HomeMy WebLinkAboutS000.1WOOD FRAME ENGINEERING IS BASED ON NDS, "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" - LATEST EDITION.DESIGN IS BASED ON 200{\W1;5} INDIANA RESIDENTIAL CODE.
GENERAL STRUCTURAL NOTES
ALL HEADERS SHALL BE SUPPORTED BY (1)2x JACK STUD & (1)2x KING STUD, MINIMUM.\P - THE NUMBER OF STUDS SPECIFIED AT A SUPPORT INDICATES THE \P NUMBER OF JACK STUDS REQUIRED, U.N.O..
FACE NAIL MULTI-PLY 2x BEAMS & HEADERS W/ 3-ROWS OF 12d NAILS @ 12" O.C. STAGGERED. APPLY NAILING FROM BOTH FACES @ 3-PLY OR MORE CONDITIONS. UTILIZE 2 ROWS OF NAILS FOR 2x6 & 2x8 MEMBERS.
PROVIDE SOLID BLOCKING IN FLOOR SYSTEM UNDER ALL POSTS CONTINUOUS TO FOUNDATION/BEARING.
\A1;ROOF SHEATHING SHALL BE 7/16" PLYWOOD OR {\H0.7x;\S7#16;}" OSB SHEATHING 24/16, EXPOSURE 1. FASTEN SHEATHING TO FRAMING MEMBERS W/ 8d COMMON NAILS @ 6" O.C. @ PANEL EDGES & @ 12" O.C. @ INTERMEDIATE SUPPORTS.
FLOOR SHEATHING SHALL BE 23/32" CONFORMING TO PS2-04, 24" O.C., EXPOSURE I, TONGUE AND GROOVE EDGES, FASTEN SHEATHING TO FRAMING MEMBERS W/ GLUE AND 10d COMMON NAILS @ 6" O.C. @ PANEL EDGES & @ 12" O.C. @ INTERMEDIATE SUPPORTS.
\A1;{\Farchquik|c0;DESIGN LOADS:\P\pxi-8,l12;ROOF SNOW = 14 PSF (20 PSF GROUND SNOW)\P LIVE = 18 PSF (REDUCED ROOF LIVE LOAD)\P DEAD = 17 PSF (ROOF TRUSSES)\P LOAD DURATION FACTOR = 1.25\P\PFLOOR LIVE = 40 PSF (30 PSF @ SLEEPING AREAS)\P DEAD = 10 PSF (I-JOISTS & SOLID SAWN)\P = 20 PSF (@ TILE)\P\PWIND 90 MPH, EXP. B\P\PSEISMIC DESIGN CATEGORY A&B\P\PSOIL DESIGN ASSUMES 2,000 PSF ALLOWABLE BEARING PRESSURE}
{\LDESIGN PARAMETERS}
{\LGENERAL FRAMING}EXTERIOR & INTERIOR BEARING WALLS SHALL BE 2x4 OR 2x6 (AS SHOWN ON PLANS) @ 16" O.C. SPRUCE PINE FIR (SPF) "STUD" GRADE LUMBER, OR BETTER (U.N.O.). ALL INTERIOR BEARING WALLS ARE ASSUMED TO BE SHEATHED WITH GYPSUM WALL BOARD (ONE SIDE MIN.) OR PROVIDE MID-HEIGHT BLOCKING.
ALL 2x8 AND LARGER SOLID SAWN LUMBER SHALL BE HEM FIR (HF #2) OR BETTER, U.N.O..
{\LFLOOR FRAMING}
\A1;FASTEN 2x WOOD PLATES TO TOP FLANGE OF STEEL BEAMS w/P.A.F.s ('HILTI' DNI47P8 PINS OR EQUAL) @ 16" O.C. STAGGERED, OR 1/2" DIA. BOLTS @ 48" O.C.
\A1;LSL MEMBERS - Fb=2325 PSI; Fv=310 PSI; E=1.55x10^6 PSI\A1;LVL MEMBERS - Fb=2600 PSI; Fv=285 PSI; E=2.0x10^6 PSIENGINEERED LUMBER TO MEET OR EXCEED THE FOLLOWING:
{\LROOF FRAMING}
{\LDESIGN PARAMETERS}
{\LGENERAL FRAMING}
{\LFLOOR FRAMING}
{\LROOF FRAMING}
ALL NON-BEARING INTERIOR STUD WALLS SHALL BE CONSTRUCTED WITH 2x 'STUD' GRADE MEMBERS SPACED @ 24" O.C. (MAX.)
REFER TO IRC FASTENING SCHEDULE TABLE R602.3(1) FOR ALL CONNECTIONS, TYP. U.N.O.
FASTEN EACH ROOF TRUSS TO TOP PLATE W/ (3)12d TOENAILS @ ALL BEARING POINTS. PROVIDE (2)H2.5a CLIPS AT 2-PLY GIRDER TRUSSES, (3)H2.5a CLIPS AT 3-PLY GIRDER TRUSSES & ROOF BEAMS AT ALL BEARING POINTS.
ALL METAL HANGERS SHALL BE SPECIFIED BY THE TRUSS MANUFACTURER, UNLESS OTHERWISE NOTED.ROOF TRUSS SHOP DRAWINGS SHALL BE SUBMITTED TO ARCHITECT AND ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION OR DELIVERY.ROOF TRUSS MANUFACTURER SHALL DESIGN ROOF TRUSSES FOR UNBALANCED SNOW LOADING PER ASCE7-05, SECTION 7.6.
"PULTE-IND" - APRIL 2012
2x JOISTS HAVE BEEN DESIGNED TO MEET OR EXCEED L/480 LIVE LOAD DEFLECTION CRITERIA.2x JOISTS SHALL BE HEM-FIR #2 (HF #2) OR DOUG-FIR #2 (DF #2) (AS NOTED ON PLANS) LUMBER OR BETTER.
\A1;ALL MEMBERS SPECIFIED AS MULTI-PLY 1{\H0.7x;\S3#4;}" SHALL BE FASTENED TOGETHER PER MANUFACTURER. EQUIVALENT WIDTH SOLID MATERIAL MAY BE USED AS EQUAL.
ALL EXTERIOR BALLOON FRAMED/ TALL WALLS SHALL BE 2x4 OR 2x6 (AS SHOWN ON PLANS) SPRUCE PINE FIR (SPF) #2 GRADE LUMBER, OR BETTER.
ALL FLUSH CONNECTIONS SHALL BE CONNECTED WITH HANGER APPROPRIATE FOR MEMBER SIZE. U.N.O.
I-JOISTS SHALL BE DESIGNED BY MANUF. TO MEET OR EXCEED {\W1;L}/480 LIVE LOAD DEFLECTION CRITERIA, USING THE LOWEST GRADE JOIST AVAILABLE. I-JOISTS SHALL RUN CONTINUOUS OVER SUPPORTS WHEREVER POSSIBLE.
ALL METAL HANGERS SHALL BE SPECIFIED BY I-JOIST MANUFACTURER, UNLESS OTHERWISE NOTED.I-JOIST SHOP DRAWINGS SHALL BE SUBMITTED TO ARCHITECT AND ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION OR DELIVERY.
ALL LUMBER SHALL BE KILN DRIED.
SUPPORT PORCH & SHORT SPAN ROOF TRUSSES (UP TO 7') w/2x4 LEDGER FASTENED TO FRAMING w/(2) 12d NAILS @ 16" O.C.
THIS MODEL SHALL NOT BE BUILT IN ANY AREA WITH DESIGN PARAMETERS THAT EXCEED THE FOLLOWING:
\A1;FASTEN STEEL BEAMS TO STEEL COLUMNS w/ PROPRIETARY CAP CONNECTION OR (2) {\H0.7x;\S1#2;}" DIA. THRU-BOLTS OR TO WOOD POSTS w/ (2) {\H0.7x;\S1#2;}" DIA. x 3 {\H0.7x;\S1#2;}" LONG LAG SCREWS.
ALL FOOTINGS SHALL BEAR BELOW FROST LINE. CONSULT SOILS REPORT/ LOCAL MUNICIPALITY FOR MINIMUM DEPTH BELOW GRADE.
PROVIDE CONTROL JOINTS AT ALL INSIDE CORNERS OF SLAB EDGES, AND OTHER LOCATIONS WHERE SLAB CRACKS ARE LIKELY TO DEVELOP. (20'-0" O.C.)
GENERAL STRUCTURAL NOTES
ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT W/ CONCRETE OR MASONRY FOUNDATION SHALL BE PRESERVATIVE TREATED SOUTHERN PINE #2.BUILDER TO VERIFY CORROSION-RESISTANCE COMPATIBILITY OF HARDWARE & FASTENERS IN CONTACT w/ PRESERVATIVE-TREATED WOOD. CONTACT LUMBER & HARDWARE SUPPLIERS TO COORDINATE.
{\LBASEMENT FOUNDATION}
CONCRETE DESIGN BASED ON ACI 332/318. CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS IN 28 DAYS, U.N.O.:\P f'c = SEE DETAILS: ....... FOUNDATION WALLS\P 2,500 psi: ....... FOOTINGS\P 2,500 psi: ....... INTERIOR SLABS ON GRADE\P 3,500 psi: ....... GARAGE & EXT. SLABS ON GRADE\P fy = 60,000 psi
ALL CONCRETE EXPOSED TO THE WEATHER SHALL NOT HAVE LESS THAN 5% OR MORE THAN 7% AIR ENTRAINMENT.
\A1;FASTEN SILL PLATES TO FOUNDATION WALLS WITH 1/2" DIA. ANCHOR BOLTS @ 6'-0" o.c. w/ 7" MIN. EMBEDMENT INTO CONC. OR SIMPSON MASA STRAPS @ 6'-0" O.C. PROVIDE A MINIMUM OF 2 ANCHORS PER PLATE, 12" MAXIMUM FROM PLATE ENDS (SEE FND DETAILS).
BASEMENT WALLS SHALL BE BRACED, PRIOR TO BACKFILLING, BY EITHER ADEQUATE TEMPORARY BRACING OR INSTALLATION OF FIRST FLOOR DECK.
\A1;PIPE COLUMNS SHALL BE 3 1/2" DIA. ADJUSTABLE (11 GA.) STEEL PIPE COLUMNS ON 30"x30"x12" PLAIN CONCRETE FOOTINGS, U.N.O. COLUMN SCREW JACK SHALL BE FULLY ENCASED IN CONCRETE.
{\LBASEMENT FOUNDATION}{\LDESIGN IS BASED ON 2005 INDIANA RESIDENTIAL CODE.}\A1;{\Farchquik|c0;DESIGN LOADS:\P SOIL 2,000 PSF ALLOWABLE BEARING PRESSURE}
FOOTINGS AND SLABS ON GRADE SHALL BEAR ON VIRGIN SOIL OR 95% COMPACTED FILL.
\A1;BASEMENT FOUNDATION WALL DESIGN BASED ON 8' OR 9' HEIGHT, AS NOTED ON PLANS. TALLER WALLS MUST BE ENGINEERED.
\A1;TYPICAL REINFORCEMENT DETAILS: LAP ALL REBAR 24" MIN.; BEND BARS AND LAP AT CORNERS; PROVIDE 6" HOOK INTO SUPPORTING FOOTINGS WHEN FOOTINGS INTERSECT; PROVIDE 3" MINIMUM COVER AT THE BOTTOM BARS AND 1 1/2" COVER AT THE SIDES.
"PULTE IN - 2003 IRC" - JULY 2012
BASEMENT WALL DESIGN IS BASED ON BACKFILL SOIL W/ EQUIVALENT FLUID PRESSURES OF 45 AND 60 pcf SOIL. SEE FOUNDATION DETAILS FOR SPECIFICATIONS.
\A1;ALL FOUNDATION WALL OPENINGS SHALL HAVE (2)#5 BARS AROUND ALL SIDES, TOP, AND BOTTOM OF OPENING (WHERE APPLICABLE). REINFORCEMENT SHALL {\LEXTEND 12" PAST EDGE} OF OPENING IN EACH DIRECTION.
\A1;\pxql;{\LOPTION A:} LOOSE LINTEL (ONLY FOR 4" VENEER)
SPAN\P(MAX)3'-0"2{\W1;0} FT. MAXHEIGHT OF VENEER \PABOVE LINTELVENEER LINTEL SCHEDULE
12 FT. MAX6'-0"20 FT. MAX3 FT. MAX12 FT. MAX12 FT. MAX
\A1;L3"x3"x{\H0.7x;\S1#4;}"STEEL ANGLE SIZE
3 FT. MAX \A1;L3"x3"x{\H0.7x;\S1#4;}"\A1;L4"x3"x{\H0.7x;\S1#4;}"\A1;L5"x3{\H0.7x;\S1#2;}"x{\H0.7x;\S5#16;}"8'-0"\A1;L5"x3{\H0.7x;\S1#2;}"x{\H0.7x;\S5#16;}"\A1;L6"x3{\H0.7x;\S1#2;}"x{\H0.7x;\S5#16;}"
2 FT. MAX
16 FT. MAX \A1;L6"x3{\H0.7x;\S1#2;}"x{\H0.7x;\S3#8;}"9'-6"
3 FT. MAX \A1;L8"x4"x{\H0.7x;\S1#2;}" (4" BRICK)\A1;L7"x4"x{\H0.7x;\S1#2;}" (4" BRICK)\A1;N/A (QUEEN)\A1;N/A (QUEEN)
\pxqc;{\LVENEER LINTEL CONSTRUCTION OPTIONS FOR 16' GARAGE DOORS}
\A1;\pxql;{\LOPTION C:} BOLTED LINTEL\PLVL HEADER (PER PLAN) w/ 4x4x{\H0.7x;\S1#4;}" (4" VENEER) OR 5x3x{\H0.7x;\S1#4;}" (QUEEN) STEEL ANGLE FASTENED BACK TO HEADER w/ {\H0.7x;\S5#8;}" DIA. x 3 {\H0.7x;\S1#2;}" LONG LAG SCREWS @ 16"o.c. PROVIDE {\H0.7x;\S9#16;}" DIA. HOLES IN STEEL.
HEIGHT OF VENEER \PABOVE LINTEL\A1;\pxql;{\LOPTION B:} REINFORCED VENEER LINTEL \P5x3 {\H0.7x;\S1#2;\H1.4286x;"X\H0.7x;\S5#16;\H1.4286x;" LOOSE LINTEL (SHORED FOR 7 DAYS MIN.) w/ 12" MIN BEARING AT EACH END. \LDO NOT BOLT LINTEL BACK TO WOOD HEADER\l. \P\P- PROVIDE \H0.7x;\S3#16;\H1.4286x;" DOUBLE WIRE JOINT REINF IN FIRST TWO BED JOINTS ABOVE OPENING. \P\LOR\P}- PROVIDE 9 GAUGE DOUBLE WIRE JOINT REINF IN FIRST THREE BED JOINTS ABOVE OPENING.\P\PREINF. SHALL EXTEND A MIN OF 12" PAST OPENING AND SPLICES SHALL BE 12" MIN.
\A1;\pxql;{\LNOTE: IF LINTEL OPTION IS NOT SPECIFIED ON STRUCTURAL PLAN,\PIT IS NOT PERMITTED FOR THAT ARCHITECTURAL CONDITION}\A1;\pxql;ALL LINTELS: \P- SHALL SUPPORT 2 {\H0.7x;\S5#8;}" - 3 {\H0.7x;\S1#2;}" VENEER w/ 40 psf MAXIMUM WEIGHT.\P < 16' SHALL HAVE 4" MIN. BEARING\P>= 16' SHALL HAVE 8" MIN. BEARING\P < 16' SHALL NOT BE FASTENED BACK TO HEADER.\P\pi-2,l2;>= 16' SHALL BE FASTENED BACK TO WOOD HEADER IN WALL @48"o.c. w/ {\H0.7x;\S1#2;}" DIA. x 3 {\H0.7x;\S1#2;\H1.4286x;" LONG LAG SCREWS IN 2" LONG VERTICALLY SLOTTED HOLES.}\P- MAX. VENEER HT. APPLIES TO ANY PORTION OF BRICK OVER THE OPENING.\P- ALL LINTELS SHALL BE LONG LEG VERTICAL.\P- WHEN SUPPORTING VENEER < 3" WIDE THE EXTERIOR TOE OF THE HORIZONTAL LEG MAY BE CUT IN THE FIELD TO BE 3 {\H0.7x;\S1#4;}" WIDE OVER THE BEARING LENGTH ONLY. THIS IS TO ALLOW FOR MORTAR JOINT FINISHING. \P\pi-1,l1;- SEE STRUCTURAL PLANS FOR ANY LINTEL CONDITION NOT ENCOMPASSED BY THE ABOVE PARAMETERS.\P* FOR QUEEN VENEER USE L4x3x{\H0.7x;\S1#4;}".\P** FOR 3{\H0.7x;\S1#2;}" VENEER ONLY. SEE PLAN FOR VENEER SUPPORT IF VENEER < 3{\H0.7x;\S1#2;}" THICK.
M&K STND. - MAY 2016
\A1;L4"x4"x{\H0.7x;\S1#4;}" *
METAL HANGER
BEARING WALL ABOVE (B.W.A.)
AREA OF FLOOR SYSTEM DESIGNED FOR TILE
BEAM / HEADER
INTERIOR BEARING WALL
INTERIOR BRACED WALL PANEL
INDICATES POST ABOVE. PROVIDE SOLID\PBLOCKING UNDER POST OR JAMB ABOVE.*INDICATES HOLDOWN BELOW.
{\LSTANDARD EXTERIOR WALL SHEATHING SPECIFICATIONS}{\LSTANDARD EXTERIOR WALL SHEATHING SPECIFICATIONS}
{\L3" O.C. EDGE NAILING}{\L(WHERE NOTED ON PLANS)}{\L3" O.C. EDGE NAILING}
THIS MODEL HAS BEEN REVIEWED FOR CONFORMANCE WITH THE 2005 INDIANA RESIDENTIAL CODE & 2003 IRC (SEC. R602.10) WALL BRACING PROVISIONS FOR:\P90 MPH WIND SPEEDS AND SEISMIC DESIGN CATEGORY "A & B".WALL BRACING NOTESLEGEND
OR OSB SHEATHING
\A1;{\H1.5x;7/16" OSB OR 15/32" PLYWOOD:\P}FASTEN SHEATHING w/ 8d NAILS @ 6" O.C. AT ALL PANEL EDGES AND @ 12" O.C. IN THE PANEL FIELD. (TYPICAL - U.N.O.)\POR\P16 GA. {\H0.7x;\S7#16;\H1.4286x;" CROWN (MIN) X 1\H0.7x;\S3#4;\H1.4286x;" LONG @ 3"o.c. AT ALL PANEL EDGES AND 6"o.c. IN THE PANEL FIELD}
BRACING PER IRC SECTION R602.10.5 CONTINUOUS WOOD STRUCTURAL PANEL SHEATHING
\A1;AT DESIGNATED AREAS, FASTEN EXTERIOR WALL SHEATHING TO FRAMING w/ 8d NAILS @ 3" O.C. AT ALL PANEL EDGES AND @ 12" O.C. IN THE PANEL FIELD, PROVIDE HORIZONTAL BLOCKING AT UNSUPPORTED PANEL EDGES. {\A0; STAPLES ARE NOT PERMITTED IN AREAS DESIGNATED AS " 3"o.c. EDGE NAILING "}
{\LINTERIOR BRACED WALL PANELS (BWP)}{\L(WHERE NOTED ON PLANS)}{\LINTERIOR BRACED WALL PANELS (BWP)}
\A1;FASTEN 1/2" OR 5/8" GYPSUM TO FRAMING w/ 1 5/8" DRYWALL SCREWS @ 7" O.C. INTERIOR BRACED WALL LINE SHALL BE 96" IN LENGTH IF APPLIED TO ONE FACE OR 48" IN LENGTH IF APPLIED TO BOTH FACES OF DESIGNATED WALL.
\A1;GYPSUM SHEATHING SHEETS MAY BE APPLIED EITHER HORIZONTALLY OR VERTICALLY TO FRAMING.\A1;INTERIOR BRACED WALL LINES PER THIS OPTION ARE BRACED PER METHOD 5 (SECTION R602.10.3).
\A1;@ PARALLEL FLOOR FRAMING BELOW BRACED WALL PANELS - PROVIDE ADDITIONAL JOIST/TRUSS UNDER FULL LENGTH OF WALL PANELS.\A1;{\H1.5x;\LFRAMING CONNECTIONS SPECIFICATIONS:\P}(ONLY REQUIRED FOR INTERIOR BRACED WALL PANELS).
\A1;@ PERPENDICULAR FLOOR FRAMING BELOW BRACED WALL PANELS - PROVIDE FULL HEIGHT SOLID BLOCKING BETWEEN JOISTS/TRUSSES UNDER BRACED WALL PANELS.
\A1;FASTEN SOLE PLATE OF BRACED WALL PANELS TO JOIST/TRUSS OR BLOCKING w/ (3)16d NAILS @ 16" O.C.
\A1;{\LOPTION A:}\A1;PROVIDE SIMPSON WB106 (@ 8' PLATE HEIGHT) OR WB126 (@ 9' PLATE HEIGHT) METAL WALL BRACING STRAP INSTALLED PER THE MANUFACTURER'S SPECIFICATIONS.
\A1;INTERIOR BRACED WALL LINES PER THIS OPTION ARE BRACED PER METHOD 1 (SECTION R602.10.3)\A1;{\LOPTION B:}copyright : MULHERN & KULPStructural Engineering, Inc.cissue date:
drawn by:
project mgr:
M&K project number:
initial:
REVISIONS:
date:
11-18-19
JGF
TEH
104-15003
2975 Naples ModelHeritage at Spring Mill - Lot 06Indiana Divisionsheet:Structural NotesS-0
12/10/19
David Rutti