An-Najah National University Faculty of Engineering Civil Engineering Department Graduation Project Thesis   Structural Static Analysis and Design, Soil-Structure Interaction & 3D Dynamic Analysis for “Al-Baydar Housing”  Prepared by:  Sami Shuqqo Omar Abu Mansor Mahmod Al-Sayeh Supervisor: Eng.Imad Al-Qasem

Site Plan

Project Description Two out of three residential buildings will be designed. Ground floor and five other stories for each building. The building Area equal to 1414 m2 The elevations of each building difference according to the topography conditions. Story clear height is equal to 2.75 m

Materials Reinforced concrete: ρ=25 KN/m3 Beams and slabs  f’c = 24 MPa (B-250) Columns and Footings f’c = 32 Mpa (B-300) Plain concrete: ρ=23 KN/m3 Tiles: ρ=27 KN/m3 Sand: ρ=18 KN/m3 Reinforced Steel: fy =420 MPa

Static Design Introduction Ultimate method for Design was used, According to ACI-318-08 Provisions. So, used design combination will be 1.2DL+1.6LL

Slabs Design Loading system selection One-way Ribbed slab was used. The depth of slab selected according minimum depths of ACI-08

Loads and details of slab Ultimate Loads on Slab= 14.3 KN/m2 Ultimate Loads on Rib= 7.5 KN/m

Slab Reinforcement Slab depth used equal to 25 cm

Beams Design Main Beams: carried slab weight, partitions (if exist), masonry wall (if exist) in addition to their own weight. Secondary Beams: carried partitions, masonry wall in addition to their own weight.

Use 25 cm for simply supported Beams Design hmin =ℓ/21=470/21=22.3 cm hmin =ℓ/18.5=420/18.5=22.7 cm Use 25 cm for hidden beams hmin =ℓ/18.5=580/18.5=31.4 cm Use 50 cm for drop beams hmin =ℓ/16=425/16=26.5 cm Use 25 cm for simply supported

Building A

Building B

Flexural Design Beam (5), in part 1 of building A For negative moment: Mu=62.66 KN.m   ρ = ρ = 0.0049 > (ρmin= =0.0033)  ok As= ρ × b × d = 0.0049×800×210 = 823 mm2

Flexural Design For positive moment: Mu=30 KN.m ρ = = 0.0023 < (ρmin= 0.0033) Asmin= ρmin × b × d = 0.0033×800×210 = 554 mm2 As= ρ × b × d = 0.0023×800×210 = 386 mm2 < Asmin

Design for Shear Vu= 88 KN at center of support Vn= = = 117.33 KN Vc=  Vc= 137 KN

Design for Shear…cont If Vs<2Vc then Smax = min [, 600] in mm Thus, Smax = 105 mm But: (Av/s)min= 0.67 mm2/mm Assume stirrups diameter (10 mm). S = = 235 mm > Smax Use 1Ø10/100mm

Bars Distribution According to ACI-318 provisions in chapter (10) the maximum spacing should not be exceed the following value: Smax= 15 – 2.5 Cc Smax= 15( ) – 2.5 × (4/2.54) = 11 inches = 28 cm  Smin = [B – (No.bars × Dbar )- 2]/ (No.bars –1)

‘SAP2000’ Modeling The laws of structures, that guarantee the reliability of mathematical models, will be checked. 1-Compatibility 2-Equilibrium 3-Stress-Strain relationship

Compatibility It’s ok from models

Equilibrium for A DL for 6 stories from “SAP2000” = 59307.7 KN DL for 6 stories(hand calculations) = 58911 KN %Error in DL = (59307.7 - 58911) / 58911 = 0.67% Ok

Equilibrium for A … cont. LL for one story = 503.25 x2.5x6 = 7548.75 KN LL for 6 stories from SAP2000 = 7548.685 KN %Error in LL = (7548.75 -7548.686)/ 7548.75 = 0 % Ok

Equilibrium for B DL for 6 stories(hand calculations) = 44311.87 KN DL for 6 stories from “SAP2000 “= 44036.894 KN %Error DL = (44311.87 - 44036.894)/ 44311.87 = 0.62 % OK

Equilibrium for B … cont. LL for 6 stories from “SAP2000” = 5702.334 KN LL for 6 stories = 380 x2.5x6 = 5700 KN %Error = (5702.336-5700)/ 5700 = 0.04 % OK

Stress-Strain Relationship Check for slab..rib 1..A Building %Error = [7.13-(15.499×0.5)]/7.13 = 8.6%

Stress-Strain Relationship… cont. Check for slab..rib 6..B Building %Error = [9.05-(18.92×0.5)]/9.05 = 4.5%

Stress-Strain Relationship… cont. Check for beam… Beam no.8 in Building A

Check for beam…cont modifiers for the external columns for the internal column

Check for beam…cont for the beam 3D analysis Results after modification

Columns Columns Classification according to their loads: -Group ①: (100 ton – 150 ton) -Group ②: (150 ton – 200 ton) -Group ③: (200 ton – 250 ton)

Loads Verification T.A was taken and for Col.#38

Tributary area= 3.925 X 4.29 = 16.83 m2 Ultimate SID+LL = [[(1.2 X 4) + (1.6 X 2.5)] x 3.925 X 4.29] x6 = 88.86 ton Slab Own weight = 0.18 X 16.83 X 25x6 = 45.48 ton Beams weight = 28.8 ton Loads on beams = 36.78 ton Column own weight = (0.6 X 0.35 X 25 X 19.5) = 10.2 ton Total load = [(45.48 + 28.8 + 36.78 + 10.2) X 1.2 + 88.86] = 234 ton load on column number (38) from SAP2000 = 234 ton % Error = 0.0%

Interaction Diagram-Manually

Interaction Diagram-SAP2000

Final Dimensions Ag ≥ Φ Pn= Pd = Φ λ (0.85 f'c (Ag – As) + fy As) - Column group Dimension of column (cm) Reinforcement of column Ties No. of columns A B 1 50 X 30 6 Ø 18 1Ø10 / 25 cm 21 30 2 55 X 30 8 Ø 18 2Ø10 / 25 cm 23 9 3 60 X 35 4 -

Footings Bearing Capacity for soil: 3.0 Kg/cm2 Single, Combined and wall footing were designed

Single Footings Footing ID Dimensions (length × width × depth) Reinforcement in long direction Reinforcement in short direction F1 2.25×2.15×0.4 118/250 mm F2 2.35×2.1×0.45 118/200 mm F3 2.75×2.5×0.5 F4 1.9×1.7×0.4 118/300 mm

Combined Footings Footing ID Dimensions (length × width × depth) Horizontal Reinforcement Traverse Reinforcement + Ve - Ve Left Right F5 2.8×2.6×0.4 520/1000mm 625 425 F6 3.75×1.8×0.4 525/1000mm 525 520 F7 2.5×2.45×0.35 320/1000mm F8 3×2.65×0.4 325/1000mm 825 F9 2.65×2.4×0.35 F10 3.6×1.65×0.35 F11 2.65×2.7×0.4 725 F12 3.7×1.45×0.4 625/1000mm 320 F13 2.7×2.5×0.4 F14 2.8×1.9×0.3 720/1000mm 420/1000mm F15 2.8×2.2×0.35 620 F16 2.25×2.35×0.40 F17 3.8×2.15×0.45

Wall Footings

Soil-Structure Interaction Soil-Structure Interaction (SSI) defined as the process in which the response of the soil influences the motion of the structure and the motion of the structure influences the response of the soil.

SSI-models

SSI-models

Why SSI is important ? behavior of a structure is highly influenced not only by the response of the superstructure, but also by the response of the foundation and the ground as well

Results Slab Results: the design of slab stay the same. Beams Results: the difference in results is significant(re-designed). Columns Results: the differences in columns made significant changes in loads , almost columns still in the same group except one column in Building A

3D Dynamic Analysis Period for the structure Time History Analysis Analysis Under periodic loads Analysis Using UBC-1997

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