3D Dynamic design of Zamzam building

3D Dynamic design of Zamzam buildingSupervisor: Dr. Mahmoud Dweikat.An-Najah National UniversityFaculty of EngineeringCivil Engineering Department

Prepared by:

1. Adel Saleem Yasin. 2. Mohammad Alwahsh. 3. Tariq Waheeb Al-hour.Outline:Introduction.Static designdynamic designConclusion.1. Introduction:Zamzam building is reinforced concrete building, located in Nablus city and used as commercial and residential building. It composed of 11 stories with an average surface area of 591 m2/floor, with 3 m height.3rd and 2nd basement used as garages, 1st basement, ground floor and attic is used for commercial purpose and storage, the first and second story is used as restaurant and office, one and the above 2 stories used as residential apartments with plan area of 541 m

Columns center plan:3D Modeling:

Materials:materialsUnit weight (Kn/m3)Reinforced concrete25Plain concrete 23Concrete block12Stone26Sand18tiles26Design codes and load combinations:Design loads:Dead loads in addition to slab own weight : Superimposed dead load = 4.0 kN/m2 Live load will be used according to the usage of each floor:

Water tanks load = 3 kN/m2

Type of occupancy/floorUniform live load (Kn/m2)Garages5 KN/M2Basement4 KN/M2Ground floor (Commercial)5 KN/M2Public rooms4 KN/M2Residential units3.5 KN/M2Roof3 KN/M2Structural system:

one way ribbed slab will be used

Static design

The web width (bw) = 15 cm.Area sections dimensions :

Story height = 3 m

Area section name:Thickness (cm)Actual slab30Equivalent slab23Shear wall25Retaining wall (basement)20 (initially)

3. Static Design:Distribution of columns and beams:

Static designBeam dimension:

BeamDepth (cm)Width (36)B13080B23090B33070B46030B55030B65040B76040B88030Static designColumns Dimension:ColumnNo. of columns/ floorShort side (cm)Long side (cm)C198080C2117070C3240115C426060Static DesignVerification of SAP model: for any structure, there are three main checks: compatibility, equilibrium, and stress-strain relation ships.1. Compatibility satisfied:

Static Design2. Equilibrium satisfied:

% of error in Dead Load = (112624.8-108843.3) / 112624.8 = 3.3%% of error in Live Load = (27031.3-26001) / 27031.3 = 3.8%

3.Stress -Strain relationship satisfied: Taking some elements in the structure to perform the verification:

ElementMu(SAP)KN.mMu (manual)KN.mFloorDifferenceLengthBeam B190*3656.5152.32Z = 97.4%4.12SlabY-direc.71.3566.2Z = 127.2%-elementdimensionPu (SAP) KnPu (manual) KnfloordifferencesColumn 80*80992959Z = 23.53.2%Static DesignSlab design :1. Check slab deflection : So, dead = 5.2 mm. Live = 1.4mm. long term = 15.84mm.The allowable deflection = 5900 /240 = 24.5 mm.So the slab deflection = 15.84mm < allowable long term def. OK. 2. Design for shear : The rib shear strength = 25.7KN. The max shear = 26 KN/m. shear per rib = 0.55*26 = 14.3 KN.So 26.78 14.3 OKSo, no need for shear reinforcement

Static Design3. Flexure design:

We take the max. +ve and ve moment and then we generalize them over the slab.Max. +ve moment = 23 Kn.m/m.Max. ve moment = 22 kn.m/m.

As +ve 212 mm/ rib.As ve 212 mm/ rib.

Static Design Beam Design:Taking a sample beam (beam B in the first floor) :- The beam section dimensions are :- Total depth (h) = 600 mm.- The effective depth (d) = 550 mm.-Beam width (bw) = 300 mm.- min reinforcement ratio = 0.0033.- As min = bd = 0.0033*300*550 = 545 mm2- Vc = 109.1 KN.- (Av/s)min = 0.333.

Static DesignColumns grouping, reinforcing, and stirrupsColumn groupingNo. of columns/ floorAs(mm2)Distribution of steel Rein.Stirrups C19312010208/25 cmC21124508208/25 cmC32351012208/25 cmC42225012168/25 cmStirrups near the end @ 15 cm5. Dynamic Design:Methods for dynamic analysis:Equivalent static method.Time history method.Response spectrum analysis.

Dynamic design

Response spectrum functionDynamic designResponse spectrum analysis :We will perform the dynamic design using response spectrum method:Define two response spectrum load cases one in x-direction and the another in y-direction :- For response-x: * Scale factor = 2.18. *Scale factor = 0.719.- For response-y: * Scale factor = 2.18. *Scale factor = 0.719.Perform design using envelope combination.

Response spectrum function in x-direction

Response spectrum in y-direction:

Dynamic designDynamic designModal information : - For eleven stories before putting shear walls in the building:

Mode no.directionPeriod (sec)MMPR %1RZ (Torsion)1.25852Y1.1793X0.974After putting shear wall in the building:

Mode no.directionPeriod (sec)MMPR %1Y 0.93972X0.6953RZ (Torsion)0.5388Dynamic Design:Slab design:

We take the max. +ve and ve moment and then we generalize them over the slab.Max. +ve moment = 26 Kn.m/m.Max. ve moment = 28 kn.m/m.

As +ve 212 mm/ rib.As ve 212 mm/ rib.

Dynamic DesignBeam Design:Reinforcement from envelope combination is consideredWe take the reinforcement from the SAP program and then draw the detailing.

Dynamic Design

Dynamic DesignShear wall design:

Shear wall carry lateral and gravity loads designed as beam column.Design to resist shear as a column using interaction diagram.

Dynamic design Shear wall reinforcement:

Shear wall no.Shear wall dimensionHorizontal steelVertical steelWidth (m)Length (m)# of bars# of barsSW10.254.7812/m812/mSW20.254812/m812/mSW30.254.1812/m812/mSW40.253.6812/m812/mSW50.28812/m812/mSW60.23.4812/m812/m

Dynamic DesignBasement wall design:

Shear dsign:Vu = 110.4 KnVc = 112.4 > Vu , OKFor shear; deigned as shear wall designed in the previous slides.

Footing DesignSingle footing: Is one of the most economical types of footing and is used when columns are spaced at relatively long distances .Combined footing: this type of footing used when the distance between columns is too small. So, a single footings will be overlap.

Bearing capacity of the soil=400 KN/m2.

Footing groupingFooting no.Dead load (ton)Live load (ton)Total service load (ton)Ultimate Load1360.6129.8490.4640.42291.763357.4450.83254.346.3300.6379.244205.524.5234.3285.8Footing grouping according to columns ultimate load.

Footing reinforcementFooting no.Column dimension (cm)Footing dimension (m)Vertical steel# of bars (longitudinal)Horizontal steel# of bars (short)180*803.5*3.5818/m818/m270*703*3718/m718/m3115*503*2.8818/m618/m460*602.5*2.5518/m518/mCF 1C70 & C705.8*4716/m616/mCF 2C80 & C806*3.68 16/m7 16/m

Footing 1 detailing5. Conclusion:After modeling the structure, we apply gravity loads and design the elements, then after applying dynamic loads we design the elements again, and the dimension of elements change after dynamic design.Before making design we make some verifications on the structure to be ensure that the design will be efficient.The building satisfy the design requirements (deflection, period of model, etc.)

We make some changes in the building:Reduce cantilever span from 2.5 m to 1.5 m.External stone walls; we didnt represent it, just consider own weight.After putting shear wall, we reduce the opining of ware houses in some stories. Just to balance the building and reduce the eccentricity as much as possible.Thank you for your listening