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<br /> G
<br /> STRUC
<br /> TURAL NOTES F �
<br /> (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGii11EERING
<br /> CODE REINFORCING STEEL NAILS, BOLTS,AND METAL CONNECTORS FOR WOOD 250 4TH AVE. S., SUITE 200
<br /> EDMONDS, WASHINGTON 98020
<br /> PHONE (425) 778-8500 c�
<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 NAIL�SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR :
<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 2304.10.1 NAILING FAX (425) 778-5536 ;� i
<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 MATERIAI SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
<br /> PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDWG PROCEDURES SPECIFIED IN AWS D1.4 ARE MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES
<br /> DESIGN LOADS SUBMITTED. NAIL SHANK� MIN LENGTH •
<br /> DEAD LOADS: WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP 8d COMMON 0.131Q1 2 1/2" SHANK
<br /> DECK 10 PSF WELDED WIRE FABRIC 12"AT SIDES AND ENDS. 10d COMMON 0.1480 3" SHANK
<br /> STAIRS 150 LBS/TRED
<br /> REINFORCIN6 STEEL SHALL BE DETAILED INCLUDW6 HOOKS AND BENDS IN AGCORDANCE WITH SP-66 AND ACI 12d COMMON 0,148f11 3 1/4" 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. 16d COMMON 0.162f� 3 1/2" SHANK
<br /> STAIRS 100 PSF
<br /> MECHANICAL SPLICING OF REINFORCWG BARS,WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
<br /> (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10).
<br /> 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"�6 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED ��
<br /> INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
<br /> STATEMENT OF SPECIAL INSPECTIONS ARE SUBfvIITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ,
<br /> REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SEITING Zs M. ?'j
<br /> SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBMIT A EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR EN6INEER APPROVAL. BARS PARTIALLY EMBEDDED IN ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS 4�oF �As�.I ?'��
<br /> WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE � � �
<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 NDS 11.1.3. � ��'�-�-` "
<br /> I NOT RE UIRED. MINIMUM LAPS AND EMBEDMENT CONNECI'ORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE" BY SIMPSON COMPANY, CATALOG
<br /> STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER S Q
<br /> TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANC� ��S a�L t�ti�1 '
<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 SPECIFI�D
<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, `�I�NAL �
<br /> SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT, ENGWEER AND BUILDING OFFICIAL. f'c=2500 PSI SCREWS, OR BOLTS W EACH MEMBER.
<br /> 08/2�/18
<br /> �:�
<br /> SPECIAL INSPECTION DEVELOPMENT LENGTH LAP SPLICE INSTALL��OLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED, DRIED,AND THE SAME GRADE
<br /> BAR TENSION COMPRESSION TENSION COMPRESSION (MINIMUM)AS MEMBERS CONNECTED. `
<br /> �
<br /> OPERATION CONT PERIODIC REMARKS SIZE
<br /> OTHER OTHER GALVANfZATION
<br /> SOILS TOP BARS gARS ALL BARS TOP BARS gARS 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 /> UNTREATED ACQ-C CBA-A OTHER OTHER PT
<br /> SINGLE PASS FILLET WELDS<_ 5/16" X #5 39 30 15 51 39 19 GALVANIZATION wOOD CCA-C SBX qCQ-D CA-B BORATE A�ZA WOOD
<br /> #6 47 36 18 61 47 23 �
<br /> �
<br /> NOTE: 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 w
<br /> INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE G185 X X X X X X J N
<br /> Q Z
<br /> ARCHITECT, STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL #8 78 60 24 102 78 30 I-IDG X X X X X X �
<br /> RESULTS.ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT � � N �.
<br /> TO THE ATTENTION OF THE DESIGN TEAM. NOTE: STT300 X X X X X X X X z � �
<br /> 1. ALL LENGTHS ARE IN INCHES.
<br /> O m �
<br /> 2. ALL LAP SPLICES ARE CLASS B. G90=0.�0 OZ. OF ZINC PER SQUARE FOOT OF AREA � c�i) Z
<br /> DEFERRED APPROVAL ITEMS 3. TOP BARS ARE NORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF G185= 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA � F_-
<br /> CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. HDG = HOT DIP GALVANIZED U � � �
<br /> SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT OR SST300=TYPE 316L STAINLESS STEEL -
<br /> ENGINEER OF RECORD WHO SHALL REVIEW THEM AND INDICATE THAT THE DEFERRED SUBMITTAL DOCUMENTS VER ON REINFORCING
<br /> ETE CO W w O
<br /> HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE I N G E N E R A L C O N F O R M A N C E W I T H T H E D E S I G N C O N C R E X I S T W G B U I L D I N G
<br /> a U
<br /> OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 ,
<br /> SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. � CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
<br /> TO EARTH AND WEATHER: DEPICTEf.) IN THE DRAWINGS,AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
<br /> � W
<br /> 1. PREMANUFACTURED STAIR TREAD CONCRETE EXPOSED REDESI6N.
<br /> � �
<br /> #6 BARS AND LARGER 2
<br /> # BARS AND SMALLER 1 1�2�� WHERE EXISTING ROOF MATERIAL IS � \ �
<br /> F O U N D A T I O N S: S P R E A D F O O T I N G S 5 C O N T R A G T O R R E S P O N S I B L E F O R C O M P L E T E L Y S E A L I N G A L L A R E A S
<br /> PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. � � E
<br /> SOILS REPORT: NOT AVAILABLE AT TIME OF DESIGN CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
<br /> SLABS, WALLS AND JOISTS 3/4" GENERAC �
<br /> �
<br /> ALLOWABLE SOIL PRESSURE: 2000 PSF(ASSUMED;TO BE FIELD VERIFIED DURWG CONSTRUCTION) COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" � �
<br /> STRUCTI.IRAL DRAWWGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL,AND �
<br /> LATERAL EARTN PRESSURE: CONCRETE GENERAL NOTES MECHAP�iCAL DRAWWGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND •
<br /> UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE CONDITI�JNS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHTTO THE DESIGN: BTJ
<br /> RESTRAINED: 50 PCF+ANY APPLICABLE SURCHARGE VERTICAL BARS SHAIL START FROM TOP OF FOOTING. HORIZONTAL BARS SHAIL START A DISTANCE OF 1/2 THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
<br /> PASSIVE: 300 PCF NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION,THERE SHALL BE A DRAWN: JCP
<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 CH ECK: DMT
<br /> OF PIPE,VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
<br /> FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND PROVIDE CORNER BARS TO MATCH TNE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER JOB NO: _ 1 81 89.1 0
<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
<br /> PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. DATE: 07 02 1 8
<br /> CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
<br /> OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ��
<br /> COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITfED IN WRITING TO THE ARCHITECT AND STRUCTURAL
<br /> ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. ENGINEf:R 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 (PASSWG THE#200 SIEVE). POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REWFORCING DETAILED DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT ,
<br /> BEYOND JOWT. SPECIFICALLY INDICATED BUT ARE OF A 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 SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF CONSTRUCTION SHALL BE USED, SUBIECT 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 ENGINEER.
<br /> OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND
<br /> TEST METHOD D1557-00. OPENWGS GREATER THAN 12" IN EITHER DIRECTION WITH (2)#5 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 OPENIN6S.
<br /> ARCHITECTURAL SPECIFICATIONS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR -
<br /> � t�
<br /> EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. APPROVED BY THE STRUCTURAL ENGINEER.
<br /> BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL Z • �
<br /> IF EXCAVATION SHOWS SOIL CONDITIONS TO SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR,TEXTURE AND W
<br /> ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS �
<br /> NOTED. V
<br /> CONCRETE •
<br /> XED PROPORTIONED CONVEYED AND PLACED IN ACCORDANCE WITH SECTION STRUCTURAL STEEL a / ^
<br /> ALL CONCRETE SHALL BE MI , , ,
<br /> CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE � v ,
<br /> FOR BUILDINGS (ACI 301). STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
<br /> "SPECIFICATION FOR THE DESIGN, FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST W W
<br /> ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS EDITION. � �
<br /> PER CUBIC FOOT. O
<br /> SHAPES SHALL CONFORM TO ASTM A992, Fy=50 KSI. �
<br /> � Z
<br /> CONCRETE STRENGTHS AT 28 DAYS (f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: PLATES,ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy=36 KSL
<br /> H H N �
<br /> MAXIMUM MIN CEMENT MAXIMUM
<br /> TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC SHRINKAGE STRAIN STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy=46 KSL N N � _I •
<br /> RATI O YARD
<br /> STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy=35 KSL
<br /> FOOTINGS 2500 PSI 0.55 5 1/2 SACK N/A ,
<br /> � � Q �
<br /> ALL OTHER CONC. 2500 PSI 0.45 S SACK N/A BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"�f MINIMUM, UNO � J � �
<br /> ANCHOR BOLTS SHALL CONFORM TO ASTM A307. �
<br /> THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS Q a �
<br /> SUBMITTED TO THE ENGINEER AND THE BUILDW6 DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC ^
<br /> ANY C
<br /> ONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE MANUAL OF STEEL CONSTRUCTION. � � � �
<br /> AGGREGATE, WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO, SLUMP, CONCRETE YIELD,AND W
<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 TO M � �
<br /> WEATHER SHALL BE HOT DIP GALVANIZED. �
<br /> ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE � W
<br /> W
<br /> WITH ACI 318 TABLE 4.2.1 FOR MODERAT
<br /> E EXPOSURE CONDITION. WELDWG � � , �
<br /> r- � W (,/) �
<br /> WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION.ALL WELDING SHALL BE � � '
<br /> DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE
<br /> SHEET:
<br /> PER TABLE 5.8 IN AWS D1.1, LATEST EDITION.
<br /> WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWWGS OR `
<br /> APPROVED BY STRUCTURAL EN6WEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USWG
<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 /> ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED WELDERS.
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