 o w m un w BEAM R.2.1 �»P w w 3»x3 SLI 2 Ld w�c af �5 4 COLUMN 0 "x5 PSLD DN I COLUMN DN w m m o o — � —-11 3-2X6 HEADER BELOW 2X12 © 16" O.C. SPF-2 ROOF RAFTERS OR EQUAL EN DISTA ROOF FRAMING PLAN ASPHALT SHINGLES WITH 15 LB UNDERLAYMENT 5/8" EXTERIOR PLYWOOD SHEATHING 0 RAIN SNOW BAFF ROOF SHINGLI I ROOF RAFTER LI I R-49 INSULATION PROVIDE GUTTERS AND DOWNSPOUTS } ATTI JOISTS CONTINUOUS VENT WITH SCREEN J R-20 INSULATION WITH VAPOR BARRIER 1 /2" GYPSUM CEILING 1 /2" EXTERIOR PLYWOOD TYVEK BARRIER 1 /2" GYPSUM WALLBOARD SIDING TYPICAL ROOF SAVE DETAIL SCALE: NTS BEAM and fir' STRAP SYMPSON RIDGE STRAP DETAIL ------====�F III jl II II II II w -- _J II wo ----- - - - - - - - II > 0 II II 0LL II II 0 II II af I � II I II II II II II II I I II II II II II II 12" (TYP.) { 12" (TYP.) II II II II II II OD SUBSTRATE ;IDES OF RIDGE BEAM CONTINUOUS RIDGE VENT SCALE: NTS NOTE: RIDGE AND SOFFIT VENTS ARE NOT NEEDED IF SPRAY FOAM INSULATION IS USED ON ROOF L/\L LLV VLI\ DOUBLE JOIST SPACE TO ALLOW FOR PIPES NO PARTITION BELOW NOTE: II II 5/8 ROOF SHEATHING ATTACHED WITH 8D OF rL —_-- -------------- ---- �� COMMON NAILS. r ROOF OVER FRONT PORCH ROOF PLAN SCALE. 1/2 "=1 ' 2X10 ® 16" O.C. SPF-2 ROOF RAFTERS (SEE FRAMING PLANS) 2X12 @ 16" O.C. SPF-2 ROOF RAFTERS (SEE FRAMING PLANS) R-38 FIBER BATT INSULATION WITH VAPOR BARRIER OR FOAM INSULATION 12 LL j� 0 1 Z 0 12 (TYP.)T O Z �0 0 0 u- �O a R-20 FIBER BATT INSULATION- °N° WITH VAPOR BARRIER OR FOAM +I INSULATION 1 /2" EXTERIOR PLYWOOD —/ TYVEK BARRIER—/ 2"x6" ® 16" O.C. STUD WALL MIN 01 /2" GALVANIZED J-BOLTS @ MAX 32" O.C. DAMPPROOFING - z MIN 3,500 psi — CONCRETE 10" R-10 RIGID INSULATION (OPTIONAL) #4 REINFORCEMENT BARS, i GRADE 60� MIN 2" CLEAR COVER 6" EDGE/ 6" FIELD GABLE ENDWALL RAKES 8D - 4" EDGE / 4" FIELD. ALL RAFTERS MUST BE CONNECTED TO ROOF BEAMS WITH SYMPSON HANGERS SYMPSON HURRICANE CLIPS MUST BE USED FOR RAFTER TO WALL CONNECTION USE SYMPSON RIDGE STRAP ON EACH RAFTER LOAD BEARING STUDS MUST BE #2 OR STUD GRADE AT MAX. 16" O.C. USE MIN. 3' HIGH STUDS FOR HEADER SUPPORT 4-1 J"x24" VERSA LAM 2.0 3100 RIDGE BEAM PARTITIONS BEARING BETWEEN JOISTS I Till, I I FINISH JOISTS BLOCKING UNDER AT 16" O.C. PARTITIONS PARTITIONS PARALLEL TO JOISTS PLYWOOD SUBFLOOR ------� FINISH - L_ JOIST TOP PLATE I 1 FINISH FINISH STUD I I NO PARTITION ABOVE NO PARTITION BELOW PARTITIONS PERPENDICULAR TO JOISTS NONBE RING INTERIOR PARTITIONS TYPICAL DETAILS I I I I I I I I I I I I I I I I JOIST 2X4 BLOCKING AT 16" O.C. STUD -� I NO PARTITION ABOVE 1 X6 NAILER I 2X4 BRIDGING BLOCKING I AT 16" O.C. PARTITIONS PARALLEL TO JOISTS 4--2-2X4 TOP PLA I PARTITIONS PERPENDICULAR TO JOISTS BEARING INTERIOR PARTITIONS TYPICAL DETAILS CROSS-SECTION TROUGH THE L1111lJl lJ.-.C11V lJ A Y 11`1 llL ���H of Massyc NEEDHAM, MASSACHUSETTS 02494 MAIN ROOF (SECTION 1-1) RIcaA TELEPHONE: (781) 449-8200 FAX: (781) 449-8205 STONAL ONAL E F2 BLOCKING PANEL, EXTERIOR Vertical load transfer = 2000 plf max. Wood I Beam blocking panel 0 � o 0 � o �o 0 0 0 8d nails at 6"o.c. F4 SQUASH BLOCKS & SINGLE RIM JOIST Vertical load transfer = 2000 plf max. along load bearing wall based on bearing stress of 390 psi, 23132" 48124 APA rated sheathing Squash blocks (2x4 minimum) 1116 8d nails See detail F7 for blocking requirements. F14 STRINGER TO JOIST CONNECTION Double Mod I Beam construction per detail F11(ful filler). Backer blocking size and installation per detail F13. Hangers IfSP (Kant —Sag ) MSH218 Minimum 12.10d nails int0ghl OR or double joists. Minimum Simpson Strong —Tie THA218 4-10d x 1112" nails into stringer. For stringers longer than 14' or stringer reactions exceeding 700#, call G-P. 1: F1 ATTACHMENT AT END BEARING One 10d box or sinker nail each side at bearing, typical for all wood bearings. 1314" minimum bearing length at all floor and roof details To avoid splitting flange, start nails at least 1112" from end. Drive nails at an angle to prevent splitting of bearing plate. 1: F7 BLOCKING PANELS USED FOR BRACING Blocking panels installed for a minimum of 4' at each building corner and at least 4' every 25' of wall length. Use 8d nails at 6" o.c. Single layer 2K? 48i24 APA rated sheathing (plywood or OSB) rim provides 1000 of vertical load transfer (two layers = 2000 pit) Allowed only with joist depths up to 11718' unless used with 2x4 min squash blocks as shown in detail F4 BEVEL -CUT JOIST TYPICAL DETAIL I I I I DO NOT BEVEL —CUT JOIST BEYOND INSIDE FACE OF WALL F15 JOIST TO BEAM CONNECTION hangers WI 40 9112" 2x6 + 518" plywoodlOSB 2x6 + 518" plywoodlOSB WI 60 9112" GPI 11718" 2x6 + 518" plywoodlOSB 2x6 + 518" plywoodlOSB 2x6 + 518" plywoodl0S6 2x8 + 518" plywoodli 1) Support back of web during nailing to prevent damage to web -flange connection. 2) Leave 118" gap between top of filler blocking and bottom of top flange. 3) 4) Place joists together and nail from each side with 2 rows of 10d nails at 12" o.c., clinched when possible. Stagger rows from opposite sides by 6" )lulam Beam Filler blocking 118" gap — F18 COLUMN LOAD TRANSFERE TYPICAL DETAIL CUT SOLID BLOCKS WOOD POST 1 /16" HIGHER THAN JOIST HEIGHT FOR SOLID BEARING BLOCK ALL POSTS WOOD FROM I —JOIST ABOVE TO BEARING BELOW SILL PLATE F11 DOUBLE JOIST CONSTRUCTION (Not required if both loaded equally from above) BEARING STIFFENERS Tight fit Gap (114" +) _ Clinch nails when possible Stiffener (plywood, OSB, 2x4) each side at: Hangers with side nailing. Hangers with sides not containing top flange of joist. Birdsmouth cuts. STIFFENER SIZENAILS 40 & 60 112" + 112" 3.10d mum width 2 5116" CANTILEVER DETAIL BEARING WALL WOOD I —JOIST BLOCKING NAILED WOOD TO TOP PLATE WITH I —JOIST, TYP. 8d NAILS AT 6" O.C. WEB 3/4„ STIFFENERS, PLYWOOD TYP. EACH SIDE OR OSB WHERE CLOSURE REQUIRED PANEL �0 2 TYP. (SEE BEARING MANUFACTURER'S WALL DETAILS) F13 FLOOR OPENING, FACE MOUNT HANGERS Backer block: Before installing a backer to a double joist, drive an additional 3.10d nails into the web where the backer will fit, clinched when possible. Install backer tight to top flange. Use 10-10d nails, clinched when possible. Backer blocks' Joist Material Depth WI & GPI 40 & 60 9112" 11118" 112" + 112" plywoodlOSB 6114" 8 518" *Block must be long enough to permit required nailing without splitting. �H OF Assemble double joist per detail F11. (full -depth filler) o� I o Bearing stiffeners are required at hangers, (See detail F18) J / Backer blocks both sides of web. / o 0 0 o I i O 0 mu. cocoa p NNALTONAL E G�