CERT'D

NATIONAL GRID SA
M.H
Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
ISSUED FOR APPROVAL
DESCRIPTION

JUBAIL PROJECT
CIVIL DESIGN BASIS
M.A.M
BY

27-Dec-23
DATE
NO.

REVISIONS
DESIGNED

BY M.A.M

DATE 27/12/23

CHECKED

BY SH.S

DATE 27/12/23

OPRG. DEPT

BY

DATE

ENG'G. DEPT.

BY

DATE

CERTIFIED.

BY

DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870

THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
CERT'D
NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

Contents Page #

1. General
1.1 Introduction » 2
1.2 Scope of work » 2
1.3 Project description » 3
1.4 Additional notes » 6
1.5 Units of measurement » 6

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
1.6 Reference documents » 7
2. Design standards, codes of practices and specifications
ISSUED FOR APPROVAL

2.1 Design standards, codes of practices » 7

DESCRIPTION

2.2 Specifications » 7
3. Loads
3.1 Dead load » 8
3.2 Live load » 9
3.3 Wind load » 9
3.4 Seismic load » 10
3.5 Surcharge load » 10
3.6 Earth pressure load » 11
3.7 Crane load » 11
3.8 Blast Load » 11
3.9 Thermal load / temperature load (T) » 11
4. Method of analysis
M.A.M
BY

4.1 Analysis and design » 11

4.2 Input data » 12
27-Dec-23
DATE

4.3 Results » 12
5. Concrete (works / design)
Material properties & design strength »
NO.

5.1. 12
0

REVISIONS 5.2. Load combinations » 16

DESIGNED 5.3 Allowable deflections in concrete slabs & beams » 17
BY M.A.M 5.4 Minimum concrete cover » 17
DATE 27/12/23 5.5. Foundation design requirements » 18
CHECKED 5.6. Finishes and protection » 18
BY SH.S 5.7 Asphalt access road to substation & Asphalt concrete paving » 21
DATE 27/12/23 5.8. Anchorage lengths and lap lengths » 21
OPRG. DEPT 6. Steel (works / design) 7. Soil report data
BY 6.1 Materials » 22 Soil parameters & » 25
7.1
DATE 6.2 Moment capacity » 22 conditions 25
ENG'G. DEPT. 6.3 Maximum slenderness » 22 7.2 Recommendations » 25
BY 6.4 Deflections » 22 7.3 Fill specifications » 25
DATE 6.5 Minimum thickness » 22
CERTIFIED. 6.6 Connections » 23
BY 6.7 Bolts & Welding » 23
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

1. General
1.1 Introduction
• This document describes the design criteria for civil and structural work to be used in this project.

This design criteria report complies with all relevant (*NG codes and standards) for engineering, materials, codes, standards
•
and Saudi Arabian government codes.

This document outlines the design criteria and considerations made for the design of Civil, Structural and architectural works

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
•
related to the mentioned project.

Civil Design Criteria complies with all relevant Codes, Specification & Standards for Engineering, Materials and Construction,
•
which serve as the basis for the preparation of structural analysis and design of steel and concrete structure.
ISSUED FOR APPROVAL
DESCRIPTION

1.2 Scope of work

This document describes the general requirements and various design parameters that need to be considered in the design of
• buildings/structures and other services/utilities for the proposed substation/ JUBAIL AIRPORT 34.5-13.8 KV SUBSTATION,
located in Jubail airport, Saudi Arabia.

1.3 Project description

The main work of proposed Jubail Airport Substation involves construction of 34.5/13.8 kV substation with (2) transformers
• and will consist of 34.5 kV and 13.8 kV switchgears, 20/25 MVA power transformers and all associated facilities. The substation
is proposed to be served by 34.5 kV incoming cables from the source substation 230/115/34.5 kV Substation-1 Jubail-2.
M.A.M
BY

# Building/Structure No. of items Reference

Site works
27-Dec-23
DATE

1.1 Site topographic plan. 1

1. Developed site grading/paving/site development TCS-Q-113.02/Rev.0l

1.2 1
plan.
NO.

REVISIONS 1.3 Asphalt Road with 5.0 meter minimum width. 1 TCS-Q-113.01/Rev.0l
DESIGNED Drive/Entrance gates
BY M.A.M
Main gate with 6.0 meter minimum width
DATE 27/12/23 2.1 *(2 typical gates/substation). 1
*(2-leaf swing door 3.0 m each).
CHECKED 2.
BY SH.S
Personnel/pedestrian gate with 1.2 meter width to
DATE 27/12/23 2.2 be provided beside the main gate 1
*(2 typical doors/substation).
OPRG. DEPT

BY Precast boundary wall.

DATE
3. Reinforced concrete grade beams / columns,
TA-800012 or
ENG'G. DEPT. 3.1 footings or retaining wall under the precast 1
SA-036270
BY
boundary wall.

DATE

CERTIFIED. *NG code = NGSA = "The National Grid Saudi Arabia" technical codes and standards for electrical infrastructure projects.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
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# Building/Structure No. of items Reference

Buildings

Substation main building

1
(Cast-in-site type).

Canopies for all external doors of the main

4.1.1 1
building.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
4. TES-P-119.19/Rev.01
4.1 Galvanized steel caged ladder for roof & ET-800714
4.1.2 access in the substation building (2/main 1
building).
ISSUED FOR APPROVAL

4.1.3 Reinforced concrete platforms and ramps 1

DESCRIPTION

Water/Chemicals retaining structures

Reinforced concrete U/G water storage tank or

5.1 elevated (O/FI) fiberglass water tank including 1
pump.

5.
Septic tank (type 2), soak pit, sewer manhole, TA-800134
1
distribution box and acid neutralizing dry pit.
5.2

Seepage pit beside septic tank (width 1720

5.2.2 1
mm).

Power/Service transformers
M.A.M
BY

Reinforced concrete foundations for power

transformers (T401 & T402) and oil retention pit.
* (2 typical foundation/power transformer area). 1
27-Dec-23
DATE

* Insulating oil collection pit shall be covered by galvanized steel

grating with steel supports.
6.1
NO.

Reinforced concrete firewall between

REVISIONS 6. 6.1.1 power transformers. 1
*(2 typical walls/power transformer area).
DESIGNED

BY M.A.M Reinforced concrete foundations for station service

transformers (T301 & T302) and
DATE 27/12/23 1
RMU-1.
CHECKED *RMU: Ring Main Unit.
6.2
BY SH.S
Reinforced concrete firewall between
DATE 27/12/23 6.2.1 service transformers. 1
*(3 typical walls/service area).
OPRG. DEPT

BY

DATE

ENG'G. DEPT.

BY

DATE

CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
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# Building/Structure No. of items Reference

Duct banks and cable trenches

Reinforced concrete encased duct banks.

*DB01 & DB02 (4*2) width= 1820 mm.
7.1 *DB03 & DB04 (8*2) width= 3580 mm. 7
*DB05 & DB056 (8*2) width= 3580 mm & 3900 mm.
*DB07 (4*2) width= 1820 mm.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
Reinforced concrete communication duct banks.
7. 7.2 1
*(2*2)
ISSUED FOR APPROVAL
DESCRIPTION

Reinforced concrete trenches covered with precast

7.3 concrete covers. 2
*CT1 & CT2 (6 Typical cable trenches at power transformer area).
*CT3 (2 Typical cable trenches at service transformer area).

Service manholes, handholes and communication manholes

Reinforced concrete service manholes

8.1 *SMH-01, SMH-02, SMH-03 and SMH-04. 1 TES-S-101/Rev.03
*(4 typical manholes / substation).

8.
Reinforced concrete communication manholes.
8.2 *CMH-01, CMH-02, CMH-03. 1
*(3 typical manholes / substation).
M.A.M
BY

8.3 Handholes 1
Miscellaneous
27-Dec-23
DATE

Reinforced concrete foundations for

9.1.1 capacitor banks (CAP 1 & CAP 2). 1
*(2 typical foundations / substation).
NO.

9.1
REVISIONS
Pre-engineered steel structure and
DESIGNED 9.1.2 1
sunshade for the capacitor bank.
BY M.A.M

DATE 27/12/23 Reinforced concrete foundations for substation

9.2 1 TC-800003/Rev.01
CHECKED signboard.
9.
BY SH.S

DATE 27/12/23 Enclosed chain link fence (Type V) for the capacitor
9.3 banks yard including gates conforming to SAG SSD/2 1
OPRG. DEPT
with steel tube post.
BY

DATE Reinforced concrete foundations for lightning TA-800004 &

9.4 1
ENG'G. DEPT. poles/masts. TES-S-101.15/REV.00

BY Reinforced concrete foundations and all necessary

civil and structural works for HVAC system (PACU
DATE 9.5 1
foundations).
CERTIFIED. *PACU: Package air conditioning units.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
CERT'D
NATIONAL GRID SA
M.H
Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

1.4 Additional notes

1.4.1 For substation main building:

Control room panels minimum clearance to wall shall be 1800 mm as required by SEC (ISD)
a. TES-P-119.19
Industrial Security department.

TES-P-119.19/Rev.03
b. Cable basement is required under entire floor of GIS room and SWGR room.
P.25

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
c. Staircase and enclosure lobby design shall be isolated from the cable basement.

Enclosure lobby and door at basement shall be elevated by 1 step from main floor of cable
ISSUED FOR APPROVAL

d.
basement.
DESCRIPTION

Substation building shall have a minimum clear height of 3000 mm from top of basement floor
e.
to bottom of ground floor beam.

TES-P-119.19/Rev.03
The design of slab on grade shall be as per ASCE/SEI-7 floor of the slab on grade portion of P.25
f. substation building shall be of concrete with a minimum of 150 mm thickness, reinforced with
welded wire fabric , deformed steel bars or a combination of both. P.25 TES-P-119.19 R.03

Clear height of GIS room shall be determined from the clearance of top most part of GIS TES-P-119.19/Rev.03
g. equipment, crane hook and the clearance from top of platform to bottom of roof beam shall be CL. 7.2.3
as per NG requirement considering space for (Mechanical Electrical) facilities and maintenance. P.25

h. The roof shall be precast pre-stressed slab with 2% slope provided for drainage.
M.A.M
BY

1.4.2 Concrete works:

27-Dec-23
DATE

TCS-Q-113.03/Rev.01
a. All concrete works shall conform to COMPANY/SEC standards.
TCS-Q-113.04/Rev.00
NO.

b. Pozzolanic material shall be added to concrete mix for foundation structures. 70-TMSS-03/Rev.01
REVISIONS
DESIGNED

BY M.A.M 1.4.3 Commonly used abbreviations:

DATE 27/12/23 a. SEC Saudi Electric Company
CHECKED b. TES Transmission Engineering Standard
BY SH.S c. TMSS Transmission Material Standard Specification.
DATE 27/12/23 d. PTS Project technical Specifications.
OPRG. DEPT e. TCS Transmission Construction Standard.
BY
TA or SA, TB,
DATE f. SEC Standard Drawings.
TC, TD and TE
ENG'G. DEPT.

BY

DATE 1.5 Units of measurement

CERTIFIED. • The units of measurement adopted in design shall be the SI system of units.
BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

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1.6 Reference documents

The listed documents below have been considered in preparing the civil design basis:
1.6.1 References of contract documents:
• Overall substation layout. ET-800713
1.6.2 Reference for site studies:

Geotechnical investigation report.

•

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
Report : 2017/60/REV.02/Dated:28 August 2017

• Geotechnical work shall conform to the COMPANY/SEC standard. TES-P-119.18/Rev.01

ISSUED FOR APPROVAL

2. Design standards, codes of practices and specifications

DESCRIPTION

2.1 Design standards, codes of practices

All designs shall be prepared in accordance with American standards and codes of practices but allows local
•
modifications/amendments provided by Saudi Arabia if required. Seismic analysis shall be as per ASCE 7.

• The latest editions of the following codes and standards shall constitute minimum requirements, where applicable.

• Various codes of practices being referred to are listed below.

# Codes/Standards Description
1 SBC-301 Saudi Building Code.
2 Soil Report Soil Investigation Report.

3 ACI-318M American Concrete Institute, Building Code Requirements for Structural Concrete.
M.A.M

Standard Method for Determining Fire Resistance of Concrete and Masonry

4 ACI 216.1-97
BY

Construction Assemblies.

5 ACI 224R-01 Control of Cracking of Concrete Structures.

27-Dec-23
DATE

6 ACI 315-99 Details and Detailing of Concrete Reinforcement.

7 ASCE 7-10 Minimum Design Loads and associated Criteria for Building.
NO.

8 AASHTO American Association of State Highway and Transportation Officials.

0

REVISIONS 9 AISC American Institute of Steel Construction.

DESIGNED 10 ANSI American National Standards Institute
BY M.A.M 11 PCI Precast / prestressed Concrete Institute.
DATE 27/12/23 • Any other American code not listed shall also be considered.
CHECKED 2.2 Specifications
BY SH.S All designs / data / requirements shall be prepared in accordance with COMPANY/SEC (Saudi Electric Company) specifications
•
DATE 27/12/23 & PTS (Project Technical Specifications)

OPRG. DEPT # Specifications Description

BY 1 TCS-M-112 Building code.
DATE 2 TCS-Q-113 Concrete foundations.
ENG'G. DEPT. 3 TES-B-106 Fire protection system.
BY 4 TES-P-119-09 Busbars & supporting structures.
DATE 5 TES-Q-113-01 Design criteria for precast and prestressed concrete structures.
CERTIFIED. 6 PTS - 21SN1051 Project Technical Specifications.
BY Back to top ↑
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TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
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MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
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3. Loads
3.1 Dead load (D)

Dead Loads shall comprise of the weight of the structure including weights of walls, floors, roof, finishes, and services such as
•
ducts, pipe work etc., and any other permanent construction. For design, the following weights of materials will be considered.

3.1.1 Material unit weight

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
# Building Materials Unit Weight Units Reference
1 Reinforced Concrete 23.35 kN/m³
2 Steel 77.08 kN/m³ TES-P-119.19
ISSUED FOR APPROVAL

3 Sand 19.61 kN/m³ CL. 7.1.1

DESCRIPTION

4 Water 9.87 kN/m³

5 Soil 18 kN/m³ SOIL REPORT
6 CMU/Concrete Masonry Units 21.21 kN/m³ ASCE-7

3.1.2 Super imposed dead loads (SDL) on roof slab

# Component Weight Units
1 50 mm thick. Gravel. 0.88
2 Filtration mat (Geotextile Protection Fabric). 0.04
3 100 mm thick. Extruded Polystyrene Insulation. 0.30
4 4 mm thick. Waterproofing Membrane. 0.10
5 50-150 mm thick. Sand Cement Screed. 2.00
kN/m2
6 Mechanical Ducts Allowance. 0.20
M.A.M
BY

7 Lighting fixture & miscellaneous allowance. 0.10

8 Acoustic tile & accessories (ceiling). 0.20
27-Dec-23
DATE

9 Others. 0.10
Total 3.915
NO.

REVISIONS 3.1.3 Super imposed dead loads (SDL) on ground floor

DESIGNED # Component Weight Units
BY M.A.M 1 Sand screed and finishes 1.50
DATE 27/12/23 2 Mechanical ducts allowance 0.20
CHECKED 3 Lighting fixture & miscellaneous allowance 0.10
kN/m2
BY SH.S 4 Acoustic tile & accessories (ceiling) 0.20
DATE 27/12/23 5 Others 0.15
OPRG. DEPT Total 2.15
BY

DATE Note:
ENG'G. DEPT. Self-weight of concreter/steel members/elements to be calculated by the software/STAAD itself.
BY

DATE

CERTIFIED.

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TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
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MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
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Engineering Division-South
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3.2 Live load (L)

Live loads shall be considered as per ASCE7-16 and or manufacturer’s specification. Unless otherwise specified the following
•
loads are considered for the civil design of all the related structures.

Floors/Location & applied loads Weight Units Reference

Roof floor loads

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
3.2.1 With access 1.5 kN/m² TES-P-119.19/Rev.03
Without access 1 kN/m² CL. 7.1.2 (a)

Ground floor loads

ISSUED FOR APPROVAL

GIS Room Ground Floor (Min. load) 12 kN/m²

DESCRIPTION

SWGR Room Ground Floor (Min. load) 10 kN/m²

Control Room Ground Floor In Case Of :
A - (Distributed Load) 7.5 kN/m²
B - (Concentrated Load) 5 kN TES-P-119.19/Rev.03
3.2.2 Cable / Communication Room In Case Of : CL. 7.1.2 (b)

1 - (Distributed Load) 7.5 kN/m²

2 - (Concentrated Load) 5 kN
Corridors/ Stairs/ Floors 4.8 kN/m²
Walkway/Platforms 4.8 kN/m²
Shop & Working Areas 10 kN/m² TES-P-119.18/Rev.01
Office & personnel spaces 3.5 kN/m² CL. 4.2.2 (b)

Outdoor & Miscellaneous

M.A.M
BY

Lateral surcharge load from moving live loads TCS-Q-113.01 R.1

200 kN
27-Dec-23

affecting soil near walls. CL. 5.1 axle tandem requirements.

DATE

3.2.3 TES-P-119.18/Rev.01
Equipment load in operating condition
CL. 4.2.2 (c)
NO.

Data to be provided by
REVISIONS supplier/vendor/ equipment
Crane load manufacturer TES-P-119.18/Rev.01
DESIGNED
(refer to point 3.7. of this document for details) CL. 4.2.2 (f)
BY M.A.M

DATE 27/12/23

CHECKED 3.3 Wind load (W)

BY SH.S • Wind Loads are calculated as follows in accordance with SBC301/ASCE 7-10 using Simplified Method.
DATE 27/12/23

OPRG. DEPT Parameter Data/Value Units Reference

BY Location in western of Saudi Arabia
DATE Exposure Category = C
ENG'G. DEPT. Basic Wind Speed = 150 mph TES-P-119.18/Rev.01
CL. 4.2.2 (a)
BY 10 m or high = 1.00
TES-P-119.19/Rev.03
DATE 10 m up to 30 m = 1.25 kN/m² CL. 7.1.3
CERTIFIED. Above 30 m = 1.50
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THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
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3.4 Seismic load (E)

Seismic forces are calculated in accordance with IBC-2012, considering the following parameters as
•
below

# Parameter Definition Value Reference

Table 1604.5, IBC 2012

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
01 Risk category Occupancy category /Risk category = III
Table 1.5-1, ASCE 7-16

02 Ie Seismic importance factors by risk category of buildings = 1.25 Table 1.5-2, ASCE 7-16
ISSUED FOR APPROVAL

03 Site class Seismic site class = C

DESCRIPTION

According to
04 SS The mapped spectral response accelerations for short periods = 0.6 soil report and with
reference to
The mapped spectral response accelerations for a 1 second Section 1613.3, IBC 2012
05 S1 = 0.18 Section 11.4.2, ASCE 7-16
period
(as per the municipality
Long period Transition Period 8.0 provided maps for KSA)
06 TL =
(obtained from local hazard maps) Sec.

07 Fa Short period Site coefficient = 1.26 Tables 1613.3.3 (1) & (2),
IBC 2012
Tables 11.4-1 & 11.4-2,
08 Fv Long period Site coefficient = 1.5 ASCE 7-16

SMS=
09 Adjusted spectral acceleration for short periods (0.2 seconds) = 0.756
Fa * Ss
M.A.M

Sections 1613.3.3 &

BY

SM1= 1613.3.4,
10 Adjusted spectral acceleration for short periods (0.2 seconds) = 0.27
Fv * S1 IBC 2012
27-Dec-23

Eq. 16.37~40, IBC 2012

DATE

SDS= Design spectral acceleration at

11 = 0.504 Sections 11.4.4 & 11.4.5,
2/3 * SMS 0.2-second periods
ASCE 7-16
Eq. 11.4.1~4, ASCE 7-16
NO.

SD1= Design spectral acceleration at

0

12 = 0.18
REVISIONS 2/3 * SM1 1-second periods

DESIGNED Section 1613.3.5, IBC 2012

Tables 1613.3.5 (1) & (2),
BY M.A.M 13 SDC Seismic design category = C
IBC 2012
DATE 27/12/23 Section 11.6, ASCE 7-16
CHECKED 14 R Response modification factor = 5 IBC 2012 section 1613 refer
BY SH.S 15 Ω Overstrength factor = 3 to ASCE 7-16 table 12.2-1
27/12/23 Cd Deflection amplification factor for values
DATE 16 = 4.5
OPRG. DEPT

BY 3.5 Surcharge load (considered as live load)

DATE

ENG'G. DEPT. In the design of substation basement wall and vertical structures below grade, provision shall be made for the lateral pressure
of adjacent soil. In addition, minimum of 10 kN/m2 or HS 20 wheel load, whichever is higher, shall be made for surcharge from
BY •
fixed or moving loads. When a portion or whole of the adjacent soil is below a free water surface, computations shall be based
DATE on weight of soil diminished by buoyancy, plus hydrostatic pressure. Surcharge loads are considered as live loads.
CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

3.6 Earth pressure load (H)

Lateral earth pressure on walls of basement / tanks etc. (with propped support condition) will be calculated using coefficient of
•
earth pressure at rest.

• Earth pressure for cantilever walls of cable trenches & boundary wall will be calculated based on active earth pressure.

• Other soil parameters shall be considered as per the approved soil investigation report.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
Unit weight of soil and water shall be considered shown below (Soil Parameters are considered conservatively as the soil report
•
recommendations are shown below the foundation levels).

• The ground water table was not encountered.

ISSUED FOR APPROVAL
DESCRIPTION

3.7 Crane load (CL) CL 4.9, ASCE 7-16 & TES-P-119.18/Rev.01 CL. 4.2.2 (f)
All crane ways shall have their design load increased for the impact as follows:
• A vertical force equal to 25% of the maximum wheel load.
• The lateral force 20% of the weight of the trolley and lifted load only, applied one-half at the top of each rail.

Unit weight of soil and water shall be considered shown below (Soil Parameters are considered conservatively as the soil report
•
recommendations are shown below the foundation levels).

3.8 Blast Load (BL)

Fire wall between the transformers and the external walls of buildings at Main transformers will be checked for blast load of 5
•
kN/m2.

3.9 Thermal load / temperature load (T)

M.A.M
BY

Thermal load shall be considered in case of RC building length exceeds 36 m without expansion joints provision and for steel
•
structures in all cases considering the following thermal conditions:
27-Dec-23
DATE

• Exposed structural elements “Concrete”: ΔT = 20° C

• Sub structure Concrete: ΔT = 15° C
NO.

• Super structure Steel: ΔT = 25° C

0

REVISIONS • Thermal loads shall be applied on exposed surfaces including framing members / slabs and walls.
DESIGNED

BY M.A.M 4. Method of analysis

DATE 27/12/23 4.1 Analysis and design
CHECKED • Analysis of building / structures will be performed using STAAD-PRO so ware.
BY SH.S STAAD is comprehensive structural software that takes care of all aspects of Structural Engineering like Model Development,
•
DATE 27/12/23 Analysis, Verification, Visualization and Design of concrete elements.
OPRG. DEPT
• Precast structural elements (if any) data sheets and specs to be provided by the supplier / vendor /manufacturer.
BY

DATE

ENG'G. DEPT.

BY

DATE

CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

4.2 Input data

A three-dimensional model which contains the columns and beams as members and walls and Raft as finite element plates by
providing space co-ordinates are generated. These members are assigned with properties as per their sizes. Slab is modeled as
a shell member (and as Membrane in case of precast slab (if any)) to transfer the load to vertical supports and wall is modeled
• as shell element. Foundations is modeled as a shell element and spring support is given in software. Material constants,
supports, end condition of members, primary loads & load combinations are directly fed into the software. Relevant basic
cases of Dead, Live, Wind and Seismic forces are created and they are algebraically combined as per American standards.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
Analysis is done subsequently.
ISSUED FOR APPROVAL

Table 6.6.3.1.1(a),
• Property modifiers to be considered in STAAD model as per ACI 318-14 requirements.
DESCRIPTION

ACI 318-14

# Structural element Property modifier

1 Columns = 0.70 Ig
2 Beams = 0.35 Ig
3 Walls = 0.35 Ig
4 Slab = 0.25 Ig

4.3 Results
All computer-generated results such as member forces, support reactions, displacements will be provided. Graphical output of
• analysis results such as bending moment diagrams, shear force diagram, displacement diagrams, etc. will be provided to
substantiate the numerical output.
M.A.M
BY

5. Concrete (works / design)

27-Dec-23
DATE

The structure will be designed for Ultimate limit state & Serviceability limit state for the worst combination
of Dead loads, Live loads, Crane loads, Wind loads and Seismic loads as applicable. Design of structural
• elements (i.e., Slabs, Walls, Columns, Beams, RC Staircase, and outdoor foundations etc.) will be performed using STAAD and
NO.

Excel spread sheets. STAAD will be used to design Isolated/combined footings, Strip footing and Raft. Excel spread sheets;
REVISIONS
Manuals & Checklist can also be used for inspection / checking.
DESIGNED

BY M.A.M

DATE 27/12/23 5.1. Material properties & design strength

CHECKED 5.1.1 Materials
BY SH.S a. Cement 70-TMSS-03/Rev.01/p.26
DATE 27/12/23 The type of cement for all concrete works (for substructure works) in contact with soil and for super structure shall be based on
OPRG. DEPT soil Report. (As per soil Report recommendations).

BY Type I (C3A-8-14%) cement

DATE

ENG'G. DEPT.

BY

DATE

CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
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TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

b. Concrete
The concrete grade / properties used in the various works shall be as follows:

Material / Description Sub-Description Mpa kg/cm2 t/m2 t/m3 Kg/m3

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
Precast F’cu (Cylindrical
45.0 450.0 4.50 / /
TES-Q-113-01 compressive strength)

Unit weight / / / 2.20 2200

P.C - 2500 PSI
ISSUED FOR APPROVAL

70-TMSS-03 F’cu 17.2 172.0 1.72 / /

DESCRIPTION

Rev.01 Ec 19492.3 61639.9 6164.0 / /

p.25
Cement Content ≥ / / / 0.39 390
Unit weight / / / 2.50 2500
R.C - below grade
70-TMSS-03 F’cu 38.0 380.0 3.80 / /
Rev.01 Ec 28972.7 91619.9 9162.0 / /
p.26
Cement Content ≥ / / / 0.39 390
Unit weight / / / 2.50 2500
R.C - Above grade
70-TMSS-03 F’cu 34.5 345.0 3.45 / /
Rev.01 Ec 27606.2 87298.6 8729.9 / /
p.26
Cement Content ≥ / / / 0.39 390

* Additional notes
M.A.M
BY

Plain concrete / Blinding Concrete / Unreinforced Concrete

P.C TCS-Q-113.03/Rev.01
Minimum thickness = 75 mm
27-Dec-23
DATE

R.C Reinforced concrete

F’cu Cylindrical compressive strength

Sec. 19.2.2.1,
NO.

Ec Young’s modulus of elasticity = 4700 √F’cu

0

REVISIONS ACI318-14

DESIGNED W/C Water / Cement Ratio for R.C & P.C ≤ 0.4
BY M.A.M Poisson’s ratio = 0.2
DATE 27/12/23 CL:7.1 & 7.3.4.4,
Coefficient of Thermal Expansion = 1x10-5 per deg. C
CHECKED ACI 22R-01

BY SH.S

DATE 27/12/23 b.1. Crack width Check

OPRG. DEPT Maximum permissible crack width = W = 2*(fs/Es)*ϐ*(dc2 + (S/2)2)1/2
BY Where fs = Reinforcing steel stress (MPa).
DATE Es = Reinforcing steel modulus of elasticity (MPa).
ENG'G. DEPT. Ratio of distance between neutral axis and tension face to distance
ϐ =
BY between neutral axis and centroid of reinforcing steel.
DATE dc = Thick. of cover from tension face to center of closest bar (mm).
CERTIFIED. S = Bar spacing (mm).
BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
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TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

b.2. Shear strength

Shear strength provided by concrete for CL 22.5.5.1,

= 0.17* λ * √ (fc’)*bw*d
Non-prestressed members (Vc) ACI 318-14

λ = Concrete density modification factor = 1.0 (for normal weight concrete)

fc’ = Concrete compressive strength in Mpa.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
Where
bw = Web width or diameter for circular sections in mm.
d = Effective depth.

Table 22.5.5.1,
ISSUED FOR APPROVAL

Shear stress
ACI 318-14
DESCRIPTION

Vc1 = (0.16 λ SQRT ( fc' )) + 17pw ( Vu *d / Mu ))*bw*d

Minimum
Vc2 = (0.16 λ SQRT ( fc' )) + 17pw*bw*d
of
Vc3 = 0.29 λ SQRT ( fc' )*bw*d
Where pw = Ratio of As to bw *d (longitudinal reinforcement ratio)

b.3. Long term deflection (for structural elements / members)

The long term deflection resulting from CL 9.5.2.5,

= λ∆.δ
creep and shrinkage ACI 318M-14

δ = Immediate deflection caused by sustained loads.

λ∆ = ε / (1+50ρ') Eq. 9.11,
Where ε = 2.0 (For 5 years or more) ACI 318M-14
M.A.M

Values at midspan for simple and continuous spans, and at support for
ρ' =
BY

cantilevers.

Table 9.5b,
27-Dec-23

Maximum permissible deflection = l/360

DATE

ACI 318M-14

b.4. Story drift / Maximum deflection (for the structure / building) Eq. 12.8.15, ASCE 7-10
NO.

REVISIONS δx = Cd δsx / I < permissible story drift

DESIGNED hsx = Story height below level x
BY M.A.M Cd = The amplification factor in Table 12.2.1
DATE 27/12/23 Where δsx = The deflections determined by an elastic analysis
CHECKED I = Importance factor
BY SH.S

DATE 27/12/23
L/600 to L/400 Chapter C, Appendix C, CL.
Permissible story drift for wind load
OPRG. DEPT = Considered value in design CC 1.2,
combination
BY
= L/500 ASCE 7- 16

DATE

ENG'G. DEPT. Permissible story drift for seismic load 0.015*hsx Table 12.12.1,
=
BY combinations to be revised according to ASCE 7- 16
DATE Figure 12.8-2,
The inter-story drift shall be calculated as per
CERTIFIED. ASCE 7 – 16

BY Back to top ↑
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TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
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c. CMU (Concrete Masonry Units) 70-TMSS-03/Rev.01/p.26

• Interior and exterior walls shall be non-loading bearing walls.
• Minimum thickness of wall shall be 200 mm.
• Interior and exterior walls shall be reinforced with vertical/horizontal reinforcement.
• Vertical reinforcement shall be ∅ 12mm and to be installed in each cell of CMU or 200 mm on centers.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
• Horizontal reinforcement shall be prefabricated truss/ladder type and shall be installed in alternate layer of CMU wall.

• All cells of the CMU for exterior and interior wall shall be fully grouted.
ISSUED FOR APPROVAL

d. Reinforcement / Reinforcing steel / Reinforcing bars

DESCRIPTION

• Steel reinforcement shall be deformed, type 2, complying with CL. 20.2.1.3, ACI318-14
• For design, the specified characteristic strength considered will be as follows:

Material / Description Sub-Description Mpa kg/cm2 t/m2 t/m3 Kg/m3

Unit weight / / / 7.85 7850

Fy (Yield strength) for
460 4600 46 / /
flexural design
High grade steel
Fy (Yield strength) for
420 4200 42 / /
Table-20.2.2.4a shear design
ACI 318-14
FU (Ultimate strength) 620 6200 62 / /
M.A.M
BY

Ec 200000 2040000 20400 / /

27-Dec-23
DATE

For Fy = 420 Mpa and f'c = 28 Mpa

Min. reinforcement in slabs = 0.0018*b*D Table 24.4.3.2, ACI 318M – 14

Min. reinforcement in beams = 0.0033*b*D Sec. 9.6.1.2, ACI 318M – 14

NO.

REVISIONS
DESIGNED Min. reinforcement in slabs Min. reinforcement in beams
BY M.A.M

DATE 27/12/23

CHECKED

BY SH.S

DATE 27/12/23

OPRG. DEPT

BY

DATE

ENG'G. DEPT. • Diameter of reinforcement bars used shall be: 8,10, 12, 16, 20, 25 & 32. (Max. bar length 12m).
BY • Welded deformed bar mats shall confirm to ASTM A184M, ASTM A 615M or A706M
DATE • Note: Steel conforming to BS 4449
CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

5.2. Load combinations (SBC 301 / ACI 318-14 / Chapter 2, ASCE7-16)

• The following loading combinations shall be considered to determine the maximum stress condition on the structural member.

• Wind and Seismic loads are considered not to occur simultaneously.

Seismic load (the mass on which the seismic acceleration is acting) shall be calculated using the complete weight of all
•

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
structural and permanent elements of the structure, along with all equipment weights (Live load).

• The load combination, which causes the most unfavorable effect, shall govern.
ISSUED FOR APPROVAL

5.2.1 Load combinations for the Ultimate Limit State (ULS):

DESCRIPTION

1.4D
1.2D + 1.2F + 1.6H + 1.6L + 0.5Lr
1.2D + 1.2F + 1.6H + 1.6Lr + L
1.2D + 1.2F + 1.6H + 1.6Lr + 0.5W
1.2D + L + 0.5Lr + 1.2F + 1.6H + W
0.9D + 1.6H + W
1.2D + L + 1.2F + 1.6H + E
0.9D + 0.9F + 1.6H + E

Where fluid loads F are present, they shall be included in combinations with the same factor as that used for dead load D.

Where the effect of H adds to the primary variable load effect, include with a load factor of 1.6.
5.2.2 Load combinations for the Service Limit State (SLS - Serviceability):
M.A.M
BY

D
D+L
27-Dec-23
DATE

D+H+F+L
D + H + F + Lr

D + H + F + 0.75L + 0.75Lr
NO.

REVISIONS D + H + F + (0.6W)
DESIGNED D + H + F + 0.75L + 0.75Lr + 0.75(0.6W)
BY M.A.M 0.6D + H + 0.6W
DATE 27/12/23 D + H + F + 0.7E
CHECKED D + H + F + 0.75L + 0.75Lr + 0.525E
BY SH.S 0.6D + H + F + 0.7E
DATE 27/12/23 Where fluid loads F are present, they shall be included in combinations with the same factor as that used for
OPRG. DEPT dead load D

BY Where the effect of H adds to the primary variable load effect, include with a load factor of 1.0
DATE

ENG'G. DEPT. D Dead Load W Wind Load

BY L Live Load E Earthquake Load
DATE Lr Roof Live Load F Fluid Load
CERTIFIED. H Lateral earth pressure, ground water pressure.
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DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
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TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
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MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

5.3 Allowable deflections in concrete slabs & beams (Table 24.2.2, ACI 318M-14)
# Condition Deflection limitation

Flat roofs or Floors (Not Supporting non-structural elements not likely to be damaged by large
1 deflections) Span/250
Immediate deflection due to maximum of Lr

Flat roofs or Floors (Not Supporting non-structural elements not likely to be damaged by large

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
deflections) minimum of
2
Span/360 or 20 mm
Immediate deflection due to L

minimum of
3 Roofs or floors (supporting non-structural elements likely to be damaged by large deflections)
ISSUED FOR APPROVAL

Span/480 or 20mm
DESCRIPTION

Roofs or floors (supporting non-structural elements not likely to be damaged by large

4 Span/250
deflections)
M.A.M
BY

27-Dec-23
DATE

5.4 Minimum concrete cover TABLE-III, TCS-Q-113-03/Rev.01

# Exposure Condition Very-Severe and Severe Moderate Mild

NO.

REVISIONS Concrete in contact with soil

DESIGNED 1 and water including slabs-on- 75 75 75
BY M.A.M
grade.

DATE 27/12/23 Columns and walls exposed to

Minimum Cover in mm

atmosphere
CHECKED 2 75 50 50
up to 3 m height from
BY SH.S grade level.
DATE 27/12/23
Columns and walls above
OPRG. DEPT 3 3 m height from grade 50 50 40
BY
level and beams.

DATE
Slabs and joist exposed to 40 for > 35mm bars 40 for > 35mm bars
ENG'G. DEPT. 4 40
atmosphere. 30 for < 35mm bars 20 for < 35mm bars
BY

DATE Ensurance of the required minimum clear cover shall not result in the reduction at site, of the design effective depth of the member. The
CERTIFIED. tolerances in concrete cover for slabs shall be as per ACI 302.1R.

BY Back to top ↑
DATE S BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
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TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

5.5. Foundation design requirements

5.5.1 Loading
• The foundations must resist the same loading that the superstructure resists.
• All applicable loadings shall be considered.

• The foundation design shall be carried out for each loading combination and the critical case shall be adopted.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
5.5.1 Ground Water Table (GWT) & Factor of Safety (F.O.S)
# Parameters Value Reference
ISSUED FOR APPROVAL

not encountered at any of the drilled Soil report

1 Ground Water Table (GWT)
DESCRIPTION

boreholes CL. 9.1 pg. 21

2 F.O.S against Sliding 1.5 TES-P-119.18/Rev.01

3 F.O.S against Overturning 2.0 CL. no.4.3.3

4 F.O.S against Uplift 2.5 TES-P-119.18/Rev.01 CL. no.4.3.4

5.6. Finishes and protection

5.6.1. General finishes and protection 78-TMS-11/Rev.00
Concrete surface, except grade slab, shall be coated in accordance with the following:
a. Concrete surfaces in contact with soil:
• Concrete shall be coated with coal tar epoxy after thirty-five (35) days of concrete placement.

Minimum number of coats shall be two (2) or the dry film thickness shall not be less than 600 78-TMS-11/Rev.00
•
microns, whichever produces higher thickness. CL. 4.4.4 pg. 8
M.A.M
BY

b. Concrete surfaces above grade:

27-Dec-23

After a minimum of thirty-five (35) days of concrete placement for severe exposure concrete, all
78-TMS-11/Rev.00
DATE

• exposed concrete surfaces (above grade) shall be coated with an elastomeric polyurethane
CL. 8.2 pg. 17
waterproofing material.

The coating application shall extend continuously 300 mm below grade after curing of first coat 78-TMS-11/Rev.00
NO.

•
0

of coal tar epoxy coating. CL. 4.2 pg. 7

REVISIONS
DESIGNED
The minimum dry film thickness of elastomeric polyurethane coating shall be
78-TMS-11/Rev.00
BY M.A.M • 1 mm consisting of two coats. The interface of concrete and steel shall also be coated and the
CL. 9.0 pg. 19
DATE 27/12/23 coating shall extend 300 mm above the interface point over the steel members.

CHECKED 78-TMS-11/Rev.00
• The primer shall be suitably selected for concrete and steel surfaces.
BY SH.S CL. 4.4.11 pg. 10
DATE 27/12/23 c. Concrete interior surfaces:
OPRG. DEPT

BY
All interior surfaces (wall and base slab) of concrete (manholes, hand holes, trenches and cable
78-TMS-11/Rev.00
• basement/cable entry room) shall be coated with two (2) coats of elastomeric cementitious
DATE CL. 9.0 pg. 19
impermeable membrane after thirty-five (35) days of concrete placement.
ENG'G. DEPT.

BY 78-TMS-11/Rev.00
• The total wet film thickness shall not be less than 1mm (minimum).
DATE CL. 9.0 pg. 19

CERTIFIED.

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MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D
NATIONAL GRID SA
M.H
Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

PTS/APPENDIX IX CIVIL
d. RCC walls / Concrete Masonry Unit (CMU) walls and finishing
CL. 3.06 pg. 50 & 51 /92

• Non-load bearing concrete Masonry units and shall conform to ASTM C129, Type II

78-TMS-11/Rev.00
• The surface of CMU shall fair-faced, strain-free ready to receive paint.
CL. 4.4.4 pg. 8

• The CMU shall be true to shape and size, free from flaws, cracks and other defects.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
• CMU with broken edges or damaged shall not be used.
• The CMU wall shall be cured continuously for at least seven (7) days.

Where wall heights are not an exact number of courses, the extra height shall be make up with cast-in-place concrete of
ISSUED FOR APPROVAL

•
minimum compressive strength 38 MPa.
DESCRIPTION

• The surface finish shall be similar to the adjacent CMU.

Horizontal reinforcement shall be ladder or truss type, pre-fabricated from steel conforming to ASTM A116, Class 1 or
• ASTM A82 and galvanized in accordance with ASTM A116, Class 1 or Class 3, or ASTM A153, CB- Class 3, or ASTM A153, CB-
2. 2.

• Minimum size of horizontal reinforcement shall be 9 gauge.

• Vertical reinforcement shall conform to SASO SSA-2 with a yield stress of 420 MPa. *SASO SSA-2
• Deformations of vertical reinforcement shall conform to ASTM A615M. ASTM A615M
• Minimum size of vertical reinforcement shall be 12 mm diameter.

• At the interface of concrete elements (beams, columns) and CMU wall expanded metal lath, dovetail anchor shall be provided.

All the plastering accessories such as expanded metal lath, angle bead, control joint bead, strip mesh, corner mesh, block work
•
reinforcement, plaster stop bead etc., shall be galvanized steel.
M.A.M
BY

Mortar shall conform to ASTM C270, Type M and shall have a minimum compressive
27-Dec-23
DATE

strength of 17 MPa at twenty-eight (28) days:

Portland Cement: ASTM C150, Type V ASTM C270

ASTM C150, Type V
• Lime: ASTM C207, Type S
NO.

ASTM C207, Type S

0

REVISIONS Sand: ASTM C144 ASTM C144

DESIGNED 1 part cement, 1/4 part lime and 3 to 3-3/4 parts
Proportions by Volume:
BY M.A.M sand.
DATE 27/12/23

CHECKED Masonry grout shall conform to ASTM C476 and shall have a minimum compressive strength
BY SH.S of 21 MPa at twenty-eight (28) days. ASTM C476
DATE 27/12/23 Portland Cement: ASTM C150, Type V ASTM C150, Type V
• ASTM C207, Type S
OPRG. DEPT Lime: ASTM C207, Type S ASTM C144
BY ASTM C404, maximum coarse aggregate size shall ASTM C404
Aggregate:
DATE be 9.5mm.
ENG'G. DEPT.

BY Note:
DATE *SASO: is the Saudi Standards, Metrology and Quality Organization.
CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

e. Protective coating requirements and applications

Manufacturer's recommendations shall be strictly followed in all aspects of surface preparation, priming, coating application
•
(first and succeeding coats and intervals therein, etc.), and curing time and safety practices.

The coating on the exterior concrete surfaces shall be carried out after a minimum of fourteen (14) days following the curing
•
period.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
• The coating shall form and maintain a continuous film over the concrete.

The coating material shall penetrate into the concrete and adhere to it effectively so as to afford
ISSUED FOR APPROVAL

•
protection to the concrete against the entry of oxygen, moisture and aggressive ions.
DESCRIPTION

5.6.2. Substation buildings' finishes and protection / Water Proofing System

a. Building roof

Shall be provided with one (1) layers bituminous waterproofing membrane or one (1) PTS/APPENDIX IX CIVIL
•
layer PVC waterproofing membranes. CL. 2.35 pg.42&43 /92 (A&B)

b. Door canopy

Shall be provided with waterproofing shall be with one (1) “PVC” Or one (1) “4 mm thick PTS/APPENDIX IX CIVIL
•
Bituminous” membrane. CL. 2.35 pg.44 /92 (C)

c. Cable basement and cable entry room

PTS/APPENDIX IX CIVIL
• Waterproofing shall be carried out as per the requirements of
CL. 2.36 pg.45/92
M.A.M
BY

The waterproofing membrane shall be extended up to the finished floor level and shall be fixed to finished grade slab with
d.
aluminum flashing and sealant.
27-Dec-23
DATE

e. In exposed area, the membrane shall be type for exposed purpose.

NO.

REVISIONS
DESIGNED

BY M.A.M

DATE 27/12/23

CHECKED

BY SH.S

DATE 27/12/23

OPRG. DEPT

BY

DATE

ENG'G. DEPT.

BY

DATE

CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

PTS/APPENDIX IX CIVIL
Asphalt access road to substation & CL. 2.22 pg. 36 & 37 / 92
5.7 CL. 3.12, 3.13 & 3.14
Asphalt concrete paving
pg. 64 & 65 / 92

• Haif shall construct proposed asphalt access road to the proposed substation drive gate from the existing asphalt road.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
TES-P-122.11/Rev.01
• Design and construction of access road shall conform to
TES-P-119.19/Rev.03
ISSUED FOR APPROVAL

Haif shall provide all necessary road traffic warning signs such as stop, speed limit, cautions, slow down, direction etc., speed
DESCRIPTION

• humps and substation informative signs at the intersection of proposed asphalt access road and the existing asphalt road.
Speed humps shall be provided at 100 meters from substation and existing asphalt road.

• The access road shall be 6.0 m wide with 2.0 m wide shoulder on each side.
• The slope of embankment shall be protected with riprap or 50 mm thick. asphalt.
• Asphalt Concrete paving works shall be as per the requirements of TCS-Q-113.01/Rev.01

Minimum thickness of combined binder and wearing course shall be 102 mm (64 mm thick. class “A” asphalt binder course and
•
38 mm thick class “C” asphalt wearing course).

TCS-Q-113.01/Rev.01
• Base and sub-base materials shall satisfy the requirement of
TCS-Q-113.02/Rev.01
M.A.M

Minimum thickness of base course shall be 300 mm thick Class “C”, with liquid limit =35% and
• TCS-Q-113.02/Rev.01
BY

Plasticity Index of 4.
27-Dec-23

• Sub-base materials shall conform to TCS-Q-113.02/Rev.01, Class D. TCS-Q-113.02/Rev.01

DATE

Axle loads shall be based on or a load meter survey , truck and equipment manufacturer's technical data of the maximum axle
•
NO.

loads allowed by the MOT. See Table below for maximum legal Saudi Arabia truck loads.
0

REVISIONS
DESIGNED

BY M.A.M 5.8. Anchorage lengths and lap lengths

DATE 27/12/23
• Anchorage length is the additional length of bar required to insert in another at the junction.
CHECKED

BY SH.S Connections/lap splices transferring stress may be lapped, welded or joined with mechanical Sec. 25.4 & Sec. 25.5,
•
DATE 27/12/23 devices. ACI 318-14.
OPRG. DEPT Connections/lap splices should be placed, if possible, away from points of high stress and
•
BY should preferably to be staggered.
DATE

ENG'G. DEPT.

BY

DATE

CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

6. Steel (works / design)

6.1 Materials
Structural steel material conforming to any of the ASTM specifications can be used. Relevant ASTM specifications can be
•
referred from clause A3.1 of AISC360.

Bolts, washers, Nuts and Anchor rods, threaded bolts materials confirming to relevant ASTM specifications
•
mentioned in clause A3.3 and A3.4 of AISC360, respectively.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
• Minimum design strength of Steel members shall be = 275 N/mm2
• The Modulus of elasticity of structural steel "E" = 200000 N/mm2
• The Shear Modulus of elasticity of structural steel "G" = 76923 N/mm2
ISSUED FOR APPROVAL
DESCRIPTION

6.2 Moment capacity

The moment capacity of the section is based on the sectional properties of the member and the slenderness of the section and
•
is calculated as per the provisions of AISC 360.

6.3 Maximum slenderness CL. L2, AISC360-16

• The value of slenderness shall not exceed the following:
a. For Compression members resisting loads other than wind loads = 200
b. For Compression members resisting self-weight and wind loads only = 200

For any member normally acting as tie but subject to reversal of stress
c. = 300
The slenderness limit for main beams &Resulting from the action of wind

6.4 Deflections
M.A.M
BY

The maximum permissible deflections shall be as specified in AISC 360, Table 24.2.2, ACI 318-14 and as given by manufacturer,
•
27-Dec-23

whichever is critical. Clause 6.1.4 of this clause also shall be referred for various limits of deflections.
DATE

a. Crane girders: Cl 18 of AISC Design Guide 7

• Crane gantry girders vertical deflection = Span / 600

NO.

REVISIONS • Crane gantry girders Horizontal deflection = Span / 500

DESIGNED • Allowable Vertical deflection of beams due to imposed load Cantilevers = Length / 180
BY M.A.M b. Beams carrying plaster or other brittle finish = Span / 360
DATE 27/12/23 c. Other Beams (Except purlins and sheeting rails) = Span / 300
CHECKED d. Horizontal deflection of columns due to imposed load = Span / 240
BY SH.S e. Top of columns in single story buildings except portal frames = Height / 200
DATE 27/12/23

OPRG. DEPT 6.5 Minimum thickness

BY The minimum thickness for the structural members of the Roof Truss shall be 6 mm and the Gusset plates
•
DATE connecting the structural members shall have minimum 8 mm thickness.
ENG'G. DEPT.

BY

DATE

CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

6.6 Connections
All the Braced, Splice, shear and moment connection for the structural elements shall be designed for the allpossible load
•
combinations as per AISC 360.

Connection Bolts

Secondary bolted connections shall be made using at least two machine bolt conforming to
a. ASTM A307
ASTM A307 and shall be electro-galvanized finish.

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
b. Nuts and washers shall have the same finish as the bolts.
Bolts shall conform to ASTM A325 M
c. Nuts shall conform to ASTM A563 M
ISSUED FOR APPROVAL

Washers shall conform to ASTM F436

DESCRIPTION

6.7 Bolts & Welding

6.7.1 Ordinary bolts
• Minimum number of bolts at any joint should be two bolts.
• All bolts shall be minimum 8.8 grade (A325 Group A)

a. Shear capacity
Shear capacity (Ps) = 0.75 * Ps * As CL J6, AISC 360
• Ps = Nominal Shear strength
Where
As = Shear area of bolt

b. Tension capacity
M.A.M
BY

Shear capacity (Ps) = 0.75 * Pt * At CL J6, AISC 360

• Pt = Nominal tensile stress
27-Dec-23

Where
DATE

At = Tensile stress area of bolt

c. Combined shear & tension

NO.

REVISIONS Capacity (P) = Fs / P s + Ft / P t ≤1.3 CL J7, AISC 360

DESIGNED • Fs = Applied shear
Where
BY M.A.M Ft = Applied tension
DATE 27/12/23

CHECKED d. Strength of bolts Table J3.2, AISC360-16

BY SH.S A307 bolts A325 (Group-A) bolts
# Bolt grade
DATE 27/12/23 (Grade 4.6) N/mm2 (Grade 8.8) N/mm2
OPRG. DEPT 1 Shear strength, ps 186.0 372
BY 2 Tension strength, pt 310.0 620
DATE *Bolt spacing, edge distance requirements shall be considered as per CL. J3, J4, J5, AISC360-16
ENG'G. DEPT. *Bearing strength and tear out strength of bolts connection shall be calculated as per CL. J7, AISC360
BY

DATE

CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

6.7.2 Anchor bolts

Anchor bolts to be used for fixing all the outdoor equipment structures to the reinforced 71-TMSS-03/Rev.00
•
concrete foundations. CL. 4.3.3 pg. 9 & 10

• Anchor bolts shall conform to ASTM A36M or ASTM A307.

6.7.3 Welding

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
• Welding shall conforming to TES-W-109.01
• Minimum size of weld shall be 6mm

The vector sum of the design stress due to all forces and moments transmitted by the weld should not exceed the design
ISSUED FOR APPROVAL

•
strength.
DESCRIPTION

• The design stress in a fillet weld should be calculated on a thickness equal to the effective throat size.

• Along edges of material less than 1/4 in = (6 mm) thick; welding shall be not greater than the thickness of the material.

Along edges of material 6 mm or more in thickness; welding shall be not greater than the thickness of the material minus 2
•
mm, unless the weld is especially designated on the drawings to be built out to obtain full-throat thickness.

In the as welded condition, the distance between the edge of the base metal and the toe of the weld is permitted to be less
•
than 2 mm, provided the weld size is clearly verifiable.

Fillet welds and design rules for fillet welds shall conform to AWSD1.1/D1.1M Structural
•
welding code of American Welding Society. AWSD1.1/D1.1M &
Design strength for fillet welds and butt welds (Refer to AWSD1.1/D1.1M Structural welding Chapter 2 of AISC 360
•
code).
M.A.M
BY

The design strength of full or partial penetration butt weld should be taken as equal to
•
that of the parent metal.
27-Dec-23
DATE
NO.

REVISIONS
DESIGNED

BY M.A.M

DATE 27/12/23

CHECKED

BY SH.S

DATE 27/12/23

OPRG. DEPT

BY

DATE

ENG'G. DEPT.

BY

DATE

CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951
 CERT'D NATIONAL GRID SA
M.H Engineering & Design Department
APPR'D

Engineering Division-South
H.A
CHK'D

SH.S

7. Soil report data

7.1 Soil parameters and conditions
• The following soil parameters shall be considered for the analysis and Design.

Foundation design shall be based on the allowable bearing capacity of the soil if working loads (unfactored) are to be
•
considered.

# Parameters Values / Data Units Reference

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
1 Density of Soil (For Fill Material) 18 kN/m³
2 Effective Density of Soil (For Fill Material) 8 kN/m³

30° Soil report

3 Angle of internal friction (Ø ) Degrees
ISSUED FOR APPROVAL

(pg. 23/soil report) pg.23 clause 10.4

DESCRIPTION

Friction coeficient between concrete 0.5

4 /
& soil (μ) (pg. 23/soil report)

Earth Pressure Coefficient

5 Lateral earth pressure coefficient (Ka) 0.33
Soil report
6 Passive earth pressure coefficient (Kp) 3.00 /
pg.23 clause 10.4
7 At Rest earth pressure coefficient (Ko) 0.50

7.2 Recommendations
Type of Type of Footing Depth Ultimate Bearing
# Units
Structure foundation from FGL (m) Capacity

1 150
1 Power TR. Raft 2 150
M.A.M
BY

3 200
27-Dec-23

2 13.8 kv SWG room Raft 3&4 200

DATE

kN/m²
3 132 kv GIS Room Raft 3&4 200
NO.

REVISIONS
4 Control & Relay Room Isolated footing 1&2 150
DESIGNED

BY M.A.M
5 Future Capacitor Bank Isolated footing 1&2 150
DATE 27/12/23

CHECKED

BY SH.S 7.3 Fill specifications

DATE 27/12/23 # Parameters General Fill (Class D)
OPRG. DEPT 1 Max % passing sieve #200 20
BY 2 Maximum particle size (mm) 100
DATE 3 % passing sieve 2mm mesh sieve 40-80
ENG'G. DEPT. 4 Plasricitv Index ≤4
BY 5 CBR ≥ 15
DATE

CERTIFIED.

BY Back to top ↑
DATE AS BUILT BY HAIF CO. DATE DWG. CONTROL SHT. SE-235870
THIS DRAWING IS NOT DRAWING TITLE INDEX PLANT NO. DRAWING NO. SHEET NO. REV.
TO BE USED FOR
CONSTRUCTION OF CIVIL DESIGN CRITERIA
FOR ORDERING A ASR434 SE-235902 0
MATERIALS UNTIL CONSTRUCTION OF JUBAIL 132/13.8 kV SUBSTATION
CERTIFIED AND
DATED JUBAIL SAUDI ARABIA CONTRACT NO: 4400018951