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STRUCTURAL NOTES
<br />(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CONCRETE
<br />CODE
<br />ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF
<br />ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
<br />NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
<br />LEGEND
<br />ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SMALL CONFORM TO THE DRAWINGS,
<br />(ACI 301).
<br />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
<br />WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 23 4.10.1 NAILING
<br />i
<br />I
<br />WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
<br />ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS
<br />SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL RE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
<br />DEFINITION
<br />--------
<br />---'
<br />, SYMBOL
<br />------------{-----
<br />DEFINITION
<br />---------
<br />�
<br />SYMBOL
<br />-- ------
<br />PER CUBIC FOOT.
<br />MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
<br />DIRECTION OF
<br />NATIVE SOIL
<br />�'mii=mE!l=llr-=-I
<br />DESIGN LOADS
<br />FRAMING
<br />�m
<br />MAIL
<br />SHANK 0 MIN LENGTH
<br />--
<br />CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS:
<br />-
<br />- -
<br />EXTENT OF
<br />DEAD LOADS:
<br />IJd COMMON
<br />0.1310 2 1/2°' SHANK
<br />FRAMING
<br />GRANULAR FILL
<br />ROOF 12 PSF
<br />.__.R _._.._.�.
<br />—
<br />FLOOR 12 PSF
<br />MAXIMUM
<br />TYPE OF CONSTRUCTION f'c* WATER/CEMENT ENT
<br />MIN CEMENT
<br />CONTENT PER CUBIC MAXIMUM
<br />10d COMMON
<br />0.14$0 3"' GHANIC
<br />COLUMNS
<br />STRUCTURAL STEEL
<br />LIVE LOADS:
<br />RATIO
<br />YARD SHRINKAGE STRAIN
<br />12d COMMON
<br />i
<br />0.1430 3 1/4" SHANK
<br />-
<br />-
<br />-
<br />ROOF (SNOW LOAD) 25 PSF
<br />SLABS ON GRADE 3000 PSI 0.55
<br />5 1/2 SACK N/A
<br />16d COMMON
<br />0.1620 3 1/2" SHANK
<br />COLUMN BEARING
<br />RATED SHEATHING
<br />RESIDENTIAL (DECK) 60 PSF
<br />ON BEAM
<br />FOOTINGS 3000 PSI 0.55
<br />5 1/2 SACK N/A
<br />10d BOX NAILS MAYBE SUBSTITUTED FOR Bd COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
<br />- --
<br />�'
<br />--
<br />-
<br />(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11).
<br />�o
<br />MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148 x 3 1/4 ), BUT ONLY 16d COMMON NAILS SHALL BE USED
<br />BEAM CONTINUOUS
<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 LOADS:
<br />SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
<br />ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
<br />--
<br />COLUMN MARK —-
<br />ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
<br />CONCRETE WALL
<br />i
<br />(SEE SCHEDULE)
<br />EQUIVALENT 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 />_ __---
<br />----_-------
<br />--- -_----
<br />-..----
<br />_------- -_
<br />SITE CLASS (ASSUMED) D
<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 />FOOTING MARK
<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 />-----_-_._---------_-___
<br />_--__ _ ----�-
<br />____--------T__--__
<br />-___--
<br />r—_ _ ___-----------
<br />ONE SECOND SPECTRAL RESPONSE ACCEL (S,) 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 />-- - ((
<br />HOLDOWN MARK
<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 />J
<br />(SEE SCHEDULE)
<br />ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.586
<br />*PROVIDE f'c 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 />- --
<br />BEARING STUD
<br />----
<br />HANGER MA R K
<br />RISK CATEGORY II
<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 00 1.0
<br />SCREWS, OR BOLTS IN EACH MEMBER.
<br />- - -----
<br />SEISMIC DESIGN CATEGORY D
<br />REINFORCING STEEL
<br />NON -BEARING
<br />FLAG NOTE
<br />j
<br />BASIC SEISMIC FORCE -RESISTING -SYSTEM CANTILEVERED STEEL COLUMNS
<br />INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, THE SAME GRADE
<br />STUD SHEAR WALL
<br />j
<br />(SEE PLAN MOTES)
<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 />J
<br />STEEL MOMENT
<br />--I----
<br />--
<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 />-
<br />FRAME CONN.
<br />I
<br />SEISMIC RESPONSE COEFFICIENT (CS) 0.728
<br />SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A61-5 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 = SDS W
<br />R I
<br />REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI
<br />(A) ABOVE
<br />� GLB GLUE
<br />-
<br />-LAMINATED BEAM
<br />UNTREATED
<br />AC ®C
<br />CBA-A
<br />OTHER OTHER PT
<br />318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
<br />GALVANIZATION
<br />WOOD
<br />CCA-C
<br />SBX
<br />ACQ®D
<br />CA®B
<br />ACZA
<br />BORATE
<br />-----.-.-- —
<br />----_-__-
<br />__---_-_-____—__
<br />WIND LOADS:
<br />SHALL BE PER SCHEDULE.
<br />WOOD
<br />AB
<br />ANCHOR
<br />BOLT
<br />- --;
<br />HORIZ
<br />HORIZONTAL
<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 X
<br />X
<br />X
<br />ALT
<br />ALTERNATE
<br />KP
<br />---�
<br />KING
<br />POST
<br />—
<br />EXPOSURE B
<br />APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
<br />G1i35 X
<br />X
<br />X X
<br />X
<br />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 X
<br />X
<br />X X
<br />X
<br />X
<br />(B)
<br />( BELOW
<br />------—
<br />L
<br />--
<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 X
<br />X
<br />X X
<br />X
<br />X X X
<br />-
<br />BD
<br />BAR DIAMETER
<br />--- -
<br />�-
<br />MECH
<br />--
<br />MECHANICAL
<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 />-------�------
<br />-------------------
<br />� -----_____
<br />-----------------
<br />STATEMENT ®F SPECIAL INSPECTIONS
<br />HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
<br />G185 = 1.35 OZ. OF ZINC PER SQUARE FOOT OF AREA
<br />BLKG
<br />BLOCKING
<br />1 MF
<br />MOMENT
<br />-METAL
<br />FRAME
<br />- -- --------
<br />ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
<br />HDG HOT DIP GALVANIZED
<br />BM-—
<br />BEAM
<br />MTL
<br />SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE, THE CONTRACTOR SHALL SUBMIT A
<br />—,
<br />WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
<br />MINIMUM PS AND EMBEDMENT
<br />SST300 v TYPE 316L STAINLESS STEEL_
<br />BOT
<br />BOTTOM
<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 />OTC
<br />ON
<br />CENTER
<br />UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
<br />_
<br />--^�----�--� _-�
<br />I --- _,i-
<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 />f'� ®iJ(10 PSI
<br />IN CONFORMANCE WITH IBC STANDARD 2303.1.5.
<br />CJP
<br />COMPLETE
<br />JOINT PENETRATION
<br />--
<br />I
<br />PL�
<br />PLATE
<br />-
<br />--- ---
<br />GLUE -LAMINATED TIMBER
<br />CLR
<br />�
<br />PLCS--
<br />PLACES
<br />FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
<br />DEVELOPMENT LENGTH LAP SPLICE
<br />--CLEAR
<br />-!_--
<br />J
<br />-
<br />SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
<br />BAR TENSION
<br />COMPRESSION TENSION COMPRESSION
<br />GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD
<br />CMt1
<br />__ .-._-�.-
<br />CONCRETE
<br />-_-_-
<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 />j OTHER
<br />A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED
<br />COL l
<br />I COLUMN
<br />�- _ . -----�
<br />I
<br />PSF
<br />POUNDS
<br />--
<br />PER SQUARE FOOT
<br />SPECIAL INSPECTION
<br />TOP BARS
<br />BARS
<br />ALL BARS TOP BARS BARS ALL BARS
<br />BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE
<br />--------
<br />CONC
<br />CONCRETE
<br />------
<br />P/T
<br />POST
<br />-
<br />TENSIONED
<br />FOLLOWING MINIMUM STANDARDS:
<br />, OPERATION
<br />FOUNDATION -.ARING .
<br />CITY VERIFICATION
<br />�'STRUCTURAL STEEL
<br />fzI FABRICATION & ERECTION
<br />ALL ITEMS
<br />MARKED
<br />r1BE
<br />_* *C CHAPTER 17. . SPECIAL
<br />INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
<br />ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
<br />RESULTS, ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
<br />TO THE ATTENTION OF THE DESIGN TEAM.
<br />SOILS REPORT: NOT AVAILABLE AT TIME OF DESIGN
<br />ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
<br />FOOTINGS SHALL BEAR ON REARTH OR OF • ! STRUCTURAL FILL AS rt R
<br />WALLSAT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT
<br />MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS
<br />AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR
<br />_
<br />IMPORTED STRUCTURAL FILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF
<br />DEBRIS OR ORGANICS < MAXIMUM PARTICLE DIAMETER OF THREEAND
<br />R- THAN 0% FINES
<br />(PASSING THE #200 SIEVE).
<br />r -ILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND
<br />1 t'A l '+ Ay 1` l _.
<br />R - I ail Leif 101 lag.. i A, _ R
<br />t,CSp illi � / IRS 1( lilAlTt �( >i rf
<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 3/4"
<br />COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2"
<br />CONCRETE GENERAL NOTES
<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 />REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
<br />INTERMEDIATEPROVIDE 11/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT V-1)" OC MAXIMUM
<br />BLOCKING �, . ,
<br />R� PARTITIONS rt
<br />PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED
<br />ON PLANS rt
<br />2. DIAPHRAGM
<br />INTERMEDIATEALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS 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
<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 i AND PLATE PENETRATIONS
<br />CUTTING AND/011 NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WI
<br />willimIll 11
<br />A. I I A1 R -.1 A - f 1
<br />CONTRACTOR 11�1111
<br />va
<br />NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE.
<br />EXISTING BUILDING
<br />ALL DIMENSIONS,MEMBER SIZES AND CONDITIONS1. THE EXISTING BUILDING
<br />REDESIGN.DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
<br />CONTRACTOR FOR COMPLETELY SEALINGALL A.EAS WHERE EXISTING ROOF MATERIAL
<br />PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUR D 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 SHALLBE RESPONSIBLE FOR ER AND TEMPORARY SHORING NECESSARY
<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 />PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
<br />DRAWINGS INDICATE GENERAL r TYPICAL DETAILS OF *. RWHERE>r rt, R O
<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 />PHONE
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