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Presented to the Faculty of the Department of Civil Engineering College of Engineering, De La Salle University

LBYCVT4 STAAD VERIFICATION MANUAL VERIFICATION BEAM AND COLUMN 2 STOREY RC BUILDING

SUBMITTED BY: GRIMARES, ANDREW DUSTIN L. 11022345

Loading Considered:

Parameters of Column and Beam Dimensions:

Beam analysis: Beam number 334 verification in RC Building, Consider Following parameters in Design:

From STAAD Output:

Manual Verification of Beam: ⁄ ⁄ ⁄

Steel Ratio =



Steel Ratio (bal.) =

(

)



UNDER REINFORCED: ⁄ ⁄



⁄ )

( (

Shear verification: √

Torsion Verification: Acp = 400 x 400 = 120000 mm2 Pcp = 2(400) + 2(400) = 1600 mm



)

Tu =



X= Y=

0.00119 < 2.65; PASSED Tn = Tu = 0.75 x Tn = 16.91 KN – m ; PASSED

Column Analysis: Column 133

Concrete Density = 23.6 KN/m3 Column height = 4.0 m Pu = 182.35 KN Mu = 132.37 KN-m Calculations: d = 550 mm d’ = 50 mm d’’ = 250 mm Number of bars = 20 bars As = As minimum = 0.01 x Ag = 3600 mm2 As maximum = 0.08 x Ag = 28800 mm2 Ypc = 300 mm

Cb = a = 0.85 x 325.44mm = 276.63 mm fs’ = 600 x Strength of Concrete = 276.63 x 0.85 x 28 x 600=3950.28 KN Strength of Steel = 3141.59 mm2 x 414 Mpa = 1300.62 KN Tension = 3141.59 mm2 x 414 = 1300.62 KN Pb = 3950.28 KN Pub = 2567.68 KN Mb = 1289.79 KN Mub = 838.37 KN K = 0.85 Φ = 0.65 Pu = 0.65 x 0.85 x 28 x (600 x 600 -6283.19) + 6283.19 x 415 Puo = 7166.89 KN Pu- max = 0.85 x 7166.89 = 6091.19 KN Mu-max = 738.97 KN m Flexure: P=0 (

Mu = 500.64 KNm

)

Summary: In analysis of the usage of STAAD pro v8i, several beams and columns were chosen with respect to the needed verification. We are able to determine the accuracy of the STAAD results with respect to the manual verification needed to solve such parameters of a beam or column.

The given parameters were given as follows based on the plan given by the professor. From STAAD, the sections were designed based on the code used in STAAD which is the ACI code. The table mentioned above represents the beams of different lengths given and it is also categorized based on the floor plan in each level. In the Given flexural computations of Beam 334 in which it has dimensions of 400 x 400 with a length of 6 meters, the manual verification together with the STAAD verification displays comparatively relative values with respect to some minor errors based on calculations. The shear verification also was accurate and it is based on the number of shear reinforcements that were used in the given beam. The moment was also computed based on the number of shear reinforcement and also in order to solve the Nominal moment of the given building. In the Torsional verification of the project, it can be seen that the value from the manual verification and the STAAD values were somehow consistent and it would appear that there were no errors concerning the design of the particular beam. Overall the values passed the section given in STAAD as that of the manual computations and also with respect to the National Structural Code of the Philippines (NSCP). The values are also somehow comprehensive of somehow greater than the projected values of STAAD but the section were satisfied because the values were not lacking in terms of values.

Column 133 on the other hand with the dimensions of 600 x 600 with a column height of 4.0 m was verified based on its interaction diagram where in which the following order of formulated computations were followed as stated by the NSCP. The following parameters of the beam including the axial force and the Moment flexural values were calculated in the formula given from the design of columns. With respect to the computed assumed values of the columns, the dimensions of the columns were given as follows and would serve as the input values for the structural file of the STAAD structure of RC building. Column ID C-1 C-2 C-3 C-4 C5 C-3A C5A C6 C6A

B

H 6.5 3.5 5.875 3.5 6.5 6 4.818 6 6.5

Min B Width 158.6885 300 116.4455 300 187.0127 300 144.3448 300 196.7088 300 147.4215 300 169.356 300 188.9917 300 192.5007 300

3.075 3.075 4.725 4.725 4.725 2.875 4.725 4.725 4.525 fc fy

Tributary No of Area Floors 19.9875 10.7625 27.759375 16.5375 30.7125 17.25 22.76505 28.35 29.4125

Dead Load 3 3 3 3 3 3 3 3 3

Live Load 5.03 5.03 5.03 5.03 5.03 5.03 5.03 5.03 5.03

4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8 4.8

Pu 822445.7 442855.4 1142243 680485.1 1263758 709803 936736.3 1166546 1210266

Ag 25182.05 13559.56 34973.75 20835.43 38694.36 21733.1 28681.45 35717.88 37056.51

28 414

In note of the given project, proposed replacement of materials used are advised so that the costs would be minimal and also it would be efficient for engineers to think of alternative ways in solving for the STAAD computations based on a particular plan. The overall computations are mentioned above the Summary where in which it would state the section given and also the different parameters of the given sections of the beam and column.

RC building: (COLUMN 133 and BEAM 334 ANALYSIS)

Flexure Output:

SHEAR AND TORSION Results:

Column Output Results (AXIAL + BENDING):

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