The document provides design criteria and load specifications for the structural design of the Emergency Lodging Center Project in Al Shumaisi, Makkah. It includes specifications for materials, dead and live loads, lateral forces from wind and seismic activity, and load combinations. Concrete compressive strength is specified as 30 MPa, reinforcement yield strength as 420 MPa, and soil bearing capacity as 1.5 kg/cm2. Dead loads include self-weight of slabs and finishes. Live loads include different specifications for floors, roofs, and corridors. Wind speed is specified as 130 kph and the building is in Seismic Zone 1. Temperature variations of ±20°C are also accounted for. 30 load cases are

1. ‫اﻟﻤﺒﻨﻲ‬ ‫وﺻﻒ‬:BUILDING NAME:
BUILDING # 05 , JAWAZAT BUILDING
TITLE:
‫اﻟﻠﻮﺣﺔ‬ ‫اﺳﻢ‬:
STRUCTURAL DESIGN CALCULATION
Prepared By: M.O.G. ELMOGHERAH ELHAG
Date: 01-08-2010
Design By: A.S.M. ABDULAH S. BIN‐MAKHASHEN
Checked By: N.M.A. Abdul Nasr Mohd. Ali
Revision 00
Approved By: N.Z.N. Nabil Zaki Nasr

3.
EMERGENCY LODGING CENTER PROJECT – AL SHUMAISI – MAKKAH
STRUCTURAL DESIGN CRITERIA
MATERIAL:
1. Concrete:
Compressive strength of concrete at 28 days for all Ewaa buildings (U.O.N) is 300 kg/cm².
Design mix should exceed 15% more than the required mix (345 kg/m²).
2. Steel:
Yield strength of high tensile deformed bars grade 60 = 4200 kg/m².
3. Structural Steel:
For Metal Structure use steel grade 36, A36 for hot rolled section and grade 50 for built-
up section for bolt use A325 & A490 type for anchor bolt A307, for welding conncection
AWS will be adopted.
4. Solid Slab:
Kindly see the attached sketches
5. Hollow Core Units:
Kindly see the attached sketches
6. Block Wall:
CMU should comply with ASTM C90 Grade N-1 Fc¹ = 70kg/m² at 28 days.
A – LOADING:
A-1 Dead Load:
• Reinforced concrete = 24 kn/m²
• Plain Concrete = 22 kn/m²
• False ceiling = 0.30 kn/m²
• E/M services = 0.15 kn/m²
• CMU 200mm thick = 3.4 kn/m²
• Membrane 5mm = 0.15 kn/m²
• Partitions = 1.0 kn/m²
• Tiles 25mm = 0.6 kn/m²

4.
A-2 Live Load:
• Offices = 2.5 kn/m²
• Store = 5 kn/m²
• File Room/Store = 5 kn/m²
• Accessible Roof = 2 kn/m²
• In Accessible Roof = 1 kn/m²
• E/m Equipment on Roof = 5 kn/m²
• Impact Factor = 10%
• Corridor / Stairs = 5 kn/m²
• Public Area = 5 kn/m²
B- LATERAL FORCES:
- Wind speed 130 KPH exposure C according to ASCE
- Seismic Zone 1 according to UBC 1997
CODES & STANDARDS:
- ACI – 318M – 2005
- PCI design handbook
- UBC 1997
- AISC – AWS
- ASTM for material
SOFTWARE ENGINEERING PROGRAM:
- Staad Pro 2007
- PCA Beam
- PCA Column
- PCA Mats
- SAFE
- PROKON
________________________
Engr. Abdul Naser Mohd. Ali
Head of Structural Design

5. INTRODUCTION

6. BUILDING TITLE: EMERGENCY LODGING CENTER, SHUMASI-MAKKAH
JAWAZAT BUILDING B05
1. INTRODUCTION
1. Design calculation is carried out using computer software
STAAD PRO 2006 and design carried according to
American code ACI – 318-05 and UBC 1997.
2. Different load cases of dead loads, live load, wind,
earthquake and temperature cases are applied.

7. DESIGN CRITERIA

8. BUILDING TITLE: EMERGENCY LODGING CENTER, SHUMASI-MAKKAH
JAWAZAT BUILDING B05
DESIGN CRITERIA
1. 28 Days cylinder compressive strength of concrete
f’c = 30 N/mm2
2. Yield strength of reinforcement fy = 420 N/mm2
3. Allowable soil bearing capacity = 1.5 kg/cm2
4. Live load AS PER GENERAL NOTE DRAWING prepared by
(AL ETQUAN) COSULTANT
5. Basic wind speed = 130 km/h
= 80 mph
6. Seismic zone = 1
7. TEMPRETURE =± 20ºc

9. LOADING

10. BUILDING TITLE: EMERGENCY LODGING CENTER, SHUMASI-MAKKAH
JAWAZAT BUILDING B05
LOADING
A. DEAD LOAD ( D.L )
FOR 200mm HOLLOW CORE SLAB: ROOF SLAB
1. ROOFING Layers = 450 kg/m2
2. Self Weight of 200mm HOLLOW CORE = 200 kg/m2
3. 50MM STRUCTURAL SCREEDE = 125 kg/m2
4. Weight of partitions …………………… = 0.0 kg/m2
5. Weight of E/M services ( Concrete pads, ducts, etc. ) = 50 kg/m2
--------------------
Total D.L. 825 kg/m2
9 kN/m2
FOR 200mm Hollow core slab: FLOOR SLAB
1. Finishing Layers 100MM Thk = 200 kg/m2
2. 50mm structural screed = 125 kg/m2
3. Self weight of 200 mm hollow core = 240 kg/m2
4. Weight of partitions …………………… = 200 kg/m2
5. Weight of E/M services ( Concrete pads, ducts, etc. ) = 50 kg/m2
--------------------
Total D.L. 800 kg/m2
8 kN/m

11. FOR 250 mm hollow core slab:ROOF SLAB
1. ROOFING Layers = 450 kg/m2
2. Self Weight of 250mm HOLLOW CORE = 323 kg/m2
3. 50MM STRUCTURAL SCREEDE = 125 kg/m2
4. Weight of partitions …………………… = 0.0 kg/m2
5. Weight of E/M services ( Concrete pads, ducts, etc. ) = 50 kg/m2
--------------------
Total D.L. 950kg/m2
10 kN/m2
FOR 250 mm hollow core slab:FLOOR SLAB
1. Finishing Layers 100MM Thk = 200 kg/m2
2. 50mm structural screed = 125 kg/m2
3. Self weight of 250 mm hollow core = 323 kg/m2
4. Weight of partitions …………………… = 200 kg/m2
5. Weight of E/M services ( Concrete pads, ducts, etc. ) = 50 kg/m2
--------------------------
Total D.L. 900kg/m2
9 kN/m2
FOR 320 mm hollow core slab:ROOF SLAB
1. ROOFING Layers = 450 kg/m2
2. Self Weight of 320mm HOLLOW CORE = 365 kg/m2
3. 50MM STRUCTURAL SCREEDE = 125 kg/m2
4. Weight of partitions …………………… = 0.0 kg/m2
5.
Weight of E/M services ( Concrete pads, ducts, etc. ) = 50 kg/m2
-----------------------------
Total D.L. 990 kg/m2
10 kN/m2

12. FOR 320 mm hollow core slab:FLOOR SLAB
1. Finishing Layers 100MM Thk = 200 kg/m2
2. 50mm structural screed = 125 kg/m2
3. Self weight of 320 mm hollow core = 365 kg/m2
4. Weight of partitions …………………… = 200 kg/m2
5. Weight of E/M services ( Concrete pads, ducts, etc. ) = 50 kg/m2
-------------------------
Total D.L. 940 kg/m2
9.5 kN/m2
FOR 400 mm hollow core slab:ROOF SLAB
1. ROOFING Layers = 450 kg/m2
2. Self Weight of 400mm HOLLOW CORE = 415 kg/m2
3. 50MM STRUCTURAL SCREEDE = 125 kg/m2
4. Weight of partitions …………………… = 0.0 kg/m2
5.
Weight of E/M services ( Concrete pads, ducts, etc. ) = 50 kg/m2
-------------------------------
Total D.L. 1040 kg/m2
10.5 kN/m2
FOR 400 mm hollow core slab:FLOOR SLAB
1. Finishing Layers 100MM Thk = 200 kg/m2
2. 50mm structural screed = 125 kg/m2
3. Self weight of 400 mm hollow core = 415 kg/m2
4. Weight of partitions …………………… = 200 kg/m2
5. Weight of E/M services ( Concrete pads, ducts, etc. ) = 50 kg/m2
------------------------
Total D.L. 990 kg/m2
10 kN/m2

13. BLOCK WALL ON FLOOR/STAIR/TOILET LOAD 14 kN/m
BLOCK WALL ON PARAPET LOAD (external ) 7 kN/m
--------------------
B. LIVE LOAD ( L.L )
1. Live Load on the roof (IN ACCESSIBLE) = 100 KG/M² = 1.5 KN/M²
2. Live Load on the roof (ACCESSIBLE) PARTIALLY
BY E/M = 500 KG/M² = 5KN/M²
3. Live Load on the floor (CORRIDOR & STAIR) = 500 KG/M² = 5.0 KN/M²
4. Live Load on the Offices = 250 KG/M² = 2.5 KN/M²
--------------------
C. WIND LOAD ( W.L ) X – Direction
Z – Direction
Wind speed = 130 kph = 130/1.6 ≈ 80 mph
Exposure – C – At Height = 40 FT ≈ 12 m
P = Design wind pressure as per UBC
P = wsqe IqCC
eC = Combined co-efficient = 1.13 table 16-G
qC = Pressure co-efficient = 0.80 table 16 – H
sq = Wind Stagnation = 0.786 kN/m2
table 16-F(16.4 psf x 0.0479)
wI = Importance factor = 1.15 Table 16-K
P = 1.13 x 0.8 x 0.786 x 1.15 = 0.817 kN/m2
Wind pressure = 1.33 x 0.8
= 1.05kN/m2
=1.0 KN /m2

14. D. SEISMIC LOAD EQ X = Direction
Z = Direction
MAKKAH Area Zone – 1
V = ⇒W
TR
ICv
Base shear
Z = Seismic zone factor = 0.075 Table 16 - I UBC
I = Importance factor = 1.0 Table 16 - K UBC
vC = 0.18 for soil type DS Table 16 - R UBC
T = 0.8
S = 2 soil profile.
R = 5.5 Table 16 - N UBC
W = The total weight of the building shall be calculated automatically by the computer
program.
E. TEMPERATURE LOAD ( T )
Uniform Temperature difference = 20
Differential Temperature difference = 20
LOAD COMBINATION :
NOTATIONS AS PER ACI 318M-2005
DL = Dead loads, or related internal moments and Forces
EQX = Load effects of earthquake, or related internal moments and forces, in X
direction.
EQZ = Load effects of earthquake, or related internal moments and forces, in Z
direction.
LL = Live loads, or related internal moments and forces.
T = Cumulative effect of temperature, creep, shrinkage, differential
settlement, and shrinkage- compensating concrete.
WLX = Wind load, or related internal moments and forces, in X direction.
WLZ = Wind load, or related internal moments and forces, in Z direction.

15. LOAD CASES:
1. EQX
2. EQZ
3. WLX
4. WLZ
5. DL
6. LL
7. T
LOAD COMBINATION AS PER ACI 318M-2005.
8. 1.4 DL Eq 9-1 ACI 318: 2005
9. 1.2 DL + 1.2 T + 1.6 LL Eq 9-2 ACI 318: 2005
10. 1.2 DL + 1.0 LL Eq 9-3 ACI 318: 2005
11. 1.2 DL + 0.8 WLX Eq 9-3 ACI 318: 2005
12. 1.2 DL - 0.8 WLX Eq 9-3 ACI 318: 2005
13. 1.2 DL + 0.8 WLZ Eq 9-3 ACI 318: 2005
14. 1.2 DL - 0.8 WLZ Eq 9-3 ACI 318: 2005
15. 1.2 DL + 1.6 WLX + 1.0 LL Eq 9-4 ACI 318: 2005
16. 1.2 DL - 1.6 WLX + 1.0 LL Eq 9-4 ACI 318: 2005
17. 1.2 DL + 1.6 WLZ + 1.0 LL Eq 9-4 ACI 318: 2005
18. 1.2 DL - 1.6 WLZ + 1.0 LL Eq 9-4 ACI 318: 2005
19. 1.2 DL + 1.0 EQX + 1.0 LL Eq 9-5 ACI 318: 2005
20. 1.2 DL - 1.0 EQX + 1.0 LL Eq 9-5 ACI 318: 2005
21. 1.2 DL + 1.0 EQZ + 1.0 LL Eq 9-5 ACI 318: 2005
22. 1.2 DL - 1.0 EQZ + 1.0 LL Eq 9-5 ACI 318: 2005
23. 0.9 DL + 1.6 WLX Eq 9-6 ACI 318: 2005
24. 0.9 DL - 1.6 WLX Eq 9-6 ACI 318: 2005
25. 0.9 DL + 1.6 WLZ Eq 9-6 ACI 318: 2005
26. 0.9 DL - 1.6 WLZ Eq 9-6 ACI 318: 2005
27. 0.9 DL + 1.0 EQX Eq 9-7 ACI 318: 2005
28. 0.9 DL - 1.0 EQX Eq 9-7 ACI 318: 2005
29. 0.9 DL + 1.0 EQZ Eq 9-7 ACI 318: 2005
30. 0.9 DL - 1.0 EQZ Eq 9-7 ACI 318: 2005