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BUILDING CODE CONCRETE
<br /> FOUNDATIONS SHEARWALL SCHEDULE (CDX)
<br /> 2012 INTERNATIONAL BUILDING CODE
<br /> 1.ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD
<br /> 1:THE FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE SILL PLATE&CONN.@ BOTTOM/TOP PLATE
<br /> FLOOR LOAD ROCK TYPE(150 PCF)AGGREGATES SHALL CONFORM TO ASTM C33 WITH PROVEN MARK SHEATHING EDGE NAILING FIELD NAILING
<br /> INTERNATIONAL BUILDING CODE TABLE 1804.2. FOUNDATION WORK SHALL BE FND CONN.
<br /> DEAD LOAD: 12 psf PERFORMED IN ACCORDANCE WITH CHAPTER 16 OF THIS CODE. SHRINKAGE CHARACTERISTICS OF LESS THAN 0.05%. -
<br /> LIVE LOAD: 40 psf A Y,'CDX ONE FACE Ed @6-O/C ad @ 12'O/C W 0 A.B.@ 48'O/C W/ LTP4 @ 20'O/C W/2x e~
<br /> 2:THE FOUNDATION DESIGN IS BASED ON THE FOLLOWING VALUES: 2.CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS(fc)SHALL BE: 2x SILL PLATE BOTTOM PLATE
<br /> ROOF LOAD ALLOW.SOIL BEARING 1500 PSF SLAB ON GRADE: 2500 PSI
<br /> DEAD LOAD:15 psf SOIL FRICTION .25 CONTINUOUS FOOTINGS: 2500 PSI
<br /> FLAT ROOF SNOW LOAD:25 psf EQUIV.FLUID PRESSURES PAD FOOTINGS: 2500 PSI SHEARWALL NOTES
<br /> SNOW EXPOSURE FACTOR(Ce):1.1ACTIVE PRESSURE' 35 PCF 1.ALL STUDS,BLOCKING,TOP AND BOTTOM PLATES SHALL BE HEM-FIR NO,2 UNLESS NOTED OTHERWISE ON PLANS.
<br /> SNOW LOAD IMPORTANCE FACTOR(Is):1.0 PASSIVE PRESSURE 1.50 PCF3.ALL CONCRETE WITH A DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER FRAMING(SEE NOTE#3).
<br /> THERMAL FACTOR(Cf):1.7 ('WALLS RESTRAINED AGAINST ROTATION SHALL BE DESIGNED FOR AN EQUIV. SHALL REQUIRE SPECIAL INSPECTION BY AN INSPECTOR APPROVED BY THE BUILDING LO
<br /> AND THE ENGINEER. EXCEPTION:WHERE 3000 PSI CONCRETE IS USED 2.SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY.ALL SHEARWALL SHEATHING MUST EXTEND
<br /> FLUID PRESSURE OF 55 PCF). Q)
<br /> WIND DESIGN DATA - FOR WEATHERING PURPOSES,NO INPSECTION IS REQUIRED. TO THE OUTISDE EDGE OF ALL HOEDOWN POSTS AND CORNERS,AND TO THE INSIDE EDGE OF FRAMING AROUND 4- �o
<br /> OPENINGS. O o
<br /> 1.BASIC WIND SPEED:I 10 MPH 3.ALL FOOTINGS SHALL BE FOUNDED AT LEAST 18'BELOW THE UNDISTURBED 4.CEMENT SHALL CONFORM TO ASTM CI 50,TYPE I,CSA NORMAL.
<br /> 2.WIND IMPORTANCE FACTOR(Ivy:1.0 GROUND SURFACE OR TO FROST DEPTH.ALL FOOTINGS SHALL BE FOUNDED ON 3.WHERE SHEATHING NAILING IS SHEARWALL#3 AND GREATER, ALL FRAMING MEMBERS RECEIVING EDGE NAILING •U c j
<br /> BUILDING CATEGORY:II COMPACTED FILL OR UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. 5.MAXIMUM SLUMP SHALL NOT EXCEED 41NCHES IN FLATWORK. FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER ADDITIONALLY,WHERE
<br /> 3.WIND EXPOSURE:B SHEARWALLS ARE SHEATHED ON BOTH(ACES,AEI.STUDS AND PLATES RECEIVING EDGE NAILING FROM 80TH FACES 1 N N
<br /> q,Kzt=1.38 4.COMPACTION: MATERIAL FOR FILLING AND BACKFlLLING SHALL CONSIST OF THE 6.PLACEMENT OF CONCRETE SHALL BE IN CONFORMANCE WITH ACI 301. MUST BE A SINGLE 3-INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE STAGGERED. IN EACH OF THESE CASES 3x Q v
<br /> 5.INTERNAL PRESSURE COEFFICIENT:NA EXCAVATED MATERIAL AND/OR IMPORTED BORROW AND SHALL BE FREE OF ORGANIC E
<br /> STUDS ARE REQUIRED UNLESS SPECIFICALLY NOTED OTHERWISE ON THE PIANS BY THE ENGINEER. FOR SHEARWALLS#3 Uu O X
<br /> 6.APPLICABLE WIND PRESSURE FOR MATTER,TRASH,LUMBER,OR G.FILL AND
<br /> ALL WALLS SHALL BE ADEQUATELY - w c`I¢ u
<br /> 7.CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF AND#4,A 2z SILL PLATE MAY BE USED If TWO TIMES THE NUMBER Of ANCHOR BOLTS REQUIRED BY THE SHEARWALL co LL
<br /> COMPONENTS AND CLADDING:NA BRACED PRIOR TO BACKFILLING.FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS W o• D
<br /> FIVE 5)DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BE APPROVED IF SCHEDULE ARE USED AND ARE EVENLY SPACED SEE 2003 IBC SECTION 2305.3.10).
<br /> NOT TO EXCEED 8 INCHES THICK,PROPERLY MOISTENED TO APPROXIMATE OPTIMUM ( U) w Q -�
<br /> REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED WITH APPROVED SATISFACTORY PERFORMANCE CAN BE ASSURED. Y?y m
<br /> SESIMIC DESIGN DATA EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO PRODUCE A RELATIVE 4. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 2306.4.1 OF THE INTERNATIONAL BUILDING CODE(FOR CDX)OR L) N
<br /> 1.SEISMIC IMPORTANCE FACTOR 1.0 S.KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES.ALL CONSTRUCTION REPORT NER-124(FOR OSB).VALUES ARE BASED ON HEM-FIR NO.2 FRAMING WITH COMMON NAILS. O O O
<br /> SEISMIC USE GROUP:I COMPACTION OF 90%OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM JOINTS SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. Q ac m o�
<br /> 2.SPECTRAL RESPONSE ACCELERATION(Ss):137.7% DI S57. HAND TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT 5.HOEDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MONY SHEARWALLS. SIZES AND p cmj
<br /> 3.SITE CLASS:D(ASSUMED) TACE AREA NOT R EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY E OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE APPROPRIATE DETAILS AND/OR m h
<br /> 4.SPECTRAL RESPONSE COEFFICIENTS(SDS):91.8%G OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER HOLDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS,EMBEDMENT LENGTH,ETC. r VC'
<br /> 5.SEISMIC DESIGN CATEGORY:D POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE USED.FILL OVER 12'DEEP 9•POURJOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS WHERE(2)2x's ARE USED AS A HOLDOWN POST,SHEARWALL EDGE NAILING MUST BE STAGGERED INTO EACH MEMBER av
<br /> SHALL COMPLY WITH A GEOTECHNICAL REPORT.SEE GEOTECHNICAL REPORT FOR
<br /> 6.BASICS BASE-HO F--SEE CALCULATIONS
<br /> SYSTEM:SHEARWALLS PLACED AT POINTS OF LOW STRESS.MAXIMUM AREA OF POUR JOINTS IS 400 SF. OF THE POST. -�- Z
<br /> 7.DESIGN BASE SHEAR:SEE CALCULATIONS FURTHER DESIGN CRITERIA, V O
<br /> 8.SEISMIC RESPONSE COEFFICIENT(Cs):0.099 10.MINIMUM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK 6.ANCHOR BOLTS MUST BE EMBEDDED AMINIMUM OF 7'INTO CONCRETE OR GROUTED CMU,AND SHALL BE PLACED L i
<br /> 9.RESPONSE MODIFICATION FACTOR(w:6.5 REINFORCING STEEL SHALL BE AS FOLLOWS: TO PROVIDE A MINIMUM OF 2'COVER. PROVIDE 3'COVER FOR CONCRETE CAST AGAINST SOIL. }
<br /> 10.ANALYSIS PROCEDURE USED:EQUIVALENT LATERAL FORCE PROCEDURE 1.ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 (fy=60 KSq EXPOSED TO EARTH OR WEATHER(#5 OR SMALLER): I'A" - - uo
<br /> FOR BAR SIZES NO.5&LARGER,GRADE 40(fy=40 KSI)FOR NO.3 AND NO.4 BARS. EXPOSED TO EARTH OR WEATHER(#6 OR LARGER): 2' 7.ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS/SIMPSON 17TEN HD BOLTS OF THE SAME
<br /> FRAMING LUMBER DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE SUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING
<br /> 1.FRAMING LUMBER SHALL BE HEM-FIR NO.2. GRADES ARE TYPICAL 2.ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS.WHERE LAP 'NOTE:CONCRETE CAST AGAINST GROUND SHALL HAVE 3'MINIMUM COVERAGE CONCRETE. BOLTS SHALL BE EMBEDDED AMINIMUM OF 5'INTO EXISTING CONCRETE.
<br /> UNLESS OTHERWISE NOTED ON PLANS. LUMBER TO BE GRADE OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED ON THE CONSTRUCTION
<br /> MARKED PER WCLIB SPECIFICATIONS. DOCUMENTS,LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE WELL STAGGERED. 11.PIPES OTHER THAN ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN 8.ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD(EXCEPT FOR BORITE TREATED WOOD)
<br /> STRUCTURAL CONCRETE EXCEPT WHERE SPECIFICALLY APPROVED. MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST CORROSION.
<br /> 2.STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD OR OSB, 3.COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH
<br /> EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL AG 315 SHALL BE REVIEWED BY THE ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR 12.CONCRETE MIXES SHALL BE PROVIDED IN ACCORDANCE WITH ACI 318(WHEN 9.WHERE l Od NAILS ARE SPACED AT 3'ON CENTER OR LESS,NAILS MUST BE STAGGERED.
<br /> STANDARDS P51-83,APA PRP-108,OR VOLUNTARY PRODUCT TO THE PLACING OF CONCRETE. STRENGTH DATA FROM TRIAL BATCHES OR FIELD EXPERIENCE ARE NOT AVAILABLE).
<br /> STANDARD PSE-92. PROVIDE A MINIMUM OF%'EDGE DISTANCE ON 10.OSB Of EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR CDX SPECIFIED IN SHEARWALL SCHEDULE.
<br /> ALL NAILS AND Ya EXPANSION JOINT BETWEEN ALL PANEL EDGES. 4.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND Al 85 AND SHALL BE 6x6 CEMENT CONTENT I I (<
<br /> MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: W2.1/W2.1 UNLESS OTHERWISE NOTED.LAP REINFORCEMENT 6'MINIMUM. SACKS PER p
<br /> ROOF SHEATHING TO BE 1%,M INT-APA RATED PLYWOOD OR 1/aLBS/CUBIC YARD CUBIC YARD I I (
<br /> OSB WITH EXTERIOR GLUE,P.I.24/0. NAIL WITH ad NAILS AT 5.ANCHOR BOLTS,DOWELS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY TIED PC(PSI) (MINIMUM) (MINIMUM) Z
<br /> 6.ON CENTER AT PANEL EDGES AND 12'ON CENTER AT IN PLACE BEFORE CONCRETE IS POURED. SLAB ON GRADE REINFORCEMENT SHALL BE 2500(no special inspection) 470 5 HOLDOWN SCHEDULE
<br /> INTERMEDIATE MEMBERS.. PLACED AT MID-DEPTH OF SLAB AND SHALL BE HELD SECURELY IN PLACE WITH SEE NOTE A *FOR HOLDOWNS INSTALLED IN NEW FOUNDATIONS -
<br /> MECHANICAL DEVICES DURING PLACING OF THE CONCRETE.
<br /> SUB FLOORING TO BE W TONGUE AND GROOVE C-D INT-APA - AIR ENTRAINMENT IS REQUIRED FOR ALL CONCRETE EXPOSED TO WEATHER FOR%' 'ANCHOR THRU BOLTS OR EMBEDMENT/ MINIMUM
<br /> • RATED PLYWOOD OR OSB WITH EXTERIOR GLUE,P.I.aBiza. MANUFACTURED LUMBER AGGREGATE AN ENTRAINMENT OF 6%IS REQ'D. FOR Y2'AGGREGATE AN AIR MODEL BOLT NAILS/SCREWS STRAP LENGTH EDGE DIST. I° d°
<br /> GLUE AND NAIL WITH l Od NAILS AT 6'ON CENTER AT PANEL 1.PARALLEL STRAND LUMBER DESIGN IS BASED ON PARALLAM PSL PRODUCTS AS ENTRAINMENT OF 7%IS REQ'D.
<br /> EDGES AND 12'ON CENTER AT INTERMEDIATE MEMBERS. SUPPLIED BY TRUSS-JOIST MACMILLAN IN ACCORDANCE WITH ASTM D 5456 OR LSTHDBRI N/A (24)10d COMMON 8'EMBED 1YI' NA NA
<br /> EQUIVALENT. DESIGN PROPERTIES SHALL BE: MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5'OR LESS. NO MORE Lu
<br /> 3.NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE Flo=2900 PSI THAN A 1•PLUS TOLERANCE SHALL BE ALLOWED. U
<br /> INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. USE N=290 PSI HOLDOWN NOTES Z w mo
<br /> COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. E=2.0 x 10^6 PSI A)WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECTION 1704.4 OF THE 1.ALL-THREAD BOLTS SHALL CONFORM TO ASTM A307. Lu >N
<br /> I.B.C.,CONCRETE SHALL HAVE A MINIMUM CEMENT CONTENT OF 5 SACKS PER CUBIC Q 00
<br /> 4.NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS 2.LAMINATED STRAND LUMBER DESIGN IS BASED ON TIMBERSTRAND LSL PRODUCTS 2.MINIMUM CONCRETE COMPRESSIVE STRENGTH Pc=2500 PSI Z o.
<br /> SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE YARD OF CONCRETE. Q >Q
<br /> AS SUPPLIED BY TRUS JOIST MACMILLAN IN ACCORDANCE WITH ASTM D 5456 OR N W>�,
<br /> STRUCTURAL ENGINEER EQUIVALENT.DESIGN PROPERTIES SHALL BE: B)DESIGN MIX(OTHER THAN AS SPECIFIED IN THIS TABLE)SHALL BE SUBMITTED TO THE 3.ALL HOLDOWNS REQUIRE A(2)2x POST UNLESS NOTED OTHERWISE. HDU11 AND HHDQI4 REQUIRE A 4x6 D F#2 Lu
<br /> Fb=2325 PSI BUILDING OFFICIAL TWO WEEKS PRIOR TO FIRST USE. MINIMUM POST SIZE,U.N.C. WHERE HOLDOWNS ARE INSTALLED INTO THE WIDE FACE OF THE STUD,THE STUDS MUST C n
<br /> 5.PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF Fv=310 PSI BE STITCH NAILED TOGETHER W/16d SINKERS STAGGERED @ 4-O/C. 1''1
<br /> ALL BOLTS AND LAG SCREWS_BEARING ON WOOD. E=1.55 x 10^6 PSI - o•LU
<br /> 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR CONCRETE CAST
<br /> 6.PROVIDE 3014.229'WASHERS AT ALL ANCHOR BOLTS. 3.PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED ALONG WITH THE APPROPRIATE GENERAL AGAINST SOIL PROVIDE 3'CLEAR TO ANCHOR BOLT.
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<br /> 7.BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS CONSTRUCTION. INSTALLATION OF SUBSTITUTIONS SHALL NOT PROCEED WITHOUT 5.NAILS/SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURERS SPECIFICATIONS. -
<br /> PILOT HOLES SHALL BE
<br /> ICBO EVALUATION REPORTS TO THE ENGINEER FOR REVIEW PRIOR TO DRAWINGS.1•ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT
<br /> UNLESS NOTED OTHERWISE. LAG BOLT PRIOR WRITTEN APPROVAL OF THE ENGINEER
<br /> PRE-DRILLED TO 60%OF THE NOMINAL DIAMETER OF THE LAG BOLT 6.ALL HOLDOWN BOLTS MUST BE RE-TIGHTENED JUST PRIOR TO ENCLOSING 2ND SIDE OF WALL
<br /> UNLESS NOTED OTHERWISE. 2.DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE
<br /> FOR THE SAFETY OF THE BUILDING.THE CONTRACTOR SHALL PROVIDE ADEQUATE - -
<br /> 8.ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH s/a GLUED-LAMINATED TIMBER SHORING,BRACING,AND GUYS IN ACCORDANCE WITH ALL NATIONAL,STATE,AND
<br /> MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM OF 48'ON - LOCAL SAFETY ORDINANCES.ANY DEVIATION MUST BE APPROVED IN WRITING PRIOR
<br /> CENTER BOLTS MUST BE EMBEDDED A MINIMUM OF T INTO 1.ADHESIVE SHALL BE FOR WET USE. TO ERECTION.
<br /> CONCRETE OR MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC
<br /> REQUIREMENTS WHERE APPLICABLE 2.LAMINATIONS SHALL BE OF DOUGLAS FIR/WESTER LARCH,COMBINATION 24F-V4 3.ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS.ANY
<br /> FOR SIMPLE SPAN BEAMS AND 24F-V8 FOR CONTINUOUS MULTIPLE SPAN AND DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION. CO Vr ^
<br /> 9.RIM JOIST IS TO BE IV LSL MINIMUM. CANTILEVERED BEAMS,FABRICATED IN ACCORDANCE WITH ARC Al 90.1 AND ASTM D
<br /> 3737. 4.THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION •v{y AO e
<br /> 10. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITION WALLS PROCEDURES,
<br /> AND SOLID BLOCKING UNDER PERPENDICULAR PARTITION WALLS. 3.FABRICATION SHALL BE BY A LICENSED FABRICATOR,SHOP DRAWINGS SHALL BE
<br /> SUBMITTED TOTHE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. AITC 5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL -
<br /> TRADES AND SHALL CHECK ALL DIMENSIONS.ALL DISCREPANCIES SHALL BE CALLED
<br /> 11.CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO CERTIFICATES OF INSPECTION ARE REQUIRED FOR ALL MEMBERS. 4NG
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<br /> THESE DETAILS. TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING
<br /> WITH THE WORK 8d @ 6'O/ •_,3"
<br /> BLO
<br /> FOR DOUBLE SIDED SHEARWALLS,THE 6.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE Hl CLIP EACH TRU
<br /> LENGTH OF • • @ Drawn B FF
<br /> HOLDOWN POST. SEE7 SHEATHING ON FACH FACE MUST EXTEND CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO • • O/ MAX)A. Y
<br /> SHEARWALL DETAILS SHOWN,SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO - Checked By:CCC
<br /> HOLDOWN SCHEDULE OR PLAN CONTINUOUS BETWEEN HOEDOWN POSTS AS - Date:07-28-15
<br /> FOR MINIMUM REQUIREMENTS SHOWN. REVIEW BY THE ENGINEER
<br /> 7.ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION e�PEx rw� VENTILATION MAY BE REQ'D
<br /> TO ANY OTHER SPECIFIC DETAIL CALLED OUT. slMrsoN I:ccq,u.N.o. AT BLOCKING.VERIFY SDA JOB NO.
<br /> -7OPENING PER PIAN roTT PE,
<br /> PLAN
<br /> WALL PER PLANMETHOD W/ENGINEER PRIOR 7594# # SHEATHING ITO CONSTRUCTION.BIRD
<br /> 8.ALL INT-ORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING MEMBER OF TOBLOCKING IS ACCEPTABLE.
<br /> LOCATION OF HOLDOWNJ - CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE,BUT WITHOUT
<br /> STHD14PJ STRUCTURAL
<br /> TO BE INSTALLED GUARANTEE OF ACCURACY.WHERE ACTUAL CONDITIONS CONFLICT WITH THE
<br /> DRAWINGS,THEY SHALL BE REPORTED TO THE ENGINEER SO THE PROPER REVISIONS �-�TY P. POST TO BEAM CONN.
<br /> SHEARWALL DESIGNATION-SEE SHEARWALL SCHEDULE t-0R TYPE OF HOLDOWN TO BE INSTALLED MAY BE MADE.MODIFICATIONS TO CONSTRUCTION DETAILS SHALL NOT BE MADE - ROOF/SHEARWALL CONN. NOTES/DETAILS �---
<br /> WITHOUT PRIOR WRITTEN APPROVAL BY THE ENGINEER Ql-
<br /> FRAMING,NAILING AND ANCHORAGE REQUIREMENTS - 2 J�+-1 .O i ,•.
<br /> LATERAL MARKING LEGEND % (1�/�
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