Civil Engineering Graduation Project.

1. DESIGN AND ANALYSIS OF MULTI-
TOWER STRUCTURE USING ETABS
BY
KHALED AL SHAMI

2. INTRODUCTION
 BASEMENT.
 3 PARKING FLOORS.
 2 FLOOR HEALTH CLUB.
 13 FLOOR HOTEL TOWER (LEFT).
 33 FLOOR OFFICE TOWER (RIGHT).

3. LOCATION
 AT THE HEART OF AMMAN IN MECCA STREET.
 SURROUNDING AREA IS MOSTLY OFFICE TOWERS.
 POSITIONED NEAR AN INTERCHANGE.
 VERY HIGH ACCESSIBILITY.

5. WHY ETABS AND SAFE ?
 DEVELOPED BY CSI (CONSTRUCTION SPECIFICATION INSTITUTE).
 THEY WORK COMPATIBLY.
 2D/3D MODELLING.
 LINEAR/NON-LINEAR ANALYSIS.
 SIMULATION OF EARTHQUAKE AND WIND LOAD ON STRUCTURE.
 FRIENDLY INTERFACE, EVEN FOR DESIGN OF COMPLICATED STRUCTURES.

6. DEAD LOAD CALCULATION
LOAD NAME VALUE UNIT SOURCE
PARTITION 2 kN/m2 UBC 97 code
TILING (MARBLE) 0.4 kN/m2 2cm * 20 kN/m3
MORTAR (LIGHTWEIGHT
CONCRETE)
0.16 kN/m2 2cm * 8 kN/m3
MECHANICAL AND ELECTRICAL
EQUIPMENT
0.2 kN/m2 UBC 97 code, table
16-B
FALSE CEILING 0.1 kN/m2 UBC 97 code, table
16-B
FIRE SPRINKLERS 1.11 kN/m2 UBC 97 code, table
16-B
TOTAL 3.97 Take as 4

7. OTHER LOADS
FAÇADE LOAD
 APPLIED ON THE PERIMETER OF THE STRUCTURE
 HAS VALUE OF 1KN/M2. (ASCE7-5 CODE, SECTION 9.8).
SNOW LOAD
 MINIMUM SNOW LOADS (0.240 KN/M2) ARE APPLIED.

8. LIVE LOAD REDUCTION
 ACCORDING TO UBC 97 PROVISIONS.
 TRIBUTARY AREA METHOD.
 MINIMUM FACTOR FOR MULTIPLE STORIES IS 0.4.

9. LIVE LOAD (ACCORDING TO IBC 2009)
AREA LOAD UNIT SOURCE
GROUND FLOOR 4 kN/m2 IBC 2009
Code
PARKING FLOORS (1-3) 4 kN/m2 IBC 2009
Code
HEALTH CLUB (1-2) 4 kN/m2 IBC 2009
Code
LEFT TOWER (13 FLOORS HOTEL) 3.2 kN/m2 IBC 2009
Code
RIGHT TOWER (33 FLOORS
OFFICE AREA)
3.6 kN/m2 IBC 2009
Code.

10. WIND LOAD (UBC 97)

11. WIND LOAD (ASCE 7-05)
TYPE ANNOTATION VALUE UNIT SOURCE
WIND SPEED - 78 MpH Amman
municipality
DIRECTIONALITY
FACTOR
Kd 0.85 - ASCE 7-05 -
C6.5.4.4
IMPORTANCE
FACTOR
I 1 - ASCE 7-05 -
C6.5.5
EXPOSURE TYPE - B - ASCE 7-05 -
C6.5.6
TOPOGRAPHICAL
FACTOR
Kzt 1 - ASCE 7-05 -
C6.5.7
GUST FACTOR G 0.85 - ASCE 7-05 -
C6.5.8

12. WIND EXPOSURE PARAMETERS (ASCE 7-05)

13. EARTHQUAKE LOADS (UBC 97)
 TWO LOAD CASES (Qx, Qy).
TYPE ANNOTATION VALUE SOURCE
IMPORTANCE
FACTOR
I 1 TABLE 16-K UBC CODE
OVER-
STRENGTH
FACTOR
R 4.5 TABLE 16-N UBC CODE
TIME PERIOD CT 0.02 PROGRAM CALCULATED
SOIL PROFILE - SC TABLE 16-J UBC CODE
SEISMIC ZONE
FACTOR
Z 0.20 TABLE 16-I UBC CODE

14. LOAD COMBINATION
 TWO MANUALLY GENERATED COMBINATIONS.
 SHEAR WALL COMBINATIONS AND CONCRETE FRAME COMBINATION ARE
AUTOMATICALLY GENERATED.
Name Load Scale Factor Load Scale Factor Type
Service Load Dead 1.0 Live 1.0 Linear
Ultimate Load Dead 1.4 Live 1.6 Linear

15. MODELLING
 1. DEFINE
1. MATERIALS (CONCRETE, STEEL).
2. FRAME SECTIONS (COLUMNS, BEAMS)
3. SHELLS (SLABS, WALLS)
4. OPENINGS IF ANY EXISTS.
5. DEFINE SECTION MODIFIRES.
 2. DRAW
1. COLUMNS
2. BEAMS
3. ROOFS
4. WALLS
5. OPENINGS

16. MODELLING
 3. DEFINE
1. EARTHQUAKE LOAD (EQX, EQY).
2. WIND LOAD (WX, WY).
3. RESPONSE SPECTRUM FUNCTION (SPEC-UBC).
4. RESPONSE SPECTRUM LOAD CASES (SPEC-X, SPEC-Y).
5. MASS SOURCE.
6. P-DELTA CASE.
7. MODAL CASE (EIGEN).
 4. ASSIGN
1. AREA LOADS (ON SLABS).
2. LINE LOADS (ON BEAMS).
3. DIAPHRAGM
4. SUPPORTS (FIXED/PINNED).
5. MOMENT RELEASES FOR BEAMS.
6. MESHING (FOR WALLS AND SLABS).
7. PIER AND SPANDREL LABELS.
8. LIVE LOAD REDUCTION FACTOR.
9. SPECIAL SESIMIC EFFECTS.
 RUN

17. ANALYSIS

18. STRUCTURE'S DEFORMED SHAPE

19. CORE MOMENT
 ELEVATORE CORE MOMENT

20. CHECKING BEAMS
FOR ANY LOAD CASE OR COMBO.
 VIEW MOMENT.
 VIEW SHEAR.
 VIEW DEFLECTION.

21. CHECKING SLABS

22. CHECKING OVER-ALL DEFLECTION
 FOR UNFACTORED WIND:
H
500
=
13127
500
= 26.26 𝑐𝑚
 FACTORED SEISMIC LOAD: 0.02H = 0.02 * 13127 = 262.54 CM (ACCORDING TO UBC 97 CODE).
OR: 0.005H = 0.0065 * 13127 = 85.32 CM (ACCORDING TO JAPANESE CODE).
Load Case Translation (cm) Translation (cm) Comparison (cm)
X-Dir Y-Dir X-Dir Y-Dir
Qx 2.66 0.01 40.04 -0.86 40.04 < 262.54 safe
Qy -0.46 3.37 -2.78 68.16 68.16 < 262.54 safe
Translation (mm) Translation (mm) Comparison (mm)
Wx 1.1 11.2 8.3 108.3 108.3 < 262.6 safe
Wy 4.6 14.9 37.1 144.8 144.8 < 262.6 safe

23. INTER-STORY DRIFT CHECK
 Drift is the difference in horizontal deflection between the top and bottom
of any storey.
 The story drift shall not exceed 2.5% of the story height for structures with
fundamental period less than 0.7 second, for it to be considered safe.
 Allowable story drift = 2.5% * 3300mm = 82.5mm .
Load Case Maximum Drift
(mm)
Comparison Safety
Qx 4.185 4.185 < 82.5 Safe
Qy 6.538 6.538 < 82.5 Safe

24. MODAL RESPONSE SPECTRA (STORY RESPONSE)
 STORY SHAERS
 LOAD CASE : RESPONSE SPECTRUM

25. MODAL RESPONSE SPECTRA (STORY RESPONSE)
 MAXIMUM STORY DISPLACEMENT
 MODE 1.

26. MODAL RESPONSE SPECTRA (STORY RESPONSE)
 MAXIMUM STORY DISPLACEMENT
 MODE 25.

27. WIND VELOCITY PROFILE
 CALCULATED WIND VELOCITY PROFILE.

28. STRUCTURAL DESIGN

29. SHEAR WALL DESIGN
 Longitudinal reinforcement.
 Shear reinforcement.

30. SHAER WALL LONGITUDINAL REINFORCEMENT
 USED CODE ACI318-08.
 REINFORCEMENT CALCULATED BY ETABS.
 DEMAND/CAPACITY RATIO = 1 (USING 95% OF THE SECTION AREA)
THUS (5% FOR SAFETY).
Story Pier ID Location Required
Reinf %
As
(Cm2)
Reinforcement
32ND P1 Top 0.62 173.6 ⌀ 22 @ 20 C/C
32ND P1 Bottom 0.58 162.4 ⌀ 22 @ 20 C/C
31ST P1 Top 0.58 162.4 ⌀ 22 @ 20 C/C
31ST P1 Bottom 0.48 134.4 ⌀ 20 @ 20 C/C
30TH P1 Top 0.49 137.2 ⌀ 20 @ 20 C/C
30TH P1 Bottom 0.45 126 ⌀ 20 @ 20 C/C

31. SHEAR WALL HORIZONTAL REINFORCEMENT
 SPECIFY NUMBER OF BARS
IN ONE METER.
Shear reinforcement (cm2/m) Calculation Selected Reinforcement
17.5
17.5/7 = 2.5 take ⌀18 ⌀18 @ 15cm c/c
31.45
31.45/7 = 4.49 take ⌀25 ⌀25 @ 15cm c/c

32. SHEAR WALL RENDERING & DETAILING

33. SHAERWALL DETAILING
SHEAR WALL DETAILING.
 REINFORCEMENT.
 SPACING.

34. BEAM REINFORCEMENT
 LONGITUDINAL REINFORCEMENT.

35. BEAM DESIGN (LONGITUDINAL REINFORCEMENT)
ASSUME A BEAM SECTION WITH
 4 BARS AT TOP.
 4 BARS AT BOTTOM.
AS (CM2) BAR SIZE UNIT REINFORCEMENT
10
10
4
= 2.5
CM2 4 ⌀ 18
5
5
4
= 1.25
CM2 4 ⌀ 14
12 12
4
= 3.00
CM2 4 ⌀ 20
7
7
4
= 1.75
CM2 4 ⌀ 16
4
4
4
= 1.00
CM2 4 ⌀ 12
8
8
4
= 2.00
CM2
4 ⌀ 16

36. BEAM LONGITUDINAL REINFORCEMENT
 FINAL RESULT

37. BEAM SHEAR REINFORCEMENT

38. BEAM SHEAR REINFORCEMENT
 ASSUME DIAMETER OF STIRRUPS TO BE 10MM.
 𝑆 =
𝐴𝑠∗𝑁𝑜. 𝑜𝑓 𝑠𝑡𝑖𝑟𝑟𝑢𝑝 𝑙𝑒𝑔𝑠
𝑣𝑎𝑙𝑢𝑒 𝑔𝑖𝑣𝑒𝑛 𝑖𝑛 𝐸𝑇𝐴𝐵𝑆
 𝑆 =
79∗2
7.82
= 20.20 𝑇𝐴𝐾𝐸 𝐴𝑆 20𝐶𝑀
 𝑆 =
79∗2
4.72
= 33.47 𝑇𝐴𝐾𝐸 𝐴𝑆 30𝐶𝑀

39. DIAPHRAGMS
 EACH SLAB HAS ITS OWN DIAPHRAGM.
 DIAPHRAGMS ARE ALL RIGID.
 RIGID DIAPHRAGMS HAVE INFINITE IN-PLANE STIFFNESS PROPERTIES.
 THEY DON’T EXHIBIT THE ACTUAL IN-PLANE STIFFNESS PROPERTIES AND BEHAVIOUR.
 THE ADVANTAGE OF THIS METHOD IS DECREASING THE COMPUTATIONAL TIME.

40. SLAB MODELLING
3DIAPHRAGMS, WHY ?
 FOR COLLAPSE MECHANISM.
 FOR EARTHQUAKE JOINT.

41. MODELLING POST TENSION SLABS

42. WHY POST TENSION SLAB ?
 TO HELP REDUCING SLAB THICKNESS
 SAVE ON REBAR STEEL.
 LESS TIME CONSUMING.
 NO NEED FOR DROP BEAMS.

43. POST TENSION SLAB MODELLING
 SLAB MODEL ON SAFE 2014.

44. POST TENSION SLAB DESIGN
 TENDON LAYOUT.

45. POST TENSION SLAB DESIGN
SLAB DESIGN OUTPUT
 TENDON PROFILES.
 AMOUNT OF PULLING FORCE FOR EACH TENDON.
 NEEDED ELONGATION VALUES FOR EACH TENDON.
 DEAD ENDS AND LIVE ENDS.
 BILL OF QUANTITY (BOQ) FOR SLAB.

46. POST TENSION SLAB DESIGN
 BILL OF QUANTITY BY SAFE 2014.

47. POST TENSION SLAB DESIGN
 REQUIRED REINFORCMENT.
 TOP REBAR PLAN.

48. CONSTRUCTION MANAGEMENT

49. COMMUNICATION BETWEEN PROJECT PARTICIPANTS
 MANY CONSULTANTS.
 A LOT OF WORKERS.
 DIFFERENT COMPANIES.
??? HOW TO ARRANGE COMMUNICATION ???
 PROLOG IS A WEB BASED SCHEDULER
HELPS IN MANAGING COMMUNICATION
AMONG PROJECT PARTICIPANTS.

50. CONSTRUCTION TENDERING
SELECTION OF CONRTRACTOR
THIS ISN’T THE FINAL DECISION TO SELECT A SPECIFIC BIDDER, BUT IT HELPS TO
SORT OUT AND FOCUS ON BEST POTENTIAL BIDDERS.
EXCLUSIONS:
 CRIMINAL RECORDS, IF THE BIDDER HAS ANY. THEN THEY WOULD BE
EXCLUDED FROM THE SELECTION.
 BUSINESS FAULTS, A BIDDER WHO HAS THESE CAN CAUSE A RISK FOR THE
PROJECT. THUS, WOULD BE EXCLUDED.

51. CONSTRUCTION TENDERING
SELECTION OF CONRTRACTOR
REQUIREMENTS
 TECHNICAL AND PROFESSIONAL QUALIFICATIONS, EXPERIENCE AND
CAPABILITY IS THE MOST IMPORTANT WHEN IT COMES TO LARGE SIZE
PROJECTS.
 FINANCIAL AND ECONOMICAL CAPACITY, THIS CAN GUARANTEE THE
PROJECT FEASIBILITY.

52. CONSTRUCTION TENDERING
SELECTION OF CONRTRACTOR
AWARDING CRITERIA
AFTER SELECTING THE BEST AND LIMITING THE BIDDER NUMBERS, IT’S TIME FOR SELECTING THE
BEST OF BEST BY HAVING A DEEPER LOOK ON THE REMAINING BIDDERS, REGARDING THE
CRITERIA’S.
1. PRICE
2. HEALTH AND SAFETY
3. SUSTAINABILITY
4. RESPONSIBLE BUSINESS PRACTICE
5. COMMITMENT TO DELIVERY DATE

53. PROJECT RISK ASSESSMENT
No Risk consequence Likelihood
Brief
Execution
16 Price inflation of construction
materials
High Moderate
17 Late delivery of materials High Moderate
18 Insufficient or late funding High Moderate
19 Late Design changes High Moderate
20 Tight project schedule Very High High
21 Lack of coordination between
project participants
High Moderate
22 Low management and supervision of
construction
Very High Low
23 Machinery or equipment breakdown High Low
24 Insufficient amount of skilled labours High Moderate
 RISKS AT EXECUTION STAGE.

54.  .
PROJECT RISK ASSESSMENT
 QUALITATIVE RISK ASSESSMENT.
 SCALED FACTOR MAY BE USED.
 MODERATE OVERALL RISK.

55. MEASURES AGAINST DIFFERENT RISKS
no Phase Solution
16 Price inflation of construction
materials
Run a net present value estimation of the project, considering
inflation rates.
17 Late delivery of materials Include penalty clauses in contracts with the subcontractors.
18 Insufficient or late funding Set the project budget apart from and provide at early
stages of the project.
19 Late Design changes Notify the client about the changes in cost and time before
doing and change. Also, account sometime in the scheduling
to encounter any sudden change.
20 Tight project schedule Adopt an efficient project tracking program to maintain
schedule.
21 Lack of coordination between
project participants
Adopt proper software and methods for communication
between project participants.
22 Low management and supervision of
construction
Make a checklist for things that need to be checked up
regularly. Put clear standards and task for project’s
supervision.
23 Machinery or equipment breakdown Have contact with backup machine operators and owners.
And an on-call maintenance team.
24 Insufficient amount of skilled labours Having contact with backup workers in case of having
workers missing. And providing workers training program.
 RISK MITIGATION PLAN

56. CONSTRUCTION SAFETY MANAGEMENT
 HIGH RISE STRUCTURE BUILDING HAS HIGHER POTENTIAL SAFETY RISKS.
 SAFETY OF CONSTRUCTION SITE
1. IMPROVES PRODUCTIVITY
2. KEEPS PROJECT ON SCHEDULE.
 WEAK SAFETY PLAN
1. ACCIDENTS CAN CAUSE DELAYING AND FINANCIAL ISSUES
2. THAT CAN LEAD THE PROJECT TO CRISES AND FAILURE.

57. CONSTRUCTION SAFETY MANAGEMENT PROCEDURE
HAZARD ASSESSMENT ASSESS RISKS
DECIDE
PRECAUTIONS

58. CONSTRUCTION SAFETY RISK ASSESSMENT
 QUALITATIVE RISK ASSESSMENT.
 RISKS ARE PLACED ACCORDING TO
1. THEIR LIKELIHOOD.
2. IMPACT.

59. CONSTRUCTION SAFETY RISK ASSESSMENT
 NUMERIC SCALED QUALITATIVE ASSESSMENT.
 VALUES ABOVE 10 ARE PROMOTED TO RED.
 VALUES BELOW 10 ARE PROMOTED TO GREEN.
 RED RISKS = UNACCPTABLE.
 GREEN RISKS = ACCEPTABLE.
 ACCEPTING RISKS DOESN’T MEAN IGNORING
.THEM

60. COMPULSORY MEASURES TO BE TAKEN
AGAINST SAFETY RISKS.
 USING GUARD RAILS ON EDGES OF BUILDING AND FLOOR OPENINGS.
 USING SAFETY NETS TO PREVENT FROM FALLING FROM HEIGHTS.
 USE SCAFFOLDING WITH COVERING NETS TO AVOID FALL OF OBJECTS.
 PROVIDING ADEQUATE TRAINING AND SUPERVISION FOR WORKERS, TO PREVENT ANY MISTAKES THAT MAY RESULT FROM IGNORANT
OR IRRESPONSIBLE ACTS.
 ESTABLISHING EMERGENCY PLANNING PROCEDURES, INCLUDING FIRST AID.
 KEEP CONTROL OF SITE ACCESSIBILITY, BY MAKING SPECIFIC GUARDED AND CONTROLLED ENTRANCES AND EXITS, SO ONLY
AUTHORIZED STAFF CAN GET THROUGH THE GATES.
 PROVIDING PPE, CLOTHING AND SIGNS, BUT THEY SHALL BE USED AS LAST RESORT AFTER USING EXPLORING ALL THE HAZARD
ELIMINATION METHODS.

61. CONSTRUCTION SAFETY MANAGEMENT
 CONSTRUCTION SITE SAFETY PROCEDURE SIGN