SC P0008 BER HOT SCW 03G Rev.00 [PDF]

Zitiervorschau

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

Page 6 of 37

3 Case 1 - Layout 3.1 Case 1 CW-G3

Page 7 of 37

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

Page 9 of 37

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

Page 19 of 37

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

Page 20 of 37

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

Page 5 of 21

Page 21 of 37

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

Page 22 of 37

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

Page 7 of 21

Page 23 of 37

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

Page 24 of 37

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

Page 35 of 37

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

Page 36 of 37

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)

Page 21 of 21

Page 37 of 37