CIVE 530 Homework 3 Solution, Spring 2012

ee 9B — 3, Ais « 7 a 9 aston = 24, GO Lh renee cerns ene {eo — male a xO, Abide = am (eux dabe ©, ASa i Or. oO. Ne _ i Beer) —- “Outre, Bt q \, 302 + re xo, 0D. ce vec os By Cauatte =AN aw 302. \bo... ANG, 2. kilo ae sen os =>. Cae |r M42 ae 32, \ Kies <= O.32Fe KF f < a) 37.6 Kips => Aclh os O.22f A. . Ord Quills 42 keys is also tess than ©.33424. (2eBetes) if. _ mathe ~ Aside oor el Ley Laws ACT. 22 Se) ~CGs a Ca, cla, Cals te a = Tasn}on)3( SDL OLS fs ae ae IBIS sf ten The (Arr fer As) A = (8 + (Gee ie\( 2). ea ie Spor septa) ny) \ Ve Z- ~ na => Catia 4a Faee% uqa hope. < omflsAt < Qe26 Cable, mo as ene a Qua edge ——— a ao ate gr a | £ _ To etna ann _ ¥ Cais, = ok i. A Tp. Kh a. - Mae Ney fe tn Niece S stanton f on Ls Cé- <2) ENCSI ay tei - HER KO i . : = ; _ a aed st unatecirt tt stent i ign e mek. — oS eck Odom = = — Hn mike 2 n be gp = (if. sf) ad (exif) . 2 I8O\os =. Se. : check | k a 6S = T4.54 uf L b x : Jess Than - f hitn 7 af iP heb st _— = %2 Zw, SL > Ose) Giteanoaleda) 6 7 _. - — =) Gis x 4 ISG cao Az ee a > Gye 1297625) 2 ao kW : sn Ro, BD enon i en => Pile Gpaahy. @a2 Bo+ 262 = Use Ld - ED. Dott = & a Se 254 LER / / Check SAO Cape cite i i MEMORANDUM To: Prof. Robert B. Gilbert From: Bob Gilbert S Date: November 10, 2004 Subject: Axial Capacity of Deep Foundations The axial capacity for two alternative drilled shaft designs has been estimated. Straight Shafts: For the straight shafts that are 36 inches in diameter and 100 feet long, the total axial capacity is 1,640 kips, giving an allowable design capacity of 650 kips. Of the total capacity, 40 percent of it is carried in end bearing. The compressive stresses in this shaft are all less than allowable compressive stress in the concrete if 5,000-psi concrete is used. Belled Shafts: For the belled shafts that are 36 inches in diameter, 100 feet long, and tipped with a 5-foot diameter bell, the total axial capacity is 2,680 kips and the allowable design capacity is 1,070 kips. Of the total capacity, 66 percent is carried in end bearing. The compressive stresses in this shaft are all greater than the allowable compressive stress in the concrete if 5,000-psi concrete is used. Therefore, either higher strength concrete or substantial reinforcement will be required to mobilize the total axial capacity in these shafts. Calculations supporting this report are attached. If you need additional information, or have further questions, please do not hesitate to contact me. & ; 2 “k € eae a= $3 0.55( m0 + oz) 73 de ossupooda Bel} + oss (fire) a3|P I = ASSUoeo) x 3A + oss(hinn3 (a*-3) = 703 kps og! OQ, = O45 Coors) 73 UF) = “242 kins it 2 Q, = F (10,000) C32 = G34 kvps CQQ> FoR+ BIF+ 636 = Loto Kus Raga \,6408/3.5 = 50 kis Homework No | sapeastona Brar ey Q,= 703 Kips cf | &, Qs= ONSLlyc00% 305) = Up Kips tao’ Q = A Cto, oos) ty (sy = (, #%0 kips Q= Poss r+ | Feo= 2,680 Kips Phen %690°/ 2.5 = L070 kps 3. Straight Shaft xf Q* eto* - 4 co = So Sbo Lb. = . Poygcyuo’ GE ORME = SLO ps a QE, bo a! _ TOs= 055 Chooe) F 3 (47) y¢ O55 CEIn) AH 3 (50-37) = 244+ Fe = 320 50” : Tag = yeto ~ 3a>=. |, B20 Hips = 1 22G, CO Me . Nak GM Leeiag™ = \y>10 par 1 Qn, * 3b fips oa : 636,000 Ub. . t Qy > 635 ipo ra = m Ose > 625 posi sips tu Ue ces work No. & | E he Bethe She aL. Q ® 2630 teips tr VP Qh F 2,680 kyo wt QE A,6FO eps Qe. = 30D. ks po T Oso =>,p20-322% 2 3E0 Ripe Tea ATSC L &.,7 1,770 kips oO | TQu= 22 Epo 4 Tar = FCSoa0 ps) = 2,480,085 hb. - 2S . That = Ty (3e* a 2,630 ps: 2 Bob, 000 hb. faa hetiste aataneten 1 ‘ 2 = 2,320 pot { 270,000 LL. . a a ad \,#4o psi Shp TM CBG inD* ‘a Nestet Cheeta act top ot bell- Critical location. 670 psi Stott Shalt? T= Golo pst Ty= betopi VO 0 Betle®R — Sha + hats Teed y ip 7 Thy Not OF