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GEwbm:
<br />SHE SCHEDULE.
<br />---R-INIMUM EDGE FIELD SOLE PLATE SILL PLATE
<br />MARK - SHEATHING NAILING NAILING NAILING CONN. 0 FNA
<br />1 16" CDX
<br />ONE FACE
<br />8d 0 6"Oce
<br />8d 0 12'o.c.
<br />16
<br />(2)16d 0 "o/c
<br />5/8"dia. 0 48" o.c.
<br />w/ 2x BTM, PLATE
<br />7/16" CDX
<br />ONE FACE
<br />0 4%c.
<br />8d 0 4o.c.
<br />d 0 12'o.c.
<br />(2)16d 0 12"o c
<br />w -
<br />5 TBed _0 36" ox.
<br />W1 2x BTM. PLATE
<br />7/16' CDX
<br />ONE FACE
<br />8d 0 '3%c,
<br />Sd 0 12"o.c.
<br />(2)16d 0 8-o/c
<br />5 8 ia. a OX.
<br />w 3x BTM. PLATE
<br />15/32" CDX
<br />ONE FACE
<br />I Od 0 4*ox�
<br />1 Od 0 12"O.C.
<br />(2)16d 0 6'o/c
<br />5/8"dlia. 0 18" ox
<br />w/ 3x BTM. PLATE
<br />15/32" CDX
<br />ONE FACE
<br />10d �D 37ojr_W�d:@j12`ox.
<br />(2)16d 0 6-0/c
<br />5/8"dia. 0 1 S' o.c.
<br />w/ 3x BTM. PLATE
<br />t ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS.
<br />Z DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE
<br />FOR THE SAFETY OF THE BUILDING, THE CONTRACTOR SHALL PROVIDE ADEQUATE
<br />SHORING, BRACING AND GUYS IN ACCORDANCE W/ ALL NATIONAL, STATE AND LOCAL
<br />SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED PRIOR TO ERECTION,
<br />3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS, ANY DEVIATION
<br />MUST BE APPROVED BY OSHA PRIOR TO ERECTION.
<br />4e THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES,
<br />5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL
<br />TRADES AND SMALL CHECK ALL DIMENSIONS, ALL DISCREPANCIES SHALL BE CALLED
<br />TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED BEFORE PROCEEDING WITH
<br />THE WORK,
<br />6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE
<br />CONDITIONS ARE NOT SPECIFIC -ALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO
<br />DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO
<br />REVIEW BY THE ENGINEER,
<br />7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION
<br />TO MY OTHER SPECIFIC DETAIL CALLED OUT,
<br />ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS
<br />IS GIVEN AS THE BEST PRESENT KNOWLEDGE BUT WITHOUT GUARANTEE OR ACCURACY,
<br />WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED
<br />10 THE ENGINEER SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS TO
<br />DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL
<br />OF THE ENGINEER,
<br />9. FOR CONCRETE FOOTINGS:
<br />FOOTING DEPTH TO BE MIN. 12" TO PREVIOUSLY UNDISTURBED SOIL OR UNDISTURBED FILL,
<br />ALL EXTERIOR. WALLS TO BE SUPPORTED ON CONTINUOUS FOOTINGS.
<br />PIPE PENETRATIONS TO BE SLEEVED.
<br />RE13AR SHALL BE ASTM A615 GRADE 40 (Fy = 40 KSI)
<br />CONCRETE SHALL BE 2500 PSI (f'o = 2500 PSI)
<br />ERAMNO 40 TF IS:
<br />1. FRAMING LUMBER SHALL BE HEM -FIR NO. 2; AND HEM -FIR NO, 2 FOR ALL TOP AND
<br />BOTTOM PLATES (GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS), LUMBER TO
<br />BE GRADE MARKED PER WCLIB SPECIFICATIONS.
<br />2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1, SHEATHING
<br />CONFORMING TO EITHER COMMERCIAL STANDARDS P51-83, APA PRP-108, OR VOLUNTARY
<br />PRODUCT STANDARD PSE-92, PROVIDE MINIMUM OF 3/8- EDGE DISTANCE ON ALL MAILS
<br />AND 1/8" EXPANSION JOINTS BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING
<br />REQUIREMENTS ARE AS FOLLOWS:
<br />ROOF SHEATHING TO BE 15/3299 C-D INT-ARA RATED PLYWOOD WrfH EXTERIOR GLUE, P<L
<br />24/0 (USE 5-PLY FOR PANELIZED ROOFS), NAILING 10d 0 6 INCHES ON CENTER AT
<br />PANEL EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS.
<br />SUB FLOORING TO BE 3/4" T&G C-D INT-APA RATED PLYWOOD WITH EXTERIOR CLUE
<br />P1 48/24. GLUE AND NAIL WITH 10d AT 6 INCHES ON CENTER AT PANEL EDGES AND 12
<br />INCHES ON CENTER AT INTERMEDIATE SUPPORTS.
<br />1 NAILING SHALL CONFORM TO TABLE 2304-.9.1 OF THE INTERNATIONAL BUILDING CODE
<br />UNLESS NOTED OTHERWISE, USE COMMON MAILS THROUGHOUT UNLESS NOTED OTHERWISE,
<br />4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR
<br />APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.
<br />5. PROVIDE 3x3'x1/4" (USE GALVANIZED 0 P.T. MEMBERS) PLATE WASHERS UNDER HEADS
<br />AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD UNLESS NOTED
<br />OTHERWISE. ALL FASTENERS IN CONTACT WITH PRESSURE TREATED TO -BE HOT DIPPED
<br />GALVANIZED,
<br />6n BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1/16' UNLESS OTHERWISE
<br />NOTED. LAG BOLT PILOT HOLES SHALL BE PRE -DRILLED TO 60% OF THE NOMINAL
<br />DIAMETER OF THE LAG HOLT UNLESS OTHERWISE NOTED.
<br />7. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8- MIN 0 STEEL BOLTS
<br />SPACED AT 48" ox. MAX. (EMBED 7" MIN. INTO CONCRETE OR MASONRY), SEE PLANS
<br />AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE OCCUR.
<br />ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE
<br />TREATED. (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION)
<br />9. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR PLYWOOD USED IN
<br />SHEAR PANELS.
<br />10, STUD NOTCHING; BEARING - 25% NOTCH, 407o BORING (60% BORING 0 DBQ NON
<br />BEARING - 40% NOTCH, 60% BORING HOLES NO CLOSER THAN 5/8- TO FACE OF STUD
<br />- - i
<br />1. ALL STUDS AND BLLICKING SHALL BE: HF*21 ALL TOP AND BOTTOM
<br />PLATES SHALL BE HF*2. ALL SHEATHING EDGES SHALL BE BACKED
<br />WITH 2x OR WIDER FRAMING UNLESS -OTHERWISE NOTED (SEE NOTE#2),
<br />SHEATHING MAY 13E INSTALLED EITHER HORIZONTALLY DR VERTICALLY,
<br />2. WHERE SHEATHING NAILING IS A A, OR GREATER, FOUNDATION SILL PLATES
<br />AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS
<br />SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER AND SILL PLATES
<br />NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER,
<br />3, NAILING CRITERIA IS BASED ON IBC 23063 AND AF&PA SPDWS TABLE 43A FOR
<br />CD PLYWOOD AND HF#2 FRAMING. WIRE STAPLES MAY BE SUBSTITUTED AS
<br />OUTLINED IN THE STRUCTURAL NOTES, OTHER SUBSTITUTIONS MUST BE VERIFIED
<br />IN WRITING BY THE STRL. ENGINEER,
<br />4, HEILD13WNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY
<br />SHEARWALLS, SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON
<br />THE PLANS, REFER TO THE APPROPRIATE CONNECTOR DETAILS FOR ADDITIONAL
<br />INFURMATILIN REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC,
<br />5 ANCHOR BOLTS MUST BE EMBEDDED INTO CONCRETE OR URDUTED CMU A MINIMUM
<br />OF 70, AND SHALL BE PLACED TO PROVIDE A MINIMUM OF 28 GROUTED CLEAR
<br />TO THE FACE OF FORMED CONCRETE (PROVIDED 3" CLEAR FOR CONCRETE CAST
<br />AGAINST SOIL).
<br />6 EDGE OF ANCHOR BOLT WASHER SHALL BE WITHIN 112' OF SHEAR WALL SHEATHING
<br />SIRUCTUP,AL STEEL:
<br />STRUCTURAL HSS SECTIONS ARE TO BE ASTM.A500 GRADE B (FY�46 KSI).
<br />STRUCTURAL WIDE FLANGE SHAPES ARE TO BE ASTM A992 GRADE 50 (FY=50 KSIX
<br />STRUCTURAL PIPE IS TO BE ASTM A53 GRADE B (FY=35 KSI).
<br />ALL OTHER STRUCTURAL STEEL SHALL MEET ASTM A3 6 (FY=36 KSI).
<br />STRUCTURAL FASTENERS ON STEEL MOMENTS FRAMES SHALL BE ASTM A325,
<br />WKLD,ING
<br />WELDING SHALL BE PERFORMED IN ACCORDANCE WITH, AWS DIJ AND APPREIVED BY THE
<br />ENGINEER OF RECORD, WELD FILLER FOR THIS PROJECT MUST MEET REQUIREMENTS FOR AN
<br />ORDINARY MOMENT FRAME CONSTRUCTION INCLUDING THE FOLLOWINGt
<br />1) WELD FILLER SHALL BE E70XX (FY=70 KSI).
<br />2) WELD FILLER SHALL MEET CHARPY V-NOTCH TOUGHNESS OF 20 FT-LY3 AT 0' F,
<br />0 DOUBLE TOP PLATE W/ EDGE NAILING (STAGGER? (D TOP PLATE SPLICE AND NAILING PER PLANS.
<br />SEE SHEARWALL SCHEDULE FOR LUMBER GRADE LAP 49-0' MINIMUM, CENTER SPLICE ON STUD.
<br />@EDGE NAILING AT ALL PANEL EDGES, BACK w/ @HOLDOWN PER SCHEDULE AND PLAN
<br />2x BLOCKING OR BACKING (R)COORDINATE ALL STUD AND PLATE SIZES
<br />@EDGE NAILING TO HOLDOWN POST (FULL HEIGHT) w/ SHEARWALL SCHEDULE REQUIREMENTS
<br />(9)STUDS 0 16' ox. @EDGE NAILING TO POSTS, TRIM STUDS
<br />OP.T. SILL PLATE w/ EDGE NAILING & ANCHOR AND KING STUDS
<br />BOLTS PER SHEARWALL SCHEDULE (PROVIDE
<br />A MINIMUM OF 5/8*dia. ANCHOR BOLTS 0 OK BEARING STUD FOR HEADER
<br />4e o.c., EMBEDDED 7" MIN.)
<br />STND SHEAPIWALL ELEVATION
<br />r SIMPSON ST311 STRAP TIE ACROSS
<br />TOP PL OR BEND VERT TO MOST
<br />13FAM DOUBLE TOP PLATE
<br />E3
<br />II A DOUBLE 2 X STUDS, MINIMUM
<br />BEAM PERPENDICULAR
<br />BEAM TO FRAMING
<br />(I)
<br />0 1 0
<br />(7)
<br />v
<br />ROUGH OPENING WIDTH
<br />WOOD HEADE1
<br />NOT TO
<br />SCALE
<br />SCHEDULE
<br />---HOLDOWN
<br />MODEL
<br />ANCHOR
<br />BOLT
<br />THRHBOLTS -
<br />� DLT"'
<br />OR NAILS
<br />EMBEDMENT
<br />LENGTH
<br />MIN, EDGE
<br />DISTANCE
<br />STHD8
<br />ISTRAP
<br />(R4> 16d
<br />8`
<br />I
<br />STHDBI
<br />1-
<br />(20 16d
<br />alp
<br />I
<br />STHD1�
<br />STRAP
<br />(28) 16d
<br />108
<br />1 1/21,
<br />STHDIORJ
<br />STRAP
<br />(28) 16d
<br />10"
<br />1 1/20
<br />STHD14
<br />STRAP
<br />(38) 16d
<br />11/2'
<br />STHDF4R-J
<br />_STRAP
<br />-(3-8) 16d
<br />14"
<br />9
<br />HDU2
<br />5/8" DIA
<br />(6) SDS SCREWS
<br />111,
<br />1 3/4"
<br />HDU4
<br />5/8" DIA
<br />(10) SDS SCREWS
<br />11-
<br />1 3/4#
<br />HDU5
<br />5/8" DIA
<br />(14) SDS SCREWS
<br />16"
<br />1 3/4"
<br />HDUS
<br />7/8" DIA
<br />(20) SDS SCREWS
<br />161,
<br />1 3/4"
<br />HD14A
<br />I" DIA
<br />(4) 1" DIA
<br />all,
<br />1 3/4"
<br />HD20A
<br />I" DIA
<br />(4) V DIA
<br />210
<br />1 3/4"
<br />PHD5-SFS5-
<br />-5/8aDIA
<br />_(14) SDS1/4x3
<br />III,
<br />PHD6-SDS3
<br />i/_8-DIA
<br />(18) SDS1/4x3
<br />14"
<br />PHD8-SDS3
<br />7/8" DIA
<br />24) SbS1/4x3
<br />160
<br />MST37
<br />STRAP
<br />(42) 16d In
<br />DBL. STUD
<br />CENTER or
<br />RIM JOIST
<br />MST4_6
<br />STRAP'
<br />(46) 16d In
<br />DBL. STUD
<br />CENTER or
<br />RIM JOIST
<br />IMSTGO
<br />W_RAP_
<br />(56) 16d
<br />CENTERd I RIM JOIST
<br />TE-84-6 w
<br />3/4" A449
<br />CB> DIA
<br />14'v 13
<br />1 1"
<br />�x NEI BY ZIA E FINUR1/4x3x3 tLATE WITA D13UBLE
<br />AT BOTTOM OF ANCHOR BOLT,
<br />1, ALL THREAD 13OLTS SHALL CONFORM TO ASTM A:307
<br />P, MIN, CONCRETE CnMPRESSIVE STRENGTH f'c=2,500 PsI,
<br />3, HD14A, HD20A & HD15 REQUIRE A 6x MIN, POST SIZEO HAD.
<br />4, MINIMUM EDGE DISTANCE SHDWN IS FOR FORMED CONCRETE
<br />EXPOSED TO S131L OR WEATHERFOR CONCRETE CAST AGAINST
<br />SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT,
<br />5. NAILS TO HOLDOWN POSTS SHALL BE 10d COMMON, (16d SINKERS
<br />MAY BE USED WITH PRIOR WRITTEN APPROVAL BY THE STRUCTURAL
<br />ENGINEER).
<br />L WOOD STUD WALL
<br />2. W1313D HEADER PER
<br />PLAN
<br />3. (2) 16d TOENAILS
<br />-(4>
<br />EACH SIDE, EACH END
<br />4. <2) 16d AS SHOWN
<br />5, RUN VERTICAL STU]
<br />UP PAST HEADER AS
<br />SHI3WN-
<br />USE DOUBLE KING
<br />STUDS FOR
<br />ANOPENINGS
<br />GREATER TH5'-0"
<br />& (2) 16d RR 128 O'c'
<br />71 16d R 121, 01C.
<br />STA66ERED BOTH SIDE
<br />8. DOUBLE STUDS UND-
<br />HEADER BEARINGS FOR
<br />OPENING WIDTHS
<br />GREATER THA -
<br />MTE
<br />em
<br />SIMPSON ST STRAP TIE
<br />DOUBLE 2 X STUDS, MINIMUM
<br />SIMPSON LTP5 EA FACE
<br />DOUBLE TOP PLATE
<br />DOUBLE STUD
<br />�11TO�PPLA�TE..
<br />NOT TO
<br />SCALE
<br />, p A" . . - .. . . . . . -
<br />> NOTES,
<br />1, (6) 16d, TYR,
<br />2. (4) 16d, TYPE
<br />> 3. FULL HEIGHT STUD
<br />4. CONTINUOUS DOUBLE
<br />TOP PLATE
<br />5. HEADER AS PER PLAN,
<br />SAME WIDTH AS WALL
<br />6. (2) CRIPPLE STUDS
<br />N91M'
<br />I < TOP PLATE SPLICE OVER
<br />STUD ONLY.
<br />2. DOUBLE TOP PLATE
<br />3. WOOD STUDS
<br />i
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<br />SCALE: AS SHOW14
<br />DATE: Fcb2017
<br />DRAW'ft4G- NIUMBER
<br />9164-15
<br />SHEET S6
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<br />
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