1. Ashraf Khan
Bhanu Sri Routhu
Haroon Rasheed Ahmed
Luqman Sheeraz Mohammed
Manoj Kandel
Muqtadar Shareef Mohammed
Punith Yadav
Saeed Janbaz
CE 5312 ADVANCED CONCRETE
DESIGN SPRING 2015
GROUP 4
Prof : Dr. Mohammad Razavi

2. Task
 Design Two Story Residential Building located in Charleston,
South Carolina.
Plan of the Residential Building.

3.  Material Properties:
Concrete: 𝑓ʹ 𝑐 = 5.5 𝑘𝑠𝑖 Steel: 𝑓𝑦 = 60 𝑘𝑠𝑖
Groups Location A B C D E F First
Story
Second
Story
1 Charlotte, NC 60 20 12 20 40 36 20 12
2 Austin, TX 65 18 10 18 45 36 19 13
3 Chicago, IL 55 22 12 22 40 50 20 14
4 Charleston, SC 50 25 10 25 35 48 18 13
5 Seattle, WA 60 25 12 25 50 52 16 15
6 Denver, CO 65 22 10 22 50 42 17 14

4. Scope
 The following are required to be designed:
 Two way slab system
 Beam design; edge beam torsional design
 Design of columns with magnified moments
 Design of corbel
 Design of shear wall

5. Ultimate Design Wind Speeds

6. Load Combinations
 1.6(D.L)+1(L.L)+1(Ey)
 0.9(D.L)+1(Ey)
 1.2(D.L)+1.6(L.L)
 1.4(D.L)
Where
D.L=Dead Load
L.L=Live Load
Ey =EarthQuake Load
W =Wind load

7. Load Considerations
 We took into consideration :
 Dead Load - 150 psf
 Live load - 40 psf
 Wind Load - 30psf
 Rain Load - 20 psf

8. General layout

9. Deformed building structure

10. Design of the structure

11. Slab Panel
 Slab panel (C-D 4-5)

12. Moment for load combination Dcon4

13. Shear for load combination Dcon4

14. Tortion for load combination Dcon4

15. SLAB DESIGN
Assumed thickness -- 6in
 Slab panel -- 12.5ft x 10ft
 One way shear -- Vu=1.272k < ᶲVc=6.6k O.K
 Two way shear -- Vu=30.94k < ᶲVc=58.64 O.K
 qu -- 0.2 ksf
 Mos -- 31.64k-ft
 Mol -- 41.328k-ft

16. Slab Design
 Long span C.S reinforcement – 10 #4bars (1.96in^2)
 Long span M.S reinforcement – 12 #4bars(2.36in^2)
 Short span C.S reinforcement - 10 #4bars(1.96in^2)
 Shorts span M.S reinforcement – 8# 4bars(1.57in^2)

17. Tortional Beam Design
 Beam cross section = 16in x 18in
 Vu = 3.425k
 ᶲVc = 28.4k (shear reinforcement no needed)
 Tu = 85.46k.in
 Tth= 67.8 k.in
 Top rebars = #6 3bars (1.32in^2)
 Mid rebars = #6 3bars
 Bot rebars = #6 3bars

18. Column Design
 Column size = 12in x 12in
 Ultimate factored load = 54.43 kip
 Lu = 13ft
 Mtop = 0.0065 k-ft
 Mbot = 0.0343 k-ft
 Magnified moment = 4.35 k-ft
 Required Ast = 1.465in^2
 Rebars used = 4 #9 bars

19. Design Of Shear Wall
 Length of the wall = 16ft
 Height of 2nd story = 13ft
 Height of the 1st story = 18ft
 Thickness of the wall =10in
 Total fatored load on 2nd floor = 88.66 k
 Total fatored load on 1st floor = 258.505 k
 Wind load on 2nd floor = 1.298 k
 Wind load on 2nd floor = 0.298 k

20. Shear wall Design
 Moment (Mu) = 45.602 k-ft
 Ultimate factored moment = 72.963 k-ft
 Check for moment O.k
 Vu =2.553k
 ᶲVc =424.54k

21. References
 ASCE-07, “Minimum Design Loads for
Buildings and Other Structures”.
 International Building code 2012.
 James K. Wight & James G. Macgregor,
(2009), “Reinforced concrete Mechanics &
 Design” Sixth edition, Pearson & Prentice
Hall.
 Class handouts and examples.
 Wikipedia.