Loading...
HomeMy WebLinkAbout69JOIST GIRDER FRAME MOMENTS J �m x LL - 0 1/2- 1/2" 4" LL. MAX. o NO COPE TOP FLANGE COPED NOT USED Z 1/2" 4" MAX. 4" m MAX. TOP & BOTTOM FLANGE COPED TYPICAL BEAM CONNECTION DETAILS METAL ROOF DECK CONSTRUCTION LOADS (SDI MAXIMUM RECOMMENDED SPANS FOR CONSTRUCTION LOADS) DECK TYPE & GAGE SINGLE SPAN DOUBLE OR TRIPLE SPAN 1 1/2" WIDE RIB, 22 GAGE 5-7" 6'-1111 1 1/2" WIDE RIB, 20 GAGE 6'-5" T-911 SINGLE SPAN DOUBLE SPAN TRIPLE SPAN METAL ROOF DECK HAS BEEN SELECTED BASED ON THE IN-SERVICE REQUIREMENTS FOR THE PROJECT. DECK SHOULD BE INSTALLED IN MAXIMUM POSSIBLE LENGTHS WITH THREE OR MORE SPANS. IF DECK IS CUT RESULTING IN SINGLE SPANS INSTEAD OF DOUBLE OR TRIPLE SPANS, DECK MAY BE OVERSTRESSED DURING CONSTRUCTION. FOR DECK WITH SINGLE SPANS, CONTRACTOR SHALL CONSULT TABLE ABOVE TO DETERMINE IF SPAN EXCEEDS SDI MAXIMUM SPAN. IF THE ACTUAL SPAN OF THE DECK EXCEEDS THE LENGTH LISTED FOR THE TYPE OF SPAN, THEN SHORING IS REQUIRED. AN ALTERNATE IS TO INSTALL A SECOND PIECE OF DECK OVER THE ORIGINAL DECK TO PROVIDE ADDITIONAL STRENGTH. SECOND PIECE OF DECK MUST EXTEND FROM SUPPORT TO SUPPORT AND BE WELDED TO THE SUPPORTING STRUCTURE. TACK WELDING TO FIRST PIECE OF DECK IS NOT ADEQUATE. SHORING, IF USED, TO SUPPORT THE METAL DECK SHALL BE DESIGNED AND DETAILED BY A LICENSED PROFESSIONAL ENGINEER WORKING FOR THE APPLICABLE CONTRACTOR. THE CONCRETE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN, INSTALLATION AND MAINTENANCE OF THE SHORING SYSTEM. ULTIMATE CONNECTION CAPACITY n L CONNECTION CAPACITY BEAM WEB THICKNESS 3/16" 1/4" 5/16- 2 5 1/2" 33 44 61 3 8 1/2" 48 65 82 4 11 1/2" 65 87 109 5 14 1/2" 82 109 137 6 17 1/2" 98 131 164 7 20 1/2" 115 153 191 8 23 1/2" 131 175 219 9 27 1/2*1 NA NA 246 NOTES: 1. CAPACITIES ARE BASED ON BEAMS WITHOUT COPES. DOUBLE ANGLE CONNECTION 36" COVERAGE 36/7 36/5 ROOF DECK CONNECTION PATTERN ROOF DECI: NOTES 1. ROOF DECK SHALL BE 1 1/2", 22 GAGE WIDE RIB METAL DECK 2. CONNECT DECK TO SUPPORTS USING WELDS OR FASTENERS. 3. ACCEPTADLE FASTENERS INCLUDE ENP2K, X-EDN19 & X-EDNK22 BY HILTI. OTHER FASTENERS REQUIRE ENGINEER'S APPROVAL 4. WELD DECK TO ALL SUPPORTS WITH PATTERN AS NOTED BELOW: 36 / 7 PATTERN WITHIN 10 FEET OF PERIMETER OF THE ROOF 36 / 5 PATTERN FOR THE REMAINDER OF THE ROOF 5. WELD DECK TO PERIMETER ANGLES PER DETAILS 6. WELD DECK AT 6" ON CENTER TO ANGLE FRAMES AROUND EQUIPMENT, DRAINS, HATCHES, ETC. 7. PROVIDE ONE #10 TEK SCREWS ALONG SIDELAP BETWEEN EACH SUPPORT (2) L4 X 3 X 5/16 r J O Z J m ■ i r 1/2" 1/4 E7GXX ULTIMATE CONNECTION CAPACITY n L CONNECTION CAPACITY BEAM WEB THICKNESS 3/16" 1/4" 5/16" 2 5 1/2" 33 44 61 3 8 1/2" 48 64 95 127 4 11 1/2" 63 83 5 14 1/2" 76 101 159 6 17 1/2" 88 117 191 7 20 1/2"1 100 133 223 8 23 1/2" 111 148 254 9 27 1/2" 122 163 283 NOTES: 1. CAPACITIES ARE BASED ON BEAMS WITHOUT COPES. DOUBLE ANGLE CONNECTION PL PER CHART BELOW PL PER CHART BELOW J c3 .� Z _, m0 m [� CALEB pe) m ® \ Y� cq 1/2- `--H-{ SEE CHART ULTIMATE CONNECTION CAPACITY BEAM REACTION NUMBER OF BOLTS PLATE WELD THICKNESS L 18 2 5/16" 6 1/4" 41 3 5/16" 9 1/4" 55 4 5/16" 12 1/4" 77 5 3/8" 15 5/16- 86 6 3/8" 18 5/16- 96 7 3/8" 21 5/16" 106 8 3/8" 24 96 1 NOTES: 1. THIS CONNECTION MAY BE USED TO CONNECT BEAMS TO WIDE FLANGE COLUMNS AND HSS COLUMNS WITH WALL THICKNESS OF 5/16 AND GREATER 2. DO NOT USE FOR CONNECTION TO BEAMS OR THIN WALL HSS COLUMNS. USE 1/2" THRU PLATES SHEAR TAB TO COLUMN TYPICAL BEAM CONNECTIONS - LRFD 1/2" PLAN SEE CHART ULTIMATE CONNECTION CAPACITY BEAM REACTION NUMBER OF BOLTS PLATE WELD THICKNESS L 14 2 5/16" 6 1/4- /4"27 27 3 5/16" 9 1/4" 44 4 5/16" 12 1/4" 62 5 5/16" 15 1/4" 79 6 3/8" 18 5/16" 96 1 7 1 3/8" 1 21 5/16" 106 1 8 1 3/8" 1 24 5/16" NOTES: 1. THIS CONNECTION MAY BE USED TO CONNECT BEAMS TO WIDE FLANGE BEAMS WALL THICKNESS OF 5/16 AND GREATER SHEAR TAB TO BEAM BEAM CONNECTION NOTES 1. BEAM TO BEAM CONNECTIONS MAY USE SHEAR TABS. IF ULTIMATE BEAM REACTION EXCEEDS 106 KIPS, A DOUBLE ANGLE CONNECTION IS REQUIRED. 2. CONNECTION OF BEAMS TO COLUMN FLANGES MAY USE A SHEAR TAB EXCEPT AT BEAMS ON GRIDS WITH BRACES. BEAMS ON SAME GRID LINES AS BRACES SHALL USE A DOUBLE ANGLE CONNECTION. 3. CONNECTION OF BEAMS TO COLUMN WEBS MAY USE DOUBLE ANGLE CONNECTIONS OR EXTENDED SHEAR TABS, EXCEPT AT BEAMS ON GRIDS WITH BRACES. BEAMS ON SAME GRID LINES AS BRACES SHALL USE A DOUBLE ANGLE CONNECTION. 4. IF BEAM REACTIONS ARE NOT SHOWN ON THE PLAN, DESIGN CONNECTIONS FOR 1/2 OF THE UNIFORM LOAD CARRYING CAPACITY OF THE BEAM. 5. DESIGN CONNECTIONS OF BEAMS IN LINE WITH BRACES FOR AXIAL TENSION SHOWN ON PLAN IN ADDITION TO THE SHEAR LOAD. 6. CONNECTION CHARTS REQUIRE USE OF A -325N BOLTS. 7. HOLES MAY BE STANDARD OR SHORT -SLOTTED TRANSVERSE TO DIRECTION OF LOAD. 8. THE MINIMUM NUMBER OF ROWS OF BOLTS SHALL AS SHOWN IN THE TABLE BELOW: W8 2 ROWS W10 2 ROWS W12 2 ROWS W14 3 ROWS W16 3 ROWS W18 3 ROWS W21 4 ROWS W24 4 ROWS W27 5 ROWS W30 5 ROWS W33 6 ROWS W36 6 ROWS V w' z a FFO O y 0y WWWDTOW ZW�°mlHf nSW��V1+�.�CjdOWa 9iF9i-2 rw°_'.ii'_yE�°oi 87 }}}}}}go ObEMVffiZ� W OZSzMZI�N Q U N Y W U z 9 E4 Irw iao`�e3(2-1) ao Q Z Q o z a LL J w Q J z U U Lei IZ > Of Lit > J Of W � 0 r) J J LLI Z Of Q � � w w Z � ~ Q V) W co rn C� P. STfRjQ =* N0.* 870326 STATE OF �NA� ❑a d Lj L ® ® o m..e cr) ® o CD Lr) 0 Z (o z � 0 o 73 '> O 0 �, �o� z - z 0 CL U N Lu 0 w YJ 0 m U U Ld W � � Z � a to to N" Z w o '- r) O Z Lo N w 3 a Y CL Q W Q 001 w © 2013 PROFESSIONAL ENGINEERS' GROUP, INC. ROOF FRAMING DETAILS S323