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<br /> STRUCTURAL N OTES
<br /> (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING
<br /> CODE CONCRETE CONCRETE GENERAL NOTES 250 4TH AVE. S., SUITE 200
<br /> EDMONDS, WASHINGTON 98020
<br /> ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE PHONE (425) 778-8500
<br /> SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND STANDARDS CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A FAX (425) 778-5536
<br /> WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. FOR BUILDINGS(ACI 301). HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTfOM OF FRAMED SLABS.
<br /> DESIGN LOADS ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
<br /> PER CUBIC FOOT. TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
<br /> DEAD LOADS:
<br /> ROOF 15 PSF CONCRETE STRENGTHS AT 28 DAYS(Pc)AND MIX CRITERIA SHALL BE AS FOLLOWS: 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 /> LIVE LOADS: MAXIMUM MIN CEMENT MAXIMUM ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT.
<br /> ROOF(SNOW LOAD) 25 PSF TYPE OF CONSTRUCTION Pt WATER/CEMENT CONTENT PER CUBIC
<br /> RATIO YARD SHRINKAGE STRAIN ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
<br /> STATEMENT OF SPECIAL INSPECTIONS SLABS ON GRADE 3000 PSI 0.55 5 1/2 SACK N/A POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
<br /> BEYOND JOINT.
<br /> SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL SUBMIT A FOOTINGS 3000 P51 0.55 5 1/2 SACK N/A
<br /> WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF
<br /> WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. ALL OTHER CONC. 2500 P51 0.45 5 SACK N/A 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 S M.
<br /> STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS CORNER. EXTEND BARS 2'-0"BEYOND EDGE OF OPENING.IF 2'-0"IS UNAVAILABLE,EXTEND AS FAR AS POSSIBLE ,�o� wAs�Ij��
<br /> SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING AND HOOK.HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. q 4, _ _ f,,�, �
<br /> STRUCTURAL OBSERVATION BY THE ENGINEER OF RECORD IS REQUIRED PER IBC SECTION 1704.5 TO VERIFY ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE F� �,a!,;,�, � ..
<br /> CONSTRUCTION HAS BEEN PERFORMED IN GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION AGGREGATE,WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND BARS PARTIAILY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILEO OR vi �
<br /> DOCUMENTS AT SUBSTANTIAL COMPLETION OF THE WORK.THE CONTRACTOR SHALL NOTIFY THE ENGINEER A SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. APPROVED BY THE STRUCTURAL ENGINEER. �
<br /> MINIMUM OF TWO WEEKS IN ADVANCE OF THE OBSERVATION.
<br /> ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN ACCORDANCE SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES,CHAMFERS,fEATURE STRIPS,COLOR,TEXTURE AND � �t�p�01g� ti
<br /> 1.OBSERVATION DURING EXCAVATION WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS ��I0111AL �
<br /> NOTED.
<br /> FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY REINFORCING STEEL (I/21/I�
<br /> SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION.REPORTS STRUCTURAL STEEL
<br /> SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING OFFICIAL. REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60(Fy
<br /> =60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
<br /> SPECIAL INSPECTION SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL "SPECIFICATION FOR THE DESIGN, FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST
<br /> PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE EDITION.
<br /> OPERATION CONT PERIODIC REMARKS SUBMITTED.
<br /> SHAPES SHALL CONFORM TO ASTM A992,Fy=SO KSI.
<br /> SOILS WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS.LAP
<br /> SHORING X GEOTECH ENGINEER WELDED WIRE FABRIC 12"AT SIDES AND ENDS. PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI.
<br /> EXCAVATION&FILL X GEOTECH ENGINEER REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B,Fy=46 KSI.
<br /> PILE INSTALLATION X 318R,LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
<br /> SHALL BE PER SCHEDULE. STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy=35 KSI. J
<br /> CONCRETE �
<br /> ADHESIVE ANCHORS X IF REQ'D MECHANICAL SPLICING OF REINFORCING BARS,WHERE INDICATED ON THE DRAWINGS,SHALL BE BY AN ICBO BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"�MINIMUM,UNO �_
<br /> APPROVED SYSTEM,SHALL DEVELOP 125%OF THE SPECIFIED YIELD STRENGTH OF THE BAR,AND SHALL BE ANCHOR BOLTS SHALL CONfORM TO ASTM A307. z �
<br /> SHOP&FIELD WELDING INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. p pp
<br /> CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC � �
<br /> SINGLE PASS FILLET WELDS 5 5�16" X REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING MANUAL OF STEEL CONSTRUCTION. � N
<br /> FILLET WELDS>5/16" X EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN � f-
<br /> HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO U �
<br /> PARTIAL&COMPLETE PENETRATION X ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. WEATHER SHALL BE HOT DIP GALVANIZED. w w
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<br /> OTHER WELDING X MINIMUM LAPS AND EMBEDMENT WELDING
<br /> NOTE: „ „ ^
<br /> �� �� UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED WELDING SHALL CONFORM TO AWS STRUCTURAL WELDING CODE ,LATEST EDITION.ALL WELDING SHALL BE r..i
<br /> ALL ITEMS MARKED WITH AN X SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL gELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELO SIZE SHALL BE �' "`'' �p w �
<br /> INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESI6NATED BY THE OWNER.THE v J I � �J�"' ����� 6 � .�
<br /> ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL , _ PER TABLE 5.8 IN AWS D1.1,LATEST EDITION. ,-�;_ , = Q �
<br /> RESULTS.ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATION$SHALL BE IMMEDIATELY BROUGHT f C-2500 P51 ���Ul EUUED F�R PE�Y'a�l?+ � �
<br /> TO THE ATTENTION OF THE DESIGN TEAM. DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR ���1(}� Y
<br /> BAR TENSION COMPRESSION TENSION COMPRESSION APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING
<br /> LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX �, �
<br /> SHOP DRAWINGS SIZE OTHER OTHER EIECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENT$OF WELDED BARS.WELDING WITHIN 4"OF T�-IE.�', ', <;'� ��'���!i� `�r �`_ °jt��T L��"�*N *� �
<br /> TOP BARS ALL BARS TOP BARS ALL BARS COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. �,�
<br /> BARS BARS AP�F�C}�'�-�° ��'�rH� 'SS��>��1G�O� g�
<br /> SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL #3 24 18 9 30 23 12 P�1B�.t�`!'d'�R�:�, IVILCMAiJi+�AL, FIR� o`�� DESIGN: JAC
<br /> ENGINEER FOR REVIEW PRIOR TO FABRICATION: ALL SHOP WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED
<br /> SUPPR��-'��=:I�iv, ��ECTRiGALOR
<br /> WELDERS. ���������������,�
<br /> 1.STRUCTURALSTEEL #4 31 24 12 41 31 15 DRAWN: JCS
<br /> SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY THE #5 39 30 15 51 39 19 EXISTING BUILDING CHECK: DMT
<br /> CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP DRAWINGS FOR #6 47 36 18 61 47 23
<br /> ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. CONTRACTOR SHALL VERIFY ALL DIMENSIONS,MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING JOB NO: 171 89.1 0
<br /> #7 68 53 21 89 68 27 DEPICTED IN THE DRAWINGS,AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR P0551BLE
<br /> ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT REDESIGN. DATE: 1 1�21�1 7
<br /> DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM #8 78 60 24 102 78 30
<br /> COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS RESPONSIBLE FOR CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAI IS
<br /> DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS,FOR f't=3000 PSI PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
<br /> SELECTING FABRICATION PROCESSES,FOR TECHNIQUES Of ASSEMBLY,AND FOR PERFORMING THE WORK IN A SAFE
<br /> MANNER, DEVELOPMENT LENGTH LAP SPLICE GENERAL
<br /> ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED BAR TENSION COMPRESSION TENSION COMPRESSION STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND
<br /> ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL SI2E pTHER OTHER MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION,CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
<br /> CONNECTIONS TO THE BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE TOP BARS BARS ALL BARS TOP BARS gARS ALL BARS CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE
<br /> LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A PROFESSIONAL ENGINEER #3 22 17 9 2g ZZ 12 ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
<br /> REGISTERED IN THE SAME STATE AS THE PROJECT.
<br /> #4 29 22 11 37 29 15 CONTRACTOR TO SEE ARCHITECTURAL,CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION
<br /> FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT #5 36 28 14 47 36 19 OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
<br /> ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED.
<br /> #6 43 33 17 56 43 23 CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
<br /> FOUNDATIONS:PIPE PILES PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
<br /> #7 63 48 20 81 63 27
<br /> SOILS REPORT: REPORT NO: 160594V003 #8 72 55 22 93 72 30 CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
<br /> PREPARED BY: ASSOCIATED EARTH SCIENCES ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS
<br /> DATED: MAY 16,2017 NOTE: ONLY WILL NOT SATISFY THIS REQUIREMENT.
<br /> 1. ALL LENGTHS ARE IN INCHES.
<br /> 3"�PIPE PILES: 2. ALL LAP SPLICES ARE CLASS B. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT
<br /> VERTICAL CAPACITY: 12 KIPS 3. "TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF N
<br /> MIN EMBEDMENT DEPTH: 10 FT BELOW EXCAVATION CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
<br /> ENGINEER. W
<br /> PIPE PILES BAR SHALL CONFORM TO ASTM A53 GRADE B(Fy=35 KSI) CONCRETE COVER ON REINFORCING � �
<br /> PIPE PILES SHALL BE INSTALLED BY AN EXPERIENCED CONTRACTOR.PILES SHALL EXTEND TO THE MINIMUM DEPTHS CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" � � O
<br /> INDICATED ON THE STRUCTURAL DRAWINGS OR TO THE DEPTHS AS DETERMINED BY THE GEOTECHNICAL ENGINEER � Z
<br /> ON SITE.THE GEOTECHNICAL REPORT GIVES APPROXIMATE PILE LENGTHS FOR BIDDING PURPOSES ONLY.ALL FINAL CONCRETE EXPOSED TO EARTH AND WEATHER: O Z
<br /> PILE LENGTHS ARE SUBJECT TO SITE CONDITIONS&SHALL BE ESTABLISHED IN THE FIELD BY THE GEOTECHNICAL #6 BARS AND LARGER 2" L.L
<br /> ENGINEER. #5 BARS AND SMALLER 1 1/2" W �
<br /> EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. CONCRETE NOT EXPOSED TO EARTH OR WEATHER: Z � �
<br /> IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE,NOTIFY THE STRUCTURAL SLABS,WALLS AND JOISTS 3/4" W (' a �
<br /> ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" � � � �
<br /> 3"�PIPE PILING INSTALLATION m j �
<br /> � w � U
<br /> 3"STD PIPE SHALL CONFORM TO ASTM A53 GRADE A OR B,FY=30 KSI(MIN) W W �
<br /> REFERENCE PLAN FOR ANY BATTER PILES REQUIRED.
<br /> � O � �
<br /> PIPE PILING SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL BY MEANS OF A TRACTOR MOUNTED � O W ;�
<br /> TB425 BREAKER HAMMER W/AN ENERGY RATING OF 1100 FT-LB,WITH REFUSAL BEING DEFINED AS LESS THAN 1" 0 � W ,^ �
<br /> OF PENETRATION PER 6 SECONDS OF DRIVING TIME. V /
<br /> �
<br /> PIPE SECTIONS SHALL BE BUTTED TOGETHER AND WELDEO. PROPERLY PREPARE ENDS OF WELDED JOINTS TO AVOID SH EET:
<br /> FRACTURE OF JOINT.WELDED COUPLERS SHALL BE USED.WHERE NOT INDICATED,MINIMUM FILLET WELD SIZE
<br /> SHALL BE PER TABLE 5.8 IN AWS"STRUCTURAL WELDING CODE".WELDING SHALL CONFORM TO AWS D1.1 LATEST
<br /> EDITION.ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.ALL WELDING SHALL BE
<br /> PERFORMED BY WELDERS CERTIFIED IN ACCORDANCE WITH AWS AND WABO.SLEAVED COUPLERS IF DESIRED
<br /> SHOULD BE SUBMITTED TO THE ENGINEER FOR APPROVAL.
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