|
. _— . _ �� �t ��IlI�. � ' __
<br /> STRUCYURAL N OTES
<br /> (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEE RING
<br /> CODE REINFORCING STEEL NAILS, 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 2304.10.1 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 OUT 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. 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 0.1310 2 1/2" 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 0.148(d 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 0.1620 3 1/2"SHANK
<br /> STAIRS 100 PSF
<br /> MECHANICAL SPLICING OF REINFORCING 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). 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 SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
<br /> REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING Z5 M• T
<br /> SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBMIT A EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS q,�oF wAs�j?'��
<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 BOl_TS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE �w ;- `.\ '�c
<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. F,�' �+�'a';:���! �►
<br /> STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. MINIMUM LAPS AND EMBEDMENT �
<br /> 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 ACCORDANC� O �L��ti �
<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, sSI�NAL �
<br /> SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT, ENGINEER AND BUILDING OFFICIAL. f'c=2500 PSI SCREWS, OR BOLTS IN EACH MEMBER.
<br /> 08/2�/18
<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 /> BAR TENSION COMPRESSION TENSION COMPRESSION (MINIMUM)AS MEMBERS CONNECTED.
<br /> OPERATION CONT PERIODIC REMARKS SIZE
<br /> TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS GALVAIVIZATION
<br /> S01 LS BARS 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 GALV.�aI�IIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD
<br /> �
<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 w
<br /> INSPECTION SHALL BE PERFGRMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNEH.THE G185 X X X X X X -r N
<br /> Q Z
<br /> ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICIAL��;ALL BE FURNISHED WITH COPIES OF ALL #8 78 60 24 102 78 30 HDG X X X X X X � n�.
<br /> RESULTS.ANY INSPECTION FAILING TO MEET THE Rr2�JECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
<br /> TO THE ATTENTION OF THE DESIGN TEAM. NOTE: S"i i 300 X X X X X X X X N
<br /> Z � �
<br /> 1. ALL LENGTHS ARE IN INCHES. � m �
<br /> 2. ALL LAP SPLICES ARE CLASS B. G90=0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA � N Z
<br /> DEFERRED APPROVAL ITEMS 3. "TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF G185= 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA � � W
<br /> CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. HDG = HOT DIP GALVANIZED � � �
<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 CONCRETE COVER ON REINFORCING
<br /> �
<br /> HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN EXISTING BUILDING � a O
<br /> OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DE516N 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 /> CONCRETE EXPOSED TO EARTH AND WEATHER: DEPICTED IN THE DRAWINGS,AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE W � �
<br /> 1. PREMANUFACTURED STAIR TREAD „ REDESIGN.
<br /> #6 BARS AND LARGER 2
<br /> FOUNDATIONS: SPREAD FOOTINGS #5 BARS AND SMALLER 1 1/2" CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS � ^ 00
<br /> PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. O O
<br /> SOILS REPORT: NOT AVAILABLE AT TIME O� DESIGN CONCRETE NOT EXPOSED TO EARTH OR WEATHER: _
<br /> SLABS,WALLS AND JOISTS 3/4" GENERAl. Q `
<br /> ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED;TO BE FIELD VERIFIED DURING CONSTRUCTION) COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2"
<br /> STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL,AND �
<br /> LATERAL EARTH PRESSURE: CONCRETE GENERAL NOTES MECHAN;CAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
<br /> UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE DESIGN: BTJ
<br /> RESTRAINED: SO 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.
<br /> DRAWN: JCP
<br /> PASSIVE: 300 PCF NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION,THERE SHALL BE A
<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 /> 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, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
<br /> „ TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. JOB NO: 1 81 89.1 0
<br /> AT LEAST 18 BELOW ADJACENT EXTERIOR GRADE.ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS 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�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 /> COLUMNS OR WALLS ABOVE, 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 ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ONLY WILL NOT SATISFY THIS REQUIREMENT.
<br /> MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE pOURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
<br /> THAN 10% FINES (PASSING THE#200 SIEVE). DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT
<br /> BEYOND JOINT. 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 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 D1557-00. OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND
<br /> OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2)#5 EACH SIDE AND(1)#5 x 4'-0" DIAGONAL AT EACH
<br /> BACKFILL BEHIND ALL REiAINING WALLS WITH WELL-DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE CORNER. EXTEND BARS 2'-0" BEYOND ED6E OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE
<br /> DRAINAGE. PROV�DE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
<br /> ARCHITECTURAL SPECIFICATIONS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
<br /> �
<br /> EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. APPROVED BY THE STRUCTURAL ENGINEER.
<br /> 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. OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS �
<br /> CONCRETE NOTED. U
<br /> Q
<br /> ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION STRUCTURAL STEEL
<br /> CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE
<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 BUILDIN6S", LATEST W W
<br /> ALL CONCRETE SHALL BE STONE-AG6REGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS EDITION. �
<br /> �
<br /> PER CUBIC FOOT.
<br /> SHAPES SHALL CONFORM TO ASTM A992, Fy=50 KSI. �
<br /> �
<br /> CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: � Z
<br /> PLATES,ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy=36 KSI. (V
<br /> � �
<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 K51. � N �
<br /> RATIO YARD �
<br /> FOOTINGS 2500 PSI 0.55 5 1/2 SACK N/A STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy=35 KSI. �""' �" Q
<br /> BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"�b MINIMUM, UNO � � a �
<br /> ALL OTHER CONC. 2500 P51 0.45 5 SACK N/A � � �
<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 CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC a a � �
<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 MANUAL OF STEEL CONSTRUCTION. � �
<br /> AGGREGATE, WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO, SLUMP, CONCRETE YIELD,AND �
<br /> SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. UNLE55 SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES, BOLTS,AND ACCESSORIES EXPOSED TO w �
<br /> � � � �
<br /> WEATHER SHALL BE HOT DIP GALVANIZED.
<br /> ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE � �
<br /> 1 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. WELDING � � > �/ /� �
<br /> WITH ACI 3 8 � � W V ! J
<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 DRAWINGS OR
<br /> APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING
<br /> LOW HYDROGEN ELECTRODES.WELDIN6 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.
<br /> ■
<br />
|