1. Preberd by: Azza Yahya Israa Labadi Nedaa Bouzia Raghad Melhem Submitted to: Dr.Sami Hijawi Foundation Construction On Expansive Soil And Methods Of Improvement 2013

2. content  introduction  Loads in columns  Mat design  Pile design  cost analysis  conclusion

3. BUILDING PLAN

4. Loads in column column number column dimensions(c m) DL (KN)LL (KN) Service load (KN) ultimate load (KN) c1R=25511.8554.18566.03700.91 c290*201011.81330.961342.771743.71 c390*20678.17207.69885.861146.10 c4150*20853.65283.501137.151477.98 c580*20869.37162.751032.121303.64 c690*30424.10133.14557.24721.95 c760*25576.79172.62749.41968.34 c880*20555.66340.20895.861211.11 c9150*20621.17380.311001.481353.90 c1080*20560.46343.14903.601221.58 c1180*20451.43149.10600.53780.28 c1280*20386.23156.24542.47713.46 c1380*20455.85279.09734.94993.56 c1480*20540.23330.75870.981177.47 c1580*20514.50315.00829.501121.40 c1680*20429.09151.62580.71757.50 c1780*20387.63147.84535.47701.70

5. C ENTROID LOCATION

6. Thickness: F OR COLUMN # 11 PU = 780 KN D = 15((P U ) ^1/2) = 420. VU = PU = 780 KN ϕ V C = (0.75 *(1/3) * √28*(1700 + 2 D ) * 460 / 1000 ϕ V C = VU => D = 420 MM, H = 500 MM Thickness

7. Mat Design SAP design: Information needed:

8. Results: The maximum deflection was 6.3 mm which less than the allowable deflection 10 mm => ok  Deflection: Mat Design

9.  Moment: Designed strip location Mat Design

10. MASp Ø18 - Number of bars 228.75 1058.680.0018255 105.4483.50280.0008342  Reinforcement: Mat Design

11. Determination of allowable pile capacity : Q ulti =Q s +Q p Q s : frictional resistance = ∑∆Lρfavg Q p : Load carrying capacity of the pile point = 9CuAp Q all = Q ulti /F.S = 399.5 KN, Where F.S = 3 here No. of needed piles= service load/ Q all Estimate of pile cap dimensions L g = (n1-1)d + 2(D\2) Bg = (n2-1)d + 2(D\2) The following table shows the relation between(L,D) and the corresponding values of allowable bearing capacity. Pile design

12. L (m) D(m) 6m8m10m12m14m16m18m 0.5m217.7292.9360445.8529616.7712.5 0.6m267.6357.8438.4541.4641.2746.4861.3 0.7m319.65424.9518.9639755.5878.21012 0.8m373.8494.1601.5738.8871.910121165 0.9m430565.4686.2840.7990.411481321 1.0m488.638.8773.1944.7111112861478 Cap dimensions No. of piles Pile size (L,D) Service Load(KN) Foundation No. Column No. 29 caps53 piles 0.8, 0,8single10, 0.8345.94F1S3 0.8, 0,8single10, 0.8566F2C1,C6,C12,C17 0.8, 0,8single10, 0.8620F3C11,C16,C20 2.8,0.828, 0.8749.4F4C7,C13,C21 2.8,0.828, 0.8903.6F5 S1,C3,C8,C10,C14,C15,C2 6 2.8,0.8210, 0.81139.18F6C4,C5,C9,C18,C22,C23 2.8,0.8212, 0.81410.15F7S2,C2,C19,C24 2.8,2.8310, 0.81707.8F8C25 2.8, 2.8412,0.82502F9S4 Pile design

13. The structural design of the pile depends on the nature of the soil Asmin = 0.005Ag=0.005(5026.5)=25.13 cm² (10ф18 mm) Spacing of ties = (1ϕ8/250). Design of pile cap : Vu = ϕVc ( to calculate the thickness ) The As then computed for the cap with ρ=0.002. The efficiency of the group of piles are calculated and these should be >1 to be in the safe side. Efficency = Pile design

14. Cost Analysis Mat Foundation Cost Analysis:  Excavation cost: Total volume of excavated soil = 565.9 CM Cost/hr= 400 NIS The productivity of excavator=100 CM/hr. Duration = (quantity / (productivity* no. or resources)) Duration = 565.9 / (100*1)=5.7hrs use 6hrs. >>Cost= 6*400 =2,400NIS.  Backfilling cost: Backfill and Base coarse >>Cost= 10,986NIS.

15. Cost Analysis

16. Pile Foundation Cost Analysis:

17. Cost Analysis  Drilling cost:- Drilling&processing=250NIS/CM+120NIS/pile =250x330+120x53=82375+6360=88,735NIS Cost= (concrete+steel+drilling &processing)=105440+47111+88735=241,286NIS Indirect Cost =(Tax + Profit +overhead)%=30%xCost=30%x241286=72,386NIS >>>Price = 241286 +72386=313,672NIS

18. Pile Price = 313,672NIS >> *Mat Price = 172,416 NIS As the price of mat foundation is less than the price of the pile then, the mat foundation is recommend to use in this case. In the other hand, mat (Raft) foundation is easier in construction in most of its activities.  Conclusion:

19. Thank You