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Home My WebLink AboutB12-0424 REV1 PLANS APPROVED r.n.�.rxr..i„�',w+�,^�� lp��' "yy�yk � �• �� h M1� � R � � ' h �� '�� 1 �'J r� , � � � i �� : . �. ' � '� ' 1. � � � ` � { ' ' � n f � � �� 9 � - � �. C.,' , �� f��,r �'�� ``��-�� '� � r.n.�.rxr..i„�',w+�,^�� lp��' "yy�yk � �• �� h M1� � R � � ' h �� '�� 1 �'J r� , � � � i �� : . �. ' � '� ' 1. � � � ` � { ' ' � n f � � �� 9 � - � �. C.,' , �� f��,r �'�� ``��-�� '� � r.n.�.rxr..i„�',w+�,^�� lp��' "yy�yk � �• �� h M1� � R � � ' h �� '�� 1 �'J r� , � � � i �� : . �. ' � '� ' 1. � � � ` � { ' ' � n f � � �� 9 � - � �. C.,' , �� f��,r �'�� ``��-�� '� � i � � � 5" � , NEW 4X4 POST EXISTING EXTERIOR `�+��ii�� STUD WALL WITH EXTERIOR SIDING NEW SIMPSON �. , AG44 POST '� •� BASE '7'-I I I/4'• ��I��illllllil � � �.'�� . 2 �� NEW 4X4 DIAGONAL BRAGE 51 � WITH I/2" cD X 6" LAG-BOLT MOnrOei CX, N�iW�ill EAGH END Engineers, Inc. -- -- - - � 8" GONGRETE = i i i PIER AVOtI P.O.Box 1597 - 70 Bencl�niark Road, Suile 204 N�W 2 12 AND 2X6 STRINGER , Avon,Colorado 51620 � � � � (970)949-776R q�� PAX(970)949-4054 � �X �MAIL avoi�@monroe-newell.com N W Denver EW 4X4 NEW 4X �W GOLUMN GOLUM� SI P �Z NEW 2X10 JOIST 17(11 Wynl.00p Strcct, Suitc 200 W AT I'-4" WITH Denver, Colorado 80202 L�I GLIP gIMPSON U26 RE: SEG. I/S2-2D _ EXISTING GONGRETE (303)623-4927 HANGERS � FOUNDATION Y�IALL FAX (303) C23-6CO2 � �MAIL denver a monroe-newelLcom I 0 , _: � i�IEW STRINGER RE: 2/52 - , , --, 1 --- ------- ------ ------------------------ ---- ------------------- ---- - ------------- ------------- --------- � .' ------------ - ------------- -------------- --------------- ----- NEW f2�-2X10 _ �;��E��' 2 3 3 NEW 4X4 �Q" �� • � 52 52 52 GOLUMN _ �.,,r;�y,'� � �'•�� °�' �..,. ;Q i L i�* .?� � � � f � �� f �I:� ��1: = � �1: � � � � - - � � � � � �,2�� - ��_0�� _ . FR,4MINC� NOTES: I=II ' � � � � _� � � _ - � � I. STRINGER NOTGHES SHALL NOT BE O�/ER GUT. =I — ` � =1 I 1=1 I 1= Q i=►ii=ii �, Cn � U W 4'-O" 25'-5" � � � � I �I �4 � � � � • I I I I/2" = I'-O" 51 51 � EXISTING FOUNDATION W LL Z � U _ _ ___ ___ � cn _ _ - - _ _ � � NEW 4X X GOLUMN � � � , , O Z � . . i � � � � � � NEW 8" ONGRETE � � � m PIER WI H BF-24 Q ► 0 BIGFOOT FOOTING EXISTING �, � LOWER DEGK NOTE: WATERPROOFING � � TO REMAIN EXIST�NG OR NEW � � IY) AND FLASHING RE: ARGH. PLYWOOD WALL � � / — � SHEATHING NEW 4X4X OLUMN � O / i , � , / � 2X DEGKING OR EXiSTiNG FLOOR Q PLYWOOD SHEATHING FRAMING � � � - - _ RE: ARGH. \ � \ � V J � � _ � / 8'-O" _ � / 3'-II" � _ � �'-8 3/4" Q � NEW 6" GONGRETE SLAB � NEW 8" GONGRETE � NEW 4X4 � ON-GRADE WITH �4 AT c>2 PIER WITH BF-24 c,2 GOLUMN = � I'-O" EAGH WAY BIGFOOT FOOTING � � � O � � � NEW DEGK JOIST NEW BLOGKING PANEL Date O4-OS-ZO�3 � � � f � � � � � � � � f �� RE: PLAN WITH SIMPSON WHERE REQUIRED __ U210 HANGER- NAIL Drawn B AVN THROUC�H SHEATHING EXISTIhtG EXTERIOR y STUD WALL Checked By �"'�S I/Z" = I'-O" FR�4MINC� NOTES: Project No. 8707 Q I. NEW FOOTINGS AND PIERS SHALL BE FOUNDED A MINIMUM OF 4'-O" BELOW FINAL GRADE. � Revisions � 2. SEE STRUGTURAL GENERAL NOTES ON SHEET 52 FOR ALL STRUGTURAL SPEGIFIGATIONS. � � � � � �1� I � 0 � � Revisions 04-10-2013 M i vz° = r-o„ 0 N V � 3 � U N � � O � � � Q U � .� n � � 0 .� X W O � � O � � � C @ � � O � � a i � GENERAL NOTES 1. LIVE LOADS USED IN DESIGN: � � 7. NON-SHRINK GROUT (2)-5/8" � THRU- A. ROOF < 4:12 SLOPE 100 PSF BOLTS 4X4 POST A. NON-SHRINK GROUT SHALL BE PROVIDED: 4X4 POST SIMPSON AB44 1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS. GOLUMN BASE ,J B. ROOF > 4:12 SLOPE 80 PSF 2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRY SUPPORTS. �� 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH C. EXTERIOR DECK 100 PSF OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. 2X12 TREAD D. EXTERIOR STAIRS 100 PSF 8. WOOD �II-11L=11 ° IL=111-11' f --- -"�=111 III-�"- E. IMPORTANCE FACTORS A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY � ___ ':ill II�.' CATEGORY I WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL � SEISMIC FACTOR IE I BUILDING CODE AS FOLLOWS: � �� SNOW FACTOR IS I � - m WIND FACTOR IW I 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI � o ; ; 2" TO 4" THICK - 6" AND WIDER N0. 2 Fb = 900 PSI ' � F. WIND 5" THICK - 5" AND WIDER N0. 1 Fb = 1350 PSI � �O o Z �'�� 3 SECOND GUST 90 MPH BIGFOOT BF-24 NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR � FOOTING WITH 8" FASTEST MILE 85 MPH TO ALLOWABLE STRESS INCREASES. GONGRE TE PIE R EXPOSURE B O S T I ON X -X O o , , _ WITH (3)-�4 VERTIGAL B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND �� AND (2)-#3 TIES G. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLE DIPPED OR BETTER). e ' 0 H. �ODE USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2012 EDITION. � 2X12 STRINGE R C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE. e 6 I/2 ± DO NOT O�/E RGUT 2. TESTING, INSPECTIONS AND OBSERVATIONS: STEPS WITH 2X6 GLUED �� D. PROVIDE METAL CRO55 BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD JOISTS. 12 AND NAIL E D WITH " SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS (2J-ROWS 8d X 2 I/Z" A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. IS REQUIRED. NAILS AT 6" - � II-I STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION; j'O =111 111= SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE =111I111= =111I111i Monro e & New ell AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY TABLE 2304-9.1 UNLE55 NOTED OTHERWISE. 1=111=11 11=111=1 Erig1rieel'S, IriC. CHAPTER 17 OF THE 2NTERNATIONAL BUILDING CODE. � � � � � �i , � F. LAMINATED BEAMS I�I z�-o° B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT AVOtI SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. LESS THAN 12 PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL I I/2" = I'-O" P.O.Box 1597 1. SOTL PREPARATTON � � � � � �� 70 Bencl�niark Road, Suile 2�4 SIZES SHOWN ARE NET. Avon,Colorado 81620 a. EARTHWORK EX�AVATION, PLACEMENT AND COMPACTION OF FILL AND 2, LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE (970)949-77CR IN-PLACE DRY DEN52TY OF THE COMPACTED FILL FOR CONFORMANCE WITH WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF 3/4" = I'-O" PAX(970))49-4054 THE APPROVED REPORT. �MAIL avoi�@monroe-newell.com STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC. 2. CONCRETE CONSTRUCTION 3. PROVIDE UNITS CONFORMING TO AITC 117, 24FV8, D.F. FOR CONTINUOUS a. PERIODIC INSPECTION OF REINFORCING STEEL. MEMBERS AND CANTIIEVERS AND 24FV4, D.F. FOR SIMPLE SUPPORT MEMBERS. DeriVeT' b. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIXES. MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLY 17O1 Wynl.00p Strcct, Suitc?00 e. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TO STAMPED ON EACH MEMBER. Denver, Colorado 80202 FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR 2XIZ TRE AD �303��23-4�2� CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. FAX (303) 623-6602 G. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD. �MAIL denvera monroe-newelLcom d. CONTINUOUS INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL TECHNIQUES. BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD � e. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE\ ASSOCIATION. � AND TECHNIQUES. 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE � AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF ♦ 3. FOUNDATIONS U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE ° @�O�•�E�S' A. THE ALLOWABLE SOIL BEARING PRESSURE ASSUMED IN DESIGN IS 2000 PSF. WEATHER SHALL BE OF THE EXTERIOR TYPE. ♦ �•;�'�f,.� � �' '�i� 3. FOR FLOORING USE 3/4" T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED o ° �°';�,a�� •��;��1 B. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG ` �°`� �`� :0 ELEVATIONS SHALL BE VERIFIED IN THE FIELD W2TH ACTUAL CONDITIONS BY INTERMEDIATE SUPPORTS. o S T I ON X-X ; CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS 4. FOR ROOF USE ?" (40/20 SPAN RATING) EXPOSURE I SHEATHING NAILED ° � SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE. WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG � INTERMEDIATE SUPPORTS. o e ``�� C. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I PLYWOOD OR ' ZXI� STRINGE R `* �� • PROPERLY COMPA�TED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL O5B SHEATHING NAILED WITH 8d (OR 10d) NAILS AT 6" ON CENTER ALONG PANEL o � 6 �� * �� DO NOT O�/ERGUT SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS. ALL PANEL EDGES STE PS WITH 2X6 GLUE D D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE SHALL BE BLOCKED. �� AND NAIL E D WITH ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL 6. FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN (2)-ROWS 8d X 2 I/Z" REPORT FOR DESCRIPTION OF BEARING SOIL). PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED. NAILS AT 6" � Q 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND � D. CENTER ALL FOOTINGS UNDER COLUMNS UNLESS NOTED OTHERWISE ON PLANS. GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS. � E. CONTRACTOR TO PROVIDE, AT H25 EXPENSE, FIELD DENSITY TESTS ON COMPACTED H. WOOD DECK � � � � I �� I � � FILL UNDER FOOTTNGS AND INTERIOR SLABS-ON-GRADE. I I �l � WOOD DECKING SHALL BE 2x T&G DOUGLAS-FIR LARCH (E=1,700,000 PSI, Fb=1450 I I/2" = 1'-O" � F. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY PSI). PLANKS SHALL BE SPLICED AT CENTER OF SUPPORT MEMBERS WITH ADJACENT BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. PLANKS SPLICED AT ALTERNATE SUPPORT MEMBERS. EACH DECK PLANK SHALL BE � SLANT-NAILED TO THE TONGUE OF THE ADJOINING COURSE WITH 8d NAILS AT 24" � G. FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS. ON CENTER WITH ALTERNATE PLANK NAILING OFFSET 12". NAIL EACH PLANK TO EACH SUPPORT WITH (2)-16d NAILS-1 STRAIGHT, 1 SLANTED. WOOD DECKING SHALL � W 4. CONCRETE BE GLUED IN THE GROOVE JOINT WITH 40% GLUE COVERAGE. A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT, I. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRE55 N � STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQU2REMENTS: CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. � � BUILT UP MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS' CONCRETE ITEM F'C MIX TYPE MAX W/C RAT20 % AIR REQ. RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR - 5 1/4" WIDE MEMBERS. � FOOTINGS AND PIERS 2500 psi STD --- --- � EXTERIOR CONCRETE SLABS (++) 4500 psi STD 0.45 6%-8% 9, NON-STRUCTURAL ELEMENTS � ++ MAXIMUM SLUMP SHALL NOT EXCEED 4". A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR � � SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND B. CONTRACTOR SHALL SAWCUT OR TROWELCUT 70INT5 IN SLABS ON GRADE. JOINTS OTHER STRUCTURAL MOVEMENTS. O � � SHALL BE SPACED 10 FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH g, FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET � � � 70INT. ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE � ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED C. SLABS, FOOTINGS, AND PIERS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. UNRESTRAINED UNLE55 NOTED OTHERWISE. W � ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH � VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOWN. ALL 10. GENERAL � � CONSTRUCTION 70INT5 SHALL BE AS DETAILED OR AS REVIEWED BY THE ENGINEER. A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. O D. ALL CONCRETE WORK AND RE2NFORCEMENT DETAILING SHALL BE IN ACCORDANCE Q WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE g, PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH. STANDARD HOOKS FOR DOWELS UNLE55 NOTED OTHERWISE. ALL EXPOSED EDGES OF � CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER. C. WATERPROOFING, VAPOR BARRIERS, ETC., SHALL BE AS SHOWN ON THE � � ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. 5. REINFORCEMENT Q � D. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE. A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE � DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. E. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD � CONDITIONS AND ARCHITECTURAL DRAWINGS. � O B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER. F. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS � ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER. � C. REINFORCEMENT PROTECTION UNLE55 NOTED OTHERWISE: 1. CONCRETE POURED AGAINST EARTH 3" 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2" 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2" Date 04-OS-2013 D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION. Df'aWll B�/ AVN E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL Checked By HS BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER UNLE55 NOTED OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS. PfO�@C't NO. $7O7 � Q 6. STRUCTURAL STEEL N Revisions � A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS ° WHI�H SHALL CONFORM TO ASTM 992, (50 KSI) AND EX�EPT PIPE �OLUMNS WH2CH R@VISIOIIS O4-�O-ZO�3 `� SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST � EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION. MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. v 3 B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT U CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED N OTHERWISE. N � o C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE o�o LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." 0 Q �? D. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY � �� STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1. n � � E. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LE55 THAN 3/16" CONTINUOUS ° FILLET UNLESS NOTED OTHERWISE. .� X W O � � O � � � C @ � � O � � a