DESIGN CALCULATION REPORT
OF
SHADE STRUCTURE SS5
DESIGN CALCULATION FOR SHADE STRUCTURE
1.1 INTRODUCTION
This document provides design calculation for Shade structure. The hollow section beams are welded as frame
and supported by steel column.
1.2 CODES & SPECIFICATION
AISC 360 - LRFD Specification for structural steel buildings
ASCE 07 -05 Minimum Design loads for buildings and other structures
1.3 MATERIAL SPECIFICATIONS
Grade of Steel :S275JR.
Grade of Erection Bolts : Gr 8.8
Grade of Anchor bolts : Gr 8.8
Grade of Concrete : C40
1.4 SOFTWARE USED
Staad Pro V8i - Series 5
Mathcad
1.5 LOAD CALCULATION
Dead Load
The dead load includes self weight of the members. Self weight is directly applied by staad command.
Weight of the alminium sheet (3mm)
⎛ kg
⎞
⋅ g⎟
WDL ≔ 8.2 ⎜――
2
⎝m
⎠
kN
WDL = 0.08 ――
2
m
Live Load
The dead load includes self weight of the members. Self weight is directly applied by staad command.
Live load
kN
WLL ≔ 0.58 ――
2
m
Wind Load
Basic Wind speed
m
Vb ≔ 45 ―
s
Factors
KZ ≔ 0.85
Importance factor
I≔1
Dynamic pressure
qh ≔ k KZ ⋅ KZt ⋅ Kd ⋅ Vb ⋅ I
Gust factor
G ≔ 0.85
Shielding factor
μ ≔ 0.75
Net Pressure Coefficient for 0 deg
Cn1 ≔ -1.1 (From Fig 27.4-4 for mono slope roofs)
Net Pressure Coefficient for 90 deg
Cn2 ≔ -1.1 (From Fig 27.4-4 for mono slope roofs)
KZt ≔ 1
Kd ≔ 0.85
2
k ≔ 0.613
kN
qh = 0.9 ――
2
m
Wind load on the beam from 0 deg wind
Wwl ≔ G ⋅ Cn1 ⋅ qh ⋅ μ
Wind load on the beam from 90 deg wind
Wwl ≔ G ⋅ Cn2 ⋅ qh ⋅ μ
Pressure Coefficient for individual member
Cf ≔ 2
Wind load on the columns from 0 deg wind
Wwc ≔ G ⋅ Cf ⋅ qh ⋅ 219 mm
Wind load on the columns from 90 deg wind
Wwc ≔ G ⋅ Cf ⋅ qh ⋅ 219 mm
kN
Wwl = -0.63 ――
2
m
kN
Wwl = -0.63 ――
2
m
kN
Wwc = 0.33 ――
m
kN
Wwc = 0.33 ――
m
1.7 Load Combinations
ULS
1.4DL
1.2DL + 1.6LL
1.2DL + 1.6LL+0.8WL
1.2DL + 1.6WL + 0.5LL
0.9DL + 1.6WL
SLS
1.0DL
1.0DL + 1.0LL
1.0DL+0.75LL+0.75WL
0.6DL + 1.0WL
1.8 Conclusion
The shade structure is modelled in staad pro and above mentioned loads and load combinations are applied.
The analysis and design is done complying to the codal requirements and found to be safe. Staad input and
output reports are attached herewith.
of 300 lb (1.33 kN), and shall be applied at any point to produce
the maximum load effect on the element being considered. The
number and position of additional concentrated live load units
shall be a minimum of 1 unit of 300 lb (1.33 kN) for every 10 ft
(3,048 mm) of ladder height.
Where rails of fixed ladders extend above a floor or platform at
the top of the ladder, each side rail extension shall be designed to
resist a concentrated live load of 100 lb (0.445 kN) in any direction
at any height up to the top of the side rail extension. Ship ladders
with treads instead of rungs shall have minimum design loads as
stairs, defined in Table 4-1.
where
L
= reduced design live load per ft2 (m2) of area supported by
the member
L , = unreduced design live load per ft2 (m2) of area supported
by the member (see Table 4-1)
KLL= live load element factor (see Table 4-2)
AT = tributary area in ft2 (m2)
L shall not be less than 0.50L,, for members supporting one
floor and L shall not be less than 0.40L,, for members supporting
two or more floors.
4.8.2 Heavy Live Loads. Live loads that exceed 100 lb/ft2
(4.79 kN/m2) shall not be reduced.
4.5 LOADS NOT SPECIFIED
For occupancies or uses not designated in Sections 4.2 or 4.3,
the live load shall be determined in accordance with a method
approved by the authority having jurisdiction.
4.6
PARTIAL LOADING
The full intensity of the appropriately reduced live load applied
only to a portion of a structure or member shall be accounted for
if it produces a more unfavorable effect than the same intensity
applied over the full structure or member. Roof live loads are to
be distributed as specified in Table 4-1.
4.7 IMPACT LOADS
The live loads specified in Sections 4.2.1 and 4.4.2 shall be assumed to include adequate allowance for ordinary impact conditions. Provision shall be made in the structural design for uses
and loads that involve unusual vibration and impact forces.
4.7.1 Elevators. All elevator loads shall be increased by 100
percent for impact and the structural supports shall be designed
within the limits of deflection prescribed by ANSI A17.2 and
ANSIIASME A17.1.
4.7.2 Machinery. For the purpose of design, the weight of machinery and moving loads shall be increased as follows to allow for
impact: (I) elevator machinery, 100 percent; (2) light machinery,
shaft- or motor-driven, 20 percent; (3) reciprocating machinery
or power-driven units, 50 percent; and (4) hangers for floors or
balconies, 33 percent. All percentages shall be increased where
specified by the manufacturer.
4.8 REDUCTION IN LlVE LOADS
I
Except for roof uniform live loads, all other minimum uniformly
distributed live loads, L , in Table 4-1, may be reduced according
to the following provisions.
EXCEPTION: Live loads for members supporting two or more floors
may be reduced by 20 percent.
4.8.3 Passenger Car Garages. The live loads shall not be reduced in passenger car garages.
EXCEPTION: Live loads for members supporting two or more floors
may be reduced by 20 percent.
4.8.4 Special Occupancies. Live loads of 100 lb/ft2 (4.79 kN/
m2) or less shall not be reduced in public assembly occupancies.
4.8.5 Limitations on One-Way Slabs. The tributary area, AT,
for one-way slabs shall not exceed an area defined by the slab
span times a width normal to the span of 1.5 times the slab span.
4.9 REDUCTION IN ROOF LlVE LOADS
The minimum uniformly distributed roof live loads, L , in
Table 4-1, are permitted to be reduced according to the following
provisions.
4.9.1 Flat, Pitched, and Curved Roofs. Ordinary flat, pitched,
and curved roofs are permitted to be designed for a reduced roof
live load, as specified in Eq. 4-2 or other controlling combinations of loads, as discussed in Chapter 2, whichever produces
the greater load. In structures such as greenhouses, where special
scaffolding is used as a work surface for workmen and materials
during maintenance and repair operations, a lower roof load than
specified in Eq. 4-2 shall not be used unless approved by the authority having jurisdiction. On such structures, the minimum roof
live load shall be 12 psf (0.58 kNlm2).
In SI:
L, = L , R l Rz where 0.58 5 L, 5 0.96
where
L, = reduced roof live load per ft2 (m2) of horizontal projection
in pounds per ft2 (kNlm2)
The reduction factors R 1 and R2 shall be determined as follows:
4.8.1 General. Subject to the limitations of Sections 4.8.2
through 4.8.5, members for which a value of KLLATis 400 ft2
(37.16 m2) or more are permitted to be designed for a reduced
live load in accordance with the following formula:
1
for A, 5 200 ft2
0.6
for A, 1 600 ft2
1
for A, 5 18.58 m2
In SI:
In SI:
R1 = 1.2
0.6
-
O.O1lAt for 18.58m2 < A, < 55.74m2
for A, 2 55.74m2
ASCE 7-05
I
Velocity Pressure Exposure Coefficients, Kh and K,
Table 6-3
I
I
Notes:
1. Case 1: a. All components and cladding.
b. Main wind force resisting system in low-rise buildings designed using Figure 6- 10.
Case 2: a. All main wind force resisting systems in buildings except those in low-rise buildings
designed using Figure 6-10.
b. All main wind force resisting systems in other structures.
2.
The velocity pressure exposure coefficient K, may be determined from the following formula:
For 15 ft. 5 z 5 z,
F o r z < 15 ft.
K, = 2.0 1 ( Z / Z , ) ~ / ~
K, = 2.01 ( 1 . 5 1 ~ ~ ) ~ ~ "
Note: z shall not be talcen less than 30 feet for Case 1 in exposure B.
3.
a and z, are tabulated in Table 6-2.
4.
Linear interpolation for intermediate values of height z is acceptable.
5.
Exposure categories are defined in 6.5.6.
Minimum Design Loads for Buildings and Other Structures
79
EXCEPTION: For buildings whose mean roof height is less than or
equal to 30 ft, the upwind distance may be reduced to 1,500 ft (457 m).
Exposure C: Exposure C shall apply for all cases where Exposures B or D do not apply.
Exposure D: Exposure D shall apply where the ground surface
roughness, as defined by Surface Roughness D, prevails in the
upwind direction for a distance greater than 5,000 ft (1,524 m)
or 20 times the building height, whichever is greater. Exposure
Dshall extend into downwind areas of Surface Roughness B or
C for a distance of 600 ft (200 m) or 20 times the height of the
building, whichever is greater.
For a site located in the transition zone between exposure categories, the category resulting in the largest wind forces shall be
used.
EXCEPTION: An intermediate exposure between the preceding categories is pennitted in a transition zone provided that it is detennined by a
rational analysis method defined in the recognized literature.
4. HILj, 2 0.2.
5. H is greater than or equal to 15 ft (4.5 m) for Exposures C
and D and 60 ft (18 m) for Exposure B.
6.5.7.2 Topographic Factor. The wind speed-up effect shall be
included in the calculation of design wind loads by using the
factor K,,:
where K I , K2, and K3 are given in Fig. 6-4.
If site conditions and locations of structures do not meet all the
conditions specified in Section 6.5.7.1 then K, = 1.0.
6.5.8 Gust Effect Factor.
6.5.8.1 Rigid Structures. For rigid structures as defined in Section 6.2, the gust-effect factor shall be taken as 0.85 or calculated
by the formula:
6.5.6.4 Exposure Category for Main Wind-Force Resisting
System.
6.5.6.4.1 Buildings and Other Structures. For each wind
direction considered, wind loads for the design of the MWFRS determined from Fig. 6-6 shall be based on the exposure categories
defined in Section 6.5.6.3.
6.5.6.4.2 Low-Rise Buildings. Wind loads for the design of
the MWFRSs for low-rise buildings shall be determined using a
velocity pressure qj, based on the exposure resulting in the highest wind loads for any wind direction at the site where external
pressure coefficients GCPj given in Fig. 6-10 are used.
I
6.5.6.5 Exposure Category for Components and Cladding.
Components and cladding design pressures for all buildings and
other structures shall be based on the exposure resulting in the
highest wind loads for any direction at the site.
6.5.6.6 Velocity Pressure Exposure Coefficient. Based on the
exposure category determined in Section 6.5.6.3, a velocity pressure exposure coefficient K, or Kj,, as applicable, shall be determined from Table 6-3. For a site located in a transition zone
between exposure categories, that is, near to a change in ground
surface roughness, intermediate values of K, or Kj,, between
those shown in Table 6-3, are permitted, provided that they are determined by a rational analysis method defined in the recognized
literature.
6.5.7 Topographic Effects.
6.5.7.1 Wind Speed-Up over Hills, Ridges, and Escarpments.
Wind speed-up effects at isolated hills, ridges, and escarpments
constituting abrupt changes in the general topography, located
in any exposure category, shall be included in the design when
buildings and other site conditions and locations of structures
meet all of the following conditions:
where I: = the intensity of turbulence at height 7 where 7 =
the equivalent height of the structure defined as 0.6h, but not
less than z,,, for all building heights h. z,,, and c are listed for
each exposure in Table 6-2; g g and g , shall be taken as 3.4. The
background response Q is given by
where B, h are defined in Section 6.3; and L: = the integral length
scale of turbulence at the equivalent height given by
InSI:
L: = l
(fo)?
in which ! and C are constants listed in Table 6-2.
6.5.8.2 Flexible or Dynamically Sensitive Structures. Forflexible or dynamically sensitive structures as defined in Section 6.2,
the gust-effect factor shall be calculated by
G j = 0.925
(6-8)
/
1. The hill, ridge, or escarpment is isolated and unobstructed
upwind by other similar topographic features of comparable
height for 100 times the height of the topographic feature
(100H) or 2 mi (3.22 km), whichever is less. This distance
shall be measured horizontally from the point at which the
height H of the hill, ridge, or escarpment is determined.
2. The hill, ridge, or escarpment protrudes above the height of
upwind terrain features within a 2-mi (3.22 km) radius in
any quadrant by a factor of two or more.
3. The structure is located as shown in Fig. 6-4 in the upper
one-half of a hill or ridge or near the crest of an escarpment.
g g and g , shall be taken as 3.4 and g ~ is given by
R , the resonant response factor, is given by
R = / $ i i E z l
(6- 10)
(6- 11)
ASCE 7-05
Wind Directionality Factor, Kd
Table 6-4
I
Structure Type
I
Directionality Factor Kd*
Buildings
Main Wind Force Resisting System
Components and Cladding
0.85
0.85
Arched Roofs
0.85
Chimneys, Tanks, and Similar Structures
Square
Hexagonal
Round
0.90
0.95
0.95
Solid Signs
0.85
Open Signs and Lattice Framework
0.85
Trussed Towers
Triangular, square, rectangular
All other cross sections
0.85
0.95
"Directionality Factor Kd has been calibrated with combinations of loads
specified in Section 2. This factor shall only be applied when used in
conjunction with load combinations specified in 2.3 and 2.4.
ASCE 7-05
6.5.10 Velocity Pressure. Velocity pressure, q,, evaluated at
height z shall be calculated by the following equation:
q, = o . o o ~ ~ ~ K , K , ~ K
(lb/ft2)
~v~I
(6-15)
[In SI: q, = o . ~ ~ ~ K , K , , K (~~v/ m
~ 'I) ;V in m/s]
where the subscript L in Eq. 6-13 shall be taken as h, B, and L,
respectively, where h, B, and L are defined in Section 6.3.
n 1 = building natural frequency
Rt = Rj, setting q = 4.6nlh/&
Rr = Rs setting q = 4 . 6 n l ~ ~ / &
Re = RL setting 11 = 1 5 . 4 n l ~ / K
= damping ratio, percent of critical
V: = mean hourly wind speed (ft/s) at height i determined
from Eq. 6- 14.
where Kd is the wind directionality factor defined in Section
6.5.4.4, K, is the velocity pressure exposure coefficient defined
in Section 6.5.6.6, K,, is the topographic factor defined in Section
6.5.7.2, and qj, is the velocity pressure calculated using Eq. 6-15
at mean roof height h.
The numerical coefficient 0.00256 (0.613 in SI) shall be used
except where sufficient climatic data are available to justify the
selection of a different value of this factor for a design application.
6.5.11 Pressure and Force Coefficients.
6.5.11.1 Internal Pressure Coefficient. Internal pressure coefficients, GCp;, shall be determined from Fig. 6-5 based on building
enclosure classifications determined from Section 6.5.9.
6.5.11.1.1 Reduction Factor for Large Volume Buildings,
Ri.For a partially enclosed building containing a single, unpartitioned large volume, the internal pressure coefficient, GCp,, shall
be multiplied by the following reduction factor, R, :
where h and 6 are constants listed in Table 6-2 and V is the basic
wind speed in mi/h.
6.5.8.3 Rational Analysis. In lieu of the procedure defined in
Sections 6.5.8.1 and 6.5.8.2, determination of the gust-effect factor by any rational analysis defined in the recognized literature is
permitted.
6.5.8.4 Limitations. Where combined gust-effect factors and
pressure coefficients (GCp, GCpi, and GCpj) are given in figures and tables, the gust-effect factor shall not be determined
separately.
6.5.9 Enclosure Classifications.
6.5.9.1 General. For the purpose of determining internal pressure coefficients, all buildings shall be classified as enclosed, partially enclosed, or open as defined in Section 6.2.
6.5.9.2 Openings. A determination shall be made of the amount
of openings in the building envelope to determine the enclosure
classification as defined in Section 6.5.9.1.
6.5.9.3 Wind-Borne Debris. Glazing in buildings located in
wind-borne debris regions shall be protected with an impactresistant covering or be impact-resistant glazing according to
the requirements specified in ASTM El886 and ASTM El996
or other approved test methods and performance criteria. The
levels of impact resistance shall be a function of Missile Levels
and Wind Zones specified in ASTM El886 and ASTM E1996.
EXCEPTIONS:
1. Glazing in Category 11,111,or IV buildings located over 60 ft (18.3 m)
above the ground and over 30 ft (9.2 m) above aggregate surface roofs
located within 1,500 ft (458 m) of the building shall be pennitted to be
unprotected.
2. Glazing in Category I buildings shall be pennitted to be unprotected.
6.5.9.4 Multiple Classifications. If a building by definition
complies with both the "open" and "partially enclosed" definitions, it shall be classified as an "open" building. A building that
does not comply with either the "open" or "partially enclosed"
definitions shall be classified as an "enclosed" building.
Minimum Design Loads for Buildings and Other Structures
where
AOx = total area of openings in the building envelope (walls and
roof, in ft2)
V; = unpartitioned internal volume, in ft3
6.5.11.2 External Pressure Coefficients.
6.5.11.2.1 Main Wind-Force Resisting Systems. External
pressure coefficients for MWFRSs Cp are given in Figs. 6-6,
6-7, and 6-8. Combined gust effect factor and external pressure
coefficients, GCpj, are given in Fig. 6-10 for low-rise buildings.
The pressure coefficient values and gust effect factor in Fig. 6- 10
shall not be separated.
6.5.11.2.2 Components and Cladding. Combined gusteffect factor and external pressure coefficients for components and
cladding GCp are given in Figs. 6- 11 through 6- 17. The pressure
coefficient values and gust-effect factor shall not be separated.
6.5.11.3 Force Coefficients. Force coefficients C are given in
Figs. 6-20 through 6-23.
6.5.11.4 Roof Overhangs.
6.5.11.4.1 Main Wind-Force Resisting System. Roof overhangs shall be designed for a positive pressure on the bottom
surface of windward roof overhangs corresponding to Cq = 0.8
in combination with the pressures determined from using Figs. 6-6
and 6-10.
6.5.11.4.2 Components and Cladding. For all buildings, roof
overhangs shall be designed for pressures determined from pressure coefficients given in Figs. 6-1 lB,C,D.
6.5.11.5 Parapets.
6.5.11.5.1 Main Wind-Force Resisting System. The pressure coefficients for the effect of parapets on the MWFRS loads
are given in Section 6.5.12.2.4
I
Importance Factor, 1 (Wind Loads)
I
Table 6-1
Category
Non-Hurricane Prone Regions
and Hurricane Prone Regions
with V = 85-100 mph
and Alaska
Hurricane Prone Regions
with V > 100 mph
1
0.87
0.77
11
1.oo
1.oo
111
1.15
1.15
1V
1.15
1.15
Note:
1. The building and structure classification categories are listed in Table 1-1.
Minimum Design Loads for Buildings and Other Structures
ASCE 7-05
Other Structures - Method 2
Figure 6-22
Force Coefficients, Cf
All Heights
I
Open Signs &
Lattice Frameworks
Rounded Members
E
F"t-Sided
Members
r."---
U%/q,5 2.5
(D
&L 5 5.3)
D&
> 2.5
(D
&L > 5.3)
< 0.1
2.0
I .2
0.8
0.1 to 0.29
1.8
1.3
0.9
0.3 to 0.7
1.4
1.5
1.1
Notcs:
1 . Signs with openings comprising 30% or more of the gross area are
classified as open signs.
2. The calculation of the design wind forces shall be based on the area of
all exposed members and elements projected on a plane normal to the
wind direction. Forces shall be assumed to act parallel to the wind
direction.
3. The area Afconsistent with these force coefficients is Ihe solid area
projected normal to the wind direction.
4. Notation:
E : ratio of solid area to gross area;
D: diameter of a typical round member, in feet (meters);
q,: velocity pressure evaluated at height z above ground in pounds per
square foot (N/m2).
Minimum Design Loads for Buildings and Other Structures
Chapter 2
COMBINATIONS OF LOADS
2.1
GENERAL
Buildings and other structures shall be designed using the provisions of either Section 2.3 or 2.4. Either Section 2.3 or 2.4 shall
be used exclusively for proportioning elements of a particular
construction material throughout the structure.
2.2 SYMBOLS AND NOTATION
D = dead load
D, = weight of ice
E = earthquake load
F = load due to fluids with well-defined pressures and
maximum heights
Fa = flood load
H = load due to lateral earth pressure, ground water pressure,
or pressure of bulk materials
L = live load
L, = roof live load
R = rain load
S = snow load
T = self-straining force
W = wind load
W, = wind-on-ice determined in accordance with Chapter 10
2.3 COMBINING FACTORED LOADS
USING STRENGTH DESIGN
2.3.1 Applicability. The load combinations and load factors
given in Section 2.3.2 shall be used only in those cases in which
they are specifically authorized by the applicable material design
standard.
2.3.2 Basic Combinations. Structures, components, and foundations shall be designed so that their design strength equals
or exceeds the effects of the factored loads in the following
combinations:
6. 0.9D
7 . 0.9D
Where lateral earth pressure provides resistance to structural actions
from other forces, it shall not be included in H but shall be included in
the design resistance.
3. In combinations (2), (4), and (5), the companion load S shall be taken
as either the flat roof snow load (11j ) or the sloped roof snow load (11,).
Each relevant strength
- limit state shall be investigated.
- Effects
of one or more loads not acting shall be investigated. The most
unfavorable effects from both wind and earthquake loads shall be
investigated, where appropriate, but they need not be considered
to act simultaneously. Refer to Section 12.4 for specific definition
of the earthquake load effect E.'
2.3.3 Load Combinations Including Flood Load. When a
structure is located in a flood zone (Section 5.3.1), the following load combinations shall be considered:
I. In V-Zones or Coastal A-Zones, 1.6 W in combinations ( 4 )
and ( 6 ) shall be replaced by 1.6W 2.0Fa.
+
2. In noncoastal A-Zones, 1.6W in combinations ( 4 ) and ( 6 )
shall be replaced by 0.8 W 1.OFa.
+
2.3.4 Load Combinations Including Atmospheric Ice Loads.
When a structure is subjected to atmospheric ice and wind-on-ice
loads, the following load combinations shall be considered:
1. 0.5(Lr or S or R ) in combination ( 2 ) shall be replaced by
0.20, 0.5s.
+
2. 1.6W + 0.5(Lr or S or R ) in combination ( 4 ) shall be replaced by D; + W; + 0.5s.
3. 1.6 W in combination ( 6 ) shall be replaced by D; + W;.
2.4 COMBINING NOMINAL LOADS USING
ALLOWABLE STRESS DESIGN
2.4.1 Basic Combinations. Loads listed herein shall be considered to act in the following combinations; whichever produces the
most unfavorable effect in the building, foundation, or structural
member being considered. Effects of one or more loads not acting
shall be considered.
+ 1.6W + 1.6H
+ 1.OE + 1.6H
EXCEPTIONS:
1. The load factor on L in combinations (3), (4), and (5) is permitted to
equal 0.5 for all occupancies in which Lo in Table 4-1 is less than or
equal to 100 psf, with the exception of garages or areas occupied as
places of public assembly.
2. The load factor on H shall be set equal to zero in combinations (6) and
(7) if the structural action due to H counteracts that due to W or E.
Minimum Design Loads for Buildings and Other Structures
' The same E from Section 12.4 is used for both Sections 2.3.2 and 2.4.1.
Refer to the Chapter 11 Commentary for the Seismic Provisions.
I
Thursday, March 06, 2025, 07:22 PM
PAGE NO.
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STAAD.Pro V8i SELECTseries5
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Version 20.07.10.64
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Proprietary Program of
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Bentley Systems, Inc.
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Date=
MAR 6, 2025
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Time=
19:22:23
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USER ID: Administrator
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1. STAAD SPACE
INPUT FILE: SS05-Shade Structure.STD
2. START JOB INFORMATION
3. ENGINEER DATE 29-JUN-20
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 -0.65 0; 2 7.725 -0.65 0; 3 0 -1.3 -10.01; 7 1 -0.65 -1; 10 6.725 -0.65 -1.
9. 12 1 -1.3 -6.6; 13 2.5 -1.3 -6.6; 14 1.75 -1.3 -6.6; 15 0 -0.65 -1.9
10. 16 7.725 -0.65 -1.9; 17 6.725 -0.65 -1.9; 18 1 -0.65 -1.9; 21 0 -0.65 -3.6
11. 22 1 -0.65 -3.6; 27 0 -1.3 -5.19; 28 1 -1.3 -5.19; 31 0 -1.3 -5.64
12. 32 1 -1.3 -5.64; 35 5.42777 -1.3 -5.19; 36 4.92103 -1.3 -5.64
13. 37 3.67565 -1.3 -5.64; 38 4.22674 -1.3 -5.19; 43 0 -1.3 -7.34
14. 45 3.23091 -1.3 -7.14087; 46 2.5 -1.3 -5.64; 47 2.5 -0.65 -1.9
15. 48 2.5 -0.65 -1; 52 4.22674 -0.65 -1.9; 53 4.22674 -0.65 -1.
16. 55 4.22674 -0.65 -3.6; 56 6.17391 -0.65 -1.9; 57 6.17391 -0.65 -1.
17. 59 0.50224 -1.3 -9.03135; 60 0.292893 -0.65 -0.292893
18. 61 7.43211 -0.65 -0.292893; 62 6.17391 -0.65 -3.6; 63 7.21826 -0.65 -3.6
19. 64 0 -0.65 -3.15; 65 6.725 -0.65 -3.15; 66 1 -0.65 -3.15; 68 2.5 -0.65 -3.6
20. 69 2.5 -1.3 -5.19; 70 4.22674 -0.65 -3.15; 71 2.5 -0.65 -3.15
21. 72 6.17391 -0.65 -3.15; 73 0 -0.975 -4.395; 74 1 -0.975 -4.395
22. 75 5.20033 -0.975 -4.395; 76 6.32302 -0.975 -4.395; 80 1.75 -0.65 -1.
23. 81 3.36337 -0.65 -1; 82 5.20033 -0.65 -1; 83 1.75 -0.65 0; 84 3.36337 -0.65 0
24. 85 5.20033 -0.65 0; 86 7.3524 -0.65 -3.15; 87 1.08459 -1.3 -7.89661
25. 88 1.65568 -1.3 -8.53971; 89 0 -4.45 -10.01; 90 0 -3.3 0; 91 7.725 -3.3 0
26. MEMBER INCIDENCES
27. 1 1 83; 2 3 43; 4 3 88; 9 7 80; 11 65 17; 13 12 32; 14 65 62; 15 12 14
28. 16 14 13; 17 3 59; 18 7 60; 19 10 61; 20 15 1; 21 16 2; 22 15 18; 23 17 10
29. 24 18 7; 25 17 16; 26 18 47; 27 64 15; 28 66 18; 29 64 66; 31 66 71; 32 21 64
30. 33 22 66; 34 21 22; 35 63 62; 36 22 68; 41 27 28; 43 28 69; 44 31 27; 45 32 28
31. 46 31 32; 48 32 46; 50 36 35; 51 37 13; 52 38 37; 54 38 35; 56 37 36; 63 43 31
32. 64 12 43; 65 13 45; 66 45 36; 67 46 37; 68 13 46; 69 47 52; 70 48 81; 71 47 48
33. 72 71 70; 73 71 47; 74 68 55; 75 68 71; 76 69 38; 77 69 68; 78 46 69; 79 52 56
34. 80 53 82; 81 52 53; 82 70 72; 83 70 52; 84 55 62; 85 55 70; 86 38 55; 87 56 17
35. 88 57 10; 89 56 57; 90 72 65; 91 72 56; 92 62 72; 93 59 87; 94 60 1; 95 61 2
36. 96 16 86; 97 21 73; 98 22 74; 99 62 75; 100 63 76; 101 73 27; 102 74 28
37. 103 75 38; 104 76 35; 105 73 74; 106 75 76; 110 80 48; 111 81 53; 112 82 57
38. 113 83 84; 114 80 83; 115 84 85; 116 81 84; 117 85 2; 118 82 85; 134 86 63
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
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STAAD SPACE
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2
39. 135 65 86; 165 87 14; 166 43 87; 167 88 45; 168 87 88; 169 3 89; 170 1 90
40. 171 2 91
41. ELEMENT INCIDENCES SHELL
42. 123 15 18 7 1; 124 18 47 48 7; 125 47 52 53 48; 126 52 56 57 53
43. 127 56 17 10 57; 128 17 16 2 10; 129 15 64 66 18; 130 18 66 71 47
44. 131 47 71 70 52; 132 52 70 72 56; 133 56 72 65 17; 136 65 86 16 17
45. 137 65 62 63 86; 138 70 55 62 72; 139 71 68 55 70; 141 64 21 22 66
46. 142 21 73 74 22; 143 73 27 28 74; 144 27 31 32 28; 145 31 43 12 32
47. 146 43 3 14 12; 147 14 3 45 13; 148 32 12 13 46; 149 28 32 46 69
48. 150 22 28 69 68; 151 68 69 38 55; 152 75 38 35 76; 153 62 75 76 63
49. 154 69 46 37 38; 155 37 13 45 36; 156 38 37 36 35; 157 55 38 62; 158 72 62 65
50. 159 46 13 37; 160 66 22 68 71; 161 1 7 80 83; 162 83 80 81 84; 163 84 81 82 85
51. 164 85 82 10 2
52. ELEMENT PROPERTY
53. 123 TO 133 136 TO 139 141 TO 164 THICKNESS 0.0003
54. DEFINE MATERIAL START
55. ISOTROPIC STEEL
56. E 2.05E+08
57. POISSON 0.3
58. DENSITY 76.8195
59. ALPHA 1.2E-05
60. DAMP 0.03
61. TYPE STEEL
62. STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
63. G 7.88462E+07
64. ISOTROPIC STAINLESSSTEEL
65. E 1.9793E+08
66. POISSON 0.3
67. DENSITY 76.8195
68. ALPHA 1.8E-05
69. DAMP 0.03
70. ISOTROPIC ALUMINUM
71. E 6.89476E+07
72. POISSON 0.33
73. DENSITY 26.6018
74. ALPHA 2.3E-05
75. DAMP 0.03
76. END DEFINE MATERIAL
77. MEMBER PROPERTY EUROPEAN
78. 9 11 13 TO 19 22 TO 26 28 29 31 33 TO 36 41 43 45 46 48 51 52 54 56 64 65 79. 67 TO 95 98 99 102 103 105 106 110 TO 112 114 116 118 135 165 166 80. 168 TABLE ST 100X4SHS
81. 1 2 4 20 21 27 32 44 50 63 66 96 97 100 101 104 113 115 117 134 82. 167 TABLE ST 150X100X6.3RHS
83. 169 TO 171 TABLE ST 219.1X6.3CHS
84. CONSTANTS
85. MATERIAL STEEL MEMB 1 2 4 9 11 13 TO 29 31 TO 36 41 43 TO 46 48 50 TO 52 54 86. 56 63 TO 106 110 TO 118 134 135 165 TO 171
87. MATERIAL ALUMINUM MEMB 123 TO 133 136 TO 139 141 TO 164
88. SUPPORTS
89. 89 TO 91 FIXED
90. MEMBER RELEASE
91. 68 71 73 75 77 78 81 83 85 86 89 91 92 114 116 118 START MX MY MZ
92. 68 71 73 75 77 78 81 83 85 86 89 91 92 114 116 118 END MX MY MZ
93. LOAD 1 LOADTYPE DEAD TITLE DL (SELF-WEIGHT)
94. SELFWEIGHT Y -1.1
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
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STAAD SPACE
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3
95. LOAD 2 LOADTYPE LIVE TITLE LL
96. ELEMENT LOAD
97. 123 TO 133 136 TO 139 141 TO 164 PR GY -0.58
98. LOAD 3 LOADTYPE WIND TITLE WL1
99. ELEMENT LOAD
100. 123 TO 133 136 TO 139 141 TO 164 PR GY 0.76
101. MEMBER LOAD
102. 169 TO 171 UNI GX 0.31
103. LOAD 4 LOADTYPE WIND TITLE WL2
104. ELEMENT LOAD
105. 123 TO 133 136 TO 139 141 TO 164 PR GY 0.76
106. MEMBER LOAD
107. 169 TO 171 UNI GZ 0.31
108. **ULS**
109. LOAD COMB 101 1.4DL
110. 1 1.4
111. LOAD COMB 102 1.2DL+1.6LL
112. 1 1.2 2 1.6
113. LOAD COMB 103 1.2DL+1.0LL+1.6WL1
114. 1 1.2 2 1.0 3 1.6
115. LOAD COMB 104 1.2DL+1.0LL+1.6WL2
116. 1 1.2 2 1.0 4 1.6
117. LOAD COMB 105 1.2DL+0.8WL1
118. 1 1.2 3 0.8
119. LOAD COMB 106 1.2DL+0.8WL2
120. 1 1.2 4 0.8
121. LOAD COMB 107 0.9DL+1.6WL1
122. 1 0.9 3 1.6
123. LOAD COMB 108 0.9DL+1.6WL2
124. 1 0.9 4 1.6
125. **SLS**
126. LOAD COMB 201 1.0DL
127. 1 1.0
128. LOAD COMB 202 1.0DL+1.0LL
129. 1 1.0 2 1.0
130. LOAD COMB 203 1.0DL+0.75LL+0.75WL1
131. 1 1.0 2 0.75 3 0.75
132. LOAD COMB 204 1.0DL+0.75LL+0.75WL2
133. 1 1.0 2 0.75 4 0.75
134. LOAD COMB 205 0.6DL+1.0WL1
135. 1 0.6 3 1.0
136. LOAD COMB 206 0.6DL+1.0WL2
137. 1 0.6 4 1.0
138. LOAD COMB 207 1.0DL+1.0WL1
139. 1 1.0 3 1.0
140. LOAD COMB 208 1.0DL+1.0WL2
141. 1 1.0 4 1.0
142. PERFORM ANALYSIS
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
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STAAD SPACE
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4
P R O B L E M
S T A T I S T I C S
----------------------------------NUMBER OF JOINTS
NUMBER OF PLATES
NUMBER OF SURFACES
61
39
0
NUMBER OF MEMBERS
NUMBER OF SOLIDS
NUMBER OF SUPPORTS
101
0
3
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
TOTAL
PRIMARY LOAD CASES =
TOTAL LOAD COMBINATION CASES =
4, TOTAL DEGREES OF FREEDOM =
16 SO FAR.
348
143. DEFINE ENVELOPE
144. 201 TO 208 ENVELOPE 1 TYPE SERVICEABILITY
145. 101 TO 108 ENVELOPE 2 TYPE STRENGTH
146. END DEFINE ENVELOPE
147. PARAMETER 1
148. CODE AISC UNIFIED 2005
149. FYLD 275000 ALL
150. CHECK CODE ALL
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
Page 4 of 15
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STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KIP
MEMBER
5
v3.2a
INCH (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
1 ST
2 ST
4 ST
9 ST
11 ST
13 ST
14 ST
15 ST
16 ST
17 ST
18 ST
TABLE
150X100X6.3RHS
PASS
2.91 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.090
-1.88
-23.59
102
68.90
150X100X6.3RHS
PASS
3.19 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.607
2.22
191.82
102
0.00
150X100X6.3RHS
PASS
2.44 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.708
2.34
224.81
102
0.00
100X4SHS
PASS
1.99 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.118
0.21
-12.62
102
29.53
PASS
1.75 C
(EUROPEAN SECTIONS)
Eq. H3-1
0.150
8.41
-6.97
102
0.00
PASS
1.09 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.382
1.29
-44.29
102
37.80
PASS
3.56 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.318
0.05
-35.38
102
0.00
PASS
0.43 C
(EUROPEAN SECTIONS)
Eq. H3-1
0.081
3.76
-3.82
102
0.00
PASS
0.18 C
(EUROPEAN SECTIONS)
Eq. H3-1
0.113
3.74
-7.17
102
0.00
PASS
0.42 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.517
1.12
60.51
102
0.00
PASS
4.34 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.515
0.23
58.20
102
39.37
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
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STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KIP
MEMBER
6
v3.2a
INCH (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
19 ST
20 ST
21 ST
22 ST
23 ST
24 ST
25 ST
26 ST
27 ST
28 ST
29 ST
TABLE
100X4SHS
PASS
4.92 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.624
0.89
70.80
102
39.37
150X100X6.3RHS
PASS
1.08 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.604
3.61
188.50
102
74.80
150X100X6.3RHS
PASS
1.09 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.914
-0.48
292.74
102
74.80
100X4SHS
PASS
0.03 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.257
6.01
24.59
102
0.00
PASS
2.37 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.238
-8.53
18.10
102
35.43
PASS
2.57 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.131
3.79
9.97
108
0.00
PASS
0.55 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.264
5.50
25.94
102
39.37
PASS
0.14 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.227
-1.87
-25.13
102
59.06
150X100X6.3RHS
PASS
2.34 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.322
-7.31
-91.58
102
0.00
100X4SHS
PASS
2.90 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.153
-2.05
14.18
108
49.21
PASS
0.26 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.086
-2.72
7.41
102
39.37
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
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STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KIP
MEMBER
7
v3.2a
INCH (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
31 ST
32 ST
33 ST
34 ST
35 ST
36 ST
41 ST
43 ST
44 ST
45 ST
46 ST
TABLE
100X4SHS
PASS
0.25 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.146
-0.79
-16.61
102
59.06
150X100X6.3RHS
PASS
2.91 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.461
-18.31
-120.99
102
0.00
100X4SHS
PASS
3.77 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.215
-1.50
-23.00
102
17.72
PASS
2.70 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.127
6.46
-6.65
102
39.37
PASS
3.35 C
(EUROPEAN SECTIONS)
Eq. H3-1
0.107
1.50
-5.00
102
0.00
PASS
4.37 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.142
4.10
9.68
108
0.00
PASS
1.59 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.176
-9.28
10.55
102
0.00
PASS
4.25 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.109
0.50
-9.45
102
59.06
150X100X6.3RHS
PASS
2.33 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.515
4.26
-160.12
102
17.72
100X4SHS
PASS
1.78 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.439
2.57
-49.70
102
17.72
PASS
0.27 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.125
-3.49
11.21
102
0.00
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
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STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KIP
MEMBER
8
v3.2a
INCH (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
48 ST
50 ST
51 ST
52 ST
54 ST
56 ST
63 ST
64 ST
65 ST
66 ST
67 ST
TABLE
100X4SHS
PASS
0.55 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.091
-1.41
-9.00
102
59.06
150X100X6.3RHS
PASS
3.51 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.532
-13.35
-149.89
102
26.68
100X4SHS
PASS
0.22 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.338
1.39
-38.71
102
0.00
PASS
0.89 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.351
1.65
-39.49
102
0.00
PASS
5.16 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.153
4.73
-9.83
102
0.00
PASS
0.09 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.096
-0.45
-10.99
102
0.00
150X100X6.3RHS
PASS
2.72 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.468
2.38
-147.67
102
66.93
100X4SHS
PASS
0.50 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.161
2.04
17.14
102
48.98
PASS
0.39 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.176
2.91
18.02
102
35.80
150X100X6.3RHS
PASS
3.46 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.460
-2.74
-144.28
102
88.99
100X4SHS
(EUROPEAN SECTIONS)
Eq. H1-1b
0.079
0.04
-9.00
102
0.00
100X4SHS
100X4SHS
100X4SHS
100X4SHS
PASS
0.59 T
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
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STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KIP
MEMBER
9
v3.2a
INCH (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
68 ST
69 ST
70 ST
71 ST
72 ST
73 ST
74 ST
75 ST
76 ST
77 ST
78 ST
TABLE
100X4SHS
PASS
0.45 T
(EUROPEAN SECTIONS)
Eq. Sec. D2
0.005
0.00
0.00
102
0.00
PASS
0.36 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.286
-0.99
-33.03
102
67.98
PASS
1.93 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.281
2.20
-31.31
102
33.99
PASS
0.44 C
(EUROPEAN SECTIONS)
Sec. E1
0.005
0.00
0.00
102
0.00
PASS
0.67 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.198
-0.98
-22.62
102
67.98
PASS
0.90 C
(EUROPEAN SECTIONS)
Sec. E1
0.011
0.00
0.00
102
0.00
PASS
5.95 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.093
-0.26
-6.40
102
0.00
PASS
0.66 C
(EUROPEAN SECTIONS)
Sec. E1
0.008
0.00
0.00
102
0.00
PASS
5.69 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.110
-0.81
-8.30
102
11.33
PASS
0.24 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.005
0.00
-0.47
102
33.81
PASS
0.19 C
(EUROPEAN SECTIONS)
Sec. E1
0.002
0.00
0.00
107
0.00
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
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STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KIP
MEMBER
10
v3.2a
INCH (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
79 ST
80 ST
81 ST
82 ST
83 ST
84 ST
85 ST
86 ST
87 ST
88 ST
89 ST
TABLE
100X4SHS
PASS
0.40 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.284
-0.87
-33.03
102
0.00
PASS
2.41 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.286
-3.69
-30.41
102
0.00
PASS
0.54 C
(EUROPEAN SECTIONS)
Sec. E1
0.007
0.00
0.00
102
0.00
PASS
0.10 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.196
-0.79
-22.62
102
0.00
PASS
1.09 C
(EUROPEAN SECTIONS)
Sec. E1
0.014
0.00
0.00
102
0.00
PASS
5.89 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.127
-1.82
-10.39
102
76.66
PASS
1.09 C
(EUROPEAN SECTIONS)
Sec. E1
0.013
0.00
0.00
102
0.00
PASS
1.40 C
(EUROPEAN SECTIONS)
Sec. E1
0.018
0.00
0.00
102
0.00
PASS
0.44 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.197
8.85
14.33
102
21.70
PASS
2.67 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.194
8.93
12.25
102
21.70
PASS
0.75 C
(EUROPEAN SECTIONS)
Sec. E1
0.009
0.00
0.00
102
0.00
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
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STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KIP
MEMBER
11
v3.2a
INCH (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
90 ST
91 ST
92 ST
93 ST
94 ST
95 ST
96 ST
97 ST
98 ST
99 ST
100 ST
TABLE
100X4SHS
PASS
0.53 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.159
2.02
16.56
102
21.70
PASS
1.59 C
(EUROPEAN SECTIONS)
Sec. E1
0.020
0.00
0.00
102
0.00
PASS
1.67 C
(EUROPEAN SECTIONS)
Sec. E1
0.020
0.00
0.00
102
0.00
PASS
0.42 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.272
0.36
32.01
102
0.00
PASS
4.34 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.684
0.00
78.45
102
16.31
PASS
4.92 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.822
1.34
94.46
102
16.31
150X100X6.3RHS
PASS
2.26 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.292
-11.39
-76.47
102
51.35
150X100X6.3RHS
PASS
2.03 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.490
25.24
-122.07
102
0.00
100X4SHS
PASS
4.40 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.421
-10.47
-36.55
102
33.81
PASS
2.03 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.410
13.92
-33.41
102
51.11
150X100X6.3RHS
PASS
6.29 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.500
23.79
-123.09
102
48.84
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
Page 11 of 15
Thursday, March 06, 2025, 07:22 PM
STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KIP
MEMBER
12
v3.2a
INCH (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
101 ST
102 ST
103 ST
104 ST
105 ST
106 ST
110 ST
111 ST
112 ST
113 ST
114 ST
TABLE
150X100X6.3RHS
PASS
0.91 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.566
-19.80
-154.95
102
33.81
100X4SHS
PASS
1.69 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.559
-16.42
-48.92
102
33.81
PASS
2.38 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.423
12.04
-36.73
102
51.11
150X100X6.3RHS
PASS
1.73 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.615
30.19
-155.86
102
48.84
100X4SHS
PASS
0.12 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.235
-21.18
6.72
102
0.00
PASS
4.42 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.192
-10.41
-9.41
102
44.20
PASS
2.03 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.238
-3.96
-24.42
102
29.53
PASS
1.47 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.289
-4.05
-30.41
102
33.99
PASS
1.49 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.184
0.91
-20.90
102
0.00
150X100X6.3RHS
PASS
2.95 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.103
-1.54
-28.32
102
63.52
100X4SHS
(EUROPEAN SECTIONS)
Eq. H1-1b
0.002
0.00
-0.20
101
19.69
100X4SHS
100X4SHS
100X4SHS
100X4SHS
100X4SHS
PASS
0.01 C
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
Page 12 of 15
Thursday, March 06, 2025, 07:22 PM
STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KIP
MEMBER
13
v3.2a
INCH (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
115 ST
116 ST
117 ST
118 ST
134 ST
135 ST
165 ST
166 ST
167 ST
168 ST
TABLE
150X100X6.3RHS
PASS
2.51 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.102
-1.48
-28.32
102
0.00
100X4SHS
PASS
0.13 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.002
0.00
-0.17
102
19.69
150X100X6.3RHS
PASS
1.28 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.179
4.38
50.45
102
99.40
100X4SHS
PASS
0.11 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.002
0.00
-0.17
102
19.69
150X100X6.3RHS
PASS
3.81 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.351
-4.34
-103.48
102
18.49
100X4SHS
PASS
1.39 C
(EUROPEAN SECTIONS)
Eq. H3-1
0.178
-6.31
2.42
102
0.00
PASS
0.33 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.178
-0.03
-21.00
102
57.38
PASS
0.03 T
(EUROPEAN SECTIONS)
Eq. H1-1b
0.083
-0.72
9.13
102
48.00
150X100X6.3RHS
PASS
2.51 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.321
-0.31
-100.79
102
82.94
100X4SHS
(EUROPEAN SECTIONS)
Eq. H1-1b
0.133
1.06
14.74
102
33.86
(EUROPEAN SECTIONS)
Eq. H1-1b
0.996
397.20
-216.17
102
0.00
100X4SHS
100X4SHS
PASS
0.03 T
169 ST
219.1X6.3CHS
PASS
5.59 C
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
Page 13 of 15
Thursday, March 06, 2025, 07:22 PM
STAAD SPACE
-- PAGE NO.
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD)
********************************************
ALL UNITS ARE - KIP
MEMBER
14
v3.2a
INCH (UNLESS OTHERWISE Noted)
RESULT/
CRITICAL COND/
RATIO/
LOADING/
FX
MY
MZ
LOCATION
=======================================================================
170 ST
TABLE
219.1X6.3CHS
PASS
4.48 C
171 ST
219.1X6.3CHS
PASS
5.70 C
(EUROPEAN SECTIONS)
Eq. H1-1b
0.542
-249.30
-82.55
102
0.00
(EUROPEAN SECTIONS)
Eq. H1-1b
0.800
-358.94
132.20
102
0.00
151. FINISH
D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
Page 14 of 15
Thursday, March 06, 2025, 07:22 PM
STAAD SPACE
-- PAGE NO.
15
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= MAR
6,2025
TIME= 19:22:27 ****
************************************************************
*
For technical assistance on STAAD.Pro, please visit
*
*
http://selectservices.bentley.com/en-US/
*
*
*
*
Details about additional assistance from
*
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*
*
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*
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D:\SAIFULLAH\SHADE STRUCTURE-01\SS5\Staad\SS05-Shade Structure.anl
Page 15 of 15
Job No
Sheet No
Rev
1
Part
Software licensed to
Job Title
Ref
By
Client
Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
3D Rendered View
3
88
59
63
45
87
13
37
14
43
12
38
31
73
74
75
65
72
16
55
56
17
68
71
57
52
22
10
61
2
82
66
21
86
62
70
69
28
27
35
46
32
53
47
64
85
81
18
79
76
36
48
80
15
84
7
83
60
1
78
Y
77
X
Z
Load 201
Node Numbers
Print Time/Date: 14/12/2024 15:56
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 1 of 11
Job No
Sheet No
Rev
2
Part
Software licensed to
Job Title
Ref
By
Client
Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
4
17
167
168
93
2
66
65
165
166
107
51
16
68
15
64
13
63
44
41
101
102
105
97
32
98
34
31
33
26
22
24
83
25
89
79
81
69
71
114
80
111
70
116
110
9
96
11
91
87
29
28
134
135
21
23
19
88
112
73
27
100
35
14
90
82
72
75
36
92
85
74
77
43
45
76
78
48
46
52
67
104
106
99
84
50
54103
86
56
118
95
117
115
109
113
18
20
94
1
108
Y
X
Z
Load 201
Beam Numbers
Print Time/Date: 14/12/2024 15:56
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 2 of 11
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3
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Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
Entity Color Legend
150x100x5RHS
150x5SHS
219.1X6.3CHS
150X5SHS
150X100X5RHS
Default Plate Color
Default Solid Color
Y
X
Z
Load 201
Member Profile
Print Time/Date: 14/12/2024 15:56
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 3 of 11
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Sheet No
Rev
4
Part
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Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
Y
X
Z
Load 1
Dead Load
Print Time/Date: 14/12/2024 15:56
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 4 of 11
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Rev
5
Part
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Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
Y
X
Z
Load 2
Live Load
Print Time/Date: 14/12/2024 15:56
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 5 of 11
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6
Part
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Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
Y
X
Z
Load 3
Wind Load X Dir
Print Time/Date: 14/12/2024 15:56
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 6 of 11
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Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
Y
X
Z
Load 4
Wind Load Z Dir
0.247
0.164
0.0951
0.253
0.119
0.144
0.312
0.161
0.241
0.79
0.269
0.37
0.9
0.192
0.263
0.0802
0.0651
0.0859
0.28
0.179
0.34
0.0678
0.0908
0.265
0.0587
0.287
0.181
0.121
0.0863
0.107
0.121
0.134
0.33
0.3
0.0658
0.0971
0.144
0.0545
0.0941
0.142
0.126
0.638
0.104
0.0527
0.122
0.111
0.0454
0.183
0.0841
0.33
0.155
0.13
0.193
0.108
0.0457
0.213
0.161
0.154
0.147
0.0483
0.142
0.676
0.0928
0.0533
0.169
0.199
0.0696
0.0653
0.289
0.0627
0.315
0.0598
0.15
0.0788 0.07
0.114
0.285
0.06
0.315
0.281
0.0636
0.257
0.0821
0.207
0.0392
0.286
0.305
0.0243
0.286
0.363
0.0823
0.236
0.0873
0.288
0.074
0.263
0.121
0.435
0.0611
0.197
0.428
Y
X
Z
Load 201
Utility Ratio
Print Time/Date: 14/12/2024 15:56
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 7 of 11
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Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
Primary Load Cases
Number
1
2
3
4
Name
Type
DL (SELF-WEIGHT)
LL
WL1
WL2
Dead
Live
Wind
Wind
Combination Load Cases
Comb.
Combination L/C Name
101
102
1.4DL
1.2DL+1.6LL
103
1.2DL+1.6LL+0.8WL1
104
1.2DL+1.6LL+0.8WL2
105
1.2DL+1.6WL1+0.5LL
106
1.2DL+1.6WL2+0.5LL
107
0.9DL+1.6WL1
108
0.9DL+1.6WL2
201
202
1.0DL
1.0DL+1.0LL
203
1.0DL+0.75LL+0.75WL1
204
1.2DL+0.75LL+0.75WL2
205
0.6DL+1.0WL1
206
0.6DL+1.0WL2
Print Time/Date: 14/12/2024 15:56
Primary
1
1
2
1
2
3
1
2
4
1
2
3
1
2
4
1
3
1
4
1
1
2
1
2
3
1
2
4
1
3
1
4
Primary L/C Name
DL (SELF-WEIGHT)
DL (SELF-WEIGHT)
LL
DL (SELF-WEIGHT)
LL
WL1
DL (SELF-WEIGHT)
LL
WL2
DL (SELF-WEIGHT)
LL
WL1
DL (SELF-WEIGHT)
LL
WL2
DL (SELF-WEIGHT)
WL1
DL (SELF-WEIGHT)
WL2
DL (SELF-WEIGHT)
DL (SELF-WEIGHT)
LL
DL (SELF-WEIGHT)
LL
WL1
DL (SELF-WEIGHT)
LL
WL2
DL (SELF-WEIGHT)
WL1
DL (SELF-WEIGHT)
WL2
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Factor
1.40
1.20
1.60
1.20
1.60
0.80
1.20
1.60
0.80
1.20
0.50
1.60
1.20
0.50
1.60
0.90
1.60
0.90
1.60
1.00
1.00
1.00
1.00
0.75
0.75
1.00
0.75
0.75
0.60
1.00
0.60
1.00
Print Run 8 of 11
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9
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Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
Utilization Ratio
Beam
1
2
4
9
11
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
31
32
33
34
35
36
41
43
44
45
46
48
50
51
52
54
56
63
64
65
66
67
68
Analysis
Property
Design
Property
Actual Allowable Ratio
Ratio
Ratio (Act./Allow.)
150x5SHS
150X5SHS
0.061
150x5SHS
150X5SHS
0.095
150x5SHS
150X5SHS
0.247
150x100x5RHS150X100X5RHS0.093
150x100x5RHS150X100X5RHS0.121
150x100x5RHS150X100X5RHS0.265
150x100x5RHS150X100X5RHS0.150
150x100x5RHS150X100X5RHS0.080
150x100x5RHS150X100X5RHS0.192
150x5SHS
150X5SHS
0.164
150x5SHS
150X5SHS
0.435
150x5SHS
150X5SHS
0.638
150x5SHS
150X5SHS
0.169
150x5SHS
150X5SHS
0.330
150x100x5RHS150X100X5RHS0.063
150x100x5RHS150X100X5RHS0.300
150x100x5RHS150X100X5RHS0.161
150x100x5RHS150X100X5RHS0.121
150x100x5RHS150X100X5RHS0.108
150x5SHS
150X5SHS
0.213
150x100x5RHS150X100X5RHS0.193
150x100x5RHS150X100X5RHS0.024
150x100x5RHS150X100X5RHS0.053
150x5SHS
150X5SHS
0.286
150x100x5RHS150X100X5RHS0.207
150x100x5RHS150X100X5RHS0.039
150x100x5RHS150X100X5RHS0.060
150x100x5RHS150X100X5RHS0.055
150x100x5RHS150X100X5RHS0.064
150x100x5RHS150X100X5RHS0.060
150x5SHS
150X5SHS
0.257
150x100x5RHS150X100X5RHS0.287
150x100x5RHS150X100X5RHS0.065
150x100x5RHS150X100X5RHS0.059
150x5SHS
150X5SHS
0.288
150x100x5RHS150X100X5RHS0.263
150x100x5RHS150X100X5RHS0.340
150x100x5RHS150X100X5RHS0.086
150x100x5RHS150X100X5RHS0.074
150x5SHS
150X5SHS
0.241
150x100x5RHS150X100X5RHS0.161
150x100x5RHS150X100X5RHS0.119
150x5SHS
150X5SHS
0.253
150x100x5RHS150X100X5RHS0.068
150x100x5RHS150X100X5RHS0.263
Print Time/Date: 14/12/2024 15:56
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
0.061
0.095
0.247
0.093
0.121
0.265
0.150
0.080
0.192
0.164
0.435
0.638
0.169
0.330
0.063
0.300
0.161
0.121
0.108
0.213
0.193
0.024
0.053
0.286
0.207
0.039
0.060
0.055
0.064
0.060
0.257
0.287
0.065
0.059
0.288
0.263
0.340
0.086
0.074
0.241
0.161
0.119
0.253
0.068
0.263
Clause
L/C
Ax
(cm2)
Iz
(cm4)
Iy
(cm4)
Ix
(cm4)
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
28.700
28.700
28.700
23.700
23.700
23.700
23.700
23.700
23.700
28.700
28.700
28.700
28.700
28.700
23.700
23.700
23.700
23.700
23.700
28.700
23.700
23.700
23.700
28.700
23.700
23.700
23.700
23.700
23.700
23.700
28.700
23.700
23.700
23.700
28.700
23.700
23.700
23.700
23.700
28.700
23.700
23.700
28.700
23.700
23.700
1E+3
1E+3
1E+3
739.000
739.000
739.000
739.000
739.000
739.000
1E+3
1E+3
1E+3
1E+3
1E+3
739.000
739.000
739.000
739.000
739.000
1E+3
739.000
739.000
739.000
1E+3
739.000
739.000
739.000
739.000
739.000
739.000
1E+3
739.000
739.000
739.000
1E+3
739.000
739.000
739.000
739.000
1E+3
739.000
739.000
1E+3
739.000
739.000
1E+3
1E+3
1E+3
392.000
392.000
392.000
392.000
392.000
392.000
1E+3
1E+3
1E+3
1E+3
1E+3
392.000
392.000
392.000
392.000
392.000
1E+3
392.000
392.000
392.000
1E+3
392.000
392.000
392.000
392.000
392.000
392.000
1E+3
392.000
392.000
392.000
1E+3
392.000
392.000
392.000
392.000
1E+3
392.000
392.000
1E+3
392.000
392.000
1.55E+3
1.55E+3
1.55E+3
807.000
807.000
807.000
807.000
807.000
807.000
1.55E+3
1.55E+3
1.55E+3
1.55E+3
1.55E+3
807.000
807.000
807.000
807.000
807.000
1.55E+3
807.000
807.000
807.000
1.55E+3
807.000
807.000
807.000
807.000
807.000
807.000
1.55E+3
807.000
807.000
807.000
1.55E+3
807.000
807.000
807.000
807.000
1.55E+3
807.000
807.000
1.55E+3
807.000
807.000
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 9 of 11
Job No
Sheet No
Rev
10
Part
Software licensed to
Job Title
Ref
By
Client
Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
Utilization Ratio Cont...
Beam
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
Analysis
Property
Design
Property
Actual Allowable Ratio
Ratio
Ratio (Act./Allow.)
150x100x5RHS150X100X5RHS0.111
150x100x5RHS150X100X5RHS0.154
150x100x5RHS150X100X5RHS0.046
150x100x5RHS150X100X5RHS0.066
150x100x5RHS150X100X5RHS0.122
150x100x5RHS150X100X5RHS0.065
150x100x5RHS150X100X5RHS0.144
150x100x5RHS150X100X5RHS0.091
150x100x5RHS150X100X5RHS0.289
150x100x5RHS150X100X5RHS0.285
150x100x5RHS150X100X5RHS0.142
150x100x5RHS150X100X5RHS0.183
150x100x5RHS150X100X5RHS0.045
150x100x5RHS150X100X5RHS0.086
150x100x5RHS150X100X5RHS0.097
150x100x5RHS150X100X5RHS0.087
150x100x5RHS150X100X5RHS0.114
150x100x5RHS150X100X5RHS0.179
150x100x5RHS150X100X5RHS0.134
150x100x5RHS150X100X5RHS0.126
150x100x5RHS150X100X5RHS0.094
150x100x5RHS150X100X5RHS0.070
150x100x5RHS150X100X5RHS0.107
150x100x5RHS150X100X5RHS0.079
150x5SHS
150X5SHS
0.900
150x5SHS
150X5SHS
0.197
150x5SHS
150X5SHS
0.330
150x5SHS
150X5SHS
0.181
150x5SHS
150X5SHS
0.305
150x100x5RHS150X100X5RHS0.281
150x100x5RHS150X100X5RHS0.236
150x5SHS
150X5SHS
0.315
150x5SHS
150X5SHS
0.286
150x100x5RHS150X100X5RHS0.315
150x100x5RHS150X100X5RHS0.280
150x5SHS
150X5SHS
0.363
150x100x5RHS150X100X5RHS0.082
150x100x5RHS150X100X5RHS0.082
219.1X6.3CHS219.1X6.3CHS 0.790
219.1X6.3CHS219.1X6.3CHS 0.428
219.1X6.3CHS219.1X6.3CHS 0.676
150x100x5RHS150X100X5RHS0.147
150x100x5RHS150X100X5RHS0.130
150x100x5RHS150X100X5RHS0.104
150x5SHS
150X5SHS
0.121
Print Time/Date: 14/12/2024 15:56
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
0.111
0.154
0.046
0.066
0.122
0.065
0.144
0.091
0.289
0.285
0.142
0.183
0.045
0.086
0.097
0.087
0.114
0.179
0.134
0.126
0.094
0.070
0.107
0.079
0.900
0.197
0.330
0.181
0.305
0.281
0.236
0.315
0.286
0.315
0.280
0.363
0.082
0.082
0.790
0.428
0.676
0.147
0.130
0.104
0.121
Clause
L/C
Ax
(cm2)
Iz
(cm4)
Iy
(cm4)
Ix
(cm4)
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
102
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
23.700
28.700
28.700
28.700
28.700
28.700
23.700
23.700
28.700
28.700
23.700
23.700
28.700
23.700
23.700
42.100
42.100
42.100
23.700
23.700
23.700
28.700
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
739.000
1E+3
1E+3
1E+3
1E+3
1E+3
739.000
739.000
1E+3
1E+3
739.000
739.000
1E+3
739.000
739.000
2.39E+3
2.39E+3
2.39E+3
739.000
739.000
739.000
1E+3
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
392.000
1E+3
1E+3
1E+3
1E+3
1E+3
392.000
392.000
1E+3
1E+3
392.000
392.000
1E+3
392.000
392.000
2.39E+3
2.39E+3
2.39E+3
392.000
392.000
392.000
1E+3
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
807.000
1.55E+3
1.55E+3
1.55E+3
1.55E+3
1.55E+3
807.000
807.000
1.55E+3
1.55E+3
807.000
807.000
1.55E+3
807.000
807.000
4.77E+3
4.77E+3
4.77E+3
807.000
807.000
807.000
1.55E+3
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 10 of 11
Job No
Sheet No
Rev
11
Part
Software licensed to
Job Title
Ref
By
Client
Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
Utilization Ratio Cont...
Beam
114
115
116
117
118
134
135
165
166
167
168
Analysis
Property
Design
Property
Actual Allowable Ratio
Ratio
Ratio (Act./Allow.)
150x100x5RHS150X100X5RHS0.053
150x5SHS
150X5SHS
0.142
150x100x5RHS150X100X5RHS0.048
150x5SHS
150X5SHS
0.155
150x100x5RHS150X100X5RHS0.084
150x5SHS
150X5SHS
0.199
150x100x5RHS150X100X5RHS0.070
150x5SHS
150X5SHS
0.144
150x100x5RHS150X100X5RHS0.312
150x5SHS
150X5SHS
0.269
150x100x5RHS150X100X5RHS0.370
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
0.053
0.142
0.048
0.155
0.084
0.199
0.070
0.144
0.312
0.269
0.370
Clause
L/C
Ax
(cm2)
Iz
(cm4)
Iy
(cm4)
Ix
(cm4)
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H3-1
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
Eq. H1-1b
102
102
102
102
102
102
102
102
102
102
102
23.700
28.700
23.700
28.700
23.700
28.700
23.700
28.700
23.700
28.700
23.700
739.000
1E+3
739.000
1E+3
739.000
1E+3
739.000
1E+3
739.000
1E+3
739.000
392.000
1E+3
392.000
1E+3
392.000
1E+3
392.000
1E+3
392.000
1E+3
392.000
807.000
1.55E+3
807.000
1.55E+3
807.000
1.55E+3
807.000
1.55E+3
807.000
1.55E+3
807.000
Reaction Summary
Node
Max FX
Min FX
Max FY
Min FY
Max FZ
Min FZ
Max MX
Min MX
Max MY
Min MY
Max MZ
Min MZ
79
78
79
79
79
78
79
79
79
78
78
79
Print Time/Date: 14/12/2024 15:56
Horizontal
FX
(kN)
Vertical
FY
(kN)
Horizontal
FZ
(kN)
102:1.2DL+1.6LL
8.506
102:1.2DL+1.6LL -11.582
102:1.2DL+1.6LL
8.506
4:WL2
-3.528
102:1.2DL+1.6LL
8.506
102:1.2DL+1.6LL -11.582
102:1.2DL+1.6LL
8.506
108:0.9DL+1.6WL2 -3.154
102:1.2DL+1.6LL
8.506
102:1.2DL+1.6LL -11.582
102:1.2DL+1.6LL -11.582
102:1.2DL+1.6LL
8.506
30.849
28.492
17.949
-10.922
17.949
-8.558
L/C
30.849
-12.103
30.849
28.492
30.849
-9.521
30.849
28.492
28.492
30.849
17.949
-10.922
17.949
-8.635
17.949
-10.922
-10.922
17.949
MX
(kNm)
Moment
MY
(kNm)
22.344
1.647
22.344
-10.617
22.344
1.647
22.344
-10.754
22.344
1.647
1.647
22.344
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
0.984
-0.543
0.984
-0.415
0.984
-0.543
0.984
-0.370
0.984
-0.543
-0.543
0.984
MZ
(kNm)
-6.339
14.572
-6.339
2.569
-6.339
14.572
-6.339
2.254
-6.339
14.572
14.572
-6.339
Print Run 11 of 11
Job No
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1
Part
Software licensed to
Job Title
Ref
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Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
Node Displacement Summary
Node
Max X
Min X
Max Y
Min Y
Max Z
Min Z
Max rX
Min rX
Max rY
Min rY
Max rZ
Min rZ
Max Rst
2
3
35
35
16
16
87
16
62
27
88
88
35
L/C
X
(mm)
202:1.0DL+1.0LL
2.409
206:0.6DL+1.0WL2 -0.806
206:0.6DL+1.0WL2 0.146
202:1.0DL+1.0LL
-0.667
206:0.6DL+1.0WL2 -0.622
202:1.0DL+1.0LL
1.951
202:1.0DL+1.0LL
1.033
202:1.0DL+1.0LL
1.951
202:1.0DL+1.0LL
1.535
202:1.0DL+1.0LL
-0.721
206:0.6DL+1.0WL2 -0.508
202:1.0DL+1.0LL
1.428
202:1.0DL+1.0LL
-0.667
Y
(mm)
Z
(mm)
2.097
-1.560
-5.653
1.503
0.453
0.310
16.313
-49.854
6.351
-19.293
-11.231
-19.293
-39.373
-20.094
3.605
-11.653
-49.854
Resultant
(mm)
2.293
-5.656
-2.359
-5.656
-5.113
-3.082
1.176
-2.009
0.310
6.493
2.311
16.320
49.860
6.781
20.200
11.523
20.200
39.734
20.342
3.826
11.911
49.860
rX
(rad)
rY
(rad)
rZ
(rad)
-0.008
-0.001
0.001
-0.005
0.004
-0.013
0.000
0.000
0.000
-0.000
-0.000
0.000
-0.001
0.000
0.000
0.001
0.001
-0.005
-0.000
-0.000
-0.007
-0.000
-0.002
-0.006
0.008
-0.013
-0.011
0.002
-0.002
0.006
-0.005
0.000
-0.001
0.000
-0.001
-0.000
0.003
-0.008
-0.005
Allowable Deflection = L/240 = 13635/240 = 56.8mm
Actual Deflection = 49.85mm
Hence Safe
Print Time/Date: 14/12/2024 15:59
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 1 of 1
DESIGN OF CONNECTIONS
Job No
Sheet No
Rev
1
Part
Software licensed to
Job Title
Ref
By
Client
Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 14-Dec-2024 12:49
DETAIL 02
DETAIL 03
DETAIL 01
Y
X
Z
DETAIL 04
Load 0
Connection Markup
Print Time/Date: 14/12/2024 16:40
STAAD.Pro V8i (SELECTseries 6) 20.07.11.90
Print Run 1 of 1
Project:
Shade Structure
Project no:
Author:
Project data
Project name
Shade Structure
Project number
Author
Description
Beam to column connection
Date
22-09-2024
Design code
AISC 360-16
Material
Steel
S275
Concrete
4000 psi, 6000 psi
1/9
Project:
Shade Structure
Project no:
Author:
Project item DETAIL 01
Design
Name
DETAIL 01
Description
Beam to column Connection
Analysis
Stress, strain/ simplified loading
Design code
AISC - LRFD 2016
Beams and columns
Cross-section
β–
Direction
[°]
γPitch
[°]
αRotation
[°]
Offset
ex
[mm]
Offset
ey
[mm]
Offset
ez
[mm]
C - CHS 219x6
32 - CHS219.1/6.3
0.0
90.0
0.0
0.00
0.00
0.00
Node
B - SHS
150x150x5
33 SHS150/150/5.0
0.0
0.0
0.0
0.00
0.00
95.00
Node
Name
Forces
in
Cross-sections
Name
Material
32 - CHS219.1/6.3
S275
33 - SHS150/150/5.0
S275
Bolts
Name
M20
Bolt assembly
M20
Diameter
[mm]
fu
[MPa]
20.00
800.0
Gross area
[mm2]
314.00
2/9
Project:
Shade Structure
Project no:
Author:
Load effects (equilibrium not required)
Name
N
[kN]
Member
LE1
Vy
[kN]
Vz
[kN]
Mx
[kNm]
My
[kNm]
Mz
[kNm]
B - SHS 150x150x5
10.0
0.0
-25.0
0.0
25.0
0.0
B - SHS 150x150x5
10.0
0.0
-25.0
0.0
-4.0
0.0
Check
Summary
Name
Value
Check status
Analysis
100.0%
OK
Plates
0.0 < 5.0%
OK
Bolts
6.7 < 100%
OK
Welds
77.4 < 100%
OK
Buckling
45.47
GMNA
Calculated
Plates
Name
fy
[MPa]
Thickness
[mm]
Loads
σEd
[MPa]
εPl
[%]
σcEd
[MPa]
Check status
C - CHS 219x6
275.0
6.3
LE1
52.3
0.0
0.0
OK
B - SHS 150x150x5
275.0
5.0
LE1
230.9
0.0
0.0
OK
SP1
275.0
10.0
LE1
36.7
0.0
11.9
OK
SP2
275.0
10.0
LE1
68.8
0.0
11.9
OK
Design data
fy
[MPa]
Material
S275
εlim
[%]
275.0
5.0
Symbol explanation
εPl
Plastic strain
σcEd
Contact stress
σEd
Eq. stress
fy
Yield strength
εlim
Limit of plastic strain
3/9
Project:
Shade Structure
Project no:
Author:
Overall check, LE1
Strain check, LE1
4/9
Project:
Shade Structure
Project no:
Author:
Bolts
Shape
Item
Grade
Loads
Ft
[kN]
V
[kN]
ϕRn,bearing
[kN]
Utt
[%]
Uts
[%]
Utts
[%]
Status
B1
M20 - 1
LE1
0.1
5.7
112.2
0.1
6.7
-
OK
B2
M20 - 1
LE1
1.5
4.3
112.3
1.1
5.1
-
OK
B3
M20 - 1
LE1
0.1
5.7
112.2
0.1
6.7
-
OK
B4
M20 - 1
LE1
1.5
4.3
112.3
1.1
5.1
-
OK
Design data
ϕRn,tension
[kN]
Grade
M20 - 1
ϕRn,shear
[kN]
141.3
84.8
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
Detailed result for B3
Tension resistance check (AISC 360-16: J3-1)
ϕRn = ϕ ⋅ Fnt ⋅ Ab =
​
​
​
141.3
kN
≥
Ft =
​
0.1
kN
Where:
Fnt = 600.0 MPa
​
– nominal tensile stress from AISC 360-16 Table J3.2
Ab = 314.00 mm2 – gross bolt cross-sectional area
​
ϕ = 0.75
– resistance factor
Shear resistance check (AISC 360-16: J3-1)
ϕRn = ϕ ⋅ Fnv ⋅ Ab =
​
​
​
84.8
kN
≥
V =
5.7
kN
Where:
Fnv = 360.0 MPa
​
Ab
​
= 314.00 mm2
ϕ = 0.75
– nominal shear stress from AISC 360-16 Table J3.2
– gross bolt cross-sectional area
– resistance factor
5/9
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Author:
Bearing resistance check (AISC 360-16: J3-6)
Rn = 1.20 ⋅ lc ⋅ t ⋅ Fu
​
​
ϕRn =
112.2
​
kN
2.40 ⋅ d ⋅ t ⋅ Fu
≤
​
V =
≥
5.7
​
kN
Where:
lc = 29.00 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 = 10.00 mm
– thickness of the plate
d = 20.00 mm
– diameter of a bolt
​
Fu = 430.0 MPa – tensile strength of the connected material
​
ϕ = 0.75
– resistance 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.
Weld sections
Item
Edge
Xu
Th
[mm]
Ls
[mm]
L
[mm]
Lc
[mm]
Loads
Fn
[kN]
ϕRn
[kN]
Ut
[%]
Status
SP2
B - SHS 150x150x5-w 1
E70xx
◢3.5
◢5.0
298.90
13.59
LE1
9.7
12.6
77.4
OK
SP2
B - SHS 150x150x5-w 1
E70xx
◢3.5
◢5.0
298.90
13.59
LE1
9.7
12.6
77.4
OK
SP1
C - CHS 219x6
E70xx
◢4.2
◢6.0
668.26
10.44
LE1
3.9
14.4
27.1
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
Detailed result for SP2 / B - SHS 150x150x5-w 1
Weld resistance check (AISC 360-16: J2-4)
ϕRn = ϕ ⋅ Fnw ⋅ Awe =
​
​
​
12.6
kN
≥
Fn =
​
9.7
kN
Where:
Fnw = 348.6 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 = 33.4° – angle of loading measured from the weld longitudinal axis
​
​
​
Awe = 48.04 mm2 – effective area of weld critical element
​
ϕ = 0.75
– resistance factor for welded connections
6/9
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Buckling
Loads
Factor
[-]
Shape
LE1
1
45.47
2
51.69
3
58.41
4
64.77
5
66.14
6
68.06
Bill of material
Manufacturing operations
Plates
[mm]
Name
Shape
Nr.
Welds
[mm]
Length
[mm]
Bolts
Nr.
SP1
P10.0x300.0-300.0 (S275)
1
M20
4
SP2
P10.0x300.0-300.0 (S275)
1
M20
4
CUT1
Fillet: a = 4.2
668.3
Welds
Type
Throat thickness
[mm]
Material
Leg size
[mm]
Length
[mm]
Fillet
E70xx
4.2
6.0
668.3
Fillet
E70xx
3.5
5.0
600.0
Bolts
Name
M20
Grip length
[mm]
Count
20.00
4
Drawing
SP1
7/9
Project:
Shade Structure
Project no:
Author:
P10.0x300.00-300.00 (S275)
SP2
P10.0x300.00-300.00 (S275)
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
8/9
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Item
Value
Unit
Reference
Limit plastic strain
0.05
-
Weld stress evaluation
Plastic
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
face
No
AISC 360-16: J2-2
Cracked concrete
Yes
ACI 318-14 – Chapter 17
Local deformation check
No
Local deformation limit
0.03
Geometrical nonlinearity (GMNA)
Yes
-
CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
joints
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Specifier's comments:
1 Anchor Design
1.1 Input data
Anchor type and diameter:
HIT-RE 500 V4 + HAS-U 5.8 M20
Return period (service life in years):
50
Item number:
2223876 HAS-U 5.8 M20x260 (element) / 2287553
HIT-RE 500 V4 (adhesive)
Specification text:
Hilti HAS-U 5.8 threaded rod with HIT-RE 500
V4 injection mortar with 200 mm embedment
hef, M20, Steel galvanized, Hammer drilled
installation per ETA 20/0541
Effective embedment depth:
hef,act = 200.0 mm (hef,limit = - mm)
Material:
5.8
Evaluation Service Report:
ETA 20/0541
Issued I Valid:
09/06/2023 | -
Proof:
Design Method ETAG BOND (EOTA TR 029)
Stand-off installation:
Anchor plate
CBFEM
:
eb = 0.0 mm (no stand-off); t = 12.0 mm
lx x ly x t = 400.0 mm x 400.0 mm x 12.0 mm;
Profile:
Pipe, 219,1 x 6; (L x W x T) = 219.1 mm x 219.1 mm x 6.0 mm
Base material:
cracked concrete, M 40, fc,cube = 40.00 N/mm ; h =400.0 mm, Temp. short/long: 40/24 °C
Installation:
Hammer drilled hole, Installation condition: Dry
Reinforcement:
no reinforcement or reinforcement spacing >= 150 mm (any Ø) or >= 100 mm (Ø <= 10 mm)
2
no longitudinal edge reinforcement
Reinforcement to control splitting according to EOTA TR 029, 5.2.2.6 present.
CBFEM
- The anchor calculation is based on a component-based Finite Element Method (CBFEM)
Geometry [mm] & Loading [kN, kNm]
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.1.1 Load combination
Case
1
Description
Combination 1
Forces [kN] / Moments [kNm]
Seismic
Fire
Max. Util. Anchor [%]
N = 30.000; Vx = 12.000; Vy = 12.000;
Mx = 7.000; My = 1.000; Mz = 23.000;
no
no
89
1.2 Load case/Resulting anchor forces
y
3
Anchor reactions [kN]
Tension force: (+Tension, -Compression)
Anchor
Tension force
Shear force
Shear force x
Shear force y
1
6.793
31.460
25.017
-19.075
2
0.506
35.576
25.207
25.106
3
32.358
26.965
-18.971
-19.163
4
28.623
31.659
-19.253
25.132
Resulting tension force in (x/y)=(-19.1/102.2):
68.280 [kN]
Resulting compression force in (x/y)=(-13.4/22.3): 42.430 [kN]
4
Tension
Compression
1
x
2
Anchor forces are calculated based on a component-based Finite Element Method (CBFEM)
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.3 Tension load (EOTA TR 029, Section 5.2.2)
Load [kN]
Capacity [kN]
Utilization bN [%]
Status
Steel Strength*
32.358
81.667
40
OK
Combined pullout-concrete cone failure**
68.280
127.499
54
OK
Concrete Breakout Failure**
68.280
123.710
56
OK
Splitting failure**
N/A
N/A
N/A
N/A
* highest loaded anchor
**anchor group (anchors in tension)
1.3.1 Steel Strength
NSd £ NRd,s =
NRk,s
gMs
EOTA TR 029, Table 5.2.2.1
NRk,s [kN]
gMs
NRd,s [kN]
NSd [kN]
122.500
1.500
81.667
32.358
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.3.2 Combined pullout-concrete cone failure
NRk,p
gMp
NSd £ NRd,p =
0
NRk,p
= NRk,p ·
0
EOTA TR 029, Table 5.2.2.1
Ap,N
0
Ap,N
· y s,Np · y g,Np · y ec1,Np · y ec2,Np · y re,Np
NRk,p
= p · d · hef · t Rk
0
Ap,N
= scr, Np · scr,Np
EOTA TR 029, Eq. (5.2)
EOTA TR 029, Eq. (5.2a)
EOTA TR 029, Eq. (5.2b)
0.5
t Rk,ucr
= 20 · d ·
£ 3 · hef
7.5
s
= cr,Np
2
c
= 0.7 + 0.3 ·
1.00
ccr,Np £
(
scr,Np
ccr,Np
y s,Np
0
y g,Np
= y g,Np -
0
)
0,5
( s s ) · (y
cr,Np
0
g,Np - 1
(k · √dh · t· f
y g,Np
= √n - (√n - 1) ·
y ec1,Np
1
1.00
2 · ec1,N £
1+
scr,Np
1
=
1.00
2 · ec2,N £
1+
scr,Np
h
= 0.5 + ef £ 1.00
200
EOTA TR 029, Eq. (5.2c)
EOTA TR 029, Eq. (5.2d)
EOTA TR 029, Eq. (5.2e)
) ³ 1.00
Rk
ef
EOTA TR 029, Eq. (5.2f)
1,5
ck,cube
) ³ 1.00
EOTA TR 029, Eq. (5.2g)
=
y ec2,Np
y re,Np
2
0
EOTA TR 029, Eq. (5.2h)
EOTA TR 029, Eq. (5.2h)
EOTA TR 029, Eq. (5.2i)
2
2
Ap,N [mm ]
Ap,N [mm ]
t Rk,ucr,25 [N/mm ]
scr,Np [mm]
ccr,Np [mm]
cmin [mm]
712,737
341,333
16.00
584.2
292.1
∞
y g,Np
1.000
yc
t Rk,cr [N/mm ]
k
0
y g,Np
1.048
10.48
2.300
1.000
ec1,N [mm]
y ec1,Np
ec2,N [mm]
y ec2,Np
y s,Np
y re,Np
19.1
0.939
102.2
0.741
1.000
1.000
0
2
NRk,p [kN]
NRk,p [kN]
gMp
NRd,p [kN]
NSd [kN]
131.711
191.248
1.500
127.499
68.280
Group anchor ID
1-4
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.3.3 Concrete Breakout Failure
NRk,c
gMc
NSd £ NRd,c =
0
NRk,c
= NRk,c ·
0
EOTA TR 029, Table 5.2.2.1
Ac,N
0
Ac,N
· y s,N · y re,N · y ec1,N · y ec2,N
1,5
EOTA TR 029, Eq. (5.3)
NRk,c
= k1 · √fck,cube · hef
EOTA TR 029, Eq. (5.3a)
0
Ac,N
= scr,N · scr,N
EOTA TR 029, Eq. (5.3b)
y s,N
= 0.7 + 0.3 ·
y re,N
= 0.5 +
c
1.00
ccr,N £
EOTA TR 029, Eq. (5.3c)
hef
1.00
200 £
1
=
1.00
2 · ec1,N £
1+
scr,N
1
=
1.00
2 · ec2,N £
1+
scr,N
y ec1,N
y ec2,N
2
0
EOTA TR 029, Eq. (5.3d)
EOTA TR 029, Eq. (5.3e)
EOTA TR 029, Eq. (5.3e)
2
Ac,N [mm ]
Ac,N [mm ]
ccr,N [mm]
scr,N [mm]
739,600
360,000
300.0
600.0
ec1,N [mm]
y ec1,N
ec2,N [mm]
y ec2,N
y s,N
y re,N
19.1
0.940
102.2
0.746
1.000
1.000
k1
0
NRk,c [kN]
gMc
NRd,c [kN]
NSd [kN]
7.200
128.798
1.500
123.710
68.280
Group anchor ID
1-4
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
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1.4 Shear load (EOTA TR 029, Section 5.2.3)
Load [kN]
Capacity [kN]
Utilization bV [%]
Status
35.576
58.848
61
OK
Steel Strength (without lever arm)*
Steel failure (with lever arm)*
N/A
N/A
N/A
N/A
Pryout Strength*
35.576
88.202
41
OK
Concrete edge failure in direction **
N/A
N/A
N/A
N/A
* highest loaded anchor **anchor group (relevant anchors)
When the input edge distance is set to "infinity", edge breakout verification is not performed in that direction
1.4.1 Steel Strength (without lever arm)
VRk,s
gMs
VSd £ VRd,s =
EOTA TR 029, Table 5.2.3.1
VRk,s [kN]
gMs
VRd,s [kN]
VSd [kN]
73.560
1.250
58.848
35.576
1.4.2 Pryout Strength (Concrete Breakout Strength controls)
VRk,cp
gMc,p
= k · min (NRk,p; NRk,c)
A
0
= NRk,c · 0c,N · y s,N · y re,N · y ec1,N · y ec2,N
Ac,N
VSd £ VRd,cp =
EOTA TR 029, Table 5.2.3.1
VRk,cp
EOTA TR 029, Eq. (5.7), (5.7a)
NRk,c
EOTA TR 029, Eq. (5.3)
0
= k1 · √fck,cube · hef
EOTA TR 029, Eq. (5.3a)
Ac,N
0
= scr,N · scr,N
EOTA TR 029, Eq. (5.3b)
y s,N
= 0.7 + 0.3 ·
y re,N
= 0.5 +
1,5
NRk,c
c
1.00
ccr,N £
EOTA TR 029, Eq. (5.3c)
hef
1.00
200 £
1
1.00
=
2 · ec1,V £
1+
scr,N
1
=
1.00
2 · ec2,V £
1+
scr,N
y ec1,N
y ec2,N
2
0
EOTA TR 029, Eq. (5.3d)
EOTA TR 029, Eq. (5.3e)
EOTA TR 029, Eq. (5.3e)
2
Ac,N [mm ]
Ac,N [mm ]
ccr,N [mm]
scr,N [mm]
k-factor
k1
184,900
360,000
300.0
600.0
2.000
7.200
ec1,V [mm]
y ec1,N
ec2,V [mm]
y ec2,N
y s,N
y re,N
0.0
1.000
1.000
1.000
0.0
1.000
0
NRk,c [kN]
gMc,p
VRd,cp [kN]
VSd [kN]
128.798
1.500
88.202
35.576
Group anchor ID
2
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.5 Combined tension and shear loads (EOTA TR 029, Section 5.2.4)
a
bN
bV
a
Utilization bN,V [%]
Status
0.552
0.605
1.500
89
OK
a
bN + bV £ 1.0
1.6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (ETAG 001/Annex C, EOTA
TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor
plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.
The proof if the rigid base plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• The equations presented in this report are based on metric units. When inputs are displayed in imperial units, the user should be aware that
the equations remain in their metric format.
• Checking the transfer of loads into the base material is required in accordance with EOTA TR 029, Section 7!
• The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 4.1 of EOTA TR029! For larger
diameters of the clearance hole see Chapter 1.1. of EOTA TR029!
• The accessory list in this report is for the information of the user only. In any case, the instructions for use provided with the product have to
be followed to ensure a proper installation.
• Characteristic bond resistances depend on short- and long-term temperatures.
• Edge reinforcement is not required to avoid splitting failure
• The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex
C, EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re-distribution to the anchors due to
elastic/plastic displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment."
• The characteristic bond resistances depend on the return period (service life in years): 50
Input data and results must be checked for conformity with the existing conditions and for plausibility!
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1.7 Installation data
2
Anchor plate, steel: S 275; E = 210,000.00 N/mm ; fyk = 275.00 N/mm
Anchor type and diameter: HIT-RE 500 V4 + HAS-U 5.8
2
M20
Item number: 2223876 HAS-U 5.8 M20x260 (element) /
Profile: Pipe, 219,1 x 6; (L x W x T) = 219.1 mm x 219.1 mm x 6.0 mm
2287553 HIT-RE 500 V4 (adhesive)
Hole diameter in the fixture: df = 22.0 mm
Maximum installation torque: 150 Nm
Plate thickness (input): 12.0 mm
Hole diameter in the base material: 22.0 mm
Hole depth in the base material: 200.0 mm
Drilling method: Hammer drilled
Cleaning: Compressed air cleaning of the drilled hole according to instructions
Minimum thickness of the base material: 244.0 mm
for use is required
Hilti HAS-U 5.8 threaded rod with HIT-RE 500 V4 injection mortar with 200 mm embedment hef, M20, Steel galvanized, Hammer drilled
installation per ETA 20/0541
1.7.1 Recommended accessories
Drilling
Cleaning
Setting
• Suitable Rotary Hammer
• Properly sized drill bit
• Compressed air with required
accessories to blow from the bottom of
the hole
• Proper diameter wire brush
• Dispenser including cassette and mixer
• Torque wrench
y
200.0
70.0
200.0
4
260.0
200.0
3
200.0
2
70.0
1
x
70.0
260.0
70.0
Coordinates Anchor [mm]
Anchor
x
y
c-x
c+x
c-y
c+y
1
2
3
4
-130.0
130.0
-130.0
130.0
-130.0
-130.0
130.0
130.0
-
-
-
-
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
8
Hilti PROFIS Engineering 3.1.8
www.hilti.in
Company:
Address:
Phone I Fax:
Design:
Fastening point:
Page:
Specifier:
E-Mail:
Date:
|
Concrete - Dec 14, 2024
9
14/12/2024
2 Anchor plate rigidity check
2.1 Input data
Anchor plate:
Shape: Rectangular
lx x ly x t = 400.0 mm x 400.0 mm x 12.0 mm
Calculation: Anchor Plate Rigidity Check
Material: S 275; Fy = 275.00 N/mm²; εlim = 5.00%
Anchor type and size:
HIT-RE 500 V4 + HAS-U 5.8 M20, hef = 200.0 mm
Anchor stiffness:
The anchor is modeled considering stiffness values determined from load displacement curves tested in an
independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor
stiffness has a major impact on the load distribution results.
IS800-based design using component-based FEM
eb = 0.0 mm (No stand-off); t = 12.0 mm
Design method:
Stand-off installation:
Profile:
Base material:
Welds (profile to anchor plate):
Mesh size:
219,1 x 6; (L x W x T x FT) = 219.1 mm x 219.1 mm x 6.0 mm x Material: E 165 (Fe 290); Fy = 165.00 N/mm²; εlim = 5.00%
Eccentricity x: 0.0 mm
Eccentricity y: 0.0 mm
Cracked concrete; M 40; fc,cube = 40.00 N/mm²; h = 400.0 mm; E = 31,622.78 N/mm²; G = 15,000.00
N/mm²; v = 0.20
Type of redistribution: Plastic
Number of elements on edge: 8
Min. size of element: 10.0 mm
Max. size of element: 50.0 mm
2.2 Anchor plate classification
Results below are displayed for the decisive load combinations: Combination 1
Anchor tension forces
Equivalent rigid anchor plate (CBFEM)
Anchor 1
Anchor 2
Anchor 3
Anchor 4
6.872 kN
0.196 kN
19.606 kN
19.402 kN
Component-based Finite Element Method
(CBFEM) anchor plate design
6.793 kN
0.506 kN
32.358 kN
28.623 kN
User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can
be applied.
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
9
DESIGN OF PEDESTAL
500mm (W) X 500mm (L) X 500mm (D)
Job No
Sheet No
Rev
1
Part
Software licensed to Administrator
Job Title
Ref
By
Client
Date29-Jun-20
Chd
File SS05-Shade Structure.std Date/Time 06-Mar-2025 19:11
Reaction Summary
Node
Max FX
Min FX
Max FY
Min FY
Max FZ
Min FZ
Max MX
Min MX
Max MY
Min MY
Max MZ
Min MZ
89
91
91
91
89
89
89
89
89
91
91
91
Print Time/Date: 06/03/2025 19:24
Horizontal
FX
(kN)
Vertical
FY
(kN)
Horizontal
FZ
(kN)
102:1.2DL+1.6LL
9.829
102:1.2DL+1.6LL -11.749
102:1.2DL+1.6LL -11.749
108:0.9DL+1.6WL2 7.790
102:1.2DL+1.6LL
9.829
108:0.9DL+1.6WL2 -6.264
102:1.2DL+1.6LL
9.829
108:0.9DL+1.6WL2 -6.264
102:1.2DL+1.6LL
9.829
102:1.2DL+1.6LL -11.749
102:1.2DL+1.6LL -11.749
108:0.9DL+1.6WL2 7.790
26.189
26.503
22.978
-12.732
-12.732
6.809
L/C
26.503
-15.801
26.189
-14.336
26.189
-14.336
26.189
26.503
26.503
-15.801
22.978
-16.807
22.978
-16.807
22.978
-12.732
-12.732
6.809
MX
(kNm)
27.504
6.814
6.814
-7.129
27.504
-20.649
27.504
-20.649
27.504
6.814
6.814
-7.129
STAAD.Pro V8i (SELECTseries 5) 20.07.10.64
Moment
MY
(kNm)
1.459
-0.944
-0.944
0.655
1.459
-0.899
1.459
-0.899
1.459
-0.944
-0.944
0.655
MZ
(kNm)
-6.537
16.198
16.198
-10.649
-6.537
4.343
-6.537
4.343
-6.537
16.198
16.198
-10.649
Print Run 1 of 1
Job Number
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Job Title
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Client
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Date
General column design 500mm(W) X 500mm(L) X 500mm(D)
General column design by PROKON. (GenCol Ver W5.0.01 - 10 Jun 2022)
Design code : ACI 318 - 2019
Input tables
General design parameters:
COLUMN SECTION
Code
X/Radius or Bar Y (mm)
Diameter (mm) Angle °
+
500
500
-500
+
58
b
20
+
452
b
20
+
452
b
20
+
58
b
20
+
58
b
20
+
452
b
20
+
250
b
20
+
250
b
20
58
58
452
452
250
250
58
452
Design loads:
LOADS (ULTIMATE LIMIT STATE)
Mx Bottom
(kNm)
My Bottom
(kNm)
27
28
16.5
-16
28
16.5
Load case
Designation
P (kN)
1
LC1
2
LC2
Code specific parameters:
ßd - see Clause 6.6.3.1.1
0
% Moments as a
result of sway
X direction
0
% Moments as a
result of sway
Y direction
0
ds - see Clause 6.6.4.6.2
1
Mx Top
(kNm)
My Top
(kNm)
Job Number
Sheet
Job Title
Client
Checked by
Date
ACI 318 - 2019 Y
General design parameters:
Assumptions:
(2) The specified design axial loads include the self-weight of the column.
(3) The design axial loads are taken constant over the height of the column.
500
X
250
X
0
Y
500
Given:
Lo = 0.500 m
fc' = 32 MPa
fy = 460 MPa
Ac = 250000 mm²
250
Calcs by
0
Your details here
Design approach:
The column is designed using the following procedure:
(1) The column design charts are constructed.
(2) The design axis and design ultimate moment are determined.
(3) The design axial force and moment capacity is checked on
the relevant design chart.
(4) The procedure is repeated for each load case.
(5) The critical load case is identified as the case yielding the lowest
safety factor about the design axis.
Through inspection:
Load case 2 (LC2) is critical.
Check column slenderness:
End fixity and bracing for bending about the Design axis:
At the Top end : Condition 4 (free).
At the Bottom end : Condition 2 (partially fixed).
The column is unbraced.
Effective length factor ß = 0.00
Effective column height:
kLu = ß . Lo
= 0 ×.5
= 0.0000×100 m
Column slenderness about weakest axis:
kLu/r =
=
kLu
r
0
.14434
= 0.0000×100
Table 3.21
Job Number
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Minimum Moments for Design:
Check for mininum eccentricity:
Check that the eccentricity exceeds the minimum in the plane of bending:
6.6.4.5.4
eminx = 0.015 + 0.03 . h
= 0.015 + 0.03 ×.5
= 0.0300 m
6.6.4.5.4
eminy = 0.015 + 0.03 . b
= 0.015 + 0.03 ×.5
= 0.0300 m
Mminy = eminy . N
= .03 ×-16
= -0.4800 kNm
6.6.4.5.4
eminx = 0.015 + 0.03 . h
= 0.015 + 0.03 ×.5
= 0.0300 m
6.6.4.5.4
eminy = 0.015 + 0.03 . b
= 0.015 + 0.03 ×.5
= 0.0300 m
Job Number
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Date
Mminy = eminy . N
= .03 ×-16
= -0.4800 kNm
Check if the column is slender:
kLux/r = 0.0 < 22 = 22
Thus:The column is short.
6.2.5
6.2.5
Initial moments::
The initial end moments about the X-X axis:
M1 = Smaller initial end moment = 0.0 kNm
M2 = Larger initial end moment = 28.0 kNm
The initial end moments about the Y-Y axis:
M1 = Smaller initial end moment = 0.0 kNm
M2 = Larger initial end moment = 16.5 kNm
Design ultimate load and moment:
Design axial load:
Pu = -16.0 kN
Moments about X-X axis( kNm)
+
Mx=28.0 kNm
Mxmin=-0.5 kNm
=
Mxbot=28.0 kNm
Initial
Additional
Design
Job Number
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Moments about Y-Y axis( kNm)
+
Date
My=16.5 kNm
Mymin=-0.5 kNm
=
Mybot=16.5 kNm
Initial
Additional
Design
Design of column section for ULS:
The column is checked for applied moment about the design axis.
Through inspection: the critical section lies at the bottom end of the column.
The design axis for the critical load case 2 lies at an angle of 210.51° to the X-axis
The safety factor for the critical load case 2 is 6.74
Moment distribution along the height of the column for bending about the design axis:
The final design moments were calculated as the vector sum of the X- and Y- moments
of the critical load case. This also determined the design axis direction
At the top, Mx = 0.0 kNm
Near mid-height, Mx = 19.5 kNm
At the bottom, Mx = 32.5 kNm
Stresses at the bottom end of the column for the critical load case 2
Job Number
Sheet
Job Title
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Client
Calcs by
Checked by
Date
ACI 318 - 2019 Y
500
210.5°
M
D
210.5°
M
D
0
500
250
X
250
X
0
Y
Summary of design calculations:
Design table for critical load case:
Moments and Reinforcement for LC 2:LC2
Middle
Bottom
Madd-x
(kNm) 0.0
Top
0.0
0.0
Madd-y
(kNm) 0.0
0.0
0.0
Mx
(kNm) 0.0
-16.8
28.0
My
(kNm) 0.0
-9.9
16.5
Mmin
(kNm) 0.0
0.0
-0.5
M-design
(kNm) 0.0
19.5
32.5
180.00
210.51
210.51
316.40
10.70
6.74
2513
2513
Design axis (°)
Safety factor
As
(mm²) 2513
Percentage
1.00 %
1.00 %
1.00 %
Nominal mm^2
2500
2500
2500
Critical load case: LC 2
Design results for all load cases:
PROVIDED VERTICAL REBAR= 2513mm2 = 8T20(VERTICAL)
TIES = T10@150mm C/C
Job Number
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Load case
axis
N (kN)
M1 (kNm)
M2 (kNm)
Mi (kNm)
Load case 1
LC1
X-X
Y-Y
27.0
0.0
0.0
-28.0
-16.5
-16.8
-9.9
0.0
0.0
Load case 2
LC2
X-X
Y-Y
-16.0
0.0
0.0
-28.0
-16.5
-16.8
-9.9
0.0
0.0
Load case 2 (LC2) is critical.
Date
M (kNm)
M' (kNm)
Safety
factor
Bottom
28.0
16.5
32.5
8.482
Bottom
28.0
16.5
32.5
6.738
Madd (kNm) Design