STRUCTURAL DESIGN CALCULATIONS

Rev.

Filepath:

ALUMINUM ROOF

27-Aug-26

Prepared by Project Number:

C-26922 0

Date

MH

10500 TAFT ST, PEMBROKE PINES, FL 33026

Rev. 0

Page of

Job: STRUCTURAL DESIGN CALCULATIONS Project No. C-26922 Sheet of

Description: Table of Contents Computed by: SST Date 27-Aug-26

Checked by: MH Date 27-Aug-26

Table of Contents:

Chapter Calculation Page

Chapter 01 Design Criteria 1

Chapter 02 Analytical Model 10

Chapter 03 Foundation Design 24

Chapter 04 Elite Panel Check 36

Chapter 05 Connection Design 37

Appendix -A 41

ALUMINUM ROOF

Reference

Table of Contents

1.1 Introduction

Scope of this calculation package is to design structural framing and foundation of an Aluminum structure, located at " 10500 TAFT ST, PEMBROKE PINES, FL 33026 ."

Following snip refers the mentioned structure.

All calculations are with reference to FBC 2023, ASCE 7-22.

For Concrete Design ACI 318-19.

Aluminum Design ADM 2020.

Refer below pages for design loadings.

Chapter 1: Design Criteria

Project : ALUMINUM ROOF

Date :

(E)BUILDING

12'-2" 15'-7" 17'-8" 1'-0"

'-8

15'-0" 16'-0"

48'-8"

71'-0"

8'-

4'-

6"

1'-0"

1'- 0"

'-8

1'- 0"

17'-8"

(E)CONC BEAM - VIF(E)CONC BEAM - VIF

(E )C

ON

C

BE

AM

VI

F

(E )C

ON

C

BE

AM

VI

F

(E)CONC BEAM - VIF

(E)CONC BEAM - VIF

(E )C

ON

C

BE

AM

VI

F

(E )C

ON

C

BE

AM

VI

F

(E )C

ON

C

BE

AM

VI

F

(E)CONC BEAM - VIF

4X10X1/8 ALUM BEAM

4X10X1/8 ALUM BEAM

4X10X1/8 ALUM BEAM

4" INSULATED ROOF

(0.024X2LB)

PRODUCT APPROVAL NUMBER

FL-7561

(E)ROOF OVERHANG

(E )R

OO

F

OV

ER

HA

NG

(E )R

OO

F

OV

ER

HA

NG

(E)ROOF OVERHANG

(E)ROOF OVERHANG

4" INSULATED ROOF

(0.024X2LB)

PRODUCT APPROVAL NUMBER

FL-7561

(E)ROOF OVERHANG (TYP)

12'-2"11'-5"

S2.0

TYP

S2.0

S2.0

S2.0

S2.0

TYP

2" :1

2"

SL

OP

E

2" :1

2"

SL

OP

E

2" :1

2"

SL

OP

E

4" :1

2"

SL

OP

E

4" :1

2"

SL

OP

E

98'-11"

2'-6" OH

S2.0

S2.0

A. Dead Load:

B. Live Load:

Roof Load:

C. Wind Load:

General Wind Requirements:

Basic Wind Speed (Vb) :

Risk Category : II

Wind Exposure Category :

Roof Load:

1 .0 mph

7.0psf

.0psf

C

(Table-1607.13.1,FBC- 2023)

1.2 Design Loads

Chapter 1: Design Criteria Cont'd...

Project : ALUMINUM ROOF

Date :

Refer to the following pages for the Detailed Wind Analysis report.

ASCE Hazards Report Address:

10500 Taft St Pembroke Pines, Florida 33026

Standard: ASCE/SEI 7-22 Latitude: 26.019119

Risk Category: II Longitude: -80.286672

Soil Class: Default Elevation: 7.52155651693652 ft (NAVD 88)

Wind

Results:

Wind Speed 165 Vmph

10-year MRI 77 Vmph

25-year MRI 111 Vmph

50-year MRI 126 Vmph

100-year MRI 137 Vmph

300-year MRI 153 Vmph

700-year MRI 165 Vmph

1,700-year MRI 176 Vmph

3,000-year MRI 181 Vmph

10,000-year MRI 192 Vmph

100,000-year MRI 215 Vmph

1,000,000-year MRI 240 Vmph

Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Thu Aug 27 2026

Page 1 of 5https://ascehazardtool.org/ Thu Aug 27 2026

Considering 175 Vmph in Design Calculation https://ascehazardtool.org/

C1.WIND LOAD

In accordance with ASCE7-22

Using the directional design method Tedds calculation version 2.1.19

101.4 ft f t

Plan 32 ft f t

Elevation

Building data

Type of roof; Monoslope free

Length of building; b = 101.42 ft

Width of building; d = 32.00 ft

Height to eaves; H = 8.00 ft

Pitch of roof; 0 = 0.0 deg

Mean height; h = 8.00 ft

Wind flow; Obstructed

General wind load requirements

Basic wind speed; V = 170.0 mph

Risk category; II

Wind directionality factor (Table 26.6-1); Kd = 0.85

Ground elevation above sea level; zgl = 0 ft

Ground elevation factor; Ke = exp(-0.0000362 zgl/1ft) = 1.00

Exposure category (cl 26.7.3); C

Enclosure classification (cl.26.12); Open buildings

Internal pressure coef +ve (Table 26.13-1); GCpi_p = 0.00

Internal pressure coef –ve (Table 26.13-1); GCpi_n = 0.00

Gust effect factor; Gf = 0.85

Topography

Topography factor not significant; Kzt = 1.0

Velocity pressure

Velocity pressure coefficient (Table 26.10-1); Kz = 0.85

Velocity pressure; qh = 0.00256 Kz Kzt Ke V2 1psf/mph2 = 62.9 psf

Peak velocity pressure for internal pressure

Peak velocity pressure – internal (as roof press.); qi = 62.89 psf

Pressures and forces

Net pressure; p = Kd qh G CN;

Net force; Fw = p Aref;

Minimum design wind loading (cl.27.1.5); pmin_r = 16 lb/ft2

Chapter 1: Design Criteria Cont'd...

Project : ALUMINUM ROOF

Date :

Since the structure is attached to the existing building, obstructed considered.

Roof load case 1 - Wind 0 - Loadcase A

Zone Ref.

height (ft)

Ext pressure coefficient cN

Peak velocity pressure qh

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

1 (+ve) 8.00 -0.50 62.89 -22.72 1622.72 -36.86

2 (+ve) 8.00 -1.20 62.89 -54.52 1622.72 -88.47

Total vertical net force; Fw,v = -125.34 kips

Total horizontal net force; Fw,h = -0.02 kips

Minimum loading

Projected vertical area of roof; Avert_r_0 = b d tan(0) = 0.57 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_r Avert_r_0 = 0.01 kips

Roof load case 2 - Wind 0 - Loadcase B

Zone Ref.

height (ft)

Ext pressure coefficient cN

Peak velocity pressure qh

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

1 (+ve) 8.00 -1.10 62.89 -49.98 1622.72 -81.10

2 (+ve) 8.00 -0.60 62.89 -27.26 1622.72 -44.24

Total vertical net force; Fw,v = -125.34 kips

Total horizontal net force; Fw,h = -0.02 kips

Minimum loading

Projected vertical area of roof; Avert_r_0 = b d tan(0) = 0.57 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_r Avert_r_0 = 0.01 kips

Roof load case 3 - Wind 90 - Loadcase A

Zone Ref.

height (ft)

Ext pressure coefficient cN

Peak velocity pressure qh

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

1 (+ve) 8.00 -1.20 62.89 -54.52 256.09 -13.96

2 (+ve) 8.00 -0.90 62.89 -40.89 256.09 -10.47

3 (+ve) 8.00 -0.60 62.89 -27.26 2733.26 -74.51

Total vertical net force; Fw,v = -98.95 kips

Total horizontal net force; Fw,h = 0.00 kips

Minimum loading

Projected vertical area of roof; Avert_r_90 = 0.00 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_r Avert_r_90 = 0.00 kips

Roof load case 4 - Wind 90 - Loadcase B

Zone Ref.

height (ft)

Ext pressure coefficient cN

Peak velocity pressure qh

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

1 (+ve) 8.00 0.50 62.89 22.72 256.09 5.82

2 (+ve) 8.00 0.50 62.89 22.72 256.09 5.82

3 (+ve) 8.00 0.30 62.89 13.63 2733.26 37.26

Total vertical net force; Fw,v = 48.89 kips

Chapter 1: Design Criteria Cont'd...

Project : ALUMINUM ROOF

Total horizontal net force; Fw,h = 0.00 kips

Minimum loading

Projected vertical area of roof; Avert_r_90 = 0.00 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_r Avert_r_90 = 0.00 kips

Roof load case 5 - Wind 180 - Loadcase A

Zone Ref.

height (ft)

Ext pressure coefficient cN

Peak velocity pressure qh

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

1 (+ve) 8.00 -0.50 62.89 -22.72 1622.72 -36.86

2 (+ve) 8.00 -1.20 62.89 -54.52 1622.72 -88.47

Total vertical net force; Fw,v = -125.34 kips

Total horizontal net force; Fw,h = -0.02 kips

Minimum loading

Projected vertical area of roof; Avert_r_180 = b d tan(0) = 0.57 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_r Avert_r_180 = 0.01 kips

Roof load case 6 - Wind 180 - Loadcase B

Zone Ref.

height (ft)

Ext pressure coefficient cN

Peak velocity pressure qh

(psf)

Net pressure p

(psf)

Area Aref

(ft2)

Net force Fw

(kips)

1 (+ve) 8.00 -1.10 62.89 -49.98 1622.72 -81.10

2 (+ve) 8.00 -0.60 62.89 -27.26 1622.72 -44.24

Total vertical net force; Fw,v = -125.34 kips

Total horizontal net force; Fw,h = -0.02 kips

Minimum loading

Projected vertical area of roof; Avert_r_180 = b d tan(0) = 0.57 ft2

Minimum overall horizontal loading; Fw,total_min = pmin_r Avert_r_180 = 0.01 kips f t f t

101.4 ft f t

W in d o

Plan view - Monoslope roof

Chapter 1: Design Criteria Cont'd...

1 2 3

8 ft 8 ft 85.4 ft

101.4 ft f tWind - 90 o f t f t

101.4 ft f t

W in d - 18 o

Chapter 1: Design Criteria Cont'd...

C2.WIND LOAD

In accordance with ASCE7-22

Using the components and cladding design method Tedds calculation version 2.1.19

101.4 ft f t

Plan 32 ft f t

Elevation

Building data

Type of roof; Monoslope free

Length of building; b = 101.42 ft

Width of building; d = 32.00 ft

Height to eaves; H = 8.00 ft

Pitch of roof; 0 = 0.0 deg

Mean height; h = 8.00 ft

End zone width; a = max(min(0.1min(b, d), 0.4h), 0.04min(b, d), 3ft) = 3.20 ft

Wind flow; Obstructed

General wind load requirements

Basic wind speed; V = 170.0 mph

Risk category; II

Wind directionality factor (Table 26.6-1); Kd = 0.85

Ground elevation above sea level; zgl = 0 ft

Ground elevation factor; Ke = exp(-0.0000362 zgl/1ft) = 1.00

Exposure category (cl 26.7.3); C

Enclosure classification (cl.26.12); Open buildings

Internal pressure coef +ve (Table 26.13-1); GCpi_p = 0.00

Internal pressure coef –ve (Table 26.13-1); GCpi_n = 0.00

Gust effect factor; Gf = 0.85

Topography

Topography factor not significant; Kzt = 1.0

Velocity pressure

Velocity pressure coefficient (Table 26.10-1); Kz = 0.85

Velocity pressure; qh = 0.00256 Kz Kzt Ke V2 1psf/mph2 = 62.9 psf

Peak velocity pressure for internal pressure

Peak velocity pressure – internal (as roof press.); qi = 62.89 psf

Equations used in tables

Net pressure; p = Kd (qh (GCp - GCpi))

Chapter 1: Design Criteria Cont'd...

Project : ALUMINUM ROOF

Date :

Since the structure is attached to the existing building, obstructed considered.

Components and cladding pressures - Roof (Figure 30.5-1)

Component Zone Length (ft)

Width (ft)

Eff. area (ft2)

+CN -CN Pres (+ve) (psf)

Pres (-ve) (psf)

<=9 sf 1 - - 9.0 0.50 -1.20 22.7 -54.6

18 sf 1 - - 18.0 0.50 -1.20 22.7 -54.6

>36 sf 1 - - 36.1 0.50 -1.20 22.7 -54.6

<=9 sf 2 - - 9.0 0.80 -1.80 36.4 -81.8

18 sf 2 - - 18.0 0.80 -1.80 36.4 -81.8

>36 sf 2 - - 36.1 0.80 -1.80 36.4 -81.8

<=9 sf 3 - - 9.0 1.00 -3.60 45.5 -163.7

18 sf 3 - - 18.0 0.80 -1.80 36.4 -81.8

>36 sf 3 - - 36.1 0.80 -1.80 36.4 -81.8

3.2 ft

3.2 ft

.2 f t

3.2 ft

3.2 ft

.2 f t

.2 f t

88.6 ft

.2 f t

.2 f t

Plan on roof

Chapter 1: Design Criteria Cont'd...

2 - Analytical Model

2.1 Node Numbers and coordinates.

2.2 Member ID and member lengths:

Project : ALUMINUM ROOF

Chapter 2: Analytical Model

Chapter 2: Analytical Model Cont'd...

2.3 Support and Support conditions

Project : ALUMINUM ROOF

Pinned end

2.4 Section & Material

Chapter 2: Analytical Model Cont'd...

Project : ALUMINUM ROOF

2.4.1 Material

2.5 Load cases & Combinations

Chapter 2: Analytical Model Cont'd...

Load CasesLoad Cases

Strength Comb.

Service Comb.

2.6 Dead Load (DL)

2.7 Roof Live Load (LL)

Chapter 2: Analytical Model Cont'd...

2.8 Wind Load Downward (Wind D)

2.9 Wind Load Upward (Wind U)

Chapter 2: Analytical Model Cont'd...

Analysis result

Members

Forces envelope

Note.- lc is the controlling load condition Forces envelope for :

DL=Dead Load LLR=Roof Live Load WD=Wind Downward WU=Wind Upward

MEMBER 1

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.00 LLR 0.00 WU 0.02 LLR 0.00 DL 0.00 LLR 0.00 LLR

Min -0.02 DL 0.00 DL -0.03 WU 0.00 DL 0.00 WU 0.00 WD 25% Max 0.00 LLR 0.00 WU 0.02 LLR 0.00 DL 0.07 WU 0.00 WU

Min -0.01 DL 0.00 DL -0.03 WU 0.00 DL -0.04 LLR 0.00 DL 50% Max 0.00 DL 0.00 WU 0.02 LLR 0.00 DL 0.15 WU 0.00 WU

Min 0.00 DL 0.00 DL -0.03 WU 0.00 DL -0.08 LLR 0.00 DL 75% Max 0.01 DL 0.00 WU 0.02 LLR 0.00 DL 0.22 WU 0.00 WU

Min 0.00 LLR 0.00 DL -0.03 WU 0.00 DL -0.12 LLR 0.00 DL 100% Max 0.02 DL 0.00 WU 0.02 LLR 0.00 DL 0.30 WU 0.00 WU

Min 0.00 LLR 0.00 DL -0.03 WU 0.00 DL -0.16 LLR 0.00 DL

MEMBER 2

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 1.88 WU 0.00 WU 0.00 LLR 0.00 DL 0.00 WD 0.00 DL

Min -1.02 LLR 0.00 DL 0.00 WU 0.00 DL 0.00 DL 0.00 LLR 25% Max 1.88 WU 0.00 WU 0.00 LLR 0.00 DL 0.00 WU 0.00 WU

Min -1.02 LLR 0.00 DL 0.00 WU 0.00 DL 0.00 LLR 0.00 DL 50% Max 1.88 WU 0.00 WU 0.00 LLR 0.00 DL 0.01 WU 0.00 WU

Min -1.02 LLR 0.00 DL 0.00 WU 0.00 DL 0.00 LLR 0.00 DL 75% Max 1.88 WU 0.00 WU 0.00 LLR 0.00 DL 0.01 WU 0.00 WU

Min -1.02 LLR 0.00 DL 0.00 WU 0.00 DL 0.00 LLR 0.00 DL 100% Max 1.88 WU 0.00 WU 0.00 LLR 0.00 DL 0.01 WU 0.00 WU

Min -1.02 LLR 0.00 DL 0.00 WU 0.00 DL -0.01 LLR 0.00 DL

MEMBER 3

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 1.65 WU 0.00 WU 0.01 WU 0.00 DL 0.00 WD 0.00 WU

Min -0.90 LLR 0.00 LLR -0.01 LLR 0.00 DL 0.00 DL 0.00 LLR 25% Max 1.65 WU 0.00 WU 0.01 WU 0.00 DL 0.01 LLR 0.00 WU

Min -0.90 LLR 0.00 LLR -0.01 LLR 0.00 DL -0.03 WU 0.00 LLR 50% Max 1.65 WU 0.00 WU 0.01 WU 0.00 DL 0.03 LLR 0.00 WU

Min -0.90 LLR 0.00 LLR -0.01 LLR 0.00 DL -0.05 WU 0.00 LLR 75% Max 1.65 WU 0.00 WU 0.01 WU 0.00 DL 0.04 LLR 0.00 WU

Min -0.90 LLR 0.00 LLR -0.01 LLR 0.00 DL -0.08 WU 0.00 LLR 100% Max 1.65 WU 0.00 WU 0.01 WU 0.00 DL 0.06 LLR 0.00 WU

Min -0.90 LLR 0.00 LLR -0.01 LLR 0.00 DL -0.10 WU 0.00 LLR

Page1

2.10 - Force Envelope for Members

Chapter 2: Analytical Model Cont'd...

MEMBER 4

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 3.17 WU 0.00 DL 0.04 LLR 0.00 DL 0.00 LLR 0.00 WU

Min -1.73 LLR 0.00 WU -0.07 WU 0.00 DL 0.00 WD 0.00 WD 25% Max 3.17 WU 0.00 DL 0.04 LLR 0.00 DL 0.15 WU 0.00 DL

Min -1.73 LLR 0.00 WU -0.07 WU 0.00 DL -0.08 LLR 0.00 WU 50% Max 3.17 WU 0.00 DL 0.04 LLR 0.00 DL 0.30 WU 0.00 DL

Min -1.73 LLR 0.00 WU -0.07 WU 0.00 DL -0.16 LLR 0.00 WU 75% Max 3.17 WU 0.00 DL 0.04 LLR 0.00 DL 0.44 WU 0.00 DL

Min -1.73 LLR 0.00 WU -0.07 WU 0.00 DL -0.24 LLR 0.00 WU 100% Max 3.17 WU 0.00 DL 0.04 LLR 0.00 DL 0.59 WU 0.00 DL

Min -1.73 LLR 0.00 WU -0.07 WU 0.00 DL -0.32 LLR 0.00 WU

MEMBER 5

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 7.95 WU 0.00 LLR 0.13 LLR 0.00 DL 0.00 DL 0.00 WD

Min -4.34 LLR 0.00 DL -0.24 WU 0.00 DL 0.00 LLR 0.00 LLR 25% Max 7.95 WU 0.00 LLR 0.13 LLR 0.00 DL 0.54 WU 0.00 LLR

Min -4.34 LLR 0.00 DL -0.24 WU 0.00 DL -0.29 LLR 0.00 DL 50% Max 7.95 WU 0.00 LLR 0.13 LLR 0.00 DL 1.08 WU 0.00 LLR

Min -4.34 LLR 0.00 DL -0.24 WU 0.00 DL -0.59 LLR 0.00 DL 75% Max 7.95 WU 0.00 LLR 0.13 LLR 0.00 DL 1.62 WU 0.00 LLR

Min -4.34 LLR 0.00 DL -0.24 WU 0.00 DL -0.88 LLR 0.00 DL 100% Max 7.95 WU 0.00 LLR 0.13 LLR 0.00 DL 2.16 WU 0.00 LLR

Min -4.34 LLR 0.00 DL -0.24 WU 0.00 DL -1.18 LLR 0.00 DL

MEMBER 6

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 3.88 WU 0.00 WU 0.59 WU 0.00 DL 0.00 DL 0.00 WU

Min -2.12 LLR -0.01 DL -0.32 LLR 0.00 DL 0.00 WU 0.00 LLR 25% Max 3.88 WU 0.00 WU 0.59 WU 0.00 DL 0.73 LLR 0.00 WU

Min -2.12 LLR -0.01 DL -0.32 LLR 0.00 DL -1.34 WU -0.01 DL 50% Max 3.88 WU 0.00 WU 0.59 WU 0.00 DL 1.46 LLR 0.00 WU

Min -2.12 LLR -0.01 DL -0.32 LLR 0.00 DL -2.68 WU -0.03 DL 75% Max 3.88 WU 0.00 WU 0.59 WU 0.00 DL 2.19 LLR 0.01 WU

Min -2.12 LLR -0.01 DL -0.32 LLR 0.00 DL -4.01 WU -0.04 DL 100% Max 3.88 WU 0.00 WU 0.59 WU 0.00 DL 2.92 LLR 0.01 WU

Min -2.12 LLR -0.01 DL -0.32 LLR 0.00 DL -5.35 WU -0.05 DL

MEMBER 7

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.30 WU 0.31 LLR 0.00 DL 0.00 WU 0.00 DL 0.73 WU

Min -0.16 LLR -0.57 WU 0.00 WU 0.00 DL 0.00 WU -0.40 LLR 25% Max 0.30 WU 0.19 LLR 0.00 DL 0.00 WU 0.00 DL 0.32 LLR

Min -0.16 LLR -0.34 WU 0.00 WU 0.00 DL 0.00 WU -0.60 WU 50% Max 0.30 WU 0.08 WU 0.00 DL 0.00 WU 0.00 DL 0.54 LLR

Min -0.16 LLR -0.04 LLR 0.00 WU 0.00 DL 0.00 WU -1.00 WU 75% Max 0.30 WU 0.51 WU 0.00 DL 0.00 WU 0.00 DL 0.08 LLR

Min -0.16 LLR -0.28 LLR 0.00 WU 0.00 DL 0.00 WU -0.15 WU 100% Max 0.30 WU 0.94 WU 0.00 DL 0.00 WU 0.00 DL 1.94 WU

Min -0.16 LLR -0.51 LLR 0.00 WU 0.00 DL 0.00 WU -1.06 LLR

Page2

MEMBER 8

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.30 WU 0.51 LLR 0.00 DL 0.00 WU 0.00 DL 1.95 WU

Min -0.16 LLR -0.94 WU 0.00 WU 0.00 DL 0.00 WU -1.07 LLR 25% Max 0.30 WU 0.26 LLR 0.00 DL 0.00 WU 0.00 DL 0.12 LLR

Min -0.16 LLR -0.49 WU 0.00 WU 0.00 DL 0.00 WU -0.21 WU 50% Max 0.30 WU 0.02 LLR 0.00 DL 0.00 WU 0.00 DL 0.54 LLR

Min -0.16 LLR -0.03 WU 0.00 WU 0.00 DL 0.00 WU -1.00 WU 75% Max 0.30 WU 0.42 WU 0.00 DL 0.00 WU 0.00 LLR 0.22 LLR

Min -0.16 LLR -0.23 LLR 0.00 WU 0.00 DL 0.00 WU -0.40 WU 100% Max 0.30 WU 0.88 WU 0.00 DL 0.00 WU 0.00 LLR 1.57 WU

Min -0.16 LLR -0.48 LLR 0.00 WU 0.00 DL 0.00 WU -0.86 LLR

MEMBER 9

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.29 WU 0.42 LLR 0.00 DL 0.00 WU 0.00 LLR 1.47 WU

Min -0.16 LLR -0.77 WU 0.00 WU 0.00 DL 0.00 WU -0.80 LLR 25% Max 0.29 WU 0.17 LLR 0.00 DL 0.00 WU 0.00 LLR 0.11 LLR

Min -0.16 LLR -0.32 WU 0.00 WU 0.00 DL 0.00 DL -0.20 WU 50% Max 0.29 WU 0.13 WU 0.00 DL 0.00 WU 0.00 LLR 0.26 LLR

Min -0.16 LLR -0.07 LLR 0.00 WU 0.00 DL 0.00 DL -0.48 WU 75% Max 0.29 WU 0.59 WU 0.00 DL 0.00 WU 0.00 WU 0.62 WU

Min -0.16 LLR -0.32 LLR 0.00 WU 0.00 DL 0.00 DL -0.34 LLR 100% Max 0.29 WU 1.04 WU 0.00 DL 0.00 WU 0.00 WU 3.10 WU

Min -0.16 LLR -0.57 LLR 0.00 WU 0.00 DL 0.00 DL -1.69 LLR

MEMBER 10

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.35 WU 1.16 LLR 0.00 DL 0.00 WU 0.00 WU 3.69 WU

Min -0.19 LLR -2.12 WU 0.00 WU 0.00 LLR 0.00 DL -2.01 LLR 25% Max 0.35 WU 0.44 LLR 0.00 DL 0.00 WU 0.00 WU 1.11 LLR

Min -0.19 LLR -0.81 WU 0.00 WU 0.00 LLR 0.00 DL -2.03 WU 50% Max 0.35 WU 0.50 WU 0.00 DL 0.00 WU 0.00 WU 1.43 LLR

Min -0.19 LLR -0.27 LLR 0.00 WU 0.00 LLR 0.00 DL -2.63 WU 75% Max 0.35 WU 1.82 WU 0.00 DL 0.00 WU 0.00 WU 1.88 WU

Min -0.19 LLR -0.99 LLR 0.00 WU 0.00 LLR 0.00 DL -1.03 LLR 100% Max 0.35 WU 3.13 WU 0.00 DL 0.00 WU 0.00 WU 11.51 WU

Min -0.19 LLR -1.71 LLR 0.00 WU 0.00 LLR 0.00 DL -6.28 LLR

MEMBER 11

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.59 WU 2.63 LLR 0.00 LLR 0.00 WU 0.00 WU 13.67 WU

Min -0.32 LLR -4.83 WU 0.00 DL 0.00 DL 0.00 DL -7.46 LLR 25% Max 0.59 WU 1.44 LLR 0.00 LLR 0.00 WU 0.00 WU 1.55 LLR

Min -0.32 LLR -2.65 WU 0.00 DL 0.00 DL 0.00 DL -2.83 WU 50% Max 0.59 WU 0.26 LLR 0.00 LLR 0.00 WU 0.00 WU 5.30 LLR

Min -0.32 LLR -0.47 WU 0.00 DL 0.00 DL 0.00 LLR -9.72 WU 75% Max 0.59 WU 1.71 WU 0.00 LLR 0.00 WU 0.00 WU 3.82 LLR

Min -0.32 LLR -0.93 LLR 0.00 DL 0.00 DL 0.00 LLR -7.00 WU 100% Max 0.59 WU 3.88 WU 0.00 LLR 0.00 WU 0.00 WU 5.35 WU

Min -0.32 LLR -2.12 LLR 0.00 DL 0.00 DL 0.00 LLR -2.92 LLR

Page3

MEMBER 12

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 9.84 WU 0.01 DL 0.60 WU 0.00 DL 0.00 LLR 0.00 WD

Min -5.37 LLR 0.00 LLR -0.33 LLR 0.00 DL 0.00 WU 0.00 DL 25% Max 9.84 WU 0.01 DL 0.60 WU 0.00 DL 0.74 LLR 0.01 DL

Min -5.37 LLR 0.00 LLR -0.33 LLR 0.00 DL -1.36 WU 0.00 LLR 50% Max 9.84 WU 0.01 DL 0.60 WU 0.00 DL 1.48 LLR 0.03 DL

Min -5.37 LLR 0.00 LLR -0.33 LLR 0.00 DL -2.71 WU 0.00 LLR 75% Max 9.84 WU 0.01 DL 0.60 WU 0.00 DL 2.22 LLR 0.04 DL

Min -5.37 LLR 0.00 LLR -0.33 LLR 0.00 DL -4.07 WU 0.00 LLR 100% Max 9.84 WU 0.01 DL 0.60 WU 0.00 DL 2.96 LLR 0.05 DL

Min -5.37 LLR 0.00 LLR -0.33 LLR 0.00 DL -5.43 WU 0.00 LLR

MEMBER 13

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 3.37 WU 0.00 DL 0.11 LLR 0.00 WD 0.00 DL 0.00 LLR

Min -1.84 LLR 0.00 LLR -0.21 WU 0.00 LLR 0.00 WU 0.00 WD 25% Max 3.37 WU 0.00 DL 0.11 LLR 0.00 WD 0.47 WU 0.00 DL

Min -1.84 LLR 0.00 LLR -0.21 WU 0.00 LLR -0.26 LLR 0.00 LLR 50% Max 3.37 WU 0.00 DL 0.11 LLR 0.00 WD 0.94 WU 0.00 DL

Min -1.84 LLR 0.00 LLR -0.21 WU 0.00 LLR -0.51 LLR 0.00 LLR 75% Max 3.37 WU 0.00 DL 0.11 LLR 0.00 WD 1.41 WU 0.00 DL

Min -1.84 LLR 0.00 LLR -0.21 WU 0.00 LLR -0.77 LLR 0.00 LLR 100% Max 3.37 WU 0.00 DL 0.11 LLR 0.00 WD 1.88 WU 0.00 DL

Min -1.84 LLR 0.00 LLR -0.21 WU 0.00 LLR -1.03 LLR 0.00 LLR

MEMBER 15

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.16 LLR 1.38 LLR 0.00 WU 0.00 LLR 0.00 WU 13.64 WU

Min -0.29 WU -2.53 WU 0.00 DL -0.01 DL 0.00 DL -7.44 LLR 25% Max 0.16 LLR 0.88 LLR 0.00 WU 0.00 LLR 0.00 WU 5.87 WU

Min -0.29 WU -1.62 WU 0.00 DL -0.01 DL 0.00 LLR -3.20 LLR 50% Max 0.16 LLR 0.38 LLR 0.00 WU 0.00 LLR 0.00 WU 1.51 WU

Min -0.29 WU -0.71 WU 0.00 DL -0.01 DL 0.00 LLR -0.83 LLR 75% Max 0.16 LLR 0.21 WU 0.00 WU 0.00 LLR 0.00 WU 0.58 WU

Min -0.29 WU -0.11 LLR 0.00 DL -0.01 DL 0.00 LLR -0.32 LLR 100% Max 0.16 LLR 1.12 WU 0.00 WU 0.00 LLR 0.00 DL 3.06 WU

Min -0.29 WU -0.61 LLR 0.00 DL -0.01 DL 0.00 LLR -1.67 LLR

MEMBER 16

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.04 LLR 1.23 LLR 0.00 WU 0.00 LLR 0.00 DL 4.95 WU

Min -0.08 WU -2.25 WU 0.00 LLR 0.00 DL 0.00 LLR -2.70 LLR 25% Max 0.04 LLR 0.70 LLR 0.00 WU 0.00 LLR 0.00 DL 1.15 LLR

Min -0.08 WU -1.28 WU 0.00 LLR 0.00 DL 0.00 WU -2.11 WU 50% Max 0.04 LLR 0.17 LLR 0.00 WU 0.00 LLR 0.00 LLR 2.87 LLR

Min -0.08 WU -0.30 WU 0.00 LLR 0.00 DL 0.00 WU -5.27 WU 75% Max 0.04 LLR 0.67 WU 0.00 WU 0.00 LLR 0.00 LLR 2.48 LLR

Min -0.08 WU -0.36 LLR 0.00 LLR 0.00 DL 0.00 WU -4.55 WU 100% Max 0.04 LLR 1.64 WU 0.00 WU 0.00 LLR 0.00 LLR 0.07 WU

Min -0.08 WU -0.89 LLR 0.00 LLR 0.00 DL 0.00 WU -0.04 LLR

Page4

MEMBER 17

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.32 WU 3.99 LLR 0.00 LLR 0.01 DL 0.00 LLR 19.07 WU

Min -0.17 LLR -7.32 WU 0.00 WU 0.00 LLR -0.01 WU -10.40 LLR 25% Max 0.32 WU 2.22 LLR 0.00 LLR 0.01 DL 0.00 LLR 3.31 LLR

Min -0.17 LLR -4.06 WU 0.00 WU 0.00 LLR 0.00 WU -6.06 WU 50% Max 0.32 WU 0.44 LLR 0.00 LLR 0.01 DL 0.00 LLR 9.18 LLR

Min -0.17 LLR -0.81 WU 0.00 WU 0.00 LLR 0.00 WU -16.84 WU 75% Max 0.32 WU 2.44 WU 0.00 LLR 0.01 DL 0.00 WU 7.23 LLR

Min -0.17 LLR -1.33 LLR 0.00 WU 0.00 LLR 0.00 LLR -13.25 WU 100% Max 0.32 WU 5.69 WU 0.00 LLR 0.01 DL 0.01 WU 4.70 WU

Min -0.17 LLR -3.10 LLR 0.00 WU 0.00 LLR 0.00 LLR -2.56 LLR

MEMBER 18

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.02 WU 1.28 LLR 0.00 DL 0.00 DL 0.00 DL 6.23 WU

Min -0.01 LLR -2.34 WU 0.00 LLR 0.00 LLR 0.00 WU -3.40 LLR 25% Max 0.02 WU 0.75 LLR 0.00 DL 0.00 DL 0.00 DL 0.64 LLR

Min -0.01 LLR -1.37 WU 0.00 LLR 0.00 LLR 0.00 WU -1.18 WU 50% Max 0.02 WU 0.21 LLR 0.00 DL 0.00 DL 0.00 LLR 2.56 LLR

Min -0.01 LLR -0.39 WU 0.00 LLR 0.00 LLR 0.00 DL -4.70 WU 75% Max 0.02 WU 0.58 WU 0.00 DL 0.00 DL 0.00 LLR 2.36 LLR

Min -0.01 LLR -0.32 LLR 0.00 LLR 0.00 LLR 0.00 DL -4.33 WU 100% Max 0.02 WU 1.55 WU 0.00 DL 0.00 DL 0.00 LLR 0.04 LLR

Min -0.01 LLR -0.85 LLR 0.00 LLR 0.00 LLR 0.00 DL -0.07 WU

MEMBER 19

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 4.07 WU 0.00 DL 0.06 LLR 0.00 DL 0.00 LLR 0.00 DL

Min -2.22 LLR 0.00 LLR -0.12 WU 0.00 DL 0.00 WD 0.00 WD 25% Max 4.07 WU 0.00 DL 0.06 LLR 0.00 DL 0.26 WU 0.00 DL

Min -2.22 LLR 0.00 LLR -0.12 WU 0.00 DL -0.14 LLR 0.00 LLR 50% Max 4.07 WU 0.00 DL 0.06 LLR 0.00 DL 0.52 WU 0.00 DL

Min -2.22 LLR 0.00 LLR -0.12 WU 0.00 DL -0.28 LLR 0.00 LLR 75% Max 4.07 WU 0.00 DL 0.06 LLR 0.00 DL 0.78 WU 0.00 DL

Min -2.22 LLR 0.00 LLR -0.12 WU 0.00 DL -0.43 LLR 0.00 LLR 100% Max 4.07 WU 0.00 DL 0.06 LLR 0.00 DL 1.04 WU 0.00 DL

Min -2.22 LLR 0.00 LLR -0.12 WU 0.00 DL -0.57 LLR 0.00 LLR

MEMBER 20

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.05 LLR 1.04 LLR 0.00 WU 0.00 DL 0.00 DL 6.56 WU

Min -0.10 WU -1.91 WU 0.00 DL 0.00 LLR 0.00 WU -3.58 LLR 25% Max 0.05 LLR 0.55 LLR 0.00 WU 0.00 DL 0.00 DL 1.09 WU

Min -0.10 WU -1.00 WU 0.00 DL 0.00 LLR 0.00 WU -0.60 LLR 50% Max 0.05 LLR 0.05 LLR 0.00 WU 0.00 DL 0.00 DL 0.52 LLR

Min -0.10 WU -0.09 WU 0.00 DL 0.00 LLR 0.00 WU -0.96 WU 75% Max 0.05 LLR 0.82 WU 0.00 WU 0.00 DL 0.00 DL 0.40 WU

Min -0.10 WU -0.45 LLR 0.00 DL 0.00 LLR 0.00 WU -0.22 LLR 100% Max 0.05 LLR 1.73 WU 0.00 WU 0.00 DL 0.00 DL 5.19 WU

Min -0.10 WU -0.94 LLR 0.00 DL 0.00 LLR 0.00 WU -2.83 LLR

Page5

MEMBER 21

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 4.59 WU 0.00 DL 0.17 WU 0.00 DL 0.00 WU 0.00 DL

Min -2.50 LLR 0.00 LLR -0.09 LLR 0.00 DL 0.00 DL 0.00 WU 25% Max 4.59 WU 0.00 DL 0.17 WU 0.00 DL 0.20 LLR 0.00 DL

Min -2.50 LLR 0.00 LLR -0.09 LLR 0.00 DL -0.37 WU 0.00 LLR 50% Max 4.59 WU 0.00 DL 0.17 WU 0.00 DL 0.41 LLR 0.00 DL

Min -2.50 LLR 0.00 LLR -0.09 LLR 0.00 DL -0.75 WU 0.00 LLR 75% Max 4.59 WU 0.00 DL 0.17 WU 0.00 DL 0.61 LLR 0.00 DL

Min -2.50 LLR 0.00 LLR -0.09 LLR 0.00 DL -1.12 WU 0.00 LLR 100% Max 4.59 WU 0.00 DL 0.17 WU 0.00 DL 0.82 LLR 0.00 DL

Min -2.50 LLR 0.00 LLR -0.09 LLR 0.00 DL -1.50 WU 0.00 LLR

MEMBER 22

Station Axial lc Shear V2 lc Shear V3 lc Torsion lc M22 lc M33 lc

[Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] 0% Max 0.07 WU 1.46 LLR 0.00 LLR 0.00 LLR 0.00 WU 8.06 WU

Min -0.04 LLR -2.67 WU 0.00 DL 0.00 DL 0.00 DL -4.40 LLR 25% Max 0.07 WU 0.87 LLR 0.00 LLR 0.00 LLR 0.00 WU 0.75 LLR

Min -0.04 LLR -1.60 WU 0.00 DL 0.00 DL 0.00 DL -1.38 WU 50% Max 0.07 WU 0.29 LLR 0.00 LLR 0.00 LLR 0.00 WU 3.31 LLR

Min -0.04 LLR -0.53 WU 0.00 DL 0.00 DL 0.00 LLR -6.08 WU 75% Max 0.07 WU 0.55 WU 0.00 LLR 0.00 LLR 0.00 DL 3.29 LLR

Min -0.04 LLR -0.30 LLR 0.00 DL 0.00 DL 0.00 LLR -6.03 WU 100% Max 0.07 WU 1.62 WU 0.00 LLR 0.00 LLR 0.00 DL 0.68 LLR

Min -0.04 LLR -0.88 LLR 0.00 DL 0.00 DL 0.00 LLR -1.24 WU

Page6

2.11 - Member Design Results

Below snip shows the unity stress ratio for members

Chapter 2: Analytical Model Cont'd...

2.12 - Deflection Check

Chapter 2: Analytical Model Cont'd...

Maximum allowable deflection = L/180.

Hence OK (Considering 0.6DL+0.6 WindU Service Comb.)

3.1 - Uplift Check for 6" Slab:

Chapter 3: Foundation Design

Project : ALUMINUM ROOF

Date :

Existing slab thickness = 6 in

Reinforcement = 6x6-W1.4xW1.4 WWF

Concrete unit weight = 150 pcf

Concrete strength, f'c = 2,500 psi minimum

Maximum uplift reactions from structural analysis:

Center post net ASD uplift, 0.6D + 0.6W = 4.1 kips

End post net ASD uplift, 0.6D + 0.6W = 1.99 kips

Center-post wind-only uplift reaction = 7.95 kips

Center-post dead reaction:

D = 7.95 - 4.1 / 0.6

= 1.11 kips

Chapter 3: Foundation Design Cont'd...

Project : ALUMINUM ROOF

Date :

Factored anchor uplift demand (0.9D + 1.0W):

Nu = 7.91 - 0.9(1.11)

= 6.91 kips

Center post governs slab and anchor design.

3.2 - Existing Slab Stability and Punching Shear

Tributary Slab Area Resisting Uplift:

For center post:

Ac = (15.58/2+17.67/2)(32/2) = 16.63 x 16

= 266 ft2

Self-weight of tributary slab:

Ds,c = 266 x 0.50 x 150 / 1000

= 19.95 kips

Uplift Stability Check:

0.6D > U

0.6D = 0.6(19.95) = 11.97 kips

11.97 kips > 4.08 kips

Utilization = 4.08 / 11.97 = 0.34 < 1.0

Result: OK.

End Post Stability:

Ae = 8.84 x 16 = 141 ft2

0.6Ds,e = 0.6(141 x 0.50 x 150 / 1000) = 6.34 kips

6.34 kips > 1.99 kips; Utilization = 0.31 < 1.0

Result: OK.

Punching Shear Check at Post Base:

Conservative effective depth, d = 3.0 in

Loaded base dimension, c = 6.0 in

Critical perimeter:

bo = 4(c + d) = 4(6 + 3)

= 36 in

Design punching shear strength:

phi Vc = 0.75(4 sqrt(2500))(36)(3) / 1000

= 16.20 kips

Utilization = 6.91 / 16.20 = 0.42 < 1.0

Result: OK.

3.3 - Slab Flexure and Reinforcement Verification

Two-Way Flexural Distribution:

Tributary aspect ratio, r = 16.63 / 16 = 1.04

Required distributed moment:

mu = Nu / [4(r + 1/r)]

= 6.91 / [4(1.04 + 0.96)] = 0.86 kip-ft/ft

Concrete modulus of rupture:

fr = 7.5 sqrt(f'c) = 7.5 sqrt(2500)

= 375 psi

Section modulus per foot:

S = bh2 / 6 = 12(6^2)/6

= 72 in3

Chapter 3: Foundation Design Cont'd...

Cracking moment:

M_cr = f_r S / 12,000 = 375(72)/12,000

= 2.25 kip-ft/ft

Utilization = 0.66 / 2.25 = 0.29 < 1.0

Result: OK.

Slab Reinforcement Verification:

Provided reinforcement = 6x6-W1.4xW1.4

Wire area, A_wire = 0.014 in2

Wires per foot = 12/6 = 2

Steel area per foot, A_s = 2(0.014) = 0.028 in2/ft

Design tie strength per foot:

phi T_n = 0.90 A_s f_y = 0.90(0.028)(60)

= 1.512 kips/ft

Available tie strength across 7.50-ft width:

phi T_n,total = 1.512(7.50)

= 11.34 kips

Utilization = 6.91 / 11.34 = 0.61 < 1.0

Result: OK.

The existing WWF is adequate as a continuity and distribution tie. Mesh shall be continuous through the anchor tributary region without laps, sawcuts, or discontinuities.

3.4 - Anchor Tension Design Check for 6-in Slab

Required Exterior-Rated Anchor Group:

Anchor: Hilti KH-EZ CRC, 1/2-in diameter

Reference: ICC-ES ESR-3027, April 2026

Quantity: 4 anchors

Nominal embedment, hnom = 3.00 in

Effective embeddment, hef = 2.16 in

Minimum member thickness = 4.75 in < 6.00-in slab

Anchor group = 6.0 in x 6.0 in, centered on post load

Minimum anchor edge distance = 4.0 in

Minimum post center line to slab edge/joint = 7.0 in

Anchor Steel Tension:

Ase,N = 0.161 in2; futa = 112.54 ksi; phi_sa = 0.65

Group steel tension strength:

phi Nsa,g = 4(0.65)(0.161)(112.54)

= 47.10 kips

Utilization = 6.91 / 47.10 = 0.14 < 1.0

Result: OK.

Chapter 3: Foundation Design Cont'd...

3.5 - Concrete Breakout :

Concrete Breakout in Cracked Concrete:

Factored uplift demand, N_u = 6.91 kips k_cr = 17; f'c = 2,500 psi; h_ef = 2.5 in

Basic single-anchor breakout strength:

N_b = k_cr sqrt(f'c) h_ef^1.5

= 17 sqrt(2500)(2.5^1.5)/1000 = 3.36 kips

Single-anchor reference area:

A_Nco = 9h_ef^2 = 9(2.5^2)

= 56.25 in2

Group projected area for 6-in square pattern:

A_Nc = (3h_ef + s_x)(3h_ef + s_y)

= (6.48 + 6)(6.48 + 6) = 182.25 in2

A_Nc / A_Nco = 18.225 / 56.25 = 3.24 psi_ed,N = 1.00; c_a = 4.0 in > 1.5h_ef = 3.75 in psi_ec,N = 1.00; psi_c,N = 1.00 psi_cp,N = 1.00; c_a = 4.0 in > c_ac = 3.75 in

Nominal group breakout strength:

N_cbg = 3.24(3.36)

= 10.89 kips

Design group breakout strength:

phi N_cbg = 0.65(10.89)

= 7.0 kips

Utilization = 6.91 / 7.0 = 0.98 < 1.0

Result: OK.

Chapter 3: Foundation Design Cont'd...

(E)BUILDING

11'-5" 15'-7" 17'-11" 1'-4"

'-4

15'-0" 16'-0"

31'-0"

70'-7"

8'-

(E)12"Ø CONC

COL - VIF

(E)12"Ø CONC

COL - VIF

(E)12"Ø CONC

COL - VIF

(E)12"Ø CONC

COL - VIF

(E)12"Ø CONC

COL - VIF

(E)12"Ø CONC

COL - VIF

(E)12"Ø CONC

COL - VIF

(E)12"Ø CONC

COL - VIF

(E)12"Ø CONC

COL - VIF

(E) 6" THK SLAB ON GRADE TO REMAIN

ALL ALUMINUM COLUMN 6X6X1/8 REF 6/S2.0

12'-2" 12'-2"

2'- 6"

-S Q

F-30

6X6X1/8 ALUM COL

REF DETAIL 7A/S2.0

Refer Below pages for foundation design reports

Project : ALUMINUM ROOF

Date :

F1

Design Results Reinforced Concrete Footings

General Information

Global status : OK Design Code : ACI 318-2025 Footing type : Spread Column type : Aluminum

Materials

Concrete, f'c : 3.00 [Kip/in2] Aluminum, fy : 60.00 [Kip/in2] Concrete type : Normal Epoxy coated : No Concrete elasticity modulus : 3122.02 [Kip/in2] Aluminum elasticity modulus : 29000.00 [Kip/in2] Unit weight : 0.15 [Kip/ft3]

Soil

Modulus of subgrade reaction : 36.00 [Kip/ft3] Unit weight (wet) : 0.11 [Kip/ft3]

Page1

F1

Geometry

Length : 2.50 [ft] Width : 2.50 [ft] Thickness : 2.00 [ft] Base depth : 2.00 [ft] Base area : 6.25 [ft2] Footing volume : 12.50 [ft3]

Base plate length : 10.00 [in] Base plate width : 10.00 [in] Column length : 6.00 [in] Column width : 6.00 [in] Column location relative to footing g.c. : Centered

Reinforcement

Longitudinal reinforcement

Free cover : 3.00 [in] Maximum Rho/Rho balanced ratio : 0.75 Bottom reinforcement // to L (xx) : 4-#5 @ 8.00" Top reinforcement // to L (xx) : 4-#5 @ 8.00" Bottom reinforcement // to B (zz) : 4-#5 @ 8.00" (Zone 1) Top reinforcement // to B (zz) : 4-#5 @ 8.00"

Load Conditions

Service loads:

S1 : DL

S2 : DL+LLR

S3 : DL+0.75LLR

S4 : DL+0.6WD

S5 : DL+0.6WU

S6 : DL+0.45WD+0.75LLR

S7 : DL+0.45WU+0.75LLR

S8 : 0.6DL+0.6WD

S9 : 0.6DL+0.6WU

Design strength loads:

D1 : 1.4DL

D2 : 1.2DL+0.5LLR

D3 : 1.2DL+1.6LLR

D4 : 1.2DL+0.5WD

D5 : 1.2DL+0.5WU

D6 : 1.2DL+1.6LLR+0.5WD

D7 : 1.2DL+1.6LLR+0.5WU

D8 : 1.2DL+WD

D9 : 1.2DL+WU

D10 : 1.2DL+WD+0.5LLR

D11 : 1.2DL+WU+0.5LLR

D12 : 0.9DL+WD

D13 : 0.9DL+WU

Loads

Condition Footing Node Axial Mxx Mzz Vx Vz [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip]

DL 1 13 1.39 0.00 0.00 -0.01 0.08

LLR 1 13 3.58 0.00 0.00 0.00 0.22

WD 1 13 4.12 0.00 0.00 0.00 0.25

WU 1 13 -9.84 0.00 0.00 0.00 -0.60

Design

Status : OK

Soil Foundation Interaction

Allowable stress : 1.5E03 [Lb/ft2] Min. safety factor for sliding : 1.00 Min. safety factor for overturning : 1.00 Minimum safety factor for bearing capacity (uplift) : 1.00

Controlling condition : S9 - 1

Condition qmean qmax Dmax Area in compression Overturning FS Footing [Lb/ft2] [Lb/ft2] [in] [ft2] (%) FSx FSz slip S9 - 1 0 876 -0.129 0.00 0 7.85 651.03 1.95

Bending

Factor f : 0.90 Min rebar ratio : 0.00180

Development length Axis Pos. ld lhd Dist1 Dist2

[in] [in] [in] [in] z Bot. 27.39 9.59 8.00 8.00 x Bot. 27.39 9.59 8.00 8.00 z Top 12.00 9.59 9.00 9.00 x Top 12.00 9.59 9.00 9.00

Axis Pos. Condition Mu f*Mn Asreq Asprov Asreq/Asprov Mu/(f*Mn) Footing [Kip*ft] [Kip*ft] [in2] [in2] zz Top D13 - 1 -1.45 -112.72 0.02 1.24 0.013 0.013 zz Bot. D6 - 1 1.59 112.72 1.30 1.24 1.045 0.014 xx Top D13 - 1 -1.77 -109.24 0.02 1.24 0.016 0.016 xx Bot. D6 - 1 1.94 109.24 1.30 1.24 1.045 0.018

Shear

Factor f : 0.75 Shear area (plane zz) : 4.31 [ft2] Shear area (plane xx) : 4.18 [ft2]

Plane Condition Vu Vc Vu/(f*Vn) Footing [Kip] [Kip] xy D1 - 1 0.00 65.93 0.000 yz D1 - 1 0.00 67.99 0.000

Punching shear

Factor f : 0.75 Perimeter of critical section (b... : 4.73 [ft] Punching shear area : 8.03 [ft2]

Column Condition Vu Vc Vu/(f*Vn) Footing [Kip] [Kip] column 1 D6 - 1 1.00 253.33 0.005

Notes

* Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed.

* The required flexural reinforcement considers at least the minimum reinforcement

* The design bending moment is calculated at the critical sections located at the support faces

* Only rectangular footings with uniform sections and rectangular columns are considered.

* The nominal shear strength is calculated in critical sections located at a distance d from the support face

* The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces

* Transverse reinforcement is not considered in footings

* Values shown in red are not in compliance with a provision of the code *qprom = Mean compression pressure on soil.

*qmax = Maximum compression pressure on soil.

*Dmax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus).

* Mn = Nominal moment strength

* Mu/(f*Mn) = Strength ratio.

* Vn = Nominal shear or punchure force (for footings Vn=Vc).

* Vu/(f*Vn) = Shear or punching shear strength ratio.

Chapter 4: Elite Panel Check

Considering Self weight of Panel = 7 psf Maximum Wind Upward Pressure = 55 psf as per above calculation.

Net Pressure = 0.6DL - 0.6WL = 30 psf(ASD) Considering Total span = 17.92' 4"x0.024x2 Elite Panel, Refer to the below span table.

Max allowable span for 30 psf net pressure = 18.21 feet (L/180) Hence, OK

Chapter 5: Connection Design

Wind pressure on roof = 30psf (ASD) Tributary area = 16.63 X 16 = 266 sf Shear Force on THRU Bolts = 7.98 kips Hence total force = 7.98 kips Considering 3 THRU bolts, Force on each bolt = 7.98 / 3 = 2.66 kips

2.66 < 6.12 kips Hence Safe

Tributary area

Shear force

Nominal Shear capacity of bolt = 120000 / 3^(1/2) X pi X0.375^2 / 4 = 7650 lbs Design Shear capacity = 7650 / 1.25 = 6.12 kips

Panel to Beam Connection:

Connecting with TEK W/1" with washer @6" on center Considering load case = 1.0DL + 0.6WD Maximum tributary for on screw = 6" Maximum Load on one screw = 166 lbs Axial pullout capacity of one screw = 964 lbs

Utility Ratio = 166 / 964 = 0.17

Proposed Aluminum Structure is supported on wall at one side hence, Gravity force will be transfered to wall through collector as mentioned in the below snip.

Also the downward force will transfer to the wall through above anchors.

DL + LL

Chapter 5: Connection Design Cont'd...

Total Gravity force on roof = 65 x 98.92 x 32 = 205.75 kips.

Gravity Force on respective line = 102.8 kips Length of collector = 98.92 feet Hence, Uniform load = 1.04 kip/ft Provided 1/4"Ø Tapcon Screws @12" O.C.

Hence, Load on single anchor = 1040 lbs < 1600 lbs.

Utilization Ratio = 0.65.

Total uniform load over respective line = 592 plf Spacing of anchors = 12" OC Hence, Load over single anchor = 592 lbs < 1670 lbs Hence, OK.

Project : ALUMINUM ROOF

Date :

RECEIVING CHANNEL WITH

#12 TEK SCREW @ 8" O.C.

TOP & BOTTOM

INSULATED ROOF

PER PLAN

EXISTING CONC. TIE BEAM

OR CBS FILLED CELL

4"X 3" TAPCONS

@ 12" O.C. (MAX.)

INSULATED PANEL TO CBS WALL

Climaseal ACR™ and Teks Select™ are trademarks of ITW Buildex and Illinois Tool Works, Inc.

Dril-Flex® is a registered trademark of Elco, Inc.

© 2011 ITW Buildex and Illinois Tool Works, Inc.

ev1211

1349 W. Bryn Mawr Ave. l Itasca, IL 60143 800-BUILDEX l www.itwbuildex.com

INSTALLATION GUIDELINES

May be installed using a standard screw gun with a depth sensitive nosepiece. For optimal fastener performance, the screw gun should be a minimum of 6 amps and have an RPM range of 1800 to 2500 RPM.

Overdriving may result in torsional failure of the fas-tener or stripout of the substrate.

The fastener must penetrate beyond the metal structure a minimum of 3 threads.

Reference the Selector Guide for the appropriate installation tool.

.500”

1.330” .830”.950”

.500” .470” .500” 1.000”

1.500”

.450” .500”

1.830”

Part Number 1076000 1112000 1080000 1132000 1114000 1117000 1119000 1121000 1124000 1125000 1078000 1126000

Description 10-16x3/4” 12-14x7/8” 12-14x1” 12-14x1” 12-14x1-1/2” 12-14x2” 1/4-14x1” 1/4-14x1-1/2” 1/4-20x1-1/8” 1/4-20x1-1/2” 1/4-20x2” 1/4-20x2-1/2”

Head Style HWH HWH HWH UPFH*** HWH HWH HWH HWH HWH HWH HWH HWH

Drill Point 3 3 3 3 3 3 3 3 4 4 4 4

Drilling Cap .150” .187” .187” .187” .187” .187” .210” .210” .210” - .312” .210” - .312” .210” - .312” .210” - .312”

Max Load Bearing Area*

Installation Tool 5/16" Driv- Tru™ Socket (P/N: 1513910)

5/16" Driv- Tru™ Socket (P/N: 1513910)

5/16" Driv- Tru™ Socket (P/N: 1513910)

#3 Phillips Bit

5/16" Driv- Tru™ Socket (P/N: 1513910)

5/16" Driv- Tru™ Socket (P/N: 1513910)

3/8" Driv- Tru™ Socket (P/N: 1574910)

3/8" Driv- Tru™ Socket (P/N: 1574910)

3/8" Driv- Tru™ Socket (P/N: 1574910)

3/8" Driv- Tru™ Socket (P/N: 1574910)

3/8" Driv- Tru™ Socket (P/N: 1574910)

3/8" Driv- Tru™ Socket (P/N: 1574910)

PULLOUT VALUES (AVERAGE LBS. ULTIMATE)

ksi

18 45.5 401 400 400 400 400 400 475 475

16 63 699 561 561 561 561 561 631 631 827 827 827 827

14 55.5 1010 964 964 964 964 964 1062 1062 1258 1258 1258 1258

12 63 1680 1516 1516 1516 1516 1516 1878 1878 1946 1946 1946 1946

1/8 56.9 2183 2149 2149 2149 2149 2149 2320 2320 2685 2685 2685 2685

3/16 65.3 2877 2877 2497 2877 2877 3668 3668 3572 3572 3572 3572

1/4 48.1 4719 4719 4719 4719

5/16 49.1 4699 4699 4699 4699

1/8 32.4 745 1008 1008 1008 1008 1008 1017 1017 970 970 970 970

1/4 32.1 2543 2543 2462 2543 2543 3080 3080 2760 2760 2760 2760

3/8 27.7 3851 3851 3851 3851

SHEAR VALUES (AVERAGE LBS. ULTIMATE)

18-18 996 965 965 965 965 965 1100 1100 1026 1026 1026 1026

18-14 1872 1803 1803 1803 1803 1803 2132 2132 2089 2089 2089 2089

16-16 1331 1360 1360 1360 1360 1360 1414 1414 1359 1359 1359 1359

14-14 1815 1815 1815 1815 1815 2439 2439 2357 2357 2357 2357

1/8-3/16 2636 2636 2748 2748 2748 2748

3/16-1/4 2881 2881 2881 2881

12-1/4 2843 2843 2843 2843

1/8-1/8 1526 1846 1846 1846 1846 1846 2087 2087 2106 2106 2106 2106

1/8-1/4 2488 2488 2180 2488 2488 3328 3328 3062 3062 3062 3062

MECHANICAL PROPERTIES

Yield Stregth, Fy Ksi (MPa)

134 ksi 920 Mpa

134 ksi 920 Mpa

134 ksi 920 Mpa

134 ksi 920 Mpa

134 ksi 920 Mpa

134 ksi 920 Mpa

134 ksi 920 Mpa

134 ksi 920 Mpa

134 ksi 920 Mpa

134 ksi 920 Mpa

134 ksi 920 Mpa

134 ksi 920 Mpa

Tensile Strength Fu Ksi (MPa)

152 ksi 1054 Mpa

152 ksi 1054 Mpa

152 ksi 1054 Mpa

152 ksi 1054 Mpa

152 ksi 1054 Mpa

152 ksi 1054 Mpa

152 ksi 1054 Mpa

152 ksi 1054 Mpa

152 ksi 1054 Mpa

152 ksi 1054 Mpa

152 ksi 1054 Mpa

152 ksi 1054 Mpa

* IMPORTANT: Maximum load bearing area is indicated by brackets.

** KSI values are the same as listed in the Pullout Values table.

SELECTOR GUIDE & PERFORMANCE DATA

*** Undercut Phillips Flat Head

ST

EE

L

GA

UG

E

AL

UM

IN

UM

-T

ST

EE

L

GA

UG

E*

AL

UM

IN

UM

-T 5*

ANCHOR

DIA

In.(mm)

MIN. DEPTH OF

EMBEDMENT

In.(mm) f’ c = 2000 PSI (13.8 MPa) f’ c = 3000 PSI (20.7 MPa) f’ c = 4000 PSI (27.6 MPa) f’ c = 5000 PSI (34.5 MPa)

TENSION

Lbs. (kN)

SHEAR

Lbs. (kN)

TENSION

Lbs. (kN)

SHEAR

Lbs. (kN)

TENSION

Lbs. (kN)

SHEAR

Lbs. (kN)

TENSION

Lbs. (kN)

SHEAR

Lbs. (kN)

3/16 (4.8) 1 (25.4) 600 (2.7) 720 (3.2) 625 (2.8) 720 (3.2) 650 (2.9) 720 (3.2) 800 (3.6) 860 (3.8)

1-1/4 (31.8) 845 (3.7) 720 (3.2) 858 (3.8) 720 (3.2) 870 (3.9) 720 (3.2) 1,010 (4.5) 860 (3.8)

1-1/2 (38.1) 1,090 (4.8) 860 (3.8) 1,090 (4.8) 860 (3.8) 1,090 (4.8) 860 (3.8) 1,220 (4.8) 860 (3.8)

1-3/4 (44.5) 1,450 (6.5) 870 (3.9) 1455 (6.5) 870 (3.9) 1,460 (6.5) 990 (4.4) 1,730 (7.7) 990 (4.4)

1/4 (6.4) 1 (25.4) 750 (3.3) 900 (4.0) 775 (3.4) 900 (4.0) 800 (3.6) 1,360 (6.1) 950 (4.2) 1,440 (6.4)

1-1/4 (31.8) 1,050 (4.7) 900 (4.0) 1,160 (5.2) 900 (4.0) 1,270 (5.6) 1,360 (6.1) 1,515 (6.7) 1,440 (6.4)

1-1/2 (38.1) 1,380 (6.1) 1,200 (5.3) 1,600 (7.2) 1,200 (5.3) 1,820 (8.1) 1,380 (6.1) 2,170 (9.7) 1,670 (7.4)

1-3/4 (44.5) 2,020 (9.0) 1,670 (7.4) 2,200 (9.8) 1,670 (7.4) 2,380 (10.6) 1,670 (7.4) 2,770 (12.3) 1,670 (7.4)

ANCHOR

DIA

In.(mm)

ANCHOR

EMBEDMENT

In.(mm)

LIGHTWEIGHT BLOCK MEDIUM WEIGHT BLOCK

TENSION

Lbs. (kN)

SHEAR

Lbs. (kN)

TENSION

Lbs. (kN)

SHEAR

Lbs. (kN)

3/16 (4.8) 1 (25.4) 220 (1.0) 400 (1.8) 340 (1.5) 730 (3.2)

1/4 (6.4) 1 (25.4) 250 (1.1) 620 (1.8) 500 (2.2) 1,000 (4.4)

PARAMETER ANCHOR

DIA.

In.(mm)

NORMAL WEIGHT CONCRETE CONCRETE MASONRY UNITS (CMU)

FULL CAPACITY

(Critical Distance

Inches)

REDUCED

CAPACITY

(Minimal

Distnce Inches)

LOAD

REDUCTION

FACTOR

FULL CAPACITY

(Critical Distance

Inches)

REDUCED

CAPACITY

(Minimal

Distance Inches)

LOAD

REDUCTION

FACTOR

Spacing Between Anchors - Tension

3/16 1/4

1-1/2

0.73 0.66

1-1/2

1.00 0.84

Spacing Between Anchors - Shear

3/16 1/4

1-1/2

0.83 0.82

1-1/2

1.00 0.81

Edge Distance - Tension

3/16 1/4

1-7/8 2-1/2

1-1/4

0.83 0.82

0.91 0.81

Edge Distance - Shear

3/16 1/4

2-1/4

1-1/8 1-1/2

0.70 0.59

0.93 0.80

ULTIMATE TENSION AND SHEAR VALUES (LBS/KN) IN CONCRETE

ULTIMATE TENSION AND SHEAR VALUES (LBS/KN) IN HOLLOW BLOCK

ALLOWABLE EDGE AND SPACING DISTANCES

Safe working loads for single installation under static loading should not exceed 25% of the ultimate load capacity.

Safe working loads for single installation under static loading should not exceed 20% of the ultimate load capacity.

For SI: 1 inch = 25.4 mm

NOTE: 3/16” Tapcon requires 5/32” bit, 1/4” Tapcon requires 3/16” bit.

PERFORMANCE TABLES

BLUE, WHITE, AND STAINLESS

JOB DONE RIGHT THE

FIRST TIME, EVERY TIME

APPENDIX-A

Governing Member ID's :

Refer above following member IDs of governing member. Refer below pages for design reports for respective governing members.

Comprehensive Report

ADM 2020

Member : 10 (BM) - OK

Section information

Section name: RECT 4X10X1/8 (US)

Dimensions a = 10.000 [in] Height b = 4.000 [in] Width T = 0.125 [in] Thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 3.399 Moment of Inertia (local axes) (I) [in4] 42.733 10.334 Moment of Inertia (principal axes) (I') [in4] 42.733 10.334 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 3.546 1.744 Radius of gyration (principal axes) (r') [in] 3.546 1.744 Saint-Venant torsion constant. (J) [in4] 26.879 Section warping constant. (Cw) [in6] 20.102 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 8.547 5.167 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 8.547 5.167 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 8.547 5.167 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 8.547 5.167 Plastic section modulus (local axis) (Z) [in3] 10.688 5.646 Plastic section modulus (principal axis) (Z') [in3] 10.688 5.646 Polar radius of gyration. (ro) [in] 3.951 Area for shear (Aw) [in2] 0.906 2.406 Torsional constant. (C) [in3] 9.559

Material : 6061-T6

Properties Unit Value Yield stress (Fy): [Kip/in2] 35.00 Tensile strength (Fu): [Kip/in2] 45.00 Elasticity Modulus (E): [Kip/in2] 10000.00 Shear modulus (G): [Kip/in2] 3759.40

Page1

Design Criteria

Description Unit Value Length for tension slenderness ratio (L) [ft] 15.58

Distance between member lateral bracing points

Length (Lb) [ft] Top Bottom

15.58 15.58

Laterally unbraced length

Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt)

15.58 15.58 15.58 1.0 1.0 1.0

Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway

Design Checks

Axial Tension Design

Axial tension

Ratio : 0.00 Capacity : 107.08 [Kip] Reference : Cl.D2 Demand : 0.31 [Kip] Ctrl Eq. : D13 at 0.00%

Intermediate results Unit Value Reference

Factored axial tension capacity(fPn): [Kip] 107.08 Cl.D2 Nominal axial tension capacity (Pn) [Kip] 118.97 Eq.D2-1

Axial Compression Design

Compression in the major axis 33

Ratio : 0.01 Capacity : 44.16 [Kip] Reference : Cl.E3 Demand : 0.44 [Kip] Ctrl Eq. : D6 at 0.00%

Intermediate results Unit Value Reference Section classification

Unstiffened element classification -- Slender

Unstiffened element slenderness (l) -- 29.00

Unstiffened element limiting slenderness (lr) -- 23.66 Table.B4.1a.Case6 Stiffened element classification -- Slender

Stiffened element slenderness (l) -- 77.00

Stiffened element limiting slenderness (lr) -- 23.66 Table.B4.1a.Case6

Factored flexural buckling strength(fPn33): [Kip] 44.16 Cl.E3 Effective length (KL33) [ft] 15.58 Cl.E2 Effective slenderness ((KL/r)33) -- 52.73 Cl.E2 Elastic critical buckling stress (Fe33) [Kip/in2] 35.50 Eq.E3-4 Effective area of the cross section based on the effective width (A... [in2] 2.12 Nominal stress for flexural buckling (Fn33) [Kip/in2] 23.17 Eq.E3-2 Nominal flexural buckling strength (Pn33) [Kip] 49.06 Eq.E7-1

Compression in the minor axis 22

Ratio : 0.02 Capacity : 18.92 [Kip] Reference : Cl.E3 Demand : 0.44 [Kip] Ctrl Eq. : D6 at 0.00%

Intermediate results Unit Value Reference Section classification

Unstiffened element classification -- Slender

Unstiffened element slenderness (l) -- 29.00

Unstiffened element limiting slenderness (lr) -- 23.66 Table.B4.1a.Case6 Stiffened element classification -- Slender

Stiffened element slenderness (l) -- 77.00

Stiffened element limiting slenderness (lr) -- 23.66 Table.B4.1a.Case6

Factored flexural buckling strength(fPn22): [Kip] 18.92 Cl.E3 Effective length (KL22) [ft] 15.58 Cl.E2 Effective slenderness ((KL/r)22) -- 107.23 Cl.E2 Elastic critical buckling stress (Fe22) [Kip/in2] 8.58 Eq.E3-4 Effective area of the cross section based on the effective width (A... [in2] 2.79 Nominal stress for flexural buckling (Fn22) [Kip/in2] 7.53 Eq.E3-3 Nominal flexural buckling strength (Pn22) [Kip] 21.03 Eq.E7-1

Flexural Design

Bending about major axis, M33

Ratio : 0.67 Capacity : 21.31 [Kip*ft] Reference : Cl.F7.2 Demand : -14.34 [Kip*ft] Ctrl Eq. : D6 at 100.00%

Intermediate results Unit Value Reference Section classification

Unstiffened element classification -- Slender

Unstiffened element slenderness (l) -- 29.00

Limiting slenderness for noncompact unstiffened element (lr) -- 23.66

Limiting slenderness for compact unstiffened element (lp) -- 18.93 Stiffened element classification -- Noncompact

Stiffened element slenderness (l) -- 77.00

Limiting slenderness for noncompact stiffened element (lr) -- 96.35

Limiting slenderness for compact stiffened element (lp) -- 40.91

Factored yielding strength(fMn): [Kip*ft] 28.05 Cl.F7.1 Yielding (Mn) [Kip*ft] 31.17 Eq.F7-1

Factored lateral-torsional buckling strength(fMn): [Kip*ft] 28.05 Cl.F7.4 Limiting laterally unbraced length for yielding (Lp) [ft] 4.83 Eq.F7-12 Limiting laterally unbraced length for inelastic lateral-torsional bucklin... [ft] 132.65 Eq.F7-13 Lateral-torsional buckling modification factor (Cb) -- 2.82 Eq.F1-1 Nominal lateral-torsional buckling moment strength (Mn) [Kip*ft] 31.17 Eq.F7-10

Factored compression flange local buckling strength(fMn): [Kip*ft] 21.31 Cl.F7.2

Flange local buckling (Mn) [Kip*ft] 23.68 Eq.F7-3

Factored web local buckling strength(fMn): [Kip*ft] 24.40 Cl.F7.3 Local web buckling (Mn) [Kip*ft] 27.11 Eq.F7-6

Bending about minor axis, M22

Ratio : 0.00 Capacity : 7.03 [Kip*ft] Reference : Cl.F7.2 Demand : 0.00 [Kip*ft] Ctrl Eq. : D6 at 100.00%

Intermediate results Unit Value Reference Section classification

Unstiffened element classification -- Slender

Unstiffened element slenderness (l) -- 29.00

Limiting slenderness for noncompact unstiffened element (lr) -- 23.66

Limiting slenderness for compact unstiffened element (lp) -- 18.93 Stiffened element classification -- Noncompact

Stiffened element slenderness (l) -- 77.00

Limiting slenderness for noncompact stiffened element (lr) -- 96.35

Limiting slenderness for compact stiffened element (lp) -- 40.91

Factored yielding strength about a geometric axis(fMn): [Kip*ft] 14.82 Cl.F7.1 Yielding (Mn) [Kip*ft] 16.47 Eq.F7-1

Factored web local buckling strength about a geometric axis(fMn): [Kip*ft] 7.03 Cl.F7.2 Local web buckling (Mn) [Kip*ft] 7.81 Eq.F7-3

Shear Design

Shear in major axis 33

Ratio : 0.00 Capacity : 17.13 [Kip] Reference : Cl.G1 Demand : 0.00 [Kip] Ctrl Eq. : D6 at 0.00%

Intermediate results Unit Value Reference

Factored shear capacity(fVn): [Kip] 17.13 Cl.G1 Web buckling coefficient (kv) -- 5.00 Cl.G4 Web buckling coefficient (Cv) -- 1.00 Eq.G2-9 Nominal shear strength (Vn) [Kip] 19.03 Eq.G4-1

Shear in minor axis 22

Ratio : 0.24 Capacity : 16.55 [Kip] Reference : Cl.G1 Demand : 3.90 [Kip] Ctrl Eq. : D6 at 100.00%

Intermediate results Unit Value Reference

Factored shear capacity(fVn): [Kip] 16.55 Cl.G1 Web buckling coefficient (kv) -- 5.00 Cl.G4 Web buckling coefficient (Cv) -- 0.36 Eq.G2-11 Nominal shear strength (Vn) [Kip] 18.38 Eq.G4-1

Torsion Design

Torsion

Ratio : 0.00 Capacity : 5.47 [Kip*ft] Reference : Cl.H3.1 Demand : 0.00 [Kip*ft] Ctrl Eq. : D6 at 0.00%

Intermediate results Unit Value Reference

Factored torsion capacity(fTn): [Kip*ft] 5.47 Cl.H3.1 Critical torsional buckling stress (Fcr) [Kip/in2] 7.62 Eq.H3-5 Nominal torsion capacity (Tn) [Kip*ft] 6.07 Eq.H3-1

Combined Actions Design

Combined flexure and axial

Ratio : 0.69 Ctrl Eq. : D6 at 100.00% Reference : Eq.H1-1b

Intermediate results Unit Value Reference Interaction of flexure and axial force: -- 0.69 Eq.H1-1b

Available flexural strength about strong axis (Mc33) [Kip*ft] 21.31 Cl.H1.1 Available flexural strength about weak axis (Mc22) [Kip*ft] 7.03 Cl.H1.1 Available axial strength (Pc) [Kip] 18.92 Cl.H1.1

Member : 4 (Column) - OK

Section information

Section name: SQ 6x6x1/8 (US)

Dimensions a = 6.000 [in] Height b = 6.000 [in] Width T = 0.125 [in] Thickness

Properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 2.899 Moment of Inertia (local axes) (I) [in4] 16.562 16.562 Moment of Inertia (principal axes) (I') [in4] 16.562 16.562 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 2.390 2.390 Radius of gyration (principal axes)…