HomeMy WebLinkAboutAmbleside - IN - Master Structural - Foundation-S-0WOOD FRAME ENGINEERING IS BASED ON NDS, "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" - LATEST EDITION.
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..
\A1;FOR 2 & 3 PLY BEAMS OF EQUAL 1{\H0.7x;\S3#4;\H1.4286x;" MAX. WIDTH, FASTEN PLIES TOGETHER WITH 3 ROWS OF 3"x0.120" NAILS @ 8" O.C. OR 2 ROWS \H0.7x;\S1#4;\H1.4286x;"x3\H0.7x;\S1#2;\H1.4286x;" SIMPSON SDS SCREWS (OR 3\H0.7x;\S1#2;\H1.4286x;" TRUSSLOK SCREWS) @ 16" O.C.\H0.99994x; USE A MINIMUM OF 4 ROWS FOR BEAM DEPTHS OF 14" OR GREATER. APPLY FASTENING AT BOTH FACES FOR 3-PLY CONDITION. LOCATE TOP & BOTTOM NAILS/SCREWS 2" FROM EDGE. SOLID 3 \H0.7x;\S1#2;\H1.4286x;" OR 5 \H0.7x;\S1#4;\H1.4286x;" BEAMS ARE ACCEPTABLE. USE 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" A.P.A. RATED SHEATHING 24/16 EXPOSURE 1 (OR APPROVED EQUAL). FASTEN TO FRAMING MEMBERS w/\P-2 {\H0.7x;\S1/2;\H1.42857x;" X 0.131" NAILS @ 6"O.C. @ PANEL EDGES & @ 12" O.C. FIELD.\P-2 \H0.7x;\S3/8;\H1.42857x;" X 0.120" NAILS @ 4"O.C. @ PANEL EDGES & @ 8" O.C. FIELD.\P-2 \H0.7x;\S3/8;\H1.4286x;"\H0.99998x; X 0.113" NAILS @ 3"O.C. @ PANEL EDGES & @ 6" O.C. FIELD.}
\A1;{\Farchquik|c0;DESIGN LOADS:\P\pxi-8,l12;\P\P\P\P\P\PFLOOR LIVE = 40 PSF (30 PSF @ SLEEPING AREAS)\P DEAD = 10 PSF (I-JOISTS & SOLID SAWN)\P = 20 PSF (@ TILE)\P\PWIND SEE LATERAL/WALL BRACING NOTES\P\PSEISMIC DESIGN CATEGORY A&B}
{\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..
\A1;FASTEN 2x WOOD PLATES TO TOP FLANGE OF STEEL BEAMS w/P.A.F.s ('HILTI' XU PINS OR EQUAL) @ 16" O.C. STAGGERED, OR 1/2" DIA. BOLTS @ 48" O.C. STAGGERED
\A1;LSL MEMBERS - Fb=2325 PSI; Fv=310 PSI; E=1.55x10^6 PSI\A1;LVL MEMBERS - Fb=2400 PSI; FcII=2500PSI Fv=285 PSI; E=1.8x10^6 PSIENGINEERED LUMBER TO MEET OR EXCEED THE FOLLOWING:
{\LROOF FRAMING}
{\LDESIGN PARAMETERS}
{\LGENERAL FRAMING}{\LROOF FRAMING}
ALL NON-BEARING INTERIOR STUD WALLS SHALL BE CONSTRUCTED WITH 2x 'STUD' GRADE MEMBERS SPACED @ 24" O.C. (MAX.) & ARE ASSUMED TO BE SHEATHED W/ GYP WALL BOARD (ONE SIDE MIN.) OR PROVIDE MID HT. BLOCKING.
\A1;ALL TYP. NAIL FASTENER REQUIREMENTS ARE NOTED IN STANDARD CONNECTIONS TABLE (IRC TABLE R602.3(1)) OR ON PLANS. ALL NAILS SPECIFIED ARE MIN DIAMETER AND LENGTH REQUIRED FOR CONNECTION. ALL HANGER NAILS SHALL BE INSTALLED PER MANUFACTURER'S REQUIREMENTS FOR MAX CHARTED CAPACITY. {\LNOTE: HANGERS USE COMMON NAIL DIAMETERS NOT TYPICAL FRAMING GUN NAILS. }
FASTEN EACH ROOF TRUSS TO TOP PLATE W/ (4) 3"X0.131" OR (4)3"X0.120" 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 ASCE 7, SECTION 7.6.
"PULTE-MIDWEST ZONE" - MARCH 2019
\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.
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.
LEGEND
OR OSB SHEATHING
ALL FRAMING LUMBER SHALL BE DRIED TO 15% MC (KD-15).
SUPPORT SHORT SPAN ROOF TRUSSES W/2x4 LEDGER FASTENED TO FRAMING W/(2) 3" x 0.120" NAILS @ 16" O.C. (UP TO 7' SPAN).
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 2" LONG LAG SCREWS.
NAMECOLUMN SPECIFICATIONS
PIPE COLUMN & FOOTING SCHEDULE
PC 1PC 2PC 3
\A1;3" DIA. 11 GA / 3{\H0.7x;\S1#2;}" DIA. 11 GA. / 3" DIA. SCH. 40
\A1;3{\H0.7x;\S1#2;}" DIA. 11 GA. / 4"DIA. 11 GA. / 3" DIA. SCH. 40PC 4
\A1;3" DIA. 11 GA / 3{\H0.7x;\S1#2;}" DIA. 11 GA. / 3" DIA. SCH. 40
1500 PSF SOIL2000 PSF SOIL3000 PSF SOIL24x24x8"24x24x8"24x24x8"30x30x12" 24x24x12" 24x24x12"
PC 5\A1;3" DIA. SCH. 40 / DOUBLE 3{\H0.7x;\S1#2;}" DIA. 11 GA.
36x36x12" 30x30x12" 24x24x12"
PC 6\A1;3" DIA. SCH. 40 / DOUBLE 3{\H0.7x;\S1#2;}" DIA. 11 GA.
\A1;3" DIA. 11 GA / 3{\H0.7x;\S1#2;}" DIA. 11 GA. / 3" DIA. SCH. 4048x48x12" FTG. w/ #4 BARS @ 12" O.C. E.W. @ BOTTOM36x36x12" 30x30x12"36x36x12"48x48x12" FTG. w/ #4 BARS @ 12" O.C. E.W. @ BOTTOM48x48x12" FTG. w/ #4 BARS @ 12" O.C. E.W. @ BOTTOM
54x54x12" FTG. w/ #4 BARS @ 12" O.C. E.W. @ BOTTOM
48x48x12" FTG. w/ #4 BARS @ 12" O.C. E.W. @ BOTTOM54x54x12" FTG. w/ #4 BARS @ 12" O.C. E.W. @ BOTTOM
·
\pxi-3,l3,t3;{\fSymbol|b0|i0|c2|p18;· }PIPE COLUMN DESIGN BASED ON MAX HEIGHT w/ 9' BASEMENT CONDTION.\P{\fSymbol|b0|i0|c2|p18;· }FOOTING DESIGN ASSUMES PLAIN CONCRETE, U.N.O. THICKNESS CAN BE INCREASED TO 18" IN ORDER TO ELIMINATE REBAR IN FOOTING.
·
{\LNOTES:}{\LNOTES:}
ALLOWABLE SOIL BEARING PRESSURE
\A1;\pxi-8,l12;{\Farchquik|c0;\PROOF SNOW (IND) = 14 PSF (20 PSF GROUND SNOW)\P LIVE = 18 PSF (REDUCED ROOF LIVE LOAD)\P DEAD = 17 PSF (ROOF TRUSSES)\P\pi0,l0; LOAD DURATION FACTOR = 1.25 (LIVE)}
\A1;4x4 P.T. POSTS SHALL HAVE SIMPSON BCS2-2/4 CAP (OR (2) SIMPSON A35 CLIPS) AND ABW44Z BASE (OR SIMPSON 24-888 BASE IN OHIO)
\A1;*\A1;*\A1;*\A1;*\A1;*\A1;*
{\LDESIGN IS BASED ON:}\P IND - 2020 INDIANA RESIDENTIAL CODE
\A1;\pxi-8,l12;{\Farchquik|c0;SOIL DESIGN ASSUMES 1,500 PSF ALLOWABLE BEARING PRESSURE}
APPROVED ENGINEERED LUMBER LISTMATERIAL DESIGNATION (SEE FRAMING PLANS)MANUFACTURERPRODUCTICC REPORT REFERENCEiLEVELiLEVELBOISE CASCADEMICROLLAM LVL (1.9E)LVL\P(SIZE AS NOTED\PON PLANS)ESR-1387PARALLAM PSL (2.0E)ESR-1387VERSA-LAM 2.0ESR-1040LSL\P(SIZE AS NOTED\PON PLANS)iLEVELTIMBERSTRAND LSL (1.55E)ESR-1387BOISE CASCADEVERSA-LAM 2.0ESR-1040
I-JOIST\P(SIZE AS NOTED\PON PLANS)
iLEVELTJI 110 SERIESESR-1153iLEVELTJI 210 SERIESESR-1153iLEVELTJI 230 SERIESESR-1153iLEVELTJI 360 SERIESESR-1153iLEVELTJI 560 SERIESESR-1153BCI 4500sESR-1336ESR-1336ESR-1336ESR-1336ESR-1336
BOISE CASCADEBOISE CASCADEBOISE CASCADEBOISE CASCADEBOISE CASCADE
BCI 5000sBCI 6000sBCI 6500sBCI 60sESR-1336BOISE CASCADEBCI 90s
\A1;REFER TO ARCHITECTURAL PLANS AND DETAILS FOR PORCH COLUMN POST AND BEAM LOCATIONS
\A1;THIS MODEL HAS BEEN DESIGNED FOR 18 psf ROOF LIVE LOAD
\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.} (DOES NOT APPLY TO OPTION B)\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;}" *
{\H0.7x;\S7#16;}" OSB OR {\H0.7x;\S15#32;}" PLYWOOD:
\pxi-4,l4;1. LATERAL ANALYSIS ASSUMES STUD SPACING @ 16" o.c.\P\pi0,l0;\P\pi-4,l4;2. ALL SHEAR WALLS SHALL HAVE DOUBLE TOP PLATES FASTENED TOGETHER w/ 12d AT 8" O.C. USE (12) 12d AT EACH LAP SPLICE, (6) EACH SIDE OF JOINT. (TYP. U.N.O.)\P\pi0,l0;\P\pi-4,l4;3. ALL INTERIOR SHEAR WALLS AND EXTERIOR WALLS ARE SHEATHED ABOVE AND BELOW OPENINGS.
{\H0.7x;\S7#16;}" OSB OR {\H0.7x;\S15#32;}" PLYWOOD:
{\LNOTES:}{\LNOTES:}
LATERAL BRACING NOTES
{\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}
\A1;FASTEN SHEATHING w/ 8d NAILS @ 6"o.c. AT ALL PANEL EDGES AND 12" o.c. IN THE PANEL FIELD OR 16 GA. {\H0.7x;\S7#16;}" CROWN (MIN.)\PX 1{\H0.7x;\S1#2;}" LONG @ 3"o.c. AT ALL PANEL EDGES AND 6"o.c. IN THE PANEL FIELD. HORIZONTAL BLOCKING OF EXTERIOR WALL/SHEARWALL PANEL EDGES IS {\LNOT} REQUIRED BY THIS DESIGN EXCEPT FOR THOSE AREAS SPECIFICALLY NOTED. {\LALL EXTERIOR WALLS ARE CONSIDERED TO BE SHEAR WALLS.}
\A1;ONLY AT LOCATIONS INDICATED ON PLANS - SHEATHE WALL SHOWN WITH {\H0.7x;\S7#16;}"OSB. FASTEN SHEATHING w/ 8d NAILS @ 3" O/C AT EDGES AND 12" O/C AT CENTER. {\A0;ALL SHEATHING SHEET PANEL EDGES SHALL OCCUR OVER WALL FRAMING MEMBERS OR 2x HORIZONTAL BLOCKING SHALL BE PROVIDED TO SUPPORT PANEL EDGE AND 3"o.c. FASTENING. STAPLES ARE \LNOT\l PERMITTED IN AREAS DESIGNATED AS "3"o.c. EDGE NAILING."}
{\H0.7x;\S7#16;}" OSB OR {\H0.7x;\S15#32;}" PLYWOOD:{\LBLOCKED PANEL EDGES}{\L(WHERE NOTED ON PLANS)}{\LBLOCKED PANEL EDGES}
\A1;ONLY AT LOCATIONS INDICATED ON PLANS - SHEATHE WALL SHOWN WITH {\H0.7x;\S7#16;\H1.42857x;"OSB. FASTEN SHEATHING w}/ 8d NAILS @ 6" O.C. AT ALL PANEL EDGES AND 12" O.C. IN THE PANEL FIELD OR 1{\H0.7x;\S3#4;}" 16 GA STAPLES ({\H0.7x;\S7#16;}" CROWN) @ 3" O.C. AT EDGES & @ 6" O.C IN FIELD. ALL SHEATHING PANELS SHALL BE ORIENTED AND INSTALLED FULL HEIGHT OF SHEAR WALL OR 2X HORIZONTAL BLOCKING SHALL BE PROVIDED TO SUPPORT ALL UNSUPPORTED PANEL EDGES & EDGE FASTENING.
THIS MODEL HAS BEEN ENGINEERED TO RESIST LATERAL FORCES RESULTING FROM 90 MPH (2009) / 115 MPH (2012, 2015, & 2018) WIND SPEED, EXPOSURE B & SEISMIC CATEGORIES A, B & C. \P{\H0.66667x;\P}THE ENGINEERED DESIGN WAS COMPLETED PER CHAPTER 16 OF THE IBC/OBC/KBC IN CONJUCTION WITH ASCE 7, AS PERMITTED BY SECTION R104.11 AND R301.1.3 (IRC/KRC) AND SECTION 301.1.3 (RCO). ACCORDINGLY, THIS MODEL, AS DOCUMENTED AND DETAILED HEREWITHIN, IS ADEQUATE TO RESIST THE CODE REQUIRED LATERAL FORCES, AND DOES NOT NEED TO CONFORM TO THE PRESCRIPTIVE PROVISIONS OF SECTION R602.10.
GENERAL STRUCTURAL NOTES
WITHIN 48" OF ALL ROOF EDGES, RIDGES, & HIPS FASTEN ROOF SHEATHING FIELDS PER EDGE NAILING SPEC.
ERECT AND INSTALL ROOF TRUSSES PER WTCA & TPI'S BCSI 1\P"GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES."
"PULTE-MIDWEST ZONE" - MARCH 2019
ALL FOOTINGS SHALL BEAR BELOW FROST LINE. CONSULT SOILS REPORT/ LOCAL MUNICIPALITY FOR MINIMUM DEPTH BELOW GRADE.
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 = VARIES: ....... FOUNDATION WALLS (SEE FND. DETAILS)\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.
{\LBASEMENT FOUNDATION}
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.
\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.ALL FOOTINGS SHALL BEAR BELOW FROST LINE. CONSULT SOILS REPORT/ LOCAL MUNICIPALITY FOR MINIMUM DEPTH BELOW GRADE.
\A1;PROVIDE CONTROL JOINTS AT ALL INSIDE CORNERS OF SLAB EDGES, AND OTHER LOCATIONS WHERE SLAB CRACKS ARE LIKELY TO DEVELOP.\P JOINTS SHALL BE LOCATED @ 10'-0" O.C. (RECOMMENDED) OR 15'-0" O.C. (MAXIMUM)\P JOINT GRID PATTERN SHALL BE AS CLOSE TO SQUARES AS POSSIBLE (1:1 RATIO), WITH A MAXIMUM OF 1:1.5 RATIO\P CONTROL JOINTS SHALL {\LNOT} BE INSTALLED IN STRUCTURAL SLABS
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.
{\LSLAB FOUNDATION}CONCRETE DESIGN BASED ON ACI 318. CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS IN 28 DAYS, U.N.O.:\P f'c = 3,000 psi: ....... 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).
{\LSLAB FOUNDATION}
FOOTINGS AND SLABS ON GRADE SHALL BEAR ON VIRGIN SOIL OR 95% COMPACTED FILL.
"PULTE CENTRAL ZONE" - MARCH 2013
"PULTE MIDWEST ZONE" - MARCH 2019
MEANS & METHODS NOTES\pxl1,r0.375,qj;THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS FINISHED AND ALL PLAN, DETAIL, AND NOTE SPECIFICATIONS HAVE BEEN COMPLETED.{\fTimes New Roman|b0|i0|c0|p18;\~} IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURES AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING CONSTRUCTION.{\fTimes New Roman|b0|i0|c0|p18;\~} THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, AND TIE-DOWNS.{\fTimes New Roman|b0|i0|c0|p18;\~} CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SHORING AND BRACING REQUIRED TO STABILIZE AND PROTECT EXISTING AND ADJACENT STRUCTURES AND SYSTEMS DURING COURSE OF DEMOLITION AND CONSTRUCTION OF THE PROJECT.
\pxl1,qj,t0;STRUCTURAL DESIGN AND SPECIFICATIONS ASSUME THAT ALL SUPPORTING AND NON-SUPPORTING ELEMENTS IN CONTACT WITH FLOOR FRAMING ARE LEVEL, INCLUDING, BUT NOT LIMITED TO; {\fCalibri|b0|i0|c0|p34;\~}FOUNDATIONS, SLABS ON GRADE, BEAMS, WALLS, AND NON-BEARING ELEMENTS.{\fCalibri|b0|i0|c0|p34;\~} IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY LEVELNESS AND MAKE ADJUSTMENTS AS NECESSARY, INCLUDING CONSIDERATION OF THOSE AREAS THAT MAY BE WITHIN CONTRACTUAL, INDUSTRY, OR WARRANTY TOLERANCES.{\fCalibri|b0|i0|c0|p34;\~}
\A1;PROVIDE CONTROL JOINTS AT ALL INSIDE CORNERS OF SLAB EDGES, AND OTHER LOCATIONS WHERE SLAB CRACKS ARE LIKELY TO DEVELOP.\P JOINTS SHALL BE LOCATED @ 10'-0" O.C. (RECOMMENDED) OR 15'-0" O.C. (MAXIMUM)\P JOINT GRID PATTERN SHALL BE AS CLOSE TO SQUARES AS POSSIBLE (1:1 RATIO), WITH A MAXIMUM OF 1:1.5 RATIO\P CONTROL JOINTS SHALL {\LNOT} BE INSTALLED IN STRUCTURAL SLABS\A1;FOR 4 PLY BEAMS OF EQUAL 1{\H0.7x;\S3#4;\H1.42857x;" MAX. WIDTH, FASTEN PLIES TOGETHER WITH 3 ROWS OF \H0.7x;\S1#4;\H1.42857x;"x6" SIMPSON SDS SCREWS (OR 6 \H0.7x;\S3#4;\H1.42857x;" TRUSSLOK SCREWS) @ 16" O.C. USE A MINIMUM OF 4 ROWS FOR BEAM DEPTHS OF 14" OR GREATER. APPLY FASTENING AT BOTH FACES (ONE SIDE ONLY FOR TRUSSLOK SCREWS). LOCATE TOP AND BOTTOM SCREWS 2" FROM EDGE. A SOLID 7" BEAM IS ACCEPTABLE.}
\A1;FLOOR SHEATHING SHALL BE 23/32" A.P.A. RATED 'STURD-I-FLOOR' 24" O.C, EXPOSURE I (OR APPROVED EQUAL) WITH TONGUE AND GROOVE EDGES. FASTEN TO FRAMING MEMBERS W/ GLUE AND \P-2 {\H0.7x;\S1/2;\H1.42857x;" x 0.131" NAILS @ 6"O.C. @ PANEL EDGES & @ 12"O.C. FIELD.\P-2 \H0.7x;\S3/8;\H1.4286x;"\H0.99998x; x 0.120" NAILS @ 4" O.C. @ PANEL EDGES & @ 8" O.C. FIELD.\P-2 \H0.7x;\S3/8;\H1.4286x;"\H0.99998x; x 0.113" NAILS @ 3" O.C. @ PANEL EDGES & @ 6" O.C. IN FIELD.}
{\LFLOOR FRAMING}{\LFLOOR FRAMING}
ALL FLUSH CONNECTIONS SHALL BE CONNECTED WITH HANGER APPROPRIATE FOR MEMBER SIZE. U.N.O.
ALL METAL HANGERS SHALL BE SPECIFIED BY I-JOIST MANUFACTURER, UNLESS OTHERWISE NOTED.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.
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.
I-JOIST SHOP DRAWINGS SHALL BE SUBMITTED TO ARCHITECT AND ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION OR DELIVERY.
PER THE GUIDELINES OF THE TILE COUNCIL OF NORTH AMERICA (TCNA HANDBOOK), IT SHALL BE THE FLOOR FINISH INSTALLER'S RESPONSIBILITY TO VERIFY THAT THE FINISHES TO BE INSTALLED MATCH THE DESIGN CRITERIA NOTED ABOVE (UNDER "DESIGN LOADS") .
\A1;3{\H0.7x;\S1#2;}" CONC. SLAB ON 6 MIL VAPOR BARRIER ON\P4" MIN. GRANULAR FILL ON\P95% COMPACTED FILL OR VIRGIN SOIL
\A1;3{\H0.7x;\S1#2;}" CONC. SLAB ON 95% COMPACTED FILL OR VIRGIN SOIL OR STRUCTURAL SLAB PER FOUNDATION DETAILS
\A1;3{\H0.7x;\S1#2;}" CONC. SLAB ON 95% COMPACTED FILL OR VIRGIN SOIL
{\LBASEMENT SLAB}{\LBASEMENT SLAB}
{\LGARAGE SLAB}{\LGARAGE SLAB}
{\LPORCH SLAB}{\LPORCH SLAB}
\A1;3{\H0.7x;\S1#2;}" CONC. SLAB ON 6 MIL VAPOR BARRIER ON\P95% COMPACTED FILL OR VIRGIN SOIL{\LSLAB FOUNDATION}{\LSLAB FOUNDATION}
{\Farchquik|c0;"ASD CAPACITIES" SHALL MEET OR EXCEED THE LOADS PROVIDED AT EACH STEEL PIPE COLUMN LOCATION ON PLAN. COLUMNS ARE TO BE INSTALLED PER THE MANUFACTURER'S REQUIREMENT THAT ACHIEVES THE RATED CAPACITY USED, INCLUDING BUT NOT LIMITED TO POSITIVE CONNECTIONS AT THE TOP AND BOTTOM OF THE COLUMN. TWO COLUMNS MAY BE USED UNDER CONTINUOUS BEAMS TO ACHIEVE THE FULL PLAN SPECIFIED REQUIRED CAPACITY IF INSTALLED CENTERED ON THE EXISTING FOOTING/ PLAN SPECIFIED SINGLE COLUMN LOCATION.}{\Farchquik|c0;"ASD CAPACITIES" SHALL MEET OR EXCEED THE LOADS PROVIDED AT EACH STEEL PIPE COLUMN LOCATION ON PLAN. COLUMNS ARE TO BE INSTALLED PER THE MANUFACTURER'S REQUIREMENT THAT ACHIEVES THE RATED CAPACITY USED, INCLUDING BUT NOT LIMITED TO POSITIVE CONNECTIONS AT THE TOP AND BOTTOM OF THE COLUMN. TWO COLUMNS MAY BE USED UNDER CONTINUOUS BEAMS TO ACHIEVE THE FULL PLAN SPECIFIED REQUIRED CAPACITY IF INSTALLED CENTERED ON THE EXISTING FOOTING/ PLAN SPECIFIED SINGLE COLUMN LOCATION.}
\A1;4'-0"
DRAWN BY: AMK
CHECKED BY: JGF
DATE:10/22/21
M&K JOB #: 160-15003
REVISION # & DATE DESCRIPTION
HOLDOWN SCHEDULE
SYMBOLSPECIFICATION
\A1;* ANCHOR HOLDOWN UTILIZING {\H0.7x;\S5#8;}" DIA. THREADED ROD EPOXY SET INTO CONCRETE FOUNDATION w/ SIMPSON "SET" EPOXY SYSTEM PER MANUF. RECOMMENDATIONS. PROVIDE 10" MIN. EMBEDMENT INTO CONCRETE. DO NOT LOCATE EPOXY SET ANCHORS WITHIN 1 {\H0.7x;\S3#4;}" OF FACE ON CONCRETE FOUNDATION WALL. \P(OR - PROVIDE 12" MIN. EMBEDMENT INTO SOLID GROUT. DO NOT LOCATE EPOXY SET ANCHORS WITHIN 3" OF FACE ON CMU FOUNDATION WALL){\LALTERNATIVE TO SSTB24 ANCHOR BOLT SPECIFICATION:}
\pxt26;SIMPSON STHD14RJ HOLDOWN (WET-SET ANCHOR)HD-1SIMPSON HTT4 HOLDOWN *- OR -
HD-2SIMPSON MSTC40 STRAP TIE (12" END LENGTH)
PLOTTED: October 27, 2021 / Karl G. Kattermann / AMBLESIDE - IN - MASTER STRUCTURAL - FOUNDATION.DWGGENERAL NOTESS-0
PRODUCTION MANAGER
DATE / DESCRIPTIONREV #
NOTE: SCALES NOTED ON DRAWINGS RELATE TO FULL SIZE PLOTS ON 22x34 SHEETS - 11x17 SHEETS REPRESENT 1/2 SCALE PLOTS
INITIAL RELEASE DATE:CURRENT RELEASE DATE:
PLAN NAME
SHEETNPC PLAN NUMBER
STAMP
(c) Copyright Pulte Home Corporation - 2021
JL04/30/1709/24/21
20' Unit
2463 Indiana Division11590 North Meridian Street, Suite 530Carmel, Indiana 4603210/10/22