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STRUCTURAL NOTES C C
<br /> (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING
<br /> CODE MINIMUM LAPS AND EMBEDMENT NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD 250 4TH AVE. S., SUITE 200
<br /> LEGEND EDMONDS, WASHINGTON 98020
<br /> ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION$HALL CONFORM TO THE DRAWINGS, UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS INDS)FOR PHONE(425)778-8500
<br /> SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2021 EDITION.SPECIFICATIONS AND STANDARDS BELOW: WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.2 NAILING FAX(425)778-5536
<br /> WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL DEFINITION SYMBOL DEFINITION SYMBOL
<br /> f'c=2500 PSI MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: DIRECTION OF
<br /> DESIGN LOADS DEVELOPMENT LENGTH LAP SPLICE FRAMING NATIVE SOIL
<br /> NAIL SHANK O MIN LENGTH
<br /> DEAD LOADS: BAR TENSION COMPRESSION TENSION COMPRESSION EXTENT OF < > GRANULAR FILL
<br /> SIZE 8d COMMON 0.1310 2 1/2"SHANK FRAMING
<br /> ROOF 15 PSF TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS 10d COMMON 0.1480 3"SHANK FLOOR 15 PSF BARS BARS COLUMNS STRUCTURAL STEEL
<br /> LIVE LOADS: #3 24 18 9 30 23 12 12d COMMON 0.1480 31/4"SHANK
<br /> ROOF(SNOW LOAD) 25 PSF COLUMN BEARING F- �
<br /> 94 31 24 12 41 31 15 16d COMMON 0.1620 3 1/2"SHANK ON BEAM RATED SHEATHING
<br /> RESIDENTIAL 40 PSF
<br /> #5 1 39 30 15 51 39 19 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING
<br /> STATEMENT OF SPECIAL INSPECTIONS #6 1 47 36 18 61 47 23 MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED BEAM CONTINUOUS SHEAR WALL SWX
<br /> WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS OVER SUPPORT (SEE SCHEDULE)
<br /> SPECIAL INSPECTIONS ARE NOT REQUIRED #7 68 53 21 89 68 27 ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
<br /> COLUMN MARK
<br /> STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. #8 78 60 24 102 78 30 CONCRETE WALL �l1$M. T
<br /> (SEE SCHEDULE) sfr�G�
<br /> ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND NUTS WA
<br /> SHOP DRAWINGS NOTE: OF ALL BOLTS AND LAG SCREW$BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE BEARING STUD FOOTING MARK
<br /> 1.ALL LENGTHS ARE IN INCHES. SHANK AND THREADED PORTIONS PER NOS 12.1.4.2. WALL (SEE SCHEDULE) ® F
<br /> SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL 2.ALLLAPSPLICEE HORIZONTAARE CLASS L
<br /> ENGINEER FOR REVIEW PRIOR TO FABRICATION: 3. TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"RS SHALL
<br /> BY S E INSTALLED
<br /> COMPANY,CATALOG NON-BEARING ( HOEDOWN MARK
<br /> CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS$HALL BE INSTALLED IN ACCORDANCE STUD WALL J � (SEE SCHEDULE)
<br /> 1.STRUCTURAL STEEL WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BEARING STUD HANGER MARK +
<br /> CONCRETE COVER ON REINFORCING BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS,PLACE ONE-HALF OF THE NAILS, SHEAR WALL (SEE SCHEDULE) OX IONAL T"
<br /> SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY THE SCREWS,OR BOLTS IN EACH MEMBER.
<br /> CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP DRAWINGS FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" NON-BEARING{ FLAG NOTE CB/OZ/Z9
<br /> ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. (MINIMUM)
<br /> A BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME GRADE STUD SHEAR WALL )--�-�-�� (SEE PLAN NOTES)
<br /> CONCRETE BARSEXPOSED AND
<br /> EARTH AND WEATHER: (MINIMUM)AS MEMBERS CONNECTED. STEELMOMENT
<br /> ENGINEER'$SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT #6 BARS AND LARGER 2" CMU WALL FRAME CONN.
<br /> DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM #5 BARS AND SMALLER 11/2" GALVANIZATION
<br /> COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS RESPONSIBLE FOR UNLESS NOTED OTHERWISE,STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
<br /> DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS,FOR CONCRETE NOT EXPOSED TO EARTH OR WEATHER: ACCORDING TO THE FOLLOWING TABLE:
<br /> SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING THE WORK IN A SAFE SLABS,WALLS AND JOISTS 3/4" ABBREVIATIONS
<br /> MANNER. COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 11/2" UNTREATED SBX ACQ-
<br /> GALVANIZATION WOOD CCA-C ACQ-D ACZA C CBA-A OTHER CA-B BORATE OTHER PT IA) ABOVE HORIZ HORIZONTAL
<br /> ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED STRUCTURAL STEEL WOOD AS ANCHOR BOLT KP KING POST
<br /> ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL G90 X X X ALT ALTERNATE KSI KIPS PER SQUARE INCH
<br /> CONNECTIONS TO THE BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
<br /> LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A PROFESSIONAL ENGINEER "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185 X X X X X X ARCH ARCHITECT MECH MECHANICAL Q
<br /> REGISTERED IN THE SAME STATE AS THE PROJECT. EDITION. HOG X X % X X %
<br /> (B) BELOW MF MOMENT FRAME
<br /> FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. $TT300 X X X X X X X X BLKG BLOCKING NS NEAR SIDE Z
<br /> ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. 0 co
<br /> G90-0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA BM BEAM OC ON CENTER � N
<br /> PLATES,ANGLES,CHANNELS,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA d F
<br /> FOUNDATIONS:SPREAD FOOTINGS HOG=HOT DIP GALVANIZED BOT BOTTOM OPP OPPOSITE Ir
<br /> STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE C,RECTANGULAR/SQUARE Fy=50 KSI, SST300=TYPE 316L STAINLESS STEEL 0
<br /> SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN ROUND Fy=46 KSI. BTWN BETWEEN PL PLATE W w
<br /> a
<br /> ALLOWABLE SOIL PRESSURE: 1500 PSF(ASSUMED) STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. EXISTING BUILDING CIP COMPLETE JOINT PENETRATION PLCS PLACES 0
<br /> CONTRACTOR SHALL VERIFY ALL DIMENSIONS,MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING CLR CLEAR PSI I POUNDS PER SQUARE INCH
<br /> FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12"OF COMPACTED STRUCTURAL FILL AS REQUIRED AND BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM,UNO DEPICTED IN THE DRAWINGS,AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE CMU CONCRETE MASONRY UNIT PSF POUNDS PER SQUARE FOOT W
<br /> AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS ANCHOR BOLTS SHALL CONFORM TO ASTM A307. REDESIGN. H N
<br /> REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY.ACTUAL FOOTING ELEVATIONS ARE SUBJECTTO SITE COL COLUMN P/T POST TENSIONED Q o
<br /> CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR.FOOTINGS SHALL BE CENTERED BELOW CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
<br /> COLUMNS OR WALLS ABOVE,UNLESS NOTED OTHERWISE. MANUAL OF STEEL CONSTRUCTION. PENETRATED OR REMOVED.PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. CONC CONCRETE PT PRESSURE TREATED O
<br /> IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR CONN CONNECTION REINF REINFORCING of
<br /> UNLESS SPECIFIED HT DIP
<br /> GALVANIZED.
<br /> ED.STEEL MEMBERS, BOLTS,AND ACCESSORIES TO GENERAL <
<br /> MATERIAL FREE OF DEBRIS OR ORGANICS WITH AMAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE WEATHER SHALL BE HOT DIP GALVANIZED. CONT CONTINUOUS REQ'D REQUIRED Q
<br /> THAN SO%FINES(PASSING THE#200 SIEVE). STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND
<br /> DBL DOUBLE SCHED SCHEDULE
<br /> LUMBER CONSTRUCTION CONTYDISC DISCRECTOR PHALL ANCIES
<br /> BEBRIFY ALL DIMENSIONS ANDATTENTION
<br /> OF
<br /> THE
<br /> RHITECT COMPATIBILITY BEFORE DESIGN: ERH
<br /> FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE(12")INCHES IN LOOSE PROCEEDING.ANY DISCREPANCIE$$HALL BE BROUGHT TO THEATTENTLON OF THE ARCHITECT BEFORE DET DETAIL SIM SIMILAR
<br /> THICKNESS AND COMPACTED TO A MINIMUM OF 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED.ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA PROCEEDING. DIM DIMENSION SOG SLAB ON GRADE DRAWN: JOS
<br /> TEST METHOD D1557. GRADING RULES,KILN-DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
<br /> CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE,VENT,DUCT AND OTHER EA EACH STD STANDARD CHECK: DMT
<br /> EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. ELEV ELEVATION SW SHEAR WALL
<br /> IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL JOB NO: 24206.10
<br /> ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. LIGHT FRAMING(STUDS) HEM-FIR STUD 675 800 CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL EXIST EXISTING TOC TOP OF CONCRETE
<br /> 2x JOISTS AND PLANKS HEM-FIR #2 850 - PERMANENT SUPPORTAND STIFFENING ARE INSTALLED. DATE: 08/02/24
<br /> CONCRETE EXP EXPANSION TOS TOP OF STEEL
<br /> PLATES AND BLOCKING HEM-FIR #2 850 - CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL Fill FLOOR TOW TOP OF WALL
<br /> ACI ALL CONCRETE SHALL RI MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF 6x AND LARGER BEAMS AND ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS
<br /> (ACI 30 AND THEAMERICAN CONCRETE INSTITUTE$$PECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS STRINGERS DOUG-FIR #2 875 - ONLY WILL NOT SATISFY THIS REQUIREMENT. FDN FOUNDATION TYP TYPICAL
<br /> (ACI 301). 4x AND SMALLER BEAMS AND HEM-FIR #2 850 DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT FTG FOOTING UNO UNLESS NOTED OTHERWISE N
<br /> ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS STRINGERS SPECIFICALLY INDICATED BUT ARE OF ASIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF FS FAR SIDE VFY VERIFY J
<br /> PER CUB IC FOOT. ALL POSTSAND TIMBERS DOUG-FIR 1 #1 1 1200 11000 CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
<br /> ENGINEER. FH FULL HEIGHT VIF VERIFY IN FIELD
<br /> CONCRETE STRENGTHS AT 28 DAYS(fc)AND MIX CRITERIA SHALL BE AS FOLLOWS: GLB GLUE-LAMINATED BEAM VERT VERTICAL
<br /> REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. w
<br /> MAXIMUM MIN CEMENT MAXIMUM
<br /> TYPE OF CONSTRUCTION fc' WATER/CEMENT CONTENT PER CUBIC SHRINKAGE STRAIN UNLESS NOTED OTHERWISE IN THE PLANS,ALL WOOD AND WOOD-BASED MEMBERS EXPOSED TO WEATHER OR IN Q
<br /> RATIO YARD CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESERVATIVE-TREATED BY
<br /> FOOTINGS 3000 PSI 0.55 5 1/2 SACK N/A VACUUM-PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD Ul.
<br /> 0
<br /> THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX I$ Z
<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 /> AGGREGATE,WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND EXIST SHEATHING rREFER
<br /> SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318. OTES&INFONOTICALLY CALLED OUTNALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE TO DETAIL 1. w
<br /> WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. EXIST BEAM
<br /> PER PLAN Ljj
<br /> -PROVIDE f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS.2500 PSI CONCRETE MEET$STRENGTH
<br /> REQUIREMENTS,THEREFORE SPECIAL INSPECTION IS NOT REQUIRED. 2"MIN CHANNEL C) M
<br /> A BEARING LENGTH Z 0 Z
<br /> REINFORCING STEEL T W �r N
<br /> 1/2"0 THRU-BOLTS AT 0_ Oo
<br /> REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60(Fy 12"OC STAGGERED
<br /> =60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED EXIST FLOOR JOIST N
<br /> SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL - k
<br /> - - - LAJ c Q
<br /> PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
<br /> SUBMITTED. cl
<br /> WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS.LAP --- ~
<br /> WELDED WIRE FABRIC12"AT SIDES AND ENDS. OREINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACILLJ
<br /> 318,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS EXIST EXIST CHANNEL w
<br /> SHALL BE PER SCHEDULE. PER CHANNEL PER PLAN EA SIDE PER PLAN Q V) W
<br /> OF EXIST BEAM � to >
<br /> MECHANICAL SPLICING OF REINFORCING BARS,WHERE INDICATED ON THE DRAWINGS,SHALL BE BY AN ICBO EXIST DBL (2)BOLTS '�1
<br /> APPROVED SYSTEM,SHALL DEVELOP 125%OF THE SPECIFIED YIELD STRENGTH OF THE BAR,AND SHALL BE TOP PLATE EA END � W v/
<br /> INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
<br /> NEW POST SHEET:
<br /> REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING PER PLAN
<br /> EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN q
<br /> HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
<br /> ENGINEER.REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
<br /> SECTION A-A S1
<br /> CHANNEL SISTER DETAIL AT EXISTING BEAM SECTION AT END SUPPORT
<br /> 1 SCALE: 11/2"=V-0" 2 SCALE: 11/2"=V-0"
<br />
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