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HomeMy WebLinkAbout188MASONRY NOTES: \� BUILDING PAPER STRUCTURAL STEEL FRAMING NOTES: 3 A 2 A 9 A '9 1. ALL MASONRY MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE RECOMMENDATIONS GROUT FILL 1. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH "THE OF BRICK INSTITUTE OF AMERICA (BIA) AND NATIONAL CONCRETE MASONRY ASSOCIATION SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS ", AISC 360 AND THE "CODE OF STANDARD Q Q (NCMA) AND MINIMUM REQUIREMENTS ESTABLISHED BY LOCAL BUILDING CODE. PRACTICE FOR STEEL BUILDINGS AND BRIDGES ", AISC 303. 2. ALL CONCRETE MASONRY UNITS (CMU) SHALL BE ASTM C-90 WITH A MINIMUM COMPRESSIVE 2. ALL STRUCTURAL STEEL SHALL BE FABRICATED IN ACCORDANCE WITH THE LATEST OSHA SAFETY Oi STRENGTH OF 1,900 PSI UNLESS OTHERWISE SPECIFIED BY THE APPLICABLE BUILDING CODE. STANDARDS FOR STEEL ERECTION. STRUCTURAL DOCUMENTS INDICATE TYPICAL CONDITIONS. THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THAT ALL OSHA REQUIREMENTS ARE MET. 3. CONTROL JOINTS SHALL BE SPACED PER PLANS AND SPECIFICATIONS OR AT A MAXIMUM 3. STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS UNLESS OTHERWISE 2 2 2 SPACING OF 40'-0" CENTERS, UNLESS SPECIFICALLY APPROVED OTHERWISE BY ENGINEER. RAKE JOINT NOTED ON THE CONTRACT DOCUMENTS: 4. MORTAR: EXCEPT AS OTHERWISE SET FORTH HEREIN ALL MORTARS AND THE MATERIALS AND CAULK THEREIN SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR MORTAR OF MASONRY A. WIDE FLANGE SHAPES ASTM A992 (50 KSI) UNITS, ASTM C270. PREFORMED GASKET B. CHANNELS ASTM A36 (36 KSI) A) MORTAR USED TO BOND UNIT MASONRY SHALL BE OF TYPE M, S, OR N, AND SHALL C. ANGLES ASTM A3636 KSI COMPLY WITH THE PROPERTY SPECIFICATIONS SET FORTH BELOW: ( ) 2 O 2 2 O 2 D. SQUARE AND RECTANGULAR TUBES (HSS) ASTM A500, GRADE B (46 KSI) MORTAR STRENGTH PROPERTY SPECIFICATIONS SASH UNITS E. ROUND TUBES (HSS) ASTM 500, GRADE B (42 KSI) TYPE MINIMUM AVERAGE STRENGTH (PSI) F. STEEL PIPE ASTM A53, GRADE B (35 KSI) A (TYP.) G. PLATES AND BARS ASTM A36 (36 KSI) M 2500 S 1800 RAKE JOINT RAKE JOINT H. BOLTS ASTM A325 OR A490 2 2 2 N 750 AND CAULK AND CAULK I. NUTS ASTM A563 B) THE TYPE OF MORTAR BASED ON CONSIDERATION OF THE LOCATION OF THE UNIT Ilk J. WASHERS ASTM F436 O MASONRY CONSTRUCTION SHALL BE AS FOLLOWS: K. ANCHOR RODS ASTM F1554 (36 KSI) USE OF LOCATION TYPE OF MORTAR CMU CONTROL JOINT OPTIONS L. HEADED STUDS ASTM A108 Q Q BELOW GRADE FOUNDATION AND WALLS M M. WELDED ELECTRODES E70XX s i A i 2 i A i RETAINING WALLS M 4. ALL NON -SHRINK GROUTS FOR LEVELING OF BASE PLATES SHALL HAVE A MINIMUM COMPRESSIVE FIRE RESISTIVE WALLS RATED 2 HOURS OR MORE MORS STRENGTH OF 5000 P.S.I. AT 28 DAYS. GROUT SHALL COMPLY WITH CORP OF ENGINEERS EXTERIOR WALLS AND LOAD BEARING WALLS MORS SPECIFICATION CRD -C 621. HIP ROOF PARTITIONS M, S OR N SOLID MASONRY UNITS ONE CLASSIFICAT ION LESS DESIGN WIND PRESSURE - GABLE/HIP ROOFS WITH SLOPE 5. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE GREATER THAN 27° & LESS THAN OR EQUAL TO 45° THAN THE ABOVE #2 "U" BARS @ 12" O.C. STRUCTURAL ENGINEER AS TO LOCATION AND TYPE OF SPLICE TO BE MADE. 79" MORTAR OR GROUT UNDER CONCENTRATED LOADS M -19.78 PSF -24.42PSF 10 FENCES MORS ZONE O 6. CAMBER INDICATED ON THESE DRAWINGS IS THE REQUIRED CAMBER AT TIME OF ERECTION. ZONE 0 OVERHANG 2 OVERHANG 3 CAMBERED BEAMS SHALL BE ERECTED SUCH THAT THE PROFILE OF THE BEAMS ARE CROWNED -22.25 PSF 5. ALL REINFORCED MASONRY WALLS WITH OPENINGS UP TO 4'-0" WIDE, SHALL HAVE ONE FILL BOND BEAM UPWARD. Bid Issue, BAR (MINIMUM) AT EACH SIDE OF OPENINGS. FOR OPENINGS LARGER THAN 4'-0" WIDE WITH GROUT x 7. ALL STEEL AT OR BELOW FINISHED GRADE OR BELOW FLOOR SLAB SHALL RECEIVE 2 COATS OF -21.33 PSF PROVIDE 2 BARS AT EACH SIDE OF OPENINGS. FILL ALL REINFORCED CELLS WITH (2500 PSI AT 28 DAYS) BITUMINOUS PAINT OR 3 " MINIMUM CONCRETE COVER. +16.69 PSF 2500 P.S.I. GROUT. REINFORCING AT EDGES OF OPENINGS TO MATCH TYPICAL MASONRY ' +16.69 PSF +16.69 PSF REINFORCING SIZE (UNLESS NOTED OTHERWISE) AND EXTEND TO TOP OF WALL.8. -16.08 PSF ALL STRUCTURAL STEEL THAT IS EXPOSED TO WEATHER SHALL BE HOT -DIPPED GALVANIZED. -19.17 PSF 6. SPECIAL INSPECTION IS REQUIRED FOR CMU WALLS.9. -31.53 PSF "MC" DENOTES MOMENT CONNECTIONS +15.61 PSF +15.61 PSF I I><I IX 10. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER. DRAWINGS TO HAVE +15.61 PSF 7. PROVIDE TRUSS TYPE REINFORCING AT 16" O.C. FOR ALL CMU WALLS UNLESS NOTED -15.15 PSF -18.24 PSF -18.24 PSF OTHERWISE. II I CONTRACTORS STAMP AFFIXED PRIOR TO REVIEW. CERTIFIED COPIES OF MILL TEST REPORTS +15.15 PSF +15.15 PSF +15.15 PSF SHALL BE AVAILABLE UPON REQUEST. +15.15 PSF BL K 8. GROUT SOLID ALL REINFORCED CELLS AND BOND BEAMS WITH 2500 PSI GROUT. U BLOCK U U BLOCK 11. THE GENERAL CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY FABRICATION OR Project 9. ALL REINFORCED MASONRY WALL CORNERS AND INTERSECTIONS SHALL HAVE ONE VERTICAL N N NL ER ERECTION ERRORS OR DEVIATIONS AND RECEIVE WRITTEN APPROVAL BEFORE ANY FIELD CORRECTIONS A A BARRINGTON BAR (MINIMUM). FILL REINFORCED CELL(S) WITH 2500 PSI GROUT. REINFORCING SHALL ARE MADE. GAS CUTTING TORCHES SHALL NOT BE USED TO CORRECT FABRICATION ERRORS WITHOUT ROOF ELEV. MATCH TYPICAL MASONRY REINFORCING SIZE (UNLESS NOTED OTHERWISE) AND EXTEND TO 4" �6" OR 8" 4" 6" OR 8" THE APPROVAL OF THE STRUCTURAL ENGINEER. TOP OF WALL. at CARMEL STRUCTURAL STEEL CONNECTION NOTES: 10. PROVIDE ONE VERTICAL BAR (MIN.) FIRST CELL EACH SIDE OF CONTROL JOINTS. (1) #5 CONT. (2) #5 CONT. (1) #5 CONT. (2) #5 CONT. 1. ALL CONNECTIONS, SPLICES AND ERECTION PIECES SHALL BE DESIGNED AND DETAILED BY THE FILL CELL WITH 2500 PSI GROUT. FABRICATOR'S STRUCTURAL ENGINEER LICENSED IN THE JURISDICTION OF THE PROJECT UNLESS FOR OPENINGS LESS THAN 5'-0" WIDE FOR OPENINGS 5'-0" TO 8'-0" WIDE INDICATED AS BEING FULLY DESIGNED ON THE STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL BE 11. BRACING FOR MASONRY WALLS DURING CONSTRUCTION: CARMEN, INDIANA SUBMITTED BEARING THE ENGINEER'S SEAL AND SIGNATURE. CALCULATIONS BEARING THE ENGINEER'S 5 5 1. THE MASONRY CONTRACTOR SHALL PROVIDE ENGINEERED BRACING IN ACCORDANCE WITH TYPICAL CMU LINTEL DETAILS - PROVIDE BLOCK LINTELS FOR ALL OPENINGS IN EXTERIOR SEAL AND SIGNATURE SHALL BE AVAILABLE UPON REQUEST OF THE STRUCTURAL ENGINEER. DESIGN, THE "STANDARD PRACTICE FOR BRACING MASONRY WALLS UNDER CONSTRUCTION" AS BLOCK WALLS, INTERIOR BLOCK PARTITIONS AND BLOCK BACK-UP WALLS FOR WHICH STEEL DETAIL, FURNISH AND INSTALL STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER DEVELOPED BY THE COUNCIL FOR MASONRY BRACING, DATED JULY 2001. LINTELS ARE NOT SCHEDULED. PROVIDE 8" MINIMUM BEARING AT EACH END. RE: ARCH. NECESSARY ADDITIONAL PARTS AS REQUIRED FOR LOCAL STRENGTHENING AS REQUIRED. IN ADDITION THE MASONRY CONTRACTOR SHALL UNDERSTAND AND COMPLY WITH ALL OF DRAWINGS FOR SIZE AND LOCATION OF OPENINGS. THE REQUIREMENTS OF THIS STANDARD, AS IT RELATES TO BOTH BRACING AND LIFE SAFETY. 2. UNLESS NOTED OTHERWISE, DETAILS INDICATED ON DRAWINGS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING OF CONNECTIONS. DETAILS INDICATED ON DRAWINGS ARE NOT INTENDED TO 2. THE "MASONRY WALL BRACING HANDBOOK" AS PUBLISHED BY THE MASONRY CONTRACTORS CONVEY COMPLETE CONNECTOR SIZES, PLATE SIZES, WELD SIZES, NUMBER OF BOLTS, OR ANY OTHER ASSOCIATION OF AMERICA (MCAA) SHOULD BE USED IN CONJUNCTION WITH THE SPECIFIC INFORMATION THAT IS OBTAINED THROUGH DESIGNING OF A CONNECTION FOR A GIVEN SET "STANDARD PRACTICE". OF LOADS. DETAILS SHOWN ON THE DRAWINGS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION 3. ALL PRE-ENGINEERED BRACING COMPONENTS SHALL BE INSTALLED AND MAINTAINED IN AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE. STRICT ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS. 3. ALL HIGH STRENGTH BOLTS AND NUTS SHALL BE CLEARLY MARKED AS REQUIRED BY AISC SPECIFICATIONS. TRIB DESIGN WIND PRESSURE - GABLE/HIP ROOFS WITH SLOPE AREA GREATER THAN 27° & LESS THAN OR EQUAL TO 45° ZONE FTz TRIB. 79" #8 -19.78 PSF -24.42PSF 10 ARTA ZONE O ZONE �D ZONE 0 OVERHANG 2 OVERHANG 3 -18.70 PSF -22.25 PSF 25 OF STEEL CONSTRUCTION" :TURN OF NUT TIGHTENING, CALIBRATED WRENCH TIGHTENING OR 1/2" OR LESS Bid Issue, 10 -18.24 PSF -21.33 PSF -21.33 PSF -33.69 PSF -33.69 PSF PANEL EDGE (a) +16.69 PSF +16.69 PSF +16.69 PSF +16.69 PSF +16.69 PSF 50 -16.08 PSF -19.17 PSF -19.17 PSF -31.53 PSF -31.53 PSF Construction +15.61 PSF +15.61 PSF +15.61 PSF +15.61 PSF +15.61 PSF 100 -15.15 PSF -18.24 PSF -18.24 PSF -30.60 PSF -30.60 PSF +15.15 PSF +15.15 PSF +15.15 PSF +15.15 PSF +15.15 PSF BL K 8. GROUT SOLID ALL REINFORCED CELLS AND BOND BEAMS WITH 2500 PSI GROUT. U BLOCK U U BLOCK 11. THE GENERAL CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY FABRICATION OR Project 9. ALL REINFORCED MASONRY WALL CORNERS AND INTERSECTIONS SHALL HAVE ONE VERTICAL N N NL ER ERECTION ERRORS OR DEVIATIONS AND RECEIVE WRITTEN APPROVAL BEFORE ANY FIELD CORRECTIONS A A BARRINGTON BAR (MINIMUM). FILL REINFORCED CELL(S) WITH 2500 PSI GROUT. REINFORCING SHALL ARE MADE. GAS CUTTING TORCHES SHALL NOT BE USED TO CORRECT FABRICATION ERRORS WITHOUT ROOF ELEV. MATCH TYPICAL MASONRY REINFORCING SIZE (UNLESS NOTED OTHERWISE) AND EXTEND TO 4" �6" OR 8" 4" 6" OR 8" THE APPROVAL OF THE STRUCTURAL ENGINEER. TOP OF WALL. at CARMEL STRUCTURAL STEEL CONNECTION NOTES: 10. PROVIDE ONE VERTICAL BAR (MIN.) FIRST CELL EACH SIDE OF CONTROL JOINTS. (1) #5 CONT. (2) #5 CONT. (1) #5 CONT. (2) #5 CONT. 1. ALL CONNECTIONS, SPLICES AND ERECTION PIECES SHALL BE DESIGNED AND DETAILED BY THE FILL CELL WITH 2500 PSI GROUT. FABRICATOR'S STRUCTURAL ENGINEER LICENSED IN THE JURISDICTION OF THE PROJECT UNLESS FOR OPENINGS LESS THAN 5'-0" WIDE FOR OPENINGS 5'-0" TO 8'-0" WIDE INDICATED AS BEING FULLY DESIGNED ON THE STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL BE 11. BRACING FOR MASONRY WALLS DURING CONSTRUCTION: CARMEN, INDIANA SUBMITTED BEARING THE ENGINEER'S SEAL AND SIGNATURE. CALCULATIONS BEARING THE ENGINEER'S 5 5 1. THE MASONRY CONTRACTOR SHALL PROVIDE ENGINEERED BRACING IN ACCORDANCE WITH TYPICAL CMU LINTEL DETAILS - PROVIDE BLOCK LINTELS FOR ALL OPENINGS IN EXTERIOR SEAL AND SIGNATURE SHALL BE AVAILABLE UPON REQUEST OF THE STRUCTURAL ENGINEER. DESIGN, THE "STANDARD PRACTICE FOR BRACING MASONRY WALLS UNDER CONSTRUCTION" AS BLOCK WALLS, INTERIOR BLOCK PARTITIONS AND BLOCK BACK-UP WALLS FOR WHICH STEEL DETAIL, FURNISH AND INSTALL STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER DEVELOPED BY THE COUNCIL FOR MASONRY BRACING, DATED JULY 2001. LINTELS ARE NOT SCHEDULED. PROVIDE 8" MINIMUM BEARING AT EACH END. RE: ARCH. NECESSARY ADDITIONAL PARTS AS REQUIRED FOR LOCAL STRENGTHENING AS REQUIRED. IN ADDITION THE MASONRY CONTRACTOR SHALL UNDERSTAND AND COMPLY WITH ALL OF DRAWINGS FOR SIZE AND LOCATION OF OPENINGS. THE REQUIREMENTS OF THIS STANDARD, AS IT RELATES TO BOTH BRACING AND LIFE SAFETY. 2. UNLESS NOTED OTHERWISE, DETAILS INDICATED ON DRAWINGS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING OF CONNECTIONS. DETAILS INDICATED ON DRAWINGS ARE NOT INTENDED TO 2. THE "MASONRY WALL BRACING HANDBOOK" AS PUBLISHED BY THE MASONRY CONTRACTORS CONVEY COMPLETE CONNECTOR SIZES, PLATE SIZES, WELD SIZES, NUMBER OF BOLTS, OR ANY OTHER ASSOCIATION OF AMERICA (MCAA) SHOULD BE USED IN CONJUNCTION WITH THE SPECIFIC INFORMATION THAT IS OBTAINED THROUGH DESIGNING OF A CONNECTION FOR A GIVEN SET "STANDARD PRACTICE". OF LOADS. DETAILS SHOWN ON THE DRAWINGS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION 3. ALL PRE-ENGINEERED BRACING COMPONENTS SHALL BE INSTALLED AND MAINTAINED IN AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE. STRICT ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS. 3. ALL HIGH STRENGTH BOLTS AND NUTS SHALL BE CLEARLY MARKED AS REQUIRED BY AISC SPECIFICATIONS. TRIB DESIGN WIND PRESSURE AREA ZONE O ZONE FTz #7 79" #8 -19.78 PSF -24.42PSF 10 #10 MECHANICAL CONNECTOR #11 +18.24 PSF +18.24 PSF 06-06-11,,} -18.70 PSF -22.25 PSF 25 OF STEEL CONSTRUCTION" :TURN OF NUT TIGHTENING, CALIBRATED WRENCH TIGHTENING OR 1/2" OR LESS Bid Issue, +17.15 PSF +17.15 PSF 6 -17.88 PSF -20.60 PSF 50 PANEL EDGE (a) 6 6 +16.33 PSF +16.33 PSF LES CONSTRUCTION COMPANY BUILDING CORNER 4 CONSULTING LAP SPLICE LENGTHS FOR MASONRY REINFORCEMENT: 4. DESIGN ALL CONNECTIONS FOR FORCES INDICATED ON THE DRAWINGS. CONNECTION DESIGN FORCES ENGINEERS INDICATED ON THE DRAWINGS ARE UNFACTORED LINO. WHERE THE REACTION IS OMITTED FROM THE STRUCTURALc511 EruilyC nssocm�s,iNc. 12511 Emily Court REINFORCING BAR SIZE MIN LAP SPLICE LENGTH #5 31" #6 57" #7 79" #8 113" #9 146" #10 MECHANICAL CONNECTOR #11 DRAWINGS, DESIGN THE CONNECTION FOR ONE HALF OF THE MAXIMUM TOTAL UNIFORM LOAD AS Sugar Land, Texas 77478 AU DEFINED IN THE AISC STEEL CONSTRUCTION MANUAL 13TH EDITION, TABLE 3-6. MOMENT 713.779.7252 800.422.7252 CONNECTIONS SHALL BE DESIGNED FOR THE FULL PLASTIC MOMENT OF THE BEAM IF THE MOMENT IS FAX: 713.779.1173 I • • I OMITTED FROM THE DRAWINGS. BRACING CONNECTIONS SHALL DEVELOP FULL FORCES SHOWN ON com #2 "U" BARS 8" O.C. I DRAWINGS AT EACH END OF MEMBER. GROUND ELEV. email:.scaenaheers.c m www.scaengineers.com I I WALL E L E VAT I O N Louisville, Kentucky 502.426.6789 5. NO CONNECTION SHALL CONSIST OF LESS THAN (2) 3/4" DIA. A325 -N BOLTS OR WELDS DEVELOPING Orlando, Florida 407.893.6200 LESS THAN 10 KIPS. MINIMUM WELD SIZE SHALL BE A 3/16 " FILLET WELD. 6. FOR CONNECTION DESIGN AND DETAILING, SET CONNECTION WORK POINT AT INTERSECTION OF MEMBER CENTERLINES, LINO. ZONE LENGTH * This © SCA Consulting Engineers s document is copyrighted and is an instrument of 7. DO NOT USE OVERSIZED OR SLOTTED HOLES FOR ANY CONNECTIONS UNLESS SPECIFICALLY service for the specific project for which it was prepared. "U" BLOCK INDICATED ON THE DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. A 16'-0" Reuse, copying or modification of this document whether in I[- hard copy or electronic format other than for the specific WHEN ADJACENT SPLICES IN GROUTED MASONRY ARE SEPARATED BY 3 INCHES OR LESS,8" o THE REQUIRED LAP LENGTH MUST BE INCREASED 30%. N OR 12" 8. ALL A325 BOLTS SHALL BE TIGHTENED TO THE "SNUG -TIGHT " CONDITION DEFINED AS THE TIGHTNESS ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. THE "SNUG -TIGHT " CONDITION MUST ENSURE THAT THE PLIES OF THE CONNECTED MATERIAL HAVE BEEN BROUGHT INTO SNUG CONTACT. NOTES: 1. ALL BUILDING COMPONENTS, CLADDING, FINISHES AND CONNECTIONS SHALL BE DESIGNED FOR WIND PRESSURES INDICATED FOR THE CORRESPONDING ZONE. CALCULATIONS AND/OR DESIGN DATA MUST BE AVAILABLE FOR REVIEW BY THE STRUCTURAL ENGINEER OF RECORD IF REQUESTED. purpose intended, without written permission from SCA Consulting Engineers is a violation of federal copyright law. The ideas, concepts, inventions or methods described herein are Patent Pending and are the sole property of SCA Consulting Engineers. ISSUE DATES WHEN EPDXY-COATED BARS ARE USED, THE REQUIRED LAP SPLICE LENGTH SHALL BE (2) #6 CONT. T 9. ALL A325 BOLTS SUBJECT TO DIRECT TENSION OR DESIGNATED "SC" (SLIP -CRITICAL) SHALL BE THICKNESS Design Development /� INCREASED 50%. PRE -TENSIONED IN ACCORANCE WITH ONE OF THE FOLLOWING METHODS AS DESCRIBED IN THE AISC "MANUAL 2. ZONE LENGTH INCLUDES OVERHANG. 06-06-11,,} iiii11i6�1)1 *,�, F. B jiff 6 FOR OPENINGS 8'-0" TO 12'-0" WIDE OF STEEL CONSTRUCTION" :TURN OF NUT TIGHTENING, CALIBRATED WRENCH TIGHTENING OR 1/2" OR LESS Bid Issue, •�iSTi 12 6 DIRECT TENSION INDICATOR TIGHTENING. 3. ALL PARAPETS SHALL BE DESIGNED IN ACCORDANCE WITH THE WIND PRESSURES DETERMINED FROM SECTION x"x'OC PANEL EDGE (a) 6 6 4(b) 10. EXPANSION JOINT CONNECTIONS AND SLIP CONNECTION INDICATED SHALL PROVIDE FREE MOVEMENT. 6.5.12.4.4. OF ASCE 7-02. Permit Issue 08-01-11rtp{}01 98 3 Z 6 6(b) BOLTS SHALL HAVE NUTS FINGER TIGHTENED AND THREADS CRIMPED. Construction s TYP. CMU LINTEL DETAILS 11. PROVIDE ACCESS FOR INSPECTION OF ALL SHOP AND FIELD CONNECTIONS FOR PROPER MATERIALS AND WORKMANSHIP. ALL FIELD CONNECTIONS SHALL BE INSPECTED BY AN INDEPENDENT TESTING LABORATORY. 12. INTERPASS TEMPERATURES SHALL BE IN ACCORDANCE WITH THE AISC AND AWS SPECIFICATIONS. ANY STRUCTURAL STEEL DAMAGED IN WELDING IS TO BE REPLACED OR REINFORCED AS ACCEPTABLE TO THE STRUCTURAL ENGINEER. WELDERS SHALL HAVE CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS QUALIFICATION TESTS. THE ENGINEER MAY REQUEST SUCH EVIDENCE AT ANY TIME DURING THE PROJECT. 13. COMPLETE JOINT PENETRATION WELDS SHALL HAVE A MINIMUM CHARPY V -NOTCH IMPACT TESTING VALUE AS FOLLOWS: A. ASTM A6 HOT ROLLED SHAPES WITH A FLANGE THICKNESS EXCEEDING 2 INCHES AND BUILT UP HEAVY SHAPES WITH PLATES EXCEEDING 2 INCHES IN THICKNESS: 20 FT -LB @ 70 DEG. F B. REGARDLESS OF THICKNESS, ALL TRUSSES, LATERAL FORCE RESISTING MEMBERS: 20 FT -LB @ 70 DEG. F C. WELD METAL: 20 FT -LB @ MINUS 20 DEG. F AND 40 FT -LB @ 70 DEG. F D. WELD METAL EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG. F: 25 FT -LB @ 40 DEG. F 14. REMOVE WELD BACK UP BARS AND GRIND SMOOTH AFTER WELD IS COMPLETED LINO. Issue XXXXX Mass.»" ESO a� /ONAti4 jfrjjt�rtttt�1t� � Revisions GENERAL SPECIFICATIONS 15. WELDING EXPOSED TO LOW TEMPERATURES IN SERVICE SHALL CONFORM TO AWS D1.5 Drawn LHB Project 211071 COMPONENT AND CLADDING Cl Check Sheet FOR DESIGN WIND PRESSURE Date S9.02 ROOF FASTENING ZONES(C) WOOD STRUCTURAL PANEL ROOF SHEATHING NAILING SCHEDULED FASTENING SCHEDULE (inches on center) THICKNESS NAILS PANEL LOCATION PANEL EDGE (a) 6 6 6(b) 1/2" OR LESS 21/2"X0.131"0 PANEL FIELD 12 6 6(b) PANEL EDGE (a) 6 6 4(b) 19/32" OR GREATER 3" X 0.148" O PANEL FIELD 12 6 6(b) (a) EDGE SPACING ALSO APPLIES OVER ROOF FRAMING AT GABLE END WALLS. (b) USE RING -SHANK NAILS IN THIS ZONE IF MEAN ROOF HEIGHT IS GREATER THAN 25'. (c) SEE COMPONENT AND CLADDING WIND PRESSURE DETAILS FOR ROOF FASTENING ZONES. Issue XXXXX Mass.»" ESO a� /ONAti4 jfrjjt�rtttt�1t� � Revisions GENERAL SPECIFICATIONS 15. WELDING EXPOSED TO LOW TEMPERATURES IN SERVICE SHALL CONFORM TO AWS D1.5 Drawn LHB Project 211071 COMPONENT AND CLADDING Cl Check Sheet FOR DESIGN WIND PRESSURE Date S9.02