10/16/2023 STRUCTURAL DESIGN

CALCULATION
KSA-RABIGH
 Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

TABLE OF CONTENTS
PART I: INTRODUCTION
1. porpose general:…………………………………………………..
1.1 Design software: ………………………………………………………..
1.2 Applicable design codes: ………………………………………………….
1.3 Material specification:.. ………………………………………

PART 2: ASSUPTIONS, LOADS AND BUILDING DISCRIPTION

2 Design assumptions:.......................................................
2.1 Design summary and loads: ………………………………………
2.2 Load combinations:…………………………………………………..
2.3 Deflection limitations: …………………………………………………….
2.4 Building drawings:…………………………………………………….

PART3: Computer Design Input / Output (for this building)

3 Building geometry: ……………………………………………………………..
3.1 Joint coordinates ……………………………………………………………………………
3.2 Connection Design …………………………………………………………………
 Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

PART I: INTRODUCTION

1. PORPOSE / GENERAL:

A- Design Information: This section contains the description of the building designed, design codes
and material specifications used, design assumptions, loads and design sketches showing
building components layouts and members sizes.

B- Computer Software Analysis & Design: This section includes the output of computer program
(STAAD) used in the design along with explanations for the output where possible.

Please use this calculations package in conjunction with the drawings provided. You can
resubmit this Engineering Department package with the drawings to other parties for their
approval as required, or, keep this package for future reference.

1.1 Design software

The Following software was used for structural analysis:

[SOFT-01] STAADPRO Structural analysis and design software based on MATRIX.

[SOFT-02] IDEA StatiCa 21.0

 Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

1.2 APPLICABLE DESIGN CODES:

The Steel Structural Element in these calculations was designed under the applied loads as
described in the Design Summary Sheet in accordance with the Buildings

Design Codes mentioned below:

1. Combination & Seismic load and wind load is applied as per:

ASCE.7-05 “American Society of Civil Engineers Code”

2. Hot rolled sections and built up components have been designed in

accordance with: AISC 360-10 “American Institute of Steel Construction”
Manual of Steel Construction -Allowable Stress Design, 13th Edition.1 East
Wacker Drive, Suite 3100, Chicago,Illinois 60601-2001.

3. Welding has to be applied in accordance with:

AWS D1.1:2008 “American Welding Society” Structural Welding Code - Steel, 21stEdition.
550 N.W. LeJeune Road, Miami, Florida 33126.

Welding Electrode:

Welding electrode of grade 70xx to be used for all welds

 Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

1.3 Material specification.

NO Materials Specifications Grade

Fu=40.0
1 Anchor Bolts ASTM A36M (F1554) Hot KN/cm2
Dip
Fy=24.8
Galvanized
KN/cm2
Beams S275 Fy =27.5 KN/cm2

Columns S275 Fy =27.5 KN/cm2

Hot Rolled

2
Members

Tubes S275 Fy =27.5 KN/cm2

PALTE S355 Fy=34.5 KN/cm2

ASTM A325 M Type 1,Hot Fu=83.0

Primary Connection Dip Galvanized, Fully KN/cm2
3 Bolts (High Threaded S1 ( HEX Nuts Fy=66.0
Strength Bolts) A563M-C TYPE 1-10S KN/cm2
Zinc Coated & Washer
F436M- TYPE B Zinc Coated)
From 16 to 36 Diameter

4
Mezzanine Deck ASTM A653M Class 1,SS Grade Fy=34.0 KN/cm2
Panels 340 Z180
Galvanized

FY =Yield Strength, Fu = Ultimate Tensile Strength

 Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

PART 2: ASSUMPTIONS, LOADS &BUILDING DISCRIPTION

2 DESIGN ASSUMPTIONS:

 The lateral stability of the building is provided through the frame action of the
main frames.

 The longitudinal stability of the building is provided through the BRACING

of .. building.

 Building is designed as PARTIAL ENCLOSED condition.

2.1 DESIGN SUMMARY AND LOADS:

WARHOUSE MEZZANINE

ROAF DEAD LOAD 10 KG/M2 FLOOR DEAD LOAD 350KG/M2

ROAF LIVE LOAD 57 KG/M2 FLOOR LIVE LOAD 250KG/M2

WIND SPEED 152 KM/H TEMP. +/-25C

2.2 WIND LOAD CALCULATIONS:

(The building Exposure C)
2.2.1 Basic approach

KSA-JEDDAH has official wind speed record have an official document &Building Code
the analysis assumed the average 3-secondgust wind speed to be around 152 km/h.

WIND SPEED 152 KM/h

 Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

Factors from SBC 301 -18

Wind Load is calculated based on the SBC 301 -18 Structural Code for Loading and forces

The height of the building is 6000MM however, for the wind pressure calculation 6000mm(6.0 m) is
considered as building height.

SBC 301-CR-18 Page No: 284

SBC 301-CR-18 Page No: 284

Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

SBC 301-CR-18 Page No: 228 - Exposure Category : C

0.9

sSBC 301-CR-18 Page No: 280 Kz = 0.9 for 6 m height.

Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

SBC 301-CR-18 Page No: 280

SBC 301-CR-18 Page No: 229 Kzt = 1

 Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

SBC 301-CR-18 Page No: 232 Kd = 0.85

SBC 301-CR-18 Page No: 232 Considered as Partially enclosed due to 10 mm gap
between panels. CGpi = +0.55 and -0.55
Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

SBC 301-CR-18 Page No: 25 : Risk Category III

 Client: Project: ------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

SBC 301-CR-18 Page No: 235 : Location JEDDAH Ultimate Wind Speed = 152KM/H
SBC 301-CR-18 Page No: 308
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Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023
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Subject: STRUCTURAL CALCULATION

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Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023
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By: DATE 16/10/2023

2.3SEISMIC LOAD :-
Client: Project: -------------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023
 Client: Project: -------------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

Seismic Parameters as Per IBC 2009 and ASCE7 The International Building Code (IBC-2009) is
a worldwide used reference which covers various
engineering topics among which the Earthquake loads and seismic design parameters (Refer
to Section 1613 in IBC-2009).
Based on the subsurface data identified through boreholes, the site class for such condition
can be used as per Table 1613.5.2 of the IBC 2009.
The site coefficients and the adjusted maximum considered earthquake spectral response
acceleration parameters are basically function of the mapped spectral acceleration for short
(0.2
second) and a one second period Ss and S1 as determined in section 1613.5.1 in IBC-2009
Similarly, there were various studies made by specialized agencies or authorities to simulate
and evaluate these parameters relevant to their areas, specifically referring to our region
with studies and publications made for the UAE Region, JORDAN and SAUDI ARABIA.Special
attentions were given to the following studies:
1. “The Geology and Geophysics of the United Arab Emirates, Volume 4: Geological Hazards”,
3. “Notes on International Seismic Codes IBC versus UBC” – Nazzal A. Armouti.
As concluded from the above studies, adopting the following parameters is recommended:
Ss = The mapped spectral acceleration for short period = 0.19
S1 = The mapped spectral acceleration for 1-second period = 0.07
TL = Long-Period transition periods = 12 Second
PGA on bedrock in 100 years time span is 0.15g.

Fa=1.2
Fv =1.6
Client: Project: -------------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023
 Client: Project: -------------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

2.2 TEMPERATURE LOAD:

An increase (+25) and decrease of (-25) degrees from design ambient

temperature isconsidered as temperature variation in the calculation.

- TL; +25P-Increase in temperature +ve [Basic Load Case-TL1].

-
- TL; -25N-Decrease in temperature -ve [Basic Load Case-TL2].
-
- An increase (25) or decrease of (-25) degrees from design ambient
temperature is considered as temperature variation in the calculation.
-
- Change in Temperature = 25 Degree Celsius = 77 Fahrenheit
-
- (1°C × 9/5) + 32 = 33.8°F
-
- α = coefficient of linear expansion = 12 x 10-6 / °C = 12/33.8 x 10-6 /0F =
0.35 X 10-6 /0F
-
- Shrinkage Stress of 0.60 N/mm2 is considered ( External )

2.2 LOAD COMBINATINO ACORDING TO AISC-CODE (STAADPRO

SOFTWARE)
 Client: Project: -------------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

2.3 DEFLECTION LIMITATIONS:

Loading
Category

Member Supporting Direction

Live or Snow Wind(2) or Crane Dead(3)+Live
or Crane(1) Lateral
Sheeting L / 180 L / 180 L / 120
Non-Brittle Ceiling (4) L / 240 L / 240 L / 180
Rafter Brittle Ceiling Vertical
L / 360 L / 360 L / 240
( Plaster or Concrete)
Under-Hung or Monorail Bay / 225(5) --- ---
Sheeting --- H / 60 ---
Rigid Frame

H/( 60+R*60)
Block Wall --- ---
≤ (38.0 / R )mm
Column Horizontal
Glazing --- H / 175 (6) ---
Pendant Crane --- H / 100(8) ---
Cab Crane 25.0mm(8)(9) H / 240 ≤ 51.0mm(8) ---
Roof Extensions Sheeting L / 90 L / 90 L / 60
Vertical
& Canopies Non-Brittle Ceiling(4) L / 120 L / 120 L / 90
Fascia Sheeting Horizontal --- H / 60 ---
Sheeting @ Endwall --- H / 60 ---
H / (60+R * 60)
Block Wall @ Endwall --- ---
Portal Frame

≤ (38.0/ R )mm
Portal Frame Horizontal
Glazing @ Endwall --- H / 175 (6) ---
Pendant Crane --- H / 100 (8) ---
Cab Crane --- H / 240≤ 51.0mm(8) ---
Jack
Jack Beam Rafter Vertical L / 240 L / 240 L / 180
Beam
Sheeting L / 180 L / 180 L / 120
Rafter Non-Brittle Ceiling(4) Vertical L / 240 L / 240 L / 180
Plaster or Brittle Ceiling L / 360 L / 360 L / 240
End Wall

Sheeting --- H / 120 ---

Column Horizontal H / ( 120+R*120)

Block walls --- ---
≤ (38.0/ R )mm
Glazing --- H / 350 (7) ---
Purlin Sheeting L / 150 --- ---
Vertical
Purlin Non-Brittle Ceiling L / 240 L /240 L / 180
Cold Formed

Girt Sheeting only Horizontal --- L / 90 ---

Roof Sheeting --- Vertical --- --- L / 60
Wall Sheeting --- Horizontal --- L / 60 ---
Standing Seam --- Vertical L / 180(10) --- ---
 Client: Project: -------------------------------

Subject: STRUCTURAL CALCULATION

By: DATE 16/10/2023

PART3: Computer Design Input / Output (for this

building)

1)- DESIGN MAIN MODEL 1 (WARHOUS +MEZZ FLOOR) ………

4)- DESIGN PURLINS & SIDE GIRTS ………………………………
5)-DESIGN OF ALL CONNECTIONS…………………………
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Client File MAHER.std Date/Time 16-Oct-2023 20:16

Job Information
Engineer Checked Approved

Name:
Date: 14-Oct-23

Project ID
Project Name

Structure Type SPACE FRAME

Number of Nodes 133 Highest Node 141

Number of Elements 164 Highest Beam 165

Number of Basic Load Cases 12

Number of Combination Load Cases 39

Included in this printout are data for:

All The Whole Structure

Included in this printout are results for load cases:

Type L/C Name

Primary 1 EQ X+
Primary 2 EQ X-
Primary 3 EQ Z+
Primary 4 EQ Z-
Primary 5 DEAD LOAD
Primary 6 LIVE LOAD
Primary 7 WIND X+
Primary 8 WIND X-
Primary 9 WIND Z+
Primary 10 WIND Z-
Primary 11 TEMP +25
Primary 12 TEMP -25
Combination 13 GENERATED AISC GENERAL 1
Combination 14 GENERATED AISC GENERAL 2
Combination 15 GENERATED AISC GENERAL 3
Combination 16 GENERATED AISC GENERAL 4
Combination 17 GENERATED AISC GENERAL 5
Combination 18 GENERATED AISC GENERAL 6
Combination 19 GENERATED AISC GENERAL 7
Combination 20 GENERATED AISC GENERAL 8
Combination 21 GENERATED AISC GENERAL 9
Combination 22 GENERATED AISC GENERAL 10
Combination 23 GENERATED AISC GENERAL 11
Combination 24 GENERATED AISC GENERAL 12
Combination 25 GENERATED AISC GENERAL 13

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Job Information Cont...

Type L/C Name

Combination 29 GENERATED AISC GENERAL 17

Combination 30 GENERATED AISC GENERAL 18
Combination 31 GENERATED AISC GENERAL 19
Combination 32 GENERATED AISC GENERAL 20
Combination 33 GENERATED AISC GENERAL 21
Combination 34 GENERATED AISC GENERAL 22
Combination 35 GENERATED AISC GENERAL 23
Combination 36 GENERATED AISC GENERAL 24
Combination 37 GENERATED AISC GENERAL 25
Combination 38 GENERATED AISC GENERAL 26
Combination 39 GENERATED AISC GENERAL 27
Combination 40 GENERATED AISC GENERAL 28
Combination 41 GENERATED AISC GENERAL 29
Combination 42 GENERATED AISC GENERAL 30
Combination 43 GENERATED AISC GENERAL 31
Combination 44 GENERATED AISC GENERAL 32
Combination 45 GENERATED AISC GENERAL 33
Combination 46 GENERATED AISC GENERAL 34
Combination 47 GENERATED AISC GENERAL 35
Combination 48 GENERATED AISC GENERAL 36
Combination 49 GENERATED AISC GENERAL 37
Combination 50 GENERATED AISC GENERAL 38
Combination 51 GENERATED AISC GENERAL 39

Y
X
Z Load 0

Whole Structure Loads 0.0824803Mton:1m 0 Envelope

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Nodes
Node X Y Z
(m) (m) (m)
1 0.000 0.000 0.000
2 0.000 6.000 0.000
3 10.000 7.000 0.000
4 2.985 6.299 0.000
5 6.965 6.697 0.000
6 20.000 0.000 0.000
7 20.000 6.000 0.000
8 17.015 6.299 0.000
9 13.035 6.697 0.000
10 0.000 3.500 0.000
11 20.000 3.500 0.000
12 0.000 0.000 -5.000
13 0.000 6.000 -5.000
14 10.000 7.000 -5.000
15 2.985 6.299 -5.000
16 6.965 6.697 -5.000
17 20.000 0.000 -5.000
18 20.000 6.000 -5.000
19 17.015 6.299 -5.000
20 13.035 6.697 -5.000
21 0.000 3.500 -5.000
22 20.000 3.500 -5.000
23 0.000 0.000 -10.000
24 0.000 6.000 -10.000
25 10.000 7.000 -10.000
26 2.985 6.299 -10.000
27 6.965 6.697 -10.000
28 20.000 0.000 -10.000
29 20.000 6.000 -10.000
30 17.015 6.299 -10.000
31 13.035 6.697 -10.000
32 0.000 3.500 -10.000
33 20.000 3.500 -10.000
34 0.000 0.000 -15.000
35 0.000 6.000 -15.000
36 10.000 7.000 -15.000
37 2.985 6.299 -15.000
38 6.965 6.697 -15.000
39 20.000 0.000 -15.000
40 20.000 6.000 -15.000
41 17.015 6.299 -15.000
42 13.035 6.697 -15.000
43 0.000 3.500 -15.000
44 20.000 3.500 -15.000
45 0.000 0.000 -20.000

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Nodes Cont...
Node X Y Z
(m) (m) (m)
46 0.000 6.000 -20.000
47 10.000 7.000 -20.000
48 2.985 6.299 -20.000
49 6.965 6.697 -20.000
50 20.000 0.000 -20.000
51 20.000 6.000 -20.000
52 17.015 6.299 -20.000
53 13.035 6.697 -20.000
54 0.000 3.500 -20.000
55 20.000 3.500 -20.000
56 0.000 0.000 -25.000
57 0.000 6.000 -25.000
58 10.000 7.000 -25.000
59 2.985 6.299 -25.000
60 6.965 6.697 -25.000
61 20.000 0.000 -25.000
62 20.000 6.000 -25.000
63 17.015 6.299 -25.000
64 13.035 6.697 -25.000
65 0.000 3.500 -25.000
66 20.000 3.500 -25.000
67 0.000 0.000 5.000
68 0.000 3.500 5.000
69 0.000 6.000 5.000
70 2.985 6.299 5.000
71 6.965 6.697 5.000
72 10.000 7.000 5.000
73 20.000 0.000 5.000
74 20.000 3.500 5.000
75 20.000 6.000 5.000
76 17.015 6.299 5.000
77 13.035 6.697 5.000
78 4.300 0.000 0.000
79 4.300 3.500 0.000
81 4.300 0.000 5.000
82 4.300 3.500 5.000
84 15.700 0.000 0.000
85 15.700 3.500 0.000
87 15.700 0.000 5.000
88 15.700 3.500 5.000
90 9.100 0.000 0.000
91 9.100 3.500 0.000
93 9.100 0.000 5.000
94 9.100 3.500 5.000
96 11.500 0.000 0.000

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Nodes Cont...
Node X Y Z
(m) (m) (m)
97 11.500 3.500 0.000
99 11.500 0.000 5.000
100 11.500 3.500 5.000
102 4.300 6.430 0.000
103 9.100 6.910 0.000
104 15.700 6.430 0.000
105 11.500 6.850 0.000
106 4.300 6.430 5.000
107 9.100 6.910 5.000
108 15.700 6.430 5.000
109 11.500 6.850 5.000
110 18.567 3.500 5.000
111 17.133 3.500 5.000
112 2.867 3.500 5.000
113 1.433 3.500 5.000
114 18.567 3.500 0.000
115 17.133 3.500 0.000
116 2.867 3.500 0.000
117 1.433 3.500 0.000
118 14.300 3.500 5.000
119 12.900 3.500 5.000
120 14.300 3.500 0.000
121 12.900 3.500 0.000
122 10.300 3.500 5.000
123 10.300 3.500 0.000
124 7.900 3.500 5.000
125 6.700 3.500 5.000
126 5.500 3.500 5.000
127 7.900 3.500 0.000
128 6.700 3.500 0.000
129 5.500 3.500 0.000
130 4.300 0.000 -25.000
131 4.300 3.500 -25.000
132 4.300 6.430 -25.000
133 15.700 0.000 -25.000
134 15.700 3.500 -25.000
135 15.700 6.430 -25.000
136 9.100 0.000 -25.000
137 9.100 3.500 -25.000
138 9.100 6.910 -25.000
139 11.500 0.000 -25.000
140 11.500 3.500 -25.000
141 11.500 6.850 -25.000

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62
13563
64
58 141
138 66 51
60 52
132 134
53
59 47
140 55 40
57 49
137 41
42 61
131 48 36
133 44 29
65 46 13938 31 50
30
136 25
37 33 18
54 13035 27 19
20 39
56 26 14
22 7
43 24 16 28 1048
45 3 105 9
15 103 11 75
32 13 5 115114
10876
102 120 77 17
10985
34 4 72
121
107
12397 74
21 2 1279171 111110
6
23 79 129128
106 11911888
116 70 10084
10 11769 94 122
96
12 125124
90
126
73
82 87
113112
68 78
Y 99
X 1 93
Z Load 0
81
67
Whole Structure

Beams
Beam Node A Node B Length Property 
(m) (degrees)
1 1 10 3.500 1 0
2 2 4 3.000 3 0
3 4 102 1.321 2 0
4 5 103 2.145 5 0
5 6 11 3.500 1 0
6 7 8 3.000 3 0
7 8 104 1.321 2 0
8 9 105 1.542 5 0
9 10 2 2.500 1 0
10 11 7 2.500 1 0
11 12 21 3.500 1 0
12 13 15 3.000 3 0
13 15 16 4.000 2 0
14 16 14 3.050 4 0
15 17 22 3.500 1 0
16 18 19 3.000 3 0
17 19 20 4.000 2 0
18 20 14 3.050 4 0
19 21 13 2.500 1 0
20 22 18 2.500 1 0
21 23 32 3.500 1 0
22 24 26 3.000 3 0
23 26 27 4.000 2 0
24 27 25 3.050 4 0
25 28 33 3.500 1 0
26 29 30 3.000 3 0
27 30 31 4.000 2 0

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Beams Cont...
Beam Node A Node B Length Property 
(m) (degrees)
28 31 25 3.050 4 0
29 32 24 2.500 1 0
30 33 29 2.500 1 0
31 34 43 3.500 1 0
32 35 37 3.000 3 0
33 37 38 4.000 2 0
34 38 36 3.050 4 0
35 39 44 3.500 1 0
36 40 41 3.000 3 0
37 41 42 4.000 2 0
38 42 36 3.050 4 0
39 43 35 2.500 1 0
40 44 40 2.500 1 0
41 45 54 3.500 1 0
42 46 48 3.000 3 0
43 48 49 4.000 2 0
44 49 47 3.050 4 0
45 50 55 3.500 1 0
46 51 52 3.000 3 0
47 52 53 4.000 2 0
48 53 47 3.050 4 0
49 54 46 2.500 1 0
50 55 51 2.500 1 0
51 56 65 3.500 1 0
52 57 59 3.000 3 0
53 59 132 1.321 2 0
54 60 138 2.145 5 0
55 61 66 3.500 1 0
56 62 63 3.000 3 0
57 63 135 1.321 2 0
58 64 141 1.542 5 0
59 65 57 2.500 1 0
60 66 62 2.500 1 0
61 2 13 5.000 11 0
62 13 24 5.000 11 0
63 24 35 5.000 11 0
64 35 46 5.000 11 0
65 46 57 5.000 11 0
66 7 18 5.000 11 0
67 18 29 5.000 11 0
68 29 40 5.000 11 0
69 40 51 5.000 11 0
70 51 62 5.000 11 0
71 67 68 3.500 1 0
72 69 70 3.000 3 0

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Beams Cont...
Beam Node A Node B Length Property 
(m) (degrees)
73 70 106 1.321 2 0
74 71 107 2.145 5 0
75 73 74 3.500 1 0
76 75 76 3.000 3 0
77 76 108 1.321 2 0
78 77 109 1.542 5 0
79 68 69 2.500 1 0
80 74 75 2.500 1 0
81 69 2 5.000 11 0
82 75 7 5.000 11 0
83 78 79 3.500 7 0
84 79 102 2.930 7 0
85 81 82 3.500 7 90
86 82 106 2.930 7 90
87 84 85 3.500 7 0
88 85 104 2.930 7 0
89 87 88 3.500 7 90
90 88 108 2.930 7 90
91 90 91 3.500 7 0
92 91 103 3.410 7 0
93 93 94 3.500 7 90
94 94 107 3.410 7 90
95 96 97 3.500 7 0
96 97 105 3.350 7 0
97 99 100 3.500 7 90
98 100 109 3.350 7 90
99 102 5 2.679 2 0
100 103 3 0.904 6 0
101 104 9 2.679 2 0
102 105 3 1.507 6 0
103 106 71 2.679 2 0
104 107 72 0.904 6 0
105 108 77 2.679 2 0
106 109 72 1.507 6 0
107 74 110 1.433 8 0
108 88 118 1.400 8 0
109 100 122 1.200 8 0
110 94 124 1.200 8 0
111 82 112 1.433 8 0
112 11 114 1.433 8 0
113 85 120 1.400 8 0
114 97 123 1.200 8 0
115 91 127 1.200 8 0
116 79 116 1.433 8 0
118 68 10 5.000 9 0

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Beams Cont...
Beam Node A Node B Length Property 
(m) (degrees)
119 82 79 5.000 9 0
120 74 11 5.000 9 0
121 88 85 5.000 9 0
122 100 97 5.000 9 0
123 94 91 5.000 9 0
124 110 111 1.433 8 0
125 111 88 1.433 8 0
126 112 113 1.433 8 0
127 113 68 1.433 8 0
128 114 115 1.433 8 0
129 115 85 1.433 8 0
130 116 117 1.433 8 0
131 117 10 1.433 8 0
132 113 117 5.000 9 0
133 112 116 5.000 9 0
134 110 114 5.000 9 0
135 111 115 5.000 9 0
136 118 119 1.400 8 0
137 119 100 1.400 8 0
138 120 121 1.400 8 0
139 121 97 1.400 8 0
140 118 120 5.000 9 0
141 119 121 5.000 9 0
142 122 94 1.200 8 0
143 123 91 1.200 8 0
144 122 123 5.000 9 0
145 124 125 1.200 8 0
146 125 126 1.200 8 0
147 126 82 1.200 8 0
148 127 128 1.200 8 0
149 128 129 1.200 8 0
150 129 79 1.200 8 0
151 126 129 5.000 9 0
152 125 128 5.000 9 0
153 124 127 5.000 9 0
154 130 131 3.500 7 90
155 132 60 2.679 2 0
156 131 132 2.930 7 90
157 133 134 3.500 7 90
158 135 64 2.679 2 0
159 134 135 2.930 7 90
160 136 137 3.500 7 90
161 138 58 0.904 6 0
162 137 138 3.410 7 90
163 139 140 3.500 7 90

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Client File MAHER.std Date/Time 16-Oct-2023 20:16

Beams Cont...
Beam Node A Node B Length Property 
(m) (degrees)
164 141 58 1.507 6 0
165 140 141 3.350 7 90

56
57 70
158

60
58
164
161

159
54 46
165

155 47 69

50
162

53 48

55
52 44 36
157
156

37 68
43

40
38
163

65

45
59

160

42 34 26
27 67
154

33

30
64 28

35
49

32 24
51

16
17 66
23

20
63 18

25
39

22 14
41

6
7 82
13 101

10
8
62 102

15
100
29

88
12 4 12
31

28 177 76
99
96 291015 12
13 1 13 0

80
78
386 1
92

61 3 10 13 4
094 1 12

5
5
19

113

90
4 1 1
3 1714 107
21

2 4 1 40 4
1 4 2

87
11105 5 1
84

12 1
91 48 3 1
12 4 4 2 98 8 1 2
0 1473 6 10
94

81
6 15 1 7 13
95

75
1 1 15 5 3 3 1 3
9

130 72 1 151 2 9
91

2 10
11

131 19 0 14

89
86

13 5 11
13 3 6 14
83

11 2 7 14
1 14
97

8
79

1 1
126
93
1

1 27
85

Y
71

X Load 0
Z

Whole Structure

Section Properties
Prop Section Area Iyy Izz J Material
(cm2) (cm4) (cm4) (cm4)
1 IPE360 72.700 1.04E+3 16.3E+3 37.300 STEEL
2 IPE270 45.900 420.000 5.79E+3 15.900 STEEL
3 Taper 52.924 419.185 16.3E+3 13.237 STEEL
4 Taper 52.924 419.185 16.3E+3 13.237 STEEL
5 Taper 48.304 419.018 9.49E+3 12.566 STEEL
6 Taper 57.214 419.341 20.3E+3 13.859 STEEL
7 IPE270 45.900 420.000 5.79E+3 15.900 STEEL
8 IPE300 53.800 604.000 8.36E+3 20.100 STEEL
9 IPE240 39.100 284.000 3.89E+3 12.900 STEEL
10 100X5SHS 18.700 279.000 279.000 428.688 STEEL
11 User Defined Tube 18.560 416.734 416.734 624.358 STEEL

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 10 of 279
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Client File MAHER.std Date/Time 16-Oct-2023 20:16

Us
r er D
0 Tape
70IPE27 ef

IPE360
IP E2 in
per ed
r perTa

IPE270
peTa UTs
erTa ue
Tap Taper br eDe

IPE270

IPE360
7 0 70

IPE270
2 IP E2 fin
IPE

IPE360
7 0 Ta pe r ed
2 UTs
IPE er ue
pe r

IPE270
Tap

IPE270
Us
T a Ta per br eD
er ef

IPE360
0 IP E2 70 in
De

IPE270
27

IPE360
IPE ed
IPE360

fin Taper UTs

IPE270
ed er ue
UTs
T a per Tap Ta per br eD
uebr ef

IPE360
IPE270 0
eD 0 IP E 27 in
E27

IPE360
ef r ed
IPE360

in IP Ta pe UTs
IPE360

ed r
UTs a p er T ape Ta pe r uebr eD
uebr T ef

IPE360
eD 0 IP E2 70 in
E27

IPE360
ef ed
IPE360

IP Ta p er
in UTs
IPE360

ed r
UTs p er T ape r uebr eD
uebr T a 70 peTa ef

IPE360
27 0 IP E2
eD 270 r IPE in

IPE360
ef E pe ed
IPE360

IP r pe rTa

IPE270
in
apeTa
IPE360

ed T
UTs p er perT 3 0 0 per ub

IPE270
uebr T a T a 30 E
IP0E270 Ta IP e
E

IPE360
0 IP
0 0 IP

IPE270
eD E2 7 3 E2 70 IPE E
IP0rEIP 24

IPE360
ef IP 3
pe0 IP
IPE360

27 0 r
30IP0
rEpe E
Ta 24 0

IPE270
in E eTa IP E2
IPE360

ed IP a3pIP
0 0 I PE E 40 0
per 0r0TE 24

IPE270
Ep3eIP 00

IPE270
UTs IP
0T0a IP0E3

IPE270
uebr Ta 00E3IP
IP IP E2 24 0
0E30
00E3 270 IP IPE E2 0 30IP

IPE270
40
eD 007E03IP 30IP0E

IPE270
IPE

IPE360
4
ef 00E3EIP
IPE360
in 3IP 2 IP IPE E24 240 0 30IP0E

IPE270
E E
IPE360

ed 0IP0E3 0
IP0 IP IP E2 24 IP
0 0
eIr 0 00E3

IPE270
IP

IPE270
0IP0E3Tu ITPap PE2 24 40 0
E 00E3
IPE3 00E3IP
00E3IP

IPE270
IP be E2 40 0
00E3IP

IPE270
IP E2 40
00E3IP
IPE360
E2 40 3IP

IPE270
E
IPE360

0
IP 0
40 IP0E3
0E30
0IP
IPE3

IPE270
IPE360

Y
X Load 0
Z

Whole Structure

Materials
Mat Name E  Density 
(kN/mm2) (kg/m3) (/°C)
1 STEEL 205.000 0.300 7.83E+3 12E -6
2 STAINLESSSTEEL 197.930 0.300 7.83E+3 18E -6
3 ALUMINUM 68.948 0.330 2.71E+3 23E -6
4 CONCRETE 21.718 0.170 2.4E+3 10E -6

Supports
Node X Y Z rX rY rZ
(kN/mm) (kN/mm) (kN/mm) (kN-m/deg) (kN-m/deg) (kN-m/deg)
1 Fixed Fixed Fixed - - -
6 Fixed Fixed Fixed - - -
12 Fixed Fixed Fixed - - -
17 Fixed Fixed Fixed - - -
23 Fixed Fixed Fixed - - -
28 Fixed Fixed Fixed - - -
34 Fixed Fixed Fixed - - -
39 Fixed Fixed Fixed - - -
45 Fixed Fixed Fixed - - -
50 Fixed Fixed Fixed - - -
56 Fixed Fixed Fixed - - -
61 Fixed Fixed Fixed - - -
67 Fixed Fixed Fixed - - -
73 Fixed Fixed Fixed - - -
78 Fixed Fixed Fixed - - -
81 Fixed Fixed Fixed - - -
84 Fixed Fixed Fixed - - -
87 Fixed Fixed Fixed - - -

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Supports Cont...
Node X Y Z rX rY rZ
(kN/mm) (kN/mm) (kN/mm) (kN-m/deg) (kN-m/deg) (kN-m/deg)
90 Fixed Fixed Fixed - - -
93 Fixed Fixed Fixed - - -
96 Fixed Fixed Fixed - - -
99 Fixed Fixed Fixed - - -
106 - - Fixed - - -
107 - - Fixed - - -
108 - - Fixed - - -
109 - - Fixed - - -
130 Fixed Fixed Fixed - - -
132 - - Fixed - - -
133 Fixed Fixed Fixed - - -
135 - - Fixed - - -
136 Fixed Fixed Fixed - - -
138 - - Fixed - - -
139 Fixed Fixed Fixed - - -
141 - - Fixed - - -

Releases
Beam ends not shown in this table are fixed in all directions.
Beam Node x y z rx ry rz

84 102 Fixed Fixed Fixed Fixed Fixed Pin

88 104 Fixed Fixed Fixed Fixed Fixed Pin
92 103 Fixed Fixed Fixed Fixed Fixed Pin
96 105 Fixed Fixed Fixed Fixed Fixed Pin
107 74 Fixed Fixed Fixed Fixed Fixed Pin
108 88 Fixed Fixed Fixed Fixed Fixed Pin
109 100 Fixed Fixed Fixed Fixed Fixed Pin
110 94 Fixed Fixed Fixed Fixed Fixed Pin
111 82 Fixed Fixed Fixed Fixed Fixed Pin
112 11 Fixed Fixed Fixed Fixed Fixed Pin
113 85 Fixed Fixed Fixed Fixed Fixed Pin
114 97 Fixed Fixed Fixed Fixed Fixed Pin
115 91 Fixed Fixed Fixed Fixed Fixed Pin
116 79 Fixed Fixed Fixed Fixed Fixed Pin
118 68 Fixed Fixed Fixed Fixed Fixed Pin
118 10 Fixed Fixed Fixed Fixed Fixed Pin
119 82 Fixed Fixed Fixed Fixed Fixed Pin
119 79 Fixed Fixed Fixed Fixed Fixed Pin
120 74 Fixed Fixed Fixed Fixed Fixed Pin
120 11 Fixed Fixed Fixed Fixed Fixed Pin
121 88 Fixed Fixed Fixed Fixed Fixed Pin
121 85 Fixed Fixed Fixed Fixed Fixed Pin

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 12 of 279
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Releases Cont...
Beam Node x y z rx ry rz

122 100 Fixed Fixed Fixed Fixed Fixed Pin

122 97 Fixed Fixed Fixed Fixed Fixed Pin
123 94 Fixed Fixed Fixed Fixed Fixed Pin
123 91 Fixed Fixed Fixed Fixed Fixed Pin
125 88 Fixed Fixed Fixed Fixed Fixed Pin
127 68 Fixed Fixed Fixed Fixed Fixed Pin
129 85 Fixed Fixed Fixed Fixed Fixed Pin
131 10 Fixed Fixed Fixed Fixed Fixed Pin
132 113 Fixed Fixed Fixed Fixed Fixed Pin
132 117 Fixed Fixed Fixed Fixed Fixed Pin
133 112 Fixed Fixed Fixed Fixed Fixed Pin
133 116 Fixed Fixed Fixed Fixed Fixed Pin
134 110 Fixed Fixed Fixed Fixed Fixed Pin
134 114 Fixed Fixed Fixed Fixed Fixed Pin
135 111 Fixed Fixed Fixed Fixed Fixed Pin
135 115 Fixed Fixed Fixed Fixed Fixed Pin
137 100 Fixed Fixed Fixed Fixed Fixed Pin
139 97 Fixed Fixed Fixed Fixed Fixed Pin
140 118 Fixed Fixed Fixed Fixed Fixed Pin
140 120 Fixed Fixed Fixed Fixed Fixed Pin
141 119 Fixed Fixed Fixed Fixed Fixed Pin
141 121 Fixed Fixed Fixed Fixed Fixed Pin
142 94 Fixed Fixed Fixed Fixed Fixed Pin
143 91 Fixed Fixed Fixed Fixed Fixed Pin
144 122 Fixed Fixed Fixed Fixed Fixed Pin
144 123 Fixed Fixed Fixed Fixed Fixed Pin
147 82 Fixed Fixed Fixed Fixed Fixed Pin
150 79 Fixed Fixed Fixed Fixed Fixed Pin
151 126 Fixed Fixed Fixed Fixed Fixed Pin
151 129 Fixed Fixed Fixed Fixed Fixed Pin
152 125 Fixed Fixed Fixed Fixed Fixed Pin
152 128 Fixed Fixed Fixed Fixed Fixed Pin
153 124 Fixed Fixed Fixed Fixed Fixed Pin
153 127 Fixed Fixed Fixed Fixed Fixed Pin

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 13 of 279
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Primary Load Cases

Number Name Type

1 EQ X+ Seismic
2 EQ X- Seismic
3 EQ Z+ Seismic
4 EQ Z- Seismic
5 DEAD LOAD Dead
6 LIVE LOAD Live
7 WIND X+ Wind
8 WIND X- Wind
9 WIND Z+ Wind
10 WIND Z- Wind
11 TEMP +25 Temperature
12 TEMP -25 Temperature

Combination Load Cases

Comb. Combination L/C Name Primary Primary L/C Name Factor

13 GENERATED AISC GENERAL 1 5 DEAD LOAD 1.00

14 GENERATED AISC GENERAL 2 5 DEAD LOAD 1.00
6 LIVE LOAD 1.00
11 TEMP +25 1.00
12 TEMP -25 1.00
15 GENERATED AISC GENERAL 3 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
11 TEMP +25 0.75
12 TEMP -25 0.75
16 GENERATED AISC GENERAL 4 5 DEAD LOAD 1.00
7 WIND X+ 1.00
17 GENERATED AISC GENERAL 5 5 DEAD LOAD 1.00
8 WIND X- 1.00
18 GENERATED AISC GENERAL 6 5 DEAD LOAD 1.00
9 WIND Z+ 1.00
19 GENERATED AISC GENERAL 7 5 DEAD LOAD 1.00
10 WIND Z- 1.00
20 GENERATED AISC GENERAL 8 5 DEAD LOAD 1.00
1 EQ X+ 0.70
21 GENERATED AISC GENERAL 9 5 DEAD LOAD 1.00
2 EQ X- 0.70
22 GENERATED AISC GENERAL 10 5 DEAD LOAD 1.00
3 EQ Z+ 0.70
23 GENERATED AISC GENERAL 11 5 DEAD LOAD 1.00
4 EQ Z- 0.70
24 GENERATED AISC GENERAL 12 5 DEAD LOAD 1.00
1 EQ X+ -0.70

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Combination Load Cases Cont...

Comb. Combination L/C Name Primary Primary L/C Name Factor

25 GENERATED AISC GENERAL 13 5 DEAD LOAD 1.00

2 EQ X- -0.70
26 GENERATED AISC GENERAL 14 5 DEAD LOAD 1.00
3 EQ Z+ -0.70
27 GENERATED AISC GENERAL 15 5 DEAD LOAD 1.00
4 EQ Z- -0.70
28 GENERATED AISC GENERAL 16 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
7 WIND X+ 0.75
29 GENERATED AISC GENERAL 17 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
8 WIND X- 0.75
30 GENERATED AISC GENERAL 18 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
9 WIND Z+ 0.75
31 GENERATED AISC GENERAL 19 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
10 WIND Z- 0.75
32 GENERATED AISC GENERAL 20 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
1 EQ X+ 0.52
33 GENERATED AISC GENERAL 21 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
2 EQ X- 0.52
34 GENERATED AISC GENERAL 22 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
3 EQ Z+ 0.52
35 GENERATED AISC GENERAL 23 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
4 EQ Z- 0.52
36 GENERATED AISC GENERAL 24 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
1 EQ X+ -0.52
37 GENERATED AISC GENERAL 25 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
2 EQ X- -0.52
38 GENERATED AISC GENERAL 26 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
3 EQ Z+ -0.52
39 GENERATED AISC GENERAL 27 5 DEAD LOAD 1.00
6 LIVE LOAD 0.75
4 EQ Z- -0.52
40 GENERATED AISC GENERAL 28 5 DEAD LOAD 0.60
7 WIND X+ 1.00
41 GENERATED AISC GENERAL 29 5 DEAD LOAD 0.60

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 15 of 279
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Combination Load Cases Cont...

Comb. Combination L/C Name Primary Primary L/C Name Factor

8 WIND X- 1.00
42 GENERATED AISC GENERAL 30 5 DEAD LOAD 0.60
9 WIND Z+ 1.00
43 GENERATED AISC GENERAL 31 5 DEAD LOAD 0.60
10 WIND Z- 1.00
44 GENERATED AISC GENERAL 32 5 DEAD LOAD 0.60
1 EQ X+ 0.70
45 GENERATED AISC GENERAL 33 5 DEAD LOAD 0.60
2 EQ X- 0.70
46 GENERATED AISC GENERAL 34 5 DEAD LOAD 0.60
3 EQ Z+ 0.70
47 GENERATED AISC GENERAL 35 5 DEAD LOAD 0.60
4 EQ Z- 0.70
48 GENERATED AISC GENERAL 36 5 DEAD LOAD 0.60
1 EQ X+ -0.70
49 GENERATED AISC GENERAL 37 5 DEAD LOAD 0.60
2 EQ X- -0.70
50 GENERATED AISC GENERAL 38 5 DEAD LOAD 0.60
3 EQ Z+ -0.70
51 GENERATED AISC GENERAL 39 5 DEAD LOAD 0.60
4 EQ Z- -0.70

IBC Loading Definition

Zip Code TL Importance Rw X Rw Z Site Class Fa Fv Ct Exp(x) Period X Period Z Accidental
Factor (sec) (sec) Torsion
25724 12.000 1.000 3.000 4.000 4.000 1.200 1.600 - - - - No

Selfweight included

Beam Distributed Weights

Weight Da Db Beams
(Mton) (m) (m)
0 - - 118 - 123, 132 - 135, 140, 141, 144, 151 - 153
0 - - 2 - 4, 6 - 8, 12 - 14, 16 - 18, 22 - 24, 26 - 28, 32 - 34, 36 - 38,
42 - 44, 46 - 48, 52 - 54, 56 - 58, 61 - 70, 72 - 74, 76 - 78, 81, 82,
99 - 106, 155, 158, 161, 164

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 16 of 279
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5 DEAD LOAD : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
2 UNI kN/m GY -0.490 - - - -
3 UNI kN/m GY -0.490 - - - -
4 UNI kN/m GY -0.490 - - - -
6 UNI kN/m GY -0.490 - - - -
7 UNI kN/m GY -0.490 - - - -
8 UNI kN/m GY -0.490 - - - -
12 UNI kN/m GY -0.490 - - - -
13 UNI kN/m GY -0.490 - - - -
14 UNI kN/m GY -0.490 - - - -
16 UNI kN/m GY -0.490 - - - -
17 UNI kN/m GY -0.490 - - - -
18 UNI kN/m GY -0.490 - - - -
22 UNI kN/m GY -0.490 - - - -
23 UNI kN/m GY -0.490 - - - -
24 UNI kN/m GY -0.490 - - - -
26 UNI kN/m GY -0.490 - - - -
27 UNI kN/m GY -0.490 - - - -
28 UNI kN/m GY -0.490 - - - -
32 UNI kN/m GY -0.490 - - - -
33 UNI kN/m GY -0.490 - - - -
34 UNI kN/m GY -0.490 - - - -
36 UNI kN/m GY -0.490 - - - -
37 UNI kN/m GY -0.490 - - - -
38 UNI kN/m GY -0.490 - - - -
42 UNI kN/m GY -0.490 - - - -
43 UNI kN/m GY -0.490 - - - -
44 UNI kN/m GY -0.490 - - - -
46 UNI kN/m GY -0.490 - - - -
47 UNI kN/m GY -0.490 - - - -
48 UNI kN/m GY -0.490 - - - -
52 UNI kN/m GY -0.490 - - - -
53 UNI kN/m GY -0.490 - - - -
54 UNI kN/m GY -0.490 - - - -
56 UNI kN/m GY -0.490 - - - -
57 UNI kN/m GY -0.490 - - - -
58 UNI kN/m GY -0.490 - - - -
72 UNI kN/m GY -0.490 - - - -
73 UNI kN/m GY -0.490 - - - -
74 UNI kN/m GY -0.490 - - - -
76 UNI kN/m GY -0.490 - - - -
77 UNI kN/m GY -0.490 - - - -
78 UNI kN/m GY -0.490 - - - -
99 UNI kN/m GY -0.490 - - - -
100 UNI kN/m GY -0.490 - - - -
101 UNI kN/m GY -0.490 - - - -

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Client File MAHER.std Date/Time 16-Oct-2023 20:16

5 DEAD LOAD : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
102 UNI kN/m GY -0.490 - - - -
103 UNI kN/m GY -0.490 - - - -
104 UNI kN/m GY -0.490 - - - -
105 UNI kN/m GY -0.490 - - - -
106 UNI kN/m GY -0.490 - - - -
118 UNI kN/m GY -4.290 - - - -
119 UNI kN/m GY -4.290 - - - -
120 UNI kN/m GY -4.290 - - - -
121 UNI kN/m GY -4.290 - - - -
122 UNI kN/m GY -4.290 - - - -
123 UNI kN/m GY -4.290 - - - -
132 UNI kN/m GY -4.290 - - - -
133 UNI kN/m GY -4.290 - - - -
134 UNI kN/m GY -4.290 - - - -
135 UNI kN/m GY -4.290 - - - -
140 UNI kN/m GY -4.290 - - - -
141 UNI kN/m GY -4.290 - - - -
144 UNI kN/m GY -4.290 - - - -
151 UNI kN/m GY -4.290 - - - -
152 UNI kN/m GY -4.290 - - - -
153 UNI kN/m GY -4.290 - - - -
155 UNI kN/m GY -0.490 - - - -
158 UNI kN/m GY -0.490 - - - -
161 UNI kN/m GY -0.490 - - - -
164 UNI kN/m GY -0.490 - - - -

5 DEAD LOAD : Selfweight

Direction Factor Assigned Geometry

Y -1.000 ALL

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 18 of 279
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Client File MAHER.std Date/Time 16-Oct-2023 20:16

6 LIVE LOAD : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
2 UNI kN/m GY -2.795 - - - -
3 UNI kN/m GY -2.795 - - - -
4 UNI kN/m GY -2.795 - - - -
6 UNI kN/m GY -2.795 - - - -
7 UNI kN/m GY -2.795 - - - -
8 UNI kN/m GY -2.795 - - - -
12 UNI kN/m GY -2.795 - - - -
13 UNI kN/m GY -2.795 - - - -
14 UNI kN/m GY -2.795 - - - -
16 UNI kN/m GY -2.795 - - - -
17 UNI kN/m GY -2.795 - - - -
18 UNI kN/m GY -2.795 - - - -
22 UNI kN/m GY -2.795 - - - -
23 UNI kN/m GY -2.795 - - - -
24 UNI kN/m GY -2.795 - - - -
26 UNI kN/m GY -2.795 - - - -
27 UNI kN/m GY -2.795 - - - -
28 UNI kN/m GY -2.795 - - - -
32 UNI kN/m GY -2.795 - - - -
33 UNI kN/m GY -2.795 - - - -
34 UNI kN/m GY -2.795 - - - -
36 UNI kN/m GY -2.795 - - - -
37 UNI kN/m GY -2.795 - - - -
38 UNI kN/m GY -2.795 - - - -
42 UNI kN/m GY -2.795 - - - -
43 UNI kN/m GY -2.795 - - - -
44 UNI kN/m GY -2.795 - - - -
46 UNI kN/m GY -2.795 - - - -
47 UNI kN/m GY -2.795 - - - -
48 UNI kN/m GY -2.795 - - - -
52 UNI kN/m GY -2.795 - - - -
53 UNI kN/m GY -2.795 - - - -
54 UNI kN/m GY -2.795 - - - -
56 UNI kN/m GY -2.795 - - - -
57 UNI kN/m GY -2.795 - - - -
58 UNI kN/m GY -2.795 - - - -
72 UNI kN/m GY -2.795 - - - -
73 UNI kN/m GY -2.795 - - - -
74 UNI kN/m GY -2.795 - - - -
76 UNI kN/m GY -2.795 - - - -
77 UNI kN/m GY -2.795 - - - -
78 UNI kN/m GY -2.795 - - - -
99 UNI kN/m GY -2.795 - - - -
100 UNI kN/m GY -2.795 - - - -
101 UNI kN/m GY -2.795 - - - -

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Client File MAHER.std Date/Time 16-Oct-2023 20:16

6 LIVE LOAD : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
102 UNI kN/m GY -2.795 - - - -
103 UNI kN/m GY -2.795 - - - -
104 UNI kN/m GY -2.795 - - - -
105 UNI kN/m GY -2.795 - - - -
106 UNI kN/m GY -2.795 - - - -
118 UNI kN/m GY -3.065 - - - -
119 UNI kN/m GY -3.065 - - - -
120 UNI kN/m GY -3.065 - - - -
121 UNI kN/m GY -3.065 - - - -
122 UNI kN/m GY -3.065 - - - -
123 UNI kN/m GY -3.065 - - - -
132 UNI kN/m GY -3.065 - - - -
133 UNI kN/m GY -3.065 - - - -
134 UNI kN/m GY -3.065 - - - -
135 UNI kN/m GY -3.065 - - - -
140 UNI kN/m GY -3.065 - - - -
141 UNI kN/m GY -3.065 - - - -
144 UNI kN/m GY -3.065 - - - -
151 UNI kN/m GY -3.065 - - - -
152 UNI kN/m GY -3.065 - - - -
153 UNI kN/m GY -3.065 - - - -
155 UNI kN/m GY -2.795 - - - -
158 UNI kN/m GY -2.795 - - - -
161 UNI kN/m GY -2.795 - - - -
164 UNI kN/m GY -2.795 - - - -

7 WIND X+ : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
1 UNI kN/m GX 4.236 - - - -
2 UNI kN/m Y 5.472 - - - -
3 UNI kN/m Y 5.472 - - - -
4 UNI kN/m Y 5.472 - - - -
5 UNI kN/m GX 3.707 - - - -
6 UNI kN/m Y 3.795 - - - -
7 UNI kN/m Y 3.795 - - - -
8 UNI kN/m Y 3.795 - - - -
9 UNI kN/m GX 4.236 - - - -
10 UNI kN/m GX 3.707 - - - -
11 UNI kN/m GX 4.236 - - - -
12 UNI kN/m Y 5.472 - - - -
13 UNI kN/m Y 5.472 - - - -
14 UNI kN/m Y 5.472 - - - -

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Client File MAHER.std Date/Time 16-Oct-2023 20:16

7 WIND X+ : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
15 UNI kN/m GX 3.707 - - - -
16 UNI kN/m Y 3.795 - - - -
17 UNI kN/m Y 3.795 - - - -
18 UNI kN/m Y 3.795 - - - -
19 UNI kN/m GX 4.236 - - - -
20 UNI kN/m GX 3.707 - - - -
21 UNI kN/m GX 4.236 - - - -
22 UNI kN/m Y 5.472 - - - -
23 UNI kN/m Y 5.472 - - - -
24 UNI kN/m Y 5.472 - - - -
25 UNI kN/m GX 3.707 - - - -
26 UNI kN/m Y 3.795 - - - -
27 UNI kN/m Y 3.795 - - - -
28 UNI kN/m Y 3.795 - - - -
29 UNI kN/m GX 4.236 - - - -
30 UNI kN/m GX 3.707 - - - -
31 UNI kN/m GX 4.236 - - - -
32 UNI kN/m Y 5.472 - - - -
33 UNI kN/m Y 5.472 - - - -
34 UNI kN/m Y 5.472 - - - -
35 UNI kN/m GX 3.707 - - - -
36 UNI kN/m Y 3.795 - - - -
37 UNI kN/m Y 3.795 - - - -
38 UNI kN/m Y 3.795 - - - -
39 UNI kN/m GX 4.236 - - - -
40 UNI kN/m GX 3.707 - - - -
41 UNI kN/m GX 4.236 - - - -
42 UNI kN/m Y 5.472 - - - -
43 UNI kN/m Y 5.472 - - - -
44 UNI kN/m Y 5.472 - - - -
45 UNI kN/m GX 3.707 - - - -
46 UNI kN/m Y 3.795 - - - -
47 UNI kN/m Y 3.795 - - - -
48 UNI kN/m Y 3.795 - - - -
49 UNI kN/m GX 4.236 - - - -
50 UNI kN/m GX 3.707 - - - -
51 UNI kN/m GX 4.236 - - - -
52 UNI kN/m Y 5.472 - - - -
53 UNI kN/m Y 5.472 - - - -
54 UNI kN/m Y 5.472 - - - -
55 UNI kN/m GX 3.707 - - - -
56 UNI kN/m Y 3.795 - - - -
57 UNI kN/m Y 3.795 - - - -
58 UNI kN/m Y 3.795 - - - -
59 UNI kN/m GX 4.236 - - - -

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 Job No Sheet No Rev
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

7 WIND X+ : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
60 UNI kN/m GX 3.707 - - - -
71 UNI kN/m GX 4.236 - - - -
72 UNI kN/m Y 5.472 - - - -
73 UNI kN/m Y 5.472 - - - -
74 UNI kN/m Y 5.472 - - - -
75 UNI kN/m GX 3.707 - - - -
76 UNI kN/m Y 3.795 - - - -
77 UNI kN/m Y 3.795 - - - -
78 UNI kN/m Y 3.795 - - - -
79 UNI kN/m GX 4.236 - - - -
80 UNI kN/m GX 3.707 - - - -
85 UNI kN/m GZ 2.942 - - - -
86 UNI kN/m GZ 2.942 - - - -
89 UNI kN/m GZ 2.942 - - - -
90 UNI kN/m GZ 2.942 - - - -
93 UNI kN/m GZ 2.942 - - - -
94 UNI kN/m GZ 2.942 - - - -
97 UNI kN/m GZ 2.942 - - - -
98 UNI kN/m GZ 2.942 - - - -
99 UNI kN/m Y 5.472 - - - -
100 UNI kN/m Y 5.472 - - - -
101 UNI kN/m Y 3.795 - - - -
102 UNI kN/m Y 3.795 - - - -
103 UNI kN/m Y 5.472 - - - -
104 UNI kN/m Y 5.472 - - - -
105 UNI kN/m Y 3.795 - - - -
106 UNI kN/m Y 3.795 - - - -
154 UNI kN/m GZ -2.942 - - - -
155 UNI kN/m Y 5.472 - - - -
156 UNI kN/m GZ -2.942 - - - -
157 UNI kN/m GZ -2.942 - - - -
158 UNI kN/m Y 3.795 - - - -
159 UNI kN/m GZ -2.942 - - - -
160 UNI kN/m GZ -2.942 - - - -
161 UNI kN/m Y 5.472 - - - -
162 UNI kN/m GZ -2.942 - - - -
163 UNI kN/m GZ -2.942 - - - -
164 UNI kN/m Y 3.795 - - - -
165 UNI kN/m GZ -2.942 - - - -

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 Job No Sheet No Rev
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

8 WIND X- : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
1 UNI kN/m GX -3.707 - - - -
2 UNI kN/m Y 3.795 - - - -
3 UNI kN/m Y 3.795 - - - -
4 UNI kN/m Y 3.795 - - - -
5 UNI kN/m GX -4.236 - - - -
6 UNI kN/m Y 5.472 - - - -
7 UNI kN/m Y 5.472 - - - -
8 UNI kN/m Y 5.472 - - - -
9 UNI kN/m GX -3.707 - - - -
10 UNI kN/m GX -4.236 - - - -
11 UNI kN/m GX -3.707 - - - -
12 UNI kN/m Y 3.795 - - - -
13 UNI kN/m Y 3.795 - - - -
14 UNI kN/m Y 3.795 - - - -
15 UNI kN/m GX -4.236 - - - -
16 UNI kN/m Y 5.472 - - - -
17 UNI kN/m Y 5.472 - - - -
18 UNI kN/m Y 5.472 - - - -
19 UNI kN/m GX -3.707 - - - -
20 UNI kN/m GX -4.236 - - - -
21 UNI kN/m GX -3.707 - - - -
22 UNI kN/m Y 3.795 - - - -
23 UNI kN/m Y 3.795 - - - -
24 UNI kN/m Y 3.795 - - - -
25 UNI kN/m GX -4.236 - - - -
26 UNI kN/m Y 5.472 - - - -
27 UNI kN/m Y 5.472 - - - -
28 UNI kN/m Y 5.472 - - - -
29 UNI kN/m GX -3.707 - - - -
30 UNI kN/m GX -4.236 - - - -
31 UNI kN/m GX -3.707 - - - -
32 UNI kN/m Y 3.795 - - - -
33 UNI kN/m Y 3.795 - - - -
34 UNI kN/m Y 3.795 - - - -
35 UNI kN/m GX -4.236 - - - -
36 UNI kN/m Y 5.472 - - - -
37 UNI kN/m Y 5.472 - - - -
38 UNI kN/m Y 5.472 - - - -
39 UNI kN/m GX -3.707 - - - -
40 UNI kN/m GX -4.236 - - - -
41 UNI kN/m GX -3.707 - - - -
42 UNI kN/m Y 3.795 - - - -
43 UNI kN/m Y 3.795 - - - -
44 UNI kN/m Y 3.795 - - - -
45 UNI kN/m GX -4.236 - - - -

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 Job No Sheet No Rev
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

8 WIND X- : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
46 UNI kN/m Y 5.472 - - - -
47 UNI kN/m Y 5.472 - - - -
48 UNI kN/m Y 5.472 - - - -
49 UNI kN/m GX -3.707 - - - -
50 UNI kN/m GX -4.236 - - - -
51 UNI kN/m GX -3.707 - - - -
52 UNI kN/m Y 3.795 - - - -
53 UNI kN/m Y 3.795 - - - -
54 UNI kN/m Y 3.795 - - - -
55 UNI kN/m GX -4.236 - - - -
56 UNI kN/m Y 5.472 - - - -
57 UNI kN/m Y 5.472 - - - -
58 UNI kN/m Y 5.472 - - - -
59 UNI kN/m GX -3.707 - - - -
60 UNI kN/m GX -4.236 - - - -
71 UNI kN/m GX -3.707 - - - -
72 UNI kN/m Y 3.795 - - - -
73 UNI kN/m Y 3.795 - - - -
74 UNI kN/m Y 3.795 - - - -
75 UNI kN/m GX -4.236 - - - -
76 UNI kN/m Y 5.472 - - - -
77 UNI kN/m Y 5.472 - - - -
78 UNI kN/m Y 5.472 - - - -
79 UNI kN/m GX -3.707 - - - -
80 UNI kN/m GX -4.236 - - - -
85 UNI kN/m GZ 2.942 - - - -
86 UNI kN/m GZ 2.942 - - - -
89 UNI kN/m GZ 2.942 - - - -
90 UNI kN/m GZ 2.942 - - - -
93 UNI kN/m GZ 2.942 - - - -
94 UNI kN/m GZ 2.942 - - - -
97 UNI kN/m GZ 2.942 - - - -
98 UNI kN/m GZ 2.942 - - - -
99 UNI kN/m Y 3.795 - - - -
100 UNI kN/m Y 3.795 - - - -
101 UNI kN/m Y 5.472 - - - -
102 UNI kN/m Y 5.472 - - - -
103 UNI kN/m Y 3.795 - - - -
104 UNI kN/m Y 3.795 - - - -
105 UNI kN/m Y 5.472 - - - -
106 UNI kN/m Y 5.472 - - - -
154 UNI kN/m GZ -2.942 - - - -
155 UNI kN/m Y 3.795 - - - -
156 UNI kN/m GZ -2.942 - - - -
157 UNI kN/m GZ -2.942 - - - -

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 Job No Sheet No Rev
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

8 WIND X- : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
158 UNI kN/m Y 5.472 - - - -
159 UNI kN/m GZ -2.942 - - - -
160 UNI kN/m GZ -2.942 - - - -
161 UNI kN/m Y 3.795 - - - -
162 UNI kN/m GZ -2.942 - - - -
163 UNI kN/m GZ -2.942 - - - -
164 UNI kN/m Y 5.472 - - - -
165 UNI kN/m GZ -2.942 - - - -

9 WIND Z+ : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
1 UNI kN/m GX -2.452 - - - -
2 UNI kN/m Y 2.452 - - - -
3 UNI kN/m Y 2.452 - - - -
4 UNI kN/m Y 2.452 - - - -
5 UNI kN/m GX 2.452 - - - -
6 UNI kN/m Y 2.452 - - - -
7 UNI kN/m Y 2.452 - - - -
8 UNI kN/m Y 2.452 - - - -
9 UNI kN/m GX -2.452 - - - -
10 UNI kN/m GX 2.452 - - - -
11 UNI kN/m GX -2.452 - - - -
12 UNI kN/m Y 2.452 - - - -
13 UNI kN/m Y 2.452 - - - -
14 UNI kN/m Y 2.452 - - - -
15 UNI kN/m GX 2.452 - - - -
16 UNI kN/m Y 2.452 - - - -
17 UNI kN/m Y 2.452 - - - -
18 UNI kN/m Y 2.452 - - - -
19 UNI kN/m GX -2.452 - - - -
20 UNI kN/m GX 2.452 - - - -
21 UNI kN/m GX -2.452 - - - -
22 UNI kN/m Y 2.452 - - - -
23 UNI kN/m Y 2.452 - - - -
24 UNI kN/m Y 2.452 - - - -
25 UNI kN/m GX 2.452 - - - -
26 UNI kN/m Y 2.452 - - - -
27 UNI kN/m Y 2.452 - - - -
28 UNI kN/m Y 2.452 - - - -
29 UNI kN/m GX -2.452 - - - -
30 UNI kN/m GX 2.452 - - - -
31 UNI kN/m GX -2.452 - - - -

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 Job No Sheet No Rev
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

9 WIND Z+ : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
32 UNI kN/m Y 2.452 - - - -
33 UNI kN/m Y 2.452 - - - -
34 UNI kN/m Y 2.452 - - - -
35 UNI kN/m GX 2.452 - - - -
36 UNI kN/m Y 2.452 - - - -
37 UNI kN/m Y 2.452 - - - -
38 UNI kN/m Y 2.452 - - - -
39 UNI kN/m GX -2.452 - - - -
40 UNI kN/m GX 2.452 - - - -
41 UNI kN/m GX -2.452 - - - -
42 UNI kN/m Y 2.452 - - - -
43 UNI kN/m Y 2.452 - - - -
44 UNI kN/m Y 2.452 - - - -
45 UNI kN/m GX 2.452 - - - -
46 UNI kN/m Y 2.452 - - - -
47 UNI kN/m Y 2.452 - - - -
48 UNI kN/m Y 2.452 - - - -
49 UNI kN/m GX -2.452 - - - -
50 UNI kN/m GX 2.452 - - - -
51 UNI kN/m GX -2.452 - - - -
52 UNI kN/m Y 2.452 - - - -
53 UNI kN/m Y 2.452 - - - -
54 UNI kN/m Y 2.452 - - - -
55 UNI kN/m GX 2.452 - - - -
56 UNI kN/m Y 2.452 - - - -
57 UNI kN/m Y 2.452 - - - -
58 UNI kN/m Y 2.452 - - - -
59 UNI kN/m GX -2.452 - - - -
60 UNI kN/m GX 2.452 - - - -
71 UNI kN/m GX -2.452 - - - -
72 UNI kN/m Y 2.452 - - - -
73 UNI kN/m Y 2.452 - - - -
74 UNI kN/m Y 2.452 - - - -
75 UNI kN/m GX 2.452 - - - -
76 UNI kN/m Y 2.452 - - - -
77 UNI kN/m Y 2.452 - - - -
78 UNI kN/m Y 2.452 - - - -
79 UNI kN/m GX -2.452 - - - -
80 UNI kN/m GX 2.452 - - - -
85 UNI kN/m GZ 2.452 - - - -
86 UNI kN/m GZ 2.452 - - - -
89 UNI kN/m GZ 2.452 - - - -
90 UNI kN/m GZ 2.452 - - - -
93 UNI kN/m GZ 2.452 - - - -
94 UNI kN/m GZ 2.452 - - - -

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 Job No Sheet No Rev
STEEL STRUCTURE 27
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Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

9 WIND Z+ : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
97 UNI kN/m GZ 2.452 - - - -
98 UNI kN/m GZ 2.452 - - - -
99 UNI kN/m Y 2.452 - - - -
100 UNI kN/m Y 2.452 - - - -
101 UNI kN/m Y 2.452 - - - -
102 UNI kN/m Y 2.452 - - - -
103 UNI kN/m Y 2.452 - - - -
104 UNI kN/m Y 2.452 - - - -
105 UNI kN/m Y 2.452 - - - -
106 UNI kN/m Y 2.452 - - - -
154 UNI kN/m GZ 3.727 - - - -
155 UNI kN/m Y 2.452 - - - -
156 UNI kN/m GZ 3.727 - - - -
157 UNI kN/m GZ 3.727 - - - -
158 UNI kN/m Y 2.452 - - - -
159 UNI kN/m GZ 3.727 - - - -
160 UNI kN/m GZ 3.727 - - - -
161 UNI kN/m Y 2.452 - - - -
162 UNI kN/m GZ 3.727 - - - -
163 UNI kN/m GZ 3.727 - - - -
164 UNI kN/m Y 2.452 - - - -
165 UNI kN/m GZ 3.727 - - - -

10 WIND Z- : Beam Loads

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
1 UNI kN/m GX -2.452 - - - -
2 UNI kN/m Y 2.452 - - - -
3 UNI kN/m Y 2.452 - - - -
4 UNI kN/m Y 2.452 - - - -
5 UNI kN/m GX 2.452 - - - -
6 UNI kN/m Y 2.452 - - - -
7 UNI kN/m Y 2.452 - - - -
8 UNI kN/m Y 2.452 - - - -
9 UNI kN/m GX -2.452 - - - -
10 UNI kN/m GX 2.452 - - - -
11 UNI kN/m GX -2.452 - - - -
12 UNI kN/m Y 2.452 - - - -
13 UNI kN/m Y 2.452 - - - -
14 UNI kN/m Y 2.452 - - - -
15 UNI kN/m GX 2.452 - - - -
16 UNI kN/m Y 2.452 - - - -
17 UNI kN/m Y 2.452 - - - -

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 Job No Sheet No Rev
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Part
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Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

10 WIND Z- : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
18 UNI kN/m Y 2.452 - - - -
19 UNI kN/m GX -2.452 - - - -
20 UNI kN/m GX 2.452 - - - -
21 UNI kN/m GX -2.452 - - - -
22 UNI kN/m Y 2.452 - - - -
23 UNI kN/m Y 2.452 - - - -
24 UNI kN/m Y 2.452 - - - -
25 UNI kN/m GX 2.452 - - - -
26 UNI kN/m Y 2.452 - - - -
27 UNI kN/m Y 2.452 - - - -
28 UNI kN/m Y 2.452 - - - -
29 UNI kN/m GX -2.452 - - - -
30 UNI kN/m GX 2.452 - - - -
31 UNI kN/m GX -2.452 - - - -
32 UNI kN/m Y 2.452 - - - -
33 UNI kN/m Y 2.452 - - - -
34 UNI kN/m Y 2.452 - - - -
35 UNI kN/m GX 2.452 - - - -
36 UNI kN/m Y 2.452 - - - -
37 UNI kN/m Y 2.452 - - - -
38 UNI kN/m Y 2.452 - - - -
39 UNI kN/m GX -2.452 - - - -
40 UNI kN/m GX 2.452 - - - -
41 UNI kN/m GX -2.452 - - - -
42 UNI kN/m Y 2.452 - - - -
43 UNI kN/m Y 2.452 - - - -
44 UNI kN/m Y 2.452 - - - -
45 UNI kN/m GX 2.452 - - - -
46 UNI kN/m Y 2.452 - - - -
47 UNI kN/m Y 2.452 - - - -
48 UNI kN/m Y 2.452 - - - -
49 UNI kN/m GX -2.452 - - - -
50 UNI kN/m GX 2.452 - - - -
51 UNI kN/m GX -2.452 - - - -
52 UNI kN/m Y 2.452 - - - -
53 UNI kN/m Y 2.452 - - - -
54 UNI kN/m Y 2.452 - - - -
55 UNI kN/m GX 2.452 - - - -
56 UNI kN/m Y 2.452 - - - -
57 UNI kN/m Y 2.452 - - - -
58 UNI kN/m Y 2.452 - - - -
59 UNI kN/m GX -2.452 - - - -
60 UNI kN/m GX 2.452 - - - -
71 UNI kN/m GX -2.452 - - - -
72 UNI kN/m Y 2.452 - - - -

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Client File MAHER.std Date/Time 16-Oct-2023 20:16

10 WIND Z- : Beam Loads Cont...

Beam Type Direction Fa Da Fb Db Ecc.
(m) (m)
73 UNI kN/m Y 2.452 - - - -
74 UNI kN/m Y 2.452 - - - -
75 UNI kN/m GX 2.452 - - - -
76 UNI kN/m Y 2.452 - - - -
77 UNI kN/m Y 2.452 - - - -
78 UNI kN/m Y 2.452 - - - -
79 UNI kN/m GX -2.452 - - - -
80 UNI kN/m GX 2.452 - - - -
85 UNI kN/m GZ -3.727 - - - -
86 UNI kN/m GZ -3.727 - - - -
89 UNI kN/m GZ -3.727 - - - -
90 UNI kN/m GZ -3.727 - - - -
93 UNI kN/m GZ -3.727 - - - -
94 UNI kN/m GZ -3.727 - - - -
97 UNI kN/m GZ -3.727 - - - -
98 UNI kN/m GZ -3.727 - - - -
99 UNI kN/m Y 2.452 - - - -
100 UNI kN/m Y 2.452 - - - -
101 UNI kN/m Y 2.452 - - - -
102 UNI kN/m Y 2.452 - - - -
103 UNI kN/m Y 2.452 - - - -
104 UNI kN/m Y 2.452 - - - -
105 UNI kN/m Y 2.452 - - - -
106 UNI kN/m Y 2.452 - - - -
154 UNI kN/m GZ -2.452 - - - -
155 UNI kN/m Y 2.452 - - - -
156 UNI kN/m GZ -2.452 - - - -
157 UNI kN/m GZ -2.452 - - - -
158 UNI kN/m Y 2.452 - - - -
159 UNI kN/m GZ -2.452 - - - -
160 UNI kN/m GZ -2.452 - - - -
161 UNI kN/m Y 2.452 - - - -
162 UNI kN/m GZ -2.452 - - - -
163 UNI kN/m GZ -2.452 - - - -
164 UNI kN/m Y 2.452 - - - -
165 UNI kN/m GZ -2.452 - - - -

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

11 TEMP +25 : Temperature Loads

Temperature Dif.
Beam Axial Cross
(°C) (°C)
1 25.000 -
2 25.000 -
3 25.000 -
4 25.000 -
5 25.000 -
6 25.000 -
7 25.000 -
8 25.000 -
9 25.000 -
10 25.000 -
11 25.000 -
12 25.000 -
13 25.000 -
14 25.000 -
15 25.000 -
16 25.000 -
17 25.000 -
18 25.000 -
19 25.000 -
20 25.000 -
21 25.000 -
22 25.000 -
23 25.000 -
24 25.000 -
25 25.000 -
26 25.000 -
27 25.000 -
28 25.000 -
29 25.000 -
30 25.000 -
31 25.000 -
32 25.000 -
33 25.000 -
34 25.000 -
35 25.000 -
36 25.000 -
37 25.000 -
38 25.000 -
39 25.000 -
40 25.000 -
41 25.000 -
42 25.000 -
43 25.000 -
44 25.000 -

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

11 TEMP +25 : Temperature Loads Cont...

Temperature Dif.
Beam Axial Cross
(°C) (°C)
45 25.000 -
46 25.000 -
47 25.000 -
48 25.000 -
49 25.000 -
50 25.000 -
51 25.000 -
52 25.000 -
53 25.000 -
54 25.000 -
55 25.000 -
56 25.000 -
57 25.000 -
58 25.000 -
59 25.000 -
60 25.000 -
61 25.000 -
62 25.000 -
63 25.000 -
64 25.000 -
65 25.000 -
66 25.000 -
67 25.000 -
68 25.000 -
69 25.000 -
70 25.000 -
71 25.000 -
72 25.000 -
73 25.000 -
74 25.000 -
75 25.000 -
76 25.000 -
77 25.000 -
78 25.000 -
79 25.000 -
80 25.000 -
81 25.000 -
82 25.000 -
83 25.000 -
84 25.000 -
85 25.000 -
86 25.000 -
87 25.000 -
88 25.000 -

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

11 TEMP +25 : Temperature Loads Cont...

Temperature Dif.
Beam Axial Cross
(°C) (°C)
89 25.000 -
90 25.000 -
91 25.000 -
92 25.000 -
93 25.000 -
94 25.000 -
95 25.000 -
96 25.000 -
97 25.000 -
98 25.000 -
99 25.000 -
100 25.000 -
101 25.000 -
102 25.000 -
103 25.000 -
104 25.000 -
105 25.000 -
106 25.000 -
107 25.000 -
108 25.000 -
109 25.000 -
110 25.000 -
111 25.000 -
112 25.000 -
113 25.000 -
114 25.000 -
115 25.000 -
116 25.000 -
118 25.000 -
119 25.000 -
120 25.000 -
121 25.000 -
122 25.000 -
123 25.000 -
124 25.000 -
125 25.000 -
126 25.000 -
127 25.000 -
128 25.000 -
129 25.000 -
130 25.000 -
131 25.000 -
132 25.000 -
133 25.000 -

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

11 TEMP +25 : Temperature Loads Cont...

Temperature Dif.
Beam Axial Cross
(°C) (°C)
134 25.000 -
135 25.000 -
136 25.000 -
137 25.000 -
138 25.000 -
139 25.000 -
140 25.000 -
141 25.000 -
142 25.000 -
143 25.000 -
144 25.000 -
145 25.000 -
146 25.000 -
147 25.000 -
148 25.000 -
149 25.000 -
150 25.000 -
151 25.000 -
152 25.000 -
153 25.000 -
154 25.000 -
155 25.000 -
156 25.000 -
157 25.000 -
158 25.000 -
159 25.000 -
160 25.000 -
161 25.000 -
162 25.000 -
163 25.000 -
164 25.000 -
165 25.000 -

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

12 TEMP -25 : Temperature Loads

Temperature Dif.
Beam Axial Cross
(°C) (°C)
1 -25.000 -
2 -25.000 -
3 -25.000 -
4 -25.000 -
5 -25.000 -
6 -25.000 -
7 -25.000 -
8 -25.000 -
9 -25.000 -
10 -25.000 -
11 -25.000 -
12 -25.000 -
13 -25.000 -
14 -25.000 -
15 -25.000 -
16 -25.000 -
17 -25.000 -
18 -25.000 -
19 -25.000 -
20 -25.000 -
21 -25.000 -
22 -25.000 -
23 -25.000 -
24 -25.000 -
25 -25.000 -
26 -25.000 -
27 -25.000 -
28 -25.000 -
29 -25.000 -
30 -25.000 -
31 -25.000 -
32 -25.000 -
33 -25.000 -
34 -25.000 -
35 -25.000 -
36 -25.000 -
37 -25.000 -
38 -25.000 -
39 -25.000 -
40 -25.000 -
41 -25.000 -
42 -25.000 -
43 -25.000 -
44 -25.000 -

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

12 TEMP -25 : Temperature Loads Cont...

Temperature Dif.
Beam Axial Cross
(°C) (°C)
45 -25.000 -
46 -25.000 -
47 -25.000 -
48 -25.000 -
49 -25.000 -
50 -25.000 -
51 -25.000 -
52 -25.000 -
53 -25.000 -
54 -25.000 -
55 -25.000 -
56 -25.000 -
57 -25.000 -
58 -25.000 -
59 -25.000 -
60 -25.000 -
61 -25.000 -
62 -25.000 -
63 -25.000 -
64 -25.000 -
65 -25.000 -
66 -25.000 -
67 -25.000 -
68 -25.000 -
69 -25.000 -
70 -25.000 -
71 -25.000 -
72 -25.000 -
73 -25.000 -
74 -25.000 -
75 -25.000 -
76 -25.000 -
77 -25.000 -
78 -25.000 -
79 -25.000 -
80 -25.000 -
81 -25.000 -
82 -25.000 -
83 -25.000 -
84 -25.000 -
85 -25.000 -
86 -25.000 -
87 -25.000 -
88 -25.000 -

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

12 TEMP -25 : Temperature Loads Cont...

Temperature Dif.
Beam Axial Cross
(°C) (°C)
89 -25.000 -
90 -25.000 -
91 -25.000 -
92 -25.000 -
93 -25.000 -
94 -25.000 -
95 -25.000 -
96 -25.000 -
97 -25.000 -
98 -25.000 -
99 -25.000 -
100 -25.000 -
101 -25.000 -
102 -25.000 -
103 -25.000 -
104 -25.000 -
105 -25.000 -
106 -25.000 -
107 -25.000 -
108 -25.000 -
109 -25.000 -
110 -25.000 -
111 -25.000 -
112 -25.000 -
113 -25.000 -
114 -25.000 -
115 -25.000 -
116 -25.000 -
118 -25.000 -
119 -25.000 -
120 -25.000 -
121 -25.000 -
122 -25.000 -
123 -25.000 -
124 -25.000 -
125 -25.000 -
126 -25.000 -
127 -25.000 -
128 -25.000 -
129 -25.000 -
130 -25.000 -
131 -25.000 -
132 -25.000 -
133 -25.000 -

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

12 TEMP -25 : Temperature Loads Cont...

Temperature Dif.
Beam Axial Cross
(°C) (°C)
134 -25.000 -
135 -25.000 -
136 -25.000 -
137 -25.000 -
138 -25.000 -
139 -25.000 -
140 -25.000 -
141 -25.000 -
142 -25.000 -
143 -25.000 -
144 -25.000 -
145 -25.000 -
146 -25.000 -
147 -25.000 -
148 -25.000 -
149 -25.000 -
150 -25.000 -
151 -25.000 -
152 -25.000 -
153 -25.000 -
154 -25.000 -
155 -25.000 -
156 -25.000 -
157 -25.000 -
158 -25.000 -
159 -25.000 -
160 -25.000 -
161 -25.000 -
162 -25.000 -
163 -25.000 -
164 -25.000 -
165 -25.000 -

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 Job No Sheet No Rev
STEEL STRUCTURE 38
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

0 Mton
0 Mton
0 Mton
0 Mton
0 Mton
0 Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
00 Mton
Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton
0 Mton 0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton 0 Mton
0 Mton
0 Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton
0 Mton
0 Mton 0 Mton
0 Mton
0 Mton
0 Mton 0 Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton0 Mton 0 Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton
0 Mton
0 Mton
0 Mton
0 Mton
0 Mton
0 Mton

Y
X Load 1
Z

Whole Structure

-0 Mton
-0 Mton-0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton
-0 Mton -0 Mton
-0 -0
Mton
Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton
-0 Mton -0 Mton -0 Mton -0 Mton-0 Mton
-0 Mton
-0 Mton
-0 Mton Mton-0 Mton
-0-0Mton
-0 Mton -0 -0
Mton
Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0-0Mton
Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton-0 Mton -0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton

Y
X Load 2
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

0 Mton
0 Mton
0 Mton
0 Mton
0 Mton
0 Mton
0 Mton 0 Mton
0 Mton
0 Mton 0 Mton
00Mton
Mton
0 Mton
0 Mton
0 Mton
0 Mton 0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton
0 Mton 0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton
0 Mton 0 Mton 0 Mton 0 Mton
0 Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton
0 Mton 0 Mton 0 Mton 0 Mton 0 Mton
0 Mton
0 Mton
0 Mton
0 Mton 0 0Mton
Mton
0 Mton 00Mton
Mton
0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton 0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton 0 Mton
0 Mton
0 Mton
0 Mton
0 Mton
0 Mton
0 Mton

Y
X Load 3
Z

Whole Structure

-0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton -0 Mton
-0-0Mton
Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton-0 Mton
-0 Mton -0 Mton-0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton -0 Mton
-0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton
-0 Mton -0 Mton -0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton
-0 Mton

Y
X Load 4
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m -0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m -0.490 kN/m -0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m -0.490 kN/m -0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m -0.490 kN/m -0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m -0.490 kN/m -0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m -0.490 kN/m
-0.490 kN/m
-0.490 kN/m -0.490 kN/m -0.490 kN/m
-0.490 kN/m
-0.490 kN/m
-0.490 kN/m -0.490 kN/m
-0.490 kN/m -0.490 kN/m

-0.490 kN/m -0.490 kN/m

-0.490 kN/m
-0.490 kN/m

-0.490 kN/m

Y
X Load 5
Z

Whole Structure

-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m
-4.290 kN/m

Y
X Load 5
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m -2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m -2.795 kN/m -2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m -2.795 kN/m -2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m -2.795 kN/m -2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m -2.795 kN/m -2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m -2.795 kN/m
-2.795 kN/m
-2.795 kN/m -2.795 kN/m -2.795 kN/m
-2.795 kN/m
-2.795 kN/m
-2.795 kN/m -2.795 kN/m
-2.795 kN/m -2.795 kN/m

-2.795 kN/m -2.795 kN/m

-2.795 kN/m
-2.795 kN/m

-2.795 kN/m

Y
X Load 6
Z

Whole Structure

-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m
-3.065 kN/m

Y
X Load 6
Z

Whole Structure

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STEEL STRUCTURE 42
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

4.236 kN/m

4.236 kN/m

4.236 kN/m

4.236 kN/m

4.236 kN/m

4.236 kN/m

4.236 kN/m

4.236 kN/m

4.236 kN/m

4.236 kN/m
4.236 kN/m

4.236 kN/m
Y
4.236 kN/m
X Load 7
Z

4.236 kN/m

Whole Structure

3.707 kN/m

3.707 kN/m

3.707 kN/m

3.707 kN/m
3.707 kN/m

3.707 kN/m

3.707 kN/m

3.707 kN/m

3.707 kN/m

3.707 kN/m

3.707 kN/m

3.707 kN/m

3.707 kN/m

3.707 kN/m

Y
X Load 7
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

5.472 kN/m
5.472 kN/m

5.472 kN/m
5.472 kN/m

5.472 kN/m 5.472 kN/m

5.472 kN/m

5.472 kN/m 5.472 kN/m

5.472 kN/m

5.472 kN/m 5.472 kN/m

5.472 kN/m

5.472 kN/m 5.472 kN/m

5.472 kN/m 5.472 kN/m

5.472 kN/m 5.472 kN/m

5.472 kN/m
5.472 kN/m 5.472 kN/m

5.472 kN/m 5.472 kN/m

5.472 kN/m
5.472 kN/m

5.472 kN/m
Y
X Load 7
Z

Whole Structure

2.942 kN/m

2.942 kN/m
2.942 kN/m

2.942 kN/m 2.942 kN/m

2.942 kN/m
2.942 kN/m

Y 2.942 kN/m
X Load 7
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

-2.942 kN/m

-2.942 kN/m
-2.942 kN/m

-2.942 kN/m -2.942 kN/m

-2.942 kN/m
-2.942 kN/m

-2.942 kN/m

Y
X Load 7
Z

Whole Structure

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

-4.236 kN/m

Y
X Load 8
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

-3.707 kN/m

-3.707 kN/m
-3.707 kN/m

-3.707 kN/m

-3.707 kN/m

-3.707 kN/m
-3.707 kN/m

-3.707 kN/m

-3.707 kN/m

-3.707 kN/m

-3.707 kN/m

-3.707 kN/m

-3.707 kN/m
Y
X Load 8
Z -3.707 kN/m

Whole Structure

5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m

5.472 kN/m
5.472 kN/m
5.472 kN/m

5.472 kN/m
5.472 kN/m
5.472 kN/m

5.472 kN/m
5.472 kN/m
5.472 kN/m

5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m
5.472 kN/m

Y
X Load 8
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

3.795 kN/m
3.795 kN/m

3.795 kN/m
3.795 kN/m

3.795 kN/m 3.795 kN/m

3.795 kN/m

3.795 kN/m 3.795 kN/m

3.795 kN/m

3.795 kN/m 3.795 kN/m

3.795 kN/m

3.795 kN/m 3.795 kN/m

3.795 kN/m 3.795 kN/m

3.795 kN/m 3.795 kN/m

3.795 kN/m
3.795 kN/m 3.795 kN/m

3.795 kN/m 3.795 kN/m

3.795 kN/m
3.795 kN/m

3.795 kN/m

Y
X Load 8
Z

Whole Structure

2.942 kN/m

2.942 kN/m
2.942 kN/m

2.942 kN/m 2.942 kN/m

2.942 kN/m
2.942 kN/m

Y 2.942 kN/m
X Load 8
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

-2.942 kN/m

-2.942 kN/m
-2.942 kN/m

-2.942 kN/m -2.942 kN/m

-2.942 kN/m
-2.942 kN/m

-2.942 kN/m

Y
X Load 8
Z

Whole Structure

3.727 kN/m

3.727 kN/m
3.727 kN/m

3.727 kN/m 3.727 kN/m

3.727 kN/m
3.727 kN/m

3.727 kN/m

Y
X Load 9
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

2.452 kN/m

2.452 kN/m
2.452 kN/m

2.452 kN/m 2.452 kN/m

2.452 kN/m
2.452 kN/m

Y 2.452 kN/m
X Load 9
Z

Whole Structure

2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m
2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m

2.452 kN/m 2.452 kN/m

2.452 kN/m
2.452 kN/m

2.452 kN/m

Y
X Load 9
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m
-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m
Y
X Load 9
Z -2.452 kN/m

Whole Structure

-3.727 kN/m

-3.727 kN/m
-3.727 kN/m

-3.727 kN/m -3.727 kN/m

Y
X -3.727 kN/m
Load 10
-3.727 kN/m
Z
-3.727 kN/m

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

-2.452 kN/m

-2.452 kN/m
-2.452 kN/m

-2.452 kN/m -2.452 kN/m

-2.452 kN/m
-2.452 kN/m

-2.452 kN/m

Y
X Load 10
Z

Whole Structure

2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m
2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m
2.452 kN/m
2.452 kN/m 2.452 kN/m

2.452 kN/m 2.452 kN/m

2.452 kN/m
2.452 kN/m

2.452 kN/m

Y
X Load 10
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

2.452 kN/m

2.452 kN/m

2.452 kN/m

2.452 kN/m
2.452 kN/m

2.452 kN/m

2.452 kN/m

2.452 kN/m

2.452 kN/m

2.452 kN/m

2.452 kN/m

2.452 kN/m

2.452 kN/m

2.452 kN/m

Y
X Load 10
Z

Whole Structure

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m
-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m

-2.452 kN/m
Y
X Load 10
Z -2.452 kN/m

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Y
X Load 11
Z

HHHHHHH

Y
X Load 12
Z

Whole Structure

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Node Displacement Summary

Node L/C X Y Z Resultant rX rY rZ
(mm) (mm) (mm) (mm) (rad) (rad) (rad)
Max X 35 7:WIND X+ 96.998 0.230 6.289 97.202 0.000 0.000 -0.003
Min X 40 8:WIND X- -97.005 0.230 6.279 97.208 0.000 -0.000 0.003
Max Y 38 8:WIND X- -88.261 103.431 5.093 136.066 0.001 -0.000 0.003
Min Y 25 14:GENERATED AISC0.001
GENERAL 2
-77.542 1.656 77.560 0.001 0.000 0.000
Max Z 47 3:EQ Z+ -0.002 0.226 69.475 69.475 0.050 0.000 -0.000
Min Z 47 4:EQ Z- 0.002 -0.226 -69.475 69.475 -0.050 -0.000 0.000
Max rX 47 3:EQ Z+ -0.002 0.226 69.475 69.475 0.050 0.000 -0.000
Min rX 47 4:EQ Z- 0.002 -0.226 -69.475 69.475 -0.050 -0.000 0.000
Max rY 17 8:WIND X- 0.000 0.000 0.000 0.000 0.001 0.006 0.021
Min rY 12 7:WIND X+ 0.000 0.000 0.000 0.000 0.001 -0.006 -0.021
Max rZ 39 8:WIND X- 0.000 0.000 0.000 0.000 0.001 -0.000 0.023
Min rZ 34 7:WIND X+ 0.000 0.000 0.000 0.000 0.001 0.000 -0.023
Max Rst 38 8:WIND X- -88.261 103.431 5.093 136.066 0.001 -0.000 0.003

Y
X Load 1 :Bending Z
Z

Whole Structure Mz 8kNm:1m 1 EQ X+

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Client File MAHER.std Date/Time 16-Oct-2023 20:16

Y
X Load 2 :Bending Z
Z

Whole Structure Mz 8kNm:1m 2 EQ X-

Y
X Load 3 :Bending Z
Z

Whole Structure Mz 8kNm:1m 3 EQ Z+

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Y
X Load 4 :Bending Z
Z

Whole Structure Mz 8kNm:1m 4 EQ Z-

Y
X Load 5 :Bending Z
Z

Whole Structure Mz 8kNm:1m 5 DEAD LOAD

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Y
X Load 6 :Bending Z
Z

Whole Structure Mz 20kNm:1m 6 LIVE LOAD

Y
X Load 7 :Bending Z
Z

Whole Structure Mz 20kNm:1m 7 WIND X+

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Y
X Load 8 :Bending Z
Z

Whole Structure Mz 20kNm:1m 8 WIND X-

Y
X Load 9 :Bending Z
Z

Whole Structure Mz 20kNm:1m 9 WIND Z+

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Y
X Load 10 : Bending Z
Z

Whole Structure Mz 20kNm:1m 10 WIND Z-

Y
X Load 11 : Bending Z
Z

Whole Structure Mz 20kNm:1m 11 TEMP +25

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Y
X Load 12 : Bending Z
Z

Whole Structure Mz 20kNm:1m 12 TEMP -25

Y
X Load 5 : Shear Y
Z

Whole Structure Fy 4Mton:1m 5 DEAD LOAD

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Y
X Load 6 : Shear Y
Z

Whole Structure Fy 4Mton:1m 6 LIVE LOAD

Y
X Load 7 : Shear Y
Z

Whole Structure Fy 4Mton:1m 7 WIND X+

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Y
X Load 8 : Shear Y
Z

Whole Structure Fy 4Mton:1m 8 WIND X-

Y
X Load 9 : Shear Y
Z

Whole Structure Fy 4Mton:1m 9 WIND Z+

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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
1 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ 0 -0 -0 0.000 0.000 0.000
4:EQ Z- -0 0 0 0.000 0.000 0.000
5:DEAD LOAD -0 3 -0 0.000 0.000 0.000
6:LIVE LOAD -0 2 -0 0.000 0.000 0.000
7:WIND X+ -1 -3 -0 0.000 0.000 0.000
8:WIND X- 1 1 -0 0.000 0.000 0.000
9:WIND Z+ 0 -1 -0 0.000 0.000 0.000
10:WIND Z- 0 -1 0 0.000 0.000 0.000
11:TEMP +25 0 -0 0 0.000 0.000 0.000
12:TEMP -25 -0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 3 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-0 2 5 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-0 3 5 -0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-2 4 -0 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
1 5 4 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 2 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 2 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 3 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 3 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 3 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 3 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 3 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 3 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 3 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 3 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-1 16 2 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
1 17 6 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 4 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 4 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 4 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 5 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-0 22 5 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-0 23 5 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 5 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 4 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-0 26 5 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-0 27 5 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-1 28 -1 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
1 29 3 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 1 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 1 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 1 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 62 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 63
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
45:GENERATED AISC GENERAL
0 33 2 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 2 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 2 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 2 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 1 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 2 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 2 -0 0.000 0.000 0.000
6 1:EQ X+ -0 1 0 0.000 0.000 0.000
2:EQ X- 0 -1 -0 0.000 0.000 0.000
3:EQ Z+ -0 -0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 3 -0 0.000 0.000 0.000
6:LIVE LOAD 0 2 -0 0.000 0.000 0.000
7:WIND X+ -1 1 -0 0.000 0.000 0.000
8:WIND X- 1 -3 -0 0.000 0.000 0.000
9:WIND Z+ -0 -1 -0 0.000 0.000 0.000
10:WIND Z- -0 -1 0 0.000 0.000 0.000
11:TEMP +25 -0 -0 0 0.000 0.000 0.000
12:TEMP -25 0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 3 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 5 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 5 -0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-1 4 4 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
1 5 -0 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 2 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 2 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 3 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 3 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 3 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 3 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 3 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 3 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 3 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 3 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-1 16 6 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
1 17 2 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-0 18 4 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-0 19 4 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 5 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 4 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 5 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 5 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 4 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 5 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 63 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 64
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
38:GENERATED AISC GENERAL
0 26 5 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 5 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-1 28 3 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
1 29 -1 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 1 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 1 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 2 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 1 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 2 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 2 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 1 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 2 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 2 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 2 -0 0.000 0.000 0.000
12 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ 0 -0 -0 0.000 0.000 0.000
4:EQ Z- -0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 1 0 0.000 0.000 0.000
6:LIVE LOAD 1 3 0 0.000 0.000 0.000
7:WIND X+ -5 -6 -0 0.000 0.000 0.000
8:WIND X- -0 -4 -0 0.000 0.000 0.000
9:WIND Z+ -0 -2 -0 0.000 0.000 0.000
10:WIND Z- -0 -3 0 0.000 0.000 0.000
11:TEMP +25 0 -0 0 0.000 0.000 0.000
12:TEMP -25 -0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
2 2 4 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
2 3 3 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-4 4 -4 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 -2 0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 -1 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 -1 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 1 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
1 9 1 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
1 12 1 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 1 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-2 16 -1 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
1 17 1 0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
1 18 2 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 64 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 65
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
31:GENERATED AISC GENERAL
1 19 2 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
1 20 3 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
2 21 3 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
2 22 3 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
2 23 3 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
2 24 3 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
1 25 3 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
2 26 3 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
2 27 3 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-4 28 -5 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 -3 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 -2 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 -2 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 1 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 1 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 1 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 1 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 1 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 1 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 1 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 1 -0 0.000 0.000 0.000
17 1:EQ X+ -0 0 0 0.000 0.000 0.000
2:EQ X- 0 -0 -0 0.000 0.000 0.000
3:EQ Z+ -0 -0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD -0 1 0 0.000 0.000 0.000
6:LIVE LOAD -1 3 0 0.000 0.000 0.000
7:WIND X+ 0 -4 -0 0.000 0.000 0.000
8:WIND X- 5 -6 -0 0.000 0.000 0.000
9:WIND Z+ 0 -2 -0 0.000 0.000 0.000
10:WIND Z- 0 -3 0 0.000 0.000 0.000
11:TEMP +25 -0 -0 0 0.000 0.000 0.000
12:TEMP -25 0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-2 2 4 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-2 3 3 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 -2 0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
4 5 -4 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 -1 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 -1 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-1 8 1 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
-0 9 1 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 1 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 65 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 66
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
24:GENERATED AISC GENERAL
-0 12 1 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-1 13 1 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-1 16 1 0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
2 17 -1 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-1 18 2 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-1 19 2 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-2 20 3 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
-1 21 3 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-2 22 3 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-2 23 3 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
-1 24 3 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-2 25 3 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-2 26 3 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-2 27 3 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 -3 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
4 29 -5 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 -2 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 -2 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 1 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
-0 33 1 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 1 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 1 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
-0 36 1 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 1 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 1 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 1 -0 0.000 0.000 0.000
23 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ -0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 -0 0 0.000 0.000 0.000
5:DEAD LOAD 0 1 0 0.000 0.000 0.000
6:LIVE LOAD 1 3 0 0.000 0.000 0.000
7:WIND X+ -5 -6 -0 0.000 0.000 0.000
8:WIND X- -0 -4 -0 0.000 0.000 0.000
9:WIND Z+ -0 -3 -0 0.000 0.000 0.000
10:WIND Z- -0 -2 0 0.000 0.000 0.000
11:TEMP +25 0 -0 0 0.000 0.000 0.000
12:TEMP -25 -0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
2 2 4 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
2 3 3 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-4 4 -5 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 66 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 67
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
17:GENERATED AISC GENERAL
0 5 -2 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 -1 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 -1 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 1 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
1 9 1 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
1 12 1 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 1 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-2 16 -1 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
1 17 1 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
1 18 2 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
1 19 2 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
1 20 3 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
2 21 3 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
2 22 3 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
2 23 3 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
2 24 3 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
1 25 3 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
2 26 3 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
2 27 3 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-5 28 -5 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 -3 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 -2 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 -2 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 1 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 1 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 1 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 1 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 1 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 1 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 1 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 1 -0 0.000 0.000 0.000
28 1:EQ X+ -0 0 0 0.000 0.000 0.000
2:EQ X- 0 -0 -0 0.000 0.000 0.000
3:EQ Z+ 0 0 -0 0.000 0.000 0.000
4:EQ Z- -0 -0 0 0.000 0.000 0.000
5:DEAD LOAD -0 1 0 0.000 0.000 0.000
6:LIVE LOAD -1 3 0 0.000 0.000 0.000
7:WIND X+ 0 -4 -0 0.000 0.000 0.000
8:WIND X- 5 -6 -0 0.000 0.000 0.000
9:WIND Z+ 0 -3 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 67 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 68
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
10:WIND Z- 0 -2 0 0.000 0.000 0.000
11:TEMP +25 -0 -0 0 0.000 0.000 0.000
12:TEMP -25 0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-2 2 4 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-2 3 3 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 -2 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
4 5 -5 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 -1 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 -1 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-1 8 1 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
-0 9 1 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
-0 12 1 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-1 13 1 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-1 16 1 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
2 17 -1 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-1 18 2 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-1 19 2 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-2 20 3 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
-1 21 3 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-2 22 3 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-2 23 3 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
-1 24 3 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-2 25 3 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-2 26 3 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-2 27 3 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 -3 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
5 29 -5 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 -2 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 -2 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 1 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
-0 33 1 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 1 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 1 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
-0 36 1 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 1 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 1 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 1 -0 0.000 0.000 0.000
34 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 68 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 69
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
3:EQ Z+ 0 -0 -0 0.000 0.000 0.000
4:EQ Z- -0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 1 0 0.000 0.000 0.000
6:LIVE LOAD 1 3 0 0.000 0.000 0.000
7:WIND X+ -5 -6 -0 0.000 0.000 0.000
8:WIND X- -0 -4 -0 0.000 0.000 0.000
9:WIND Z+ -0 -3 -0 0.000 0.000 0.000
10:WIND Z- -0 -2 0 0.000 0.000 0.000
11:TEMP +25 0 -0 0 0.000 0.000 0.000
12:TEMP -25 -0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
2 2 4 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
2 3 3 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-4 4 -5 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 -2 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 -1 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 -1 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 1 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
1 9 1 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
1 12 1 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 1 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-2 16 -1 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
1 17 1 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
1 18 2 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
1 19 2 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
1 20 3 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
2 21 3 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
2 22 3 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
2 23 3 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
2 24 3 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
1 25 3 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
2 26 3 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
2 27 3 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-5 28 -5 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 -3 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 -2 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 -2 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 1 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 1 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 1 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 69 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 70
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
47:GENERATED AISC GENERAL
0 35 1 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 1 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 1 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 1 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 1 -0 0.000 0.000 0.000
39 1:EQ X+ -0 0 0 0.000 0.000 0.000
2:EQ X- 0 -0 -0 0.000 0.000 0.000
3:EQ Z+ -0 -0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD -0 1 0 0.000 0.000 0.000
6:LIVE LOAD -1 3 0 0.000 0.000 0.000
7:WIND X+ 0 -4 -0 0.000 0.000 0.000
8:WIND X- 5 -6 -0 0.000 0.000 0.000
9:WIND Z+ 0 -3 -0 0.000 0.000 0.000
10:WIND Z- 0 -2 0 0.000 0.000 0.000
11:TEMP +25 -0 -0 0 0.000 0.000 0.000
12:TEMP -25 0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-2 2 4 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-2 3 3 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 -2 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
4 5 -5 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 -1 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 -1 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-1 8 1 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
-0 9 1 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
-0 12 1 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-1 13 1 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-1 16 1 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
2 17 -1 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-1 18 2 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-1 19 2 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-2 20 3 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
-1 21 3 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-2 22 3 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-2 23 3 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
-1 24 3 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-2 25 3 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-2 26 3 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-2 27 3 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 70 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 71
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
40:GENERATED AISC GENERAL
-0 28 -3 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
5 29 -5 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 -2 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 -2 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 1 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
-0 33 1 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 1 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 1 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
-0 36 1 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 1 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 1 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 1 -0 0.000 0.000 0.000
45 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ -0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 -0 0 0.000 0.000 0.000
5:DEAD LOAD 0 1 -0 0.000 0.000 0.000
6:LIVE LOAD 1 3 0 0.000 0.000 0.000
7:WIND X+ -5 -6 -0 0.000 0.000 0.000
8:WIND X- -0 -4 -0 0.000 0.000 0.000
9:WIND Z+ -0 -2 -0 0.000 0.000 0.000
10:WIND Z- -0 -3 0 0.000 0.000 0.000
11:TEMP +25 0 -0 0 0.000 0.000 0.000
12:TEMP -25 -0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 1 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
2 2 4 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
2 3 3 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-4 4 -4 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 -2 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 -1 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 -1 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 1 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 1 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 1 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 1 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-2 16 -1 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
1 17 1 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
1 18 2 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
1 19 2 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
1 20 3 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 71 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 72
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
33:GENERATED AISC GENERAL
2 21 3 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
2 22 3 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
2 23 3 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
2 24 3 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
1 25 3 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
2 26 3 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
2 27 3 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-4 28 -5 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 -3 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 -2 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 -2 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 1 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 1 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 1 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 1 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 1 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 1 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 1 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 1 -0 0.000 0.000 0.000
50 1:EQ X+ -0 0 0 0.000 0.000 0.000
2:EQ X- 0 -0 -0 0.000 0.000 0.000
3:EQ Z+ 0 0 -0 0.000 0.000 0.000
4:EQ Z- -0 -0 0 0.000 0.000 0.000
5:DEAD LOAD -0 1 -0 0.000 0.000 0.000
6:LIVE LOAD -1 3 0 0.000 0.000 0.000
7:WIND X+ 0 -4 -0 0.000 0.000 0.000
8:WIND X- 5 -6 -0 0.000 0.000 0.000
9:WIND Z+ 0 -2 -0 0.000 0.000 0.000
10:WIND Z- 0 -3 0 0.000 0.000 0.000
11:TEMP +25 -0 -0 0 0.000 0.000 0.000
12:TEMP -25 0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 1 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-2 2 4 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-2 3 3 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 -2 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
4 5 -4 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 -1 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 -1 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 1 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
-0 9 1 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
-0 12 1 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 1 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 72 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 73
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
26:GENERATED AISC GENERAL
-0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-1 16 1 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
2 17 -1 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-1 18 2 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-1 19 2 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-2 20 3 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
-1 21 3 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-2 22 3 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-2 23 3 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
-1 24 3 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-2 25 3 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-2 26 3 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-2 27 3 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 -3 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
4 29 -5 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 -2 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 -2 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 1 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
-0 33 1 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 1 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 1 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
-0 36 1 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 1 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 1 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 1 -0 0.000 0.000 0.000
56 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ 0 -0 -0 0.000 0.000 0.000
4:EQ Z- -0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 1 0 0.000 0.000 0.000
6:LIVE LOAD 0 1 0 0.000 0.000 0.000
7:WIND X+ -2 -3 -0 0.000 0.000 0.000
8:WIND X- 2 1 -0 0.000 0.000 0.000
9:WIND Z+ 1 -1 -0 0.000 0.000 0.000
10:WIND Z- 1 -1 0 0.000 0.000 0.000
11:TEMP +25 0 0 0 0.000 0.000 0.000
12:TEMP -25 -0 -0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 1 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 1 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-2 4 -2 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
2 5 2 0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
1 6 -0 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 73 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 74
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
19:GENERATED AISC GENERAL
1 7 -0 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 0 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 1 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 1 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 0 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-2 16 -1 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
2 17 2 0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
1 18 0 0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
1 19 0 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 1 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 1 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 1 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 1 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 1 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 1 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 1 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 1 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-2 28 -3 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
2 29 1 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
1 30 -0 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
1 31 -0 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 0 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 0 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 -0 0.000 0.000 0.000
61 1:EQ X+ -0 0 0 0.000 0.000 0.000
2:EQ X- 0 -0 -0 0.000 0.000 0.000
3:EQ Z+ -0 -0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD -0 1 0 0.000 0.000 0.000
6:LIVE LOAD -0 1 0 0.000 0.000 0.000
7:WIND X+ -2 1 -0 0.000 0.000 0.000
8:WIND X- 2 -3 -0 0.000 0.000 0.000
9:WIND Z+ -1 -1 -0 0.000 0.000 0.000
10:WIND Z- -1 -1 0 0.000 0.000 0.000
11:TEMP +25 -0 0 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 74 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 75
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
12:TEMP -25 0 -0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-0 2 1 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-0 3 1 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-2 4 2 0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
2 5 -2 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-1 6 -0 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-1 7 -0 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 1 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 0 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 0 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 1 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-2 16 2 0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
2 17 -1 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-1 18 0 0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-1 19 0 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 1 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 1 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-0 22 1 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-0 23 1 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 1 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 1 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-0 26 1 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-0 27 1 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-2 28 1 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
2 29 -3 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-1 30 -0 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-1 31 -0 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 0 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 0 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 0 -0 0.000 0.000 0.000
67 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ -0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 -0 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 75 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 76
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
5:DEAD LOAD -0 3 -0 0.000 0.000 0.000
6:LIVE LOAD -0 2 -0 0.000 0.000 0.000
7:WIND X+ -2 -3 -0 0.000 0.000 0.000
8:WIND X- 2 1 -0 0.000 0.000 0.000
9:WIND Z+ 0 -1 -0 0.000 0.000 0.000
10:WIND Z- 0 -1 0 0.000 0.000 0.000
11:TEMP +25 0 -0 -0 0.000 0.000 0.000
12:TEMP -25 -0 0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 3 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-0 2 5 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-0 3 5 -0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-2 4 0 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
2 5 4 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 2 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 2 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 3 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 3 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 3 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 3 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 3 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 3 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 3 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 3 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-2 16 3 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
2 17 5 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 4 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 4 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 4 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 5 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-0 22 5 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-0 23 5 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 5 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 4 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-0 26 5 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-0 27 5 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-2 28 -1 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
2 29 3 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 1 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 1 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 2 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 2 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 2 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 2 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 2 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 76 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 77
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
49:GENERATED AISC GENERAL
-0 37 2 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 2 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 2 -0 0.000 0.000 0.000
73 1:EQ X+ -0 0 0 0.000 0.000 0.000
2:EQ X- 0 -0 -0 0.000 0.000 0.000
3:EQ Z+ 0 0 -0 0.000 0.000 0.000
4:EQ Z- -0 -0 0 0.000 0.000 0.000
5:DEAD LOAD 0 3 -0 0.000 0.000 0.000
6:LIVE LOAD 0 2 -0 0.000 0.000 0.000
7:WIND X+ -2 1 -0 0.000 0.000 0.000
8:WIND X- 2 -3 -0 0.000 0.000 0.000
9:WIND Z+ -0 -1 -0 0.000 0.000 0.000
10:WIND Z- -0 -1 0 0.000 0.000 0.000
11:TEMP +25 -0 -0 -0 0.000 0.000 0.000
12:TEMP -25 0 0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 3 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 5 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 5 -0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-2 4 4 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
2 5 0 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 2 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 2 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 3 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 3 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 3 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 3 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 3 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 3 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 3 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 3 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-2 16 5 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
2 17 3 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-0 18 4 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-0 19 4 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 5 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 4 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 5 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 5 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 4 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 5 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 5 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 5 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-2 28 3 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
2 29 -1 -0 0.000 0.000 0.000

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 Job No Sheet No Rev
STEEL STRUCTURE 78
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
42:GENERATED AISC GENERAL
-0 30 1 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 1 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 2 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 2 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 2 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 2 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 2 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 2 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 2 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 2 -0 0.000 0.000 0.000
78 1:EQ X+ -0 1 -0 0.000 0.000 0.000
2:EQ X- 0 -1 0 0.000 0.000 0.000
3:EQ Z+ 0 -0 0 0.000 0.000 0.000
4:EQ Z- -0 0 -0 0.000 0.000 0.000
5:DEAD LOAD 0 5 -0 0.000 0.000 0.000
6:LIVE LOAD 0 4 -0 0.000 0.000 0.000
7:WIND X+ -1 -0 0 0.000 0.000 0.000
8:WIND X- 1 -4 -0 0.000 0.000 0.000
9:WIND Z+ 0 -1 -0 0.000 0.000 0.000
10:WIND Z- 0 -1 0 0.000 0.000 0.000
11:TEMP +25 0 0 0 0.000 0.000 0.000
12:TEMP -25 -0 -0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 5 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 9 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 8 -0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-1 4 5 0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
1 5 1 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 4 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 4 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 5 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 5 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 5 0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 5 -0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 5 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 5 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 5 -0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 5 0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 8 0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 5 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 7 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 7 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 8 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 8 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 8 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 78 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 79
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
35:GENERATED AISC GENERAL
0 23 8 -0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 8 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 8 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 8 -0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 8 0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-1 28 3 0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
1 29 -1 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 2 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 2 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 3 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 3 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 3 0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 3 -0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 3 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 3 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 3 -0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 3 0 0.000 0.000 0.000
81 1:EQ X+ -0 0 -0 0.000 0.000 0.000
2:EQ X- 0 -0 0 0.000 0.000 0.000
3:EQ Z+ -0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 -0 0 0.000 0.000 0.000
5:DEAD LOAD -0 5 0 0.000 0.000 0.000
6:LIVE LOAD -0 4 0 0.000 0.000 0.000
7:WIND X+ -0 -1 -1 0.000 0.000 0.000
8:WIND X- 0 -4 -1 0.000 0.000 0.000
9:WIND Z+ 0 -1 -1 0.000 0.000 0.000
10:WIND Z- 0 -1 1 0.000 0.000 0.000
11:TEMP +25 0 0 -0 0.000 0.000 0.000
12:TEMP -25 -0 -0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 5 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-0 2 9 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-0 3 8 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 4 -1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 1 -1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 4 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 4 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 5 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 5 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 5 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 5 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 5 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 5 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 5 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 5 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 79 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 80
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
28:GENERATED AISC GENERAL
-0 16 7 -1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 5 -1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 7 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 7 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 8 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 8 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-0 22 8 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-0 23 8 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 8 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 8 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-0 26 8 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-0 27 8 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 2 -1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 -1 -1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 2 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 2 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 3 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 3 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 3 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 3 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 3 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 3 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 3 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 3 -0 0.000 0.000 0.000
84 1:EQ X+ -0 -1 0 0.000 0.000 0.000
2:EQ X- 0 1 -0 0.000 0.000 0.000
3:EQ Z+ -0 0 0 0.000 0.000 0.000
4:EQ Z- 0 -0 -0 0.000 0.000 0.000
5:DEAD LOAD -0 4 -0 0.000 0.000 0.000
6:LIVE LOAD -0 4 -0 0.000 0.000 0.000
7:WIND X+ -1 -4 -0 0.000 0.000 0.000
8:WIND X- 1 0 0 0.000 0.000 0.000
9:WIND Z+ -0 -1 -0 0.000 0.000 0.000
10:WIND Z- -0 -1 0 0.000 0.000 0.000
11:TEMP +25 -0 0 0 0.000 0.000 0.000
12:TEMP -25 0 -0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 4 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-0 2 8 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-0 3 7 -0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-1 4 0 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
1 5 4 0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 3 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 3 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 4 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 80 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 81
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
21:GENERATED AISC GENERAL
0 9 5 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 4 0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 4 -0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 5 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 4 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 4 -0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 4 0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 4 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 7 0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-0 18 6 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-0 19 6 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 7 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 7 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-0 22 7 0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-0 23 7 -0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 7 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 7 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-0 26 7 -0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-0 27 7 0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-1 28 -2 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
1 29 3 0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 1 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 1 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 2 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 3 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 3 0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 3 -0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 3 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 2 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 3 -0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 3 0 0.000 0.000 0.000
87 1:EQ X+ -0 -1 0 0.000 0.000 0.000
2:EQ X- 0 1 -0 0.000 0.000 0.000
3:EQ Z+ 0 -0 -0 0.000 0.000 0.000
4:EQ Z- -0 0 0 0.000 0.000 0.000
5:DEAD LOAD -0 4 0 0.000 0.000 0.000
6:LIVE LOAD -0 4 0 0.000 0.000 0.000
7:WIND X+ -0 -4 -1 0.000 0.000 0.000
8:WIND X- 0 -1 -1 0.000 0.000 0.000
9:WIND Z+ -0 -1 -1 0.000 0.000 0.000
10:WIND Z- -0 -1 1 0.000 0.000 0.000
11:TEMP +25 -0 0 -0 0.000 0.000 0.000
12:TEMP -25 0 -0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 4 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 81 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 82
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
14:GENERATED AISC GENERAL
-0 2 8 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-0 3 7 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 1 -1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 4 -1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 3 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 3 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 4 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 5 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 4 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 4 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 5 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 4 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 4 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 4 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 4 -1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 7 -1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-0 18 6 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-0 19 6 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 7 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 7 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-0 22 7 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-0 23 7 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 7 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 7 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-0 26 7 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-0 27 7 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 -1 -1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 2 -1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 1 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 1 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 2 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 3 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 3 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 3 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 3 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 2 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 3 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 3 -0 0.000 0.000 0.000
90 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ 0 0 0 0.000 0.000 0.000
4:EQ Z- -0 -0 -0 0.000 0.000 0.000
5:DEAD LOAD 0 4 -0 0.000 0.000 0.000
6:LIVE LOAD 0 3 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 82 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 83
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
7:WIND X+ -1 -3 0 0.000 0.000 0.000
8:WIND X- 1 -1 -0 0.000 0.000 0.000
9:WIND Z+ -0 -1 -0 0.000 0.000 0.000
10:WIND Z- 0 -1 0 0.000 0.000 0.000
11:TEMP +25 0 0 0 0.000 0.000 0.000
12:TEMP -25 -0 -0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 4 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 8 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 7 -0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-1 4 1 0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
1 5 4 -0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 3 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 3 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 4 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 4 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 4 0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 4 -0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 4 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 4 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 4 -0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 4 0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 5 0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 6 -0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 6 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 6 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 7 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 7 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 7 0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 7 -0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 7 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 7 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 7 -0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 7 0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-1 28 -0 0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
1 29 2 -0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 2 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 2 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 2 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 3 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 3 0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 3 -0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 3 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 2 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 3 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 83 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 84
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
51:GENERATED AISC GENERAL
0 39 3 0 0.000 0.000 0.000
93 1:EQ X+ -0 -0 0 0.000 0.000 0.000
2:EQ X- 0 0 -0 0.000 0.000 0.000
3:EQ Z+ -0 -0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 4 0 0.000 0.000 0.000
6:LIVE LOAD 0 3 0 0.000 0.000 0.000
7:WIND X+ -0 -3 -1 0.000 0.000 0.000
8:WIND X- 0 -1 -1 0.000 0.000 0.000
9:WIND Z+ -0 -1 -1 0.000 0.000 0.000
10:WIND Z- -0 -1 1 0.000 0.000 0.000
11:TEMP +25 0 0 0 0.000 0.000 0.000
12:TEMP -25 -0 -0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 4 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 8 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 7 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 1 -1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 3 -1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 3 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 3 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 4 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 4 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 4 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 4 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 4 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 4 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 4 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 4 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 5 -1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 6 -1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 6 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 6 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 7 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 7 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 7 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 7 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 7 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 7 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 7 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 7 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 -0 -1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 2 -1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 2 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 2 1 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 84 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 85
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
44:GENERATED AISC GENERAL
-0 32 2 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 3 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 3 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 3 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 3 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 2 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 3 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 3 -0 0.000 0.000 0.000
96 1:EQ X+ -0 0 0 0.000 0.000 0.000
2:EQ X- 0 -0 -0 0.000 0.000 0.000
3:EQ Z+ 0 0 0 0.000 0.000 0.000
4:EQ Z- -0 -0 -0 0.000 0.000 0.000
5:DEAD LOAD -0 4 -0 0.000 0.000 0.000
6:LIVE LOAD -0 3 -0 0.000 0.000 0.000
7:WIND X+ -1 -0 -0 0.000 0.000 0.000
8:WIND X- 1 -3 0 0.000 0.000 0.000
9:WIND Z+ -0 -1 -0 0.000 0.000 0.000
10:WIND Z- -0 -1 0 0.000 0.000 0.000
11:TEMP +25 -0 0 0 0.000 0.000 0.000
12:TEMP -25 0 -0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 4 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-0 2 6 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-0 3 6 -0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-1 4 3 -0 0.000 0.000 0.000
17:GENERATED AISC GENERAL
1 5 1 0 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 3 -0 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 3 0 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 4 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 3 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 4 0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 4 -0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 3 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 4 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 4 -0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 4 0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 6 -0 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 4 0 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-0 18 5 -0 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-0 19 5 0 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 6 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 6 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-0 22 6 0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-0 23 6 -0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 6 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 85 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 86
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
37:GENERATED AISC GENERAL
-0 25 6 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-0 26 6 -0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-0 27 6 0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-1 28 2 -0 0.000 0.000 0.000
41:GENERATED AISC GENERAL
1 29 -0 0 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 1 -0 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 1 0 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 2 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 2 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 2 0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 2 -0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 2 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 2 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 2 -0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 2 0 0.000 0.000 0.000
99 1:EQ X+ -0 0 0 0.000 0.000 0.000
2:EQ X- 0 -0 -0 0.000 0.000 0.000
3:EQ Z+ -0 -0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD -0 4 0 0.000 0.000 0.000
6:LIVE LOAD -0 3 0 0.000 0.000 0.000
7:WIND X+ -0 -0 -1 0.000 0.000 0.000
8:WIND X- 0 -2 -1 0.000 0.000 0.000
9:WIND Z+ 0 -1 -1 0.000 0.000 0.000
10:WIND Z- 0 -1 1 0.000 0.000 0.000
11:TEMP +25 -0 0 0 0.000 0.000 0.000
12:TEMP -25 0 -0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 4 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-0 2 6 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-0 3 6 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 3 -1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 1 -1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 3 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 3 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 4 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 3 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 4 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 4 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 3 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 4 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 4 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 4 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 5 -1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 4 -1 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 86 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 87
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
30:GENERATED AISC GENERAL
-0 18 5 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-0 19 5 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 6 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 6 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-0 22 6 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-0 23 6 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 6 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 6 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-0 26 6 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-0 27 6 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 2 -1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 -0 -1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 1 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 1 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 2 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 2 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 2 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 2 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 2 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 2 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 2 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 2 -0 0.000 0.000 0.000
106 1:EQ X+ 0 0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ 0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 0 0 0.000 0.000 0.000
6:LIVE LOAD 0 0 0 0.000 0.000 0.000
7:WIND X+ 0 0 -1 0.000 0.000 0.000
8:WIND X- 0 0 -1 0.000 0.000 0.000
9:WIND Z+ 0 0 -1 0.000 0.000 0.000
10:WIND Z- 0 0 1 0.000 0.000 0.000
11:TEMP +25 0 0 -0 0.000 0.000 0.000
12:TEMP -25 0 0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 0 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 0 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 0 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
0 4 0 -1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 0 -1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 0 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 0 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 0 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 87 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 88
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
23:GENERATED AISC GENERAL
0 11 0 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 0 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 0 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 0 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 0 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
0 16 0 -1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 0 -1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 0 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 0 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
0 20 0 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 0 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 0 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 0 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 0 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
0 25 0 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 0 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 0 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
0 28 0 -1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 0 -1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 0 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 0 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 0 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 0 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 -0 0.000 0.000 0.000
107 1:EQ X+ 0 0 0 0.000 0.000 0.000
2:EQ X- 0 0 -0 0.000 0.000 0.000
3:EQ Z+ 0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 0 0 0.000 0.000 0.000
6:LIVE LOAD 0 0 0 0.000 0.000 0.000
7:WIND X+ 0 0 -1 0.000 0.000 0.000
8:WIND X- 0 0 -1 0.000 0.000 0.000
9:WIND Z+ 0 0 -1 0.000 0.000 0.000
10:WIND Z- 0 0 1 0.000 0.000 0.000
11:TEMP +25 0 0 0 0.000 0.000 0.000
12:TEMP -25 0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 0 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 0 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 0 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 88 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 89
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
16:GENERATED AISC GENERAL
0 4 0 -1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 0 -1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 0 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 0 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 0 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 0 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 0 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 0 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 0 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 0 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
0 16 0 -1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 0 -1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 0 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 0 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
0 20 0 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 0 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 0 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 0 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 0 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
0 25 0 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 0 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 0 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
0 28 0 -1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 0 -1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 0 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 0 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 0 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 0 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 -0 0.000 0.000 0.000
108 1:EQ X+ 0 0 0 0.000 0.000 0.000
2:EQ X- 0 0 -0 0.000 0.000 0.000
3:EQ Z+ 0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 0 0 0.000 0.000 0.000
6:LIVE LOAD 0 0 0 0.000 0.000 0.000
7:WIND X+ 0 0 -1 0.000 0.000 0.000
8:WIND X- 0 0 -1 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 89 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 90
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
9:WIND Z+ 0 0 -1 0.000 0.000 0.000
10:WIND Z- 0 0 1 0.000 0.000 0.000
11:TEMP +25 0 0 -0 0.000 0.000 0.000
12:TEMP -25 0 0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 0 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 0 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 0 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
0 4 0 -1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 0 -1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 0 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 0 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 0 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 0 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 0 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 0 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 0 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 0 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
0 16 0 -1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 0 -1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 0 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 0 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
0 20 0 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 0 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 0 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 0 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 0 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
0 25 0 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 0 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 0 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
0 28 0 -1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 0 -1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 0 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 0 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 0 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 0 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 -0 0.000 0.000 0.000
109 1:EQ X+ 0 0 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 90 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 91
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ 0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 0 0 0.000 0.000 0.000
6:LIVE LOAD 0 0 0 0.000 0.000 0.000
7:WIND X+ 0 0 -1 0.000 0.000 0.000
8:WIND X- 0 0 -1 0.000 0.000 0.000
9:WIND Z+ 0 0 -1 0.000 0.000 0.000
10:WIND Z- 0 0 1 0.000 0.000 0.000
11:TEMP +25 0 0 0 0.000 0.000 0.000
12:TEMP -25 0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 0 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 0 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 0 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
0 4 0 -1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 0 -1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 0 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 0 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 0 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 0 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 0 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 0 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 0 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 0 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
0 16 0 -1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 0 -1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 0 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 0 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
0 20 0 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 0 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 0 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 0 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 0 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
0 25 0 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 0 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 0 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
0 28 0 -1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 0 -1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 0 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 0 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 0 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 91 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 92
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
46:GENERATED AISC GENERAL
0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 0 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 -0 0.000 0.000 0.000
130 1:EQ X+ -0 0 0 0.000 0.000 0.000
2:EQ X- 0 -0 -0 0.000 0.000 0.000
3:EQ Z+ 0 -0 -0 0.000 0.000 0.000
4:EQ Z- -0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 1 0 0.000 0.000 0.000
6:LIVE LOAD 0 1 -0 0.000 0.000 0.000
7:WIND X+ -0 -1 1 0.000 0.000 0.000
8:WIND X- 0 -4 1 0.000 0.000 0.000
9:WIND Z+ -0 -1 -1 0.000 0.000 0.000
10:WIND Z- -0 -1 1 0.000 0.000 0.000
11:TEMP +25 0 -0 -0 0.000 0.000 0.000
12:TEMP -25 -0 0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 2 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 2 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 0 1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 -3 1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 -0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 -0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 1 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 1 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 1 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 1 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 1 1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 -1 1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-0 18 1 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-0 19 1 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 2 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 2 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 2 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 2 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 2 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 2 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 2 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 92 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 93
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
39:GENERATED AISC GENERAL
0 27 2 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 -0 1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 -4 1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 -1 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 -1 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 1 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 1 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 -0 0.000 0.000 0.000
132 1:EQ X+ 0 0 0 0.000 0.000 0.000
2:EQ X- 0 0 -0 0.000 0.000 0.000
3:EQ Z+ 0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 0 -0 0.000 0.000 0.000
6:LIVE LOAD 0 0 -0 0.000 0.000 0.000
7:WIND X+ 0 0 1 0.000 0.000 0.000
8:WIND X- 0 0 1 0.000 0.000 0.000
9:WIND Z+ 0 0 -1 0.000 0.000 0.000
10:WIND Z- 0 0 1 0.000 0.000 0.000
11:TEMP +25 0 0 0 0.000 0.000 0.000
12:TEMP -25 0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 0 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 0 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 0 -0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
0 4 0 1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 0 1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 0 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 0 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 0 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 0 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 0 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 0 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 0 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 0 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
0 16 0 1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 0 1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 0 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 0 1 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 93 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 94
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
32:GENERATED AISC GENERAL
0 20 0 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 0 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 0 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 0 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 0 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
0 25 0 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 0 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 0 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
0 28 0 1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 0 1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 0 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 0 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 0 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 -0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 -0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 0 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 -0 0.000 0.000 0.000
133 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ -0 -0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 1 0 0.000 0.000 0.000
6:LIVE LOAD 0 1 -0 0.000 0.000 0.000
7:WIND X+ -0 -4 1 0.000 0.000 0.000
8:WIND X- 0 -0 1 0.000 0.000 0.000
9:WIND Z+ 0 -1 -1 0.000 0.000 0.000
10:WIND Z- 0 -1 1 0.000 0.000 0.000
11:TEMP +25 -0 -0 -0 0.000 0.000 0.000
12:TEMP -25 0 0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 2 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 2 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 -3 1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 0 1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 -0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 -0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 0 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 1 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 1 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 94 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 95
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
25:GENERATED AISC GENERAL
-0 13 0 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 -1 1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 1 1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 1 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 1 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 1 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 2 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 2 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 2 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 2 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 1 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 2 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 2 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 -4 1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 0 1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 -1 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 -1 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 0 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 1 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 1 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 0 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 -0 0.000 0.000 0.000
135 1:EQ X+ 0 0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ 0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 0 0 0.000 0.000 0.000
5:DEAD LOAD 0 0 -0 0.000 0.000 0.000
6:LIVE LOAD 0 0 -0 0.000 0.000 0.000
7:WIND X+ 0 0 1 0.000 0.000 0.000
8:WIND X- 0 0 1 0.000 0.000 0.000
9:WIND Z+ 0 0 -1 0.000 0.000 0.000
10:WIND Z- 0 0 1 0.000 0.000 0.000
11:TEMP +25 0 0 0 0.000 0.000 0.000
12:TEMP -25 0 0 -0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 0 -0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 0 -0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 0 -0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
0 4 0 1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 0 1 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 95 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 96
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
18:GENERATED AISC GENERAL
0 6 0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 0 -0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 0 -0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 0 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 0 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 0 -0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 0 -0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 0 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 0 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
0 16 0 1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 0 1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 0 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 0 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
0 20 0 -0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 0 -0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 0 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 0 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 0 -0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
0 25 0 -0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 0 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 0 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
0 28 0 1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 0 1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 0 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 0 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 0 -0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 0 -0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 -0 0.000 0.000 0.000
136 1:EQ X+ -0 -0 0 0.000 0.000 0.000
2:EQ X- 0 0 -0 0.000 0.000 0.000
3:EQ Z+ 0 0 -0 0.000 0.000 0.000
4:EQ Z- -0 -0 0 0.000 0.000 0.000
5:DEAD LOAD -0 1 0 0.000 0.000 0.000
6:LIVE LOAD -0 1 0 0.000 0.000 0.000
7:WIND X+ -0 -3 1 0.000 0.000 0.000
8:WIND X- 0 -1 1 0.000 0.000 0.000
9:WIND Z+ 0 -1 -1 0.000 0.000 0.000
10:WIND Z- 0 -1 1 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 96 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 97
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
11:TEMP +25 0 0 -0 0.000 0.000 0.000
12:TEMP -25 -0 -0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
-0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
-0 2 2 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
-0 3 1 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 -2 1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 0 1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 -0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 -0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 1 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 1 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
-0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
-0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 1 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 1 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
-0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
-0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 -1 1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 1 1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
-0 18 1 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
-0 19 1 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 1 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 1 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
-0 22 1 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
-0 23 1 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 1 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 1 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
-0 26 1 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
-0 27 1 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 -3 1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 -0 1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 -1 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 -1 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 0 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
-0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
-0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 0 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
-0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
-0 39 0 -0 0.000 0.000 0.000
138 1:EQ X+ 0 0 0 0.000 0.000 0.000
2:EQ X- 0 0 -0 0.000 0.000 0.000
3:EQ Z+ 0 0 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 97 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 98
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
4:EQ Z- 0 0 -0 0.000 0.000 0.000
5:DEAD LOAD 0 0 0 0.000 0.000 0.000
6:LIVE LOAD 0 0 0 0.000 0.000 0.000
7:WIND X+ 0 0 1 0.000 0.000 0.000
8:WIND X- 0 0 1 0.000 0.000 0.000
9:WIND Z+ 0 0 -1 0.000 0.000 0.000
10:WIND Z- 0 0 1 0.000 0.000 0.000
11:TEMP +25 0 0 -0 0.000 0.000 0.000
12:TEMP -25 0 0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 0 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 0 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 0 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
0 4 0 1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 0 1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 0 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 0 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 0 0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 0 -0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 0 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 0 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 0 -0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 0 0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
0 16 0 1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 0 1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 0 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 0 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
0 20 0 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 0 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 0 0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 0 -0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 0 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
0 25 0 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 0 -0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 0 0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
0 28 0 1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 0 1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 0 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 0 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 0 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 98 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 99
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
48:GENERATED AISC GENERAL
0 36 0 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 0 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 -0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 0 0.000 0.000 0.000
139 1:EQ X+ -0 0 0 0.000 0.000 0.000
2:EQ X- 0 -0 -0 0.000 0.000 0.000
3:EQ Z+ -0 0 -0 0.000 0.000 0.000
4:EQ Z- 0 -0 0 0.000 0.000 0.000
5:DEAD LOAD 0 1 0 0.000 0.000 0.000
6:LIVE LOAD 0 1 0 0.000 0.000 0.000
7:WIND X+ -0 -0 1 0.000 0.000 0.000
8:WIND X- 0 -3 1 0.000 0.000 0.000
9:WIND Z+ -0 -1 -1 0.000 0.000 0.000
10:WIND Z- -0 -1 1 0.000 0.000 0.000
11:TEMP +25 -0 0 -0 0.000 0.000 0.000
12:TEMP -25 0 -0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 1 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 1 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 1 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
-0 4 0 1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 -2 1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
-0 6 -0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
-0 7 -0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
-0 8 1 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 0 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 1 -0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 1 0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 0 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
-0 13 1 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 1 0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 1 -0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
-0 16 1 1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 -1 1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 1 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 1 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
-0 20 1 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 1 0 0.000 0.000 0.000
34:GENERATED AISC GENERAL
0 22 1 -0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 1 0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 1 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
-0 25 1 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 1 0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 1 -0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
-0 28 0 1 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 99 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 100
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
41:GENERATED AISC GENERAL
0 29 -2 1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
-0 30 -0 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
-0 31 -0 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
-0 32 0 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 -0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
-0 37 0 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 -0 0.000 0.000 0.000
141 1:EQ X+ 0 0 -0 0.000 0.000 0.000
2:EQ X- 0 0 0 0.000 0.000 0.000
3:EQ Z+ 0 0 0 0.000 0.000 0.000
4:EQ Z- 0 0 -0 0.000 0.000 0.000
5:DEAD LOAD 0 0 0 0.000 0.000 0.000
6:LIVE LOAD 0 0 0 0.000 0.000 0.000
7:WIND X+ 0 0 1 0.000 0.000 0.000
8:WIND X- 0 0 1 0.000 0.000 0.000
9:WIND Z+ 0 0 -1 0.000 0.000 0.000
10:WIND Z- 0 0 1 0.000 0.000 0.000
11:TEMP +25 0 0 -0 0.000 0.000 0.000
12:TEMP -25 0 0 0 0.000 0.000 0.000
13:GENERATED AISC GENERAL
0 1 0 0 0.000 0.000 0.000
14:GENERATED AISC GENERAL
0 2 0 0 0.000 0.000 0.000
15:GENERATED AISC GENERAL
0 3 0 0 0.000 0.000 0.000
16:GENERATED AISC GENERAL
0 4 0 1 0.000 0.000 0.000
17:GENERATED AISC GENERAL
0 5 0 1 0.000 0.000 0.000
18:GENERATED AISC GENERAL
0 6 0 -1 0.000 0.000 0.000
19:GENERATED AISC GENERAL
0 7 0 1 0.000 0.000 0.000
20:GENERATED AISC GENERAL
0 8 0 0 0.000 0.000 0.000
21:GENERATED AISC GENERAL
0 9 0 0 0.000 0.000 0.000
22:GENERATED AISC GENERAL
0 10 0 0 0.000 0.000 0.000
23:GENERATED AISC GENERAL
0 11 0 -0 0.000 0.000 0.000
24:GENERATED AISC GENERAL
0 12 0 0 0.000 0.000 0.000
25:GENERATED AISC GENERAL
0 13 0 0 0.000 0.000 0.000
26:GENERATED AISC GENERAL
0 14 0 -0 0.000 0.000 0.000
27:GENERATED AISC GENERAL
0 15 0 0 0.000 0.000 0.000
28:GENERATED AISC GENERAL
0 16 0 1 0.000 0.000 0.000
29:GENERATED AISC GENERAL
0 17 0 1 0.000 0.000 0.000
30:GENERATED AISC GENERAL
0 18 0 -1 0.000 0.000 0.000
31:GENERATED AISC GENERAL
0 19 0 1 0.000 0.000 0.000
32:GENERATED AISC GENERAL
0 20 0 0 0.000 0.000 0.000
33:GENERATED AISC GENERAL
0 21 0 0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 100 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 101
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reactions Cont...
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
34:GENERATED AISC GENERAL
0 22 0 0 0.000 0.000 0.000
35:GENERATED AISC GENERAL
0 23 0 -0 0.000 0.000 0.000
36:GENERATED AISC GENERAL
0 24 0 0 0.000 0.000 0.000
37:GENERATED AISC GENERAL
0 25 0 0 0.000 0.000 0.000
38:GENERATED AISC GENERAL
0 26 0 -0 0.000 0.000 0.000
39:GENERATED AISC GENERAL
0 27 0 0 0.000 0.000 0.000
40:GENERATED AISC GENERAL
0 28 0 1 0.000 0.000 0.000
41:GENERATED AISC GENERAL
0 29 0 1 0.000 0.000 0.000
42:GENERATED AISC GENERAL
0 30 0 -1 0.000 0.000 0.000
43:GENERATED AISC GENERAL
0 31 0 1 0.000 0.000 0.000
44:GENERATED AISC GENERAL
0 32 0 0 0.000 0.000 0.000
45:GENERATED AISC GENERAL
0 33 0 0 0.000 0.000 0.000
46:GENERATED AISC GENERAL
0 34 0 0 0.000 0.000 0.000
47:GENERATED AISC GENERAL
0 35 0 -0 0.000 0.000 0.000
48:GENERATED AISC GENERAL
0 36 0 0 0.000 0.000 0.000
49:GENERATED AISC GENERAL
0 37 0 0 0.000 0.000 0.000
50:GENERATED AISC GENERAL
0 38 0 -0 0.000 0.000 0.000
51:GENERATED AISC GENERAL
0 39 0 0 0.000 0.000 0.000

Reaction Summary
Horizontal Vertical Horizontal Moment
Node L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
Max FX 39 8:WIND X- 5 -6 -0 0.000 0.000 0.000
Min FX 34 7:WIND X+ -5 -6 -0 0.000 0.000 0.000
Max FY 78 14:GENERATED AISC GENERAL
0 2 9 -0 0.000 0.000 0.000
Min FY 39 8:WIND X- 5 -6 -0 0.000 0.000 0.000
Max FZ 99 19:GENERATED AISC GENERAL
0 7 3 1 0.000 0.000 0.000
Min FZ 136 9:WIND Z+ 0 -1 -1 0.000 0.000 0.000
Max MX 1 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
Min MX 1 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
Max MY 1 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
Min MY 1 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
Max MZ 1 1:EQ X+ -0 -0 -0 0.000 0.000 0.000
Min MZ 1 1:EQ X+ -0 -0 -0 0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 101 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 102
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reaction Envelope
Horizontal Vertical Horizontal Moment
Node Env FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
1 +ve 1 6 0 0.000 0.000 0.000
1 +ve Load: 8 Load: 29 Load: 10 - - -
1 -ve -2 -3 -0 0.000 0.000 0.000
1 -ve Load: 16 Load: 7 Load: 16 - - -
6 +ve 1 6 0 0.000 0.000 0.000
6 +ve Load: 17 Load: 28 Load: 10 - - -
6 -ve -1 -3 -0 0.000 0.000 0.000
6 -ve Load: 7 Load: 8 Load: 17 - - -
12 +ve 2 4 0 0.000 0.000 0.000
12 +ve Load: 14 Load: 14 Load: 4 - - -
12 -ve -5 -6 -0 0.000 0.000 0.000
12 -ve Load: 7 Load: 7 Load: 3 - - -
17 +ve 5 4 0 0.000 0.000 0.000
17 +ve Load: 8 Load: 14 Load: 4 - - -
17 -ve -2 -6 -0 0.000 0.000 0.000
17 -ve Load: 14 Load: 8 Load: 3 - - -
23 +ve 2 4 0 0.000 0.000 0.000
23 +ve Load: 14 Load: 14 Load: 4 - - -
23 -ve -5 -6 -0 0.000 0.000 0.000
23 -ve Load: 7 Load: 7 Load: 3 - - -
28 +ve 5 4 0 0.000 0.000 0.000
28 +ve Load: 8 Load: 14 Load: 4 - - -
28 -ve -2 -6 -0 0.000 0.000 0.000
28 -ve Load: 14 Load: 8 Load: 3 - - -
34 +ve 2 4 0 0.000 0.000 0.000
34 +ve Load: 14 Load: 14 Load: 4 - - -
34 -ve -5 -6 -0 0.000 0.000 0.000
34 -ve Load: 7 Load: 7 Load: 3 - - -
39 +ve 5 4 0 0.000 0.000 0.000
39 +ve Load: 8 Load: 14 Load: 4 - - -
39 -ve -2 -6 -0 0.000 0.000 0.000
39 -ve Load: 14 Load: 8 Load: 3 - - -
45 +ve 2 4 0 0.000 0.000 0.000
45 +ve Load: 14 Load: 14 Load: 4 - - -
45 -ve -5 -6 -0 0.000 0.000 0.000
45 -ve Load: 7 Load: 7 Load: 3 - - -
50 +ve 5 4 0 0.000 0.000 0.000
50 +ve Load: 8 Load: 14 Load: 4 - - -
50 -ve -2 -6 -0 0.000 0.000 0.000
50 -ve Load: 14 Load: 8 Load: 3 - - -
56 +ve 2 2 0 0.000 0.000 0.000
56 +ve Load: 17 Load: 29 Load: 4 - - -
56 -ve -2 -3 -0 0.000 0.000 0.000
56 -ve Load: 7 Load: 7 Load: 3 - - -

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 Job No Sheet No Rev
STEEL STRUCTURE 103
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reaction Envelope Cont...

Horizontal Vertical Horizontal Moment
Node Env FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
61 +ve 2 2 0 0.000 0.000 0.000
61 +ve Load: 8 Load: 28 Load: 4 - - -
61 -ve -2 -3 -0 0.000 0.000 0.000
61 -ve Load: 16 Load: 8 Load: 3 - - -
67 +ve 2 5 0 0.000 0.000 0.000
67 +ve Load: 8 Load: 29 Load: 10 - - -
67 -ve -2 -3 -0 0.000 0.000 0.000
67 -ve Load: 16 Load: 7 Load: 16 - - -
73 +ve 2 5 0 0.000 0.000 0.000
73 +ve Load: 17 Load: 28 Load: 10 - - -
73 -ve -2 -3 -0 0.000 0.000 0.000
73 -ve Load: 7 Load: 8 Load: 17 - - -
78 +ve 1 9 0 0.000 0.000 0.000
78 +ve Load: 17 Load: 14 Load: 3 - - -
78 -ve -1 -4 -0 0.000 0.000 0.000
78 -ve Load: 7 Load: 8 Load: 4 - - -
81 +ve 0 9 1 0.000 0.000 0.000
81 +ve Load: 8 Load: 14 Load: 19 - - -
81 -ve -0 -4 -1 0.000 0.000 0.000
81 -ve Load: 16 Load: 8 Load: 7 - - -
84 +ve 1 8 0 0.000 0.000 0.000
84 +ve Load: 8 Load: 14 Load: 3 - - -
84 -ve -1 -4 -0 0.000 0.000 0.000
84 -ve Load: 16 Load: 7 Load: 4 - - -
87 +ve 0 8 1 0.000 0.000 0.000
87 +ve Load: 8 Load: 14 Load: 19 - - -
87 -ve -0 -4 -1 0.000 0.000 0.000
87 -ve Load: 16 Load: 7 Load: 8 - - -
90 +ve 1 8 0 0.000 0.000 0.000
90 +ve Load: 17 Load: 14 Load: 3 - - -
90 -ve -1 -3 -0 0.000 0.000 0.000
90 -ve Load: 7 Load: 7 Load: 4 - - -
93 +ve 0 8 1 0.000 0.000 0.000
93 +ve Load: 17 Load: 14 Load: 19 - - -
93 -ve -0 -3 -1 0.000 0.000 0.000
93 -ve Load: 7 Load: 7 Load: 7 - - -
96 +ve 1 6 0 0.000 0.000 0.000
96 +ve Load: 8 Load: 14 Load: 3 - - -
96 -ve -1 -3 -0 0.000 0.000 0.000
96 -ve Load: 16 Load: 8 Load: 4 - - -
99 +ve 0 6 1 0.000 0.000 0.000
99 +ve Load: 8 Load: 14 Load: 19 - - -
99 -ve -0 -2 -1 0.000 0.000 0.000
99 -ve Load: 16 Load: 8 Load: 8 - - -

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 Job No Sheet No Rev
STEEL STRUCTURE 104
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reaction Envelope Cont...

Horizontal Vertical Horizontal Moment
Node Env FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
106 +ve 0 0 1 0.000 0.000 0.000
106 +ve - - Load: 19 - - -
106 -ve 0 0 -1 0.000 0.000 0.000
106 -ve - - Load: 7 - - -
107 +ve 0 0 1 0.000 0.000 0.000
107 +ve - - Load: 19 - - -
107 -ve 0 0 -1 0.000 0.000 0.000
107 -ve - - Load: 8 - - -
108 +ve 0 0 1 0.000 0.000 0.000
108 +ve - - Load: 19 - - -
108 -ve 0 0 -1 0.000 0.000 0.000
108 -ve - - Load: 8 - - -
109 +ve 0 0 1 0.000 0.000 0.000
109 +ve - - Load: 19 - - -
109 -ve 0 0 -1 0.000 0.000 0.000
109 -ve - - Load: 7 - - -
130 +ve 0 2 1 0.000 0.000 0.000
130 +ve Load: 17 Load: 14 Load: 16 - - -
130 -ve -0 -4 -1 0.000 0.000 0.000
130 -ve Load: 7 Load: 8 Load: 9 - - -
132 +ve 0 0 1 0.000 0.000 0.000
132 +ve - - Load: 7 - - -
132 -ve 0 0 -1 0.000 0.000 0.000
132 -ve - - Load: 18 - - -
133 +ve 0 2 1 0.000 0.000 0.000
133 +ve Load: 17 Load: 14 Load: 17 - - -
133 -ve -0 -4 -1 0.000 0.000 0.000
133 -ve Load: 7 Load: 7 Load: 9 - - -
135 +ve 0 0 1 0.000 0.000 0.000
135 +ve - - Load: 8 - - -
135 -ve 0 0 -1 0.000 0.000 0.000
135 -ve - - Load: 18 - - -
136 +ve 0 2 1 0.000 0.000 0.000
136 +ve Load: 8 Load: 14 Load: 17 - - -
136 -ve -0 -3 -1 0.000 0.000 0.000
136 -ve Load: 16 Load: 7 Load: 9 - - -
138 +ve 0 0 1 0.000 0.000 0.000
138 +ve - - Load: 17 - - -
138 -ve 0 0 -1 0.000 0.000 0.000
138 -ve - - Load: 9 - - -
139 +ve 0 1 1 0.000 0.000 0.000
139 +ve Load: 17 Load: 14 Load: 17 - - -
139 -ve -0 -3 -1 0.000 0.000 0.000
139 -ve Load: 7 Load: 8 Load: 9 - - -

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 104 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 105
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Reaction Envelope Cont...

Horizontal Vertical Horizontal Moment
Node Env FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
141 +ve 0 0 1 0.000 0.000 0.000
141 +ve - - Load: 16 - - -
141 -ve 0 0 -1 0.000 0.000 0.000
141 -ve - - Load: 9 - - -

X = -0 Mton
Y = 0 Mton
Z = 0 Mton
MX = FREE
MY = FREE
X = -0 Mton
MZ = FREE
Y = 1 Mton
Z = 0 Mton
X = -0 Mton MX = FREE
Y = -0 Mton MY = FREE
Z = -0 Mton MZ = FREE
MX = FREE
MY = FREE X = -0 Mton
MZ = FREE Y = -0 Mton X = -0 Mton
Z = -0 Mton Y = -1 Mton
MX = FREE Z = 0 Mton
MY = FREE MX = FREE
MZ = FREE MY = FREE
Y X = -0 Mton X = -0 Mton MZ = FREE
X Y = -0 Mton Y = 0 Mton Load 1
Z Z = 0 Mton
Z = -0 Mton
X = -0 Mton MX = FREE MX = FREE
Y = 1 Mton MY = FREE MY = FREE
Z = -0 Mton MZ = FREE MZ = FREE
MX = FREE
MY = FREE
MZ = FREE

Whole Structure

X = 0 Mton
Y = -0 Mton
Z = -0 Mton
MX = FREE
MY = FREE
X = 0 Mton
MZ = FREE
Y = -1 Mton
Z = -0 Mton
X = 0 Mton MX = FREE
Y = 0 Mton MY = FREE
Z = 0 Mton MZ = FREE
MX = FREE
MY = FREE X = 0 Mton
MZ = FREE Y = 0 Mton X = 0 Mton
Z = 0 Mton Y = 1 Mton
MX = FREE Z = -0 Mton
MY = FREE MX = FREE
MZ = FREE MY = FREE
Y X = 0 Mton X = 0 Mton MZ = FREE
X Y = 0 Mton Y = -0 Mton Load 2
Z Z = -0 Mton
Z = 0 Mton
X = 0 Mton MX = FREE MX = FREE
Y = -1 Mton MY = FREE MY = FREE
Z = 0 Mton MZ = FREE MZ = FREE
MX = FREE
MY = FREE
MZ = FREE

Whole Structure

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 105 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 106
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

X = 0 Mton
Y = 0 Mton
Z = -0 Mton
MX = FREE
MY = FREE
X = -0 Mton
MZ = FREE
Y = -0 Mton
Z = -0 Mton
X = -0 Mton MX = FREE
Y = 0 Mton MY = FREE
Z = -0 Mton MZ = FREE
MX = FREE
MY = FREE X = 0 Mton
MZ = FREE Y = -0 Mton X = -0 Mton
Z = -0 Mton Y = 0 Mton
MX = FREE Z = 0 Mton
MY = FREE MX = FREE
MZ = FREE MY = FREE
Y X = 0 Mton X = 0 Mton MZ = FREE
X Y = 0 Mton Y = 0 Mton Load 3
Z Z = 0 Mton
Z = 0 Mton
X = 0 Mton MX = FREE MX = FREE
Y = -0 Mton MY = FREE MY = FREE
Z = 0 Mton MZ = FREE MZ = FREE
MX = FREE
MY = FREE
MZ = FREE

Whole Structure

X = -0 Mton
Y = -0 Mton
Z = 0 Mton
MX = FREE
MY = FREE
X = 0 Mton
MZ = FREE
Y = 0 Mton
Z = 0 Mton
X = 0 Mton MX = FREE
Y = -0 Mton MY = FREE
Z = 0 Mton MZ = FREE
MX = FREE
MY = FREE X = -0 Mton
MZ = FREE Y = 0 Mton X = 0 Mton
Z = 0 Mton Y = -0 Mton
MX = FREE Z = -0 Mton
MY = FREE MX = FREE
MZ = FREE MY = FREE
Y X = -0 Mton X = -0 Mton MZ = FREE
X Y = -0 Mton Y = -0 Mton Load 4
Z Z = -0 Mton
Z = -0 Mton
X = -0 Mton MX = FREE MX = FREE
Y = 0 Mton MY = FREE MY = FREE
Z = -0 Mton MZ = FREE MZ = FREE
MX = FREE
MY = FREE
MZ = FREE

Whole Structure

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 106 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 107
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

X = -0 Mton
Y = 1 Mton
Z = -0 Mton
MX = FREE
MY = FREE
X = 0 Mton
MZ = FREE
Y = 3 Mton
Z = -0 Mton
X = 0 Mton MX = FREE
Y = 1 Mton MY = FREE
Z = -0 Mton MZ = FREE
MX = FREE
MY = FREE X = -0 Mton
MZ = FREE Y = 3 Mton X = -0 Mton
Z = -0 Mton Y = 4 Mton
MX = FREE Z = -0 Mton
MY = FREE MX = FREE
MZ = FREE MY = FREE
Y X = 0 Mton X = -0 Mton MZ = FREE
X Y = 4 Mton Y = 4 Mton Load 5
Z Z = -0 Mton
Z = -0 Mton
X = 0 Mton MX = FREE MX = FREE
Y = 5 Mton MY = FREE MY = FREE
Z = -0 Mton MZ = FREE MZ = FREE
MX = FREE
MY = FREE
MZ = FREE

Whole Structure

X = -1 Mton
Y = 3 Mton
Z = 0 Mton
MX = FREE
MY = FREE
X = 0 Mton
MZ = FREE
Y = 2 Mton
Z = -0 Mton
X = 1 Mton MX = FREE
Y = 3 Mton MY = FREE
Z = 0 Mton MZ = FREE
MX = FREE
MY = FREE X = -0 Mton
MZ = FREE Y = 2 Mton X = -0 Mton
Z = -0 Mton Y = 4 Mton
MX = FREE Z = -0 Mton
MY = FREE MX = FREE
MZ = FREE MY = FREE
Y X = 0 Mton X = -0 Mton MZ = FREE
X Y = 3 Mton Y = 3 Mton Load 6
Z Z = -0 Mton
Z = -0 Mton
X = 0 Mton MX = FREE MX = FREE
Y = 4 Mton MY = FREE MY = FREE
Z = -0 Mton MZ = FREE MZ = FREE
MX = FREE
MY = FREE
MZ = FREE

Whole Structure

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 107 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 108
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

X = 0 Mton
Y = -4 Mton
Z = -0 Mton
MX = FREE
MY = FREE
X = -1 Mton
MZ = FREE
Y = 1 Mton
Z = -0 Mton
X = -5 Mton MX = FREE
Y = -6 Mton MY = FREE
Z = -0 Mton MZ = FREE
MX = FREE
MY = FREE X = -1 Mton
MZ = FREE Y = -3 Mton X = -1 Mton
Z = -0 Mton Y = -4 Mton
MX = FREE Z = -0 Mton
MY = FREE MX = FREE
MZ = FREE MY = FREE
Y X = -1 Mton X = -1 Mton MZ = FREE
X Y = -3 Mton Y = -0 Mton Load 7
Z Z = -0 Mton
Z = 0 Mton
X = -1 Mton MX = FREE MX = FREE
Y = -0 Mton MY = FREE MY = FREE
Z = 0 Mton MZ = FREE MZ = FREE
MX = FREE
MY = FREE
MZ = FREE

Whole Structure

X = 5 Mton
Y = -6 Mton
Z = -0 Mton
MX = FREE
MY = FREE
X = 1 Mton
MZ = FREE
Y = -3 Mton
Z = -0 Mton
X = -0 Mton MX = FREE
Y = -4 Mton MY = FREE
Z = -0 Mton MZ = FREE
MX = FREE
MY = FREE X = 1 Mton
MZ = FREE Y = 1 Mton X = 1 Mton
Z = -0 Mton Y = 0 Mton
MX = FREE Z = 0 Mton
MY = FREE MX = FREE
MZ = FREE MY = FREE
Y X = 1 Mton X = 1 Mton MZ = FREE
X Y = -1 Mton Y = -3 Mton Load 8
Z Z = 0 Mton
Z = -0 Mton
X = 1 Mton MX = FREE MX = FREE
Y = -4 Mton MY = FREE MY = FREE
Z = -0 Mton MZ = FREE MZ = FREE
MX = FREE
MY = FREE
MZ = FREE

Whole Structure

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 108 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 109
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

X = 0 Mton
Y = -2 Mton
Z = -0 Mton
MX = FREE
MY = FREE
X = -0 Mton
MZ = FREE
Y = -1 Mton
Z = -0 Mton
X = -0 Mton MX = FREE
Y = -2 Mton MY = FREE
Z = -0 Mton MZ = FREE
MX = FREE
MY = FREE X = 0 Mton
MZ = FREE Y = -1 Mton X = -0 Mton
Z = -0 Mton Y = -1 Mton
MX = FREE Z = -0 Mton
MY = FREE MX = FREE
MZ = FREE MY = FREE
Y X = -0 Mton X = -0 Mton MZ = FREE
X Y = -1 Mton Y = -1 Mton Load 9
Z Z = -0 Mton
Z = -0 Mton
X = 0 Mton MX = FREE MX = FREE
Y = -1 Mton MY = FREE MY = FREE
Z = -0 Mton MZ = FREE MZ = FREE
MX = FREE
MY = FREE
MZ = FREE

Whole Structure

X = 0 Mton
Y = -3 Mton
Z = 0 Mton
MX = FREE
MY = FREE
X = -0 Mton
MZ = FREE
Y = -1 Mton
Z = 0 Mton
X = -0 Mton MX = FREE
Y = -3 Mton MY = FREE
Z = 0 Mton MZ = FREE
MX = FREE
MY = FREE X = 0 Mton
MZ = FREE Y = -1 Mton X = -0 Mton
Z = 0 Mton Y = -1 Mton
MX = FREE Z = 0 Mton
MY = FREE MX = FREE
MZ = FREE MY = FREE
Y X = 0 Mton X = -0 Mton MZ = FREE
X Y = -1 Mton Y = -1 Mton Load 10
Z Z = 0 Mton
Z = 0 Mton
X = 0 Mton MX = FREE MX = FREE
Y = -1 Mton MY = FREE MY = FREE
Z = 0 Mton MZ = FREE MZ = FREE
MX = FREE
MY = FREE
MZ = FREE

Whole Structure

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 109 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 110
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 1 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 1 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 26.6 (KNS-METRE) |
|PARAMETER | L8 L8 L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L16 -------------|
| KL/R-Y= 39.60 | L16 FA = 172.60 |
| KL/R-Z= 60.16 + fa = 5.52 |
| UNL = 150.00 | L16 FCZ = 271.84 |
| CB = 1.00 + L16 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L16 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 29.26 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.74 |
| DFF = 0.00 -1.5 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.40 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.517E-01 17 |
| 40.16 C -0.46 26.44 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 111
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 2 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 2 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 75.8 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 53.30 | L17 L8 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 2.60 |
| UNL = 150.00 | L8 L8 FCZ = 246.03 |
| CB = 1.00 + FTZ = 246.03 |
| CMY = 0.85 | L8 L8 FCY = 247.13 |
| CMZ = 0.85 + L8 FTY = 247.13 |
| FYLD = 41.19 | L8 fbz = 75.69 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 21.19 |
| DFF = 0.00 11.2 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 9.87 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 4.081E-01 7 |
| 16.10 T -1.32 -75.81 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 112
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 3 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 3 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 1.32 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.5 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- +L8 L8 -------------|
| KL/R-Y= 49.59 | L8 FA = 126.69 |
| KL/R-Z= 89.04 + L8 fa = 2.23 |
| UNL = 150.00 | L8 L8 FCZ = 247.13 |
| CB = 1.00 + FTZ = 247.13 |
| CMY = 0.85 | L8 L8 FCY = 308.91 |
| CMZ = 0.85 + L16 FTY = 308.91 |
| FYLD = 41.19 | L7 fbz = 43.03 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.94 |
| DFF = 0.00 1.8 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 16.59 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.948E-01 8 |
| 10.23 C 0.06 -18.46 1.32 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 113
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 4 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 4 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 2.15 --->| RY = 2.95 |
|************* RZ = 13.63 |
| |
| 16.7 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 50.93 | FA = 176.52 |
| KL/R-Z= 73.35 + L7 fa = 1.93 |
| UNL = 150.00 | L7 FCZ = 247.13 |
| CB = 1.00 +L7 L7 FTZ = 247.13 |
| CMY = 0.85 | L7 L7 FCY = 247.13 |
| CMZ = 0.85 + L7 FTY = 247.13 |
| FYLD = 41.19 | L8 L8 fbz = 24.84 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.46 |
| DFF = 0.00 1.4 Fey = 406.98 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 196.21 |
| (WITH LOAD NO.) FV = 142.40 |
| fv = 7.50 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.214E-01 7 |
| 10.13 T -0.15 -16.73 2.15 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 114
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 5 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 5 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 26.5 (KNS-METRE) |
|PARAMETER | L7 L7 L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L17 -------------|
| KL/R-Y= 39.60 | L17 FA = 172.60 |
| KL/R-Z= 60.16 + fa = 5.54 |
| UNL = 150.00 | L17 FCZ = 271.84 |
| CB = 1.00 + L17 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L17 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 29.12 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.79 |
| DFF = 0.00 -1.5 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.39 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.515E-01 16 |
| 40.31 C -0.46 -26.32 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 115
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 6 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 6 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 76.3 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 53.30 | L16 L7 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 2.65 |
| UNL = 150.00 | L7 L7 FCZ = 246.03 |
| CB = 1.00 + FTZ = 246.03 |
| CMY = 0.85 | L7 L7 FCY = 247.13 |
| CMZ = 0.85 + L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 76.13 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 21.44 |
| DFF = 0.00 11.4 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 10.04 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 4.112E-01 8 |
| 16.37 T 1.33 -76.26 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 116
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 7 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 7 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 1.32 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.3 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- +L7 L7 -------------|
| KL/R-Y= 49.59 | L7 L7 FA = 126.69 |
| KL/R-Z= 89.04 + fa = 2.28 |
| UNL = 150.00 | L7 L7 FCZ = 247.13 |
| CB = 1.00 + L7 L7 FTZ = 247.13 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 | L8 fbz = 42.73 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.07 |
| DFF = 0.00 0.3 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 16.63 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.944E-01 7 |
| 10.48 C -0.07 -18.33 1.32 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 117
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 8 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 8 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 1.54 --->| RY = 2.95 |
|************* RZ = 13.63 |
| |
| 13.4 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 50.93 | L8 FA = 176.52 |
| KL/R-Z= 73.35 + L8 fa = 1.93 |
| UNL = 150.00 | FCZ = 247.13 |
| CB = 1.00 + L8 FTZ = 247.13 |
| CMY = 0.85 |L8 FCY = 247.13 |
| CMZ = 0.85 + L8 L8 FTY = 247.13 |
| FYLD = 41.19 | L8 L7 L16 fbz = 19.93 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.35 |
| DFF = 0.00 1.4 Fey = 406.98 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 196.21 |
| (WITH LOAD NO.) FV = 143.91 |
| fv = 6.88 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.011E-01 8 |
| 10.17 T 0.15 -13.42 1.54 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 118
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 9 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 9 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 76.0 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L7 FA = 176.52 |
| KL/R-Z= 60.16 + L7 fa = 4.32 |
| UNL = 150.00 | L7 FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L8 fbz = 84.12 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 4.87 |
| DFF = 0.00 23.9 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 5.60 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.497E-01 7 |
| 31.44 T -0.60 -76.03 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 119
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Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 10 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 10 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 76.5 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L8 FA = 176.52 |
| KL/R-Z= 60.16 + L8 fa = 4.40 |
| UNL = 150.00 | L8 FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L7 fbz = 84.61 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 4.88 |
| DFF = 0.00 23.7 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 5.69 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.520E-01 8 |
| 31.99 T -0.60 76.48 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 120
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 11 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 11 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 132.9 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L7 FA = 176.52 |
| KL/R-Z= 60.16 + L7 fa = 7.74 |
| UNL = 150.00 | L7 FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 147.00 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.62 |
| DFF = 0.00 -7.4 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 11.43 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 5.963E-01 7 |
| 56.28 T -0.44 -132.87 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 121
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Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 12 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 12 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 196.3 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 53.30 | L7 L7 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 4.39 |
| UNL = 150.00 | L7 FCZ = 246.03 |
| CB = 1.00 + L7 FTZ = 246.03 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + L7 L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 196.01 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 23.25 |
| DFF = 0.00 51.7 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 17.74 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 9.156E-01 7 |
| 27.17 T -1.44 -196.32 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 122
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 13 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 13 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 4.00 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 64.3 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS |L7 L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 49.59 | L8 FA = 176.52 |
| KL/R-Z= 89.04 + L7 fa = 5.85 |
| UNL = 150.00 | L8 FCZ = 247.13 |
| CB = 1.00 + L8 FTZ = 247.13 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 | L17 fbz = 149.87 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 5.93 |
| DFF = 0.00 23.2 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.39 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.588E-01 8 |
| 26.86 T 0.37 64.28 4.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 123
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 14 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 14 * | EUROPEAN SECTIONS | | AX = 44.01 |
| * | TAP ERED | | --Z AY = 15.78 |
|DESIGN CODE * | | | AZ = 18.43 |
| AISC-1989 * =============================== ===|=== SY = 62.05 |
| * SZ = 407.76 |
| * |<---LENGTH (M)= 3.05 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 71.2 (KNS-METRE) |
|PARAMETER | L8 L8 L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 53.30 | L8 L7 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 6.10 |
| UNL = 150.00 | L8 FCZ = 246.03 |
| CB = 1.00 + FTZ = 246.03 |
| CMY = 0.85 | L8 FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 |L8 fbz = 157.63 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 5.95 |
| DFF = 0.00 63.9 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.62 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.994E-01 8 |
| 26.86 T 0.37 64.28 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 124
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 15 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 15 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 132.8 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L8 FA = 176.52 |
| KL/R-Z= 60.16 + L8 fa = 7.74 |
| UNL = 150.00 | L8 FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 146.97 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.61 |
| DFF = 0.00 -7.4 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 11.42 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 5.962E-01 8 |
| 56.28 T -0.44 132.85 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 125
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 16 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 16 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 196.3 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 53.30 | L8 L8 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 4.39 |
| UNL = 150.00 | L8 FCZ = 246.03 |
| CB = 1.00 + L8 FTZ = 246.03 |
| CMY = 0.85 | L8 FCY = 247.13 |
| CMZ = 0.85 + L8 L8 FTY = 247.13 |
| FYLD = 41.19 | L8 fbz = 195.96 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 23.35 |
| DFF = 0.00 51.7 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 17.73 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 9.159E-01 8 |
| 27.17 T 1.45 -196.28 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 126
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 17 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 17 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 4.00 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 64.3 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS |L8 L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 49.59 | L7 FA = 176.52 |
| KL/R-Z= 89.04 + L8 fa = 5.85 |
| UNL = 150.00 | L7 FCZ = 247.13 |
| CB = 1.00 + L7 FTZ = 247.13 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 | L16 fbz = 149.90 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 5.90 |
| DFF = 0.00 23.3 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.39 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.588E-01 7 |
| 26.85 T -0.37 64.29 4.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 127
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 18 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 18 * | EUROPEAN SECTIONS | | AX = 44.01 |
| * | TAP ERED | | --Z AY = 15.78 |
|DESIGN CODE * | | | AZ = 18.43 |
| AISC-1989 * =============================== ===|=== SY = 62.05 |
| * SZ = 407.76 |
| * |<---LENGTH (M)= 3.05 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 71.3 (KNS-METRE) |
|PARAMETER | L7 L7 L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 53.30 | L7 L7 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 6.10 |
| UNL = 150.00 | L7 FCZ = 246.03 |
| CB = 1.00 + FTZ = 246.03 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 |L7 fbz = 157.67 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 5.92 |
| DFF = 0.00 63.9 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.62 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.994E-01 7 |
| 26.85 T -0.37 64.29 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 128
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 19 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 19 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 196.0 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L7 FA = 176.52 |
| KL/R-Z= 60.16 + L7 fa = 7.74 |
| UNL = 150.00 | L7 FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L7 fbz = 216.85 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 6.20 |
| DFF = 0.00 129.4 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 7.47 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.616E-01 7 |
| 56.28 T -0.76 -196.01 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 129
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Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 20 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 20 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 196.0 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L8 FA = 176.52 |
| KL/R-Z= 60.16 + L8 fa = 7.74 |
| UNL = 150.00 | L8 FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L8 fbz = 216.80 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 6.19 |
| DFF = 0.00 129.3 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 7.46 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.615E-01 8 |
| 56.28 T -0.76 195.97 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 130
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Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 21 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 21 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 138.4 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L7 FA = 176.52 |
| KL/R-Z= 60.16 + L7 fa = 7.87 |
| UNL = 150.00 | L7 FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 153.12 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.52 |
| DFF = 0.00 -7.7 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 12.02 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.192E-01 7 |
| 57.20 T -0.43 -138.40 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 131
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 22 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 22 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 205.3 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 53.30 | L7 L7 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 4.34 |
| UNL = 150.00 | L7 FCZ = 246.03 |
| CB = 1.00 + L7 FTZ = 246.03 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + L7 L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 205.01 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.29 |
| DFF = 0.00 57.8 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 18.04 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.712E-01 7 |
| 26.82 T -0.20 -205.34 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 132
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 23 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 23 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 4.00 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 67.1 (KNS-METRE) |
|PARAMETER |L7 L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 49.59 | L7 L8 FA = 176.52 |
| KL/R-Z= 89.04 + fa = 5.74 |
| UNL = 150.00 | L8 FCZ = 247.13 |
| CB = 1.00 + L7 L8 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 | L17 fbz = 156.55 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.35 |
| DFF = 0.00 28.8 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.88 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.703E-01 8 |
| 26.32 T 0.08 67.14 4.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 133
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 24 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 24 * | EUROPEAN SECTIONS | | AX = 44.01 |
| * | TAP ERED | | --Z AY = 15.78 |
|DESIGN CODE * | | | AZ = 18.43 |
| AISC-1989 * =============================== ===|=== SY = 62.05 |
| * SZ = 407.76 |
| * |<---LENGTH (M)= 3.05 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 72.6 (KNS-METRE) |
|PARAMETER | L8 L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 53.30 | L8 FA = 176.52 |
| KL/R-Z= 61.79 + L8 L8 fa = 5.98 |
| UNL = 150.00 | FCZ = 246.03 |
| CB = 1.00 + L8 FTZ = 246.03 |
| CMY = 0.85 | L8 FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 |L8 fbz = 164.66 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.36 |
| DFF = 0.00 66.8 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.08 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 7.086E-01 8 |
| 26.32 T 0.08 67.14 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 134
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 25 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 25 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 138.4 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L8 FA = 176.52 |
| KL/R-Z= 60.16 + L8 fa = 7.87 |
| UNL = 150.00 | L8 FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 153.12 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.51 |
| DFF = 0.00 -7.7 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 12.02 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.192E-01 8 |
| 57.20 T -0.43 138.40 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 135
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 26 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 26 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 205.3 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 53.30 | L8 L8 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 4.34 |
| UNL = 150.00 | L8 FCZ = 246.03 |
| CB = 1.00 + L8 FTZ = 246.03 |
| CMY = 0.85 | L8 FCY = 247.13 |
| CMZ = 0.85 + L8 L8 FTY = 247.13 |
| FYLD = 41.19 | L8 fbz = 205.01 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.31 |
| DFF = 0.00 57.8 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 18.04 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.712E-01 8 |
| 26.82 T 0.21 -205.34 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 136
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 27 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 27 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 4.00 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 67.1 (KNS-METRE) |
|PARAMETER |L8 L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 49.59 | L8 L7 FA = 176.52 |
| KL/R-Z= 89.04 + fa = 5.74 |
| UNL = 150.00 | L7 FCZ = 247.13 |
| CB = 1.00 + L8 L7 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 | L16 fbz = 156.54 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.35 |
| DFF = 0.00 28.8 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.88 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.703E-01 7 |
| 26.32 T -0.08 67.14 4.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 137
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 28 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 28 * | EUROPEAN SECTIONS | | AX = 44.01 |
| * | TAP ERED | | --Z AY = 15.78 |
|DESIGN CODE * | | | AZ = 18.43 |
| AISC-1989 * =============================== ===|=== SY = 62.05 |
| * SZ = 407.76 |
| * |<---LENGTH (M)= 3.05 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 72.6 (KNS-METRE) |
|PARAMETER | L7 L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 53.30 | L7 FA = 176.52 |
| KL/R-Z= 61.79 + L7 L7 fa = 5.98 |
| UNL = 150.00 | FCZ = 246.03 |
| CB = 1.00 + L8 FTZ = 246.03 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 |L7 fbz = 164.66 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.35 |
| DFF = 0.00 66.8 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.08 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 7.086E-01 7 |
| 26.32 T -0.08 67.14 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 138
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 29 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 29 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 205.5 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L7 FA = 176.52 |
| KL/R-Z= 60.16 + L7 fa = 7.87 |
| UNL = 150.00 | L7 FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L7 fbz = 227.34 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 6.03 |
| DFF = 0.00 134.7 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 8.06 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 9.004E-01 7 |
| 57.20 T -0.74 -205.49 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 139
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 30 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 30 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 205.5 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L8 FA = 176.52 |
| KL/R-Z= 60.16 + L8 fa = 7.87 |
| UNL = 150.00 | L8 FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L8 fbz = 227.34 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 6.03 |
| DFF = 0.00 134.7 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 8.06 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 9.004E-01 8 |
| 57.20 T -0.74 205.49 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 140
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 31 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 31 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 138.4 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L7 FA = 176.52 |
| KL/R-Z= 60.16 + L7 fa = 7.87 |
| UNL = 150.00 | L7 FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 153.15 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.46 |
| DFF = 0.00 -7.7 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 12.02 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.192E-01 7 |
| 57.22 T -0.43 -138.43 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 141
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 32 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 32 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 205.4 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 53.30 | L7 L7 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 4.34 |
| UNL = 150.00 | L7 FCZ = 246.03 |
| CB = 1.00 + L7 FTZ = 246.03 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + L7 L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 205.08 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.77 |
| DFF = 0.00 57.8 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 18.04 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.613E-01 7 |
| 26.84 T 0.05 -205.41 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 142
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 33 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 33 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 4.00 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 67.2 (KNS-METRE) |
|PARAMETER |L7 L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 49.59 | L7 L8 FA = 176.52 |
| KL/R-Z= 89.04 + fa = 5.74 |
| UNL = 150.00 | L8 FCZ = 247.13 |
| CB = 1.00 + L7 L8 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 | L17 fbz = 156.60 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.57 |
| DFF = 0.00 28.8 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.88 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.680E-01 8 |
| 26.34 T -0.04 67.16 4.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 142 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 143
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 34 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 34 * | EUROPEAN SECTIONS | | AX = 44.01 |
| * | TAP ERED | | --Z AY = 15.78 |
|DESIGN CODE * | | | AZ = 18.43 |
| AISC-1989 * =============================== ===|=== SY = 62.05 |
| * SZ = 407.76 |
| * |<---LENGTH (M)= 3.05 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 72.6 (KNS-METRE) |
|PARAMETER | L8 L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 53.30 | L8 FA = 176.52 |
| KL/R-Z= 61.79 + L8 L8 fa = 5.98 |
| UNL = 150.00 | FCZ = 246.03 |
| CB = 1.00 + L8 L8 FTZ = 246.03 |
| CMY = 0.85 | FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 |L8 fbz = 164.71 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.57 |
| DFF = 0.00 66.9 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.08 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 7.057E-01 8 |
| 26.34 T -0.04 67.16 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 144
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 35 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 35 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 138.4 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L8 FA = 176.52 |
| KL/R-Z= 60.16 + L8 fa = 7.87 |
| UNL = 150.00 | L8 FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 153.15 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.46 |
| DFF = 0.00 -7.7 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 12.02 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.192E-01 8 |
| 57.22 T -0.42 138.43 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 145
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 36 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 36 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 205.4 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 53.30 | L8 L8 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 4.34 |
| UNL = 150.00 | L8 FCZ = 246.03 |
| CB = 1.00 + L8 FTZ = 246.03 |
| CMY = 0.85 | L8 FCY = 247.13 |
| CMZ = 0.85 + L8 L8 FTY = 247.13 |
| FYLD = 41.19 | L8 fbz = 205.09 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.78 |
| DFF = 0.00 57.8 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 18.04 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.613E-01 8 |
| 26.84 T -0.05 -205.42 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 146
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 37 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 37 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 4.00 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 67.2 (KNS-METRE) |
|PARAMETER |L8 L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 49.59 | L8 L7 FA = 176.52 |
| KL/R-Z= 89.04 + fa = 5.74 |
| UNL = 150.00 | L7 FCZ = 247.13 |
| CB = 1.00 + L8 L7 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 | L16 fbz = 156.59 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.57 |
| DFF = 0.00 28.8 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.88 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.680E-01 7 |
| 26.34 T 0.04 67.16 4.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 147
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Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 38 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 38 * | EUROPEAN SECTIONS | | AX = 44.01 |
| * | TAP ERED | | --Z AY = 15.78 |
|DESIGN CODE * | | | AZ = 18.43 |
| AISC-1989 * =============================== ===|=== SY = 62.05 |
| * SZ = 407.76 |
| * |<---LENGTH (M)= 3.05 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 72.6 (KNS-METRE) |
|PARAMETER | L7 L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 53.30 | L7 FA = 176.52 |
| KL/R-Z= 61.79 + L7 L7 fa = 5.98 |
| UNL = 150.00 | FCZ = 246.03 |
| CB = 1.00 + L7 L8 FTZ = 246.03 |
| CMY = 0.85 | FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 |L7 fbz = 164.71 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.57 |
| DFF = 0.00 66.9 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.08 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 7.057E-01 7 |
| 26.34 T 0.04 67.16 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 148
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 39 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 39 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 205.5 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L7 FA = 176.52 |
| KL/R-Z= 60.16 + L7 fa = 7.87 |
| UNL = 150.00 | L7 FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L7 fbz = 227.39 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 5.94 |
| DFF = 0.00 134.7 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 8.06 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 9.003E-01 7 |
| 57.22 T -0.73 -205.53 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 148 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 149
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 40 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 40 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 205.5 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L8 FA = 176.52 |
| KL/R-Z= 60.16 + L8 fa = 7.87 |
| UNL = 150.00 | L8 FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L8 fbz = 227.40 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 5.93 |
| DFF = 0.00 134.7 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 8.06 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 9.003E-01 8 |
| 57.22 T -0.73 205.54 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 150
Part
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 41 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 41 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 134.0 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L7 FA = 176.52 |
| KL/R-Z= 60.16 + L7 fa = 7.76 |
| UNL = 150.00 | L7 FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 148.20 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.59 |
| DFF = 0.00 -7.4 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 11.54 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.008E-01 7 |
| 56.41 T -0.44 -133.96 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 151
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 42 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 42 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 198.1 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 53.30 | L7 L7 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 4.39 |
| UNL = 150.00 | L7 FCZ = 246.03 |
| CB = 1.00 + L7 FTZ = 246.03 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + L7 L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 197.77 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 17.26 |
| DFF = 0.00 52.9 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 17.80 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.986E-01 7 |
| 27.13 T 1.07 -198.09 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 152
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 43 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 43 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 4.00 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 64.8 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS |L7 L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 49.59 | L8 FA = 176.52 |
| KL/R-Z= 89.04 + L7 fa = 5.83 |
| UNL = 150.00 | L8 FCZ = 247.13 |
| CB = 1.00 + L8 FTZ = 247.13 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 | L17 fbz = 151.15 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 4.19 |
| DFF = 0.00 24.3 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.29 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.582E-01 8 |
| 26.78 T -0.26 64.83 4.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 153
Part
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 44 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 44 * | EUROPEAN SECTIONS | | AX = 44.01 |
| * | TAP ERED | | --Z AY = 15.78 |
|DESIGN CODE * | | | AZ = 18.43 |
| AISC-1989 * =============================== ===|=== SY = 62.05 |
| * SZ = 407.76 |
| * |<---LENGTH (M)= 3.05 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 71.5 (KNS-METRE) |
|PARAMETER | L8 L8 L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 53.30 | L8 FA = 176.52 |
| KL/R-Z= 61.79 + L7 fa = 6.08 |
| UNL = 150.00 | L8 FCZ = 246.03 |
| CB = 1.00 + FTZ = 246.03 |
| CMY = 0.85 | L8 FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 |L8 fbz = 158.98 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 4.20 |
| DFF = 0.00 64.5 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.51 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.977E-01 8 |
| 26.78 T -0.26 64.83 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 154
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 45 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 45 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 133.9 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L8 FA = 176.52 |
| KL/R-Z= 60.16 + L8 fa = 7.76 |
| UNL = 150.00 | L8 FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 148.19 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.58 |
| DFF = 0.00 -7.4 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 11.54 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.007E-01 8 |
| 56.41 T -0.44 133.95 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 155
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 46 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 46 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 198.1 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 53.30 | L8 L8 FA = 176.52 |
| KL/R-Z= 61.79 + fa = 4.39 |
| UNL = 150.00 | L8 FCZ = 246.03 |
| CB = 1.00 + L8 FTZ = 246.03 |
| CMY = 0.85 | L8 FCY = 247.13 |
| CMZ = 0.85 + L8 L8 FTY = 247.13 |
| FYLD = 41.19 | L8 fbz = 197.75 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 17.33 |
| DFF = 0.00 52.9 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 17.79 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.988E-01 8 |
| 27.13 T -1.08 -198.07 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 156
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 47 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 47 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 4.00 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 64.8 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS |L8 L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 49.59 | L7 FA = 176.52 |
| KL/R-Z= 89.04 + L8 fa = 5.83 |
| UNL = 150.00 | L7 FCZ = 247.13 |
| CB = 1.00 + L7 FTZ = 247.13 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 | L16 fbz = 151.17 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 4.17 |
| DFF = 0.00 24.3 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.29 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.583E-01 7 |
| 26.78 T 0.26 64.83 4.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 157
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 48 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 48 * | EUROPEAN SECTIONS | | AX = 44.01 |
| * | TAP ERED | | --Z AY = 15.78 |
|DESIGN CODE * | | | AZ = 18.43 |
| AISC-1989 * =============================== ===|=== SY = 62.05 |
| * SZ = 407.76 |
| * |<---LENGTH (M)= 3.05 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 71.5 (KNS-METRE) |
|PARAMETER | L7 L7 L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 53.30 | L7 FA = 176.52 |
| KL/R-Z= 61.79 + L7 fa = 6.08 |
| UNL = 150.00 | L7 FCZ = 246.03 |
| CB = 1.00 + FTZ = 246.03 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 |L7 fbz = 159.00 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 4.18 |
| DFF = 0.00 64.5 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.51 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 6.977E-01 7 |
| 26.78 T 0.26 64.83 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 158
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 49 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 49 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 197.9 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L7 FA = 176.52 |
| KL/R-Z= 60.16 + L7 fa = 7.76 |
| UNL = 150.00 | L7 FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L7 fbz = 218.91 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 6.15 |
| DFF = 0.00 130.4 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 7.58 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.691E-01 7 |
| 56.41 T -0.75 -197.87 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 159
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 50 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 50 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 197.8 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L8 FA = 176.52 |
| KL/R-Z= 60.16 + L8 fa = 7.76 |
| UNL = 150.00 | L8 FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L8 fbz = 218.89 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 6.14 |
| DFF = 0.00 130.4 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 7.58 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.690E-01 8 |
| 56.41 T -0.75 197.85 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 160
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 51 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 51 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 59.2 (KNS-METRE) |
|PARAMETER | L7 L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 L7 -------------|
| KL/R-Y= 39.60 | FA = 176.52 |
| KL/R-Z= 60.16 + L7 L7 fa = 3.96 |
| UNL = 150.00 | FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 65.50 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.72 |
| DFF = 0.00 -3.3 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.55 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.690E-01 7 |
| 28.81 T -0.21 -59.20 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 161
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 52 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 52 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 69.6 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L8 L8 -------------|
| KL/R-Y= 53.30 | L8 FA = 176.52 |
| KL/R-Z= 61.79 + L8 fa = 0.12 |
| UNL = 150.00 | L8 FCZ = 246.03 |
| CB = 1.00 + L8 FTZ = 246.03 |
| CMY = 0.85 | L8 FCY = 247.13 |
| CMZ = 0.85 + L8 FTY = 247.13 |
| FYLD = 41.19 | L8 fbz = 69.50 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 41.54 |
| DFF = 0.00 10.2 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 9.43 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 4.512E-01 7 |
| 0.71 T 2.58 -69.61 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 162
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 53 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 53 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 1.32 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 19.7 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 49.59 |L8 L8 FA = 176.52 |
| KL/R-Z= 89.04 + fa = 0.05 |
| UNL = 150.00 | L8 L8 FCZ = 247.13 |
| CB = 1.00 + L8 L8 FTZ = 247.13 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 | L8 fbz = 46.00 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 7.73 |
| DFF = 0.00 1.4 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 16.59 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.114E-01 8 |
| 0.21 T 0.48 -19.73 1.32 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 163
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 54 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 54 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 2.15 --->| RY = 2.95 |
|************* RZ = 13.63 |
| |
| 14.9 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 50.93 | FA = 176.52 |
| KL/R-Z= 73.35 + L7 fa = 0.33 |
| UNL = 150.00 |L7 L7 FCZ = 247.13 |
| CB = 1.00 + L7 L7 FTZ = 247.13 |
| CMY = 0.85 | L7 L7 FCY = 247.13 |
| CMZ = 0.85 + L7 FTY = 247.13 |
| FYLD = 41.19 | L8 fbz = 22.13 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.51 |
| DFF = 0.00 0.7 Fey = 406.98 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 196.21 |
| (WITH LOAD NO.) FV = 142.40 |
| fv = 7.07 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.056E-01 7 |
| 1.75 T 0.22 -14.91 2.15 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 164
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 55 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 55 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 59.4 (KNS-METRE) |
|PARAMETER | L8 L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L8 L8 -------------|
| KL/R-Y= 39.60 | FA = 176.52 |
| KL/R-Z= 60.16 + L8 L8 fa = 4.02 |
| UNL = 150.00 | FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 65.68 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.72 |
| DFF = 0.00 -3.3 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.57 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.700E-01 8 |
| 29.26 T -0.21 59.37 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 165
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 56 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 56 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 69.9 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L7 L7 -------------|
| KL/R-Y= 53.30 | L7 FA = 176.52 |
| KL/R-Z= 61.79 + L7 fa = 0.13 |
| UNL = 150.00 | L7 FCZ = 246.03 |
| CB = 1.00 + L7 FTZ = 246.03 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 69.79 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 41.73 |
| DFF = 0.00 10.4 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 9.58 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 4.533E-01 8 |
| 0.80 T -2.59 -69.90 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 166
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 57 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 57 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 1.32 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 19.4 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 49.59 |L7 L7 FA = 176.52 |
| KL/R-Z= 89.04 + L7 fa = 0.04 |
| UNL = 150.00 | L7 FCZ = 247.13 |
| CB = 1.00 + L7 L7 FTZ = 247.13 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 | L7 fbz = 45.34 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 8.57 |
| DFF = 0.00 1.1 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 16.57 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.115E-01 7 |
| 0.19 T -0.53 -19.45 1.32 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 167
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 58 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 58 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 1.54 --->| RY = 2.95 |
|************* RZ = 13.63 |
| |
| 11.6 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 50.93 | L8 FA = 176.52 |
| KL/R-Z= 73.35 + fa = 0.31 |
| UNL = 150.00 | L8 FCZ = 247.13 |
| CB = 1.00 +L8 L8 FTZ = 247.13 |
| CMY = 0.85 | L8 FCY = 247.13 |
| CMZ = 0.85 + L8 FTY = 247.13 |
| FYLD = 41.19 | L8 L7 L8 fbz = 17.19 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.90 |
| DFF = 0.00 0.9 Fey = 406.98 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 196.21 |
| (WITH LOAD NO.) FV = 143.91 |
| fv = 6.38 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.303E-02 8 |
| 1.61 T -0.18 -11.58 1.54 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 168
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 59 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 59 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 69.9 (KNS-METRE) |
|PARAMETER | L7 L7 L7 L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L7 FA = 176.52 |
| KL/R-Z= 60.16 + fa = 3.96 |
| UNL = 150.00 | L7 FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L7 fbz = 77.28 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.85 |
| DFF = 0.00 58.6 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.08 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.160E-01 7 |
| 28.81 T -0.35 -69.85 2.29 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 169
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 60 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 60 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 70.1 (KNS-METRE) |
|PARAMETER | L8 L8 L8 L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L8 FA = 176.52 |
| KL/R-Z= 60.16 + fa = 4.02 |
| UNL = 150.00 | L8 FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L8 fbz = 77.58 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.84 |
| DFF = 0.00 58.8 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.06 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.174E-01 8 |
| 29.26 T -0.35 70.12 2.29 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 170
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 61 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 61 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 0.9 (KNS-METRE) |
|PARAMETER |L22 L23 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L3 -------------|
| KL/R-Y= 105.52 | L3 FA = 94.81 |
| KL/R-Z= 105.52 + L3 L3 fa = 0.03 |
| UNL = 500.00 | FCZ = 247.13 |
| CB = 1.00 + L3 L3 FTZ = 247.13 |
| CMY = 0.85 | L23 FCY = 247.13 |
| CMZ = 0.85 + L22 FTY = 247.13 |
| FYLD = 41.19 | L17 fbz = 7.29 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 52.68 |
| DFF = 0.00 0.1 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 1.63 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 2.429E-01 16 |
| 0.05 C 3.66 0.51 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 171
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Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 62 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 62 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 0.9 (KNS-METRE) |
|PARAMETER |L22 L23 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L3 -------------|
| KL/R-Y= 105.52 | L3 FA = 94.81 |
| KL/R-Z= 105.52 + L3 L3 fa = 0.17 |
| UNL = 500.00 | FCZ = 247.13 |
| CB = 1.00 + L3 L3 FTZ = 247.13 |
| CMY = 0.85 | L23 L22 FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 | L19 fbz = 9.20 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 23.87 |
| DFF = 0.00 0.1 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.60 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.356E-01 16 |
| 0.31 C -1.66 0.64 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 172
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Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 63 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 63 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 0.9 (KNS-METRE) |
|PARAMETER |L22 L23 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L3 L3 -------------|
| KL/R-Y= 105.52 | FA = 94.81 |
| KL/R-Z= 105.52 + L3 L3 fa = 0.18 |
| UNL = 500.00 | FCZ = 247.13 |
| CB = 1.00 + L3 L3 FTZ = 247.13 |
| CMY = 0.85 | L23 L22 FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 | L16 fbz = 11.79 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 11.76 |
| DFF = 0.00 0.1 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.40 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 9.727E-02 3 |
| 0.34 C -0.82 0.82 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 173
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Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 64 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 64 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 0.9 (KNS-METRE) |
|PARAMETER |L22 L23 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L3 -------------|
| KL/R-Y= 105.52 | L3 FA = 94.81 |
| KL/R-Z= 105.52 + L3 L3 fa = 0.04 |
| UNL = 500.00 | FCZ = 247.13 |
| CB = 1.00 + L3 L3 FTZ = 247.13 |
| CMY = 0.85 | L23 FCY = 247.13 |
| CMZ = 0.85 + L22 FTY = 247.13 |
| FYLD = 41.19 | L35 fbz = 11.39 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 19.72 |
| DFF = 0.00 0.1 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.58 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.263E-01 4 |
| 0.07 C -1.37 0.79 5.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 174
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 65 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 65 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 1.0 (KNS-METRE) |
|PARAMETER | L3 STRESSES |
|IN KNS CMS |L22 IN NEWTON MMS|
|--------------- + L3 -------------|
| KL/R-Y= 105.52 | L3 FA = 94.81 |
| KL/R-Z= 105.52 + L3 fa = 0.32 |
| UNL = 500.00 | L3 FCZ = 247.13 |
| CB = 1.00 + L3 FTZ = 247.13 |
| CMY = 0.85 | L3 L22 FCY = 247.13 |
| CMZ = 0.85 + L23 FTY = 247.13 |
| FYLD = 41.19 | L16 fbz = 11.84 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 36.75 |
| DFF = 0.00 0.2 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 1.21 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 2.000E-01 16 |
| 0.59 C -2.55 0.82 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 175
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 66 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 66 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 0.9 (KNS-METRE) |
|PARAMETER |L22 L23 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L3 -------------|
| KL/R-Y= 105.52 | L3 FA = 94.81 |
| KL/R-Z= 105.52 + L3 L3 fa = 0.03 |
| UNL = 500.00 | FCZ = 247.13 |
| CB = 1.00 + L3 L3 FTZ = 247.13 |
| CMY = 0.85 | L23 FCY = 247.13 |
| CMZ = 0.85 + L22 FTY = 247.13 |
| FYLD = 41.19 | L16 fbz = 7.28 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 53.03 |
| DFF = 0.00 0.1 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 1.64 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 2.443E-01 17 |
| 0.05 C -3.68 0.51 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 176
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 67 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 67 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 0.9 (KNS-METRE) |
|PARAMETER |L22 L23 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L3 -------------|
| KL/R-Y= 105.52 | L3 FA = 94.81 |
| KL/R-Z= 105.52 + L3 L3 fa = 0.17 |
| UNL = 500.00 | FCZ = 247.13 |
| CB = 1.00 + L3 L3 FTZ = 247.13 |
| CMY = 0.85 | L23 L22 FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 | L19 fbz = 9.19 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 23.97 |
| DFF = 0.00 0.1 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.60 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.360E-01 17 |
| 0.31 C 1.66 0.64 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 177
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 68 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 68 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 0.9 (KNS-METRE) |
|PARAMETER |L22 L23 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L3 L3 -------------|
| KL/R-Y= 105.52 | FA = 94.81 |
| KL/R-Z= 105.52 + L3 L3 fa = 0.18 |
| UNL = 500.00 | FCZ = 247.13 |
| CB = 1.00 + L3 L3 FTZ = 247.13 |
| CMY = 0.85 | L23 L22 FCY = 247.13 |
| CMZ = 0.85 + FTY = 247.13 |
| FYLD = 41.19 | L17 fbz = 11.62 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 11.80 |
| DFF = 0.00 0.1 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.39 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 9.671E-02 3 |
| 0.34 C 0.82 0.81 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 178
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 69 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 69 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 0.9 (KNS-METRE) |
|PARAMETER |L22 L23 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 105.52 | L3 L3 FA = 94.81 |
| KL/R-Z= 105.52 + L3 L3 fa = 0.04 |
| UNL = 500.00 | FCZ = 247.13 |
| CB = 1.00 + L3 L3 FTZ = 247.13 |
| CMY = 0.85 | L23 FCY = 247.13 |
| CMZ = 0.85 + L22 FTY = 247.13 |
| FYLD = 41.19 | L35 fbz = 11.23 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 19.75 |
| DFF = 0.00 0.1 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.58 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.258E-01 4 |
| 0.08 C 1.37 0.78 5.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 179
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 70 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 70 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 1.0 (KNS-METRE) |
|PARAMETER | L3 STRESSES |
|IN KNS CMS |L22 IN NEWTON MMS|
|--------------- + L3 -------------|
| KL/R-Y= 105.52 | L3 FA = 94.81 |
| KL/R-Z= 105.52 + L3 fa = 0.32 |
| UNL = 500.00 | L3 FCZ = 247.13 |
| CB = 1.00 + L3 FTZ = 247.13 |
| CMY = 0.85 | L3 L22 FCY = 247.13 |
| CMZ = 0.85 + L23 FTY = 247.13 |
| FYLD = 41.19 | L17 fbz = 11.83 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 36.88 |
| DFF = 0.00 0.2 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 1.21 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 2.004E-01 17 |
| 0.59 C 2.56 0.82 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 180
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 71 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 71 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 50.7 (KNS-METRE) |
|PARAMETER | L8 L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 39.60 | L16 FA = 172.60 |
| KL/R-Z= 60.16 + L16 fa = 4.82 |
| UNL = 150.00 | FCZ = 271.84 |
| CB = 1.00 + L16 FTZ = 271.84 |
| CMY = 0.85 | L16 FCY = 308.91 |
| CMZ = 0.85 + L16 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 55.85 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.96 |
| DFF = 0.00 -2.8 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 2.97 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 2.430E-01 17 |
| 35.06 C -0.36 50.48 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 181
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 72 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 72 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 62.6 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 53.30 | L17 FA = 176.52 |
| KL/R-Z= 61.79 + L8 fa = 0.53 |
| UNL = 150.00 | L8 L8 FCZ = 246.03 |
| CB = 1.00 + FTZ = 246.03 |
| CMY = 0.85 | L8 L8 FCY = 247.13 |
| CMZ = 0.85 + L8 FTY = 247.13 |
| FYLD = 41.19 | L8 fbz = 62.54 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.60 |
| DFF = 0.00 8.1 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 8.82 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.677E-01 7 |
| 3.25 T 0.16 -62.65 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 182
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 73 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 73 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 1.32 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 17.7 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 49.59 | L8 FA = 176.52 |
| KL/R-Z= 89.04 +L8 fa = 0.71 |
| UNL = 150.00 | L8 L8 FCZ = 247.13 |
| CB = 1.00 + L8 FTZ = 247.13 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 | L16 L8 fbz = 41.29 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.22 |
| DFF = 0.00 1.7 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 14.58 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.815E-01 8 |
| 3.27 T 0.20 -17.71 1.32 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 183
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 74 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 74 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 2.15 --->| RY = 2.95 |
|************* RZ = 13.63 |
| |
| 14.4 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 50.93 | FA = 176.52 |
| KL/R-Z= 73.35 + L7 fa = 0.93 |
| UNL = 150.00 |L7 L7 FCZ = 247.13 |
| CB = 1.00 + L7 L7 FTZ = 247.13 |
| CMY = 0.85 | L7 L7 FCY = 247.13 |
| CMZ = 0.85 + L7 FTY = 247.13 |
| FYLD = 41.19 | L8 fbz = 21.38 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.30 |
| DFF = 0.00 0.5 Fey = 406.98 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 196.21 |
| (WITH LOAD NO.) FV = 142.40 |
| fv = 6.91 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.051E-01 7 |
| 4.87 T -0.20 -14.40 2.15 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 184
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 75 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 75 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 50.6 (KNS-METRE) |
|PARAMETER | L7 L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 39.60 | L17 FA = 176.52 |
| KL/R-Z= 60.16 + L17 fa = 3.76 |
| UNL = 150.00 | FCZ = 271.84 |
| CB = 1.00 + L17 FTZ = 271.84 |
| CMY = 0.85 | L17 FCY = 308.91 |
| CMZ = 0.85 + L17 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 54.53 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 6.48 |
| DFF = 0.00 -2.8 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 2.49 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.429E-01 8 |
| 27.36 T -0.79 49.28 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 185
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 76 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 76 * | EUROPEAN SECTIONS | | AX = 61.83 |
| * | TAP ERED | | --Z AY = 30.38 |
|DESIGN CODE * | | | AZ = 18.46 |
| AISC-1989 * =============================== ===|=== SY = 62.15 |
| * SZ =1001.61 |
| * |<---LENGTH (M)= 3.00 --->| RY = 2.81 |
|************* RZ = 16.18 |
| |
| 63.1 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 53.30 | L16 FA = 176.52 |
| KL/R-Z= 61.79 + L7 fa = 0.56 |
| UNL = 150.00 | L7 L7 FCZ = 246.03 |
| CB = 1.00 + FTZ = 246.03 |
| CMY = 0.85 | L7 L7 FCY = 247.13 |
| CMZ = 0.85 + L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 62.96 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.69 |
| DFF = 0.00 8.4 Fey = 371.60 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 276.51 |
| (WITH LOAD NO.) FV = 94.57 |
| fv = 8.97 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.700E-01 8 |
| 3.45 T -0.17 -63.06 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 186
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 77 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 77 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 1.32 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 17.3 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 49.59 | L7 FA = 176.52 |
| KL/R-Z= 89.04 +L7 fa = 0.70 |
| UNL = 150.00 | L7 L7 FCZ = 247.13 |
| CB = 1.00 + L7 L7 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 | L7 L7 fbz = 40.40 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.14 |
| DFF = 0.00 1.4 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 14.54 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.776E-01 7 |
| 3.21 T -0.20 -17.33 1.32 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 187
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 78 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 78 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 1.54 --->| RY = 2.95 |
|************* RZ = 13.63 |
| |
| 11.1 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 50.93 | L8 FA = 176.52 |
| KL/R-Z= 73.35 + fa = 0.91 |
| UNL = 150.00 | L8 FCZ = 247.13 |
| CB = 1.00 +L8 L8 FTZ = 247.13 |
| CMY = 0.85 | L8 FCY = 247.13 |
| CMZ = 0.85 + L8 FTY = 247.13 |
| FYLD = 41.19 | L8 L7 L8 fbz = 16.52 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.77 |
| DFF = 0.00 0.8 Fey = 406.98 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 196.21 |
| (WITH LOAD NO.) FV = 143.91 |
| fv = 6.20 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.318E-02 8 |
| 4.78 T 0.17 -11.13 1.54 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 188
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 79 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 79 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 62.6 (KNS-METRE) |
|PARAMETER | L7 L7 L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 39.60 | L7 L7 FA = 176.52 |
| KL/R-Z= 60.16 + fa = 3.70 |
| UNL = 150.00 | FCZ = 271.84 |
| CB = 1.00 + L7 FTZ = 271.84 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L8 fbz = 69.13 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.60 |
| DFF = 0.00 50.0 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.34 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.837E-01 7 |
| 26.89 T -0.32 -62.48 2.29 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 189
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 80 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 80 * | EUROPEAN SECTIONS | | AX = 72.70 |
| * | ST IPE360 | | --Z AY = 26.73 |
|DESIGN CODE * | | | AZ = 28.94 |
| AISC-1989 * =============================== ===|=== SY = 122.71 |
| * SZ = 903.89 |
| * |<---LENGTH (M)= 2.50 --->| RY = 3.79 |
|************* RZ = 14.96 |
| |
| 63.0 (KNS-METRE) |
|PARAMETER | L8 L8 L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 39.60 | L8 L8 FA = 176.52 |
| KL/R-Z= 60.16 + fa = 3.76 |
| UNL = 150.00 | FCZ = 271.84 |
| CB = 1.00 + L8 FTZ = 271.84 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L7 fbz = 69.56 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.59 |
| DFF = 0.00 49.9 Fey = 673.09 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 291.66 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.40 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.856E-01 8 |
| 27.36 T -0.32 62.87 2.29 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 190
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 81 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 81 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 1.1 (KNS-METRE) |
|PARAMETER |L3 L23 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L3 -------------|
| KL/R-Y= 105.52 | L3 FA = 176.52 |
| KL/R-Z= 105.52 + L3 L3 fa = 0.08 |
| UNL = 500.00 | L3 FCZ = 247.13 |
| CB = 1.00 + L3 FTZ = 247.13 |
| CMY = 0.85 | L23 FCY = 247.13 |
| CMZ = 0.85 + L3 FTY = 247.13 |
| FYLD = 41.19 | L23 fbz = 3.51 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 35.48 |
| DFF = 0.00 0.1 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.64 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.583E-01 7 |
| 0.14 T 2.46 -0.24 5.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 191
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 82 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| |=====| ------------ |
|MEMBER 82 * | EUROPEAN SECTIONS | | | AX = 18.56 |
| * | ST TUB E | | |--Z AY = 8.26 |
|DESIGN CODE * | | | | AZ = 8.26 |
| AISC-1989 * =============================== |=====| SY = 69.46 |
| * SZ = 69.46 |
| * |<---LENGTH (M)= 5.00 --->| RY = 4.74 |
|************* RZ = 4.74 |
| |
| 1.1 (KNS-METRE) |
|PARAMETER |L3 L23 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L3 -------------|
| KL/R-Y= 105.52 | L3 FA = 176.52 |
| KL/R-Z= 105.52 + L3 L3 fa = 0.08 |
| UNL = 500.00 | L3 FCZ = 247.13 |
| CB = 1.00 + L3 FTZ = 247.13 |
| CMY = 0.85 | L23 FCY = 247.13 |
| CMZ = 0.85 + L3 FTY = 247.13 |
| FYLD = 41.19 | L23 fbz = 3.50 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 35.62 |
| DFF = 0.00 0.1 Fey = 94.81 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 94.81 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.65 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.588E-01 8 |
| 0.14 T -2.47 -0.24 5.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 192
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 83 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 83 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.2 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 115.70 | L7 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 9.71 |
| UNL = 350.00 | L7 L7 FCZ = 120.56 |
| CB = 1.00 + FTZ = 247.13 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 42.44 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 9.53 |
| DFF = 0.00 -1.0 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.13 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 5.061E-01 16 |
| 44.58 C 0.59 -18.20 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 193
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 84 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 84 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.93 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.2 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 96.86 | L7 FA = 111.75 |
| KL/R-Z= 26.09 + fa = 7.88 |
| UNL = 293.00 | L7 FCZ = 159.71 |
| CB = 1.00 + FTZ = 247.13 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 L7 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 41.81 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 12.93 |
| DFF = 0.00 -1.0 Fey = 112.51 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1551.09 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.69 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.036E-01 17 |
| 36.18 T -0.80 17.93 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 194
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 85 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 85 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.3 (KNS-METRE) |
|PARAMETER | L19 L19 L19 L19 STRESSES |
|IN KNS CMS | L19 IN NEWTON MMS|
|--------------- + L19 -------------|
| KL/R-Y= 115.70 | L19 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 8.56 |
| UNL = 350.00 | L19 FCZ = 120.56 |
| CB = 1.00 + L19 FTZ = 247.13 |
| CMY = 0.85 | L19 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 37.43 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 17.22 |
| DFF = 0.00 -1.0 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.34 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 4.749E-01 16 |
| 39.31 C -1.07 16.06 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 195
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 86 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 86 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.93 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.1 (KNS-METRE) |
|PARAMETER |L19L19 L19 STRESSES |
|IN KNS CMS | L19 L19 IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 96.86 | L19 L19 FA = 111.75 |
| KL/R-Z= 26.09 + fa = 1.63 |
| UNL = 293.00 | L19 FCZ = 159.71 |
| CB = 1.00 + L19 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L19 FTY = 308.91 |
| FYLD = 41.19 | L7 fbz = 33.67 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 27.40 |
| DFF = 0.00 -1.0 Fey = 112.51 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1551.09 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 2.01 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.995E-01 7 |
| 7.50 T -1.70 14.44 0.73 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 196
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 87 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 87 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.2 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 115.70 | L8 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 8.90 |
| UNL = 350.00 | L8 L8 FCZ = 120.56 |
| CB = 1.00 + FTZ = 247.13 |
| CMY = 0.85 | L8 FCY = 308.91 |
| CMZ = 0.85 + L8 L8 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 42.34 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 9.33 |
| DFF = 0.00 -1.0 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.13 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 4.943E-01 17 |
| 40.85 C 0.58 18.16 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 197
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 88 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 88 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.93 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.2 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L8 L8 -------------|
| KL/R-Y= 96.86 | L8 FA = 111.75 |
| KL/R-Z= 26.09 + L8 fa = 1.02 |
| UNL = 293.00 | L8 FCZ = 159.71 |
| CB = 1.00 + FTZ = 247.13 |
| CMY = 0.85 | L8 L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 42.35 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 9.44 |
| DFF = 0.00 -1.0 Fey = 112.51 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1551.09 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.74 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 3.048E-01 17 |
| 4.66 C 0.59 18.16 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 198
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 89 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 89 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.2 (KNS-METRE) |
|PARAMETER | L19 L19 L19 L19 STRESSES |
|IN KNS CMS | L19 IN NEWTON MMS|
|--------------- + L19 -------------|
| KL/R-Y= 115.70 | L19 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 7.69 |
| UNL = 350.00 | L19 FCZ = 120.56 |
| CB = 1.00 + L19 FTZ = 247.13 |
| CMY = 0.85 | L19 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 37.10 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 17.78 |
| DFF = 0.00 -1.0 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.36 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 4.628E-01 17 |
| 35.28 C 1.11 15.91 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 199
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 90 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 90 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.93 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.0 (KNS-METRE) |
|PARAMETER |L19L19 L19 STRESSES |
|IN KNS CMS | L19 L19 IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 96.86 | L19 L19 FA = 111.75 |
| KL/R-Z= 26.09 + fa = 1.17 |
| UNL = 293.00 | L19 FCZ = 159.71 |
| CB = 1.00 + L19 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L19 FTY = 308.91 |
| FYLD = 41.19 | L8 fbz = 35.09 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 24.04 |
| DFF = 0.00 -1.0 Fey = 112.51 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1551.09 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 1.55 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.975E-01 8 |
| 5.36 T 1.50 15.05 0.49 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 200
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 91 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 91 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 19.9 (KNS-METRE) |
|PARAMETER | L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 115.70 | L7 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 7.51 |
| UNL = 350.00 | L7 L7 FCZ = 120.56 |
| CB = 1.00 + FTZ = 247.13 |
| CMY = 0.85 | L7 FCY = 308.91 |
| CMZ = 0.85 + L7 L7 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 46.14 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.74 |
| DFF = 0.00 -1.1 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.41 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 4.869E-01 17 |
| 34.48 C -0.17 19.79 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 201
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 92 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 92 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.41 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 19.9 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 112.73 | L7 FA = 83.07 |
| KL/R-Z= 30.36 + L7 fa = 0.31 |
| UNL = 341.00 | L7 FCZ = 123.74 |
| CB = 1.00 + FTZ = 247.13 |
| CMY = 0.85 | L7 L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 46.15 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.70 |
| DFF = 0.00 -1.1 Fey = 83.07 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1145.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.50 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.817E-01 17 |
| 1.44 T -0.17 19.79 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 202
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 93 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 93 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 20.9 (KNS-METRE) |
|PARAMETER | L19 L19 L19 L19 STRESSES |
|IN KNS CMS | L19 IN NEWTON MMS|
|--------------- + L19 -------------|
| KL/R-Y= 115.70 | L19 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 6.89 |
| UNL = 350.00 | L19 FCZ = 120.56 |
| CB = 1.00 + L19 FTZ = 247.13 |
| CMY = 0.85 | L19 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 48.78 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.22 |
| DFF = 0.00 -1.2 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.33 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 4.928E-01 19 |
| 31.65 C -0.01 -20.92 3.21 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 203
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 94 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 94 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.41 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 20.9 (KNS-METRE) |
|PARAMETER |L19L19 L19 STRESSES |
|IN KNS CMS | L19 L19 IN NEWTON MMS|
|--------------- + L19 -------------|
| KL/R-Y= 112.73 | L19 FA = 83.07 |
| KL/R-Z= 30.36 + fa = 5.97 |
| UNL = 341.00 | L19 FCZ = 123.74 |
| CB = 1.00 + L19 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L19 FTY = 308.91 |
| FYLD = 41.19 | L3 fbz = 38.91 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 25.95 |
| DFF = 0.00 -1.1 Fey = 83.07 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1145.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.07 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.985E-01 7 |
| 27.41 T -1.61 16.69 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 204
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 95 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 95 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 19.7 (KNS-METRE) |
|PARAMETER | L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 115.70 | L8 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 7.12 |
| UNL = 350.00 | L8 FCZ = 120.56 |
| CB = 1.00 + FTZ = 247.13 |
| CMY = 0.85 | L8 L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 45.82 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.12 |
| DFF = 0.00 -1.1 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.38 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 4.804E-01 16 |
| 32.68 C -0.19 -19.65 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 205
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 96 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 96 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.35 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 19.7 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 L8 IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 110.75 | L8 FA = 86.07 |
| KL/R-Z= 29.83 + fa = 0.57 |
| UNL = 335.00 | L8 FCZ = 125.96 |
| CB = 1.00 + FTZ = 247.13 |
| CMY = 0.85 | L8 L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 45.82 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.08 |
| DFF = 0.00 -1.1 Fey = 86.07 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1186.54 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 3.53 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 3.804E-01 16 |
| 2.62 C -0.19 -19.65 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 206
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 97 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 97 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 21.1 (KNS-METRE) |
|PARAMETER | L19 L19 L19 L19 STRESSES |
|IN KNS CMS | L19 IN NEWTON MMS|
|--------------- + L19 -------------|
| KL/R-Y= 115.70 | L19 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 6.75 |
| UNL = 350.00 | L19 FCZ = 120.56 |
| CB = 1.00 + L19 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L19 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 38.46 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 24.24 |
| DFF = 0.00 -1.2 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.26 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 4.830E-01 16 |
| 30.96 C -1.51 16.49 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 207
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 98 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 98 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.35 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 21.1 (KNS-METRE) |
|PARAMETER |L19L19 L19 STRESSES |
|IN KNS CMS | L19 L19 IN NEWTON MMS|
|--------------- + L19 -------------|
| KL/R-Y= 110.75 | L19 FA = 86.07 |
| KL/R-Z= 29.83 + fa = 5.31 |
| UNL = 335.00 | L19 FCZ = 125.96 |
| CB = 1.00 + L19 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L19 FTY = 308.91 |
| FYLD = 41.19 | L3 fbz = 39.42 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 25.43 |
| DFF = 0.00 -1.1 Fey = 86.07 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1186.54 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.07 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.953E-01 8 |
| 24.36 T 1.58 16.91 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 208
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 99 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 99 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.68 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.5 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L8 -------------|
| KL/R-Y= 49.59 | FA = 126.69 |
| KL/R-Z= 89.04 + L8 fa = 0.02 |
| UNL = 150.00 | FCZ = 247.13 |
| CB = 1.00 + L8 FTZ = 247.13 |
| CMY = 0.85 | L7 L7 L7 L7 L7 FCY = 308.91 |
| CMZ = 0.85 + L7 FTY = 308.91 |
| FYLD = 41.19 | L7 fbz = 43.03 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.04 |
| DFF = 0.00 7.0 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 7.60 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.776E-01 8 |
| 0.07 C 0.06 -18.46 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 209
Part
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 100 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 100 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 0.90 --->| RY = 2.71 |
|************* RZ = 18.49 |
| |
| 16.7 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 55.41 | L7 FA = 176.52 |
| KL/R-Z= 54.09 + L7 fa = 1.37 |
| UNL = 150.00 | L7 FCZ = 244.13 |
| CB = 1.00 + L7 FTZ = 244.13 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + L7 L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 24.84 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.49 |
| DFF = 0.00 7.5 Fey = 343.87 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 360.83 |
| (WITH LOAD NO.) FV = 149.75 |
| fv = 5.29 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.196E-01 7 |
| 7.21 T -0.15 -16.73 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 210
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 101 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 101 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.68 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 18.3 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 49.59 | L7 FA = 126.69 |
| KL/R-Z= 89.04 + fa = 0.07 |
| UNL = 150.00 | L7 FCZ = 247.13 |
| CB = 1.00 + L8 L8 L8 FTZ = 247.13 |
| CMY = 0.85 | L8 L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 | L8 fbz = 42.73 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.17 |
| DFF = 0.00 3.7 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 7.51 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.773E-01 7 |
| 0.34 C -0.07 -18.33 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 211
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 102 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 102 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 1.51 --->| RY = 2.71 |
|************* RZ = 18.49 |
| |
| 13.4 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 55.41 | L8 FA = 176.52 |
| KL/R-Z= 54.09 + L8 fa = 1.31 |
| UNL = 150.00 | L8 FCZ = 244.13 |
| CB = 1.00 + L7 FTZ = 244.13 |
| CMY = 0.85 | L8 L7 FCY = 247.13 |
| CMZ = 0.85 + L8 L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 19.93 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.39 |
| DFF = 0.00 4.6 Fey = 343.87 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 360.83 |
| (WITH LOAD NO.) FV = 144.06 |
| fv = 4.64 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 9.875E-02 8 |
| 6.91 T 0.15 -13.42 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 212
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 103 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 103 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.68 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 14.3 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 49.59 | L8 FA = 176.52 |
| KL/R-Z= 89.04 + fa = 1.31 |
| UNL = 150.00 | FCZ = 247.13 |
| CB = 1.00 + L8 FTZ = 247.13 |
| CMY = 0.85 | L7 L7 L7 FCY = 308.91 |
| CMZ = 0.85 + L8 L7 L7 FTY = 308.91 |
| FYLD = 41.19 | L7 L7 fbz = 33.26 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.18 |
| DFF = 0.00 6.4 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 6.78 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.523E-01 8 |
| 6.01 T 0.20 -14.26 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 213
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 104 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 104 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 0.90 --->| RY = 2.71 |
|************* RZ = 18.49 |
| |
| 15.8 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 55.41 | L7 FA = 176.52 |
| KL/R-Z= 54.09 + L7 fa = 1.43 |
| UNL = 150.00 | L7 FCZ = 244.13 |
| CB = 1.00 + L7 FTZ = 244.13 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + L7 L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 23.39 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.25 |
| DFF = 0.00 7.2 Fey = 343.87 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 360.83 |
| (WITH LOAD NO.) FV = 149.75 |
| fv = 4.97 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.171E-01 7 |
| 7.52 T -0.20 -15.76 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 214
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 105 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 105 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.68 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 13.8 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 49.59 | FA = 176.52 |
| KL/R-Z= 89.04 + L7 fa = 1.28 |
| UNL = 150.00 | FCZ = 247.13 |
| CB = 1.00 + L7 L8 L8 L8 FTZ = 247.13 |
| CMY = 0.85 | L8 L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 | L8 fbz = 32.22 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.10 |
| DFF = 0.00 3.8 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 6.52 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.476E-01 7 |
| 5.87 T -0.19 -13.82 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 215
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 106 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 106 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 1.51 --->| RY = 2.71 |
|************* RZ = 18.49 |
| |
| 12.6 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 55.41 | L8 FA = 176.52 |
| KL/R-Z= 54.09 + L8 fa = 1.36 |
| UNL = 150.00 | L8 FCZ = 244.13 |
| CB = 1.00 + L7 FTZ = 244.13 |
| CMY = 0.85 | L8 L7 FCY = 247.13 |
| CMZ = 0.85 + L8 L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 18.72 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.73 |
| DFF = 0.00 4.6 Fey = 343.87 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 360.83 |
| (WITH LOAD NO.) FV = 144.06 |
| fv = 4.36 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 9.545E-02 8 |
| 7.18 T 0.17 -12.61 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 216
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 107 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 107 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.3 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 42.78 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.47 |
| UNL = 143.33 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 50.77 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.12 |
| DFF = 0.00 -1.6 Fey = 576.88 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 9.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.898E-01 14 |
| 2.54 T 0.01 -28.28 1.43 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 217
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 108 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 108 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.40 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 27.6 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 41.78 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 140.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 49.55 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.16 |
| DFF = 0.00 -1.5 Fey = 604.65 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 9.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.855E-01 14 |
| 2.56 T 0.01 -27.60 1.40 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 218
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 109 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 109 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 11.8 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 9.63 + L14 fa = 1.22 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 19.08 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.10 |
| DFF = 0.00 -0.7 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez=0.1139E+5|
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.37 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.392E-02 31 |
| 6.58 T -0.17 -10.63 1.20 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 219
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 110 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 110 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 35.3 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 63.44 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.01 |
| DFF = 0.00 -2.0 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 14.82 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.361E-01 14 |
| 2.59 T 0.00 -35.34 1.20 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 220
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 111 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 111 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.3 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 42.78 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.47 |
| UNL = 143.33 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 50.77 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.09 |
| DFF = 0.00 -1.6 Fey = 576.86 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 9.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.897E-01 14 |
| 2.53 T -0.01 -28.28 1.43 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 221
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Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 112 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 112 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.3 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 42.78 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 3.00 |
| UNL = 143.33 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 45.84 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.50 |
| DFF = 0.00 -1.6 Fey = 576.88 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 8.89 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.905E-01 28 |
| 16.14 T 0.12 -25.53 1.43 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 222
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 113 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 113 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.40 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 27.6 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 41.78 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 140.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 49.55 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.17 |
| DFF = 0.00 -1.5 Fey = 604.65 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 9.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.856E-01 14 |
| 2.59 T 0.01 -27.60 1.40 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 223
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 114 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 114 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 11.8 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 9.63 + L14 fa = 1.53 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 19.08 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.17 |
| DFF = 0.00 -0.7 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez=0.1139E+5|
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.37 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.589E-02 31 |
| 8.22 T -0.17 -10.63 1.20 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 224
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 115 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 115 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 35.3 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 63.44 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.02 |
| DFF = 0.00 -2.0 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 14.82 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.362E-01 14 |
| 2.59 T 0.00 -35.34 1.20 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 225
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 116 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 116 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.3 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 42.78 | L14 FA = 195.98 |
| KL/R-Z= 32.10 + L14 fa = 3.25 |
| UNL = 143.33 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 45.84 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.66 |
| DFF = 0.00 -1.6 Fey = 576.86 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 8.89 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.939E-01 28 |
| 17.51 C -0.21 -25.54 1.43 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 226
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 118 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 118 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.02 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.01 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.01 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.715E-01 14 |
| 0.08 T -0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 227
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 119 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 119 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.03 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.715E-01 14 |
| 0.11 T 0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 228
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 120 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 120 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.02 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.01 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.01 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.715E-01 14 |
| 0.09 T 0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 229
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 121 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 121 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.03 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.715E-01 14 |
| 0.11 T -0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 230
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 122 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 122 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.01 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.714E-01 14 |
| 0.03 T -0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 231
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 123 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 123 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.01 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.714E-01 14 |
| 0.03 T 0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 232
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 124 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 124 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.4 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 42.78 | FA = 176.52 |
| KL/R-Z= 32.10 + L14 L14 fa = 0.47 |
| UNL = 143.34 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L14 L14 fbz = 50.91 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.12 |
| DFF = 0.00 28.3 Fey = 576.80 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.08 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.904E-01 14 |
| 2.55 T 0.01 -28.36 1.08 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 233
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 125 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 125 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.3 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 42.78 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 143.33 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 50.77 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.09 |
| DFF = 0.00 -1.6 Fey = 576.88 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 9.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.898E-01 14 |
| 2.56 T -0.01 -28.28 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 234
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 126 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 126 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.4 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 42.78 | FA = 176.52 |
| KL/R-Z= 32.10 + L14 L14 fa = 0.47 |
| UNL = 143.33 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L14 L14 fbz = 50.91 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.12 |
| DFF = 0.00 28.3 Fey = 576.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.08 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.903E-01 14 |
| 2.52 T 0.01 -28.36 0.36 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 235
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 127 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 127 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.3 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 42.78 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.47 |
| UNL = 143.33 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 50.77 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.12 |
| DFF = 0.00 -1.6 Fey = 576.86 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 9.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.898E-01 14 |
| 2.51 T 0.01 -28.28 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 236
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 128 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 128 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.4 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 42.78 | FA = 195.98 |
| KL/R-Z= 32.10 + L14 L14 fa = 3.26 |
| UNL = 143.34 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L14 L14 fbz = 45.84 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.98 |
| DFF = 0.00 28.3 Fey = 576.80 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.15 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.949E-01 29 |
| 17.55 C -0.24 -25.53 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 237
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 129 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 129 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.3 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 42.78 | L14 FA = 195.98 |
| KL/R-Z= 32.10 + L14 fa = 3.29 |
| UNL = 143.33 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 45.84 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.74 |
| DFF = 0.00 -1.6 Fey = 576.88 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 8.89 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.943E-01 29 |
| 17.71 C -0.22 -25.53 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 238
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 130 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 130 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.4 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 42.78 | FA = 195.98 |
| KL/R-Z= 32.10 + L14 L14 fa = 3.23 |
| UNL = 143.33 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L14 L14 fbz = 45.84 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.95 |
| DFF = 0.00 28.3 Fey = 576.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.15 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 1.946E-01 28 |
| 17.35 C -0.24 -25.54 1.43 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 239
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 131 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 131 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.43 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 28.3 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 42.78 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 2.96 |
| UNL = 143.33 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 45.84 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.47 |
| DFF = 0.00 -1.6 Fey = 576.86 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 8.89 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.902E-01 29 |
| 15.95 T 0.12 -25.54 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 240
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 132 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 132 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.00 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.01 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.714E-01 14 |
| 0.01 T 0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 241
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 133 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 133 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 30.67 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.00 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.01 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 2.713E-01 14 |
| 0.00 T -0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 242
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 134 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 134 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.00 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.01 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.714E-01 14 |
| 0.01 T -0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 243
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 135 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 135 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 30.67 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.00 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.01 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 2.713E-01 14 |
| 0.00 T 0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 244
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 136 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 136 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.40 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 27.7 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 41.78 | FA = 176.52 |
| KL/R-Z= 32.10 + L14 L14 fa = 0.48 |
| UNL = 140.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L14 L14 fbz = 49.73 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.06 |
| DFF = 0.00 27.6 Fey = 604.65 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.859E-01 14 |
| 2.57 T 0.01 -27.71 0.70 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 245
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 137 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 137 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.40 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 27.6 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 41.78 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 140.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 49.55 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.03 |
| DFF = 0.00 -1.5 Fey = 604.65 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 9.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.851E-01 14 |
| 2.57 T 0.00 -27.60 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 246
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 138 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 138 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.40 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 27.7 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 41.78 | FA = 176.52 |
| KL/R-Z= 32.10 + L14 L14 fa = 0.48 |
| UNL = 140.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L14 L14 fbz = 49.73 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.07 |
| DFF = 0.00 27.6 Fey = 604.65 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.859E-01 14 |
| 2.58 T 0.01 -27.71 0.70 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 247
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 139 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 139 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.40 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 27.6 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 41.78 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 140.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 49.55 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.03 |
| DFF = 0.00 -1.5 Fey = 604.65 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 9.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.851E-01 14 |
| 2.58 T 0.00 -27.60 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 247 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 248
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 140 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 140 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.00 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.713E-01 14 |
| 0.00 T -0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 249
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 141 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 141 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 30.67 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.00 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 2.713E-01 14 |
| 0.00 T 0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 250
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Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 142 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 142 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 11.8 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 9.63 + L14 fa = 1.22 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 19.08 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.66 |
| DFF = 0.00 -0.7 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez=0.1139E+5|
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.37 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.248E-02 31 |
| 6.57 T -0.13 -10.63 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 251
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Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 143 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 143 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 11.8 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 9.63 + L14 fa = 1.53 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 19.08 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 1.73 |
| DFF = 0.00 -0.7 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez=0.1139E+5|
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.37 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 8.448E-02 31 |
| 8.23 T -0.14 -10.63 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 252
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Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 144 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 144 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.00 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.713E-01 14 |
| 0.00 T 0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 253
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Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 145 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 145 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 47.1 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L14 fbz = 84.59 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.03 |
| DFF = 0.00 34.7 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.140E-01 14 |
| 2.59 T 0.00 -47.12 1.20 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 254
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 146 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 146 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 47.1 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L14 fbz = 84.59 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.09 |
| DFF = 0.00 34.7 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.142E-01 14 |
| 2.59 T 0.01 -47.12 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 255
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 147 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 147 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 35.3 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 63.44 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.16 |
| DFF = 0.00 -2.0 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 14.82 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.366E-01 14 |
| 2.58 T 0.01 -35.34 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 256
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 148 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 148 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 47.1 (KNS-METRE) |
|PARAMETER | L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 |L14 fbz = 84.59 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.02 |
| DFF = 0.00 34.7 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.140E-01 14 |
| 2.59 T 0.00 -47.12 1.20 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 257
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 149 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 149 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 47.1 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L14 fbz = 84.59 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.08 |
| DFF = 0.00 34.7 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 4.86 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.142E-01 14 |
| 2.59 T 0.01 -47.12 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 258
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 150 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 150 * | EUROPEAN SECTIONS | | AX = 53.80 |
| * | ST IPE300 | | --Z AY = 19.71 |
|DESIGN CODE * | | | AZ = 21.52 |
| AISC-1989 * =============================== ===|=== SY = 80.53 |
| * SZ = 557.07 |
| * |<---LENGTH (M)= 1.20 --->| RY = 3.35 |
|************* RZ = 12.46 |
| |
| 35.3 (KNS-METRE) |
|PARAMETER |L14 STRESSES |
|IN KNS CMS | L14 L14 IN NEWTON MMS|
|--------------- + L14 -------------|
| KL/R-Y= 35.81 | L14 FA = 176.52 |
| KL/R-Z= 32.10 + L14 fa = 0.48 |
| UNL = 120.00 | L14 FCZ = 271.84 |
| CB = 1.00 + FTZ = 271.84 |
| CMY = 0.85 | L14 L14 FCY = 308.91 |
| CMZ = 0.85 + L14 FTY = 308.91 |
| FYLD = 41.19 | L0 fbz = 63.44 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.18 |
| DFF = 0.00 -2.0 Fey = 823.00 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1024.72 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 14.82 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.367E-01 14 |
| 2.60 T 0.01 -35.34 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 259
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 151 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 151 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.00 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.713E-01 14 |
| 0.00 T 0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 260
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 152 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 152 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 30.67 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.00 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 2.713E-01 14 |
| 0.00 C -0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 261
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 153 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 153 * | EUROPEAN SECTIONS | | AX = 39.10 |
| * | ST IPE240 | | --Z AY = 13.95 |
|DESIGN CODE * | | | AZ = 15.82 |
| AISC-1989 * =============================== ===|=== SY = 47.33 |
| * SZ = 324.33 |
| * |<---LENGTH (M)= 5.00 --->| RY = 2.70 |
|************* RZ = 9.98 |
| |
| 23.9 (KNS-METRE) |
|PARAMETER | L14 L14 L14 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L14 L14 -------------|
| KL/R-Y= 185.52 | FA = 176.52 |
| KL/R-Z= 50.12 + L14 L14 fa = 0.00 |
| UNL = 20.00 | FCZ = 271.84 |
| CB = 1.00 + L14 L14 FTZ = 271.84 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 L0 fbz = 73.76 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 |
| DFF = 0.00 -1.3 Fey = 30.67 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 420.30 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.00 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 2.713E-01 14 |
| 0.00 T -0.00 -23.92 2.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 262
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 154 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 154 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 19.3 (KNS-METRE) |
|PARAMETER | L9 L9 L9 L9 STRESSES |
|IN KNS CMS | L9 IN NEWTON MMS|
|--------------- + L9 -------------|
| KL/R-Y= 115.70 | L9 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 1.14 |
| UNL = 350.00 | L9 FCZ = 120.56 |
| CB = 1.00 + L9 FTZ = 247.13 |
| CMY = 0.85 | L9 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 35.17 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 29.40 |
| DFF = 0.00 -1.1 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.51 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.869E-01 7 |
| 5.23 T -1.83 -15.08 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 263
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 155 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 155 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.68 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 16.4 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 49.59 | L8 FA = 176.52 |
| KL/R-Z= 89.04 + fa = 0.79 |
| UNL = 150.00 | L8 FCZ = 247.13 |
| CB = 1.00 + FTZ = 247.13 |
| CMY = 0.85 | L8 L7 L7 FCY = 308.91 |
| CMZ = 0.85 + L7 L7 L7 FTY = 308.91 |
| FYLD = 41.19 | L7 L7 fbz = 38.30 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 7.72 |
| DFF = 0.00 6.8 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 7.16 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.844E-01 8 |
| 3.64 T 0.48 -16.43 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 264
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 156 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 156 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.93 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 19.1 (KNS-METRE) |
|PARAMETER |L9 L9 L9 STRESSES |
|IN KNS CMS | L9 L9 IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 96.86 | L9 L9 FA = 111.75 |
| KL/R-Z= 26.09 + fa = 1.14 |
| UNL = 293.00 | L9 FCZ = 159.71 |
| CB = 1.00 + L9 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L9 FTY = 308.91 |
| FYLD = 41.19 | L18 fbz = 34.49 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 31.45 |
| DFF = 0.00 -1.1 Fey = 112.51 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1551.09 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.94 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 3.178E-01 7 |
| 5.23 T -1.96 -14.79 0.24 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 265
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Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 157 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 157 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 19.3 (KNS-METRE) |
|PARAMETER | L9 L9 L9 L9 STRESSES |
|IN KNS CMS | L9 IN NEWTON MMS|
|--------------- + L9 -------------|
| KL/R-Y= 115.70 | L9 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 0.39 |
| UNL = 350.00 | L9 FCZ = 120.56 |
| CB = 1.00 + L9 FTZ = 247.13 |
| CMY = 0.85 | L9 FCY = 308.91 |
| CMZ = 0.85 + FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 35.17 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 28.74 |
| DFF = 0.00 -1.1 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.51 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 3.897E-01 17 |
| 1.78 C 1.79 -15.08 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 266
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 158 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 158 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.68 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 16.1 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 49.59 | FA = 176.52 |
| KL/R-Z= 89.04 + L7 fa = 0.78 |
| UNL = 150.00 | L7 FCZ = 247.13 |
| CB = 1.00 + L8 L8 FTZ = 247.13 |
| CMY = 0.85 | L8 L8 L8 FCY = 308.91 |
| CMZ = 0.85 + L8 FTY = 308.91 |
| FYLD = 41.19 | L8 fbz = 37.58 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 8.56 |
| DFF = 0.00 3.9 Fey = 429.30 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 133.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 6.97 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.842E-01 7 |
| 3.57 T -0.53 -16.12 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 267
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 159 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 159 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 2.93 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 19.1 (KNS-METRE) |
|PARAMETER |L9 L9 L9 STRESSES |
|IN KNS CMS | L9 L9 IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 96.86 | L9 L9 FA = 111.75 |
| KL/R-Z= 26.09 + fa = 0.37 |
| UNL = 293.00 | L9 FCZ = 159.71 |
| CB = 1.00 + L9 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L9 FTY = 308.91 |
| FYLD = 41.19 | L18 fbz = 34.49 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 30.74 |
| DFF = 0.00 -1.1 Fey = 112.51 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1551.09 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.94 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H1-3 3.188E-01 17 |
| 1.70 C 1.91 -14.79 0.24 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 268
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 160 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 160 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 22.2 (KNS-METRE) |
|PARAMETER | L9 L9 L9 STRESSES |
|IN KNS CMS | L9 L9 IN NEWTON MMS|
|--------------- + L9 -------------|
| KL/R-Y= 115.70 | L9 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 1.86 |
| UNL = 350.00 | L9 FCZ = 120.56 |
| CB = 1.00 + L9 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L9 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 51.83 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.39 |
| DFF = 0.00 -1.2 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.10 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 4.311E-01 9 |
| 8.54 T 0.02 22.23 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 269
Part
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 161 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 161 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 0.90 --->| RY = 2.71 |
|************* RZ = 18.49 |
| |
| 17.3 (KNS-METRE) |
|PARAMETER |L7 STRESSES |
|IN KNS CMS | L7 IN NEWTON MMS|
|--------------- + L7 -------------|
| KL/R-Y= 55.41 | L7 L7 FA = 176.52 |
| KL/R-Z= 54.09 + fa = 0.96 |
| UNL = 150.00 | L7 FCZ = 244.13 |
| CB = 1.00 + L7 FTZ = 244.13 |
| CMY = 0.85 | L7 FCY = 247.13 |
| CMZ = 0.85 + L7 L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 25.64 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 3.49 |
| DFF = 0.00 7.2 Fey = 343.87 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 360.83 |
| (WITH LOAD NO.) FV = 149.75 |
| fv = 5.68 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.246E-01 7 |
| 5.03 T 0.22 -17.27 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 270
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 162 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 162 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.41 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 22.2 (KNS-METRE) |
|PARAMETER |L9 L9 L9 STRESSES |
|IN KNS CMS | L9 L9 IN NEWTON MMS|
|--------------- + L9 -------------|
| KL/R-Y= 112.73 | L9 FA = 83.07 |
| KL/R-Z= 30.36 + fa = 1.86 |
| UNL = 341.00 | L9 FCZ = 123.74 |
| CB = 1.00 + L9 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L9 FTY = 308.91 |
| FYLD = 41.19 | L3 fbz = 51.83 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.39 |
| DFF = 0.00 -1.2 Fey = 83.07 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1145.16 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.10 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 4.201E-01 9 |
| 8.54 T 0.02 22.23 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 271
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 163 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 163 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.50 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 21.8 (KNS-METRE) |
|PARAMETER | L9 L9 L9 L9 STRESSES |
|IN KNS CMS | L9 IN NEWTON MMS|
|--------------- + L9 -------------|
| KL/R-Y= 115.70 | L9 FA = 78.85 |
| KL/R-Z= 31.16 + fa = 1.52 |
| UNL = 350.00 | L9 FCZ = 120.56 |
| CB = 1.00 + L9 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L9 FTY = 308.91 |
| FYLD = 41.19 |L0 fbz = 50.92 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.37 |
| DFF = 0.00 -1.2 Fey = 78.85 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1087.02 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.17 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 4.236E-01 9 |
| 6.96 T -0.02 21.84 3.50 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 272
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 164 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 164 * | EUROPEAN SECTIONS | | AX = 52.59 |
| * | TAP ERED | | --Z AY = 22.96 |
|DESIGN CODE * | | | AZ = 18.44 |
| AISC-1989 * =============================== ===|=== SY = 62.10 |
| * SZ = 673.61 |
| * |<---LENGTH (M)= 1.51 --->| RY = 2.71 |
|************* RZ = 18.49 |
| |
| 14.0 (KNS-METRE) |
|PARAMETER |L8 STRESSES |
|IN KNS CMS | L8 IN NEWTON MMS|
|--------------- + -------------|
| KL/R-Y= 55.41 | L8 FA = 176.52 |
| KL/R-Z= 54.09 + L8 fa = 0.87 |
| UNL = 150.00 | L8 FCZ = 244.13 |
| CB = 1.00 + L7 FTZ = 244.13 |
| CMY = 0.85 | L8 L7 FCY = 247.13 |
| CMZ = 0.85 + L8 L7 FTY = 247.13 |
| FYLD = 41.19 | L7 fbz = 20.79 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 2.89 |
| DFF = 0.00 4.1 Fey = 343.87 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 360.83 |
| (WITH LOAD NO.) FV = 144.06 |
| fv = 5.01 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 1.018E-01 8 |
| 4.58 T -0.18 -14.00 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 273
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Steel Design (Track 2) Beam 165 Check 1

|--------------------------------------------------------------------------|
| Y PROPERTIES |
|************* | IN CMS UNIT |
| * |=============================| ===|=== ------------ |
|MEMBER 165 * | EUROPEAN SECTIONS | | AX = 45.90 |
| * | ST IPE270 | | --Z AY = 16.60 |
|DESIGN CODE * | | | AZ = 18.48 |
| AISC-1989 * =============================== ===|=== SY = 62.22 |
| * SZ = 428.89 |
| * |<---LENGTH (M)= 3.35 --->| RY = 3.02 |
|************* RZ = 11.23 |
| |
| 21.8 (KNS-METRE) |
|PARAMETER |L9 L9 L9 STRESSES |
|IN KNS CMS | L9 L9 IN NEWTON MMS|
|--------------- + L9 -------------|
| KL/R-Y= 110.75 | L9 FA = 86.07 |
| KL/R-Z= 29.83 + fa = 1.52 |
| UNL = 335.00 | L9 FCZ = 125.96 |
| CB = 1.00 + L9 FTZ = 247.13 |
| CMY = 0.85 | FCY = 308.91 |
| CMZ = 0.85 + L9 FTY = 308.91 |
| FYLD = 41.19 | L3 fbz = 50.92 |
| NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.37 |
| DFF = 0.00 -1.2 Fey = 86.07 |
| dff= 0.00 ABSOLUTE MZ ENVELOPE Fez =1186.54 |
| (WITH LOAD NO.) FV = 164.75 |
| fv = 0.17 |
| |
| MAX FORCE/ MOMENT SUMMARY (KNS-METRE) |
| ------------------------- |
| |
| AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z |
| |
| VALUE 0.0 0.0 0.0 0.0 0.0 |
| LOCATION 0.0 0.0 0.0 0.0 0.0 |
| LOADING 0 0 0 0 0 |
| |
|**************************************************************************|
|* *|
|* DESIGN SUMMARY (KNS-METRE) *|
|* -------------- *|
|* *|
|* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *|
| FX MY MZ LOCATION |
| ====================================================== |
| PASS AISC- H2-1 4.055E-01 9 |
| 6.96 T -0.02 21.84 0.00 |
|* *|
|**************************************************************************|
| |
|--------------------------------------------------------------------------|

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 Job No Sheet No Rev
STEEL STRUCTURE 274
Part
Software licensed to
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By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Utilization Ratio
Beam Analysis Design Actual Allowable Ratio Clause L/C Ax Iz Iy Ix
Property Property Ratio Ratio (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
1 IPE360 IPE360 0.152 1.000 0.152 AISC- H1-3 17 72.700 16.3E+3 1.04E+3 37.300
2 Taper Taper 0.408 1.000 0.408 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
3 IPE270 IPE270 0.195 1.000 0.195 AISC- H1-3 8 45.900 5.79E+3 420.000 15.900
4 Taper Taper 0.121 1.000 0.121 AISC- H2-1 7 48.304 9.49E+3 419.018 12.566
5 IPE360 IPE360 0.152 1.000 0.152 AISC- H1-3 16 72.700 16.3E+3 1.04E+3 37.300
6 Taper Taper 0.411 1.000 0.411 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
7 IPE270 IPE270 0.194 1.000 0.194 AISC- H1-3 7 45.900 5.79E+3 420.000 15.900
8 Taper Taper 0.101 1.000 0.101 AISC- H2-1 8 48.304 9.49E+3 419.018 12.566
9 IPE360 IPE360 0.350 1.000 0.350 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
10 IPE360 IPE360 0.352 1.000 0.352 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
11 IPE360 IPE360 0.596 1.000 0.596 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
12 Taper Taper 0.916 1.000 0.916 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
13 IPE270 IPE270 0.659 1.000 0.659 AISC- H2-1 8 45.900 5.79E+3 420.000 15.900
14 Taper Taper 0.699 1.000 0.699 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
15 IPE360 IPE360 0.596 1.000 0.596 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
16 Taper Taper 0.916 1.000 0.916 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
17 IPE270 IPE270 0.659 1.000 0.659 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
18 Taper Taper 0.699 1.000 0.699 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
19 IPE360 IPE360 0.862 1.000 0.862 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
20 IPE360 IPE360 0.861 1.000 0.861 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
21 IPE360 IPE360 0.619 1.000 0.619 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
22 Taper Taper 0.871 1.000 0.871 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
23 IPE270 IPE270 0.670 1.000 0.670 AISC- H2-1 8 45.900 5.79E+3 420.000 15.900
24 Taper Taper 0.709 1.000 0.709 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
25 IPE360 IPE360 0.619 1.000 0.619 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
26 Taper Taper 0.871 1.000 0.871 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
27 IPE270 IPE270 0.670 1.000 0.670 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
28 Taper Taper 0.709 1.000 0.709 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
29 IPE360 IPE360 0.900 1.000 0.900 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
30 IPE360 IPE360 0.900 1.000 0.900 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
31 IPE360 IPE360 0.619 1.000 0.619 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
32 Taper Taper 0.861 1.000 0.861 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
33 IPE270 IPE270 0.668 1.000 0.668 AISC- H2-1 8 45.900 5.79E+3 420.000 15.900
34 Taper Taper 0.706 1.000 0.706 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
35 IPE360 IPE360 0.619 1.000 0.619 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
36 Taper Taper 0.861 1.000 0.861 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
37 IPE270 IPE270 0.668 1.000 0.668 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
38 Taper Taper 0.706 1.000 0.706 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
39 IPE360 IPE360 0.900 1.000 0.900 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
40 IPE360 IPE360 0.900 1.000 0.900 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
41 IPE360 IPE360 0.601 1.000 0.601 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
42 Taper Taper 0.899 1.000 0.899 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
43 IPE270 IPE270 0.658 1.000 0.658 AISC- H2-1 8 45.900 5.79E+3 420.000 15.900
44 Taper Taper 0.698 1.000 0.698 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
45 IPE360 IPE360 0.601 1.000 0.601 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300

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 Job No Sheet No Rev
STEEL STRUCTURE 275
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Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Utilization Ratio Cont...

Beam Analysis Design Actual Allowable Ratio Clause L/C Ax Iz Iy Ix
Property Property Ratio Ratio (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
46 Taper Taper 0.899 1.000 0.899 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
47 IPE270 IPE270 0.658 1.000 0.658 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
48 Taper Taper 0.698 1.000 0.698 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
49 IPE360 IPE360 0.869 1.000 0.869 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
50 IPE360 IPE360 0.869 1.000 0.869 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
51 IPE360 IPE360 0.269 1.000 0.269 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
52 Taper Taper 0.451 1.000 0.451 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
53 IPE270 IPE270 0.211 1.000 0.211 AISC- H2-1 8 45.900 5.79E+3 420.000 15.900
54 Taper Taper 0.106 1.000 0.106 AISC- H2-1 7 48.304 9.49E+3 419.018 12.566
55 IPE360 IPE360 0.270 1.000 0.270 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
56 Taper Taper 0.453 1.000 0.453 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
57 IPE270 IPE270 0.211 1.000 0.211 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
58 Taper Taper 0.083 1.000 0.083 AISC- H2-1 8 48.304 9.49E+3 419.018 12.566
59 IPE360 IPE360 0.316 1.000 0.316 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
60 IPE360 IPE360 0.317 1.000 0.317 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
61 User Defined Tube
User Defined Tube
0.243 1.000 0.243 AISC- H1-3 16 18.560 416.734 416.734 624.359
62 User Defined Tube
User Defined Tube
0.136 1.000 0.136 AISC- H1-3 16 18.560 416.734 416.734 624.359
63 User Defined Tube
User Defined Tube
0.097 1.000 0.097 AISC- H1-3 3 18.560 416.734 416.734 624.359
64 User Defined Tube
User Defined Tube
0.126 1.000 0.126 AISC- H1-3 4 18.560 416.734 416.734 624.359
65 User Defined Tube
User Defined Tube
0.200 1.000 0.200 AISC- H1-3 16 18.560 416.734 416.734 624.359
66 User Defined Tube
User Defined Tube
0.244 1.000 0.244 AISC- H1-3 17 18.560 416.734 416.734 624.359
67 User Defined Tube
User Defined Tube
0.136 1.000 0.136 AISC- H1-3 17 18.560 416.734 416.734 624.359
68 User Defined Tube
User Defined Tube
0.097 1.000 0.097 AISC- H1-3 3 18.560 416.734 416.734 624.359
69 User Defined Tube
User Defined Tube
0.126 1.000 0.126 AISC- H1-3 4 18.560 416.734 416.734 624.359
70 User Defined Tube
User Defined Tube
0.200 1.000 0.200 AISC- H1-3 17 18.560 416.734 416.734 624.359
71 IPE360 IPE360 0.243 1.000 0.243 AISC- H1-3 17 72.700 16.3E+3 1.04E+3 37.300
72 Taper Taper 0.268 1.000 0.268 AISC- H2-1 7 52.924 16.3E+3 419.185 13.237
73 IPE270 IPE270 0.182 1.000 0.182 AISC- H2-1 8 45.900 5.79E+3 420.000 15.900
74 Taper Taper 0.105 1.000 0.105 AISC- H2-1 7 48.304 9.49E+3 419.018 12.566
75 IPE360 IPE360 0.243 1.000 0.243 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
76 Taper Taper 0.270 1.000 0.270 AISC- H2-1 8 52.924 16.3E+3 419.185 13.237
77 IPE270 IPE270 0.178 1.000 0.178 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
78 Taper Taper 0.083 1.000 0.083 AISC- H2-1 8 48.304 9.49E+3 419.018 12.566
79 IPE360 IPE360 0.284 1.000 0.284 AISC- H2-1 7 72.700 16.3E+3 1.04E+3 37.300
80 IPE360 IPE360 0.286 1.000 0.286 AISC- H2-1 8 72.700 16.3E+3 1.04E+3 37.300
81 User Defined Tube
User Defined Tube
0.158 1.000 0.158 AISC- H2-1 7 18.560 416.734 416.734 624.359
82 User Defined Tube
User Defined Tube
0.159 1.000 0.159 AISC- H2-1 8 18.560 416.734 416.734 624.359
83 IPE270 IPE270 0.506 1.000 0.506 AISC- H1-3 16 45.900 5.79E+3 420.000 15.900
84 IPE270 IPE270 0.304 1.000 0.304 AISC- H2-1 17 45.900 5.79E+3 420.000 15.900
85 IPE270 IPE270 0.475 1.000 0.475 AISC- H1-3 16 45.900 5.79E+3 420.000 15.900
86 IPE270 IPE270 0.299 1.000 0.299 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
87 IPE270 IPE270 0.494 1.000 0.494 AISC- H1-3 17 45.900 5.79E+3 420.000 15.900
88 IPE270 IPE270 0.305 1.000 0.305 AISC- H1-3 17 45.900 5.79E+3 420.000 15.900
89 IPE270 IPE270 0.463 1.000 0.463 AISC- H1-3 17 45.900 5.79E+3 420.000 15.900
90 IPE270 IPE270 0.298 1.000 0.298 AISC- H2-1 8 45.900 5.79E+3 420.000 15.900

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 275 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 276
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Utilization Ratio Cont...

Beam Analysis Design Actual Allowable Ratio Clause L/C Ax Iz Iy Ix
Property Property Ratio Ratio (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
91 IPE270 IPE270 0.487 1.000 0.487 AISC- H1-3 17 45.900 5.79E+3 420.000 15.900
92 IPE270 IPE270 0.382 1.000 0.382 AISC- H2-1 17 45.900 5.79E+3 420.000 15.900
93 IPE270 IPE270 0.493 1.000 0.493 AISC- H1-3 19 45.900 5.79E+3 420.000 15.900
94 IPE270 IPE270 0.398 1.000 0.398 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
95 IPE270 IPE270 0.480 1.000 0.480 AISC- H1-3 16 45.900 5.79E+3 420.000 15.900
96 IPE270 IPE270 0.380 1.000 0.380 AISC- H1-3 16 45.900 5.79E+3 420.000 15.900
97 IPE270 IPE270 0.483 1.000 0.483 AISC- H1-3 16 45.900 5.79E+3 420.000 15.900
98 IPE270 IPE270 0.395 1.000 0.395 AISC- H2-1 8 45.900 5.79E+3 420.000 15.900
99 IPE270 IPE270 0.178 1.000 0.178 AISC- H1-3 8 45.900 5.79E+3 420.000 15.900
100 Taper Taper 0.120 1.000 0.120 AISC- H2-1 7 57.214 20.3E+3 419.341 13.859
101 IPE270 IPE270 0.177 1.000 0.177 AISC- H1-3 7 45.900 5.79E+3 420.000 15.900
102 Taper Taper 0.099 1.000 0.099 AISC- H2-1 8 57.214 20.3E+3 419.341 13.859
103 IPE270 IPE270 0.152 1.000 0.152 AISC- H2-1 8 45.900 5.79E+3 420.000 15.900
104 Taper Taper 0.117 1.000 0.117 AISC- H2-1 7 57.214 20.3E+3 419.341 13.859
105 IPE270 IPE270 0.148 1.000 0.148 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
106 Taper Taper 0.095 1.000 0.095 AISC- H2-1 8 57.214 20.3E+3 419.341 13.859
107 IPE300 IPE300 0.190 1.000 0.190 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
108 IPE300 IPE300 0.185 1.000 0.185 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
109 IPE300 IPE300 0.084 1.000 0.084 AISC- H2-1 31 53.800 8.36E+3 604.000 20.100
110 IPE300 IPE300 0.236 1.000 0.236 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
111 IPE300 IPE300 0.190 1.000 0.190 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
112 IPE300 IPE300 0.190 1.000 0.190 AISC- H2-1 28 53.800 8.36E+3 604.000 20.100
113 IPE300 IPE300 0.186 1.000 0.186 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
114 IPE300 IPE300 0.086 1.000 0.086 AISC- H2-1 31 53.800 8.36E+3 604.000 20.100
115 IPE300 IPE300 0.236 1.000 0.236 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
116 IPE300 IPE300 0.194 1.000 0.194 AISC- H1-3 28 53.800 8.36E+3 604.000 20.100
118 IPE240 IPE240 0.271 1.000 0.271 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
119 IPE240 IPE240 0.272 1.000 0.272 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
120 IPE240 IPE240 0.271 1.000 0.271 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
121 IPE240 IPE240 0.272 1.000 0.272 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
122 IPE240 IPE240 0.271 1.000 0.271 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
123 IPE240 IPE240 0.271 1.000 0.271 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
124 IPE300 IPE300 0.190 1.000 0.190 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
125 IPE300 IPE300 0.190 1.000 0.190 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
126 IPE300 IPE300 0.190 1.000 0.190 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
127 IPE300 IPE300 0.190 1.000 0.190 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
128 IPE300 IPE300 0.195 1.000 0.195 AISC- H1-3 29 53.800 8.36E+3 604.000 20.100
129 IPE300 IPE300 0.194 1.000 0.194 AISC- H1-3 29 53.800 8.36E+3 604.000 20.100
130 IPE300 IPE300 0.195 1.000 0.195 AISC- H1-3 28 53.800 8.36E+3 604.000 20.100
131 IPE300 IPE300 0.190 1.000 0.190 AISC- H2-1 29 53.800 8.36E+3 604.000 20.100
132 IPE240 IPE240 0.271 1.000 0.271 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
133 IPE240 IPE240 0.271 1.000 0.271 AISC- H1-3 14 39.100 3.89E+3 284.000 12.900
134 IPE240 IPE240 0.271 1.000 0.271 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
135 IPE240 IPE240 0.271 1.000 0.271 AISC- H1-3 14 39.100 3.89E+3 284.000 12.900
136 IPE300 IPE300 0.186 1.000 0.186 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 276 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 277
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Utilization Ratio Cont...

Beam Analysis Design Actual Allowable Ratio Clause L/C Ax Iz Iy Ix
Property Property Ratio Ratio (Act./Allow.) (cm2) (cm4) (cm4) (cm4)
137 IPE300 IPE300 0.185 1.000 0.185 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
138 IPE300 IPE300 0.186 1.000 0.186 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
139 IPE300 IPE300 0.185 1.000 0.185 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
140 IPE240 IPE240 0.271 1.000 0.271 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
141 IPE240 IPE240 0.271 1.000 0.271 AISC- H1-3 14 39.100 3.89E+3 284.000 12.900
142 IPE300 IPE300 0.082 1.000 0.082 AISC- H2-1 31 53.800 8.36E+3 604.000 20.100
143 IPE300 IPE300 0.084 1.000 0.084 AISC- H2-1 31 53.800 8.36E+3 604.000 20.100
144 IPE240 IPE240 0.271 1.000 0.271 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
145 IPE300 IPE300 0.314 1.000 0.314 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
146 IPE300 IPE300 0.314 1.000 0.314 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
147 IPE300 IPE300 0.237 1.000 0.237 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
148 IPE300 IPE300 0.314 1.000 0.314 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
149 IPE300 IPE300 0.314 1.000 0.314 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
150 IPE300 IPE300 0.237 1.000 0.237 AISC- H2-1 14 53.800 8.36E+3 604.000 20.100
151 IPE240 IPE240 0.271 1.000 0.271 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
152 IPE240 IPE240 0.271 1.000 0.271 AISC- H1-3 14 39.100 3.89E+3 284.000 12.900
153 IPE240 IPE240 0.271 1.000 0.271 AISC- H2-1 14 39.100 3.89E+3 284.000 12.900
154 IPE270 IPE270 0.387 1.000 0.387 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
155 IPE270 IPE270 0.184 1.000 0.184 AISC- H2-1 8 45.900 5.79E+3 420.000 15.900
156 IPE270 IPE270 0.318 1.000 0.318 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
157 IPE270 IPE270 0.390 1.000 0.390 AISC- H1-3 17 45.900 5.79E+3 420.000 15.900
158 IPE270 IPE270 0.184 1.000 0.184 AISC- H2-1 7 45.900 5.79E+3 420.000 15.900
159 IPE270 IPE270 0.319 1.000 0.319 AISC- H1-3 17 45.900 5.79E+3 420.000 15.900
160 IPE270 IPE270 0.431 1.000 0.431 AISC- H2-1 9 45.900 5.79E+3 420.000 15.900
161 Taper Taper 0.125 1.000 0.125 AISC- H2-1 7 57.214 20.3E+3 419.341 13.859
162 IPE270 IPE270 0.420 1.000 0.420 AISC- H2-1 9 45.900 5.79E+3 420.000 15.900
163 IPE270 IPE270 0.424 1.000 0.424 AISC- H2-1 9 45.900 5.79E+3 420.000 15.900
164 Taper Taper 0.102 1.000 0.102 AISC- H2-1 8 57.214 20.3E+3 419.341 13.859
165 IPE270 IPE270 0.405 1.000 0.405 AISC- H2-1 9 45.900 5.79E+3 420.000 15.900

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 277 of 279
 Job No Sheet No Rev
STEEL STRUCTURE 278
Part
Software licensed to
Job Title Ref

By Date14-Oct-23 Chd

Client File MAHER.std Date/Time 16-Oct-2023 20:16

Statics Check Results

L/C FX FY FZ MX MY MZ
(Mton) (Mton) (Mton) (kNm) (kNm) (kNm)
1:EQ X+ Loads 3 0 0 0.000 -92.758 -126.251
1:EQ X+ Reactions -3 -0 0 -0.000 92.758 126.251
Difference -0 -0 0 -0.000 0.000 -0.000
2:EQ X- Loads -3 0 0 0.000 92.758 126.251
2:EQ X- Reactions 3 0 -0 0.000 -92.758 -126.251
Difference 0 0 -0 0.000 -0.000 0.000
3:EQ Z+ Loads 0 0 2 94.689 -197.415 0.000
3:EQ Z+ Reactions -0 -0 -2 -94.688 197.415 -0.000
Difference -0 -0 0 0.000 -0.000 -0.000
4:EQ Z- Loads 0 0 -2 -94.689 197.415 0.000
4:EQ Z- Reactions 0 0 2 94.688 -197.415 0.000
Difference 0 0 -0 -0.000 0.000 0.000
5:DEAD LOAD Loads -0 -60 0 -1.01E+3 0.000 -5.87E+3
5:DEAD LOAD Reactions 0 60 -0 1.01E+3 -0.000 5.87E+3
Difference -0 0 -0 -0.000 -0.000 -0.000
6:LIVE LOAD Loads 0 -65 0 -3.32E+3 -0.000 -6.36E+3
6:LIVE LOAD Reactions -0 65 -0 3.32E+3 0.000 6.36E+3
Difference -0 0 -0 0.000 -0.000 -0.000
7:WIND X+ Loads 33 66 0 6.49E+3 -3.22E+3 4.98E+3
7:WIND X+ Reactions -33 -66 0 -6.49E+3 3.22E+3 -4.98E+3
Difference -0 -0 0 -0.000 0.000 -0.000
8:WIND X- Loads -33 66 0 6.49E+3 3.22E+3 8E+3
8:WIND X- Reactions 33 -66 -0 -6.49E+3 -3.22E+3 -8E+3
Difference 0 -0 -0 -0.000 -0.000 0.000
9:WIND Z+ Loads -0 35 17 3.98E+3 -1.67E+3 3.43E+3
9:WIND Z+ Reactions 0 -35 -17 -3.98E+3 1.67E+3 -3.43E+3
Difference 0 -0 0 0.000 0.000 -0.000
10:WIND Z- Loads -0 35 -17 2.88E+3 1.67E+3 3.43E+3
10:WIND Z- Reactions 0 -35 17 -2.88E+3 -1.67E+3 -3.43E+3
Difference 0 -0 -0 -0.000 -0.000 -0.000
11:TEMP +25 Loads 0 -0 0 0.000 -0.000 -0.000
11:TEMP +25 Reactions -0 -0 0 0.000 -0.000 -0.000
Difference -0 -0 0 0.000 -0.000 -0.000
12:TEMP -25 Loads -0 0 0 -0.000 0.000 0.000
12:TEMP -25 Reactions 0 0 -0 -0.000 0.000 0.000
Difference 0 0 -0 -0.000 0.000 0.000

Print Time/Date: 16/10/2023 20:52 STAAD.Pro V8i (SELECTseries 6) 20.07.11.45 Print Run 278 of 279
 Client
Job Title

Y
X
Z
0.269 0.316 0.45
Software licensed to

1 0
0.387 0.318 .211 0.1
84
0.1
0.431 0.42 060.1205.1
0.424 0.405 002.0

Whole Structure
830
.18

0.2
0.39 0.319 40.21
10.4
5
0.27 0.317 3

Print Time/Date: 16/10/2023 20:52

0.601 0.869 0.89
9
0.65
8
0.2

0.69
8
0.6
98
0.6
58

0.126
0.8
9
0.601 0.869 9
STEEL STRUCTURE

0.619 0.9 0.86

1
0.66
8
0.126

0.70
6
0.7
06
0.6
68

0.0973
0.8
6
0.619 0.9 1

0.619 0.9 0.87

1
0.67
0.70
0.0967

9
0.7
09
0.6
7
0.136

0.8
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0.619 0.9 1

0.596 0.862 0.91

6
0.65
9
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0.69
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0.6
99
0.6
59
0.243

0.9
1
0.596 0.861 6

0.152 0.190.35
By

0.40
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File

0.19
Ref
Part

05.19
0.506 04.23 0.3040.195 0
07.31 .178
04.31 0.1
04
Job No

0.244

0.487 .203.0 6 804 0.382 21 0.102.0

.05850
0.48 9.1805 0.38 9807.1
010
.1806 .17

STAAD.Pro V8i (SELECTseries 6) 20.07.11.45

.1806
0.494
0.271
0.158

.19040.305 70.194
0.4
0.271

.195
0 1
0.271

0.152 .19 0.352 1

0.272
0.271
0.271
0.271
0.271
MAHER.std

0.271
0.271

0.243 0.190.284
0.271

0.19 0.26
0.271

0 8 0
0.272

0.475 .190.230 0.299 .182 0.1

0.271

7.310 52
0.271

4.310 0.1
0.271
0.159

4.203
0.493 .0
6 802.0 0.398 050.101.0 7 905
0.483 58309.18 0.395 .408
05.18 320.1
06.18
0.463 50.1 0.298 480.17
90.1 80
90.1 .2
0.243 9 0.286 7
Sheet No

Date14-Oct-23

Load 12
279

Date/Time
Chd
Rev

16-Oct-2023 20:16

Print Run 279 of 279

 EFFECTIVE SECTION CALCULATION - COLD FORMED SECTIONS (AISC)

Str.ELEMENT TYPE: Beam CHECK CODE REQUIRMENTS:

SECTION: C-shape 200X70X25X1.5 B = 70 WEB: H˳/t = 123.333 unstiffened < 200 OK!
DIMENSIONS FLANGE: B˳/t = 36.667 partially stiffened < 60 OK!
H = 200 mm LIP: D˳/t = 11.667 unstiffened < 40 OK!
B = 70 mm 40 ° ≤ φ ≤ 90 °
D = 25 mm EFFECTIVE SECTION:

H = 200
t = 1.50 mm WEB: subjected to bending
r = 6 mm Ψ = -1
φ = 90 ° Kσ = 23.9
D = 25 λρ = H˳/44t .√[FY/Kσ] = 1.09
STEEL GRADE ρ = [λρ-0.15-0.05Ψ]/λρ² = 0.83 < 1.0
………………..…………...……..…..
FY = 3.6 t/cm²
DIMENSIONS ON A GENERAL SECTION

LIP: subjected to compression

PROPERTIES: Ψ = 1
C-shape 200X70X25X1.5 Kσ = 0.43
λρ = D˳/44t .√[FY/Kσ] = 0.77
ρ = [λρ-0.15-0.05Ψ]/λρ² = 0.96 < 1.0
………………..…………...……..…..
ACTUAL SECTION EFFECTIVE SECTION *
Area and Centroid Distances to Extremities: Area and Centroid Distances to Extremities:
Area= 558.6172512 mm² Area = 499.20211 mm² FLANGE: subjected to compression
XMAX = 48.7952238 mm XMAX = 47.355901 mm Ψ = 1
YMAX = 100 mm YMAX = 104.05303 mm Case : 3
Moments of inertia and radii of gyration: Moments of inertia and radii of gyration: Kσ = 2.92
Ix = 3382979.779 mm⁴ Ix = 3230985.1 mm⁴ λρ = B˳/44t .√[FY/Kσ] = 0.93
Iy = 387132.0257 mm⁴ Iy = 362225.5 mm⁴ ρ = [λρ-0.15-0.05Ψ]/λρ² = 0.85 < 1.0
………………..…………...……..…..
rx = 77.82023343 mm rx = 80.450597 mm
ry = 26.32524237 mm ry = 26.937129 mm

* : EFFECTIVE PROPERTIES BASED ON THE EFFECTIVE [NEW] SECTION CENTRIOD

 CHECK OF PURLINS AND END/SIDE GIRTS - COLD FORMED SECTIONS (AISC)

DESIGN BEAM SEC. : C - 200X70X25X1.5 USED STRUCTURAL SYSTEM: Continuous

STR. BEAM TYPE: Side Girt MMAX
= 0.90 Mₒ
span = 5.00 m QMAX
= 1.20 Qₒ
spacing (a)= 1.50 m
tie rods = 1 ties MAX. STRAINING ACTIONS:
angel of Side Girt inclination = .00 ° i-FOR CASE A ……………..
[ Dead + Live + Dust ]
0 ° ≤ Inclination (θ) ≤ 90 ° Mx= 19.37 ton.cm
My= 0.00 ton.cm …………………….. to be reduced by 1 / 4 [ effect of tie rods ]
LOADS & STRAINING ACTIONS CALCULATION: Qx= 0.00 ton
Assuming Simply Supported Spans [ Mₒ & Qₒ ] Qy= 0.21 ton
DEAD DUST ii-FOR CASE B ……………..
[ Dead + Wind ]
o.w = 4.39 kg/m dust = 0 kg/m2 Mx= 29.14 ton.cm
o.w.clad. = 5.00 kg/m2 My= 0.00 ton.cm …………………….. to be reduced by 1 / 4 [ effect of tie rods ]
MDL x = 37.14 kg.m MDUST x = 0.00 kg.m Qx= 0.35 ton
MDL y = 0.00 kg.m MDUST y = 0.00 kg.m Qy= 0.04 ton
QDL x = 0.00 kg QDUST x = 0.00 kg
QDL y = 29.71 kg QDUST y = 0.00 kg
CHECKS:
LIVE
→ I-FLEXURE STRESSES
case (I): uniform live load case (II): 100 kg cosentrated live load CASE A : fA = Mx/Sx + My/Sy = 0.62 ………………..
< 2.088 ton/cm2 SAFE!
LL = 0.00 2
LL = 0 kg 0.62 0.00 30%
kg/m
W LL = 57.00 kg/m CASE B : fB = Mx/Sx + My/Sy = 0.94 ………………..
< 2.5056 ton/cm2 SAFE!
MLL x = 178.13 kg.m MLL x = 0.00 kg.m 0.94 0.00 37%

MLL y = 0.00 kg.m MLL y = 0.00 kg.m

QLL x = 0.00 kg QLL x = 0.00 kg → II-SHEAR STRESSES
QLL y = 142.50 kg QLL y = 0.00 kg CASE A : qA = Qx/Ax = 0.00 ………………..
< 1.26 ton/cm2 SAFE!
or = Qy/Ay = 0.09 ………………..
< 1.26 ton/cm2 SAFE!
WIND
2
q = 110.00 kg/m2 CASE B : qB = Qx/Ax = 0.23 ………………..
< 1.512 ton/cm SAFE!
k = 1.00 or = Qy/Ay = 0.06 ………………..
< 1.512 ton/cm2 SAFE!
c = -0.70
W = [q.k.c].a = -115.50 kg/m
MWIND x = -360.94 kg.m → III-DEFLECTION
QWIND x = -288.75 kg δ = Max. of [PLL (L/(tie rods+1))3/(48 E I)] = 0.00 cm < span/200 SAFE!
[5/384 . WLL (L/(tie rods+1))⁴/(E I)] = 0.38 cm [ 2.5 cm ]
 EFFECTIVE SECTION CALCULATION - COLD FORMED SECTIONS (AISC)

Str.ELEMENT TYPE: Beam CHECK CODE REQUIRMENTS:

SECTION: Z-shape 200X70X25X1.5 B = 70 WEB: H˳/t = 127.333 unstiffened < 200 OK!
DIMENSIONS FLANGE: B˳/t = 40.667 partially stiffened < 60 OK!
H = 200 mm LIP: D˳/t = 13.667 unstiffened < 40 OK!
B = 70 mm 40 ° ≤ φ ≤ 90 °
D = 25 mm EFFECTIVE SECTION:

H = 200
t = 1.50 mm WEB: subjected to bending
r = 3 mm Ψ = -1
φ = ######## Kσ = 23.9
D = 25 λρ = H˳/44t .√[FY/Kσ] = 1.12
STEEL GRADE ρ = [λρ-0.15-0.05Ψ]/λρ² = 0.81 < 1.0
………………..…………...……..…..
FY = 3.6 t/cm²
DIMENSIONS ON A GENERAL SECTION

LIP: subjected to compression

PROPERTIES: Ψ = 1
Z-shape 200X70X25X1.5 Kσ = 0.43
λρ = D˳/44t .√[FY/Kσ] = 0.90
ρ = [λρ-0.15-0.05Ψ]/λρ² = 0.87 < 1.0
………………..…………...……..…..
ACTUAL SECTION EFFECTIVE SECTION *
Area and Centroid Distances to Extremities: Area and Centroid Distances to Extremities:
Area= 566.3429 mm² Area = 490.869 mm² FLANGE: subjected to compression
XMAX = 69.25 mm XMAX = 71.028928 mm Ψ = 1
YMAX = 100 mm YMAX = 106.11233 mm Case : 3
Moments of inertia and radii of gyration: Moments of inertia and radii of gyration: Kσ = 3.20
Ix = 3461705 mm⁴ Ix = 3226255.1 mm⁴ λρ = B˳/44t .√[FY/Kσ] = 0.98
Iy = 639865.5 mm⁴ Iy = 598470.84 mm⁴ ρ = [λρ-0.15-0.05Ψ]/λρ² = 0.81 < 1.0
………………..…………...……..…..
rx = 78.18173 mm rx = 81.071191 mm
ry = 33.61279 mm ry = 34.917142 mm

* : EFFECTIVE PROPERTIES BASED ON THE EFFECTIVE [NEW] SECTION CENTRIOD

 CHECK OF PURLINS AND END/SIDE GIRTS - COLD FORMED SECTIONS (AISC)

DESIGN BEAM SEC. : Z - 200X70X25X1.5 USED STRUCTURAL SYSTEM: Continuous

STR. BEAM TYPE: Roof Purlin MMAX
= 0.90 Mₒ
span = 5.00 m QMAX
= 1.20 Qₒ
spacing (a)= 1.50 m
tie rods = 0 ties MAX. STRAINING ACTIONS:
angel of Roof Purlin inclination = 6° i-FOR CASE A ……………..
[ Dead + Live + Dust ]
0 ° ≤ Inclination (θ) ≤ 90 ° Mx= 23.48 ton.cm
My= 2.47 ton.cm
LOADS & STRAINING ACTIONS CALCULATION: Qx= 0.06 ton
Assuming Simply Supported Spans [ Mₒ & Qₒ ] Qy= 0.17 ton
DEAD DUST ii-FOR CASE B ……………..
[ Dead + Wind ]
o.w = 4.45 kg/m dust = 0 kg/m2 Mx= 24.48 ton.cm
o.w.clad. = 15.00 kg/m2 My= 0.79 ton.cm
MDL x = 83.74 kg.m MDUST x = 0.00 kg.m Qx= 0.34 ton
MDL y = 8.80 kg.m MDUST y = 0.00 kg.m Qy= 0.00 ton
QDL x = 0.00 kg QDUST x = 0.00 kg
QDL y = 0.00 kg QDUST y = 0.00 kg
CHECKS:
LIVE
→ I-FLEXURE STRESSES
case (I): uniform live load case (II): 100 kg cosentrated live load CASE A : fA = Mx/Sx + My/Sy = 1.07 ………………..
< 2.088 ton/cm2 SAFE!
LL = 57.00 2
LL = 100 kg 0.77 0.29 51%
kg/m
WLL = 57.00 kg/m CASE B : fB = Mx/Sx + My/Sy = 0.90 ………………..
< 2.5056 ton/cm2 SAFE!
MLL x = 177.15 kg.m MLL x = 124.32 kg.m 0.81 0.09 36%

MLL y = 18.62 kg.m MLL y = 13.07 kg.m

QLL x = 14.90 kg QLL x = 49.73 kg → II-SHEAR STRESSES
QLL y = 141.72 kg QLL y = 5.23 kg CASE A : qA = Qx/Ax = 0.04 ………………..
< 1.26 ton/cm2 SAFE!
or = Qy/Ay = 0.07 ………………..
< 1.26 ton/cm2 SAFE!
WIND
q = 110.00 kg/m2 CASE B : qB = Qx/Ax = 0.25 ………………..
< 1.512 ton/cm2 SAFE!
k = 1.00 or = Qy/Ay = 0.00 ………………..
< 1.512 ton/cm2 SAFE!
c = -0.69
W = [q.k.c].a = -113.85 kg/m
MWIND x = -355.78 kg.m → III-DEFLECTION
QWIND x = -284.63 kg δ = Max. of [PLL (L/(tie rods+1))3/(48 E I)] = 0.38 cm < span/200 SAFE!
[5/384 . WLL (L/(tie rods+1))⁴/(E I)] = 0.68 cm [ 2.5 cm ]
Project:
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Author:

Project data
Project name
Project number
Author
Description
Date 10/16/2023
Design code AISC 360-16

Material
Steel A36
Concrete 4000 psi

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Project item b1

Design
Name b1
Description
Analysis Stress, strain/ simplified loading
Design code AISC - ASD 2016

Beams and columns

β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm]
COL 2 - IPE360 0.0 -90.0 0.0 0 0 0 Node

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Cross-sections
Name Material
2 - IPE360 A36

Cross-sections
Name Material Drawing

2 - IPE360 A36

Anchors
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
24 A325M 24 A325M 24 830.0 452

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Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 COL -42.0 0.0 51.0 0.0 0.0 0.0
LE2 COL 50.0 0.0 10.0 0.0 0.0 0.0

Foundation block
Item Value Unit
CB 1
Dimensions 800 x 980 mm
Depth 600 mm
Anchor 24 A325M
Anchoring length 400 mm
Shear force transfer Anchors

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 0.0 < 5.0% OK
Anchors Not calculated
Welds 12.2 < 100% OK
Concrete block 2.8 < 100% OK
Buckling Not calculated

Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
COL-bfl 1 248.2 12.7 LE1 32.1 0.0 0.0 OK
COL-tfl 1 248.2 12.7 LE1 20.6 0.0 0.0 OK
COL-w 1 248.2 8.0 LE1 39.6 0.0 0.0 OK
BP1 248.2 20.0 LE2 38.3 0.0 0.0 OK

Design data
fy εlim
Material
[MPa] [%]
A36 248.2 5.0

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Overall check, LE1

Strain check, LE1

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Equivalent stress, LE1

Anchors
Nf V
Shape Item Loads Status
[kN] [kN]

A1 LE2 12.6 2.6 OK

A2 LE2 12.6 2.6 OK

A3 LE2 12.6 2.4 OK

A4 LE2 12.6 2.4 OK

Detailed result for A1

ASD Anchorage design note

Anchorage design is assessed according to ACI 318-14 Chapter 17 which is exclusively based on the strength approach (LRFD).

Please follow the LRFD guidelines to assess the anchorage.

Detailed result for A2

ASD Anchorage design note

Anchorage design is assessed according to ACI 318-14 Chapter 17 which is exclusively based on the strength approach (LRFD).
Please follow the LRFD guidelines to assess the anchorage.

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Detailed result for A3

ASD Anchorage design note

Anchorage design is assessed according to ACI 318-14 Chapter 17 which is exclusively based on the strength approach (LRFD).

Please follow the LRFD guidelines to assess the anchorage.

Detailed result for A4

ASD Anchorage design note

Anchorage design is assessed according to ACI 318-14 Chapter 17 which is exclusively based on the strength approach (LRFD).
Please follow the LRFD guidelines to assess the anchorage.

Weld sections
Th Ls L Lc Fn Rn/Ω Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
BP1 COL-bfl 1 E70xx ◢7.1◣ ◢10.0◣ 170 24 LE2 2.6 31.6 8.1 OK
E70xx ◢7.1◣ ◢10.0◣ 169 24 LE2 1.9 30.9 6.1 OK
BP1 COL-tfl 1 E70xx ◢7.1◣ ◢10.0◣ 169 24 LE2 2.0 30.2 6.8 OK
E70xx ◢7.1◣ ◢10.0◣ 170 24 LE2 2.7 31.9 8.6 OK
BP1 COL-w 1 E70xx ◢7.1◣ ◢10.0◣ 346 23 LE2 4.3 35.4 12.2 OK
E70xx ◢7.1◣ ◢10.0◣ 346 23 LE2 4.3 35.4 12.2 OK

Detailed result for BP1 / COL-bfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 31.6 kN ≥ Fn =
​
2.6 kN

Where:
Fnw = 369.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 42.2° – angle of loading measured from the weld longitudinal axis

Awe = 171 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for BP1 / COL-bfl 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 30.9 kN ≥ Fn =
​
1.9 kN

Where:
Fnw = 360.8 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 38.5° – angle of loading measured from the weld longitudinal axis

Awe = 171 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for BP1 / COL-tfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 30.2 kN ≥ Fn =
​
2.0 kN

Where:
Fnw = 352.8 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 35.1° – angle of loading measured from the weld longitudinal axis

Awe = 171 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for BP1 / COL-tfl 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 31.9 kN ≥ Fn =
​
2.7 kN

Where:
Fnw = 372.7 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 43.7° – angle of loading measured from the weld longitudinal axis

Awe = 171 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for BP1 / COL-w 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = Ω
​ ​

​ = 35.4 kN ≥ Fn =
​
4.3 kN

Where:
Fnw = 434.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 89.7° – angle of loading measured from the weld longitudinal axis

Awe = 163 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for BP1 / COL-w 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = Ω
​ ​

​ = 35.4 kN ≥ Fn =
​
4.3 kN

Where:
Fnw = 434.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 89.7° – angle of loading measured from the weld longitudinal axis

Awe = 163 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Concrete block
A1 A2 σ Ut
Item Loads Status
[mm2] [mm2] [MPa] [%]
CB 1 LE1 73815 722185 0.6 2.8 OK

Detailed result for CB 1

Concrete block compressive resistance check (AISC 360-16 Section J8)
fp,max
Ωc ​
​

​ = 20.3 MPa ≥ σ= 0.6 MPa

Where:
fp,max = 46.9 MPa – concrete block design bearing strength:
​

fp,max = 0.85 ⋅ fc′ ⋅

​ ​
A2
A1
​

​
​ ​ ≤ 1.7 ⋅ fc′ , where:
​

fc′
= 27.6 MPa – concrete compressive strength
​

A1 = 73815 mm2 – base plate area in contact with concrete surface

​

A2 = 722185 mm2 – concrete supporting surface

​

Ωc = 2.31 – resistance factor for concrete

​

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Buckling
Buckling analysis was not calculated.

Cost estimation

Steel
Total weight Unit cost Cost
Steel grade
[kg] [US$/kg] [US$]
A36 11.93 2.50 29.83

Bolts
Total weight Unit cost Cost
Bolt assembly
[kg] [US$/kg] [US$]
24 A325M 3.03 6.00 18.17

Welds
Throat thickness Leg size Total weight Unit cost Cost
Weld type
[mm] [mm] [kg] [US$/kg] [US$]
Double fillet 7.1 10.0 0.54 45.00 24.28

Hole drilling
Bolt assembly cost Percentage of bolt assembly cost Cost
[US$] [%] [US$]
18.17 30.0 5.45

Cost summary
Cost
Cost estimation summary
[US$]
Total estimated cost 77.72

Bill of material

Manufacturing operations
Plates Welds Length
Name Shape Nr. Bolts Nr.
[mm] [mm] [mm]

BP1 P20.0x200.0-380.0 (A36) 1 Double fillet: a = 7.1 687.3 24 A325M 4

Welds
Throat thickness Leg size Length
Type Material
[mm] [mm] [mm]
Double fillet E70xx 7.1 10.0 687.3

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Anchors
Length Drill length
Name Count
[mm] [mm]
24 A325M 420 400 4

Symbol explanation
Symbol Symbol explanation
εPl Strain
fy Yield strength
εlim Limit of plastic strain
Nf Tension force
V Resultant of shear forces Vy, Vz in bolt
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of critical weld element
Fn Force in weld critical element
Rn/Ωw Weld resistance AISC 360-16 J2.4
Ut Utilization
A1 Loaded area
A2 Supporting area
σ Average stress in concrete

Code settings
Item Value Unit Reference
Friction coefficient - concrete 0.40 - ACI 349 – B.6.1.4
Friction coefficient in slip-resistance 0.30 - AISC 360-16 J3.8
Limit plastic strain 0.05 -
Plastic
Weld stress evaluation
redistribution
Detailing No
Distance between bolts [d] 2.66 - AISC 360-16 – J3.3
Distance between bolts and edge [d] 1.25 - AISC 360-16 – J.3.4
Concrete breakout resistance check Both
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints

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Project data
Project name
Project number
Author
Description
Date 10/16/2023
Design code AISC 360-16

Material
Steel A36
Concrete 4000 psi

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Project item b2

Design
Name b2
Description
Analysis Stress, strain/ simplified loading
Design code AISC - ASD 2016

Beams and columns

β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm]
COL 3 - IPE270 0.0 -90.0 0.0 0 0 0 Node

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Cross-sections
Name Material
3 - IPE270 A36

Cross-sections
Name Material Drawing

3 - IPE270 A36

Anchors
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
20 A325M 20 A325M 20 830.0 314

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Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 COL -90.0 0.0 10.0 0.0 0.0 0.0

Foundation block
Item Value Unit
CB 1
Dimensions 755 x 900 mm
Depth 600 mm
Anchor 20 A325M
Anchoring length 400 mm
Shear force transfer Anchors

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 0.0 < 5.0% OK
Anchors Not calculated
Welds 13.7 < 100% OK
Concrete block 9.8 < 100% OK
Buckling Not calculated

Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
COL-bfl 1 248.2 10.2 LE1 29.3 0.0 0.0 OK
COL-tfl 1 248.2 10.2 LE1 24.1 0.0 0.0 OK
COL-w 1 248.2 6.6 LE1 34.2 0.0 0.0 OK
BP1 248.2 20.0 LE1 26.7 0.0 0.0 OK

Design data

fy εlim
Material
[MPa] [%]
A36 248.2 5.0

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Overall check, LE1

Strain check, LE1

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Equivalent stress, LE1

Anchors
Nf V
Shape Item Loads Status
[kN] [kN]

A1 LE1 0.0 2.5 OK

A2 LE1 0.0 2.5 OK

A3 LE1 0.0 2.5 OK

A4 LE1 0.0 2.5 OK

Detailed result for A1

ASD Anchorage design note

Anchorage design is assessed according to ACI 318-14 Chapter 17 which is exclusively based on the strength approach (LRFD).

Please follow the LRFD guidelines to assess the anchorage.

Detailed result for A2

ASD Anchorage design note

Anchorage design is assessed according to ACI 318-14 Chapter 17 which is exclusively based on the strength approach (LRFD).
Please follow the LRFD guidelines to assess the anchorage.

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Detailed result for A3

ASD Anchorage design note

Anchorage design is assessed according to ACI 318-14 Chapter 17 which is exclusively based on the strength approach (LRFD).

Please follow the LRFD guidelines to assess the anchorage.

Detailed result for A4

ASD Anchorage design note

Anchorage design is assessed according to ACI 318-14 Chapter 17 which is exclusively based on the strength approach (LRFD).
Please follow the LRFD guidelines to assess the anchorage.

Weld sections
Th Ls L Lc Fn Rn/Ω Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
BP1 COL-bfl 1 E70xx ◢7.1◣ ◢10.0◣ 135 19 LE1 3.6 26.3 13.7 OK
E70xx ◢7.1◣ ◢10.0◣ 135 19 LE1 2.6 28.0 9.2 OK
BP1 COL-tfl 1 E70xx ◢7.1◣ ◢10.0◣ 135 19 LE1 2.6 27.8 9.4 OK
E70xx ◢7.1◣ ◢10.0◣ 135 19 LE1 3.4 26.1 12.9 OK
BP1 COL-w 1 E70xx ◢7.1◣ ◢10.0◣ 258 18 LE1 2.2 28.1 7.9 OK
E70xx ◢7.1◣ ◢10.0◣ 258 18 LE1 2.3 28.1 8.1 OK

Detailed result for BP1 / COL-bfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 26.3 kN ≥ Fn =
​
3.6 kN

Where:
Fnw = 386.7 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 50.0° – angle of loading measured from the weld longitudinal axis

Awe = 136 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for BP1 / COL-bfl 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 28.0 kN ≥ Fn =
​
2.6 kN

Where:
Fnw = 411.2 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 62.9° – angle of loading measured from the weld longitudinal axis

Awe = 136 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for BP1 / COL-tfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 27.8 kN ≥ Fn =
​
2.6 kN

Where:
Fnw = 408.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 61.2° – angle of loading measured from the weld longitudinal axis

Awe = 136 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for BP1 / COL-tfl 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 26.1 kN ≥ Fn =
​
3.4 kN

Where:
Fnw = 384.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 48.9° – angle of loading measured from the weld longitudinal axis

Awe = 136 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for BP1 / COL-w 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = Ω
​ ​

​ = 28.1 kN ≥ Fn =
​
2.2 kN

Where:
Fnw = 430.7 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 79.4° – angle of loading measured from the weld longitudinal axis

Awe = 131 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for BP1 / COL-w 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = Ω
​ ​

​ = 28.1 kN ≥ Fn =
​
2.3 kN

Where:
Fnw = 430.7 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 79.5° – angle of loading measured from the weld longitudinal axis

Awe = 131 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Concrete block
A1 A2 σ Ut
Item Loads Status
[mm2] [mm2] [MPa] [%]
CB 1 LE1 45131 617734 2.0 9.8 OK

Detailed result for CB 1

Concrete block compressive resistance check (AISC 360-16 Section J8)
fp,max
Ωc ​
​

​ = 20.3 MPa ≥ σ= 2.0 MPa

Where:
fp,max = 46.9 MPa – concrete block design bearing strength:
​

fp,max = 0.85 ⋅ fc′ ⋅

​ ​
A2
A1
​

​
​ ​ ≤ 1.7 ⋅ fc′ , where:
​

fc′
= 27.6 MPa – concrete compressive strength
​

A1 = 45131 mm2 – base plate area in contact with concrete surface

​

A2 = 617734 mm2 – concrete supporting surface

​

Ωc = 2.31 – resistance factor for concrete

​

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Buckling
Buckling analysis was not calculated.

Cost estimation

Steel
Total weight Unit cost Cost
Steel grade
[kg] [US$/kg] [US$]
A36 7.30 2.50 18.25

Bolts
Total weight Unit cost Cost
Bolt assembly
[kg] [US$/kg] [US$]
20 A325M 1.91 6.00 11.44

Welds
Throat thickness Leg size Total weight Unit cost Cost
Weld type
[mm] [mm] [kg] [US$/kg] [US$]
Double fillet 7.1 10.0 0.42 45.00 18.72

Hole drilling
Bolt assembly cost Percentage of bolt assembly cost Cost
[US$] [%] [US$]
11.44 30.0 3.43

Cost summary
Cost
Cost estimation summary
[US$]
Total estimated cost 51.84

Bill of material

Manufacturing operations
Plates Welds Length
Name Shape Nr. Bolts Nr.
[mm] [mm] [mm]

BP1 P20.0x155.0-300.0 (A36) 1 Double fillet: a = 7.1 529.8 20 A325M 4

Welds
Throat thickness Leg size Length
Type Material
[mm] [mm] [mm]
Double fillet E70xx 7.1 10.0 529.8

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Anchors
Length Drill length
Name Count
[mm] [mm]
20 A325M 420 400 4

Symbol explanation
Symbol Symbol explanation
εPl Strain
fy Yield strength
εlim Limit of plastic strain
Nf Tension force
V Resultant of shear forces Vy, Vz in bolt
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of critical weld element
Fn Force in weld critical element
Rn/Ωw Weld resistance AISC 360-16 J2.4
Ut Utilization
A1 Loaded area
A2 Supporting area
σ Average stress in concrete

Code settings
Item Value Unit Reference
Friction coefficient - concrete 0.40 - ACI 349 – B.6.1.4
Friction coefficient in slip-resistance 0.30 - AISC 360-16 J3.8
Limit plastic strain 0.05 -
Plastic
Weld stress evaluation
redistribution
Detailing No
Distance between bolts [d] 2.66 - AISC 360-16 – J3.3
Distance between bolts and edge [d] 1.25 - AISC 360-16 – J.3.4
Concrete breakout resistance check Both
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints

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Project data
Project name
Project number
Author
Description
Date 10/15/2023
Design code AISC 360-16

Material
Steel A36

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Project item c1

Design
Name c1
Description
Analysis Stress, strain/ simplified loading
Design code AISC - ASD 2016

Beams and columns

β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm]
C 5 - I360 0.0 90.0 0.0 0 0 0 Node
B 4 - IPE270 0.0 -10.0 0.0 0 0 0 Node

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Cross-sections
Name Material
5 - I360 A36
4 - IPE270 A36

Bolts
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
24 A490M 24 A490M 24 1040.0 452

Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 B 25.0 0.0 -55.0 0.0 170.0 0.0

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 2.5 < 5.0% OK
Bolts 72.1 < 100% OK
Welds 76.9 < 100% OK
Buckling Not calculated

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Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
C-bfl 1 248.2 20.0 LE1 151.0 1.2 0.0 OK
C-tfl 1 248.2 20.0 LE1 151.1 1.2 29.4 OK
C-w 1 248.2 8.0 LE1 153.1 2.2 0.0 OK
B-bfl 1 248.2 10.2 LE1 36.3 0.0 0.0 OK
B-tfl 1 248.2 10.2 LE1 150.6 1.0 0.0 OK
B-w 1 248.2 6.6 LE1 151.9 1.6 0.0 OK
STIFF1a 248.2 16.0 LE1 149.0 0.2 0.0 OK
STIFF1b 248.2 16.0 LE1 149.0 0.2 0.0 OK
EP1 248.2 24.0 LE1 151.2 1.3 49.1 OK
WID1a 248.2 10.0 LE1 150.2 0.8 0.0 OK
WID1b 248.2 10.2 LE1 152.4 1.9 0.0 OK
STIFF2a 248.2 16.0 LE1 148.9 0.1 0.0 OK
STIFF2b 248.2 16.0 LE1 148.9 0.2 0.0 OK
WID2 248.2 16.0 LE1 153.6 2.5 0.0 OK
STIFF3a 248.2 16.0 LE1 150.1 0.7 0.0 OK
STIFF3b 248.2 16.0 LE1 150.1 0.7 0.0 OK
STIFF3c 248.2 16.0 LE1 149.0 0.2 0.0 OK
STIFF3d 248.2 16.0 LE1 149.0 0.2 0.0 OK

Design data

fy εlim
Material
[MPa] [%]
A36 248.2 5.0

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Overall check, LE1

Strain check, LE1

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Equivalent stress, LE1

Bolts
Ft V Rn/ΩBearing Utt Uts Utts
Shape Item Grade Loads Status
[kN] [kN] [kN] [%] [%] [%]
B1 24 A490M - 1 LE1 113.4 4.6 154.3 64.3 4.3 - OK
B2 24 A490M - 1 LE1 113.3 4.6 154.3 64.3 4.3 - OK
B3 24 A490M - 1 LE1 62.7 7.6 230.4 35.6 7.1 - OK
B4 24 A490M - 1 LE1 63.3 7.6 230.4 35.9 7.2 - OK
B5 24 A490M - 1 LE1 7.0 26.7 230.4 4.0 25.2 - OK
B6 24 A490M - 1 LE1 7.1 26.8 230.4 4.0 25.3 - OK
B7 24 A490M - 1 LE1 0.5 76.3 230.4 0.3 72.0 - OK
B8 24 A490M - 1 LE1 0.5 76.4 230.4 0.3 72.1 - OK
B9 24 A490M - 1 LE1 1.5 8.8 230.4 0.8 8.3 - OK
B10 24 A490M - 1 LE1 1.3 8.8 230.4 0.7 8.3 - OK
B11 24 A490M - 1 LE1 2.9 21.6 230.4 1.6 20.4 - OK
B12 24 A490M - 1 LE1 2.9 21.7 230.4 1.6 20.4 - OK

Design data

Rn/ΩTension Rn/ΩShear
Grade
[kN] [kN]
24 A490M - 1 176.3 106.0

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Detailed result for B1

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
113.4 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area
Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 4.6 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area
Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 154.3 kN ≥ V = 4.6 kN

Where:
lc = 32 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate
d = 24 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of
combined stresses need not to be investigated.

Detailed result for B2

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
113.3 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area
Ω = 2.00 – safety factor for tension and shear

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Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 4.6 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area
Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 154.3 kN ≥ V = 4.6 kN

Where:
lc = 32 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate
d = 24 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of
combined stresses need not to be investigated.

Detailed result for B3

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
62.7 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area
Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 7.6 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

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Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 230.4 kN ≥ V = 7.6 kN

Where:
lc = 73 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 24 mm – diameter of a bolt
Fu = 400.0 MPa – tensile strength of the connected material
​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of
combined stresses need not to be investigated.

Detailed result for B4

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
63.3 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 7.6 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 230.4 kN ≥ V = 7.6 kN

Where:
lc = 73 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 24 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

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Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B5

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
7.0 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 26.7 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area
Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 230.4 kN ≥ V = 26.7 kN

Where:
lc = 73 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 24 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of
combined stresses need not to be investigated.

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Detailed result for B6

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
7.1 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 26.8 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 230.4 kN ≥ V = 26.8 kN

Where:
lc = 73 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 24 mm – diameter of a bolt
Fu = 400.0 MPa – tensile strength of the connected material
​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B7

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
0.5 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

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Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 76.3 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 230.4 kN ≥ V = 76.3 kN

Where:
lc = 73 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 24 mm – diameter of a bolt
Fu = 400.0 MPa – tensile strength of the connected material
​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B8

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
0.5 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 76.4 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

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Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 230.4 kN ≥ V = 76.4 kN

Where:
lc = 73 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 24 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B9

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
1.5 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 8.8 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 230.4 kN ≥ V = 8.8 kN

Where:
lc = 73 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 24 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

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Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B10

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
1.3 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area
Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 8.8 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 230.4 kN ≥ V = 8.8 kN

Where:
lc = 73 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 24 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of
combined stresses need not to be investigated.

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Detailed result for B11

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
2.9 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 21.6 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 230.4 kN ≥ V = 21.6 kN

Where:
lc = 73 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 24 mm – diameter of a bolt
Fu = 400.0 MPa – tensile strength of the connected material
​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B12

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 176.3 kN ≥ Ft = ​
2.9 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

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Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 106.0 kN ≥ V = 21.7 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 452 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 230.4 kN ≥ V = 21.7 kN

Where:
lc = 73 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 24 mm – diameter of a bolt
Fu = 400.0 MPa – tensile strength of the connected material
​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

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Weld sections
Th Ls L Lc Fn Rn/Ω Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
C-bfl 1 STIFF1a E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 43.1 68.8 62.7 OK
E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 30.8 68.1 45.2 OK
C-w 1 STIFF1a E70xx ◢7.1◣ ◢10.0◣ 309 39 LE1 30.6 39.8 76.8 OK
E70xx ◢7.1◣ ◢10.0◣ 309 39 LE1 30.8 40.6 75.9 OK
C-tfl 1 STIFF1a E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 16.9 56.5 29.9 OK
E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 38.5 68.8 56.1 OK
C-bfl 1 STIFF1b E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 30.7 68.1 45.1 OK
E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 43.2 68.8 62.9 OK
C-w 1 STIFF1b E70xx ◢7.1◣ ◢10.0◣ 309 39 LE1 30.8 40.6 75.9 OK
E70xx ◢7.1◣ ◢10.0◣ 309 39 LE1 30.6 39.8 76.8 OK
C-tfl 1 STIFF1b E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 39.3 68.7 57.2 OK
E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 16.5 56.0 29.4 OK
EP1 B-bfl 1 E70xx ◢7.1◣ ◢10.0◣ 135 34 LE1 3.4 50.4 6.8 OK
E70xx ◢7.1◣ ◢10.0◣ 135 34 LE1 4.3 51.6 8.3 OK
EP1 B-tfl 1 E70xx ◢7.1◣ ◢10.0◣ 135 34 LE1 32.2 51.2 62.8 OK
E70xx ◢7.1◣ ◢10.0◣ 135 34 LE1 37.6 51.3 73.2 OK
EP1 B-w 1 E70xx ◢4.2◣ ◢6.0◣ 263 33 LE1 21.9 30.3 72.2 OK
E70xx ◢4.2◣ ◢6.0◣ 263 33 LE1 21.7 30.3 71.7 OK
EP1 WID1a E70xx - - 270 - - - - - OK
B-bfl 1 WID1a E70xx - - 485 - - - - - OK
WID1b WID1a E70xx - - 535 - - - - - OK
EP1 WID1b E70xx - - 135 - - - - - OK
C-bfl 1 STIFF2a E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 26.5 67.9 39.1 OK
E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 51.5 68.7 75.0 OK
C-w 1 STIFF2a E70xx ◢7.1◣ ◢10.0◣ 307 38 LE1 26.6 42.9 62.1 OK
E70xx ◢7.1◣ ◢10.0◣ 307 38 LE1 22.5 47.0 47.9 OK
C-tfl 1 STIFF2a E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 43.5 68.2 63.8 OK
E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 35.4 68.4 51.9 OK
C-bfl 1 STIFF2b E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 51.5 68.7 75.0 OK
E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 26.5 67.9 39.1 OK
C-w 1 STIFF2b E70xx ◢7.1◣ ◢10.0◣ 307 38 LE1 22.6 47.0 48.0 OK
E70xx ◢7.1◣ ◢10.0◣ 307 38 LE1 26.8 42.8 62.6 OK
C-tfl 1 STIFF2b E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 36.1 68.4 52.8 OK
E70xx ◢7.1◣ ◢10.0◣ 90 45 LE1 43.5 68.2 63.8 OK
EP1 WID2 E70xx ◢7.1◣ ◢10.0◣ 99 12 LE1 13.5 18.0 75.0 OK
E70xx ◢7.1◣ ◢10.0◣ 99 12 LE1 13.5 18.0 75.0 OK
B-tfl 1 WID2 E70xx ◢7.1◣ ◢10.0◣ 99 12 LE1 14.2 18.8 75.7 OK
E70xx ◢7.1◣ ◢10.0◣ 99 12 LE1 14.2 18.8 75.7 OK
C-bfl 1 STIFF3a E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 53.7 73.4 73.1 OK
E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 33.3 72.6 45.9 OK

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Th Ls L Lc Fn Rn/Ω Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
C-w 1 STIFF3a E70xx ◢7.1◣ ◢10.0◣ 321 40 LE1 38.5 50.4 76.4 OK
E70xx ◢7.1◣ ◢10.0◣ 321 40 LE1 40.3 53.0 76.0 OK
C-tfl 1 STIFF3a E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 32.3 72.3 44.7 OK
E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 49.2 73.6 66.8 OK
C-bfl 1 STIFF3b E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 33.3 72.6 45.9 OK
E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 53.7 73.4 73.1 OK
C-w 1 STIFF3b E70xx ◢7.1◣ ◢10.0◣ 321 40 LE1 40.3 53.0 76.0 OK
E70xx ◢7.1◣ ◢10.0◣ 321 40 LE1 38.5 50.5 76.4 OK
C-tfl 1 STIFF3b E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 49.2 73.6 66.8 OK
E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 32.3 72.3 44.6 OK
C-bfl 1 STIFF3c E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 44.7 73.6 60.7 OK
E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 36.2 73.5 49.2 OK
C-w 1 STIFF3c E70xx ◢7.1◣ ◢10.0◣ 321 40 LE1 32.7 42.5 76.9 OK
E70xx ◢7.1◣ ◢10.0◣ 322 40 LE1 37.5 50.0 75.1 OK
C-tfl 1 STIFF3c E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 20.0 70.9 28.2 OK
E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 44.9 73.1 61.4 OK
C-bfl 1 STIFF3d E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 36.2 73.5 49.2 OK
E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 44.8 73.6 60.8 OK
C-w 1 STIFF3d E70xx ◢7.1◣ ◢10.0◣ 322 40 LE1 37.7 50.2 75.1 OK
E70xx ◢7.1◣ ◢10.0◣ 321 40 LE1 32.7 42.5 76.9 OK
C-tfl 1 STIFF3d E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 45.9 73.2 62.7 OK
E70xx ◢7.1◣ ◢10.0◣ 96 48 LE1 20.3 71.1 28.5 OK

Detailed result for C-bfl 1 / STIFF1a - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.8 kN ≥ Fn =
​
43.1 kN

Where:
Fnw = 434.2 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 87.9° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for C-bfl 1 / STIFF1a - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.1 kN ≥ Fn =
​
30.8 kN

Where:
Fnw = 429.9 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 78.3° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-w 1 / STIFF1a - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 39.8 kN ≥ Fn =
​
30.6 kN

Where:
Fnw = 292.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 3.7° – angle of loading measured from the weld longitudinal axis

Awe = 273 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-w 1 / STIFF1a - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 40.6 kN ≥ Fn =
​
30.8 kN

Where:
Fnw = 297.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 8.2° – angle of loading measured from the weld longitudinal axis

Awe = 273 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for C-tfl 1 / STIFF1a - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 56.5 kN ≥ Fn =
​
16.9 kN

Where:
Fnw = 356.6 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 36.7° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-tfl 1 / STIFF1a - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.8 kN ≥ Fn =
​
38.5 kN

Where:
Fnw = 434.1 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 87.3° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF1b - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.1 kN ≥ Fn =
​
30.7 kN

Where:
Fnw = 430.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 78.4° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for C-bfl 1 / STIFF1b - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.8 kN ≥ Fn =
​
43.2 kN

Where:
Fnw = 434.2 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 87.9° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-w 1 / STIFF1b - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 40.6 kN ≥ Fn =
​
30.8 kN

Where:
Fnw = 297.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 8.2° – angle of loading measured from the weld longitudinal axis

Awe = 273 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-w 1 / STIFF1b - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 39.8 kN ≥ Fn =
​
30.6 kN

Where:
Fnw = 292.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 3.8° – angle of loading measured from the weld longitudinal axis

Awe = 273 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for C-tfl 1 / STIFF1b - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.7 kN ≥ Fn =
​
39.3 kN

Where:
Fnw = 434.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 86.8° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-tfl 1 / STIFF1b - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 56.0 kN ≥ Fn =
​
16.5 kN

Where:
Fnw = 353.7 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 35.5° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for EP1 / B-bfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 50.4 kN ≥ Fn =
​
3.4 kN

Where:
Fnw = 423.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 71.2° – angle of loading measured from the weld longitudinal axis

Awe = 238 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for EP1 / B-bfl 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 51.6 kN ≥ Fn =
​
4.3 kN

Where:
Fnw = 434.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 86.5° – angle of loading measured from the weld longitudinal axis

Awe = 238 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for EP1 / B-tfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 51.2 kN ≥ Fn =
​
32.2 kN

Where:
Fnw = 429.7 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 78.1° – angle of loading measured from the weld longitudinal axis

Awe = 238 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for EP1 / B-tfl 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 51.3 kN ≥ Fn =
​
37.6 kN

Where:
Fnw = 430.7 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 79.4° – angle of loading measured from the weld longitudinal axis

Awe = 238 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for EP1 / B-w 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 30.3 kN ≥ Fn =
​
21.9 kN

Where:
Fnw = 434.1 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 87.1° – angle of loading measured from the weld longitudinal axis

Awe = 139 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for EP1 / B-w 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 30.3 kN ≥ Fn =
​
21.7 kN

Where:
Fnw = 433.8 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 85.8° – angle of loading measured from the weld longitudinal axis

Awe = 139 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for EP1 / WID1a - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

Detailed result for B-bfl 1 / WID1a - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

Detailed result for WID1b / WID1a - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

Detailed result for EP1 / WID1b - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

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Detailed result for C-bfl 1 / STIFF2a - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 67.9 kN ≥ Fn =
​
26.5 kN

Where:
Fnw = 428.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 76.5° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF2a - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.7 kN ≥ Fn =
​
51.5 kN

Where:
Fnw = 433.8 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 86.0° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-w 1 / STIFF2a - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 42.9 kN ≥ Fn =
​
26.6 kN

Where:
Fnw = 315.9 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 18.7° – angle of loading measured from the weld longitudinal axis

Awe = 271 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

26 / 42
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Detailed result for C-w 1 / STIFF2a - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 47.0 kN ≥ Fn =
​
22.5 kN

Where:
Fnw = 346.9 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 32.6° – angle of loading measured from the weld longitudinal axis

Awe = 271 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-tfl 1 / STIFF2a - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.2 kN ≥ Fn =
​
43.5 kN

Where:
Fnw = 430.5 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 79.2° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-tfl 1 / STIFF2a - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.4 kN ≥ Fn =
​
35.4 kN

Where:
Fnw = 431.6 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 80.8° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for C-bfl 1 / STIFF2b - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.7 kN ≥ Fn =
​
51.5 kN

Where:
Fnw = 433.8 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 86.0° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF2b - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 67.9 kN ≥ Fn =
​
26.5 kN

Where:
Fnw = 428.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 76.5° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-w 1 / STIFF2b - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 47.0 kN ≥ Fn =
​
22.6 kN

Where:
Fnw = 346.9 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 32.6° – angle of loading measured from the weld longitudinal axis

Awe = 271 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

28 / 42
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Detailed result for C-w 1 / STIFF2b - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 42.8 kN ≥ Fn =
​
26.8 kN

Where:
Fnw = 315.5 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 18.5° – angle of loading measured from the weld longitudinal axis

Awe = 271 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-tfl 1 / STIFF2b - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.4 kN ≥ Fn =
​
36.1 kN

Where:
Fnw = 431.7 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 81.0° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-tfl 1 / STIFF2b - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 68.2 kN ≥ Fn =
​
43.5 kN

Where:
Fnw = 430.5 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 79.2° – angle of loading measured from the weld longitudinal axis

Awe = 317 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for EP1 / WID2 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 18.0 kN ≥ Fn =
​
13.5 kN

Where:
Fnw = 411.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 63.0° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for EP1 / WID2 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 18.0 kN ≥ Fn =
​
13.5 kN

Where:
Fnw = 411.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 63.0° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for B-tfl 1 / WID2 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 18.8 kN ≥ Fn =
​
14.2 kN

Where:
Fnw = 428.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 76.0° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for B-tfl 1 / WID2 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 18.8 kN ≥ Fn =
​
14.2 kN

Where:
Fnw = 428.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 76.0° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF3a - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 73.4 kN ≥ Fn =
​
53.7 kN

Where:
Fnw = 433.1 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 83.8° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF3a - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 72.6 kN ≥ Fn =
​
33.3 kN

Where:
Fnw = 428.1 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 76.2° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

31 / 42
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Detailed result for C-w 1 / STIFF3a - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 50.4 kN ≥ Fn =
​
38.5 kN

Where:
Fnw = 355.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 36.2° – angle of loading measured from the weld longitudinal axis

Awe = 284 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-w 1 / STIFF3a - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 53.0 kN ≥ Fn =
​
40.3 kN

Where:
Fnw = 373.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 44.0° – angle of loading measured from the weld longitudinal axis

Awe = 284 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-tfl 1 / STIFF3a - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 72.3 kN ≥ Fn =
​
32.3 kN

Where:
Fnw = 426.7 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 74.7° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

32 / 42
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Detailed result for C-tfl 1 / STIFF3a - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 73.6 kN ≥ Fn =
​
49.2 kN

Where:
Fnw = 434.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 89.6° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF3b - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 72.6 kN ≥ Fn =
​
33.3 kN

Where:
Fnw = 428.2 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 76.2° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF3b - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 73.4 kN ≥ Fn =
​
53.7 kN

Where:
Fnw = 433.1 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 83.8° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

33 / 42
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Detailed result for C-w 1 / STIFF3b - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 53.0 kN ≥ Fn =
​
40.3 kN

Where:
Fnw = 373.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 44.0° – angle of loading measured from the weld longitudinal axis

Awe = 284 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-w 1 / STIFF3b - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 50.5 kN ≥ Fn =
​
38.5 kN

Where:
Fnw = 355.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 36.2° – angle of loading measured from the weld longitudinal axis

Awe = 284 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-tfl 1 / STIFF3b - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 73.6 kN ≥ Fn =
​
49.2 kN

Where:
Fnw = 434.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 89.6° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

34 / 42
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Detailed result for C-tfl 1 / STIFF3b - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 72.3 kN ≥ Fn =
​
32.3 kN

Where:
Fnw = 426.7 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 74.7° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF3c - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 73.6 kN ≥ Fn =
​
44.7 kN

Where:
Fnw = 434.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 88.4° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF3c - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 73.5 kN ≥ Fn =
​
36.2 kN

Where:
Fnw = 433.8 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 85.9° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

35 / 42
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Detailed result for C-w 1 / STIFF3c - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 42.5 kN ≥ Fn =
​
32.7 kN

Where:
Fnw = 299.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 9.6° – angle of loading measured from the weld longitudinal axis

Awe = 284 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-w 1 / STIFF3c - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 50.0 kN ≥ Fn =
​
37.5 kN

Where:
Fnw = 351.6 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 34.6° – angle of loading measured from the weld longitudinal axis

Awe = 284 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-tfl 1 / STIFF3c - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 70.9 kN ≥ Fn =
​
20.0 kN

Where:
Fnw = 418.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 67.4° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

36 / 42
 Project:
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Detailed result for C-tfl 1 / STIFF3c - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 73.1 kN ≥ Fn =
​
44.9 kN

Where:
Fnw = 431.1 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 80.0° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF3d - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 73.5 kN ≥ Fn =
​
36.2 kN

Where:
Fnw = 433.8 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 86.0° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-bfl 1 / STIFF3d - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 73.6 kN ≥ Fn =
​
44.8 kN

Where:
Fnw = 434.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 88.4° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

37 / 42
 Project:
Project no:
Author:

Detailed result for C-w 1 / STIFF3d - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 50.2 kN ≥ Fn =
​
37.7 kN

Where:
Fnw = 352.9 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 35.2° – angle of loading measured from the weld longitudinal axis

Awe = 284 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-w 1 / STIFF3d - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 42.5 kN ≥ Fn =
​
32.7 kN

Where:
Fnw = 299.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 9.5° – angle of loading measured from the weld longitudinal axis

Awe = 284 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for C-tfl 1 / STIFF3d - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 73.2 kN ≥ Fn =
​
45.9 kN

Where:
Fnw = 431.5 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 80.7° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

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Detailed result for C-tfl 1 / STIFF3d - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 71.1 kN ≥ Fn =
​
20.3 kN

Where:
Fnw = 419.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 68.4° – angle of loading measured from the weld longitudinal axis

Awe = 339 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Buckling
Buckling analysis was not calculated.

Cost estimation

Steel
Total weight Unit cost Cost
Steel grade
[kg] [US$/kg] [US$]
A36 69.31 2.50 173.28

Bolts
Total weight Unit cost Cost
Bolt assembly
[kg] [US$/kg] [US$]
24 A490M 8.38 6.00 50.27

Welds
Throat thickness Leg size Plate thickness Total weight Unit cost Cost
Weld type
[mm] [mm] [mm] [kg] [US$/kg] [US$]
Double fillet 7.1 10.0 - 3.52 45.00 158.18
Double fillet 4.2 6.0 - 0.07 45.00 3.35
Bevel - - 10.0 0.61 60.00 36.46
Bevel - - 10.2 0.07 60.00 3.97

Hole drilling
Bolt assembly cost Percentage of bolt assembly cost Cost
[US$] [%] [US$]
50.27 30.0 15.08

Cost summary
Cost
Cost estimation summary
[US$]
Total estimated cost 440.60

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Bill of material

Manufacturing operations
Plates Welds Length
Name Shape Nr. Bolts Nr.
[mm] [mm] [mm]

STIFF1 P16.0x96.0-322.1 (A36) 2 Double fillet: a = 7.1 977.8

Double fillet: a = 7.1 270.0

EP1 P24.0x200.0-744.2 (A36) 1 24 A490M 12
Double fillet: a = 4.2 263.8

Butt: a = 10.0 1290.2

WID1 P10.0x354.3-516.4 (A36) 1
Butt: a = 10.2 135.0

P10.2x135.0-535.5 (A36) 1

STIFF2 P16.0x96.0-320.0 (A36) 2 Double fillet: a = 7.1 973.6

CUT2

WID2 P16.0x100.0-98.5 (A36) 1 Double fillet: a = 7.1 200.0

STIFF3 P16.0x96.0-322.1 (A36) 4 Double fillet: a = 7.1 2056.5

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Welds
Throat thickness Leg size Length
Type Material
[mm] [mm] [mm]
Double fillet E70xx 7.1 10.0 4477.9
Double fillet E70xx 4.2 6.0 263.8
Butt E70xx - - 1290.2
Butt E70xx - - 135.0

Bolts
Grip length
Name Count
[mm]
24 A490M 44 12

Symbol explanation
Symbol Symbol explanation
εPl Strain
fy Yield strength
εlim Limit of plastic strain
Ft Tension force
V Resultant of shear forces Vy, Vz in bolt
Rn/ΩBearing Bolt bearing resistance
Ut Utilization
Uts Utilization in shear
Utts Utilization in tension and shear EN 1993-1-8 table 3.4
Rn/ΩTension Bolt tension resistance AISC 360-16 J3.6
Rn/ΩShear Bolt shear resistance AISC 360-16 – J3.8
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of critical weld element
Fn Force in weld critical element
Rn/Ωw Weld resistance AISC 360-16 J2.4

Code settings
Item Value Unit Reference
Friction coefficient - concrete 0.40 - ACI 349 – B.6.1.4
Friction coefficient in slip-resistance 0.30 - AISC 360-16 J3.8
Limit plastic strain 0.05 -
Plastic
Weld stress evaluation
redistribution
Detailing No
Distance between bolts [d] 2.66 - AISC 360-16 – J3.3
Distance between bolts and edge [d] 1.25 - AISC 360-16 – J.3.4

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Item Value Unit Reference

Concrete breakout resistance check Both
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints

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Project data
Project name
Project number
Author
Description
Date 10/16/2023
Design code AISC 360-16

Material
Steel A36

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Project item C2

Design
Name C2
Description
Analysis Stress, strain/ simplified loading
Design code AISC - ASD 2016

Beams and columns

β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm]
B1 2 - IPE270 0.0 0.0 0.0 0 0 0 Node
B2 2 - IPE270 180.0 0.0 0.0 0 0 0 Node

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Cross-sections
Name Material
2 - IPE270 A36

Bolts
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
20 A490M 20 A490M 20 1040.0 314

Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 B1 19.0 0.0 -10.0 0.0 70.0 0.0

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 0.1 < 5.0% OK
Bolts 22.4 < 100% OK
Welds 75.2 < 100% OK
Buckling Not calculated

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Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
B1-bfl 1 248.2 10.2 LE1 15.9 0.0 0.0 OK
B1-tfl 1 248.2 10.2 LE1 94.6 0.0 0.0 OK
B1-w 1 248.2 6.6 LE1 85.1 0.0 0.0 OK
B2-bfl 1 248.2 10.2 LE1 9.4 0.0 0.0 OK
B2-tfl 1 248.2 10.2 LE1 99.7 0.0 0.0 OK
B2-w 1 248.2 6.6 LE1 91.7 0.0 0.0 OK
PP1a 248.2 20.0 LE1 45.2 0.0 13.2 OK
PP1b 248.2 20.0 LE1 44.6 0.0 13.2 OK
WID1a 248.2 12.0 LE1 121.7 0.0 0.0 OK
WID1b 248.2 12.0 LE1 98.9 0.0 0.0 OK
WID2a 248.2 12.0 LE1 138.7 0.0 0.0 OK
WID2b 248.2 12.0 LE1 133.8 0.0 0.0 OK
WID3 248.2 12.0 LE1 111.9 0.0 0.0 OK
WID4 248.2 12.0 LE1 148.9 0.1 0.0 OK

Design data
fy εlim
Material
[MPa] [%]
A36 248.2 5.0

Symbol explanation
εPl Plastic strain
σcEd Contact stress
σEd Eq. stress
fy Yield strength
εlim Limit of plastic strain

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Overall check, LE1

Strain check, LE1

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Equivalent stress, LE1

Bolts
Ft V Rn/ΩBearing Utt Uts Utts
Shape Item Grade Loads Status
[kN] [kN] [kN] [%] [%] [%]
B1 20 A490M - 1 LE1 14.0 1.2 187.2 11.4 1.6 - OK
B2 20 A490M - 1 LE1 14.0 1.2 187.3 11.4 1.6 - OK
B3 20 A490M - 1 LE1 27.3 1.5 192.0 22.3 2.0 - OK
B4 20 A490M - 1 LE1 27.5 1.5 192.0 22.4 2.0 - OK
B5 20 A490M - 1 LE1 11.5 1.4 192.0 9.4 1.8 - OK
B6 20 A490M - 1 LE1 11.3 1.4 192.0 9.2 1.8 - OK
B7 20 A490M - 1 LE1 0.0 1.0 187.5 0.0 1.4 - OK
B8 20 A490M - 1 LE1 0.0 1.0 187.5 0.0 1.4 - OK
B9 20 A490M - 1 LE1 0.0 1.1 192.0 0.0 1.4 - OK
B10 20 A490M - 1 LE1 0.0 1.1 192.0 0.0 1.4 - OK
B11 20 A490M - 1 LE1 0.0 1.2 192.0 0.0 1.6 - OK
B12 20 A490M - 1 LE1 0.0 1.2 192.0 0.0 1.6 - OK

Design data

Rn/ΩTension Rn/ΩShear
Grade
[kN] [kN]
20 A490M - 1 122.5 73.6

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Symbol explanation
Ft Tension force
V Resultant of shear forces Vy, Vz in bolt
Rn/ΩBearing Bolt bearing resistance
Utt Utilization in tension
Uts Utilization in shear
Utts Utilization in tension and shear
Rn/ΩTension Bolt tension resistance AISC 360-16 J3.6
Rn/ΩShear Bolt shear resistance AISC 360-16 – J3.8

Detailed result for B1

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
14.0 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.2 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 187.2 kN ≥ V = 1.2 kN

Where:
lc = 39 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

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Detailed result for B2

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
14.0 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.2 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 187.3 kN ≥ V = 1.2 kN

Where:
lc = 39 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B3

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
27.3 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

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Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.5 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 192.0 kN ≥ V = 1.5 kN

Where:
lc = 78 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B4

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
27.5 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.5 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area
Ω = 2.00 – safety factor for tension and shear

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Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 192.0 kN ≥ V = 1.5 kN

Where:
lc = 78 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B5

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
11.5 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.4 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 192.0 kN ≥ V = 1.4 kN

Where:
lc = 78 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

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Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B6

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
11.3 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.4 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 192.0 kN ≥ V = 1.4 kN

Where:
lc = 78 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

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Detailed result for B7

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
0.0 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.0 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area
Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 187.5 kN ≥ V = 1.0 kN

Where:
lc = 39 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate
d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B8

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
0.0 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

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Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.0 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area
Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 187.5 kN ≥ V = 1.0 kN

Where:
lc = 39 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate
d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B9

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
0.0 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.1 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

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Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 192.0 kN ≥ V = 1.1 kN

Where:
lc = 78 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate
d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B10

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
0.0 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.1 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 192.0 kN ≥ V = 1.1 kN

Where:
lc = 78 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 20 mm – diameter of a bolt
Fu = 400.0 MPa – tensile strength of the connected material
​

Ω = 2.00 – safety factor for bearing at bolt holes

15 / 29
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Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

Detailed result for B11

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
0.0 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.2 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 192.0 kN ≥ V = 1.2 kN

Where:
lc = 78 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

16 / 29
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Detailed result for B12

Tension resistance check (AISC 360-16: J3-1)
Rn Fnt ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 122.5 kN ≥ Ft = ​
0.0 kN

Where:
Fnt = 780.0 MPa – nominal tensile stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Shear resistance check

Rn Fnv ⋅Ab
Ω
​

​ = Ω
​ ​

​ = 73.6 kN ≥ V = 1.2 kN

Where:
Fnv = 469.0 MPa – nominal shear stress from AISC 360-16 Table J3.2
​

Ab = 314 mm2
​ – gross bolt cross-sectional area

Ω = 2.00 – safety factor for tension and shear

Bearing resistance check (AISC 360-16: J3-6)

Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​ ​ ​
≤ 2.40 ⋅ d ⋅ t ⋅ Fu ​

Rn
Ω
​

​ = 192.0 kN ≥ V = 1.2 kN

Where:
lc = 78 mm
​
– clear distance, in the direction of the force, between the edge of the hole and the edge of the
adjacent hole or edge of the material
t = 20 mm – thickness of the plate

d = 20 mm – diameter of a bolt

Fu = 400.0 MPa – tensile strength of the connected material

​

Ω = 2.00 – safety factor for bearing at bolt holes

Interaction of tension and shear check (AISC 360-16: J3-2)

The required stress, in either shear or tension, is less than or equal to 30% of the corresponding available stress and the effects of

combined stresses need not to be investigated.

17 / 29
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Weld sections
Th Ls L Lc Fn Rn/Ω Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
PP1a B1-bfl 1 E70xx ◢5.7◣ ◢8.0◣ 135 34 LE1 1.0 36.2 2.8 OK
E70xx ◢5.7◣ ◢8.0◣ 135 34 LE1 0.3 40.7 0.7 OK
PP1a B1-tfl 1 E70xx ◢5.7◣ ◢8.0◣ 135 34 LE1 11.6 40.7 28.5 OK
E70xx ◢5.7◣ ◢8.0◣ 135 34 LE1 13.0 40.0 32.6 OK
PP1a B1-w 1 E70xx ◢5.7◣ ◢8.0◣ 259 32 LE1 10.3 39.2 26.3 OK
E70xx ◢5.7◣ ◢8.0◣ 259 32 LE1 10.3 39.2 26.2 OK
PP1b B2-bfl 1 E70xx ◢5.7◣ ◢8.0◣ 135 34 LE1 1.2 38.0 3.0 OK
E70xx ◢5.7◣ ◢8.0◣ 135 34 LE1 0.3 40.8 0.7 OK
PP1b B2-tfl 1 E70xx ◢5.7◣ ◢8.0◣ 135 34 LE1 11.4 40.9 27.8 OK
E70xx ◢5.7◣ ◢8.0◣ 135 34 LE1 12.7 40.7 31.3 OK
PP1b B2-w 1 E70xx ◢5.7◣ ◢8.0◣ 259 32 LE1 10.0 39.7 25.2 OK
E70xx ◢5.7◣ ◢8.0◣ 259 32 LE1 10.0 39.7 25.3 OK
PP1a WID1a E70xx - - 270 - - - - - OK
B1-bfl 1 WID1a E70xx - - 438 - - - - - OK
WID1b WID1a E70xx - - 452 - - - - - OK
PP1a WID1b E70xx - - 135 - - - - - OK
PP1b WID2a E70xx - - 270 - - - - - OK
B2-bfl 1 WID2a E70xx - - 438 - - - - - OK
WID2b WID2a E70xx - - 452 - - - - - OK
PP1b WID2b E70xx - - 135 - - - - - OK
PP1a WID3 E70xx ◢7.1◣ ◢10.0◣ 99 12 LE1 4.8 17.6 27.2 OK
E70xx ◢7.1◣ ◢10.0◣ 99 12 LE1 4.8 17.6 27.4 OK
B1-tfl 1 WID3 E70xx ◢7.1◣ ◢10.0◣ 100 12 LE1 5.6 14.7 37.8 OK
E70xx ◢7.1◣ ◢10.0◣ 100 12 LE1 5.6 14.7 37.8 OK
PP1a WID4 E70xx ◢7.1◣ ◢10.0◣ 100 12 LE1 14.4 19.1 75.2 OK
E70xx ◢7.1◣ ◢10.0◣ 100 12 LE1 14.4 19.1 75.2 OK
B2-tfl 1 WID4 E70xx ◢7.1◣ ◢10.0◣ 100 12 LE1 8.6 13.3 64.7 OK
E70xx ◢7.1◣ ◢10.0◣ 100 12 LE1 8.6 13.3 64.7 OK

Symbol explanation
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of weld critical element
Fn Force in weld critical element
Rn/Ω Weld resistance AISC 360-16 J2.4
Ut Utilization

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Detailed result for PP1a / B1-bfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 36.2 kN ≥ Fn =
​
1.0 kN

Where:
Fnw = 380.8 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 47.3° – angle of loading measured from the weld longitudinal axis

Awe = 190 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for PP1a / B1-bfl 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 40.7 kN ≥ Fn =
​
0.3 kN

Where:
Fnw = 427.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 75.3° – angle of loading measured from the weld longitudinal axis

Awe = 191 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for PP1a / B1-tfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 40.7 kN ≥ Fn =
​
11.6 kN

Where:
Fnw = 427.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 74.9° – angle of loading measured from the weld longitudinal axis

Awe = 191 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

19 / 29
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Detailed result for PP1a / B1-tfl 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 40.0 kN ≥ Fn =
​
13.0 kN

Where:
Fnw = 420.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 68.9° – angle of loading measured from the weld longitudinal axis

Awe = 191 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for PP1a / B1-w 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 39.2 kN ≥ Fn =
​
10.3 kN

Where:
Fnw = 427.6 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 75.6° – angle of loading measured from the weld longitudinal axis

Awe = 183 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for PP1a / B1-w 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 39.2 kN ≥ Fn =
​
10.3 kN

Where:
Fnw = 428.0 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 76.0° – angle of loading measured from the weld longitudinal axis

Awe = 183 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

20 / 29
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Detailed result for PP1b / B2-bfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 38.0 kN ≥ Fn =
​
1.2 kN

Where:
Fnw = 399.1 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 56.1° – angle of loading measured from the weld longitudinal axis

Awe = 190 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for PP1b / B2-bfl 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 40.8 kN ≥ Fn =
​
0.3 kN

Where:
Fnw = 428.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 76.3° – angle of loading measured from the weld longitudinal axis

Awe = 190 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for PP1b / B2-tfl 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 40.9 kN ≥ Fn =
​
11.4 kN

Where:
Fnw = 429.2 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 77.4° – angle of loading measured from the weld longitudinal axis

Awe = 191 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

21 / 29
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Detailed result for PP1b / B2-tfl 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 40.7 kN ≥ Fn =
​
12.7 kN

Where:
Fnw = 426.8 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 74.8° – angle of loading measured from the weld longitudinal axis

Awe = 191 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for PP1b / B2-w 1 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 39.7 kN ≥ Fn =
​
10.0 kN

Where:
Fnw = 433.6 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 85.0° – angle of loading measured from the weld longitudinal axis

Awe = 183 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for PP1b / B2-w 1 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 39.7 kN ≥ Fn =
​
10.0 kN

Where:
Fnw = 433.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 84.6° – angle of loading measured from the weld longitudinal axis

Awe = 183 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for PP1a / WID1a - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

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Detailed result for B1-bfl 1 / WID1a - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

Detailed result for WID1b / WID1a - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

Detailed result for PP1a / WID1b - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

Detailed result for PP1b / WID2a - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

Detailed result for B2-bfl 1 / WID2a - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

Detailed result for WID2b / WID2a - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

Detailed result for PP1b / WID2b - 1

Butt welds are not checked. Their resistance is assumed to be the same as that of the welded member.

Detailed result for PP1a / WID3 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 17.6 kN ≥ Fn =
​
4.8 kN

Where:
Fnw = 401.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 57.3° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

23 / 29
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Detailed result for PP1a / WID3 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 17.6 kN ≥ Fn =
​
4.8 kN

Where:
Fnw = 401.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 57.3° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for B1-tfl 1 / WID3 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 14.7 kN ≥ Fn =
​
5.6 kN

Where:
Fnw = 334.5 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 27.3° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for B1-tfl 1 / WID3 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 14.7 kN ≥ Fn =
​
5.6 kN

Where:
Fnw = 334.5 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 27.3° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

24 / 29
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Detailed result for PP1a / WID4 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 19.1 kN ≥ Fn =
​
14.4 kN

Where:
Fnw = 434.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 89.6° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for PP1a / WID4 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 19.1 kN ≥ Fn =
​
14.4 kN

Where:
Fnw = 434.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 89.1° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Detailed result for B2-tfl 1 / WID4 - 1

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 13.3 kN ≥ Fn =
​
8.6 kN

Where:
Fnw = 301.4 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 10.8° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

25 / 29
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Detailed result for B2-tfl 1 / WID4 - 2

Weld resistance check (AISC 360-16: J2-4)
Rn Fnw ⋅Awe
Ω
​

​ = ​

Ω
​

​ = 13.3 kN ≥ Fn =
​
8.6 kN

Where:
Fnw = 301.3 MPa – nominal stress of weld material:
​

Fnw = 0.6 ⋅ FEXX ⋅ (1 + 0.5 ⋅ sin1.5 θ) , where:

​ ​

FEXX = 482.6 MPa – electrode classification number, i.e. minimum specified tensile strength
​

θ = 10.8° – angle of loading measured from the weld longitudinal axis

Awe = 88 mm2 – effective area of weld critical element

​

Ω = 2.0 – safety factor for fillet welds

Buckling
Buckling analysis was not calculated.

Cost estimation

Steel
Total weight Unit cost Cost
Steel grade
[kg] [US$/kg] [US$]
A36 64.81 2.50 162.04

Bolts
Total weight Unit cost Cost
Bolt assembly
[kg] [US$/kg] [US$]
20 A490M 4.63 6.00 27.77

Welds
Throat thickness Leg size Plate thickness Total weight Unit cost Cost
Weld type
[mm] [mm] [mm] [kg] [US$/kg] [US$]
Double fillet 5.7 8.0 - 0.53 45.00 23.96
Double fillet 7.1 10.0 - 0.31 45.00 14.13
Bevel - - 12.0 1.16 60.00 69.76
Bevel - - 10.2 0.43 60.00 25.76

Hole drilling
Bolt assembly cost Percentage of bolt assembly cost Cost
[US$] [%] [US$]
27.77 30.0 8.33

Cost summary
Cost
Cost estimation summary
[US$]
Total estimated cost 331.73

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Bill of material

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Manufacturing operations
Plates Welds Length
Name Shape Nr. Bolts Nr.
[mm] [mm] [mm]

PP1 P20.0x200.0-740.0 (A36) 1 Double fillet: a = 5.7 1059.6 20 A490M 12

P20.0x200.0-740.0 (A36) 1

WID1 P12.0x270.0-438.0 (A36) 1 Butt: a = 12.0 1295.1

P12.0x135.0-452.1 (A36) 1

WID2 P12.0x270.0-438.0 (A36) 1 Butt: a = 12.0 1295.1

P12.0x135.0-452.1 (A36) 1

WID3 P12.0x100.0-100.0 (A36) 1 Double fillet: a = 7.1 200.0

WID4 P12.0x100.0-100.0 (A36) 1 Double fillet: a = 7.1 200.0

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Welds
Throat thickness Leg size Length
Type Material
[mm] [mm] [mm]
Double fillet E70xx 5.7 8.0 1059.6
Butt E70xx - - 2590.1
Double fillet E70xx 7.1 10.0 400.0

Bolts
Grip length
Name Count
[mm]
20 A490M 40 12

Code settings
Item Value Unit Reference
Friction coefficient - concrete 0.40 - ACI 349 – B.6.1.4
Friction coefficient in slip-resistance 0.30 - AISC 360-16 J3.8
Limit plastic strain 0.05 -
Plastic
Weld stress evaluation
redistribution
Detailing No
Distance between bolts [d] 2.66 - AISC 360-16 – J3.3
Distance between bolts and edge [d] 1.25 - AISC 360-16 – J.3.4
Concrete breakout resistance check Both
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints

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Project data
Project name
Project number
Author
Description
Date 10/16/2023
Design code AISC 360-16

Material
Steel A36

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Project item MEZZ C1

Design
Name MEZZ C1
Description
Analysis Stress, strain/ simplified loading
Design code AISC - LRFD 2016

Beams and columns

β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez X
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm] [mm]
C 3 - IPE360 0.0 -90.0 90.0 0 0 0 Node 0
B 4 - IPE300 0.0 0.0 0.0 0 0 0 Bolts 74

Cross-sections
Name Material
3 - IPE360 A36
4 - IPE300 A36

Bolts
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
20 A490M 20 A490M 20 1040.0 314

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Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 B 20.0 0.0 -20.0 0.0 0.0 0.0

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 0.0 < 5.0% OK
Bolts 13.9 < 100% OK
Welds 24.7 < 100% OK
Buckling Not calculated

Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
C-bfl 1 248.2 12.7 LE1 65.5 0.0 0.0 OK
C-tfl 1 248.2 12.7 LE1 67.2 0.0 0.0 OK
C-w 1 248.2 8.0 LE1 223.5 0.0 0.0 OK
B-bfl 1 248.2 10.7 LE1 19.5 0.0 0.0 OK
B-tfl 1 248.2 10.7 LE1 12.2 0.0 0.0 OK
B-w 1 248.2 7.1 LE1 85.4 0.0 9.6 OK
FP2 248.2 20.0 LE1 57.7 0.0 9.6 OK

Design data
fy εlim
Material
[MPa] [%]
A36 248.2 5.0

Symbol explanation
εPl Plastic strain
σcEd Contact stress
σEd Eq. stress
fy Yield strength
εlim Limit of plastic strain

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Overall check, LE1

Strain check, LE1

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Equivalent stress, LE1

Bolts
Ft V ϕRn,bearing Utt Uts Utts
Shape Item Grade Loads Status
[kN] [kN] [kN] [%] [%] [%]

B1 20 A490M - 1 LE1 5.1 14.1 102.2 2.8 13.8 - OK

B2 20 A490M - 1 LE1 4.6 14.2 102.2 2.5 13.9 - OK

Design data
ϕRn,tension ϕRn,shear
Grade
[kN] [kN]
20 A490M - 1 183.7 110.4

Symbol explanation
Ft Tension force
V Resultant of shear forces Vy, Vz in bolt
ϕRn,bearing Bolt bearing resistance
Utt Utilization in tension
Uts Utilization in shear
Utts Utilization in tension and shear
ϕRn,tension Bolt tension resistance AISC 360-16 J3.6
ϕRn,shear Bolt shear resistance AISC 360-16 – J3.8

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Weld sections
Th Ls L Lc Fn ϕRn Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
C-w 1 FP2 E70xx ◢7.1◣ ◢10.0◣ 269 17 LE1 7.5 38.0 19.8 OK
E70xx ◢7.1◣ ◢10.0◣ 269 17 LE1 9.2 37.4 24.7 OK

Symbol explanation
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of weld critical element
Fn Force in weld critical element
ϕRn Weld resistance AISC 360-16 J2.4
Ut Utilization

Buckling
Buckling analysis was not calculated.

Code settings
Item Value Unit Reference
Friction coefficient - concrete 0.40 - ACI 349 – B.6.1.4
Friction coefficient in slip-resistance 0.30 - AISC 360-16 J3.8
Limit plastic strain 0.05 -
Plastic
Weld stress evaluation
redistribution
Detailing No
Distance between bolts [d] 2.66 - AISC 360-16 – J3.3
Distance between bolts and edge [d] 1.25 - AISC 360-16 – J.3.4
Concrete breakout resistance check Both
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints

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Project data
Project name
Project number
Author
Description
Date 10/16/2023
Design code AISC 360-16

Material
Steel A36

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Project item MEZZ C2

Design
Name MEZZ C2
Description
Analysis Stress, strain/ simplified loading
Design code AISC - LRFD 2016

Beams and columns

β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez X
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm] [mm]
C 5 - IPE270 0.0 -90.0 90.0 0 0 0 Node 0
B 4 - IPE300 0.0 0.0 0.0 0 0 0 Bolts 73

Cross-sections
Name Material
5 - IPE270 A36
4 - IPE300 A36

Bolts
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
20 A490M 20 A490M 20 1040.0 314

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Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 B 20.0 0.0 -20.0 0.0 0.0 0.0

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 0.2 < 5.0% OK
Bolts 13.9 < 100% OK
Welds 28.3 < 100% OK
Buckling Not calculated

Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
C-bfl 1 248.2 10.2 LE1 96.3 0.0 0.0 OK
C-tfl 1 248.2 10.2 LE1 101.2 0.0 0.0 OK
C-w 1 248.2 6.6 LE1 223.8 0.2 0.0 OK
B-bfl 1 248.2 10.7 LE1 19.4 0.0 0.0 OK
B-tfl 1 248.2 10.7 LE1 12.2 0.0 0.0 OK
B-w 1 248.2 7.1 LE1 85.4 0.0 9.5 OK
FP2 248.2 20.0 LE1 64.9 0.0 9.5 OK

Design data
fy εlim
Material
[MPa] [%]
A36 248.2 5.0

Symbol explanation
εPl Plastic strain
σcEd Contact stress
σEd Eq. stress
fy Yield strength
εlim Limit of plastic strain

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Overall check, LE1

Strain check, LE1

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Equivalent stress, LE1

Bolts
Ft V ϕRn,bearing Utt Uts Utts
Shape Item Grade Loads Status
[kN] [kN] [kN] [%] [%] [%]

B1 20 A490M - 1 LE1 5.0 14.1 102.2 2.7 13.8 - OK

B2 20 A490M - 1 LE1 4.6 14.2 102.2 2.5 13.9 - OK

Design data
ϕRn,tension ϕRn,shear
Grade
[kN] [kN]
20 A490M - 1 183.7 110.4

Symbol explanation
Ft Tension force
V Resultant of shear forces Vy, Vz in bolt
ϕRn,bearing Bolt bearing resistance
Utt Utilization in tension
Uts Utilization in shear
Utts Utilization in tension and shear
ϕRn,tension Bolt tension resistance AISC 360-16 J3.6
ϕRn,shear Bolt shear resistance AISC 360-16 – J3.8

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Weld sections
Th Ls L Lc Fn ϕRn Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
C-w 1 FP2 E70xx ◢7.1◣ ◢10.0◣ 269 17 LE1 8.4 38.2 22.0 OK
E70xx ◢7.1◣ ◢10.0◣ 269 17 LE1 10.6 37.6 28.3 OK

Symbol explanation
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of weld critical element
Fn Force in weld critical element
ϕRn Weld resistance AISC 360-16 J2.4
Ut Utilization

Buckling
Buckling analysis was not calculated.

Code settings
Item Value Unit Reference
Friction coefficient - concrete 0.40 - ACI 349 – B.6.1.4
Friction coefficient in slip-resistance 0.30 - AISC 360-16 J3.8
Limit plastic strain 0.05 -
Plastic
Weld stress evaluation
redistribution
Detailing No
Distance between bolts [d] 2.66 - AISC 360-16 – J3.3
Distance between bolts and edge [d] 1.25 - AISC 360-16 – J.3.4
Concrete breakout resistance check Both
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints

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Project data
Project name
Project number
Author
Description
Date 10/16/2023
Design code AISC 360-16

Material
Steel A36

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Project item MEZZ C3

Design
Name MEZZ C3
Description
Analysis Stress, strain/ simplified loading
Design code AISC - ASD 2016

Beams and columns

β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez X
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm] [mm]
C 3 - IPE360 0.0 -90.0 0.0 0 0 0 Node 0
B 4 - IPE300 0.0 0.0 0.0 0 0 0 Bolts 250

Cross-sections
Name Material
3 - IPE360 A36
4 - IPE300 A36

Bolts
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
20 A490M 20 A490M 20 1040.0 314

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Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 B 10.0 0.0 -15.0 0.0 0.0 0.0

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 0.0 < 5.0% OK
Bolts 13.6 < 100% OK
Welds 37.6 < 100% OK
Buckling Not calculated

Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
C-bfl 1 248.2 12.7 LE1 15.2 0.0 0.0 OK
C-tfl 1 248.2 12.7 LE1 5.7 0.0 0.0 OK
C-w 1 248.2 8.0 LE1 15.5 0.0 0.0 OK
B-bfl 1 248.2 10.7 LE1 13.7 0.0 0.0 OK
B-tfl 1 248.2 10.7 LE1 10.0 0.0 0.0 OK
B-w 1 248.2 7.1 LE1 55.0 0.0 6.3 OK
FP1 248.2 20.0 LE1 30.3 0.0 6.3 OK

Design data
fy εlim
Material
[MPa] [%]
A36 248.2 5.0

Symbol explanation
εPl Plastic strain
σcEd Contact stress
σEd Eq. stress
fy Yield strength
εlim Limit of plastic strain

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Overall check, LE1

Strain check, LE1

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Equivalent stress, LE1

Bolts
Ft V Rn/ΩBearing Utt Uts Utts
Shape Item Grade Loads Status
[kN] [kN] [kN] [%] [%] [%]

B1 20 A490M - 1 LE1 3.5 8.8 68.2 2.9 11.9 - OK

B2 20 A490M - 1 LE1 2.8 9.2 68.2 2.3 12.6 - OK

Design data
Rn/ΩTension Rn/ΩShear
Grade
[kN] [kN]
20 A490M - 1 122.5 73.6

Symbol explanation
Ft Tension force
V Resultant of shear forces Vy, Vz in bolt
Rn/ΩBearing Bolt bearing resistance
Utt Utilization in tension
Uts Utilization in shear
Utts Utilization in tension and shear
Rn/ΩTension Bolt tension resistance AISC 360-16 J3.6
Rn/ΩShear Bolt shear resistance AISC 360-16 – J3.8

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Weld sections
Th Ls L Lc Fn Rn/Ω Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
C-bfl 1 FP1 E70xx ◢3.5◣ ◢5.0◣ 229 14 LE1 2.0 10.3 19.5 OK
E70xx ◢3.5◣ ◢5.0◣ 229 14 LE1 3.6 9.6 37.6 OK

Symbol explanation
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of weld critical element
Fn Force in weld critical element
Rn/Ω Weld resistance AISC 360-16 J2.4
Ut Utilization

Buckling
Buckling analysis was not calculated.

Code settings
Item Value Unit Reference
Friction coefficient - concrete 0.40 - ACI 349 – B.6.1.4
Friction coefficient in slip-resistance 0.30 - AISC 360-16 J3.8
Limit plastic strain 0.05 -
Plastic
Weld stress evaluation
redistribution
Detailing No
Distance between bolts [d] 2.66 - AISC 360-16 – J3.3
Distance between bolts and edge [d] 1.25 - AISC 360-16 – J.3.4
Concrete breakout resistance check Both
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints

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Project data
Project name
Project number
Author
Description
Date 10/16/2023
Design code AISC 360-16

Material
Steel A36

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Project item MEZZ SEC BEAM

Design
Name MEZZ SEC BEAM
Description
Analysis Stress, strain/ simplified loading
Design code AISC - ASD 2016

Beams and columns

β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez X
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm] [mm]
B 4 - IPE300 0.0 0.0 0.0 0 0 0 Node 0
B1 3 - IPE270 -90.0 0.0 0.0 0 0 20 Bolts 59

Cross-sections
Name Material
4 - IPE300 A36
3 - IPE270 A36

Bolts
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
16 A490M 16 A490M 16 1040.0 201

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Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 B1 0.0 0.0 -15.0 0.0 0.0 0.0

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 0.0 < 5.0% OK
Bolts 16.0 < 100% OK
Welds 75.0 < 100% OK
Buckling Not calculated

Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
B-bfl 1 248.2 10.7 LE1 35.7 0.0 0.0 OK
B-tfl 1 248.2 10.7 LE1 31.9 0.0 0.0 OK
B-w 1 248.2 7.1 LE1 82.2 0.0 0.0 OK
B1-bfl 1 248.2 10.2 LE1 13.7 0.0 0.0 OK
B1-tfl 1 248.2 10.2 LE1 13.6 0.0 0.0 OK
B1-w 1 248.2 6.6 LE1 64.5 0.0 6.9 OK
FP1 248.2 16.0 LE1 33.6 0.0 6.9 OK

Design data
fy εlim
Material
[MPa] [%]
A36 248.2 5.0

Symbol explanation
εPl Plastic strain
σcEd Contact stress
σEd Eq. stress
fy Yield strength
εlim Limit of plastic strain

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Overall check, LE1

Strain check, LE1

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Equivalent stress, LE1

Bolts
Ft V Rn/ΩBearing Utt Uts Utts
Shape Item Grade Loads Status
[kN] [kN] [kN] [%] [%] [%]

B1 16 A490M - 1 LE1 2.5 7.5 50.7 3.2 15.8 - OK

B2 16 A490M - 1 LE1 1.5 7.5 50.7 1.9 16.0 - OK

Design data
Rn/ΩTension Rn/ΩShear
Grade
[kN] [kN]
16 A490M - 1 78.4 47.1

Symbol explanation
Ft Tension force
V Resultant of shear forces Vy, Vz in bolt
Rn/ΩBearing Bolt bearing resistance
Utt Utilization in tension
Uts Utilization in shear
Utts Utilization in tension and shear
Rn/ΩTension Bolt tension resistance AISC 360-16 J3.6
Rn/ΩShear Bolt shear resistance AISC 360-16 – J3.8

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Weld sections
Th Ls L Lc Fn Rn/Ω Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
B-w 1 FP1 E70xx ◢3.5◣ ◢5.0◣ 199 12 LE1 5.6 8.7 64.8 OK
E70xx ◢3.5◣ ◢5.0◣ 199 12 LE1 6.7 8.9 75.0 OK

Symbol explanation
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of weld critical element
Fn Force in weld critical element
Rn/Ω Weld resistance AISC 360-16 J2.4
Ut Utilization

Buckling
Buckling analysis was not calculated.

Code settings
Item Value Unit Reference
Friction coefficient - concrete 0.40 - ACI 349 – B.6.1.4
Friction coefficient in slip-resistance 0.30 - AISC 360-16 J3.8
Limit plastic strain 0.05 -
Plastic
Weld stress evaluation
redistribution
Detailing No
Distance between bolts [d] 2.66 - AISC 360-16 – J3.3
Distance between bolts and edge [d] 1.25 - AISC 360-16 – J.3.4
Concrete breakout resistance check Both
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints

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Project data
Project name
Project number
Author
Description
Date 10/16/2023
Design code AISC 360-16

Material
Steel A36

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Project item CD

Design
Name CD
Description
Analysis Stress, strain/ simplified loading
Design code AISC - ASD 2016

Beams and columns

β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm]
C 3 - IPE270 0.0 0.0 0.0 0 0 0 Node
B 3 - IPE270 0.0 90.0 0.0 0 0 0 Node

Cross-sections
Name Material
3 - IPE270 A36

Bolts
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
16 A490M 16 A490M 16 1040.0 201

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Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 C 0.0 0.0 -25.0 0.0 0.0 0.0
C 0.0 0.0 -25.0 0.0 0.0 0.0

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 0.1 < 5.0% OK
Bolts 49.3 < 100% OK
Welds 23.7 < 100% OK
Buckling Not calculated

Plates
fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
C-bfl 1 248.2 10.2 LE1 27.9 0.0 0.0 OK
C-tfl 1 248.2 10.2 LE1 26.7 0.0 0.0 OK
C-w 1 248.2 6.6 LE1 35.4 0.0 0.0 OK
B-bfl 1 248.2 10.2 LE1 11.0 0.0 0.0 OK
B-tfl 1 248.2 10.2 LE1 11.0 0.0 0.0 OK
B-w 1 248.2 6.6 LE1 148.8 0.1 3.6 OK
FP1 248.2 16.0 LE1 33.0 0.0 4.1 OK
FP2 248.2 10.0 LE1 72.6 0.0 4.0 OK

Design data

fy εlim
Material
[MPa] [%]
A36 248.2 5.0

Symbol explanation
εPl Plastic strain
σcEd Contact stress
σEd Eq. stress
fy Yield strength
εlim Limit of plastic strain

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Overall check, LE1

Strain check, LE1

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Equivalent stress, LE1

Bolts
Ft V Rn/ΩBearing Utt Uts Utts
Shape Item Grade Loads Status
[kN] [kN] [kN] [%] [%] [%]

B1 16 A490M - 1 LE1 1.4 14.4 50.7 1.8 30.6 - OK

B2 16 A490M - 1 LE1 1.4 14.4 50.7 1.8 30.6 - OK

Design data
Rn/ΩTension Rn/ΩShear
Grade
[kN] [kN]
16 A490M - 1 78.4 47.1

Symbol explanation
Ft Tension force
V Resultant of shear forces Vy, Vz in bolt
Rn/ΩBearing Bolt bearing resistance
Utt Utilization in tension
Uts Utilization in shear
Utts Utilization in tension and shear
Rn/ΩTension Bolt tension resistance AISC 360-16 J3.6
Rn/ΩShear Bolt shear resistance AISC 360-16 – J3.8

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Weld sections
Th Ls L Lc Fn Rn/Ω Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
C-bfl 1 FP1 E70xx ◢5.7 ◢8.0 229 14 LE1 3.6 17.4 20.9 OK
C-bfl 1 FP2 E70xx ◢5.7 ◢8.0 209 13 LE1 3.7 15.6 23.7 OK

Symbol explanation
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of weld critical element
Fn Force in weld critical element
Rn/Ω Weld resistance AISC 360-16 J2.4
Ut Utilization

Buckling
Buckling analysis was not calculated.

Code settings
Item Value Unit Reference
Friction coefficient - concrete 0.40 - ACI 349 – B.6.1.4
Friction coefficient in slip-resistance 0.30 - AISC 360-16 J3.8
Limit plastic strain 0.05 -
Plastic
Weld stress evaluation
redistribution
Detailing No
Distance between bolts [d] 2.66 - AISC 360-16 – J3.3
Distance between bolts and edge [d] 1.25 - AISC 360-16 – J.3.4
Concrete breakout resistance check Both
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints

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