DED INSTALASI COOLING TOWER
MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation
Calculation
ISSUED FOR APPROVAL
Contract No.:
SPHR00130A
Izzatur
Rahman
Digitally signed by Izzatur
Rahman
Date: 2023.06.07 15:20:32
+07'00'
7-Jun-23
A2
Issued for Approval (WO-2023-007821)
IR
US
27-May-23
A1
Issued for Review (WO-2023-007821)
IR
US
ZUL
DATE
REV
DESCRIPTION
ORIG
CHK
APP'D
Approved by:
Company Approval:
Date:
Date:
DOCUMENT CONTROL NO.
ZUL
PHR
Field
Area
Discipline
Type
Originator
Sequence
Sheet
Revision
SLON
GATH
MGNO000
CIV
CAL
PHR
2013
00
A2
DED INSTALASI COOLING TOWER MANGGALA NORTH GS Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
Revision History:
REV
DATE
DESCRIPTION
ORIG
CHK
APP'D
A1
27-May-23
Issued for Review (WO-2023-007821)
IR
US
ZUL
A2
7-Jun-23
Issued for Approval (WO-2023-007821)
IR
US
ZUL
Change Log:
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Swicth Rack Shelter Structure & Foundation Calculation
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
Rev. A2
7-Jun-23
Table of Contents
1
GENERAL .................................................................................................................................................................................................. 5
1.1
2
Objectives ................................................................................................................................................................................... 5
1.3
Purpose ....................................................................................................................................................................................... 5
REFERENCES .......................................................................................................................................................................................... 5
2.1
3
4
5
Code and Standard ................................................................................................................................................................. 5
2.2
Project Specification .............................................................................................................................................................. 5
2.3
Project Refference ................................................................................................................................................................. 6
MATERIAL PROPERTIES
6
3.1
Unit...............................................................................................................................................................................................................6
3.2
Quality of Material ................................................................................................................................................................... 6
3.3
Unit Weight of Material ......................................................................................................................................................... 7
3.4
Language .................................................................................................................................................................................... 7
3.5
Measurent Unit ......................................................................................................................................................................... 7
DESIGN CONDITIONS ..................................................................................................................................................................................... 7
4.1
General Descriptions ............................................................................................................................................................. 7
4.2
Stability Parameter ................................................................................................................................................................ 7
LOADING ANALYSIS & COMBINATION
5.1
9
Loading Analysis Design ...................................................................................................................................................... 9
5.1.1
Dead Load of Structure (Ds). ................................................................................................................................... 9
5.1.2
Live Load (L). ................................................................................................................................................................... 9
5.1.3
Wind Load (WL). .......................................................................................................................................................... 10
5.1.4
5.2
6
Introduction .............................................................................................................................................................................................5
1.2
Seismic Load (S). ........................................................................................................................................................ 15
Loading Combination........................................................................................................................................................... 16
5.2.1
Unfactored Load Combination. .............................................................................................................................. 16
5.2.2
Factored Load Combination. .................................................................................................................................. 16
COMPUTER MODELLING ............................................................................................................................................................. 19
6.1
Computer Program ............................................................................................................................................................... 19
6.2
Unit System ............................................................................................................................................................................. 19
6.3
Structure Modelling .............................................................................................................................................................. 20
6.4
AXis System ............................................................................................................................................................................. 20
6.4.1
6.4.2
Global AXis System .................................................................................................................................................... 20
Local AXis System ....................................................................................................................................................... 20
6.5
Method of Analysis ................................................................................................................................................................ 20
6.6
Building Structure Modelling ............................................................................................................................................ 21
6.4.1
Isometric Framing. ..................................................................................................................................................... 21
6.4.2
Member Properties ...................................................................................................................................................... 21
6.4.3
6.7
Joint and Member Numbering. .............................................................................................................................. 24
Loading Design ....................................................................................................................................................................... 25
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Swicth Rack Shelter Structure & Foundation Calculation
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7
STEEL StruCture Design ............................................................................................................................................................. 28
7.1
8
Rev. A2
7-Jun-23
Steel Member and Unity Check....................................................................................................................................... 28
7.2
Displacement and Drift ....................................................................................................................................................... 28
7.3
Slenderness Check .............................................................................................................................................................29
CONCRETE STRUCTURE DESIGN
30
8.1
Foundation Lay Out .............................................................................................................................................................. 30
8.2
Structure Dead Load ............................................................................................................................................................ 31
8.3
Joint Result Load Combination........................................................................................................................................ 32
8.4
Design Of Pedestal Reinforcement .............................................................................................................................35
8.5
Base Plate and Anchor Bolts Analysis .......................................................................................................................40
8.6
Foundation Stability Analysis .......................................................................................................................................... 43
8.6.1
Foundation Analysis for Shallow Foundation. ................................................................................................. 43
8.6.2
Intensity of Soil Pressure (q). ................................................................................................................................ 44
8.6.3
Stability Against Sliding ............................................................................................................................................ 45
8.6.4
Stability Against Overturning ................................................................................................................................. 45
8.6.5
Slab Reinforcement .................................................................................................................................................... 45
8.6.6
Rebar Requirement on X & Y-Direction ............................................................................................................. 46
8.6.7
Crack Control ................................................................................................................................................................. 46
APPENDIX
APPENDIX A - PLOT PLAN
APPENDIX B - SOIL INVESTIGATION DATA
APPENDIX C - INPUT & OUTPUT STAAD PRO
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Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
1
1.1
Rev. A2
GENERAL
INTRODUCTION
The COMPANY (Pertamina Hulu Rokan/PHR) requests that the CONTRACTOR (PT. Berca Engineering
International)
to perform the adequacy check of existing cooling pits regarding the work of additional cooling tower
installation
in
Menggala North Gathering Station to accommodate the need to increase the capacity of existing produced
water
system and to comply with environmental regulations.
1.2
OBJECTIVES
The purpose of this document is to provide a calculation of the switchrack shelter structure that will be used in th
DED Instalasi Cooling Tower Menggala North Gathering Station.
1.3
PURPOSE
The purpose of this document is to describe requirement conditions relating to switchrack shelter investigation w
of DED Instalasi Cooling Tower Menggala North GS.
2
REFERENCES
2.1
Code and Standard
SNI 1726 - 2019
:
Indonesian Seismic Code for Building and Non-Building Structures
Non Gedung
SNI 2049 - 2015
Semen Portland
SNI 2052 - 2017
Baja Tulangan Beton
SNI 8460 - 2017
SNI 03 - 1727 - 2020
SNI 03 - 1729 - 2020
Persyaratan Perancangan Geoteknik
Beban Minimum untuk Perancangan Bangunan Gedung dan Struktur lain
Pedoman Perencanaan Bangunan Baja untuk Gedung
SNI 03 - 1734 - 2002
Petunjuk Perencanaan Beton Bertulang dan Struktur Dinding Bertulang
SNI 03 - 2847 - 2019
Persyaratan Beton Struktural untuk Bangunan Gedung dan Penjelasannya
ACI 318M - 14
Building Code Requirements for Structural Concrete
ACI 351
AISC 360 - 10
Standard Practice for Details and Detailing of Concrete Reinforcement
Steel Construction Manual, American Institute of Steel Construction
ASCE 7 -16
Minimum Design Loads for Buildings and Other Structures
ASCE 37 - 02
IBC 2018
Design Load on Structures During Construction.
International Building Code, 2015
NFPA – 101
Safety to Life from Fire in Buildings & Structures
untuk Rumah dan Gedung, 2002
2.2
Project Specifications
PHR-SP-CI-GG-002
General Specification for Civil and Structure
PHR-SP-CI-CC-001
Concrete Work Specification
PHR-SP-CI-CC-004
Concrete Mix Design
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
2.3
Rev. A2
Project References
SLON-GATHBKSP000-PIP-PLT-PHR-2023-00 :
SLON-GATHMGNO000-CIV-DTL-PHR-2035-00 :
3
MATERIAL PROPERTIES
3.1
Unit
Plot Plan DED Instalation Cooling Water Menggala
Menggala North GS
Shelter Plan Section & Detailing Drawing Menggala
North GS
All units are in Metric System.
3.2
Quality of Material
Quality material refer to Design Specification No. PHR-SP-CI-GG-002. For steel pile pipe refer to available
material in the market that shall be confirmed by COMPANY.
Cement
=
I
f'c
=
28
Mpa
(ASTM C150)
f'c
=
15
Mpa
(ASTM C150)
Type
Concrete
Foundation
Lean Concrete
Reinforcement Bar
Deformed bar
Plain bar
fyrd =
fyrp =
420 Mpa
280 Mpa
(BjTS420B)
(BjTP280)
Steel Structure
ASTM A36 or JIS G 3101 grade SS 400 or eq. for Wide Flange, Angle, Channel, Plate and Tee
ASTM A53 Gr. B or JIS G3444 STK 400 or equivalent for structural steel pipe
ASTM A501 or equivalent for square or rectangular steel tubing
Bolt
Mild steel bolt is conform to ASTM A307 or ASTM F568 class 4.6 or equivalent, galvanized
High strength bolt is conform to ASTM A325 & A490 or ASTM F568 class 8.
8 & 10.9 or equivalent, galvanized
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
3.3
Rev. A2
Unit Weight of Material
Steel
=
Reinforcement Concrete
=
Plain Concrete
=
Soil
=
Water
=
=
3
2000.00 kg/m
1000.00 kg/m3
=
=
Cement Mortar
=
2100
Sand (dry)
=
1800
Sand Gravel (wet)
Crushed Stone
3.4
7850.00 kg/m3
2400.00 kg/m3
2250.00 kg/m3
=
=
1860
1550
=
=
=
kg/m
3
kg/m
3
=
3
=
=
kg/m
3
kg/m
76.97 kN/m3
23.56 kN/m3
22.00 kN/m3
17.00 kN/m3
9.80 kN/m3
20.58 kN/m3
17.64 kN/m3
18.23 kN/m3
15.19 kN/m3
Language
This report calculation is described in English.
3.5
Measurent Unit
Unit of measurement Uses SI system, kN for weight unit, meter for distance, and Mpa for pressure.
4
DESIGN CONDITIONS
4.1
General Descriptions
This reports cover analysis for Sump Pit& Sump Box Foundation in Menggala North GS.
1. Switchrack shelter will be built as a steel structure with reinforce concrete as its foundation.
2.
Design loads that are considered on this analysis consist of self-gravity loads, equipment loads,
live loads, wind loads, lateral earth loads and seismic loads.
3.
4.
Wind load will perform using ASCE 7-16.
Lateral earth loads will perform using Mononobe-Okabe method which cover seismic pressure,
with load factor 0.6 for ASD and 0.9 for LRFD.
5.
Seismic loads will be run using seismic parameter taken from SNI 1729 - 2019, in particular from
https://rsa.ciptakarya.pu.go.id/2021/
6.
7.
The structure will be analyzed using microsoft excel.
Concrete reinforcement will be designed using factored load combination, whereas unfactored load
combination is used for foundation design and structure stability check.
8.
Crack checking will control refer to ACI 318R-14 sub 24.3.2
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
4.2
Rev. A2
Stability Parameter
Parameter for Steel Structure Stability
Permanent
All. Bending Ratio for Steel Member
All. Lateral Displacement (Δ/L)
1.00
1/300
Temporary
1.00
1/200
All. Vertical Displacement (Δ/L)
- Girders & Beams
1/90
1/90
- Girts & Purlins
1/200
1/200
* Δ : Maximum displacement of one node
* L : Span of member/beam
Parameter for Soil Bearing Capacity
Location
:
Manggala North GS
BH-02
Soil Stability Parameter
Permanent
Temporary
All. Soil Bearing Capacity (ton/m )
14.56
18.92
All. Safety factor for overturning
2.00
1.50
All. Safety factor for sliding
2.00
1.50
2
*increased permanent allowable bearing capacity by 30%
Friction coefficient between soil and concrete
Maximum settlement
:
:
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0.4
25
mm
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
5
Rev. A2
LOADING ANALYSIS DESIGN & COMBINATION
5.1 Loading Analysis Design
5.1.1 Dead Load of Structure (Ds)
Dead load means the weight of structure it self, and all material permanently attached there to or
supported there by.
1). Selfweight of structure is add by 10% (steel connectiion) and analyze by using STAAD.Pro
2). Roof Weight
3)
- Roofing sheet
=
- Miscellaneous item
- Mech. Electrical, instrument
=
=
10.0 kg/m2
7.5 kg/m2
7.5 kg/m2
=
25.0 kg/m2
Panel Weight
Tributary Length (m)
Uniform Load
(kg/m)
Uniform Load (kN/m)
1.2
30.0
0.294
1.0
25.0
0.245
0.8
18.8
0.184
=
0.25
kN
5.1.2 Live Load (L)
Live Loads shall means the moving or movable external loads on structure, floor, foundation and
building produced by people, tools, furnishings of building etc. which are not permanently fixed
thereon. Minimum Live load shall be shown as below:
150 kg/m2
18.00 m2 (Section 4.8 ASCE 7-16)
1.00
Roof basic load, Lo
=
Roof total area, At
=
Factor Reduction, R1
=
Roof slope,
Number of inches of rise per foot, F
Factor Reduction, R2
=
=
17.00
=
=
1.00
Roof Live Load, Lr = R1 R2 Lo
o
3.67
(Section 4.8 ASCE 7-16)
150 kg/m2
Tributary Length (m)
Uniform Load
(kg/m)
Uniform Load (kN/m)
1.2
180.0
1.766
1.0
150.0
1.472
0.75
112.5
1.104
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
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SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
5.1.3 Wind load (WL)
Wind load calculated
Procedure Wind Load
are as below :
System Building :
Type Building
:
automatically by StaadPro based on ASCE 7-16 and in accordance with
Calculation Design Basis . The system of structure for analysis in Staad Pro
Building Frame System
Open Building
Directional Procedure (Section 27 ASCE 7-16) for Buildings of Any Height
Analysis Method :
Parameter for input in staad Pro will be listed as the following
1.
Common Data
h (mean height)
1.95
=
m
B (Horizontal dimension measured normal
to wind direction
=
9
m
B (Horizontal dimension measured normal
to wind direction
=
2
m
θ angle of plane roof
=
17
Building Classification Category
=
II
Basic Wind Speed, V
=
Exposure Category,
=
C
Consider Wind Speed-up over Hills
=
No
Enslosure Classification
= Open Building
Important Factor, I
Wind Directional Factor, Kd
=
=
1.15
Gust Effect Factor, G
=
0.85
Velocity Pres. Exposure Coef Kz
Kzt
=
=
0.85
1
degree
32.10 m/sec
0.85
(ASCE 7-16 Table 1.5-2)
(ASCE 7-16 Table 26.6)
(ASCE 7-16 Table 26-10)
(ASCE 7-16 Table 26-8)
1
Ke
(ASCE 7-16 Table 26-9)
=
The equation for calculationg wind load which is used by Staad Pro based on ASCE 7-16
qz
= Velocity Pressure (N/mm2)
= 0.613 x Kz x Kd x Ke x Kzt x V2
(Sect. 26.10.2, Eq. 26.10-1)
= 456.36 N/m2
46.53 kg/m2
= Wind Load (N/mm2)
= qz x G x Cp - qi x (+/-GCpi)
=
P
for windward wall, where: qi =qh
(Eq. 27.3-1, Sect. 27.3-1)
= qh x G x Cp - qi x (+/-GCpi)
for leeward wall, sidewalls, and roof, where: qi = (Sect. 27.3-1)
Then, Wind load (P) is assigned in longitudinal and transversal direction of structure based on its
height. The following figure is ilustration about the assignation forces
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
A
B
: Leeward Wall Load
: Windward Wall Load
C
D
: Windward Roof Load
: Leeward Roof Load
E
: Side Wall Load
F
:
Side Wall Load
D
F
A
C
E
B
Wind Direction
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
= Wind X dir & Z-dir
=
Wind X dir
=
Wind Z-dir
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
Case 1, Wind X Direction
[(GCpf) - (GCpi)]
2
Windward
0.68
W (kg/m )
31.64
Leeward
-0.43
-19.78
Sidewall
Windward
Leeward
-0.60
-0.85
-0.51
-27.69
-39.55
-23.73
Tributary Length
Windward
Leeward
Sidewall
Wall
Roof
Loading Applied X (+) Dir
Grid No.
Wall
(m)
(kN/m)
(kN/m)
(kN/m)
A
0.10
0.031
-
-
B
C
0.10
0.10
Tributary Length
(m)
0.031
0.031
Windward
(kN/m)
Leeward
(kN/m)
Sidewall
(kN/m)
1
2
1.20
1.00
-0.465
-0.388
-0.279
-0.233
-
3
0.75
-0.291
-0.174
-
[(GCpf) - (GCpi)]
W (kg/m )
Windward
Leeward
Sidewall
0 to h/2
0.68
-0.17
-0.60
-0.77
31.64
-7.91
-27.69
-35.60
h/2 to h
h to 2h
-0.77
-0.43
-35.60
-19.78
>2h
-0.26
-11.87
Tributary Length
Windward
Leeward
Sidewall
(m)
(kg/m)
(kg/m)
(kg/m)
0.10
0.10
0.10
0.031
-
-0.02
-
Distance
Roof
Case 2, Wind Z Direction
Wall
Roof
2
Loading Applied Z (+) Dir
Grid No.
Wall
A
B
C
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 27-May-23
Rev. A1
Distance
Roof
0
1
2.0
to
to
to
>
1.0
2.0
4
4
Tributary Length
(m)
2.00
(kg/m)
Leeward
(kg/m)
Sidewall
(kg/m)
0.75
1.00
1.00
1.00
-0.262
-0.349
-0.194
-0.116
-0.262
-0.349
-0.194
-0.116
-
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
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SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
5.1.4 Seismic Load (S)
Earthquake Load is calculated based on SNI-1762-2019 using
application by PUSKIM PU. For Duri, parameter for design
Parameter
Occupancy
Important fact (Ie)
Soil Site Class
SS (g)
S1 (g)
Fa
Fv
SMS (g)
SM1 (g)
SDS (g)
SD1 (g)
T0
Ts
Category Design
Response Mode ( R )
Value
II
1
SD
0.41
0.28
1.5
2.1
0.615
0.588
0.410
0.392
0.191
0.956
C
3.5
Refference
Table 3, SNI 03-1726-2019
Table 4, SNI 03-1726-2020
Appendix D
Peta Zona Gempa Indonesia (Kemen PU)
Peta Zona Gempa Indonesia (Kemen PU)
SNI 03-1726-2019
SNI 03-1726-2019
Sms = Fa*Ss, Eqn 5, SNI 03-1726-2019
Sm1 = Fv*S1, Eqn 6, SNI 03-1726-2019
SDS = 2/3*SMS, Eqn 7, SNI 03-1726-2019
SD1 = 2/3*SM1, Eqn 8, SNI 03-1726-2019
T0 = 0.2* SD1/SDS
Ts = SD1/SDS
Table 12, SNI 03-1726-2019
The earthquake load will be generated automatically by Staad Pro with input parameter above.
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
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SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
5.2
Rev. A2
Loading Combination
There are two type for loading combination, Factored and Unfactored load combination. Factored load
combination shall be used for foundation reinforcement design while unfactored load combination shall be
used for foundation stability check and steel structure design.
5.2.1 Unfactored Load
:
LC 101
:
LC 102
:
LC 103
:
LC 104
:
LC 105
LC 106
LC 107
LC 108
LC 109
LC 110
LC 111
LC 112
LC 113
LC 114
LC 115
LC 116
LC 117
LC 118
LC 119
LC 120
LC 121
LC 122
LC 123
LC 124
LC 125
LC 126
LC 127
LC 128
LC 129
LC 130
LC 131
LC 132
LC 133
LC 134
LC 135
LC 136
LC 137
LC 138
LC 139
LC 140
LC 141
LC 142
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
:
Combination
Ds + Do + L + Tf + Af + Ff + H + Vh
0,6 (Ds + De + Wx)
0,6 (Ds + De + Wz)
0,6 (Ds + De + (-Wx))
0,6 (Ds + De + (-Wz))
Ds + Do + 0.75L + 0.45Wx + Af
Ds + Do + 0.75L + 0.45Wz + Af
Ds + Do + 0.75L + 0.45(-Wx) + Af
Ds + Do + 0.75L + 0.45(-Wz) + Af
Ds + Do + 0.6Wx + Af
Ds + Do + 0.6Wz + Af
Ds + Do - 0.6Wx + Af
Ds + Do - 0.6Wz + Af
0.6 (Ds + De) + 0.7Eex + 0.21Eez + 0.2*SDS*D + Af
0.6 (Ds + De) + 0.7Eex - 0.21Eez + 0.2*SDS*D + Af
0.6 (Ds + De) - 0.7Eex + 0.21Eez + 0.2*SDS*D + Af
0.6 (Ds + De) - 0.7Eex - 0.21Eez + 0.2*SDS*D + Af
0.6 (Ds + De) + 0.21Eex - 0.7Eez + 0.2*SDS*D + Af
0.6 (Ds + De) + 0.21Eex - 0.7Eez + 0.2*SDS*D + Af
0.6 (Ds + De) - 0.21Eex + 0.7Eez + 0.2*SDS*D + Af
0.6 (Ds + De) - 0.21Eex - 0.7Eez + 0.2*SDS*D + Af
Ds + Do + 0.75L + 0.525Eox + 0.1575Eoz + 0.2*SDS*D + Af
Ds + Do + 0.75L + 0.525Eox - 0.1575Eoz + 0.2*SDS*D + Af
Ds + Do + 0.75L - 0.525Eox + 0.1575Eoz + 0.2*SDS*D + Af
Ds + Do + 0.75L - 0.525Eox - 0.1575Eoz + 0.2*SDS*D + Af
Ds + Do + 0.75L + 0.1575Eox + 0.525Eoz + 0.2*SDS*D + Af
Ds + Do + 0.75L + 0.1575Eox - 0.525Eoz + 0.2*SDS*D + Af
Ds + Do + 0.75L - 0.1575Eox + 0.525Eoz + 0.2*SDS*D + Af
Ds + Do + 0.75L - 0.1575Eox - 0.525Eoz + 0.2*SDS*D + Af
Ds + Do + 0.7Eox + 0.21Eoz + 0.2*SDS*D + Af
Ds + Do + 0.7Eox - 0.21Eoz + 0.2*SDS*D + Af
Ds + Do - 0.7Eox + 0.21Eoz + 0.2*SDS*D + Af
Ds + Do - 0.7Eox - 0.21Eoz + 0.2*SDS*D + Af
Ds + Do + 0.21Eox + 0.7Eoz + 0.2*SDS*D + Af
Ds + Do + 0.21Eox - 0.7Eoz + 0.2*SDS*D + Af
Ds + Do - 0.21Eox + 0.7Eoz + 0.2*SDS*D + Af
Ds + Do - 0.21Eox - 0.7Eoz + 0.2*SDS*D + Af
Ds + De + 0.6Wpx
Ds + De + 0.6Wpz
Ds + De - 0.6Wpx
Ds + De - 0.6Wpz
Ds + Dt + 0.6Wpx + 0.75L
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SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
LC 143
LC 144
LC 145
LC 146
Rev. A2
:
:
:
:
Ds + Dt + 0.6Wpz + 0.75L
Ds + Dt - 0.6Wpx + 0.75L
Ds + Dt - 0.6Wpz + 0.75L
Ds + H
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SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
5.2.2 Factored Load Combination for Foundation Steel Structure
: 1.4 (Ds + Do + L + Tf + Af + Ff + H + Vh)
LC 201
: 1.2 (Ds + Do + Tf + Af + Ff) + 1.6L
LC 202
: 0.9 (Ds + De) + 1.0Wx
LC 203
: 0.9 (Ds + De) + 1.0Wz
LC 204
: 0.9 (Ds + De) - 1.0Wx
LC 205
: 0.9 (Ds + De) - 1.0Wz
LC 206
: 1,2 (Ds + De) +0.5L + 1.0Wx
LC 207
: 1,2 (Ds + De) +0.5L + 1.0Wz
LC 208
: 1,2 (Ds + De) +0.5L - 1.0Wx
LC 209
: 1,2 (Ds + De) +0.5L - 1.0Wz
LC 210
:
0.9 (Ds + De) + 1.0Eex + 0.3Eez + 0.2*SDS*D
LC 211
:
LC 212
0.9 (Ds + De) + 1.0Eex - 0.3Eez + 0.2*SDS*D
:
LC 213
0.9 (Ds + De) - 1.0Eex + 0.3Eez + 0.2*SDS*D
:
LC 214
0.9 (Ds + De) - 1.0Eex - 0.3Eez + 0.2*SDS*D
:
0.9 (Ds + De) + 0.3Eex + 1.0Eez + 0.2*SDS*D
LC 215
:
LC 216
0.9 (Ds + De) + 0.3Eex - 1.0Eez + 0.2*SDS*D
:
LC 217
0.9 (Ds + De) - 0.3Eex + 1.0Eez + 0.2*SDS*D
:
LC 218
0.9 (Ds + De) - 0.3Eex - 1.0Eez + 0.2*SDS*D
:
0.9 (Ds + Do) + 1.0Eex + 0.3Eez + 0.2*SDS*D
LC 219
:
LC 220
0.9 (Ds + Do) + 1.0Eex - 0.3Eez + 0.2*SDS*D
:
LC 221
0.9 (Ds + Do) - 1.0Eex + 0.3Eez + 0.2*SDS*D
:
LC 222
0.9 (Ds + Do) - 1.0Eex - 0.3Eez + 0.2*SDS*D
:
0.9 (Ds + Do) + 0.3Eex + 1.0Eez + 0.2*SDS*D
LC 223
:
LC 224
0.9 (Ds + Do) + 0.3Eex - 1.0Eez + 0.2*SDS*D
:
LC 225
0.9 (Ds + Do) - 0.3Eex + 1.0Eez + 0.2*SDS*D
:
LC 226
0.9 (Ds + Do) - 0.3Eex - 1.0Eez + 0.2*SDS*D
:
LC 227
1.2 (Ds + Do) + 0.5L + 1.0Eox + 0.3Eoz + 0.2*SDS*D
:
LC 228
1.2 (Ds + Do) + 0.5L + 1.0Eox - 0.3Eoz + 0.2*SDS*D
:
LC 229
1.2 (Ds + Do) + 0.5L - 1.0Eox + 0.3Eoz + 0.2*SDS*D
:
LC 230
1.2 (Ds + Do) + 0.5L - 1.0Eox - 0.3Eoz + 0.2*SDS*D
:
LC 231
1.2 (Ds + Do) + 0.5L + 0.3Eox + 1.0Eoz + 0.2*SDS*D
:
LC 232
1.2 (Ds + Do) + 0.5L + 0.3Eox - 1.0Eoz + 0.2*SDS*D
:
LC 233
1.2 (Ds + Do) + 0.5L - 0.3Eox + 1.0Eoz + 0.2*SDS*D
:
LC 234
1.2 (Ds + Do) + 0.5L - 0.3Eox - 1.0Eoz + 0.2*SDS*D
:
LC 235
0.9 (Ds + De) + 1.0Wpx
:
LC 236
0.9 (Ds + De) + 1.0Wpz
:
LC 237
0.9 (Ds + De) - 1.0Wpx
:
LC 238
0.9 (Ds + De) - 1.0Wpz
:
LC 239
1.2 (Ds + Dt) + 1.0Wpx
:
LC 240
1.2 (Ds + Dt) + 1.0Wpz
:
LC 241
1.2 (Ds + Dt) - 1.0Wpx
:
LC 242
1.2 (Ds + Dt) - 1.0Wpz
:
LC 243
1.2 Ds + 1.6 H
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
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SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
Where as :
:
Ds
:
De
D0
:
:
Dt
:
W
:
E
:
L
:
Vh
:
Th
:
Tf
:
Af
:
Ff
:
I
J
H
M
Bp
Wp
Ee
:
:
:
:
:
:
Dead Load of Structure Proper
Empty Load of Equipment
Operating Load of Equipment
Test Load of Equipment
Wind Load
Earthquake Load
Live Load
Vehicle Load
Thermal Load
Thermal Forces
Pipe Anchor and Guide Forces
Pipe Friction Forces
Impact Load
Dynamic Load
Earth / Water Pressure
Maintenance Load
Bundle-Pull Load
Wind Load during Maintenance
Earthquake Load (Empty)
6.
Computer Modelling
6.1
Computer Program
The following software will be used for modelling and designing of structures :
 Staad Pro V8i SS6 Edition
Shelter Structure is analyzed by using Staad Pro V8i. This analysis consists of structure and design load
modeling, internal steel member code checking deflection/displacement node check. Support reaction,
member forces and moment will also be obtained from this structure analysis.
6.2
Unit System
The following unit system shall be adopted in the Staad Pro analysis files and design documents:
 Great length : in meter (member length, joint co-ordinates)
 Small length : in mm (dimension of beam/column, deflection, etc)
 Forces
: kN
 Moments
: kN m
 Masses
: in kg
2
 Stresses
: in N/mm
 Angles
: in degree
`
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000
GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
6.3
Rev. A2
Structure Modeling
Figure 1. Structure Modeling by StaadPro
6.4 Axis System
6.4.1 Global Axis System
Nodes of the structural model are described in a global axis system defined as follows:
- Y is vertical from the Chart Datum
- Z is horizontal parallel to the structure south
- X is horizontal parallel to the structure east
6.4.2 Local Axis System
Each member of the structural model has its own local axis system in which calculated internal forces and
moments are expressed. It can also be used to introduce loads on the members.
6.5
Method of Analysis
The structure analysis to be carried out are framing structure analysis of a three dimensional space frame
computer model.
20 of 47
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000
GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
6.6 Building Structure Modeling
6.6.1 Isometric Framing
6.6.2 Member Properties
Column : H100X100X6X8
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000
GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
Rafter : H150x75x5x7
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
Beam : H150x75x5x7
Beam : C150X75X6.5
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
6.6.3 Joint and Member Numbering
Joint Numbering
Member Numbering
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Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
6.7
Rev. A2
Loading Design
Seismic Load X Direction
Seismic Load Z Direction
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
Dead Load (Selfweight)
Live Load Roof
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
Rev. A2
Wind Load X Direction
Wind Load Z Direction
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Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
7
7.1
Rev. A2
Steel Structure Design
Steel Member Size and Unity Check
From STAADPro output, strength ratio of steel member as following :
No Beam Marking
Property
IR
55
C1
H100X100X6X8
0.12
58
C1
H100X100X6X9
0.12
H100X100X6X10
43
C1
0.16
H100X100X6X11
98
C1
0.14
H100X100X6X12
24
C1
0.12
H100X100X6X13
27
C1
0.12
37
RF1
H150X75X5X7
0.25
88
RF1
H150X75X5X7
0.24
83
RF1
H150X75X5X7
0.19
97
RF1
H150X75X5X7
0.18
86
B1
H150X75X5X7
0.14
38
B1
H150X75X5X7
0.14
39
B1
H150X75X5X7
0.13
85
B1
H150X75X5X7
0.13
36
B2
C150X75X6.5
0.02
49
B2
C150X75X6.6
0.02
LC
227
227
227
227
228
228
202
202
202
202
202
202
202
202
201
201
Note: For all member size and unity check, please see Appendix C
7.2
Displacement & Drift
Δy
Δx
Δy
Δx
Direction
Node
Lateral
Vertical
28
28
Max. Dis. (Δ) Max. Span (L)
mm
mm
3.204
0.095
2000
1040
28 of 47
:
:
Vertical Displacement
Lateral Displacement
Δ/L
All. Δ/L
0.0016
0.0001
0.0033
0.011
Check
OK!
OK!
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date: 7-Jun-23
7.3
Rev. A2
Slenderness Check
No Beam Marking
Property
KR/L
55
C1
H100X100X6X8 80.27
58
C1
H100X100X6X9 80.27
57
C1
H100X100X6X10 80.27
59
C1
H100X100X6X11 80.27
56
C1
H100X100X6X12 80.27
37
RF1
H150X75X5X7
18.01
12
RF1
H150X75X5X7
62.90
68
RF1
H150X75X5X7
62.90
9
B1
H150X75X5X7
60.05
93
B1
H150X75X5X7
84.00
2
B1
H150X75X5X7
60.05
36
B2
C150X75X6.5
180.60
49
B2
C150X75X6.6
180.60
Allow
200
200
200
200
200
200
200
200
200
200
200
200
200
Check
OK!
OK!
OK!
OK!
OK!
OK!
OK!
OK!
OK!
OK!
OK!
OK!
OK!
* "KL/R max" means the highest value between KL/R in y-axis and z-axis, obtained from output StadPro.
* "Allow." means allowable slenderness, for column or compression member does not
exceed 200 and for tension main beam doesn't exceed 300 except for bracing tensiononly member, maximum slenderness limit need not apply.
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
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8.
8.1
Concrete Structure Design
Foundation Layout
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
500
A
4000
9000
X
4000
Z
500
2000
100.0
Hs
Slab
100.0
Section A
Foundation Dimension
Width of Foundation, BF
=
=
2 m
9 m
0.200 m
Concrete Cover
=
=
18 m2
0.040 m
Pedestal Dimension
Width of Pedestal, Bp
=
0.350 m
Length of Pedestal, Lp
=
Height of pedestal above ground, Gp
=
0.350 m
0.300 m
Length of Foundation, LF
Total thick. of Foundation, HF
Area of Foundation, AF
=
Total height of pedestal, Hp
=
0.300 m
Area of pedestal AP
=
0.123 m2
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
7-Jun-23
8.2
Structure Dead Load
Pedestal
Slab
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
= n * B P * L P * HP *  c
=
3*
0.35 * 0.35 * 0.3 * 2400
= BF * LF * HF * c
=
264.60 kg
= 2 * 9 * 0.2 * 2400
=
8640 kg
8904.6 kg
Total Dead Load, WDL
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
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8.3
Joint Result Load Combination
Combination load for checking of axial bearing capacity
Summary Unfactored Load
No.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Load Combination
101 = DS+DO+L+TF+AF+FF+H+VH
102 = 0.6(DS+DE+WX)
103 = 0.6(DS+DE+WZ)
104 = 0.6(DS+DE+(-WX))
105 = 0.6(DS+DE+(-WZ))
106 = DS+DO+0.75L+0.45WX+AF
107 = DS+DO+0.75L+0.45WZ+AF
108 = DS+DO+0.75L+0.45(-WX)+AF
109 = DS+DO+0.75L+0.45(-WZ)+AF
110 = DS+DO+0.6WX+AF
111 = DS+DO+0.6WZ+AF
112 = DS+DO+0.6(-WX)+AF
113 = DS+DO+0.6(-WZ)+AF
114 = 0.6 (Ds + De) + 0.7Eex +
0.21Eez + 0.2*SDS*D + Af
115 =0.6 (Ds + De) + 0.7Eex 0.21Eez + 0.2*SDS*D + Af
116 = 0.6 (Ds + De) - 0.7Eex +
0.21Eez + 0.2*SDS*D + Af
117 = 0.6 (Ds + De) - 0.7Eex 0.21Eez + 0.2*SDS*D + Af
118 = 0.6 (Ds + De) + 0.21Eex +
0.7Eez + 0.2*SDS*D + Af
119 = 0.6 (Ds + De) - 0.21Eex +
0.7Eez + 0.2*SDS*D + Af
120 = 0.6 (Ds + De) - 0.21Eex 0.7Eez + 0.2*SDS*D + Af
21 121 = DS+DO+0.75L-0.525EOZ+AF
22
23
24
25
26
27
28
29
30
122 = Ds + Do + 0.75L + 0.525Eox +
0.1575Eoz + 0.2*SDS*D + Af
123 = Ds + Do + 0.75L + 0.525Eox 0.1575Eoz + 0.2*SDS*D + Af
124 = Ds + Do + 0.75L - 0.525Eox +
0.1575Eoz + 0.2*SDS*D + Af
125 = Ds + Do + 0.75L - 0.525Eox 0.1575Eoz + 0.2*SDS*D + Af
126 = Ds + Do + 0.75L + 0.1575Eox
+ 0.525Eoz + 0.2*SDS*D + Af
127 = Ds + Do + 0.75L + 0.1575Eox 0.525Eoz + 0.2*SDS*D + Af
128 = Ds + Do + 0.75L - 0.1575Eox
+ 0.525Eoz + 0.2*SDS*D + Af
129 = Ds + Do + 0.75L - 0.1575Eox 0.525Eoz + 0.2*SDS*D + Af
130 = Ds + Do + 0.7Eox + 0.21Eoz +
0.2*SDS*D + Af
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
Horizontal
Fx
Fz
Vertical
Fy
Mx
Moment
Mz
My
kN
0.01
0.13
0.01
-0.01
0.01
0.11
0.01
-0.01
0.01
0.14
0.01
-0.01
0.01
kN
0.53
0.33
0.31
0.33
0.35
0.53
0.52
0.53
0.55
0.55
0.53
0.55
0.57
kN
111.71
91.86
92.73
91.86
92.73
106.95
107.60
106.95
107.60
96.05
96.92
96.05
96.92
kN.m
0.00
0.00
0.00
0.00
0.01
0.00
0.00
0.00
0.01
0.00
0.00
0.00
0.01
kN.m
0.04
0.05
0.02
0.02
0.02
0.06
0.04
0.04
0.04
0.07
0.04
0.04
0.04
kN.m
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
-0.20
0.33
94.61
-0.02
0.43
0.00
0.01
0.25
94.61
-0.05
0.03
0.00
0.25
0.33
94.60
-0.02
-0.30
0.00
0.25
0.44
94.60
0.02
-0.30
0.00
-0.06
0.19
94.60
-0.07
0.15
0.00
-0.06
0.57
94.60
0.07
0.15
0.00
0.08
0.19
94.60
-0.07
-0.07
0.00
0.08
0.57
94.60
0.07
-0.07
0.00
-0.30
0.52
98.79
-0.03
0.64
0.00
-0.30
0.69
98.79
0.04
0.64
0.00
0.38
0.52
98.79
-0.03
-0.44
0.00
0.38
0.69
98.79
0.04
-0.44
0.00
-0.09
0.32
98.79
-0.10
0.22
0.00
0.12
0.32
98.79
-0.10
-0.10
0.00
-0.09
0.89
98.79
0.11
0.22
0.00
0.12
0.89
98.79
0.11
-0.10
0.00
-0.39
0.49
98.79
-0.04
0.84
0.00
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DED INSTALASI COOLING TOWER MANGGALA NORTH GS
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131 = Ds + Do + 0.7Eox - 0.21Eoz +
31 0.2*SDS*D + Af
132 = Ds + Do - 0.7Eox + 0.21Eoz +
32 0.2*SDS*D + Af
133 = Ds + Do - 0.7Eox - 0.21Eoz +
33 0.2*SDS*D + Af
134 = Ds + Do + 0.21Eox + 0.7Eoz +
34 0.2*SDS*D + Af
135 = Ds + Do + 0.21Eox - 0.7Eoz +
35 0.2*SDS*D + Af
136 = Ds + Do - 0.21Eox + 0.7Eoz +
36 0.2*SDS*D + Af
137 = Ds + Do - 0.21Eox - 0.7Eoz +
37 0.2*SDS*D + Af
38 138 = Ds + De + 0.6Wpx
39 139 = Ds + De + 0.6Wpz
40 140 = Ds + De - 0.6Wpx
41 141 = Ds + De - 0.6Wpz
42 142 = Ds + Dt + 0.6Wpx + 0.75L
43 143 = Ds + Dt + 0.6Wpz + 0.75L
44 144 = Ds + Dt - 0.6Wpx + 0.75L
45 145 = Ds + Dt - 0.6Wpz + 0.75L
46 146 = Ds + H
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
-0.39
0.72
98.79
0.05
0.84
0.00
0.50
0.49
98.79
-0.04
-0.60
0.00
0.50
0.72
98.79
0.05
-0.60
0.00
-0.12
0.22
98.79
-0.14
0.28
0.00
-0.12
0.98
98.79
0.15
0.28
0.00
0.16
0.22
98.79
-0.14
-0.15
0.00
0.16
0.98
98.79
0.15
-0.15
0.00
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.55
0.55
0.55
0.55
0.53
0.53
0.53
0.53
0.55
97.74
97.74
97.74
97.74
108.21
108.21
108.21
108.21
97.74
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Vertical
Fy
kN
Mx
kN.m
Summary Factored Load
Load Combination
No.
Horizontal
Fx
Fz
kN
kN
Moment
Mz
kN.m
My
kN.m
1
201 =
1.4(DS+DO+L+TF+AF+FF+H+VH)
0.01
0.74
34.22
0.00
0.06
0.00
2
202 = 1.2(DS+DO+TF+AF+FF)+1.6L
0.01
0.63
122.18
0.00
0.05
0.00
3
4
5
6
203
204
205
206
0.9(DS+DE)+1.0WX
0.9(DS+DE)+1.0WZ
0.9(DS+DE)+1.0(-WX)
0.9(DS+DE)+1.0(-WZ)
0.22
0.01
-0.01
0.01
0.50
0.46
0.50
0.53
93.88
95.33
93.88
95.33
0.00
-0.01
0.00
0.01
0.09
0.04
0.03
0.04
0.00
0.00
0.00
0.00
7
207 = 1.2(DS+DE+AF)+0.5L+1.0WX
0.22
0.65
104.00
0.00
0.10
0.00
8
208 = 1.2(DS+DE+AF)+0.5L+1.0WZ
0.01
0.62
105.45
-0.01
0.05
0.00
9
209 = 1.2(DS+DE+AF)+0.5L+1.0(WX)
-0.01
0.65
104.00
0.00
0.04
0.00
10
210 = 1.2(DS+DE+AF)+0.5L+1.0(WZ)
0.01
0.68
105.45
0.01
0.05
0.00
11
211 = 0.9 (Ds + De) + 1.0Eex +
0.3Eez + 0.2*SDS*D
-0.28
0.47
97.76
-0.03
0.61
0.00
12
212 = 0.9 (Ds + De) + 1.0Eex 0.3Eez + 0.2*SDS*D
-0.28
0.63
97.76
0.03
0.61
0.00
13
213 = 0.9 (Ds + De) - 1.0Eex +
0.3Eez + 0.2*SDS*D
0.36
0.47
97.76
-0.03
-0.42
0.00
14
214 = 0.9 (Ds + De) - 1.0Eex 0.3Eez + 0.2*SDS*D
0.36
0.63
97.76
0.03
-0.42
0.00
=
=
=
=
33 of 47
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
7-Jun-23
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
15
215 = 0.9 (Ds + De) + 0.3Eex +
1.0Eez + 0.2*SDS*D
-0.09
0.28
97.76
-0.10
0.21
0.00
16
216 = 0.9 (Ds + De) + 0.3Eex 1.0Eez + 0.2*SDS*D
-0.09
0.82
97.76
0.10
0.21
0.00
17
217 = 0.9 (Ds + De) - 0.3Eex +
1.0Eez + 0.2*SDS*D
0.12
0.28
97.76
-0.10
-0.10
0.00
18
218 = 0.9 (Ds + De) - 0.3Eex 1.0Eez + 0.2*SDS*D
0.12
0.82
97.76
0.10
-0.10
0.00
19
219 = 0.9 (Ds + Do) + 1.0Eex +
0.3Eez + 0.2*SDS*D
-0.28
0.47
97.76
-0.03
0.61
0.00
20
220 = 0.9 (Ds + Do) + 1.0Eex 0.3Eez + 0.2*SDS*D
-0.28
0.63
97.76
0.03
0.61
0.00
21
221 = 0.9 (Ds + Do) - 1.0Eex +
0.3Eez + 0.2*SDS*D
0.36
0.47
97.76
-0.03
-0.42
0.00
22
222 = 0.9 (Ds + Do) - 1.0Eex 0.3Eez + 0.2*SDS*D
0.36
0.63
97.76
0.03
-0.42
0.00
23
223 = 0.9 (Ds + Do) + 0.3Eex +
1.0Eez + 0.2*SDS*D
-0.09
0.28
97.76
-0.10
0.21
0.00
24
224 = 0.9 (Ds + Do) + 0.3Eex 1.0Eez + 0.2*SDS*D
0.12
0.28
97.76
-0.10
-0.10
0.00
25
225 = 0.9 (Ds + Do) - 0.3Eex +
1.0Eez + 0.2*SDS*D
-0.09
0.82
97.76
0.10
0.21
0.00
26
226 = 0.9 (Ds + Do) - 0.3Eex 1.0Eez + 0.2*SDS*D
0.12
0.82
97.76
0.10
-0.10
0.00
27
227 = 1.2 (Ds + Do) + 0.5L + 1.0Eox
+ 0.3Eoz + 0.2*SDS*D
-0.56
0.55
100.90
-0.06
1.19
0.00
28
228 = 1.2 (Ds + Do) + 0.5L + 1.0Eox
- 0.3Eoz + 0.2*SDS*D
-0.56
0.88
100.90
0.06
1.19
0.00
29
229 = 1.2 (Ds + Do) + 0.5L - 1.0Eox
+ 0.3Eoz + 0.2*SDS*D
0.72
0.55
100.90
-0.06
-0.87
0.00
30
230 = 1.2 (Ds + Do) + 0.5L - 1.0Eox 0.3Eoz + 0.2*SDS*D
0.72
0.88
100.90
0.06
-0.87
0.00
31
231 = 1.2 (Ds + Do) + 0.5L + 0.3Eox
+ 1.0Eoz + 0.2*SDS*D
-0.17
0.17
100.90
-0.20
0.39
0.00
32
232 = 1.2 (Ds + Do) + 0.5L + 0.3Eox
- 1.0Eoz + 0.2*SDS*D
-0.17
1.25
100.90
0.21
0.39
0.00
33
233 = 1.2 (Ds + Do) + 0.5L - 0.3Eox
+ 1.0Eoz + 0.2*SDS*D
0.22
0.17
100.90
-0.20
-0.23
0.00
34
234 = 1.2 (Ds + Do) + 0.5L - 0.3Eox 1.0Eoz + 0.2*SDS*D
0.22
1.25
100.90
0.21
-0.23
0.00
35
36
37
38
39
40
41
42
43
235 = 0.9 (Ds + De) + 1.0Wpx
236 = 0.9 (Ds + De) + 1.0Wpz
237 = 0.9 (Ds + De) - 1.0Wpx
238 = 1.2(DS+DT)+1.0(-WPZ)+1.0L
239 = 1.2 (Ds + Dt) + 1.0Wpx
240 = 1.2 (Ds + Dt) + 1.0Wpz
241 = 1.2 (Ds + Dt) - 1.0Wpx
242 = 1.2 (Ds + Dt) - 1.0Wpz
243 = 1.2 Ds + 1.6 H
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.49
0.49
0.49
0.49
0.64
0.64
0.64
0.64
0.66
96.70
96.70
96.70
96.70
113.80
113.80
113.80
113.80
99.84
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.04
0.04
0.04
0.05
0.05
0.05
0.05
0.05
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
34 of 47
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
7-Jun-23
8.4
Design of Pedestal Reinforcement
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
Width of pedestal, Bp
=
0.35
m
=
350
mm
Length of pedestal, Lp
height of pedestal, Hp
Concrete cover (cc)
=
=
=
0.35
0.30
0.05
m
m
m
=
=
=
350
300
50
mm
mm
mm
=
20
mm
Max. size of coarse aggregate (dagg)
Ratio =
Pedestal Height
0.30
0.35
=
Width of pedestal
=
0.86
<
2.50
Short Column
Check slender effect :
Slender effect could be neglected if kL/r less than 22.
Inertia, I
=
Area, Ag
radius gyration, r
k
slender
=
4
125,052.1 cm
2
1,225.00 cm
=
10.10 cm
=
=
2.00
5.94
Check rebar requirement
Pedestal rebar are 0.5% from rebar area gross section
0.005 As
=
o=
 o Ag
0.005
350
x
=
D
=
13
=
132.73
cm
2
n
x
7
=
<
350 =
Vu
Pu
Mu
kN
kN
kNm
1.25
122.18
1.19
Note : Mu = moment that occurs at bottom of pedestal
Cross section area (Ab)
Rebar number along length side (nL)
Rebar number along width side (nB)
Total number of rebar (n)
n = 2 nL + 2 (nB - 2)
Reinforcement steel (stirrups):
Diameter of stirrups, hoops or ties (dt)
Cross section area
Ties spacing
Cross tie spacing
Properties of concrete:
Compression strength (f'c)
Modulus of elasticity (Ec)
Ec = 4700√f'c
35 of 47
=
=
=
=
13
132.73
3
3
=
8
(OK!)
mm2
therefore, in application use
8
D
Factored Loading Combination (LC) from StaadPro Output
Reinforcement steel (main bars):
Diameter of longitudinal bar (db)
22.00
mm
mm
2
=
13
mm
=
=
=
132.73
150
150
mm
mm
mm
=
=
28.00
24870
MPa
MPa
2
613
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
7-Jun-23
Properties of reinforcement steel:
Yield stress (fy)
=
=
420.00
200000
Shear (øs)
Axial tension (øa)
=
=
=
0.90
0.75
0.90
Axial compression
=
0.65
Modulus of elasticity (Es)
Strength reduction factors:
Moment (øm)
Maximum factored shear force at pedestal (Vu)
Corresponding axial force with Vu (Nu)
Min. spacing
=
=
MPa
MPa
1.25
122.18
kN
kN
= max. of [2.5 × db ; 40 + db ; 4/3 × dagg + db]
= max. of [2.5 × 13 mm ; (40 + 13) mm ; 4/3 × 20 mm + 13 mm]
= max. of [33 mm ; 53 mm ; 40 mm]
=
Max. spacing
53
=
150 + db
=
=
(150 + 13) mm
163
Rebar spacing along length side
Rebar spacing along width side
mm
mm
=
(LP - (2 × cc + 2 × dt + db)) / (nL - 1)
=
=
(350 mm - (2 × 50 mm + 2 × 13 mm + 13 mm)) / (3 - 1)
(OK!)
105.50 mm ≥
53
mm
≤
163
mm
(OK!)
=
(BP - (2 × cc + 2 × dt + db)) / (nB - 1)
=
(350 mm - (2 × 50 mm + 2 × 13 mm + 13 mm)) / (3 - 1)
(OK!)
105.50 mm ≥
53
mm
≤
163
mm
(OK!)
=
Pedestal gross area (Ag)
Rebar area (Ast)
= BP · L P
= n · Ab
Min. and max. reinforcement ratio check:
1062 mm2
≥ 0.005 · Ag
≤ 0.08 · Ag
=
=
613
9800
Strength Check
strain of concrete (εc)
Factor relating depth of equivalent rectangular
compressive stress block to depth of neutral axis (β1)
If 17 MPa ≤ f'c ≤ 28 MPa, β1 = 0.85
If 28 MPa < f'c ≤ 55 Mpa, β1 = 0.85 - 0.05 (f'c - 28) / 7
If f'c ≥ 55 MPa, β1 = 0.65
36 of 47
122500
1062
=
=
mm2
mm2
(OK!)
(OK!)
=
0.003
=
0.85
2
mm
2
mm
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
7-Jun-23
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
Pedestal capacity for pure compression
ø P = ø (0.85 f'c (Ag - Ast) + fy Ast)
=
3002.58 kN
Pedestal capacity for pure tension
ø T = ø (fy Ast)
=
401.38 kN
37 of 47
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
7-Jun-23
Table - Pedestal Capacity for Pure Moment
Moment Y
Moment Z
Description
Axis
Axis
Tensile reinforced steel area:
AsX = nL · Ab
398.19
398.19
mm
2
AsZ = nB · Ab
Compressive reinforced steel area:
AsX' = AsX
2
Unit
398.19
398.19
mm
AsZ' = AsZ
Distance from extreme compression fiber to centroid of longitudinal
compression reinforcement (d'):
d' = cc + dt + db / 2
69.50
69.50
mm
d' = cc + dt + db / 2
Distance from extreme compression fiber to centroid of longitudinal
tension reinforcement (d):
d = BP - d'
280.50
280.50
mm
0.002
0.002
-
0.002
416.50
167.240
20.08
23.62
0.002
416.50
167.240
20.08
23.62
kN
kN
mm
-
0.03
No
80.12
72.11
0.03
No
80.12
72.11
kNm
kNm
d = LP - d'
ε y = f y / Es
cb = (0.003 / 0.003+εy) . 0.003
Cc = 0.85 f'c cc bw
T = fy As
a = (As fy) / (0.85 f'c bw)
c = a / 1
εs = (0.003/c) d - 0.003
Compression reinforcement has yielded?
Mn = Cc (h/2 - a/2) + T (d - h/2)
øm M n
Table - Pedestal Capacity Under Various Axial Forces and Moments
Moment About Y Axis
Moment About Z Axis
Description
Case 1
Case 2 Case 3 Case 1 Case 2 Case 3
strain of steel (εs)
0.001
0.002
0.005
0.001
0.002
0.005
Unit
c = εc / (εc + εs) · d
208
165
105
208
165
105
mm
εs' = (c - d') / c · εc
0.002
0.002
0.001
0.002
0.002
0.001
-
εs = (c - d) / c · εc
-
-0.001
-0.002
-0.005
-0.001
-0.002
-0.005
-
fs' = min. of [εs' · Es; fy]
399
347
204
399
347
204
MPa
fs = min. of [εs · Es; fy]
Cc = (0.85 f'c) (β1 c) b
P' = fs' As '
-210
1471
159
-420
1168
138
-1000
745
81
-210
1471
159
-420
1168
138
-1000
745
81
MPa
kN
kN
-84
-167
-398
-84
-167
-398
kN
Mc = Cc (h / 2 - β1 c / 2)
M' = P' (h/2 - d')
M = P (h/2 - d)
Pn = Cc + P' + P
128
17
9
1547
123
15
18
1139
97
9
42
428
128
17
9
1547
123
15
18
1139
97
9
42
428
kNm
kNm
kNm
kN
Mn = Mc + M' + M
ø
ø Pn
153
0.90
1392
155
0.90
1025
148
0.90
385
153
0.90
1392
155
0.90
1025
148
0.90
385
kNm
kN
ø Mn
138
139
133
138
139
133
kNm
P = f s As
Table - Pedestal Capacity
38 of 47
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
GATHMGNO000-CIV-CAL-PHR-2009-00
SLON-GATHMGNO000
Rev. A2
7-Jun-23
Date:
Moment About X Axis
No.
Description
Moment About Z Axis
P
M
P
M
(kN)
(kNm)
(kN)
(kNm)
-401.38
0.00
-401.38
0.00
0.00
72.11
0.00
72.11
1
Pure compression
2
Pure moment
3
Case 3
384.88
132.84
384.88
132.84
4
5
Case 2
Case 1
1025.39
1391.89
139.28
137.82
1025.39
1391.89
139.28
137.82
6
Pure tension
3002.58
0.00
3002.58
0.00
Interaction Diagram
(Moment About X Axis
3500.00
Axial Capacity (kN)
3000.00
2500.00
2000.00
1500.00
1000.00
500.00
0.00
00
-500.000.
20. 00
40.00
-1000.00
60.00
80. 00
100.00
120.00
140.00
160.00
Moment Capacity (kN/m)
Pedestal Interaction Diagram (Moment About Y Axis)
Interaction Diagram
(Moment About Z Axis
3500.00
Axial Capacity (kN)
3000.00
2500.00
2000.00
1500.00
1000.00
500.00
0.00
-500.000.
-1000.00
00
20. 00
40.00
60. 00
80.00
100.00
120.00
140.00
140
160.00
Moment Capacity (kN/m)
Pedestal Interaction Diagram (Moment About Z Axis)
39 of 47
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
7-Jun-23
Shear Reinforcement
Shear Reinforcement
Maximum base shear, Vu
=
0.126 ton
Maximum axial load, Nu
Rebar diameter, D
Width of pedestal, BP
=
=
=
122176.1 N
13 mm
350 mm
Length of pedestal, LP
=
350 mm
Effective thickness, d
=
280.50 mm
Reduction factor, Ø
Concrete strength, f'c
Nominal shear strength, ØVc =
=
=
0.75
28 MPa

N 
.0.17.1 u 
14A
g 

f c'b wd
=
7.24 ton
= No shear reinforcement required, Use minimum reinforcement
0.5ϕVc > Vu
Total leg
Provided shear area (Av)
=
=
2
265.46
legs
2
mm
Minimum shear reinforcement:
Avmin
= max. of [0.062 √f'c bw s / fyt ; 0.35 bw s / fyt]
= max. of [41 mm²; 44 mm²]
2
mm
=
41.01
≤
265.46
mm
2
(OK!)
= Use Stirrup D13 with spacing max (d/2, ph/8, 300)
mm
=
125
D 13 - 100
So, use : =
8.5
Base Plate and Anchor Bolts Analysis
Baseplate and Concrete Data
Baseplate thickness
tp
19 mm
22 cm
22 cm
=
Baseplate size
N
B
=
=
Column size :
H100X100X6
d
=
bf
tw
=
=
tf
=
Yield strength stress,
Fy
=
Concrete Strength,
Bolt diameter,
fc'
db
=
=
w1
=
w2
w3
=
=
nb
=
Fu
Fv
=
=
for shear reinforcement.
10 cm
10 cm
0.6 cm
0.8 cm
2400 kg/cm2
214 kg/cm2
20 mm
6 mm
6 mm
6 mm
4 nos
4914 kg/cm2
1400 kg/cm2
40 of 47
=
2.0
cm
(welding E70XX Electrode)
(welding E70XX Electrode)
(welding E70XX Electrode)
(number of bolts)
(welding E70XX Electrode)
(welding E70XX Electrode)
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
7-Jun-23
Anchor Bolt design
Anchor Bolt Capacity
Tension Capacity
Ab
Ta
=
=
0.25.pi.db^2
6500 kg
T
=
nb.Ta
3.1 cm2
=
(ASTM A 307)
26000 kg
=
Shear Capacity
3.1 cm2
Ab
Fv
=
=
0.25.pi.db^2
700 kg/cm2
=
Va
V
=
=
Ab.Fv
nb.Va
=
=
2198 kg
8792 kg
=
6565 kg m
Moment Capacity
M
=
T/2.z
0.505
z
=
M
=
Weld Capacity:
m
T/2.z
Tension/Shear Capacity
te1
=
0.707.w1
=
te2
=
0.707.w2
=
te3
=
w3
=
Le1
Le2
=
=
2(d-2.tf)
2(bf-2.tw)
=
=
Le3
T
=
=
bf
V
Moment Capacity
Tension capacity of
Le2
=
Le3
=
T
=
z
M
=
=
=
=
=
Fv (Le1.te1+Le2.te2+Le3.te3)
weld in column flange area (F) = M/(d-tf)
bf-tw
=
bf
=
Fv (Le2.te2+Le3xte3)
=
d-tf
T.z
0.4242 cm
0.4242 cm
0.6 cm
16.8 cm
17.6 cm
10 cm
28829.472 kg
9.4 cm
10 cm
13982.5 kg m
9.2 cm
1286.387424 kg m
=
=
Base Plate Capacity
Compression Capacity
A1
=
B.N
=
A2
m
=
=
Pedestal area
(N - 0.95d)/2
=
=
n
=
(B - 0.8bf)/2
=
tp
=
m (fp/0.25.Fy)^0.5;
fp
= tp^2.0.25.Fy/ m^2
=
55.4
fp
A1
A2
=
=
=
P / (B.N);
P / (0.7.fc');
1/A2 (P/ (0.35.fc'))^2;
P
P
P
= fp.B.N
= A1*0.7*fc'
= (A1.A2)^0.5.0.35.fc'
=
=
=
26837.6
72550.6
Moment Capacity
Me
= 0.75.Fy.B.tp^2 /6
Ca
= 1.13
for Fy =
Cb
=
36
ksi
= (bf / B)^0.5
=
=
41 of 47
484.0 cm2
1225.0 cm2
6 cm
7 cm
23826 kg/cm
36 ksi
0.7
57710.7
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
7-Jun-23
Af
=
bf.tf
=
8 cm2
Aw
Pf
=
=
(H-2.tf).tw
2.db
=
=
Pe
=
=
Pf-db / 4-0.707.w
Ca.Cb(Af/Aw)^0.33.(Pe/db)^0.25
=
=
5.04 cm2
4 cm
0.6 cm
0.6
=
=
4 Me / (m.Pe)
Ff.(d-tf)
=
=
264066.2733 kg
24294.09714 kg m
=
=
=
=
29.9
179.2
41.8
40128
m
Ff
M
Shear Capacity
An1
= tp (B-n / 4(db+25.4 / 16))
V
= 0.3.Fu(2.An1)
Ag
= tp.B
V
= 0.4.Fy.Ag
Overall Capacity
Pa
=
Ta
=
Va
Ma
=
=
26837.6 kg
26000.0 kg
=
8792.0 kg
6565.0 kg m
=
122.2 kg
8.8 ton
6.6 ton m
=
=
Actual Loading on Top Base Plate :
From staad Pro, maximum support reaction :
73.0 kg
<
Fx
=
127.8
kg
<
Fz
=
Fy
26.8 ton
26.0 ton
=
<
Va
Ok
Va
Ok
Pa
Ok
42 of 47
cm2
cm
cm2
kg
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
7-Jun-23
8.6
Foundation Stability Analysis
8.6.1
Foundation Analysis for Shallow Foundation
: Manggala North GS
Location
Bearing Capacity
Form
Rect
degree
31
c
kPa
0

3
kN/m
18
B
m
2.00

qult
=
428.252 kPa
qall
=
142.751 kPa
=
Nc
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
Ip
2
3
32.64
1.14


25.97
0.91
14.56
ton/m²
43 of 47
kN/m
18.00
L
m
9.0
Df
m
0.20
N
I
20.61
1.13
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
7-Jun-23
8.6.2
Intensity of Soil Pressure (q)
= Mx maximum
Mx
0.15
kN.m
=
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
Mz
=
=
Mz maximum
kN.m
0.84
V
=
=
Fy maximum
111.71
kN
ex
=
=
Mz / V
0.01
(chapter 9-5 at Foundation Analysis And Design, by Joseph E. Bowles )
m
ez
=
=
=
=
=
Mx / V
0.00
0.20 m
9.00 m
2.00 m
(chapter 9-5 at Foundation Analysis And Design, by Joseph E. Bowles )
m
Hs
Ls
Bs
ex
ez
<
<
Ls/6
Bs/6
q
=
=
V/A
6.21 kN/m2
,
,
Ls/6
Bs/6
=
=
1.500
0.333
So.. Excentricty not influent calculation of soil pressure
So.. Excentricty not influent calculation of soil pressure
A
6.21
kN/m²
= Bs x Ls
=
18.00
< 142.76 kN/m2 OK!
44 of 47
m2
m
m
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
7-Jun-23
8.6.3
Stability Against Sliding
V
= Fy maximum
=
111.71
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
kN
Maximum horizontal loads :
Fx
=
0.50
kN
Fz
=
0.98
kN

= Friction coefficient between soil and concrete
=
0.5
HRX, Sliding Resistence
= .V
=
55.85
kN
Stability against sliding safety factor :
HRX / Fx
> Sf minimum
1.5
111.04
>
……
OK!
HRZ, Sliding Resistence
= .V
=
55.85
kN
Stability against sliding safety factor :
HRZ / Fz > Sf minimum
1.5
56.93
>
……
OK!
8.6.4
Stability Against Overturning
V
=
=
Fy maximum
111.71
Mx, Maximum
Overturning
=
=
Mx maximum
0.15
kN.m
Mz, Maximum
Overturning
=
=
Mz maximum
0.84
kN.m
Nox, Overturning
Resistence
Noz, Overturning
Resistence
kN
= ½ Bs . V
=
112 kN.m
= ½ Ls . V
=
503 kN.m
Stability against Overturning safety factor :
Nox / Mx > SF minimum
770.4 >
1.5
……
OK!
Noz / Mz > SF minimum
599.8 >
1.5
8.6.5 Slab Reinforcement
Length of Foundation, LF =
Width of Foundation, BF =
Slab Thickness
=
Concrete cover, c
=
Effective depth, d
=
fy
=
……
9.000
2.000
0.200
0.040
0.154
420
OK!
m
m
m
m
m
Mpa
45 of 47
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Date:
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
7-Jun-23
Moment Ultimate
Lx
Lz
9.00
2.00
=
=
4.5
One Way Slab
Load Ultimate
=
6.79
kN/m²
Momen Ultimate
Mu
=
137.448
kN.m
8.6.6 Rebar Requirement on X & Y-Direction
Mu
Rn
=
=
2.75
2
bd
8.6.7
P reg
=
As need
As steel
n
S
Use steel
=
=
=
=
=
d
=
153.500 mm
ø
b
=
=
0.85
1
=
1098.58
132.732
8
150
D13-150
mm2
mm2
m
0.00716
for each 1 m
13
D
for X & Y direction
Crack Control
EXTERIOR EXPOSURE
Choose "1" or "2" :
1
1 EXTERIOR EXPOSURE
2 INTERIOR EXPOSURE
s
=
150
mm
;
=
1.25
1,000 mm
46.50
bw =
;
dc =
2
A
=
2 * s* dc
= 13950
mm
252
=
fs =
0.6 * fy
MPa
21814.4 N/mm
z
=
fs * ( dc * A)^(1/3)
=
=
w
=
11* *fs* (dc*A)^(1/3)
100000
=
(for Slab)
mm
ᵝ
21.81
kN/m
<
25
kN/m
0.29995
mm
<
0.3
mm
46 of 47
→
→
OK !!
OK !!
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
7-Jun-23
Sketch Reinforcement
9000
X
Z
2000
+ 0.100
± 0.00
200
Date:
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Rev. A2
Footing
- 0.100
D 13 - 150
Top & Bottom
Reinforcement
47 of 47
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
Rev. A2
APPENDIX A
PLOT PLAN
Andri
Suto
Di git all y si gned by
Andri Sutomo
15:03:11 +07' 00'
mo
Date: 2023.05.17
Digit ally
signed by
Soebronto
Date:
Diw
15:39:49
ang
Soebr
onto
2023.05.17
+07'00'
Digitally signed by
Di
15:40: 05 +07'00'
Date: 2023.05. 17
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
Rev. A2
APPENDIX B
SOIL INVESTIGATION DATA
GEOLOGIC DRILLING LOG
Soil Investigation
PROJECT : SOIL INVESTIGATION MENO GS
:
CHECKED BY
:
vv v vv : : :
vv v vv : : :
vv v vv : : :
vv v vv : : :
vv v vv : : :
vv v vv : : :
vv v vv : : :
: : : : vv vv
: : : : vv vv
: : : : vv vv
: : : : vv vv
: : : : vv vv
: : : : vv vv
: : : : vv vv
: : : : vv vv
: : : : vv vv
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
:::::::
03
04
05
28 MARET 2023
10
0,00- 5,00 m
20
30
40
50
60
70
N1
N2
N3
Lempung Berpasir, Kuning Kecoklatan
01
vv v vv : : :
02
06
07
08
09
10
11
12
13
14
15
16
17
18
19
20
21
29 MARET 2023
SOIL TYPE
vv v vv : : :
vv v vv : : :
01
GRAPH
N - VALUE
SOIL AND / OR ROCK DESCRIPTION
22
Foto Corbox
LOGGED BY
M
NO. OF BLOW /
CM
M
4.00
SOIL SAMPLE
22.45
:
DEPTH ( M )
:
FINAL GWL
Company Name
N / 15 CM
TOTAL DEPTH
BH - 02
BORE HOLE NUMBER
N / 15 CM
: INDRA GUNAWAN
N / 15 CM
DRILL MASTER
DEPTH ( M )
: YBM 01
: 29 MARET 2023
TICKNESS OF
ROCK / SOIL ( m )
BORING MACHINE
DATE
End of Depth (M)
: 28 MARET 2023
DATE
: MENO GS
START
G.WL (M)
LOCATION
5
5
7
02
12
03
8
5,00- 9,00 m
9
13
04
22
05
Pasir sedikit berlempung , kuning gelap
6
10
16
06
26
07
9
9,00- 16,00 m
14
20
08
34
09
Pasir sedang, Abu-abu Kekuningan
13
15
17
10
32
11
13
18
21
12
39
13
10
14
22
14
36
15
16,00- 18,00 m
Pasir sedang, Abu-abu Kemerahan
15
15
19
16
34
17
16,00- 22,45 m
Pasir sedang, Abu-abu kekuningan
11
16
23
18
39
19
12
17
20
20
37
21
23
Stop Boring 22.45 m
24
14
21
25
22
46
23
24
25
25
26
26
27
27
28
28
29
29
30
30
Legend :
===
Lanau
vv vv
Lempung
:: :
Pasir/Gravel
TT
Timbunan
WW
Remark :
Dikerjakan Oleh
Diperiksa Oleh
Diketahui Oleh
Teknisi Lapangan
PGN Solution
Tripatra
Gambut
Undisturbed Sample (UDS)
Disturbed Sample (DS)
SPT
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
Rev. A2
APPENDIX C
INPUT & OUTPUT STAAD PRO
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
Rev. A2
C
OUTPUT & INPUT STAAD PRO
C.1
Output Support Reaction-Unfactored Load
Horizontal Vertical Horizontal
Max Fx
Min Fx
Max Fy
Min Fy
Max Fz
Min Fz
Max Mx
Min Mx
Max My
Min My
Max Mz
Min Mz
C.2
Moment
Node
L/C
Fx
kN
Fy
kN
Fz
kN
Mx
kNm
29
29
29
14
14
34
14
34
34
14
29
29
132 = DS+DO-0.7EOX+0.21EOZ+0.2*SDS*D+AF
130 = DS+DO+0.7EOX+0.21EOZ+0.2*SDS*D+AF
101 = DS+DO+L+TF+AF+FF+H+VH
102 = 0.6(DS+DE+WX)
135 = DS+DO+0.21EOX-0.7EOZ+0.2*SDS*D+AF
134 = DS+DO+0.21EOX+0.7EOZ+0.2*SDS*D+AF
135 = DS+DO+0.21EOX-0.7EOZ+0.2*SDS*D+AF
134 = DS+DO+0.21EOX+0.7EOZ+0.2*SDS*D+AF
130 = DS+DO+0.7EOX+0.21EOZ+0.2*SDS*D+AF
131 = DS+DO+0.7EOX-0.21EOZ+0.2*SDS*D+AF
130 = DS+DO+0.7EOX+0.21EOZ+0.2*SDS*D+AF
132 = DS+DO-0.7EOX+0.21EOZ+0.2*SDS*D+AF
0.503
-0.483
0.009
0.002
-0.121
-0.121
-0.121
-0.121
-0.391
-0.391
-0.483
0.503
11.527
11.527
24.44
2.492
6.262
6.263
6.262
6.263
6.118
6.117
11.527
11.527
-0.152
-0.152
0
0.331
0.981
-0.981
0.981
-0.981
-0.716
0.716
-0.152
-0.152
-0.042
-0.042
0
0.002
0.145
-0.145
0.145
-0.145
-0.045
0.045
-0.042
-0.042
My
kN
m
0
0
0
0
0
0
0
0
0
0
0
Mz
kNm
0 -0.751
0.838
0.039
0.054
0.233
0.234
0.233
0.234
0.685
0.684
0.838
-0.751
Output Support Reaction-factored Load
Horizonta Vertical Horizonta
Node
L/C
Max Fx
29
229 = 1.2(DS+DO)+0.5L-1.0EOX+0.3EOZ
+0.2*SDS*D
Min Fx
Max Fy
Min Fy
29
29
14
Max Fz
14
232 = 1.2(DS+DO)+0.5L+0.3EOX-1.0EOZ
+0.2*SDS*D
Min Fz
34
Max Mx
Moment
My
Mx
Mz
kN
kNm
kNm
m
Fx
kN
Fy
kN
Fz
kN
0.716
13.634
-0.218
-0.06
0
-1.084
27 = 1.2(DS+DO)+0.5L+1.0EOX+0.3EOZ+0.2*SDS* -0.693
202 = 1.2(DS+DO+TF+AF+FF)+1.6L
0.011
203 = 0.9(DS+DE)+1.0WX
0.003
13.634
34.911
3.604
-0.218
0
0.497
-0.06
0
0.003
0
0
0
1.186
0.047
0.086
-0.171
7.458
1.253
0.206
0
0.324
231 = 1.2(DS+DO)+0.5L+0.3EOX+1.0EOZ
+0.2*SDS*D
-0.171
7.458
-1.253
-0.206
0
0.324
14
232 = 1.2(DS+DO)+0.5L+0.3EOX-1.0EOZ
+0.2*SDS*D
-0.171
7.458
1.253
0.206
0
0.324
Min Mx
34
231 = 1.2(DS+DO)+0.5L+0.3EOX+1.0EOZ
+0.2*SDS*D
-0.171
7.458
-1.253
-0.206
0
0.324
Max My
34
227 = 1.2(DS+DO)+0.5L+1.0EOX+0.3EOZ
+0.2*SDS*D
-0.558
7.251
-0.875
-0.064
0
0.968
Min My
14
-0.558
7.25
0.875
0.064
0
0.967
Max Mz
29
-0.693
13.634
-0.218
-0.06
0
1.186
Min Mz
29
0.716
13.634
-0.218
-0.06
0
-1.084
228 = 1.2(DS+DO)+0.5L+1.0EOX-0.3EOZ
+0.2*SDS*D
227 = 1.2(DS+DO)+0.5L+1.0EOX+0.3EOZ
+0.2*SDS*D
229 = 1.2(DS+DO)+0.5L-1.0EOX+0.3EOZ
+0.2*SDS*D
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
C.3
Joint Displacement
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 Rs
C.4
Rev. A2
Node
L/C
31
21
9
48
9
52
44
8
60
32
59
49
48
DS+DO+0.7EOX-0.21EOZ+0.2*SDS*
DS+DO-0.7EOX-0.21EOZ+0.2*SDS*
DS+DO+0.7EOX-0.21EOZ+0.2*SDS*
DS+DO+0.7EOX-0.21EOZ+0.2*SDS*
DS+DO-0.21EOX+0.7EOZ+0.2*SDS*
DS+DO+0.21EOX-0.7EOZ+0.2*SDS*
101 = DS+DO+L+TF+AF+FF+H+VH
101 = DS+DO+L+TF+AF+FF+H+VH
DS+DO+0.7EOX-0.21EOZ+0.2*SDS*
DS+DO+0.7EOX+0.21EOZ+0.2*SDS
DS+DO-0.7EOX-0.21EOZ+0.2*SDS*
DS+DO+0.7EOX+0.21EOZ+0.2*SDS
DS+DO+0.7EOX-0.21EOZ+0.2*SDS*
H
X mm
3.25
-2.875
2.415
2.627
-0.532
0.82
0.123
0.14
2.561
2.563
-2.242
2.54
2.627
V
Y mm
-0.306
-0.304
2.1
-2.383
-0.49
-0.723
-0.153
0.06
-0.214
-0.214
-2.134
-2.366
-2.383
H
Z mm
-0.035
-0.025
-0.038
-0.037
0.125
-0.125
-0.001
0
-0.032
0.032
-0.038
0.038
-0.037
R
mm
3.264
2.891
3.201
3.547
0.734
1.101
0.196
0.152
2.57
2.572
3.096
3.471
3.547
rX rad
0.0
0
0
0
0
0
0.001
-0.001
0
0
0
0
0
Output Member Unity Check
Beam
98
59
58
57
56
55
43
42
41
40
28
27
26
25
24
Design
Property
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
H100X100X6X8
Actual
Ratio
Allowable
Clause
L/C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
227
202
227
227
202
227
227
202
202
229
202
228
228
202
228
Ratio
Column (C1)
0.137
1
0.092
1
0.115
1
0.086
1
0.054
1
0.122
1
0.156
1
0.031
1
0.048
1
0.054
1
0.092
1
0.115
1
0.086
1
0.054
1
0.122
1
Rotational
rY rad
0
0
0
0
0
0
0
0
0
0
0
0
0
rZ rad
-0.002
0.002
-0.002
-0.002
0
-0.001
0
0
-0.002
-0.002
0.002
-0.002
-0.002
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
Rev. A2
Rafter (RF1)
Beam
Design
Property
Actual
Ratio
10
11
12
14
15
16
18
21
31
37
46
62
66
67
68
70
71
72
74
83
88
89
90
95
96
97
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
Beam
Design
Property
Actual
Ratio
1
2
3
4
5
6
7
8
9
13
17
19
20
22
23
29
30
32
33
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
0
0.051
0.055
0.09
0.055
0.051
0.044
0
0.025
0.066
0.025
0
0
0.044
0.067
0.067
0.076
0.077
0.085
Allowable
Ratio
0.033
1
0.033
1
0.05
1
0.066
1
0.033
1
0.083
1
0.033
1
0.02
1
0.059
1
0.24
1
0.059
1
0.02
1
0.034
1
0.033
1
0.05
1
0.066
1
0.033
1
0.084
1
0.033
1
0.187
1
0.24
1
0.05
1
0.05
1
0.083
1
0.084
1
0.187
1
Beam 1 (B1)
Clause
L/C
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-C
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
202
Clause
L/C
SHEAR-Y
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
SHEAR-Y
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
SHEAR-Y
SHEAR-Y
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-C
201
202
202
202
202
202
202
201
202
202
202
201
201
202
202
202
202
202
202
Allowable
Ratio
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
Rev. A2
38
39
44
45
50
51
53
54
60
61
63
64
65
69
73
75
76
77
78
79
80
81
82
84
85
86
87
91
92
93
94
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
H150X75X5X7
Beam
Design
Property
34
35
36
47
48
49
C150X75X6.5
C150X75X6.5
C150X75X6.5
C150X75X6.5
C150X75X6.5
C150X75X6.5
1
0.137
0.13
1
0.077
1
0.085
1
0.067
1
0.076
1
0.121
1
0.111
1
0.044
1
0.067
1
0
1
0
1
0.025
1
0.066
1
0.025
1
0.051
1
0.055
1
0.089
1
0.055
1
0.051
1
0.044
1
0
1
0
1
0.089
1
0.13
1
0.137
1
0.09
1
0.111
1
0.044
1
0.044
1
0.121
1
Beam 2 (B2)
Actual
Ratio
0.04
0.018
0.021
0.04
0.018
0.021
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-T
SHEAR-Y
SHEAR-Y
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
SHEAR-Y
SHEAR-Y
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-C
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
202
202
202
202
202
202
202
202
202
202
201
201
202
202
202
202
202
202
202
202
202
201
201
202
202
202
202
202
202
202
202
Clause
L/C
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
LRFD-H1-1B-T
227
227
201
228
228
201
Allowable
Ratio
1
1
1
1
1
1
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
C.5
INPUT STAAD PRO
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 10-MAR-23
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 -1 1.7 -8.5; 2 -1 1.7 -8.4; 3 -1 1.7 -6; 4 -1 1.7 -5; 5 -1 1.7 -4;
6 -1 1.7 -2; 7 -1 1.7 -1; 8 -1 1.7 0.4; 9 -1 1.7 0.5; 10 0 2 -8.5;
11 0 1.7 -8.5; 12 0 1.7 -8.4; 13 0 2 -8.4; 14 0 0 -8; 15 0 1.7 -8; 16 0 2 -8;
17 0 0.724613 -8; 18 0 0.224892 -8; 19 0 1.22449 -8; 20 0 1.7 -6; 21 0 2 -6;
22 0 1.7 -5; 23 0 2 -5; 24 0 1.7 -4; 25 0 0.724613 -4; 26 0 0.224892 -4;
27 0 1.22449 -4; 28 0 2 -4; 29 0 0 -4; 30 0 1.7 -2; 31 0 2 -2; 32 0 1.7 -1;
33 0 2 -1; 34 0 0 0; 35 0 2 0; 36 0 1.7 0; 37 0 0.724613 0; 38 0 0.224892 0;
39 0 1.22449 0; 40 0 1.7 0.4; 41 0 2 0.4; 42 0 2 0.5; 43 0 1.7 0.5;
44 1 1.7 -8.4; 45 1 1.7 -6; 46 1 1.7 -5; 47 1 1.7 -4; 48 1 1.7 -2; 49 1 1.7 -1;
50 1 1.7 0.4; 51 1 1.7 0.503; 52 1 1.7 -8.5; 53 1 1.7 -3; 54 0 2 -3;
55 0 1.7 -3; 56 -1 1.7 -3; 57 0 2 -7; 58 1 1.7 -7; 59 -1 1.7 -7; 60 0 1.7 -7;
MEMBER INCIDENCES
1 2 1; 2 3 59; 3 4 3; 4 5 4; 5 6 56; 6 7 6; 7 8 7; 8 9 8; 9 2 12; 10 13 2;
11 21 3; 12 23 4; 13 5 24; 14 28 5; 15 31 6; 16 33 7; 17 8 40; 18 41 8;
19 12 11; 20 13 10; 21 12 13; 22 15 12; 23 16 13; 24 14 18; 25 15 16; 26 17 19;
27 18 17; 28 19 15; 29 20 60; 30 21 57; 31 20 21; 32 22 20; 33 23 21; 34 25 17;
35 26 18; 36 27 19; 37 22 23; 38 24 22; 39 28 23; 40 25 27; 41 27 24; 42 24 28;
43 29 26; 44 30 55; 45 31 54; 46 30 31; 47 37 25; 48 38 26; 49 39 27; 50 32 30;
51 33 31; 53 36 32; 54 35 33; 55 34 38; 56 36 35; 57 37 39; 58 38 37; 59 39 36;
60 40 36; 61 41 35; 62 40 41; 63 43 40; 64 42 41; 65 12 44; 66 13 44; 67 21 45;
68 23 46; 69 24 47; 70 28 47; 71 31 48; 72 33 49; 73 40 50; 74 41 50; 75 45 58;
76 46 45; 77 47 46; 78 48 53; 79 49 48; 80 50 49; 81 51 50; 82 44 52; 83 32 33;
84 53 47; 85 54 28; 86 55 24; 87 56 5; 88 55 54; 89 54 56; 90 54 53; 91 57 16;
92 58 44; 93 59 2; 94 60 15; 95 59 57; 96 57 58; 97 57 60; 98 26 25;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY JAPANESE
*1 31 TO 33 55 56 58 59 TABLE ST H100X100X6X8
*43 44 46 47 TABLE ST H150X75X5X7
*38 42 45 48 TO 54 TABLE ST H150X75X5X7
34 TO 36 47 TO 49 TABLE ST C150X75X6.5
24 TO 28 40 TO 43 55 TO 59 98 TABLE ST H100X100X6X8
10 TO 12 14 TO 16 18 21 31 37 46 62 66 TO 68 70 TO 72 74 83 88 TO 90 95 TO 97 TABLE ST H150X75X5X7
Rev. A2
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
1 TO 9 13 17 19 20 22 23 29 30 32 33 38 39 44 45 50 51 53 54 60 61 63 TO 65 69 73 75 TO 82 84 TO 87 91 TO 94 TABLE ST H150X75X5X7
CONSTANTS
BETA 90 MEMB 24 TO 28 43 55 TO 59 98
MATERIAL STEEL ALL
SUPPORTS
14 29 34 FIXED
*******************REFERENCE LOAD******************
DEFINE REFERENCE LOADS
LOAD R1 LOADTYPE Dead TITLE SELFWEIGHT (D)
SELFWEIGHT Y -1.1
******************************************************************************
LOAD R2 LOADTYPE Dead TITLE STRUCTURE LOAD (DS)
MEMBER LOAD
11 12 14 15 67 68 70 71 89 90 UNI GY -0.245
34 CON GY -0.25 1 0.075
34 CON GY -0.25 2 0.075
34 CON GY -0.25 3 0.075
47 CON GY -0.25 1 0.075
47 CON GY -0.25 2 0.075
16 72 95 96 UNI GY -0.294
10 18 66 74 UNI GY -0.184
47 CON GY -0.25 3 0.075
*****************************************************************************
LOAD R3 LOADTYPE Dead TITLE EMPTY DEADLOAD (DE)
******************************************************************************
LOAD R4 LOADTYPE Dead TITLE OPERATIONAL DEADLOAD (DO)
******************************************************************************
LOAD R5 LOADTYPE Dead TITLE TEST DEADLOAD (DT)
******************************************************************************
LOAD R6 LOADTYPE Live TITLE LIVE LOAD (L)
MEMBER LOAD
11 12 14 15 67 68 70 71 89 90 UNI GY -1.472
16 26 72 95 96 UNI GY -1.766
10 18 66 74 UNI GY -1.104
******************************************************************************
LOAD R7 LOADTYPE Live TITLE VEHICLE LOAD (VH)
******************************************************************************
LOAD R8 LOADTYPE None TITLE THERMAL EXPANSION (TF)
******************************************************************************
LOAD R9 LOADTYPE None TITLE PIPE ANCHOR&GUIDE (AF)
******************************************************************************
LOAD R10 LOADTYPE None TITLE THERMAL/FRICTION (FF)
******************************************************************************
LOAD R11 LOADTYPE Live TITLE IMPACT LOAD (I)
******************************************************************************
LOAD R12 LOADTYPE None TITLE DYNAMIC LOAD (J)
******************************************************************************
LOAD R13 LOADTYPE None TITLE EARTH/WATER PRESSURE (H)
******************************************************************************
LOAD R14 LOADTYPE Wind TITLE WIND LOAD X+ (WX+)
Rev. A2
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
MEMBER LOAD
24 TO 28 40 TO 43 55 TO 59 98 UNI GX 0.031
16 95 UNI Y 0.465
72 96 UNI Y 0.279
11 12 14 15 89 UNI Y 0.388
67 68 70 71 90 UNI Y 0.233
10 18 UNI Y 0.291
66 74 UNI Y 0.174
******************************************************************************
LOAD R15 LOADTYPE Wind TITLE WIND LOAD Z+ (WZ+)
MEMBER LOAD
10 66 UNI Y 0.262
95 96 UNI Y 0.349
11 12 67 68 UNI Y 0.194
14 TO 16 18 70 TO 72 74 89 90 UNI Y 0.116
55 TO 59 UNI GZ 0.031
24 TO 28 UNI GZ 0.02
******************************************************************************
LOAD R16 LOADTYPE Wind TITLE WIND LOAD X- (WX-)
MEMBER LOAD
24 TO 28 40 TO 43 55 TO 59 98 UNI GX -0.031
72 96 UNI Y 0.465
16 95 UNI Y 0.279
67 68 70 71 90 UNI Y 0.388
11 12 14 15 89 UNI Y 0.233
10 18 UNI Y 0.174
66 74 UNI Y 0.291
******************************************************************************
LOAD R17 LOADTYPE Wind TITLE WIND LOAD Z- (WZ-)
MEMBER LOAD
18 74 UNI Y 0.262
16 72 UNI Y 0.349
15 71 89 90 UNI Y 0.194
10 TO 12 14 66 TO 68 70 95 96 UNI Y 0.116
55 TO 59 UNI GZ -0.031
24 TO 28 UNI GZ -0.02
******************************************************************************
LOAD R18 LOADTYPE None TITLE RAIN LOAD (R)
******************************************************************************
LOAD R19 LOADTYPE Live TITLE MAINTENANCE LOAD (M)
******************************************************************************
LOAD R20 LOADTYPE Live TITLE BUNDLE PULL LOAD (BP)
******************************************************************************
LOAD R21 LOADTYPE None TITLE BLAST LOAD (BL)
******************************************************************************
END DEFINE REFERENCE LOADS
**********************
* SEISMIC DEFINITION *
**********************
******************************************************************************
DEFINE IBC 2003
Rev. A2
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
SDS 0.41 SD1 0.392 S1 0.28 IE 1 RX 3.5 RZ 3.5 SCLASS 4
REFERENCE LOAD Y
R1 1.0
LOAD 25 LOAD TYPE SEISMIC TITLE SEISMIC X (EEX)
IBC LOAD X 0.5
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
*JOINT LOAD
*1 49 73 77 85 133 157 161 FX 0 FY 0 FZ 0
*******************************************************************************
LOAD 26 LOAD TYPE SEISMIC TITLE SEISMIC Z (EEZ)
IBC LOAD Z 0.5
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
*JOINT LOAD
*1 49 73 77 85 133 157 161 FX 0 FY 0 FZ 0
*******************************************************************************
LOAD 27 LOAD TYPE SEISMIC TITLE SEISMIC X (EOX)
IBC LOAD X 1
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
*JOINT LOAD
*4625 FX 0 FY 0 FZ 0
*******************************************************************************
LOAD 28 LOAD TYPE SEISMIC TITLE SEISMIC Z (EOZ)
IBC LOAD Z 1
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
*JOINT LOAD
*4625 FX 0 FY 0 FZ 0
*******************************************************************************
LOAD 1 LOADTYPE None TITLE DEAD LOAD(D+DS)
REFERENCE LOAD
R1 1.0 R2 1.0
*******************************************************************************
LOAD 2 LOADTYPE None TITLE EMPTY LOAD(DE)
REFERENCE LOAD
R3 1.0
*******************************************************************************
LOAD 3 LOADTYPE None TITLE OPERATING LOAD(DO)
REFERENCE LOAD
R4 1.0
***********************************************************
LOAD 4 LOADTYPE None TITLE TEST LOAD(DT)
REFERENCE LOAD
R5 1.0
*******************************************************************************
LOAD 5 FLOOR LIVE LOAD(L)
REFERENCE LOAD
R6 1.0
*******************************************************************************
Rev. A2
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
LOAD 6 VEHICLE LOAD(VH)
REFERENCE LOAD
R7 1.0
*******************************************************************************
LOAD 7 THERMAL EXPANSION (TF)
REFERENCE LOAD
R8 1.0
*******************************************************************************
LOAD 8 PIPE ANCHOR & GUIDE (AF)
REFERENCE LOAD
R9 1.0
*******************************************************************************
LOAD 9 THERMAL & FRICTION LOAD (FF)
REFERENCE LOAD
R10 1.0
*******************************************************************************
LOAD 10 IMPACT LOAD (I)
REFERENCE LOAD
R11 1.0
*******************************************************************************
LOAD 11 DYNAMIC LOAD (J)
REFERENCE LOAD
R12 1.0
*******************************************************************************
LOAD 12 EARTH/WATER PRESSURE (H)
REFERENCE LOAD
R13 1.0
*******************************************************************************
LOAD 13 WIND LOAD X-DIRECTION(+WX)
REFERENCE LOAD
R14 1.0
JOINT LOAD
14 29 34 FX 0 FY 0 FZ 0
*******************************************************************************
LOAD 14 WIND LOAD Z-DIRECTION(+WZ)
REFERENCE LOAD
R15 1.0
JOINT LOAD
14 29 34 FX 0 FY 0 FZ 0
*******************************************************************************
LOAD 15 WIND LOAD X-DIRECTION(-WX)
REFERENCE LOAD
R16 1.0
JOINT LOAD
14 29 34 FX 0 FY 0 FZ 0
*******************************************************************************
LOAD 16 WIND LOAD Z-DIRECTION(-WZ)
REFERENCE LOAD
R17 1.0
JOINT LOAD
14 29 34 FX 0 FY 0 FZ 0
Rev. A2
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
*******************************************************************************
LOAD 17 RAIN LOAD(R)
REFERENCE LOAD
R18 1.0
*******************************************************************************
LOAD 18 MAINTENANCE LOAD (M)
REFERENCE LOAD
R19 1.0
*******************************************************************************
LOAD 19 BUNDLE PULL (BP)
REFERENCE LOAD
R20 1.0
*******************************************************************************
LOAD 20 BLAST LOAD (BP)
REFERENCE LOAD
R21 1.0
*******************************************************************************
LOAD 21 WIND LOAD DURING MAINTENANCE X-DIR (+WPX)
JOINT LOAD
14 29 34 FX 0 FY 0 FZ 0
*******************************************************************************
LOAD 22 WIND LOAD DURING MAINTENANCE Z-DIR (+WPZ)
JOINT LOAD
14 29 34 FX 0 FY 0 FZ 0
*******************************************************************************
LOAD 23 WIND LOAD DURING MAINTENANCE X-DIR (-WPX)
JOINT LOAD
14 29 34 FX 0 FY 0 FZ 0
*******************************************************************************
LOAD 24 WIND LOAD DURING MAINTENANCE Z-DIR (-WPZ)
JOINT LOAD
14 29 34 FX 0 FY 0 FZ 0
*******************************************************************************
*******************************************************
** UNFACTORED LOAD COMBINATION * FOR STABILITY CHECK **
*******************************************************
LOAD COMB 101 = DS+DO+L+TF+AF+FF+H+VH
1 1.0 3 1.0 5 1.0 7 1.0 8 1.0 9 1.0 12 1.0 6 1.0
LOAD COMB 102 = 0.6(DS+DE+WX)
1 0.6 2 0.6 13 0.6
LOAD COMB 103 = 0.6(DS+DE+WZ)
1 0.6 2 0.6 14 0.6
LOAD COMB 104 = 0.6(DS+DE+(-WX))
1 0.6 2 0.6 15 0.6
LOAD COMB 105 = 0.6(DS+DE+(-WZ))
1 0.6 2 0.6 16 0.6
LOAD COMB 106 = DS+DO+0.75L+0.45WX+AF
1 1.0 3 1.0 5 0.75 13 0.45 8 1.0
LOAD COMB 107 = DS+DO+0.75L+0.45WZ+AF
1 1.0 3 1.0 5 0.75 14 0.45 8 1.0
LOAD COMB 108 = DS+DO+0.75L+0.45(-WX)+AF
Rev. A2
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
1 1.0 3 1.0 5 0.75 15 0.45 8 1.0
LOAD COMB 109 = DS+DO+0.75L+0.45(-WZ)+AF
1 1.0 3 1.0 5 0.75 16 0.45 8 1.0
LOAD COMB 110 = DS+DO+0.6WX+AF
1 1.0 3 1.0 13 0.6 8 1.0
LOAD COMB 111 = DS+DO+0.6WZ+AF
1 1.0 3 1.0 14 0.6 8 1.0
LOAD COMB 112 = DS+DO+0.6(-WX)+AF
1 1.0 3 1.0 15 0.6 8 1.0
LOAD COMB 113 = DS+DO+0.6(-WZ)+AF
1 1.0 3 1.0 16 0.6 8 1.0
LOAD COMB 114 = 0.6(DS+DE)+0.7EEX+0.21EEZ+0.2*SDS*D+AF
1 0.6 26 0.21 25 0.7 1 0.101 8 1.0
LOAD COMB 115 = 0.6(DS+DE)+0.7EEX-0.21EEZ+0.2*SDS*D+AF
1 0.6 26 -0.21 26 0.7 1 0.101 8 1.0
LOAD COMB 116 = 0.6(DS+DE)-0.7EEX+0.21EEZ+0.2*SDS*D+AF
1 0.6 26 0.21 25 -0.7 1 0.1 8 1.0
LOAD COMB 117 = 0.6(DS + DE)-0.7EEX-0.21EEZ+0.2*SDS*D+AF
1 0.6 26 -0.21 25 -0.7 1 0.1 8 1.0
LOAD COMB 118 = 0.6(DS+DE)+0.21EEX-0.7EEZ+0.2*SDS*D+AF
1 0.6 25 0.21 26 0.7 1 0.1 8 1.0
LOAD COMB 119 = 0.6(DS+DE)+0.21EEX-0.7EEZ+0.2*SDS*D+AF
1 0.6 25 0.21 26 -0.7 1 0.1 8 1.0
LOAD COMB 120 = 0.6(DS+DE)-0.21EEX+0.7EEZ+0.2*SDS*D+AF
1 0.6 25 -0.21 26 0.7 1 0.1 8 1.0
LOAD COMB 121 = 0.6(DS+DE)-0.21EEX-0.7EEZ+0.2*SDS*D+AF
1 0.6 25 -0.21 26 -0.7 1 0.1 8 1.0
LOAD COMB 122 = DS+DO+0.75L+0.525EOX+0.1575EOZ+0.2*SDS*D+AF
1 1.0 2 0.75 27 0.525 28 0.1575 1 0.1 8 1.0
LOAD COMB 123 = DS+DO+0.75L+0.525EOX-0.1575EOZ+0.2*SDS*D+AF
1 1.0 2 0.75 27 0.525 28 -0.1575 1 0.1 8 1.0
LOAD COMB 124 = DS+DO+0.75L-0.525EOX+0.1575EOZ+0.2*SDS*D+AF
1 1.0 2 0.75 27 -0.525 28 0.1575 1 0.1 8 1.0
LOAD COMB 125 = DS+DO+0.75L-0.525EOX-0.1575EOZ+0.2*SDS*D+AF
1 1.0 2 0.75 27 -0.525 28 -0.1575 1 0.1 8 1.0
LOAD COMB 126 = DS+DO+0.75L+0.1575EOX+0.525EOZ+0.2*SDS*D+AF
1 1.0 2 0.75 28 0.525 27 0.1575 1 0.1 8 1.0
LOAD COMB 127 = DS+DO+0.75L+0.1575EOX-0.525EOZ+0.2*SDS*D+AF
1 1.0 2 0.75 28 0.525 27 -0.1575 1 0.1 8 1.0
LOAD COMB 128 = DS+DO+0.75L-0.1575EOX+0.525EOZ+0.2*SDS*D+AF
1 1.0 2 0.75 28 -0.525 27 0.1575 1 0.1 8 1.0
LOAD COMB 129 = DS+DO+0.75L-0.1575EOX-0.525EOZ+0.2*SDS*D+AF
1 1.0 2 0.75 28 -0.525 27 -0.1575 1 0.1 8 1.0
LOAD COMB 130 = DS+DO+0.7EOX+0.21EOZ+0.2*SDS*D+AF
1 1.0 27 0.7 28 0.21 1 0.1 8 1.0
LOAD COMB 131 = DS+DO+0.7EOX-0.21EOZ+0.2*SDS*D+AF
1 1.0 27 0.7 28 -0.21 1 0.1 8 1.0
LOAD COMB 132 = DS+DO-0.7EOX+0.21EOZ+0.2*SDS*D+AF
1 1.0 27 -0.7 28 0.21 1 0.1 8 1.0
LOAD COMB 133 = DS+DO-0.7EOX-0.21EOZ+0.2*SDS*D+AF
1 1.0 27 -0.7 28 -0.21 1 0.1 8 1.0
Rev. A2
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
LOAD COMB 134 = DS+DO+0.21EOX+0.7EOZ+0.2*SDS*D+AF
1 1.0 28 0.7 27 0.21 1 0.1 8 1.0
LOAD COMB 135 = DS+DO+0.21EOX-0.7EOZ+0.2*SDS*D+AF
1 1.0 28 -0.7 27 0.21 1 0.1 8 1.0
LOAD COMB 136 = DS+DO-0.21EOX+0.7EOZ+0.2*SDS*D+AF
1 1.0 28 0.7 27 -0.21 1 0.1 8 1.0
LOAD COMB 137 = DS+DO-0.21EOX-0.7EOZ+0.2*SDS*D+AF
1 1.0 28 -0.7 27 -0.21 1 0.1 8 1.0
LOAD COMB 138 = DS+DE+0.6WPX
1 1.0 2 1.0 21 0.6
LOAD COMB 139 = DS+DE+0.6WPZ
1 1.0 2 1.0 22 0.6
LOAD COMB 140 = DS+DE+0.6(-WPX)
1 1.0 2 1.0 23 0.6
LOAD COMB 141 = DS+DE+0.6(-WPZ)
1 1.0 2 1.0 24 0.6
LOAD COMB 142 = DS+DT+0.6WPX+0.75L
1 1.0 4 1.0 21 0.6 5 0.75
LOAD COMB 143 = DS+DT+0.6WPZ+0.75L
1 1.0 4 1.0 22 0.6 5 0.75
LOAD COMB 144 = DS+DT+0.6(-WPX)+0.75L
1 1.0 4 1.0 23 0.6 5 0.75
LOAD COMB 145 = DS+DT+0.6(-WPZ)+0.75L
1 1.0 4 1.0 24 0.6 5 0.75
LOAD COMB 146 = DS+H
1 1.0 12 1.0
*********************************************************************
* FACTORED LOAD COMBINATION * FOR REINFORCEMENT CHECK *
*********************************************************************
LOAD COMB 201 = 1.4(DS+DO+L+TF+AF+FF+H+VH)
1 1.4 3 1.4 5 1.4 7 1.4 8 1.4 9 1.4 12 1.4 6 1.4
LOAD COMB 202 = 1.2(DS+DO+TF+AF+FF)+1.6L
1 1.2 3 1.2 7 1.2 8 1.2 9 1.2 5 1.6
LOAD COMB 203 = 0.9(DS+DE)+1.0WX
1 0.9 2 0.9 13 1.0
LOAD COMB 204 = 0.9(DS+DE)+1.0WZ
1 0.9 2 0.9 14 1.0
LOAD COMB 205 = 0.9(DS+DE)+1.0(-WX)
1 0.9 2 0.9 15 1.0
LOAD COMB 206 = 0.9(DS+DE)+1.0(-WZ)
1 0.9 2 0.9 16 1.0
LOAD COMB 207 = 1.2(DS+DE+AF)+0.5L+1.0WX
1 1.2 2 1.2 8 1.2 5 0.5 13 1.0
LOAD COMB 208 = 1.2(DS+DE+AF)+0.5L+1.0WZ
1 1.2 2 1.2 8 1.2 5 0.5 14 1.0
LOAD COMB 209 = 1.2(DS+DE+AF)+0.5L+1.0(-WX)
1 1.2 2 1.2 8 1.2 5 0.5 15 1.0
LOAD COMB 210 = 1.2(DS+DE+AF)+0.5L+1.0(-WZ)
1 1.2 2 1.2 8 1.2 5 0.5 16 1.0
LOAD COMB 211 = 0.9(DS+DE)+1.0EEX+0.3EEZ+0.2*SDS*D
1 0.9 25 1.0 26 0.3 1 0.101
Rev. A2
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
LOAD COMB 212 = 0.9(DS+DE)+1.0EEX-0.3EEZ+0.2*SDS*D
1 0.9 25 1.0 26 -0.3 1 0.101
LOAD COMB 213 = 0.9(DS+DE)-1.0EEX+0.3EEZ+0.2*SDS*D
1 0.9 25 -1.0 26 0.3 1 0.101
LOAD COMB 214 = 0.9(DS+DE)-1.0EEX-0.3EEZ+0.2*SDS*D
1 0.9 25 -1.0 26 -0.3 1 0.101
LOAD COMB 215 = 0.9(DS+DE)+0.3EEX+1.0EEZ+0.2*SDS*D
1 0.9 26 1.0 25 0.3 1 0.101
LOAD COMB 216 = 0.9(DS+DE)+0.3EEX-1.0EEZ+0.2*SDS*D
1 0.9 26 -1.0 25 0.3 1 0.101
LOAD COMB 217 = 0.9(DS+DE)-0.3EEX+1.0EEZ+0.2*SDS*D
1 0.9 26 1.0 25 -0.3 1 0.101
LOAD COMB 218 = 0.9(DS+DE)-0.3EEX-1.0EEZ+0.2*SDS*D
1 0.9 26 -1.0 25 -0.3 1 0.101
LOAD COMB 219 = 0.9(DS+DO)+1.0EEX+0.3EEZ+0.2*SDS*D
1 0.9 25 1.0 26 0.3 1 0.101
LOAD COMB 220 = 0.9(DS+DO)+1.0EEX-0.3EEZ+0.2*SDS*D
1 0.9 25 1.0 26 -0.3 1 0.101
LOAD COMB 221 = 0.9(DS+DO)-1.0EEX+0.3EEZ+0.2*SDS*D
1 0.9 25 -1.0 26 0.3 1 0.101
LOAD COMB 222 = 0.9(DS+DO)-1.0EEX-0.3EEZ+0.2*SDS*D
1 0.9 25 -1.0 26 -0.3 1 0.101
LOAD COMB 223 = 0.9(DS+DO)+0.3EEX+1.0EEZ+0.2*SDS*D
1 0.9 26 1.0 25 0.3 1 0.101
LOAD COMB 224 = 0.9(DS+DO)+0.3EEX-1.0EEZ+0.2*SDS*D
1 0.9 26 1.0 25 -0.3 1 0.101
LOAD COMB 225 = 0.9(DS+DO)-0.3EEX+1.0EEZ+0.2*SDS*D
1 0.9 26 -1.0 25 0.3 1 0.101
LOAD COMB 226 = 0.9(DS+DO)-0.3EEX-1.0EEZ+0.2*SDS*D
1 0.9 26 -1.0 25 -0.3 1 0.101
LOAD COMB 227 = 1.2(DS+DO)+0.5L+1.0EOX+0.3EOZ+0.2*SDS*D
1 1.2 2 0.5 27 1.0 28 0.3 1 0.101
LOAD COMB 228 = 1.2(DS+DO)+0.5L+1.0EOX-0.3EOZ+0.2*SDS*D
1 1.2 2 0.5 27 1.0 28 -0.3 1 0.101
LOAD COMB 229 = 1.2(DS+DO)+0.5L-1.0EOX+0.3EOZ+0.2*SDS*D
1 1.2 2 0.5 27 -1.0 28 0.3 1 0.101
LOAD COMB 230 = 1.2(DS+DO)+0.5L-1.0EOX-0.3EOZ+0.2*SDS*D
1 1.2 2 0.5 27 -1.0 28 -0.3 1 0.101
LOAD COMB 231 = 1.2(DS+DO)+0.5L+0.3EOX+1.0EOZ+0.2*SDS*D
1 1.2 2 0.5 27 0.3 28 1.0 1 0.101
LOAD COMB 232 = 1.2(DS+DO)+0.5L+0.3EOX-1.0EOZ+0.2*SDS*D
1 1.2 2 0.5 27 0.3 28 -1.0 1 0.101
LOAD COMB 233 = 1.2(DS+DO)+0.5L-0.3EOX+1.0EOZ+0.2*SDS*D
1 1.2 2 0.5 27 -0.3 28 1.0 1 0.101
LOAD COMB 234 = 1.2(DS+DO)+0.5L-0.3EOX-1.0EOZ+0.2*SDS*D
1 1.2 2 0.5 27 -0.3 28 -1.0 1 0.101
LOAD COMB 235 = 0.9(DS+DE)+1.0WPX
1 0.9 2 0.9 21 1.0
LOAD COMB 236 = 0.9(DS+DE)+1.0WPZ
1 0.9 2 0.9 22 1.0
LOAD COMB 237 = 0.9(DS+DE)+1.0(-WPX)
Rev. A2
DED INSTALASI COOLING TOWER MANGGALA NORTH GS
Swicth Rack Shelter Structure & Foundation Calculation
SLON-GATHMGNO000-CIV-CAL-PHR-2009-00
Date:
7-Jun-23
1 0.9 2 0.9 23 1.0
LOAD COMB 238 = 0.9(DS+DE)+1.0(-WPZ)
1 0.9 2 0.9 24 1.0
LOAD COMB 239 = 1.2(DS+DT)+1.0WPX+1.0L
1 1.2 4 0.9 21 1.0 5 1.0
LOAD COMB 240 = 1.2(DS+DT)+1.0WPZ+1.0L
1 1.2 4 0.9 22 1.0 5 1.0
LOAD COMB 241 = 1.2(DS+DT)+1.0(-WPX)+1.0L
1 1.2 4 0.9 23 1.0 5 1.0
LOAD COMB 242 = 1.2(DS+DT)+1.0(-WPZ)+1.0L
1 1.2 4 0.9 24 1.0 5 1.0
LOAD COMB 243 = 1.2DS+1.6H
1 1.2 12 1.6
*******************************************************************************
PERFORM ANALYSIS
LOAD LIST 101 TO 133 201 TO 230
*******************************************************************************
*PERFORM ANALYSIS PRINT STATICS CHECK
*******************************************************************************
DEFINE ENVELOPE
101 TO 133 ENVELOPE 1 TYPE SERVICEABILITY
201 TO 230 ENVELOPE 2 TYPE STRENGTH
*1101 TO 1116 1401 TO 1420 1501 TO 1504 ENVELOPE 3 TYPE STRENGTH
*1101 TO 1116 1401 TO 1404 1501 TO 1504 1511 TO 1514 1521 TO 1523 *1524 ENVELOPE 4 TYPE STRENGTH
*1201 TO 1248 1601 TO 1608 ENVELOPE 5 TYPE STRENGTH
*1301 TO 1396 1701 TO 1708 ENVELOPE 6 TYPE STRENGTH
END DEFINE ENVELOPE
********************************************************
PARAMETER 1
CODE LRFD
*METHOD LRFD
FYLD 248213 ALL
FU 413688 ALL
TRACK 2 ALL
RATIO 1 ALL
MAIN 250 MEMB 24 TO 28 40 TO 43 55 TO 59 98
LY 2 MEMB 24 TO 28 40 TO 43 55 TO 59 98
LZ 0.5 MEMB 26 27 40 57 58 98
LZ 0.225 MEMB 24 43 55
LZ 0.476 MEMB 28 41 59
LZ 0.3 MEMB 25 42 56
CHECK CODE ALL
STEEL MEMBER TAKE OFF ALL
FINISH
Rev. A2