5
7
6
F
SNUG-TIGHTENED BOLTED CONNECTION WITH STANDARD HOLES, RESISTANCE BY BOLTS TO SHEAR LOAD SHALL BE BY SHEAR/BEARING
PLATE "A" Fy
PLATE "B" B x Lb x t
WELD A SIZE
PLATE "B" Fy
WELD B SIZE
1
24 x 12
6 x 42 x 3/4
50
3/8
6 x 13 x 1/2
36
1/4
2
12 x 12
5 x 24 x 1/2
36
3/8
5 x 13 x 3/8
36
1/4
3
16 x 8
4 x 32 x 1/2
36
1/4
4 x 9 x 1/4
36
1/4
4
12 x 6
4 x 26 x 3/8
36
1/4
4 x 7 x 1/4
36
3/16
4'-0" MAXIMUM
CONTINUOUS SLAB BOLSTERS (CRSI TYPE SB) @ 48" MAXIMUM TO SUPPORT TEMPERATURE REINFORCEMENT
SLAB REINFORCEMENT
4'-0" MAXIMUM
A
ADDITIONAL #4x8'-0"@12" CENTERED OVER GIRDERS 6" MINIMUM
CONTINUOUS HIGH CHAIRS FOR STEEL DECK (CRSI TYPE CHCM) AT EACH GIRDER AND @ 48" MAXIMUM
6" MINIMUM
PROJECT
STEEL DECK
STEEL DECK
INDIVIDUAL BAR CHAIRS (CRSI TYPE BC) @ 48" MAXIMUM TO SUPPORT FLEXURAL REINFORCEMENT
CLIENT STEEL GIRDER
NO SCALE
W
3
03200-FL-RSPT-05 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2010
WELD A
La
TYPICAL REINFORCEMENT PLACEMENT FOR COMPOSITE SLABS NO SCALE
TYPICAL ADDITIONAL REINFORCEMENT IN COMPOSITE SLABS AT INTERIOR GIRDERS
2
03200-FL-RSPT-06 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2010
NO SCALE
NOTES: 1. WHERE CLEAR SPACING BETWEEN ADJACENT SLEEVES IS LESS THAN 3", THE SLEEVE GROUP SHALL BE TREATED AS AN EQUIVALENT RECTANGULAR OPENING WITH LENGTH "L" AND WIDTH "W" AS SHOWN. 2. WHERE CLEAR SPACING BETWEEN ADJACENT SLEEVES IS GREATER THAN OR EQUAL TO 3", SCHEDULED SLAB BAR REINFORCEMENT SHALL BE OFFSET AS REQUIRED TO MISS SLEEVES. 3. REINFORCEMENT SHOWN IS IN ADDITION TO SCHEDULED SLAB REINFORCEMENT. 4. SCHEDULED SLAB MESH REINFORCEMENT MAY BE CUT AS REQUIRED TO MISS PIPE SLEEVES. 5. REFER TO MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR LOCATION AND SIZE OF SLEEVES. 6. ISOLATED PIPE SLEEVES THAT ARE SMALLER THAN 5" AND DO NOT INTERRUPT REINFORCEMENT DO NOT REQUIRE THE USE OF THIS DETAIL. 7. THIS DETAIL SHOULD NOT BE USED FOR OPENING GROUPS WITH DIAMETERS LARGER THAN 12". CONSULT STRUCTURAL ENGINEER FOR FRAMING OF SUCH CONDITIONS. 8. PROVIDE HALF OF INTERRUPTED REINFORCEMENT PLUS ONE ADDITIONAL BAR OF SAME SIZE ON EACH SIDE OF EQUIVALENT RECTANGULAR OPENING. PROVIDE A MINIMUM OF 1-#4 TOP AND BOTTOM EACH SIDE OF OPENING. 1-#4 TOP AND BOTTOM, TYPICAL
CL COLUMN
TYP
EQ
1/2"
E PL TO MATCH BEAM FLANGE +1/8", TYPICAL REF NOTE 7
D
Lb
R = 1"
CJP T&B
NOTE 4
10'-0" (120")
° θ<85 30°<
SIGN CONVENTION h,z : (+) IS MORE UPHILL ELEVATION
P2
h2 -M
2
2
z 2= h 2 - h1
P1 DATUM
0
h1
0
+M
ELEVATION
0
PLATE "B" EA SIDE OF WEB
0
SLAB SURFACE PROFILE
REFER TO NOTE 4
2'-0"
EQ
CJP TYP
0°
05120-CN-BMCOL-22A © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2012
NO SCALE
MEASURE OF FLOOR LEVELNESS 12"
REFER TO NOTE 1
NO SCALE
TYPICAL STEEL BEAM OPENING SCHEDULE
11
0
P2
0
0
h1
WF COLUMN TYP
h2
h3
q3 = d3 - d2 = h3 - 2h2 + h1
00860-FL-BMOPG-2X © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2010
12" = 1'-0"
TYPICAL SHEAR CONNECTION AT COLUMN FLANGE
10
NO SCALE
2.
q = MEAN VALUE OF ALL q FLOOR READINGS Sq = STANDARD DEVIATION OF ALL q FLOOR READINGS
FL AND F F SHALL BE STATISTICALLY DETERMINED ACCORDING TO ASTM E 1155 "STANDARD TEST METHOD FOR DETERMINING FLOOR FLATNESS AND LEVELNESS USING THE F-NUMBER SYSTEM." REFER TO CONCRETE SPECIFICATIONS FOR REQUIRED FL AND F F VALUES
4.
NO SCALE
Last Plotted: 5/8/2013 11:03:24 AM
SINGLE PLATE SHEAR CONNECTION
18
B
TYPICAL BEAM-TO-BEAM SHEAR CONNECTION
17
05120-CN-BMBM-02 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2012
NO SCALE
NOTES: 1. BOLTS IN WEB CONNECTION SHALL BE SNUG-TIGHTENED PRIOR TO WELDING OF FLANGES. 2. SLIP-CRITICAL BOLTED CONNECTION IN WEB USING A325 BOLTS IN HORIZONTAL SHORT-SLOTTED HOLES UNLESS NOTED OTHERWISE. RESISTANCE BY BOLTS TO SHEAR SHALL BE BY FRICTION, PROPORTIONED USING THE STANDARD HOLE VALUE ON A CLASS "A" SURFACE. 3. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 4. PROVIDE PREDESIGNED SHEAR CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL CONSTRUCTION LRFD MANUAL WHERE APPLICABLE. 5. IF MOMENT IS SHOWN ON DRAWINGS, PARTIAL PENETRATION WELD TO DEVELOP MOMENT CAN BE USED IN LIEU OF COMPLETE JOINT PENETRATION WELD. FOR THIS CASE, WELD SHALL BE REQUIRED TO DEVELOP THE BEAM FLANGE FORCE COMPUTED AS FOLLOWS: Pu = (Mu)/(0.95D), WHERE: Mu = DESIGN MOMENT (KIP-FEET). D = BEAM DEPTH (INCHES). Pu = BEAM FLANGE FORCE (KIPS). 6. MINIMUM FILLET WELD SIZE SHALL BE 5/8 TIMES THE PLATE THICKNESS.
TYPICAL BEAM-TO-BEAM MOMENT CONNECTION 05120-CN-BMBM-06 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2012
NO SCALE
L (12" MINIMUM)
1/2" THICK x 6" WIDE STIFFENER PLATE
9.
BACKING BAR
MINIMUM SIZE FILLET WELD 10. 11. REFER TO AMERICAN INSTITUTE OF STEEL 12. CONSTRUCTION MANUAL
NOTES: 1. BOLTS IN WEB CONNECTION SHALL BE SNUG-TIGHTENED PRIOR TO WELDING OF FLANGES AND FULLY TIGHTENED AFTER WELDING OF FLANGES. 2. SLIP-CRITICAL BOLTED CONNECTION IN WEB USING A325 BOLTS IN HORIZONTAL SHORT-SLOTTED HOLES UNLESS NOTED OTHERWISE. RESISTANCE BY BOLTS TO SHEAR SHALL BE BY FRICTION, PROPORTIONED USING THE STANDARD HOLE VALUE ON A CLASS A SURFACE. 3. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 4. PROVIDE PREDESIGNED SHEAR CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL WHERE APPLICABLE. 5. MINIMUM FILLET WELD SIZE FOR SINGLE PLATE SHEAR CONNECTIONS SHALL BE 5/8 TIMES THE PLATE THICKNESS. 6. IF MOMENT IS SHOWN ON DRAWINGS, PARTIAL PENETRATION WELD TO DEVELOP MOMENT CAN BE USED IN LIEU OF COMPLETE JOINT PENETRATION WELD.
L= AND L=
0.9Fy t s V
0.9FyZx B 0.95D
1 STUD PER FLUTE
B
2 STUDS PER FLUTE
k
DETAIL DIMENSION
3 STUDS PER FLUTE
(INCHES)
4 STUDS PER FLUTE
05120-CN-BMBM-07 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2012
SHOP WELDED CONNECTION TO DEVELOP BEAM REACTION
+M 1
+M 2
7
CASE C CANTILEVER
CONFORMED SET
PACKAGE ISSUED DATE: 2013.05.08 ISSUE / REVISION
TYPICAL SHEAR CONNECTOR PLACEMENT DIAGRAMS - STUDS IN "STRONG" POSITION NO SCALE
05050-FL-SHCON-01 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2009
REFER TO NOTE 4
TYPICAL MOMENT CONNECTION AT COLUMN FLANGE NO SCALE
6
05120-CN-BMCOL-07 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2012
1"
5
DOUBLE ANGLE
DATE
DESCRIPTION
KEY PLAN
0
SINGLE PLATE WITH SQUARED EDGE
DETAIL A
SINGLE PLATE WITH SQUARED EDGE
SINGLE BENT PLATE
N
REFER TO NOTE 1
REFER TO NOTE 1 DETAIL B
DETAIL C
BLOCK FLANGES IF REQUIRED FOR ERECTION CLEARANCE
ERECTION SEAT ANGLES AND SHIMS AS REQUIRED PROJECT NORTH
NOTES: 1. SNUG-TIGHTENED BOLTED CONNECTION USING A325 BOLTS IN HORIZONTAL SHORT-SLOTTED HOLES. RESISTANCE BY BOLTS TO SHEAR SHALL BE BY SHEAR/BEARING. 2. FABRICATOR SHALL ASSUME WORKPOINT TO BE LOCATED AT CENTERLINE OF COLUMN FOR VALUES OF X >= 1" AND PROVIDE CONNECTION AS SPECIFIED IN DETAIL A. FABRICATOR SHALL ASSUME LOCATION OF WORKPOINT TO BE AT COLUMN FLANGE-WEB INTERSECTION AND PROVIDE CONNECTION AS SPECIFIED IN DETAIL B WHERE CLEARANCE DOES NOT EXIST FOR DETAIL A TO APPLY. FABRICATOR SHALL APPLY DETAIL C ONLY WHEN LOCATION OF WORKPOINT MUST BE LOCATED AT COLUMN CENTERLINE AND CLEARANCE DOES NOT EXIST FOR DETAIL A TO APPLY. LOCATION OF WORKPOINTS SHALL BE APPROVED BY THE ENGINEER PRIOR TO SHOP DRAWING SUBMITTAL. DETAIL C SHALL NOT BE USED FOR LOADS GREATER THAN 40K.
NOTES: 1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 2. FABRICATOR SHALL VERIFY THAT SEATED CONNECTION DOES NOT INTERFERE WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL OR PLUMBING REQUIREMENTS. 3. IF COLUMN FLANGE INTERFERES WITH VERTICAL STIFFENER PLATE, WELD VERTICAL STIFFENER PLATE TO COLUMN FLANGE IN LIEU OF COLUMN WEB. PROVIDE FLANGE STIFFENER PLATE AS SHOWN.
SKEWED STEEL BEAM-TOCOLUMN STIFFENED SEAT SHEAR CONNECTION FOR HEAVY LOADS NO SCALE
DOUBLE ANGLE
REFER TO NOTE 1
VERTICAL STIFFENER PLATE FINISHED TO BEAR, TYPICAL STIFFENER PLATE IF REQUIRED, REFER TO NOTE 3
22
NO.
WORK POINT
g<=3/16"
SINGLE BENT PLATE
AS REQUIRED FOR SHEAR AND MOMENT
LENGTH, L
d2 d1 Printed on 30% Post-Consumer Recycled Content Paper
NOTES: 1. SLIP-CRITICAL BOLTED SHEAR CONNECTION USING A325 BOLTS, UNLESS NOTED OTHERWISE. BOLTS IN WEB CONNECTION SHALL BE SNUG-TIGHTENED ONLY PRIOR TO WELDING FLANGES AND PRETENSIONED AFTER WELDING FLANGES. 2. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 3. PROVIDE PREDESIGNED SHEAR CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL WHERE APPLICABLE. 4. MINIMUM FILLET WELD SIZE FOR SINGLE PLATE SHEAR CONNECTIONS SHALL BE 5/8 TIMES THE PLATE THICKNESS. 5. WHEN BEAM FRAMES ON ONLY ONE SIDE OF COLUMN OR WHEN BEAM MOMENTS ARE SIGNIFICANTLY UNBALANCED ( I M1 + M 2 I >>0), STRENGTHEN COLUMN WEB AS REQUIRED. 6. ALL CJP WELDS: CVN = 20FT-LBS AT 40°F.
23
CASE B MULTIPLE GIRDER SEGMENTS
SNUG-TIGHTENED BOLTED CONNECTION WITH STANDARD HOLES, RESISTANCE BY BOLTS TO SHEAR LOAD SHALL BE BY SHEAR/BEARING
<60° 30°<θ
θ
NO SCALE
05120-CN-BMCOL-08 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2008
N
WORK POINT
° 60 θ>
0
6" UM IM
IN M
1"
° < 45 0<θ
24
Nn
A-A PLAN
NOTE 4
WORK POINT
TYPICAL
TYPICAL COLUMN STIFFENER ARRANGEMENT FOR OPPOSING BEAMS OF DIFFERENT DEPTHS
W+g W
WORK POINT
X
θ
SINGLE PLATE TO DEVELOP REACTION, REFER TO NOTE 1
WELD TO TRANSFER FLANGE FORCE TO WEB, TYPICAL
d1-d2 <= 4", θ <= 20° NOTES: 1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 2. PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL WHERE APPLICABLE. 3. WHEN BEAM FRAMES ON ONLY ONE SIDE OF COLUMN OR WHEN BEAM REACTIONS ARE SIGNIFICANTLY DIFFERENT, STIFFEN COLUMN WEB AS REQUIRED.
4 x STUD DIAMETER
REFER TO NOTE 1 (2) 3/4"Ø SNUGTIGHTENED A325 BOLTS IN SHORT SLOTTED HOLES
A
N...
1"
d1-d2 <= 4", θ > 20°
d1-d2 > 4"
N2
NOTES: 1. N = NUMBER OF SHEAR CONNECTORS SPECIFIED ON PLAN. SHEAR CONNECTORS SHALL BE DISTRIBUTED ALONG THE LENGTH OF THE BEAM AS SHOWN IN CASES A THROUGH C. 2. REFER TO GENERAL NOTES FOR PLAN NOTATION. 3. REFER TO GENERAL NOTES FOR SHEAR CONNECTOR DIAMETER AND LENGTH. 4. MAXIMUM SPACING OF SHEAR CONNECTORS SHALL BE AS FOLLOWS. a. BEAMS PERPENDICULAR TO DECK SPAN: SMALLER OF 36" OR 8 TIMES TOTAL SLAB THICKNESS b. BEAMS PARALLEL TO DECK SPAN: 8 TIMES TOTAL SLAB THICKNESS 5. WHERE THE SPECIFIED NUMBER OF SHEAR CONNECTORS IS LESS THAN THE BEAM SPAN LENGTH DIVIDED BY THE MAXIMUM SPACING (SEE NOTE 4), ADDITIONAL SHEAR CONNECTORS SHALL BE PROVIDED SUCH THAT THE MAXIMUM SPACING IS NOT EXCEEDED AT ANY LOCATION IN THE SPAN. 6. WHERE STEEL DECK CORRUGATIONS DO NOT ALLOW FOR AN EVEN SPACING OF SHEAR CONNECTORS WITH ONE STUD IN EACH FLUTE, ADDITIONAL STUDS IN A SECOND ROW (OR THIRD ROW WHERE REQUIRED) SHALL BE PLACED SUCH THAT THE HIGHEST DENSITY OF SHEAR CONNECTORS OCCURS NEAR THE BEAM SUPPORT. 7. EACH SHEAR CONNECTOR TO BE PLACED IN "STRONG" POSITION (FURTHEST FROM BEAM CENTERLINE). 8. SHEAR CONNECTORS MAY ONLY BE PLACED IN "WEAK" POSITION WHEN THERE ARE MULTIPLE STUDS PER FLUTE. REFER TO PLAN VIEW AT LEFT FOR PERMISSIBLE CONFIGURATIONS. 9. SHEAR CONNECTORS HAVE HIGHEST CAPACITIES WHEN PLACED AS SHOWN. IF STUDS ARE NOT PLACED PER THIS DETAIL, 25% MORE STUDS MUST BE INSTALLED. EQUALLY SPACE ADDITIONAL STUDS ALONG THE BEAM.
WORK POINT
1"
EQUAL 0
d1
d2
d2 d1
NOTE 4
N1
CASE A UNIFORM LOAD
0
S = LARGER OF 3" OR 4 x STUD DIAMETER
FIELD WELD STABILIZING BENT PLATE 1/4x4
N
0
(INCHES)
WHERE t s = WT STEM THICKNESS (INCHES). L = WT LENGTH (INCHES). L SHALL BE TAKEN AS THE LARGER VALUE OF THE TWO EQUATIONS ABOVE BUT SHALL NOT BE LESS THAN 12 INCHES.
BEAM STIFFENEER PLATES AS REQUIRED, EXTEND TO OPPOSITE FLANGE IF OPPOSING MOMENT CONNECTION IS PRESENT
B
2 STUDS PER FLUTE
3 STUDS PER FLUTE
NO SCALE
REFER TO NOTE 1
SUPPORT (GIRDER OR COLUMN)
4 x STUD DIAMETER
14
COLUMN
B
0
TYPICAL BEAM-TO-BEAM MOMENT CONNECTION
16
4801 Spring Valley Road Suite 113 Dallas, TX 75244 972.934.3700 tel 972.934.3720 fax www.wjhw.com
ADDITIONAL SHEAR CONNECTORS AT MAXIMUM SPACING, SEE NOTE 4
0
0.54Fy t s
BEAM CENTERLINE
NEAREST SUPPORT BEAM CENTERLINE
B
E = ECCENTRICITY (INCHES). WELD A SHALL BE DESIGNED TO DEVELOP THE FOLLOWING FORCES: a. SHEAR: V = Pu (KIPS). b. MOMENT: M = Pu x E (KIP-INCHES). FLANGE THICKNESS AND WIDTH OF WT SECTION SHALL BE EQUAL TO OR LARGER THAN THAT OF DEEPER BEAM. YIELD STRENGTH OF WT SHALL BE THE SAME AS THAT OF DEEPER BEAM. WEB OF BEAM B SHALL BE INVESTIGATED FOR WEB CRIPPLING AND REINFORCED IF REQUIRED. WT SECTION WEB SHALL BE DESIGNED TO DEVELOP MOMENT M AND SHEAR V DEFINED IN NOTE 7 ABOVE AS FOLLOWS:
4M
920 Main Street, Tenth Floor Kansas City, MO 64105 816.701.2100 tel 816.701.2200 fax www.walterpmoore.com
REGISTRATION
WIDTH
8.
NEAREST SUPPORT
STRUCTURAL WALTER P MOORE
ELEVATION
WIDTH
COPE AND REINFORCE BEAM FOR BENDING AND SHEAR AS REQUIRED TO SUPPORT REACTION
NOTES: 1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 2. PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL WHERE APPLICABLE. 3. MINIMUM FILLET WELD SIZE SHALL BE 5/8 TIMES THE PLATE THICKNESS.
Filename: C:\localdata\Kelly-Revit\NOA\NEW ORLEANS ARENA - CENTRAL.rvt
SUPPORT (GIRDER OR COLUMN)
NARROW FLANGE
E WT SECTION
BACKING BAR NOTE 5
0.95D
D ,D = DEPTH OF BEAM (INCHES). A B
(Pu)B
(Pu)A
A
(Pu) = B
STUD "STRONG" POSITION
SPORTS TECHNOLOGIES WRIGHTSON JOHNSON HADDON & WILLIAMS
NARROW FLANGE
BEAM A (DEEPER BEAM)
0.95D
AND
STUD "WEAK" POSITION
650 Poydras Street Suite 2242 New Orleans, LA 70130 615.329.4460 tel 615.329.3660 fax www.mazzetti.com
DECK STIFFENING RIB CL
Pu = MINIMUM OF (Pu) AND (Pu) (KIPS). A B WHERE: Fy = YIELD STRENGTH OF BEAM (KSI). ZxA ,ZxB = PLASTIC MODULUS OF BEAM (IN 3).
WELD A
DA HIGH STRENGTH SLIP CRITICAL BOLTS TO DEVELOP BEAM REACTION
0.9FyZx A
DECK STIFFENING RIB
ENGINEERING MAZZETTI NASH LIPSEY BURCH
S
DB
STANDARD HOLE AT MID-DEPTH OF CONNECTION
SINGLE PLATE SHEAR CONNECTION
(Pu) = A
STIFFENERS IF REQUIRED FOR WEB CRIPPLING
CODE CONSULTANT FP&C Consultants, Inc.
(Mu) B
S
C
BEAM B
NOTE 8
BEAM CENTERLINE
S
HIGH STRENGTH SLIP CRITICAL BOLTS TO DEVELOP BEAM REACTION
710 Second Avenue Suite 100 Seattle, WA 98104 206.343.8119 tel 206.343.8541 fax www.davislangdon.com
452 W. James Way Cary, IL 60013 224.717.1999 tel 847.516.5855 fax www.S20Consultants.net
A
1" MINIMUM (TYPICAL)
NOTE 5
TYPICAL, NOTE 5
232 Third Street, Suite 201 Baton Rogue, LA 70801 225.663.4309 tel www.aecom.com
FOOD SERVICE CONSULTANT S20 CONSULTANTS, INC.
03300-FL-SLOPG-02 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2010
BEAM CENTERLINE
S S
TYPICAL, NOTE 6
TYPICAL, NOTE 3
REFER TO NOTE 8
NO SCALE
DECK STIFFENING RIB
B-B SINGLE STUD ORIENTATION NOTES CONTINUED: 7. IF MOMENT IS INDICATED ON DRAWINGS: (Mu) A (Pu) = AND (Pu) = A B 0.95D A IF MOMENT IS NOT SHOWN:
CIVIL AECOM
BRANDING/GRAPHICS INFINITE SCALE DESIGN GROUP
PLAN FOR A<3"
NOTE 7
NOTE 8
A
CONSULTANTS
3770 Broadway Kansas City, MO 64111 816.931.3777 tel 816.931.3378 fax www.fpc-consultants.com
ADDITIONAL REINFORCEMENT AROUND PIPE SLEEVES
7
03300-FL-SLTOL-01 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2011
STUD "WEAK" POSITION
650 Poydras Street Suite 1250 New Orleans, LA 70130 504.412.2000 tel 504.412.2001 fax www.manningarchitects.com
16 Exchange Place Salt Lake City, UT 84111 801.363.1881 tel 801.363.1841 fax www.infinitescale.com
EQUIVALENT RECTANGULAR OPENING
Ld+W/2 2'-0" MINIMUM
TYPICAL SLAB SURFACE TOLERANCE
8
1" = 1'-0"
z = MEAN VALUE OF ALL x FLOOR READINGS Sz = STANDARD DEVIATION OF ALL z FLOOR READINGS
FL= FLATNESS F-NUMBER FL= 4.57 _______ WHERE (3 x Sq) + q
3.
TYPICAL MOMENT CONNECTION AT COLUMN WEB
9
05120-CN-BMCOL-01 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2010
L
1-#4 TOP AND BOTTOM
W
NOTES: 1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 2. REFER TO PLAN FOR CONNECTION DESIGN REACTIONS. 3. PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL WHERE APPLICABLE. 4. SHOP WELD CONNECTION TO DEVELOP BEAM REACTION (2 x WELD SIZE RETURN AT TOP).
NOTES: 1. FL = LEVELNESS F-NUMBER FL= 12.5 _______ WHERE (3 x Sz) + z
NEAREST SUPPORT
TYPICAL, NOTE 6
PLAN FOR A>=3" A
STUD "STRONG" POSITION
SNUG-TIGHTENED BOLTED CONNECTION USING A325 BOLTS IN HORIZONTAL SHORT-SLOTTED HOLES IN PLATE, RESISTANCE BY BOLTS TO SHEAR LOAD SHALL BE BY SHEAR/BEARING, TYPICAL
0
MEASURE OF FLOOR FLATNESS
NOTES: 1. SLIP-CRITICAL BOLTED SHEAR CONNECTION USING A325 BOLTS, UNLESS NOTED OTHERWISE. BOLTS IN WEB CONNECTION SHALL BE SNUG-TIGHTENED ONLY PRIOR TO WELDING FLANGES AND PRETENSIONED AFTER WELDING FLANGES. 2. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 3. PROVIDE PREDESIGNED SHEAR CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL WHERE APPLICABLE. 4. MINIMUM FILLET WELD SIZE FOR SINGLE PLATE SHEAR CONNECTIONS SHALL BE 5/8 TIMES THE PLATE THICKNESS. 5. WHEN BEAM FRAMES ON ONLY ONE SIDE OF COLUMN OR WHEN BEAM MOMENTS ARE SIGNIFICANTLY UNBALANCED ( I M + M I >>0), STRENGTHEN COLUMN WEB AS REQUIRED. 6. ALL CJP WELDS: CVN = 20FT-LBS AT 40°F. 7. INCREASE CONTINUOUS STIFFENER TOP OR BOTTOM PLATE THICKNESS TO ACCOMODATE DIFFERENT BEAM DEPTHS AND DIFFERENT SIZE BEAMS WHEN MOMENT CONNECTIONS OCCUR IN STRONG AND WEAK COLUMN DIRECTION.
DECK STIFFENING RIB
SINGLE PLATE, TYPICAL
2'-0"
Ld+L/2 2'-0" MINIMUM
COPE AND REINFORCE BEAM FOR BENDING AND SHEAR AS REQUIRED TO SUPPORT REACTION
NOTES: 1. SEE PLAN FOR LOCATION OF BEAM OPENINGS. 2. BEAM OPENINGS ARE NOTED THUS 1 ON PLAN. 3. VERIFY SIZE AND LOCATION OF ALL BEAM OPENINGS WITH GENERAL CONTRACTOR PRIOR TO STEEL FABRICATION.
05120-CN-BMBM-04 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2010
d3
DATUM
SECTION
TYPICAL SKEWED BEAM-TO-BEAM SHEAR CONNECTION
d2
MANNING ARCHITECTS
COST ESTIMATING DAVIS LANGDON An AECOM Company
P3
"B"
MINIMUM SIZE FILLET WELD. REFER TO AISC SPECIFICATIONS.
NOTES: 1. SHOP WELD CONNECTION TO DEVELOP BEAM REACTION. REFER TO PLANS. 2. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
SLAB SURFACE PROFILE 0
PL TO COLUMN FLANGES NS, FS DOUBLE ANGLE
SNUG-TIGHTENED BOLTED CONNECTION USING A325 BOLTS IN HORIZONTAL SHORT-SLOTTED HOLES IN ANGLE, RESISTANCE BY BOLTS TO SHEAR LOAD SHALL BE BY SHEAR/BEARING
0
365 Canal Street Suite 3150 New Orleans, LA 70130 504.561.8686 tel 504.522.2253 fax www.eskewdumezripple.com
1360 Peachtree Street NE Suite 500 Atlanta, GA 30309 404.965.9627 tel www.aecom.com
A
SIGN CONVENTION q : TROUGH, q>0 CREST, q<0
12"
0
P1
PLATE "B" (4 REQUIRED)
DOUBLE BENT ANGLES
12
WF BEAM, SEE PLAN
SNUG-TIGHTENED BOLTED CONNECTION WITH STANDARD HOLES, RESISTANCE BY BOLTS TO SHEAR LOAD SHALL BE BY SHEAR/BEARING
"B"
2380 McGee Suite 200 Kansas City, Missouri 64108 816.561.4443 tel 816.561.2863 fax www.aecom.com
LANDSCAPE AECOM
0
PLATE "A" (4 REQD)
0
Project Management Initials: Designer: Designer Checked: Checker Approved: Approver
NOTE 1
NOTE 1
AECOM LOUISIANA, A PROFESSIONAL CORPORATION
ESKEW+DUMEZ+RIPPLE
EQ
PLATE "A" EA SIDE OF WEB
TYPICAL SHEAR CONNECTION AT RECTANGULAR/SQUARE HSS COLUMN
1
03200-FL-RSPT-08 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2010
ARCHITECTS
2" TYPICAL
WELD B
TYPICAL REINFORCEMENT PLACEMENT FOR COMPOSITE SLABS
4
CL OPENING
EQ
D
1500 Girod Street New Orleans, LA 70112
NOTES: 1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 2. REFER TO PLAN FOR CONNECTION DESIGN REACTIONS. 3. MINIMUM FILLET WELD SIZE SHALL BE 5/8 TIMES THE PLATE THICKNESS.
NOTES: 1. REINFORCEMENT SHOWN OVER GIRDERS IS IN ADDITION TO THE TYPICAL SLAB REINFORCEMENT SPECIFIED ON THE DRAWINGS
05120-CN-BMCOL-37 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2010
°< θ< 9
LOUISIANA STADIUM AND EXPOSITION DISTRICT
NOTE 3
STEEL GIRDER SECTION A-A
SEE PLAN
NEW ORLEANS ARENA ENHANCEMENTS 2012 ARENA RENOVATION & EXPANSION LSED # NOA-ENH-2012-AFC35.4M New Orleans Arena 1501 Girod Street New Orleans, LA 70113
STEEL GIRDER
TYPICAL SHEAR CONNECTION AT COLUMN FLANGE
85
A
SNUG-TIGHTENED BOLTED CONNECTION WITH STANDARD HOLES, TYPICAL, RESISTANCE BY BOLTS TO SHEAR LOAD SHALL BE BY SHEAR/BEARING
STEEL DECK
NOTES: 1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 2. REFER TO PLAN FOR CONNECTION DESIGN REACTIONS. 3. PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL WHERE APPLICABLE. 4. SHOP WELD ON 3 SIDES TO DEVELOP BEAM REACTION, TYPICAL. 5. WT CAN BE SUBSTITUTED FOR DOUBLE ANGLES.
NO SCALE
CLEAR COVER
PLATE "A" B x La x t
CLEAR COVER
MARK
OPENING SIZE WxD
TEMPERATURE REINFORCEMENT
CLEAR COVER
STEEL BEAM OPENING SCHEDULE DOUBLE ANGLE
CLEAR COVER
REFER TO NOTE 4
SINGLE PLATE
CONTINUOUS HIGH CHAIRS FOR STEEL DECK (CRSI TYPE CHCM) @ 48" MAXIMUM
FLEXURAL REINFORCEMENT
2" TYPICAL
ARCH E 36"x48"
4
3
2
1
SHIM AS REQUIRED TO MAINTAIN BAY LENGTH DIMENSION
6
3" MAXIMUM TYPICAL
PROVIDE 1/4" SEAL CAP PLATE AT TOP OF COLUMN, USE THIS DETAIL FOR NON-LOADBEARING CONDITIONS AT TOP OF COLUMN
21
05120-CN-BMCOL-06 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2008
4
3. 4. 5.
SINGLE PLATE CONNECTION MAY BE USED ONLY WHERE WORKPOINT IS AT INTERSECTION OF COLUMN FLANGE AND WEB. SINGLE BENT PLATES SHALL BE DESIGNED FOLLOWING PROCEDURES OUTLINED IN THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL. MINIMUM FILLET WELD SIZE, W, SHALL BE 5/8 TIMES THE PLATE THICKNESS. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
PROJECT NUMBER 60263613
SHEET TITLE STEEL FRAMING TYPICAL DETAILS
TYPICAL SKEWED SHEAR CONNECTION AT COLUMN 05120-CN-BMCOL-05 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2012
NO SCALE
3
NOTES: 1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA. 2. REFER TO PLAN FOR CONNECTION DESIGN REACTIONS. 3. PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL WHERE APPLICABLE. 4. SHOP WELD ON 3 SIDES TO DEVELOP BEAM REACTION, TYPICAL.
2
19
TYPICAL SHEAR CONNECTION AT COLUMN WEB NO SCALE
SHEET NUMBER 05120-CN-BMCOL-02 © COPYRIGHT WALTER P. MOORE AND ASSOCIATES, INC. 2010
1
S0.00.20
