Question

calculate concrete volume ( B1 , C1, S1 )

calculatet steel bars ( B1, C1, S1 )

B4 84 B4 GROUND FLOOR ROOF SLABS&BEAMS Typical Floor (Slabs +Benms) 2 Subsfructure Plan 2)(3 C4 C5 C6 Ce d2 d2 COLUMN AXIS area → stress how vnuch stress viu tranner SCHEDULED OF FOOTINGeph to resist shenr in table P.C.C. R.C.C BARS SHORT BARS REMARKS Rce 101-190-f 190一ㄒ 55 ld @15c O1Y16@Ecs F2 220 22010 200 200 55 Y16 15CIC Y1615cic F3 250 250 10 230 230 60 Y1615CIC Y1615c/c 270 10 250 250 60 Y16@ 15CIC Y16@ 15CIC F5|290 290 | 10 | 270 | 270- Y16 @ 15CC1Y16 @ 15CC F6 320 320 10 300 300 65 Y1615CIC Y16@ 15C/C FT | 340 |340 | 10 |320 |320 | 70 | Y16 @ 15C/CİY16 @ 15C/C F8 220 340 10 200 32060 Y1615CIC Y16 15CIC F4 270 720-10T600-T 700-75_ Y16@1scicl Yle@l5C/C-T&Bー COLUMN - C5 SCHEDULED OF PLINTHBEAMSITIEBEAMS BOTTOM REINFOR. TOP RE YPEIZE Straight Kurtal Straight STIRRUPS REMARKS 2Y16 2Y16 2Y16 3Y16 2Y16 2Y16 2Y16 2Y16 PB1 20X50 PB2 20X50 3Y16 PB3 20x PB4 20X 2Y16 .DO- DO- 5 -DO- 2Y16 oneih movAent 3SCHEDULED OF COLUMN FOURTH&FIFTH SECOND &THIRD STIRRUPS REMARKs SIZE REINFOR. SIZE REINFORSIZE REINFOR 16 YB@15c/C 20X60BY16 30x60 12Y16 20X7010Y16 25X70 10Y16 30x80 14Y16 C1 25X60 1OY16 C2 30x60 12Y16 C3 25X70 12Y16 C4 25xB0 12Y16 2 C5| 30X801 14Y16 30X6012Y16 20X70 10Y16 20X70 | 10Y16 25X70 12Y16 25X90 12Y16 DO DO DO DO DO 30X90 1416 30x90 14Y16 nsc 30HALF DIA 3Y12 rom Sind Pr。 30 SCHEDULED OF FLOOR BEAMS BOTTOM REINFOR I TOP REINFOR 2Y16 Y8@15CIC B1 20x40 2Y16 B2 20x40 216 2Y16 83 20X50 2Y16 | SY161 -DO- 2Y16 2Y16 2Y16 2Y16 2Y16 2Y16 3Y16 Do- 3Y16 3Y16 3Y16 3Y16 B5 20x60 3Y16 B71 20X70/イ2Y16 20x70 3Y16 B6 20x60 0 2Y16 2Y16 2Y16 2Y14 F.BARS ㄐ cbnseler hie +ve M SCHEDULED OF SLABS REINFOR SHORT BARS LONG BARS er Wie Consider &구 → 2° x70- REMARKS S1 12 cmY S2 12 cm Y10@15CIC Y1 Y10@20c/C 15 cm | | Y10@15C/C 15㎝ Y10@15C/C S4 S5 | 18㎝ | Y14@15C/C | Y16@15C/C |(T&B)S S6 | 20㎝ | Y12@15C/C Y12@15C/C | (T&B) main steel bu up 2pI4 rt down

Answer 1

Column C1 Size 25omm x 60 0 mm Toto! Colums having cl-numb e γ Height of columns mot giuen 4.5 m So t assume St 3.2 m nd 3 2 m 3.2 m 3.2 m 20 5 Volume 아amcnk F0$ ơn e Column C1-0.25 0.6 x 20.5 : 3.075 m Siže- 200400 mm ength 3 1 m To te.l 3 beams in plan haviny B1 mumber All Beams- 81 having Some lengn ー7 Volume of CrnC9ek. B1-0.2×0.4 x 3-1ニ0.248 m3 ークFoY all 3-Beam B1-0,248 x3 : 0.744 m

thickness f Slab120 mm Total 10ngbugkbshaving name CS.) all having diffeont sizes Vol ume 2 | 3100 mm炆6SonmX120miH | 1.971 m3 3 2 So x 3100 120 mM 2.864y m 1qiu m Totl volume of nte te Slab Csi) 11um

2 O column (o la Steel st 一) 10 no-16mm) to 子3><- ㄧ ) γ.nu-16mm Seme Continu For each column- 10 no to os fous column s

Be 81 Top bars2-16 mm pu i take 20mm Cover 스 22 ntJ mein bers

Slab CS1) Total nos ype o bio 26S0mr 2 31 mn 2. 33summ Lu luo 2 l6 u2 mm Type 1 Ma CIC 2- Slabs hov 3wvー叉メ20 So main bas G.3 Type 1こ13x2 34 Long bas C Disbibu tim beras