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II STRUCTURAL NOTES C
<br /> (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING
<br /> CODE REINFORCING STEEL NABS,BOLTS,AND METAL CONNECTORS FOR WOOD 250 4TH AVE.S.,SUITE 200
<br /> EDMONDS,WASHINGTON 98020
<br /> ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60(Fy ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR PHONE(425)778-8500
<br /> SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND STANDARDS =60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.30.1 NAILING FAX(425)778-5536
<br /> WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL SCHEDULE.ALL NAILS CALLED ON ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
<br /> PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
<br /> DESIGN LOADS SUBMITTED.
<br /> NAIL SHANK 0 MIN LENGTH
<br /> DEAD LOADS: WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS.LAP Bd COMMON 0.1310 2112'SHANK
<br /> DECK 10 PSF WELDED WIRE FABRIC 12"AT SIDES AND ENDS.
<br /> STAIRS 150 LBS/TRED 10d COMMON 0.1480 3"SHANK
<br /> REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI 12d COMMON 0.1480 3114"SHANK
<br /> LIVE LOADS: 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
<br /> ROOF(SNOW LOAD) 25 PSF SHALL BE PER SCHEDULE. IRd COMMON 0.1620 3 112"SHANK
<br /> STAIRS 100 PSF
<br /> MECHANICAL SPLICING OF REINFORCING BARS,WHERE INDICATED ON THE DRAWINGS,SHALL BE BY AN ICBG 10d BOX NAILS MAYBE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING
<br /> (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). APPROVED SYSTEM,SHALL DEVELOP 125%OF THE SPECIFIED YIELD STRENGTH OF THE BAR,AND SHALL BE MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 3 1/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED
<br /> INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE 164 NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
<br /> STATEMENT OF SPECIAL INSPECTIONS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
<br /> REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTINGSPECIAL INSPECTIONS i, M. 7.
<br /> CONTRACTOR SHALL SUBMIT A EMBEDDED ITEMS
<br /> S
<br /> T ALLOWED WITHOUT PRIOR
<br /> ER APPROVAL BARS PARTIALLY EMBEDDED
<br /> ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE
<br /> 111
<br /> WRITTEN STATEMENT OFERESPONSIBIUTY TREQUIRED AS OTHE BUILDINGED OFFICIAL AND OWNERTHE FOLLOWING TABLE. PRIOR TO COMMENCEMENT OF HARDENED CONCRETE SSHALL NOT BE FIELD BENT UNLESS SOEDETAI ED OR APPROVED BY THE STRUCTURAL) OF ALL BOLTS AND LAGS SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED EFOR THE DS AND NUTS 4 AY 4.y scP
<br /> o
<br /> WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. SHANK AND THREADED PORTIONS PER N0511.1.3. T.: -3,-;
<br /> STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. MINIMUM LAPS AND EMBEDMENT CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY,CATALOG
<br /> TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
<br /> FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
<br /> SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION.REPORTS BELOW: BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS,PLACE ONE-HALF OF THE NAILS, /0NAL.0'
<br /> SHALL BE DISTRIBUTED TO THECONTRACTOR,ARCHITECT,ENGINEER AND BUILDING OFFICIAL Fc=2500 P51 SCREWS,OR BOLTS IN EACH MEMBER.
<br /> 01/02/0
<br /> SPECIAL INSPECTION DEVELOPMENT LENGTH LAP SPLICE INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME GRADE
<br /> OPERATION CONT PERIODIC REMARKS BAR TENSION COMPRESSION TENSION COMPRESSION (MINIMUM)AS MEMBERS CONNECTED.
<br /> SIZE EOTHER GALVANIZATION
<br /> SOILS TOP BARS OTHBARS R
<br /> ALL BARS TOP BARS BARS ALL BARS
<br /> FOUNDATION BEARING CAPACITY VERIFICATION X #3 24 18 9 30 23 12 UNLESS NOTED OTHERWISE,STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
<br /> ACCORDING TO THE FOLLOWING TABLE:
<br /> SHOP&FIELD WELDING #4 31 24 12 41 31 15
<br /> SINGE PASS FILLET WELDS 5516 XUNTREATED ACQ-C CBA-A OTHER OTHER PT
<br /> #5 39 30 15 51 39 19 GALVANIZATION WOOD �{ SBX ACQ-D CA-B BORATE ACZA WOOD
<br /> NOTE: #6 47 36 18 61 47 23 G90 X X X
<br /> ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL #7 68 53 21 89 68 27
<br /> INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE 0185 X X X X X X Q
<br /> ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL #8 78 60 24 102 78 30
<br /> RESULTS.ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT HUG X X X X X X
<br /> TO THE ATTENTION OF THE DESIGN TEAM. NOTE: ST7300 X X X X X X X X Z
<br /> 1.ALL LENGTHS ARE IN INCHES. 0 m
<br /> 2.ALL IAP SPLICES ARE CLASS B. G90=0.90OZ.OF ZINC PER SQUARE FOOT OF AREA 1-
<br /> DEFERRED APPROVAL ITEMS 3."TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF G185=L85 OZ.OF ZINC PER SQUARE FOOT OF AREA D
<br /> CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. HDG=HOT DIP GALVANIZED 0 H
<br /> SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR SST3D0=TYPE 316L STAINLESS STEEL V z
<br /> ENGINEER OF RECORD WHO SHALL REVIEW THEM AND INDICATE THAT THE DEFERRED SUBMITTAL DOCUMENTS CONCRETE COVER ON REINFORCINGIll
<br /> HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN EXISTING BUILDING O a
<br /> OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND
<br /> SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" 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 /> 1.PREMANUFACTURED STAIR TREAD CONCRETE EXPOSED TO EARTH AND WEATHER: W
<br /> #6 BARS AND LARGER 2. REDESIGN. Q o
<br /> FOUNDATIONS,SPREAD FOOTINGS #S BARS AND SMALLER 1 1/2" CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS C7
<br /> PENETRATED OR REMOVED.PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
<br /> SOILS REPORT: NOT AVAILABLE AT TIME OF DESIGN CONCRETE NOT EXPOSED TO EARTH OR WEATHER: Y
<br /> SLABS,WALLS AND JOISTS 3/4" GENERAL K
<br /> ALLOWABLE SOIL PRESSURE: 2000 PSF(ASSUMED;TO BE FIELD VERIFIED DURING CONSTRUCTION) COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 11/2" <
<br /> LATERAL EARTH PRESSURE: CONCRETE GENERAL NOTES STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL ELECTRICAL AND
<br /> UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND DESIGN: BTJ
<br /> CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE
<br /> RESTRAINED: 50 PCF+ANY APPLICABLE SURCHARGE VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DRAWN: JCP
<br /> PASSIVE: 300 PCF NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BEA
<br /> COEFFICIENT OF FRICTION: 0.35 HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. CONTRACTOR TO SEE ARCHITECTURAL,CIVIL ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION CHECK: DMT
<br /> FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12"OF COMPACTED STRUCTURAL FILL AS REQUIRED AND PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER OF PIPE,VENT,DUCTAND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. JOB NO: 18189.10
<br /> AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
<br /> REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY.ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. DATE: 07/02/18
<br /> CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR.FOOTINGS SHALL BE CENTERED BELOW PROVIDE CONTROL OR CONSTRUCTION JOINTS IN STABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS - -
<br /> ----
<br /> COLUMNSORWALLSABOVE,UNLESS NOTED OTHERWISE. OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
<br /> ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS
<br /> IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR ONLY WILL NOT SATISFY THIS REQUIREMENT.
<br /> MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
<br /> THAN 10%FINES(PASSING THE#200 SIEVE). POURING OF CONCRETE.DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT
<br /> BEYOND JOINT. SPECIFICALLY INDICATED BUT ARE OFA SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF
<br /> FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE(12")INCHES IN LOOSE CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
<br /> THICKNESS AND COMPACTED TO A MINIMUM OF 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF ENGINEER.
<br /> TEST METHOD D1557-D0. OPENINGS IN CONCRETE WALLS,FLOORS AND ROOF.UNLESS INDICATED OTHERWISE,REINFORCE AROUND
<br /> OPENINGS GREATER THAN 12"IN EITHER DIRECTION WITH(2)05 EACH SIDE AND(1)#5 x 4,0"DIAGONAL AT EACH
<br /> BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE CORNER.EXTEND BARS 2'-0"BEYOND EDGE OF OPENING.IF 2'-0"IS UNAVAILABLE,EXTEND AS FAR AS POSSIBLE
<br /> DRAINAGE.PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER AND HOOK.HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
<br /> ARCHITECTURAL SPECIFICATIONS
<br /> BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR -
<br /> EXCAVATIONSANDDRAINAGEINSTALLATIONSHALLBEOBSERVEDBYASOILS ENGINEER RETAINED BY THE OWNER. APPROVED BY THE STRUCTURAL ENGINEER. _ Z
<br /> IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND W
<br /> ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
<br /> OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS M
<br /> CONCRETE NOTED. 0
<br /> ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION STRUCTURAL STEEL 4444
<br /> - CHAPTERS OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTES SPECIFICATIONS FOR STRUCTURAL CONCRETE a. N
<br /> FOR BUILDINGS(ACI 301). STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC La
<br /> "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST w
<br /> ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS EDITION. I—
<br /> PER CUBIC FOOT.
<br /> 0
<br /> SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI.
<br /> CONCRETE STRENGTHS AT 28 DAYS(Cc)AND MIX CRITERIA SHALL BE AS FOLLOWS: PLATES.ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. a O Z
<br /> MAXIMUM MIN CEMENT C'" N
<br /> TYPE OF CONSTRUCTION fc WATER/CEMENT CONTENT PER CUBIC MAXIMUM STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B,Fy=46 KSI. N N 0)
<br /> RATIO YARD SHRINKAGE STRAIN C7)
<br /> FOOTINGS 250D PSI 0.55 5 1/2 SACK N/A STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. I- I- Q
<br /> Z
<br /> ALL OTHER CONC. 2500 PSI 0.45 S SACK N/A BOLTS BOLTS
<br /> STEEL FORM TO ASTM A307. RM TO ASTM A325-N.BOLTS SHALL BE 3/4"O MINIMUM,UNTO Z Z
<br /> ANCHOR BOLTS SHALL CONFORM TO ASTM A307. J J D
<br /> THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAYBE CHANGED IF A CONCRETE PERFORMANCE MIX IS
<br /> SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC < < F
<br /> ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE MANUAL OF STEEL CONSTRUCTION. ' ' V
<br /> )
<br /> AGGREGATE,WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND LII
<br /> SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TONt N
<br /> WEATHER SHALL BE HOT DIP GALVANIZED. � W LL
<br /> ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE WELDING CD UD > F 1
<br /> WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. V
<br /> WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE
<br /> DONE WITH 70 K51 LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL BE SHEET:
<br /> PER TABLE S.B IN AWS DL.1,LATEST EDITION.
<br /> WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR
<br /> APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING
<br /> LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX
<br /> ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING WITHIN 4"OF
<br /> COLD BENDS IN REINFORCING BARS IS NOT PERMITTED.
<br /> `V^i
<br /> cl..._ , _
<br /> ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WARS)CERTIFIED WELDERS.
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