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Home My WebLink AboutB06-0196 Column Structural Repairs Submittal #3 030110Department, of Community Development; TRANSMITTAL FORM 6~91,Permit #(s) information applies to: _attached copy of correction letter ( ) Deferred Submittal ( ) Other Project StreeVIA, ddre ` Description /List (Number) (Street (Suite Building/Complex Name: 4 i Contact Inf rm tion: / !Company. Allk, Com any Address: l~ City: St 60 Zip Contact Name: IA ~l, Contact Phone: w w w w w rPb 0 _ E-Mail (i✓~' (A f Rev=includeoriginal ons (Labor & Materials) (DO uation) Building: Plumbi ng Electrical Mechanical: Total: $ - $ TOWN OF VAIL Attention: evisions ( ) Response to Correction Letter (use additional sheet if necessary) Date Received: HD MAR O1 2010 01-Jan-10 Revision Submittals: 1. "Field Set" of approved plans MUST accompany revisions. 2. No further inspections will be performed until the revisions are approved & the permit is re-issued. 3. Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon issuance. 1 ~C0W D ' MAR 01 2010 PLAN CHECK RESPONSE "..0W OF VA REVIEW OF STRUCTURAL ~,oc-ova ~ SLAB FIXES FOUR SEASONS HOTEL Vail, Colorado NM Job No. 7083 February 24, 2010 Building Permit No: B06-0196 12. Refer to previous comment #12: Standard hook for 45 bar requires a leg length of approximately 10" instead of 4" as shown. Shear friction calculations for horizontal shear appear to assume fully developed #5 bar area. IBC 1901.2; ACI 318 7.1. 12.5. In calculating shear flow, #S bars are not designed to be fully developed (71 % is used due to S" vs 7" Ldh per talc. page R7. S/7=0.71) Proposed to use 8" hook. 1 14. Refer to previous comment #14: Horizontal shear calculation is not provided for 3/S9.01. 1 Please verify all connections will be reinforced to provide adequate shear flow for monolithic behavior. Shear friction coefficient µ = 1.0 appears required instead of µ = 1.2 utilized. IBC 1901.2; ACI 318 11.7. For detail 3/S9.01, level 4 -41A9.9, the design concept is to add a column corbel (20"X 66" total) to enlarge the bearing area for support which does not rely on shear flow for composite action. Please also consider the as-built condition, wherein the dead load is already transferred to the column through slab therefore the added corbel will be designed take the added design live load in addition to a portion of the dead load. However, the talc. use full D+L load for checking. New Comments: 20. 3/S9.01: Plan S2.04.1 appears to show 12" slab at the area in question, while 8.5" slab thickness was used in the calculations. IBC 1901.2. The drawing does call out a 8.5" thick slab that has also been confirmed in the field ' 21. 3/S9.01: Please verify live load used for shear demand Vu; it appears 100 psf live load is required in this area. IBC 1607. ' Detail 6IS9.01 level 5 11/A2, calculation has been revised with a Vu using 100psf live load 22. 3/S9.01: Fix appears to be more of a concrete corbel on each side of the column than a drop panel. Please verify strength on each side of the column per provisions for corbels. IBC 1901.2, ACI 318 11.9. We have provided a calc. for corbel design check. 1 23. 3/S9.01: Steel column shown in the detail does not appear to be sho An on plan S2.04.1. Please verify effect of steel column on punching shear capacity has been considered.. i.e. loading Level 3 floor slab below. IBC 1901.2: ACI 318 11.12. ' The steel post is only in lace as the elevator guide rail support which does not take any P b gravit}, load It is only shown on the detail as a construction reference. [End] 2 r SEE DETAL 1 FOR TYP. NOTES T ® PLAN Vu= 1D4.5 K Muu- 143.3 K-H Ru,y-- 11.2 K-ft 1024 Ca.m OPEN TO RAID SLAB BELOW 0 0 0 0 0 0 0 0 0 0 0 0 l T l 0 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 o o 0 0 0 0 0 0 RET STIR RAL W M WE Oln ~ l 0 0 0 0 0 0 o ~i o 0 0 0 o o o I I II I 0 0 0 0 0 0 ~ o f 0 ~ 0 0 0 0 0 0 l Q Tw l 0 0 0 0 0 0 o o o h o 0 0 0 0 l I D O 0 D O O O D O O D O O O I ADDED 6' THC DROP CAP BELOW 6 ADDED DROP CAP AT LEVEL 5 (GRD (2) #4 TIES n ADD 05 EPOXY DOWELS (3/4' HOLD . 6' O.C. EACH WAY LEVEL (SEE PLAN DETAU!• MAX T SLAB FROM LOWER SOFW WHERE I -I I L/ 6' MAX SOFFIT STEPS m - - - NEW CAP J 05 012' TYP. W HOOK TYP. OUTSIDE COLUW 6' ROUGHEN BOTTOM OF SLAB M4' AI m-w (3) /7 AND COAT WITH BONDING AGENT CONT. THRU COI-UM EACH WAY (WITH EPOM (1' HOLD CHIP DOWN COLUMN 1' ALL AROUND AND COAT W(TH BONDING AGENT DO NOT DAMAGE ANY COLUMN RErFORCNG Punching Shear Check A2/AA @ L5 @ d/2 from co lumn edge h1= 6 in panel thickness h2 = 8.5 in slab thickness dl = 13 in effective depth Vu = -104.5 k Mux = -143.265 k-ft -1719 k-in Muy = 11.232 k-ft 135 k-in cl = 24 column dimension parallel to x c2= 16 column dimension parallel to y x = 37 in y = 22.5 in bo 82 in f'c = 5000 psi concrete strength yvx 0.342 yvy 0.461 Item Side 1 Side 2 Side 3 x2 -18.5 0 38.5 Y2 3.25 14.5 3.25 L 22-5 37 22.5 d 13 13 13 Ld 292.50 481.00 292.50 1066.00 Ldx2 -5411.25 0.00 5411.25 0.00 Ldy2 950.63 6974.50 950.63 8875.75 X3 Y3 o.DO 8.33 x2-X3 -18.50 0.00 18.50 Y2-y3 -5.08 6.17 -5.08 Ld3/12 4119 6774 4119 dL3/12 12340 54874 12340 Parallel to y X Y Ixx X 7537 18334 7537 Ixx Y 23996 79982 23996 lyy X 116567 61648 116567 lyy Y 100108 0 100108 Ixx 23996 18334 23996 66326 lyy 100108 61648 100108 261864 Ixy 27469 0 -27469 0 Point A Point B Point C Point D x4 = -18.5 185 185 -18.5 Y4 = 145 14.5 -14.5 -14.5 Vu/bod -0.098 -0.098 -0.098 -0.098 Mux-Vuy3 -849.1 -849.1 -849.1 -849.1 lyy(y4-y3)-Ixy( 1.6167E+06 1.6167E+06 -5.9774E+06 -5.9774E+06 IXxlyy-Ixy2 1.7368E+10 1.7368E+10 1.7368E+10 1.7368E+10 M uy+V uX3 134.784 134.784 134.784 134.784 Ixx(x4-X3)-Ixy( -1.2270E+06 1.2270E+06 1.2270E+06 -1.2270E+06 V, -0.121 -0.129 -0.002 0.006 vu max 0.129 ~v,: 0.424 Vc = (2+4/(3c) Nifc bod Eq. 11-33 AC1318-02 0.358 Vc = (30d/bo+2) Vf'c bod F Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod E- Eq. 11-35 AC1318-02 ~v~ 0.212 ksi OK 4- Punching Shear Check h2 = d2 = A2/AA @ L5 @ d/2 from panel edge 8.5 in 7 in Vu = -104.5 k Mux = -143.265 k-ft Muy = 11.232 k-ft c1= 24 C2 = 16 X = 103 i n y = 55S in bo 214 in f c = 5000 psi -1719 k-in 135 k-in yvx 0,329 Yvy 0.476 1~ Item Side 1 Side 2 Side 3 E x2 -51.5 0 51.5 Y2 19.75 47.5 19.75 L 55.5 103` 55.5 d 7 7 7 Ld 388.50 721.00 388.50 1498.00 Ldx2 -20007.75 0.00 20007.75 0.00 LdY2 7672.88 34247.50 7672.88 49593.25 X3 Y3 0.00 33.11 x2-x3 -51.50 0.00 51.50 Y2-Y3 -13.36 14.39 -13.36 Ld3/12 1586 2944 1586 dL3/12 99723 637424 99723 Parallel to y X Y Ixx X 69305 149376 69305 Ixx Y 170614 789744 170614 lyy X 1131709 640368 1131709 lyy Y 1030399 0 1030399 Ixx 170614 149376 170614 490604 lyy 1030399 640368 1030399 2701166 Ixy 267230 0 -2672301 1 0 Point A Point B Point C Point D x4 = -51.5 51.5 51.5 -51.5. Y4 = 473 47.5 -8 -8. Vu/bod -0.070 -0.070 -0.070 -0.070 M ux-V uy3 1740.4 1740.4 1740.4 1740.4 lyy(y4-Y3)-Ixy( 3.8880E+07 3.8880E+07 -1.1103E+08 -1.1103E+08 Ixxlyy-Ixy2 1.3252E+12 1.3252E+12 1.3252E+12 1.3252E+12 M uy+Vux3 134.784 134.784 134.784 134.784 Ixx(x4-x3)-Ixy( -2.5266E+07 2.5266E+07 2.5266E+07 -2.5266E+07 V, -0.052 -0.054 -0.119 -0.116 v, max 0.119 0v, 0.424 Vc = (2+4/(3c) vfc bod Eq. 11-33 AC1318-02 0.158 Vc = (30d/bo+2) Vf'c bod E- Eq. 11-34 AC1318-02 0.212 Vc = 4Vf'c bod F Eq. 11-35 AC1318-02 ~v~ 0.158 ksi OK check horizontal shear A2/AA @ L5 Vu = 104.5 k Mux = 143.265 k-ft Muy = 11.232 k-ft panel size Lx = 8 panel dimension in x Ly = 4.33 panel dimension in y x-d i r: Vxx 1.40 k Qxx 935.28 in3 Ixx 13201 in4 qxx 7.50 k/in As #5 @ 6 in dowels 0.31 in2 bar area Vu 45.02 for 6 in strip # of bars 7 Emb min 7 in minimum embedment for bars emb prov 5 embedment provided for bars, max value = 7 0 1 . #n 69.8 k OK Vn = A,f fy µ Eq.11-25 AC1318-02 y-dir Vyy 33.09 k-ft Qyy 1728 in3 lyy 24389 in4 qyy 9.75 On Vu 58.5 for 6 in strip # of bars 15 ~Vn 149.5 k OK Vn = Af fy µ Eq.11-25 AC1318-02 JOB Y'4 r NO. T~~%~ NISNKIAN MENNINGER SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS CALCULATED BY DATE 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 CHECKED BY DATE O'J T Fpm ~f ~-j /-&I, ~ /I 1 (1-'~ LpG ' 1:20-,: 2x22, + °7 - Z 2 ~Zr------- 4 15 ~7 y I P (2/) -1 22. Q~ T I 2 to ~ THE ~ THEW-T- -TICF : F cy --1 e- e---A- t.._.- eT 1.. T, - s{1F1-'T' , N I S H K I A N 44W"I H E911 CONSJLTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB = . Vo.~/~ B 1 SHEET NO. OF ~7 Gfi , t CALCULATED BY ~yv DATE ` / CHECKED BY DATE Item Side 1 Side 2 Side 3 s x2 -18.5 0 18.5 Y2 3.25 14.5 3.25 L 22.5 37 22.5 d 13 13 13 Ld 292.50 481.00 292.50 1066.00 Ldx2 -5411.25 0.00 5411.25 0.00 Ldy2 950.63 6974.50 950.63 8875.75 LLd, x2 x2-x3 -18.50 0.00 18.50 Y2-Y3 -5.08 6.17 -5.08 Lds/12 4119 6774 4119 dL3/12 12340 54874 12340 Parallel to y X Y Ixx X 7537 18334 7537 Ixx Y 23996 79982 23996 lyy X 116567 61648 116567 lyy Y 100108 0 100108 Ixx 23996 18334 23996 66326 lyy 100108 61648 100108 261864 Ixy 27469 0 -27469 0 Lk-{ = Ld (y2 - Y3)' , for side of critical section parallel to X-axis Ld 3 dL3 Itx = 12 - 1 2 _ Ld (y2 - Y3)', for side of critical section parallel to Y-axis Ld 3 dLs 17 de of critical section parallel to X-axis IrY = _ 17 _ Ld(x2 - x3)' ,for si LT = Ld(x2 - x3)', for side of critical section parallel to Y-axis ivy = Ld (xs - x3)(y2 - Y3) .for side of critical section parallel to X-axis or Y-axis NISHKIAN ,E N!1 CONSULTING AND STRUCT URA: ENGINEERS A 1200 Folsom Street, San Francisco, CA 94103 l`Ir/D Tel: (415) 541-9477 Fax: (415) 543-5071 JOB jr ,..ya.jy V s NO SHEET NO. OF T~•^ I J CALCULATED BY i y y - DATE CHECKED BY DATE VU V yk [ - VU(y= - yl)] [IfY(y4 - y3) - zkY(X4 - X')vu _ T - bod Iuclry - In yY[ MUY + VU(X3 - XI)] [IX (X4 - X:) - IkY(y4 Y3)] 11XII-Y - LkY n _ Irv Iax, where sides refers to the sides of the critical section for punching shear sides = 1 n _ L-r = y Ir-y, where sides refers to the sides of the critical section for punching shear sides = I n _ 11-Y = y I.kY , where sides refers to the sides of the critical section for punching shear sides = I 1-71 NISHKIAN a CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 V,-4't JOB NO. SHEET NO.,, ` OFV CALCULATED BY 7J DATE CHECKED BY DATE (~Y i I a I Lr\ n~ f x O N In O o~ IN ~ r-N ~ O m ~ o O ~ ~ II I V1 lea o V1 v 0 a O a 0 0 O S~s -P in r NISHKIAN 4ENN CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. CALCULATED BY CHECKED BY 7-L-.-, NO. OF s DATE DATE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 `J t A ~ t M ~ 3 ~ L L ; ~ < G Z ~J N III ~f ^1 V, ~V \V O ~t a 0 D 11 l l~ t~ p 1 f ~ 74 ;J "ZT S~ 0 _ o 0 L~ s ~ v v ~ M • v! ~R D N _j d O 4► ~ 11 f a ~ x { x ° o Il Q 0 N_ N T'~+ v 4u G7 Q s v JOB 47 / V/4 I NO. CHECKED BY DATE NISHKIAN PvkEV4M'qNGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. OF 7 4 CALCULATED BY I °~V DATE L( 1 i 1 1 1 1 1 1 1 1 1 1 1 1 GH fC HOIZ170r,17-A L SHF, f~ 0~ 1< wy = x(05 PA0EL Z Lx; v° ~y = 43-j ~AGOrt/~i ~ O; t~ Vxx = ~~Y _ 11,232 _ 1,4K Gx y 5, /320 iz ,320/ _ ,5 7P-,S OD d Vu (z = -7,45 x G = 4-6 -3 2. 6 V, v - 'X, X V, 7 •F~ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Y Y I Lc" Y Ln v II x c O a Lo a~ Z o J Q c 07 in Q < J w 3 ci _ ~ O o O a 3 O Z } J W Q Z O O O a W W N Z ae U 3 } LLJ F- 4/tZ O a > O L'j N O 3p - - - - - - - - - - - - - r~ io I t D c C - J C - - I I I u u Q U L L~ I I I! ~ I I I I ~ I J W 8 J U > W W .oz Ln J J W > W J O O C I- H N / \ w AHl .Z/L8 U n O z z 0 N Q o W o ~ Z n U a W W Q w 0 H.11 JOB No. 706--> NISNKIAN P ENNIN ER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. OF CALCULATED BY DATE i CHECKED BY DATE SCALE GW r-- DFdf 4~T ca~~v~r.J: J2. ~ :3v -z4- Vv VM, `t J A - rvv + VM ~z CAN Q I T{ or.l G '5:* + es ce t-;W TO b 57 ` it P-FCT ~H r~ ~ ro ~ I M JI NISHKIAN ZAERNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB N- SHEET NO. OF CALCULATED BY J DATE r y ? IJL e Q CHECKED BY DATE ~L CCU l_~~'~ 4 C7 Ns1~" "i ~o > N G ~2Q+ Vm _ e5 Ll -71 -7 1, t ~Iomt~IJT , W1 5; t-94 6? - - & -TO-P r r ] 71, NISHKIAN MENNIN ER CONSU'_TING AND STRUCTURAL ENGINEERS 0 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 J■ JOB ~'3Gr = 1/ NO. /te SHEET NO. { OF <fQ CALCULATED BY I VW/ DATE CHECKED BY DATE XW V4 i r - 17 1 , PQ Fp Y ~ Tension Load Based on Bond Strength Tension Load Based Rebar Drill Embed. Critical Critical an Steel Strength Size Bit Depth Edge Spacing fc 2000 psi (13.8 MPa) Pc 4000 psi (27.6 MPa) ASTM A615 No. (mm) Dia. i in. Dist. Dist. Concrete Concrete Grade 60 Rebar n. (mm) in. (mm) in. (mm) Ultimate Std. Dev. Allow. I Ultimate Std. Dev. Allow. Allowable lbs. (M) Ills. (kN) lbs. (kN) - His. (kN) lbs. (W) tbs. (kN) lbs. (kN) #4 5/8 41/4 08 63/8 162) 17 432 16,480 73.3 1 245 4,120 (1.1 (18.3) 18,320 (81.5 560 4,580 (2.5) (20.4) 4 800 (12.7) 6 t 9 24 19,360 I 678 4,840 19,360 ! 1 4,840 , (21.4) (i 52 1 229) (610 86.1) 3.0 (21.5) (86.1 (21.5 #5 3/4 5 (12Z 71/2 191 20 508 24,600 109.4 2,598 (11.6 6,150 27.4 26,040 115.8 1,740 I 6,510 7.7) '29.0) 7 440 (15.9) 93/8 14 1/8 37 1/2 48,380 2,841 12,095 48,380 12,095 , (33.1) 238 359 953 (215-2) 1 12.6 (53.8 (215.2 (53.8'. #6 6 3/4 10 1/8 27 38,380 I 4,044 9,595 40,500 1,533 10 125 7/8 (257 4 10 560 19.1) 11 0 1 1fi,255 65,020 I 16,255 , (47.0) (286 429 1 (1,143 (289.2) 14.0) 72.3) (289.2 (72.3 #7 1 197 (295 787 212.4 5.6 53.1 212.4 I 53.1 14 400 (22.2) 13 1/8 19 5/8 52 1/2 81,560 I 3,575 20,390 81,560 20,390 , (64.1) 333 498 11.334 362.8 (15.9 (90.7 (362.8 (90.7 #8 11/8 9 229 13 1/2 (343) 36 (914 53,680 (238.8) 13,420 (59.7) 53,680 238.8) 13.420 (59.7 18 960 (25.4) 15 22 1/2 60 94,240 7,520 23,560 94,240 1 23,560 ! , (84.3) (381 (572 1.524 419.21 33.51 104-8) (419.2 104.8 10 1/8 15 1/4 40 1/2 53,680 7,977 13,420 53,680 13 420 #9 11/4 257 387 1,029 238.8 35.5 59.7) 238.8. , 59.7 24 000 (28.6) 167/8 25 3/8 67 1/2 111,460 5,753 27,865 111,460 27,865 , (106.8) 429 645 (1,715 _J495.8) 1 (25.6 123.9 495.8 (1219 #10 11/2 11 1/4 (286 16 7/8 (429 45 (1,143) 76,000 (338.1) 1,408 (6.3 19,000 (84.5) ! 76,000 (338.1) 19,000 84.5) 30 480 (31.8) 18 3/4 476 28 711) 75 1.905 125,840 (559.8) 1 9,551 f42.5) 31,460 139.9) 125,840 ! (559.8) 31,460 ('39.9) , 135.6) 12 3/8 18 5/8 491/2 87,500 1 3,498 21,875 87,500 1 21,875 #11 15/8 314) (473) 1,257 (389.2 I (15.6 97.3) 389.2) 97.3 37 440 (34.9) 20248 28 821/2 5 1 1 0 1 7 1 3 0 1 080 1 02 0 , (166.5) 1711 . 587 50 3 46 9 ) 58 I I 1 3 46 2 Shear Loads for Rebar Dowels in Normal-Weiaht Cnnrreta Shear Load Based on Shear Load Based Rebar Drill Embed. Critical Critical Concrete Edge Distance on Steel Strength Size Bit Depth ; Edge Spacing Fc 2000 psi (13.8 MPa) ASTM A615 No. (mm) Dia. i in. Dist. Dist. Concrete Grade 60 Rebar n. (mm) in. (mm) in. (mm) Ultimate Std. Dev. I Allow. Allowable Ibs. (M) lbs. (M) I Ibs_ (M) Ibs. (M) #4 518 41/4 108 63/8 63/8 15,156 (67.4) 542 3,790 2.4 (16 9 3 060 (12.7) 6 (162) (162) 15,156 I . 3,790 , (13.6) 152 (674 16.9) /4 5 127 24,245 107.8 1,121 5.0 i 6,060 1 (27 0) 1 4 740 (15.9) 93/8 (191) (191) 24,245 . 6,060 , (21A 07.8 4 8,300 36.9) 6,730 ( 11 TT4 (257) (257) 3 4795 (29.9) t ( I (36.9) ! #7 7 115/8 115/8 47,07 209.1 2,227 9.9 11,755 (52 3 1 9 180 (22.2) 1/8 (295) (295) 7,0 7 I . 1 5 , (40.8) 333 1 52 I #8 1 1/8 9 229) 131/2 13 1/2 58,880 (261.9) 1 14,720 (65 5) 1 12 085 (25.4) 15 (343) (343) 58,880 14,720 , , (53.8) (381 261.9) (65.5 #9 10 1/8 257 58,880 1,487 14,720 11/4 151/4 151/4 (261.9) I (6.6) 1 (65.5) 15,300 (28.6) 16 7/8 (387) (387) 1 58,880 I j 14,720 (68.1) 429 261.9 (65.5 #10 1 1 1/2 11 1/4 (286 16 7/8 16 7/8 65,840 7,120 (292.9) I (31.7) 15,460 (73.2) ! 19,430 (31.8) 1 18 3/4 (429) (429) 1 65,840 16,460 i (86.4) (476 292.9 (73.2) 12 3/8 ' 81,400 9,596 20,350 #11 1 5B 314 18 5/8 18 5/8 _(362.1) I (42.7) (90.5) 1 23,870 (34.9) 20248 (473) (473) 31.400 20,350 (106.2) 1 ! (90.5) Strong-Tie ANCHOR SYSTEMS a] ID * *See page 5 for an explanation of the load table icons 1. Allowable load must be the lesser of the bond or steel strength. 2. The allowable loads listed under allowable bond are based on a safety factor of 4.0. 3. Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 4. Refer to allowable load adjustment factors for spacing and edge distance T on pages 47 & 49. ti 5. Refer to In-Service Temperature rr Sensitivity chart for allowable load adjustment for temperature. 6. Anchors are permitted to be used ti within fire-resistive construction, provided the anchors resist wind or seismic loads only. For use in fire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to fire exposure conditions. 7. Anchors are not permitted to resist tension forces in overhead or wall installations unless proper consideration is given to fire-exposure and elevated temperature conditions. 8. Allowable load based on bond strength may be interpolated for concrete compressive strengths between 2000 psi and 4000 psi. 1. Allowable load must be the IesseT of the load based on concrete edge distance or steel strength. 2. The allowable loads based on concrete edge distance are based on a safety factor of 4.0. 3. Allowable loads may be increased by 5 percent for short-term loading due to wind or seismic forces where permitted by code. 4. Refer to allowable load adjustment factors for spacing and edge distance on pages 48 & 50. 5. Refer to In-Service Temperature Sensitivity, chart for allowable load adjustment for temperature. 6. Anchors are permitted to be used within fire-resistive construction, provided the anchors resist wind or seismic loads only. For use in fire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to fire exposure conditions. 43 Tension Loads for Rebar Dowels in Normal-Weiaht Concrete A~~ DftAV~iNCS AND ~R!iTEN I~ATERIA~_ APPEARING NEREiN CONSTITUTE THE ~TITUTE THE ORIGINAL AND UNPUD~ISNED WORKS OE THE ENGINEER AND THE SAn~E WAY SAY NOT BE DUF~ICATED, USED OR DISCLOGED WITHOUT THE WRITTEN CONSENT OF THE ENGINEER 0 z A z rn z z z c> 0 z c z c~ z Q cn C C~ C I> r z G7 z m cn a 0 .r ► ~ i~ ~ as cn cn c~ iv ~ z f ~ -~°o m ~ ~ a ~ ~ ~ r- -o r~ y ~ rr- rn rn ~ a r~ cy co ~ ~ ~ z ~ ~ r rn ~ ~ Z Q r fri S~ O c,,) m ~ r t7 z r ~ -q ~ to ~ ~ s ~ rm ~ ~ ~ ~ ~~c~ ~ o Q r ~ c~ m ~ ca Q v2 z cam, ~ -o vi ~ ~ o ~ o a y ~ rn o m ~ ~ rn ~ ~ ~ c~a p ~ ~ a ~ ~ x~ ~ ~ ~ ~ ~ x~ ~ ~ ~ ~ rte'- cn c~ r~ m c~~a -a 2 ~ rn rn ~ rte- ~ ~ --c ~ c~ ~ -n z ~ ~ ~ ~ ~ ~ e~ i Z ~ p ~ - ~ m ~ a r' as ~ ~ ~ ~ ~ ~ ~ i ~ ~ rn ~ ~ ~ ~ z ~ rn ~ to ~ ~ p` ca O ~ z fT1 ~ zz rn rr~~ a a o 0 0~ o a 0 ~ ~ V' ~ - ca ~ ~ ~ ~ r ~ rn m -n -a ~ o ~ ~-a 0 a 0 0 p as ~ o ~ ~ z 0 0 0 Q a a M ~ ~ ~ z ~ rn ~ ~ tin ~ r ~ ~ ~ a a o o a ~ a o 0 3'-0" >Y c -t~ ~ a o 0 o a a a o ~ a ~ ~ -rai z ~ ~ o o 0 0 0 o a o o rn ~ ~ ~ ~ ~ ~ c r~ m o vi ° ~ ~ rn ~ ~ .4 ~ a a 0 0 Q q a fl ~ z ~ ~ ~ ~ rn I I a 0 0 9 0 a a a p II o p ~0 ~~4 a a a 0 0 0 z C7? xr Q --r a m p X7 "0 ~ l \i\ w\\, a I4 'p S ~ , .S K7 ~ ~ < C C C X I) _ C~ ~P -h N W ~ T~ W I ~ ~ I r+ ~ r+ ~..t~ ~ V! m m rn m rn V ~ 'rn~ ~Wy 1~' y1 ~ G~ ~ Y T~ 1 ! ~~t .y~~ .rte yy V❑/ „ i o c~x~ rn-rno~~ ~~7 ~ ~ a rn rn ITi r ~ Ct? 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