PARKING SHADE

ANALYSIS & DESIGN REPORT

 Table of Contents
1. General Descriptions:........................................................................................................................... 3
Design Method: ....................................................................................................................................... 3
Materials: ................................................................................................................................................. 3
Loads: ....................................................................................................................................................... 3
2. LOADS .................................................................................................................................................. 4
❖ Wind load: (WL) ............................................................................................................................. 5
3. Analysis of Cantilever poles ................................................................................................................. 6
4. Load Combinations to SBC301: .......................................................................................................... 7
5. The Maximum Stress Ratio: ................................................................................................................ 8
6. CONNECTIONS ................................................................................................................................ 10
7. BASE.................................................................................................................................................... 19
General Descriptions:
A Parking shade of Fabric (HDPE) material connected to cantilever steel columns.

Design Method:
Loading Code: SBC 301 - CR & ASCE-07-16.
Steel design code: AISC 360 -16 – LRFD
European Design Guide for Tensile Structure.

Materials:
- Fabric: HDPE 430 g/m2
- Steel sections: ASTM A53GR B
- Steel Plate: Grade A36
- Bolts, Nuts: Gr. 8.8

Loads:
Dead load / self-weight.
Self-weight steel are automatically
added by the software.

Wind load:
• In X – Direction
• In Y – Direction
LOADS
❖ Wind load: (WL)
Location → RIYADH

V = 160 Km/h (SBC 301 – CR)

V : 3-sec gust speed at 10 m above the ground in Exposure Category B

Ultimate wind speeds for Risk Category I Buildings and other Structures.
Assign wind load:
Wind Load X direction:

Wind Load Y direction:

Analysis of Cantilever poles

Steel Design for Parking Shade:

SOFTWARE FOR ANALYSIS: SAP 2000

Load Combinations to SBC301:

According to Saudi Building Code SBC301-18, to Check the ULS members, load combinations
shall take following Equations:

The Maximum Stress Ratio:

All members are code checked to pass strength requirements of SBC360-16/AISC 360-
16(LRFD) for above load Combinations, see SAP2000 printout for member stress utilization
ratios, the maximum ratio is 0.73.
Maximum stress ratios (Color Only):
CONNECTIONS
Project data
Project name PARKING SHADE
Project number
Author
Description
Date 5/27/2024
Design code AISC 360-16

Material
Steel A53GrB, A36
Concrete 4000 psi

Project item PARKING SHADE

Design
Name PARKING SHADE
Description
Analysis Stress, strain/ loads in equilibrium
Design code AISC - LRFD 2016

Beams and columns

β– γ- α- Offset Offset Offset

Cross- Forces
Name Direction Pitch Rotation ex ey ez
section in
[°] [°] [°] [mm] [mm] [mm]
23F 1 - css 0.0 0.0 0.0 0 0 0 Position
Cross-sections

Name Material
1 - css A53GrB

Anchors

Diameter fu Gross area

Name Bolt assembly
[mm] [MPa] [mm2]
27 A325M 27 A325M 27 830.0 573

Load effects (forces in equilibrium)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
UDSTL1(1) 23F -3.5 0.0 -0.1 0.0 -6.0 0.0
UDSTL4(2) 23F -2.2 0.0 2.9 0.0 -10.5 0.0
UDSTL2(4) 23F -2.9 0.0 2.9 -0.1 -11.8 0.0
UDSTL5(5) 23F -2.3 0.0 -3.1 0.0 2.7 0.0
UDSTL3(3) 23F -3.0 0.0 -3.1 0.0 1.4 0.0
Foundation block

Item Value Unit

CB 1
Dimensions 650 x 650 mm
Depth 600 mm
Anchor 27 A325M
Anchoring length 300 mm
Shear force transfer Anchors

Check
Summary

Name Value Check status

Analysis 100.0% OK
Plates 0.0 < 5.0% OK
Anchors 84.3 < 100% OK
Welds 76.2 < 100% OK
Concrete block 9.0 < 100% OK
Buckling Not calculated

Plates

fy Thickness σEd εPl σcEd

Name Material Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
23F A53GrB 241.4 5.0 UDSTL2(4) 217.3 0.0 0.0 OK
BP1 A36 248.2 18.0 UDSTL2(4) 199.7 0.0 0.0 OK

Design data

fy εlim
Material
[MPa] [%]
A53GrB 241.4 5.0
A36 248.2 5.0

Symbol explanation

εPl Plastic strain

σcEd Contact stress
σEd Eq. stress
fy Yield strength
εlim Limit of plastic strain
Overall check, UDSTL2(4)
Strain check, UDSTL2(4)
 Equivalent stress, UDSTL2(4)

Anchors

V ϕNcb ϕVcb
Nf ϕVcp Utt Uts Utts Statu
Shape Item Loads [kN g g
[kN] [kN] [%] [%] [%] s
] [kN] [kN]
250. 18.
A1 UDSTL5(5) 9.4 0.8 101.8 - 1.2 6.1 OK
8 5
42. 250. 84. 75.
A2 UDSTL2(4) 0.9 101.8 - 1.2 OK
9 8 3 3
250. 18.
A3 UDSTL5(5) 9.4 0.8 101.8 - 1.2 6.1 OK
8 5
42. 250. 84. 75.
A4 UDSTL2(4) 0.8 101.8 - 1.2 OK
9 8 3 3

Design data

ϕNsa ϕVsa
Grade
[kN] [kN]
27 A325M - 1 266.7 148.6

Symbol explanation

Nf Tension force
 V Resultant of shear forces Vy, Vz in bolt
ϕNcbg Concrete breakout strength in tension – ACI 318-14 – 17.4.2
ϕVcbg Concrete breakout strength in shear – ACI 318-14 – 17.5.2
ϕVcp Concrete pryout strength in shear – ACI 318-14 – 17.5.3
Utt Utilization in tension
Uts Utilization in shear
Utts Utilization in tension and shear
ϕNsa Steel strength of anchor in tension - ACI 318-14 – 17.4.1
ϕVsa Steel strength of anchor in shear - ACI 318-14 – 17.5.1

Weld sections

Th Ls L Lc Fn ϕRn Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
BP1 23F E70xx ◢4.0 ◢5.7 383 6 UDSTL2(4) 5.9 7.8 76.2 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

Concrete block

A1 A2 σ Ut
Item Loads Status
[mm2] [mm2] [MPa] [%]
CB 1 UDSTL2(4) 33196 392274 2.8 9.0 OK

Symbol explanation

A1 Loaded area
A2 Supporting area
σ Average stress in concrete
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-
0.30 - AISC 360-16 J3.8
resistance
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
1.25 - AISC 360-16 – J.3.4
[d]
Concrete breakout resistance
Both
check
Base metal capacity check at
No AISC 360-16: J2-2
weld fusion 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
Geometrical nonlinearity (GMNA) Yes
hollow section joints
BASE
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Column Base Design :

C15
Input Data

Base length A (m) 1.8

Base width B (m) 0.8
Columns Col 1 Col 2
C (m) 0.2
D (m)
E (m)
F (m)
Stub column height X (m) 0.3
Base depth Y (m) 0.6
Soil cover Z (m) 0.3
Concrete density (kN/m3) 25
Soil density (kN/m3) 32
Soil friction angle (°) 18
Base friction constant 0.5
Rebar depth top X (mm) 50
Rebar depth top Y (mm) 60
Rebar depth bottom X (mm) 50
Rebar depth bottom Y (mm) 60
ULS ovt LF: Self weight 1
ULS LF: Self weight 1.4
Max. SLS bearing pr. (kN/m2) 200
ULS SF Overturning 1.5
ULS SF Slip 1.5
fcu base (MPa) 35
fcu columns (MPa) 35
fy (MPa) 450
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Loading Data

Unfactored loads

Column LF LF P Hx Hy Mx My
Load Case: Number ULS ULS (kN) (kN) (kN) (kNm) (kNm)
ovt

UDSTL3 2.999 3.092 -0.0034011.394 0.0045

UDSTL4 2.204 -2.903 0.025 -10.4614 -0.0127
UDSTL1 2.785 -0.126 -0.303 -5.4769 0.2182
UDSTL5 1.765 2.195 0.163 1.8117 -0.1192
UDSTL2 2.947 -2.876 -0.028 -11.7568 0.0139

Sketch of Base

BS8110 - 1997 Y

C1
X
B

A
Y
Mx
P

Hx
X
Z

Y
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Output for Load Case UDSTL3

Note: The calculated flexural reinforcement was used in the calculations.

Output for Load Case UDSTL3

Soil pressure (ULS) (kN/m2) 46.12
Soil pressure (SLS) (kN/m2) 36.30
SF overturning (ULS) 8.26
SF overturning (SLS) 8.26
Safety Factor slip (ULS) 14.15
Safety Factor slip (SLS) 11.86
Bottom
Design moment X (kNm/m) 2.82
Reinforcement X (mm2/m) 14
Design moment Y (kNm/m) 0.09
Reinforcement Y (mm2/m) 0
Top
Design moment X (kNm/m) -1.54
Reinforcement X (mm2/m) 8
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm2/m) 0
Linear Shear X (MPa) 0.005
vc (MPa) 0.376
Linear Shear Y (MPa) 0.000
vc (MPa) 0.376
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) N.A.
vc (MPa) N.A.
vcu (MPa) 4.73
v col face (MPa) 0.12
Cost 0.00

Load Case:UDSTL3 Legend

Max M (+)
BS8110 - 1997 Y Y Max M (-)
Max Shear

0.20 0.20
X X
0.80

0.80

1.80 1.80
Y Y

Mx Mx
P P

Hx Hx
0.30

0.30

0.30 0.30

0.60 0.60

36.30 kN/m^2 46.12 kN/m^2

Soil Pressures at SLS Soil Pressures at ULS

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Reinforcement Calculation for X-direction:Positive Moments

Load Case: UDSTL3

Design moment:2.82 kNm/m

Calculation of the maximum steel strain:

f st
est =
Es
391.3
=
200000
= 0.0020

Balanced neutral axis

d
xb =
est
1 +
ec
550
=
.00196
1 +
.0035
= 352.564 mm

%redis
bb = 1 -
100
0
=1 -
100
= 1.0000

Maximum allowed neutral axis depth: 3.2.2.1

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min d
x= , (bb - 0.4 ). d
est
1 +
ec
min 550
= , (.9 - 0.4 )×550
.00196
1 +
.0035
= 275.000

Depth of rectangular stress block:

a = b. x
= .9 ×275
= 247.500 mm

Concrete moment capacity: 3.4.4.4

a . . . . .
Mu = a . d - b a f f cu 1×10-6
2
247.5
= 247.5 × 550 - ×1000 ×.66667 ×.66667 ×35 ×1×10-6
2
= 1 641.079 kNm

Lever arm 3.4.4.4

M
z = d . 0.5 + 0.25 -
2 a f b . d 2 . f cu
. . .

2817×103
= 550 × 0.5 + 0.25 -
2 ×.66667 ×.66667 ×1000 ×550 2 ×35
= 549.835 mm

Lever arm limitation 3.4.4.4

z = min(z , 0.95 . d )
= min( , 0.95 ×550 )
= 0.0000×100

Tension steel 3.4.4.4

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M
Ast =
f st . z
2817×103
=
391.3 ×522.5
= 13.778 mm2

Neutral axis depth 3.4.4.4

2 . (d - z )
NA =
b
2 ×(550 - 522.5 )
=
.9
= 61.111 mm

Reinforcement Calculation for X-direction:Negative Moments

Load Case: UDSTL3

Design moment:-1.54 kNm/m

Calculation of the maximum steel strain:

f st
est =
Es
391.3
=
200000
= 0.0020

Balanced neutral axis

d
xb =
est
1 +
ec
550
=
.00196
1 +
.0035
= 352.564 mm
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%redis
bb = 1 -
100
0
=1 -
100
= 1.0000

Maximum allowed neutral axis depth: 3.2.2.1

min d
x= , (bb - 0.4 ). d
est
1 +
ec
min 550
= , (.9 - 0.4 )×550
.00196
1 +
.0035
= 275.000

Depth of rectangular stress block:

a = b. x
= .9 ×275
= 247.500 mm

Concrete moment capacity: 3.4.4.4

a . . . . .
Mu = a . d - b a f f cu 1×10-6
2
247.5
= 247.5 × 550 - ×1000 ×.66667 ×.66667 ×35 ×1×10-6
2
= 1 641.079 kNm

Lever arm 3.4.4.4

M
z = d . 0.5 + 0.25 -
2 a f b . d 2 . f cu
. . .

1536×103
= 550 × 0.5 + 0.25 -
2 ×.66667 ×.66667 ×1000 ×550 2 ×35
= 549.910 mm
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Lever arm limitation 3.4.4.4

z = min(z , 0.95 . d )
= min( , 0.95 ×550 )
= 0.0000×100

Tension steel 3.4.4.4

M
Ast =
f st . z
1536×103
=
391.3 ×522.5
= 7.513 mm2

Neutral axis depth 3.4.4.4

2 . (d - z )
NA =
b
2 ×(550 - 522.5 )
=
.9
= 61.111 mm

Reinforcement Calculation for Y-direction:Positive Moments

Load Case: UDSTL3

Design moment:0.09 kNm/m

Calculation of the maximum steel strain:

f st
est =
Es
391.3
=
200000
= 0.0020

Balanced neutral axis

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d
xb =
est
1 +
ec
540
=
.00196
1 +
.0035
= 346.154 mm

%redis
bb = 1 -
100
0
=1 -
100
= 1.0000

Maximum allowed neutral axis depth: 3.2.2.1

min d
x= , (bb - 0.4 ). d
est
1 +
ec
min 540
= , (.9 - 0.4 )×540
.00196
1 +
.0035
= 270.000

Depth of rectangular stress block:

a = b. x
= .9 ×270
= 243.000 mm

Concrete moment capacity: 3.4.4.4

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a . . . . .
Mu = a . d - b a f f cu 1×10-6
2
243
= 243 × 540 - ×1000 ×.66667 ×.66667 ×35 ×1×10-6
2
= 1 581.946 kNm

Lever arm 3.4.4.4

M
z = d . 0.5 + 0.25 -
2 . a . f . b . d 2 . f cu
90297
= 540 × 0.5 + 0.25 -
2 ×.66667 ×.66667 ×1000 ×540 2 ×35
= 539.995 mm

Lever arm limitation 3.4.4.4

z = min(z , 0.95 . d )
= min( , 0.95 ×540 )
= 0.0000×100

Tension steel 3.4.4.4

M
Ast =
f st . z
90297
=
391.3 ×513
= 0.4498 mm2

Neutral axis depth 3.4.4.4

2 . (d - z )
NA =
b
2 ×(540 - 513 )
=
.9
= 60.000 mm

Punching Shear Stress/Reinforcement Calculation

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Load Case: UDSTL3

Column number:1

Shear Stress/Reinforcement Calculation for Y-direction

Load Case: UDSTL3

Design shear force:0.00 kN

Based on flexural reinforcement of: 0 mm^2/m

Shear Calculations:
Area used for shear calculations:
3.4.5.4-6

Ash = bw. de - (bw - bf ). bf

= 1000 ×540 - (1000 - 0 )×0
= 540.0×103 mm2

Reinforcement ratio 3.4.5.4-6

Ast
F1 =
Ash
.44982
=
540000
= 833.00×10-9

3.4.5.4-6

f 1 = f 1i . 100
= 0 ×100
= 0.0000×100

F1 = min(F1, 3 )
= min( , 3 )
= 0.0000×100
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F1 = max(F1, 0.15 )
= max( , 0.15 )
= 0.1500

3.4.5.4-6

f2 = 1

3.4.5.4-6

0.79 . 0.33333 . 0.25

vc = F1 F2
1.25
0.79
= ×.15 0.33333 ×1 0.25
1.25
= 0.3358 MPa

f cu 0.33333
F3 =
25
35 0.33333
=
25
= 1.119

v c = v c1. F3
= .3358 ×1.1187
= 0.3757 MPa

Maximum allowable shear stress

3.4.5.4-6

v cu = 0.8 . f cu
= 0.8 × 35
= 4.733 MPa

3.4.5.4-6
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v cu = min(v cu, 5 )
= min( , 5 )
= 0.0000×100

Actual Shear stress:

V . 1×103
v=
Ash
0 ×1×103
=
540000
= 0.0000×100 MPa

Shear force capacity

Vco = v c. Ash. 1×10-3

= .37566 ×540000 ×1×10-3
= 202.856 kN

Minimum links table 3.16

0.40 . b
Asv/svn =
0.95 . f yv
0.40 ×1000
=
0.95 ×450
= 0.9357
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Schematic reinforcement of Base

4Y16-C-250 ABR (T1)

4Y16-A-250 (B1)

col1
8Y16-D-250 ABR (T2)
8Y16-B-250 (B2)

PLAN

B B B B B B B B

SECTION