西南交通大学基础工程课程设计

1、Foundation Design姓名 马 德 林 学号 20100193 班级 2010级土木茅1班 西南交通大学土木工程学院2013年5月CONTENTSProblem-2Design-4 Chapter one Unit conversion-4 Chapter two Design load calculation-4 Chapter three Geotechnical designing-4 Step 1 to Step 9 Allowable bearing pressure method-4 Step 10 Checking moment load-8 Chapter four

2、 Structural designing-8 Part A Determine required thickness based on a two-way shear analysis-8 Check one-way shear-9 Part B Design the flexural steel-9 Chapter five Sketch of the designed footing-11 Figure 2 Thickness and effective depth-11 Figure 3 Dimensions and reinforcing steel-11 Figure 4 Inne

3、r block and outer block-12 Figure 5 Structural show-12Problem:Design for Practice A proposed office building is to be constructed at the site with a geologic profile showed in figure 1. The ground table is at 5.5 ft. The shallow strata are very soft. The data for these strata maybe used in foundatio

4、n design were obtained from a series in-situ tests and laboratory tests, and showed in table 1. In the table, Su is undrained shear strength; is preconsolidation stress. Medium Sand (Dr=60%)0-ft12-ft23-ft27-ftGWT 5.5-ftHigh Plastic Clay (CH)Silty Clay (CL)Very Stiff Silty Clay (CL)Fig. 1 geologic se

5、ction for the construction siteThe design columns of the proposed office building will carry the following loads: dead vertical load range 30-100 k, live vertical load range 20-75 k, and dead load moment range 0-50 ft-k. These columns are to be supported on spreading footings. A sketch of an interio

6、r column and its spreading footing is given in figure 2. If such an interior carrying a 50k dead vertical load, a 50k live vertical load, and a dead load moment 20 ft-k. Try to determine the spreading footing of this column. The design task should including followings,Table 1 data for different stra

7、ta(ft)(1) Unit conversionBefore beginning your design, please convert the data in the figures and tables from English to SI, and please use SI in your designing.(2) Design load calculationThere are two methods of expressing and working with design loads: the allowable stress design (ASD) and resista

8、nce factor design (LRFD). Calculate both of them.(3) Geotechnical designingSelect a suitable type of the spreading footing, determine the footing depth, determine allowable bearing pressure, and determine the required base dimensions for the footings of the column in Figure 2.Fig. 2 A sketch of the

9、typical interior column and its footing(4) Structural designingDetermine the materials using in the designed footings, determine the thickness of the footing, and determine the reinforcing steel of the footing.(5) Sketch of the designed footingShow your design in a sketch.A proposed designChapter on

10、e Unit conversionTo ConvertTo Multiply byftm0.3048psfkPa0.04787pcfkN/m30.1571Data for different strata (SI)Depth Range(m)SoilDescription0-3.657CH16.49561.2740.150.02124.4623.657-7.010CL17.59586.1660.110.015143.6107.010-8.229Med.Sand18.852-0.0060.002-8.229CL18.538124.4620.080.01287.220Tips: to conven

11、ient, English units will be used in the designing.Chapter two Design load calculationThe allowable stress design (ASD): ( ) ()Resistance factor design (LRFD): Chapter three Geotechnical designingStep 1- per TABLE 8.1 () Use an estimated D of 2 ft (24 in)Step 2- The groundwater table is at 5.5 ft ,an

12、d is not a concern at this siteStep 3- per Figure 6.11 (Soil Type: Clay Design F with Typical Range) Use F=3.5step 4- For high clay, if saturated undrained conditions exist( as same as the problem statement), we may conduct a stress analysis with the shear strength defined as and . In this case, (pe

13、r TABLE 6.1) Hence,. Using square foundation(B=L). Using the BEARING.XLS spreadsheet with ,the computed allowable bearing pressure, Step 5- per TABLE 2.2 ( Typical commercial and residential buildings) Per TABLE2.1 for office building, use ( in order to control differential settlement here)Step 6- u

14、sing TABLE 7.5 for clayey natural soil,assuming the foundation is a rigid structure, the design value of is 0.5Step 7- , so the total settlement requirement controls the settlement analysisStep 8- using classical method to compute total settlement of shallow foundation, which is based on Terzaghis t

15、heory of consolidationBecause of the assumption that all of the soils are over-consolidated, the equation of the total settlement is: Case1()： Case 2(): Where :=rigidity factor (per TABLE 7.1, for spread footings, )=initial vertical effective stress at midpoint of the soil layer=final vertical effec

16、tive stress at midpoint of the soil layer and could be computed by simplified method equation: (for square foundation) In which , =bearing pressure =depth from bottom of foundation to point =vertical effective stress at a depth D below the ground surface (in this case, )=pre-consolidation stress at

17、midpoint of the soil layer, and Now, we can compute the consolidation settlement after dividing the soil beneath the footing into layers.Figure 1 Dividing the soil beneath the footing into five layersTry with , At midpoint of soil layer(in)LayerNo.H(ft)zf(ft)psfpsfpsfpsfCase3.51.75289129015792889OC-

18、I0.150.020.536.56.7571683715533316OC-I0.150.020.44512.597839913773978OC-I0.110.0150.11618125122114724251OC-I0.110.0150.064231515143165815150C-II0.0060.0020.01= 1.15, so the settlement criterion has not been satisfied.Try with , At midpoint of soil layer(in)LayerNo.H(ft)zf(ft)psfpsfpsfpsfCase3.51.752

19、8997612652889OC-I0.150.020.466.56.7571671114273316OC-I0.150.020.40512.597837513533978OC-I0.110.0150.11618125121614674251OC-I0.110.0150.064231515142165715150C-II0.0060.0020.01= 1.04, so the settlement criterion has not been satisfied.Try with , At midpoint of soil layer(in)LayerNo.H(ft)zf(ft)psfpsfps

20、fpsfCase3.51.7528986311522889OC-I0.150.020.436.56.7571665713733316OC-I0.150.020.37512.597836313413978OC-I0.110.0150.10618125121314644251OC-I0.110.0150.064231515141165615150C-II0.0060.0020.01= 0.97, so the settlement criterion has been satisfied.(Tips: using the SETTLEMENT.XLS with and can also produ

21、ce )Step 9- 10782770, so the settlement controls the design. Rounding to a multiple of 500 psf gives:For a 100k column load(a 50k dead vertical load and a 50k live vertical load),use Step 10- checking moment loadUsing Equation 5.5:, so OK for eccentric loadingSince (in practical engineering, 5% erro

22、r is allowed), this design is satisfactory.Hence, a suitable type of the spreading footing may be chosen as:The footing depth: Allowable bearing pressure: Base dimension for the footing: (square foundation)Chapter four Structural designing Now, a 21-inch square reinforced concrete column(c=21in) car

23、ries a vertical dead load of 50k, a vertical live load of 50k, and a dead load moment 20 ft-k( thats to say, , ). Because of the small applied load and inspection costs of high strength concrete, we will use and .Part A- Determine required thickness based on a two-way shear analysis:Try T=12 in: Not

24、 acceptable!Try T=15 in: OK! However, moment load is present here, one-way shear needs to be checked, too.Check one-way shear, using Equation 9.8: Using Equation 9.9: OK! Therefore, T=15 in; d=11 in.Part B- Design the flexural steel Find the required steel area Check minimum steel (for grade 60 stee

25、l)Use Use 7 #7 bars each way ()(Tips: The final value of (#7 bars) is determined as a part of the flexural analysis, and is different from 1 in assumed before. However, this difference is small compared to the construction tolerances, so there is no need to repeat the shear analysis with revised .) and Acceptable! Clear space between bars=144/8-0.875