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STRUCTURAL NOTES
<br />(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CONCRETE
<br />CODE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF MAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
<br />ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, ACI (ACI 18 AND THE AMERICAN CONCRETE INSTITUTE°S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
<br />SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER BBC TABLE 2304.10.1 NAILING
<br />WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS SCHEDULE, ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
<br />PER CUBIC FOOT. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
<br />DESIGN LOADS
<br />NAIL SHANK 0 MIN LENGTH
<br />DEAD LOADS: CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS:
<br />F_;d COMMON 01310 2 1/2°° SHANK
<br />ROOF 12 PSF
<br />-
<br />villmu
<br />-._ ---------._
<br />---
<br />FLOOR 12 PSF
<br />TYPE OF CONSTRUCTION
<br />f°c*
<br />MAXIMUM
<br />IN CEMENT
<br />MAXIMUM
<br />10d COMMON
<br />0.148 3" SHANK
<br />COLUMNS
<br />------�_
<br />-_--- �_
<br />STRUCTURAL STEEL
<br />-- -
<br />WATER/CEMENT
<br />CONTENT PER CUBIC
<br />SHRINKAGE STRAIN
<br />LIVE LOADS:
<br />RATIO
<br />YARD
<br />12d COMMON
<br />0.1480 3 1/4" SHANK
<br />- --
<br />-
<br />--'
<br />ROOF (SNOW LOAD) 25 PSF
<br />RESIDENTIAL (DECK) 60 PSF
<br />SLABS ON GRADE
<br />3000 PSI
<br />0.55
<br />5 1/2 SACK
<br />N/A
<br />16d COMMON
<br />0.162 3 1/2" SHANK
<br />COLUMN BEARING
<br />ON BEAM
<br />RATED SHEATHING
<br />FOOTINGS
<br />3000 PSI
<br />0.55
<br />5 1/2 SACK
<br />N/A
<br />10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
<br />-- --
<br />---
<br />(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11).
<br />MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148�o x 3 1/4°o
<br />), BUT ONLY 16d COMMON NAILS SHALL BE USED
<br />BEAM NTINU
<br />COOUS
<br />!
<br />SHEAR WALL
<br />SWX
<br />THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
<br />WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
<br />OVER SUPPORT
<br />(SEE SCHEDULE)
<br />EARTHQUAKE
<br />SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
<br />ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
<br />ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
<br />- ----�
<br />CONCRETE WALL
<br />COLUMN MARK
<br />EQUIVALENT
<br />(SEE SCHEDULE)
<br />LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8.
<br />AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
<br />ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307, PROVIDE WASHERS UNDER THE HEADS AND NUTS
<br />SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318.
<br />OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
<br />BEARING STUD
<br />(�C
<br />FOOTING MARK---�___.�_
<br />SITE CLASS (ASSUMED) D
<br />SHANK AND THREADED PORTIONS PER NDS 12.1.4.2.
<br />WALL
<br />(SEE SCHEDULE)
<br />SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.365
<br />ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
<br />_ _-r__ -----
<br />____.---___---
<br />-- _
<br />--------
<br />ONE SECOND SPECTRAL RESPONSE ACCEL (51) 0.484
<br />WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1.
<br />CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
<br />NON -BEARING
<br />HOLDOWN MARK
<br />j
<br />SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 0,910
<br />TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
<br />STUD WALL--
<br />- r d
<br />(SEE SCHEDULE)
<br />i-
<br />ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.586
<br />*PROVIDE fc SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
<br />WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
<br />BEARING STUD
<br />—
<br />HANGER MARK
<br />-
<br />RISK CATEGORY 11
<br />REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
<br />BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
<br />SHEAR WALL
<br />(SEE SCHEDULE)
<br />SEISMIC IMPORTANCE FACTOR (IE) 1.0
<br />SCREWS, OR BOLTS IN EACH MEMBER.--
<br />---
<br />-
<br />--
<br />SEISMIC DESIGN CATEGORY D
<br />REINFORCING STEEL
<br />NON -BEARING
<br />FLAG NOTE
<br />BASIC SEISMIC FORCE -RESISTING -SYSTEM CANTILEVERED STEEL COLUMNS
<br />INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
<br />STUD SHEAR WALL
<br />(SEE PLAN NOTES)
<br />j
<br />RESPONSE MODIFICATION FACTOR, (R) 1.25
<br />REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
<br />(MINIMUM) AS MEMBERS CONNECTED.
<br />STEEL MOMENT
<br />REDUNDANCY FACTOR (p) 1.0
<br />® 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
<br />CMU WALL
<br />FRAME CONK.
<br />SEISMIC RESPONSE COEFFICIENT (CS) 0,728
<br />SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
<br />GALVANIZATION
<br />W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2.
<br />PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
<br />SUBMITTED.
<br />UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
<br />ACCORDING TO THE FOLLOWING TABLE:
<br />ABBREVIATIONS
<br />BASE SHEAR (V), V ® CSW = RD j W
<br />REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI
<br />(A) ABOVE
<br />UNTREATED
<br />ACQ�C
<br />CBApA OTkIER
<br />OTHER PT
<br />GLB
<br />CLUE
<br />-LAMINATED BEAM
<br />318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
<br />GALVANIZATION
<br />CCA-C
<br />SBX
<br />ACQ-D
<br />AC A
<br />-------
<br />-----
<br />---- -- -�
<br />_
<br />WIND LOADS:
<br />SHALL BE PER SCHEDULE.
<br />WOOD
<br />CA-B BORATE
<br />WOOD
<br />AB
<br />ANCHOR
<br />BOLT
<br />HORIZ
<br />HORIZONTAL
<br />----- ---
<br />BASIC WIND SPEED (3 SECOND GUST) 98 MPH
<br />MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
<br />G90
<br />X
<br />X
<br />X
<br />ALT
<br />ALTERNATE
<br />! KP
<br />KING
<br />POST
<br />EXPOSURE B
<br />APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
<br />G1$5
<br />X
<br />X
<br />X
<br />X
<br />X X
<br />ARCH
<br />ARCHITECT
<br />KSI
<br />KIPS
<br />PER SQUARE INCH-
<br />KZT 1.0
<br />INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
<br />HDG
<br />X
<br />X
<br />X
<br />X
<br />X X
<br />(B)
<br />BELOW
<br />-.--
<br />; L
<br />ANGLE
<br />--
<br />SEE PLANS FOR ADDITIONAL DESIGN LOADS.
<br />REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
<br />STT300
<br />X
<br />X
<br />X
<br />X
<br />X X
<br />X
<br />X
<br />BD
<br />BAR DIAMETER
<br />MECH
<br />MECHANICAL
<br />STATEMENT' OF SPECIAL INSPECTIONS
<br />EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
<br />G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA
<br />BLKG
<br />BLOCKING
<br />MF
<br />MOMENT
<br />FRAME
<br />HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
<br />G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
<br />--- --
<br />SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
<br />ENGINEER, REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
<br />HDG m HOT DIP GALVANIZED
<br />BM
<br />BEAM
<br />MTL
<br />�.
<br />METAL
<br />WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
<br />MINIMUM LAPS AND EMBEDMENT
<br />SST300 =TYPE 316E STAINLESS STEEL
<br />BOT -
<br />BOTTOM
<br />— '--m ~
<br />-_J
<br />NS
<br />NEAR
<br />�—�----
<br />SIDE
<br />WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC.
<br />RATED SHEATHING
<br />BRNG
<br />BEARING
<br />- ---�
<br />OC
<br />ION
<br />- - ---
<br />CENTER
<br />UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
<br />_----
<br />_-----------.__-_---_
<br />_ �
<br />.J-(
<br />-- ---
<br />SPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW.
<br />BELOW;
<br />RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
<br />BTWN
<br />BETWEEN
<br />OPP
<br />OPPOSITE
<br />STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
<br />IN CONFORMANCE WITH IBC STANDARD 2303.1.5.
<br />CJP ^-
<br />COMPLETE
<br />_ -j
<br />JOINT PENETRATION -�
<br />PL
<br />_ � -
<br />PLATE
<br />- - --- -
<br />- -�--
<br />-
<br />f 3000 PSI c ®
<br />GLUE- INATE®TIMBER
<br />CLR
<br />CLEAR
<br />I
<br />PLCS
<br />PLACES
<br />FREQUENCY ARID DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
<br />DEVELOPMENT LENGTH
<br />LAP SPLICE
<br />- -�
<br />SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
<br />BAR
<br />TENSION
<br />COMPRESSION
<br />PENSION
<br />COMPRESSION
<br />GLUE -LAMINATED TIMBER SHALL BE DOUCLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD
<br />CMU
<br />ICONCRETE
<br />MASONRY UNIT
<br />PSI
<br />POUNDS
<br />PER SQUARE INCH
<br />SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
<br />SIZE
<br />OTHER
<br />OTHER
<br />A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED
<br />COL .�u
<br />� COLUMN
<br />-�
<br />PSF
<br />POUNDS
<br />PER SQUARE FOOT
<br />SPACIAL INSPECTION
<br />TOP BARS
<br />BARS
<br />ALL BARS
<br />TOP BARS
<br />BARS
<br />ALL BARS
<br />BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE
<br />CONC
<br />j CONCRETE
<br />- -
<br />I P/T
<br />POSTTENSIONED
<br />- -
<br />#3
<br />22
<br />17
<br />9
<br />28
<br />22
<br />12
<br />FOLLOWING MINIMUM STANDARDS:
<br />---_-
<br />-- -
<br />OPERATION CR!T
<br />PERIODIC REMARKS
<br />SPAN
<br />CO BINATION
<br />F
<br />CONK
<br />_-_ -.
<br />CONNECTION
<br />PT
<br />PRESSURE
<br />TREATED
<br />#4
<br />29
<br />22
<br />11
<br />37
<br />29
<br />15
<br />--------
<br />---------- ------
<br />SOILS
<br />SIMPLE SPAN BEAMS
<br />24F-V4
<br />2400 PSI
<br />CONT
<br />CONTINUOUS
<br />RUNE
<br />REINFORCING
<br />5
<br />36
<br />28
<br />14
<br />47
<br />36
<br />19
<br />-i
<br />FOUNDATION BEARING CAPACITY VERIFICATION
<br />X
<br />CANTILEVER OR MULTI -SPAN BEAMS
<br />24F-VS
<br />2400 PSI
<br />COORD
<br />COORDINATE
<br />REQ'D j
<br />REQUIRED
<br />#6
<br />43
<br />33
<br />17
<br />56
<br />43
<br />23
<br />STRUCTURAL STEEL
<br />TYPICAL FRAMING DOTES
<br />DBL
<br />DET
<br />DOUBLE
<br />SCHED
<br />SCHEDULE
<br />NOTE:
<br />DETAIL
<br />- --
<br />SIM
<br />SIMILAR
<br />- -- ----
<br />FABRICATION & ERECTION
<br />X
<br />1. ALL LENGTHS ARE IN INCHES.
<br />-------._-----_.
<br />___�
<br />_-- --- j
<br />r --
<br />�- ---- ----�
<br />2. ALL LAP SPLICES ARE CLASS B.
<br />1. ROOF AND FLOOR FRAM{NG
<br />DIA
<br />DIAMETER
<br />SLAB
<br />ON GRADE
<br />NOTE:
<br />3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE 12 INCHES OF
<br />-
<br />-------- ---
<br />�SOG
<br />---
<br />—
<br />AL L ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
<br />THAN
<br />CONCRETE E IS CAST IN THE MEMBER BELOW THE BAR.
<br />° °
<br />PROVIDE 1 1/2 FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8 -0 OC MAXIMUM
<br />DIM
<br />DIMENSION
<br />STD
<br />STANDARD
<br />INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
<br />UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF OWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF
<br />DIR
<br />DIRECTION
<br />1
<br />STIFF
<br />STIFFENER
<br />ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
<br />CONCRETE CODER Off REINFORCING
<br />FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN.
<br />�
<br />�-
<br />RfSULTS, ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
<br />PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED
<br />EA
<br />_1-
<br />EACH
<br />- _W--�-__- ._._-
<br />E STLpeSTEELg�4P1�
<br />-
<br />TO THE ATTENTION OF THE DESIGN TEAM.
<br />�, :-
<br />am.�
<br />®
<br />9---
<br />SOILS REPORT: NOT AVAILABLE AT TIME OF DESIGN
<br />ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
<br />�� 1. . �► � � — �� trr � �A f". ". ►x t: s � A:
<br />a
<br />r
<br />x0jilF __ - is
<br />#6 BARS AND LARGER 2"
<br />#5 BARS AND SMALLER 1 1/2"
<br />CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
<br />SLABS, WALLS AND JOISTS 3/41'
<br />COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2"
<br />CONCRETE GENERAL MOTES
<br />ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
<br />POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
<br />BEYOND JOINT,
<br />BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
<br />APPROVED BY THE STRUCTURAL ENGINEER.
<br />SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
<br />OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS
<br />NOTED.
<br />LUMBER
<br />ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
<br />GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
<br />NOTEDREFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
<br />UNLESS WPLANS,ALL WOOD AND WOOD-BASEMEMBERSPO. D TO WEATHER OR IN
<br />ON PLANS AND DETAILS.
<br />2. DIAPHRAGM NAILING
<br />ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM MAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE
<br />PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING
<br />FRAMING WITH 8d NAILS AT 6 OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS.
<br />THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH
<br />FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE.
<br />3. ALLOWABLE STUD AND PLATE PENETRATIONS
<br />CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN
<br />EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING
<br />PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN
<br />NONBEARING PARTITIONS OR IF STUD IS DOUBLED, MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE.
<br />EXISTING BUILDING
<br />CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
<br />DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
<br />REDESIGN.
<br />CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
<br />PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
<br />GENERAL
<br />CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY
<br />DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
<br />PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
<br />CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
<br />ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
<br />ONLY WILL NOT SATISFY THIS REQUIREMENT.
<br />DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
<br />SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
<br />CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
<br />ENGINEER.
<br />Oa/ 0912021
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