34 1 2MB
Structural Calculations Report Project Name : Project Location : Building or Facility : Item(s) : Document #:
ALBER HOTEL ALMADINAH-Kingdom of Saudi Arabia Mian Building Stick Curtain Wall CW-G03 SC-P0008-BER-HOT-SCW-01
SCOPE MANUFACTRUNG CO. LTD.
Page 1 of 37
Rev. 00
1.0 Design Criteria 1.1 Standard
The structural performance, material properties, serviceability requirements of the facade elements are verified using the provisions of the Facade Design Structural Criteria provided herein in line with the Project Specifications for Curtain Wall and Facade Works
1.1.1
IBC 2006
International Building Code
1.1.2
ASTM E 1300
Standard Practice for Determining Load Resistance of Glass in Buildings
1.1.2
BS 8118
Structure Use of Alum-Code of Practice for Design
1.1.3
BS 5950
Structural use of steel in buildings
1.1.4
ETA
1.1.5
Others
Europe Technical Approval Anchor bolt design
SBC : Saudi Building Code
Page 2 of 37
1.2 Material 1.2.1 Glass Glass is designed according to ASTM E1300-12 Standard Practice for Determining Load Resistance of Glass in Buildings, GANA Glazing Manual, IBC 2015 International Building Code, AS 1288 Glass In Buildings. Coefficient of linear expansion
α= 8.8 X 10-6 /Co
Density
γ=
Poisson's ratio
ν=
0.22
Modulus of elasticity
E=
71.7 X103 Mpa
3 24.53 kN/m
Allowable Stresses for Independent Stress Analyses Allowable Edge Stress Mpa
Allowable Edge Stress Mpa
Annealed
20
23.3
Heat-
36.5
46.6
Tempered
73
80
1.2.2 Aluminium a. Framing - Extrusion Properties of Aluminium, 6063-T6 Modulus of Elasticity
E= 70000 Mpa
Modulus of Rigidity
G= 27000 Mpa
Proof Strength
fo=
Ultimate Tensile Strength Coefficient of linear expansion
fu= 195 Mpa α= 23 X 10-6 /Co
Density
γ=
160
Mpa
3 2700 kg/m
1.2.3 Steel a. Supporting & Bracket Properties of Steel A36 Modulus of Elasticity
E= 210000
Ultimate Tensile Strength Coefficient of linear expansion
fy= 235 Mpa α= 12 X 10-6 /Co
Density
γ=
7800
Mpa
kg/m3
1.2.4 Stainless Steel a. Bolt/Screw Grade Gr. A4-70 Ultimate Tensile Strength Yield Strength
Fu=
700
Mpa
FY=
450
Mpa
Page 3 of 37
2
Loads
2.1
Dead Load
2.1.1
General Dead load will determine from glass panel weight and aluminuim transom and mullion with accessories
2.1.2
Glass Weight Glass Panel Size : Glass Panel Thichness : Glass Weight per m2: Glass Panel Weight :
2.1.3
2.1.4
1.1 Lite 1 Lite 2
X
Wgm = Wg =
6 6
1.8 mm mm
m2
0.3 kN/m2 0.60 kN
Aluminuim Mullion Aluminuim System : Profile Article : Profile Area : Prfile Weight :
ALUPCO 32376 873 mm2 0.02183 kN/m'
Prfile Weight with accessories :
0.02619 kN/m
Aluminuim Transom Aluminuim System : Profile Article : Profile Area : Prfile Weight : Prfile Weight with accessories :
ALUPCO 32371 750 mm2 0.01875 kN/m' 0.0225
kN/m
Page 4 of 37
See windows schudle C.W.02
2
Loads
2.2 2.2.1
Wind Load General Wind load will determine according to Saudi Building Code - SBC 301 , Loads & Forces Requirments. The design wind pressure for components and cladding of buildings shall not be less than a net pressure of 0.5 kN/m2 acting in either direction normal to the surface.
2.1.2
Basic Wind Parameters a. Building Geomatry
a. Basic Wind Speed
31.5 m L= 31.5 m B= 37 m h= 10 m z= Ae = 5.2 m2 α= 0 degree
Building Length Building Wedith Buildign Hight Elevation Hight Effective Area Roof Slope
Madinah Selected City : 155 km/h = 43.1 m/s V= For Components & Cladding
b. Wind Directionality Factor
kd = 0.85
C. Exposure Categories
Expousre
d. Topographic Factor
kzt =
e. Important Factor
Building Category : 1.15 I=
C
Table 6.4.1 Sec: 6.4.2.3
1
Sec: 6.4.3.2
f. Enclosure Classifications Ao = Ao Total area of opening in the wall Aoi = Aoi The sum of the areas of opening in the remeaing walls and roof Ag = Ag The gross area of the wall Agi = Agi The sum of gross areas of remeaing wall and roof Building Enclousre Type is g. Velocity Pressure Exposure Cofficient
Figer 6.4-1
III Table 6.5-1
50 175
m2 m2
2700 m2 10150 m2 Enclosed
1 Kz = Kh = 1.32
h. Internal Pressure Coefficient, GCpi
GCpi =
i. External Pressure Coefficient, GCp
Typical Area
Page 5 of 37
Table 7.2-2
± 0.18
Corner Area
Sec: 6.2.0
Figure7.2-1
+ + -
0.9 1 0.9 1.2
Figure7.2-2
2.1.1.3
Design Procedure P = q (GCp) - qi(GCpi) qh = 0.0473X10-3 kz kzt kd V2 I 0.0473X10-3 X 1 X qh = qh = 1.11 kN/m2
P=
1X
1X
Typical Area 1.20 -1.3113
kN/m2
Eq. 7.2-19
kN/m2 155 ^2 X 1.15 kN/m2 kN/m2
Eq. 7.2-12
Corner Area 1.20 -1.53
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3 Case 1 - Layout 3.1 Case 1 CW-G3
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5
Structural Analysis and Design
5.1
Case 1 - Transom
5.1.1
General The Analysis and design calculations is for the typical transom
5.1.2
Transom Analysis a. Transom's Parameter 1.2 m 2.35 m 1.1 m
Top glass panel hight : Bottom glass panel hight : LT Mullion Max. Spacing : Dead load Glass panel weight : Wg @ 15% transom length from start and end
WAl Aluminuim Profile weight
750
mm2
46 44
mm Ymax= Y= 4 mm IY =
1141900
d= b=
90 46
kN
0.03 kN/m
Transom is ALUPCO 32371
b. Transom Properties
Ix =
0.4
1.2 kN/m2 2.13 kN/m'
Wind Load WL Wind Load @ Transom
Ag = Xmax= X=
0.8 kN
mm tw= mm tf=
25 25 283600
mm mm mm4
2 2
mm mm
c. Transom Analysis Bending Moment Mu x-x = 1.2 X WL X LT^2 /8 1.2 X 2.13 X 1.1 ^2 /8 Mu x-x = 0.39 kN.m Mu x-x = Mu y-y = 1.2 X Wg X (0.15LT) + 1.2 X Wal X LT^2/8 1.2 X 0.4 X 0.17 + 1.2 X 0.03 X Mu y-y = 0.08 kN.m Mu y-y = Shear Force Qu x-x = 1.2 X WL X LT /2 1.2 X 2.13 X Qu x-x = 1.41 kN Qu x-x =
1.1 /2
Page 8 of 37
1.1 ^2/8
Qu y-y = 1.2 X Wg + 1.2 X WAl X LT /2 1.2 X 0.4 + 1.2 X 0.03 X Qu y-y = 0.5 kN Qu y-y = Deflection δx-x = 5*WL*LT^4 / (384 EI) δx-x = 5 X 2.13 X 1100 ^4 / ( 384 0.51 mm δx-x =
X
1.1 /2
1141900
X
70000 )
δy-y = Wg X (0.15 LT) X (3LT^2-4(0.15LT)^2)/24EI 0.4 X 0.17 X ( 3 X 1.1 ^2 - 4 X 0.17 ^2 /( 24 X δy-y = 0.0 mm Neglated δy-y = 5.1.3
283600 X
Transom Design a. Section Selection and Verification : The profile is internal & un-welded element Classification of the section (4.3.3.4) Page (40)BS8118
Element Classification The Classification of an individual element depends on the value of β (SEE 4.3.2 ) as follows : (a) elements in beams (moment resistance) : β ≤ β1 Fully Compact β1 < β ≤ βo Semi-compact β > βo Slender (b) elements in struts (axial resistance) : β ≤ βo Compact β > βo Slender Where βo and β1 are as given in table 4.3
Table 4.3 Limiting Values of β β0 Elements Outstand Elements Internal Elements
β1
Unweleded
Welded
Unweleded
Welded
7ε
6ε
6ε
5ε
22ε
18ε
18ε
15ε
The profile is internal & un-welded element Po = 160 ξ = (250/Po)1/2 = 1.25 β0 = 22 ξ = 27.5 β1 = 18 ξ =
22.5
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70000
Classification Arround X : βf = g*b/tf
Classification Arround Y : βw = g*d/tw
yo/yc = -1 0.4 g= βf = 9.2 So : βf < β1 Section is fully compact @ X 7.36 β/ ξ = 1 KL =
xo/xc = -0.96 0.38 g= βw = 17.1 So : β1 < βw ≤ βo Section is semi compact @ Y 13.7 β/ ξ = 1 KL =
Page 10 of 37
b. Transom Capacity Moment Capacity The profile is unwelded, fully compact section around X MRS = P0 x Sx / ym P0 = SX = ym = MRS =
160
Mpa
24823.9 mm3 1.2
3.31
kN.m
The profile is unwelded, semi compact section around Y MRS = P0 x Sy / ym P0 = SX = ym = MRS =
160
Mpa
11344 mm3 1.2
1.51
kN.m
Shear Capacity : Section classification : the mention profile is sectoin containing shear webs orientared in the lane of loading , without tongue-plates . d/t = 49ξ =
45 61.3
The profile is Selender
The factored shear force resistance take as the smaller value of : Yielding check : Arround X: VRx = Pv x A v / y m
Arround Y: VRY = Pv x Av / ym
Pv =
Pv =
95
Mpa 288 mm2
Av =0.8 NDt = ym = 1.2 VRx =
22.8
95
Av =0.8 NDt = ym = 1.2 VRx = 11.6533
kN
Bukling check : VRx = 340Nt3/dym
VRY =
VRx =
VRY =
50.4 kN
Page 11 of 37
Mpa 147 mm2 kN
340Nt3/bym 98.6 kN
c. Profile checks :
Moment Check Shear Check Deflection Check
X Y X Y X Y
Applied Forces 0.39 0.08 1.4058 0.50 0.51 0.0
Capacity forces 3.31 1.51 22.8 11.7 6.29 3.2
Local Capacity Check : Mux/MRSx + Muy/MRSy + Qux/VRSx + Quy/VRSy =
Status Pass Pass Pass Pass Pass Pass
0.28 < 1 ,Check is OK
Page 12 of 37
5
Structural Analysis and Design
5.2
Case 3 - Mullion
5.2.1
General The Analysis and design calculations is for the typical mullion
5.2.2
Mullion Analysis a. Mullion's Parameter 1.1 m 1.1 m 4.3 m
Right glass panel width : Left glass panel width : LT Mullion Max. span : Dead load Glass panel weight : Wg @ 15% mullion length from start and end
WAl Aluminuim Profile weight
Wind Load WL Wind Load @ Transom
0.6 kN 0.3
kN
0.03 kN/m 1.2 kN/m2 1.32 kN/m'
Mullion is Schuco FW50+ 322280
b. Profile Properties Mullion Properties mm2 Ag = 873 Xmax= X=
48 42
Ix =
1118200
mm mm mm4
d= t=
90 2
mm mm
The reference for the values in the table is Schuco catalog and below profile sektch
c. Mullion Analysis Bending Moment Mu x-x = 1.2 X WL X LT^2 /8 1.2 X 1.32 X 4.3 ^2 /8 Mu x-x = 3.66 kN.m Mu x-x = Shear Force Qu x-x = 1.2 X WL X LT /2 1.2 X 1.32 X 4.3 /2 Qu x-x = 3.41 Qu x-x = kN Deflection δx-x = 5*WL*LT^4 / (384 EI) δx-x = 5 X 1.32 X 4300 ^4 / ( 384 X 75.1 mm δx-x =
Page 13 of 37
1118200
X
70000 )
5.1.3
Mullion Design a. Section Selection and Verification : The profile is internal & un-welded element Classification of the section (4.3.3.4) Page (40)BS8118
Element Classification The Classification of an individual element depends on the value of β (SEE 4.3.2 ) as follows : (a) elements in beams (moment resistance) : β ≤ β1 Fully Compact β1 < β ≤ βo Semi-compact β > βo Slender (b) elements in struts (axial resistance) : β ≤ βo Compact β > βo Slender Where βo and β1 are as given in table 4.3
Table 4.3 Limiting Values of β β0 Elements Outstand Elements Internal Elements
β1
Unweleded
Welded
Unweleded
Welded
7ε
6ε
6ε
5ε
22ε
18ε
18ε
15ε
The profile is internal & un-welded element Po = 160 ξ = (250/Po)1/2 = 1.25 β0 = 22 ξ = 27.5 β1 = 18 ξ =
22.5
Classification Arround X : βf = g*b/tf yo/yc = -1 0.43 g= βf = 19.4 So : βf < β1 Section is fully compact @ X 15.5 β/ ξ = 1 KL =
considering steel insertion
Page 14 of 37
b. Mullion Capacity Moment Capacity The profile is unwelded, fully compact section around X MRS = P0 x Sx / ym P0 = SX =
160
Mpa
23295.8 mm3
ym = MRS =
1.2
3.11
kN.m
Shear Capacity : Section classification : the mention profile is sectoin containing shear webs orientared in the lane of loading , without tongue-plates . d/t = 49ξ =
45 61.3
The profile is Selender
The factored shear force resistance take as the smaller value of : Yielding check : Arround X: VRx = Pv x A v / y m Pv = 95 Av =0.8 NDt = ym = 1.2 VRx = 22.8
Mpa 288 mm2 kN
Bukling check : VRx = 340Nt3/dym VRx =
50.4 kN
c. Profile checks :
Moment Check Shear Check Deflection Check
Applied Forces
Capacity forces
Status
3.66
3.11
Not Pass
3.41
22.8
Pass
75.07
19.00
Not Pass
Page 15 of 37
Required insertion
d. Steel insertion
85X45X4 mm
Steel section Properties mm2 Ag = 744
Composite section Properties mm2 Ag = 3105
Xmax= X=
Xmax= X=
Ix =
42 42 1189026
mm mm mm4
48 42
Ix =
Deflection with Alum. insertion δx-x = 5*WL*LT^4 / (384 EI) δx-x = 5 X 1.32 X 4300 ^4 / ( 384 17.9 mm δx-x =
X
4685278
mm mm mm4
4685278
X
e. Profile with Alum. insertion checks :
Moment Check Shear Check Deflection Check
Applied Forces
Capacity forces
Status
3.66
13.01
Pass
3.41
22.8
Pass
17.92
19.00
Pass
Page 16 of 37
70000 )
ALBER HOTEL Project Number: 008
Prepared for
ALBER
SAP2000 Analysis Report Prepared by
SCOPE Model Name: STEEL BEAM - CW03G Revision Number: 00
04 January 2023
Page 17 of 37
STEEL BEAM - CW03G Contents
SAP2000 v24.1.0 04 January 2023
Contents 1. Model geometry .................................................................................................................................................. 4 1.1. Joint coordinates ...................................................................................................................................... 4 1.2. Joint restraints .......................................................................................................................................... 5 1.3. Element connectivity................................................................................................................................. 5 2. Material properties .............................................................................................................................................. 5 3. Section properties ............................................................................................................................................... 6 3.1. Frames..................................................................................................................................................... 6 4. Load patterns ...................................................................................................................................................... 7 4.1. Definitions ................................................................................................................................................ 7 5. Load cases ......................................................................................................................................................... 8 5.1. Definitions ................................................................................................................................................ 8 5.2. Static case load assignments ................................................................................................................... 8 5.3. Response spectrum case load assignments ............................................................................................. 9 6. Load combinations .............................................................................................................................................. 9 7. Structure results ................................................................................................................................................ 10 7.1. Mass summary ....................................................................................................................................... 10 7.2. Base reactions ....................................................................................................................................... 11 8. Joint results ...................................................................................................................................................... 11 9. Frame results .................................................................................................................................................... 11 10. Material take-off .............................................................................................................................................. 17 11. Design preferences ......................................................................................................................................... 17 11.1. Steel design ......................................................................................................................................... 17 11.2. Concrete design ................................................................................................................................... 18 11.3. Aluminum design .................................................................................................................................. 19 11.4. Cold formed design .............................................................................................................................. 19 12. Design overwrites ........................................................................................................................................... 20 12.1. Steel design ......................................................................................................................................... 20 13. Design summary ............................................................................................................................................. 21 13.1. Steel design ......................................................................................................................................... 21
List of Figures Figure 1: Finite element model ................................................................................................................................ 4 Figure 2: Deformed shape .................................................................................................................................... 10
List of Tables Table 1: Table 2: Table 3: Table 4: Table 5: Table 6: Table 7: Table 8: Table 8: Table 8: Table 8: Table 8: Table 8:
Joint Coordinates ...................................................................................................................................... Joint Restraint Assignments ...................................................................................................................... Connectivity - Frame ................................................................................................................................. Frame Section Assignments ...................................................................................................................... Material Properties 02 - Basic Mechanical Properties ................................................................................ Material Properties 03a - Steel Data .......................................................................................................... Material Properties 03b - Concrete Data .................................................................................................... Frame Section Properties 01 - General, Part 1 of 6 .................................................................................... Frame Section Properties 01 - General, Part 2 of 6 .................................................................................... Frame Section Properties 01 - General, Part 3 of 6 .................................................................................... Frame Section Properties 01 - General, Part 4 of 6 .................................................................................... Frame Section Properties 01 - General, Part 5 of 6 .................................................................................... Frame Section Properties 01 - General, Part 6 of 6 ....................................................................................
SCOPE
4 5 5 5 5 6 6 6 6 6 7 7 7
Page 2 of 21
Page 18 of 37
STEEL BEAM - CW03G List of Tables
SAP2000 v24.1.0 04 January 2023
Table 9: Table 9: Table 10: Table 11: Table 11: Table 12: Table 13: Table 14: Table 15: Table 15: Table 16: Table 17: Table 18: Table 19: Table 19: Table 20: Table 21: Table 21: Table 21: Table 21: Table 22: Table 22: Table 22: Table 23: Table 24: Table 24: Table 25: Table 25: Table 26: Table 26: Table 26: Table 26: Table 26: Table 26: Table 26: Table 27: Table 27:
Frame Property Modifiers, Part 1 of 2 ........................................................................................................ 7 Frame Property Modifiers, Part 2 of 2 ........................................................................................................ 7 Load Pattern Definitions .......................................................................................................................... 8 Load Case Definitions, Part 1 of 2 ........................................................................................................... 8 Load Case Definitions, Part 2 of 2 ........................................................................................................... 8 Case - Static 1 - Load Assignments ......................................................................................................... 8 Function - Response Spectrum - User ..................................................................................................... 9 Combination Definitions ........................................................................................................................... 9 Assembled Joint Masses, Part 1 of 2 ..................................................................................................... 10 Assembled Joint Masses, Part 2 of 2 ..................................................................................................... 10 Base Reactions ..................................................................................................................................... 11 Joint Displacements .............................................................................................................................. 11 Joint Reactions ...................................................................................................................................... 11 Element Forces - Frames, Part 1 of 2 .................................................................................................... 11 Element Forces - Frames, Part 2 of 2 .................................................................................................... 14 Material List 2 - By Section Property ...................................................................................................... 17 Preferences - Steel Design - AISC 360-16, Part 1 of 4 ........................................................................... 17 Preferences - Steel Design - AISC 360-16, Part 2 of 4 ........................................................................... 18 Preferences - Steel Design - AISC 360-16, Part 3 of 4 ........................................................................... 18 Preferences - Steel Design - AISC 360-16, Part 4 of 4 ........................................................................... 18 Preferences - Concrete Design - ACI 318-19, Part 1 of 3 ....................................................................... 18 Preferences - Concrete Design - ACI 318-19, Part 2 of 3 ....................................................................... 18 Preferences - Concrete Design - ACI 318-19, Part 3 of 3 ....................................................................... 18 Preferences - Concrete Shell Design - Eurocode 2-2004 ....................................................................... 19 Preferences - Aluminum Design - AA 2015, Part 1 of 2 .......................................................................... 19 Preferences - Aluminum Design - AA 2015, Part 2 of 2 .......................................................................... 19 Preferences - Cold Formed Design - AISI-16, Part 1 of 2 ....................................................................... 19 Preferences - Cold Formed Design - AISI-16, Part 2 of 2 ....................................................................... 19 Overwrites - Steel Design - AISC 360-16, Part 1 of 7 ............................................................................. 20 Overwrites - Steel Design - AISC 360-16, Part 2 of 7 ............................................................................. 20 Overwrites - Steel Design - AISC 360-16, Part 3 of 7 ............................................................................. 20 Overwrites - Steel Design - AISC 360-16, Part 4 of 7 ............................................................................. 20 Overwrites - Steel Design - AISC 360-16, Part 5 of 7 ............................................................................. 20 Overwrites - Steel Design - AISC 360-16, Part 6 of 7 ............................................................................. 21 Overwrites - Steel Design - AISC 360-16, Part 7 of 7 ............................................................................. 21 Steel Design 1 - Summary Data - AISC 360-16, Part 1 of 2.................................................................... 21 Steel Design 1 - Summary Data - AISC 360-16, Part 2 of 2.................................................................... 21
SCOPE
Page 3 of 21
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STEEL BEAM - CW03G 1. Model geometry
SAP2000 v24.1.0 04 January 2023
1. Model geometry This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity.
Figure 1: Finite element model
1.1. Joint coordinates Table 1: Joint Coordinates Joint
CoordSys
5 6
GLOBAL GLOBAL
Table 1: Joint Coordinates CoordType GlobalX mm Cartesian 0. Cartesian 5500.
GlobalY mm 0. 0.
SCOPE
GlobalZ mm 4400. 4400.
Page 4 of 21
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STEEL BEAM - CW03G 2. Material properties
SAP2000 v24.1.0 04 January 2023
1.2. Joint restraints Table 2: Joint Restraint Assignments Table 2: Joint Restraint Assignments U2 U3 R1
Joint
U1
5 6
Yes Yes
Yes Yes
Yes Yes
No No
R2
R3
No No
No No
1.3. Element connectivity Table 3: Connectivity - Frame Frame 3
Table 3: Connectivity - Frame JointI JointJ 5
6
Length mm 5500.
Table 4: Frame Section Assignments Frame 3
Table 4: Frame Section Assignments AnalSect DesignSect RHS 150X50X5
RHS 150X50X5
MatProp Default
2. Material properties This section provides material property information for materials used in the model.
Table 5: Material Properties 02 - Basic Mechanical Properties Material 4000Psi A36 A992Fy50
Table 5: Material Properties 02 - Basic Mechanical Properties UnitWeight UnitMass E1 G12 U12 KN/mm3 KN-s2/mm4 KN/mm2 KN/mm2 2.3563E-08 2.4028E-12 24.85558 10.35649 0.2 7.6973E-08 7.8490E-12 199.94798 76.90307 0.3 7.6973E-08 7.8490E-12 199.94798 76.90307 0.3
SCOPE
A1 1/C 9.9000E-06 1.1700E-05 1.1700E-05
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STEEL BEAM - CW03G 3. Section properties
SAP2000 v24.1.0 04 January 2023
Table 6: Material Properties 03a - Steel Data Material
A36 A992Fy50
Table 6: Material Properties 03a - Steel Data Fy Fu FinalSlope KN/mm2 0.24821 0.34474
KN/mm2 0.3999 0.44816
-0.1 -0.1
CoupModTy pe Von Mises Von Mises
Table 7: Material Properties 03b - Concrete Data Table 7: Material Properties 03b - Concrete Data Fc eFc FinalSlope CoupModTy pe KN/mm2 KN/mm2 4000Psi 0.02758 0.02758 -0.1 Modified Darwin-Peck nold
Material
3. Section properties This section provides section property information for objects used in the model.
3.1. Frames Table 8: Frame Section Properties 01 - General, Part 1 of 6 SectionName
Material
RHS 150X50X5
A36
Table 8: Frame Section Properties 01 - General, Part 1 of 6 Shape FilletRadius t3 t2 mm mm mm Box/Tube 0. 150. 50.
tf mm 4.
tw mm 4.
Table 8: Frame Section Properties 01 - General, Part 2 of 6 SectionName RHS 150X50X5
S33Top mm3 53879.89
Table 8: Frame Section Properties 01 - General, Part 2 of 6 S33Bot S22Left Area TorsConst S22Right mm3 mm3 mm2 mm4 mm3 53879.89 27431.68 1536. 1879360.6 27431.68 7
I33 mm4 4040992.
I22 mm4 685792.
Table 8: Frame Section Properties 01 - General, Part 3 of 6 Table 8: Frame Section Properties 01 - General, Part 3 of 6 SectionName I23 AS2 CGOffset3 mm4 mm2 mm RHS 150X50X5 0. 1200. 0.
AS3 mm2 400.
SCOPE
Page 6 of 21
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STEEL BEAM - CW03G 4. Load patterns
SAP2000 v24.1.0 04 January 2023
Table 8: Frame Section Properties 01 - General, Part 4 of 6 SectionName RHS 150X50X5
Table 8: Frame Section Properties 01 - General, Part 4 of 6 CGOffset2 Z33 EccV3 Cw Z22 mm mm3 mm mm6 mm3 0. 69528. 0. 0. 31128.
R33 mm 51.292
R22 mm 21.13
Table 8: Frame Section Properties 01 - General, Part 5 of 6 SectionName RHS 150X50X5
EccV2 mm 0.
Table 8: Frame Section Properties 01 - General, Part 5 of 6 AMod A2Mod A3Mod JMod I2Mod 1.
1.
1.
1.
I3Mod
MMod
1.
1.
1.
Table 8: Frame Section Properties 01 - General, Part 6 of 6 Table 8: Frame Section Properties 01 - General, Part 6 of 6 SectionName WMod RHS 150X50X5
1.
Table 9: Frame Property Modifiers, Part 1 of 2 Frame 3
AMod
Table 9: Frame Property Modifiers, Part 1 of 2 AS2Mod AS3Mod JMod I22Mod I33Mod
1.
1.
1.
1.
1.
1.
MassMod
WeightMod
1.
1.
Table 9: Frame Property Modifiers, Part 2 of 2 Table 9: Frame Property Modifiers, Part 2 of 2 Frame EAModifier EIModifier 3
0.8
0.8
4. Load patterns This section provides loading information as applied to the model.
4.1. Definitions
SCOPE
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STEEL BEAM - CW03G 5. Load cases
SAP2000 v24.1.0 04 January 2023
Table 10: Load Pattern Definitions LoadPat DEAD WIND
Table 10: Load Pattern Definitions DesignType SelfWtMult Dead Wind
1. 0.
AutoLoad
None
5. Load cases This section provides load case information.
5.1. Definitions Table 11: Load Case Definitions, Part 1 of 2 Case
Type
DEAD MODAL WIND
LinStatic LinModal LinStatic
Table 11: Load Case Definitions, Part 1 of 2 InitialCond ModalCase BaseCase Zero Zero Zero
MassSource
DesActOpt Prog Det Prog Det Prog Det
Table 11: Load Case Definitions, Part 2 of 2 Table 11: Load Case Definitions, Part 2 of 2 Case DesignAct DEAD MODAL WIND
Non-Compos ite Other Short-Term Composite
5.2. Static case load assignments Table 12: Case - Static 1 - Load Assignments Case DEAD WIND
Table 12: Case - Static 1 - Load Assignments LoadType LoadName LoadSF Load pattern Load pattern
DEAD WIND
1. 1.
SCOPE
Page 8 of 21
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STEEL BEAM - CW03G 6. Load combinations
SAP2000 v24.1.0 04 January 2023
5.3. Response spectrum case load assignments Table 13: Function - Response Spectrum - User Table 13: Function - Response Spectrum - User Name Period Accel FuncDamp Sec UNIFRS 0. 1. 0.05 UNIFRS 1. 1.
6. Load combinations This section provides load combination information.
Table 14: Combination Definitions ComboName DSTL1 DSTL2 DSTL2 DSTL3 DSTL3 DSTL4 DSTL4 DSTL5 DSTL5 DSTL6
Table 14: Combination Definitions ComboType CaseName Linear Add Linear Add Linear Add Linear Add Linear Add Linear Add
DEAD DEAD WIND DEAD WIND DEAD WIND DEAD WIND DEAD
ScaleFactor 1.4 1.2 1. 1.2 -1. 0.9 1. 0.9 -1. 1.
SCOPE
Page 9 of 21
Page 25 of 37
STEEL BEAM - CW03G 7. Structure results
SAP2000 v24.1.0 04 January 2023
7. Structure results This section provides structure results, including items such as structural periods and base reactions.
Y
Z
X
Figure 2: Deformed shape
7.1. Mass summary Table 15: Assembled Joint Masses, Part 1 of 2 Joint
MassSource
5 6 SumAccelUX SumAccelUY SumAccelUZ
MSSSRC1 MSSSRC1 MSSSRC1 MSSSRC1 MSSSRC1
U1 KN-s2/mm 0.000033 0.000033 0.000066 0. 0.
Table 15: Assembled Joint Masses, Part 1 of 2 U2 U3 R1 KN-s2/mm KN-s2/mm KN-mm-s2 0.000033 0.000033 0. 0.000033 0.000033 0. 0. 0. 0. 0.000066 0. 0. 0. 0.000066 0.
R2 KN-mm-s2 0. 0. 0. 0. 0.
R3 KN-mm-s2 0. 0. 0. 0. 0.
CenterX mm 0. 5500. 2750. 2750. 2750.
Table 15: Assembled Joint Masses, Part 2 of 2 Table 15: Assembled Joint Masses, Part 2 of 2 Joint MassSource CenterY CenterZ mm mm 5 MSSSRC1 0. 4400. 6 MSSSRC1 0. 4400. SumAccelUX MSSSRC1 0. 4400. SumAccelUY MSSSRC1 0. 4400. SumAccelUZ MSSSRC1 0. 4400.
SCOPE
Page 10 of 21
Page 26 of 37
STEEL BEAM - CW03G 8. Joint results
SAP2000 v24.1.0 04 January 2023
7.2. Base reactions Table 16: Base Reactions OutputCase DEAD WIND
GlobalFX KN 0. 0.
Table 16: Base Reactions GlobalFY GlobalFZ GlobalMX KN KN KN-mm 0. 0.65 0. -12.14 0. 53416.
GlobalMY KN-mm -1788.23 0.
GlobalMZ KN-mm 0. -34914.
8. Joint results This section provides joint results, including items such as displacements and reactions.
Table 17: Joint Displacements Joint
OutputCase
5 5 6 6
DEAD WIND DEAD WIND
U1 mm 0. 0. 0. 0.
Table 17: Joint Displacements U2 U3 mm mm 0. 0. 0. 0. 0. 0. 0. 0.
R1 Radians 0. 0. 0. 0.
R2 Radians 0.007471 -8.170E-18 -0.007471 8.587E-18
R3 Radians -3.799E-19 0.02727 3.799E-19 -0.028663
Table 18: Joint Reactions F2 F3 KN KN 0. 0.325 -5.792 0. 0. 0.325 -6.348 0.
M1 KN-mm 0. 0. 0. 0.
M2 KN-mm 0. 0. 0. 0.
M3 KN-mm 0. 0. 0. 0.
Table 18: Joint Reactions Joint
OutputCase
5 5 6 6
DEAD WIND DEAD WIND
F1 KN 0. 0. 0. 0.
9. Frame results This section provides frame force results.
Table 19: Element Forces - Frames, Part 1 of 2 Frame 3 3 3 3 3 3
Table 19: Element Forces - Frames, Part 1 of 2 Station OutputCase P V2 mm KN KN 0. DEAD 0. -1.991E-17 366.67 DEAD 0. -1.725E-17 733.33 DEAD 0. -1.460E-17 1100. DEAD 0. -1.195E-17 1100. DEAD 0. -1.195E-17 1540. DEAD 0. -8.760E-18
SCOPE
V3 KN 0.325 0.282 0.238 0.195 0.195 0.143
Page 11 of 21
Page 27 of 37
STEEL BEAM - CW03G 9. Frame results
Frame 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
SAP2000 v24.1.0 04 January 2023
Table 19: Element Forces - Frames, Part 1 of 2 Station OutputCase P V2 mm KN KN 1980. DEAD 0. -5.574E-18 2420. DEAD 0. -2.389E-18 2860. DEAD 0. 7.963E-19 3300. DEAD 0. 3.982E-18 3300. DEAD 0. 3.982E-18 3666.67 DEAD 0. 6.636E-18 4033.33 DEAD 0. 9.291E-18 4400. DEAD 0. 1.195E-17 4400. DEAD 0. 1.195E-17 4766.67 DEAD 0. 1.460E-17 5133.33 DEAD 0. 1.725E-17 5500. DEAD 0. 1.991E-17 0. WIND 0. -5.792 366.67 WIND 0. -5.792 733.33 WIND 0. -5.792 1100. WIND 0. -5.792 1100. WIND 0. -2.052 1540. WIND 0. -2.052 1980. WIND 0. -2.052 2420. WIND 0. -2.052 2860. WIND 0. -2.052 3300. WIND 0. -2.052 3300. WIND 0. 3.548 3666.67 WIND 0. 3.548 4033.33 WIND 0. 3.548 4400. WIND 0. 3.548 4400. WIND 0. 6.348 4766.67 WIND 0. 6.348 5133.33 WIND 0. 6.348 5500. WIND 0. 6.348 0. DSTL1 0. -2.787E-17 366.67 DSTL1 0. -2.416E-17 733.33 DSTL1 0. -2.044E-17 1100. DSTL1 0. -1.672E-17 1100. DSTL1 0. -1.672E-17 1540. DSTL1 0. -1.226E-17 1980. DSTL1 0. -7.804E-18 2420. DSTL1 0. -3.345E-18 2860. DSTL1 0. 1.115E-18 3300. DSTL1 0. 5.574E-18 3300. DSTL1 0. 5.574E-18 3666.67 DSTL1 0. 9.291E-18 4033.33 DSTL1 0. 1.301E-17 4400. DSTL1 0. 1.672E-17 4400. DSTL1 0. 1.672E-17 4766.67 DSTL1 0. 2.044E-17 5133.33 DSTL1 0. 2.416E-17 5500. DSTL1 0. 2.787E-17 0. DSTL2 0. -5.792 366.67 DSTL2 0. -5.792 733.33 DSTL2 0. -5.792 1100. DSTL2 0. -5.792 1100. DSTL2 0. -2.052 1540. DSTL2 0. -2.052
SCOPE
V3 KN 0.091 0.039 -0.013 -0.065 -0.065 -0.108 -0.152 -0.195 -0.195 -0.238 -0.282 -0.325 -3.547E-16 -3.547E-16 -3.547E-16 -3.547E-16 -1.256E-16 -1.256E-16 -1.256E-16 -1.256E-16 -1.256E-16 -1.256E-16 2.173E-16 2.173E-16 2.173E-16 2.173E-16 3.887E-16 3.887E-16 3.887E-16 3.887E-16 0.455 0.394 0.334 0.273 0.273 0.2 0.127 0.055 -0.018 -0.091 -0.091 -0.152 -0.212 -0.273 -0.273 -0.334 -0.394 -0.455 0.39 0.338 0.286 0.234 0.234 0.172
Page 12 of 21
Page 28 of 37
STEEL BEAM - CW03G 9. Frame results
Frame 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
SAP2000 v24.1.0 04 January 2023
Table 19: Element Forces - Frames, Part 1 of 2 Station OutputCase P V2 mm KN KN 1980. DSTL2 0. -2.052 2420. DSTL2 0. -2.052 2860. DSTL2 0. -2.052 3300. DSTL2 0. -2.052 3300. DSTL2 0. 3.548 3666.67 DSTL2 0. 3.548 4033.33 DSTL2 0. 3.548 4400. DSTL2 0. 3.548 4400. DSTL2 0. 6.348 4766.67 DSTL2 0. 6.348 5133.33 DSTL2 0. 6.348 5500. DSTL2 0. 6.348 0. DSTL3 0. 5.792 366.67 DSTL3 0. 5.792 733.33 DSTL3 0. 5.792 1100. DSTL3 0. 5.792 1100. DSTL3 0. 2.052 1540. DSTL3 0. 2.052 1980. DSTL3 0. 2.052 2420. DSTL3 0. 2.052 2860. DSTL3 0. 2.052 3300. DSTL3 0. 2.052 3300. DSTL3 0. -3.548 3666.67 DSTL3 0. -3.548 4033.33 DSTL3 0. -3.548 4400. DSTL3 0. -3.548 4400. DSTL3 0. -6.348 4766.67 DSTL3 0. -6.348 5133.33 DSTL3 0. -6.348 5500. DSTL3 0. -6.348 0. DSTL4 0. -5.792 366.67 DSTL4 0. -5.792 733.33 DSTL4 0. -5.792 1100. DSTL4 0. -5.792 1100. DSTL4 0. -2.052 1540. DSTL4 0. -2.052 1980. DSTL4 0. -2.052 2420. DSTL4 0. -2.052 2860. DSTL4 0. -2.052 3300. DSTL4 0. -2.052 3300. DSTL4 0. 3.548 3666.67 DSTL4 0. 3.548 4033.33 DSTL4 0. 3.548 4400. DSTL4 0. 3.548 4400. DSTL4 0. 6.348 4766.67 DSTL4 0. 6.348 5133.33 DSTL4 0. 6.348 5500. DSTL4 0. 6.348 0. DSTL5 0. 5.792 366.67 DSTL5 0. 5.792 733.33 DSTL5 0. 5.792 1100. DSTL5 0. 5.792 1100. DSTL5 0. 2.052 1540. DSTL5 0. 2.052
SCOPE
V3 KN 0.109 0.047 -0.016 -0.078 -0.078 -0.13 -0.182 -0.234 -0.234 -0.286 -0.338 -0.39 0.39 0.338 0.286 0.234 0.234 0.172 0.109 0.047 -0.016 -0.078 -0.078 -0.13 -0.182 -0.234 -0.234 -0.286 -0.338 -0.39 0.293 0.254 0.215 0.176 0.176 0.129 0.082 0.035 -0.012 -0.059 -0.059 -0.098 -0.137 -0.176 -0.176 -0.215 -0.254 -0.293 0.293 0.254 0.215 0.176 0.176 0.129
Page 13 of 21
Page 29 of 37
STEEL BEAM - CW03G 9. Frame results
Frame 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
SAP2000 v24.1.0 04 January 2023
Table 19: Element Forces - Frames, Part 1 of 2 Station OutputCase P V2 mm KN KN 1980. DSTL5 0. 2.052 2420. DSTL5 0. 2.052 2860. DSTL5 0. 2.052 3300. DSTL5 0. 2.052 3300. DSTL5 0. -3.548 3666.67 DSTL5 0. -3.548 4033.33 DSTL5 0. -3.548 4400. DSTL5 0. -3.548 4400. DSTL5 0. -6.348 4766.67 DSTL5 0. -6.348 5133.33 DSTL5 0. -6.348 5500. DSTL5 0. -6.348 0. DSTL6 0. -1.991E-17 366.67 DSTL6 0. -1.725E-17 733.33 DSTL6 0. -1.460E-17 1100. DSTL6 0. -1.195E-17 1100. DSTL6 0. -1.195E-17 1540. DSTL6 0. -8.760E-18 1980. DSTL6 0. -5.574E-18 2420. DSTL6 0. -2.389E-18 2860. DSTL6 0. 7.963E-19 3300. DSTL6 0. 3.982E-18 3300. DSTL6 0. 3.982E-18 3666.67 DSTL6 0. 6.636E-18 4033.33 DSTL6 0. 9.291E-18 4400. DSTL6 0. 1.195E-17 4400. DSTL6 0. 1.195E-17 4766.67 DSTL6 0. 1.460E-17 5133.33 DSTL6 0. 1.725E-17 5500. DSTL6 0. 1.991E-17
V3 KN 0.082 0.035 -0.012 -0.059 -0.059 -0.098 -0.137 -0.176 -0.176 -0.215 -0.254 -0.293 0.325 0.282 0.238 0.195 0.195 0.143 0.091 0.039 -0.013 -0.065 -0.065 -0.108 -0.152 -0.195 -0.195 -0.238 -0.282 -0.325
Table 19: Element Forces - Frames, Part 2 of 2 Frame 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
Table 19: Element Forces - Frames, Part 2 of 2 Station OutputCase T M2 mm KN-mm KN-mm 0. DEAD 0. 5.684E-14 366.67 DEAD 0. -111.27 733.33 DEAD 0. -206.64 1100. DEAD 0. -286.12 1100. DEAD 0. -286.12 1540. DEAD 0. -360.51 1980. DEAD 0. -412.01 2420. DEAD 0. -440.62 2860. DEAD 0. -446.34 3300. DEAD 0. -429.18 3300. DEAD 0. -429.18 3666.67 DEAD 0. -397.39 4033.33 DEAD 0. -349.7 4400. DEAD 0. -286.12 4400. DEAD 0. -286.12 4766.67 DEAD 0. -206.64 5133.33 DEAD 0. -111.27
SCOPE
M3 KN-mm 0. 6.813E-15 1.265E-14 1.752E-14 1.752E-14 2.207E-14 2.523E-14 2.698E-14 2.733E-14 2.628E-14 2.628E-14 2.433E-14 2.141E-14 1.752E-14 1.752E-14 1.265E-14 6.813E-15
Page 14 of 21
Page 30 of 37
STEEL BEAM - CW03G 9. Frame results
Frame 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
SAP2000 v24.1.0 04 January 2023
Table 19: Element Forces - Frames, Part 2 of 2 Station OutputCase T M2 mm KN-mm KN-mm 5500. DEAD 0. 5.388E-13 0. WIND 0. 0. 366.67 WIND 0. 1.300E-13 733.33 WIND 0. 2.601E-13 1100. WIND 0. 3.901E-13 1100. WIND 0. 3.901E-13 1540. WIND 0. 4.454E-13 1980. WIND 0. 5.007E-13 2420. WIND 0. 5.560E-13 2860. WIND 0. 6.113E-13 3300. WIND 0. 6.666E-13 3300. WIND 0. 6.666E-13 3666.67 WIND 0. 5.869E-13 4033.33 WIND 0. 5.072E-13 4400. WIND 0. 4.276E-13 4400. WIND 0. 4.276E-13 4766.67 WIND 0. 2.850E-13 5133.33 WIND 0. 1.425E-13 5500. WIND 0. 0. 0. DSTL1 0. 7.958E-14 366.67 DSTL1 0. -155.78 733.33 DSTL1 0. -289.3 1100. DSTL1 0. -400.56 1100. DSTL1 0. -400.56 1540. DSTL1 0. -504.71 1980. DSTL1 0. -576.81 2420. DSTL1 0. -616.87 2860. DSTL1 0. -624.88 3300. DSTL1 0. -600.85 3300. DSTL1 0. -600.85 3666.67 DSTL1 0. -556.34 4033.33 DSTL1 0. -489.58 4400. DSTL1 0. -400.56 4400. DSTL1 0. -400.56 4766.67 DSTL1 0. -289.3 5133.33 DSTL1 0. -155.78 5500. DSTL1 0. 7.543E-13 0. DSTL2 0. 6.821E-14 366.67 DSTL2 0. -133.52 733.33 DSTL2 0. -247.97 1100. DSTL2 0. -343.34 1100. DSTL2 0. -343.34 1540. DSTL2 0. -432.61 1980. DSTL2 0. -494.41 2420. DSTL2 0. -528.74 2860. DSTL2 0. -535.61 3300. DSTL2 0. -515.01 3300. DSTL2 0. -515.01 3666.67 DSTL2 0. -476.86 4033.33 DSTL2 0. -419.64 4400. DSTL2 0. -343.34 4400. DSTL2 0. -343.34 4766.67 DSTL2 0. -247.97 5133.33 DSTL2 0. -133.52
SCOPE
M3 KN-mm 0. 9.095E-13 2123.73 4247.47 6371.2 6371.2 7274.08 8176.96 9079.84 9982.72 10885.6 10885.6 9584.67 8283.73 6982.8 6982.8 4655.2 2327.6 -1.056E-12 0. 9.538E-15 1.771E-14 2.453E-14 2.453E-14 3.090E-14 3.532E-14 3.777E-14 3.826E-14 3.679E-14 3.679E-14 3.407E-14 2.998E-14 2.453E-14 2.453E-14 1.771E-14 9.538E-15 0. 9.095E-13 2123.73 4247.47 6371.2 6371.2 7274.08 8176.96 9079.84 9982.72 10885.6 10885.6 9584.67 8283.73 6982.8 6982.8 4655.2 2327.6
Page 15 of 21
Page 31 of 37
STEEL BEAM - CW03G 9. Frame results
Frame 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
SAP2000 v24.1.0 04 January 2023
Table 19: Element Forces - Frames, Part 2 of 2 Station OutputCase T M2 mm KN-mm KN-mm 5500. DSTL2 0. 6.466E-13 0. DSTL3 0. 6.821E-14 366.67 DSTL3 0. -133.52 733.33 DSTL3 0. -247.97 1100. DSTL3 0. -343.34 1100. DSTL3 0. -343.34 1540. DSTL3 0. -432.61 1980. DSTL3 0. -494.41 2420. DSTL3 0. -528.74 2860. DSTL3 0. -535.61 3300. DSTL3 0. -515.01 3300. DSTL3 0. -515.01 3666.67 DSTL3 0. -476.86 4033.33 DSTL3 0. -419.64 4400. DSTL3 0. -343.34 4400. DSTL3 0. -343.34 4766.67 DSTL3 0. -247.97 5133.33 DSTL3 0. -133.52 5500. DSTL3 0. 6.466E-13 0. DSTL4 0. 5.116E-14 366.67 DSTL4 0. -100.14 733.33 DSTL4 0. -185.98 1100. DSTL4 0. -257.51 1100. DSTL4 0. -257.51 1540. DSTL4 0. -324.46 1980. DSTL4 0. -370.81 2420. DSTL4 0. -396.56 2860. DSTL4 0. -401.71 3300. DSTL4 0. -386.26 3300. DSTL4 0. -386.26 3666.67 DSTL4 0. -357.65 4033.33 DSTL4 0. -314.73 4400. DSTL4 0. -257.51 4400. DSTL4 0. -257.51 4766.67 DSTL4 0. -185.98 5133.33 DSTL4 0. -100.14 5500. DSTL4 0. 4.849E-13 0. DSTL5 0. 5.116E-14 366.67 DSTL5 0. -100.14 733.33 DSTL5 0. -185.98 1100. DSTL5 0. -257.51 1100. DSTL5 0. -257.51 1540. DSTL5 0. -324.46 1980. DSTL5 0. -370.81 2420. DSTL5 0. -396.56 2860. DSTL5 0. -401.71 3300. DSTL5 0. -386.26 3300. DSTL5 0. -386.26 3666.67 DSTL5 0. -357.65 4033.33 DSTL5 0. -314.73 4400. DSTL5 0. -257.51 4400. DSTL5 0. -257.51 4766.67 DSTL5 0. -185.98 5133.33 DSTL5 0. -100.14
SCOPE
M3 KN-mm -1.056E-12 -9.095E-13 -2123.73 -4247.47 -6371.2 -6371.2 -7274.08 -8176.96 -9079.84 -9982.72 -10885.6 -10885.6 -9584.67 -8283.73 -6982.8 -6982.8 -4655.2 -2327.6 1.056E-12 9.095E-13 2123.73 4247.47 6371.2 6371.2 7274.08 8176.96 9079.84 9982.72 10885.6 10885.6 9584.67 8283.73 6982.8 6982.8 4655.2 2327.6 -1.056E-12 -9.095E-13 -2123.73 -4247.47 -6371.2 -6371.2 -7274.08 -8176.96 -9079.84 -9982.72 -10885.6 -10885.6 -9584.67 -8283.73 -6982.8 -6982.8 -4655.2 -2327.6
Page 16 of 21
Page 32 of 37
STEEL BEAM - CW03G 10. Material take-off
Frame 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
SAP2000 v24.1.0 04 January 2023
Table 19: Element Forces - Frames, Part 2 of 2 Station OutputCase T M2 mm KN-mm KN-mm 5500. DSTL5 0. 4.849E-13 0. DSTL6 0. 5.684E-14 366.67 DSTL6 0. -111.27 733.33 DSTL6 0. -206.64 1100. DSTL6 0. -286.12 1100. DSTL6 0. -286.12 1540. DSTL6 0. -360.51 1980. DSTL6 0. -412.01 2420. DSTL6 0. -440.62 2860. DSTL6 0. -446.34 3300. DSTL6 0. -429.18 3300. DSTL6 0. -429.18 3666.67 DSTL6 0. -397.39 4033.33 DSTL6 0. -349.7 4400. DSTL6 0. -286.12 4400. DSTL6 0. -286.12 4766.67 DSTL6 0. -206.64 5133.33 DSTL6 0. -111.27 5500. DSTL6 0. 5.388E-13
M3 KN-mm 1.056E-12 0. 6.813E-15 1.265E-14 1.752E-14 1.752E-14 2.207E-14 2.523E-14 2.698E-14 2.733E-14 2.628E-14 2.628E-14 2.433E-14 2.141E-14 1.752E-14 1.752E-14 1.265E-14 6.813E-15 0.
10. Material take-off This section provides a material take-off.
Table 20: Material List 2 - By Section Property Table 20: Material List 2 - By Section Property ObjectType NumPieces TotalLength mm RHS 150X50X5 Frame 1 5500. Section
TotalWeight KN 0.65
11. Design preferences This section provides the design preferences for each type of design, which typically include material reduction factors, framing type, stress ratio limit, deflection limits, and other code specific items.
11.1. Steel design Table 21: Preferences - Steel Design - AISC 360-16, Part 1 of 4 THDesign
FrameType
Envelopes
SMF
Table 21: Preferences - Steel Design - AISC 360-16, Part 1 of 4 PatLLF SRatioLimit MaxIter SDC SeisCode 0.75
0.95
1
SCOPE
D
No
SeisLoad No
ImpFactor 1.
Page 17 of 21
Page 33 of 37
STEEL BEAM - CW03G 11. Design preferences
SAP2000 v24.1.0 04 January 2023
Table 21: Preferences - Steel Design - AISC 360-16, Part 2 of 4 SystemRho
SystemSds
1.
0.5
Table 21: Preferences - Steel Design - AISC 360-16, Part 2 of 4 SystemR SystemCd Omega0 Provision AMethod 8.
5.5
3.
LRFD
Direct Analysis
SOMethod
SRMethod
General 2nd Order
Tau-b Fixed
Table 21: Preferences - Steel Design - AISC 360-16, Part 3 of 4 NLCoeff
PhiB
0.002
0.9
Table 21: Preferences - Steel Design - AISC 360-16, Part 3 of 4 PhiC PhiTY PhiTF PhiV PhiVRolledI 0.9
0.9
0.75
0.9
PhiVT
1.
0.9
TotalRat
NetRat
240.
240.
PlugWeld Yes
Table 21: Preferences - Steel Design - AISC 360-16, Part 4 of 4 HSSWelding
HSSReduce T
ERW
No
Table 21: Preferences - Steel Design - AISC 360-16, Part 4 of 4 CheckDefl DLRat SDLAndLLR LLRat at No
120.
120.
360.
11.2. Concrete design Table 22: Preferences - Concrete Design - ACI 318-19, Part 1 of 3 THDesign
NumCurves
Envelopes
24
Table 22: Preferences - Concrete Design - ACI 318-19, Part 1 of 3 NumPoints MinEccen BCCDesign IgnoreBPu CTorsion 11
Yes
Yes
Yes
Yes
PatLLF
UFLimit
0.75
0.95
PhiVSeismi c
PhiVJoint
0.6
0.85
Table 22: Preferences - Concrete Design - ACI 318-19, Part 2 of 3 SeisCat
Rho
D
1.
Table 22: Preferences - Concrete Design - ACI 318-19, Part 2 of 3 Sds PhiT PhiCTied PhiCSpiral PhiV
0.5
0.9
0.65
0.75
0.75
Table 22: Preferences - Concrete Design - ACI 318-19, Part 3 of 3 Table 22: Preferences - Concrete Design - ACI 318-19, Part 3 of 3 TanTheta 1.
SCOPE
Page 18 of 21
Page 34 of 37
STEEL BEAM - CW03G 11. Design preferences
SAP2000 v24.1.0 04 January 2023
Table 23: Preferences - Concrete Shell Design - Eurocode 2-2004 Country CEN Default
Table 23: Preferences - Concrete Shell Design - Eurocode 2-2004 GammaS GammaC AlphaCC AlphaCT CrackCond ShrDesMet 1.15
1.5
1.
1.
Program Determined
Method 1
CotTheta 1.
11.3. Aluminum design Table 24: Preferences - Aluminum Design - AA 2015, Part 1 of 2 THDesign
SRatioLimit
Envelopes
1.
Table 24: Preferences - Aluminum Design - AA 2015, Part 1 of 2 Provision LatFact UseLatFact Bridge PhiTy
PhiTr
PhiC
0.9
0.75
0.9
Table 25: Preferences - Cold Formed Design - AISI-16, Part 1 of 2 SRatioLimit SOMethod Provision LatFact UseLatFact
PhiTy
PhiTr
0.9
0.75
LRFD
1.333333
No
No
Table 24: Preferences - Aluminum Design - AA 2015, Part 2 of 2 Table 24: Preferences - Aluminum Design - AA 2015, Part 2 of 2 PhiBo PhiBr PhiVo PhiVr 0.9
0.75
0.9
0.75
11.4. Cold formed design Table 25: Preferences - Cold Formed Design - AISI-16, Part 1 of 2 THDesign
FrameType
Envelopes
Braced Frame
1.
General 2nd Order
LRFD
1.333333
No
Table 25: Preferences - Cold Formed Design - AISI-16, Part 2 of 2 Table 25: Preferences - Cold Formed Design - AISI-16, Part 2 of 2 PhiC PhiB PhiBPipe PhiV 0.85
0.9
0.95
0.95
SCOPE
Page 19 of 21
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STEEL BEAM - CW03G 12. Design overwrites
SAP2000 v24.1.0 04 January 2023
12. Design overwrites This section provides the design overwrites for each type of design, which are assigned to individual members of the structure.
12.1. Steel design Table 26: Overwrites - Steel Design - AISC 360-16, Part 1 of 7 Frame 3
Table 26: Overwrites - Steel Design - AISC 360-16, Part 1 of 7 DesignSect FrameType Fy RLLF KN/mm2 Program Determined Program Determined 0. 0.
AreaRatio
XLMajor
0.
0.
K2Minor
KLTB
0.
0.
0.
Table 26: Overwrites - Steel Design - AISC 360-16, Part 3 of 7 CmMajor CmMinor Cb B1Major B1Minor
B2Major
B2Minor
0.
0.
Pnt
Mn3
KN 0.
KN-mm 0.
Table 26: Overwrites - Steel Design - AISC 360-16, Part 2 of 7 Frame 3
Table 26: Overwrites - Steel Design - AISC 360-16, Part 2 of 7 XLMinor XLLTB K1Major K1Minor K2Major 0.
0.
0.
0.
Table 26: Overwrites - Steel Design - AISC 360-16, Part 3 of 7 Frame 3
0.
0.
0.
0.
0.
Table 26: Overwrites - Steel Design - AISC 360-16, Part 4 of 7 Frame
3
Table 26: Overwrites - Steel Design - AISC 360-16, Part 4 of 7 HSSReduce HSSWelding Omega0 Ry Pnc T KN Program Program 0. 0. 0. Determined Determined
Table 26: Overwrites - Steel Design - AISC 360-16, Part 5 of 7 Frame
3
Mn2 KN-mm 0.
Table 26: Overwrites - Steel Design - AISC 360-16, Part 5 of 7 Vn2 Vn3 CheckDefl DeflType KN 0.
KN 0.
Program Determined
SCOPE
Program Determined
DLRat
SDLAndLLR at
0.
0.
Page 20 of 21
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STEEL BEAM - CW03G 13. Design summary
SAP2000 v24.1.0 04 January 2023
Table 26: Overwrites - Steel Design - AISC 360-16, Part 6 of 7 Frame
3
Table 26: Overwrites - Steel Design - AISC 360-16, Part 6 of 7 LLRat TotalRat NetRat DLAbs SDLAndLLA bs mm mm 0. 0. 0. 0. 0.
LLAbs
TotalAbs
mm 0.
mm 0.
Table 26: Overwrites - Steel Design - AISC 360-16, Part 7 of 7 Table 26: Overwrites - Steel Design - AISC 360-16, Part 7 of 7 Frame NetAbs SpecCambe DCLimit r mm mm 3 0. 0. 0.
13. Design summary This section provides the design summary for each type of design, which highlights the controlling demand/capacity ratio and it's associated combination and location in each member.
13.1. Steel design Table 27: Steel Design 1 - Summary Data - AISC 360-16, Part 1 of 2 Frame 3
Table 27: Steel Design 1 - Summary Data - AISC 360-16, Part 1 of 2 DesignSect DesignType Status Ratio RHS 150X50X5
Beam
See WarnMsg
0.77925
RatioType PMM
Table 27: Steel Design 1 - Summary Data - AISC 360-16, Part 2 of 2 Frame 3
Table 27: Steel Design 1 - Summary Data - AISC 360-16, Part 2 of 2 Combo Location ErrMsg mm DSTL3 3300. No Messages
SCOPE
WarnMsg kl/r > 200 (AISC E2)
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