Question

I provided an example problem, the question asked is the last photo included. I also provided the tables used.

Span leng DL-1550 LL-1400b/ Desigh this r da fHetion and bendmg 5000 fsi :5Ksi Grade G0 steel fyr Goks d shrvup 6.5" No. 4 stimpr 名 De Flechon ChantGo ection min h llo llo 30-1.5b 3b b. guess h-5(18")-27'. h-2.0(К")-36 b-an," b: 15" Try 1-3a 1.2. (215 /1. (1400)4,gaol/ 964, 000l- 0ooa 00 Fc-5 ksi y G0,000pst E-0.85-[065 (5 ksi-4)-DXO 15 CGoz)(o Coo ksi 1 (aoksi) 0.0335 05 P 0.005 Assume p: 0315 A: о. olaG 0.4o od An Ru bd J0l k) 1%, (655 i b 0.669 si Gues No.4 bars d 1.0" 32.193 * TRY NEW SIZE * 1t" x 30 Try 19%3G" (12 1400b/ ft w 1.3(305/(HD l4A 3 Assume P- 0.012 0.90 m: 14.11 Ru- 0.634 ksi | bd. 1041111 k-Ft (laツFt), 19,003 . 387n3 Choose bNo. borsa.On l4in sthur valves Round ua to 3 Try 11x25 wt5.25 5、 Mu, 9215 k-ft Mns 10e, III k-Ft deale: 3a .417" h 34 35" 1"x 35 o. 8 bars h-35 b 16 dachol. 35% 1,50"-0.5o-0.5 (1,0"), 32.5 , G85.514 ksI a c revised 14 11 GOK Si ΞΟ, 0125 Read As- o 01a5 (135)731a59 Abar 07in Number of bars A1315450 bors Check Wid ls -A3.뇌g" so they will not filin one row. (make the bar stze larger Guess No.l bars dar 1:410 Abar L5en dcale 30.4 h 30 41.5 0.5"0.5 (1.40) 35. 12"36 TRY 1 36 Cale- 38.492 Using No. I1 bors h 35.1136 dachal- 36 -1.5"-0.50-0.5 (1.46)-33.5 | Ru ncu'. Mn. . ΙΟ41.iileft (lant), o195@ksi rev. Reg님 N (oo Ksi Red As- o.o(33.5)7156 umber ot No.Il bars :1.lseira-4.4#5. No.11 bars 1.5o0 in Check uwrath b2 (15") a(0.5") 5(164 1%x30.oith 5. No. Il bars d 33.245 Jar 1.410in Grade G0 steel fy-Go ksi = 1C.GFL igl. Mn- 1091.lI Kft neds to be resisted T- As f C-0.65 F'c bo -0.85(5ksi) (4 )o Designe aed Mn: 4GSk (33.295"-O.5(6.118.):14,150 449 kin. 11112оч k-f Pesign is okey. REINFORCED CONCRETE S 400 TABLE 13.1 Properties of Deformed Reinforci ng Bars Bar Size Nominal Designation ross- Sectional Area lb/ft in. in. No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 0.375 0.500 0.625 0.750 0.875 1.000 1.128 1.270 1.410 1.693 2.257 0.11 0.20 0.31 0.44 0.60 0.79 1.00 1.27 1.56 2.25 4.00 REINFORCED CONCRETE STRUCT 460 TABLE 13.12 Minimum Thickness of Slabs or Beams Are Computed Unless Deflections Minimum Thickness of Slab fy = 40 ksi f, = 60 ksi or Height of Beam End Conditions of Span Type of Member 60 ksi L/25 LI30 L/35 L/ 12.5 L/20 L/23 L/26 L/10 Simple support L/20 L/24 L/28 L/10 L/16 L/18.5 L/21 L/8 Solid one-way slabs One end continuous Both ends continuous Cantilever Simple support One end continuous Both ends continuous Cantilever Beams or joists Source: Adapted from material in Building Code Requirements for Structural Concrete (ACI 318-08) (Ref. 10), with permission of the publisher, American Concrete Institute. "Refers to overall vertical dimension of concrete section. For normal-weight concrete (145 pc) ion an economical (ectanqular beam $12e and selectthe rein torcing bars o supporte d span of 2 frect. This beann is to Corry a lIive lood f 1900 l Jta dead loed of 50 bft. Use a Cancrete Compresive shress of 3500 psi, No.3 stirrups, and a Grade renhbre Desgn he c nd bendina. 0 bors r a Simply rted span s beam is to corr nd a dead load o rectangular beam condenn deflechon eSign

Answer 1

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Q 0000 Minimur 6,0000官 0.8 5003 3.Si-30 0.90 - Q0 i 68 bd

Mu224 6 Assume f o.01165 0.96 4 248.33 n fege no. 39 6 39q, 484 .312 аз.2J

39 Ru Gajat, ter 18.galtuy s721 02.5 쩟 0.425 Pboy

bat 36 1gi,又32.295., 0.66 s 4.11 - 0.019 I-J6 ニ 4-6

8 36 -3.2 Asky 135 349i03 12 6 Design ,saft