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Home My WebLink About1 PONTO RD; HILTON CAPE REY; CB101660; Structural CalculationsDCI ENGINEERS D'AMATO CONVERSANO INC. HILTON CARLSBAD OCEANFRONT RESORT AND SPA CARLSBAD, CALIFORNIA STRUCTURAL CALCULATIONS ^ Prepared By: DCI ENGINEERS 525 B STREET, SUITE 750 SAN DIEGO, CALIFORNIA 92101 525 B STREET, SUITE 750 • SAN DIEGO, CA 92101 • PHONE (619) 234.0501 • FAX (619) 234.0582 BELLEVUE SPOKANE EVERETT PORTLAND SAN DIEGO DCI enGineeRS J:\2009\09-51-018 Hilton Corlsbod Resorland Spo\Calculotion5\[HCB - Calculalion Index-9-07-10.xIsJStructural Calculalions Index Project Project No. 09051-0018 Date 9/8/10 The Hilton Carlsbad LocoWon Carlsbad, California Structural Calculations Index Book 1 of 1 Foundation Shearwall Footings F-2 Spread Footings F- 92 Basennent Walls F- 100 Gravity Calculations Wood and Steel Beam Design G-2 Wood Stud Wall Design G- 84 Bundled Studs Design G- 93 Concrete Colunnns G- 113 Concrete Level 1 G- 128 Concrete Level 2 173 Lateral Calculations Wood Quad A Framing L-2 Wood Quad B Framing L- 34 Wood Quad C Framing L- 68 Wood Quad D Framing L- 119 Framing at Porte Coctiere L - i57 Concrete Level 2 Analysis L- 175 Concrete Level 2 Sliearwall Design L- 192 Concrete Level 2 Boundary Design L- 194 Drags and Splice Connections L- 212 Miscellaneous Ballroom Framing M- 2 Porte Cochere Framing M - 15 Quantities M- 16 J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculatlons\;HCB - Calculation Index - 9-07-10.xIsJF 09051-0^18^ The Hilton Carlsbad Corlsbod, California Footings, Basennent Walls, Retaining Walls Foundation & Substructure ^DCI ENGINEERS Project No. 1 S/zeet No. SSIBD'AMATO CONVERSANO INC. Project Date Subject Mu- ^ ^^^^^ 30. H' r 5 ^-T^Z- 'v^/^'^^ 4 3 '^cPf / 1^ 3^ J:\2009\09-51-016 Hilton Carlsbad Resort and 5pa\Calculatlons\Concrete\Foundation 8, Substructure\2010-07-21\tHC - Stieanvall Footings - 07-21-lO.xlslSheanvall A - Condition —n-DCIENGINEERS D'AMATO CONVERSANO INC. Project No. 09-051-0018 Projecf Dafe Hilton Carlsbad 09/07/2010 Subject By iion 1 BCS Sheet No. Diagram / Input 0 - #5 Bars As3 = 0.00 sq.in ty3 = 60 ksi 0 - #5 Bars As2 = 0.00 sq.in fy2 = 60 ksi 3 - #9 Bars Asi = 3.00 sq.in fy, = 60 ksi #4 Stirrups® 12" oc w/ 1 Vert. Legs and / 3.0" Clr. Cover Design Checks A" c o II u I b = 12.0 In [Zl Check if Stirrups are provided 0 Check if structural slab or footin CO "D CO II q 0.0018 bh 60000 psi A? temp - I X g of uniform thickness per 10.5.4 270.0 ft-k Vu = 48.4 k • Use Vpu = 12.0 k fc = 4.0 ksi fyb = 60 ksi fyt = 60 ksi •t-b = 0.90 tens, cont (^b = 0.65 comp. cont ii)v = 0.75 P = 0.85 Es = 29000 ksi Sc = 0.003 = 58.0 ft Flexural Design < Steel Yielding \_ Shear Design Probable Forces A mn = 0.78 sq.in. < As Prov = 3.00 sq.in. 26% [OK] ^% calc = 2.12 sq.in. < A^ Prov = 3.00 sq.in. 71% [OK] = 290.0 ft-k < 'I'b Mn = 401.4 ft-k 72% [OK] ^comp FailMr* = 0.002 < e, = 0.015 [OK] ^tens failiire = 0.005 < s, = 0.015 [OK] •t-b = 0.900 [TENSION CONTROLLED] = 0.002 < = 0.015 13% [OK] Vu = 48.4 k > ('/;) <|.v V, = 18.2 k If Beam - Shear Rein. Req'd A/mn = 0.12 sq.in. < A / prov = 0.20 sq.in. 60% [OK] Vu = 48.4 k < (^v V„ = 60.3 k 80% [OK] • Use Vc Vu = 48.4 k < = 181.8 k 27% [OK] s = 12.0 in. < = 15.97 in. 75% [OK] [Gravity Design] = 1.26 X M„ / K = 12.0 k Mpfj = 557.4 ft-k J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculatlons\Concrete\Foundation 8, Substructure\2010-07-21\[HC - Stiearwall Footings - 07-21-10-Xls]Shearwall A - Condition ^DCI ENGINEERS D'AMATO CONVr. RSANO INC. Projecf No. 09-051-0018 Sheet No. 1- -4 Project Dafe Hilton Carlsbad 09/07/2010 Subject By BCS Calculaiions ACI 318-05 Equation Result 10.5.1 Eq. (10-3) A,r 3 b d , fr t. A. mm = 1.21 sq. in. 200 bd f. = 1.28 sq.in. 10.5.3 " AJ orj Ajmr, = 2.83 sq.in. c a 0 X 7.12.2.1(c) 0.0018 bh 60000 psi X = 0.78 sq.in. 10.5.3 1.7fcbd, 1.7 fc b d. r 1.7 f'c b Mr, As calc = 2.12 sq.in. ,|.t,Mn = (|>bT deft 0.900 <|)t.Mn = 401.4 ft-k Asi f,l + As2 f,2 + As3 f,; T = 180.00 k As, f^i d, + As2 f,2 d2 + As3 f,,, d. dsf, = 31.94 in. T 0.85 f'c b a = 4.41 in. <l>bMp, i|>i:J deff = 1.00: T 1.25 (As, f„ + As21,2 + As3 f,,) <l>bMpi 557.4 ft-k c 0) 10.2.3 dt-c e, = 0.015 10.2.4 5.19 in. 10.2.4 = 0.002 11.5.6.3 A/,, 50 b s f.. J A/,, 0.12 sq. in. 11.5.6.3 Eq.(ll 13) A/,, 0.75 t'n A/, rnm = 0.11 sq. in. 11.1.1 Eq. (11-2) (t>/V,--t-(|i/V, . Vn = 60.3 k 11.3.1.1 Eq. (11-3) f. Vc *v2 f'c bd,„ f. V-,,,3, = 36.4 k c .0) 0) D b 11.3.2.1 Eq. (11-5) f V Vr-1.9 fr- + 2500 As Vu d^ bd. Mu = 37.0 k 11.3.2.1 Vu d, M„ 0.44 0.44 11.3.2.2 Eq. (11-7) 3.5 , f'r b d„ l-vVc 63.6 k Use Vc from Eq. (11-3) f, Vc = 36.4 k 1 1.5.7.2 Eq.(l • 15) A/f„ f.V, = 24.0 k 11.5.7.9 .5.5 Ij-ynr. <I'/Vc+(|./V,rna. = <!> / (2 + 8) , f'c b de •l-Vnr Vu-»|'/V^ : 0.7 tc bde = 181.8k 15.97 in. J:\2009\09-51-016 Hilton Carlsbad Resort and Spa\Calculations\Concrete\Foundation 8, Substructure\2010-1)7-21\[HC - Stiearwgll Footings - 07-21-10.xlsl5tiearwall A - Condition ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-051-0018 Sheet No. I- -b Project Dofe Hilton Carlsbad 09/07/2010 Subject By i-hemwQt' A • Cor d'*!on 2 BCS Diagram / inpui 6.2 ft-k Vu = 6.2 k • Use VpR VpR = 3.9 k f'c 4.0 ksi fyb = 60 ksi fy. = 60 ksi <l>b = 0.90 tens, cont 't'b = 0.65 comp. cont (j>v = 0.75 p = 0.85 Es = 29000 ksi Sc = 0.003 In 58.0 H • 0 - #5 Bars A53 = 0.00 sq.in fy3 = 60 ksi 0 - #5 Bars As2 = 0.00 sq.in fy, = 60 ksi 1.5 - #7 Bars A5, = 0.90 sq.in fy, = 60 ksi 3.0" Clr. Cover Design Checks 8.3" b = 12.0 in CH Check if Stirrups are provided Check if structural slab or footing of uniform thickness per 10.5.4 c CO d CO CO , oi 00 II CN CO q II 0.0018 bh 60000 psi Af. temp ~ ~ ^ c f Flexural Design < Steel Yielding -j Sfiear Design \ Probable Forces mm = 0.78 sq. in. < As Prov = 0.90 sq. in. 86% [OK] As calc = 0.04 sq. in. < As Prov 0.90 sq. in. 5% [OK] Mij = 6.2 tt-k < •l-p Mn = 129.2 ft-k 5% [OK] ^comp failiif' = 0.002 < e, = 0.060 [OK] ^tgTis failure 0.005 < e, = 0.060 [OK] •^b = 0.900 [TENSION CONTROLLED] = 0.002 < e, = 0.060 3% [OK] Vu Vu = 6.2 k < •^V Vc = 37.1 k If Slab/Foot - Shear Rein. Vu = 6.2 k < fvVn 37.1 k 17% [OK] Vu = 6.2 k < <t>Vn™. 37.1 k 17% [OK] Vpp _ 1.25 X MpF / In -3.9 k MpR = 179.4 ft-k 0 Use Vc [Gravity Design] J:\2009\09-S1-018 Hilton Carlsbad Resort and Spa\Calculatlons\Concrete\Foundatlon 8, Substructure\20H)-07-21\[HC - Stiearwgll Footings - 07-21-10.xls]5tieorwall A - Condition ^DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-051-0018 Sheet No. 1" -b Projecf Date Hilton Carlsbad 09/07/2010 Subject By Shearwafj A - Cor d'ticr- 1 BCS Ca/cu/oftons ACI 318-05 Equation Result 10.5.1 Eq. (10-3) 3 b d , f t. .24 sq. in. 200 b d f. 1.30 sq. in. 10.5.3 = 0.06 sq. in. 7.12.2.1(c) 0.0018 bh 60000 psi X : = 0.78 sq.in. c 0) 0) D 10.5.3 Asc 1.7f'r bdr, f. 1.7f'cbd,„ fv 1.7fr-bM„ At calc = 0.04 sq.in. bMn = l|)bT deff 0.900 (|>bMn = 129.2 ft-k As, f,, + As2 f,,2 + As3 f,,; T = 54.00 k As, f,, d, + As, f,7 do + As3 f.3 d. def, = 32.56 in. T 0.85 fc b 1.32 in. (|)pMpi deff a 2 1.00 ; T 1.25(As., f„ + As2 f,2 + As3 t,: ^.tMpp = 179.4 ft-k 10.2.3 g CD L c Ss E, = 0.060 10.2.4 1.56 in. 10.2.4 = 0.002 11.5.6.3 A/r = 50 bs ^ A/ rnin = 0.10 sq. in. 11.5.6.3 Eq.(ll 13) AA, 0.75 fn bs 1 A/,, 0.09 sq. in. 11.1.1 Eq. (11-2) fvVn = ,|,,V,-H,|.,V, |>v Vn = 37.1 k 11.3.1.1 Eq. (11-3) lj), 2 f'c b de fvV,,,, 37.1 k 11.3.2.1 Eq. (11-5) • Vcnii) = f. 1-9 fr + 2500 c .0) D b s: As Vu deff' Mu bde bd. Ve|,,o) = 36.9 k 11.3.2.1 Vu del Mu 2.71 1.00 11.3.2.2 Eq. (11-7) • Vc mar- = (j-v 3.5 , f'c b d, f.V.mc^ = 64.9 k Use Vc from Eq. (11-3) • 37.1 k 11.5.7.2 Eq.(ll 15) f,V, = l|..,A;f„ fvVs = 0.0 k 11.5.7.9 .5.5 •[•Vn, <l'/Vc + c|>/V,n,o. = (|./(2 + i f'c b deff (|>Vnr Vu-(1>/V<, -= 1 .7 f'c b de = 37.1 k 16.28 in. J:\2009\09-51-018 Hilton Carisbad Resort and Spa\Calculations\Concrete\Foundatlon 8, Substructure\2D10-07-21\{HC - Stiearwall Footings - 07-21-10.xlslStiearwoll 8 - Condition ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-051-0018 Sheet No. F -7 Projecf Dafe Hilton Carlsbad 09/07/2010 Subject By SMsa'^A-cii: i - Condition ''. BCS Diagram / Inpuf 0 - #5 Bars As3 = 0.00 sq. in fy3 = 60 ksi 0 - #5 Bars As2 = 0.00 sq.in fy2 = 60 ksl 1 - #9 Bars As, = 1.00 sq. in fy, = 60 ksi 3.0" Clr. Cover Design Checks n/a c c — CO CO cd •— CN II II U X! Af, ten- ' b = 12.0 in D Check if Stirrups are provided Check if structural slab or footing of uniform thickness per 10.5.4 CO II CN CO X! 0.0018 bh 60000 psi X 1 f. v Mu = 106.3 ft-k Vu = 30.4 k • Use VpR VpR = 4.3 k fc 4.0 ksi fyb = 60 ksi fy. = 60 ksi <^b = 0.90 tens, cont •t-b = 0.65 comp- con' 't>v = 0.75 p = 0.85 Es = 29000 ksi = 0.003 = 58.0 ft Flexural Design { Steel Yielding | Probable Forces A '^S mm = 0.78 sq. in. < As prr.v = 1.00 sq.in. 78% [OK] As calc = 0.74 sq. in. < As Prov = 1.00 sq.in. 74% [OK] Mu = 106.3 ft-k < •t-bMn = 142.7 ft-k 75% [OK] ^comp failur = 0.002 < St = 0.053 [OK] = 0.005 < e, = 0.053 [OK] <^b = 0.900 [TENSION CONTROLLED] = 0.002 < = 0.053 4% [OK] Vu Vu = 30.4 k < fv Vc = 36.9 k If Slab/Foot - Shear Rein Vu 30.4 k < <l>v Vn = 36.9 k 82% [OK] Vu 30.4 k < (|> Vn ma. = 36.9 k 82% [OK] Vpp 1.25 X MpF / In = 4.3 k • UseVc [Gravity Design] Mpi = 198.1 ft-k J:\2009\09-S1-018 Hilton Carlsbad Resort and Spa\Calculatlons\Concret6\Foundatlon a, Substructure\2010-07-21 \[HC - Stiearwall Footings - O7-21-10.xlslStiearwall B - Condition gSDCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-051-0018 Sheet No. 1" -» Projecf Date Hilton Carlsbad 09/07/2010 Subject By Si'reQ; Vr/csi' k - C Ol til'-; ' BCS Calculaiions ACI 318-05 Equation Result 10.5.1 Eq. (10-3) 3 b d , f, f. Asr = 1.23 sq.in. 200 bd f. = 1.30 sq.in. 10.5.3 = 0.99 sq. in. c .0) £ Q D X 7.12.2.1(c) _ 0.0018 b h 60000 psi As temp ~ . ^ . •^S famp = 0.78 sq.in. 10.5.3 1.7 f'c b de t. 1.7fcbM„ 1 Ascaic = 0.74 sq.in. •l-tMn 4>bT deff (t)b = 0.900 hMn 142.7 ft-k As, f,l + As2 f,2 + As3 f,3 T = 60.00 k As, f^, d, + As: f,.2 + A., f^3 d3 deff = 32.44 in. T 0.85 f'c b a = 1.47 in. (l>bMp i|>bT deft 1.00 ; T = 1.25 (As, t„ + A52 f,2 + As3 f,3 (jipMpp = 198.1 ft-k u> c 0) 10.2.3 g, = 0.053 s. ^ y 10.2.4 c = 1.73 in. 10.2.4 0.002 11.5.6.3 A /, mm ~ 50 bs A/^rnr, = 0.10 sq. in. 11.5.6.3 Eq.(ll 13) A/,r 0.75 [ic bs A/,, 0.09 sq. in. 11.1.1 Eq. (11-2) KVn = (|,,V, + *,V, f, Vn = 36.9 k 11.3.1.1 Eq. (11-3) f,Vr,|,,3, = f,2 f'c bdeff <I>V Vc = 36.9 k c .2> Q b 11.3.2.1 Eq. (11-5) *v Vc, 1.9 f'r + 2500 As Vu de bde Mu bde = 36.5 k .3.2.1 Vu de, Mu 0.77 0.77 1 1.3.2.2 Eq. (11-7) f.V, , 3.5 ^ f'c b def, li>v Vn 64.6 k Use Vc from Eq. (11-3) V^ = 36.9 k 11.5.7.2 Eq.l 15) 4>vA;f,„ ]>., V; = 0.0 k 11.5.7.9 •[•Vnr (|'/Vc + <|>/V, (2 + 8) , f'c bd. •I-Vnn = 36.9 k 11.5.5 Vu-«l>/Ve 0.4 f'c b de = 16.22 in. J:\2009\09-51-016 Hilton Carlsbad Resort and Spa\Calculations\Concrete\Foundatlon S, Substructure\2010-07-21\[HC - Stiearwall Footings - 07-21-10.xIslStieatwall B - Condition ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-051-0018 Sheet No. l" -a Projecf Date Hilton Carlsbad 09/07/2010 Subject By BCS Diagram / inpuf 0 - #5 Bars A53 = 0.00 sq.in fy3 = 60 ksi 0 - #5 Bars As2 = 0.00 sq.in fy, = 60 ksi 1.5 - #7 Bars A5, = 0.90 sq.in fy, = 60 ksl 3.0" Clr. Cover Design Checks r 8.3" uo b = 12.0 in IZI Check if Stirrups are provided 0 Check if structural slab or footing of uniform thickness per 10.5.4 c CO d CO II o 0.0018 bh 60000 psi As temp - _ X 1 K = 6.9 ft-k Vy = 6.9 k • Use VpR VpR = 3.9 k f'c 4.0 ksi fyb = 60 ksi fyt = 60 ksi •t-b = 0.90 fens, cont •tb = 0.65 comp- conl <t>v = 0.75 p = 0.85 Es = 29000 ksi = 0.003 In = 58.0 ft Flexural Design < Steel Yielding { Shear Design Probable Forces f "^•^ miri — 0.78 sq. in. < As Prov = 0.90 sq.in. 86% [OK] calc = 0.05 sq. in. < As Prov = 0.90 sq.in. 5% [OK] Mu 6.9 ft-k < <t>b Mr, = 129.2 ft-k 5% [OK] ^comfT' fatlurt — 0.002 < e, = 0.060 [OK] Sfe-ns foih.ire = 0.005 < Gt = 0.060 [OK] V *b = 0.900 [TENSION CONTROLLED] { e, 0.002 < = 0.060 3% [OK] Vu Vu 6.9 k < fv V,-= 37.1 k If Slob/Foot - Shear Rein. Not Req'd < Vu 6.9 k < l|>v Vn = 37.1 k 19% [OK] [3 Use Vc Vu 6.9 k < <|l Vn, max = 37.1 k 19% [OK] [Gravity Design V f Vpp 1.25 X MpF / In = 3.9 k 1 Mpp = 179.4 ft-k J:\2009\09-51-016 Hilton Carlsbad Resort and Spa\Calculatlons\Concrete\Foundatlon 8, 5ubstfucture\2010-07-21\[HC - Stiearwall Footings - 07-21-10.xlslStiearwall B - Condition ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-051-0018 Sheet No. h -I U Projecf Date Hilton Carlsbad 09/07/2010 Subject By BCS Ca/cu/afions ACI 318-05 Equation Result 10.5.1 Eq. (10-3) 3 b d , f f. Asr 1.24 sq.in. Asr 200 bd f. Asr 1.30 sq.in. 10.5.3 As mm ~ ^ ^S calc = 0.06 sq. in. 7.12.2.1(c) Ast 0.0018 bh 60000 psi X : = 0.78 sq.in. c Q O D X 0) 10.5.3 Asca 2J r 1.7 fc bde 1.7 f'c b M, <|ibfr Ascaic = 0.05 sq.in. i^t.Mr, = ij-bT deft g 2 0.900 «(>bMn = 129.2 ft-k As, f.l + As.. f,p + A„ f. T = 54.00 k deff = As, f,i d, + As2 f,2 CI2 + A53 f,3 ds deff = 32.56 in. T 0.85 fn b a = 1.32 in. <|)bMp •l-bT deff g 2 1.00: T .25(As, f,, +As2f,2 +As3 f,: i|.t,MpR = 179.4ff-k 10.2.3 c 0) dt-c 0.060 10.2.4 c = 1.56 in. 10.2.4 = 0.002 11.5.6.3 A/,, 50 A,, 0.10 sq. in. 11.5.6.3 Eq.(ll 13) A/,, 0.75 jTc bs I f/l A/.mm = 0.09 sq. in. 11.1.1 Eq. (11-2) l-vVn = (|,,V, + .).,V, 37.1 k 11.3.1.1 Eq. (11-3) . V,-C (It 3| (|>v2 fc bdef, fv Vc 111 3) = 37.1 k 11.3.2.1 Eq. (11-5) fv 1.9 f'r + 2500 As Vu de bde MM bde fvV, 111 5) = 36.9 k c Q b x: 11.3.2.1 Vu del MU 2.71 1.00 .3.2.2 Eq. (11-7) V,- ma.. = f. 3.5 f'c b d. f,V,;ma. = 64.9 k Use Vc from Eq. (11-3) Jl.. V„ = 37.1 k 11.5.7.2 Eq.l 15) fv V, l>vA,f„ j-vV; = 0.0 k 11.5.7.9 11.5.5 •l-Vn, Vsn •j-zVc+f/V^mo. = f/ (2 + 8) , fc bd. •j-Vnn Vu-(t>/Vn -=1.6 f'c b de: = 37.1 k = 16.28 in. J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculatlons\Concrete\Foundation 8, Substructure\2010-07-21\[HC - Shearwall Footings - 07-21-10.xls]Stiearwall C - Condition ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-051-0018 Sheet No. r-ll Project Dote Hilton Carlsbad 09/07/2010 Subject By i>hec»fwaH C • Coridij'or, "' BCS Diagram / Inpuf Mu 91.7 ft-k Vu = 28.2 k • Use VpR VpR = 4.3 k f'c 4.0 ksi fyb = 60 ksi fy. = 60 ksi fb = 0.90 tens, cont fb = 0.65 comp. cor fv = 0.75 p = 0.85 Es = 29000 ksi £c = 0.003 In = 58.0 ft 0 - #5 Bars As3 = 0.00 sq.in fyj = 60 ksi 0 - #5 Bars As2 = 0.00 sq. in fy2 = 60 ksi 1 - #9 Bars As, = l.OOsc^. in fy, = 60 ksi 3.0" Clr. Cover Design Checks n/o b = 12.0 in • Check if Stirrups are provided 0 Check if structural slab or footin CO a. CO CM II T3 CN CO CN CO As,, 0.0018 bh 60000 psi X I fv g of uniform thickness per 10.5.4 Flexural Design As mm As calc Mil = 0.78 sq.in. = 0.64 sq.in. = 91.7 ft-k Gcomp failnr. = 0.002 Stens failure = 0.005 As Prov As prov fbMn e, e, steel Yielding { 6^ = 0.002 < 6, Shiear Design \ Probable Forces Vu Vu Vl Vpp MpR = 28.2 k = 28.2 k = 28.2 k f. Vc < f V Vn < (|> Vn m 1.25 X Mpp / 198.1 ft-k = 1.00 sq.in. = 1.00 sq. in. = 142.7 ft-k = 0.053 = 0.053 = 0.900 = 0.053 = 36.9 k = 36.9 k = 36.9 k = 4.3 k 78% 64% 64% 4% [OK] [OK] [OK] [OK] [OK] [TENSION CONTROLLED] [OK] 76% [OK] 76% [OK] If Slab/Foot - Shear Rein. Not Req'd • Use Vc [Gravity Design] J:\2009\09-51-016 Hilton Carlsbad Resort and Spa\Calculatlons\Concrete\Foundatlon S, Substructure\2010-07-21\|HC - Stiearwall Footings - D7-21-10.xls[5heorwall C - Condition ^DCIENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-051-0018 Sheet No. 1"-Ii! Project Date Hilton Carlsbad 09/07/2010 Subject By BCS Ca/cu/gfions ACI 318-05 Equation Result c 0) Cs 10.5.1 Eq. (10-3) 3bd , f'c f. = 1.23 sq.in. Asr 200 bd f. As mm = 1.30 sq.in. 10.5.3 Asr As mm = 0.85 sq. in. 7.12.2.1(c) •^S tsmp 0.0018 bh 60000 psi X = 0.78 sq.in. 10.5.3 As. 1.7 f r- b de f. 1.7 f',-bde f. 1.7f,^bM, 0.64 sq. in. f,Mn = deff • 2 fb = 0.900 <|>bMn = 142.7 ft-k As, f.l + ASP f.,o -F As3 f. 3 1/3 T = 60.00 k deff = Ac, f^, d, + As2 f,2 d2 + A53 f,3 ds ^ deff = 32.44 in. T 0.85 f',- b a = 1.47 in. (|)t:,Mp, deff a 2 1.00 ; T = 1.25(Ac, f^i + As2 f,,2 + A53 f/ (|)bMpp = 198.1 ft-k c tt> 10.2.3 rdt-ci SJ = St = 0.053 10.2.4 1.73 in. 10.2.4 = 0.002 c Q b 11.5.6.3 A/.r 50 r bs A/,, 0.10 sq.in. 11.5.6.3 Eq.(ll 13) A/, man " 0.75 J f'c r^ |_ b s A;,mm = 0.09 sq.in. 11.1.1 Eq. (11-2) Vn = <|./V,-K|.,V 36.9 k 11.3.1.1 Eq. (11-3) f,2 [TV: bde = 36.9 k 11.3.2.1 Eq. (11-5) fv Veil 151 = 1.9 , fr + 2500 As Vu de bde Mu bde . V,-, 36.6 k 11.3.2.1 Vu del Mu = 0.83 0.83 11.3.2.2 Eq. (11-7) , V, ma^ = fv 3.5 [Tvi b de f.Vc = 64.6 k Use Vc from Eq. (11-3) fvVc = 36.9 k 11.5.7.2 Eq.( 15) 11.5.7.9 11.5.5 • V = fvA.fv r deffl f/V, + f/V, Vu-<l'/Vc •!>/ (2 + 8) f'c bde fv -= 0.5 f'c b de 0.0 k 36.9 k = 16.22 in. J:\2009\09-51-018 Hilton Carlsbad Resort and 5pa\Calculatlons\Concrete\Foundatlon 8, Substructure\2010-07-21\[HC - Stiearwall Footings - 07-21-10.xls]Stiearwall C - Condition ^DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-051-0018 Sheet No. t-M Pro/ect Dafe Hilton Carlsbad 09/07/2010 Subject By Shso'waii C - i:'cfiditic.>-< 'i BCS Diagram / inpuf Mi; 6.9 ft-k Vu = 6.9 k • Use VpR Vp^ = 3.9 k fc = 4.0 ksi fyb = 60 ksi fy. = 60 ksi fb = 0.90 tens, cont fb = 0.65 comp. coni fv 0.75 p = 0.85 Es = 29000 ksi = 0.003 In = 58.0 ft 0 - #5 Bars As3 = 0.00 sq.in fy3 = 60 ksi 0 - #5 Bars As; = 0.00 sq.in fy2 = 60 ksi 1.5 - #7 Bars As, = 0.90 sq. in fy, = 60 ksi 3.0" Clr. Cover Design Checks 0.0018 bh 60000 psi X b = 12.0 in cn Check if Stirrups are provided E] Check if structural slab or footing of uniform thickness per 10.5.4 Flexural Design Steel Yielding SFiear Design f miri = 0.78 sq.in. < As Prov = 0.90 sq.in. 86% [OK] CGlC = 0.05 sq. in. < A. Prov = 0.90 sq. in. 5% [OK] Mu = 6.9 ft-k < •[•b Mn = 129.2 ft-k 5% [OK] ^cc'iTip Finilyn = 0.002 < 6, = 0.060 [OK] ^teri5 failur© = 0.005 < 6t = 0.060 [OK] [ fb = 0.900 [TENSION CONTROLLED] { = 0.002 < = 0.060 3% [OK] ( Vu Vll = 6.9 k < fv V^ = 37.1 k If Slab/Foot - Shear Rein 1 \ Vu = 6.9 k < f. Vn = 37.1 k 19% [OK] Vu = 6.9 k < •llVnma. = 37.1 k 19% [OK] • Use Vc [Gravity Design] Probable Forces Vpp Mpi 1,25 X Mp, 179.4 ft-k = 3.9 k J:\2009\09-51-01B Hilton Carisbad Resort and 5pa\Calculatlons\Concrete\Foundation & Substructure\2010-07-21\[HC - Stiearwall Footings - 07-21-10.xls]5tiearwall C - C^ndjtion ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-051-0018 Sheet No. F-''* Projecf Date Hilton Carlsbad 09/07/2010 Subject By BCS Ca/cu/afions ACI 318-05 Equation Result 10.5.1 Eq. (10-3) 3 b d J fc fv = 1.24 sq.in. 200 bd fv 1.30 sq. in. 10.5.3 Acr 0.06 sq. in. c ,g> S Q g 3 X 7.12.2.1(c) 0.0018 bh 60000 psi X ^S tamp. = 0.78 sq.in. 10.5.3 Ac calc 2 r 1.7 f'c bde 1.7 f,-bde f. 1.7 f'c b M, fb f/ = 0.05 sq.in. ,|,t,Mn = fbT deff 0.900 hMn 129.2 ft-k As, f,l + As2 f,2 + As3 f,3 T = 54.00 k ASI f,, d| + As2 f^2 d2 + As3 f,3 dj deff = 32.56 in. T 0.85 fn b a = 1.32 in. ()ibMp deff 1.00; T = 1.25(A5i f„ + A52f,2 + A;3f,3) (|>bMpR = 179.4 ft-k 10.2.3 dt-c^ 6, = 0.060 10.2.4 c = 1.56 in. 10.2.4 0.002 11.5.6.3 A/,, = 50 bs 1 A/mm = 0.10 sq.in. 11.5.6.3 Eq.(ll 13) A/,, 0.75 bs f,i J A/mm = 0.09 sq.in. 11.1.1 Eq. (11-2) fvVn = f/Vc+<|.,V, f, Vn = 37.1 k 11.3.1.1 Eq. (11-3) fvVc f.2 [TV: bde 37.1 k c Q u 0) 11.3.2.1 Eq. (11-5) . Vcl,,5| = fv 1.9 fr- + 2500 As Vu deffl b deff Mu bde f,V,;„i„ = 36.9 k 11.3.2.1 Vu de, Mu 2.71 1.00 11.3.2.2 Eq. (11-7) fv Vc ma. = "I-v 3.5 J~fc b de fvVcma. = 64.9 k Use Vc from Eq. (11-3) f, Vc = 37.1 k 11.5.7.2 Eq.(ll 15) fvA/f„ f, V, = 0.0 k 11.5.7.9 •I-Vn ^/Vc + i|>/V, <(./ (2 + 8) , f'c bd, = 37.1 k .5.5 V,. Vu-f/V, -= 1.6 f'c bd. = 16.28 in. J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculatlons\Concrete\Foundation 8, Substructure\2010-07-21\[HC - Stiearwall Footings - 07-21-10.xls|Stieanvall C - Condition : DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-051-0018 Project Date Hilton Carlsbad 09/07/2010 Subject By Shearwal! C Condi Hon .3 BCS Sheet No. Diagram / inpuf 0 - #5 Bars As3 = 0.00 sq.in fyj = 60 ksi 0 - #5 Bars As2 = 0.00 sq.in fy2 = 60 ksi 1.5 - #7 Bars As, = 0.90 sq.in fy, = 60 ksi 14.3" CM CO 1.5" Clr. Cover Design Checks AM, b = 12.0 in CD Check if Stirrups are provided 0 Check if structural slab or footing of unifornn thickness per 10.5.4 c CO 04 CO II CM "D 0.0018 bh 60000 psi X 1 f. Mu 25.5 ft-k Vu = 13.6 k • Use VpR VpR = 4.0 k fc 4.0 ksi fyb = 60 ksi fy. = 60 ksi fb = 0.90 tens, cont fb = 0.65 comp. cont fv = 0.75 p 0.85 Es = 29000 ksi £c = 0.003 In = 58.0 ft Flexural Design < Steei Yielding { SFiear Design s Probable Forces As mm = 0.78 sq. in. < As Prov = 0.90 sq. in. 86% [OK] As calc = 0.17 sq.in. < As Prov = 0.90 sq. in. 19% [OK] Mu = 25.5 ft-k < l|>b Mn = 135.3 ft-k 19% [OK] ^comiZ' fatlur' = 0.002 < 6t = 0.063 [OK] ^terts failijr6' = 0.005 < e, = 0.063 [OK] fb = 0.900 [TENSION CONTROLLED] 6. = 0.002 < = 0.063 3% [OK] Vu Vu = 13.6 k < f V Vc = 38.8 k If Slab/Foot - Shear Rein. Vu = 13.6 k < lt>v Vn 38.8 k 35% [OK] Vu = 13.6 k < i Vn ma. = 38.8 k 35% [OK] Vpp = 1.25 X Mpp / In 4.0 k Mpp = 187.9 ft-k • Use Vc [Gravity Design] J:\2009\09-51-016 Hilton Carlsbad Resort and Spa\Calculatlons\Concr6te\FoLmdation 8, Substructure\2010-07-21\(HC - Stiearwall Footings - 07-21-10.xls1Shearwall C - Condition prte-DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-051-0018 Projecf Dafe Hilton Carlsbad 09/07/2010 Subject By :r-:--ama^- ' '-"'.'ft BCS Sheet No. Ca/cu/afions ACI 318-05 Equation Result 10.5.1 Eq. (10-3) 3 b d J f fv 1.29 sq. in. 200 bd fv 1.36 sq. in. 10.5.3 " AJ calc 0.22 sq. in. c ,0) Q D D X 7.12.2.1(c) 0.0018 bh 60000 psi X = 0.78 sq. in. 10.5.3 Asc 2 r l-7f'cbde 1.7 f'c bde fv r 1.7fcbM„ " <^bf/ = 0.17 sq.in. it'bMn fbT deff a 2 j>b = 0.900 (()bMn = 135.3 ft-k As, f„ + As2 f,2 + As3 f,3 T = 54.00 k deff ASI f,i d, + As2 f,2 dj + As, f,3 d3 deff = 34.06 in. T 0.85 f n b a = 1.32 in. pMp •[•bT deff -1.00: T = 1.25(As, f„ + As2 fv2 + As3 f,; fbMpp = 187.9 ft-k O) c tt) 10.2.3 r dt-c" e, = 0.063 10.2.4 c = 1.56 in. 10.2.4 = 0.002 11.5.6.3 A/,, = 50 bs A/mm = 0.10 sq.in. 11.5.6.3 Eq.(ll 13) AA, 0.75 bs 1 L f.i A/m,m = 0.09 sq. in. 11.1.1 Eq. (11-2) f.Vn = ,|,,V, + <),, V, f, Vn = 38.8 k 11.3.1.1 Eq. (11-3) fv2 f'c bde fvVc(ii3) = 38.8 k c ,0) D 0 SZ 11.3.2.1 Eq. (11-5) fvV, = fv 1.9 fr + 2500 As Vu de b deff Mu ^ bdef, f,Ve|i,„ = 38.5 k 11.3.2.1 Vu del Mu 1.51 1.00 11.3.2.2 Eq. (11-7) 3.5 , f'c b de fv Vc 67.9 k Use Vc from Eq. (11-3) fvVc 38.8 k .5.7.2 Eq.fll 15) fvA/f,. |)vV, = 0.0 k 11.5.7.9 11.5.5 f/Vc + <i.vV,ma. = f/ (2-F8) , f'c b deff •l-Vnr Vu-f/V, -= 1.3 fc bde 38.8 k 17.03 in. The Hilton Carlsbad Pier A Footmg DCI Engmeers HC - Pier A Footing - 2010-07-31.cpt 9/7/2010 DCI No.09051-0018 RAM Concept ® 2009 Bentley Systems, Inc. RAM Concept™ is a trademark of Bentley Systems 3.1.1 Units Geometry Unit; Plan Dimensions: feet Angles: degrees Slab Ttiickness: Inches Elevations: incties The Hilton Carlsbad - HC - Pier A Footing - 2010-07-3I.cpt - 9/7/2010 Support Dimensions: inches Support Height: feet Loading and Reaction Unit Point Force: Kips - Report As Zero: 0 Kips Point Moment: kip-ft - Report As Zero: 0 kip-ft Line Force: kips/ft - Report As Zero: 0 kips/ft Line Moment: Kips - Report As Zero: 0 Kips Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Spring and Stiffness Unit; Point Force Spring: kips/in Point Moment Spring: k-ft/° Line Force Spring: ksi Line Moment Spring: k/° Area Force Spring: pci Area Moment Spring: k/ft° Slab Analysis Unit' Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report As Zero: 0 kips/ft Moment: kip-ft - Report As Zero: 0 kip-ft Moment Per Width: Kips - Report As Zero: 0 Kips Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches Materials Units Concrete Volume: cu. yds Reinforcement Weight: tons PT Weight: pounds Reinforcing Area: sq. in. Tendon Profile: inches Cover: inches PT Force: Kips Reinforcing Stress: ksi Units -1 Units (2) The Hilton Carlsbad - HC - Pier A Footing - 2010-07-3i.cpt - 9/7/2010 Miscellaneous Unit; Floor Area: sq. ft. Tendon Angles (for friction): radians Density: pcf Elongations: inches Units - 2 Signs The Hilton Carlsbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Positive Loads / i Positive Analysis \ 0^ Positive Reactions -I- Signs - 3 IN3 O i^aterials Concrete Mix The Hilton Carlsbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Mix Name Density (pcf) fcl (psi) fc (psi) fcui, (psi) feu (psi) Poissons Ratio Ec Caic User Ed (psi) UserEc (psi) 3000 psi 150 3000 3000 3725 3725 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 4000 psi 150 3000 4000 3725 4975 0.2 ACI 8.5 1 (no Wc) 2500000 3ell 5000 psi 150 3000 5000 3725 6399 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 6000 psi 150 3000 6000 3725 7450 0.2 ACI 8.5 1 (no Wc) 2500000 Sell PT Systems System Name Type Aps (sq. in.) Eps (ksi) fse (ksi) fpy (ksl) fpu (ksl) Duct Width (inches) Strands Per Duct Min Radius {feet) VT." Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 VT" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Name (ksi) Seating Loss (inches) Anchor Friction Wobble Friction (lyfeet) Angular Friction (1/radians) Long-Term Losses (ksi) VT" Unbonded 216 0.25 0 0.0014 0.07 22 VT." Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Materials - 4 Tl ro The Hilton Carlsbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 l^aterials (2) Reinforcing Bars Bar As Es Fy Straight 90 Hook 180 Hook Name (sq. in.) (ksi) (ksi) Coating Ld/Db LdyDb Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code SSR Systems SSR System Name Stud Area Head Area Min Clear Head Specified Stud Fy Stud Spacing Rounding Min Studs (sq. in.) (sq. in.) Spacing (inches) Spacing (inches) (ksi) Increment (inches) Per Rail 3/8" SSR 1/2" SSR 5/8" SSR 3/4" SSR 0.11 0.196 0.307 0.442 1.11 1.96 3.07 4.42 0.5 0.5 0.5 0.5 None None None None 50 50 50 50 0.25 0.25 0.25 0.25 Materials - 5 ISS rss The Hilton Carlsbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Loadings Loading Name Type Analysis On-Pattem Factor Off-Pattern Factor Self-Dead Loading Self-Weight Normal 1 1 Balance Loading Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Other Dead Loading Dead Normal 1 1 Live (Unreducible) Loading Live (Unreducible) Normal 1 E_EW_MAJ aher Normal 1 1 E_EW_MIN Other Normal 1 1 E_NS_MAJ Other Normal 1 1 E_NS_MIN Other Normal 1 1 Loadings - 6 ~^ Load Combinations ASD 1, D-l-L Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standard Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading ASD 2, D-l-L-l-0.7rhoE_NS_MAJ-l-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Other Dead Loading 1 Live (Unreducible) Loading 1 E_NS_MAJ 0.91 E NS MIN 0.91 ASD 3, D-l-L-l-0.7rhoE_NS_MAJ-0.7rtioE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Other Dead Loading 1 Live (Unreducible) Loading 1 E_NS_MAJ 0.91 E_NS_MIN -0.91 The Hilton Carlsbad - HC - Pier A Footing - 2010-07-3l.cpt - 9/7/2010 Load Combinations - 7 Load Combinations (2) ASD 4, D+L-0.7rhoE_NS_MAJ-i-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standard Factor Self-Dead Loading 1 Other Dead Loading 1 Live (Unreducible) Loading 1 E_NS_MAJ -0.91 E NS MIN 0.91 ASD 5, D-l-L-0.7rhoE_NS_MA]-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading Uve (Unreducible) Loading E_NS_MA] E_NS^MIN 1 1 1 -0.91 -0.91 ASD 6, D-l-L-t-0.7rhoE_EW_MA]-l-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Other Dead Loading 1 Live (Unreducible) Loading 1 E_EW_MAJ 0.91 E_EW MIN 0.91 The Hilton Carlsbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations - 8 7" rN3 cn Load Combinations (3) ASD 7, D-l-L-l-0.7rhoE_EW_MA]-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standard Factor Self-Dead Loading 1 Other Dead Loading 1 Live (Unreducible) Loading 1 E_EW_MAJ 0.91 E EW_MIN -0.91 ASD 8, D-l-L-0.7rhoE_EW_MA]-l-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_EW_MAJ E EW_MIN 1 1 1 -0.91 0.91 ASD 9, D-^L-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Other Dead Loading 1 Live (Unreducible) Loading 1 E_EW_MA3 -0.91 E_EW_MIN -0.91 The Hilton Carlsbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations - 9 ~^ ro Load Combinations (4) ASD 10, 0.9D+0.7rhoE_NS_MAJ+0.7rtioE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standard Factor Self-Dead Loading 0.9 Other Dead Loading 0.9 E_NS_MA3 0.91 E NS MIN 0.91 ASD 11, 0.9D-l-0.7rhoE_NS_MAJ-0.7rtioE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading Other Dead Loading E_NS_MAJ E_NS_MIN 0.9 0.9 0.91 -0.91 ASD 12, 0.9D-0.7rtioE_NS_MAJ-l-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading Other Dead Loading E_NS_MAJ E NS MIN 0.9 0.9 -0.91 0.91 The Hilton Carlsbad - HC - Pier A Footing - 2Qia-07-31.cpt - 9/7/2010 Load Combinations -10 ISS Load Combinations (5) ASD 13, 0.9D-0.7rhoE_NS_MA]-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standanj Factor Self-Dead Loading 0.9 Other Dead Loading 0.9 E_NS_MAJ -0.91 E NS MIN -0.91 ASD 14, 0.9D-l-0.7rtloE_EW_MAJ+0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading E_EW_MA) E_EW_MIN 0.9 0.9 0.91 0.91 ASD 15, 0.9D-l-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading Other Dead Loading E_EW_MA3 E_EW_MIN 0.9 0.9 0.91 -0.91 The Hilton Carisbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations -11 ~^ rss oo Load Combinations (6) ASD 16, 0.9D-0.7rhoE_EW_MAJ-l-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standanl Factor Self-Dead Loading 0.9 Other Dead Loading 0.9 E_EW_MA] -0.91 E EW MIN 0.91 ASD 17, 0.9D-0.7rhoE_EW_MA]-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading E_EW_MAJ E_EW_MIN 0.9 0.9 -0.91 -0.91 The Hilton Carisbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations - 12 ~^ rss Design Rules Code Minimum Desigr 318-05 Min. Reinforcement User Minimum Desigr Specified Min. Reinforcement Initial Service Desigr 318-05 Initial Service Design Service Design 318-05 Service Design Include detailed section analysis Sustained Service Desigr 318-05 Sustained Service Design Strength Desigr 318-05 Strength Design Punching Shear Design Ductility Desigi 318-05 Ductility Design Soil Bearing Desigr None The Hilton Carisbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Design Rules -13 ~^ CO o The Milion CarlsMd HC Pia A Footing - 201l>-07-31.cpt - 9/7mi0 Element: Structure Summary Perspective Wall Bements Below; Wall Bements Above; Column Bements Below; Column Bements Above; Slab Bements; User Unes; User Notes; User Dimensions; EIenw?nt; Slfutture Summaty Perspecove - 2 other Dead Loading: Ali Loads Plan The Hilton Carisbad - HC - Pier A Footing - 2010-07-3l.cpt - 9/7/2010 Other Dead Loading: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Valui Drawing Import- I Iser Ntfei; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Ou Scale =1:150 ^'^^ Fz=228 Other Dead Loading: All Loads Plan - 3 I" CO ISS Live (Unreducible) Loading: All Loads Plan The Hilton Carlsbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Live (Unreducible) Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Vali Drawing Import: User Li'feS; User Notes; User Dimensions; Element: Wall Elements Below; V\fall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Ot Scale = 1:150 - ^'^^ Fz=A2.5 Live (Unreducible) Loading: All Loads Plan - 4 CO CO The Hilton Carlsbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 E_NS_MAJ: All Loads Plan E_NS_MAJ: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads Drawing Import: User Lines; User Notes; User Dimensions; Element: Wfall Elements Below; \Na\\ Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Ou Scale = 1:150 Mx=5740 E_NS_MAJ: All Loads Plan - 5 CO The Hilton Carisbad - HC - Pier A Footing - 2010-07-3l.cpt - 9/7/2010 E NS MIN: All Loads Plan E_NS_IVIIN: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User h Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Ou Scale = 1:150 4f My=1710 U A E NS MIN: All Loads Plan-6 ^1 CO cn The Hilton Carisbad - HC - Pier A Footing - 2010-07-3l.cpt - 9/7/2010 E EW MAJ: All Loads Plan E_EW_MAJ: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Ou Scale = 1:150 My=1 )400 E EW MAJ: All Loads Plan - 7 CO Ol The Hilton Carisbad - HC - Pier A Footing - 2010-07-3i.cpt - 9/7/2010 E EW MIN: All Loads Plan E_EW_MIN: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Ou Scale = 1:150 Mx=5}0 E_EW_MIN: All Loads Plan - 8 CO The Hiiion Cari^Md HC • Pier A Fooftng - K)lO-07-3l.cpt - 9/7/2010 Soil Bearing Design: Max Soil Bearing Pressure Plan Soit Bearing Oesign: User Lines; User Notes; User Dimensions; Latitude Span Designs: Longitude Span Designs; Latitude DS Designs, Longitude OS Designs; PC De: Drawing Import: User Lines: User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element OL Scale = 1:150 Soil Bearing Design - Area Spring Vertical Reactions Plot (Maximum Values) 1200 1360 1520 1680 1840 2000 2160 2320 2480 Min Value = 1053 psf @ {-85.51.-5.217) Max Value = 2628 psf @ (-66.99.-6.737) 2480 2480 Soil Beanriy Design: Max Soil Bednng Pressure Plan - 9 Calc Log Calculating All (Everything Out-of-Date)(Considering Previous Warnings) Active Calculation Options: The structure Is not automatically stabilized in the X and 'V directions. Supports above slab NOT included in self-dead loading. Tendon vertical component NOT considered in punch check reactions. 6 zero-tension iterations are used to eliminate tension in area springs. Creep Factor of 3.35 used in ECR calculations. Shrinkage strain of 0.0004 used in ECR calculations. ACI 318-05 is used in design. Live load reduction not used Assembling Stiffness Matrix. 3175 Degrees of Freedom Triangularizing Stiffness Matrix. Creating Self-Dead Loading. Creating Balance Loading. Detailing User Reinforcement. Determining Concrete Cross Sections Determining Tendon Cross Sections Determining Reinforcing Bar Cross Sections No tributary area or influence area calculations for mat/raft foundations. Solving for Self-Dead Loading. Solving for Self-Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-517) Kips Total Reactions: (5e-13,7.3e-13,517) Kips Load-Reaction Tolerance: (5e-13,7.3e-13,-6.89e-ll) Kips Solving for Balance Loading. Balance Loading has No Loads. Solving for Other Dead Loading. Solving for Other Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-228) Kips Total Reactions: (3.5e-ll,3.8e-ll,228) Kips Load-Reaction Tolerance: (3.5e-ll,3.8e-ll,l.lle-ll) Kips Solving for Live (Unreducible) Loading. Solving for Live (Unreducible) Loading - Pattern: Full Pattern. Total Loads: (0,0,-42.5) KIps Total Reactions: (6.53e-12,7.08e-12,42.5) Kips Load-Reaction Tolerance: (6.53e-12,7.08e-12,2.09e-12) Kips Solving for E_EW_MAj. Solving for E_EW_MAJ - Pattern: Full Pattern. Total Loads: (0,0,0) Kips Total Reactions: (3.37e-10,4.1e-10,3.79e-10) Kips Load-Reaction Tolerance: (3.37e-10,4.1e-10,3.79e-10) KIps Solving for E_EW_MIN. Solving for E_EW_MIN - Pattern: Full Pattern. The Hilton Carisbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Calc Log-10 CO CO Calc Log (2) Total Loads: (0,0,0) Kips Total Reactions: (-1.08e-ll,-1.27e-ll,-1.04e-ll) Kips Load-Reaction Tolerance: (-1.08e-ll,-1.27e-ll,-1.04e-ll) Kips Solving for E_NS_MA]. Solving for E_NS_MAJ - Pattern: Full Pattern. Total Loads: (0,0,0) Kips Total Reactions: (.-l.lle-10,-1.3e-10,-1.06e-10) Kips Load-Reaction Tolerance: (-l.lle-10,-1.3e-10,-1.06e-10) Kips Solving for E_NS_MIN. Solving for E_NS_MIN - Pattern: Full Pattern. Total Loads: (0,0,0) Kips Total Reactions: (5.54e-ll,6.75e-ll,6.25e-ll) Kips Load-Reaction Tolerance: (5.54e-ll,6.75e-ll,6.25e-ll) Kips Calculating Precompression In Cross Sections Solving for Hyperstatic Loading. Solving for ASD 1, D+L. Solving for ASD 2, D-i-L-i-0.7rhoE_NS_MAJ-i-0.7rhoE_NS_MIN. Peri'orming zero-tension iterations. Accelerator Factors: 1, 1.5, 1.064, 1.007, 1, 1 Solving for ASD 3, D-)-L-(-0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.071, 1.01, 1, 1 Solving for ASD 4, D+L-0.7rhoE_NS_MAJ+0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.057, 1.003, 1, 1 Solving for ASD 5, D+L-0.7rhoE_NS_MA3-0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, l.S, 1.061, 1.004, 1, 1 Solving for ASD 6, D-i-L+0.7rhoE_EW_MA]-i-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1,1.5,1.276,1.145, 1,1 Solving for ASD 7, D-i-L+0.7rhoE_EW_MA)-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.276, 1.145, 1,1 Solving for ASD 8, D+L-0.7rhoE_EW_MAJ+0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.276,1.145,1,1 Solving for ASD 9, D-i-L-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.275, 1.145, 1,1 Solving for ASD 10, 0.9D-i-0.7rhoE_NS_MAJ-i-0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.168,1.066, 1, 1 Solving for ASD 11, 0.9D-i-0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN. The Hilton Carisbad - HC - Pier A Footing - 2010-07-3l.cpt - 9/7/2010 Calc Log-11 7^ o Calc Log (3) Performing zero-tension iterations. Accelerator Factors: 1,1.5,1.169,1.067, 1,1 Solving for ASD 12, 0.9D-0.7rhoE_NS_MAJ-i-0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.167,1.065,1,1 Solving for ASD 13, 0.9D-0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1,1.5,1.17,1.067,1,1 Solving for ASD 14, 0.9D-i-0.7rhoE_EW_MAJ+0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.292,1.157, 1, 1 Solving for ASD 15, 0.9D-i-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN. Performing zero-tension Iterations. Accelerator Factors: 1, 1.5, 1.292, 1.158, 1,1 Solving for ASD 16, 0.9D-0.7rhoE_EW_MAJ+0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.292, 1.157, 1, 1 Solving for ASD 17, 0.9D-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Fartors: 1, 1.5, 1.292,1.157, 1, 1 Calculating Code Minimum Design envelopes. Calculating User Minimum Design envelopes. Calculating Initial Service Design envelopes. Calculating Service Design envelopes. Calculating Sustained Service Design envelopes. Calculating Strength Design envelopes. Calculating Ductility Design envelopes. Calculating Soil Bearing Design envelopes. Calculating Soil Bearing Design - Pass 0 Calculating Soil Bearing Design - Pass 1 Calculating Soil Bearing Design - Pass 2 Calculating Soil Bearing Design - Final Design Check Laying Out Program Reinforcement Optimizing Program Reinforcement Layout Converting SSR Designs Converting Transverse Bar Designs Detailing Program Reinforcement Estimating Costs This analysis has been completed successfully, check above for any warnings or errors. The Hilton Carisbad - HC - Pier A Footing - 2010-07-31.cpt - 9/7/2010 Calc Log - 12 "n The Hilton Carlsbad Pier B Footing DCI Engineers HC - Pier B Footing - 2010-07-31.cpt 9/7/2010 DQ No. 09051-0018 RAM Concept © 2009 Bentley Systems, Inc. RAM Concept™ is a trademark of Bentley Systems 3.1.1 Units Geometry Unit; Plan Dimensions: feet Angles: degrees Slab Thickness: inches Elevations: Inches Support Dimensions: inches Support Height: feet The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Loading and Reaction Unit Point Force: Kips - Report As Zero: 0 Kips Point Moment: kip-ft - Report As Zero: 0 kip-ft Line Force: kips/ft - Report As Zero: 0 kips/ft Line Moment: Kips - Report As Zero: 0 Kips Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Spring and Stiffness Unit; Point Force Spring: kips/in Point Moment Spring: k-ft/° Line Force Spring: ksl Line Moment Spring: k/° Area Force Spring: pci Area Moment Spring: k/ft° Slab Analysis Units Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report As Zero: 0 kips/ft Moment: kip-ft - Report As Zero: 0 kip-ft Moment Per Width: Kips - Report As Zero: 0 Kips Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches Materials Units Concrete Volume: cu. yds Reinforcement Weight: tons PT Weight: pounds Reinforcing Area: sq. in. Tendon Profile: Inches Cover: inches PT Force: Kips Reinforcing Stress: ksi Units - 2 Units (2) Miscellaneous Unit; The Hilton CaHsbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Floor Area: sq. ft. Tendon Angles (for friction): radians Density: pcf Elongations: inches Units - 3 m Signs The Hilton Carisbad - HC - Pier B Footing - 2010-07-3i.cpt - 9/7/2010 Positive Loads Positive Analysis *S:^ ^ S II •••7 Positive Reactions f tn Signs - 4 "n cn The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Materials Concrete Mix Mix Density Name (pcf) fci (psi) fc (psi) ll feu (psi) Poissons Ratio Ec Caic User Ed (psi) UserEc (psi) 3000 psi 150 3000 3000 3725 3725 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 4000 psi 150 3000 4000 3725 4975 0.2 ACI 8.5.1 (noWc) 2500000 3ell 5000 psi 150 3000 5000 3725 6399 0.2 ACI 8.5.1 (no Wc) 2500000 3000000 6000 psi 150 3000 6000 3725 7450 0.2 ACI 8.5.1 (no Wc) 2500000 3ell PT Systems System Name Type Aps (sq in.) Eps (ksi) fse (ksi) fpy (ksi) fpu (ksi) Duct Width (inches) Strands Per Duct Min Radius (feet) VT" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 VT" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Name (ksi) (Inches) Anchor Friction Wobble Friction (1/feet) Angular Friction (1/radians) Long-Term Losses (ksi) VT" Unbonded 216 0.25 0 0.0014 0.07 22 VT" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Materials - 5 "n The Hilton Carisbad - HC - Pier B Footing - 2010-07-3l.cpt - 9/7/2010 Materials (2) Reinforcing Bars Bar Name /Is (sq, in.) Es (ksi) Fy (ksi) Coating Straight Ld/Db 90 Hook Ld/Db 180 Hook Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code SSR Systems SSR System Name Stud Area (sq in,) Head Area (sq in.) M//7 Ciear Head Spacing (inches) Specified Stud Spadng (inches) Fy (ksi) Stud Spacing Rounding Increment (inches) Min Studs Per Rail 3/8" SSR 0.11 1.11 0.5 None 50 0.25 2 1/2" SSR 0.196 1.96 0.5 None 50 0.25 2 5/8" SSR 0.307 3.07 0.5 None 50 0.25 2 3/4" SSR 0.442 4.42 0.5 None 50 0.25 2 Materials - 6 ~^ —J Loadings The Hilton Carisbad - HC - Pier B Footing - 2010-07-3l.cpt - 9/7/2010 Loading Name Type Analysis On-Pattem Factor Off-Pattern Factor Self-Dead Loading Self-Weight Normal 1 1 Balance Loading Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Other Dead Loading Dead Normal 1 1 Live (Unreducible) Loading Live (Unreducible) Normal 1 0 E_EW_MAJ Other Normal 1 1 E_EW_MIN Other Normal 1 1 E_NS_MAJ Other Normal 1 1 E_NS_MIN Other Normal 1 1 Loadings - 7 "ri oo Load Combinations ASD 1, D-l-L Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standard Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading ASD 2, D-l-L-l-0.7rhoE_NS_MAJ-l-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_NS_MA] E_NS_MIN 1 1 1 0.91 0.91 ASD 3, D+L-l-0.7rhOE_NS_MA]-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_NS_MAj E NS MIN 1 1 1 0.91 -0.91 The Hilton Carisbad - HC - Pier B Footing - 2010-07-3l.cpt - 9/7/2010 Load Combinations - 8 Load Combinations (2) ASD 4, D-l-L-0.7rhoE_NS_MAJ-l-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standanl Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_NS_MAJ E_NS_MIN 1 1 1 -0.91 0.91 ASD 5, D-l-L-0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_NS_MAJ E_NS_MIN 1 1 1 -0.91 -0.91 ASD 6, D-l-L-l-0.7rhoE_EW_MAJ-l-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_EW_MA] E_EW_MIN 1 1 1 0.91 0.91 The Hilton Carisbad - HC - Pier B Footing - 2010-07-3l.cpt - 9/7/2010 Load Combinations - 9 cn o Load Combinations (3) ASD 7, D-f-L-l-0.7rhoE_EW_MA]-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading 1 Other Dead Loading 1 Live (Unreducible) Loading 1 E_EW_MAJ 0.91 E EW_MIN -0.91 ASD 8, D-l-L-0.7rhoE_EW_MAJ+0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_EW_MAJ E_EW_MIN 1 1 1 -0.91 0.91 ASD 9, D-l-L-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_EW_MA] E_EW_MIN 1 1 1 -0.91 -0.91 The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations -10 ~^ cn Load Combinations (4) ASD 10, 0.9D-l-0.7rhoE_NS_MA]-H0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standanl Factor Self-Dead Loading Other Dead Loading E_NS_MAJ E_NS_MIN 0.9 0.9 0.91 0.91 ASD 11, 0.9D+0.7rhoE_NS_MA]-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading Other Dead Loading E_NS_MAJ E NS_MIN 0.9 0.9 0.91 -0.91 ASD 12, 0.9D-0.7rhoE_NS_MA]-l-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading E_NS_MAJ E_NS_MIN 0.9 0.9 -0.91 0.91 The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations -11 cn ro Load Combinations (5) ASD 13, 0.9D-0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standanl Factor Self-Dead Loading Other Dead Loading E_NS_MAJ E_NS_MIN 0.9 0.9 -0.91 -0.91 ASD 14, 0.9D-l-0.7rhoE_EW_MAJ-l-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading E_EW_MA] E EW MIN 0.9 0.9 0.91 0.91 ASD 15, 0.9D-l-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading Other Dead Loading E_EW_MAJ E_EW_MIN 0.9 0.9 0.91 -0.91 The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations - 12 Load Combinations (6) ASD 16, 0.9D-0.7rhoE_EW_MAJ-H0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standard Factor Self-Dead Loading 0.9 Other Dead Loading 0.9 E_EW_MAJ -0.91 E_EW_M1N 0.91 ASD 17, 0.9D-0.7rhoE_EW_MA]-0.7rhoE_EW_MIN Active Design Criteria: Soii Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading E_EW_MAJ E_EW_MIN 0.9 0.9 -0.91 -0.91 The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations -13 ~^ tn Design Rules Code Minimum Desigr 318-05 Min. Reinforcement The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 User Minimum Desigr Specified Min. Reinforcement Initial Service Desigr 318-05 Initial Service Design Service Design 318-05 Service Design Include detailed section analysis Sustained Service Desigr 318-05 Sustained Service Design Strength Desigr 318-05 Strength Design Punching Shear Design Ductility Desigi 318-05 Ductility Design Soil Bearing Desigr None Design Rules -14 ~^ cn cn The Hilton CarKlwd HC • Pier B Footing • ?aia-07-3l.cpt - 9/7/20)0 Element: Structure Summary Perspective Wall Bements Below; Wall Bements Above; Column Bements BelowjCoIumn Bements Above: Slab Bements; User Lines: User Notes; User Dimensions; Element: Structure Summary Perspecllve - 15 The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Other Dead Loading: All Loads Plan other Dead Loading: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Valu< Drawing Import: User Lines; Mesh Input: User Lines; Element: Wall Elements Above; Wall Elements Below; Wfeill Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element On Scale =1:100 T£5^ O _CSlJ Fz=24l 25.6 7.97 Other Dead Loading: All Loads Plan -16 cn The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Live (Unreducible) Loading: All Loads Plan Live (Unreducible) Loading: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Lot Drawing Import: User Notes; User Lines; User Dimensions; Mesh Input: User Lines; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element On Scale = 1:100 Fz=43 Live (Unreducible) Loading: All Loads Plan - 17 cn 00 The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 E NS MAJ: All Loads Plan E_NS_MAJ: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User I Drawing Import: User Notes; User Lines; User Dimensions; Mesh Input: User Lines; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Ou Scale = 1:100 Mx=2:8ll E NS MAJ: All Loads Plan - 18 cn (a The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 E_NS_MIN: All Loads Plan E_NS_M1N: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User h Drawing Import: User Notes; User Lines; User Dimensions; Mesh Input: User Lines; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Ov Scale = 1:100 My=969 E_NS_MIN: All Loads Plan - 19 CD • The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 E_EW_MA3: All Loads Plan E_EW_MAJ: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User Drawing Import: User Notes; User Lines; User Dimensions; Mesh Input: User Lines; Element: Wfall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Ot Scale = 1:100 My=471l> E EW_MAJ: All Loads Plan - 20 The Hilton Carlsbad - HC - Pier B Footing - 2010-07-31 .cpt - 9/7/2010 E.EW_MIN: All Loads Plan E_EW_MIN: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User I Drawing Import: User Notes; User Lines; User Dimensions; Mesh Input: User Lines; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Ou Scale = 1:100 Mx=2{ .8 E_EW_MIN: All Loads Plan - 21 ," CTl ro The Hilton Cahsbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Soil Bearing Design: Max Soil Bearing Pressure Plan Soil Bearing Design; User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Latitude DS Designs; Longitude DS Designs; PC Des Drawing Import: User Lines; User Notes; User Dimensions; Element; Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Ot Scale = 1;100 Soil Bearing Design - Area Spring Vertical Reactions Plot (Maximum Values) 1400 1600 1800 2000 2200 2400 2600 2800 3000 Min Value = 1225 psf @ (-84.46,117.4) Max Value = 3011 psf @ (-71.25.117) 2400 I Soil Bearing Design; Max Soil Bearing Pressure Plan - 22 ""^ Calc Log Calculating Through Design (Everything Out-of-Date)(Considering Previous Warnings) Active Calculation Options: The structure is not automatically stabilized in the X and Y directions. Supports above slab NOT included in self-dead loading. Tendon vert:ical component NOT considered in punch check reactions. 6 zero-tension iterations are used to eliminate tension in area springs. Creep Factor of 3.35 used in ECR calculations. Shrinkage strain of 0.0004 used in ECR calculations. ACI 318-05 is used in design. Live load reduction not used Assembling Stiffness Matrix. 1720 Degrees of Freedom Triangularizing Stiffness Matrix. Creating Self-Dead Loading. Creating Balance Loading. Detailing User Reinforcement. Determining Concrete Cross Sections Determining Tendon Cross Sections Determining Reinforcing Bar Cross Sections No tributary area or influence area calculations for mat/raft foundations. Solving for Self-Dead Loading. Solving for Self-Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-274) Kips -Total Reactions: (4.54e-13,2.79e-14,274) Kips Load-Reaction Tolerance: (4.54e-13,2.79e-14,-2.99e-ll) Kips Solving for Balance Loading. Balance Loading has No Loads. Solving for Other Dead Loading. Solving for Other Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-244) Kips Total Reactions: (1.21e-10,6.74e-ll,243) Kips Load-Reaction Tolerance: (1.21e-10,6.74e-ll,-1.71e-ll) Kips Solving for Live (Unreducible) Loading. Solving for Live (Unreducible) Loading - Pattern: Full Pattern. Total Loads: (0,0,-43.9) Kips Total Reactions: (2.18e-ll,1.22e-ll,43.9) Kips Load-Reaction Tolerance: (2.18e-ll,1.22e-ll,-3.08e-12) Kips Solving for E_EW_MAJ. Solving for E_EW_MA] - Pattern: Full Pattern. Total Loads: (0,0,0) Kips Total Reactions: (-1.74e-10,-7.69e-ll,-l.le-10) Kips Load-Reaction Tolerance: (-1.74e-10,-7.69e-ll,-l.le-10) Kips Solving for E_EW_MIN. Solving for E_EW_MIN - Pattern: Full Pattern. The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Calc Log-23 CT> Calc Log (2) Total Loads: (0,0,0) Kips Total Reactions: (1.47e-12,7.35e-13,-1.93e-12) Kips Load-Reaction Tolerance: (1.47e-12,7.35e-13,-1.93e-12) Kips Solving for E_NS_MAJ. Solving for E_NS_MAJ - Pattern: Full Pattern. Total Loads: (0,0,0) Kips Total Reactions: (1.32e-10,6.58e-ll,-1.72e-10) Kips Load-Reaction Tolerance: (1.32e-10,6.58e-ll,-1.72e-10) Kips Solving for E_NS_MIN. Solving for E_NS_MIN - Pattern: Full Pattern. Total Loads: (0,0,0) Kips Total Reactions: (-3.53e-ll,-1.56e-ll,-2.26e-ll) Kips Load-Reaction Tolerance: (-3.53e-ll,-1.56e-ll,-2.26e-ll) Kips Calculating Precompression in Cross Sections Solving for Hyperstatic Loading. Solving for ASD 1, D+L Solving for ASD 2, D+L-i-0.7rhoE_NS_MA}-i-0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.426, 0.9315, 0.9894, 1, 1 Solving for ASD 3, D+L+0.7rhoE_NS_MA]-0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.425, 0.9312, 0.9907, 1, 1 Solving for ASD 4, D-i-L-0.7rhoE_NS_MAJ-i-0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.414, 0.9314, 0.9918, 1, 1 Solving for ASD 5, D-t-L-0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.423, 0.929, 0.99, 1, 1 Solving for ASD 6, D-i-L-i-0.7rhoE_EW_MAJ-i-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1,1.5,1.205,1.093,1,1 Solving for ASD 7, D+L+0.7rhoE_EW_MA]-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5,1.205,1.093, 1,1 Solving for ASD 8, D-HL-0.7rhoE_EW_MAJ+0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.205, 1.093, 1, 1 Solving for ASD 9, D+L-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.205, 1.093, 1, 1 Solving for ASD 10, 0.9D-^0.7rhoE_NS_MAJ+0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.053, 0.998, 1, 1 Solving for ASD 11, 0.9D+0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN. The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Calc Log - 24 CT> cn Calc Log (3) Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.055, 0.9969, 1, 1 Solving for ASD 12, 0.9D-0.7rhoE_NS_MAJ+0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.05, 0.995, 1, 1 Solving for ASD 13, 0.9D-0.7rhoE_NS_MA]-0.7rhoE_NS_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.053, 0.9945, 1, 1 Solving for ASD 14, 0.9D-H0.7rhoE_EW_MA]-i-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.259, 1.133, 1, 1 Solving for ASD 15, 0.9D-i-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.259, 1.133, 1,1 Solving for ASD 16, 0.9D-0.7rhoE_EW_MAJ-i-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1, 1.5, 1.26,1.132, 1,1 Solving for ASD 17, 0.9D-0.7rhoE_EW_MA)-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Factors: 1,1.5,1.26, 1.131,1,1 Calculating Code Minimum Design envelopes. Calculating User Minimum Design envelopes. Calculating Initial Service Design envelopes. Calculating Service Design envelopes. Calculating Sustained Service Design envelopes. Calculating Strength Design envelopes. Calculating Ductility Design envelopes. Calculating Soil Bearing Design envelopes. Calculating Soil Bearing Design - Pass 0 Calculating Soil Bearing Design - Pass 1 Calculating Soil Bearing Design - Pass 2 Calculating Soil Bearing Design - Final Design Check This analysis has been completed successfully, check above for any warnings or errors. The Hilton Carisbad - HC - Pier B Footing - 2010-07-31.cpt - 9/7/2010 Calc Log - 25 "n CD CT> The Hilton Carlsbad Pier C Footing DCI Engineers HC - Pier C Footing - 2010-07-31.cpt 9/7/2010 DCI No. 09051-0018 RAM Concept ® 2009 BenHey Systems, Inc. RAM Concept™ is a trademark of Bentley Systems 3.1.1 CD -vl Units Geometry Unit: Plan Dimensions: feet Angles: degrees Slab Thickness: inches Elevations: inches The Hilton Carisbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Support Dimensions: inches Support Height: feet Loading and Reaction Unit Point Force: Kips - Report As Zero: 0 Kips Point Moment: kip-ft - Report: As Zero: 0 kip-ft Line Force: kips/ft - Report As Zero: 0 kips/ft Line Moment: Kips - Report As Zero: 0 Kips Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Spring and Stiffness Unit: Point Force Spring: kips/in Point Moment Spring: k-ft/° Line Force Spring: ksi Line Moment Spring: k/° Area Force Spring: pci Area Moment Spring: k/ft° Slab Analysis Units Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report: As Zero: 0 kips/ft Moment: kip-ft - Report As Zero: 0 kip-ft Moment Per Width: Kips - Report As Zero: 0 Kips Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches Materials Unifc Concrete Volume: cu. yds Reinforcement Weight: tons PT Weight: pounds Reinforcing Area: sq. in. Tendon Profile: inches Cover: inches PT Force: Kips Reinforcing Stress: ksi Units -1 cn oo Units (2) The Hilton Carlsbad - HC - Pier C Footing - 2010-07-3l.cpt - 9/7/2010 Miscellaneous Unit; Floor Area: sq. ft. Tendon Angles (for friction): radians Density: pcf Elongations: inches Units - 2 CT) Signs The Hilton Carisbad - HC - Pier C Footing - 2010-07-3l.cpt - 9/7/2010 Positive Loads Positive Analysis Positive Reactions •-. li -I- Signs - 3 "n Materials Concrete Mix The Hilton Carisbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Mix Name Density (pcf) fd (psi) fc (psi) fcui (psi) feu (psi) Poissons Ratio Ec Caic User Ed (psi) UserEc (psi) 3000 psi 150 3000 3000 3725 3725 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 4000 psi 150 3000 4000 3725 4975 0.2 ACI 8.5 1 (no Wc) 2500000 3ell 5000 psi 150 3000 5000 3725 6399 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 6000 psi 150 3000 6000 3725 7450 0.2 ACI 8.5 1 (no Wc) 2500000 3ell PT Systems System Name Type Aps (sq in.) Eps (ksi) fse (ksi) fpy (ksi) fpu (ksi) Duct Width (inches) Strands Per Duct Min Radius (feet) VT" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 VT" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Name Jacking Stress (ksi) Seating Loss (inches) Anchor Friction Wobble Friction (1/feet) Angular Friction (1/radians) Long-Term Losses (ksi) VT" Unbonded 216 0.25 0 0.0014 0.07 22 VT" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Materials - 4 Materials (2) Reinforcing Bars The Hilton Carisbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Bar Name As (sq, in,) Es (ksi) Fy (ksi) Coating Straight Ld/Db 90 Hook Ld/Db 180 Hook Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code SSR Systems SSR System Name Stud Area (sq in,) Head Area (sq in,) WOT Ciear Head Spacing (inches) Specified Stud Spadng (inches) Fy (ksi) Stud Spacing Rounding Increment (inches) Min Studs Per Rail 3/8" SSR 0.11 1.11 0.5 None 50 0.25 2 1/2" SSR 0.196 1.96 0.5 None 50 0.25 2 5/8" SSR 0.307 3.07 0.5 None 50 0.25 2 3/4" SSR 0.442 4.42 0.5 None 50 0.25 2 Materials-5 ~" ro Loadings The Hilton Carlsbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 IjDading Name Type Analysis On-Pattem Factor Off-Pattern Factor Self-Dead Loading Self-Weight Normal 1 1 Balance Loading Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Other Dead Loading Dead Normal 1 1 Live (Unreducible) Loading Live (Unreducible) Normal 1 E_EW_MAJ Other Normal 1 1 E_EW_MIN Other Normal 1 1 E_NS_MAJ Other Normal 1 1 E_NS_MIN Other Normal 1 1 Loadings - 6 CO Load Combinations ASD 1, D-l-L Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standanl Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading ASD 2, D-l-L-l-0.7rhoE_NS_MA3-i-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_NS_MA] E_NS_MIN 1 1 1 0.91 0.91 ASD 3, D-l-L-l-0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_NS_MAJ E_NS_MIN 1 1 1 0.91 -0.91 The Hilton Carisbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations - 7 Tl Load Combinations (2) ASD 4, D-H-0.7rhoE_NS_MA]+0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standanl Factor Self-Dead Loading 1 Other Dead Loading 1 Live (Unreducible) Loading 1 E_NS_MAJ -0.91 E_NS_MIN 0.91 ASD 5, D-l-L-0.7rhoE_NS_MA]-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading other Dead Loading Live (Unreducible) Loading E_NS_MAJ E_NS MIN 1 1 1 -0.91 -0.91 ASD 6, D-l-L-l-0.7rhoE_EW_MAJ-l-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading Live (Unreducible) Loading E_EW_MA] E EW MIN 1 1 1 0.91 0.91 The Hilton Carlsbad - HC - Pier C Footing - 2010-07-3i.cpt - 9/7/2010 Load Combinations - 8 CJI Load Combinations (3) ASD 7, D-l-L-i-0.7rhoE_EW_MA]-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standard Factor Self-Dead Loading 1 Other Dead Loading 1 Live (Unreducible) Loading 1 E_EW_MAJ 0.91 E_EW_MIN -0.91 ASD 8, D-l-L-0.7rhoE_EW_MA3-t-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading other Dead Loading Live (Unreducible) Loading E_EW_MAJ E_EW_MIN 1 1 1 -0.91 0.91 ASD 9, D-l-L-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Other Dead Loading 1 Live (Unreducible) Loading 1 E_EW_MAJ -0.91 E_EW_MIN -0.91 The Hilton Carisbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations - 9 -4 CD Load Combinations (4) ASD 10, 0.9D-l-0.7rhoE_NS_MA]-l-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standanl Factor Self-Dead Loading 0.9 Other Dead Loading 0.9 E_NS_MAJ 0.91 E_NS MIN 0.91 ASD 11, 0.9D-l-0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading E_NS_MA] E NS MIN 0.9 0.9 0.91 -0.91 ASD 12, 0.9D-0.7rhoE_NS_MA]-)-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading E_NS_MAJ E NS MIN 0.9 0.9 -0.91 0.91 The Hilton Carisbad - HC - Pier C Footing - 2010-07-51 .cpt - 9/7/2010 Load Combinations - 10 "n Load Combinations (5) ASD 13, 0.9D-0.7rhoE_NS_MA]-0.7rhoE_NS_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading 0.9 Other Dead Loading 0.9 E_NS_MAJ -0.91 E_NS_MIN -0.91 ASD 14, 0.9D+0.7rhoE_EW_MAJ-f-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading Other Dead Loading E_EW_MAJ E EW MIN 0.9 0.9 0.91 0.91 ASD 15, 0.9D-t-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Fador Self-Dead Loading Other Dead Loading E_EW_MAJ E_EW_MIN 0.9 0.9 0.91 -0.91 The Hilton Carisbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations -11 "n oo The Hilton Carlsbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Load Combinations (6) ASD 16, 0,9D-0.7rhoE_EW_MA]-l-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading standard Fador Self-Dead Loading 0.9 Other Dead Loading 0.9 E_EW_MAJ -0.91 E_EW_MIN 0.91 ASD 17, 0.9D-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN Active Design Criteria: Soil Bearing Design Analysis: Zero-Tension Loading Standanl Factor Self-Dead Loading Other Dead Loading E_EW_MAJ E_EW_MIN 0.9 0.9 -0.91 -0.91 Load Combinations -12 to Design Rules Code Minimum Desigr 318-05 Min. Reinforcement User Minimum Desigr Specified Min. Reinforcement Initial Service Desigr 318-05 Initial Service Design Service Design 318-05 Service Design Include detailed section analysis Sustained Service Desigr 318-05 Sustained Service Design Strength Desigr 318-05 Strength Design Punching Shear Design Ductility Desigi 318-05 Ductility Design Soil Bearing Desigr None The Hilton Carlsbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Design Rules -13 OQ <=> Tlio Hilton Carlsbad - HC - Pier C Footing - 20l0-07-3l.cpt • 0/7/2010 Element: Structure Summary Perspective Wall Oements Below; Wall Eements Above; Column Bements Below; Column Bements Above; Slab Bements; User Lines; User Notes; User Dimensions; 7 Element: Structure Summary Perspective - 2 The Hilton Carlsbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Other Dead Loading: All Loads Plan other Dead Loading: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Valui Mesh Input: User Lines; Element-. Wall Elenxents Above; Wall Elements Belo>M; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element OD Scale = 1:100 8.92 Other Dead Loading: All Loads Plan - 3 oo ro The Hilton Carisbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Live (Unreducible) Loading: All Loads Plan Live (Unreducible) Loading: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Lo.- Mesh Input: User Lines; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element On Scale =1:100 nFz=3.3 ,Fz=12 Live (Unreducible) Loading: All Loads Plan - 4 oo CJ The Hilton Carisbad - HC - Pier C Footing - 2010-07-3l.cpt - 9/7/2010 E_NS_MAJ: All Loads Plan E_NS_MAJ: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User I Drawing import: User Notes; User Lines; User Dimensions; Mesh Input: User Lines; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element On Scale = 1:100 • • E_NS_MAJ: All Loads Plan - 5 ~^ oo The Hilton Carlsbad - HC - Pier C Footing - 20l0-07-31.cpt - 9/7/2010 E_NS_MIN: All Loads Plan E_NS_MIN: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User h Drawing Import: User Notes; User Lines; User Dimensions; Mesh Input: User Lines; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Ou Scale = 1:100 • E_NS_MIN: All Loads Plan - 6 oo cn The Hilton Carisbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 E_EW_MAJ: All Loads Plan E_EW_MAJ: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User Drawing Import: User Notes; User Lines; User Dimensions; Mesh Input: User Lines; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Ou Scale = 1:100 • E_EW MAJ: All Loads Plan - 7 oo CT) The Hilton Carlsbad - HC - Pier C Footing - 20l0-07-31.cpt - 9/7/2010 E EW MIN: All Loads Plan E_EW_MIN: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User I Drawing Import: User Notes; User Lines; User Dimensions; Mesh Input: User Lines; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Ou Scale = 1:100 E_EW_MIN: All Loads Plan-8 c» TheHiHonCarlslad HC Pw C Foobng - 2010 07 3l.cpt 9/7/2010 Soil Bearing Design: Max Soil Bearing Pressure Plan Soil Bearing Design: Latitude Span Designs: Longitude Span Designs: Latitude DS Designs; Longitude DS Designs: PC Designs; User Notes; User Unes; User Dimen: Drawing Import: User Notes: User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above: Column Elements Below; Slab Elements; Slab Element Oi Scale = 1:100 Soil Bearing Design - Area Spring Vertical Reactions Plot (Maximum Values) 1440 1600 1760 1920 2060 2240 2400 2560 2720 Min Value = 1316 psf @ (-37.47.148.2) Max Value = 2959 psf @ (-46.25.113.9) 2240 17( 2560 -^400 2720 Sol Beanng Design: Max Soil Beanng Pressure Plan - 9 "Tl oe CO Calc Log Calculating All (Everything Out-of-Date)(Considering Previous Warnings) Active Calculation Options: The structure is not automatically stabilized In the X and Y directions. Supports above slab NOT included in self-dead loading. Tendon vertical component NOT considered in punch check reactions. 6 zero-tension iterations are used to eliminate tension in area springs. Creep Factor of 3.35 used in ECR calculations. Shrinkage strain of 0.0004 used in ECR calculations. ACI 318-05 is used in design. Live load reduction not used Assembling Stiffness Matrix. 2140 Degrees of Freedom Triangularizing Stiffness Matrix. Creating Self-Dead Loading. Creating Balance Loading. Detailing User Reinforcement. Determining Concrete Cross Sections Determining Tendon Cross Sections Determining Reinforcing Bar Cross Sections No tributary area or influence area calculations for mat/raft foundations. Solving for Self-Dead Loading. Solving for Self-Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-338) Kips Total Reactions: (-1.55e-13,3.4e-13,338) Kips Load-Reaction Tolerance: (-1.55e-13,3.4e-13,4.62e-ll) Kips Solving for Balance Loading. Balance Loading has No Loads. Solving for Other Dead Loading. Solving for Other Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-429) Kips Total Reartions: (3.37e-ll,7.32e-12,429) Kips Load-Reaction Tolerance: (3.37e-ll,7.32e-12,4.78e-ll) Kips Solving for Live (Unreducible) Loading. Solving for Live (Unreducible) Loading - Pattern: Full Pattern. Total Loads: (0,0,-69.9) Kips Total Reactions: (6.12e-12,5.06e-13,69.9) Kips Load-Reaction Tolerance: (6.12e-12,5.06e-13,8.78e-12) Kips Solving for E_EW_MAJ. Solving for E_EW_MAJ - Pattern: Full Pattern. Total Loads: (0,0,0) KIps Total Reartions: (-1.15e-ll,-8.69e-13,-1.86e-ll) Kips Load-Reartion Tolerance: (-1.15e-ll,-8.69e-13,-1.86e-ll) Kips Solving for E_EW_MIN. Solving for E_EW_MIN - Pattern: Full Pattern. The Hilton Carlsbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Calc Log -10 oo U3 Calc Log (2) Total Loads: (0,0,0) Kips Total Reartions: (1.45e-12,5.15e-12,-1.27e-ll) Kips Load-Reartion Tolerance: (1.45e-12,5.15e-12,-1.27e-ll) Kips Solving for E_NS_MA3. Solving for E_NS_MAJ - Pattern: Full Pattern. Total Loads: (0,0,0) Kips Total Reartions: (3.44e-12,1.2e-ll,-2.9e-ll) Kips Load-Reartion Tolerance: (3.44e-12,1.2e-ll,-2.9e-ll) Kips Solving for E_NS_MIN. Solving for E_NS_MIN - Pattern: Full Pattern. Total Loads: (0,0,0) Kips Total Reartions: (-4.44e-13,-2.22e-14,-7.34e-13) Kips Load-Reartion Tolerance: (-4.44e-13,-2.22e-14,-7.34e-13) Kips Calculating Precompression in Cross Sertions Solving for Hyperstatic Loading. Solving for ASD 1, D-t-L. Solving for ASD 2, D+L+0.7rhoE_NS_MA]-(-0.7rhoE_NS_MIN. Solving for ASD 3, D-i-L-(-0.7rhoE_NS_MA]-0.7rhoE_NS_MIN. Solving for ASD 4, D+L-0.7rhoE_NS_MAJ-i-0.7rhoE_NS_MIN. Solving for ASD 5, D-i-L-0.7rhoE_NS_MA]-0.7rhoE_NS_MIN. Solving for ASD 6, D-i-L-i-0.7rhoE_EW_MAJ+0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Fartors: 1,1.437, 0.9427, 0.9855,1,1 Solving for ASD 7, D-l-L-^0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN. Pert'orming zero-tension iterations. Accelerator Fartors: 1, 1.5, 1.008, 0.98, 1, 1 Solving for ASD 8, D-i-L-0.7rhoE_EW_MAJ-i-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Fartors: 1, 1.236, 0.8934, 1.052, 1, 1 Solving for ASD 9, D-i-L-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Fartors: 1, 1.446, 0.9394, 0.9863,1, 1 Solving for ASD 10, 0.9D-i-0.7rhoE_NS_MAJ-i-0.7rhoE_NS_MIN. Solving for ASD 11, 0.9D-F0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN. Solving for ASD 12, 0.9D-0.7rhoE_NS_MAJ+0.7rhoE_NS_MIN. Solving for ASD 13, 0.9D-0.7rhoE_NS_MAJ-0.7rhoE_NS_MIN. Solving for ASD 14, 0.9D-i-0.7rhoE_EW_MAJ-i-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Fartors: 1, 1.5,1.065,1.007,1,1 Solving for ASD 15, 0.9D-i-0.7rhoE_EW_MAJ-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Fartors: 1,1.5,1.117,1.028,1,1 Solving for ASD 16, 0.9D-0.7rhoE_EW_MA]-H0.7rhoE_EW_MIN. Performing zero-tension iterations. The Hilton Carisbad - HC - Pier C Footing - 2010-07-3l.cpt - 9/7/2010 Calc Log - 11 to o Calc Log (3) Accelerator Fartors: 1, 1.457, 0.9487, 0.9818, 1,1 Solving for ASD 17, 0.9D-0.7rhoE_EW_MA]-0.7rhoE_EW_MIN. Performing zero-tension iterations. Accelerator Fartors: 1, 1.5,1.061, 0.9983,1,1 Calculating Code Minimum Design envelopes. Calculating User Minimum Design envelopes. Calculating Initial Service Design envelopes. Calculating Service Design envelopes. Calculating Sustained Service Design envelopes. Calculating Strength Design envelopes. Calculating Durtility Design envelopes. Calculating Soil Bearing Design envelopes. Calculating Soil Bearing Design - Pass 0 Calculating Soil Bearing Design - Pass 1 Calculating Soil Bearing Design - Pass 2 Calculating Soil Bearing Design - Final Design Check Laying Out Program Reinforcement Optimizing Program Reinforcement Layout Converting SSR Designs Converting Transverse Bar Designs Detailing Program Reinforcement Estimating Costs This analysis has been completed successfully, check above for any warnings or errors. The Hilton Carisbad - HC - Pier C Footing - 2010-07-31.cpt - 9/7/2010 Calc Log -12 F-92 DCI e n G I n R Spread Footing Design 2006 IBC/ACI 318-05 Inputs Project Number: 09-51-0018 Project: Hilton Carlsbad Subject: 4 ft. Spread Footing Date: 6/30'2010 By: BCS Service Dead Load = 31.6 kips Service Live Load = 8.1 kips Factored Load = 50.9 kips Allowable Soil Bearing Stress = 2500 psf Concrete Strength (f c) = 4000 psi Column Xc Dimension = 12.00 in. Column Yc Dimension = 12.00 in X Dimension = 4.00 ft. Y Dimension = 4.00 ft. Fy = 60.0 ksi Thickness (t) = 18.00 in. Clear Cover = 3.00 in. Depth (d) = 14,75 in Bearing Check Ultimate Soil Bearing Stress = 3 lE ksf Required Footing Area = 15 88 sq f1 Actual Footing Area = i6 00 sq fi Beanfi Shear Design - X Direction 0= 0.75 Vu = 3 45 kips 0Vn = 67 kips Beam Shear Design - Y Direction 0= 0.75 Vu = 3 45 kips 0Vn = 67 kips Punching Shear Design 0= 0.75 Vu = 35.1 kips 0Vn = 299 kips Flexural Design - X Direction 0= 0.9 Bar Size = #4 Number of Bars Provided = 10 OK As Minimum = 1 56 sq. tn As Provided = 7 00 sq. m OK Mu = 14.31 fi-kips 0Mn = 129 ft-kips OK Bar Spacing = 4 67 in, OK OK Flexural Design - Y Direction 0= 0.9 Bar Size = #4 OK Number of Bars Provided = 10 As Minimum = 1 56 sq, in As Provided = 2 00 sq in. OK Mu = 31 ft-kips 0Mn = 129 ft-kips OK OK Bar Spacing = 4 67 in OK F-93 er-joineeRs Spread Footing Design 2006 IBC/ACI 318-05 Project Number: 09 c' - Prpject: tii::-r: Oi^'i^ia? Subject: 5 fl Spread Footing Date: 6/30'20;0 By: BO S Inputs Service Dead Load = 48 2 kips Service Live Load =113 kips Factored Load = 75 9 kips Allowable Soil Bearing Stress = 2500 psf Concrete Strength (fc) = 4000 psi Column Xc Dimension = 12.00 in Column Yc Dimension = 12.00 in X Dimension = 5,00 ft. Y Dimension = 5.00 ft. Fy = 60.0 ksi Thickness (t) = 18,00 in. Clear Cover = 3,00 in Depth (d)= - Bearing Check Ultimate Soil Bearing Stress = 3 04 ks' Required Footing Area = 23 SO ff Actual Footing Area = 25 00 so fi. Beam Shear Design - X Direction 0= 0 75 Vu = 11 70 KIps 0Vn = 84 kips Beam Shear Design - Y Direction 0= 0 75 Vu = 11,70 kips 0Vn = P-4 kips Punching Shear Design 0= 0,75 Vu = 60 8 kips 0Vn = 299 kips OK Flexural Design - X Direction 0= 0,9 Bar Size = #4 Number of Bars Provided = As Minimum = 1 94 sq, 'r\ As Provided = 2 00 sq, in Mu = 30.37 ft-kips 0Mn = ft-kips OK OK OK Bar Spacing = 6 00 in. Flexural Design -Y Direction 0= 0,9 Bar Size = #4 Number of Bars Provided = 10 As Minimum = 1 94 ,sq. in As Provided = 2,00 sq in, Mu = 30 37 ft-klps 0Mn = 130 ft-kips Bar Spacing = B 00 OK OK OK OK OK OK F-94 DCI e n G i n e e R Spread Footing Design 2006 IBC/ACI 318-05 Inputs Prpject Number: 09-6 00 :5 Project: '-iKc'- Cs 'sbaf' Subject: 6 ft. Spread Footing Date: 6/3C'20l0 By: e ;S Service Dead Load = 75 4 kips Service Live Load = 12,4 kips Factored Load = 110,3 k^ps Allowable Soil Bearing Stress = 2500 osf Concrete Strength (f c) = 4000 psi Column Xc Dimension = 12.00 in. Column Yc Dimension = 12 00 in X Dimension = 6 00 ft. Y Dimension = 6.00 ft. Fy = 60,0 ksi Thickness (t) = 18,00 in. Clear Cover = 3 00 in Depth (d) = '^.69 m Bearing Check Ultimate Soil Bearing Stress = 3 06 ksf Required Footing Area = 35,-2 sq n Actual Footing Area = 36,00 so fi. Beam Shear Design - X Direction 0= 0,75 Vu = 23 46 kips 0Vn = 100 kips Beam Shear Design - Y Direction 0= 0,75 Vu = 23,46 kips 0Vn = 100 kips Punching Shear Design 0= 0,75 Vu = 95 2 kips 0Vn = 29" kips Flexural Design - X Direction 0= 0.9 Bar Size = #5 Number of Bars Provided = 10 OK As Minimum = 2 33 sq, m As Provided = 3 10 sq in OK Mu = 5~ 46 fi-l<ips 0Mn = 200 ft-kips OK Bar Spacing = 7 33 m OK OK Flexural Design - Y Direction 0= 0 9 Bar Size = #5 OK Number of Bars Provided = 10 As Minimum = 2 33 sq in As Provided = 3.10 sq in, OK Mu = 57 46 ft-kips 0Mn = 200 ft-kips OK OK Bar Spacing = 7 33 m OK F-95 e n G ! n e e R Spread Footing Design 2006 IBC/ACI 318-05 Inputs Project Number; ,9-51-0018 Project; H':ion C5,isc50 Subject; 7 ft Spread Footing Date: 5/30'20 "^0 By; 8CS Service Dead Load = Service Live Load = Factored Load = Allov\/able Soil Bearing Stress = Concrete Strength (f c) = Column Xc Dimension = Column Yc Dimension = X Dimension = Y Dimension = Fy = Thickness (t) = Clear Cover = Depth (d) = Bearing Check Ultimate Soil Bearing Stress = Required Footing Area = Actual Footing Area = 97,5 kips 21.7 kips 151,7 kips 2500 psf 4000 psi 12.00 in 12.00 in 7,00 ft, 7.00 ft. 60.0 ksi 18.00 in 3 00 in 1/3 RP n 3 10 l<sf 47 58 sc fl •=19,00 so n Beam Shear Design - X Direction 0= 0 75 Vu = 38.49 kips 0Vn =117 kips Beam Shear Design - Y Direction 0= 0,75 Vu = 38,49 kips 0Vn =117 kips Punching Shear Design 0= 0 75 Vu = 135,4 kips 0Vn = 297 kios X > Xc > Y Flexural Design - X Direction 0= 0 9 Bar Size = #5 Number of Bars Provided = -0 OK As Minimum = 2 72 so, ii: As Provided = 3 ^0 sq m Mu = 97 7': fi- kips 0Mn = 200 f-~Kips Bar Spacing = 8 67 ^n, OK Flexural Design - Y Direction 0= 0,9 Bar Size = #5 OK Number of Bars Provided = 10 As Minimum = 2 72 sq, ir: As Provided = 3,10 sq in, Mu = 97 53 fi-K^ps 0Mn = 200 ft-ixips OK Bar Spacing = 8 67 OK OK OK OK OK OK F-96 enGineeRS Spread Footing Design 2006 IBC/ACI 318-05 Project Number: 9 t 03 3 Project; ri'^7::> C^-si Subject: 8 ft Spread Footing Date; o,'30^20i0 O'OO By; > Inputs Service Dead Load = 133.3 kips Service Live Load = 24,4 kips Factored Load = 199 0 kips Allowable Soil Bearing Stress = 2500 psf Concrete Strength (f c) = 4000 psi Column Xc Dimension = 12.00 in Column Yc Dimension = 12,00 in X Dimension = 8 00 ft, Y Dimension = 8.00 ft. Fy = 60,0 ksi Thickness (t) = 18.00 in Clear Cover = 3,00 in. Depth (d) = 14 63 in Bearing Check Ultimate Soil Bearing Stress =311 ks? Required Footing Area = 63 08 sq Actual Footing Area = 64 uO so ft Beam Shear Design - X Direction 0= 0,75 Vu = 56,75 kips 0Vn = 133 kips Beam Shear Design - Y Direction 0= 0-75 Vu = 56,75 kips 0Vn= 133 kips Punching Shear Design 0= 0,75 Vu = 163,7 kips 0Vn = 296 kips Flexural Design - X Direction 0= 0,9 Bar Size = #6 Number of Bars Provided = ' 0 OK As Minimum = 3 '• 1 sq 'o As Provided = 4 4Q sq, in OK Mu = 152 36 ft-kips 0Mn = 282 ft-kips OK Bar Spacing = lOOOin OK OK Flexural Design - Y Direction 0= 0 9 Bar Size = #6 OK Number of Bars Provided = ' 0 As Minimum =311 sq. in As Provided = 4 40 sq \n. OK Mu = 152.36 ff-kips 0Mn = 282 ft-kips OK OK Bar Spacing = 10 00 m OK F-97 GncinsGRs Spread Footing Design 2006 IBC/ACI 318-05 Project Number; 9 5 "1 Project: -1'^',- * v-'Si^aP Subject: 9 ft Spread Footing Date: 6/30-20 ii, By; HPS Inputs Service Dead Load = 163.0 kips Service Live Load = 37,8 kips Factored Load = 256 " kips Allowable Soil Bearing Stress = 2500 psf Concrete Strength (f c) = 4000 psi Column Xc Dimension = 12.00 in Column Yc Dimension = 12 00 in X Dimension = 9.00 ft, Y Dimension = 9.00 ft. Fy = 60 0 ksi Thickness (t) = 18,00 in Clear Cover = 3 00 in Depth (d) = 1^ 63 in Bearing Check Ultimate Soil Bearing Stress = 3 16 ksf Required Footing Area = 80 32 sq 6 Actual Footing Area = 81 Of.i 't Beam Shear Design - X Direction 0= 0,75 Vu = 75,14 kips 0Vn = 150 krps Beam Shear Desiqn - Y Direction 0= 0 75 Vu = 79,14 kips 0Vn = 150 kips Punching Shear Design 0= 0 75 Vu = 240,5 kips 0Vn = 296 kips Flexural Design - X Direction 0= 0 9 Bar Size = #6 Number of Bars Provided = ' 0 OK As Minimum = 3 50 sq As Provided = 4 40 in OK Mu = 227 63 ft-kips 0Mn = 282 ft-kips OK Bar Spacing = 11 33 in OK OK Flexural Design - Y Direction 0= 0 9 Bar Size = #6 OK Number of Bars Provided = 10 As Minimum = 3 50 sq, in As Provided = 4.40 sq in, OK Mu = 227 63 ft-kips 0Mn = 262 ft-kips OK OK Bar Spacing = 11 33 in OK F-98 DCI ERGineSRS Spread Footing Design 2006 IBC/ACI 318-05 Project Number Project Subject Date By 9,5 ft. Spread Footing B6:S Inputs Service Dead Load = 180.2 kips Service Live Load = 40,2 kips Factored Load = 280,6 kips Allowable Soil Bearing Stress = 2500 psf Concrete Strength (fc) = 4000 psi Column Xc Dimension = 12.00 in Column Yc Dimension = 12.00 in X Dimension = 9,50 ft, Y Dimension = 9.50 ft. Fy = 60.0 ksi Thickness (t) = 18.00 in Clear Cover = 3 00 in Depth (d) = 14.63 i^ Bearing Check Ultimate Soil Bearing Stress = 3 11 ksf Required Footing Area = 88,16 sq ft Actual Footing Area = 90 26 sq ft. Beam Shear Design - X Direction 0= 0,75 Vu = 89,52 kips 0Vn = 158 kips Beam Shear Design • Y Direction 0= 0 75 Vu = 59.52 kips 0Vn = 158 kips Punching Shear Design 0= 0,75 Vu= 265,3 kips 0Vn = 296 kips Flexural Design - X Direction 0= 0,9 Bar Size = #6 Number of Bars Provided = 10 OK As Minimum = 3 69 sq, m As Provided = 4 40 sq, in OK Mu = 266 72 ft-kips 0Mn = 283 ft-kips OK Bar Spacing = i2 00 in OK OK Flexural Design - Y Direction 0= 0,9 Bar Size = *6 OK Number of Bars Provided = 10 As Minimum = 3 69 sq. in As Provided = 4.40 s-o in, OK Mu = 266 '2 ft-klps 0Mn = 283 ft-kips OK OK Bar Spacing = 12 00 in OK F-99 n G I n e e R s Spread Footing Design 2006 IBC/ACI 318-05 Project Number; ( Project: Subject Date By: 10,5 ft. Spread Footing D/30;'201C Inputs Service Dead Load = 210.1 kips Service Live Load = 45.4 kips Factored Load = 324 8 !<ips Allowable Soil Bearing Stress = 2500 psf Concrete Strength (f c) = 4000 psi Column Xc Dimension = 12,00 in. Column Yc Dimension = 12.00 in, X Dimension = 10.50 ft, Y Dimension = 10.50 ft. Fy = 60,0 ksi Thickness (t) = 21.00 in Clear Cover = 3,00 In Depth (d) = 7 56 m Bearing Check Ultimate Soil Bearing Stress = 2 95 ksf Required Footing Area = 102,20 sq ft. Actual Footing Area = = 1Q 25 sc<, ft Beam Shear Design - X Direction 0= 0.75 Vu= 101,65 kips 0Vn =210 kips Beam Shear Design - Y Direction 0= 0 75 Vu = 101,65 kips 0Vn = 210 kips Punching Shear Design 0= 0 75 Vu= 306.9 kips 0Vn = 394 i<ips Flexural Design - X Direction 0= 0,9 Bar Size = #7 Number of Bars Provided = 10 OK As Minimum = ^ 76 sq, in As Provided = 6 00 sq, in OK Mu = 348 92 ft-k ICS 0Mn = 463 ft-kips OK Bar Spacing = "'S 33 in OK OK Flexural Design - Y Direction 0= 0 9 Bar Size = OK Number of Bars Provided = iO As Minimum = 76 sq, in As Provided = 6,00 sq in, OK Mu = .348.92 ft-kips 0Mn = 463 ft-kips OK OK Bar Spacing = 13 33 in OK ^DCr ENGINEERS SS&S D ' A M A T'O CONVERSANO INC. Project No, nr.—Tr 1^™^ She&t No. Project Date Subject ' * ^0 - ^Pr'5^*^t^ l^fitXA^S f ;Sfe Pip p.est?i-inM«:«> ^S'P^P' pill P'"^ ^ftsn'c Y Solution; Envelope Member z Bending Moments (k-ft) 1 'T MS;] F-101 DCI Engineers BCS 09051-0018 Hilton Carlsbad - Basement Wall Sept 7, 201 Oat 3:40 PM HC - Basement Wall - 07-21-2009.r3d Solution: Envelope Member y Shear Forces (k) R;3: F-102 ^DCI Engineers BCS 09051-0018 Hilton Carlsbaci - Basement Wall Sept 7, 2010 at 3:40 PM HC - Basement Wall - 07-21-2009.r3d J:\2009\09-S1-0I8 H-lton Carlsbad Resort and Spo\Caiculalions\Concrete\Foundation 8, Sub5tructure\2010-07-2'\[HC - Concrete Basement Wal' -07-21-10.xl5]ACI 318-05 Concrete Beam Design ^DCI ENGINEERS ^SSZ D'AMATO CONVERSAKO INC. Projecf No. 09-51-018 Sheet No. F-103 Projecf Hilton Carlsbad Date 07/13/2010 Subject lypico-i iasernenf 'Nail By BCS Diagram I Input 0 - #5 Bars As3 = 0.00 sq. in y3 60 ksl 0 - #5 Bars As2 = 0.00 sq.in I-60 ksi 1.5 - #5 Bars As, = 0.47 sq. in -V yl 60 ksi 14.8" CO d II D 0.0018 bh 1.5" Clr. Cover Design Checks 1 b = 12.0 in I Q Check if Stirrups are provided n Check if structural slob or footing of uniform thickness per 10.5.4 o II cs II c 00 II II 60000 psi fv Mu = 12.7 ft-k Vu = 5.2 k • Use VpR VpR = 0.5 k f'c 4.0 ksi fyb = 60 ksi fyt 60 ksi = 0.90 tens, cont 0.65 comp. cont (t)v 0.75 p 0.85 Es = 29000 ksi Sc 0.003 In 58.0 ft Flexural Design < Steel Yielding { Shear Design Probable Forces f As min. = 0.33 sq. in. < As Prov, = 0.47 sq. in. 70% [OK] As cole. = 0.36 sq. in. < As Prov. = 0.47 sq. in. 77% [OK] 1 Mu = 12.7 ft-k < MR = 16.4 ft-k 77% [OK] \ ^comp failur = 0.002 < St = 0.028 [OK] ^fens failure = 0.005 < Et = 0.028 [OK] V *b = 0.900 [TENSION CONTROLLED] { = 0.002 < Es = 0.028 8% [OK] [' Vu Vu = 5.2 k < (t)vVc = 9.3 k If Slab/Foot-Shear Rein Vu = 5.2 k < <|)vVn = 9.3 k 56% [OK] Vu = 5.2 k < lt> Vn max. 9.3 k 56% [OK] r VpR = 1.25 X MpR / In -0.5 k 1 = 22.8 ft-k IZI UseVc [Gravity Design] J:\2009\09-S1-OI8 Hilton Carlsbad Resort and Spa\Catulations\Concrete\Foundation S, Sub5tructure\20I0-07-21\[HC - Concre'e Basement Wali - 07-2i-IQ.xislACI 318-OS Concrete Beam Desigr DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. F-104 Project Hilton Carlsbad Date 07/13/2010 Subject •;voif,o! B-2j.ement Wall By BCS Calculations ACI 318-05 Equation Result 10.5.1 Eq. (10-3) 3bd f fv 0.31 sq.in. 200 bd fv 0.33 sq. in. 10.5.3 As min, — 2 = 0.47 sq. in. c ra S Q D 7.12.2.1(c) 0.0018 bh 60000 psi •^5 temp. 1 fv As temp, = 0.22 sq.in. 10.5.3 _1_^ 2 1.7 f c b de fv 1.7frbd,,, 32 1.7 f c b Mu As calc, = 0.36 sq.in. *bMn deff -0.900 bMn = 16.4 ft-k T = 27.90 k A51 fyl d, + As2 fy2 d2 + A53 fy3 63 deft = 8.19 in. 0.85 fb a = 0.68 in. bMp deff a 2 1.00; T 1.25(As, fy, +As2fy2 + As3fy3) itifeMpR = 22.8 ft-k Ul c •p •>- © 0) 10.2.3 df-c 0.028 10.2.4 c = 0.80 in. 10.2.4 8v = 0-002 11.5.6.3 Av, r 50 bs 1 fyt J Av,, = 0.10 sq.in. 1.5.6.3 Eq.(l 13) Ay, I 0.75 bs = 0.09 sq. in. 11.1.1 Eq (11-2) <|)vVn = *vVc-K|.vVs *vVn = 9.3 k 11.3.1.1 Eq. (11-3) ltlvVc(l,.3) - (|)v2 f'c bde <l>vV c 111.3) = 9.3 k c ra S Q D o JZ 11.3.2.1 Eq. (11-5) *vV c (11.5) = (|)v f'c + 2500 As Vu d. bde Mu bd. •vV c (11.5) = 9.1 k 11.3.2.1 Vu de Mn 0.28 0.28 11.3.2.2 Eq. (11-7) «l>vVc 3.5 , f r b de <t>vVc 16.3 k Use Vcfrom Eq. (11-3) ij)vVc = 9.3 k 11.5.7.2 Eq.(ll 15) l|>V Vs - ijlv Av fyj i|)v Vs = 0.0 k 11.5.7.9 .5.5 <|i Vn mm. = l|>V Vc + (|)v Vs Z Vu - Ih Vc (jiv (2 -^ 8) , f'c b de„ lt>Vn -= 0.9 f'c bde = 9.3 k = 4.09 in. J:\2009\09-5i-018 Hilton Carlsbad Resort and Spa\Calculations\[HCB - Caiculation index - 9-07-10.xls]G 09051-0618^ The Hilton Carlsbad Carlsbad, California Slabs, Beanns, Trusses, Columns, Bearing Walls Gravity Framing ROOFFRAMIN^^ ' ' ~ SCALE: 78 =' 13'-6' 34^ Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. ..Title Block Line 6 Title; Dsgnr: Project Desc: Project Notes; Job# Printed: 10 AUG 2010,10:24Atvl G-3 File: C:\Documents and Settlngs\gsofenson\My Documents\ENERCALC Data FilesMon 09-61-0018.ec6 b ENSBGALC, me. 1983-2009, Ver: 6.1.01 I License Owner: del |MAtoodBeamDe$^n Description : Roof Beam RB1 @ Truss Material Properties Calculations per JBC 2006. CBC 2007, 2005 NDS Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : iLevel Truss Joist ; TimberStrand LSL 1.55E Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Fb-Tension 2,325.0 psi £; Modulus of Elasticity Fb-Compr 2,325.0 psi Ebend- xx 1,550.0 ksi Fc-Prll 2,050.0 psi Eminbend - xx 1,550.0 ksi Fc-Perp 800.0 psi Fv 310.0 psi Ft 1,070.0 psi Density 32.21 Opcf • • • ^^^^^^^^^^^^^^^^^^ 5.25x11.875 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, Lr = 0.020 ksf, Tributary Width = 16.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.686 1 5.25x11.875 1,595.20 psi 2,325.00 psi +D+Lr+H 6.750ft Span # 1 0.212 in Ratio = 0.000 in ftatio = 0.478 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 763 0 <360 339 U <240 Design OK 0.324: 1 5.25x11.875 100.56 psi 310.00 psi +D+Lr+H 12.555 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Summary of Moment Values Summary of Shear Values Span# M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.381 0.180 1.000 9.11 886.22 2,325.00 2.32 55.87 310.00 0.381 0.180 1.000 9.11 886.22 2,325.00 2.32 55.87 310.00 0.686 0,324 1.000 16.40 1,595.20 2,325.00 4.18 100.56 310.00 0.610 0.288 1.000 14.58 1,41796 2,325.00 3.72 89.39 310.00 +D Length = 13.50 ft 1 -K3+L+H Length = 13.50 ft 1 +0+Lr+H Length = 13.50ft 1 +D+O.750Lr+0.750L+H Length = 13.50 ft 1 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 0.4776 6.818 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Jitle Block Line 6 Title; Dsgnr: Project Desc; Project Notes: Job# G Printed: 10 AUG 2010, 10:24AM I Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hllton 09-51-0018.ec6 i ENERQ^CtNC. 1983-2009, Ver: 6.1.01 | |Llc.#: KW-06006071 License Owner : dci | Description ; Roof Beam RBI @ Truss Vertical Reactions - Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.860 D Only 2.700 LrOnly 2.160 D+L+Lr 4.860 4.860 2.700 2.160 4.860 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. . Title Block Line 6 Title: Dsgnr: Project Desc; Project Notes; Job# Q Printed: 10 AUG 2010, 10:25AM j Wood Beam Design File: C:\Documents and Settings^sorensonWy Documents\ENERCALC Data FilesWon 09-51 -0018.ec6 k , , , ENEKALC, INC. 196;^2ffi9, Ver: 6.1.01 j 1 Lie. # : KW-06006071 License Owner : dci 1 Description ; Roof Beam RB2 @ Truss Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade ; iLevel Truss Joist ; TimberStrand LSL 1.55E l-l Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi E: Modulus of Elasticity Ebend- xx Eminbend - xx Density 1,550.0 ksi 1,550.0 ksi 32.21 Opcf DI0225) Lr(0.18) 5.25x11.875 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load; D = 0.0250, Lr= 0.020 ksf. Tributary Width = 9.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.41S 1 5.25x11.875 965.00 psi 2,325.00 psi +D+Lr+H 7,000ft Span # 1 0.138 in Ratio = 0.000 in Ratio = 0.311 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1216 O<360 540 O<240 Design OK 0.189 : 1 5.25x11.875 58.66 psi 310.00 psi +D+Lr+H 13.020 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Summary of Moment Values Summary of Shear Values Span# M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.231 0.105 1.000 5.51 536.11 2,325.00 1.35 32.59 310.00 0.231 0,105 1.000 5.51 536.11 2,325.00 1.35 32,59 310,00 0.415 0,189 1.000 9,92 965.00 2,325.00 2.44 58.66 310,00 0,369 0.168 1.000 8.82 857.78 2,325,00 2.17 52,14 310,00 Lengths 14.0 ft 1 +D+L+H Length = 14.0 ft 1 +D+Lr+H Length = 14.0 ft 1 +D+O.750Lr+O.750L+H Length = 14,0 ft 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0,3107 7.070 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, , Title Block Line 6 Title; Dsgnr; Project Desc; Project Notes; Job# G-6 Printed: 10 AUG 2010, 1ft25AM Wood Beam Design Rle: C;\Docunients and Settings\gsorenson\My Documents\ENERCALC Data Flles\hllton 09-51-0018.ec6 k ENEfffiALC, INC. 1983-2009, Ver; 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci Description ; Roof Beam RB2 ^ ) Truss Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum DOnly Lr Only D+L+Lr 2,835 1,575 1,260 2.835 2,835 1,575 1,260 2,835 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. „ Title Block Line 6 Title: Dsgnr: Project Desc; Project Notes; Job# G-7 Printed: iO AUG 2010, ia25AM [ Wood Beam Pesigjp File; C:\Documents and Settings\gsorenson\My Documents\ENERCALG Data FifesWoiv 09-51-0018.ec6 k . ; , , , . : . : : B0^ 1 1 Lie. # : KW-06006071 License Owner : dci Description ; Roof Beam RB2.1 @ Truss Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method ; Allow/able Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam is Fuily Braced against lateral-torsion buckling ; iLevel Truss Joist ; TimberStrand LSL 1.55E 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi E: Modulus of Elasticity Ebend-XX 1,550.0 ksi Eminbend-XX 1,550.0 ksi Density 5.25x11.875 32.21 Opcf 0(1.6) -r(1.3) D(0.4) Lr(0.32) • • • Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load ; D = 0,0250, Lr = 0.020 ksf. Tributary Width = 16.0 ft Point Load ; D = 1.60, Lr = 1.30 k @ 4.0 ft, (Unused) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.950 1 5.25x11.875 2,209.12psi 2,325.00 psi +D+Lr+H 5.535ft Span # 1 0.293 in Ratio = 0.000 in Ratio = 0.657 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 553 0<360 246 0 <240 Design OK 0.483 : 1 5.25x11.875 149.66 psi 310.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M Summary of Moment Values Summary of Shear Values V Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 13.50 ft 1 0.527 0.268 1.000 12.59 1,224.74 2,325.00 3.45 82.96 310.00 +D+L+H Lengths 13.50 ft 1 0.527 0.268 1.000 12.59 1,224.74 2,325,00 3.45 82.96 310,00 +D+Lr+H Length = 13.50 ft 1 0.950 0.483 1.000 22.72 2,209.12 2,325.00 6.22 149.66 310.00 +D+{l,750Lr+0.750L+H Length = 13.50 ft 1 0.844 0.429 1.000 20,18 1,963.03 2,325.00 5.53 132.99 310.00 Overall IVlaximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max,"+" Defl Location in Span D+L+Lr 1 0.6574 6.615 0,0000 • 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, , Title Block Line 6 Title; Dsgnr; Project Desc; Project Notes; Job# Q Printed: 10 AUG 2010, 10:25AM j Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERGALC D^a FilesWHon 09-5l-0018.ec6 k EtjERCALe, IHC, 1.963-2009. Ver: 6.1.61 | 1 Lie. # : KW-06006071 License Owner: dci Description ; Roof Beam RB2.1 @ Truss Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.901 5,719 DOnly 3.826 3,174 Lr Only 3.075 2,545 D+L+Lr 6.901 5.719 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr; Project Desc; Project Notes; Job# Q Printed: 10 AUG 2010.11:22AIW ^Wood Beam Design Rle: C:\Oocuments and Settings\gsorenson\My Documents\ENERCALC Data FilesMon 09-51-0018.ec6 k ' 7 \ . ,1, , : . gi|9fcii4Jif^ 1983-2TO^ 1 1 Lie. # : KW-06006071 License Owner: del Description : Corridor Roof Beam RB3 (10.5') Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method ; Allowable Stress Design Fb-Tension 2,325.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb-Compr 2,325.0 psi Ebend-xx 1,550.0 ksi Fc-Pril 2,050.0 psi Eminbend - xx 1,550.0ksi Wood Species ; iLevel Truss Joist Fc-Perp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 32.21 Opcf Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Density 32.21 Opcf t * ^^^^^^ ^^^^^^^^^^^^^^^^^^^^^^^^ 3.500x9.500 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, Lr = 0.020 ksf. Tributary Width = 10.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span f b : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.608 1 3.500x9.500 1,413.57 psi 2,325.00 psi +D+Lr+H 5.250ft Span # 1 0.142 in Ratio = 0.000 in Ratio = 0.320 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 885 0 <360 393 0 <240 Design OK 0.292 : 1 3.500x9.500 90.59 psi 310.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.338 0.162 1.000 3.45 785.32 2,325.00 1.12 50.33 310.00 0.338 0,162 1.000 3.45 785.32 2,325.00 1.12 50.33 310.00 0.608 0.292 1.000 6.20 1,413,57 2,325.00 2.01 90.59 310,00 0.540 0.260 1.000 5.51 1,256.51 2,325.00 1.79 80,53 310.00 +D Length = 10,50 ft 1 +D+L+H Length = 10.50 ft 1 +D+Lr+H Length = 10.50 ft 1 +D+O.750Lr+O.750L+H Length = 10.50 ft 1 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 0.3201 5.303 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr: Project Desc: Project Notes: Job # Q _ Printed: 10 AUG 2010, 11:22AIW 1 Wood Beam Design File: C:\Documents and Settlngs\gsorenson\My Documents\ENERCALC Data FilesWIton 09-51-0018.ec8 k EMERCALC.INC.1983-20Q9,Ver:6,1.01 | 1 Lie. #: KW-06006071 License Owner: dci Description ; Corridor Roof Beam RBS (10.5') Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 10 Overall MAXimum DOnly Lr Only D+L+Lr 2.363 1.313 1.050 2.363 2.363 1.313 1.050 2.363 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc; Project Notes; Job# Q. Printed: 10 AUG 2010, ia26AM Wood Beam Design File: C:\Documents and Settings\gsorenson\My Docuinents\ENERCALC Data FilesMon 09-51-0018.ec6 k ; , . . , EhlEi^jy.:i^3-2009, Ver: 6.101 | i Lie. # : KW-06006071 License Owner : dei 1 Description : Roof Header @ Pocketdoor RB10.2 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS 11 Analysis IVIethod ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling : iLevel Truss Joist : TimberStrand LSL 1.55E Fb - Tension 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi £: Modulus of Elasticity Ebend- xx Eminbend - Density 1,550.0ksi 787.82ksi 32.21 Opcf DtO.175) Lr(0.14) 3.500x9.500 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, Lr = 0.020 ksf. Tributary Width = 7.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.313 1 3.500x9.500 726.98 psi 2,325.00 psi +D+Lr+H 4.500ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.054 in Ratio = 0.000 in Ratio = 0.121 in Ratio: 0.000 in Ratio = 2009 0 <360 893 0<240 Design OK 0.171 : 1 3.500x9.500 53.08 psi 310.00 psi +D+Lr+H 8.235 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Summary ot Moment Values Summary of Shear Values Span# M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.174 0.095 1.000 1,77 403.88 2,325.00 0.65 29,49 310.00 0.174 0,095 1.000 1,77 403.88 2,325.00 0.65 29.49 310.00 0.313 0.171 1.000 3.19 726.98 2,325.00 1.18 53.08 310.00 0.278 0.152 1.000 2.84 646.20 2,325.00 1,05 4718 310,00 +D Length = 9,0 ft 1 +D+L+H Length = 9,0 ft 1 +D+Lr+H Length = 9,0 ft 1 +D+0.750Lr+0.750L+H Length = 9.0 ft 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.1209 4.545 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using fhe "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr; Project Desc; Project Notes; Job# Q. Printed: 10 AUG 2010, ta26AM 1 Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCAl.C Data Rles\hilton 09-51-0018.ec6 k . ,, gNEWW;,,IN.C. 1983-2009, Ver: 6.1,01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description; Roof Header @ Pocketdoor RB10.2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS 12 Load Combination Support 1 Support 2 Overall MAXimum D Only Lr Only D+L+Lr 1.418 0.788 0.630 1,418 1.418 0.788 0.630 1.418 TypiraTnoor Joist 11 7/8" TJI® 110 @ 19.2" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED by Weyerhaeuser TJ-Beam® 6.35 Serial Number: User: 2 8/10/2010 11:59:37 AM ge 1 Engine Version: 6.35.0 G-14 I 4— -14" 6"-Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential • Living Areas (psf): 40.0 Live at 100 % duration, 25.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 3.50" 2.25" 464 / 290 / 0 / 754 3.50" 2.25" 464/290/0/754 Detail A3: Rim Board A3: Rim Board Other 1 Ply 1 1/4" X 11 7/8" 0.8E TJ-Strand Rim Board® 1 Ply 1 1/4' X 11 7/8" 0.8E TJ-Strand Rim Board® -See iLevel® Specifier's/Builder's Guide for detail(s): A3: Rim Board DESIGN CONTROLS: VI Shear (Ibs) Vertical Reaction (Ibs) vioment (Ft-Lbs) ive Load Defl (in) otai Load Defl (in) TJPro Maximum Design Control Result Location 732 -724 1560 Passed (46%) Rt. end Span 1 under Floor loading 732 732 1041 Passed (70%) Bearing 2 under Floor loading 2578 2578 3160 Passed (82%) MID Span 1 under Floor loading 0.193 0.352 Passed (L/875) MID Span 1 under Floor loading 0.314 0.704 Passed (L/538) MID Span 1 under Floor loading 46 40 Passed Span 1 -Deflection Criteria; STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action vwth single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.32 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Distribution product listed above. PROJECT INFORMATION: Hilton OPERATOR INFORMATION: Gretchen Sorenson DCI Engineers 525 B Street San Diego, CA 92121 Phone:6192345051 gsorenson@dci-engineers.com Copyright :.": 2009 by iLevelS, Federal Way, WA. and TJ-Beam5: are registered trademarks of iLevel^. e-1 Joist™, Pro™ and TJ-Pro™ are trademarks of iLevelJ:. C:\Documents and Settings\gsorenson\Desktop\Hilton TJI's 14.5'.sms by Weyer^aeLlser TJ-Beam® 6.35 Serial Number: User: 2 8/10/2010 11:59:38 AM ge 2 Engine Version: 6.35.0 G-15 Typical Floor Joist 11 7/8" TJI® 110 @ 19.2" O/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED oad Group: Primary Load Group " 14' 1.00" " Max. Vertical Reaction Total (lbs) 754 754 Max. Vertical Reaction Live (lbs) 464 464 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 37 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 278 -278 Max Shear at Support (lbs) 282 -282 Member Reaction (lbs) 282 282 Support Reaction (lbs) 290 290 Moment (Ft-Lbs) 992 Loading on all spans, LDF = Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.00 1.0 Dead + 724 732 732 754 1.0 Floor -724 -732 732 754 2578 0. 193 0.314 PROJECT INFORMATION: Hilton OPERATOR INFORMATION: Gretchen Sorenson DCI Engineers 525 B Street San Diego, CA 92121 Phone: 6192345051 gsorenson@dci-engineers.com Copyright 2009 by iLevel,^, Federal Way, WA. TJIC?' and TJ-Beam,^ are registered trademarlcs of iLevel:^. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of iLevel®. C:\Documents and Settings\gsoren3on\Desktop\Hilton TJI's 14.5'.sms G-16 oy Weyerhaeuse, TJ-Beam® 6,35 Serial Number: User: 2 8/10/2010 12:01:10 PM ige 1 Engine Version: 6.35.0 Floor Joist Section D 11 7/8" TJI® 110, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I "IF] 19"- Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential • Living Areas (psf): 40.0 Live at 100 % duration, 25.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 3.50" 2.25" 507/317/0/823 3.50" 2.25" 507/317/0/823 Detail A3: Rim Board A3: Rim Board Other 1 Ply 1 1/4' X 11 7/8" 0.8E TJ-Strand Rim Board® 1 Ply 1 1/4" X 11 7/8" 0.8E TJ-Strand Rim Board® -See iLevel® Specifier's/Builder's Guide for detail(s): A3: Rim Board DESIGN CONTROLS: iVI Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lbs) ive Load Defl (in) btal Load Defl (in) TJPro Maximum Design Control Result Location 805 -798 3120 Passed (26%) Rt. end Span 1 under Floor loading 805 805 2083 Passed (39%) Bearing 2 under Floor loading 3741 3741 6320 Passed (59%) MID Span 1 under Floor loading 0.252 0.465 Passed (L/884) MID Span 1 under Floor loading 0.410 0.929 Passed (L/544) MID Span 1 under Floor loading 48 40 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu); All compression edges (top and bottom) must be braced at 3' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.32 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Aliowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Distribution product listed above. -Note: See iLevel® Specifier's/Builder's Guide for multiple ply connection. PROJECT INFORMATION: Hilton OPERATOR INFORMATION: Gretchen Sorenson DCI Engineers 525 B Street San Diego, CA 92121 Phone;6192345051 gsorenson@dci-engineers.com Copyright • 2009 by ILevel'f, Federal Way, WA. TJI:^ and TJ-Beami are registered trademarks of ILevelv e-I Joist™,Pro™ and TJ-Pro™ are trademarks of iLevelb. C;\Documents and Settings\gsorensonXDesktopVHi1 ton TJI's 19'.sms G-17 Floor Joist Section D ^jy weyerhiaeuser TJ-Beam® 6.35 Serial Number: User: 2 8/10/2010 12:01:11 PM ge 2 Engine Version: 6,35.0 11 7/8" TJI® 110, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED toad Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) 2, Max. Unbraced Length (in) If 7.00" 823 507 25 (W) 43 823 507 2.25(W) Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 307 -307 Max Shear at Support (lbs) 310 -310 Member Reaction (lbs) 310 310 Support Reaction (lbs) 317 317 Moment (Ft-Lbs) 1439 Loading on all spans, LDF = Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1. 00 1.0 Dead 798 805 805 823 1.0 Floor -798 -805 805 823 3741 0.252 0.410 PROJECT INFORMATION: Hilton OPERATOR INFORMATION: Gretchen Sorenson DCI Engineers 525 B Street San Diego, CA 92121 Phone: 6192345051 gsorenson@dci-engineers.com Copyright Z. 2009 by iLevelS, Federal Way, WA. TJII: and TJ-BeamS are registered trademarks of ILevell. e-I Joist™, Pro™ and TJ-Pro™ are trademarks of ILevel'?'. C:\Documents and Settings\gsorenson\Desktop\Hilton TJI's 19'.sms Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc: Project Notes; Job # Q _ Printed: 10 AUG 2010, I1:44AIW 1 Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data FilesWon 09-51-0018.ec6 k ENERCAlJg, INC. 1983-2009. \%: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description ; Corridor Joist J1 (7.5') Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade ; Douglas Fir - Larch ;No.2 I-t Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi £; Modulus of Elasticity Ebend-XX 1,600.0 ksi Eminbend-XX 580.0 ksi Density 32.21 Opcf D(0.03325)U0.133) 2x8 Span = 7.50 tt Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.10 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L-fLr-KS Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.988 1 2x8 1,067.48 psi 1,080.00 psi +D+L+H 3.750ft Span # 1 0.125 in Ratio: 0.000 in Ratio = 0.157 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 718 0 <360 574 0 <240 Design OK 0.401 : 1 2x8 72.23 psi 180.00 psi +D+L+H 6.900 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span# M V C (j Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 7.50 ft 1 0.198 0.080 1.000 0,23 213.50 1,080.00 0,10 14.45 180.00 +D+L+H Length = 7.50 ft 1 0.988 0.401 1.000 1.17 1,067.48 1,080.00 0.52 72.23 180.00 +D+Lr+H Length = 7.50 ft 1 0.198 0.080 1.000 0.23 213.50 1,080.00 0.10 14.45 180.00 +D-K).750Lr-K).750L+H Length = 7.50 ft 1 0.791 0,321 1.000 0.94 853.98 1,080.00 0.42 57.79 180.00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L-tir 1 0.1565 3.788 0.0000 0,000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr: Project Desc: Project Notes; Job# Q. Printed: 10AUG 2010, 11-44AM I'Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Flles\hilton 09-51-001 B.ecB k ENERCALC, INC. 1983-2d09, Ver; 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description ; Corridor Joist Jl (7.5') Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only LOnly D+L+S D+L+Lr 0.623 0.125 0.499 0.623 0.623 0,623 0.125 0.499 0.623 0.623 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job # Q _ Printed: 10 AUG 2010, 11:39AM 1 Wood Beam Desijgn File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data FilesWon 09-51-0018.ec6 k . , . . .a!ERpji!g,HC, 191^2^,Vgr:6.1.01 | I Lie. #: KW-06006071 License Owner: dci Description : Corridor Joist J^t (8.5') Material Properties " Description : Corridor Joist J^t (8.5') Material Properties " Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade ; Douglas Fir • ; No.2 Larch Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb-Tension 900.0 psi £; Modulus of Elasticity Fb-Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend - xx 580.Oksi Fc-Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Density 32.21 Opcf D(0.025) U0.1) • • 2x8 Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.10 ksf. Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.95S 1 2x8 1,030.92psi 1,080.00 psi +D+L+H 4.250ft Span # 1 0.155 in Ratio: 0.000 in Ratio = 0.194 in Ratio: 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable •Load Combination Location of maximum on span Span # where maximum occurs 656 O<360 525 0 <240 Design OK 0.350 : 1 2x8 63.02 psi 180.00 psi +D+L+H 7.905 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Cd Mactual fb-design Fb-allow +D Length = 8,50 ft 1 0.191 0.070 1.000 0.23 206.18 1,080,00 +D+L+H Length = 8.50 ft 1 0.955 0.350 1,000 1.13 1,030.92 1,080.00 +D+Lr+H Length = 8.50 ft 1 0.191 0,070 1.000 0.23 206.18 1,080.00 +D+0.750Lr+0.750L+H Length = 8.50 ft 1 0.764 0.280 1.000 0.90 824.73 1,080.00 Vactual fv-design Fv-allow Overall Maximum Deflections - Unfactored Loads 0.09 0.46 0.09 0.37 12.60 63.02 12.60 50.41 180,00 180.00 180.00 180.00 Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 0.1942 4,293 0.0000 0,000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# G-21 Description ; Corridor Joist Jl (8.5') Printed: 10 AUG 2010, 11:39AM File: C:\Documents and Settings\gsorenson\My DocumentsVENERCALC Data FHesMon 09-51-0018.ec6 k ENERCALC INC. 1983-2009, Ver: 6.1.01 I License Owner : dci Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.531 0.531 DOnly 0.106 0.106 LOnly 0.425 0.425 D+L+S 0.531 0.531 D+L+Lr 0.531 0.531 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes; Job # Q _ Printed: 10 AUG 2010, 11 39AM /Wood Beam Pestff" File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data FilesWHtpn 09-51-0018.ec6 k , , ENEBCAtC, INC. 198»20O9, Ver: 6.1.01 | I Lie. #: KW-06006071 License Owner : del 1 Description : Corridor Joistiif (10.5') Material Properties Description : Corridor Joistiif (10.5') Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS 22 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : Douglas Fir - Larch :No.2 Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Fb-Tension 900.0 psi E: Modulus of Elasticity Fb-Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend -XX 580.0 ksi Fc-Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Density 32.21 Opcf t • i 2-2x8 Span= 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, DESIGN SUMMARY L = 0.10 ksf. Tributary Width = 1.330 ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.969 1 2-2x8 1,046.13psi 1,080.00 psi +D+L+H 5.250ft Span # 1 0.241 in Ratio: 0.000 in Ratio = 0.301 in Ratio: 0.000 in Ratio: Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 523 0 <360 419 0 <240 Design OK 0.298 : 1 2-2x8 53.57 psi 180.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.194 0.060 1,000 0,46 209.23 1,080.00 0.16 10.71 180.00 0.969 0.298 1.000 2.29 1,046.13 1,080.00 0.78 53.57 180,00 0.194 0,060 1.000 0.46 209.23 1,080.00 0.16 10.71 180.00 0.775 0.238 1.000 1.83 836.90 1,080.00 0.62 42.86 180.00 +D Length = 10.50 ft 1 +D+L+H Length = 10.50 ft 1 +D+Lr+H Length = 10.50 ft 1 +D+0.750Lr+0.750L+H Length = 10.50 ft 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.3007 5.303 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# ^ Printed: 10 AUG 2010, t1:39AM i| Wood Beam Dipsjuri File: C:\Documents and Settings\gsorBnson\My Documents\ENERCALC Data FiteWta 09-51-0018.ec6 k , - „ E.NERCSLC,lNC.1983-2009iVer:,6.1.O1 1 1 Lie. #: KW-06006071 License Owner: dci Description : Corridor Joist Jl (10.5') Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS 23 Load Combination Support 1 Support 2 Overall MAXimum D Only LOnly D+L+S D+L+Lr 0.873 0.175 0.698 0.873 0.873 0.873 0.175 0.698 0.873 0.873 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr: Project Desc; Project Notes: Job # Q. Printed: 10 AUG 2010,11:40Alvl I'Wood Beam Design Fife: C;\Documents and Settings\gsorenson\My Documents\ENERCALC Data Fites\hilton 09-51-0018.ec6 k , ' ,, 77 . , ,. aefimc. 11^. 1983-2^^ 1 Lie. # : KW-06006071 License Owner : dci 1 Description ; Corridor Joist ^ (11.5') Material Properties Description ; Corridor Joist ^ (11.5') Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade : No.2 ht Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb-Tension 900.0 psi £; Modulus of Elasticity Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend -XX 580.0 ksi Fc-Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Density 32.21 Opcf 0(0.025)1(0.1) ^^^^^^^^^ 2-2x8 Span = 11.50 tt Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.10 ksf. Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.874 1 2-2x8 943.52psi 1,080.00 psi +D+L+H 5.750ft Span # 1 0.260 in Ratio = 0.000 in Ratio: 0.325 in Ratio: 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 530 0 060 424 0 <240 Design OK 0.248 : 1 2-2x8 44.61 psi 180.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span# M V C (j Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 11.50 ft 1 0.175 0.050 1.000 0.41 188.70 1,080.00 0.13 8.92 180.00 +D+L+H Length = 11.50 ft 1 0.874 0.248 1.000 2.07 943.52 1,080.00 0.65 44.61 180.00 +D+Lr+H Length = 11.50 ft 1 0.175 0.050 1.000 0.41 188,70 1,080.00 0.13 8.92 180.00 +D+0.750Lr-K).750L+H Length = 11.50 ft 1 0.699 0.198 1.000 1.65 754.82 1,080.00 0,52 35.69 180.00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Def Location in Span D+L+Lr 1 0.3253 5.808 0.0000 0.000 m Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr: Project Desc: Project Notes: Job # G . Printed: 10AUG 2010, 11:40AM ' Wood Beam Design Fib: C:\Documents and Settings\gsorBnson\My Documents\ENERCALC Data FilesWon 09-51-0018.ec6 k • . , ENEBCAtC,.INC: 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description : Corridor Joist Jl (11.5') Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS 25 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L+S D+L+Lr 0.719 0.144 0.575 0.719 0.719 0.719 0.144 0.575 0.719 0.719 1^1 G-26 by Weyerhaeuser TJ-Beann® 6,35 Seriai Number: User: 2 8/11/2010 11:08:16 AM Page 1 Engine Version: 6.35.0 Floor Joist 16' 11 7/8" TJI® 110 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 111 i •16"- Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential -Living Areas (psf): 40.0 Live at 100 % duration, 25.0 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 3.50" 2.25" 427 1267 10 1693 3.50" 2.25" 4271267101693 Detail A3: Rim Board A3: Rim Board Other 1 Ply 1 1/4" X 11 7/8" 0.8E TJ-Strand Rim Board® 1 Ply 1 1/4" X 11 7/8" 0.8E TJ-Strand Rim Board® -See iLevel® Specifier's/Builder's Guide for detail(s): A3; Rim Board DESIGN CONTROLS: Shear (lbs) Vertical Reaction (Ibs) fyioment (Ft-Lbs) ive Load Defl (in) btal Load Defl (in) TJPro Maximum Design Control Result Location 675 -668 1560 Passed (43%) Rt. end Span 1 under Floor loading 675 675 1041 Passed (65%) Bearing 2 under Floor loading 2631 2631 3160 Passed (83%) MID Span 1 under Floor loading 0.240 0.390 Passed (L/780) MID Span 1 under Floor loading 0.390 0.779 Passed (L/480) MID Span 1 under Floor loading 45 40 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' o/c unless detailed othenwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include; Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value; 1.46 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR ILevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Distribution product listed above. PROJECT INFORMATION: Hilton OPERATOR INFORMATION: Gretchen Sorenson DCI Engineers 525 B Street San Diego, CA 92121 Phone;6192345051 gsorenson@dci-engineers.com Copyright S 2009 by iLevel:?;, Federal Way, WA. TJIS and TJ-Beam® are registered trademarks of iLevelS. e-I Joist™, Pro™ and TJ-Pro* are trademarlcs of iLevelF. C:\Docuit\ents and Settings\gsorenson\Desktop\Hilton TJI's 16'.sms by Weyerhaeuser TJ-BeamiB 6.35 Seriai Number: User: 2 8/11/2010 11:08:17 AM °age 2 Engine Version: 6.35.0 G-27 Floor Joist 16' 11 7/8" TJI® 110 @ 16" olc THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 15' 7.00" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) 2. Max. Unbraced Length (in) 693 427 25 (W) 36 693 427 2.25(W) Loading on all spans, Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) LDF 0. 90 , 1.0 Dead 257 260 260 267 -257 -260 260 267 1012 Loading on all spans, LDF = Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1. 00 1.0 Deac 668 675 675 693 1.0 Floor -668 -675 • 675 693 2631 0.240 0.390 PROJECT INFORMATION: Hilton OPERATOR INFORMATION: Gretchen Sorenson DCI Engineers 525 B Street San Diego, CA 92121 Phone: 6192345051 gsorenson(@dci-engineers.com Copyright s 2009 by iLevel?., Federal l«ay, WA. TJI3? and TJ-Beam® are registered trademarks of iLevel:?: e-I Joist™, Pro™ and TJ-Pro™ are trademarks of iLevel^^:. C:\Documents and Settings\gsorenson\Desktop\Iiilton TJI's 16".sms Title Block Line 1 You can changes this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. , Title Block Line 6 Title; Dsgnr; Project Desc; Project Notes; Job # Q _ Printed: 10 AUG 2010, 10:40AiVI f Wood Beam Design « FHe: C:\Documents and Setfings\gsorenson\My Documents\ENERCALC Data Files*ilton 09-51-0O18.ec6 k ^. ,,, . . :.^^ .EWgaaLP.fc. 1983-^99,.Ver:6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description ; Floor Beam @ Balcony FBI • Material Properties Calculations per IBC 2006. CBC 2007, 2005 NDS 28 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling : iLevel Truss Joist : TimberStrand LSL 1.55E Fb - Tension 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi £; Modulus of Elasticity Ebend-XX 1,550.0 ksi Eminbend-XX 787.82ksi Density 32.21 Opcf 0(0.378) U0.54) 1 D(0.056) U0.08) D(0,3)|L(0.5) : 5.25x11.875 Span = 10.0 ft 5.25x11.875 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 t Uniform Load ; D = 0,0280, L = 0.040 ksf, Tributary Width = 13.50 ft Load for Span Number 2 Uniform Load ; D = 0.0280, L = 0.040 ksf, Tributary Width PointLoad; D = 0.30, L = 0.50 k (g 5.0 ft, (Unused) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection 0.075 in Ratio = Max Upward L+Lr+S Deflection -0.041 in Ratio = Max Downward Total Deflection 0.130 in Ratio = Max Upward Total Deflection -0.080 in Ratio = :2.0 ft 0.368 1 5.25x11.875 856.02 psi 2,325.00 psi +D+L+H 4.385ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1599 2894 924 1500 Design OK 0.400 : 1 5.25x11.875 124.15 psi 310.00 psi +D+L+H 10.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C (J Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 10.0 ft 1 0.154 0.164 1.000 3.69 358.75 2,325.00 2.11 50.77 310.00 Length = 5.0 ft 2 0.092 0.164 1.000 -2.20 213.96 2,325.00 0,53 50.77 310.00 +D+L+H Length = 10.0 ft 1 0.368 0.400 1.000 8.80 856.02 2,325.00 5.16 124.15 310.00 Length = 5.0 ft 2 0.238 0.400 1.000 -5.70 554.35 2,325,00 1.35 124.15 310.00 +D+Lr+H Lengths 10.0 ft 1 0.154 0.164 1.000 3.69 358.75 2,325,00 2.11 50.77 310.00 Length = 5.0 ft 2 0.092 0.164 1,000 -2.20 213.96 2,325.00 0.53 50.77 310.00 +D-K).750Lr-K).750L+H Length = 10.0 ft 1 0.315 0.341 1,000 7.52 731.70 2,325.00 4.40 105.80 310.00 Length = 5.0 ft 2 0.202 0.341 1.000 -4.83 469,25 2,325,00 1.14 105.80 310.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc: Project Notes; Job# G- Printed: 10 AUG 2010, IO:40AHil /Wood Beam De^^ign File; C:\Documents and Settings\gsorenson\My IDocumentsVENERCALC Data Files\hifton 09-51-0018.ec6 k A: ENEljG»Ltelfc1%3-2g09, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description ; Floor Beam @ Balcony FBI Overall Maximum Deflections -Unfactored Loads Load Combination Span Max,"-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 2 0.1299 0.0000 4.769 4.769 D+L+Lr 0.0000 5.000 -0,0799 5,000 Vertical Reactions - Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum D Only LOnly D+L+S D+L+Lr 4.020 1,670 2.350 4.020 4.020 6.640 2.690 3.950 6.640 6.640 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc: Project Notes; Job# G-30 Printed-10 AUG 2010,10:52AM File: C:\Documents and Settings\gsorenson\My Documents\ENERCAl.C Data Files\hita Q9-51-0018.ec6 ~k tf^odBeam Design Description ; Floor Beam @ Balcony FB1.1 Material Properties / Calculi gSEIiH^Lfe INC. 1983-2009, Ver; 6.1.01 License Owner: dci culations per IBC 2006, CBC 2007, 2005 NDS Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb-Tension 2,325.0 psi Fb - Compr 2,325.0 psi Fc - Prll 2,050.0 psi Fc - Perp 800.0 psi Fv 310.0 psi Ft 1,070.0 psi Beam is Fully Braced against lateral-torsion buckling ; iLevel Truss Joist : TimberStrand LSL 1.55E £: Modulus of Elasticity Ebend-xx Eminbend • Density 1,550.0ksi 787.82ksi 32.21 Opcf D(0.5)L(0.7) ' • 1 ' • ^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 7.0x11.875 Span= 16.0 ft 7.0x11.875 Span =8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load ; D = 0.0280, L = 0,040 ksf. Tributary Width = 7.0 ft Load for Span Number 2 Uniform Load ;• D = 0.0280, L = 0.040 ksf, Tributary Width = 2.0 ft PointLoad; D = 0.50, L = 0.70 k @ 5.0 ft, (Unused) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.329 1 Maximum Shear Stress Ratio 7.0x11.875 Section used for this span 765.56psi fv: Actual 2,325.00psi Fv: Allowable +D+L+H Load Combination 6.646ft Location of maximum on span Span # 1 Span # where maximum occurs 0.166 in Rafio = 1157 -0.032 in Ratio = 6008 0.281 in Ratio = 683 -0.052 in Ratio = 3684 Design OK 0.259 : 1 7.0x11.875 80.39 psi 310.00 psi +D+L+H 16.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span* M V C J Mactual fb-design Fb-allow Vactual fv-design Fv-ailow +D Length = 16.0 ft 1 0.135 0.107 1.000 4.31 31434 2,325.00 1.84 33.14 310.00 Length = 8.0 ft 2 0.135 0,107 1.000 -4,29 313,06 2,325.00 0.89 33.14 310.00 +D+L+H Length = 16.0 ft 1 0.329 0.259 1.000 10.50 765.56 2,325.00 4.45 80.39 310.00 Length = 8.0 ft 2 0.325 0.259 1.000 -10.35 755.08 2,325,00 2.15 80,39 310.00 +D+Lr+H Length = 16.0 ft 1 0.135 0.107 1,000 431 314.34 2,325.00 1,84 33.14 310.00 Length = 8.0 ft 2 0.135 0.107 1,000 -4.29 313.06 2,325.00 0.89 33.14 310.00 +D+O.750Lr+O.750L+H Length = 16,0 ft 1 0.281 0.221 1.000 8.95 652,75 2,325.00 3.80 68.58 310.00 Length = 8.0 ft 2 0.277 0.221 1.000 -8.84 644.57 2,325.00 1.84 68.58 310.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr; Project Desc; Project Notes; Job # G - Printed: 10 AUG 2010, 10:52AIM /Wood Beam Design File: C:\Documents and Settinga\gsorenson\My Documents\ENERCALC Data FilesWKon 09-51-0018.ec6 k , , . ENERCALC, lhiC.1983-aXS.. Ver: 6^^^^ | 1 Lie. # : KW-06006071 License Owner : dci 1 Description : Floor Beam @ Balcony FBI, 1 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max. °+" Defl Location in Span D+L+Lr 1 2 0.2810 0.0000 7.385 7,385 D+L+Lr 0.0000 5.108 -0.0521 5.108 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum DOnly LOnly D+L+S D+L+Lr 3.161 1.300 1,861 3,161 3.161 6.743 2.784 3.959 6.743 6,743 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr; Project Desc: Project Notes: Job# Q Printed: 10 AUG 2010,10:55AM 1 Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data FilesWon 09-51-0018.ec6 | ENERgALC, INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner: dci Description : Floor Beam @ Balcony FB2 Material Properties Caicuiations per IBC 2006, CBC 2007, 2005 NDS 32 Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb - Tension 2,325.0 psi Fb-Compr 2,325.0 psi Fc - Prll 2,050.0 psi Fc - Perp 800.0 psi Fv 310.0 psi Ft 1,070.0 psi Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Wood Species Wood Grade ; iLevel Truss Joist ; TimberStrand LSL 1.55E £; Modulus of Elasticity Ebend-XX 1,550.0 ksi Eminbend-XX 1,550.Oksi Density D(0.0625) UO l) 32.21 Opcf 5,25x9,5 Span = 9,0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, DESIGN SUMMARY L = 0,040 ksf, Tributary Width = 2.50 ft Maximum Bending Stress Ratio Section used for this span fb; Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.108 1 Maximum Shear Stress Ratio 5.25x9.5 Section used for this span 250.02 psi fv: Actual 2,325.00psi Fv: Allowable +D+L+H Load Combination 4.500ft " Location of maximum on span Span # 1 Span # where maximum occurs 0.026 In Ratio = 4219 0.000 in Ratio = 0 <360 0.042 in Ratio = 2596 0.000 in Ratio = 0 <240 Design OK 0.059 : 1 5.25x9.5 18.25 psi 310.00 psi +D+L+H 8.235 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Summary of Moment Values Summary of Shear Values Span # M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0,041 0.023 1,000 0.63 96.16 2,325,00 0.23 7.02 310.00 0.108 0,059 1.000 1,65 250.02 2,325.00 0.61 18.25 310.00 0.041 0.023 1.000 0,63 96,16 2,325.00 0.23 7.02 310.00 0.091 0.050 1,000 1.39 211.56 2,325.00 0.51 15.45 310.00 +0 Length = 9.0 ft +D+L+H Length = 9.0 ft +D+Lr+H Length = 9.0 ft +D+O.750Lr+O.750L+H Length = 9.0 ft Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.0416 4.545 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr; Project Desc; Project Notes; J0b# Q. Printed: 10 AUG 2010, 10:55AM /Wood Beam Design File: C:\Documents and Settings\gsorenson\My DocumentslENERCALC Data RIesWIton 09-51-0018.ec6 k ENERCALC, INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description ; Floor Beam @ Balcony FB2 Vertical Reactions • Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.731 0.731 D Only 0.281 0,281 LOnly 0.450 0,450 D+L+S 0,731 0,731 D+L+Lr 0.731 0.731 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job # Q _ Printed: 10 AUG 2010,10:58AiM / Wood Beam Design File: C:\Documents and Settings\gsorenson\My Docuraents\ENERCALC Data Rles\hiton 09-61-0018.ec6 k EjilEtSCALC, INC, 1983-20^1, Ver: 6.1.til | 1 Lie. # : KW-06006071 License Owner : dci 1 Description ; Floor Beam @ Balcony FB2.1 Level 2 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS 34 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : Douglas Fir - Larch :No.1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension 1,350.0 psi E; Modulus of Elasticity Fb - Compr 1,350.0 psi Ebend- xx 1,600.0 ksi Fc Prll 925.0 psi Eminbend - xx 580.0 ksi Fc -Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi Density 32.21 Opcf Dro.1125)L(0,18) * * 6x8 Span = 9 0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 4.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.511: 1 6x8 689.24 psi 1,350.00 psi +D+L+H 4.500ft Span # 1 0.087 in Ratio = 0.000 in Ratio = 0.141 in Ratio = 0.000 in Ratio -• Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1247 0<360 767 O<240 Design OK 0.245 : 1 6x8 41.64 psi 170.00 psi +D+L+H 8.415ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Summary of Moment Values Summary of Shear Values Span # M V Cd Mactual ft)-design Fb-allow • Vactual fv-design Fv-allow 0.196 0.094 1.000 1.14 265,09 1,350.00 0.44 16.02 170.00 0.511 0.245 1.000 2.96 689.24 1,350,00 1.15 41.64 170.00 0.196 0.094 1.000 1,14 265.09 1,350.00 0.44 16.02 170.00 0.432 0.207 1.000 2,51 583.20 1,350,00 0.97 35.24 170.00 +D Length = 9.0 ft 1 +D+L+H Length = 9.0 ft 1 +D+Lr+H Length = 9.0 ft 1 +D-K).750Lr+0.750L+H Length = 9.0 ft 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Locaflon in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0,1407 4.545 0,0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# G-35 Printed: 10 AUG 2010,10:58AM /Wood Beam Design File: C:\Documents and Setangs\gsofenson\My Documents\ENERCALC Data FilesWIton 09-51 -0018.ec6 k , : ; . , . ,. Efiefe;4CWC.198S-.20O9, Ver: 6.1.01 | • Lic.#:KW.06006071 License Owner: dci Description ; Floor Beam @ Balcony FB2,1 Level 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only LOnly D+L+S D+L+Lr 1.316 0.506 0.810 1,316 1.316 1.316 0,506 0.810 1,316 1.316 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr; Project Desc; Project Notes: Job # Q _ Printed: 10 AUG 2010. 10:55AM ,^WoQd Beam Design File: C:\Documents and Settings^sorensonWy Documents\ENERCALC Data FilesWon 09-61-0018.ec6 k ] EtjBCAlfillja 1^3-2009. Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dei 1 Description : Floor Beam @ Balcony FB2.1 Level 2 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : Douglas Fir - Larch :No.1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb Tension 1,350.0 psi £ .• Modulus of Elasticity Fb Compr 1,350.0 psi Ebend- xx 1,600.0ksi Fc Prll 925.0 psi Eminbend - xx 580.0ksi Fc Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi Density 32.21 Opcf D(0,1125)U0,18I 6x8 Span = 9,0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 4.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection • Max Downward Total Deflection Max Upward Total Deflection 0.511: 1 6x8 689.24psi 1,350.00 psi +D+L+H 4.500ft Span # 1 0.087 in Ratio = 0.000 in Ratio = 0.141 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1247 0 <360 767 O<240 Design OK 0.245 :1 6x8 41.64 psi 170.00 psi +D+L+H 8415ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span# M V C jj Mactual flj-design Fb-allow Vactual fv-design Fv-allow +D Length = 9.0 ft 1 0.196 0.094 1.000 1,14 265.09 1,350,00 0.44 16.02 170,00 +D+L+H Length = 9.0 ft 1 0.511 0.245 1.000 2.96 689.24 1,350.00 1.15 41,64 170.00 +D+Lr+H Length = 9.0 ft 1 0.196 0.094 1.000 1.14 265.09 1,350,00 0.44 16.02 170.00 +D+0.750Lr+0.750L+H Length = 9.0 ft 1 0.432 0.207 1,000 2.51 583,20 1,350.00 0.97 35.24 170.00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.1407 4.545 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job # Q _ Printed: 10 AUG 2010, 10:55AM i Wood Beam Dgsigrj File: C;\Documents and Settings\gsorenson\My Documents\ENERCALC Djrta Rles\hilton 09-51-001 B.ec« k ^ ENEfieALC, INC. 1983-2009, Ver: 6.1.{)1 | I Lie. # : KW-06006071 License Owner: dci Description : Floor Beam @ Balcony FB2,1 Level 2 Vertical Reactions - Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 37 Overall MAXimum DOnly LOnly D+L+S D+L+Lr 1.316 0.506 0.810 1.316 1.316 1,316 0,506 0.810 1,316 1.316 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr; Project Desc: Project Notes: Job# G-38 Printed: 10 AUG 2010, 11:02AM ) Wood Beam Design Rle: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data RIesWon 03-51-0018.ec6 k - ^ ENERCALC INC. 1983-2009, Ver: 6.1.01 i 1 Lie. # : KW-06006071 License Owner : dci Description ; Floor Beam @ Balcony FB3 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L+S D+L+Lr 5.024 1.974 3.049 5.024 5.024 5.024 1.974 3.049 5.024 5,024 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc: Project Notes: Job # Q_ Printed: 10AUG20ia 11:02AM IWood Beam Design Rle: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hiKon 09-51-0018.ec6 k ,ENER&»iLG, INC 1983-20(». Ver: 6.1,01 | 1 Lie. # : KW-06006071 License Owner: dci Description : Floor Beam @ Balcony FB3 IVIaterial Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing : iLevel Truss Joist ; TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi £; Modulus of Elasticity Fb-Compr 2,325.0 psi Ebend-xx 1,550.0 ksi Fc-Prll 2,050.0 psi Eminbend - xx 1,550.0 ksi Fc-Perp 800.0 psi Fv 310.0 psi Ft 1,070.0 psi Density 32.21 Opcf 0(1.75) L(2.69) D(1.75)J.(2.69) 0(0.03325) U0.05321 5.25x11.875 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, L = 0,040 ksf, Tributary Width = Point Load : D = 1.750, L = 2.690 k @ 2,250 ft Point Load : D = 1.750, L = 2.690 k @ 11,250 ft DESIGN SUMMARY 1.330 ft Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.500 1 5.25x11.875 1,163.10psi 2,325.00 psi +D+L+H 6.750ft Span # 1 0.239 in Ratio = 0.000 in Ratio = 0.394 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 677 0 <360 411 O<240 Design OK 0.384 : 1 5.25x11.875 118.90 psi 310.00 psi +D+L+H 12.555ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinafion Segment Length Span # Max Stress Ratios ivi v~ Summary of Moment Values Summary of Shear Values Mactual ft)-design Fb-allow Vactual fv-design Fv-allow +D Length = 13.50 ft 1 0.196 0.151 1.000 4,69 456.60 2,325.00 1.94 46.75 310.00 +D+L+H Length = 13.50 ft 1 0.500 0.384 1.000 11.96 1,163.10 2,325.00 4,94 118.90 310.00 +D+Lr+H Length = 13.50 ft 1 0.196 0.151 1.000 4,69 456.60 2,325.00 1,94 46.75 310.00 +D+O.750Lr+O.750L+W Length = 13.50 ft 1 0.424 0.325 1.000 10.14 986.48 2,325.00 4.19 100.86 310.00 , Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0,3937 6.818 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Tifle Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# Q. Printed: 10AUG2010, 11:20AM >Wood Beam Desfign Rle: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data FilesWon 09-51-0018.ec6 k • ENE^LQ. INC 1963-2«)9, Ver: 6,1.01 | I Lie. #: KW-06006071 License Owner : dci Description : Corridor Beam FB4 (9.0') Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS 40 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : iLevel Truss Joist Wood Grade ; TimberStrand LSL 1.55E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0,0875) U0.35) Fb - Tension 2,325.0 psi £; Modulus of Elasticity Fb - Compr 2,325.0 psi Ebend- xx 1,550.0 ksi Fc -Prll 2,050.0 psi Eminbend - xx 1,550.0 ksi Fc •Perp 800.0 psi Fv 310.0 psi Ft 1,070.0 psi Density 32.21 Opcf 1 3.5x7.25 Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.10 ksf. Tributary Width = 3.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb ; Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.665 1 3.5x7.25 1,546.37psi 2,325.00psi +D+L+H 4.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.241 in Ratio: 0.000 in Ratio = 0.301 in Ratio = 0.000 in Ratio = 424 O<360 339 0<240 Design OK 0.305 : 1 3.5x7.25 94.53 psi 310.00 psi +D+L+H 7.905 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.133 0.061 1.000 0.79 309.27 2,325.00 0.32 18.91 310,00 0.665 0,305 1.000 3.95 1,546.37 2,325.00 1.60 94.53 310.00 0.133 0.061 1,000 0.79 309.27 2,325.00 0.32 18.91 310.00 0.532 0.244 1.000 3.16 1,23710 2,325.00 1.28 75,62 310.00 +D Length = 8.50 ft 1 +D+L+H Length = 8.50 ft 1 +D+Lr+H Length = 8.50 ft 1 +D+O,750Lr-K).750L+H Length = 8.50 ft 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.3006 4.293 0.0000 0,000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc: Project Notes: Job# G- Printed: WAUG20W, 11:20AM j Wood Beam DesigT» File; C;\Documente and Settings\gsorenson\My Docunlents\ENERCALC Data Files\hilton 09-51-0018.ec6 || . gl#RC/jlC,1NC.1983-2tB9, Ver: 6,1.01 | 1 Lie. # : KW-06006071 License Owner: dei Description ; Corridor Beam FB4 {9.0') Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L+S D+L+Lr 1.859 0.372 1.488 1.859 1.859 1.859 0.372 1.488 1.859 1.859 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr; Project Desc: Project Notes: Job# G- Printed: 10AUG 2010, 11:20AM )Wood Beam Design File: C:\Documents and Settings\gsorenson\My DocumentsVENERCALC Data RIesWon 09-51-0018.ec6 k ENERCALC, INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description ; Corridor Beam FB5 (10.5') IVIaterial Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : iLevel Truss Joist : TimberStrand LSL 1.55E n Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb Tension 2,325.0 psi E: Modulus of Elasticity Fb Compr 2,325.0 psi Ebend- xx 1,550.0ksi Fc Prll 2,050.0 psi Eminbend - xx 1,550.0 ksi Fc Perp 800.0 psi Fv 310.0 psi Ft 1,070.0 psi Density 32.21 Opcf i 7i:MMii^fi£i77i7iS0mm: - ' • r '-VLJ**-? fe' * • 5-' • * 3.500x9.500 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, L = 0,10 ksf. Tributary Width 4.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.760 1 3.500x9.500 1,766.97psi 2,325.00psi +D+L+H 5.250ft Span # 1 0.320 in Ratio = 0.000 in Ratio = 0.400 in Ratio = 0.000 in Ratio • Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 393 0 <360 314 0 <240 Design OK 0.365 : 1 3.500x9.500 113.24 psi 310.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.152 0.073 1.000 1.55 353.39 2,325.00 0.50 22.65 310.00 0.760 0.365 1,000 775 1,766.97 2,325.00 2.51 113.24 310.00 0.152 0.073 1.000 1.55 353.39 2,325.00 0.50 22.65 310.00 0.608 0.292 1.000 6.20 1,413.57 2,325.00 2.01 90.59 310.00 +D Length = 10,50 ft 1 +D+L+H Length = 10.50ft 1 +D+Lr+H Length = 10.50ft 1 +D-H3.750Lr+O.750L+H Length = 10.50 ft 1 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max,"+" Defl Location in Span D+L+Lr 1 0.4001 5.303 0.0000 0.000 Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Lines Title: Dsgnr: Project Desc: Project Notes: Job# G- Printed: 10 AUG 2010, 11:20AM I'Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hitan 09-51-0018.ec6 k . . ENP^LC, INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dei 1 Description : Corridor Beam FB5 (10.5') Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS 43 Load Combination Support 1 Support 2 Overall MAXimum 2.953 2,953 D Only 0.591 0.591 LOnly 2.363 2.363 D+L+S 2.953 2.953 D+L+Lr 2.953 2.953 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, , Title Block Line 6 Title; Dsgnr; Project Desc; Project Notes: Job# G-44 Printed: 10 AUG 2010,11:21AM Rle; C:\Documents and Settings\gsprenson\My Documents\ENERCALC Data FiBsiliiton 09-51-0018.ec6 jj ll Wood Beaim Design Description : Corridor Beam FB5.1 (19') Material Properties ENeRCALP..IIjlC..19^2PB9. Ver: 6.1.01 License Owner: dei Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing ; iLevel Truss Joist : Parallam PSL 2.0E Fb-Tension 2,900.0 psi £; Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc-Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Fc-Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Density 32.21 Opcf 0(0.08751 L(0,35) 5.25x14,0 Span = 19,0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.10 ksf. Tributary Width = 3.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.476 1 5.25x14.0 1,381.38 psi 2,900.00 psi +D+L+H 9,500ft Span # 1 0.431 in Ratio = 0.000 in Ratio = 0.539 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 529 O<360 423 0 <240 Design OK 0.257 : 1 5.25x14.0 74.64 psi 290.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.095 0.051 1.000 3.95 276.28 2,900.00 0.73 1493 290.00 0,476 0.257 1.000 19.74 1,381.38 2,900,00 3.66 74.64 290.00 0.095 0.051 1.000 3.95 276.28 2,900.00 0.73 14.93 290.00 0.381 0.206 1.000 15.79 1,105.10 2,900.00 2.93 59.71 290:00 +D Length = 19.0 ft 1 +D+L+H Length = 19,0 ft 1 +D+Lr+H Length = 19.0 ft 1 +D+0,750Lr+0.750L+H Length = 19.0 ft 1 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.5386 9.595 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# G- Printed: 10 AUG 2010,11:21AM ,'Wood Beaim Design File: C:\Documents and Settings\gsorensQn\My Documents\E(CRCALC Data RlesWon 09-51-0018.ec6 k , . . :/- ,ilSfefelNai;983-20(a,V^^ 1 1 Lie. # : KW-06006071 License Owner: dci 1 Description : Corridor Beam FB5.1 (19') Vertical Reactions • Unfactored Support notation; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.156 4.156 D Only 0.831 0.831 L Only 3.325 3.325 D+L+S 4.156 4.156 D+L+Lr 4.156 4.156 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# G-46 Printed: 10 AUG 2010,11:21AM lEVBL tl3 ti^'V^od Bearn Design Description: /^5^i<5^Beam FB5,2 (14') . , , Rle: C:\Documents and Settings\gsorenson\My Documente\ENERCALe Data RIesWon 09-51-0018.ec6 | Material Properties ENERCALC, INC. 1983-20(M, Ver; 6.1.01 License Owner: dci Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : iLevel Truss Joist ; Parallam PSL 2.0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb Tension 2,900.0 psi £; Modulus of Elasticity Fb Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc Prll 2,900.0 psi Eminbend - xx 1,016.54ksi Fc Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Density 32.21 Opcf D(0.181 W(C 192) D(0.27S 'lj-(0.22) 5.25x11.875 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, Lr = 0.020 ksf. Tributary Width = 11.0 ft Uniform Load : W = 0.0240 ksf. Tributary Width = 8.0 ft, (Unused) Uniform Load : D = 0.180 k/ft, Tributary Width = 1.0 ft, (Unused) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.62S 1 Section used for this span 5.25x11.875 fb: Actual = 1,820.39 psi FB: Allowable = 2,900.OOpsi Load Combination +D+0.750Lr+0.750L+0.750W+H Location of maximum on span = 7.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.131 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.401 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.382 : 1 5.25x11.875 110.66 psi 290.00 psi +D+0.750Lr+0.750L+0.750W+H 13.020ft Span # 1 1284 0<360 418 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Cd Mactual ft)-design Fb-allow Vactual fv-design Fv-allow +D Length = 140 ft 1 0,374 0.227 1.000 11.15 1,08414 2,900,00 2.74 65,90 290.00 +D+L+H Length = 140 ft 1 0.374 0.227 1.000 11.15 1,08414 2,900,00 2.74 65.90 290.00 +D+Lr+H Length = 140 ft 1 0.555 0.337 1.000 16.54 1,608.33 2,900.00 4.06 97.77 290,00 +D-K).750Lr-K),750L+H Length = 14,0 ft 1 0.509 0.310 1,000 15.19 1,477.28 2,900.00 3.73 89.80 290.00 +D+W+H Length = 140 ft 1 0.532 0.323 1,000 15.85 1,541.62 2,900.00 3.89 93.71 290.00 +D-K).750Lr+0.750L+0.750W+H Length = 14.0 ft 1 0.628 0.382 1.000 18.72 1,820,39 2,900.00 4.60 110.66 290.00 +O-K),750L+{).750S+O.750W+H Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title : Dsgnr: Project Desc; Project Notes; Job# G- Printed: 10 AUG 2010,11:21AM 'Wood Beam Desl^^ File: C:\Documents and Settings\gsorenson\My DocumeRts\ENEf?CALC Data F4les\hlon 09-51-0018.ec6 k ,: 7^ ' . PPj^lAlN6.1#3-20Q^Ver:a | Uc. #: KW-06006071 License Owner : dei 1 Description ; Corridor Beam FB5.2 (14) Load Combination ' Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Cd Mactual flj-design Fb-allow Vactual fv-design Fv-allow Length = 140 ft 1 0.492 0,299 +{),60D+W+H Length = 140 ft 1 0.382 0.232 Overall Maximum Deflections - Unfactored Loads 1.000 1.000 14.68 1,427,25 2,900.00 11.39 1,10796 2,900.00 3,61 86.76 290,00 2.80 67.35 290.00 Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr Vertical Reactions • Unfactored 0.4014 7.070 Support notation ; Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum DOnly Lr Only WOnly D+L+Lr 4.725 3.185 1.540 1.344 4.725 4.725 3.185 1.540 1.344 4,725 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Lines Title: Dsgnr: Project Desc: Project Notes; Job# G- Printed: 10 AUG 2010, 11:01AM /Wood Beam Design File: C:\D(x;uments and Settings\gsorenson\My Documents\ENERCALC Data Files\hiltQn 09-61-0018.ec6 k . : , ,EWEfejU.C. tMC. 198»2aa Ver: 6.1.01 1 1 Lie. # : KW-06006071 License Owner : dei 1 Description : Floor Header @ Balcony FBIO Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Tension 900.0 psi Fb - Compr 900.0 psi Fc-Prll 1,350.0 psi , Larch Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Beam is Fully Braced against lateral-torsion buckling : Douglas Fir :No.2 E: Modulus of Elasticity Ebend-XX 1,600.0 ksi Eminbend-XX 580.0 ksi Density 32.21 Opcf D(0,06251U0,11 SMI Span = 7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 2.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.282 1 2-2x10 279.18 psi 990.00 psi +D+L+H 3.500ft Span # 1 0.017 in Ratio = 0.000 in Ratio = 0.028 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 4883 O<360 3005 0 <240 Design OK 0.133 : 1 2-2x10 23.98 psi 180.00 psi +D+L+H 6.230 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Summary of Moment Values Summary of Shear Values Span* M V Cd Mactual ft)-design Fb-allow Vactual fv-design Fv-allow 0,108 0.051 1.000 0.38 107.38 990.00 0.17 9.22 180.00 0.282 0.133 1.000 1.00 279.18 990,00 0.44 23.98 180.00 0,108 0.051 1.000 0.38 10738 990.00 0.17 9.22 180.00 0.239 0.113 1.000 0.84 236,23 990.00 0.38 20.29 180,00 +D Length = 7,0 ft 1 +D+L+H Length = 7.0 ft 1 +D+Lr+H Length = 70 ft 1 +D+O.750Lr-K).750L+H Length = 7,0 ft 1 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 0.0280 3,535 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr: Project Desc: Project Notes: Job* G-49 Printed, 10 AUG 2010, 11:01AM I'Wood Beam Desjgn File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data FUesMon 09-51-0018.ec6 k E>fe[^ALg,tlC. 1983-2009, Ver: 6,1.01 I 1 Lie. # : KW-06006071 License Owner: dci Description : Floor Header @ Balcony FBIO Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only LOnly D+L+S D+L+Lr 0.569 0,219 0.350 0.569 0.569 0.569 0.219 0.350 0,569 0,569 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. , Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job # Q _ Printed: 10 AUG 2010, 10:58AM i%ood Beam Design File: C:\Documents and Settings\gsoFenson\My Documents\ENERCALC Data FilesMillton 09-51-0018.ec6 k EICReALe,lNC1963-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description: Floor Header @ Pocketdoor FB10.1 Material Properties Calculations per IBC 2006, CBC 2007, 200S NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Wood Species Wood Grade : iLevel Truss Joist : TimberStrand LSL 1.55E Fb - Tension 2,325.0 psi 2,325.0 psi 2,050.0 psi 800.0 psi 310.0 psi 1,070.0 psi £ .• Modulus of Elasticity Ebend- xx Eminbend • Density XX 1,550.0 ksi 787.82ksi 32.21 Opcf D(2)L(3,1) D(0,3375) UO.S 3.5x14.0 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf. Tributary Width = 13,50 ft PointLoad: D = 2.0, L = 3.10 k @ 5.0 ft, (Unused) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.907 1 Section used for this span 3.5x14.0 fb: Actual = 2,109.54psi FB: Allowable = 2,325.00psi Load Combination +D+L+H Location of maximum on span = 4.995ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.130 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.212 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv; Allowable Load Combination Location of maximum on span Span # where maximum occurs 832 0 <360 509 0 <240 Design OK 0.572 : 1 3.5x14.0 177.39 psi 310.00 psi +D+L+H 7,875 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M Summary of Moment Values Summary of Shear Values V C ^ Mactual ft)-design Fb-allow Vactual fv-design Fv-allow +D Length = 9.0 ft 1 0.353 0.222 1.000 7.82 820.32 2,325.00 2,25 68,88 310.00 +D+L+H Length = 9.0 ft 1 0.907 0.572 1.000 20.10 2,109.54 2,325.00 5.79 177.39 310,00 +D+Lr+H Length = 9.0 ft 1 0.353 0,222 1.000 7.82 820,32 2,325.00 2.25 68.88 310.00 +D+0.750Lr-K).750L+H Length = 9.0 ft 1 0.769 0.485 1.000 1703 1,787.23 2,325.00 491 150.27 310.00 Overall Maximum Deflections - Unfactored Loads ; Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.2121 4.590 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# G- Printed: 10 AUG 2010, 10:58AM ,'Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data RlesWIton 09-51-0018.ec6 k EfjERC/lC, INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dei Description; Floor Header @ Pocketdoor FB10.1 Vertical Reactions • Unfactored Support notation ; Far left is #1 Values in KIPS 51 Load Combination Support 1 Support 2 Overall MAXimum D Only LOnly D+L+S D+L+Lr 6.215 2.408 3.808 6.215 6,215 6.782 2.630 4152 6.782 6,782 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Lem 1 ^0 POI, Title; Dsgnr: Project Desc: Project Notes: Job# G-52 Printed: 10 AUG 2010, 1:43PM ^jjjjj^^^^^Bea^^^^^ Description ; Floor Header @ Pocketdoor FB10.2 Material Properties File: C:\Documents and is\gsorenson\My Dooiiments\ENERCALC Data RlesWon 09-51-0018.ec6 k EhlEgCALC. INC 1983-^)09, Ver: 6.1.01 | License Owner: dei Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : iLevel Truss Joist : TimberStrand LSL 1.55E Fb-Tension 2,325.0 psi £; Modulus of Elasticity Fb-Compr 2,325.0 psi Ebend- xx 1,550.0ksi Fc-Prll 2,050.0 psi Eminbend - xx 787.82 ksi Fc-Perp 800.0 psi Fv 310.0 psi Ft 1,070.0 psi Density 32.21 Opcf D(0.3375) 1(0.541 i * 77im7im*mi^^mM 3,5x11,875 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 I Uniform Load : D = 0.0250, L = 0.040 ksf. Tributary Width = 13.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb ; Actual = FB : Allowable = Load Combination Location of maximum on span - Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.557 1 3.5x11.875 1,296.10psi 2,325.00 psi +D+L+H 4,500ft Span # 1 0.106 in Ratio = 0.000 in Ratio = 0.172 in Ratio: 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1017 0<360 626 O<240 Design OK 0.363 : 1 3.5x11.875 112.58 psi 310.00 psi +D+L+H 8.055 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Cd Mactual ft)-design Fb-allow Vactual fv-design Fv-allow 0.214 0.140 1.000 3,42 498.50 2,325.00 1,20 43.30 310.00 0.557 0.363 1.000 8.88 1,296.10 2,325.00 3.12 112.58 310.00 0.214 0.140 1,000 3.42 498.50 2,325.00 1.20 43,30 310.00 0.472 0.307 1,000 7,52 1,096.70 2,325.00 2.64 95.26 310.00 +D Length = 9.0 ft 1 +D+L+H Length = 9.0 ft 1 +D+Lr+H Length = 9.0 ft 1 +D-K1.750Lr+0.750L+H Length = 9.0 ft 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max,"+" Defl Location in Span D+L+Lr 1 0,1725 4.545 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job # Q _ Printed: 10 AUG 2010 1:43PM ,^Wood Beam Design File: C.\D(x;uments and Settings'gsorensonNMy Documents\ENERCALC Data Fites'Jiilton 09-61-0018.ec6 k ENERCALCINC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dei 1 Description: Floor Header (g Pocketdoor FB10.2 Vertical Reactions - Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only LOnly D+L+S D+L+Lr 3.949 1.519 2.430 3.949 3.949 3,949 1,519 2.430 3.949 3.949 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc; Project Notes: Job# Q_ Primed- 10 AUG 2010, 11:00AM ,'Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Oata RlesWon 09-51-0018.ec6 | EtjEf@LC, IWC. 1983-20(W, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description; Floor Header (g door FBI 0.4 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS 54 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : Douglas Fir - Larch ;No.2 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb • Tension 900.0 psi £; Modulus of Elasticity Fb - Compr 900.0 psi Ebend- xx 1,600.0ksi Fc Prll 1,350.0 psi Eminbend - xx 580.0 ksi Fc Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Density 32.21 Opcf D(0,3375)L(0,54) Span = 3,0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf. Tributary Width = 13,50 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.280 1 2-2x10 276.90 psi 990.00 psi +D+L+H 1.500ft Span # 1 0.003 in Ratio: 0.000 in Ratio •• 0.005 in Ratio •• 0.000 in Ratio • Maximum Shear Stress Ratio Section used for this span fv; Actual Fv; Allowable Load Combination Location of maximum on span Span # where maximum occurs 11488 O<360 7069 0 <240 Design OK 0.194 : 1 2-2x10 34.86 psi 180.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios Summary of Moment Values Summary of Shear Values M V Cd Mactual ft)-design Fb-allow Vactual fv-design Fv-allow 0.108 0.074 1.000 0.38 106.50 990.00 0.25 13.41 180,00 0,280 0.194 1.000 0.99 276.90 990.00 0.64 34.86 180.00 0.108 0,074 1.000 0.38 106.50 990.00 0.25 1341 180,00 0.237 0.164 1.000 0.84 234.30 990.00 0.55 29.50 180.00 Length = 3.0 ft 1 +D+L+H Length = 3.0 ft 1 +D+Lr+H Length = 3.0 ft 1 +D-K).750Lr+{).750L+H Length = 3.0 ft 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.0051 1.515 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc: Project Notes: Job # G - Printed: 10AUG 2010, 11:00AM /Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hilton 09-51-0018.ec6 k :ERiRCALC;iNC. 1^3:2009, Vg: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description; Floor Header @ door FB10.4 Vertical Reactions - Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L+S D+L+Lr 1.316 0.506 0.810 1.316 1.316 1.316 0.506 0.810 1.316 1.316 I ... S,«, "Aa" APA SHTHG PER GENERAi. MOTES i PUN NOTE |3 llflCATES 2x8 O 16"0C UP TO 8'-6" LENOTH 2x8 O 12"0C UP TO 9'-6' LENGTH (2) 2x8 9 16'OC UP TO 10'-6" LENGTH (2) 2x8 9 12"0C UP TO ir-6" LENOTH COORIDOR, UNO LEVEL 2 FLOOR FRAMING PLAN - QUADRAr SCALE: '/a"= iBfEL Z Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Jitle Block Lines Title: Dsgnr: Project Desc: Project Notes; Job # G - Printed: 12 AUG 2010, 1:38PM f Steel Beam Design Rle: C:\Documents and Settings\gsotenson\My Documents\ENERCALC Data FilesWon 09-51-0018.ec6 k ENE.RCALC, INC 1983-2009, Ver: 6.1.01 | I Lie. #: KW-06006071 License Owner : dci 1 Description : Fitness Center Floor Beam Sec C FB8 Material Properties Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Bending Axis ; Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield : E; Modulus; 50.0 ksi 29,000.0 ksi ; r Dfn,isi Dm,378am.54^ D(l.37»| Lm..'i4^ I Dm,:^?.'i>imR2^ Pta)jl(a.i) Span = 16.0 ft W10X30 Span = 16,0 ft W10X30 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0280, L = 0.040 ksf. Tributary Width = 13.50 ft Uniform Load : D = 0.180 k/ft, Tributary Width = 1.0 ft Uniform Load; D = 0.0280, L = 0.040 ksf, Extent = 7,0 ~» 16.0 ft. Tributary Width = 13.50 ft Point Load : D = 2.0, L = 3.10 k @ 10.0 ft, (Unused) PointLoad: D = 2.0, L = 3.10 k @ 7.0 ft, (Unused) Uniform Load : D = 0.0280, L = 0.040 ksf. Extent = 0.0 -» 7.0 ft. Tributary Width = 3.0 ft, (Unused) Load for Span Number 2 Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 13.0 ft Uniform Load : D = 0.180 k/ft. Tributary Width = 1.0 ft Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 13,0 ft PointLoad: D = 5.40, L = 4.40 k @ 4.0 ft, (Unused) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.943: 1 W10X30 86.070 k-ft 91.317 k-ft +D+L+H 16.000ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs : 1 0.440 W10X30 27.689 k 63.0 k +D+L+H 16.000 ft Span # 1 0.194 in 0.000 in 0.336 in -0.000 in Ratio = Ratio = Ratio = Ratio = 989 0 <360 571 506382 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span* M V Mmax + Mmax -Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 16.00 ft 1 0.943 0.440 49.44 -86.07 86.07 152,50 91.32 1.00 1,00 27,69 94.50 63,00 Dsgn, L = +n 16,00 ft 2 0.943 0.440 38,70 -86,07 86.07 152,50 91.32 1.00 1,00 27,69 94.50 63.00 Dsgn. L = 16.00 ft 1 0.434 0.209 21.22 -39.59 39.59 152.50 91.32 1.00 1.00 13.16 94.50 63.00 Dsgn, L = 16.00ft 2 0.434 0,209 18.33 -39.59 39,59 152.50 91.32 1.00 1.00 13.16 94.50 63.00 +D+L+H Dsgn, L = 16.00 ft 1 0.943 0.440 49.44 -86.07 86,07 152.50 91.32 1.00 1.00 27.69 94.50 63.00 Dsgn. L = 16.00 ft 2 0.943 0.440 38.70 -86.07 86.07 152.50 91,32 1.00 1.00 27.69 94,50 63.00 +D+Lr+H Dsgn. L = 16.00 ft 1 0.434 0.209 21.22 -39.59 39.59 152.50 91.32 1.00 1.00 13,16 94.50 63.00 Dsgn, L = 16.00 ft 2 0.434 0.209 18.33 -39.59 39.59 152.50 91.32 1.00 1.00 13,16 9450 63,00 +D+{).750Lr+{),750L+H Dsgn, L = 16.00 ft 1 0.815 0.382 42.38 -74.45 74.45 152,50 91.32 1.00 1.00 24.06 94.50 63,00 Dsgn. L = 16.00 ft 2 0.815 0,382 33.60 -74.45 74.45 152.50 91.32 1.00 1.00 24,06 94.50 63,00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr; Project Desc: Project Notes: Job# G-58 Printed: 12 AUG 2010, 1:38PM [ Steel Beam Design Rle: C;\Documents and Settings\gsorenson\My Documents\ENERCALC Data RIesWIton 09-51-0018.ec6 k ENERCALC. INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dei Description : Fitness Center Floor Beam Sec C FB8 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 D+L+Lr 2 0.3360 0.2848 7138 9.108 LOnly 0.0000 0.123 -0,0004 0.123 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 11.625 D Only 5.281 L Only 6.345 D+L+S 11,625 D+L+Lr 11,625 53.522 24.802 28.720 53.522 53.522 12,031 5,515 6.515 12031 12,031 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Jitle Block Line 6 Title; Dsgnr: Project Desc: Project Notes: Job# G-59 Printed: 12 AUG 2010, 1:46PM 1 Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data FilesMon 09-51-0018.ec6 k ENERCALC INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner: dei Description ; Beam in Fitness Center FB9 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade ; iLevel Truss Joist : Parallam PSL2.0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension 2900 psi Fb - Compr 2900 psi Fc Prll 2900 psi Fc Perp 750 psi Fv 290 psi Ft 2025 psi £; Modulus of Elasticity Ebend-xx 2000 ksi Eminbend-XX 1016.535 ksi Density 32.21 pcf D(5,4) D(0.18) L(4 4) D(0.18) ' 1 ' 0(0.364 'L(0.52) i i ' D(0.323*L(0,!)2) • ' ' D(0.364 1(0.52) t ' t ' D(0.32a*L(0,52) \ ' 1 \ ' i '. i 3.5x14,0 3,5x14.0 Span = 7.50 ft Span = 4,0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. : 0.040 ksf. Tributary : 0.040 ksf. Tributary Tributary Width = 1.0 Load for Span Number 1 Uniform Load: D = 0.0280, L Uniform Load: D = 0.0280, L Uniform Load : D = 0.180 k/ft Load for Span Number 2 Uniform Load: D = 0.0250, L = 0.040 ksf. Tributary Uniform Load: D = 0.0250, L = 0.040 ksf. Tributary Uniform Load: D = 0.180 k/ft. Tributary Width = 1.0 Point Load : D = 5.40, L = 4.40 k @ 1.0 ft, (Unused) DESIGN SUMMARY Width = 13.0 ft Widths 13.0 ft ft Width = 13.0 ft Width = 13.0 ft ft Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.451: 1 3.5x14.0 1,308.86 psi 2,900.00 psi +D+L+H 7.500ft Span # 1 0.022 in Ratio = 0.000 in Ratio = 0.041 in Ratio: -0.001 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 4009 O<360 2197 94515 Design OK 0.709 : 1 3.5x14.0 205.72 psi 290.00 psi +D+L+H 6.346 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Raflos Summary of Moment Values Summary of Shear Values Segment Length Span# M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 750 ft Length = 4.0 ft +D+L+H Length = 7.50 ft Length = 4.0 ft +D+Lr+H Length = 7.50 ft 1 2 1 2 1 0.216 0.216 0.451 0.451 0.216 0,333 0,333 0,709 0.709 0.333 1.000 1.000 1,000 1,000 1,000 -5,97 -5.97 -12.47 -12.47 -5,97 626.98 626.98 1,308.86 1,308.86 626.98 2,900.00 2,900.00 2,900.00 2,900.00 2,900.00 3.15 0.86 6.72 2.28 3.15 96,55 96.55 205,72 205,72 96.55 290.00 290.00 290.00 290.00 290.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Jitle Block Line 6 Title; Dsgnr: Project Desc: Project Notes; Job# G-60 Printed: 12 AUG 2010, 1:46PM File; C.\Documents and Settings\gsorenson\My DocumentsVENERCALC Data RIesMon 09-51-0018.ec6 k ENERCALC, INC 1983-2009, Ver: 6.1.01 | License Owner: dei |{ Wood Beam Design Description ; Beam in Fitness Center FB9 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 4.0 ft 2 0.216 0.333 1.000 -5.97 626.98 2,900.00 0.86 96.55 290.00 +D-K).750Lr+O.750L+H Length = 7.50 ft 1 0,393 0.615 1.000 -10.85 1,138.39 2,900.00 5.83 178.42 290.00 Length = 4.0 ft 2 0.393 0.615 1.000 -10.85 1,138.39 2,900.00 1,92 178.42 290.00 Overall Maximum Deflections • Unfactored Loads Load Combinalion Span Max."-" Defi Location in Span Load Combination Max,"+" Defl Location in Span D+L+Lr 1 0.0410 3.288 0.0000 0.308 D+L+Lr 2 0.0031 2.369 D+L+Lr -0.0005 0,308 Vertical Reactions -Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.642 23.175 3,072 DOnly 2.609 11.405 1.517 LOnly 3.034 11.770 1.556 D+L+S 5.642 23.175 3.072 D+L+Lr 5,642 23.175 3,072 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# G- Printed, 12 AUG 2010, 2:53PM 1 Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Rles\hilton 09-51-0018.ec6 k ENERCALC, INC. 1983-2009, Ver: 6.1.01 | I Lie. #: KW-06006071 License Owner : dei 1 Description : Beam in Fitness Center/Corridor FBIO Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS 61 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 2,900.0 psi Eminbend - xx 2,000.0 ksi Fc-Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Density 32.21 Opcf mm} D(0.225)Lr(0.181 torn ' i OiO ri8i r * 0(0,128 'U0,451 r i D(0,08' t L(0,31 r » , ' ' 1 ,1. 3.5x11.875 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0280, L = 0.10 ksf. Tributary Width = Uniform Load: D = 0.0280, L = 0,10 ksf. Tributary Width = Uniform Load : D = 0.180 k/ft. Tributary Width = 1,0 ft PointLoad: D = 1.30, Lr= 1.050 k@ 8.0 ft, (Unused) Uniform Load : D = 0.0250, Lr = 0.020 ksf. Tributary Width Point Load : D = 0.40, L = 1.50 k @ 8.0 ft, (Unused) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 3.0 ft 450 ft :9.0 ft, (Unused) Design OK 0.778 1 5x11.875 2,256.31 psi 2,900.00 psi +D+L+H 4.770ft Span # 1 0.164 in 0.000 in 0.273 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 657 O<360 395 0<240 0.980 : 1 3.5x11.875 284.28 psi 290.00 psi +D+0.750Lr+0.750L+H 8.055 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Cd Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 9.0 ft +D+L+H Length = 9.0 ft +D+Lr+H Length = 9.0 ft +D+0.750Lr+0.750L+H Length = 9,0 ft 1 1 1 1 0.357 0,778 0,477 0.762 0.460 0.958 0.656 0.980 1.000 1,000 1.000 1.000 7,11 15,47 9.48 15,16 1,036,61 2,256.31 1,383.37 2,211.06 2,900.00 2,900.00 2,900.00 2,900.00 3.70 7,70 5.27 7,88 133.44 277.79 190.22 284.28 290,00 290.00 290.00 290.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Jitle Block Line 6 Title; Job# G-62 Dsgnr: Project Desc; Project Notes: Printed: 12 AUG 2010, 2:53PM File: C:\Docun)ents and Seftings^gsoren$on\My Documents\ENERCALC Data Files^hl^ton 09-51-0018.ec6 k ENERCALC INC. 1983-2009, Ver: 6.1.01 J License Owner : dei Description : Beam in Fitness Center/Comdor FBIO Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0,2732 4,590 0.0000 0.000 Vertical Reactions • Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.425 10.730 DOnly 2.956 4,279 Lr Only 0.927 1.743 LOnly 3.542 4,708 L+Lr 4.468 6,452 D+L+S 6.498 8,987 D+L+Lr 7425 10,730 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. .Title Block Line 6 Title; Dsgnr: Project Desc: Project Notes; Job* G- Printed: 13 AUG 2010, 8:09AM [Wood Beam Dcjjfigri File: C:\Documents and Settings\gsorenson\My lDocuments\ENERCALC Data RlesWon 09-51-0018.ec6 k , . \ ENEgCALCINC 1983-2009, Ver: 6.1.01 | I Lie. #: KW-06006071 License Owner : dei 1 Description : Beam in Fitness Center/Corridor FBI 0.1 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb-Tension 2,900.0 psi £; Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc-Prll 2,900.0 psi Eminbend - xx 2,000.0 ksi Fc-Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Density 32.21 Opcf aa 181 0(0,126 1(0.451 1 L(0,31 i Span = 9,0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0280, L = 0.10 ksf. Tributary Width = 3.0 ft Uniform Load: D = 0.0280, L = 0.10 ksf, Tributary Width = 450 ft Uniform Load : D = 0.180 k/ft. Tributary Width = 1.0 ft Uniform Load: D = 0.0250, Lr = 0.020 ksf. Tributary Width = 9.0 ft, (Unused) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.695 1 Maximum Shear Stress Ratio 3.5x11.875 Section used for this span 2,016.16psi fv: Actual 2,900.00psi Fv: Allowable +D+L+H Load Combination 4,500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.142 in Ratio = 762 0.000 in Ratio = 0 <360 0.235 in Ratio = 458 0.000 in Ratio = 0 <240 Design OK 0.604 : 1 3.5x11.875 175.13 psi 290.00 psi +D+L+H 8.055 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Cd Mactual fb-design Fb-allow +D Length = 9.0 ft 1 0.313 0.272 1,000 6.23 908.38 2,900.00 +D+L+H Length = 9.0 ft 1 0.695 0.604 1.000 13.82 2,016.16 2,900.00 +D+Lr+H Length = 9.0 ft 1 0.405 0.352 1.000 8,05 1,17425 2,900.00 +D+0.750Lr+0.750L+H Length = 9.0 ft 1 0.668 0.581 1.000 13.29 1,938.61 2,900.00 Summary of Shear Values Vactual fv-design Fv-allow Overall Maximum Deflections • Unfactored Loads 2,19 78.90 290.00 4,85 175.13 290.00 2.83 102.00 290.00 4.67 168,39 290.00 Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.2354 4.545 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Job# G- Dsgnr: Project Desc: Project Notes: Printed: 13 AUG 2010, 8:09AM 1 Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data RIesWIton 09-51 -0018.ec6 k ENERCALC. INC 1983-20W, Ver: 6.1.01 1 1 Lie. # : KW-06006071 License Owner: dci Description ; Beam in Fitness Center/Corridor FB10.1 Vertical Reactions - Unfactored Support notation ; Far leftis #1 Values in KIPS Load Combinaflon Support 1 Support 2 Overall M/\Ximum DOnly Lr Only LOnly L+Lr D+L+S D+L+Lr 6.953 2,768 0.810 3.375 4185 6.143 6.953 6.953 2.768 0,810 3.375 4185 6.143 6.953 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job # G - Printed: 13 AUG 2010, 1:38PM Wood Beam Design File; C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hilton 09-51-0018.ec6 k ENERCALC INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : del 1 Description ; Beam in Fitness Center/Corridor FBI 3 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL2.0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,900.0 psi Eminbend - xx 2,000.0ksi Fc-Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Density 32.21 Opcf D(a.4)l^{|18f) t ' 7 ~^ W'SSti/MTi^iW ^imitM$^m7.l§' 7'Mf:7My'\%.-' 5.25x11.875 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 PointLoad: D = 0.40, L= 1.860 k @ 8.0 ft, (Unused) PointLoad: D = 1.30, Lr= 1,10 k @ 8.0 ft, (Unused) Uniform Load : D = 0.180 k/ft. Tributary Width = 1,0 ft, (Unused) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB ; Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.595 1 5.25x11.875 1,724.30psi 2,900.00psi +D+0.750Lr+0.750L+H 7.980ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.196 in Ratio = 0.000 in Ratio = 0.415 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 858 0 <360 404 0 <240 Design OK 0.276 : 1 5.25x11.875 79.97 psi 290.00 psi +D+0.750Lr+0.750L+H 13.020 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span# M V C ij Mactual ft)-design Fb-allow Vactual fv-design Fv-allow +D Length = 140 ft 1 0.340 0.170 1,000 10.14 985.92 2,900.00 2.06 49.44 290.00 +D+L+H Length = 14,0 ft 1 0.553 0.259 1.000 16.50 1,604.57 2,900.00 3.12 75,02 290.00 +D+Lr+H Length = 14,0 ft 1 0.466 0.223 1,000 13.90 1,351.78 2,900.00 2.68 64.57 290.00 +D-K),750Lr+0.750L+H Length = 14.0 ft 1 0.595 0.276 1.000 17.73 1,724.30 2,900.00 3.32 79.97 290.00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.4148 7.280 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc: Project Notes: Job # G - Printed: 13 AUG 2010, 1:38PM 1 Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hilton 09-51-0018.ec6 k . ENERCALC INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description : Beam in Fitness Center/Corridor FB13 Vertical Reactions - Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3,257 3,923 DOnly 1.989 2.231 Lr Only 0.471 0.629 LOnly 0.797 1.063 L+Lr 1.269 1.691 D+L+S 2.786 3.294 D+L+Lr 3.257 3.923 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. .Title Block Line 6 Title: Dsgnr: Project Desc; Project Notes: Job# Q Printed: 13 AUG 2010, 1:27Plul [ Wood Beam Design File: C;\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hilton 09-51-0018.ec6 k ENERCALC INC. 1983-20(B, Ver: 6.1.01 | 1 Lie. #: KW-06006071 License Owner: dci Description ; Beam Fitness Center/Corridor FB12 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS •67 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Fc-Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Density 32.21 Opcf D(3.9) L(6.2) D(0,0841 L(0.31 t i $ii:3iii|l4iiifcliS '?7^7'''^^y:^^'iM'M<, ^^i7pii Z-^§$^ ^•777'-^^7^W'^' 5,25x11,875 Span = 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 PointLoad: D = 3.90, L = 6.20k@5.0ft Uniform Load: D = 0.0280, L = 0.10 ksf, Tributary Width = 3.0 ft, (Unused) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.885 1 5.25x11.875 2,567.73psi 2,900.00psi +D+L+H 4.995ft Span # 1 0.140 in Ratio: 0.000 in Ratio = 0.220 in Ratio = 0.000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 768 O<360 491 0 <240 Design OK 0.583 : 1 5.25x11.875 169.04 psi 290.00 psi +D+L+H 8.055 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Summary of Moment Values Summary of Shear Values Span* M V Cd Mactual flj-design Fb-allow Vactual fv-design Fv-allow 0.323 0.209 1,000 9.64 937.30 2,900.00 2.51 60,51 290,00 0,885 0.583 1,000 26.40 2,567.73 2,900.00 7.03 169.04 290.00 0.323 0.209 1,000 9.64 937.30 2,900.00 2.51 60.51 290.00 0.745 0.489 1,000 22.21 2,160.13 2,900.00 5.90 141.91 290.00 Length = 9.0 ft 1 +D+L+H Length = 9.0 ft 1 +D+Lr+H Length = 9.0 ft 1 +D+0.750Lr+0.750L+H Length = 9.0 ft 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 0.2196 4.635 0.0000 0.000 Title Block Line 1 Title: Job* G You can changes this area using the "Settings" menu item Dsgnr: Project Desc: and then using the "Printing & Title Block" selection. Project Notes: Title Block Line 6 Printed: 13 AUG 2010, 1:27PM Wood Beam Design File: C:\Oocuments and Settings\gsorenson\My Documents\ENERCALC Data Rles\hilton 09-51-001 B.ec6 ENERCALC, INC. 1983-2009, Ver: 6.1.01 Lie. #: KW-06006071 License Owner : dci Description ; Beam Fitness Center/Corridor FB12 Vertical Reactions - Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only LOnly D+L+S D+L+Lr 6.280 2,174 4,106 6.280 6.280 7.402 2,607 4.794 7.402 7.402 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job* G- Printed: 13 AUG 2010, 2:28PM ] Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hiKon 09-51-0018.ec6 k ENERCALC INC. 1983-2009, Ver: 6.1.01 | • Lie.*: KW-06006071 License Owner : dei 1 Description ; Beam under wall above/Grid A Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS 69 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb - Tension 2,900.0 psi £; Modulus of Elasticity Fb • Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc Prll 2,900.0 psi Eminbend -XX 2,000.0 ksi Fc Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Density 32.21 Opcf 0(0.03724 I L(0.0532) i D(a 118) " • D(0.18H Lr(0,18) i 1 7^7MSi§$^^777$7:77^^J: 7 7'7^^7^ii7%fi77^7^ '7il^% $7l0S^^^^fSM7iSiisC'7'^7-'7: -77 5.25x11.875 Span = 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, Lr = 0.020 ksf. Tributary Width = 9.0 ft, (Unused) Uniform Load : D - 0.180 k/ft, Tributary Width = 1.0 ft, (Unused) Uniform Load: D = 0.0280, L = 0.040 ksf. Tributary Width = 1.330 ft, (Unused) Uniform Load: D = 0.0280, L = 0.040 ksf. Tributary Width = 2.0 ft, (Unused) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.48S 1 5.25x11.875 1,413.77 psi 2,900.00 psi +D+0.750Lr+0.750L+H 6.500ft Span # 1 0.138 in 0.000 in 0.339 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 1126 Ratio = 0 <360 Ratio = 460 Ratio = 0 <240 Design OK 0.315 : 1 5.25x11.875 91.48 psi 290.00 psi +D+0.750Lr+0.750L+H 12,025ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Summary of Moment Values Summary of Shear Values Span* M V Cd Mactual flD-design Fb-allow Vactual fv-design Fv-allow 0,321 0.208 1.000 9.57 931.17 2,900.00 2,50 60,25 290.00 0415 0.269 1.000 12.39 1,204.83 2,900.00 3,24 77,96 290.00 0.449 0.290 1.000 13.38 1,300.98 2,900.00 3.50 8418 290.00 0.488 0.315 1.000 14.54 1413.77 2,900.00 3,80 91.48 290.00 +D Length = 13.0 ft 1 +D+L+H Length = 13.0 ft 1 +D+Lr+H Length = 13.0 ft 1 +D-K).750Lr+O.750L+H Length = 13.0 ft 1 Overall Maximum Deflections • Unfactored Loads Load Combination ~D^WJ Span Max."-" Defl Location in Span Load Combination 0.3388 6.565 Max."+" Defl Location in Span 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. . Title Block Line 6 Title: Dsgnr; Project Desc; Project Notes: Job* G- Printed: 13 AUG 2010. 2:28PM [ Wood Beam Design Rle: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hilton 09-51-0018.ec6 k ENERCALC INC 1983-2009, Ver: 6.1.01 | 1 Lie. #: KW-06006071 License Owner : dci 1 Description ; Beam under wall above/Grid A Vertical Reactions • Unfactored Support notation ; Far left is #1 Values in KIPS Load Combinaflon Support 1 Support 2 Overall MAXimum 4.982 4.982 DOnly 2.946 2,946 Lr Only 1.170 1,170 LOnly 0.866 0.866 L+Lr 2.036 2.036 D+L+S 3,812 3.812 D+L+Lr 4.982 4.982 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. •Jitle Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job* G- Printed: 13 AUG 2010, 2:30PM 1'Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data FilesWon 09-51-0018.ec6 k • ENERCALC INC 1983-2009, Ver: 6.1.01 | |Uc.#: KW-06006071 License Owner : dci 1 Description : Cantelivered Beam FB 15 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade ; iLevel Truss Joist : Parallam PSL 2.0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb-Tension 2,900.0 psi £ .• Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc-Prll 2,900.0 psi Eminbend - xx 2,000.0 ksi Fc-Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Density 32.21 Opcf 0(2.95) Lr( D(0,196)L(0,28) ' ' D(0 18) V DfC 181 ' 1 ' D(0,1BV ;r(0,18) ' y , "-.^ .-frj >^'i7. " ' 5.25x11.875 17)L(0.8) 5.25x11.875 Span = 9.0 ft Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load ; D = 0.180 k/ft, Tributary Width = 1,0 ft, (Unused) Uniform Load: D = 0.0280, L = 0.040 ksf. Tributary Width = 7.0 ft, (Unused) Load for Span Number 2 Uniform Load; D = 0.020, Lr = 0.020 ksf. Tributary Width = 9.0 ft Uniform Load: D = 0.180 k/ft, Tributary Width = 1.0 ft Uniform Load: D = 0.0280, L = 0.040 ksf. Tributary Width = 1.330 ft PointLoad: D = 2.950, Lr= 1.170, L = 0.80 k @ 3.0 ft, (Unused) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.532 1 5.25x11.875 1,542.16 psi 2,900.00psi +D+0.750Lr+0.750L+H 9.000ft Span # 1 0.067 in Ratio = -0.027 in Ratio = 0.176 in Ratio = -0.047 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1068 4039 408 2315 Design OK 0.464 : 1 5.25x11.875 134.48 psi 290.00 psi +D+0.750Lr+0.750L+H 9.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinaflon Segment Length Max Stress Raflos Summary of Moment Values Summary of Shear Values Span* M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 9.0 ft 1 0.357 0.312 1.000 -10.64 1,034.54 2,900.00 3.76 90.39 290.00 Length = 3.0 ft 2 0.357 0.312 1.000 -10.64 1,034.54 2,900,00 3.76 90.39 290.00 +D+L+H . Length = 9.0 ft 1 0.445 0.387 1.000 -13.28 1,291.23 2,900.00 4.66 112.23 290.00 Length = 3.0 ft 2 0.445 0.387 1.000 -13.28 1,291.23 2,900.00 4.66 112.23 290.00 +D+Lr+H Length = 9.0 ft 1 0.502 0.439 1.000 -14.96 1,454.68 2,900.00 5.29 127.33 290.00 Length = 3.0 ft 2 0.502 0.439 1.000 -14.96 1,454.68 2,900.00 5,29 127,33 290.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr: Project Desc: Project Notes: Job# G-72 Printed: 13 AUG 2010, 2:30PM ] Wood Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hllton 09-51-0018.ec6 k ENERCALC, INC. 1983-2009. Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dei Description ; Cantelivered Beam FB 15 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span* M V Cd Mactual fti-design Fb-allow Vactual fv-design Fv-allow +D-K).750Lr+O.750L+H Length = 9,0 ft Length = 3.0 ft 1 2 0.532 0.464 1.000 0.532 0.464 1.000 -15.86 1,542,16 -15.86 1,542.16 2,900.00 2,900.00 5.59 134,48 290,00 5.59 134.48 290.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combinaflon Max."+" Defl Location in Span D+L+Lr 1 2 0.0000 0.1757 3.000 3.000 D+L+Lr -0.0466 6.162 0.0000 6.162 Vertical Reactions -Unfactored Support notaflon ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum DOnly Lr Only LOnly L+Lr D+L+S D+L+Lr 1.477 0.510 -0.480 0.967 0.487 1.477 0.997 11,719 7016 2,190 2.513 4.703 9.529 11.719 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes; Job# Q Primed; 17 AUG 2010, 1:24PM Steel Beam Design File: C;\Documents and Settings\gsorenson\My Documents\ENERCALC Data Rles\hilton 09-51-0018.ec6 k ENEW;ALC, INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner: dei Description ; Fitness Center Floor Beam Sec C FB8 Material Properties Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : Allowable Stress Design Beam Bracing: Beam is Fully Braced against lateral-torsion buckling Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield ; E: Modulus: 50.0 ksi 29,000.0 ksi n(n ,^7«^ I (n M> nin 18) n(ns7fl 1 (n ,s4i 1 nmkixi) Span = 20.0 ft W10X49 Span = 8.0 ft W10X49 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load ; D = 0.0280, L = 0.040 ksf. Tributary Width = 13.50 ft Uniform Load: D = 0.180 k/ft. Tributary Width = 1.0 ft Uniform Load : D = 0.0280, L = 0.040 ksf, Extent = 7.0 -» 16.0 ft. Tributary Width = 13.50 ft PointLoad: D = 2.0, L = 3.10 k@ 12.0 ft, (Unused) PointLoad: D = 2.0, L = 3.10 k @ 12.0 ft, (Unused) Uniform Load : D = 0.0280, L = 0.040 ksf, Extent = 0,0 ~» 7.0 ft, Tributary Width = 3.0 ft, (Unused) Load for Span Number 2 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 13.0 ft Uniform Load : D = 0.180 k/ft, Tributary Width = 1.0 ft Uniform Load : D = 0.0250, L = 0.040 ksf. Tributary Width = 13.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.625: 1 W10X49 94.138 k-ft 150.699 k-ft +D+L+H 20.000ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu ; Applied Vn/Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.394 W10X49 26.807 k 68.0 k +D+L+H 20.000 ft Span # 1 1 0.353 in -0.036 in 0.640 in -0.065 in Ratio = Ratio = Ratio = Ratio = 679 2675 374 1474 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span* M V Mmax + Mmax -Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 20.00 ft 1 0.625 0.394 82,11 -94,14 94.14 251.67 150.70 1.00 1.00 26.81 102.00 68.00 Dsgn. L = 8.00 ft 2 0.625 0.283 -94,14 9414 251.67 150,70 1.00 1,00 19.25 102,00 68.00 +IJ Dsgn. L = 20.00 ft 1 0.280 0.179 36,67 42,13 42.13 251.67 150,70 1.00 1.00 12.15 102.00 68.00 Dsgn. L = 8.00 ft 2 0.280 0.126 42.13 42,13 251.67 150.70 1.00 1.00 8.59 102,00 68.00 +D+L+H Dsgn, L = 20.00 ft 1 0,625 0.394 82,11 -94.14 9414 251.67 150.70 1.00 1.00 26.81 102.00 68.00 Dsgn. L = 8.00 ft 2 0.625 0.283 -94.14 9414 251.67 150.70 1.00 1.00 19.25 102.00 68.00 +D+Lr+H Dsgn, L = 20.00 ft 1 0,280 0.179 36.67 -42.13 42,13 251.67 150.70 1.00 1,00 12.15 102,00 68.00 Dsgn. L = 8.00 ft 2 0.280 0.126 42.13 42.13 251.67 150,70 1.00 1,00 8.59 102.00 68.00 +D+0.750Lr+0.750L+H Dsgn. L = 20.00 ft 1 0.538 0.340 70.74 -81.14 81.14 251.67 150.70 1.00 1.00 23.14 102,00 68.00 Dsgn. L = 8.00 ft 2 0,538 0.244 -81,14 81.14 251.67 150.70 1.00 1.00 16.58 102.00 68,00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# G- Printed: 17 AUG 2010, 1:24Plvi i Steel Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Rles\hilton 09-61-0018.ec6 k ENERCALC INC 1983-2009, Ver: 6,1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description : Fitness Center Floor Beam Sec C FB8 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combinaflon Max,"+" Defl Location in Span D+L+Lr 1 2 0.6403 0.0000 9.538 9,538 D+L+Lr 0,0000 3.200 -0.0651 3.200 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 15.043 D Only 7,004 L Only 8.038 D+L+S 15.043 D+L+Lr 15.043 46.055 20,732 25.322 46.055 46.055 4.287 -1.947 -2.341 4.287 4,287 74 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc; Project Notes: Job* Q. Printed: 17 AUG 2010, 1 43PM 1 Steel Beam Design Rle: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hilton 09-51-0018.ec6 k ENERCALC INC. 1983-2009, Ver: 6.1.01 | I Lie. #: KW-06006071 License Owner : dei 1 Description ; Fitness Center Floor Beam Sec C FB8.1 Material Properties Calculations per IBC 2006, CBC 2007,13th AISC 75 Analysis Method : Allowable Stress Design Beam Bracing: Beam is Fully Braced against lateral-torsion buckling Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield : E; Modulus: 50.0 ksi 29,000.0 ksi n(n*iRi D(.'i.4lL(4.41 Span = 20.0 ft W10X49 Y Span - 8.0 fl W10X49 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0280, L = 0.040 ksf, Tributary Width = 13.50 ft Uniform Load : D = 0.180 k/ft. Tributary Width = 1.0 ft Uniform Load: D = 0.0280, L = 0.040 ksf. Tributary Width = 13.50 ft Point Load : D = 5.40, L = 4.40 k @ 12,0 ft, (Unused) Load for Span Number 2 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 13.0 ft Uniform Load : D = 0.180 k/ft. Tributary Width = 1.0 ft Uniform Load: D = 0.0250, L = 0.040 ksf. Tributary Width = 13.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.685: 1 W10X49 103.154 k-ft 150.699 k-ft +D+L+H 20.000ft Span # 1 0.362 in Ratio = -0.037 in Ratio = 0.707 in Ratio = -0.073 in Ratio = Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega; Allowable Load Combination Location of maximum on span Span # where maximum occurs 663 2607 339 1308 0.459 W10X49 31.198 k 68.0 k +D+L+H 20.000 ft Span # 1 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax + Mmax -Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 20.00 ft 1 0.685 0.459 88.80 -103.15 103.15 251,67 150,70 1.00 1.00 31.20 102.00 68.00 Dsgn. L = 8.00 ft 2 0.685 0.300 -103.15 103.15 251.67 150,70 1.00 1.00 20.37 102.00 68.00 Dsgn. L = 20.00 ft 1 0.333 0,222 43.39 -50,14 50.14 251.67 150.70 1.00 1.00 15.11 102.00 68.00 Dsgn. L = 8.00 ft 2 0.333 0.141 -50.14 50.14 251,67 150.70 1.00 1,00 9,59 102.00 68.00 +D+L+H Dsgn. L = 20.00 ft 1 0,685 0,459 88.80 -103.15 103.15 251.67 150.70 1.00 1,00 31,20 102.00 68.00 Dsgn, L = 8.00 ft 2 0.685 0.300 -103.15 103.15 251.67 150.70 1.00 1.00 20,37 102,00 68,00 +D+Lr+H Dsgn. L = 20.00 ft 1 0.333 0.222 43.39 -50.14 50.14 251.67 150,70 1.00 1.00 15.11 102.00 68.00 Dsgn. L = 8.00 ft 2 0,333 0,141 -50.14 50.14 251.67 150.70 1.00 1.00 9,59 102.00 68.00 +D+O.750Lr-K),750L+H Dsgn. L = 20.00 ft 1 0,597 0.400 77.44 -89.90 89.90 251.67 150.70 1.00 1,00 2717 10200 68.00 Dsgn, L= 8.00 ft 2 0.597 0.260 -89.90 89.90 251,67 150.70 1.00 1,00 17.68 102,00 68.00 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max,"-" Defl Location In Span Load Combination Max "+• Defl Location in Span D+L+Lr 1 0.7070 9.385 0.0000 3.200 2 0.0000 9.385 D+L+Lr 0.0733 3.200 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc: Project Notes: Job # G - Printed: 17 AUG 2010, 1,43PM 1 Steel Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hilton 09-51-0018.ec6 • ENERCALC INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dei 1 Description : Fitness Center Floor Beam Sec C FB8.1 Vertical Reactions - Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 18,922 51.572 -5.414 DOnly 9.013 24.694 -2.947 LOnly 9.909 26.878 -2.467 D+L+S 18,922 51.572 -5.414 D+L+Lr 18.922 51.572 -5.414 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr: Project Desc: Project Notes: Job* Q. Pnnted 17 AUG 2010, 1:39PM [ Steel Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hilton 09-51-0018.ec6 k ENERCALC INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description ; Fitness Center Floor Beam Sec C FB8.2 Material Properties Calculations per IBC 2006, CBC 2007,13th AISC 77 Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Bending Axis ; Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield ; E: Modulus: 50.0 ksi 29,000.0 ksi D(0 521 i D(0.37i D(2J Span = 15,0 ft W10X30 -J345 Span = 16,0 ft W10X30 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0280, L = 0.040 ksf. Tributary Width = 13.50 ft Uniform Load: D = 0.180 k/ft. Tributary Width = 1.0 ft Uniform Load: D = 0.0280, L= 0.040 ksf. Tributary Width = 13.50 ft Point Load : D = 2.40, L = 1.70 k @ 3.0 ft, (Unused) Point Load : D = 5.40, L = 4,40 k @ 13.50 ft, (Unused) Load for Span Number 2 Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 13.0 ft Uniform Load: D = 0,180 k/ft. Tributary Width = 1.0 ft Uniform Load: D = 0.0250, L = 0.040 ksf. Tributary Width = 13.0 ft DESIGN SUMMARY ^ 0.737 Design OK Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1 W10X30 67.259 k-ft 91.317 k-ft +D+L+H 15.000ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs : 1 0.464 W10X30 29.244 k 63.0 k +D+L+H 15.000 ft Span # 1 0.135 in -0.001 in 0.274 in -0.005 in Ratio = Ratio = Ratio = Ratio = 133? 157766 655 36757 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax + Mmax -Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 15,00 ft 1 0.737 0.464 41,21 -67.26 67,26 152.50 91.32 1.00 1.00 29.24 94,50 63.00 Dsgn, L = +n 16.00 ft 2 0.737 0.304 30,93 -67.26 67.26 152.50 91.32 1,00 1.00 19.16 94.50 63.00 Dsgn. L = 15,00 ft 1 0.345 0.229 20.46 -31.47 31.47 152.50 91.32 1,00 1.00 14,46 94.50 63.00 Dsgn. L = 16,00ft 2 0,345 0.137 13.16 -31,47 31.47 152.50 91.32 1,00 1.00 8.61 94.50 63.00 +D+L+H Dsgn. L = 15,00 ft 1 0,737 0.464 41.21 -67.26 67.26 152,50 91.32 1.00 1.00 29.24 94.50 63.00 Dsgn. L = 16.00 ft 2 0,737 0.304 30,93 -67.26 67.26 152,50 91.32 1.00 1.00 19,16 94.50 63,00 +D+Lr+H Dsgn. L = 15.00ft 1 0.345 0,229 20.46 -31.47 31.47 152.50 91.32 1.00 1,00 1446 94.50 63.00 Dsgn, L = 16.00ft 2 0.345 0.137 13.16 -31.47 31.47 152.50 91.32 1.00 1.00 8.61 94.50 63.00 +D+O.750Lr+0.750L+H Dsgn. L = 15,00 ft 1 0.639 0.406 36.02 -58.31 58.31 152.50 91.32 1.00 1.00 25,55 94.50 63,00 Dsgn. L = 16.00 ft 2 0.639 0.262 26.49 -58.31 58.31 152.50 91,32 1.00 1.00 16.52 94.50 63,00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+Lr 0.2744 6.577 0.0000 0.738 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc: Project Notes: Job* G-78 Printed: 17 AUG 2010, 1:39PM I [^Ste^BeamD^^^ Description : Fitness Center Floor Beam Sec C FB8,2 Overall Maximum Deflections • Unfactored Loads File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hilton 09-51-0018.ec6 k ENERCALCINC. 1983-2009, Ver: 6.1.01 I License Owner: dei Load Combination Span Max,"-" Defl Location in Span Load Combination Max,"+" Defl Location in Span D+L+Lr 2 0.1938 9,600 D+L+Lr -0.0052 0,738 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 14,896 48.408 10.756 DOnly 7,382 23.065 4.673 LOnly 7514 25.343 6.083 D+L+S 14.896 48.408 10.756 D+L+Lr 14.896 48,408 10,756 • Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job* G- Printed: 17 AUG 2010, 1:59PM 1 Steel Beam Design File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Files\hilton 09-51-0018.ec6 k ENERCALC, INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner: dci Description : Spa Center Floor Beam Sec C FB8.4 Material Properties Calculations per IBC 2006, CBC 2007,13th AISC 79 Analysis Method : Ailowable Stress Design Beam Bracing: Beam is Fully Braced against lateral-torsion buckling Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi D(11.8)IL(12.8) i i Dr0.5*Lr0.4) 1 - Span = 12.50 ft W10X30 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Unifomn Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 20.0 ft Uniform Load: D = 0,180 k/ft. Tributary Width = 1.0 ft PointLoad: D= 11.80, L= 12.80 k @ 40 ft, (Unused) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.859: 1 W10X30 78.472 k-ft 91.317 k-ft +D+L+H 4.000ft Span # 1 0.199 in Ratio = 0.000 in Ratio = 0.417 in Ratio: 0.000 in Ratio = Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega; Allowable Load Combination Location of maximum on span Span # where maximum occurs 754 0 <360 359 0 <180 0.333 : 1 W10X30 20.978 k 63.0 k +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Raflos Summary of Moment Values Span # M V Mmax • Mmax -Ma - Max Summary of Shear Values Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L= 12.50 ft +D Dsgn. L= 12.50 ft +D+L+H Dsgn. L= 12.50 ft +D+Lr+H Dsgn. L= 12.50 ft +D+O.750Lr+O.750L+H Dsgn. L= 12.50 ft 1 0.859 0,478 0.859 0.553 0.820 0,333 0,195 0.333 0.235 0.328 78.47 43,66 78.47 50.46 74.87 78.47 43,66 78.47 50.46 74.87 152.50 152.50 152,50 152.50 152.50 91,32 1.00 1.00 91.32 1.00 1.00 91.32 1.00 1.00 91,32 1.00 1.00 91.32 1.00 1.00 20.98 94.50 12.27 94.50 20.98 94.50 1477 94.50 20.68 94.50 63.00 63.00 63.00 63.00 63.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Locaflon in Span Load Combination Max,"+" Defl Locaflon in Span D+L+Lr 1 04169 5,875 0.0000 0.000 Vertical Reactions -Unfactored Support notation ; Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 23.478 14.622 DOnly 12.274 8.026 Lr Only 2.500 2.500 LOnly 8.704 4.096 L+Lr 11,204 6,596 D+L+S 20.978 12,122 D+L+Lr 23.478 14,622 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc; Project Notes: Job* G- Printed: 17 AUG 2010, 2:07PI« 1 Steel Column File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Rles\hilton 09-51-0018.ec6 | ENERCALC, INC. 1983-2009, Ver: 6.1.01 | I Lie. #: KW-06006071 License Owner : dei 1 Description ; HSS Under FB8,1 General Information Code Ref 2006 IBC, AISC Manual 13th Edition 80 Steel Section Name: Analysis Method; Steel Stress Grade Fy; Steel Yield E : Elastic Bending Modulus Load Combination; Applied Loads HSS4X4X1/4 2006 IBC & ASCE 7-05 36.0 ksi 29,000.0 ksi Allowable Stress Overall Column Height 12.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Column self weight included AXIAL LOADS .. , Axial Load at 12.50 ft, D = 20.70, L DESIGN SUMMARY 152.26 Ibs* Dead Load Factor 2540 k Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6367 : 1 Load Combination +D+L+H Locaflon of max.above base 0.0 ft At maximum location values are ,,, Pu; Axial 46.252 k Pn / Omega; Allowable 72.647 k Mu-x; Applied 0.0 k-ft Mn-x / Omega: Allowable 8.425 k-ft Mu-y; Applied 0.0 k-ft Mn-y / Omega : Allowable 8.425 k-ft PASS Maximum Shear Stress Ratio = 0.0 ; 1 Load Combinaflon Location of max.above base 0.0 ft At maximum location values are ,,, Vu ; Applied 0.0 k Vn / Omega : Allowable 0.0 k Maximum SERVICE Load Reactions .. Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at for load combination: Along X-X 0.0 in at for toad combination; 0.0ft above base 0.0ft above base Load Combination Results Maximum Shear Ratios Load Combination Stress Ratio Status Location stress Ratio status Location +0 0.287 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.637 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.287 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.549 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions - Unfactored Note: Only non-zero reactions are listed. Load Combination X-X /Uis Reaction @ Base @ Top Y-Y Axis Reaction > Base @ Top DOnly LOnly Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance DOnly LOnly 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 0.000 0.000 ft 0.000 ft steel Section Properties : HSS4X4X1/4 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job * G - Printed: 17 AUG 2010, 2:07PM 1 Steel Column Fte: C.\Documents and Settings^sorenson\My Documents\ENERCALC Oata FitesWon 09-51-0018.ec6 k ENERCALC, INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci 1 Description; HSS Under FB8.1 Steel Section Properties : HSS4X4X1/4 Depth 4.000 in 1 xx = 7.80 inM Web Thick 0.000 in Sxx 3.90 in"3 Flange Width 4.000 in Rxx 1.520 in Flange Thick 0.250 in Area 3,370 in"2 lyy 7.800 inM Weight 12.181 plf Syy 3.900 in«3 Ryy 1.520 in Ycg 0.000 in 12.800 inM Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job* G- Printed: 17 AUG 2010, 2:05PM 1 Steel Column Rle: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Rles\hilton 09-51-0018.ec6 k ENERCALC INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dei 1 Description ; HSS Under FB8.3 General Information Code Ref 2006 IBC, AISC Manual 13th Edition Steel Section Name: Analysis Method: Steel Stress Grade Fy; Steel Yield E ; Elasflc Bending Modulus Load Combination; Applied Loads HSS4X4X5/16 2006 IBC & ASCE 7-05 36.0 ksi 29,000.0 ksi Allowable Stress Overall Column Height 12.50 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Column self weight included : 184.73 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 12,50 ft, D = 40.0, L = 40.30 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9106 : 1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum locaflon values are,,, Pu; Axial 80.485 k Pn / Omega ; Allowable 88.383 k Mu-x; /\pplied 0.0 k-ft Mn-x / Omega; Allowable 10.042 k-ft Mu-y; Applied 0.0 k-ft Mn-y / Omega: Allowable 10.042 k-ft PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination Locaflon of max,above base 0.0 ft At maximum locaflon values are ... Vu; Applied 0.0 k Vn / Omega: Allowable 0.0 k Maximum SERVICE Load Reactions .. Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at for load combination; Along X-X 0.0 in for load combinaflon ; at 0.0ft above base 0.0ft above base Load Combination Results Maximum Shear Ratios Load Combination Stress Ratio Status Location stress Ratio Status Location +D 0.455 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.911 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.455 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.797 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions - Unfactored Note: Only non-zero reactions are listed. Load Combination X-X /\xis Reaction @ Base @ Top @ Y-Y /\xis Reaction Base @ Top DOnly LOnly Maximum Deflections for Load Combinations - Unfactored Loads Load Combinaflon Max. X-X Deflecflon Distance Max. Y-Y Deflecflon Distance DOnly LOnly 0,0000 in 0,0000 in 0.000 ft 0.000 ft 0.000 0.000 0.000 ft 0,000 ft steel Section Properties : HSS4X4X5/16 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr; Project Desc: Project Notes: Job* G Printed- 17 AUG 2010, 2:05PM i'Steel Column File: C:\Documents and Settings\gsorenson\My Documents\ENERCALC Data Rles\hilton 09-51-0018.ec6 k ENERCALC. INC. 1983-2009, Ver: 6.1.01 | 1 Lie. # : KW-06006071 License Owner : dci I Description ; HSS Under FB8.3 Steel Section Properties : HSS4X4X5/16 Depth 4,000 In 1 XX = 9.14 inM Web Thick o;ooo in Sxx 4.57 in"3 Flange Width 4.000 in Rxx = 1.490 in Flange Thick 0.313 in Area 4100 in»2 lyy 9.140 inM Weight 14.779 plf Syy 4.570 in"3 Ryy 1.490 in Ycg 0.000 in 15.300 inM - \ _ /Load 1 % > : •• '7', -'• \--\.>'^'"--h ''• >.>:^'*":'"?' 4.00in Loads are total entered value. Arrows do not reflect absolute direction. DCI Project No. 09-51-018 Sheet No. G-84 Project Hilton Date 6/8/10 Subject Stud Wall Design - Typical Exterior Walls By GS Stud Wall Desian. ASD f2005 NDS and 2006 IBC) Value Level 2 Width of Stud 1.5 (in) By Design Stud Size: 2x6 Depth of Stud d = 5.5 (in) Stud Grade: DF-L #2 Effective Height le = 130.5 ft (m) 11 Spacing: 16 in. Slendemess Ratio ljd = 23.7 Slenderness Okav Plate Ht: lift. 3 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp. Table 4A Modulus of Elasticity for Column Stability F — 580000 (psi) Loads Table Allow. Compr. Perp. to Grain 625 (psi) DL= 525 (plf) Table Allow. Compr. Parll. to Grain Fc = 1350 (psi) LL= 560 (plf) Size Factor (Bending) CF = 1.3 1. RLL= 140 (plf) Size Factor (Compr. Parll. To Grain) CF = 1.1 Wind= 20.2 (psf) Lumber Type Factor c = 0.8 Repetetive Member: Cr = 1.15 NDS Section 4,3,4 Bearing Area Cb = 1.25 NDS Section 2,3,10 Check Vertical Loads Onlv D D+L Load Duration: CD = 0.9 1 1.25 Actual Stud Axial Load; Fact ~ 700 1447 1400 lbs Maximum Stud Axial Stress; fc = 85 175 170 psi Allowable Sill Compressive Stress: F,/ = 781 781 781 Dsi Sili Bearing Okav Critical Buckling Design Value; FcE = 847 847 847 psi NDS Section 3.7,1,5 Partly Factored Compressive Stress; F * = 1337 1485 1856 psi NDS Section 3,7,1,5 Column Stability Factor Cp = 0.521 0.481 0.402 Allowable Compressive Stress: rFc' = 696 714 746 psi Vertical Okay Per CBC Table 720.1, footnote -ra'; The design stress of studs shall be reduced to 78 percent of allowable F'c with the maximum not FcE -438 438 438 psi (Based on le/d =33) Per CBC Table 720.1, footnote -ra'; The design stress of studs shall be reduced to 78 percent of allowable F'c with the maximum not Cp = 0.302 0.274 0.223 (Based on le/d =33) greater than 78 percent ofthe calculated stress with studs having a slenderness ration of le/d of 33, -Fc' = 403 407 414 psi (Based on le/d =33) • • Allow Comp. Stress; 78% of least F'c = 314 318 323 psi Vertical Okav Check Vertical + Lateral Loads: D+W l>+.75a.+Lr+W) CJ, with allowable increase of 1.33 CD = 1.6 1.6 Maximum Stud Axial Stress fc = 85 170 psi Partly Factored Compressive Stress: Fe* = 2376 2376 psi Critical Buckling Design Value: FcE = 847 847 psi Assuming le/d = 33, FcE = 438 438 psi Governs Column Stability Factor Cp = 0.177 0.177 Allowable Compressive Stress(78% of F'c); Fc' = 327 327 psi Vertical Okav Maximum Bending Moment: M = 398 299 ft-lb Maximum Bending Stress; fb = 632 474 psi Allowable Bending Stress: F'b = 2153 2153 psi Lateral Okav Combined Stress: f f Y f f 1 0.431 0.628 Unitv Okav 1 t/F:, |2x6 DF-L #2 (a). 16 in. o.c. | =DCI = r- 1 r--. R ^ Project No. 09-51-018 Sheet No. G-85 Project Hilton Date 6/8/10 Subject Stud Wall Design - Typical Exterior Walls By GS Stud Wall Desian. ASD f2005 NDS and 2006 IBC) InDut Data Value Reference Level 3 Width of Stud lb = 1.5 (in) By Design Stud Size: 2x6 Depth of Stud d = 5.5 (in) Stud Grade: DF-L #2 Effective Height le = 112.5 ft. (in) Spacing: 24 in. Slendemess Ratio \Jd = 20.5 Slenderness Okav Plate fo: 9 ft. 9 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Modulus of Elasticity for Column Stability 580000 (psi) Lo^d« Table Allow. Compr. Perp. to Grain F,.= 625 (psi) ,1 DL = 350 (plf) Table Allow. Compr. Parll. to Grain Fc = 1350 (psi) LL = 280 (plf) Size Factor (Bending) CF = 1.3 RLL = 140 Iplf) Size Factor (Compr. Parll. To Grain) CK = 1.1 ,1 Wind = 20.2 (psf) Lumber Type Factor c = 0.8 „ Repetetive Member: 1.15 NDS Section 4,3,4 Bearing Area 1.25 NDS Section 2,3,10 Check Vertical Loads Only Load Duration: Actual Stud Axial Load: Maximum Stud Axial Stress; Allowable Sill Compressive Stress; Critical Buckling Design Value; Partly Factored Compressive Stress: Column Stability Factor Allowable Compressive Stress; Fact ~ F,/ = FcE = F * = * c Cp = -F/ = D D+L D+.75(L+L,) 0.9 1 1.25 700 1260 1330 85 153 161 781 781 781 1140 1140 1140 1337 1485 1856 0.634 0.594 0.509 944 847 882 0.509 944 Per CBC Table 720.1, footnote'm'; The design stress of studs shall be reduced to 78 percent of allowable F'c with tlie maximum not greater than 78 percent of the calculated stress with studs having a slenderness ration of le/d of 33, FcE - Cp = -Fe' = 438 438 438 Per CBC Table 720.1, footnote'm'; The design stress of studs shall be reduced to 78 percent of allowable F'c with tlie maximum not greater than 78 percent of the calculated stress with studs having a slenderness ration of le/d of 33, FcE - Cp = -Fe' = 0.302 0.274 0.223 Per CBC Table 720.1, footnote'm'; The design stress of studs shall be reduced to 78 percent of allowable F'c with tlie maximum not greater than 78 percent of the calculated stress with studs having a slenderness ration of le/d of 33, FcE - Cp = -Fe' = 403 407 414 »• Allow Comp. Stress; 78% of least F'c = 314 318 323 Ibs psi psi psi psi psi psi psi psi Sill Bearing Okav NDS Section 3,7,1,5 NDS Section 3.7.1.5 Vertical Okav (Based on le/d =33) (Based on le/d =33) (Based on le/d =33) Vertical Okav Check Vertical -F Lateral Loads: D+W l>t-.75(L+Li+W) CQ with allowable increase of 1.33 CD = 1.6 1.6 Maximum Stud Axial Stress fc = 85 161 psi Partly Factored Compressive Stress; F * = * c 2376 2376 psi Critical Buckling Design Value; FcE = 1140 1140 pSi Assuming le/d = 33, FcE ~ 438 438 psi Governs Column Stability Factor Cp = 0.177 0.177 Allowable Compressive Stress(78% of F'c); Fc' = 327 327 psi Vertical Okav Maximum Bending Moment: 444 333 ft-lb Maximum Bending Stress: fb = 704 528 psi Allowable Bending Stress: F'b = 2153 2153 psi Lateral Okav Combined Stress: f f V f f 1 0.473 0.631 Unitv Okav i-f,/F:, |2x6 DF-L #2 (a) 24 in. o.c. | =DCI Projecf No. 09-51-018 Sheef No. G-86 Project Hilton Date 6/8/10 Subject Stud Wall Design - Typical Exterior Walls By GS Stud Wall Desian. ASD f2005 NDS and 2006 IBC) Input Data Value Reference Level 4 Width of Stud lb = 1.5 (in) By Design Stud Size: 2x6 Depth of Stud d = 5.5 (in) M Stud Grade: DF-L #2 Effective Height 97.5 ft. (in) Spacing: 24 in. Slendemess Ratio ljd = 17.7 Slenderness Okav Plate Ht: 8 ft. 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Modulus of Elasticity for Column Stability E • = - mm 580000 (psi) Table Allow. Compr. Perp. to Grain F,.= 625 (psi) DL = 175 (plf) Table Allow. Compr. Parll. to Grain Fc = 1350 (psi) LL=* 0 (plf) Size Factor (Bending) CE = 1.3 RLL.*= 140 (plf) Size Factor (Compr. Parll. To Grain) CF = 1.1 Wind-20.2 (psf) Lumber Type Factor c = 0.8 Repetetive Member: 1.15 NDS Section 4,3,4 Bearing Area Cb = 1.25 NDS Section 2,3.10 Check Vertical Loads Onlv D D+L D+.75(L+L,) Load Duration: CD = 0.9 1 1.25 Actual Stud Axial Load; Fact 350 350 560 lbs Maximum Stud Axial Stress; fc = 42 42 68 psi Allowable Sill Compressive Stress; F,/ = 781 781 781 Dsi Sill Bearing Okav Critical Buckling Design Value: FcE = 1517 1517 1517 psi NDS Section 3,7,1,5 Partly Factored Compressive Stress: F * = * c 1337 1485 1856 psi NDS Section 3,7,1,5 Column Stability Factor 0.733 0.698 0.618 Allowable Compressive Stress: rFc' = 980 1037 1147 psi Vertical Okav Per CBC Table 720.1, footnote'm'; The design stress of studs shall be reduced to 78 percent of allowable F'c with the maximum not greater than 78 percent ofthe calculated stress with studs having a slenderness ration of le/d of 33, FcE Cp 438 0.302 403 4138 0.274 407 438 0.223 414 Allow Comp. Stress; 78% of least F'c = 314 318 323 psi psi psi (Based on le/d =33) (Based on le/d =33) (Based on le/d =33) Vertical Okav Check Vertical + Lateral Loads: D+W D+.7S(L+Li+W) Cn with allowable increase of 1.33 CD = 1.6 1.6 Maximum Stud Axial Stress fc = 42 68 psi Partly Factored Compressive Stress; F * = * c 2376 2376 psi Critical Buckling Design Value; F r = * cE 1517 1517 psi Assuming le/d = 33, FcE ~ 438 438 psi Governs Column Stability Factor Cp = 0.177 0.177 Allowable Compressive Stress(78% of F'c); Fc' = 327 327 psi Vertical Okav Maximum Bending Moment: M 333 250 ft-lb Maximum Bending Stress; fb = 529 397 psi Allowable Bending Stress; F'b = 2153 2153 psi Lateral Okav Combined Stress; T f Y f ( i 0.289 0.261 Unitv Okav F'„ i-f,/F:, |2x6 DF-L #2 (a). 24 in. o.c. | =DCI r- ~ 1 n G F= R =^ Projecf No. 09-51-018 Sheet No. G-87 Projecf Hilton Date 6/8/10 5ubjecf Stud Wall Design - Typical Bearing Walls By GS Stud Wall Design. ASD f2005 NDS and 2006 IBC) Value Reference Lumber Type Factor Repetetive Member; Bearing Area c= 0.8 C,= 1.15 CK= 1.25 NDS Section4,3,4 NDS Section 2,3.10 Level 2 Width of Stud lb = 1.5 (in) By Design Stud Size; 2x4 Depth of Stud d = 3.5 (in) Stud Grade: DF-L #2 Effective Height le = 130.5 ft. (in) „ Spacffl^: 8 in. Slendemess Ratio le/d = 37.3 Slenderness Okav Plate fit: lift. 3 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Modulus of Elasticity for Column Stability F — 580000 (psi) Loads Table Allow. Compr. Perp. to Grain F,.= 625 (psi) DL = 730 (plf) Table Allow. Compr. Parll. to Grain Fc = 1350 (psi) LL = 1080 (plf) Size Factor (Bending) CF = 1.5 „ RLL = 40 (plf) Size Factor (Compr. Parll. To Grain) CF = 1.15 Wind = 5 (psf) Check Vertical Loads Only Load Duration; Actual Stud Axial Load: Maximum Stud Axial Stress: Allowable Sill Compressive Stress; Critical Buckling Design Value; Partly Factored Compressive Stress; Column Stability Factor Allowable Compressive Stress; Per CBC Table 720.1, footnote'm'; The design stress of studs shall be reduced to 78 percent of allowable F'c with the maxiinum not greater than 78 percent of the calculated stress with studs liaving a slenderness ration of le/d of 33, C„ = p = ' act fc = F,/ = FcE = F * = * c Cp = r-F/ = Allow Comp. Stress; 78% of least F'c = 252 D D+L D+.75(L+LJ 0.9 1 1.25 487 1207 1047 93 230 199 781 781 781 343 343 343 1397 1553 1941 0.231 0.210 0.170 323 326 329 Ibs psi psi psi psi psi 254 257 psi Sill Bearing Okav NDS Section 3.7,1,5 NDS Section 3.7,1,5 Vertical Okav FcE -438 438 438 psi (Based on le/d =33) Cp = 0.290 0.263 0.214 (Based on le/d =33) Fc' = 405 409 415 psi (Based on le/d =33) Vertical Okav Check Vertical + Lateral Loads: D+W D+.75(L+Lr+W) CD with allowable increase of 1.33 CD = 1.6 1.6 Maximum Stud Axial Stress fc = 93 199 psi Partly Factored Compressive Stress F * = • c 2484 2484 psi Critical Buckling Design Value; F I- = * cE 343 343 psi Governs Assuming le/d = 33, FcE = 438 438 psi Column Stability Factor Cp = 0.134 0.134 Allowable Compressive Stress(78% of F'c): F,' = 259 259 psi Vertical Okav Maximum Bending Moment; M 49 37 ft-lb Maximum Bending Stress; fb = 193 145 psi Allowable Bending Stress; F'b = 2484 2484 psi Lateral Okav Combined Stress: f t \^ t ( I ^ 0.234 0.730 Unitv Okav Combined Stress: f t \^ t ( 2x4 DF-L #2 (a) 8 in. o.c. | DCI Project No. 09-51-018 Sheet No. G-88 Project Hilton Subject Stud Wall Design - Typical Bearing Walls Dafe 6/8/10 By GS Stud Wall Desian. ASD f2005 NDS and 2006 IBC) Value Reference Level 3 Width of Stud 1.5 (in) By Design SfmdiSize: 2x4 Depth of Stud d = 3.5 (in) l^ti^C^ade: DF-L #2 Effective Height le = 97.5 ft. (in) Spacing: 16 in. Slendemess Ratio le/d = 27.9 Slenderness Okav Plate ftt: 8 ft. 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Modulus of Elasticity for Colunm Stability F — 580000 (psi) Table Allow. Compr. Perp. to Grain F,.= 625 (psi) 1, 390 (plf) Table Allow. Compr. Parll. to Grain Fc = 1350 (psi) „ 540 (plf) Size Factor (Bending) CF = 1.5 40 ^If) Size Factor (Compr. Parll. To Grain) CF = 1.15 Wifld = 5 (psf) Lumber Type Factor c = 0.8 Repetetive Member: 1.15 NDS Seclion 4,3,4 Bearing Area Cb = 1.25 NDS Section 2,3,10 Check Vertical Loads Onlv D D+L Dif.750L+LJ Load Duration; CD = 0.9 1 1.25 Actual Stud Axial Load; Fact ~ 520 1240 1100 Ibs Maximum Stud Axial Stress: fc = 99 236 210 psi Allowable Sill Compressive Stress: F,/ = 781 781 781 psi Sill Bearing Okav Critical Buckling Design Value; FcE = 614 614 614 psi NDS Section 3.7,1,5 Partly Factored Compressive Stress; F * = * c 1397 1553 1941 psi NDS Section 3.7.1,5 Column Stability Factor Cp = 0.390 0.356 0.292 Allowable Compressive Stress; rFc' = 545 553 567 psi Vertical Okav Per CBC Table 720.1, footnote ^m'; The design stress of studs shall be reduced to 78 percent of allowable F'c with the maximum not greater than 78 percent of the calculated stress with studs having a slenderness ration of le/d of 33. FcE -438 438 438 psi (Based on le/d =33) Cp = 0.290 0.263 0.214 (Based on le/d =33) Fc' = 405 409 415 psi (Based on le/d =33) —..^ Allow Comp. Stress: 78% of least F'c ^ 316 319 324 psi Vertical Okay Check Vertical + Lateral Loads: D+W D+.75(L+LH-W) CD with allowable increase of 1.33 CD = 1.6 1.6 Maximum Stud Axial Stress fc = 99 210 psi Partly Factored Compressive Stress: * c 2484 2484 psi Critical Buckling Design Value; FcE = 614 614 psi Assuming le/d = 33, FcE = 438 438 psi Governs Column Stability Factor Cp = 0.169 0.169 Allowable Compressive Stress(78% of F'c) Fc' = 328 328 psi Vertical Okav Maximum Bending Moment; M 55 41 ft-lb Maximum Bending Stress; fb = 216 162 psi Allowable Bending Stress; F'b = 2484 2484 psi Lateral Okav Combined Stress; f t 'f r f i 0.203 0.533 Unitv Okav |2x4 DF-L #2 (a). 16 in. o.c. | =DCI != r-, 1 n .= f= R == Projecf No. 09-51-018 Sfieef No. „ „„ G-89 Projecf Hilton Dafe 6/8/10 Subject Stud Wall Design - Typical Bearing Walls By GS Stud Wall Desian. ASD (2005 NDS and 2006 IBC) Input Data Value Reference Level 4 Width ofSmd lb= 1-5 (in) By Design Stud Size: 2x4 Depth of Stud d = 3.5 (in) Stud Grad*: DF-L #2 Effective Height I, = 97.5 ft. (in) Spacing: 24 in. Slendemess Ratio Vd = 27.9 Slenderness Okav Plate lit: 8 ft. 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Modulus of Elasticity for Column Stability E^„ = 580000 (psi) „ Table Allow. Compr. Perp. to Grain Fc. = 625 (psi) „ 50 (plf) Table Allow. Compr. Parll. to Grain F,= 1350 (psi) 0 (plf) Size Factor (Bending) CK= 1.5 40 (plf) Size Factor (Compr. Parll. To Grain) Cy= 1.15 Wind = 5 (psf) Lumber Type Factor c= 0.8 „ Repetetive Member: Cr= 1.15 NDS Section 4.3.4 Bearing Area Cb= 1.25 NDS Section 2,3,10 Check Vertical Loads Only Load Duration; Actual Stud Axial Load; Maximum Stud Axial Stress; Allowable Sill Compressive Stress; Critical Buckling Design Value; Partly Factored Compressive Stress; Column Stability Factor Allowable Compressive Stress: Per CBC Table 720.1, footnote'm'; The design stress of studs shall be reduced to 78 percent of allowable F'c with the maximum not greater than 78 percent of the calculated stress with studs liaving a slenderness ration of le/d of 33, Allow Comp. Stress: D D+L Di+.75(L+Lr) CD = 0.9 1 1.25 Fact ~ 100 100 160 Ibs fc = 19 19 30 psi Fc.' = 781 781 781 psi Sill Bearing Okav FcE -614 614 614 psi NDS Section 3,7,1,5 F * = * c 1397 1553 1941 psi NDS Section 3.7,1,5 Cp = 0.390 0.356 0.292 pFc' = 545 553 567 psi Vertical Okav FcE = 438 438 438 psi (Based on le/d =33) Cp = 0.290 0.263 0.214 (Based on le/d =33) — F ' = * c 405 409 415 psi (Based on le/d =33) 1— stF'c = 316 319 324 psi Vertical Okav Check Vertical + Lateral Loads: D+W D+.75p,+tri-W) CD with allowable increase of 1.33 CD = 1.6 1.6 Maximum Stud Axial Stress fc = 19 30 psi Partly Factored Compressive Stress: F * = * c 2484 2484 psi Critical Buckhng Design Value; FcE = 614 614 psi Assuming le/d = 33, FcE = 438 438 psi Governs Column Stability Factor Cp = 0.169 0.169 AUowable Compressive Stress(78% of F'c); Fc' = 328 328 psi Vertical Okav Maximum Bending Moment; M 83 62 ft-lb Maximum Bending Stress; fb = 323 243 psi Allowable Bending Stress; F'b = 2484 2484 psi Lateral Okav Combined Stress: f r V r ( I 0.139 0.114 Unitv Okav i-f:/F. |2x4 DF-L #2 (a). 24 in. o.c. | DCI Project No. 09-51-018 Sheet No. G-90 Project Hilton Date 6/8/10 Subjecf Stud Wall Design By Typical Corridor Walls GS Stud Wall Desian. ASD f2005 NDS and 2006 IBC) Input Data Width of Stud Depth of Stud EfFective Height Slendemess Ratio Table AUow.Bending Stress Modulus of Elasticity for Column Stability Table Allow. Compr. Perp. to Grain Table Allow. Compr. Parll. to Grain Size Factor (Bending) Size Factor (Compr. Parll. To Grain) Lumber Type Factor Repetetive Member: Bearing Area Value lb= 2.5 d= 3.5 1,= 130.5 ft. yd = 37.3 Fb = 900 E^„= 580000 Fc. = 625 Fc= 1350 Cp= 1.5 CK= 1.15 c= 0.8 C,= 1.15 Cb= 1.15 (in) (in) (in) (psi) (psi) (psi) (psi) Reference By Design Slenderness Okav NDS Supp, Table 4A NDS Section 4.3,4 NDS Section 2,3,10 Level 2 Stud Size: 3x4 ^tud Grade: DF-L #2 Spacitfjg: 16 in. Hate Ht: lift, 3 in. Loads ttL-450 (plf) pL-800 (plf) RLL = 200 (plf) Wind = 5 (psf) Check Vertical Loads Onlv Load Duration: Actual Stud Axial Load: Maximum Stud Axial Stress; Allowable Sill Compressive Stress: Critical Buckling Design Value; Partly Factored Compressive Stress; Column Stability Factor Allowable Compressive Stress: Per CBC Table 720.1, footnote'm'; The design stress of studs shall be reduced to 78 percent of allowable F'c with the maximum not greater than 78 percent of the calculated stress with studs having a slenderness ration of le/d of 33, CD = P = * act fc = F,/ = FcE = Fc* = Cp = ^F/ = Allow Comp. Stress: 78% of least F'c = 252 D D+L D+.?7|0WaiJ 0.9 1 1.25 600 1667 1600 69 190 183 719 719 719 343 343 343 1397 1553 1941 0.231 0.210 0.170 323 326 329 Ibs psi psi psi psi psi 254 257 psi Check Vertical + Lateral Loads: D+W D+.75(L+Lr+W) CD with allowable increase of 1.33 1.6 1.6 Maximum Stud Axial Stress fc = 69 183 psi Partly Factored Compressive Stress: F * = * c 2484 2484 psi Critical Buckling Design Value; FcE = 343 343 psi Governs Assuming le/d = 33, FcE = 438 438 psi Colunm Stability Factor Cp = 0.134 0.134 Allowable Compressive Stress(78% of F'c): Fc' = 259 259 psi Vertical Okav Maximum Bending Moment; M 99 74 ft-lb Maximum Bending Stress: fb = 232 174 psi Allowable Bending Stress; F'b = 2484 2484 psi Lateral Okav Combined Stress; f f Y f ( i 0.186 0.647 Unitv Okav Sill Bearing Okav NDS Section 3,7.1.5 NDS Section 3,7,1,5 M II Vertical Okay FcE 438 438 438 psi (Based on le/d =33) ( P 0.290 0.263 0.214 (Based on le/d =33) Fc' = 405 409 415 psi (Based on le/d =33) Vertical Okav F', F'„ 1 - |3x4 DF-L #2 (a). 16 in. o.c. | =DCI Projecf No. 09-51-018 Sheef No. G-91 Projecf Hilton Dafe 6/8/10 5ubjecf Stud Wall Design - Corridor Walls By GS Stud Wall Desian. ASD f2005 NDS and 2006 IBC) Input Data Value Reference Level 3 Width of Stud lb = 1.5 (in) By Design Stud Size: 2x4 Depth of Stud d = 3.5 (in) ,1 Staa^ade: DF-L #2 Effective Height 97.5 ft. (in) M Spaeijaig: 16 in. Slendemess Ratio ljd = 27.9 Slenderness Okav Plate J^f: 8 ft. 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Modulus of Elasticity for Column Stability ¥ — '-'mill 580000 (psi) „ Loads Table Allow. Compr. Perp. to Grain Fc.= 625 (psi) 1, DL = 390 (plf) Table Allow. Compr. Parll. to Grain Fc = 1350 (psi) „ LL = 400 (plf) Size Factor (Bending) Cp = 1.5 „ RLL = 200 (plf) Size Factor (Compr. Parll. To Grain) CF = 1.15 Wind = 5 (psf) Lumber Type Factor c = 0.8 Repetetive Member; 1.15 NDS Section 4.3,4 Bearing Area Cb = 1.25 NDS Section 2.3.10 Check Vertical Loads Onlv D D+L DM5(L+L,) Load Duration: CD = 0.9 1 1.25 Actual Stud Axial Load: Fact ~ 520 1053 1120 Ibs Maximum Stud Axial Stress; fc = 99 201 213 psi Allowable Sill Compressive Stress: Fc/ = 781 781 781 psi Sill Bearing Okav Critical Buckling Design Value; FcE = 614 614 614 psi NDS Section 3.7.1,5 Partly Factored Compressive Stress; F * = * c 1397 1553 1941 psi NDS Section 3,7,1,5 Column Stability Factor Cp = 0.390 0.356 0.292 Allowable Compressive Stress; rFc' = 545 553 567 psi Vertical Okay Per CBC Table 720.1, footnote 'in'; The design stress of studs shall be reduced to 78 percent of allowable F'c with the maximum not greater than 78 percent of the calculated stress with studs having a slenderness ration of le/d of 33. FcE -438 438 438 psi (Based on le/d =33) Cp = 0.290 0.263 0.214 (Based on le/d =33) Fc' = 405 409 415 psi (Based on le/d =3 3) Allow Comp. Stress; 78% of least F'c = 316 319 324 psi Vertical Okav F', F',. 1-f ,,/F. Check Vertical + Lateral Loads: D+W D+.75(L+LH-W) CD with allowable increase of 1.33 CD = 1.6 1.6 Maximum Stud Axial Stress fc = 99 213 psi Partly Factored Compressive Stress; F * = • c 2484 2484 psi Critical Buckling Design Value; F r = * cE 614 614 psi Assuming le/d = 33, FcE = 438 438 psi Governs Column Stability Factor Cp = 0.169 0.169 Allowable Compressive Stress(78% of F'c); Fc' = 328 328 psi Vertical Okav Maximum Bending Moment; M 55 41 ft-lb Maximum Bending Stress; fb = 216 162 psi Allowable Bending Stress; F'b = 2484 2484 psi Lateral Okav Combined Stress: f f Y t f i 0.203 0.550 Unitv Okav |2x4 DF-L #2 (fl) 16 in. o.c. | DCI Project No. 09-51-018 5heef No. G-92 Projecf Hilton Dafe 6/8/10 5ub/ecf Stud Wall Design - Corridor Walls By GS Stud Wall Desian. ASD (2005 NDS and 2006 IBC) Input Oata Value Reference Level 4 Width of Stud lb= 1-5 (in) By Design Stud Size: 2x4 Depth of Stud d= 3.5 (in) „ Stud &ade: DF-L #2 Effective Height le = 97.5 ft. (in) 24 in. Slendemess Ratio yd = 27.9 Slenderness Okav 8 ft. 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp. Table 4A Modulus of Elasticity for Column Stability = 580000 (psi) Ldaflji Table Allow. Compr. Perp. to Grain Fc. = 625 (psi) 250 (plf) Table Allow. Compr. Parll. to Grain Fc= 1350 (psi) LL* 0 (plf) Size Factor (Bending) CF= 1.5 RLL^ 200 (plf) Size Factor (Compr. Parll. To Grain) CF= 1.15 Wind = 5 (psf) Lumber Type Factor c= 0.8 „ Repetetive Member: Cr= 1.15 NDS Section 4.3.4 Bearing Area Cb= 1.25 NDS Section 2.3,10 Check Vertical Loads Onlv Load Duration; Actual Stud Axial Load: Maximum Stud Axial Stress; Allowable Sill Compressive Stress; Critical Buckling Design Value: Partly Factored Compressive Stress: Column Stability Factor Allowable Compressive Stress; Per CBC Table 720.1, footnote'm'; The design stress of studs shall be reduced to 78 percent of allowable F'c with the maximum not greater than 78 percent of the calculated stress with studs having a slenderness ration of le/d of 33, CD = Fact fc = Fc/ = FcE * c Cp = -Fc' = FcE = Cp = -F; = Allow Comp. Stress; 78% of least F'c = p • D+L 0.9 1 1.25 500 500 800 95 95 152 781 781 781 614 614 614 1397 1553 1941 0.390 0.356 0.292 545 553 567 438 438 438 0.290 0.263 0.214 405 409 415 316 1 319 324 Ibs psi psi psi psi psi psi psi psi Check Vertical + Lateral Loads: D+W D+.75(L4ti4-W) CD with allowable increase of 1.33 CD = 1.6 1.6 Maximum Stud Axial Stress fc = 95 152 psi Partly Factored Compressive Stress; F * = * c 2484 2484 psi Critical Buckhng Design Value; FcE = 614 614 psi Assuming le/d =33, FcE = 438 438 psi Governs Column Stability Factor Cp = 0.169 0.169 Allowable Compressive Stress(78% of F'c): Fc' = 328 328 psi Vertical Okav Maximum Bending Moment: M = 83 62 ft-lb Maximum Bending Stress: fb = 323 243 psi Allowable Bending Stress: F'b = 2484 2484 psi Lateral Okav Combined Stress; (f V f f i 0.251 0.365 Unitv Okav F', Sill Bearing Okav NDS Section 3.7,1,5 NDS Section 3,7,1,5 I) It Vertical Okav (Based on le/d =33) (Based on le/d =33) (Based on le/d =33) Vertical Okav 1-L/F, |2x4 DF-L #2 (fl^ 24 in. o.c. | Projecf No. 09-51-0094 Sheef No. G-93 Project Hilton Dafe 8/4/10 Subjecf Beam Bl By MC Bundled Stud Desion. ASD f2005 NDS and 2006 IBC) 3rd FLoor Input Data Value Reference Width of Stud(s) (in) By Design Depth of Stud(s) d = 3.5 (in) Stud Size: (2)2x4 Effective Height 1,= 100.5 (in) Stud Grade: DF-L #2 Slenderness Ratio yd = 28.7 Slenderness Okav Plate Ht: 8 ft. 9 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp. Table 4A Elasticity for Column Stability 580000 (psi) Loads Allow. Compr. Perp. to Grain F^ = 625 (psi) „ DL = 2000 (lbs) Allow. Compr. Parll. to Grain Fc= 1350 (psi) „ LL = 3100 (lbs) Size Factor (for Fb) CK= 1.5 RLL = 0 (lbs) Size Factor (for Fc") CK= 1.1 ti » W. Axial 0 (lbs) Lumber Type Factor c= 0.8 II „ •7 E Ajual ~ 0 (ibs) Repetetive Member: Cr= 1.15 NDS Section 4,3,4 .7Eut,= 15 (plf) Bearing Area Cb= 1.125 NDS Section: 3,10 WLat,= 15 (plf) Check Vertical Loads Onlv D D+L D+.75(L+L,) b+.7S(I,+L,+W) lH-.7S(C+t+.7E) Load Duration: CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load; Fact ~ 2000 5100 4325 4325 4325 Ibs Maximum Axial Stress: fc = 190 486 412 412 412 psi Allow Sill Comp. Stress: F^' = 703 703 703 703 703 psi Critical Buckling Value; FcE = 578 578 578 578 578 psi Partial Compr. Stress: Fc* = 1337 1485 1856 2376 2376 psi Column Stability Factor Cp = 0.385 0.351 0.288 0.230 0.230 Allowable Comp. Stress: Fc' = 514 522 535 546 546 psi Sill Bearing Okav NDS Section 3,7,1,5 NDS Section 3,7,1,5 It t) Vertical Okav Check Vertical + Lateral Loads: D+W D+.75(L+Lr+W) D+E D+.75()t/+ti+K) CD with allowable increase of 1.33 CD = 1.6 1.6 1.6 1.6 Maximum Stud Axial Stress fc = 190 412 190 412 psi Partly Factored Compressive Stress: F * = c 2376 2376 2376 2376 psi Critical Buckling Design Value; FcE = 578 578 578 578 psi Column Stability Factor Cp = 0.230 0.230 0.230 0.230 Allowable Compressive Stress; Fc' = 546 546 546 546 psi Maximum Bending Moment: 132 99 132 99 ft-lb Maximum Bending Stress: fb = 258 193 258 193 psi Allowable Bending Stress: F'b = 2484 2484 2484 2484 psi Combined Stress: ( f V f f 1 ^ 0.277 0.840 0.277 0.840 V^ertical Okav Lateral Okav Unitv Okav F', F'ai-r/F. 1(2) 2x4 DF-L #2 Bundled Studs | Project No. 09-51-0094 Sheet No. G-94 Project Hilton Dafe 8/4/10 Subject Beam Bl By MC Bundled Stud Desiqn. ASD (2005 NDS and 2006 IBCl 2nt:l FLoor Input Data Value Reference Width of Stud(s) lb = 7.5 (in B> Design Depth of Stud(s) d = 3.5 (in) Stud Size: (3) 3x4 Effective Height K = 187.5 (in) Stud Grade: DF-L #2 Slenderness Ratio ljd = 53.6 Slenderness No Good Plate Ht: 16 ft. Oin. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Elasticity for Column Stability E • = 580000 (psi) " Loads .Allow. Compr. Perp. to Grain F^ = 625 (psi) " DL = 2200 (lbs) • Allow. Compr. Parll. to Grain Fc = 1350 (psi) " LL = 1400 (lbs) Size Factor (for Fb) CK = 1.5 RLL = 0 (lbs) Size Faetor (for Fc") CK = 1.15 W Axial 0 (lbs) Lumber Type Factor c = 0.8 • 7 E Axial ~ 0 (lbs) Repetetive Member; c.= 1.15 NDS Section 4,3,4 •7Eu,:=: 15 (plf) Bearing Area Cb = 1.05 NDS Section 2,3,10 15 (plf) Check Vertical Loads Onlv D D+L D+.75(L+L,) I>+.75(L+L,+W) D+.75(L+L,+.7E) Load Duration; CD = 0.9 1 1.25 1.6 1.6 Actual A.\ial Load: Fact ~ 2200 3600 3250 3250 3250 ibs Maximum Axial Stress; fc = 84 137 124 124 124 psi Allow Sill Comp. Stress; F^' = 656 656 656 656 656 psi Sill Bearing Okav Critical Buckling Value: FcE = 166 166 166 166 166 psi NDS Section 3,7 1,5 Partial Compr. Stress; F,* = 1397 1553 1941 2484 2484 psi NDS Section 3,7,1 5 Column Stability Factor Cp = 0.116 0.105 0.084 0.066 0.066 Allowable Comp. Stress; F/ = 162 162 163 164 164 psi Vertical Okav Check Vertical + Lateral Loads: Cp with allowable increase of 1.33 Maximum Stud A.\ial Stress Partly Factored Compressive Stress; Critical Buckling Design Value; Column Stability Factor Allowable Compressive Stress: Maximum Bending Moment; Maximum Bending Stress: Allowable Bending Stress: Combined Stress; / j. F'. 1 - f. F., D+W D+.75(L+Lr+W) D+E D+.75(L+Lr+E) 1.6 1.6 1.6 1.6 fc = 84 124 84 124 psi F/ = 2484 2484 2484 2484 psi FcE = 166 166 166 166 psi Cp = 0.066 0:066 0.066 0.066 Fc' = 164 164 164 164 psi M 458 343 458 343 ft-lb fb = 359 269 359 269 psi F'b = 2484 2484 2484 2484 psi 0.553 0.996 0.553 0.996 Vertical Okav Lateral Okav Unity Okav 1(3) 3x4 DF-L #2 Bundled Studs | Projecf No. 09-51-0094 Sfieef No, G-95 Dafe 7/20/10 Project Hilton Subjecf Cooridor beam 5.1 By GS Bundled Stud Desiqn. ASD f2005 NDS and 2006 IBC) 4lh FLoor Input Data Value Reference Width of Studts) •b= ^ (m) By Design Depth ofStud(s) d= 3.5 (in) „ Stud Size: (2) 2x4 Effective Height L = 97.5 (in) II Stud Grade: DF-L #2 Slenderness Ratio IJd = 27.9 Slenderness Okav Plate Ht: 8 ft. 6 in. Table AUow.Bending Stress Fb - 900 Ipsi) NDS Supp, Table 4A Elasticity for Column Stabilit>' E„i„ = 580000 (psi) Loads Allow. Compr. Perp. to Grain F^ = 625 (psi) DL = 800 (lbs) Allow. Compr. Parll. to Grain Fc= 1350 (psi) LL = 0 (lbs) Size Factor (for Fb) CF= 1.5 RLL = 650 (jbs) Size Factor (for Fc") CF= 1.1 W Axial = 0 (lbs) Lumber Type Factor c= 0.8 II II •7 E Aidal ~ 0 (lbs) Repetetive Member: C,= 1.15 NDS Section 4 3,4 .7ELae = 15 (plf) Bearing Area C,= 1.125 NDS Section 2 3 10 WLa,,= 15 (plf) Check Vertical Loads Onlv D D+L D+.75(L+LJ D+.75(L+L,+W) 1>+.75(L+L,+,7E) Load Duration; CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load; Fact ~ 800 800 1288 1288 1288 Ibs Ma.ximum A.xial Stress: fc = 76 76 123 123 123 psi Allow Sill Comp. Stress; F^' = 703 703 703 703 703 psi Critical Buckling Value; FcE = 614 614 614 614 614 psi Partial Compr. Stress: Fc* = 1337 1485 1856 2376 2376 psi Column Stability Factor Cp = 0.405 0.370 0.304 0.243 0.243 Allowable Comp. Stress: Fc' = 541 550 565 577 577 psi Sill Bearing Okav NDS Sections ? 1,5 NDS Section 3,7,1,5 Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Buckling Design Value; Column Stability Factor Allowable Compressive Stress; Maximum Bending Moment: Maximum Bending Stress; Allowable Bending Stress; Combined Stress; ( f V f F7 1 i-f./Xt D+W D+.75(L+Lr+'W) D+E 1M.7S(L+Lr+E) Cr> = 1.6 1.6 1.6 1.6 fc = 76 123 76 123 psi Fc* = 2376 2376 2376 2376 psi FcE = 614 614 614 614 psi Cp = 0.243 0.243 0.243 0.243 Fc' = 577 577 577 577 psi M 124 93 124 93 ft-lb fb = 243 182 243 182 psi F'b = 2484 2484 2484 2484 psi 0.129 0.137 0.129 0.137 Vertical Okav Lateral Okav Unitv Okav 1(2) 2x4 DF-L #2 Bundled Studs | Project No. 09-51-0094 Sheef No. G-96 Project Hilton Dafe 7/20/10 Subject Cooridor beam 5.1 By GS Bundled Stud Design, ASD f2005 NDS and 2006 IBC) 3rd FLoor Input Data Value Reference Width of Stud(s) lb =4.5 (in) By Design Depth ofStud(s) d= 3.5 (in) II Stud Size: (3) 2x4 Effective Height 1,= 100.5 (in) II Stud Grade: DF-L #2 Slenderness Ratio \Jd = 28.7 Slenderness Okav Plate Ht: 8 ft. 9 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Elasticit}' for Column Stabilit>' E„i„= 580000 (psi) ,1 Loads Allow. Compr. Perp. to Grain F^ = 625 (psi) DL = 2600 (lbs) Allow. Compr. Parll. to Grain F,= 1350 (psi) II LL = 4500 (lbs) Size Factor (for Fb) CK= 1.5 II RLL = 650 (lbs) Size Factor (for Fc") CK= 1.1 II W Axial" 0 (lbs) Lumber Type Factor c= 0.8 " •7 E Axial ~ 0 (lbs) Repetetive Member: C,= 1.15 NDS Seclion 4 3,4 .7Eut = 15 (plf) Bearing Area Cb= 1.08333 NDS Section 2 3,10 WLat = 15 (plf) Check Vertical Loads Onlv D D+L D+.7S0WL,) D+.75(t+iL,+.7E) Load Duration: CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load; P = • act 2600 7100 6463 6463 6463 Ibs Maximum Axial Stress: fc = 165 451 410 410 410 psi Allow Sill Comp. Stress; F^' = 677 677 677 677 677 psi Critical Buckling Value; FfE -578 578 578 578 578 psi Partial Compr. Stress; Fc* = 1337 1485 1856 2376 2376 psi Column Stabilit)' Factor Cp = 0.385 0.351 0.288 0.230 0.230 Allowable Comp. Stress; Fc' = 514 522 535 546 546 psi Sill Bearing Okav NDS Section 3,7,1,5 NDS Section 3,7,1,5 Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Buckling Design Value: Column Stability Factor Allowable Compressive Stress; Maximum Bending Moment; Maximum Bending Stress; Allowable Bending Stress; Combined Stress: ( ^ F'., l-f,/F„ D+W D+.75(L+Ij+W) D+E D+.7SCL+LI+E) 1.6 1.6 1.6 1.6 fc = 165 410 165 410 psi F/ = 2376 2376 2376 2376 psi FcE = 578 578 578 578 psi Cp = 0.230 0.230 0.230 0.230 Fc' = 546 546 546 546 psi 132 99 132 99 ft-lb fb = 172 129 172 129 psi F'b = 2484 2484 2484 2484 psi 0.188 0.744 0.188 0.744 Vertical Okav Lateral Okav Unitv Okav 1(3) 2x4 DF-L #2 Bundled Studs | DCI Project No. 09-51-0094 Sheef No. G-97 Project Hilton Dafe 7/20/10 Subject Cooridor beam 5.1 By GS Bundled Stud Desiqn. ASD (2005 NDS and 2006 IBC) 2nd FLoor Input Data Value Reference Widlh of Stud(s) lb= 12.5 (in) By Design Depth of Stud(s) d = 3.5 (in) 1, Stud Size: (5)3x4 Effective Height L= 133.5 (in) 1. Stud Grade: DF-L #2 Slenderness Ratio Vd = 38.1 Slenderness Okav Plate Ht: 11 ft. 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp Table 4A Elasticit)-' for Column Stability E„,„ = 580000 (psi) LffstAs • 7 Allow. Compr. Perp. to Grain F^ = 625 (psi) DL = 5400 (lbs) Allow. Compr. Parll. to Grain F, = 1350 (psi) LL = 80Q0 (ibs) Size Factor (for Fb) Cp= 1.5 RLL = 650 (lljs) Size Factor (for Fc") Cp= 1.15 WAxial = 0 0^ Lumber Type Factor c = 0.8 " " •7 E Axial" 0 (lbs) Repetetive Member; C,= 1.15 NDS Section 4,3,4 •7Eut = li (p|f) Bearing Area Cb= 1.03 NDS Section 2,3,10 Wu.= 15 (plf) Check Vertical Loads Onlv D D+L 1>+..75(L+L,) D+.7S{I/tL,+W) »+.75(ML,+.7E) Load Duration: CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load: Fact ~ 5400 13400 11888 11888 11888 Ibs Maximum Axial Stress: fc = 123 306 272 272 272 psi Allow Sill Comp. Stress; F^' = 644 644 644 644 644 psi Critical Buckling Value: FcE = 328 328 328 328 328 psi Partial Compr. Stress: F,* = 1397 1553 1941 2484 2484 psi Column Stability Factor Cp = 0.222 0.201 0.163 0.128 0.128 Allowable Comp. Stress: Fc' = 310 312 315 318 318 psi Sill Bearing Okav NDS Section 3,7 15 NDS Section 3,7 1.5 Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Buckling Design Value: Column Stability Factor Allowable Compressive Stress: Ma.ximum Bending Moment: Maximum Bending Stress; Allowable Bending Stress: Combined Stress: f j. F'. D+W D+.75(L+Li+W) D+E Co 1.6 1.6 1.6 1.6 = 123 272 123 272 psi = 2484 2484 2484 2484 psi FcE 328 328 328 328 psi Cp = 0.128 0.128 0.128 0.128 Fc' = 318 318 318 318 psi M = 232 174 232 174 ft-lb fb = 109 82 109 82 psi F'b = 2484 2484 2484 2484 psi 0.221 0.921 0.221 0.921 Vertical Okav Lateral Okav Unity Okav 1(5) 3x4 DF-L #2 Bundled Studs | Project No. 09-51-0094 Sheef No, G-98 Project Hilton Dofe 7/20/10 Subject RB10.2 By GS Bundled Stud Desiqn. ASD f2005 NDS and 2006 IBC) 4th FLoor Input Data Value Reference Width of Stud(s) lb= 3 (in) By Design Depth of Stud(s) d= 3.5 (in) II Stud Sise: (2) 2x4 Effective Height L = 97.5 (in) „ Stnd Grade: DF-L #2 Slenderness Ratio le/d = 27.9 Slenderness Okav Pbtt^Ht: 8 ft. 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Elasticity for Column Stability' E„i„= 580000 (psi) II iibad^ Allow. Compr. Perp. to Grain F^ = 625 (psi) II DL= -800 (lbs) Allow. Compr. Parll. to Grain Fc= 1350 (psi) 1, 0 (lbs) Size Factor (for Fb) CF= 1.5 II ' -RtL = ^ , 650 (lbs) Size Factor (for Fc") CF= M II 0 (lbs) Lumber Type Factor c= 0.8 II 1, •7 E Axial -0 (lbs) Repetetive Member: Cr= 1.15 NDS Section 4,3,4 .7:fiut = 15 (plf) Bearing Area Cb= 1.125 NDS Section 2 3 10 WLat.= 15 (plf) Check Vertical Loads Onlv D D+L D+.75(L+L,) D+.75(L+L,+W) D+.75(L+U+.7E) Load Duration; CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load; P = 800 800 1288 1288 1288 lbs Maximum Axial Stress: fc = 76 76 123 123 123 psi Allow Sill Comp. Stress: F^' = 703 703 703 703 703 psi Critical Buckling Value: FcE = 614 614 614 614 614 psi Partial Compr. Stress: ^ c 1337 1485 1856 2376 2376 psi Column Stability Factor Cp = 0.405 0.370 0.304 0.243 0.243 Allowable Comp. Stress: Fc' = 541 550 565 577 577 psi Sill Bearing Okav NDS Section 3,7,1,5 NDS Section 3,7,1,5 Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress; Critical Buckling Design Value: Column Stability Factor Allowable Compressive Stress; Maximum Bending Moment; Maximum Bending Stress; Allowable Bending Stress; Combined Stress; / ^ 1 1 - f. /F., D+W D+.7S(L+Lrt.W) D+E D+.75(L+LiH-E) 1.6 1.6 1.6 1.6 fc = 76 123 76 123 psi F/ = 2376 2376 2376 2376 psi FcE = 614 614 614 614 psi Cp = 0.243 0.243 0.243 0.243 Fc' = 577 577 577 577 psi M„3x = 124 93 124 93 ft-lb fb = 243 182 243 182 psi F'b = 2484 2484 2484 2484 psi 0.129 0.137 0.129 0.137 V^ertical Okav Lateral Okav Unitv Okav 1(2) 2x4 DF-L #2 Bundled Studs | Project No. 09-51-0094 Sheef No. G-99 Project Hilton Subjecf RBI 0.2 DoTe 7/20/10 By GS Bundled Stud Desiqn. ASD f2005 NDS and 2006 IBC) 3rd FLoor Input Data Value Reference Width of Stud(s) lb= 4.5 (in) By Design Depth of Stud(s) d= 3.5 (in) Stud Size: (3) 2x4 Effective Height L= 100.5 (in) II Stud Grade: DF-L #2 Slenderness Ratio \Jd = 28.7 Slenderness Okav Plate Ht: 8 ft. 9 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Elasticity for Column Stability E„i„ = 580000 (psi) 1, Loads Allow. Compr. Perp. to Grain F^ = 625 (psi) DL = 2600 (lbs) Allow. Compr. Parll. to Grain F,= 1350 (psi) II LL = 4500 (lbs) Size Factor (for Fb) CF= 1.5 II RLL = 650 (lbs) Size Factor (for Fc") CK= 1.1 WAxial = 0 (Ibs) Lumber Type Factor c= 0.8 II •7 E A^ial -0 (lbs) Repetetive Member: C,= 1.15 NDS Secfion 4,3,4 •7ELat = 15 (plf) Bearing Area Cb= 1.08333 NDS Section 2 3,10 15 (plf) Check Vertical Loads Onlv D D+L D+.75(I/VL,) D+.1S(L+L,+W) D+.7S(t+L,+.7E) Load Duration; CD = 0.9 1 1.25 1.6 1.6 Actual A.xial Load; l> = ^act 2600 7100 6463 6463 6463 lbs Maximum Axial Stress; fc = 165 451 410 410 410 psi Allow Sill Comp. Stress: F^' = 677 677 677 677 677 psi Critical Buckling Value; FcE = 578 578 578 578 578 psi Partial Compr. Stress: F,* = 1337 1485 1856 2376 2376 psi Column Stability Factor Cp = 0.385 0.351 0.288 0.230 0.230 Allowable Comp. Stress: Fc' = 514 522 535 546 546 psi Sill Bearing Okav NDS Section 3,7 1,5 NDS Section 3,7,1,5 Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress; Critical Buckling Design Value; Column Stability Factor Allowable Compressive Stress; Maximum Bending Moment; Maximum Bending Stress; Allowable Bending Stress; Combined Stress; [ ^ F', I l-f./F.B D+W D+.75(L+Lr+W) D+E D+.75(L+LiH.E) 1.6 1.6 1.6 1.6 fc = 165 410 165 410 psi F/ = 2376 2376 2376 2376 psi FcE = 578 578 578 578 psi Cp = 0.230 0.230 0.230 0.230 F ' * c 546 546 546 546 psi iVI,„ax = 132 99 132 99 ft-lb fb = 172 129 172 129 psi F'b = 2484 2484 2484 2484 psi 0.188 0.744 0.188 0.744 Vertical Okav Lateral Okav Unitv Okav 1(3) 2x4 DF-L #2 Bundled Studs | i=; (- r-z 1 n F5 Project No. 09-51-0094 Sheet No. G-100 Projecf Hilton Dafe 7/20/10 Subject RB10.2 By GS Bundled Stud Desiqn. ASD (2005 NDS and 2006 IBC) 2nd FLoor Input Data Value Reference Width of Stud(s) lh= 12.5 (in) B> Design Depth of Stud(s) d = 3.5 (in) II Stud Size: (5) 3x4 Effective Height le= 133.5 (in) „ Stud Grade: DF-L #2 Slenderness Ratio l,/d= 38.1 Slenderness Okav Plate Ht: 11 ft. 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Elasticity for Column Stability E„i„ = 580000 (psi) Loads Allow. Compr. Perp. to Grain F,± = 625 (psi) DL^ 5400 (lbs) Allow. Compr. Parll. to Grain F, = 1350 (psi) LL = 8000 (tbs) Size Factor (for Fb) Cp= 1.5 RLL = 650 (lbs) Size Factor (for Fc") Cp= 1.15 0 (lbs) Lumber Type Factor c= 0.8 1, •7EAX«I = 0 (is) Repetetive Member: C, = 1.15 NDS Section 4,3,4 .7Eu,= 15 (plf) Bearing Area Cb= 1.03 NDS Section 2,3,10 Wut = 15 (plf) Check Vertical Loads Onlv D D+L D+.75(L+IJ D+.75(L+L,+W) D+.75(I^Jt^+.7E) Load Duration; CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load: P = 5400 13400 11888 11888 11888 Ibs Maximum Axial Stress; fc = 123 306 272 272 272 psi Allow Sill Comp. Stress; F^' = 644 644 644 644 644 psi Critical Buckling Value: FcE = 328 328 328 328 328 psi Partial Compr. Stress: F,* = 1397 1553 1941 2484 2484 psi Column Stability Factor Cp = 0.222 0.201 0.163 0.128 0.128 Allowable Comp. Stress: Fc' = 310 312 315 318 318 psi Sill Bearing Okav NDS Section 3,7,1,5 NDS Section 3 7,1,5 Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Buckling Design Value: Column Stability Factor Allowable Compressive Stress: Maximum Bending Moment; Maximum Bending Stress: Allowable Bending Stress: Combined Stress: / j. FVJ FVU-f, F,, D+W D+.75(L+Li+W) D+E D+.75(I.Hi+E) CD = 1.6 1.6 1.6 1.6 fc = 123 272 123 272 psi F * = 2484 2484 2484 2484 psi FcE = 328 328 328 328 psi Cp = 0.128 0.128 0.128 0.128 Fc' = 318 318 318 318 psi M 232 174 232 174 ft-lb fb = 109 82 109 82 psi F'b = 2484 2484 2484 2484 psi 0.221 0.921 0.221 0.921 Vertical Okav Lateral Okav Unity Okav 1(5) 3x4 DF-L #2 Bundled Studs | =OCI Projecf No. 09-51-0094 Sheet No. G-101 Profecf Hilton Dafe 7/20/10 Subject Beam FBI By GS Bundled Stud Desiqn. ASD (2005 NDS and 2006 IBC) 2nd FLoor Input Data Value Reference Width of Stud(s) lb= 10 (in) By Design Depth of Stud(s) d = 3.5 (in) II Stud Size: (4) 3x4 Effective Height L= 133.5 (in) „ Stud Grade: DF-L #2 Slenderness Ratio L/d = 38.1 Slenderness Okav Plate Ht: 11 ft. 6 ID. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Elasticity for Column Stability E„i„= 580000 (psi) II Loads Allow. Compr. Perp. to Grain F^ = 625 (psi) DL = 4000 (lbs) Allow. Compr. Parll. to Grain Fc= 1350 (psi) " II LL = 6100 (lbs) Size Factor (for Fb) Cf= 1.5 RLL = 0 (lbs) Size Factor (for Fc") Cf= 1.15 W Aidal ^ 0 (lbs) Lumber Type Factor c= 0.8 •7 E AxisJ ~ 0 (lbs) Repetetive Member: C,= 1.15 NDS Section 4,3,4 •7Eut = 15 (iHf) Bearing Area Cb= 1.0375 NDS Section 2,3,10 Wut = 15 (pif) Check Vertical Loads Onlv D D+L IH..75(L+LJ D+.7sarfL,+W) D+.75(I.+L,+.7E) Ibs psi Dsi Sill Bearing Okav psi NDS Section 3,7,1,5 psi NDS Section 3 7,1 5 Dsi Vertical Okav Load Duration: CD = Actual Axial Load: P^d = Maximum Axial Stress: f^ = Allow Sill Comp. Stress; F^' = Critical Buckling Value: FCE = Partial Compr. Stress; Fc* = Column Stability Factor Cp = Allowable Comp. Stress: Fj' = 0.9 1 1.25 1.6 1.6 Ibs psi Dsi Sill Bearing Okav psi NDS Section 3,7,1,5 psi NDS Section 3 7,1 5 Dsi Vertical Okav Load Duration: CD = Actual Axial Load: P^d = Maximum Axial Stress: f^ = Allow Sill Comp. Stress; F^' = Critical Buckling Value: FCE = Partial Compr. Stress; Fc* = Column Stability Factor Cp = Allowable Comp. Stress: Fj' = 4000 10100 8575 8575 8575 Ibs psi Dsi Sill Bearing Okav psi NDS Section 3,7,1,5 psi NDS Section 3 7,1 5 Dsi Vertical Okav Load Duration: CD = Actual Axial Load: P^d = Maximum Axial Stress: f^ = Allow Sill Comp. Stress; F^' = Critical Buckling Value: FCE = Partial Compr. Stress; Fc* = Column Stability Factor Cp = Allowable Comp. Stress: Fj' = 114 289 245 245 245 Ibs psi Dsi Sill Bearing Okav psi NDS Section 3,7,1,5 psi NDS Section 3 7,1 5 Dsi Vertical Okav Load Duration: CD = Actual Axial Load: P^d = Maximum Axial Stress: f^ = Allow Sill Comp. Stress; F^' = Critical Buckling Value: FCE = Partial Compr. Stress; Fc* = Column Stability Factor Cp = Allowable Comp. Stress: Fj' = 648 648 648 648 648 Ibs psi Dsi Sill Bearing Okav psi NDS Section 3,7,1,5 psi NDS Section 3 7,1 5 Dsi Vertical Okav Load Duration: CD = Actual Axial Load: P^d = Maximum Axial Stress: f^ = Allow Sill Comp. Stress; F^' = Critical Buckling Value: FCE = Partial Compr. Stress; Fc* = Column Stability Factor Cp = Allowable Comp. Stress: Fj' = 328 328 328 328 328 Ibs psi Dsi Sill Bearing Okav psi NDS Section 3,7,1,5 psi NDS Section 3 7,1 5 Dsi Vertical Okav Load Duration: CD = Actual Axial Load: P^d = Maximum Axial Stress: f^ = Allow Sill Comp. Stress; F^' = Critical Buckling Value: FCE = Partial Compr. Stress; Fc* = Column Stability Factor Cp = Allowable Comp. Stress: Fj' = 1397 1553 1941 2484 2484 Ibs psi Dsi Sill Bearing Okav psi NDS Section 3,7,1,5 psi NDS Section 3 7,1 5 Dsi Vertical Okav Load Duration: CD = Actual Axial Load: P^d = Maximum Axial Stress: f^ = Allow Sill Comp. Stress; F^' = Critical Buckling Value: FCE = Partial Compr. Stress; Fc* = Column Stability Factor Cp = Allowable Comp. Stress: Fj' = 0.222 0.201 0.163 0.128 0.128 Ibs psi Dsi Sill Bearing Okav psi NDS Section 3,7,1,5 psi NDS Section 3 7,1 5 Dsi Vertical Okav Load Duration: CD = Actual Axial Load: P^d = Maximum Axial Stress: f^ = Allow Sill Comp. Stress; F^' = Critical Buckling Value: FCE = Partial Compr. Stress; Fc* = Column Stability Factor Cp = Allowable Comp. Stress: Fj' = 310 312 315 318 318 Ibs psi Dsi Sill Bearing Okav psi NDS Section 3,7,1,5 psi NDS Section 3 7,1 5 Dsi Vertical Okav Check Vertical + Lateral Loads: Check Vertical + Lateral Loads: CD = D+W »+.7S(L+Lrt.W) D+E D+.7S(L+Lr+E) psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav CD with allowable increase of 1.33 CD = 1.6 1.6 1.6 1.6 psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav Maximum Stud Axial Stress f^ = Partly Factored Compressive Stress: F^* = Critical Buckling Design Value: F<.£ = Column Stability Factor C,, = Allowable Compressive Stress: F/ = Maximum Bending Moment: ^max - Maximum Bending Stress; fb = Allowable Bending Stress: F'b = Combined Stress: ( f V f ^ i 114 245 114 245 psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav Maximum Stud Axial Stress f^ = Partly Factored Compressive Stress: F^* = Critical Buckling Design Value: F<.£ = Column Stability Factor C,, = Allowable Compressive Stress: F/ = Maximum Bending Moment: ^max - Maximum Bending Stress; fb = Allowable Bending Stress: F'b = Combined Stress: ( f V f ^ i 2484 2484 2484 2484 psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav Maximum Stud Axial Stress f^ = Partly Factored Compressive Stress: F^* = Critical Buckling Design Value: F<.£ = Column Stability Factor C,, = Allowable Compressive Stress: F/ = Maximum Bending Moment: ^max - Maximum Bending Stress; fb = Allowable Bending Stress: F'b = Combined Stress: ( f V f ^ i 328 328 328 328 psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav Maximum Stud Axial Stress f^ = Partly Factored Compressive Stress: F^* = Critical Buckling Design Value: F<.£ = Column Stability Factor C,, = Allowable Compressive Stress: F/ = Maximum Bending Moment: ^max - Maximum Bending Stress; fb = Allowable Bending Stress: F'b = Combined Stress: ( f V f ^ i 0.128 0.128 0.128 0.128 psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav Maximum Stud Axial Stress f^ = Partly Factored Compressive Stress: F^* = Critical Buckling Design Value: F<.£ = Column Stability Factor C,, = Allowable Compressive Stress: F/ = Maximum Bending Moment: ^max - Maximum Bending Stress; fb = Allowable Bending Stress: F'b = Combined Stress: ( f V f ^ i 318 318 318 318 psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav Maximum Stud Axial Stress f^ = Partly Factored Compressive Stress: F^* = Critical Buckling Design Value: F<.£ = Column Stability Factor C,, = Allowable Compressive Stress: F/ = Maximum Bending Moment: ^max - Maximum Bending Stress; fb = Allowable Bending Stress: F'b = Combined Stress: ( f V f ^ i 232 174 232 174 psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav Maximum Stud Axial Stress f^ = Partly Factored Compressive Stress: F^* = Critical Buckling Design Value: F<.£ = Column Stability Factor C,, = Allowable Compressive Stress: F/ = Maximum Bending Moment: ^max - Maximum Bending Stress; fb = Allowable Bending Stress: F'b = Combined Stress: ( f V f ^ i 136 102 136 102 psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav Maximum Stud Axial Stress f^ = Partly Factored Compressive Stress: F^* = Critical Buckling Design Value: F<.£ = Column Stability Factor C,, = Allowable Compressive Stress: F/ = Maximum Bending Moment: ^max - Maximum Bending Stress; fb = Allowable Bending Stress: F'b = Combined Stress: ( f V f ^ i 2484 2484 2484 2484 psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav Maximum Stud Axial Stress f^ = Partly Factored Compressive Stress: F^* = Critical Buckling Design Value: F<.£ = Column Stability Factor C,, = Allowable Compressive Stress: F/ = Maximum Bending Moment: ^max - Maximum Bending Stress; fb = Allowable Bending Stress: F'b = Combined Stress: ( f V f ^ i 0.213 0.756 0.213 0.756 psi psi psi Dsi Vertical Okav ft-lb psi psi Lateral Okav Unitv Okav 1 - f, F,, 1(4) 3x4 DF-L #2 Bundled Studs | Project No. 09-51-0094 Sheef No. G-102 Project Hilton DoTe 7/20/10 Subjecf Beam FBI By GS Bundled Stud Desiqn. ASD f2005 NDS and 2006 IBC) 3rd FLoor Input Data Value Reference Width of Stud(s) (in) By Design Depth of Stud(s) d- 3.5 (in) II Stad Size: (2) 2x4 Effective Height L= 100.5 (m) II Stud Grade: DF^L #2 Slenderness Ratio \Jd = 28.7 Slenderness Okav Plate Ht: 8 ft. 9 in. Table AUow.Bending Stress Fb = 900 Ipsi) NDS Supp, Table 4A Elasticity for Column Stabilit> E„i„= 580000 (psi) Loads • , _ • Allow. Compr. Perp. to Grain F^ = 625 (psi) DL = 2000 (Jbs) Allow. Compr. Parll. to Grain F,= 1350 (psi) LL=? 3100 (lbs) Size Factor (for Fb) Cp= 1.5 RLL = 0 $bs) Size Factor (for Fc") CF= 1.1 WAX»1 = 0 (lbs) Lumber Type Factor c= 0.8 •7 E Aaal" 0 (Ibs) Repetetive Member: C,= 1.15 NDS Section 4 3,4 7Eut = 15 (l)lf) Bearing Area Cb= 1.125 NDS Section 2 3 10 15 (plf) Check Vertical Loads Onlv D D+L D+.75(L+LJ 1>+..7S(L+L,+W) D+.7S(L«.,+.7E) Load Duration: CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load; Pact ~ 2000 5100 4325 4325 4325 lbs Maximum Axial Stress: fc = 190 486 412 412 412 psi Allow Sill Comp. Stress: Fcx' = 703 703 703 703 703 psi Critical Buckling Value; FcE = 578 578 578 578 578 psi Partial Compr. Stress; Fc* = 1337 1485 1856 2376 2376 psi Column Stability Factor Cp = 0.385 0.351 0.288 0.230 0.230 Allowable Comp. Stress: Fc' = 514 522 535 546 546 psi Sill Bearing Okav NDS Section 3,7 ,1,5 NDS Section 3.7,1,5 Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Buckling Design Value: Column Stability' Factor Allowable Compressive Stress; Maximum Bending Moment: Maximum Bending Stress; Allowable Bending Stress; Combined Stress; A. F, D+W D+.75(L+LH-W) D+E D+.75(L+Lr+E) CD = 1.6 1.6 1.6 1.6 fc = 190 412 190 412 psi F/ = 2376 2376 2376 2376 psi FcE = 578 578 578 578 psi Cp = 0.230 0.230 0.230 0.230 F ' = 546 546 546 546 psi 132 99 132 99 ft-lb fb= 258 193 258 193 psi F'b = 2484 2484 2484 2484 psi 0.277 0.840 0.277 0.840 Vertical Okav Lateral Okav t nitv Okav i(2) 2x4 DF-L #2 Bundled Studs | =OCI Project No. 09-51-0094 Sheef No. G-103 Projecf Hilton Dafe 7/20/10 Subjecf Beam FBI By GS Bundled Stud Desiqn. ASD (2005 NDS and 2006 IBC) 4 th FLoor Input Data Width of Stud(s) Value lb=3 (in) Reference By Design Depth of Stud(s) d = = 3.5 (in) II Stud Size: (2) 2x4 Effective Height = 97.5 (in) II Stad Grade : DF-L #2 Slenderness Ratio \Jd = = 27.9 Slenderness Okav Plate Ht: 8 ft. 6 in. Table AUow.Bending Stress Fb = -- 900 (psi) NDS Supp, Table 4A Elasticity for Column Stability Emin = = 580000 (psi) 1. Loads Allow. Compr. Perp. to Grain Fc± = -- 625 (psi) II DL = 0 (lbs) Allow. Compr. Parll. to Grain Fc = = 1350 (psi) " LL = 0 (lbs) Size Factor (for Fb) CK = = 1.5 II RLL = 0 (Ibs) Size Factor (for Fc") Cr = = 1.1 II WAxial = 0 (lbs) Lumber Type Factor c = = 0.8 •7 E AMBI = 0 (lbs) Repetetive Member; c,= = 1.15 NDS Section 4,3,4 •7EuL = 15 (plf) Bearing Area Cb = = 1.125 NDS Section 2,3 10 Wut = 15 (plf) Check Vertical Loads Onlv D D+L D+.75(L+L,+W) D+.75(L+L,+.7E) Load Duration; CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load; Fact ~ 0 0 0 0 0 lbs Maximum Axial Stress: fc = 0 0 0 0 0 psi Allow Sill Comp. Stress; F^' = 703 703 703 703 703 psi Critical Buckling Value; FcE = 614 614 614 614 614 psi Partial Compr. Stress: Fc* = 1337 1485 1856 2376 2376 psi Column Stability Factor Cp = 0.405 0.370 0.304 0.243 0.243 Allowable Comp. Stress: Fc' = 541 550 565 577 577 psi Sill Bearing Okav NDS Section 3,7,1.5 NDS Section 3,7,1,5 tr tl Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of ! .33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Buckling Design Value: Column Stability Factor Allowable Compressive Stress: Maximum Bending Moment: Maximum Bending Stress; Allowable Bending Stress; Combined Stress: f ^ 1 l-f./F,. D+W D+.75(L+Lr+W) D+E D+.75(L+Lr+E) CD = 1.6 1.6 1.6 1.6 fc-0 0 0 0 psi F,* = 2376 2376 2376 2376 psi FcE = 614 614 614 614 psi Cp = 0.243 0.243 0.243 0.243 F,' = 577 577 577 577 psi M„ax = 124 93 124 93 ft-lb fb = 243 182 243 182 psi F'b = 2484 2484 2484 2484 psi 0.098 0.073 0.098 0.073 Vertical Okay Lateral Okav Unitv Okav 1(2) 2x4 DF-L #2 Bundled Studs | Project Hilton Subject Conidor Beam FB5 Projecf No. 09-51-0094 Sheef No. G-1 04 Dafe 7/20/10 By GS Bundled Stud Desian. ASD (2005 NDS and 2006 IBC) 2nd FLoor Input Data Value Reference Width of Stud(s) lb= 7.5 (m) B) Design Depth of Slud(s) d = 3 5 (in) Stud Size: (5) 2x4 Effective Height le= 133.5 (in) II Stud Grade: DF-L #2 Slenderness Ratio le/d = 38.1 Slenderness Okav Plate Ht: II ft; 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp, Table 4A Elasticity for Column Stability E„i„= 580000 (psi) Loadt Allow. Compr. Perp. to Grain F^ = 625 (psi) DL = 2500 (lbs) Allow. Compr. Parll. to Grain Fc - 1350 (psi) II tl LL = 4800 (lbs) Size Factor (for Fb) CK= 15 It RLL = 1100 (lbs) Size Factor (for Fc') Cr= 1.1 It W Ajdgl~ 0 (lbs) Lumber Type Factor c = 0.8 " " •7 E Axial ~ 0 Obs) Repetetive Member: C,= 1.15 NDS Section 4,3,4 .7Eu,= 15 (plf) Bearing Area Cb= 1.05 NDS Section 2.3.10 15 (plf) Cheek Vertical Loads Onlv D D+L D+.7S(L+L,+W) l)+.7S(L«^+,7E) Load Duration: CD = 0.9 I 1.25 1.6 1.6 Actual Axiai Load: Facl ~ 2500 7300 6925 6925 6925 lbs Maximum Axial Stress: fc = 95 278 264 264 264 psi Allow Sill Comp. Stress: F^' = 656 656 656 656 656 psi Sill Bearing Okav Critical Buckling Vaiue: FcE = 328 328 328 328 328 psi NDS Section 3,7,1,5 Partial Compr. Stress: Fc* = 1337 1485 1856 2376 2376 psi NDS Section 3,7.1,5 Column Stability Factor Cp = 0.231 0.210 0.170 0.134 0.134 It Allowable Comp. Stress: Fc' = 309 311 315 318 318 psi Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Buckling Design Value: Column Stability Factor Allowable Compressive Stress: Maximum Bending Moment: Maximum Bending Stress: Allowable Bending Stress: Combined Stress: 1-t F,. D+W IM..7S(L+Lr+W) D+E D+.7S(L+Lr+E) CD = 1.6 1.6 1.6 1.6 fc = 95 264 95 264 psi F,* = 2376 2376 2376 2376 psi FcE = 328 328 328 328 psi Cp = 0.134 0.134 0.134 0.134 318 318 318 318 psi 232 174 232 174 ft-lb fb = 182 J36 182 136 psi r'b = 2484 2484 2484 2484 psi 0.193 0.970 0.193 0.970 Vertical Okav Lateral Okav Unitv Okav 1(5) 2x4 DF-L #2 Bundled Studs j =DCI f=^ !-i r; 1 n e != R <^ Project No. 09-51-0094 Sheef No- G-105 Project Hilton Dafe 7/20/10 Subjecf Corridor Beam FB5 By GS Bundled Stud Desiqn. ASD f2005 NDS and 2006 IBC) 3rd FLoor Input Data Value Reference Width of Stud(s) lb =4.5 (in) By Design Depth of Stud(s) d= 3.5 (in) II Stud Size: (3) 2x4 Effective Height L= 100.5 (in) II Stad Grade: DF-L #2 Slenderness Ratio Vd = 28.7 Slenderness Okav Plate Ht: 8 ft. 9 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp Table 4A Elasticity for Column Stability E„i„= 580000 (psi) Loads 61* Allow. Compr. Perp. to Grain F^ = 625 (psi) Loads 61* 2500 (lbs) Allow. Compr. Parll. to Grain F,= 1350 (psi) LL = 2400 (lbs) Size Factor (for Fb) CK= 1.5 RL(,= UOO (lbs) Size Factor (for Fc") CF= 1.1 a (lbs) Lumber Type Factor c= 0.8 tt Altai' 0 (Ibs) Repetetive Member: C,= 1.15 NDS Section 4,3 4 15 (plf) Bearing Area Cb= 1.08333 NDS Section 2 3 10 Wut = 15 (plf) Check Vertical Loads Onlv D D+L 1M-.7S(L+L,) D+.7S(L+.L,+W) I>+.7^Ii+l;,+..7E) Load Duration; CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load; Fad ~ 2500 4900 5125 5125 5125 Ibs Maximum Axial Stress; fc = 159 311 325 325 325 psi Allow Sill Comp. Stress; F^' = 677 677 677 677 677 psi Critical Buckling Value; FcE = 578 578 578 578 578 psi Partial Compr. Stress; Fc* = 1337 1485 1856 2376 2376 psi Column Stability Factor Cp = 0.385 0.351 0.288 0.230 0.230 Allowable Comp. Stress; Fc' = 514 522 535 546 546 psi Sill Bearing Okav NDS Section 3 7.1 5 NDS Section 3,7,1.5 Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Buckling Design Value; Column Stability Factor Allowable Compressive Stress; Maximum Bending Moment: Maximum Bending Stress; Allowable Bending Stress; Combined Stress: { ^ F', 1-f,/F„ D+W D+.7S(L+LH-W) D+E D+.75(L+Lr+E) CD = 1.6 1.6 1.6 1.6 fc = 159 325 159 325 psi Fc* = 2376 2376 2376 2376 psi FcE = 578 578 578 578 psi Cp = 0.230 0.230 0.230 0.230 F,' = 546 546 546 546 psi M 132 99 132 99 ft-lb fb = 172 129 172 129 psi F'b = 2484 2484 2484 2484 psi 0.180 0.474 0.180 0.474 Vertical Okav Lateral Okav Ifnity Okav 1(3) 2x4 DF-L #2 Bundled Studs j Projecf Hilton Project No. 09-51-0094 Sheef No. G-106 DoTe 7/20/10 Subjecf Corridor Beam FB5 By GS Bundled Stud Desiqn. ASD (2005 NDS and 2006 IBC) 4th FLoor Input Data Value Reference Width ofStud(s) lb =3 (in) By Design Depth of Stud(s) d = 3.5 (in) ,1 Stud Size: (2) 2x4 Effective Height L = 97.5 (in) II Stnd Grade: DF-L #2 Slenderness Ratio Vd = 27.9 Slenderness Okav iPIate Ht: 8 ft. 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp Table 4A Elasticity for Column Stability E„i„= 580000 (psi) Loads Allow. Compr. Perp. to Grain F^ = 625 (psi) DL = 1300 (lbs) Allow. Compr. Parll. to Grain F,= 1350 (psi) LL = 0 (lbs) Size Factor (for Fb) CK= 1.5 RLL = 1100 (lbs) Size Factor (for Fc") Cf= 1.1 0 (lbs) Lumber Type Factor c= 0.8 tt •7 E Axial ~; 0 (lbs) Repetetive Member: Cr= 1.15 NDS Section 4,3,4 .7Eut = 15 (plf) Bearing Area Cb= 1.125 NDS Section: 3 10 Wut = 15 (plf) Check Vertical Loads Onlv D D+L D+.75(L+L,) D+..75(L+I.,+W) D+.7S(L+I.,+.7E) Load Duration: CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load; Fact ~ 1300 1300 2125 2125 2125 lbs Maximum Axial Stress; fc = 124 124 202 202 202 psi Allow Sill Comp. Stress: F>' = 703 703 703 703 703 psi Critical Buckling Value; FcE = 614 614 614 614 614 psi Partial Compr. Stress; F/ = 1337 1485 1856 2376 2376 psi Column Stability Factor Cp = 0.405 0.370 0.304 0.243 0.243 Allowable Comp. Stress: Fc' = 541 550 565 577 577 psi Sill Bearing Okav NDS Seclion 3 7 1.5 NDS Section 3,7,1,5 V'ertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress; Critical Buckling Design Value; Column Stability' Factor Allowable Compressive Stress: Maximum Bending Moment: Maximum Bending Stress: Allowable Bending Stress; Combined Stress; i j- F', 1 D+W D+.75(L+Lr+W) D+E 0+,75(L+Lr+E) CD = 1.6 1.6 1.6 1.6 fc = 124 202 124 202 psi Fc* = 2376 2376 2376 2376 psi FcE-614 614 614 614 psi Cp = 0.243 0.243 0.243 0.243 F,' = 577 577 577 577 psi lVl„ai = 124 93 124 93 ft-lb fb = 243 182 " 243 182 psi F'b = 2484 2484 2484 2484 psi ^ 0.168 0.232 0.168 0.232 I nitv Okav 1(2) 2x4 DF-L #2 Bundled Studs | Project No. 09-51-0094 Sheef No, G-107 DoTe 7/20/10 Projecf Hilton Subjecf RB1 By GS Bundled Stud Desiqn. ASD f2005 NDS and 2006 IBC) 2nd FLoor Input Data Value Reference Width of Stud(s) lb= 10 (in) B\ Design Depth of Stud(s) d = 3 5 (in) „ Stud Sjze: (4)3x4 Effective Height L= 13? 5 (in) It StHd <||rtide: DF-L#2 Slendemess Ratio Vd= 38 1 Slenderness Okav Plate lit: lift. 6 in. Table Allow. Bending Stress Fb = 900 (psi) NDS Supp Ttible 4.A Elasticity for Column Stability E„,i„= 580000 (psi) t, Loads Allow Compr Perp to Grain Fc±= 625 (psi) DL = 6000 (Jbs) Allow Compr, Parll to Gram Fc= 1350 (psi) II LL = 0 (lbs) Size Factor (for Fb) Cr= 15 11 RLL = 4800 0bs) Size Factor (for Fc") CF= 1 15 " 0 (lbs) Lumber Type Factor c= 0,8 tl 0 (lbs) Repetetive Member: C,= 1.15 NDS Section 4,3,4 .7ELat = 15 (plf) Bearmg Area Cb= 10375 NDS Section 2,3,10 15 (plf) Check Vertical Loads Onlv D D+L D+.7S(L+I,) D+.75(L+I,+W) I>+.75(L+1.,+.7E) Load Duration: CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load: Pact ~ 6000 6000 9600 9600 9600 Ibs Maxmumi Axial Stress: fc = 171 171 274 274 274 psi Allow Sill Comp Stress: v\± = 648 648 648 648 648 psi Sill Bearing Okav Critical Buckling Value: FcE = 328 328 328 328 328 psi NDS Section 3 7,15 Partial Compr Stress: Fc» = 1397 1553 1941 2484 2484 psi NDS Section .1 7 15 Colunm Stabilits Factor Cp = 0.222 0.201 0.163 0.128 0.128 tt Allowable Comp Stress Fc' = 310 312 315 318 318 psi Vertical Okav Check Vertical + Lateral Loads: CD with allowable increase of 1 33 Maximimi Stud Axial Stress Partly Factored Compressive Stress: Cntical Bucklmg Design Value, Colimm Stability' Factor Allowable Compressi\'e Stress Maximum Bending Moment: Maximum Bending Stress: Alloyvable Bending Stress: Combined Stress: j. D+W D+.75(L+Lr+W) D+E D+.75a.+Lr+E) c„ = 1.6 1.6 1.6 1.6 fc = 171 274 171 274 psi Fc* = 2484 2484 2484 2484 psi FcE = 328 328 328 328 psi Cp = 0.128 0.128 0.128 0.128 Fc' = 318 318 318 318 psi M„a^ = 232 174 232 174 ft-lb fb = 136 102 136 102 p.si F'b = 2484 2484 2484 2484 psi 0.405 0.995 0.405 0.995 Vertical Okav Lateral Okav Unitv Okav 1(4) 3x4 DF-L #2 Bundled Studs | Projecf No. 09-51-0094 Sheef No. G-108 Project Hilton Dafe 7/20/10 Subjecf RBI By GS Bundled Stud Desiqn. ASD (2005 NDS and 2006 IBC) 3rd FLoor Input Data Value Reference Width of Stud(s) lb =6 (in) By Design Depth of Stud(s) d = 3 5 (in) tl Stud Size: (4) 2x4 Effective Height l,= 100 5 (mj „ Stud Grade: DF-L #2 Slenderness Ratio Vd =28,7 Slenderness Okav PiafvHt: 8 ft. 9 in. Table Alknv.Bending Stress Fb = 900 (psi) NDS Supp Table 4.A ElasticiU for Column Stability E™„= 580000 (psi) M Loads Allow, Compr Perp to Gram F,±=625 (psi) 1, DL = 6000 (lbs) Allow Compr Parll to Gram F,= 1350 (psi) tt LL = 0 abs) Size Factor (for Fb) CF= 15 tt 8IL = 4800 <lbs) Size Factor (for Fc") CF= 11 tl W Axial" 0 flbs) Lumber Ty pe Factor c=0,8 tt 7 5 Axal ~ 0 (lbs) Repetetive Member: C, = 1.15 NDS Section4 3 4 15 (jplf) Bearmg Area Cb= 1,0625 NDS Section 2-3 10 15 (plf) Check Vertical Loads Onlv D D+L D+.75(L+L^ D+.75(I.+L,+W) D+.7S(L+I,+.7E) Load Duration CD = 0.9 I 1.25 1.6 1.6 Actual Axial Load Fact ~ 6000 6000 9600 9600 9600 lbs Maximimi Axial Stress: fc = 286 286 457 457 457 psi Allow Sill Comp, Stress: Fcx' = 664 664 664 664 664 psi Sill Bearing Okav Cntical Buckling Value: FcE = 578 578 578 578 578 psi NDS Sections,7,15 Partial Compr Stress F,* = 1337 1485 1856 2376 2376 psi NDS Section 3,7,1,5 Column Stability Factor Cp = 0.385 0.351 0.288 0.230 0.230 tt Allowable Comp, Stress: Fc' = 514 522 535 546 546 p.si Vertical Okav Check Vertical + Lateral Loads: Cp with allowable increase of 1,33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Bucklmg Design Value: Column Stability Factor Allowable Compressive Stress: Maximum Bending Moment: Maximum Bending Stress Allowable Bending Stress: Combined Stress: f ^ F' l-f./F., D+W D+.7S(L+Lr+W) D+E D+.75(LtLn.E) CD = 1.6 1.6 1.6 1.6 fc = 286 457 286 457 psi r,* = 2376 2376 2376 2376 psi FcE = 578 578 578 578 psi Cp = 0.230 0.230 0.230 0.230 Fc' = 546 546 546 546 psi M„,, = 132 99 132 99 ft-lb fb = 129 97 129 97 psi F'b = 2484 2484 2484 2484 psi 0.377 0.888 0.377 0.888 Vertical Okav Lateral Okav Unitv Okav (4) 2x4 DF-L #2 Bundled Studs Projecf No. 09-51-0094 Sheef No. G -109 Project Hliton Dafe 7/20/10 Subjecf RBI By GS Bundled Stud Design. ASD (2005 NDS and 2006 IBC) 4th FLoor Input Data Value Reference Width of Stud(s) lb =6 (in) B\ Design Depth of Stiid(s) d= 3 5 (in) ,1 Stud Size: (4)2x4 Effective Height l,= 97 5 (in) II Stud Grade: DF-L #2 Slendemess Ratio yd = 27,9 Slenderness Okav Plate fit: 8 ft. 6 in. Table Alknv,Bending Stress Fb = 900 (psi) NDS Supp Table 4A Elasticity for Colimiii Stability E„,i„= 580000 (psi> II Loads Allow Compr Perp, to Gram F,i = 625 (psi) II DL = 6000 (lbs) Allow, Compr Parll to Gram F,= 1350 (psi) LL = 0 (lbs) Size Factor (for Fb) Cr= 1,5 It RLL = 4800 (lbs) Size Factor (for Fc") CF= 11 tt 0 Obs) Lumber Type Factor c= 0,8 tl t. 7EAxid=' 0 (lbs) Repetetive Member: C,= 1.15 NDS Section 4,3.4 .7ELat = 15 (plf) Bearing Area Cb= 1 0625 NDS Section 2,3 10 WL,t,= 15 (pit) Check Vertical Loads Onlv D D+L 0+.7S(L+L,) D+.75(L+L,+W) IH.75(L+I*+.7E) Load Duration: CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load: Fact ~ 6000 6000 9600 9600 9600 lbs Maximimi Axial Stress: fc = 286 286 457 457 457 psi Allow Sill Comp, Slress: F,x' = 664 664 664 664 664 psi Sill Bearing Okav Critical Buckling Value: FcE = 614 614 614 614 614 psi NDS Sections 7 1 5 Partial Compr, Stress: F/ = 1337 1485 1856 2376 2376 psi NDS Section 3 ,7,1,5 Column Stability Factor Cp = 0.405 0.370 0.304 0.243 0.243 tl Allowable Comp, Stress: Fc' = 541 550 565 577 577 psi Vertical Okav Check Vertical + Lateral Loads: Cp with allowable mcrease of 1 33 Ma.Kimimi Stud Axial Stress Partly Factored Compressive Stress: Cntical Duckling Design Value Column Stability Factor Allowable Compressive Stress: Maximum Bending Monient: Maximum Bending Stress: Allowable Bending Stress: Combined Stress: r j. F' 1 l-f./F.. D+W D+.75CH^Lr+W) IH-E D+.75(L+Lr+E) Ci> = 1.6 1.6 1.6 1.6 fc = 286 457 286 457 psi Fc* = 2376 2376 2376 2376 psi FcE = 614 614 614 614 psi Cp = 0.243 0.243 0.243 0.243 Fc' = 577 577 577 577 psi M 124 93 124 93 ft-lb fb = 121 91 121 91 psi F'b = 2484 2484 2484 2484 psi 0.336 0.770 0.336 0.770 V ertical Okav Lateral Okav t?nitv Okav 1(4) 2x4 DF-L #2 Bundled Studs | J:\2009\09-5I-OI8 Hilton Corlsbad Resor' and Soci\Calc jlat'opAWood ?. SfeelVGrav'ty Franiing\Vertlcol\3und'ed Studs\[FB 3 Double -FIOQ' Bearr'.xEl2nd floor =DCI Projecf No. 09-51-0094 Sfieef No, Project Hilton Dafe 7/20/10 Subject Beam FB3/Double Hy GS 2fi Bundled Stud Desian. ASD (2005 NDS and 2006 IBC) Input Data Value Reference Width of Stud(s) ib= 10 (in) By Design Depth ofStud(s) d= 3.5 (in) II Stud Size: (4) 3x4 Effective Height l,= 133.5 (in) II Stud Grade: DF-L #2 Slenderness Ratio L/d= 38.1 Slenderness Okav Plate Ht: 11 ft. 6 in. Table AUow.Bending Stress Fb = 900 (psi) NDS Supp Table 4A Elasticity for Column Stability E„:„= 580000 (psi) Loads Allow. Compr. Perp. to Grain = 625 (psi) DL = 4000 (lbs) Allow. Compr. Parll. to Grain F,= 1350 (psi) LL = 6200 (its) : Size Factor (for Fb) CF= 1.5 RLL = 0 (lbs) Size Factor (for Fc") CF= 1.15 0 #s) Lumber Type Factor c= 0.8 " .7 E Ajcial ~ 0 (lbs) Repetetive Member: Cr= 1.15 NDS Section 4.3.4 •7Eu.= 15 (pfl Bearing Area Cb= 1.0375 NDS Section 2.3.10 15 (plf) Check Vertical Loads Onlv D D+L D+.7S(L+Lr) D+.75(L«^+W) D+.75(L+L,+.7E) Load Duration; CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load; Fact ~ 4000 10200 8650 8650 8650 Ibs Maximum Axial Stress; fc = 114 291 247 247 247 psi Allow Sill Comp. Stress: F^' = 648 648 648 648 648 psi Critical Buckling Value; FcE = 328 328 328 328 328 psi Partial Compr. Stress; F,* = 1397 1553 1941 2484 2484 psi Column Stability Factor Cp = 0.222 0.201 0.163 0.128 0.128 Allowable Comp. Stress: F,' = 310 312" 315 318 318 psi Sill Bearing Okav NDS Sections 7 15 NDS Section 3 7 15 Vertical Okav Check Vertical + Lateral Loads: Cp with allowable increase of 1.33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Buckling Design Value: Column Stability Factor Allowable Compressive Stress: Maximum Bending Moment; Maximum Bending Stress; Allowable Bending Stress; Combined Stress: ,' j. F'. t-f. F. D+W D+.75(L+Lr+W) D+E D+.7S(L+Lr+.E) CD = 1.6 1.6 1.6 1.6 fc = 114 247 114 247 psi F,* = 2484 2484 2484 2484 psi Fc.E = 328 328 328 328 psi Cp = 0.128 0.128 0.128 0.128 Fc' = 318 318 318 318 psi 232 174 232 174 ft-lb fb = 136 102 136 102 psi F'b = 2484 2484 2484 2484 psi 0.213 0.770 0.213 0.770 V'ertical Okav Lateral Okay Units Okav RF 4th 3rd 2ncl R Area 0 0 0 0 R NA NA NA LL 3425 6845 10265 DL 0 900 1790 2650 RLL 0 1(4) 3x4 DF-L #2 Bundled Studs | Projecf No. 09-51-0094 Sheef No. G -111 Project Hilton Dofe 7/20/10 Subjecf Beam FB3/Double By GS Bundled Stud Desiqn. ASD (2005 NDS and 2006 IBC) fcnd FLoor Input Data Value Reference Width of Stiid(s) lb =6 (in) B\ Design Depth of Stud(s) d = 3 5 (in) tt Stud Size: (4) 2x4 Effective Height Ie= 133 5 (in) tt Stud Grade: DF-L #2 Slenderness Ratio L/d= 38,1 Slenderness Okav Plate Ht: 11 ft. 6 in. Table Allow Bendmg Stress Fb = 900 (psi) NDS Supp Table 4.\ ElasticitN for Colunm Stabilit>-580000 (psi) tt Loads Allow , Compr Perp, to Gram Fci = 625 (psi) t. DL = 2000 (lbs) Alloyv, Compr Parll to Grain Fc= 1350 (psi) LL = 3100 (lbs) Size Factor (for Fb) CK= 1,5 Mi-0 (lbs) Size Factor (for Fc") Cr= 11 tt It 0 (lbs) Luniber Ty pe Factor c = 0 8 tt 7 E Aadfa/^ 0 (lbs) Repetetive Meniber C,= 1.15 NDS Section 4,3 4 .7 ELirt; = 15 (plf) Bearmg Area Cb = 1 0625 NDS Section 2,3 10 15 (plf) Check Vertical Loads Onlv D D+L D+.75(L+I.J 1>+.7S(L+L,+W) D+.7S(L4l,+.7S9 Load Duration CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load: Pact ~ 2000 5100 4325 4325 4325 Ibs Ma.ximum Axial Stress: fc = 95 243 206 206 206 psi Allow Sill Comp Stress: Fcx' = 664 664 664 664 664 psi Sill Bearine Okav Critical Buckling Value: FcE = 328 328 328 328 328 psi NDS Section 3,7 1,5 Partial Compr Stress: Fc' = 1337 1485 1856 2376 2376 psi NDS Section 3,7,1 5 Colmim Stability Factor Cp = 0.231 0.210 0.170 0.134 0.134 It Allowable Comp Stress: Fc' = 309 311 515 318 318 psi Vertical Okav Check Vertical + Lateral Loads: Cp with allowable increase of 1.33 Ma.ximum Stud Axial Stress Partly Factored Compressive Stress: Critical Bucklmg Design Value: Colimm Stability Factor Allowable Compressive Stress: Ma.ximum Bending Moment: Maximimi Bending Stress: Allowable Bending Stress Combmed Stress: / j. F', ^ D+W D+.7S(L+Lr+W7 D+E D+.7S(L+Lr+E) CD = 1.6 1.6 1.6 1.6 fc = 95 206 95 206 psi Fc* = 2376 2376 2376 2376 psi FcE = 328 328 328 328 psi Cp = 0.134 0.134 0.134 0.134 Fc' = 318 318 318 318 psi 232 174 232 174 ft-lb fb = 227 170 227 170 psi F'b = 2484 2484 2484 2484 psi 0.219 0.605 0.219 0.605 Vertical Okav Lateral Okav linitv Okav 1(4) 2x4 DF-L #2 Bundled Studs Projecf No. 09-51-0094 Sheef No. G-112 Projecf Hilton Dafe 7/20/10 Subjecf Beam FB3/Double By GS Bundled Stud Desiqn. ASD f2005 NDS and 2006 IBC) l^rd FLoor Input Data Value Reference Width of Stud(s) lb=3 (in) By Design Depth of Stud(s) d = 3 5 (in) t, Stud Size: (2) 2x4 Effective Height l,= 100,5 (m) It Stud Grade: DF-L #2 Slendemess Ratio yd =28,7 Slenderness Okav Pl&te Ht: 8 ft. 9 in. Table Allow,Bending Stress Fb= 900 (psi) NDS Supp. Table 4.V Elasticity for Column Stability E™i„= 580000 (psi) tt Loads Allow Compr Perp, to Grain FcX=625 (psi) tt DL = 2000 Obs) Alloyv. Compr, Parll, to Gram Fc= 1350 (psi) tt LL = 3100 Obs) Size Factor (for Fb) CF= 15 tt RLL = 0 Obs) Size Factor (for Fc") CF= 1.1 tt 0 Obs) Lumber T) pe Factor c=08 tt tl .7 E A:^ = 0 Obs) Repetetive Meniber: C,= LIS NDS Section 4,3.4 .7EL,,= 15 (plf) Bearing Area Cb= 1,125 NDS Section 2,3,10 15 (plf) Check Vertical Loads Onlv D D+L »+.7S(fc+t,) I>+.75{L+t,+W) D+.75(L+i:,+.7E) Load Duration: CD = 0.9 1 1.25 1.6 1.6 Actual Axial Load: Fact ~ 2000 5100 4325 4325 4325 lbs Maximum Axial Stress: fc = 190 486 412 412 412 psi Allow Sill Comp, Stress: F,x' = 703 703 703 703 703 psi Sill Bearine Okav Cntical Bucklmg Value: FcE = 578 578 578 578 578 psi NDS Section 3.7,1,5 Partial Compr, Stress: F/ = 1337 1485 1856 2376 2376 psi NDS Section 3.7,1,5 Column Stability- Factor Cp = 0.385 0.351 0.288 0.230 0.230 tl tt Allowable Comp Stress: Fc' = 514 522 535 546 546 psi Vertical Okay Check Vertical + Lateral Loads: CD with allowable increase of 1,33 Maximum Stud Axial Stress Partly Factored Compressive Stress: Critical Buckling Design Value. Colimin Stability Factor Allowable Compressive Stress: Maximum Bending Moment: Maximum Bending Stress: Allowable Bending Stress: Combined Stress: F', 1 D+W D+.7S(L+Lr+W) P+E D+.75(L+Lr+B^ 1.6 1.6 1.6 1.6 fc = 190 412 190 412 psi Fc* = 2376 2376 2376 2376 psi FcE = 578 578 578 578 psi Cp = 0.230 0.230 0.230 0.230 Fc' = 546 546 546 546 psi M 152 99 132 99 ft-lb fb = 258 193 258 193 psi r'b = 2484 2484 2484 2484 psi 0.277 0.840 0.277 0.840 Vertical Okay Lateral Okay l!nitv Okav (2) 2x4 DF-L #2 Bundled Studs | ^DCI ENGINEERS ^SBD'AMATO CONVERSANO INC. Project No, 1 G -113 Sheet No. Project [\I-V':-'OA; C,-, [7^ Date Subject 1 3 Z 2-r I'X DCI Engineers 525 B Street, Ste, 750 P: 619.234.0501 Hilton Carlsbad Column Loads DCI No CT^^l-tMs 9/7/2010 By: BCS q (ksf) = 2.5 Level 1 Level 2 Total Total Total Approx. Sq. ID DL LL DL LL DL LL DL+ ll 1.2D+ 1.61 Ftg Dim- (ft) ID (k) (k) (k) (k) (kl W W Ftg Dim- (ft) Column 1 2-1 0,1 14-7 3-4 16-8 3-6 20.3 25.8 4-00 Column 4 42.4 2.8 66-6 15-5 109-0 18-3 127.3 160.0 8-00 Column 31.2 21 44-2 10-3 75-4 12-4 87.6 110.3 6-00 Column 6 29.8 20 96-1 22-8 127-9 24-8 152.7 1931 8-00 Column 7 42.0 28 89-6 206 131.6 23-6 155.2 195.7 8-00 Column g 48-0 32 80-9 16-6 126-9 22-0 150.8 189.8 6-00 Column 45,7 3,0 63-0 14.6 108-7 17-7 126.3 158.7 6-00 Column 54.9 37 103,7 24-1 156-6 27-7 186.4 234.7 9.00 Column ^ '! 39.4 2,6 93,9 21-6 133-3 24-4 157.7 199.0 6.00 Column •;2 45-9 3,1 71,0 16-5 116-9 19-5 136.4 171.5 8-00 Column 14 47,8 32 64,9 15-1 112-7 18-3 131.0 164.4 6-00 Column 1 71,5 4,5 94,5 21-9 166-0 26-4 192.4 241.5 9-00 Column ,: 7 24.3 1.6 79,3 18-4 103-6 20-0 123.6 156.3 6-00 Column :e 58,3 39 87,2 20-2 145-5 24-1 169.6 2131 9-00 Column 19 56,9 3,6 74,6 17-4 131-7 21-1 152.8 191.8 8-00 Column 20 31,7 2,1 53-6 12-4 85-2 14 6 99.8 125.5 7-00 Column 21 28,1 1,9 8-8 2-0 36-9 3-9 40.8 50.5 5-00 Column 22 19,0 1,4 8.0 1-8 26-9 3-3 30.2 37.5 4-00 Column 23 30.7 2,0 113-8 26-4 144-5 28-4 172.9 218.8 9-00 Column 2^ 18,5 1,2 69-4 16-1 67-9 17-4 105.2 133.2 7-00 Column 25 40,0 2,7 73-9 17-2 113-9 19-8 133.7 168.4 8-00 Column 2f 63,6 4.2 104-7 24-3 166-3 28-5 196.8 247.6 9-00 Column 27 46,5 3.1 70-6 16-4 117-1 19-5 136.5 171.6 6-00 Column 2b 25.7 0,6 49-2 11-4 74-6 12-0 86.8 108.9 6-00 Column 27,3 13-9 3-2 41-2 3-2 44.4 54.6 5-00 Column i-2 27,1 35-3 8-2 62-4 6-0 68.4 84.5 6-00 Column -6'i 12,4 29-2 6-8 41-6 3-9 45.5 56.1 5-00 Column 55-3 12-8 38-4 4-5 42.6 53.2 5-00 Column s.;: 32,3 6,1 32-3 8-1 40.3 51.6 5-00 Column y.i: 114.6 27-5 114-6 27-5 142.1 181.6 8-00 Column 111.1 25,4 111-1 25-4 136.5 1739 6-00 Column l.a 52.7 11-0 52-7 11-0 63.7 80.8 6-00 Column S9 210,1 45-4 210-1 45-4 255.5 324.8 10-50 Column 40 189,0 42-2 169-0 42-2 231.2 294.3 10-50 Column 41 188,4 41.1 166-4 41-1 229.5 291.9 10-50 Column 42 191,2 42-6 191-2 42-6 233.8 297.5 10-50 Column 43 173,1 39-3 173.1 39-3 212.4 270.6 9-50 Column 44 197.1 43-9 197-1 43-9 241.0 306.8 10-50 Column 45 176,0 40-3 176-0 40-3 218.3 278.1 9-50 Column 4< 193.2 43-1 193-2 43-1 236.3 300.8 10-50 Column 47 169,7 33-2 169-7 33-2 202.9 256.8 9-50 Column 46 202,0 43-9 202-0 43-9 245.9 312.6 10-50 Column 45 175,3 27-6 175-3 27-6 202.9 254.5 9-50 DCI Engineers 525 B Street, Ste. 750 P: 619.234.0501 Hilton Carlsbaci Column Loads DCI No. o<\9iihhh 9/7/2010 By: BCS / Column FO 173-2 37-3 Column 194-7 43-5 Column B2 150-1 25-4 Column f-; 188-7 42-1 Column S4 174-4 35-5 Column 151-6 33-6 Column •'•/.- 167.3 41-3 Column -.7 196-2 43-8 Column •E6 97-5 21-7 Column C.C 150-5 33-6 Column t-0 186-1 40-8 Column 41 153-2 34-4 Column t-l 194-7 42-8 Column 6 3 201-0 45-2 Column 195-7 43-0 Column i-S 166-8 42-1 Column ^.h 196-3 43-6 Column L 7 180-2 40-2 Column ^6 195-4 42.9 Column t9 162-5 35-6 Column '• 0' 17-5 4-5 Column 02 31-5 8-0 Column ' 03 31-6 8-1 Column " t"l 17-4 4-5 Column Oi" 48-2 11-3 Column Of-' 1227 28-9 Column 0; 119-3 28-1 Column oe 43-6 10-3 Column 'j'i 29-4 6-8 Column 126-2 29-2 Column - - i 163-0 37.8 Column 55-1 12-6 Column 102.7 23-9 Column 120-0 27.9 Column ' IE 86-5 20-5 Column -li 54-4 12.6 Column :20 37-6 6-6 Column , 2 ! 70-3 16-3 Column '•22 61-9 19.0 Column -It 64-0 14-9 Column '25 41-9 9.7 Column ISO 26-8 6-2 Column i-JS 41-4 9-6 Column \-i,t 20-0 4-6 Column 4C 27-3 6-3 Column I4fc 35-2 6-2 Column 1 hC 4-0 0-9 Column ••51 6-3 1-9 Column 1 -:7 37-5 6-7 Pier P.A 62-5 4-2 165-3 38.4 Pier •'E 83-3 6-9 160-2 37.1 Pier ."r 127-6 6-3 199-2 46-3 0 173-2 194-7 150- 1 168-7 174.4 151- 6 187-3 196-2 97-5 150-5 186-1 153-2 194- 7 201-0 195- 7 166-6 196- 3 180-2 195-4 162- 5 17-5 31-5 31-6 17-4 46-2 122-7 119- 3 43-8 29-4 126-2 163- 0 55-1 102-7 120- 0 86-5 54-4 37-6 70-3 81-9 64-0 41-9 26- 8 41-4 20-0 27- 3 35-2 4-0 8-3 37-5 227-6 243-5 327-0 37-3 43-5 25- 4 42- 1 35-5 33-6 41- 3 43- 6 21-7 33- 6 40-8 34- 4 42- 8 45.2 43.0 42- 1 43- 6 40-2 42-9 35- 6 4-5 8-0 8.1 4-5 11- 3 26- 9 26- 1 10.3 6-6 29.2 37-8 12- 8 23-9 27- 9 20-5 12-6 8- 6 16-3 19-0 14-9 9- 7 6-2 9-6 4-6 6,3 6,2 0,9 1.9 8,7 42,5 43.9 54,6 lD^<- 210.5 238.2 175.5 230.8 209.9 185.2 228.6 240.0 119.1 184.1 226.9 187.6 237.5 246.2 238.7 230.9 241.9 220.4 238.3 1981 22.0 39.5 39.6 21.9 59.4 151.6 147.4 54.1 36.2 155.4 200.8 67.9 126.6 147.9 109.0 67.0 46.6 86.6 100.9 78.9 51.6 33.1 51.0 24.7 33.6 43.4 4.9 10.2 46.2 (.20 +1.6/' 267.6 303.3 220.8 293.8 266.1 235.7 290.8 305.6 151.6 234.4 288.6 238.9 302.0 313.5 303.6 294.0 307.7 280.6 303.2 252.0 28.2 50.6 50.8 28.0 75.8 193.4 188.0 69.0 46.2 198.2 256.0 86.5 161.4 188.6 139.1 85.4 59.4 110.5 128.7 100.6 65.8 42.2 65.0 31.5 42.9 55.3 6.3 13.0 59.0 341.5 362.5 479.7 9- 50 10- 50 9- 00 10- 50 9-50 9- 00 10- 50 10-50 7.00 9.00 10-50 9- 00 10- 50 10-50 10-50 10.50 10-50 9- 50 10- 50 9-00 4-00 4-00 4-00 4- 00 5- 00 6- 00 6-00 5- 00 4- 00 6- 00 9-00 6-00 6-00 6-00 7.00 6.00 5- 00 6- 00 7- 00 6.00 5.00 4- 00 5- 00 4-00 4-00 5.00 4-00 4- 00 5- 00 G-116 0 ®© ®®®®®@®®®®®®®®® LEGEND: 1- HOL 2- HOL Rt (Sy Nl \ \- \ O ui-* CA : RII ECXJP. 1 d SI 5W I LEGEND: 1-HOUR ORE BARRIER Z-HOUR RRE BARRIER (^i^u I OVERALL BASEMENT LEVEL FLOOR PLAN 01^ irlA.) KEY PLAN r-nJA2.0ci V op § < ffl o H If P I If 4^ •Iflfflpilli <\ a ^ « R § H ... .5 T! t CM MO o o o fsi I CO DATE 05-28-10 SCALE: MIT DRAWN: EN J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Concrete\Gravity Framing\Vertical\2010-07-21 \(HC - Square Column Volumetric Ratio - 07-21-2010.xIslTypical Square Column Project No. 09-51-0018 Sheet No. Project Hilton Carlsbad Date 7/21/10 Subyecf By BCS 12" X 12" Column wl 8-#7 Verts & #4 ties @ 3" oc f= 5000 psi f„, = 60000 psi 0.3P. = 263.9 k (t)Pn = 457.4 k 4) - 0.65 b= 12.0 L .50 in (Clear Cover to Ties) (Diagram Not to Scale) d=12.0 b 3 - #7 Verts (3.56" CLto CL of verts) (2.69" between verts) 8-#7 Verts #4 ties @ 3" oc Vert. Rein = 3.33% = 60000 psi 3 - #7 Verts #4 ties Afh ri • 3 - #7 Verts (3.S6"CLtoCLof verls) (2.69" between verts) Rein, per ft heiqht. 1.1 X Verts. = 18 plf Ties = 17.4 plf Total = 35.4 plf U Neglect Eg. (21-3) 3 - #7 Verts No. legs (A,hh) No. legs (A.HH) = 3 = 3 ACI 318-05 Section 21.4.4.1 Ash IF = 0.3 s br fV A. . ^ V fvt JLL Arh J > THEN A,hb = 0.60 sq/n bcb = 8.500 in = 5000 psi f^f = 60000 psi Aa = M4sqin A ch = 81 sq in Sb = 3.63 in Eq. (2/-3j IF A,. Eq. (21-3) Included THEN bed fr. f.l Aa Ach 0.60 sq in 8.500 in 5000 psi 60000 psi 144 sq in 81 sq in 3.63 in Column Core Capacity 0.3Po = 183.6 k (bPn = 318.2 k Min per Eq. (21-3); s = 3.63 m ' (il) Ash = 0.09 s br fV ] f'v, J Eq. (2/-4j IF Ashb = 0.60 sq in IF Ashd = 0.60 sq ;n = 8.500 in bed = 8.500 in f'c = 5000 psi f'c = 5000 psi f^f = 60000 psi fyl = 60000 psi THEN Sb = 9.41 m THEN Sd = 9.41 in Min per Eq. (21-4)/ s = 9.41 in ACI 318-05 Section 21.4.4.2 (b) Sh = 12.00 inl 4 = 3.00 in use Sb = 3.00 in s = 6x0.875 in = 5.25 in use s = 5.25 in 12,00 in 14 = S.OOin use S(, = 3.00 in = 4 + Eq. f2/-5j IF THEN use = 4.25 in = 7.25 in xh ' o b ' ob = S.OOin IF h.ri THEN Sod use Sod 4.25 in 7.25 in 6.00 in Min per ACI 21.4.4.2 s = 3.00 in ' Printed on 9/7/10® 1:06PM G-119 STDesign 3.0 Decon® Studrail® Design Interior at Ll - Sqr 1, Page 1 DCI Engineers PROJECT DATA Project name: Hilton Carlsbad Project number: 09-51 -018 Engineer: BCS Date: 07 September 2010 File path: INPUT DATA Connection name: Interior at Ll - Sqr 1 General: Design code: ACI 421.1R-99 System of units: US (in, k, k-ft, psi) Connection: Connection location: Interior Column dimension, Cx: 12.00 in Column dimension, Cy: 12.00 in Loads: V„: 146.0 k Mux: 25.00 k-fl Muy: 25.00 k-ft Slab: Effective depth, d: 10.69 in Slab thickness: 12.00 in Top cover: 1.000 in Bottom cover: 1.000 in Concrete compressive strength, f c: 5000 psi Concrete density: Normal weight Prestress, fpc: 0.000 psi Studrails: 2003/2006 IBC ductility requirement: Yes Stud yield strength, fyv: S.OOOx 10^ psi Stud diameter: Automatic Typical stud spacing, S: Automatic End stud spacing. So: Automatic Number of studrails: Automatic Openings: None. G-120 STDesign 3.0 Decon® Studrail® Design Interior at Ll - Sqr 1, Page 2 STUDRAIL SUMMARY Number of studrails per column: Number of studs per studrail: 9 Stud diameter: 0.75 in OUTPUT DATA Typical stud spacing, S: 7.750 in End stud spacing, So: 4.250 in Overall height of studrail: 10.00 in Inner Critical Section fd/2 outside of column face): Common Properties Area, Ac: 970.2 in^ Natural Axis Properties Centroid coordinate, Cx: 0.0 in Centroid coordinate, Cy: 0.0 in Section moment of inertia, Ix: 8.325x 10" in"* Section moment of inertia, Iy: 8.325x 10'* in"* Section product of inertia, Ixy: 0.0 in'* Natural Axis Loads Vu: 146.0 k Mux: 25.00 k-ft Muy: 25.00 k-ft Stresses Maximum shear stress, Vu: 183.2 psi atx= 11.34 in, y=-11.34 in Outer Critical Section (dll outside of reinforced zone): Common Properties Area, Ac: 4873 in^ Natural Axis Properties Centroid coordinate, ex: 0.0 in Centroid coordinate, Cy: 0.0 in Section moment of inertia, Ix: 1.127 x 10'' in'* Section moment of inertia, Iy Section product of inertia, Ixy 1.127xl07in'» 0.0 in" Natural Axis Loads Vu: 146.0 k Mux: 25.00 k-ft Muy: 25.00 k-ft Stresses Maximum shear stress, Vu: 30.86 psi at x = 77.59 in, y=-7.214 in Critical Section Perimeter, bo: 90.76 in Principal Axis Properties Centroid coordinate, ei: 0.0 in Centroid coordinate, ez: 0.0 in Section moment of inertia, Ii: 8.325x IO"* in'* Section moment of inertia, I2: 8.325x 10'* in" Principal axis rotation, (theta): 0.0 degrees Moment fi'action, Yvi: 0.400 Moment fraction, YV2: 0.400 Principal Axis Loads Vu: 146.0 k Mui: 25.00 k-ft Mu2: 25.00 k-ft Shear resistance, ^ Vn: 347.5 psi Critical Section Perimeter, bo: 455.8 in Principal Axis Properties Centroid coordinate, ei: 0.0 in Centroid coordinate, ei: 0.0 in Section moment of inertia, Ii: 1.127x10^ in'* Section moment of inertia, I2: 1.127 x 10^ in'* Principal axis rotation, (theta): 0.0 degrees Moment fraction, Yvi: 0.400 Moment fraction, YV2: 0.400 Principal Axis Loads Vu: 146.0 k Mui: 25.00 k-ft Mu2: 25.00 k-ft Shear resistance, ^Vn- 106. \ psi Design Comments: For prestressed slabs, concrete strength above 4900 psi does not result in increased punching resistance. G-121 PLAN VIEW STDesign 3.0 Decon® Studrail® Design Interior at Ll - Sqr 1, Page 3 31t ELEVATION VIEW G-122 STDesign 3.0 Decon® Studrail® Design Interior at Ll - Round 1, Page 1 DCI Engineers PROJECT DATA Project name: Hilton Carlsbad Project number: 09-51 -018 Engineer: BCS Date: 07 September 2010 File path: INPUT DATA Connection name: Interior at Ll - Round 1 General: Design code: ACI 421.1 R-99 System of units: US (in, k, k-ft, psi) Connection: Connection location: Interior Column dimension, dc: 18.00 in Loads: Vu: 345.0 k Mux: 27.50 k-ft Muy: 21.70 k-ft Slab: Effective depth, d: 11.00 in Slab thickness: 12.00 in Top cover: 1.000 in Bottom cover: 1.000 in Concrete compressive strength, f c: Concrete density: Normal weight Prestress, fpc: 250.0 psi 5000 psi Studrails: 2003/2006 IBC ductility requirement: Yes Stud yield strength, fyv: 5.000x 10'* psi Stud diameter: 0.5 in Typical stud spacing, S: Automatic End stud spacing. So: Automatic Number of studrails: Automatic Openings: None. G-123 STDesign 3.0 Decon® Studrail® Design Interior at Ll - Round 1, Page 2 STUDRAIL SUMMARY Number of studrails per column: 8 Number of studs per studrail: 21 Stud diameter: 0,5 in OUTPUT DATA Typical stud spacing, S: 3.000 in End stud spacing. So: 1.875 in Overall height of studrail: 10.00 in Inner Critical Section (dll outside of column face): Common Properties Area, Ac: 1001 in^ Natural Axis Properties Centroid coordinate, Cx: 0.0 in Centroid coordinate, Cy: 0.0 in Section moment of inertia, Ix: 1.045x 10^ in'* Section moment of inertia, Iy: 1.045x 10^ in'* Section product of inertia, Ixy: 0.0 in'* Natural Axis Loads Vu: 345.0 k Mux: 27.50 k-ft Muy: 21.70 k-ft Stresses Maximum shear stress, Vu: 368.1 psi at x= 8.056 in, y=-12.06 in Outer Critical Section (dll outside of reinforced zone): Common Properties Area, Ac: 4847 in^ Natural Axis Properties Centroid coordinate, ex: 0.0 in Centroid coordinate, ey. 0.0 in Section moment of inertia, Ix: 1.061 x 10' in'* Section moment of inertia, Iy: 1.061 x 10'' in'* Section product of inertia, Ixy: 0.0 in'* Natural Axis Loads Vu: 345.0 k Mux: 27.50 k-ft Muy: 21.70 k-ft Stresses Maximum shear stress, Vu: 72.18 psi atx= 8.611 in, y=-74.33 in Critical Section Perimeter, bo: 90.96 in Principal Axis Properties Centroid coordinate, ei: 0.0 in Centroid coordinate, e2: 0.0 in Section moment of inertia, Ii: 1.045x 10^ in'* Section moment of inertia, I2: 1.045x 10' in'* Principal axis rotation, (theta): 0.0 degrees Moment fraction, YVI : 0.400 Moment fraction, YV2: 0.400 Principal Axis Loads Vu: 345.0 k Mui: 27.50 k-ft Mu2: 21.70 k-ft Shear resistance, ^ Vn: 375.0 psi Critical Section Perimeter, bo: 440.7 in Principal Axis Properties Centroid coordinate, ei: 0.0 in Centroid coordinate, e2: 0.0 in Section moment of inertia, Ii: 1.061 x 10' in'* Section moment of inertia, I2: 1.061 x 10' in'* Principal axis rotation, (theta): 0.0 degrees Moment fraction, Yvi: 0.400 Moment fraction, YV2: 0.400 Principal Axis Loads Vu: 345.0 k Mui: 27.50 k-ft Mu2: 21.70 k-ft Shear resistance, ^Vn: 106.1 psi Design Comments: For prestressed slabs, concrete strength above 4900 psi does not result in increased pimching resistance. G-124 STDesign 3.0 Decon® Studrail® Design Interior at Ll - Round 1, Page 3 PLAN VIEW 3fl ELEVATION VIEW G-125 STDesign 3.0 Decon® Studrail® Design Interior at Ll - Round 2, Page 1 DCI Engineers PROJECT DATA Project name: Hilton Carlsbad Project number: 09-51 -018 Engineer: BCS Date: 07 September 2010 File path: INPUT DATA Connection name: Interior at Ll - Round 2 General: Design code: ACI 421. lR-99 System of units: US (in, k, k-ft, psi) Connection: Connection location: Interior Column dimension, dc: 18.00 in Loads: Vu: 329.0 k Mux: -61.00 k-ft Muy: -51.70 k-ft Slab: Effective depth, d: 11.00 in Slab thickness: 12.00 in Top cover: 1.000 in Bottom cover: 1.000 in Concrete compressive strength, f c: Concrete density: Normal weight Prestress, fpc: 250.0 psi 5000 psi Studrails: 2003/2006 IBC ductility requirement: Yes Stud yield strength, fyv: 5.000x 10'* psi Stud diameter: 0.5 in Typical stud spacing, S: Automatic End stud spacing, So: Automatic Number of studrails: Automatic Openings: None. G-126 STDesign 3.0 Decon® Studrail® Design Interior at Ll - Round 2, Page 2 STUDRAIL SUMMARY Number of studrails per column: 8 Number of studs per studrail: 22 Stud diameter: 0.5 in Typical stud spacing, S: 2.875 in End stud spacing. So: 1.875 in Overall height of studrail: 10.00 in OUTPUT DATA Inner Critical Section (dll outside of column face): Common Properties Area, Ac: 1001 in^ Natural Axis Properties Centroid coordinate, ex: 0.0 in Centroid coordinate, ey. 0.0 in Section moment of inertia, Ix: Section moment of inertia, Iy: Section product of inertia, Ixy: 1.045x10' in'* 1.045x10' in'* 0.0 in'* Natural Axis Loads Vu: 329.0 k Mux: -61.00 k-ft Muy: -51.70 k-ft Stresses Maximum shear stress, Vu: 381.9 psi at x =-10.25 in, y= 10.25 in Outer Critical Section (dll outside of reinforced zone): Common Properties Area, Ac: 4871 in^ Natural Axis Properties Centroid coordinate, ex: 0.0 in Centroid coordinate, ey. 0.0 in Section moment of inertia, L: 1.076x 10' in'* Section moment of inertia, Iy: 1.076x 10' in'* Section product of inertia, Ixy: 0.0 in'* Natural Axis Loads Vu: 329.0 k Mux: -61.00 k-ft Muy: -51.70 k-ft Stresses Maximum shear stress, Vu: 69.78 psi at x = -8.611 in, y= 74.71 in Critical Section Perimeter, bo: 90.96 in Principal Axis Properties Centroid coordinate, ei; 0.0 in Centroid coordinate, e2: 0.0 in Section moment of inertia, Ii: 1.045x 10' in'* Section moment of inertia, I2: 1.045x 10' in'* Principal axis rotation, (theta): 0.0 degrees Moment fraction, YVI: 0.400 Moment fraction, YV2: 0.400 Principal Axis Loads VU: 329.0 k Mui: -61.00 k-ft MU2: -51.70 k-ft Shear resistance, ^ Vn: 384.3 psi Critical Section Perimeter, bo: 442.8 in Principal Axis Properties Centroid coordinate, ei: 0.0 in Centroid coordinate, 62: 0.0 in Section moment of inertia, h : 1.076x10' in" Section moment of inertia, I2: 1.076x 10' in" Principal axis rotation, (theta): 0.0 degrees Moment fraction, Yvi: 0.400 Moment fraction, YV2: 0.400 Principal Axis Loads VU: 329.0 k Mui: -61.00 k-ft MU2: -51.70 k-ft Shear resistance, ^ Vn: 106.1 psi Design Comments: For prestressed slabs, concrete strength above 4900 psi does not resuh in increased punching resistance. G-127 STDesign 3.0 Decon® Studrail® Design Interior at Ll - Round 2, Page 3 PLAN VIEW 3fl ELEVATION VIEW The Hilton Carlsbad Level 1 DCI Engineers HC - Level 1 Transfer Slab - 09-03-lO.cpt 9/7/2010 DCI No. 09051-0018 RAM Concept © 2009 Bentley Systems, Inc. RAM Concept'" is a trademark of Bentley Systems 3.1.1 D ro oo Units Geometry Unit: Plan Dimensions: feet Angles: degrees Slab Thickness: inches Elevations: inches Support Dimensions: inches Support Height: feet The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Loading and Reaction Unit Point Rjrce: Kips - Report As Zero: 0 Kips Point Moment: kip-ft - Report As Zero: 0 kip-ft Line Force: kips/ft - Report As Zero: 0 kips/ft Line Moment: Kips - Report As Zero: 0 Kips Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Spring and Stiffness Unit: Point Force Spring: kips/in Point Moment Spring: k-ft/° Line Force Spring: ksi Line Moment Spring: k/° Area Force Spring: pci Area Moment Spring: k/ft° Slab Analysis Unit; Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report As Zero: 0 kips/ft Moment: kip-ft - Report As Zero: 0 kip-ft Moment Per Width: Kips - Report As Zero: 0 Kips Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches Materials Unit; Concrete Volume: cu. yds Reinforcement Weight: tons PT Weight: pounds Reinforcing Area: sq. in. Tendon Profile: inches Cover: inches PT Force: Kips Reinforcing Stress: ksi Units - 2 Units (2) The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Miscellaneous Unit; Floor Area: sq. ft. Tendon Angles (for friction): radians Density: pcf Elongations: inches Units - 3 Signs The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lU.cpt - 9/7/2010 Positive Loads / i—Jl-R- Positive Analysis Positive Reactions •I- o Signs - 4 _^ The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Materials Concrete Mix l^ix Density Name (pcf) ra (psi) rc (psi) fcui (psi) feu (psi) frissons Ratio Ec Caic User Ed (psi) UserEc (psi) 3000 psi 150 3000 3000 3725 3725 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 4000 psi 150 3000 4000 3725 4975 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 5000 psi 150 3000 5000 3725 6399 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 6000 psi 150 3000 6000 3725 7450 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 PT Systems System Name Type Aps (sq. in.) Eps (i(Si) fse (iei) fpy (ksi) fpu (ksi) Duct Widtti (inches) Strands Per Duct M//7 Radius (feet) Vl" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 Vz" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jaci<ing Stress Seating Loss Name (i<si) (incties) Anchor Friction Wobble Friction (1/feet) Angular Fnction (1/radians) Long-Term Losses (ksi) Vz" Unbonded 216 0.25 0 0.0014 0.07 22 Vl" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Materials - 5 Materials (2) Reinforcing Bars The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Bar Name As (sq. in.) £S (ksi) Fy (ksi) Coating Straight Ld/Db 90 Hook Ld/Db 180 Hook Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code SSR Systems SSR System Name Stud Area (sq. in.) Head Area (sq in.) Min Ciear Head Spadng (inches) Specified Stud Spacing (inches) Fy (ksi) Stud Spadng Rounding Increment (inches) Min Studs Per Rail 3/8" SSR 0.11 1.11 0.5 None 50 0.25 2 1/2" SSR 0.196 1.96 0.5 None 50 0.25 2 5/8" SSR 0.307 3.07 0.5 None 50 0.25 2 3/4" SSR 0.442 4.42 0.5 None 50 0.25 2 Materials - 6 CO CO The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Loadings Loading Name Type Analysis On-F^ttem Factor Off-Pattern Fador Self-Dead Loading Self-Weight Normal 1 1 Balance Loading Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Temporary Construction (At Stressing) Loadin§tressing Dead Normal 1 1 Other Dead Loading Dead Normal 1 1 Live (Reducible) Loading Live (Reducible) Normal 1 0 Live (Unreducible) Loading Live (Unreducible) Normal 1 0 Live (Storage) Loading Live (Storage) Normal 1 0 Live (Roof) Loading Live (Roof) Normal 1 0 o Loadings - 7 _^ CO 4^ The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Load Combinations All Dead LC Active Design Criteria: <none> Analysis: Linear Loading standard Factor Self-Dead Loading Other Dead Loading Ait Envelope Fador Dead + Balance LC Active Design Criteria: <none> Analysis: Linear Loading Standard Fador Ait Envelope Fador Self-Dead Loading Balance Loading Other Dead Loading Initial Service LC Active Design Criteria: Initial Service Design Analysis: Linear Loading Standard Fador Ait. Envelope Fador Self-Dead Loading 1 Balance Loading 1.13 Temporary Construction (At Stressing) Loading 1 1 1.13 1 O Load Combinations - 8 r^ CO cn • Load Combinations (2) Service LC: D -i- L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear Loading Standard Fador Ait. Enveiope Fador Self-Dead Loading 1 1 Balance Loading 1 1 Other Dead Loading 1 1 Live (Reducible) Loading 1 0 Live (Unreducible) Loading 1 0 Live (Storage) Loading 1 0 Live (Roof) Loading 0 Sustained Service LC Active Design Criteria: Sustained Service Design Analysis: Linear Loading Standard Fador Ait Enveiope Fador Self-Dead Loading 1 1 Balance Loading 1 1 Other Dead Loading 1 1 Live (Reducible) Loading 0.5 0.5 Live (Unreducible) Loading 0.5 0.5 Live (Storage) Loading 1 1 Live (Roof) Loading 0.5 0.5 Factored LC: 1.4D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductilitv Analysis: Linear Loading Standard Fador Ait. Enveiope Fador Self-Dead Loading 1.4 0.9 Hyperstatic Loading 1 1 Other Dead Loading 1.4 0.9 The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 O Load Combinations - 9 ±. CO The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-l6.cpt - 9/7/2010 Load Combinations (3) Factored LC: 1.2D -l- 1.6L -l- 0.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Fador Ait. Enveiope Fador Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 other Dead Loading 1.2 0.9 Live (Reducible) Loading 1.6 0 Live (Unreducible) Loading 1.6 0 Live (Storage) Loading 1.6 0 Live (Roof) Loading 0.5 0 Factored LC: 1.2D + flL + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Fador Alt. Envelope Fador Self-Dead Loading Hyperstatic Loading Other Dead Loading Live (Reducible) Loading Live (Unreducible) Loading Uve (Storage) Loading Live (Roof) Loading 1.2 1 1.2 0.5 1 1 1.6 0.9 1 0.9 0 0 0 0 O Load Combinations -10 _^ CO -4 Load Combinations (4) LT Uncracked Deflection LC Active Design Cnteria: <none> Analysis: Linear Loading standard Fador Self-Dead Loading Balance Loading other Dead Loading Live (Reducible) Loading Live (Unreducible) Loading Live (Storage) Loading Live (Roof) Loading 3.35 3.35 3.35 2.18 2.18 3.35 2.18 The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Ait. Enveiope Fador 3.35 3.35 3.35 2.18 2.18 3.35 2.18 All Live LC Active Design Criteria: <none> Analysis: Linear Loading Standard Fador Ait, Enveiope Fador Live (Reducible) Loading Live (Unreducible) Loading Live (Storage) Loading Live (Roof) Loading Load Combinations - 11 CO oo Design Rules Code Minimum Desigr 318-05 Min. Reinforcement User Minimum Desigr Specified Min. Reinforcement Initial Service Desigr 318-05 Initial Service Design Service Design 318-05 Service Design Include detailed section analysis Sustained Service Desigr 318-05 Sustained Service Design Strength Desigr 318-05 Strength Design Punching Shear Design Ductility Desigi 318-05 Ductility Design The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Rules -12 CO The Hilton Carlsbad - HC - Level 1 Transfef Slab - 09-03-IO.cpt • 9/7/2010 Element: Structure Summary Perspective Wall Bements Below; Wall Elements Above; Column Elements Below; Column Bements Above; Slab Bements; User Unes; User Notes; User Dimensions; Element: Structure Summary Perspective 13 other Dead Loading: All Loads Plan The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 other Dead Loading: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; User Notes; User Lines- User Dimensions- Drawing Import; User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elemente Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only- Scale =1:470 Fz=119 25 ^ ' i l. .7 tz-37.5 FZJ37:5FI=37.5! jFz=25 Fz=37.5 Fz=37.5 PzSfflS other Dead Loading; All Loads Plan - 14 O The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Other Dead Loading: All Loads Plan (2) o other Dead Loading: All Loads Plan -15 _\ The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Live (Unreducible) Loading: All Loads Plan Live (Unreducible) Loading: Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Vaiues; Area Loads; Area Load icons; Area Load Values; User Notes; User Lines; User Dimensions- Drawing Import: User Unes; User Notes; User Dimensions; ' Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only- Scale =1:470 Fz=60 Fz=60 Fz=.40 Fz=-40,\ fz=-40^ 48,\ \ o Live (Unreducible) Loading: All Loads Plan - 18 _^ CO The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-n3.cpt - 9/7/2010 Live (Unreducible) Loading: All Loads Plan (2) Live (Unreducible) Loading: All Loads Plan -19 O The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Factored LC: 1.2D + 1.6L + O.SLr: Max Reactions Plan Factored LC: 1.2D * 1.6L-*- O.SLr: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wali Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:470 Factored LC: 1.2D -i- I.6L-1- O.SLr - Reaction Plot: (Column BelowKFz,Mr,Ms)(Max Fz Context) Fz=44.4 Fz=20.8 fz=-0.73i sMr=0.808 "^.521 F2i=58.3 sB4r=-0.96§Mr=-3.89 |M|=2.79|MS=-0.122 iz=i.e F2=45.2 Fz=49.5 dtlr=b.§ll«-=-1.73; Mr=0.715 =|i(l^0.a«s=1.53jMar2.98 sMr=3^r=3.53 Fz=83.7 sMr=12.4 F2=64.4 gMr=-0.984 r-R S: Fz=218 iFz:rf*e-4.41 i|Mr#teg;^5.9 jMs=-0.765 >z=-5.04 r=1.09 ^|=F5^?32 |Fz^.i2*.33 3Mf§«r4£l8.3 iMs=2 Fz=91.7 ^r=-1.59 ^=2.83 FZ=65.1S"-X^ ,# JFz=1.fi!^i!i y«r=-0.6(fe iMs=-1.27 PR 4FI Fz=1.58 |Mr=-0.453 *Ms=2.31 R Fz=87 gMr=-1.8: J!^=4.7| Fz=68 ! sMr=0.5lH Fz=304 ^r=-30.1 1MS=0.396 ir-R Fz=316 gMr=31.3 IMs=2.55 F2=-i21 ^r=4.7 IMs=jt.03 Fz=308 ^r=-31.1 1MS=0.664 T-R Fz=294 ^r=40.8 ^s=1.27 Fz=313 ^r=-33.1 JMs=3.09 Fz=273 ^r=56.6 ^S=3.63 Fz=308 gMr=-31.8 IMs=3.3 i^^-R Fz=292 ^r=52.1 J.Ms=-8.51 Fz=345 ^r=-27.5 if^=-21.7 Fz=304 ^r=-8.25 Ms= -R IMs=38.9 if-r Fz=238 ^r=42.7 1MS=33.2 •i-R F2=329 ^r=61.3 ^Ms=-61 Fz=278 sMr=6.44 _^s=-44.4 Fz=273 sMr=-27.4 ^Ms=24.7 Fz=303 sMr=-10.1 |M^=37.7 Fz=305 sMr=13.1 iMs=^1.7 •» -R Fz=: ^r= 307 -14.7 41.5 Fz=307 sMr=3.4B iMs=-39.6 Fz=168 Fz sMr m Fz=241 sMr=4.45 _^Ms=-24.7 Fz=298 gMr=45.7 1MS=3.32 4 -R =236 =^2.7 =-34.4 Fz=313 gJJIr=32.9 lMs=12.9 4 R sMr=-46.1 ^Ms=0.411 Fz=310 sMr=32.6 JMs=14.4 4 -R O Factored LC: 1.2D -1- 1.6L + O.SLr: Max Reactions Plan - 20 _^ CJl The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Factored LC: 1.2D + 1.6L + O.SLr: Max Reactions Plan (2) Fz=292 ^r=-44.8 JMs=-15.7 Fz=276 sMr=^7.3 iMs=-2.42 Fz=313 ^r=34 lMs=10.1 •i-R Fz=307 sMr=32.1 IMs=11.7 •i -R Fz=272 gMr=18.6 1MS=11.2 Factored LC: 1.2D -H 1.6L + O.SLr: Max Reactions Plan - 21 CT) Tbe Hilton Carlsbad - HC - Level l Transfer Slab - 09-03-lO.cpi - 9///?.0l0 LT Uncracked Deflection LC: Max Deflection Plan LT Uncracked Delleclion LC: Usei Lines; Uso> Hctat: Uiv Oanonstons: Dl awing Import: Usar Lines; User N<Mes: USM Dimensions; Element: W^tl ElomonU Bslow; Wall Elemenis Above: Wall Element OuUii* Only; Column El«im«nts 6elgw: Column Elements Above; Slab Etemenis; Slab Efcmcnt Outline Onlv: Scale -1:470 LT Unoached DettectionLC •VeriicalDellaclwnPiol (VaHlmum Value«| Min Vabe - -02231 inches @ (-aii.tSM) Max Value = 0-7333 Inches @ (160.6.152.3) LT Uncracked Deflection LC: Max Delleaion Plan - 22 The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-iO.cpt - 9/7/2010 LT Uncracked Deflection LC: Max Deflection Plan (2) LT Un.:r:5c<ec Deflection LC: Mdx DOdecllon Plan - 23 CO The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-ld.cpt - 9/7/2010 Design Strip: Latitude Design Spans Plan Design Strip: Latitude Span Boundaries; Latitude SSs; SS Numbers; Latitude DSs; DS Numbers; Latitude Strip Boundaries; Latitude SSSs; SSS Hatching; Punching Check Numbers; User Notes; User Lines; User Dimensions; Drawing Import: User Notes; User Lines; User Dimensions; Element: W^ll Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Latitude Tendon: Tendons; Scale = 1:470 3-1 18-6 ll'? fi:=i:;d-ffi& ^:'^-^nu.i'ii| if i'ky Iiili ill iiliii^^ Design Strip: Latitude Design Spans Plan - 24 to Design Strip: Latitude Design Spans Plan (2) The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 o Design Strip: Latitude Design Spans Plan - 25 cn o Design Strip: Longitude Design Spans Plan Design Strip: Longitude Span Boundaries; Longitude SSs; SS Numbers; Longitude DSs; Longitude Strip Boundaries; Longitude SSSs; SSS Hatching; User Notes; User Lines; User Dimensions; Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Scale = 1:470 The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Ilwi Illl' D Design Strip: Longitude Design Spans Plan - 26 cn The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Strip: Longitude Design Spans Plan (2) Design Strip: Longitude Design Spans Plan - 27 D • t Design Strip: Punching Checks Plan Design Strip: User Lines; User Notes; User Dimensions; Punching Checks; Punching Check Sections; Drawing Import: User Lines; User Notes; User Dimensions; Element: W^ll Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:470 The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-l6.cpt - 9/7/2010 &—11 e— 7^ D Design Strip: Punching Checks Plan - 28 _^ cn CO Design Strip: Punching Checks Plan (2) The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-10;cpt - 9/7/2010 O Design Strip: Punching Checks Plan - 29 The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Latitude Tendon: Standard Plan Latitude Tendon: Tendons; Jacks; Profile Points; Profile Values; User Notes; User Lines; User Dimensions; Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Scale = 1:470 5,., !l8.75 2.13 3 iq.8 1.25 jiq.'ff. 5 1.25 8.75 1 ,, J- ife 10.8 1.25 10.8 1.25 10.8 1.25 10.8 1.25 10.8 1.25 -\0.8 ^ • - . - - • - -g .,- - 10.8 1.? 5 1.25 S |69.75 1.25 10.8 1.25 10.8 1.25 10.8 1.25 10.8 1.25 .7.25 1.25 10.*. js- S5 1.25 8.75 ..cJ- 5 5 8.75 5 510.8 1.25 10.8 ( 6 AO-* \0 10.8 1:25 10:8 A(3,8 10:8 1.25 .(o.a . ^ 8 J5 1.25 3 O Latitude Tendon: Standard Plan - 30 cn cn Latitude Tendon: Standard Plan (2) 10 -8 ^ 1.25 10 .8 io5 ^7i!^- ' \ AO .8 The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Latitude Tendon: Standard Plan - 31 D Longitude Tendon: Standard Plan Longitude Tendon: Tendons; Jacks; Profile Points; Profile Values; User Notes; User Lines; User Dimensions; Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Latitude Tendon: Tendons; Scale = 1:470 The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 D Longitude Tendon: Standard Plan - 32 cn Longitude Tendon: Standard Plan (2) The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Longitude Tendon: Standard Plan - 33 D cn oo The Hilton Carlsbad - HC • Level J T^nsfer Slab - 09-03-lO.cpl - 9/7/2010 Design Status: Status Plan Destgn Status: User Unes; User Nat»s;Use' Dimensions; Latitude Span Designs: Longitude Spsn Design*; Span Design Numbe>s;Span Design Status; Latitude DS Dottgns: longituiM OS Oesiflns:DS Design Nun«>crs:DS Oesign Status: PC Designs; PC Oiawing Import: Usei Lines: Usot Notes; User Dimensions; Element: WAill Elemenis Below: Vlflill E lemenls Abovo; WJII Element Outline Only; Column EMmenis Below; Column Elemenis Above; Slab Elements; Slab Element Outline Only; Scales 1:470 a OK OK Design Status: Status Plan - 34 (O Design Status: Status Plan (2) Design Numbers: PC Dasno Sluiua. . il«^ - OKwtthSW IhSSR -'^ •iS*--'* ^% O* I „® 15^^" sa <*• OK «P<th SfiW o" OK nan ^ The Hilton Carlsbad - HC - Level 1 Transfer Slab • 09-03-lO.cpt - 9/7/2010 Design Status: Status Plan - 31 lhe Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-ia,cpt - 9/7/2010 Design Status: Top Reinforcement Plan Design Status: User Lines: User Notes: User Dimensions: latitude SpanDnsigns; Longitude Span Designs; Span Design Top Bars; Span Design Bar Desciipltons; Latituda DS Designs; LongfMSe DS DBstgns;DS Design Top Bars; Drawing impon Use* Lines: User Notes; User Oimenslons; Element: Wall Elemeivs Below; Watl Elements Above; Wall Element Outline Only; Column Clements Below; Column Elemenis Above: Slab Elemenis; Slab Element Outline Only; Reinlorcemcnt: Top Face Concentrated Relnl.; Both Faces ConcerKraled Reint.; Auto Face Concentrated Rein*.; Concentr Med Reinf. Descriptions: fop Face Distributed Reinl,; Both faces OisirlHited Reint.: Aulo Face Distributeil Ramt.; DislrlbuiM Relnt. D Scake = 1:470 4 Ai. W j»5 TC J(« i T;; Design Status: Top Reinforcement Plan - 36 Design Status: Top Reinforcement Plan (2) The Hilton Carlsbad HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9///2010 escilRllons; LBliludeUser Concenbated Reinf; Long»b<H Usoi VJ - o Design Status; Top Reinforcement Plan - 37 cn Jhe Hilton Carlsbad - HC • Level 1 Transfer Slab 09-a3-l0.cpt - 9/7/2010 Design Status: Bottom Reinforcement Plan Design Status: Latitude Span Designs: Longitude Sua" Design*. Span Design Bottom Bars: Span Design Bar Descriptions: Latitifde OS Designs: LongAiflo DS Desigi* 05 Design Bottom Bdri User Noin User lirws;User I Dieting imped: User Hotes: User Lines; User Denensions Element: WsHEIemerte Above: Wall Elemom Below Wall Elemani Outline Only. Colunm Elements Above; Column Elements Betow, Stab Elements. Slob Elemer4 Outlma Only, RelnlorcemenI; LMHude User CorKentraied Reint., Longitude User Concentrated ReMI; BtMom Face Concerwated Rei« ; Both Face* Cor^enoated Reinf; Aula Face Concepteled Reiol. Concaniialed Reinl Descrlpikon6: LaotmJe User Oisbfeuted Reint, Scale ' 1:470 IMR. 4MH i •Mil 6mu teen 13H0 It" ^5 3*4 e . 1«* Ml I*- iTi r. ^•48 14*4 0 4ter H4t - JS De^iyn Status; Bottom Reinforcement Plan - 38 Tlie Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpI - 9/7/2010 Design Status: Bottom Reinforcement Plan (2) Longitude User Distiibuted Reinf.; Botlom Face Distributed R* O Design Status: Bottom Reinforeement Plan - 39 ^ m Design Status: Punching Shear Status Plan Design Status: User Lines; User Notes; User Dimensions; PC Designs: PC Oesign Numbers: PC Design Status: PC Doslgn Stress Ratios; PC Design Sections; Drawing Import: User Lines: User Notes; User Dimensions; Element: Wall EHmenis Below; Wal) Elemenis Abovo; Wall Element Outline Only; Column Elements Balow; Column Elements Above; Slab Elements; Slab Emment Outline Only; Scale = 1:470 lhe Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpl - 9/7/2010 Oh tnmvkOK innn-sunrtwd seciiun) USk=0jnjSR=O4f U I** e*™ SSR OK nnn SSR OK w«h OK wilh SSR OK wiin SSR OK |non«iaooa.iis«-t«8» = " ^ «ISR»SR - O TO' IURR-R5R - 0 VK. HlSPRSH = f DM ^USK*^SR = H esfi (URR U5R«1 J<USR-n4;t OH til Z2 USR'-O n"" ("Cw Inrin-^lTinWrff fdftinnj 33 IISR^UlSl-'=tl yOh (noo^ndari sec.ilnii} usRaojiyji 10 OK I nun'sidi idiun SH^ IOI 0 USR-fl IM !| 211 2:11 .f 34 OivwUhSSK OKrrifliBSR OKwmiSSR ORniihSSH 'aKwilhSSfi OK with Sf RSR sKaStUSRfSH -0.»$1USRRW • 0 073 (USR'RSTf • n W iUSRRStf ^ li.y^.l (USf<i«SR = it !»r)<US 11 °* i)SB-D4r!> USK*0.5J7 W il 3' I OK wilh SSR hoii-sMiOK Innn-sumbiidsc RSH - y.fil 1 (USB-1 Da>U5R«).fl(!S OK II5R=(, It,^ USfatua^^ OK USR-D 4H llSH"t 4!iiA • 'JSH'BWiS U5II-0.454 U3flHI.My . 20 DK in OK , OK ln«'ii..maio;*ct1i^i5R,„ jj; in..rTMa™iwnseotlnn| "S«=U.3«_ USR-0.SI5 OH usnsft.sfti • llK MnDI SSR V. \ HSR = own nlS»= l.ll i- OK with SS*J \r?SR = 0.977 (USfislHli n Haw-^i >«sno»=i.iiiv , • OKwMi SSR 's \ *V RSH : 0 lU&R^ I :14). ' On w*. SSR \B3R .0.962 fljSB^iB.H • OK wr ^7 _ KV. = O.IK* nn M!!i SPR liHii''ili<nildiusKlii>n j-*'^, fHI HW-iH«2lUS»-l.«! OK OK vnl'i SSR Innn^lniHlarOU'hmii « «SR = n^i*t*^l*SR -n775|UfW^14%| 'IK w-h SSR \H8R =aw. lusR.i^S^ = •"«•' Ul\ RSR : OH wlh ^.tU 11 RSR: Q.W1 |USB=12;i| On wilh SW " 4a NSRsaHV-njsR=iiun ^ OK with SSR OKw-hSjifi r^ RSR0tPKH«4nsfl = o.W.,USRB1,W ^'-^ Design Status: Punching Siear Status Plan - 40 _i^ The Hilton Carlsbad - HC - Level 1 Transfer Slab 09-03 1O.cpt - 9/7/2010 Design Status: Punching Shear Status Plan (2) OK wHhSSR 4 RSR - r-.BTa lUSR- I Wi 01 SSR I WSR=I ri\ ) " OK r"ih 33B 57 RSR • O.-JBtlUSR-l-Wi ^^ OK wtth SSR ifl R15R - OJ«ltUSR=i ai JK with SSR ^ r^ O.SCB{USRsl M( '• •i*-^'"''^ Design Status: Punchir^g Shear Status Plan - 41 ^ cn at The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-l6.cpt - 9/7/2010 Calc Log Calculating All (Everything Out-of-Date)(Considering Previous Warnings) Active Calculation Options: The structure is not automatically stabilized in the X and Y directions. Supports above slab NOT included in self-dead loading. Tendon vertical component NOT considered in punch check reactions. 6 zero-tension iterations are used to eliminate tension in area springs. Creep Factor of 3 used in ECR calculations. Shrinkage strain of 0.0004 used in ECR calculations. ACI 318-05 is used in design. Live load reduction not used Assembling Stiffness Matrix. 66765 Degrees of Freedom Triangularizing Stiffness Matrix. Creating Self-Dead Loading. Creating Balance Loading. Detailing User Reinforcement. WARNING: Detailing of latitude distributed user reinforcement at (144.6,80.2) did not result in any bars. No slab at elevation. User Continued After Warning WARNING: Detailing of longitude distributed user reinforcement at (144.6,80.56) did not result in any bars. No slab at elevation. User Continued After Warning WARNING: Span segment 33-1 has a right cross section that is very narrow. This will be merged with the center strip. User Continued After Warning WARNING: Span segment 33-1 has a right cross sertion that is very narrow. This will be merged with the center strip. User Continued After Warning WARNING: Span segment 33-1 has a right cross section that is very narrow. This will be merged with the center strip. User Continued After Warning WARNING: Span segment 33-1 has a right cross section that is very narrow. This will be merged with the center strip. User Continued After Warning WARNING: Span segment 33-1 has a right cross section that is very narrow. This will be merged with the center strip. User Continued After Warning Determining Concrete Cross Sections Determining Tendon Cross Sections Determining Reinforcing Bar Cross Sections Solving for Self-Dead Loading. Solving for Self-Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-6520) Kips Total Reactions: (2.01e-12,-4.54e-12,5520) Kips Load-Reaction Tolerance: (2.01e-12,-4.54e-12,-l.lle-9) Kips Solving for Balance Loading. Solving for Balance Loading - Pattern: Full Pattern. Total Loads: (-0.000555,0.00129,3.09e-13) Kips Total Reactions: (0.000555,-0.00129,1.15e-9) Kips Load-Reaction Tolerance: (-9.34e-ll,2.04e-ll,1.15e-9) Kips Solving for Temporary Construction (At Stressing) Loading. O Calc Log - 42 cr, —1 The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Calc Log (2) o Calc Log - 43 CT) OO Calc Log (3) Temporary Construction (At Stressing) Loading has No Loads. Solving for Other Dead Loading. Solving for Other Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-4550) Kips Total Reactions: (-1.75e-12,-5.99e-12,4550) Kips Load-Reaction Tolerance: (-1.75e-12,-5.99e-12,-8.41e-10) Kips Solving for Live (Reducible) Loading. Live (Reducible) Loading has No Loads. Solving for Live (Unreducible) Loading. Solving for Live (Unreducible) Loading - Pattern: Full Pattern. Total Loads: (0,0,-2090) Kips Total Reactions: (-1.27e-12,-3.34e-12,2090) Kips Load-Reaction Tolerance: (-1.27e-12,-3.34e-12,-4.23e-10) Kips Solving for Live (Storage) Loading. Live (Storage) Loading has No Loads. Solving for Live (Roof) Loading. Live (Roof) Loading has No Loads. Calculating Precompression in Cross Sections Solving for Hyperstatic Loading. Solving for All Dead LC. Solving for Dead + Balance LC. Solving for Initial Service LC. Solving for Service LC: D + L. Solving for Sustained Service LC. Solving for Factored LC: 1.4D. Solving for Factored LC: 1.2D + 1.6L + O.SLr Solving for Factored LC: 1.2D + flL + 1.6Lr. Solving for LT Uncracked Deflection LC. Solving for All Live LC. Calculating Code Minimum Design envelopes. Calculating User Minimum Design envelopes. Calculating Initial Service Design envelopes. Calculating Service Design envelopes. Calculating Sustained Service Design envelopes. Calculating Strength Design envelopes. Calculating Ductility Design envelopes. Calculating Code Minimum Design - Pass 0 Calculating User Minimum Design - Pass 0 Calculating Initial Service Design - Pass 0 Calculating Service Design - Pass 0 Calculating Sustained Service Design - Pass 0 Calculating Strength Design - Pass 0 Calculating Ductility Design - Pass 0 Calculating Code Minimum Design - Pass 1 The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Calc Log - 44 D 05 CO The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Calc Log (4) o Calc Log - 45 ^ —J cs The Hilton Carisbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Calc Log (5) Calculating User Minimum Design - Pass 1 Calculating Initial Service Design - Pass 1 Calculating Service Design - Pass 1 Calculating Sustained Service Design - Pass 1 Calculating Strength Design - Pass 1 Calculating Ductility Design - Pass 1 Calculating Code Minimum Design - Pass 2 Calculating User Minimum Design - Pass 2 Calculating Initial Service Design - Pass 2 Calculating Service Design - Pass 2 Calculating Sustained Service Design - Pass 2 Calculating Strength Design - Pass 2 Calculating Ductility Design - Pass 2 Calculating Code Minimum Design - Final Design Check Calculating User Minimum Design - Final Design Check Calculating Initial Service Design - Final Design Check Calculating Service Design - Final Design Check Calculating Sustained Service Design - Final Design Check Calculating Strength Design - Final Design Check Calculating Ductility Design - Final Design Check Laying Out Program Reinforcement Optimizing Program Reinforcement Layout Converting SSR Designs Converting Transverse Bar Designs Detailing Program Reinforcement WARNING: Latitude concentrated program reinforcement at (-25.69,48.43) has a very small spacing (1.085 inches). You may be able User Continued After Warning WARNING: Longitude concentrated program reinforcement at (-36.53,153.3) has a very small spacing (1.453 inches). You may be abl' User Continued After Warning WARNING: Longitude concentrated program reinforcement at (48.72,107.6) has a very small spacing (1.152 inches). You may be able User Continued After Warning Estimating Costs This analysis has been completed successfully, check above for any warnings or errors. O Calc Log - 46 _^ -J Calc Log (6) The Hilton Carlsbad - HC - Level 1 Transfer Slab - 09-03-lO.cpt - 9/7/2010 to resolve this problem by converting the bars to user reinforcement and adjusting the width and spacing, e to resolve this problem by converting the bars to user reinforcement and adjusting the width and spacing, to resolve this problem by converting the bars to user reinforcement and adjusting the width and spacing. O Calc Log - 47 —J ro The Hilton Carlsbad Level 2 DCI Engineers HC - Level 2 Transfer Slab - 09-03-lO.cpt 9/7/2010 DCI No. 09051-0018 RAM Concept ® 2009 Bendey Systems, Inc. RAM Concept™ is a trademark of Bentley Systems 3.1.1 D Units Geometry Unit; Plan Dimensions: feet Angles: degrees Slab Thickness: inches Elevations: inches The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Support Dimensions: inches Support Height: feet Loading and Reaction Unit Point Force: Kips - Report As Zero: 0 Kips Point Moment: kip-ft - Report As Zero: 0 kip-ft Line Force: kips/ft - Report As Zero: 0 kips/ft Line Moment: Kips - Report As Zero: 0 Kips Area Force: psf - Report As Zero: 0 psf Area Moment: #/foot - Report As Zero: 0 #/foot Spring and Stiffness Unit: Point Force Spring: kips/in Point Moment Spring: k-ft/° Line Force Spring: ksi Line Moment Spring: k/° Area Force Spring: pci Area Moment Spring: k/ft° Slab Analysis Unit; Force: Kips - Report As Zero: 0 Kips Force Per Width: kips/ft - Report As Zero: 0 kips/ft Moment: kip-ft - Report As Zero: 0 kip-ft Moment Per Width: Kips - Report As Zero: 0 Kips Concrete Stress: psi - Report As Zero: 0 psi Deflection: inches - Report As Zero: 0 inches Materials UnitJ Concrete Volume: cu. yds Reinforcement Weight: tons PT Weight: pounds Reinforcing Area: sq. in. Tendon Profile: inches Cover: inches PT Force: Kips Reinforcing Stress: ksi Units - 2 The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Units (2) Miscellaneous Unit; Floor Area: sq. ft. Tendon Angles (for friction): radians Density: pcf Elongations: inches Units - 3 tn Signs The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-l6.cpt - 9/7/2010 Positive Loads Positive Analysis u J> ^•7 Positive Reactions -I- Signs - 4 -4 CTJ The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Materials Concrete Mix Mx- Density Name (pcf) ra (psi) fc (psi) fcui (psi) feu (psi) frissons Ratio EcCaic User Ed (psi) User Ec (psi) 3000 psi 150 30ID0 3000 3725 3725 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 4000 psi 150 3000 4000 3725 4975 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 5000 psi 150 3000 5000 3725 6399 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 6000 psi 150 3000 6000 3725 7450 0.2 ACI 8.5 1 (no Wc) 2500000 3000000 PT Systems System Name Type Aps (sq in.) Eps (ksi) fse (ksi) fpy (ksi) fpu (ksi) Dud Width (inches) Strands Per Dud M/7 Radius (feet) 1/2" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 1/2" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Name (ksi) (inches) Anchor Fridion Wobble Fridion (1/feet) Angular Fridion (1/radlans) Long-Term Losses (ksi) V2" Unbonded 216 0.25 0 0.0014 0.07 22 Vl" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 2.16 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Materials - 5 —J The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Materials (2) Reinforcing Bars Bar Name A? (sq, in.) Es (ksi) Fy (ksi) Coating Straight Ld/Db 90 Hook Ld/Db 180 Hook Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code SSR Systems SSR System Name Stud Area (sq. in.) Head Area (sq in.) Min Clear Head Spadng (inches) Specified Stud Spacing (inches) Fy (ksi) Stud Spacing Rounding Increment (inches) l^in Studs Per Rail 3/8" SSR 0.11 1.11 0.5 None 50 0.25 2 1/2" SSR 0.196 1.96 0.5 None 50 0.25 2 5/8" SSR 0.307 3.07 0.5 None 50 0.25 2 3/4" SSR 0.442 4.42 0.5 None 50 0.25 2 Materials - 6 oo Loadings The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Loading Name Type Analysis On-Pattem Fador Off-Pattern Fador Self-Dead Loading Self-Weight Normal 1 1 Balance Loading Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Temporary Construction (At Stressing) Loadin§tressing Dead Normal 1 1 other Dead Loading Dead Normal 1 1 Live (Reducible) Loading Live (Reducible) Normal 1 0 Live (Unreducible) Loading Live (Unreducible) Normal 1 0 Live (Storage) Loading Live (Storage) Normal 1 0 Live (Roof) Loading Live (Roof) Normal 1 0 o Loadings - 7 CO The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Load Combinations All Dead LC Active Design Criteria: Analysis: Linear Loading <none> Self-Dead Loading Other Dead Loading Standard Fador Ait. Enveiope Fador Dead -i- Balance LC Active Design Criteria: <none> Analysis: Linear Loading Standard Fador Ait Enveiope Fador Self-Dead Loading Balance Loading other Dead Loading Initial Service LC Active Design Criteria: Analysis: Linear Loading Initial Service Design Standard Fador Ait Enveiope Fador Self-Dead Loading 1 Balance Loading 1.13 Temporary Construction (At Stressing) Loading 1 1 1.13 1 Load Combinations - 8 D oo o The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - W12010 Load Combinations (2) Sen/ice LC: D -i- L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear Loading standard Fador Ait Enveiope Fac Self-Dead Loading 1 1 Balance Loading 1 1 other Dead Loading 1 1 Live (Reducible) Loading 1 0 Uve (Unreducible) Loading 1 0 Live (Storage) Loading 1 0 Live (Roof) Loading 1 0 Sustained Service LC Active Design Criteria: Sustained Service Design Analysis: Linear Loading Standard Fador Ait Enveiope Fador Self-Dead Loading Balance Loading other Dead Loading Live (Reducible) Loading Live (Unreducible) Loading Live (Storage) Loading Live (Roof) Loading 1 1 1 0.5 0.5 1 0.5 1 1 1 0.5 0.5 1 0.5 Factored LC: 1.4D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading ^ Standanl Fador Ait Envelope Fador Self-Dead Loading Hyperstatic Loading other Dead Loading 1.4 1 1.4 0.9 1 0.9 Load Combinations - 9 Load Combinations (3) The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Factored LC: 1.2D + 1.6L -t- O.SLr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading standard Fador Ait. Enveiope Fador Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 other Dead Loading 1.2 0.9 Live (Reducible) Loading 1.6 0 Live (Unreducible) Loading 1.6 0 Live (Storage) Loading 1.6 0 Live (Roof) Loading 0.5 0 Factored LC: 1.2D •+ flL -i- 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standanl Fador Ait Enveiope Fador Self-Dead Loading Hyperstatic Loading other Dead Loading Live (Reducible) Loading Live (Unreducible) Loading Live (Storage) Loading Live (Roof) Loading 1.2 1 1.2 0.5 1 1 1.6 0.9 1 0.9 0 0 0 0 Load Combinations - 10 oo ro Load Combinations (4) LT Uncracked Deflection LC Active Design Criteria: <none> Analysis: Linear Loading standard Fador Self-Dead Loading Balance Loading other Dead Loading Live (Reducible) Loading Live (Unreducible) Loading Live (Storage) Loading Live (Roof) Loading 3.35 3.35 3.35 2.18 2.18 3.35 2.18 The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Ait Enveiope Fador 3.35 3.35 3.35 2.18 2.18 3.35 2.18 LT Cracked Deflection LC (Estimate) Active Design Criteria: <none> Analysis: Linear Loading Standard Fador Ait Enveiope Fador Self-Dead Loading Balance Loading other Dead Loading Live (Reducible) Loading Uve (Unreducible) Loading Live (Storage) Loading Uve (Roof) Loading 3 3 3 2.18 2.18 3 2.18 3 3 3 2.18 2.18 3 2.18 All Live LC Active Design Criteria: <none> Analysis: Linear Loading Standard Fador Ait Enveiope Fador Live (Reducible) Loading Live (Unreducible) Loading Uve (Storage) Loading Uve (Roof) Loading Load Combinations - 11 O oo oo Design Rules Code Minimum Desigr 318-05 Min. Reinforcement User Minimum Desigr Specified Min. Reinforcement Initial Service Desigr 318-05 Initial Service Design Service Design 318-05 Service Design Include detailed section analysis Sustained Service Desigr 318-05 Sustained Service Design Strength Desigr 318-05 Strength Design Punching Shear Design Ductility Desigi 318-05 Ductility Design The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Rules -12 The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Element: Structure Summary Perspective Wall Bements Below; Wall Elements Above; Column Bements Below; Column Bements Above; Slab Bements; User Lines; User Notes; User Dimensions; o Element; Siriicture Sumnidry PerspeOive -13 ^ CO The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Other Dead Loading: All Loads Plan other Dead Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outiine Oniy; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:300 O other Dead Loading: All Loads Plan -14 oo CT> other Dead Loading: All Loads Plan (2) m The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Fz=74 Fz=74 O other Dead Loading: All Loads Plan -15 _^ oo The Hilton Carisbad - HC - Level 2 Transfer Slab - Og-OS-TtTcpt - 9/7/2010 Live (Unreducible) Loading: All Loads Plan Live (Unreducible) Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load icons; Point Load Values; Line Loads; Line Load icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Beiow; Wall Elements Above; W^ll Element Outline Oniy; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:300 OS-lOcp o Uve (Unreducible) Loading: All Loads Plan -16 oo oo Live (Unreducible) Loading: All Loads Plan (2) The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 -6^ Fz=52 Fz=52 O Uve (Unreducible) Loading: All Loads Plan -17 oo CO The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lC).cpt - 9/7/2010 Factored LC: 1.2D + 1.6L + O.SLr: Max Reactions Plan Factored LC: 1.2D -H.6L O.SLr: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:300 Factored LC: 1.2D * 1.6L-f O.SLr - Reaction Plot: (Column Below)(Fr,Mr,Ms)(Max Fz Context) Fr=0.529 SMr=-7.87 Fr=1.42 SMr=-J7 _ *>—R Fr=-2.45 SMr=-11.6 .Ms|:23.9 Fr=0.012 j Fr=0.393 SMr=-hfl7—feMr=-0.182 ,IS=-0.2221MS=-3.39 ItR -R Fr=1.01 SMr=8.42 -8.72 1MS= |.MS^1.73 •R Fr=-0.778 Fr=1.8 SMr=6.72 SMr=3.44 t Ms=7.27 J,Ms=-16 (i| ^ Fr=-0.431 SMr=1.74 ,|MS=3.95 Fr=0.57 SMr=-1.42 >s=-5.09 Fr=-0.266 SMr=-4.12 Fr=0.00993 SMr=-5.32 |,MS^=0.354 -i Fr=0.209 SMr=-0.307 lMs=-1.41 Fr=-0.239 SMr=-0.511 Fr=0.891 SMr=-4.98 1MS=-7.3 |Fr=-2.71 SMr=6.07 yMs=26.2 * -R Fr=-1.64 SMr=2.22 ls=2.61 -R Ms^16.3 lFr=-1.64 SMr=1.57 MS^=16.3 |Fr=-1.06 SlMr=1.99 Fr=-0.449 SMr=4.06 JM_S=5.09 iFr=-0.139 $Mr=-2.32 ^ 5^2.05 lt^r=-0.167 S|lillr=-5.07 |Ms^11.5 Factored LC: 1.2D + 1.6L + O.SLr: Max Reactions Plan - 18 CO o The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Factored LC: 1.2D + 1.6L + O.SLr: Max Reactions Plan (2) Fr=0.653 SMr=-1.14 1MS=-5.95 Fr=2.41 SMr=-5.67 LMS=-23.4 Fr=0.74 SMr=6.17 j,M^=-5.94 Fr=0.826 SMr=-11.1 Fr=0.0701 SMr=-3.38 1MS=-1.11 Fr=1.12 SMr=-8.27 1MS=-9.3 R Fr=0.578 SMr=-1.95 JjM_s=-5.27 jFr=:-1.8 ^Mr=-1.51 IFr=-1.1 Slilr=-7.68 Fr=-2.38 SMr=-S.32 Ms=23.2 • -R Fr=2.39 3Mr=3.69 LMS=-23.8 Fr=-1.26 SMr=-2.86 Fr=0.696 SMr=-4.91 iMs=-7.05 R !Fr=-3.1 SMr=-J.05 ,|M_S|:28.5 i Fr=1.99 '3Mr=1.43 l.Ms=-21.3 " Fr=-1.47 SMr=0.832 Fr=0.48 Snilr=-2.84 J^M.^=-5.67 }Fr=-2.8 3Mr=-5.93 o Factored LC: 1.2D + 1.6L -)- O.SLr: Max Reactions Plan - 19 _i^ •nw Hilton Carisbad - HC • Leve* 2 Transfer Stab - 09-03-lO.fpt 9/7/2010 LT Cracked Deflection LC (Estimate): Max Deflection Plan LT C(«tA«d OafMctton LC (EttHtwi*); Ua«r LIMS; User Noin: User Olm»nstor«. Dl swing Impotl: Usar LifMs: Us«r ^«ol•«: Uter Oimemiont: ElemeiM' VWN Eltnwnti eomo, Will Elcnwnts Above: VVaH Eletnem OuOlne Only: Colunm FlomaMs Balow: Column El«n<ente Above; SiBli Elements: Slab Etomanl Oulllna Only: Se*l«> 1:JIKI LT Cf achat) Daflectlon LC lEstlmala) - Wriical Delloi:llon Plot (Uaiimiim ValuasI •O.Ofi <l 0.06 0.12 0.1ft 0.24 0.3 O.K 042 Min VBIu«" -0.102) Inchni g (b6.t3.341.7) Maa Vaiue - 0.4U5 IfWhes Q (-3.IS.0I • W o IT Cradted Defiection LC (Estimaie): Mat Deflectton Plan - 20 ^ The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-10.cp( 9/7/2010 LT Cracked Deflection LC (Estimate): Max Deflection Plan (2) 111" °" '4 LT Cr.ici<ed Deflection LC (Estimate): Max Dcriectlon plan - 21 CO The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-10,cpt - 9/7/2010 Design Strip: Latitude Design Spans Plan Design Sirip: LalHudc Span BoundatMs; Latitude SSs: LaUtude DSs: Latriude Strip Boundarlee: Latitude SSSs; SSS Hatchins: Of awing Import: Ueer Noin: User Unas; Usar Olmcinslons; Element: Wail Elements Above. Wall Elements Below: WUl Element Outline Only: Column Elements Above; Column Elemenis Below: Slab Elemenis: Slab Elomciit OuUin» Only: Scale - 1:3M o Design Strip: Latitude Design Spans Plan - 22 ^ Design Strip: Latitude Design Spans Plan (2) The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 O Design Strip: Latitude Design Spans Plan - 23 _i^ CO tn m Design Strip: Longitude Design Spans Plan Design Strip: Longitude Span Boundaries; Longitude SSs; Longitude DSs; Longitude Strip Boundaries; Longitude SSSs; SSS Hatching; User Lines; Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Scale = 1:300 The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 D Design Strip: Longitude Design Spans Plan - 24 CO CD The Hi/ton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Strip: Longitude Design Spans Plan (2) Design Strip: Longitude Design Spans Plan - 25 _^ CO —J The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Strip: Punching Checks Plan Design Strip: User Lines; User Notes; User Dimensions; Punching Checks; Punching Check Sections; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:300 O Design Strip: Punching Checl<s Plan - 26 _i^ CO oo The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Strip: Punching Checks Plan (2) o Design Strip: Punching Checks Plan - 27 CD CO The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Latitude Tendon: Standard Plan Latitude Tendon: Tendons; Num Strands; Jacks; Profile Points; Profile Values; User Notes; User Lines; Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Scale = 1:300 &^.-_-=^1AS —1^,8. 10S 2.13 10 ,^^,._^.55..„-2.ia----5S__-^L^Siq^^SI(il,814S10.814S-lj)^8 14S 2.13 14S % 14S 2.13 14S 1J^.8 ,.2 J4S 10.84a0.g4SO,.8 14S _2.13 14S t-14S;S^^ 14S 1.25 ,4s ,g '^.L _ ,-yS__ 2.J3 14S 9 -7"^ Ug Us •7OA ys Latitude Tendon: Standard Plan - 28 O Latitude Tendon: Standard Plan (2) The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 6 15S ' -.30.8^ 12S 2.13 12S ,6 13Sjjc.8 l3S1.25||S1^8 28S_ 6 28S 10.8 28S_ ^.5^ IBS 1.25 16^ 1^,8 26S 6 26S 1Q.8 26S 2.13 268 6 128 2.13 12S ,10;8_ 12S_ 3 12S 1()j8 128^ 2.13 12S § 4 ^OS 2.13 ICS J.5 IDS 6 10S 8.5,._10S 2.13 108 4,^ Latitude Tendon: Standard Plan - 29 O I ro Longitude Tendon: Standard Plan Longitude Tendon: Tendons; Jacks; Profile Points; Profile Values; User Notes; User Lines; Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Latitude Tendon: Tendons; Scale = 1:300 The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 'o/ 'o. lb. *>, i Longitude Tendon: Standard Plan - 30 ro Longitude Tendon: Standard Plan (2) The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Longitude Tendon: Standard Plan - 31 D ro o oo The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Status: Status Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design Numbers; Span Design Status; Latitude DS Designs; Longitude DS Designs; DS Design Numbers; DS Design Status; PC Designs; PC Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:300 54^ I8C-V; ^_ QK V' OK ^1 C5f! OK OK {non-standaro se'jtionjOK f^ior.-stanclaifi jiG-rttoni OK .17 17C-1 „QK_. „50 OK 51 •17C-3 OK 52 OK 1fiC-<l OK OK (iion-staOK (non-staiidarc! sectioftj OK ^ ™ 48"* ^ „ tec-j ^ OK O K'- ^ 45^ i)K .-16 53 OK OK (non~s(ant:lard sociionj \ Design Status: Status Plan - 32 O r^^ o Design Status: Status Plan (2) OK (non-standard section) 19 OK 6C.,j 18 OK 4C-1 OK 9 OK % a 5C-1 OK 17 OK 1:5 OK 038-1 0)< i'C-1 OK 10 OK 6 OK o • 7^ 21 OK 8C.1 OK 20I 3C-2 OK JC -i OK OK (non-standarfj se.';fioii) I 15 OK 6C-1 OK 16 OK 14 OK OK (non-standard section) 5C-:i OK OK with SSR 7 OK 2C. or: ^ o 12 OK 8 OK •I 102 OK 1G-3 OK IC-1 OK OK with SSR (non-stanOK with SSR (non-standard section) OK witir SSR The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Status: Status Plan - 33 03-iacp The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Status: Reinforcement Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design Top Bars; Span Design Bottom Bars; Span Design Shear Bars; Span Design Bar Descriptions; Latitude DS Designs; Longitude DS De Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Reinforcement: Top Face Concentrated Reinf.; Bottom Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reinf.; Concentrated Reinf. Descriptions; Top Face Distributed Reinf.; Bottom Face Distributed Reinf.; Both Faces D Scale = 1:300 6 jtoT, 6#5T, «| 40-#S-: w^. 1\ Design Status: Reinforcement Plan - 34 Design Status: Reinforcement Plan (2) 4"4--/ ,/ 4#ST 4#5T, • #5B 4#5B l#5T 4 #5 B- 6 *5 B, S *5 T. «| 7#5B _^#5T- 9»(ST1(j*5T, 'ia#5B. 5B.!f?i «| 10 #5 T 10 T-S, S"8 #5 T, #5 T 2 #4 ® ^-'W' OJ. H % 9#6jB'.!-' 10 ter. 10|5'B', 10 (if. T,-o to #5 T.,0 The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Status: Reinforcement Plan - 35 D ro o Design Status: Top Reinforcement Plan The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Status: Latitude Span Designs; Longitude Span Designs; Span Design Top Bars; Span Design Bar Descriptions; Span Design Bar Spacing; Latitude DS Designs; Longitude DS Designs; DS Design Top Bars; User Notes; User Lines; User Dimension Drawing Import: User Notes; User Lines; User Dimensions; Element: W^ll Elements Above; W^ll Elements Below; Wall Element Outline Only; Cokimn Elements Above; Column Elements Beiow; Slab Elements; Slab Element Outline Only; Reinforcement: Latitude User Concentrated Reinf.; Longitude User Concentrated Reinf.; Top Face Concenfrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reinf.; Concentrated Reinf. Descriptions; Latitude User Distributed Reinf • Loi Scale = 1:300 #5 (a 2T T «S @ 27 T. ®), M #5 (iS) -TB 1 (at #5 @ 5 T #5 @ 5 1. #S If b i #5 (fl) S| T S|5"@WT *5 @ .34T. #b(CO i2T. S2*l ml trjl Design Status: Top Reinforcement Plan - 36 D The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Status: Top Reinforcement Plan (2) si @ jfeTiate 30 T ifS §) :M Its (iS) 34 T h«7 #5 Ifil -JS T #5 ra 34 TJ5 li #5 @ 23 T. #!r@ 34 T. #5p 18 T #5 (fi; 22 T, #5 @ 9 T. #5®29T.#5ffl29 T ef *5 iffi n T, #5 22 r lo- ss ij* fs) #5iia)iST Design Status: Top Reinforcement Plan - 37 O ro o CO The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Status: Bottom Reinforcement Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design Bottom Bars; Span Design Bar Descriptions; Latitude DS Designs; Longitude DS Designs; DS Design Bottom Bars; Drawing Import: User Lines; User Notes; User Dimensions;- Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Reinforcement: Bottom Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reinf.; Concentrated Reinf. Descriptions; Bottom Face Distributed Reinf.; Both Faces Distributed Reinf.; Auto Face Distributed Reinf.; Distributed T Scale = 1:300 Design Status: Bottom Reinforcement Plan - 38 O Design Status: Bottom Reinforcement Plan (2) The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 i Its B. i 4 #5 B M #.': B.IO I 1 1KB 6 #5 B :5#5B r#5B, gj 5» 10 *5 B?' 1 (i.ii B 7 iK B Design Status: Bottom Reinforcement Plan - 39 The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Status: Punching Shear Status Plan Design Status: User Lines; User Notes; User Dimensions; PC Designs; PC Design Numbers; PC Design Status; PC Design Stress Ratios; PC Design Sections; Drawing Impcxt: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Cokimn Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:300 OK OK (non-standard section)OK tnon-standarcl s.-^cvionl USR=0,139 USR=0.63B USR=0.fi(; OK USR=0-;!36 U-:3R=0.579 38 OK USR=0.367 60 51 52 ~0K (non-staOK (non-stan-lard section) OK USR=0,174 USR=0..375 iJSR=0.843 48 OK !JSR=0-7 45 16 OK inon-staOK (non-standara seclieni IJSR=0.274 USR=0.471 OK USR=0.7,i1 40 OK LISR=0.524 36 OK U,SR=0.68 QK USR=0.8.i 44 OK USR=0.437 OK tlSR=0.525 OK !JSR=0.7fi8 37 OK USR=0.511 j OK USR=0.49.'; OK (noti-sranc)ard soclion; USR=0,825 OK (noii-srandard section) USR=0.522 \ „ \ OK IJSR=0,4!)3 OK/ OK USR =0472 IJSR=0.485 21: OK USR-=ii-l« ^27 OK USR=0.57 Zi OK TCQ-f* .^'>t: OK (non-stand.iid ftncfiont •iSR^ii.i:' 32 OK USR=0.742 OK fnon-standard secttoni USR=041.: 24 OK USR=0.745 Design Status: Punching Shear Status Plan - 40 Design Status: Punching Shear Status Plan (2) OK (non-standard section) USR=0.501 19 OK USR=0.611 IS OK USR=0,43 17 OK USR=0.7'55 13 OK USR=0.82;5 P OK USR=0.53I OK USH=0.737 HI OK USR=0.982 6 OK I.ISR=0,8BS 21 OK USR=0.87 OK (non-standaid section) USR=0-536 15 OK USR=0.70.'4 OK (non-standard section) USR=0,65 14 OK USR=0.862 11 OK with SSR RSR = 0.992 (USR=1.1) OK USR=0.833 OK USR=0.89I OK 1JSR=0.655 JK— OK witil SSR (non-stanOK with SSR (non-standard setjtio.ij !)K with SSR USR=0.863 RSR = O.nS (USR=1.02RSR 0.768 (USR=1.U3) RSR 0.775 (USR=1.09i The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Design Status: Punching Shear Status Plan - 41 Calc Log Calculating All (Everything Out-of-Date)(Considering Previous Warnings) Active Calculation Options: The structure is not automatically stabilized in the X and Y directions. Supports above slab NOT included in self-dead loading. Tendon vertical component NOT considered in punch check reactions. 6 zero-tension iterations are used to eliminate tension in area springs. Creep Factor of 3.35 used in ECR calculations. Shrinkage strain of 0.0004 used in ECR calculations. ACI 318-05 is used in design. Live load reduction not used Assembling Stiffness Matrix. 57715 Degrees of Freedom Triangularizing Stiffness Matrix. Creating Self-Dead Loading. Creating Balance Loading. Detailing User Reinforcement. Determining Concrete Cross Sections Determining Tendon Cross Sections Determining Reinforcing Bar Cross Sections Solving for Self-Dead Loading. Solving for Self-Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-2680) Kips Total Reactions: (-1.94e-12,-1.59e-12,2680) Kips Load-Reaction Tolerance: (-1.94e-12,-1.59e-12,2.97e-ll) Kips Solving for Balance Loading. Solving for Balance Loading - Pattern: Full Pattern. Total Loads: (0.000566,0.000424,7.7e-13) Kips Total Reactions: (-0.000566,-0.000424,-1.55e-10) Kips Load-Reaction Tolerance: (-1.69e-ll,2.56e-10,-1.54e-10) Kips Solving for Temporary Construction (At Stressing) Loading. Temporary Construction (At Stressing) Loading has No Loads. Solving for Other Dead Loading. Solving for Other Dead Loading - Pattern: Full Pattern. Total Loads: (0,0,-1330) Kips Total Reartions: (-9.86e-13,-8.09e-13,1330) Kips Load-Reartion Tolerance: (-9.86e-13,-8.09e-13,9.63e-12) Kips Solving for Live (Reducible) Loading. Live (Reducible) Loading has No Loads. Solving for Live (Unreducible) Loading. Solving for Live (Unreducible) Loading - Pattern: Full Pattern. Total Loads: (0,0,-932) Kips Total Reartions: (-7.38e-13,-6.02e-13,932) Kips Load-Reartion Tolerance: (-7.38e-13,-6.02e-13,9e-12) Kips Solving for Live (Storage) Loading. The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Calc Log - 42 The Hilton Carlsbad - HC - Level 2 Transfer Slab - 09-03-fO.cpt - 9/7/2010 Calc Log (2) o Calc Log - 43 ro CJI Calc Log (3) Live (Storage) Loading has No Loads. Solving for Live (Roof) Loading. Live (Roof) Loading has No Loads. Calculating Precompression in Cross Sertions Solving for Hyperstatic Loading. Solving for All Dead LC. Solving for Dead -i- Balance LC. Solving for Initial Service LC. Solving for Service LC: D -i- L. Solving for Sustained Service LC. Solving for Fartored LC: 1.4D. Solving for Fartored LC: 1.2D -i- 1.6L -i- O.SLr. Solving for Fartored LC: 1.2D + flL -^ 1.6Lr. Solving for LT Uncracked Deflertion LC. Solving for LT Cracked Deflertion LC (Estimate). Solving for All Live LC. Calculating Code Minimum Design envelopes. Calculating User Minimum Design envelopes. Calculating Initial Service Design envelopes. Calculating Service Design envelopes. Calculating Sustained Service Design envelopes. Calculating Strength Design envelopes. Calculating Durtility Design envelopes. Calculating Code Minimum Design - Pass 0 Calculating User Minimum Design - Pass 0 Calculating Initial Service Design - Pass 0 Calculating Service Design - Pass 0 Calculating Sustained Service Design - Pass 0 Calculating Strength Design - Pass 0 Calculating Durtility Design - Pass 0 Calculating Code Minimum Design - Pass 1 Calculating User Minimum Design - Pass 1 Calculating Initial Service Design - Pass 1 Calculating Service Design - Pass 1 Calculating Sustained Service Design - Pass 1 Calculating Strength Design - Pass 1 Calculating Durtility Design - Pass 1 Calculating Code Minimum Design - Pass 2 Calculating User Minimum Design - Pass 2 Calculating Initial Service Design - Pass 2 Calculating Service Design - Pass 2 Calculating Sustained Service Design - Pass 2 Calculating Strength Design - Pass 2 Calculating Durtility Design - Pass 2 The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-rO.cpt - 9/7/2010 Calc Log - 44 D ro CD The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-l6.cpt - 9/7/2010 Calc Log (4) D Calc Log - 45 i The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Calc Log (5) Calculating Code Minimum Design - Final Design Check Calculating User Minimum Design - Final Design Check Calculating Initial Service Design - Final Design Check Calculating Service Design - Final Design Check Calculating Sustained Service Design - Final Design Check Calculating Strength Design - Final Design Check Calculating Durtility Design - Final Design Check Laying Out Program Reinforcement Optimizing Program Reinforcement Layout Converting SSR Designs Converting Transverse Bar Designs Detailing Program Reinforcement WARNING: Longitude concentrated program reinforcement at (69.91,76.66) has a very small spacing (1.15 inches). You may be able to resolve this problem by converting the bars to user reinforcement c User Continued After Warning WARNING: Longitude concentrated program reinforcement at (68.46,98.36) has a very small spacing (1.424 inches). You may be able to resolve this problem by convert:ing the bars to user reinforcement User Continued After Warning Estimating Costs This analysis has been completed successfully, check above for any warnings or errors. O Calc Log - 46 ro The Hilton Carisbad - HC - Level 2 Transfer Slab - 09-03-lO.cpt - 9/7/2010 Calc Log (6) Jnd adjusting the width and spacing, and adjusting the width and spacing. D Calc Log - 47 i ro J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\CaIculations\[HCB - Calculation Index - 9-07-IO.xls]L 09051-0018 The Hilton Carlsba(d Carlsbad, California Shear Walls, Monnent Frannes, Diaphragms, Lateral Bracing Lateral DCI J:\2009\09-51-018 Hilton Cadsbad Resort and Spa\Calculatlcns\Wood 8, Steel\Lateral\(Lateral Spreadsheet 6-9-10.xls]ELF - Base Shear ASCE7 L g Projecf No. 09-51-18 5heef No. Projecf Hilton Carlsbad Date 1/13/10 Subjecf By GS I. Seismic Ground l\/lotion Values: Lat = Site Latitude: Long = Site Longitude: = Ss = IVICE Spectral Accel (g 0.2 Sec: Si = MCE Spectral Accel @ 1.0 Sec: Site = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site = Fv = Spectral Accel @ 1.0 Sec for Site = SMS = MCE Spectral Resp (Short Period) SMI = MCE Spectral Resp (Long Period) = 33.097 Lat = Site Latitude: Long = Site Longitude: = Ss = IVICE Spectral Accel (g 0.2 Sec: Si = MCE Spectral Accel @ 1.0 Sec: Site = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site = Fv = Spectral Accel @ 1.0 Sec for Site = SMS = MCE Spectral Resp (Short Period) SMI = MCE Spectral Resp (Long Period) = -117.315 Lat = Site Latitude: Long = Site Longitude: = Ss = IVICE Spectral Accel (g 0.2 Sec: Si = MCE Spectral Accel @ 1.0 Sec: Site = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site = Fv = Spectral Accel @ 1.0 Sec for Site = SMS = MCE Spectral Resp (Short Period) SMI = MCE Spectral Resp (Long Period) = 1.336 Lat = Site Latitude: Long = Site Longitude: = Ss = IVICE Spectral Accel (g 0.2 Sec: Si = MCE Spectral Accel @ 1.0 Sec: Site = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site = Fv = Spectral Accel @ 1.0 Sec for Site = SMS = MCE Spectral Resp (Short Period) SMI = MCE Spectral Resp (Long Period) = 0.505 Lat = Site Latitude: Long = Site Longitude: = Ss = IVICE Spectral Accel (g 0.2 Sec: Si = MCE Spectral Accel @ 1.0 Sec: Site = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site = Fv = Spectral Accel @ 1.0 Sec for Site = SMS = MCE Spectral Resp (Short Period) SMI = MCE Spectral Resp (Long Period) = C Lat = Site Latitude: Long = Site Longitude: = Ss = IVICE Spectral Accel (g 0.2 Sec: Si = MCE Spectral Accel @ 1.0 Sec: Site = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site = Fv = Spectral Accel @ 1.0 Sec for Site = SMS = MCE Spectral Resp (Short Period) SMI = MCE Spectral Resp (Long Period) = 1.00 Lat = Site Latitude: Long = Site Longitude: = Ss = IVICE Spectral Accel (g 0.2 Sec: Si = MCE Spectral Accel @ 1.0 Sec: Site = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site = Fv = Spectral Accel @ 1.0 Sec for Site = SMS = MCE Spectral Resp (Short Period) SMI = MCE Spectral Resp (Long Period) = 1.30 Lat = Site Latitude: Long = Site Longitude: = Ss = IVICE Spectral Accel (g 0.2 Sec: Si = MCE Spectral Accel @ 1.0 Sec: Site = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site = Fv = Spectral Accel @ 1.0 Sec for Site = SMS = MCE Spectral Resp (Short Period) SMI = MCE Spectral Resp (Long Period) = 1.336 Lat = Site Latitude: Long = Site Longitude: = Ss = IVICE Spectral Accel (g 0.2 Sec: Si = MCE Spectral Accel @ 1.0 Sec: Site = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site = Fv = Spectral Accel @ 1.0 Sec for Site = SMS = MCE Spectral Resp (Short Period) SMI = MCE Spectral Resp (Long Period) = 0.657 Sos = Design Spectral Accel @ 0.2 Sec = 0.891 SDI = Design Spectral Accel @'\.0 Sec = 0.438 < Input to 3 DECIMALS, Not Minutes and Seconds > < Input to 3 DECIMALS, Not Minutes and Seconds > < Input > 2005 USGS Map Value for Default Site Class B < Input > 2005 USGS Map Value for Default Site Class B <Select> (per Geotech or Table 20.3-1 - ASCE 7, pg 205) = Table interpoloated (Table 11.4-1 - ASCE 7, pg 115) = Table interpoloated (Table 11.4-2 - ASCE 7, pg 115) II. Design Response Spectrum Periods: To = Period, 0.2*SDI/SDS = Ts = Period, SDI/SDS = TL = Long Period, Transition Period = Ct = Factor for Approximate Period = X = Exp. Parameter for Approximate Peric = h = Height of Building (approx to Mean Ro = 0.098 sec. 0.491 sec. 8.00 sec 0.020 0.75 30 ft =FaSs =FvSi =2/3SMS =2/3SMI =0.2*SDI/SBS =SDI/SDS < Input > <Select> < Input > Eqn 11.4-1 Eqn 11.4-2 Eqn 11.4-3 Eqn 11.4-4 Eqn 11.4-8 Eqn 11.4-9 (Table 22-15 - ASCE 7, pg 228) (Table 12.8-2 - ASCE 7, pg 129) Ta = Period, (approx): T = Ct*{hnr = 0.255 sec. Cu = Coeff for Upper Limit on Calc'd Period = 1.40 |T = Max Fund. Period, T(approx)* Cu = 0.357 sec. Eqn 12.8-7 (Table 12.8-1 Eqn 12.8-7 ASCE 7, pg 129) Building Importance (IBC 1604 & ASCE 7-05 Table 11.5.1 - pg 116): ICC = Importance Classification Category Class = Building Classification IE = Seismic IMPORTANCE Factor: II <Select> = Typical Building 1.00 IV. structural Svstem fTable 12.2.1 - ASCE 7 pg 120): SDC = Seismic Design Catagory: A. Bearing Wall System 13. Light-framed walls sheathed with wood structurai 6.50 BBS = BASIC BUILDING SYSTEM ; SFRS = Seismic Force Resisting System: R = Resp. Modification Coeff (Ductility): Qo = System OVERSTRENGTH Factor: Cd = Deflection Amplification Factor: Height Limitations: (ft) V. Calculation ofthe Seismic Response Coeff ( ASCE 7 pg 129): (IBC Section 1604) (Table 11.5.1 - ASCE 7, pg 116) (Tables 16.13.5.6(1) & (2) - 2006 IBC) 4.00 65 ' can be reduced by /2 in flexible diaphragms but shall not be < 2 ' Cs 1 = Cs 2a = Cs 2b = Cs3 = Cs4 = SDS / (R/l) = ifT<TL, then SDI/T(R/I) = if T > TL, then SDI-TL/T^(R/I) = O.G44*SDS*I >0.01 if Si > 0.6g then 0.50*Si / (R/l) = 0.137 W 0.264 W n/a - 0.039 W n/a V = CsW = (Eqn 12.8.1) 0.137 Eqn 12.8-2 (short period Cutoff) Eqn 12.8-3 (long period) Eqn 12.8-4 (very long period) Eqn 12.8-5 (minimum) Eqn 12.8-6 (soft site minimum) - SEISMIC BASE SHEAR COEFFICIENT. ADMIN./S 2,150 ; o PRE-FUNCTION 1 MAIN BALLROOM 5,766 SF A- II ' IT PRE-FUNCTION 3 Bh2. i 1 DRAG, TO CoMcl ' r ! MEETING R(14M j BOARDROOM 1.023 sr •• 1 741 SF 1 "I 1 1 • ^DCI ENGINEERS" ^SS D'AMATO CONVERSAKO INC. Projecf Hilton Carlsbad Section A Projecf No. 09-51-018 Sheef No. [TT • Dafe 6/10/10 Subjecf Vertical Distribution of Seismic Forces NAC Allowable Stress Design Level Height weight Area Wt W*h %V Vi Vi EVi H(ft) w (psf) A (sq-ft) W(kip) (kip-ft) (kips) (kips) (psf) (psf) -- -- Roof 21 45 12,104 545 11,438 1.000 53.3 53.3 4.4 4.4 SUMS: 544.68 11438 1.00 53.3 Base Shear, V = 0.137 W Redundancy, p = i.o Easd= 0.0979 W (E asd= p*V/l .4) E asd= 53.3 Wps DCI ENGINEERS D'AMATO CONVERSAKO INC. Project No. 09-51-018 Sheet No. L-5 Dofe 6/10/10 Project Hilton Carlsbad Section A Subjecf Diaptiragm Forces By MC • Building 1 Allowable Stress Design - Diaphragnn Level Height weight Area Wt W*h %V V, VDIA Min Max H (ft) w (psf) A (sq-ft) W(kip) (kip-ft) (kips) (kips) (psf) (psf) (psf) -- -- Roof 21 45 12,104 545 ) 1,438 1.000 53.3 53.3 '•'-- 'Ml: ' 5.7 •MI SUMS: 544.68 ])438 ].00 53.3 53.3 Base Shear, V= 0.137 W Redundancy, p = 1.0 Easd= 0.0979 W (E asd= p*V/l .4) £ asd= 53.3 kips UCI ENGINEERS 9^^S D'AMATO CONVF, RSAf-JO INC. Projecf No. 09-51-018 Sheef No. Project Hilton Carlsbad Section A Date 9/7/10 Subject Shearwall Design By MC c c-IB OL -1 Q Roof 1 Roof Roof 1 -Roof Roof I 1 Roof Roof . 1 Roof Roof Wall Height (ft) Trib w DL (ft) DL (plf) Trit>AU>teral.(ft*21. Trib F Lateral (kips) s;.V|yaH S|iiear,(plf). Wall Type '15 15 21.0 13.0 54 2i9 9.0 9.0 225 225 1081 24.5 4.8 453 164 15 13.0 29 8.0 ;2S 200 4.8 164 1 f 15 21.0 72 9.0 25 225 24.6 342 W4 21.0 ' SS 9.0 25 225 '''his 32.2 586 W3 3 15 13.0 44 8.0 25 200 1823 8.0 182 W6 ^OCI ENGINEERS ^^^B I> ' A M A |- O C O N V I-: R A N O INC. Projecf No. 0?-51-018 Sheef No, Project ttilton Carlsbad Section A Dafe y/7/2010 5ub/9( Indivic :t Jual St earwa 1 Desic n By MC Wall# Wall Line Wall Length Wall OTM arm reduction Perforated? (Y or N) •§ Roof •••iff; Wall Load (psf) 1 •ff koof „..„^,. Roof Wall Type (2x4 or 2x6) (ft^ Line Sum S W Lenc ths (ft) =orce ktps) Wal Haioti DL (plf ) Ttl ff 1 DL (psf) line load PL 'IP"? A-1 A 12.0 0 5 N 54 ^•5.4 15 225 25 "225 2x6 A-2 A 24.0 0,5 N 24 5 54 15 J21,0 225 ' s.b', 25 2x6 A-3 A 18.0 0,5 N 24.5 54 8.2 15 !^10 225 9.0 25 'as 2x6 B-1 B 7.5 0,5 N 4.8 29 1.2 15 13,0 225 9.b 25 2x6 B-2 B 14,0 0,5 N 4:8 29 2;3 15 ,13.0 225 9,0 25 2x6 B-3 B 7.5 0,5 N 4.8 29 1 2 15 13„0 225 ;,9.o; 25 2x6 C-1 C 16.0 0,5 N 4.8 29 26 15 "13,0 200 :-.8,o 25 l\it)p 2x6 1-1 C 8.0 0,5 N 4:8 29 1.3 15 ,13.6 200 25 2x6 1-1 1-1 1 11.0 0 5 N U.6 72 38 15 21.0 225 m 25 '',225 2x6 1-2 1 25.0 0,5 N '24.8' 72 (8.5 15 225 90 25 225 2x6 1-3 1 25 0 0 5 N "24 6 72 8.5 15 225 25 ijis 2x6 1-4 1 11.0 0,5 N 24.6 72 38 15 225 .^t> 25 ,225 2x6 2-1 2 16.0 0 6 N 322 55 34 15 21 0 225 • 90 25 225 2x6 2-2 2 17 0 0 5 N 32:2 55 10 0 15 21.0 225 ,>o 25 225 2X6 2-3 2 10.0 1,5 N 32.2 56 59 15 '21.0 225 9"0 25 "225 2x6 2-4 2 12.0 0,5 N 32.2 56 70 16 21.0 226 9:0 26 225 2x6 2-5 2 12.0 0 5 1^ 32.2 55 7,0 15 21.0 225 90 25 225 2x6 3-1 3 13.0 0,5 N '8.0 44 2.4 15 13.0 200 8.0 25 ,200 2x6 3-2 3 13.0 0 5 N 8.0 44 24 15 13.0 200 8.0 25 200 2x6 L-8 IDCI ENGINEERS iD'A.VlATO CONVERSANO INC. roiBci No 0&-51-051 froject Hilton Carisbad Section A Dote ?/7/10 i-Zoll A-1 Shear 1 Vall Type Hold Down Force Corr^-ressiori Fore* ConipresTic-n Post HE' Lati'e 1 /all Note- C'-'mi-'Intiv story Drifts i-Zoll A-1 p.tf HE' Lati'e 1 /all Note-Versui AllowoC'I'S p>5t ASCE 7-05 i-Zoll A-1 (l-l (11 )lr) in 9.5 (l-J (I:) f'-l HE' Lati'e 1 /all Note-u L3 12 i-Zoll A-1 (l-l (11 )lr) in 9.5 (l-J (I:) f'-l HE' Lati'e 1 /all Note- Dfilf Urol Onfl Limit Dnfl L-mil [>„f1 Wnil i-Zoll A-1 N iV4 (l-l 6.4 in 9.5 13|?<6 001 0.093" •N/A iX •N/A *J0 • N/A £-30 S.ff • 4.31. • A-2 N v74 b.7 9.5 (3l2>Cb 002 0.096-630 •N/A «.30' •N/A 6.3C • 4.73 6.3CI' A-3 N iV4 7.5 9.5 (3|2x6 OCO 0.109-•N/4 6-X •N/A SJO •N/A <J0 4.W • 430 • M N tV6 1.5 2.1 {3)2x6 0O4 0.027" •N/A 3.TO' •N/A 3.TO • •N/A 3.W> • 2*3 1-2 N iVt> 0.6 2-1 13|2x6 005 0.0)5-•N/A 3.TO •N;A •N/a 3.f0 243 3.»0 B-3 N VV6 ).5 2.i P|2)«. 006 0.027" •N/A j.ro • •N/A 3.«> • •N/.A S-'O • 2*J 3.TO' C-1 N IV6 0.7 2-1 (3i2x6. 007 OJ:I3" •N/A 3.9P •N/A 3.fO' •N/A 3-W 2.47 3.K) C-2 N 1.5 2-1 006 0.027" •N/A 3.70' •N/A 3.ro • •N/A 3.»0 • 2.7f S-TO 1-1 N 6.1 7.2 p[2)(6 031 0J366" •N/A i.30' •N/A <»-•N/A 630' 3.0S' 1-2 N VV4 il 7.2 (3|2xi 032 0.120" •N/a 6.30 •N/A •N/A <J0 4.3* 4.30' 1-3 N iV4 4.2 7.2 (312x6 046 O.liC'" •tJ/A i.oP -WA •N/A 4.39 fr.?0 1-4 N CIA 6.1 72 (3|2x6 04? 0.066" 'Hix 6.W •N/A 6.30 •rj/A ..-r. 5.05 4.3D 2-1 N »V3 10.7 12-3 (4)2x6 053 0.116" •N/A fr.W •N/A .40 S.3S 4.30 2-2 N iV3 10.5 12.3 (4)2x6 054 Q-I17" •N/A (JO •N/A <J0 •N/A fi.3n 5-3? • 4.30 2-5 N fV2 13.0 123 (4)2x6 055 •N/A 4.30 • •N/A o^lO" •N/A 4.30 S.SS 4.30 2-4 N v^n U.3 12.3 (4)2X6 055 •N/* 6X •N/A iJTt' "N/A S» «-96 • 4.30 • 3-1 N •:1b 1 3 2 4 057 0.022" •N;A 3.90 •N/A 3.90 •rj/A =."• 2.» 3.90 3-2 N iV6 1.3 24 (3I2XC 056 0.022" •N/A 3.90 "IJ/A S.'C 2.ie 3.rc DCI ENGINEERS D'AMATO CONVERSANO INC. Projeci- Hilton Carlsbad Section A Projecf No. 09-51-018 Sheef No. Uafe 6/10/10 Subject Wall A-1 57" MC 7^ VI u_ U o u Deflected Shape, A 1 11.5' Wall A-1 5x = Cd 8xe/l I = 1.0 Cd Sds' A 1.079 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi d„ = 0.137 in Gt ••• 0.75he„ hda ASCE tbi 12.12- Notes: A) r/i/s spreadsheet assumes 0./48"D/a. (lOdj x2 112" Nails, 15/32" C-D Sheath/ng with Doug-Fir Larcti framing in Seismic Zones 3 or 4 B) Input tributary dead lood only, wall selfweight is separate input. C) As determined witti strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight ° = Per Citv of San Dieao requirement. Anctior flongafion = d.d?" < 0.125" Level Discrete en ASD Table 3.2 (in) t (in) 5xe ASCE 12.8,6 (in) 5x IBC I2.£ 15 (in) Cumulative- e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0.025h Story Drift IBC 12,8 #REF! #REF! 0.049 0.535 #N/A #N/A #N/A #N/A 5.49 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO] #N/A ## 6.30 #N/A #N/A #N/A '[OK]"" 0.049 0.049 0.535 0.535 [NO] [NO]_ [NO] #N/A ## 6.30 #N/A ## 6.30 5.49 < 6.30 Roof 0.049 0.048 0.535 0.535 DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Section A \zuu7 \ur-j I -u ( o niMuii k^ufi^uuu i^cfbui i unu .>pu \uuiuuiuiiui b \ vvuuu it jieei \LUit;iui - itJui wuti i^wbiy ii uo.uy .zu i u.^lbjA-^; L- 10 Project No. 09-51-018 Sheet No. Ua?e 6/10/10 W MC Subjecf Wall A-2 VI O 4 . Li- u u u Deflected Shape, A 23.5' Wall A-2 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 1.079 8(1.4v)h^ EAb E = 1,600,000 psi = 0.02Shx G = 90,000 psi da = 0.113in Notes: (l.4v)h Gt •^ 0.75hen hda ASCE tbI 12.12- A) This spreadsheet assumes 0.148" Dio. fiOd) x2 1/2" Nails, 15132" C-D Sheathing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 Bl Input fributary dead load only, wall selfweigtit is separate input. C) As determined witti strength level forces D) Compression force is seismic only, does not include lood from beam reactions E) RM Load Combo: (0.6-0.1 4Sds)D Typ. Wail Selfweight' Per City of Sqn Dieao requifement: Anchor Elongation = Level #REF! #REF! Discrete en ASD Table 3.2 0.049 0.049 0.049 0.049 0.048 t (in) 0.535 0.535 0.535 0.535 0.535 ASCE 12.8.6 (in) #N/A #N/A #N/A l.l! 5x IBC 12.1 IS (in) #N/A #N/A #N/A 4.73 Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? ^[N01_ "[NO]" [NO]_ "[Noi' A IBC (2.8 (in) 0.025h ASCe rabie I2.i: (in) #N/A ## 6.30 #N/A ## 6.30 #N/A ## 6.30 4.73 < 6.30 Story Drift IBC 12.8 #N/A #N/A #N/A [OK]"" j.\.^\JU7 \jy-o i -u i o niMuri L-Ciiisuaa i^esari una ipa\<„uit;ufuiiufii\vvuuu & oioe;i\Luic;rui\in - oi icui wun ucaiyn uo.u7..iUll-'.AlaJA^-o ^DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. L-ll Projecf Hilton Carlsbad Section A Date 6/10/10 Subject Wall A-3 By MC VI u O o o u Deflected Shape, A 17.5' Wall A-3 5^ = Cd 5xe/l Cd = 4 1 = 1.0 Sds' = 1.079 _ 8(1.4v)h^ EAb E = 1,600,000 psi [AO^ = 0.025 lix G = 90,000 psi da = 0.113 in l.4v)h Gt -I- 0.75hen -^ hda ASCE tbI 12.12-1 Notes: A) This spreadsheet assumes 0.148"Dia. [lOd] x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14SdslD Typ. Wall Selfweight ° = Per Citv of San Dieao requirement: Anchor Etongation = 0.11" < 0.125" Level #REF! #REF! Discrete en ASD Table 3.2 (in) 0.049 0.049 0.049 0.049 0.048 t (in) 0.535 0.535 0.535 0.535 0.535 5xe ASCE 12.8.6 (in) #N/A #N/A #N/A .23 5x IBC 12,( 15 (in) #N/A #N/A #N/A 4,93 Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO]_ •"[NO]" [N01_ "[NO]" A IBC 12.8 (in) 0.025h ASCE Table 12 i: (in) #N/A ## 6.30 #N/A ## 6.30 #N/A ## 6.30 4.93 < 6.30 Stor/ Drift IBC 12.8 #N/A #N/A #N/A '[OK]"" J:\2UUV\uy-51-Ui« HilTon cansDaa Kesort ana spa\caicuiaiions\wooa & bTeei\LaTerai\iA • bnearwaii uesign u6.uy,2Uiu,xis|B-i ^DCI ENGINEERS SSSS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. L-12 Project Hilton Carlsbad Section A Date 6/10/10 Subject Wall B-1 By MC O a o o VI Deflected Shape, A Wall B-1 8x = Cd 5xe/l Cd = 4 1 = 1.0 Sds^ = 1.079 8(1.4v)h^ .4v)h -^ 0.75hen hda EAb Gt E = 1,600,000 psi |Aa^ = 0.025 hx ASCE tbI 12.12-1 G = 90,000 psi da = 0.088 in Notes: A) This spreodsheet assumes 0.148" Dia. (lOdj x 2 1/2" Noils, 15/32" C-D Sheothing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributory deod lood only, wall selfweight is seporote input. C) A s determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.1 4Sds)D 7.0' Typ. Wall Selfweight ° = Per City of San Dieao requirement: Discrete Level 8x /6C I2.( 15 (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A I8C 12,8 (in) 0.025h ASCE Table 12.i: (in) Story Drift IBC 12.8 #REF! #REF! #N/A #N/A #N/A 2.83 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 ^[NO]_ "[NO] [NO]_ "[NO]" #N/A ## 3.90 #N/A ## 3.90 #N/A ## 3.90 2.83 < 3.90 #N/A #N/A #N/A •[OK]"" Roof ^DCI ENGINEERS ^SSt D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. L-13 Project Hilton Carlsbad Section A Date 6/10/10 Subject Wall B-2 By MC Level Discrete en ASD Table 3.2 (in) t (in) 5xe ASCE 12.8.6 (in) 5x IBC I2.{ 15 (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0.025h ASCE Table 12 i: (in) Story Drift IBC 12.8 #REF! #REF! 0.049 0.049 0.049 0.049 0.049 0.535 0.535 0.535 0.535 0.535 #N/A #N/A #N/A 0.63 #N/A #N/A #N/A 2.52 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [N01_ •[NO]" [NO]_ "[NO]' #N/A ## 3.90 #N/A ## 3.90 #N/A ## 3.90 2.52 < 3.90 #N/A mi A #N/A "[OK]"" Roof DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Section A Projecf No. 09-51-018 Sheet No. L - 14 Date 6/10/10 MC Subject Wall B-3 a I 1 u o u_ u u VI Deflected Shape, A 1 7.0' Wall B-3 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds' = 1.079 8(1.4v)h^ EAb E = 1.600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.088 in Notes: .4v)h — •^ 0.75hen hd„ Gt ASCEtbl 12.12- A) This spreadsheet assumes 0.148" Dia. (lOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with sfrength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' Pgr City pf Sgp Qiggp rewrgmgnt. Level Discrete en ASD Toble 3,2 (in) t (in) 5xe ASCE 12.8,6 (In) 8x IBC I2,f 15 (in) Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (In) 0.025h ASCE Table 12 i: (in) Story Drift I6C 12,8 #REF! #REF! 0.049 0.049 0.049 0.049 0.049 0.535 0.535 0.535 0.535 0.535 #N/A #N/A #N/A 0.71 #N/A #N/A #N/A 2.83 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[NO]_ [NO] [N01_ ••[NO]' #N/A ## 3.90 #N/A ## 3.90 #N/A ## 3.90 2.83 < 3.90 #N/A #N/A #N/A '[OK]"' Root J- \uy-a I -u IO nmun i..,U[ isuuu Ke^ut i unu .iiJU\>_ui<-uiuiJUFb\vvou<j 6, :jifc;t;i xLuitnui \ | A - o( itsui wun uebiy n uo.uy.zu lu.xiiju- DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. L - Ib DoTe 6/10/10 Project Hilton Carlsbad Section A Subject Wall C-1 57" MC VI o o :,C pit o o u Deflected Shape, A 1 15.5' Wall C-1 Cd 8xe/l 1.0 Cd = 4 Sds= = 1.079 8(1.4v)h^ J EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.088 in .4v)h Gt + 0.75hen -^ hda ASCEtbl 12.12-1 Notes: A) rhis spreadsheet assumes 0.148"Dia. {lOd} x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof indude load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight ° = Per Qtv of San Dieao regyrement. Anchor Elon^tion = 0.D1" < 0.125" Level Discrete Sn ASO Table 3,2 (in) t (in) 5xe ASCE 12,86 (in) Sx IBC 12,( 15 (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0.025h ASCE Table 12 1: (in) Story Drift IBC 12.8 #REF! #REFi 0.049 0.049 0.049 0.535 #N/A #N/A #N/A #N/A 2.47 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ "[NO]' JNO]_ •[NO]" #N/A ## 3.90 #N/A #N/A #1^/A "ioKi"" 0.535 0.535 #N/A #N/A 0.62 #N/A ## 3.90 #N/A ## 3.90 2.47 < 3.90 Roof 0.049 0.049 0.535 0.535 j:\/iUUV\uv-5 i-u la MIITOR cansoao Kesor ana ipa\L.aicuiaTfons\wooa & iTeei\LaTerai\iA - inearwaii uesign iJ6.uv7Z{j\u.x\sn^'Z ^DCI ENGINEERS Projecf No. Sheet No. L-16 D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section A 6/10/10 Subject By Wall C-2 MC Xl VI a > V u- o o 0 D pit ' Li_ o o u Deflected Shape, A 1 7.5' Wall C-2 5x Cd 8xe/l 1.0 Cd = 4 Sds' = 1.079 .4v)h^ .4v)h G da EAb Gt 1,600,000 psi 0.025 hx 90,000 psi 0.088 in •I- 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148" Dio. / lOd) x 2 1/2" Noils, 15/32" C-D Sheathing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary deod load only, wall selfweight is separate inpuf. C) As determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight ° Per Cttv of San Dieoo requirement: Anchor Elongafen = 0.03" < 0.125" OK Level Discrete Gn ASD Toble 3.2 (in) t (in) ASCE 12.8.6 (in) 5x IBC I2.i 15 (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0.025h ASCE Table 12.i: (in) Stor/ Drift ISC 12,8 #REFi #REF! 0.049 0.049 0.049 0.049 0.049 0.535 0.535 0.535 0.535 0.535 #N/A #N/A #N/A 0.70 #N/A #N/A #N/A 2.79 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ •"[NO]" _[N01_ "[NO]" 3.90 #N/A ## #N/A ## 3.90 #N/A ## 3.90 2.79 < 3.90 #N/A #N/A #N/A [OK]"" DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. L-l/ Project Hilton Carlsbad Section A DoTe 6/10/10 ^ MC Subjecf Wall 1-1 VI o o 0.0 pi' o o Deflected Shape, A 10.5' Wall 1-1 = Cd Sxe/I = 1.0 Cd = 4 Sds^ = 1.079 As'^ 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi [AO^ = 0.025 hx G = 90,000 psi da = 0.113 in Gt •^ 0.75hen * hda ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148"Dia. (lOd) x 2 1/2" Noils, 15/32" C-D Sheathing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary deod load only, wall selfweight is separate input. C) As determined with sfrength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' Per City of Son Dieao rec^irennent: Anchor Elongation = 0.09" < 0.125" OK Cumulative Holdown Post Shearwall Level OTM RM SM HD HD HD Post Post Post Vcmltv SW Vcap Vcap VCMLTV Level 0.449 Force TYPE Cop Force TYPE Cap TYPE red VCAP (ft-k) (ft-k) (ft-k) (k) (k) (k) (k) (plf) (plf) (plf) #REF! 0 0 0 #REF! 0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 Roof 79 15 64 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 1 6.1 HDU8-4.5 7.9 7.2 (3)2x6 9.8 342 W4 460 460 0.74 Level #REF! #REF! Discrete en ASD Table 3,2 (in) 0.049 0.049 0.049 0.049 0.048 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12,8.6 (in) #N/A #N/A #N/A 1.26 5x IBC I2.{ 15 (in) #N/A #N/A #N/A 5.05 Cumulative 9 ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [N01_ •[NO]" [N01_ [Noi" A IBC 12.8 (in) 0.025h ASCETable 12.12 (in) #N/A ## 6.30 #N/A ## 6.30 #N/A ## 6.30 5.05 < 6.30 Siory Drift IBC 12.8 #N/A #N/A #N/A '[OK]"" DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Section A Projecf No. 09-51-018 Sheet No. TTS" DoTe 6/10/10 Subjecf Wall 1 -2 w MC VI o o o o Deflected Shape, A 24.5' Wall 1-2 Sx = Cd 8xe/l I = 1.0 Cd = 4 Sds' = 1.079 1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.114 in Notes: (1.4v)h Gt •I- 0.75hen hda ASCEtbl 12.12- A) This spreadsheet assumes 0.148" Dio. jIOd| x 2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf fributary deod load only, wall selfweight is separate input. C) As determined wifh strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight ° Per City of San Dieao requirement: Anchor Elongafon = 0.12' 0.125" Discrete Level #REF! #REF! Roof 8x IBC 12,! 15 (in) #N/A #N/A #N/A 4.39 Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? _[N0]_ [NO] _[NO]_ '[Noi' A IBC 12.8 (in) 0.025h ASCE Table 12 i: (in) 6.30 #N/A ## #N/A ## 6.30 #N/A ## 6.30 4.39 < 6.30 Story Drift IBC 12,8 #N/A #N/A #N/A "[OK]" DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf Hilton Carlsbad Section A Projecf No. 09-51-018 Sheet No. DoTe 6/10/10 THT Subjecf Wall 1-3 By MC Ll_ o o LI o o VI o Deflected Shape, A Wall 1 -3 Sx Cd 8xe/l 1.0 Cd = 4 Sds^ = 1.079 As'^ 8(1.4v)h^ EAb E = 1,600,000 psi = 0.025 hx C = 90,000 psi da = 0.114 in Notes: (1.4v)h Gt •I- 0.75hen + hd„ ASCE fbl 12.12-1 A) This spreadsheet assumes 0.148" Oia. flOdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Input fributary dead load only, woll selfweight is separate input. C) As determined with sfrength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 24.5' Typ. Wall Selfweight ° = :3.0ps¥ Per Cilv of San Dieao r^uirement: Anchor Elongation - O'.f^' < 0.125" OK Level #REF! #REF! Cumulative OTM (ft-k) 0 0 0 0 179 RM 0.449 (fMc) 0 0 0 0 76 IM (ft-k) 0 0 0 0 104 Holdown HD Force iH 0.0 0.0 0.0 0.0 4.2 HD TYPE CS22 CS22 CS22 CS22 HDU4 HD Cap E. 0.8 0.8 0.8 0.8 4.6 Post Post Force iH 0.0 0.0 0.0 0.0 7.2 Post TYPE No Flr No Flr No Flr No Flr (3)2x6 Post Cap in 0 0 0 0 9.8 Shearwall Vcmltv (plf_) 0 0 0 0 342 SW TYPE W6 W6 W6 W6 W4 Vcap (plf) 310 310 310 310 460 Vcap red (plf) 310 310 310 310 460 0.00 0.00 0.00 0.00 0.74 Roof Level Discrete en ASD Toble 3,2 (in) t (In) Sxe ASCE 12.8,6 (in) Sx IBC 12.f 15 (in) Cumulative 9 ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0.025h ASCE Table \2 i: (in) Story Drift IBC 12,8 #REF! #REF! 0.049 0.049 0.049 0.049 0.048 0.535 0.535 0.535 0.535 0.535 #N/A #N/A #N/A 10 #N/A #N/A #N/A 4.39 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [N01_ •"[NO]" ,[N01_ •"[NO] #N/A ## 6.30 #N/A ## 6.30 #N/A ## 6.30 4.39 < 6.30 #N/A #N/A #N/A [OK]'" ^DCI ENGINEERS l^&S D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. l-W Project Hilton Carlsbad Section A Dafe 6/10/10 Subject Wall 1 -4 By MC 7^ VI u o 0 oif ' a. o o u Deflected Shape, A 1 Wail 1 -4 5x = Cd Sxe/I I = 1.0 Cd = 4 Sds= = 1.079 .4v)h' EAb E = 1,600,000 psi = 0.025 hx G = 90,000 psi da = 0.113 in Notes: (1.4v)h Gt 0.75he„ + hda ASCE tbI 12.12-1 A) This spreodsheet assumes 0.148" Dio. flOdJ x2 1/2" Nails, 15/32" C-D Sheothing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.1 4Sds)D 10.5' Typ. Wall Selfweight^ Per Citv of San Dieao requirement. Anchor Bongation = OXI?" <'0.125" OK Cumulative Holdown Post Shearwall Level OTM RM ZM HD HD HD Post Post Post Vcmltv SW Vcap Vcop VCMLTV Level 0.449 Force TYPE Cap Force TYPE Cop TYPE red VCAP (ft-k) (ft-k) (ft-k) (k) (k) (k) (k) (plf) (pit) (plf) #REF! 0 0 0 #REF! 0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 Roof 79 15 64 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 1 6.1 HDU8-4.5 7.9 7.2 (3)2x6 9.8 342 W4 460 460 0.74 Level #REF! #REF! Discrete en ASD Toble 3,2 (in) 0.049 0.049 0.049 0.049 0.048 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12.8.6 (in) #N/A #N/A #N/A l."26 Sx IBC 12.8- 15 (in) #N/A #N/A #N/A 5.05 Cumulative 9 ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? ['^0]_ "[NO] [NO]_ •[Noi' A IBC 12,8 (in) 0.025h ASCE Table 12 12-1 (in) #N/A ## 6.30 #N/A ## 6.30 #N/A ## 6.30 5.05 < 6.30 Story Drift IBC 12,8 #N/A #N/A #N/A '[OK]"" •V Ull L^tiJiyi I DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Section A Projecf No. 09-51-018 Sheet No. U^YT Dafe 6/10/10 Subjecf Wall 2-1 By MC 7^ a VI o o Q > > o u Deflected Shape, A 1 Wall 2-1 Sx = Cd Sxe/I I = 1.0 Cd = 4 Sds^ = 1.079 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi [AC^ = 0.025 hx G = 90,000 psi da = 0.137 in Gt -I- 0.75hen -I-hda ASCEtbl 12.12- Notes: A) This spreadsheet ossumes 0.148" Dio. (lOdj x2 1/2" Noils, 15/32" C-D Sheothing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input fributary deod load only, wall selfweight is separate input. C) As deiermined with strength level forces D) Compress/on force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight' Per City of San Dieao requirement: Anchor Elongation = 0.12" < 0.125" Level #REF! #REF! Roof Discrete en ASD Table 3.2 (in) 0.049 0.049 0.049 0.049 0.046 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12.8,6 (in) #N/A #N/A #N/A 1.34 Sx IBC 12,< 15 (in) #N/A #N/A #N/A 5.35 Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO] [NO] [NO]_ [NOl" A lac 12.8 (in) 0.025h ASCETable 12 i; (in) #N/A ## 6.30 #N/A ## 6.30 #N/A ## 6.30 5.35 < 6.30 Story Drift IBC 12.8 #N/A #N/A #N/A "ioKi"" isuuu f^t;:iui i ui tu jpu \v_ DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf Hilton Carlsbad Section A Subjecf Wall 2-2 Projecf No. 09-51-018 II \[ri - leui vvuri we^iyr i uo.U7.^U i U-Aisjz-^ Sheet No. TTT" Uafe 6/10/10 By MC O O O.C pif ' LL o VI u Deflected Shape, A 16.5' Wall 2-2 = Cd Sxe/I = 1.0 Cd Sds^ 4 1.079 As^ 8(1.4v)h^ EAb E = 1,600,000 psi = 0.025 hx G = 90,000 psi da = 0.137 in Notes: .4v)h Gt + 0.75hen -I-hda ASCEtbl 12.12-1 A) This spreadsheet assumes 0.148" Dia. flOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, woll selfweight is separate input. C) zls determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' .a ps! Per Cify ot San l3ieao reouitement. AnchorCtortgatibh = dl2" < 0.125" OK Level #REF! #REF! Discrete e„ ASD Toble 3.2 (in) 0.049 0.049 0.049 0.049 0.046 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12.8,6 (in) #N/A #N/A #N/A .32 8x IBC 12,f 15 (in) #N/A #N/A #N/A 5.29 Cumulative 9 ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? ,[NO]_ [Noj [NO]_ [NO]" A ISC 12.8 (in) 0.025h ASCETable 12 i: (in) #N/A ## 6.30 #N/A ## 6.30 #N/A ## 6.30 5.29 < 6.30 Story Drift IBC 12,8 #N/A #N/A #N/A "[OK]'" Myi I U0.U7,^U IU,AO|.d-0 DCI ENGINEERS D'AMATO CONVERSANO INC. Projeci Hilton Carlsbad Section A Projecf No. 09-51-018 Sheet No. TTT Subjecf Wall 2-3 Date 6/10/10 W MC Cli Li. u O U o VI u Deflected Shape, A Wall 2-3 = CdSxe/l = 1.0 Cd = 4 Sds^ = 1.079 As" (1.4v)h^ .4v)h •I- 0.75hen -I- hda EAb Gt E = 1,600,000 psi |Aa^ = 0.025 hx ASCEtbl 12.12-1 G = 90,000 psi da = 0.177 in Notes: A) This spreadsheet assumes 0.148" Dio. / lOdj x 2 1/2" Noils, 15/32" C-D Sheothing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Input fributary deod load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 8.5' Typ. Wall Selfweight Per Citv of Sqn"£tie<30 requirement: Anchor Sbngation = 0.14" > 0.125" ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. L - 24 Project Hilton Carlsbad Section A Dafe 6/10/10 Subject Wall 2-4 Sy MC Q VI o C\0 p:t ' o u Deflected Shape, A Wall 2-4 Sx = Cd Sxe/I I = 1.0 Cd = 4 Sds^ = 1.079 8(1.4v)h^ .4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in Gt •I- 0.75hen + hda ASCEtbl 12.12-1 Notes: A) rhis spreodsheet assumes 0.148" Dio. flOdj x2 1/2" Nails, 15/32" C-D Sheothing wifh Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Inpuf tributary deod load only, wall selfweight is separate input. C) As determined with strength level forces D) Compress/on force is seismic only, does not indude load trom beam reactions E) RM Load Combo: (0.6-0.1 4Sds)D 1.5' Typ. Wall Selfweight ° Per Citv Of Sqn Diea9 reouirement: Anchor Elongation 0.125" Discrete Level #REF! #REF! Roof Sx IBC 12.t 15 (in) #N/A #N/A #N/A 5.96 Cumulative 9 ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO]_ [NO]" "[MO]' A IBC 12,8 (in) 0,025h ASCE Table 12 K (in) #N/A ## 6.30 #N/A ## 6.30 #N/A ## 6.30 5.96 < 6.30 Story Drift IBC 12.8 #N/A #N/A #N/A "[OK]" J, \zuur \U7-a i -u i o ninui i uui isuuu r:fc;bu( i ui tu jpu \ i_uicuiuiii-*i \vvuuu & o leer \Luiei ui - .if leui wun ucbiyr i uo.ur .zu i u.:«.i6p- ^DCI ENGINEERS !^ES D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. L - ZD Project Hilton Carlsbad Section A Date 6/10/10 Subject Wall 3-1 By MC VI p^ u 0 0 pit ' o o u Deflected Shape, A 12.5' Wall 3-1 Sx = Cd Sxe/I I = 1.0 Cd = 4 Sds^ = 1.079 _ 8(1.4v)h^ EAb E = 1,600,000 psi jAa^ = 0.025 hx G = 90,000 psi da = 0.088 in .4v)h Gt •t- 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148" Dia. (lOdj x 2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight ° Per Citv of San Dieao/equirgment. Anchor Elongdti6fi^ 6'^' < 0.125" OtC Level Discrete Bn ASD Toble 3,2 (in) t (in) Sxe ASCE 12.8,6 (in) Sx ISC 12,« 15 (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A ISC 12.8 (in) 0.025h ASCE Table 12.12-1 (in) Story Drift IBC 12.8 #REF! #REF! 0,049 0.049 0.049 0.049 0.049 0.535 0.535 0.535 0.535 0.535 #N/A #N/A #N/A 0.64 #N/A #N/A #N/A 2.58 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ •"[Noi ,[NO]_ "[NO]' #N/A ## 3.90 #N/A ## 3.90 #N/A ## 3.90 2.58 < 3.90 #N/A #N/A #N/A •[OK]"" Roof DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. TTT DoTe 6/10/10 Project Hilton Carlsbad Section A Subjecf Wall 3-2 w MC VI o o i.O Dil o o u Deflected Shape, A 1 Wall 3-2 8x = Cd Sxe/I I = 1.0 Cd Sds' 4 1.079 As^ 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.088 in .4v)h Gf •^ 0.75hen -^ hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes O.I48"Dio. flOd) x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate inpuf. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 12.5' Typ. Wall Selfweight ^ = fS.Opif Per Citv ot Son Dieao requirement: Anchor Elongation = 0.02" Level Discrete en ASD Table 3.2 (in) (in) Sxe ASCE 12,86 (in) Sx IBC I2,f 15 (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCETable 12 i; (in) Story Drift IBC 12.8 #REF! #REF! 0.049 0.535 #N/A #N/A 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO] #N/A ## 3.90 #N/A #N/A #N/A "[OK]'" 0.049 0.049 0.535 0.535 #N/A #N/A 0.64 #N/A #N/A 2.58 [NO] _[N01_ "[NO]" #N/A ## 3.90 #N/A ## 3.90 2.58 < 3.90 Roof 0.049 0.049 0.535 0.535 [.\zuuv\uy-3 i-u te5 niiiun i^ufisoaa K^bori ana ipa\uaicufaiions\vvooa & ireei\LaTerai\[At5 - inearwaii uesign uft.uv.^u i U-Xisj verr i uisTr n DCI ENGINEERS" D'AMATO CONVERSANO INC. [Project Hilton Carlsbad Section AB [Subject Vertical Distribution of Seismic Forces Project No. 09-51-018 Sheet No. tr=^ Date 6/10/10 By MC Allowable Stress Design Level Height weight Area Wt W*h %V Vi Vi SVi H(ft) w (psf) A (sq-ft) W(l<ip) (kip-ft) (kips) (kips) (psf) (psf) -- -- Roof 16 45 12,240 551 8,813 1.000 53.9 53.9 4.4 44 SUMS; 550.8 8812.8 1.00 53.9 Bose Shear, V= 0.137 W Redundancy, p= 1.0 Easd= 0.0979 W (E asd= p*V/l .4) E asd= 53.9 k/ps ^DCI ENGINEERS ^^HD'AMATO CONVERSANO INC. Project No. Sheet No. ' ^'^ Project 1 I . 1 i A ! _ • !. Hiirof] Ul rib oaa Date loa.d in^a 1^ |?<f '/z ho BA Side Z!.^ k /\^;D .0? uADfUifvJ T B - ^2 i~o S A 5i«^t€ p.---i A A'. S r~! a*- -2-1 ^ AS!> 31, f 14-7 ^DCI ENGINEERS ^SD'AMATO CONVERSANO INC. Project No. Sheet No. ^ ' Project lllj Date Subject • ' _ ,j /, , ^, ^ ^ By I. A ... UL 4^ u. 4-0 p li-" SPAN 43' Wl4-yiZ 4SYo '^'H's : Axicc^ 4 USB ei Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-30 Printed: 12 JUN 2010, 1:35PM Steel Beam Design ENERCALC, INC. 1983-2009, Ver: 6.1.03 \ 1 Lie. # : KW-06006071 License Owner: DCI Description : Drags @ Quad AB Material Properties Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : Allowable Stress Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi X Span = 43.0 ft W16X45 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.060, Lr = 0.040 k/ft. Tributary Width = 1.0 ft DESIGN SUMMARY 0.569: 1 ' W16X45 23.113 k-ft 40.622 k-ft +D+Lr+H 21.500ft Span # 1 Design OK Maximum Bending Stress Ratio Section used for this span Mu : Applied IVIn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection IVlax Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.019 : 1 W16X45 2.150 k 111.09 k +D+Lr+H 0.000 ft Span # 1 0.183 in Ratio = 0.000 in Ratio = 0.456 in Ratio = 0.000 in Ratio = 2827 O<360 1130 O<240 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location In Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 Vertical Reactions - Unfactored 0.4563 21.715 Support notation : Far left is #1 0,0000 Values In KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum DOnly Lr Only D+L+Lr 2.150 1.290 0,860 2150 2.150 1,290 0.860 2.150 2129 Distance (ft) I + + H S +[>+D,7£I>L. + &.7SDl4-H Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-31 Printed: 12 JUN 2010, 1:35PM Steel Beam Design Lie. # : KW-06006071 Description : Drags @ Quad AB ENERCALC, INC. 1983-2009, Ver: 6.1.03 License Owner: DCI Distance (ft) II Ov«<4ll MAX:<n»<n Eny«lap« • +0 • +D-t-L-fH M -«-E>-t-L> + H B +[>-f-D.7SDL<-l-&.7S1M-t-H Distance (ft) Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-32 Printed: 12 JUN 2010, 1,.WM Steel Column ENERCALC, INC. 1983-2009, Ver: 6.1.03 j 1 Lie. # : KW-06006071 License Owner : DCI Description : Drag Force Design General Information Code Ref : 2006 IBC, AISC Manual 13th Edition Steel Section Name: W16X45 Overall Column Height 43.0 ft Analysis Method: 2006 IBC & ASCE 7-05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Top & Bottom Fixity Top & Bottom Pinned Fy: Steel Yield 50.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 29,000.0 ksi X-X (width) axis : Unbraced Lengths for Y-Y Axis buckling: Load Combination: Allowable Stress Y-Y (depth) axis :43 ft, K = 1,0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column selfweight included : 1,945,75 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 43.0 ft, E = 69.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1963 : 1 Load Combination +D+0.70E+H Location of max.above base 0.0 ft At maximum location values are .,, Pu : Axial 50.247 k Pn / Omega: Allowable 255.98 k Mu'X: Applied 0.0 k-ft Mn-x / Omega : Allowable 205.34 k-ft Mu-y: Applied 0.0 k-ft Mn-y / Omega : Allowable 36.178 k-ft PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are ,,. Vu: Applied 0.0 k Vn / Omega : Allowable 0.0 k IMaximum SERVICE Load Reactions .. Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at for load combination: Along X-X 0.0 in at for load combination : 0.0ft above base 0.0ft above base Load Combination Results Maximum Shear Ratios Load Combination Stress Ratio Status Location stress Ratio status Location +D+L+H 0.008 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.008 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.196 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.149 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.149 PASS 0.00 ft 0.000 PASS 0.00 ft +0.50D+0.70E+H 0.193 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions - Unfactored Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction @ Base @ Top Y-Y Axis Reaction ! Base @ Top EOnly Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance EOnly Steel Section Properties 0.0000 in 0.000 ft 0.000 in 0.000 ft W16X45 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-33 Printed 12 JUN 2010, 1:30PM I steel Column ENERCALC, INC. 1983-2009, Ver: 6.1.03 j 1 Lie. # : KW-Oeo06071 License Owner: DCI Description : Drag Force Design Steel Section Properties : W16X45 Depth 16.100 In 1 XX 586.00 InM Web Thick 0,345 in Sxx 72.70 in*3 Flange Width 7.040 in Rxx 6.650 in Flange Thick 0.565 in Area 13.300 in"2 lyy 32.800 inM Weight 45.273 plf Syy g.340 in'^3 Ryy 1.570 in Ycg 0.000 in 1.110 InM -'i^ Load 1 Loads are total entered value. Arrows do rx>t reflect absolute direction. (1\ (0- fn- L-34 J:\2009\oy-51-OI8 Hilfon Carlsbad Kesort and Spa\Caiculations\wooa 8, Sfeel\Laferal\[B - snearwaii uesign U6.uy,^u iu,xisjveri i uistrn ^DCI ENGINEERS SB D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. L - 35 Project Hilton Carlsbad Section B Dafe 6/10/10 Subjecf Vertical Distribution of Seismic Forces By MC Allowable Stress Design Level Height weight Area Wt W*h Vi Vi SV; H(ft) w (psf) A (sq-ft) W(l<ip) (kip-ft) (kips) (kips) (psf) (psf) ---------- • Roof 20 30 18,870 566 11,322 0.571 79./ 79.) 4.2 4.2 L2 10 45 18,870 849 8,492 0.429 59.4 !38.5 3.1 7.3 SUMS; J4/5.3 19814 1.00 /38.5 Base Shear, V = 0.137 W Redundancy, p = i.o Easd= 0.0979 W (E asd= p*V/l .4) E asd= 138.5 k/ps J:\2009\09-51-0I8 Hilton Carlsbad Resort and Spa\Calculations\Wood S, Steel\Lateral\|li - inea^^A^all USsign U6.UV.JU IU.XI5JUiapnragm mn&i ^DCI ENGINEERS SSS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. >-- 36 Projecf Hilton Carlsbad Section B Dote 6/10/10 Subjecf Diaptiragm Forces Sy MC Building 1 Ailowable Stress Design - Diaphragm Level Height weight Area Wt W*h %V Vi VoiA Min Max H (ft) w (psf) A (sq-ft) W(kip) (kip-ft) (kips) (kips) (psf) (psf) (psf) ------------ Roof 20 30 18,870 566 11,322 0.571 79.) 79.1 47 '-^ L2 10 45 18,870 849 8,492 0.429 59.4 138.5 7.0 l'i n SUMS; 14/5.3 /9814 1.00 /38.5 217.6 Base Shear, V= 0.137 W Redundancy, p - 1.0 Easd= 0.0979 W (E asd= p*V/l .4) £ osd= J38.5 k/ps DCI ENGINEERS D'AMATO C O N V r. n S A N Q TNC Project N o. 09-51-016 Sheef No. Projec t Hilton Carlsbad Section B Dafe 9/7/10 Subiecf Shearwall Design By MC V\fall Line _i Q Roof CN _1 Roof <N _l Roof tN _1 1 Roof CM _J Roof CM _1 1 Roof (N _l Roof CN _J Roof (N _J Roof CN _J Wall Height (ft) Sunn SW Lengths (ft) Tribw DL (ft) DL(psf) DL (plf) Trib A Lateral (ft'^2) Trib F Lateral (kips) Z Wall Shear (plf) Wall Type A 15 10,0 10.0 96 96 10.0 3.0 25 25 250 75 6336 6336 26.6 19.9 277 484 W6 W3 B 15 10,0 10.0 118 118 10.0 3.0 25 25 250 75 6282 6282 26.3 19.8 223 391 W6 W4 C 15 10.0 10.0 33 33 3.0 10.0 25 25 75 250 1232 1232 5.2 3.9 157 274 W6 W6 D 1 15 15 10.0 10,0 10.0 48 48 3.0 3.0 25 25 75 75 3640 3640 15.3 11.5 318 557 W4 W6 W3 W4 D 1 15 15 10.0 10,0 10.0 44 44 2.0 13.0 25 25 50 325 1917 1917 8,0 6,0 183 320 W4 W6 W3 W4 2 15 10,0 10.0 26 26 2.0 13.0 25 25 50 325 1368 1368 5,7 4,3 221 386 W6 W4 3 15 10,0 10,0 21 21 2.0 13.0 25 25 50 325 1183 1183 5,0 3,7 236 413 W6 W4 4 15 10,0 10,0 44 44 2.0 7.0 25 25 50 175 2303 2303 9,7 7,2 219 384 W6 W4 6 15 10,0 10.0 22 22 2.0 13.0 25 26 50 338 1188 1188 5,0 3,7 226 396 W6 W4 ^DCIENGINEERS P,'-Oiecf ,'Vo, 0?-S1-018 Sheet No Project Hilton Carlsbad Section B Dafe y/7/2010 5ub/e( Indivic :t iija\ St earwa 1 Desic n By MC » lo 5 Wall Line Wall Length Wall OTM arm reduction Perforated? (Y or N) 1 Ci -i Roof CM _J CM -J Wall Load (psf) CM -J Roof IN _J •§ CC. CM . -J Roof CM _l a: CM , 1 ..J Wall Type (2x4 or 2x6) (ft) Line Forces ,(WPS) Sum S WLenc ttis (ft) SW kips) Wal :M,eiOti *n DL (plf ) Tri bwDL m DL (psf) line 1 oad OL :(pff) A-1 A 15,0 0 5 N 26.6 19.9 96 96 4.4 , 3.3 15 10.0 10,0 250 75 10.0 3.0 25 25 250: 75 2x6 A-2 A 16,0 0,5 N ,26.6" 19.9 96 96 4.4 3.3 15 lo^o: :;io.o 250 75 10.0 3.0 25 25 250 ,75 2x6 A-3 A 16,0 0,5 N 26.6 19.9 96 96 4,4 3.3 15 10.0 10.0 250 75 10^0 3.0 25 25 250 75 2x6 A-4 A 16,0 0,5 N -m, 19.9 96 96 4.4 3.3 15 ,10;ei jio.o' 250 75 10.0., 3,0 25 25 25iO 75 2x6 A-S A 16,0 0 5 N 26.6 19.9 96 96 4;4,' 3.3 15 io.q .'10.0 250 75 10,0 3,0 25 25 250 : 75 2x6 A-6 A 16,0 0 5 N 26.6 19.9 96 96 4.4 3.3 15 10.0 10.0 250 75 ,10.0. 3,0 25 25 250 , 75 2x6 B-1 B 22,0 0 5 N 26.3 19.8 118 118 4.9 3.7 15 10.0 10.0 250 75 10.O' 3:o 25 25 250 75 2x6 B-2 B 16,0 0 5 N 26.^ 19.8 118 116 3.6 2.7 15 10.0 10.0 250 75 10.0 3.0 25 25 250 , 75 2x6 B-3 B 16,0 0,5 N 26,3, 19.8 118 118 3.6 2.7 15 10.0 10.0 250 75 10.0 3.0 25 25 250' 75 2x6 B-4 B 16.0 0 5 N 26.3 19.8 118 118 3.6 2.7 15 10.0 10.0 250 75 10.0 3.0 25 25 250 , 75 2x6 B-5 B 16,0 0,5 N 26.3 19.8 118 118 3.6 2.7 15 10.0 10.0 250 75 10.O ,3:0 25 25 2^0 75 2x6 B-6 B 16,0 0,5 N 26.3 19.8 118 118 3:6 • 27 15 10.0 10.0 250 75 10.0 3.0 25 26 250 75 2x6 B-7 B 16.0 0,5 N 26,3 19.8 118 118 3:6 2.7 15 I0;o "10.0 250 75 ,10.0 3.0 25 25 250 75 2x6 C-1 C 12.0 0,5 N "•tjz7 '3;9 33 33 i:9C 1.4^ 15 10.0 4tO:0 75 250 3.0 10 0 25 25 75 "2!50 2x6 C-2 C 21.0 0,5 N S.2 3.9 33 33 3,3 2.5 15 10.0 S10..0 75 250 3,0 'lOO 25 25 75 250 2x6 D-1 D 16,0 0,5 N 15.3-, 11.5 48 48 5.1 3,8 15 10.0 10.0 75 76 . 3.0 •3.0 25 25 75' 75 2x6 D-2 D 16,0 0,5 N 1,5.3 11.5 48 48 5.1 3.8 15 10.0 10.0 75 76 3.0 3.0 25 25 75 75 2x6 D-3 D 8 0 0,5 N 15.3 11.5 48 48 2.5 1,9 15 10,0 10.0 75 75 , 3.0 . .3.0 25 25 75' , 75 2x6 D-4 D 8 0 0 5 N 15.3 11.5 48 48 2.5 1.9 15 JQ!O^ 10.0 75 75 3.0 '• 3:0 25 25 rs •75 2x6 \A 1 22.0 0,5 N iu„, 44 44 3,XI 15 10.0, : W.U 50 325 . 2.0.. :13.0 25 ^ 25 u iis 2x6 1-2 1 22.0 0 5 N 8.0 6.0 44 44 4,0 3,0 15 loiO 10.0 50 325 :2.0 13.0 25 25 50 •'•'^25 2x6 2-1 2 5,0 0,5 N 5.7 4.3 26 26 1.1 0.8 15 10'6 j10;0 50 325 2.0 13.0 25 25 50 325 2x6 2-2 2 21,0 0 5 N 57 4.3 26 26 4.6 3.5 15 10.O id.o 50 325 2.0 13.0 25 25 50 ' 325 2x6 3-1 .3 6 0 0 5 N 5.0 3.7 21 21 1.9, 1.4 15 IOO i:10:0 50 325 2.0 13.0 25 25 50 325 2x6 3-2 3 13.0 0,5 N 5,0 3.7 21 21 3.1 2.3 15 fO;6-:10!o 50 325 2.0 13.0 25 50 •'326 2x6 4-1 4 22 0 0 5 N 9.7 7.2 44 44 4.8 36 15 10,0 10.0 50 175 2.0 7.0 25 25 50 175 2x6 4-2 4 22,0 0,5 N 9.7 7.2 44 44 4.8 3.6 15 10.0 '10,0 50 175 7,0 25 25 50 ,175 2x6 6-1 5 22 0 0 5 N 5.0 3.7 22 22 5,0 37 15 10.0 10.0 50 338 2.0 13.0 25 26 50 338 2x6 L-39 ^DCI ENGINEERS D'A.MA TO CO.^VERSANO INC. project ,"Jo M-51-05I 5:"ieef .'-Jo FrojQct Hilton Carltbad Section B J/7/10 Sub'sct Building 1 - Wall Output By rM Shear 1 Van Type Hole) Dcvn FoiCi^ Compression Force CotTif'fession Post HD LOC.&I V /all Note:^ Ci-TTiLHatrve Story Drifts VeBL-j .-Mlowoble pet .ASCE 7-05 P»rf 13 L: Rljot L: HD LOC.&I V /all Note:^ Ci-TTiLHatrve Story Drifts VeBL-j .-Mlowoble pet .ASCE 7-05 ? (1:1 (I'l m (1^1 it'l fl:) (1:1 HD LOC.&I V /all Note:^ LC* RF L4 13 L! ? (1:1 (I'l m (1^1 it'l fl:) (1:1 HD LOC.&I V /all Note:^ Cntt Ur™l Dlilt Umil trrft ur™t Dull limit A-1 N VV3 14 5-5 1& 7.6 (2)2X6 (3)2x6 001 OX>75-•NM •N/A. SOP 4.30 6MI 2.;;' 3JX>' A-2 N m 14 5.5 23 7.b [212x6 (312xt, 002 0.075-' -N/A iM •N/A iJ» 4.39' 6O0' A-3 N H6 VV?. 1.4 55 2.6 7.6 (2)2x6 (3)2x6 003 0.075" »N/* 6.00 •N/A £W 4.30 • iM 3.27 • 3/10 • A-4 1^ •iV6 14 5.5 2.S 7.b f212x6 (3)2x6 004 0O75'' •N/A BJ»" 4J» 600 2^7- 5.00 A-5 N 1.4 5.5 2-6 7.6 (2)2X6 (3)2x6 014 0.075" -N/A i,00' •N/A fiJ»' 4.30 • 6.0O 3.27 • 3JX) • A-6 N iV3 K4 55 2.6 7,fr fil2>r6 (3(2x6 015 0D7S' •N/A t,M. 1.*/A 4.M" 6.00 3-:7- >-1 iJt. 1« D.5 3.1 2.2 0.1 (212X6 [3)2X0 016 0.042-'HIA o.OO .N/A 4W 4.OB fr.OC 3.13 3.00 B-2 N i/c. W4 O-b 4.0 2.2 ol (212<6 |3|2x6 018 0.054" -N/A ilX. •N/A *.C0 4.15 6.00 3.31 3.00 8-3 N iVi. .V4 OS 4.0 2.2 6.1 (212X0 [3)2^6 0)9 0.054" ON/*. 6.00 •N/A 4.» 6.00 2.31 3J50 B-4 N iVc .74 OB 4.0 2.2 (212xfc {3|2xfc 020 0.054" •N/A t.0O 4.;j 6 JPO 3.21 300 B-5 N i76 iV4 o.e 4.0 2.2 6.1 (21>>-.fc (3)2x6 021 0 054' «N/A S.0O •N/A 6.00 4.25 SCO 331 3.00 B-6 N iVe t/4 0.6 4.0 2.2 6.1 (2|-'X6 (3)2x6 020 0.054" -N/A o.«. -N/A 6.00 tli 6 00 331 3.00 B-7 H .7t-i74 0.6 4.0 22 fc 1 [2)lxo (3)2x6 021 0.054" •N/A i.DO •IJ/A 4.» 6.00 3-31 C-1 H iVb tV6 1.0 2.7 ].& 4-3 (2)2x6 P12X6 022 OJ537" 'H/.X. •N/A *.00 4.06 6JX> 2.1 f 3XiO' C-2 N VV6 tVfr 0.5 14 1.6 4.3 [2)2X6 (3)2X6 023 ooir •N/A «.»• •N/A 6W 1.97 3K • D-1 N iV4 24 7.4 3.2 8.7 (2)2 <6 (3)2x6 023 0.051" -N/A *.00 -N/A *.» 4.40 6.00 2.35 JOO D-2 I'J iV4 ;V5 24 74 3.2 6.7 [212^6 P12xfc 023 0.051" •N/A i.W •N/A 6.00 4.40 *.00 3.35 3.00 D-3 N iV4 .V3 3.0 8.5 3.2 6.7 [2)2<6 P)2x6 023 0.045" -N/A -N/A 6«) 5 36 6.00 3.00 3.00 D-4 N iV4 i73 3.0 6.5 3.2 6,7 (2)2x6 p)2xb 023 0.045" •N/A 6.C0 -N/A B.OC SJS6 6.IX 2J0 3-0O M N >V£. iV4 0-9 1.7 If 5.0 (2)2x6 (3)2x6 03t 0.023" •N/A i.OC. •N/A SCO 3«5 600 1.77 3.0O 1-2 v74 0.9 1.7 1.6 50 (212X6 [3|2X6 032 0.023" •N/A S.W -N/A 6.00 3.05 6.U> 1.77 3.00 2-1 N vVe iV4 2.2 5.9 22 t-.l (2)2X6 (3)2x6 046 0.041" •N/A 6O0-•N/A i.oi>' 5.13 6*0' 2.6* 3J» 2-2 N •iV6 <iU 1.3 3-0 22 6.1 (2)2x6 P|2X6 047 0.040" •N/.A =J» 3-1 N iVfr i74 2.1 5.t> 24 6.5 (212:'6 PI2/6 047 0Xl7r/ "N/A 0,00 -N/A 6.00 4.M 3-56 3.C0 3-2 N iVf. i74 IS 4.7 24 0.5 (2)2x6 (3|2xfc. 053 0.063" • N/A i.» •N/A 6J» 4.45 6.00 3-31 3.0(' 4-1 N iV4 1-2 3.5 22 60 (2)2x6 {^)2xb 054 0O46" <M4/A «.00 •N/A 6M 4Jj; 6*0' 3.13- 3.00 • 4-2 N iVt. VU 1.2 3.5 2.2 6.0 (2!2x6 (3)2x6 055 0.046" IN/A 6.00 • N/A 600 4.07 *<»• 2.13 S-1 N iV6 (•/4 1.3 2 9 23 0.2 (21>xfr [3|2/fe 056 0 039" •N/A S.or, • N/A 6.DC 4.00 6.» '•.vr 3 00 • DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-5I-018 Hilton Carlsbad Resort and Spa\Calculations\Wood & Steel\Latera[\[B - Shearwall Design 06.09.2010,xIslA-l Sheef No. Projecf Hilton Carlsbad Section B Projecf No. 09-51-018 Subject Wall A-1 Dafe 6/10/10 W MC Q VI u 2S0,0 plf Ll_ u u u Deflected Shape, A Wall A-1 5x = Cd 8xe/l I = 1.0 Cd Sds^ 4 1.079 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi [AO^ = 0.025 hx G = 90,000 psi da = 0.115 in Gt + 0.75tien hda ASCEtbl 12.12- Notes: A) rhis spreodsheef assumes 0. / 48" Dio. flOdj x2 1/2" Nails, 15/32" C-D Sheathing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight^ = Per Q^v of San Dteao requjrern^nt. Ancfior Etongatiofi = '6.07* < 0 125" Level Discrete Bn ASD rabte 3,2 (in) t (in) ASCE 12,8.6 (in) 6x '60 n.i 15 (in) Cumulative e ASCE I2.B-I6 0.1 ASCE 12.8.7 PA Req'd? A (BC 12.8 (in) 0.025h ASCE Table 12.i: (in) Story Drift IBC 12.8 #REF! #REF! 0.049 0.535 #N/A #N/A 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO] #N/A ## 6.00 #N/A #N/A _[OKl_ "[OK]" Root L2 0.049 0.049 0.535 0.535 #N/A 0.53 0.57 #N/A 2.11 2.27 [NO] [N01_ [NO] #N/A ## 6.00 4.38 < 6.00 2.27 < 3.00 0.049 0.046 0.535 0.535 J:\2009\09-5i-018 Hilton Carlsbad Resort and Spa\Calculations\Wood S. Steel\Latera1\[B - Stiearwall Design 06,09,2010,xl5]A-2 DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Section B Subjecf Wall A-2 Project No. 09-51-018 Sheef No. DoTe 6/10/10 W MC •1 41 7^ Oi o o u o VI u Deflected Shape, A Wall A-2 5x = Cd 5xe/l I = 1.0 Cd Sds^ 4 1.079 As^ 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi [Aa^ = 0.025 hx G = 90,000 psi da = O.ns in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148" Dia. j lOdj x 2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf fributary dead load only, wall selfweight is separate inpuf. C) A s determined with sfrength level forces D) Compress/on force is seismic only, does not /nclude load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight ° Per Citv of San Dieao requiremetit: Level #REF! #REF! Roof L2 Discrete e„ ASD Table 3.2 (in) 0.049 0.049 0.049 0.049 0.046 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12,8.6 (in) #N/A #N/A 0.53 0.57 Sx IBC 12.f IS (in) #N/A #N/A 2.1 1 2.27 Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO] [NO] [N01_ [NO]" A (6C 12,8 (in) 0.025h ASCE Table 12.12- (in) #N/A ## 6.00 #N/A ## 6.00 4.38 < 6.00 2.27 < 3.00 Story Drift ISC 12,8 #N/A #N/A _[OK]__ "[OK]"" DCI ENGINEERS D'AMATO CONVERSANO INC. J.\ZUUy\U7-Di-uio niiiun "^uiibuuu irBiur i unu .ipu\L-un_;uiuiiu! ib\¥vuuu & jiect \Lutoiui v[u • JI IOUI VVUM L»<-Jiyi i uu.u/ .iu IU.AIJJJ\"J L 42 Project No. 09-51-018 Sheef No. UoTe 6/10/10 By MC Project Hilton Carlsbad Section B Subjecf Wall A-3 VI o u 550 C £!f Deflected Shape, A Wall A-3 Sx = Cd Sxe/I I = 1.0 Cd = 4 Sds^ = 1.079 As*^ 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi d„ = O.ns in Gt + 0.75hen hda ASCEtbl 12.12- Notes: A) This spreodsheet assumes 0.148"Dia. IWdj x 2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not inc/ude load from beom reactions E) RM Load Combo: (0.6-0.MSds)D 15.5' Typ. Wall Selfweight' Per Cilv of San Dieao requirement. Anctiofiongafion= 0.07" < 0.125" OK Cumulative Holdown Post Shearwall Level OTM RM SM HD HD HD Post Post Post Vcmltv SW Vcap Vcop VCMLTV Level 0.449 Force TYPE Cap Force TYPE Cop TYPE red VCAP (ft-k) (ft-k) (ft-k) (k) (k) (k) (k) (plf) (plf) (plf) #REF! 0 0 0 #REF! 0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 Roof 44 23 21 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 L2 122 ' 36 86 1.4 CS16 1.7 2.8 (2)2x6 17.9 277 W6 310 310 0.89 1 5.5 HDU5 5.6 7.6 (3)2x6 9.8 484 W3 600 600 0.81 Level Discrete en ASD roble 3,2 (in) (in) Sxe ASCE 12.8.6 (in) 6x I8C I2,( 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12 1; (in) Story Drift IBC 12.8 #REF! #REFI 0.049 0.049 0.049 0.049 0.046 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.53 0.57 #N/A #N/A 2,11 2.27 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ "[NO] [NO]_ [NO] #N/A ## 6.00 #N/A ## 6,00 4.38 < 6.00 2.27 < 3.00 #N/A #N/A _[OK]__ "[OK]"" Roof L2 1 DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-S1-018 Hilton Carlsbad Resort and Spa\Calculations\Wood 8, Steel\Lateral\(B - Shearwall Design 06.09.2010.xls] A-4 L 43 Projecf No. 09-51-018 Sheef No. UoTe 6/10/10 Projecf Hilton Carlsbad Section B Subjecf Wall A-4 By MC 0.0 pir ' 250,0 pii o VI o Deflected Shape, A Wall A-4 5x = Cd Sxe/I Cd = 4 1 = 1.0 Sds^ = 1.079 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = O.ns in .4v)h Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148" Dia. flOdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate inpuf. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beom reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight" = Pe-- City of San Dieao requirement Anchor EiongdSon = 0.^7" < 0.125" OK Level #REF! #REFI Cumulative OTM (ft-k) 0 0 0 44 122 RM 0.449 (ft-k) 0 0 0 23 36 ZM 0 0 0 21 86 Holdown HD Force 0.0 0.0 0.0 1.4 5.5 HD TYPE CS22 CS22 CS22 CSI 6 HDU5 HD Cap IL 0.8 0.8 0.8 1.7 5.6 Post Post Force (k) 0.0 0.0 0.0 2.8 7.6 Post TYPE No Flr No Flr No Flr (2) 2x6 (3) 2x6 Post Cap in 0 0 0 17.9 9.8 Shearwall Vcmltv (plf_) 0 0 0 277 484 SW TYPE W6 W6 W6 W6 W3 Vcap (plf) 310 310 310 310 600 Vcap red (plf) 310 310 310 310 600 0.00 0.00 0.00 0.89 0.81 Roof L2 Level Discrete On ASD Table 3.2 (in) t (in) Sxe ASCE 12.8.6 (in) 5x IBC 12,( 15 (in) Cumulative 9 ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCe Table 12.12-1 (in) Story Drift IBC 12.8 #REFI #REF! 0.049 0.049 0.049 0.049 0.046 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.53 0.57 #N/A #N/A 2.11 2.27 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NOj_ •"[NO]' [NO]_ •"[NO] #N/A ## 6.00 #N/A ## 6.00 4.38 < 6.00 2.27 < 3.00 #N/A #N/A _[OK]__ •[OK]" Roof L2 1 j:\2009\09-5i-018 Hliton Carisbad Resort and Spa\Calculatlons\Wood & Stee'\Lateral\[B - Stiearwoll Design 06.09.2010,xis]A-5 ^DCI ENGINEERS Projecf No. Sheef No. S^S D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section B 6/10/10 Subyecf By Wall A-5 MC VI Li_ u o 250,0 - • o o Deflected Shape, A 15.5' Wall A-5 5x = Cd Sxe/I I = 1.0 Cd = 4 Sds^ = 1.079 As^ 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi jAa^ = 0.025 hx G = 90,000 psi da = O.ns in Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148"Dio. (lOdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is seporote inpuf C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight^ 1 .j.'j, Per City of Sat^t Bneao requirement: Anchor Eiongaflon = 0.07" < 0.125" OK Discrete Level Cumulative 6 ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0,025h ASCETable 12 ): (in) Story Drift IBC 12.8 #REF! #REF! 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NOJ_ "[NO]' ,[NO]_ "[NO]' #N/A ## 6.00 #N/A ## 6.00 4.38 < 6.00 2.27 < 3.00 #N/A #N/A _[OK]__ "[OK]"" Roof L2 J:\2009\09-51-018 Hilton Carlsbad Resort and Spo\Calculation5\Wood & Steel\Lateral\[B - Stiearwall Design 06.09.20t0.xls]A-6 ^DCI ENGINEERS SB D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. ~ " Project Hilton Carlsbad Section 6 Dofe 6/10/10 Subjecf Wall A-6 By MC Level Discrete en ASD Table 3.2 (in) t (in) Sxe ASCE 12.8.6 (in) 8x IBC 12.1 IS (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12 i; (in) Story Drift IBC 12.8 #REF! #REF! 0.049 0.049 0.049 0.049 0.046 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.53 0.57 #N/A #N/A 2.11 2.27 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ •"[NO]" ^[NO]_ •[NO]' #N/A ## 6.00 #N/A ## 6.00 4.38 < 6.00 2.27 < 3.00 #N/A #N/A _[OK]__ "[OK]" Roof L2 DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calcuiations\Wood & Steei\Lateral\[B - StieanA/aii Design 06.09.2010.xisJB-l L 46 Project No. 09-51-018 Sheef No. UoTe 6/10/10 MC Project Hilton Carlsbad Section B Subjecf Wall B-1 LL. u 2oO.G p'f O o VI p^ Deflected Shape, A Wall B-1 5x = Cd 5xe/l Cd = 4 1 = 1.0 Sds" = 1.079 As'= 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.114 in .4v)h Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148" Dia. (lOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) zls determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E| RM Load Combo: (0.6-0.14Sds)D 21.5' Typ. Wall Selfweight" IS.Cpsf Per Citv of Sdn Dieao r'e'quiremeRt: Anchor Bongation = < 0.125" OK Cumulative Holdown Post Shearwall Level OTM RM EM HD HD HD Post Post Post Vcmltv SW Vcap Vcap VCMLTV Level 0.449 Force TYPE Cap Force TYPE Cap TYPE red VCAP (ft-k) (ft-k) (ft-k) (k) (k) (k) (k) (plf) (plf) (pit) #REFI 0 0 0 #REFI 0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 Roof 49 43 6 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 L2 135 68 67 0.3 CS22 0.8 2.2 (2)2x6 17.9 223 W6 310 310 0.72 1 3.1 HDU4 4.6 6.1 (3)2x6 9.8 391 W4 460 460 0.85 Level Discrete en ASD Toble 3,2 (in) t (in) Sxe ASCE 12,8,6 (in) 5x (BC I2,( 15 (in) Cumulative 9 ASCE 12,8-/6 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12.12-1 (in) Story Drift IBC 12.8 #REF! #REF! 0.049 0.049 0.049 0.049 0.048 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.49 0.53 #N/A #N/A 1.96 2.13 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[NO]_ "(NO] _[NO]_ "[NO]" #N/A ## 6.00 #N/A ## 6.00 4.08 < 6.00 2.13 < 3.00 #N/A #N/A _[OK]__ "[OK]"' Roof L2 DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-51-018 Hilton Carisbad Resort and Spa\CalC'jlations\Wood & Steel\Lateral\[B - Shearwall Design 06,09,20i0,xlsIB-2 L 47 Project Hilton Carlsbad Section B Projecf No. 09-51-018 Sheef No. DoTe 6/10/10 Subjecf Wall B-2 By MC VI o o Ll_ u o 4 Deflected Shape, A 1 15.5' Wail B-2 Sx = Cd 5xe/l I = 1.0 Cd Sds^ 4 1.079 As*^ 8(1.4v)h^ (1.4v)h + 0.75he„ hda EAb Gt E = 1,600,000 psi |Aa^ = 0.025 hx ASCEtbl 12.12- G = 90,000 psi da = 0.114 in Notes: A) This spreadsheet assumes 0.148'Dia. (lOdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary deod load only, wall selfweight is separate input. C) As determined wifh strength level forces D) Compression force is seismic only, does not include load from beom reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' Per CHy 6f San Dieao requirement: Level Discrete en ASD Table 3.2 (in) t (in) Sxe ASCE 12,8,6 (in) 5x IBC I2.i 15 (in) Cumulative 9 ASCE 12,8-/6 0.1 ASCE 12.8.7 PA Req'd? A IBC /2,8 (in) 0.025h ASCETable 12 K (in) Story Drift IBC 12.8 #REF! #REF! 0.049 0.535 #N/A #N/A 0,00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 ^[NO]_ •[NO]" ^[NO]_ "[NO]" #N/A ## 6.00 #N/A #N/A _[OK]__ "[OK]"" Roof L2 1 0.049 0.049 0.535 0.535 #N/A 0.51 0.55 #N/A 2.04 2.21 #N/A ## 6.00 4.25 < 6.00 2.21 < 3.00 0.049 0.048 0.535 0.535 DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-51-018 Hliton Carlsbad Resort and Spa\Calcuiations\Wood S. Sfeel\Lateral\[B - Shean«all Design 06,09.20IO.xls]B-3 L-40 Projecf No. 09-51-018 Sheef No. DoTe 6/10/10 Hy MC Projecf Hilton Carlsbad Section 6 Subjecf Wall B-3 VI p^ o > . LL_ O o 250.C pit O o u Deflected Shape, A Wall B-3 5x = Cd 5xe/l Cd = 4 1 = 1.0 Sds= = 1.079 As"^ 8(1.4v)h^ .4v)h EAb E = 1,600,000 psi |Aa' = 0.025 hx G = 90,000 psi do = 0.114 in Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreadsheet ossumes 0.148" Dia. (lOdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined wifh strength level forces D) Compression force is seismic only, does not include load from beam reoctions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight' Per City of San Dieao requirement- Anchor Elongation = 0.05" < 0.125" Discrete Level 6x ISC 12.1 15 (in) Cumulative 9 ASCE 12.8-/6 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCETable 12,12.1 (in) Story Drift /sc 12,8 #REF! #REF! #N/A #N/A 2.04 2.21 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 ,[NO]_ [NO] [NO]_ [NO]' #N/A ## 6.00 #N/A ## 6.00 4.25 < 6.00 2.21 < 3.00 #N/A #N/A _[OK]__ "[OK]" Roof L2 DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\oy-51 -018 Hilton Carlsbad Kesort ana ipa\caicuiaTions\wooa s, iTeei\Laierai\|B - ineuiwuii uniiyn U6,uv„,:u iu.xis|o-i L 40 Projecf No. 09-51-018 Sheef No. DoTe 6/10/10 Projecf Hilton Carlsbad Section B Subjecf Wall B-4 By MC 7^ a t . U U 250,0 Pif u VI u Deflected Shape, A Wall B-4 8x = Cd5xe/I I = 1.0 Cd = 4 Sds^ = 1.079 _ 8(1.4v)h^ J EAb E = 1,600,000 psi [AC^ = 0.025 hx G = 90,000 psi da = 0.114 in l.4v)h Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148"Dia. (lOdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) zls determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)O 15.5' Typ. Wall Selfweight^ Per Citv of Son Dieao requirement: Anchor Elongafion = a.05" < 0.125" OK Cumulative Holdown Post Shearwall Level OTM RM EM HD HD HD Post Post Post Vcmltv SW Vcap Vcap VCMLTV Level 0.449 Force TYPE Cap Force TYPE Cap TYPE red VCAP (ft-k) (ft-k) (ft-k) (k) (k) (k) (k) (pit) (plf) (plf) #REF! 0 0 0 #REF! 0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 Roof 36 23 13 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 L2 98 36 62 0.8 CS22 0.8 2.2 (2)2x6 17.9 223 W6 310 310 0.72 1 4.0 HDU4 4.6 6.1 (3)2x6 9.8 391 W4 460 460 0.85 Level Discrete Sn •^SD Table 3,2 (in) t (in) Sxe ASCE /2,8,6 (in) 5x IBC I2.J 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12.1: (in) Story Drift IBC /2.8 #REF! #REFI 0.049 0.049 0.049 0.049 0.048 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.51 0.55 #N/A #N/A 2.04 2.21 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[N0]_ "[NO]" _[N0]_ [NO] #N/A ## 6.00 #N/A ## 6.00 4.25 < 6.00 2.21 < 3.00 #N/A #N/A JOK]__ "[OK]"" Roof L2 1 J:\2009\09-S'-018 Hilton Carisbad Resort and Spa\Caiculations\Wood & Steei\Ldterai\[B - Stiearwall Design 06,09,2010.xlslB-5 ^DCI ENGINEERS SBS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. ~ " Projecf Hilton Carlsbad Section B Date 6/10/10 Subjecf Wall B-5 By MC VI p^ u u JiCCci o u Deflected Shape, A 15.5' Wall B-5 5x = Cd 5xe/l I = 1.0 Cd Sds= 4 1.079 As*^ 8(1.4v)h^ (1.4v)h + 0.75hen hda EAb Gt E = 1,600,000 psi jAa^ = 0.025 hx ASCE tbI 12.12-1 G = 90,000 psi da = 0.114 in Notes: A) This spreadsheet assumes 0.148" Dio. (iOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) A s determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wa II Selfweight * = = S.t) f. a Per City of San Dieao requirement: Anchor Elongafion •• Discrete Level 5x IBC 12,f 15 (in) Cumulative 9 ASCE 12,8-/6 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12 i: (in) Story Drift IBC 12,8 #REFI #REF! #N/A #N/A 2.04 2.21 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ •"[Noj" [N01_ •"[NO] 6.00 #N/A ## #N/A ## 6.00 4.25 < 6.00 2.21 < 3.00 #N/A #N/A _[OK]__ '[OK]" Roof L2 DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-51-018 Hliton Carlsbad Resort and Spa\Calculations\Wood & Steel\Lateral\lB - Stieanwall Design 06.09.20IO.xlslB-6 L 51 Projecf Hilton Carlsbad Section B Subjecf Wall B-6 Project No. 09-51-018 Sheef No. UoTe 6/10/10 •By MC VI (70 0 O u u 75 u o;^ I u o Deflected Shape, A 1 Wall B-6 = Cd 5xe/l = 1.0 Cd Sds^ 4 1.079 As^ 8(1.4v)h^ EAb E = 1,600,000 psi = 0.025 hx G = 90,000 psi do = 0.114 in Notes: (1.4v)h Gt + 0.75hen hda ASCE tbll 2.12-1 A) This spreadsheet assumes 0.148"Dia. (IOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead lood only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight^ Per Citv ot Son Dieggr^dulrement: Anchor Elongation = a.-05" < 0 125" OK Level #REFI #REF! Cumulative OTM 0 0 0 36 98 RM 0.449 0 0 0 23 36 IM m 0 0 0 13 62 Holdown HD Force jk) 0.0 0.0 0.0 0.8 4.0 HD TYPE CS22 CS22 CS22 CS22 HDU4 HD Cap ±i 0.8 0.8 0.8 0.8 4.6 Post Post Force jk) 0.0 0.0 0.0 2.2 6.1 Post TYPE No Flr No Flr No Flr (2) 2x6 (3) 2x6 Post Cap ]k) 0 0 0 17.9 9.8 Shearwall Vcmltv (plf) 0 0 0 223 391 SW TYPE W6 W6 W6 W6 W4 Vcap (plf) 310 310 310 310 460 Vcop red (plf) 310 310 310 310 460 0.00 0.00 0.00 0.72 0.85 Roof L2 Level Discrete en ASD Toble 3,2 (in) t (in) Sxe ASCE 12.8.6 (in) 5x IBC /2.( 15 (in) Cumulative 9 ASCE /2,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12 12 (in) Story Drift ISC /2.8 #REF! #REF! 0.049 0.049 0.049 0.049 0.048 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.51 0.55 #N/A #N/A 2.04 2.21 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[NO]_ •"[NO]" _[N01_ "[NO]' #N/A ## 6.00 #N/A ## 6.00 4.25 < 6.00 2.21 < 3.00 #N/A #N/A _[OK]__ "[OK]" Roof L2 1 J:\2009\09-51-018 Hilton Car'sbdd Resort and Spa\Calcuiations\Wood & Steel\Lateral\[B - Sineorwali Design 06.09,20IO,xls!B-7 ^DCI ENGINEERS Projecf No. Sheef No. SB! D'AMATO CONVERSANO INC. 09-51-018 Project bale Hilton Carlsbad Section B 6/10/10 Subjecf By Wall B-7 MC • 7^ VI LL. o •J.O p's U iSO.O p'i LU o 3 U pi; u o Deflected Shape, A 1 Wall B-7 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds= = 1.079 As'^ 8(1.4v)h^ -1- .4v)h EAb E = 1,600,000 psi lAa^ = 0.025 hx G = 90,000 psi da = 0.114 in Notes: Gt + 0.75hen + hda ASCEtbl 12.12-1 A) This spreadsheet assumes 0.148" Dia. (IOdj x 2 1/2" Noils, 15/32" C-D Sheothing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributory dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight IS.O psi Per Citv of San Oi^&,feqt)ffement: Anchor ElongatiOft* OiiS" < 0.125" OK Level Discrete e„ ASO Toble 3,2 (in) t (in) Sxe ASCE 12.8,6 (in) 5x IBC 12,( 15 (in) Cumulative 9 ASCE 12,8-/6 0,1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table t2 12-1 (in) Stor/ Drift IBC 12.8 #REF! #REF! 0.049 0.049 0.049 0.049 0.048 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.51 0.55 #N/A #N/A 2.04 2.21 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[N01_ "[NO! _[NO]_ "[NO]' #N/A ## 6.00 #N/A ## 6.00 4.25 < 6.00 2.21 < 3.00 #N/A #N/A _[OK]__ "[OK]'" Roof L2 1 J:\2009\09-5i-018 Hilton Carlsbad Resort and Spd\Caicuidflons\Wood 8, Steei\Lateral\[B - Stiearwall Design 06.09,2010,xis]C-I ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. ^'^-^ Projecf Hilton Carlsbad Section B Dafe 6/10/10 Subjecf Wall C-1 By MC ji^ a VI p^ u u u u Deflected Shape, A 11.5' Wall C-1 = Cd5xe/I = 1.0 Cd Sds"^ 4 1.079 8(1.4v)h^ (1.4v)h + 0.75hen + hda EAb Gt E = 1,600,000 psi [Aa^ = 0.025 hx ASCEtbl 12.12-1 G = 90,000 psi da = 0.088 in Notes: A) This spreadsheet assumes 0.148" Dia. (IOdj x2 I /2" Nails, 15/32" C-D Sheothing with Doug-Fir Lorch froming in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reoctions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight* Per Citv of San Dieao requirement: Anchor Etongation = 0.04" 0.125" Level #REFI #REF! Roof L2 Discrete en ASD Toble 3.2 (in) 0.049 0.049 0.049 0.049 0.049 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12.86 (in) #N/A #N/A 0.49 0.53 Sx IBC 12,( 15 (in) #N/A #N/A 1.97 2.1 1 Cumulative 9 ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO] [NO] [NO]_ •'[NO]' A /BC /2.8 (in) 0.025h ASCETable 12.1; (in) #N/A ## 6.00 #N/A ## 6.00 4.08 < 6.00 2.11 < 3.00 Story Drift IBC 12.8 #N/A #N/A _[OK]__ "[OK]"" J:\2009\09-51-0I8 Hilton Carlsbad Resort and Spa\Calculations\Wood & Steel\Lateral\[B - Sheanfl/all Design 06,09,20IO,xlslC-2 DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Section B Projecf No. 09-51-018 Sheef No. -lr-5+ Dole 6/10/10 Subjed Wall C-2 w MC Level #REF! #REF! Roof L2 1 Discrete Cn ASD Table 3.2 (in) 0.049 0.049 0.049 0.049 0.049 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12,8,6 (in) #N/A #N/A 0.46 0.49 5x IBC I2.t 15 (in) #N/A #N/A 1.84 1.97 Cumulative 9 ASCE 12,8-/6 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0,10 0.10 0.10 PA Req'd? [NO] [NO] [NO]_ "[NO]' A IBC 12.8 (in) 0.025h ASCE Table 12,12-1 (in) #N/A ## 6.00 #N/A ## 6.00 3.81 < 6.00 1.97 < 3.00 Story Drift IBC 12,8 #N/A #N/A _[OK]__ "[OK]" J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Wood 8. Steel\Lateral\[B - Stiearwall Design 06,09,20IO,xls|D-l ^DCI ENGINEERS !0&S D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. "--DO Project Hilton Carlsbad Section B Date 6/10/10 Subjecf Wall D-1 By MC O u Q O Q O VI p^ -9 Deflected Shape, A 15.5' Wall D-1 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 1.079 Aj^ 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.113 in .4v)h Gt • 0.75hen hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148"Dio. jlOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Input fributary dead load only, wall selfweight is separate input. C) A J determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ, Wall Selfweight^ = Per Citv of San Dteao requirement: Level Discrete en ASD Toble 3.2 (in) t (in) Sxe ASCE 12,8,6 (in) 5x IBC 12,J /5 (in) Cumulative 9 ASCE 12,8-/6 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12 K (in) Story Drift IBC 12.8 #REF! #REFI 0.049 0.049 0.049 0.048 0.046 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.53 0.59 #N/A #N/A 2.13 2.35 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[NO]_ "[NO]' ^[N01_ •"[NO]" #N/A ## 6.00 #N/A ## 6.00 4.48 < 6.00 2.35 < 3.00 #N/A #N/A _[OK]__ '[OK]" Roof L2 1 DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-51-0i8 Hilton Car'sbod Resort and Spa\Caiculations\Wood 8. Steei\Laterai\[B - Shearwall Design 06-09,2010,xislD-2 L 50 Projecf No. 09-51-018 Sheef No. Uafe 6/10/10 Project Hilton Carlsbad Section B w Subjecf Wall D-2 MC Level Discrete On ASD Toble 3.2 (in) t (in) Sxe ASCE 12.8.6 (in) 8x IBC /2,f 15 (in) Cumulative e ASCE 12,8-/6 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0,025h ASCETable 12 \: (in) Story Drift IBC 12,8 #REF! #REF! 0.049 0.049 0.049 0.535 0.535 0.535 #N/A #N/A #N/A 2.13 2.35 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO] #N/A ## 6.00 #N/A #N/A _[OK]__ "[OK]" Roof L2 1 #N/A 0.53 0.59 [NO] [NO]_ "[NO] #N/A ## 6.00 4.48 < 6.00 2.35 < 3.00 0.048 0.046 0.535 0.535 J;\2009\09-5I-018 Hilton Carlsbad Resort and Spa\Calculations\Wood 8, Steel\Lateral\|B- Shearwall Design 06,09,2UiU,xis|U-j ^DCI ENGINEERS ^SSS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. L-b/ Projecf Hilton Carlsbad Section B Date 6/10/10 Subjecf Wall D-3 By MC VI a t , o o o Deflected Shape, A 1 7.5' Wall D-3 5x = Cd 5xe/l I = 1.0 Cd Sds^ 4 1.079 .4v)h^ 1.4v)h EAb Gt E = 1,600,000 psi ^ = 0.025 hx 90,000 psi 0.137 in + 0.75hen + hda G da ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148" Dio. (IOdj x 2 1/2" Noils, 15/32" C-O Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary deod load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' Per Cify of Son Dieoo requirement: Anchor Elongation = 0.04" < 0.125" OK Level #REF! #REF! Cumulative OTM (ft-k) 0 0 0 25 70 RM 0.449 m) 0 0 0 3 6 IM (ft-k) 0 0 0 22 64 Holdown HD Force (k) 0.0 0.0 0.0 3.0 8.5 HD TYPE CS22 CS22 CS22 CMSTCI 6 HDUl 1-5.5 HD Cap iH 0.8 0.8 0.8 4.6 9.5 Post Post Force Jk) 0.0 0.0 0.0 3.2 8.7 Post TYPE No Flr No Flr No Flr (2) 2x6 (3) 2x6 Post Cap 0 0 0 17.9 9.8 Shearwall Vcmltv (Plf_) 0 0 0 318 557 SW TYPE W6 W6 W6 W4 W3 Vcop (plf) 310 310 310 460 600 Vcap red (plf) 310 310 310 460 600 0.00 0.00 0.00 0.69 0.93 Roof L2 Level Discrete On ASD Table 3,2 (in) (in) Sxe ASCE 12.8,6 (in) 5x IBC 12.1 15 (in) Cumulative 9 ASCE 12,8-/6 0,1 ASCE 12,8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12 12 (in) Story Drift IBC 12,8 #REF! #REF! 0.049 0.049 0.049 0.048 0.046 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.64 0.70 #N/A #N/A 2.57 2.80 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[N01_ •"[NO]" _[NOJ_ "[NO]' #N/A ## 6.00 #N/A ## 6.00 5.36 < 6.00 2.80 < 3.00 #N/A #N/A _[OK]__ "[OIC]"' Roof L2 DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-5i-0l8 Hilton Carisbad Resort and Spa\Caicuiations\Wood 8. Sfeel\Lateral\[B - Shearwall Design 06,09.2010,xlslD-4 L 50 Projecf Hilton Carlsbad Section B Projecf No. 09-51-018 Sheef No. UoTe 6/10/10 Subject Wall D-4 MC 7^ 7^ VI u_ u o o o u Deflected Shape, A 1 7.5' Wall D-4 5x = Cd 8xe/l I = 1.0 Cd = 4 Sds^ = 1.079 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.137 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes; A) This spreadsheet assumes 0.148" Dia. (IOdj x 2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight* Per Citv of San Dieao requirement. Level Discrete en ASD Table 3.2 (in) t (in) Sxe ASCE 12.8.6 (in) 5x IBC I2.i 15 (in) Cumulative 9 ASCE 12.8-/6 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12,12- (in) Story Drift IBC 12.8 #REF! #REF! 0.049 0.535 0.535 0.535 #N/A #N/A #N/A 2.57 2.80 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO] #N/A ## 6.00 #N/A #N/A _[OK] '[OK]"" Roof L2 1 0.049 0.049 #N/A 0.64 0.70 [NO] [NO]_ [NO]" #N/A ## 6.00 5.36 < 6.00 2.80 < 3.00 0.048 0.046 0.535 0.535 J:\2009\09-51-018 Hilton Corlsbod Resort and Spa\Caicuiations\Wood «, SteeI\Lateral\|tl - Shearwall uesign U6.U9,20IU,xisj i ^DCI ENGINEERS S^HD'AMATO CONVERSANO INC. Project No. 09-51-018 Sheef No. L - 5§- Project Hilton Carlsbad Section B Dafe 6/10/10 Subjecf Wall 1-1 By MC Jl^ o o o Deflected Shape, A Wain-1 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 1.079 .4v)h= -I- (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.088 in Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148"Dia. (IOdj x2 1/2" Noils, 15/32" C-D Sheothing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary deod load only, woll selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions Level #REF! #REF! Roof L2 1 Discrete en ASD Table 3,2 (in) 0.049 0.049 0.049 0.049 0.048 t (in) 0,535 0.535 0.535 0.535 0.535 Sxe ASCE /2.8,6 (in) #N/A #N/A 0.46 0.50 5x IBC 12.i 15 (in) #N/A #N/A 1.86 1.99 Cumulative 9 ASCE /2.8-/6 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? _[NO]_ "[NO]' jNO]_ "[NO]' #N/A ## 6.00 #N/A ## 6.00 3.85 < 6.00 1.99 < 3.00 Story Drift IBC 12.8 #N/A #N/A _[OK]__ "OK"]"" DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-5i-018 Hilton Carlsbad Resort and Spa\Calculations\Wood 8. Steel\Lateral\[B - Sheanwall Design 06.09.2010,xlsll-2 L-00 Project No. 09-51-018 Sheef No. UoTe 6/10/10 ^y MC Projecf Hilton Carlsbad Section B Subjecf Wall 1 -2 o U u u VI u Deflected Shape, A 1 Wall 1-2 6x = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 1.079 As*^ 8(1.4v)h^ + — EAb E = 1,600,000 psi [Aa^ = 0.025 hx G = 90,000 psi da = 0.088 in .4v)h Gt + 0.75hen hda ASCEtbl 12.12-1 Notes: A) This spreodsheet ossumes 0.148"Dio. (IOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) 2!s determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 21.5' Typ. Wall Selfweight' Per Cttv of San Dieao requirement: Anctior Elongation = 0.02" < 0.125" OK Cumulative Holdown Post Shearwall Level OTM RM XM HD HD HD Post Post Post Vcmltv SW Vcop Vcop VCMLTV Level 0.449 Force TYPE Cap Force TYPE Cap TYPE red VCAP (ft-k) (ft-k) (ft-k) (k) (k) (k) (k) (plf) (plf) (plf) #REFI 0 0 0 #REF! 0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 Roof 40 22 18 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 L2 1 1 1 73 37 0.9 CS20 1,0 1.8 (2)2x6 17.9 183 W6 310 310 0.59 1 1.7 HDU2 3.1 5.0 (3)2x6 9.8 320 W4 460 460 0.70 Level Discrete e„ ASD Table 3.2 (in) (in) Sxe ASCE 12.8.6 (in) Sx IBC 12,( 15 (in) Cumulative 3 ASCE 12,8-/6 0,1 ASCE 12.8,7 PA Req'd? A IBC 12.8 (in) 0.025h ASCETable 12.12- (in) Story Drift IBC 12.8 #REF! #REFI 0.049 0.049 0.049 0.049 0.048 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.46 0.50 #N/A #N/A 1.86 1.99 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _|NO]_ •[NO]" ,[NO]_ "[NO]" #N/A ## 6.00 #N/A ## 6.00 3.85 < 6.00 1,99 < 3.00 #N/A #N/A _[OK]__ '[OK]"" Roof L2 1 J:\2009\09-SI-OI8 Hilton Carlsbad Resort and Spa\Calculotions\Wood 8. Steel\Lateral\(B - Stiearwall Design 06.09.2D10.xlsl2-l ^DCI ENGINEERS !fiSS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. "--ei Projecf Hilton Carlsbad Section B Date 6/10/10 Subjecf Wall 2-1 By MC 7^ 7^ VI p^ LL. O O o o u Deflected Shape, A 4.5' Wall 2-1 5x = Cd 5xe/l I = 1.0 Cd Sds^ 4 1.079 Aj^ 8(1.4v)h^ .4v)h EAb E = 1,600,000 psi jAa^ = 0.025 hx G = 90,000 psi da = 0.084 in Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148"Dia. (IOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 Input tributary dead load only, wall selfweight is separate inpuf. C) As determined wifh sfrength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight^ Per Citv of San Dieao requirement: Level Discrete en ASD Table 3,2 (in) t (in) Sxe ASCE 12,8,6 (in) 5x /6C 12,( /5 (in) Cumulative 9 ASCE 12,8-/6 0.1 ASCE 12.8,7 PA Req'd? A IBC 12.8 (in) 0.025h ASCETable 12.i: (in) Story Drift IBC 12.8 #REF! #REFI 0.049 0.049 0.049 0.049 0.048 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.62 0.66 #N/A #N/A 2.48 2.65 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ [NO] [N01_ •'[NO]' #N/A ## 6.00 #N/A ## 6.00 5.13 < 6.00 2.65 < 3.00 #N/A #N/A _[OK]__ "[OK]"" Roof L2 \iu • or icur vvuii L.'CSI^M UD .U 7 .iU nj.Aiaj^-^ ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. >-- 02 Projecf Hilton Carlsbad Section B Date 6/10/10 Subjecf Wall 2-2 By MC 7^ P VI p^ o o o o u Deflected Shape, A Wall 2-2 5x = Cd 8xe/l Cd = 4 1 = 1.0 Sds^ = 1.079 .4v)h' (1.4v)h EAb E = 1,600,000 psi jAa^ = 0.025 hx G = 90,000 psi da = 0.088 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148"Dio. (IOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include lood from beam reoctions E) RM Load Combo: (0.6-0.14Sds)D 1*— 20.5' Typ. Wall Selfweight" Per Citv of San Dieoo requirement: Anchor Elongation = 0.04" 0.125" Level Discrete en ASD Table 3.2 (in) t (in) Sxe ASCE /2,8,6 (in) 5x IBC 12,( 15 (in) Cumulative 9 ASCE 12,8-/6 0.1 ASCE 12.8.7 PA Req'd? A IBC /2,8 (in) 0,025h ASCE Table 12 i: (in) Story Drift IBC 12,8 #REF! #REF! 0.049 0.049 0.049 0.049 0.048 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.48 0.52 #N/A #N/A 1.92 2.08 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[N01_ "[NO]' lNO]_ •"[NO]" 6.00 #N/A ## #N/A ## 6.00 4.00 < 6.00 2.08 < 3.00 #N/A #N/A _[OKl__ "[OK]"" Roof L2 j:\:^Uuy\uy-5'-Uiti Huron corisDad Kesort ancf ipa\caicuianons\wooa & iTeei\LaTerai\[ts - inearwaii uesign U6.uy.zuiu.xis|j-i ^DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheef No. L - 63 Project Hilton Carlsbad Section B Date 6/10/10 Subjecf Wall 3-1 By MC J^ 7'-¥ O': Xi VI u O o o u Deflected Shape, A 7.5' Wall 3-1 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 1.079 8(1.4v)h^ (1.4v)h + 0.75he„ -I-hda EAb Gt E = 1,600,000 psi |Aa^ = 0.025 hx ASCE tbI 12.12-1 G = 90,000 psi da = 0.115 in Notes: A) This spreadsheet ossumes 0.148"Dio. (IOdj x2 1/2" Noils, 15/32" C-D Sheothing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate inpuf. C) zlj determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' Per Cily of San Dieao requirement: Anchor Etongafion = 0.08" j:vuuy\uy-i [-U10 Huron cans oaa Kesort ana bpavuaicuiarionsxwooa & iTeei\LaTerai\iD - ^nearwaii ue!=tyn uo.uy.^u lu.xisjj-^ ^DCI ENGINEERS Projecf No. Sheef No. L - 64 ^Sm D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section B 6/10/10 Subjecf Sy Wall 3-2 MC t VI o o 50 0 pif I o o u Deflected Shape, A 12,5' Wall 3-2 Sx = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 1.079 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = O.ns in Gt + 0.75hen hda ASCEtbl 12.12-1 Notes: A) This spreodsheet assumes 0.148" Dio. (IOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' Per Cilv of Son Dieoo requirement: Anchor Elongation = 0.06" < D.125" j:\zvuy\VV-:D '-UIO niiTon i^ansoaa ^esoTT ana ;ipa\uaicuiaiion;i\vvuuu & iieei \Luifcirui\[D - leur wur L/ciiyt i uo.ur.zu lu.Aiij^t- DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheef No. UoTe 6/10/10 Project Hilton Carlsbad Section B w Subjecf Wall 4-1 MC 7^ 7'-*> VI u u u O O Deflected Shape, A 1 Wall 4-1 6x = Cd 5xe/l I = 1.0 Cd = 4 Sdsi^ = 1.079 As'^ 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.114 in 1.4v)h Gt •0.75hen hda ASCE tbI 12.12-1 Notes: A) This spreadsheet assumes 0.148" Dia. (IOdj x 2 1/2" Noils, 15/32" C-D Sheothing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributory deod lood only, woll selfweight is seporote input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 21.5' Typ. Wall Selfweight' ;i..o 1 Per City of San Dieao requirement: Anchor Elongation = 0.05" 0.125" Level #REF! #REF! Roof L2 Discrete en ASD Table 3,2 (in) 0.049 0.049 0.049 0.049 0.048 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12.8,6 (in) #N/A 6x isc 12,( 15 (in) #N/A #N/A 1,95 2.12 Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO] [NO] [NO]_ "[NO]" A /BC /2,8 (in) 0.025h ASCE Table 12 i; (in) #N/A ## 6.00 #N/A ## 6.00 4.07 < 6.00 2.12 < 3.00 Story Drift IBC 12,8 #N/A #N/A _[OK]__ "[OK]" ^DCI ENGINEERS ^SS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. L - Project Hilton Carlsbad Section B Date 6/10/10 Subjecf Wall 4-2 By MC 7^ 7*-H 7'-fi 7*- VI o o o o u Deflected Shape, A 21.5' Wall 4-2 6x = Cd 5xe/l I = 1.0 Cd Sdsi^ 4 1.079 8(1.4v)h^ .4v)h + 0.75hen + hda EAb Gt E = 1,600,000 psi |Aa^ = 0.025 hx ASCEtbl 12.12- G = 90,000 psi da = 0.114 in Notes: A) This spreadsheet assumes 0.148"Dio. (IOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) input tributory deod lood only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reoctions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' Per Citv of San Dieao requirement: Anchor Elongation = 0.05" Level Discrete en ASD Table 3,2 (in) t (in) Sxe ASCE 12,8,6 (in) 5x IBC 12,( 15 (in) Cumulative 9 ASCE 12,8-/6 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12 i; (in) Story Drift IBC 12.8 #REFI #REF! 0,049 0.049 0.049 0.049 0.048 0.535 0.535 0.535 0.535 0.535 #N/A #N/A 0.49 0.53 #N/A #N/A 1.95 2.12 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ ••[Noi" [NO]_ [NO] #N/A ## 6.00 #N/A ## 6.00 4.07 < 6.00 2.12 < 3.00 #N/A #N/A JOK]__ "[OK]"" Roof L2 J:\2009\09-51-OI8 Hilton Car'sbod Resort and Spa\Calculations\Wood 8, Steel\Laterai\[B - SiieanA/ali Design 06,09,2010,xlsl5-l DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf Hilton Carlsbad Section B Projecf No. 09-51-018 Sheef No. UoTe 6/10/10 L-07 Subject Wall 5-1 By MC 7'-^> 7^ VI u_ o u u O u Deflected Shape, A Wall 5-1 8x = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 1.079 As^ 8(1.4v)h^ EAb E = 1,600,000 psi jAa^ = 0.025 hx G = 90,000 psi do = 0.088 in .4v)h Gt + 0.75hen + hda ASCE tbll 2.12-1 Notes: A) This spreadsheet assumes 0.148" Dia. (IOdj x2 1/2" Noils, 15/32" C-D Sheothing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Input tributory deod lood only, wall selfweight is separate input. C) As determined with strength levei forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 21.5' Typ. Wall Selfweight Per Cityof San Dieao requirement: Level #REFI #REFI Roof L2 Discrete en ASD Table 3,2 (in) 0.049 0.049 0.049 0.049 0.048 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12.8,6 (in) #N/A 5x IBC 12.« 15 (in) #N/A #N/A 1.91 2.09 Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO] [NO] [N01_ [NO] A IBC 12.8 (in) 0.025h ASCe Table 12 i; (in) #N/A ## 6.00 #N/A ## 6.00 4.00 < 6.00 2.09 < 3.00 Story Drift /6C 12,8 #N/A #N/A _[0K]__ 'ioK]" ® ® ®(»)<8)®@@®@@(8)(g)(g)@)igi LJ ^ J cn oo J:\2009\09-5i-018 Hilton Carisbad Resort and Spa\Caicuiations\Wood 8, Steel\LateraI\[C - Stiearwall Design 06,09,2010.xlslVer»'i Distr'n ^DCI ENGINEERS SSSS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. Projecf Hilton Carlsbad Section C Dofe 6/10/10 Subjecf Vertical Distribution of Seismic Forces 6y MC Allowable Stress Design Level Height v\/eight Area Wt W*h Vi Vi H(ft) w (psf) A (sq-ft) W(kip) (kip-ft) (kips) (kips) (psf) (psf) Roof 34 30 18,381 551 18,749 0.421 83.3 83.3 4.5 4.5 L3 24 35 18,381 643 15,440 0.347 68.6 151.9 3.7 8.3 L2 12.5 45 18,381 827 10,339 0.232 45.9 197.9 2.5 10.8 SUMS: 202/.9 44528 1.00 197.9 Base Shear, V = 0. /37 W Redundancy, p= 1.0 Easd= 0.0979 W (E asd= p*V/l .4) E asd= 197.9 Wps J:\2009\09-5I-018 Hilton Corlsbod Resort and Spa\Calculatlons\Wood 8. Steei\Lateral\[C - Stiearwall Design 06,09,2010,xls)Dlaphragm Forces I -70 ^DCI ENGINEERS Projecf No. Sheef No. SSSS D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section C 6/10/10 Subjecf By Diaphragm Forces MC Building Allowable Stress Design - Diaphragm Level Height weight Area Wt W*h %V Vi EV; VDIA Min Max H(ft) w (psf) A (sq-ft) W(kip) (kip-ft) (kips) (kips) (psf) (psf) (psf) Roof 34 30 17,388 522 17,736 0.451 74.5 74.5 4.3 . . -Zji L3 24 35 17,388 609 14,606 0.372 61.3 135.8 • M' 4.5 L2 12.5 45 12,340 555 6,941 0.177 29.1 165.0 5.7 SUMS: (685.5 39283 1.00 /65.0 375.2 Base Shear, V= 0.137 W Redundancy, p = 1.0 Easd= 0.0979 W (E asd= p*V/l .4) E asd= 165.0 tops DCI ENGINEERS D ' A M A TO C O N V F, R S A O I N C Project Hilton Carlsbad Section C DCI ENGINEERS D ' A M A T O C O N V i: R S A N O INC, Project No, 0?-Sl-018 Sheel No, Projec t Hilton Carlsbad Section C Dale ?/7/2010 Subject Individual Stiearwall Design By MC Wall # Wall Line Wali Lengtti Wall OTM arm reduction Perforated? (Y or N) Rocf eo Roof CO _J CNJ _l CO _i Wall Load (psf) 1 CO CM Roof n __i _i 1 CO -4 CM -J Roof !^ CM _i •6 0 0: CO -J CM -1 Wall Type (2x4 or 2x6) (ft^ Line Forces (kips) Sum S W Lenc ttis (ft) SW -orce-Wal Hei|ti iliffliii 3L (plf ) Tri bwDL DL (ps ) line 1 oad DL A-1 A 16,0 0,5 N 87.1 ^1^8; 32.2 207 207^ 268 -5;2-. 4.3 15 8.8 9.8 12.5 225 75 75 9.0 3,0 3.0 25 25 25 225 75 75 2x6 A-2 A 16,0 0 5 N 67.1 • rm "32,2 207 207 268 5.2 4.3 15 8.8 9:8 T2.S 225 75 75 9.0 3,0 3.0 25 25 25 225 75 75 2x6 A-3 A 16,0 0,5 N 67.1 \ 71.8 32.2 207 207 268 :.5*: 4.3 15 6,8 9.8 12.5 225 75 75 9.0 3.0 3.0 25 25 25 225 75 76 2x6 A.4 A 13,0 0,5 N 87.1 7i:8'i : 32,^ 207 207 268 4:2' 3,5 1.6 15 6,8 9.8 12.5 225 75 75 9.0: 3.0" 3.0 25 25 25 225 75 75 2x6 A-5 A 16.0 0,5 N 87.1 32.2 207 207 268 •PSiZ: : 4,3> 15 6,8 9.8 •;I2.5 225 75 75 9.0 3.0^ 3:0 25 25 25 225 75 75 2x6 A-6 A 16,0 0,5 N 87.1 71.8 52.2 207 207 268 4.3 15 6,8 9^8 ,12.5 225 75 75 9.0 3,0 25 25 25 225 75 75 2x6 A-7 A 22,0 0,5 N 87.1 :ri.e7. 32.2 207 207 268 77£-: -•5;r, 2.6 15 8,8 9.8 12.5 225 75 75 9.0 3.0 3.0, 25 25 25 225 75 75 2x6 A-8 A 16,0 0 5 N 87.1 ; 32:2 207 207 268 4.3 1.9 15 8.8 9,8 12.5 225 75 75 9,0 3.0 3.0 25 25 25 225 75 75 2x6 A-9 A 16,0 0,5 IM 87.1 r« 322 207 207 268 5.2 4.3 1.9 15 8.8 9 8 12.5 225 75 75 9,0 3.0 3:0 25 25 25 225 75 75 2x6 A-10 A 16,0 0,5 N 87.1 71,6' 32.2 207 207 268 ,5:2" 4.3 1,9 15 8.8 9,8 12.5 225 75 75 9,0 3.0 3.0 25 25 25 225 75 75 2x6 A-11 A 16,0 0,5 N 87.1 :'32.2 207 207 268 5.2 4.3 1,9 15 8.8 9,8 12.5 225 75 75 9,0 3.0 3:0 25 25 25 225 75 75 2x6 A-12 A 16,0 0,5 N 87.1 71-6 32.2 207 207 268 5.2 4.3 1,9 15 8.8 9,8 12.5 225 75 75 9,0 3.0 3.0 25 25 25 225 75 75 2x6 A-14 A 19,0 0,5 N 87.1 71.8 32.2 207 207 268 6.2 5.1 2,3 15 8.8 9,8 12.S 225 75 75 9,0 3.0 3.0 25 25 25 225 75 75 2x6 A-15 A 12,0 0,5 N 322 268 0,0 0.0 9,0 15 6.8 9,8 12.5 225 75 75 9,0; 3.0 3.0 25 25 25 225 75 75 2x6 A-18 A 24,0 0,5 N 32.2 268 , 0.0 0.0 17,1 15 8.8 9,8 12.5 225 75 75 9,0 3.0 3.0 25 25 25 225 75 75 2x6 A-17 A 8,0 0,5 N 32.2 268 i0.0 0.0 6,0 15 6.8 9,8 12.5 225 75 75 9,0 3.0 3,0 25 25 25 225 75 75 2x6 A-18 A 28,0 0,5 N 32.2 268 0.0 0.0 20,0 15 6.8 9:8 12.5 225 75 75 9,0 3.0 3,0 25 25 25 225 75 75 2x6 A-19 1-1 A 56,0 0,5 N 32.2 268 0.0 0.0 40.0 15 8,8 9.8 12.5 225 75 75 9,0 3.0 ,3,0 25 25 25 225 75 75 2x6 A-19 1-1 1 22,0 0 5 N 9.1 3.7 2.5 22 22 22 9,1 3.7 2.5 15 8,8 9.8 12.5 50 50 325 ao 2.0 13,0 25 25 25 50 50 325 2x6 2-1 2 20,0 0,5 N 11.2 7:s' S.O 20 20 20 11.2 7.5' 5.0 15 8,8" 9.8 12.5 50 50 325 2:0 2.0 13,0 25 25 25 50 50 325 2x6 3-1 3 18,0 0,5 N 0.0 3.7 3.7 18 18 18 0.0 3.7 3.7 15 6,8 9.8 12.5 50 50 325 2,0 2.0 13,0 25 25 25 50 50 325 2x6 4-1 4 20,0 0,5 N 9.1 7.5 S.O 40 40 40 4.5 3.7 2,5 15 8,8 9,8 12.5 50 50 325 2.0 2.0 13,0 25 25 25 50 50 325 2x6 4-2 4 20,0 1,5 N 9.1 7.5 6.0 40 40 40 4.5 3,7 2,5 15 8.8 9,8 12.5 50 50 325 2,0 2.0 13,0 25 25 25 50 50 325 2x6 L-73 IDCI ENGINEERS [D'AMATO CONVERSANO INC, 08-51-051 Projset Hilton CoThbad Section C Dofe 9/7 no vVall A-1 Shear vVcHI Type Hold Do.-/n Force Compre?:ion Fore 9 Compfesiion Post HD Lnbe iVall Hots-' Ojrvf.'iofw © Jtory Dn fi- vVall A-1 13 VI R=.of 13 12 U! 12 HD Lnbe iVall Hots-' Versi-c; AHo-vabls p©i ASCE 7-fi5 vVall A-1 vV4 lk! li^l it) 16X) IKI tkl HD Lnbe iVall Hots-' ts L. vVall A-1 vV4 lk! li^l it) 16X) IKI tkl HD Lnbe iVall Hots-' C^iiH Limil Cnft Limit CTifi umil Wifl vVall A-1 W vV4 vV3 iV3 1.5 e.e 133 2& it) 16X) 1212x6 (21S<6 (5f2x6 0-067' 7.TI • J.30 5.71 • i,i6 3.20 • A-2 •.V5 vVS 1.5 $.6 13.3 Z& 6.6 16.0 (212^6 [212x6 (512X6 om?" 7.71 »J0' S.71 SJO A-S N .V4 VV3 KV3 15 6-6 1?3 25 6.6 16X) I2l2vi 12I2V6 l5i2x6 0-067" •N/A »JC T.Jf TJO 5.H 3-2& A-4 N »V4 vV3 iV2 1.8 7-1 15.5 25 6.6 175 {2!2>C6 (212X6 (612X6 IfN'A •NM 9M J» TJO-5.70 3.07 A-5 N kV4 VV3 .VS ^5 6.6 135 25 6.6 16£> (2|2>C6 (212x6 (5f2x6 OW •NM »J0' 7.71 TJO' i.7r 3.20 • A-6 N .V4 VV3 v-VS ]s 6.6 133 25 S.6 16.0 (2|2-<6 (212X6 (5f2xfc 0O67" *H!H 7.71 TJf)-5.71 • 3.20 A-7 vV4 vva vV2 1.0 5.7 135 25 6.6 175 (212^6 (212X6 (612X6 0-06P' •N/A IOi' 9J0' i.lS' 2.77 A-» N »V4 .V3 tV2 1-0 6-6 \A6 25 6-6 175 i21?<6 (212X6 (6)2x6 fffJ'A •N/* ?J0' 7.IS' TJO' SJA 2.T3' A-f N wV4 VV? i'V2 15 6.6 145 25 6-6 175 (212>:6 (2|2x6 (612X6 #N-'A "N/A 7.*i TJO' s.*i-2.T3' A-10 N .V4 vV3 tv: 15 6.6 145 25 8.6 175 i2|2x6 I2|2x6 (^2X6 (TN-'A •N/A »J0' 7.4S ?J0' 5.45 6M' 2.TJ' A-n N *V4 iV3 15 6-6 14.6 25 6.6 175 (212<6 (212x6 16)2X6 ffN'A •N/A 7.15 TJO J.4i' i4f 2.T3' A.12 N ¥V4 «V3 15 6.6 14.& 25 6.6 175 (212^6 (212x6 (612X6 "N/A 7.»S 5.4* t^ti 2.T3' A-M N vV4 tV2 }Z 6.2 14.1 25 6.6 175 (212V6 (212X6 (612X6 0X>93' •N/A 7.21 TJO' 5.27 • t.it IBi A-IS N >Vc, .•V6 vV2 <:•.<,' 0.0 7.3 0.0 0-0 7.4 f2)2>* (212X6 i312-.:6 0.063 •N/1 T,30 6.« T.W iSK-«.6e Z-^ A-16 l-l .V6 1-VP vVl' 0.0 0.0 4.1 0.0 00 ».9 a2y(. i2|2<6 (3)2^6 0.071 • •N/X ».» 5.71 ?,3(' 4-i5 fc« 2-^3 A-17 I'J .V6 vV^. vV2 o.c 0,0 6.3 0.0 C'.0 P.4 (2I2.-6 (212X4. 012 <6 0.05? "N/1 ?.30 7.»4 • 6.se SI5 A-U N vV6 vV2 0,0 0.0 3.4 0.0 0.0 e.f 1212.^. 1312^.. 0.057' •N/1 • .30 5.o2 TJO 4.IT A-1? N vV6 .V6 vV2 0,0 0.0 0.0 0-0 0,0 6-9 1212^6 (212.6 (3|2x6 D.COO' J.» '.IO 2.44 1-1 N vV2 2,7 75 13.6 3.6 vz 160 |2f2^ (212X6 (612X6 OOVO" •N/A 5.11- 64K- 2-1 N rV3 2vV3 4,2 12.5 25.2 A-9 14.0 26.6 (212^6 (212X6 Efror • N/A ».W -N/A J.30 •n/A 6.ie "N/A S-1 N vV6 i,V6 .V4 0.0 0.4 35 0.0 2-0 7.2 (212K6 (212x6 (312x6 0.05?' "N/A ^22" TJO 4.>l • i4i 2-77 4-1 I'J tV6 .V4 iV3 4.3 6.7 2.0 f..O 12-7 (212.^6 (212V6 1412* 0.057-•N/1 I3f eA> »» 2.T0 4-2 N .V4 ,-V4 .V3 1.2 4.6 72 2.0 6.0 12-7 l212^t i2)2>:6 i412/c. O.061 • •N/A 7.30 » W. 2.TC. L-74 .':\200V\09-5i-Oi8 Hilton Carlsbad Resor»and Spa\Caicuiations\Wood 8. Steel\Laferal\[C - Stiearwall Design 06,09,20'0,xis]A-i ^DCI ENGINEERS SSSS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Date 6/10/10 Subject Wall A-1 6y MC 7'-ti 7^ 22i.Q oli ^ U 75.0 i u ''r>.0 pit (J VI Deflected Shape, A 15.5' Wall A-1 = Cd 5x8/1 = 1.0 Cd = 4 Sds' = 0.891 As"^ 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi \A^^ = 0.025 hx G = 90,000 psi d,, = 0.177 in Gt • 0.75he„ hd„ ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148" Dia. (Wdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch traming in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not indude load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweigtit^ 15.0 psf Level #REF! #REF! Roof L3 L2 Cumulative OTM (ft-k) 0 0 46 138 257 RM 0.475 (ft-k) 0 0 22 35 51 ZM (ft-k) 0 0 24 103 205 Holdovvn HD Force (k) 0.0 0.0 1.5 6.6 13.3 HD TYPE CS22 CS22 CSI6 CfvAST12 HDU14-7.2f HD Cop R 0,8 0,8 1.7 9.2 14.4 Per Citv of San Dieap requfrement: Anchor Elongation'= O.'d^'* < 0.125" OK Post Post Force (k) 0.0 0.0 2.8 8.6 16.0 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (5)2x6 Post Cap (k) 0 0 21.7 17.9 16.9 Shieorwall Vcmltv (P£) 0 0 325 593 593 SW TYPE W6 W6 W4 W3 W3 Vcop (plf) 310 310 460 600 600 Vcap red (plf) 310 310 460 600 600 'CAP 0.00 0.00 0.71 0.99 0.99 Discrete Level Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.10 0,00 < 0,10 0,00 < 0.10 #DIV/OI ## 0.10 PA Req'd? __[N0]__ [NO] __[NOJ__ #DIV/0! A IBC 12,8 (in) 0.025h ASCE Table 12 (in) #N/A ## 9.30 7.71 < 9.30 5.71 < 6.68 3.20 < 3.75 Story Drift IBC 12.8 #N/A 'ioK)" _[OK]__ '[OK]'" J:\2009\09-5I-018 Hilton Corlsbod Resort ond Spo\Calculatlons\Wood 8, Steel\Laterai\[C - SheanA/oll Design 06,09,20iO,xlslA-2 ^DCI ENGINEERS Project No. Sheet No. D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section C 6/10/10 Subject By Wall A-2 MC 7^ 7^ u_ u 226,0 Dii U 5,0 pif U u VI u Deflected Sttape, A Wall A-2 5x = Cd 6xe/l Cd = 4 1 = 1.0 Sds^ = 0.891 As^ 8(1.4v)h^ EAb E = 1,600,000 psi 1A.^ = 0.025 hx G = 90,000 psi do = 0.177 in Notes: (1.4v)h Gt + 0.75he„ + hdc ASCEtbl 12.12-1 A) This spreodsheet ossumes 0.148" Dio. flOdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with sfrength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweigfit ^ = iS.Opsf Per Citv of San Oieoo requirement: Level Discrete en ASD Table 3,2 (in) t (in) 5xe ASCE 12,8,6 (in) 5x IBC I2,( 15 (In) Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025ti ASCETable 12.12- (in) Story Drift IBC 12.8 #REF! #REF! Roof L3 L2 0.049 0.049 0.048 0.046 0.046 0.535 0.535 0.535 0.535 0.535 #N/A 0.50 0.63 0.80 #N/A 2.00 2.51 3.20 0.00 < 0.10 0.00 < 0.10 0.00 < 0.10 #DIV/0! ## 0.10 __[NO]__ '"[Noi" __[N0J__ #DIV/0! #N/A ## 9.30 7.71 < 9.30 5.71 < 6.68 3.20 < 3.75 #N/A '[OK]" _[0K]_ '[OK]" J:\2009\09-SI-0I8 Hilton Carlsbad Resort and Spa\Calculatlons\Wood 8, Steel\Lateral\[C - Sheanwall Design 06.09.2(|^0,xl^^-3 DCIENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. Hote 6/10/10 Project Hilton Carlsbad Section C Subject Wall A-3 w MC 7^ o O VI Deflected Shape, A Wall A-3 5x = Cd 5xe/l I = 1.0 Cd Sds^ 4 0.891 As^ 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi \AJ = 0.025 hx G = 90,000 psi do = 0.177 in Gt + 0.75tien hd^ ASCEtbl 12.12- Notes: A) rttis spreadsheet assumes 0.148"Dia. (IOdj x 2 1/2" Nails, 15/32" C-D Sheothing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributory dead load only, wall selfweight is separate inpuf. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight^ IS.U PH Per City of San Oieao requirement: Anchor Elongation = 0.09" 0.125" Level #REF! #REF! Roof L3 L2 Discrete en ASD Table 3.2 (in) 0.049 0.049 0.048 0.046 0.046 t (in) 0.535 0.535 0.535 0.535 0.535 5xe ASCE 12,8,6 (in) #N/A 0.50 0.63 0.80 5x IBC 12.{ 15 (in) #N/A 2.00 2.51 3.20 Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 0.10 0.00 < 0.10 0.00 < 0.10 #DIV/0! ## 0.10 PA Req'd? [NO] [NO] __iNO]__ #DIV/0l A IBC 12,8 (in) 0.025h ASCE Table \2.\: (in) #N/A ## 9.30 7.71 < 9.30 5.71 < 6.68 3.20 < 3.75 Story Drift IBC 12.8 #N/A [OK]" _[OK]__ '[OK]" j:\2009\09-51-018 Hliton Car'sbod Resort and Spa\CalcuIations\Wood & Steel\Lateral\;c - Shearwall Design 06,09,2010.xls]A-4 ^DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Date 6/10/10 Subject Wall A-4 By MC 7*^ 7'-*> VI a ) , U- U u Deflected Shape, A 12.5' Wall A-4 5x = Cd 5xe/l Cd = 4 1 = 1.0 Sds' = 0.891 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi \AJ = 0.025 hx G = 90,000 psi d„ = 0.177 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148"Dia. (IOdj x2 1/2" Nails, 15/32" C-D Sheothing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight ° = 15.0 psf Per City of San Dieao requirement Anctior Elongation = #N/A ## 0.125" #N/A Level #REFI #REFI Roof L3 L2 Discrete en ASD Toble 3.2 (In) 0.049 0.049 0.048 0.046 0.035 t (in) 0.535 0.535 0.535 0.535 0.535 5xe ASCE 12,8,6 (in) #N/A 0.52 0.66 0.77 8x ISC I2.« 15 (in) #N/A 2.10 2.63 3.07 Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [N01_ "[NO]" INO]_ "[NO] A IBC 12.8 (in) 0.025h ASCe TabJe !2 12- (in) #N/A ## 9.30 7.80 < 9.30 5.70 < 6.68 3.07 < 3.75 Story Drift IBC 12,8 #N/A "[OK]" jOK]__ "[OK]" J:\2009\09-51-018 H'iton Carlsbad Resort and Spa\Calculations\Wood 8, Steel\Lateral\[C - Shearwall Design 06.09,2010,xls]A-5 ^DCI ENGINEERS ^SSS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Date 6/10/10 Subject Wall A-5 fiy MC a VI n7\ a t , u_ u u Ll_ o u Deflected Shape, A 1 Wall A-5 5x = Cd5xe/I Cd = 4 1 = 1.0 Sds' = 0.891 8(1.4v)h^ .4v)h + 0.75hen + hdo EAb Gt E = 1,600,000 pst |AC,^ = 0.025 hx ASCEtbl 12.12- G = 90,000 psi da = 0.177 in Notes: A) This spreadsheet assumes 0.148"Dia. (IOdj x 2 1/2" Noils, /5/32"C-D Sheothing wifh Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Inpuf fributary dead load only, wall selfweight is separate input. C) As determined wifh strength level forces D) Compression force is seismic only, does not include load from beom reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight * = IS.Op-t PQI; City of San Dieao requirement: Ajichor Eroh^ation = 0.09" < 0.125" OK Level #REF! #REF! Roof L3 L2 Cumulative OTM (ft-k) 0 0 46 138 257 RM 0.475 (ft-k) 0 0 22 35 51 EM (ft-k) 0 0 24 103 205 Holdown HD Force jk) 0.0 0.0 1.5 6.6 13.3 HD TYPE CS22 CS22 CS16 CMST12 HDUl 4-7.2,f HD Cap 11 0.8 0.8 1.7 9.2 14.4 Post Post Force (k) 0.0 0.0 2.8 8.6 16.0 Post TYPE No Flr No Flr (2)2x6 ('2)2x6 (5)2x6 Post Cop (k) 0 0 21.7 17.9 16.9 Shearwall Vcmltv (P^) 0 0 325 593 593 SW TYPE W6 W6 W4 W3 W3 Vcop (plf) 310 310 460 600 600 Vcap red (plf) 310 310 460 600 600 0.00 0.00 0.71 0.99 0.99 Level Discrete On ASD Table 3,2 (in) t (In) 5xe ASCE 12,8,6 (in) 5x IBC 12,( 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCETable 12 12-1 (in) Story Drift IBC 12.8 #REF! #REF! Roof L3 L2 0.049 0.049 0.048 0.046 0.046 0.535 0.535 0.535 0.535 0.535 #N/A 0.50 0.63 0.80 #N/A "i'oo' 2.51 3.20 0.00 < 0.10 0.00 < 0.10 0.00 < 0.10 #DIV/0l ## 0.10 __[NO]__ """[Noi"" __[NO]__ #D1V/01 #N/A ## 9.30 7.71 < 9.30 5.71 < 6.68 3.20 < 3.75 #N/A '[OK]" '[OK]"" J:\2009\09-5I-018 wilton Car'sbod Resort and Spa\Calculations\Wood 8. SteeMateral\'C - Shearwall Design 06.09-2010,xls|A-6 ^DCI ENGINEERS S^S D'AMATO CONVERSAKO INC. Project No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Date 6/10/10 Subject Wall A-6 By MC 7^ VI a > , LL u 276.0 pli O o up,! O U u Deflected Shape, A 1 Wall A-6 = Cd5xe/I = 1.0 Cd = 4 Sds^ = 0.891 8(1.4v)h^ .4v)h + 0.75hen + Ma EAb Gt E = 1,600,000 psi [AO^ = 0.025 hx ASCEtbl 12.12-1 G = 90,000 psi da = 0.177 in Notes: A) This spreadsheet assumes 0.148" Dia. flOdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf fributary dead load only, wall selfweight is separate input. C) zls determined with sfrength level forces D) Compression force is seismic only, does nof include load from beam reoctions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight Per Citv of San Dieao requirement: Anchor Bongafion = 0.09" < 0.125" OK Level Discrete en ASD Table 3.2 (in) t (in) 5xe ASCE 12,8,6 (in) 8x IBC 12,f 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0.025h ASCE table 12 12- (in) Story Drift ISC 12.8 #REFI #REF! Roof L3 L2 0.049 0.049 0.048 0.046 0,046 0,535 0.535 0.535 0.535 0.535 #N/A 0.50 0.63 0.80 #N/A 2.00 2.51 3.20 0.00 < 0.10 0.00 < 0.10 0.00 < 0.10 #DIV/0! ## 0,10 __1N01__ "'[NO]"" __[N01__ #DlV/0! #N/A ## 9,30 7.71 < 9.30 5.71 < 6.68 3.20 < 3.75 #N/A '[OK]" _[OK]__ "[OK]" J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calcuio1ions\Wood 8. Steel\Lateral\[C - Sheorwoll Design 06,09,20iO,xls]A-7 ^DCI ENGINEERS !SSS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Date 6/10/10 Subject Wall A-7 By MC 7^ J^ n VI U- u LL. u o Q . u Deflected Shape,A 21.5' Wall A-7 Cd 5xe/l 1.0 Cd Sds"^ 4 0.891 8(1.4v)h^ (1.4v)h EAb Gt E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in + 0.75hen hd„ ASCE tbll 2.12-1 Notes: A) This spreadsheet assumes 0.148" Dia. (IOdj x 2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate inpuf. C) zls determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight* = Per Cih^ of San Dieao requirement: Anchor Elongation = 0.09" < 0.125" OK Level #REF! #REF! Roof L3 L2 Cumulative OTM (ft-k) 0 0 63 190 386 RM 0.475 (ft-k) 0 0 41 66 97 EM (ft-k) 0 0 22 123 289 Holdown HD Force (k) 0.0 0.0 1.0 5.7 13.5 HD TYPE CS22 CS22 CS20 CMSTC14 HDUl 4-7.2; HD Cop £) 0.8 0.8 1.0 6.5 14.4 Post Post Force jk) 0.0 0.0 2.8 8.6 17.5 Post lYPE No Flr No Flr (2)2x6 (2)2x6 (6)2x6 Post Cop (k) 0 0 21.7 17.9 20.5 Shearwall Vcmltv (plf_) 0 0 325 593 713 SW fYPE W6 W6 W4 W3 W2 Vcop (pit) 310 310 460 600 770 Vcop red (plf) 310 310 460 600 770 0.00 0.00 0.71 0.99 0.93 Level Discrete en ASD Table 3,2 (in) t (in) Sxe ASCE 12,8,6 (in) 8x IBC I2,( 15 (in) Cumulative e ASCE 12,8-16 0,1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h -ASCETable 12 12- (in) Story Drift ISC 12.8 #REFI #REF! Roof L3 L2 0.049 0.049 0.048 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.47 0.59 0.69 #N/A 1.89 2.38 2.77 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[NO]_ "[NO] _[NOj_ [NO] #N/A ## 9.30 7.04 < 9.30 5.15 < 6.68 2.77 < 3.75 #N/A '[OK]"' _[0K]__ "[OK]" J:\2009\09-51-018 Hliton Carlsbad Resort and Spa\Ca'culations\Wood 8. SteeMateral\[C - Shearwall Design 06.09.2010,xlslA-8 ^DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Date 6/10/10 Subject Wall A-8 By MC J^ Cli a 4, Li_ u u '5,0 p.i a I . LL. u '5.0 Cif VI tvpi u Deflected Shape, A 1 Wall A-8 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 0.891 As'^ 8(1.4v)h^ -I- — EAb E = 1,400,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in .4v)h Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148" Dia. (Wdj x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate inpuf. C) zl s determined wifh strength level forces D) Compression force is seismic only, does not indude load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight'^ :5.U [>£! Per Cityof San Dlego requirement: Anctior Elongation = #N/A ##0.125" #N/A Level Discrete en ASD Table 3,2 (in) (in) 5xe ASCE 12,8,6 (in) 5x ISC I2,« 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12 i: (in) Story Drift IBC 12.8 #REF! #REF! Roof L3 L2 0.049 0.049 0.048 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.50 0.63 0.73 #N/A 2.00 2.51 2.93 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[NO]_ •[NO]" [NO]_ [NO] #N/A ## 9.30 7.45 < 9.30 5.45 < 6.68 2.93 < 3.75 #N/A "ioKj" _[OK]__ '[OK]'" J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Wood & Steel\Lateral\[C - Shearwall Design 06,09,2010,xis]A-9 ^DGI ENGINEERS aSSS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Date 6/10/10 Subject Wall A-9 By MC 7^ u u u VI u Deflected Shape,A Wall A-9 5x = Cd5xe/I I = 1.0 Cd = 4 Sds"^ = 0.891 As^ 8(l.4v)h^ (l,4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in Gt + 0.75he„ hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148"Dia. (IOdj x2 1/2" Noils, 15/32" C-D Sheothing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf fributary dead load only, woll selfweight is separate input. C) zls determined wifh sfrength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ, Wall Selfweight' 15,0 psf Per City of San Dieao requirement: Anchor Elongation = #NyA ## 0.125" #N/A Level Discrete en ASD Table 3,2 (in) t (in) 5xe ASCE 12,8,6 (in) 5x ISC 12,( 15 (in) Cumulative e ASCE 12,8-16 0,1 ASCE 12.8,7 PA Req'd? A IBC 12.8 0.025h ASCE Table 12.12- (in) Story Drift ISC 12,8 #REF! #REF! Roof L3 L2 0.049 0.049 0.048 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.50 0.63 0.73 #N/A 2.00 2.51 2.93 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ [Noi" [NO]_ [NO]' #N/A ## 9.30 7.45 < 9.30 5.45 < 6.68 2.93 < 3.75 #N/A '[OK]" _[OK]__ '[OK]" J:\2009\09-5i-018 Hi'ton Carlsbad Resort and Spa\Calculations\Wood 8, Steei\Latsral\[C - Shearwall Design 06,09,2010,,xls]A-i0 ^DCI ENGINEERS ^SS D'AMATO CONVERSAKO INC. Project No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Dote 6/10/10 Subject Wall A-10 By MC 7^ 7'-*> VI o u u Deflected Shape,A 15.5' Wall A-10 = Cd 5xe/l = 1.0 Cd = 4 Sds^ = 0.891 As'= 8(1.4v)h^ EAb E = 1,600,000 psi = 0.025 hx G = 90,000 psi da = 0,177 in Notes: .4v)h Gt + 0.75hen + hda ASCEtbl 12.12-1 A) This spreodsheet ossumes 0.148" Dio. (IOdj x2 1/2" Nails, 15/32" C-D Sheothing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate inpuf. C) zls determined with strength level forces D) Compression force is seismic only, does nof include load from beam reoctions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight^ = 1.0 psf Per City of Son Dieao requirement Anchor flongafion = WA ## 0.125" #1^/A Level #REF! #REF! Roof L3 L2 1 Discrete en ASD Table 3,2 (In) 0.049 0.049 0.048 0.046 0.035 t (in) 0.535 0.535 0.535 0.535 0.535 5xe ASCE 12,86 (in) #N/A 0.50 0.63 0.73 5x ISC 12,! 15 (in) #N/A 2.00 2.51 2.93 Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? _[NO]_ '[NO] _[N01_ "[NO]' A IBC 12,8 (in) 0.025h ASCE Table 12.12- (in) #N/A ## 9.30 7.45 < 9.30 5.45 < 6.68 2.93 < 3.75 Story Drift IBC 12,8 #N/A '[OK]" _[OK]__ "[OK]"" J:\2009\09-51-018 Hilton Corlsbod Resort and Spo\Calculatlons\Wood 8, Steel\Lateral\(C - Shearwall Design 06,O9,20i0,xls]A-11 ^DCI ENGINEERS ^SS D'AMATO CONVERSAKO INC. Project No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Date 6/10/10 Subject Wall A-11 By MC 7^ 7'-^i o u u VI p^ u Deflected Shape, A 15.5' Wall A-11 5x = Cd Sxe/I I = 1.0 Cd = 4 Sds^ = 0.891 As" 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in Notes: (1.4v)h Gt + 0.75hen + hda ASCE fbl 12.12-1 A) This spreadsheet assumes 0.148"Dia. (IOdj x2 1/2" Nails, 15/32" C-D Sheothing wifh Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Inpuf tributory dead load only, woll selfweight is separate inpuf. C) zls determined with strength level forces D) Compression force is seismic only, does nof include load from beom reoctions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight'' = iS.Opit Per Citv of San Ofeao re^ir^m^t: Anchor Elongafion = #H/A ## 0.125" #N/A Cumulotive Holdown Post Shearwall OTM RM ZM HD HD HD Post Post Post Vcmltv SW Vcop Vcap VcMLtV Lsvsl 0,475 Force TYPE Cap Force TYPE Cap TYPE red VCAP (ft-k) (ft-k) (ff-k) (k) (k) (k) (k) (plf) (plf) (plf) #REF! 0 0 0 #REF! 0 0 0 0,0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 Roof 46 22 24 0,0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 L3 138 35 103 1,5 CS16 1.7 2.8 (2)2x6 21.7 325 W4 460 460 0.71 L2 281 51 230 6,6 CMST12 9.2 8.6 (2)2x6 17.9 593 W3 600 600 0.99 1 14,8 ERROR n/a 17.5 (6)2x6 20.5 713 W2 770 770 0.93 Level Discrete Bn ASD Table 3,2 (in) t (in) 5xe ASCE 12,8,6 (in) 5x ISC I2,f 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (In) 0.025h ASCE Table 12,i: (in) Story Drift IBC 12,8 #REF! #REF! Roof L3 L2 0.049 0.049 0.048 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.50 0.63 0.73 #N/A 2.00 2.51 2,93 0.00 0,00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ "[Noj' [N01_ "(Noi #N/A ## 9.30 7.45 < 9.30 5.45 < 6.68 2.93 < 3.75 #N/A '[OK]" _[OK]__ "[OK]"' J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Caiculations\Wood 8, Sfeei\Lateral\fC - Shearwall Design 06.09,2010,xlslA-12 ^DCI ENGINEERS ^B5 D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Dote 6/10/10 Subject Wall A-12 By MC 7^ 7^ > fi VI o u u Deflected Shape, A Wall A-12 Sx 1 = Cd 5xe/l = 1.0 Cd = 4 Sds= = 0.891 As= 8(1.4v)h^ ( EAb 1.4v)h + 0.75hen + Gt hda b E = 1,600,000 psi |Aa^ = 0.025 hx ASCE fbl 12.12-1 G = 90,000 psi da = 0.177 in Notes: A) This spreadsheet assumes 0.148"Dio. (IOdj x 2 1/2" Noils, 15/32" C-D Sheothing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributory dead load only, wall selfweight is separate input. C) zls determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight^ iS.O ptt Per Ciiy of San Dieqo requirement: Anchor Etongation = #^/A ## 0.125" #N/A Level #REF! #REF! Roof L3 L2 1 Cumulative OTM (ff-k) 0 0 46 138 281 RM 0.475 (ft-k) 0 0 22 35 51 XM (ft-k) 0 0 24 103 230 Holdown HD Force jk) 0.0 0.0 1.5 6.6 14.8 HD TYPE CS22 CS22 CS16 CMST12 ERROR HD Cap ±L 0.8 0.8 1.7 9.2 n/a Post Post Force (k) 0.0 0.0 2.8 8.6 17.5 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (6)2x6 Post Cop (k) 0 0 21.7 17.9 20.5 Shearwall Vcmltv (plf_) 0 0 325 593 713 SW TYPE W6 W6 W4 W3 W2 Vcap (plf) 310 310 460 600 770 Vcop red Iplf) 310 310 460 600 770 0.00 0.00 0.71 0.99 0.93 Discrete Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A ISC 12,8 (in) 0.025h ASCE Toble 12 i; (in) Story Drift IBC 12.8 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ "[NO] [NO]_ "[NO]" #N/A ## 9.30 7.45 < 9.30 5.45 < 6.68 2.93 < 3.75 #N/A '[OK]" _[OK]__ '[OK]" J;\2009\09-51-OI8 Hilton Carlsbad Resort and Spa\Calculations\Wood & SteeMateral\[C - Shearwall Design 06,09,2010-Xis]A-i 4 L-87 DCI-ENGINEERS D'AMATO CONVERSAKO INC. Project No. 09-51-018 DoTi 6/10/10 Project Hilton Carlsbad Section C Subjecf Wall A-14 w MC 7^ 7^ 7^ VI o u a > . LL. u u Deflected Shape, A 18.5' Wall A-14 8x = Cd 5xe/l I = 1.0 Cd = 4 Sds= = 0.891 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148" Dio. (IOdj x 2 1/2" Noils, 15/32" C-O Sheothing wifh Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) zls determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' = 15,0 Per City of San Dieao requirement: Anchor Elongation = 0.09" 0.125" Level Discrete en ASD Table 3.2 (in) t (in) 8xe ASCE 12,8,6 (in) 5x ISC 12,( 15 (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (In) 0.025h ftSCETobie 12.12-1 (in) Story Drift ISC 12,8 #REF! #REF! 0.049 0.535 #N/A #N/A 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ [NO]' [NO]_ [NO] #N/A ## 9.30 #N/A "[OK]" _[OK]__ '[OK]" Roof L3 L2 0.049 0.048 0.535 0.535 0.48 0.61 0.71 1.94 2.44 2.84 7.21 < 9.30 5.27 < 6.68 2.84 < 3.75 0.046 0.035 0.535 0.535 J:\2009\09-51-018 Hii*on Carlsbad Resort and Spa\Calculations\Woad 8. Steel\Lateral\[C - Shearwall Design 06.09.2010.xis]A-i 5 L - 88 ^DCI ENGINEERS Project No. Sheet No. D'AMATO CONVERSAKO INC. 09-51-018 Project Dote Hilton Carlsbad Section C 6/10/10 Subject By Wall A-15 MC Discrete Sx ISC 12,f 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0.025h ASCETable 12,12-1 (in) Story Drift isc 12,8 #N/A 1.62 1.80 2.99 0.00 < 0.10 __[N01__ #DIV/0! #DIV/0! •'[NO]" #N/A tttt 9.30 6.42 < 9.30 4.80 < 6.68 2.99 < 3.75 #N/A '[OK]" _[0K]__ '[OK]" #DIV/0! ## 0.10 #DIV/0! ## 0.10 0.00 < 0.10 J:\2009\09-51-018 Hilton Carisbad Resort and Spa\Calculations\Wood 8, St6ei\Laterai\|C - Shearwall Design 06,09,2010.xlslA-i 6 L-89 ^DCI ENGINEERS Project No. Sheet No. dSBS D'AMATO CONVERSAKO INC. 09-51-018 Project Date Hilton Carlsbad Section C 6/10/10 Subject By Wall A-16 MC Level Discrete en ASD Table 3,2 (in) t (In) 5xe ASCE 12,8,6 (In) Sx IBC I2,f 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A ISC 12.8 (in) 0.025h ASCE Table 12 12- (in) Story Drift ISC 12,8 #REF! #REF! Roof L3 L2 0.049 0.049 0.049 0.049 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.36 0.41 0.66 #N/A 1.46 1.62 2.63 0.00 0.10 __[NO]__ #DiV/0! #DlV/0! ""[NO]"' #N/A ## 9.30 5.71 < 9.30 4.25 < 6.68 2.63 < 3.75 #N/A "(OK]"" _[OK]__ "[OK]" #DIV/0! ## O.IO #DIV/0! ## 0.10 0.00 < 0.10 J:\2009\09-S1-018 Hilton Carisbad Resort and Spa\Caicula'ions\Wood 8, Steei\Lateral\[C - Shearwall Design 06.09.20'O.xislA-1 7 L-90 ^DCI ENGINEERS Project No. Sheet No. SSS D'AMATO CONVERSAKO INC. 09-51-018 Project Date Hilton Carlsbad Section C 6/10/10 Subject By Wall A-17 MC • 7'^ 7'-*i JUL o u u VI Deflected' Shape, A 7.5' Wall A-17 = Cd Sxe/I = 1.0 Cd Sds^ 4 0.891 8(1.4v)h^ .4v)h EAb E = 1,600,000 psi jAa"^ = 0.025 hx G = 90,000 psi da = 0.137 in Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148"Dio. (IOdj x2 1/2" Noils, 15/32" C-D Sheothing wifh Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) zls determined wifh strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight" = tb.Q pi: Level #REF! #REF! Roof L3 L2 1 Cumulative OTM 0 0 0 0 75 RM 0.475 0 0 5 9 13 SM m 0 0 -5 -9 62 Holdown HD Force EL 0.0 0.0 0.0 0.0 8.3 HD TYPE CS22 CS22 CS22 CS22 HDUl 1-5.5 HD Cop R 0.8 0.8 0.8 0.8 9.5 Per Cilv of San Dieao requirement: Anchor Elongation = 0.05" < 0.125" OK Post Post Force jk) 0.0 0.0 0.0 0.0 9.4 Post TYPE No Flr No Flr (2)2x6 (2) 2x6 (3) 2x6 Post Cap (k) 0 0 21.7 17.9 9.8 Shearwall Vcmltv (P^) 0 0 0 0 750 SW TYPE W6 W6 W6 W6 W2 Vcop 310 310 310 310 770 Vcap red (plf) 310 310 310 310 770 0.00 0.00 0.00 0.00 0.97 Level Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 < 0.10 #DIV/0! ## 0.10 #DIV/0! ## 0.10 0.00 < 0,10 PA Req'd? __[N0]__ #DIV/0! #DIV/0! """[NO]' A IBC 12,8 (in) 0.025h ASCE Table 12.12-1 (in) #N/A ## 9.30 7.44 < 9.30 5.55 < 6.68 3.45 < 3.75 Story Drift ISC 12.8 #N/A '[OK]" JOK]__ "[OK]" J:\2009\09-51-018 Hilton Carisbad Resort and Spa\Calcuiatlons\Wood 8. Steel\i.ateral\[C - Shearwall Design 06,09,201 Cx'slA-l 8 L-91 ^DCI ENGINEERS !^BS D'AMATO CONVERSAKO INC. Project No. 09-51-018 Sheet No. Project Hliton Carlsbad Section C Dote 6/10/10 Subject Wail A-18 By MC 7'-ti 7^ 7^ 7^ 0 pi; VI u KB Deflected Shape, A Wall A-18 Sx = Cd Sxe/I I = 1.0 Cd = 4 Sds^ = 0.891 As" 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi \AJ = 0.025 hx G = 90,000 psi da = 0.114 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreodsheet assumes 0.148"Dio. (IOdj x2 1/2" Noils, 15/32" C-D Sheothing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate inpuf. C) As determined with sfrength level forces D) Compression force is seismic only, does not indude load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 27.5' Typ. Wall Selfweight" :.0 psf Per Citv of San Dieao requirement: Anchor Elongation Level #REF! #REF! Roof L3 L2 1 Discrete en ASD Toble 3.2 (in) 0.049 0.049 0.049 0.049 0.035 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12.8.6 (in) #N/A 0.36 0.40 0.65 Sx IBC I2,« 15 (in) #N/A 1.43 1.60 2.59 Cumulative 9 ASCE 12,8-16 0,1 ASCE 12.8.7 0.00 0.10 #DIV/OI ## 0.10 #DIV/0! ## 0.10 0.00 < 0.10 PA Req'd? __[NO]__ #DIV/0! #DiV/0! ""[NO]"" A (BC 12.8 (in) 0.025h ASCE Table 12 12- (in) #N/A ## 9.30 5.62 < 9.30 4.19 < 6.68 2.59 <• 3.75 Story Drift IBC 12.8 #N/A '[OK]" _[OK]__ '[OK]" J:\2009\09-Sl-0i8 Hilton Carlsbad Resort and Spa\Caiculations\Wood 8. Steei\Laterai\[C - Shearwall Design 06,09,20IO,xisiA-l 9 L-92 ^DCI ENGINEERS SSS D'AMATO CONVERSAKO INC. Project No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Date 6/10/10 Subject Wall A-19 By MC 7^ o LL. o U o Ll_ (J o VI p^ u Deflected Shape, A 55.5' Wall A-19 5x = Cd Sxe/I I = 1.0 Cd = 4 Sds^ = 0.891 As^ 8(1.4v)h' (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.088 in Gt + 0.75hen hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148"Dia. (IOdj x 2 1/2" Nails, 15/32" C-D Sheothing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf fributary dead load only, wall selfweight is separate input. C) zls determined with strength level forces D) Compression force is seismic only, does not include lood from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight" = Per City of San Dieao requirement: Anchor Elongation = 0,00" < 0.125" OK Level Discrete On ASD Table 3.2 (in) t (in) Sxe ASCE 12.8.6 (in) Sx ISC 12,f 15 (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12 12-1 (in) Story Drift IBC 12.8 #REFI #REFi Roof L3 L2""" 1 0.049 0.049 0.049 0.049 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.34 0.37 0.61 #N/A 1.34 1.50 2.44 0.00 < 0.10 #DIV/0! ## 0.10 #DIV/0! ## 0.10 0.00 < 0.10 __[NO]__ #DIV/0! #DlV/0! '"[NO]"" #N/A ## 9.30 5.28 < 9.30 3.94 < 6.68 2.44 < 3.75 #N/A [OK]" _[OK]__ '[OK]" J:\2009\09-5'-018 Hilton Carlsbad Resort and Spa\Calculotions\Wood 8, Steei\Lateral\[C - Sheorwoll Design 06,09,2gl0.xi5ll iOlO.xisll-l L-93 ^DCI ENGINEERS Project No. Sheet No. ^BS D'AMATO CONVERSANO INC. 09-51-018 Proyect Date Hilton Carlsbad Section C 6/10/10 Subject By Wall 1-1 MC Q;' o o 50.0 pit u VI u Deflected Shape,A 1 21.5' Wall 1-1 Sx = Cd Sxe/I I = 1.0 Cd = 4 Sds"^ = 0.891 8(1.4v)h^ -I- EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in .4v)h Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreodsheet assumes 0.148" Dio. (IOdj x 2 1/2" Noils, 15/32" C-D Sheothing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary deod load only, wall selfweight is separate inpuf. C) zls determined wifh strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight" li.O psf Per Citv of San Dieao requirement: Anchor Elongation = 0.09" < 0.125" OK Level #REF! #REF! Roof L3 L2 1 Cumulative OTM (ft-k) 0 0 79 204 395 RM 0.475 (ft-k) 0 0 21 43 102 ZM (ft-k) 0 0 58 160 293 Holdown HD Force (k) 0.0 0,0 2,7 7,5 13,6 HD TYPE CS22 CS22 CMSTCI 6 CMST12 HDUl-4-7,2; HD Cop E. 0,8 0,8 4.6 9.2 14.4 Post Post Force il 0.0 0.0 3.6 9.3 18.0 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (6)2x6 Post Cap (k) 0 0 21.7 17.9 20.5 Sheorwoll Vcmltv 0 0 412 581 695 SW TYPE W6 W6 W4 W3 W2 Vcop (plf) 310 310 460 600 770 Vcap red (plf) 310 310 460 600 770 0.00 0.00 0.89 0.97 0.90 Level Discrete en ASD Table 3.2 (In) t (In) Sxe ASCE 12.8.6 (In) Sx IBC I2.i 15 (in) Cumulative 9 ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A ISC 12,8 (in) 0.025h ASCE Table 12 12 (in) Story Drift IBC 12.8 #REF! #REFI Roof L3 L2 0,049 0.049 0.048 0.046 0.035 0.535 0.535 0.535 0.535 0,535 #N/A 0.50 0.59 0.69 #N/A 1.99 2.37 2.74 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[NO]_ "[NO]" [NO]_ [Noj" #N/A ## 9.30 7.09 < 9.30 5.11 < 6.68 2.74 < 3.75 #N/A •[OK]" _[OK]__ [OK]" J:\2009\09-51-018 Hilton Car'sbod Resort and Spa\Caicuiations\Wood 8, S'eel\Lateral\(C - Shearwall Design 06.09,2010,xlsl2-l L-94 ^DCI ENGINEERS Projecf No. Sheet No. ^SSm D'AMATO CONVERSANO INC. 09-51-018 Project Dote Hilton Carlsbad Section C 6/10/10 Subject By Wall 2-1 MC 7'-ti 7'-*> 7^ Ll_ u o U- o o VI u Deflected Shape, A 1 19.5' Wall 2-1 Sx = Cd Sxe/I Cd = 4 1 = 1.0 Sds^ = 0.891 As^ (1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in Notes: .4v)h Gf + 0.75hen + hda ASCEtbl 12.12-1 A) This spreodsheet assumes 0.148"Dia. (IOdj x 2 1/2" Noils, 15/32" C-D Sheathing wifh Doug-Fi'r Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) As determined wifh sfrength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight" 3.0 OSI Per Cilv of San Dieao requirement: Anchor Bongation = #N/A ## 0.125" #N/A Level Discrete Bn ASD Table 3,2 (in) (in) Sxe ASCE 12.8,6 (in) Sx ISC I2,( 15 (In) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCETable 12 12-1 (in) Story Drift IBC 12.8 #REF! #REF! Roof L3 L2 1 0.049 0.049 0.046 0.046 0.046 0.535 0.535 0.535 1.070 1.070 #N/A 0.53 0.57 #N/A' #N/A 2.13 2.30 #N/A 0.00 < 0.10 0.00 < 0.10 0.00 < 0.10 #N/A ## 0.10 _[NO]_ ""[NO]" _[N01_ #N/A #N/A ## 9.30 9.30 6.68 3.75 #N/A #N/A #N/A #N/A #N/A ## #N/A tttt #N/A ## J:\2009\09-51-018 Hilton Corlsbod Resort and Spa\Calcuiations\Wood 8, Steei\Lateral\|C - Shearwall Design 06.09,2£10,;^s^-i ^DCI ENGINEERS Projecf No. Sheet No. ^SSm D'AMATO CONVERSAKO INC. 09-51-018 Project Date Hilton Carlsbad Section C 6/10/10 Subject By Wall 3-1 MC u u u VI Deflected Shape, A 1 17.5' Wall 3-1 = Cd Sxe/I = 1.0 Cd Sds^ 4 0.891 8(1.4v)h^ .4v)h + 0.75hen + hda EAb Gt E = 1,600,000 psi |Aa^ = 0.025 hx ASCEtbl 12.12-1 G = 90,000 psi d„ = 0.114 in Notes: A) This spreodsheet ossumes 0.148" Dio. (IOdj x2 1/2" Nails, 15/32" C-D Sheothing wifh Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Input tributary dead ioad only, wall selfweight is separate inpuf. C) A s determined with strength level forces D) Compression force is seismic only, does not indude load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight" I S.O psf Per Cilv of San Dieao requirement: Anchor Borigation = 0.06" < 0.125" OK Level Discrete en ASD Table 3,2 (in) t (in) Sxe ASCE 12,8,6 (in) Sx (SC I2,( 15 (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCETable 12.12- (in) Story Drift leC 12.8 #REF! #REF! Roof L3 L2 0.049 0.049 0.049 0.049 0.048 0.535 0.535 0.535 0.535 0.535 #N/A 0.38 0.48 0.69 #N/A 1.51 1.94 2.77 0.00 < 0.10 #DIV/0! ## 0.10 0.00 < 0.10 0.00 < 0.10 __[NO]__ #DSV/0! __[N01__ "'"[NO]" #N/A ## 9.30 6.22 < 9.30 4.71 < 6.68 2.77 < 3.75 #N/A "[OK]"' _[OK]__ •[OK)" J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calcuiations\Wood 8, Steei\Lateral\[C - Shearwall Design 06.09.20'O.xl: ^DCI ENGINEERS D'AMATO CONVERSAKO INC. Projecf No. 09-51-018 Sheet No. Project Hilton Carlsbad Section C Date 6/10/10 Subject Wall 4-1 By MC 7^ 7*^ 7^ Q VI 20.0' Li- o o Ll_ u u u Deflected Shape, A 1 Sx = Cd 5xe/l Cd = 4 1 = 1.0 Sds^ = 0.891 Wall 4-1 S(!.4v)h^ 1.4v)h + 0.75hen + EAb Gt E = 1,600,000 psi |Aa^ = 0.025 hx ASCEtbl 12.12-1 G = 90,000 psi da = 0.137 in hdq b Notes: A) This spreodsheet assumes 0.148" Dio. (IOdj x 2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate inpuf. C) zls determined with sfrength level forces D) Compression force is seismic only, does not include lood from beam reoctions E) RM Load Combo: (0.6-0.14Sds)D 19.5' Typ. Wall Selfweight" IS f- '-.'4 Per City of Sun Dieoo requirement. Anchor Elongation = OM" < 0J25" OK Level #REF! #REF! Roof L3 L2 1 Cumulative OTM (ft-k) 0 0 40 120 255 RM 0.475 (ft-k) 0 0 17 36 85 SM (ft-k) 0 0 22 84 170 Holdown HD Force (k) 0.0 0.0 HD TYPE CS22 CS22 CS18 CMSTC16 HDUl 1-5.5 HD Cap R 0.8 0.8 1.4 4.6 9.5 Post Post Force (k) 0.0 0.0 2.0 6.0 12.7 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (4)2x6 Post Cap (k) 0 0 21.7 17.9 13.4 Sheorwoll Vcmltv (P^) 0 0 226 413 538 SW TYPE W6 W6 W6 W4 W3 Vcop (plf) 310 310 310 460 600 Vcap red (plf) 310 310 310 460 600 0.00 0.00 0.73 0.90 0.90 4.3 8.7 Level Discrete Bn ASD Table 3,2 (in) t (In) Sxe ASCE 12,8,6 (in) Sx IBC I2,( 15 (In) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A (SC 12,8 (in) 0.025h ASCE'Toble 12 12-1 (in) Story Drift IBC (2.8 #REF! #REF! Roof L3 L2 0.049 0,049 0.049 0,048 0.046 0.535 0.535 0.535 0.535 0.535 #N/A 0.44 0.54 0.73 #N/A 1.77 2.18 2.90 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[NO]_ [NO]" [NO)_ [NO]' #N/A ## 9.30 6.85 < 9.30 5.08 < 6.68 2.90 < 3.75 #N/A 'ioK]"" _[OKJ__ '[OK]" J:\2009\09-51-0i8 Hliton Carlsbad Resort and Spa\Calcuiatlons\Wood 8, Steel\Lateral\!C - Shearwall Design 06.09.20iO,xisl4-2 L - 97 ^DCI ENGINEERS Project No. Sheef No. SB! D'AMATO CONVERSAKO INC. 09-51-018 Project Date Hilton Carlsbad Section C 6/10/10 Subject By Wall 4-2 MC 7'-*f VI o u Deflected Shape, A Wall 4-2 Sx = Cd Sxe/I Cd = 4 1 = 1.0 Sdsi^ = 0.891 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.137 in Notes: (1.4v)h Gf + 0.75hen + hda ASCEtbl 12.12-1 A) This spreadsheet assumes 0.148"Dia. (IOdj x 2 1/2" Nolls, 15/32" C-D Sheothing wifh Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) zls determined with sfrength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 18.5' Typ. Wall Selfweight" IS.O psf Per Cit^ of San Dieqo requirement. Anchor Elongation =" 61^6" < 0.125" OK Level #REF! #REF! Roof L3 L2 Discrete en ASD Table 3,2 (in) 0.049 0.049 0.049 0.048 0.046 t (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE 12,8,6 (in) #N/A 0.44 0.54 0.73 ISC 12.1 15 #N/A 1,77 2.18 2.90 Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? ^[N01_ "[Noj' [NO]_ "[NO]' A (BC 12.8 (in) 0.025h ASCETable 12.i; (in) #N/A ## 9.30 6.85 < 9.30 5.08 < 6.68 2.90 < 3.75 Story Drift IBC 12.8 #N/A '[OK]'" _[OK]__ "ioKj" (12) {13)@(g) (15)^@ {g)®§) @ (24) 26 OQ ROOF SYSTEM TO B£ BIODtfi DCSICNep. HOOF PLAN SHOWN IS A SUCEESTEO LArOUT. CHANGES MUST BE SUBMTTEO TO THE ENGINEER-OF-RECOHO THRU THE ARCHITECT WITH BEAfiWC POINTS AND REACTfONS TO STRUCTURE. [2000185] INDICATES SHEAR TSANSFER LOAO IN ROOF TRUSS TO BE LOCATED ABOVE SHEAR WALLS TRUSS MANUFACTURER SHALL DESIGN THESE TRUSSES FOH THE BRACKETEO lATEHAL LOAO SPECIFIED PIAH. IN ADDITION TO THE DESIGN OEAO ANO LIVE LOADS. • HOOF IRUSStS SHALL BE OES«NEO FOR AOOITIONW. LOAOS FROM [MECHANICAL UNIIS, ROOF PATIO AREAS, UANOSCAPING AMD PtPWG], CONTRACTOR TO PROWOE THE IRUSS SUPPLIER WITH LOCAIIONS AND SUPPORT CONOIIIONS OF ALL UECHANICAI., ELECTRICAL, PLUMfllNC, AHO SPRINKLER LOAOS. SPECIAI IRUSS SHAPES A«D OPENING fiEQUHEUENTS ARE AS OESfCNATED ON PIANS, • • PROVIOE SIMPSON C5 CSlw A liiTvv = nos IVj msf-'-i'-fm- •; « HDCI ENGINEERS aSSSD'AMATO CONVERSANO INC. Project No. • 1 Ul 1 Sheet No. Date , Subject t:iapVnva,^i/vi Xfsuvvn PIAPI-fP^M V-'OV-Ctz ' 4-.3p'5+ (i-T.^^-r) = k /z\l' * 34-4-plf - APT? CC?S-!^I Dy^ &M ^ To f-^AMSF^-!^ p = 4-.^psf 04sU22:)( ^"^^ lb/2-4 plf - 33' S N/iDST pvs^i^:; Ur4-g: 4.5-^^(230(30.')=^ 3^(^0 lb 3t^O N] Mo?r DiiA(i, UKj:t mitf--if------~t-wms!mmir^ ^DCI ENGINEERS SSBSD'AMATO CONVERSANO INC. Project No. 1 L loa 1 Sheet No. Project 11^ ^ Q I'-1 ^ b A d Date , # S^i-Pfc^ (2--- ^VU 2- Uia..t:>V'iyA..a'tN 1 tor-; ^ 4.^pif f3^')^'^^v^ " 4-.p;fsi (2nO(i2) ^ r..-| f (2:7')f iO. S L / 2o'= 525 f\-r 6.1 u_ /Zo' = 435 f 1!. ! L /Zu' - 355flf ^ 4.g^4 (i3)(i!Z^) = 1 5.-1 f5l(|3)(-ll^' ) = 4. ^ W / 22' 5. L? 22 ^ 4oopiP 200|.\f 2t5,1_psp i^Y'ZIOprf - 8>" •2.-70 pir 4 . 4 \- f^lC pit = 41. 3S - 22' CMST14 fi^llcrw = b.^l-> 5.2.Ck. Ok/ 12 v-x^ 2-"^ Drcu?^ U.IU-/2. mPo opp vvoUl - Uk. <^ST!4' sir^op fo^iitsw^ C^.G'^ •> 5.1^ ^ c^^^ use Ce^^T ?',2.y li''/<g, ^ t?B»U <:^>V2-i^4t>^t^ ToG lI Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Dsgnr: Project Desc: Project Notes: Job# L-103 Printed, 28 JUL 2010. liOPM Wood Beam Design ENERCALC, INC. 1983-2010, Ver: 6.1.51 \ 1 Lie.*: KW-06006071 License Owner : dci j Description : RF - Corridor Drag BMS Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb-Tension 1700 psi Fb - Compr 1700 psi Fc-Prll 1400 psi Fc - Perp 680 psi Fv 400 psi Ft 1075 psi Beam is Fully Braced against lateral-torsion buckling : iLevel Truss Joist : TimberStrand LSL 1.3E - Beam/Col E: Modu/us of Elasticity Ebend-XX 1300 ksi Eminbend - xx Density 660.75 ksi 32.21 pcf D(0.275) Lr(0.22) Span = 10.0 ft Applied Loads Seivice loads entered. Load Factors w'lll be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, Lr = 0,020 ksf, Tributary Width = 11,0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : AWowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection fVlax Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.875 1 Maximum Shear Stress Ratio 3.5x9.25 Section used for this span 1,487.63psi fv: Actual 1,700,00psi Fv: Allowable +D+Lr+H Load Combination 5.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.166 in Ratio = 721 0.000 in Ratio = 0 <360 0.374 in Ratio = 320 0.000 in Ratio = 0 <240 Design OK 0.244 : 1 3.5x9.25 97.47 psi 400.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress' Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V c d C f/V Cr C m Ct Cfu Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length = 10.0 ft 1 0.486 0.135 1,000 1.000 1.000 1.000 1.000 1.000 3,44 826.46 1,700.00 1,17 54.15 400.00 +D+Lr+H 1.000 1.000 1,000 1.000 1.000 Length = 10.0 ft 1 0.875 0.244 1,000 1.000 1.000 1.000 1.000 1.000 6,19 1,487.63 1,700,00 2.10 97.47 400.00 +D-K),750Lr-K).750L+H 1.000 1.000 1.000 1.000 1.000 Length = 10.0 ft 1 0.778 0.217 1.000 1.000 1,000 1.000 1.000 1.000 5,50 1,322,34 1,700.00 1,87 86.64 400,00 +D-K). 750Lr+0.750L+0,750W/+H 1.000 1,000 1.000 1.000 1,000 Length = 10.0 ft 1 0.778 0,217 1.000 1.000 1.000 1.000 1.000 1.000 5,50 1,322,34 1,700.00 1.87 86.64 400,00 +D+0.750Lr+0.750L+0,5250E+H 1.000 1,000 1,000 1.000 1.000 Length = 10.0 ft 1 0.778 0,217 1.000 1.000 1.000 1.000 1.000 1.000 5,50 1,322,34 1,700.00 1.87 86.64 400,00 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max,"-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+Lr 1 0,3741 5.050 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-104 Printed: 28 JUL 2010, 1;iOPM Wood Beam Design ENERCALC, INC. 1983-2010, Ver: 6.1.51 \ lLlc.#: KW-06006071 License Owner: dci Description: RF -Corridor Drag BMS Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.475 2.475 DOnly 1.375 1.375 Lr Only 1.100 1.100 D+Lr 2.475 2.475 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-105 Printed 28 JUL 2010, l;08PM Wood Column ENERCALC, INC. 1983-2010, Ver: 6.1.51 || I Lie. #: KW-06006071 License Owner: dci Description : RF - Corridor Drags General Information Code Ref : 2006 IBC, ANSI / AF&PA NDS-2005 Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height Wood Species ILevel Truss Joist 10.0 ft Wood Grade Fb - Tension Fb - Compr Fc - Prll Fc - Perp TimberStrand LSL 1.3E - Bean 1700 psi 1700 psi 1400 psi 680 psi Fv Ft Density X-X Bending 1300 660.75 400 psi 1075 psi 32.21 pcf Wood Section Name Wood Grading/Manuf, Wood Member Type Exact Width Exact Depth Area Ix ly E : Modulus of Elasticity ... Basic Minimum Load Combination 2006 IBC & ASCE 7-05 Applied Loads y-y Bending 1300 660.75 Axial 1300 ksi 3.5x9.25 Trus-Joist TimberStrand 3.50 in Allowable Stress Modification Factors 9.250 in Cf or Cv for Bending 1.0 32.375 in"2 Cf or Cv for Compression 1.0 230 84 inM Cf or Cv for Tension 1.0 33.049 InM Cm ; Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Kf: Built-up columns 1.0 Use Cr: Repetitive ? No - Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Lengths for Y-Y Axis buckling: Y-Y (depth) axis :10 ft, K = 1.0 Seri'ice loads entered. Load Factors will be applied for calculations. Column self weiqht included : 72,417 Ibs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, E = 3.80 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Formla Location of max.above base At maximum location values are.,, Applied Axial Applied Mx Applied My Fc: Allowable 0.1911 :1 +D+0,70E+H Comp Only, fc/Fc' 0.0 ft 2.732k 0.0 k-ft 0.0 k-ft 441.63 psi Maximum SERVICE Liateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... 0.0 k 0.0 k PASS Maximum Shear Stress Ratio = Load Combination Location ot max.above base Applied Design Shear Allowable Shear 0.0:1 +0,60D+0.70E+H 10.0 ft 0.0 psi 400.0 psi Ct or Cv : Size based factors Bendina Compression 1.000 1.000 Tension Load Combination Results Load Combination Maximum Axial + Bendina Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +D+0.70E+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H 0.1911 PASS 0.1446 PASS 0.1446 PASS 0.1891 PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 0.0 0.0 0.0 PASS 10.0 ft PASS 10.0 ft PASS 10.0 ft PASS 10.0 ft Maximum Reactions • Unfactored Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction @ Base @ Top Y-Y Axis Reaction @ Base @ Top EOnly Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max, X-X Deflection Distance Max. Y-Y Deflection Distance EOnly 0,0000 in 0.000 ft 0,000 in 0.000 ft Title Block Line 1 You can changes this area using the "Settings" menu item Title: Dsgnr: Project Desc: Job# L-106 and then using the "Printing & Title Block" selection. Title Block Line 6 Project Notes: Printed: 28 JUL 2010. 1:08PM Wood Column ENERCALC, INC. 1983-2010, Ver: 6.1.51 \ 1 Lie. #: KW-06006071 License Owner: dci Description : RF - Corridor Drags Sketches Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-107 Printed: 29 JUL 2010, 3:59AM Wood Beam Design File: J:\2009\09-51-018 Hilton Cartsbad Resort and Spa\Calculations\Wood & Stee^Lateral\quad c drag bms,9c6 b ENERCALC, INC. 1983-2010, Ver: 6.1.51 1 1 Lie. #: KW-06006071 License Owner: dci Description : RF - North Drag Beam Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension 1,700.0 psi Load Combination 2006 IBC & ASCE 7-05 Fb-Compr 1,700.0 psi Fc - Prll 1,400.0 psi Fc - Perp 680.0 psi Fv 400.0 psi Ft 1,075.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Wood Species Wood Grade : iLevel Truss Joist : TimberStrand LSL 1.3E - Beam/Col £h/lodulus of Elasticity Ebend- xx Eminbend • Density XX 1,300.0 ksi 660.75 ksi 32.21 Opcf D(0.3875)Lr(0.311 5.25x11.875 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0250, DESIGN SUMMARY Lt = 0.020 ksf, Tributary Width = 15.50 ft Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.97S 1 5.25x11.875 1,661.94psi 1,700.00 psi +D+Lr+H 7.000ft Span # 1 0.284 in 0.000 in 0.638 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio -• Ratio = Ratio •• Ratio = 592 0 <360 263 0 <240 Design OK 0.253 : 1 5.25x11.875 101.03 psi 400.00 psi +D+Lr+H 13.020 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Summary of Moment Values Summary of Shear Values Span # M V C d C f/v C I C( Cfu Mactual fb-design Fb-allow Vactual ^-design Fv-allow # +D Length = 14.0 ft 1 0.543 0.140 1,000 1.000 1,000 1,000 1.000 1.000 9,49 923,30 1,700,00 2.33 56.13 400,00 +D+Lr+H 1.000 1.000 1,000 1.000 1.000 Length = 14.0 ft 1 0.978 0.253 1,000 1.000 1.000 1.000 1,000 1.000 17,09 1,661,94 1,700.00 4,20 101.03 400,00 +D+O.750Lr-K).750L+H 1.000 1,000 1.000 1.000 1.000 Length = 14.0 ft 1 0.869 0.225 1.000 1.000 1.000 1.000 1.000 1.000 15.19 1,477,28 1,700.00 3,73 89,80 400,00 +D+0,750Lr-K). 750L+{1,750W+H 1,000 1.000 1.000 1.000 1.000 Length = 14.0 ft 1 0.869 0,225 1,000 1,000 1.000 1.000 1,000 1,000 15,19 1,477,28 1,700.00 3,73 89,80 400.00 +D-K).750Lr+0.750L+0,5250E+H 1.000 1.000 1.000 1,000 1,000 Length = 14.0 tt 1 0.869 0,225 1.000 1.000 1.000 1,000 1,000 1,000 15,19 1,477,28 1,700.00 3.73 89,80 400.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+Lr 0.6381 7.070 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-108 Printed: 29 JUL 2010. 8,59AM Wood Beam Design File: J:\2009\09-51-018 HIta Carlsbad Resort and Spa\Calculations\Wood & Stee^Late^al\quad c drag bms.ec6 b ENERCALC, INC. 1983-2010, Ver 6.1.51 1 1 Lie. # : KW-06006071 License Owner: dci Description : RF - North Drag Beam Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4,883 D Only 2,713 LrOnly 2,170 D+Lr 4.883 4.883 2.713 2.170 4.883 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-109 Printed: 29 JUL 2010, 9:06AM j Wood Column File: J:\2009\09-61-018 Hilton Cartsbad Resort and Spa\Calculations\Wood & SteeftLateraHquad c drag bms,ec6 k ENERCALC, INC. 1983-2010, Ver: 6.1.51 | • Lic.#: KW-06006071 License Owner: dci Description : RF - North Drag BM General Information Code Ref : 2006 IBC, ANSI / AF&PA NDS-2005 Analysis IVIethod : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height Wood Species iLevel Truss Joist 14.0 ft Wood Grade Fb - Tension Fb - Compr Fc - Prll Fc - Perp TimberStrand LSL 1.3E - Bean 1,700.0 psi 1,700.0 psi 1,400.0 psi 680.0 psi Fv Ft Density X-X Bending 1,300.0 660.75 Load Combination 2006 IBC & ASCE 7-05 E : Modulus of Elasticity .., Basic Minimum 400.0 psi 1,075.0 psi 32.210 pcf y-y Bending 1,300.0 660.75 Axial 1,300 Wood Section Name Wood Grading/Manuf, Wood Member Type Exact Width Exact Depth Area Ix ly Oksi 5.5x13.25 Trus-Joist TimberStrand 5.50 in Allowable Stress Modification Factors 13.250 in 72.875 in"2 1,066.18 inM 183.71 inM Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct: Temperature Factor Cfu : Flat Use Factor Kf: Built-up columns Use Cr: Repetitive ? 1.0 1.0 1.0 1.0 1.0 1.0 1.0 No Applied Loads Brace condition for deflection (buckling) along columns: X-X (width) axis :Unbraced Lengths for Y-Y Axis buckling : Y-Y (depth) axis :14 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 228.21 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 14.0 ft, E = 12.30 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio Load Combination Governing NDS Formla Location of max.above base At maximum location values are.,, Applied Axial Applied Mx Applied My Fc: Allowable 0.06168:1 +D+0.70E+H Comp Only, fc/Fc' 0.0 ft 8.838 k 0.0 k-ft 0.0 k-tt 1,966.19 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0-0 k Bottom along X-X Maxiinum SERVICE Load Lateral Deflections... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... 0.0 k 0.0 k PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.0:1 +0.60D+0.70E+H 14.0 ft 0.0 psi 640.0 psi Ct or Cv : Size based factors Bendina Compression 1.000 1.000 Tension Load Combination Results Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +D+0.70E+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H Maximum Reactions - Unfactored 0.06168 PASS 0.04666 PASS 0.04666 PASS 0.06105 PASS 0.0 ft 0.0 0.0 ft 0.0 0.0 ft 0.0 0.0 ft 0.0 PASS 14.0 ft PASS 14.0 ft PASS 14.0 ft PASS 14.0 ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction @ Base @ Top Y-Y Axis Reaction @ Base @ Top EOnly Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance EOnly 0.0000 in 0.000 ft 0.000 in 0,000 ft Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes : Job# L-110 Printed: 29 JUL 2010, 9:06AIVl File: J:\2009\09-51-018 Hilton Cartsbad Resort and Spa\Calculations\Wood & SteeftLateral\quad c drag bms.ecS b ENERCALC, INC. 1983-2010, Ver: 6.1.51 I Wood Column 1 Lic. # : KW-06006071 License Owner: dci Description : RF - North Drag BM Sketches Loads are total entered value. Arrows do not reflect absolute direction. Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-111 Printe.t 29 JUL 2010, 9:12AM Wood Beam Design File; J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Wood & Steel\Lateral\quad c drag bms,ec6 b ENERCALC, INC. 1983-2010, Ver: 6.1.51 | 1 Lie. #: KW-06006071 License Owner: dci Description : 3rd - North Drag Beam Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb-Tension 1,700.0 psi Fb-Compr 1,700.0 psi Fc - Prll 1,400.0 psi Fc - Perp 680.0 psi Fv 400.0 psi Ft 1,075.0 psi Beam is Fully Braced against lateral-torsion buckling : ILevel Truss Joist : TimberStrand LSL 1.3E - Beam/Col E: l^odulus of Elasticity Ebend-xx 1,300.0 ksi Eminbend - xx Density 660.75 ksi 32.21 Opcf D(0.033325) Lr(0.05332) 3.5x9.5 Span = 14.0 ft Applied Loads SeiA/ice loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, Lr = 0.040 ksf, Tributary Width = 1,333 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.285 1 3.5x9.5 483.87 psi 1,700.00 psi +D+Lr+H 7,000ft Span # 1 0.143 in 0.000 in 0.232 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1175 O<360 723 O<240 Design OK 0.061 : 1 3.5x9.5 24.35 psi 400.00 psi +D+Lr+H 13.230 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Summary of Moment Values Summary of Shear Values C d C f/y Cf Cm Cj Cfu Mactual fb-design Fb-allow Vactual tv-design Fv-allow +D Length = 14.0 ft 1 0.109 0.023 1,000 1.000 1.000 1.000 1,000 1,000 0.82 186,10 1,700.00 0.21 9,37 400,00 +D+Lr+H 1.000 1.000 1.000 1.000 1.000 Length = 14.0 ft 1 0,285 0,061 1,000 1,000 1.000 1,000 1,000 1,000 2,12 483,87 1,700,00 0,54 24,35 400,00 +D+O,750Lr+O.750L+H 1,000 1.000 1,000 1,000 1,000 Length = 14,0 ft 1 0.241 0,052 1,000 1.000 1.000 1,000 1.000 1.000 1,80 409,43 1,700.00 0,46 20,61 400,00 +D-K). 750Lr+0.750L+0.750W+H 1.000 1.000 1,000 1.000 1.000 Length = 14.0 ft 1 0.241 0,052 1,000 1,000 1.000 1.000 1,000 1,000 1,80 409.43 1,700,00 0,46 20,61 400,00 +D+0.750Lr-K).750L-K).5250E+H 1.000 1.000 1.000 1.000 1.000 Length = 14.0 ft 1 0.241 0,052 1.000 1.000 1.000 1.000 1.000 1.000 1,80 409.43 1,700.00 0,46 20,61 400,00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+Lr 0,2322 7,070 0,0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-112 Primed, 29 JUL 2010, 9:i2AM Wood Beam Design File: J:\2009\09-51-018 HIHon Carlsbad Resort and Spa\Calculations\Wood & Stee^Late^al\quad c drag bms.ec6 b ENERCALC, INC, 1983-2010, Ver: 6,1.51 1 1 Lie. #; KW-06006071 License Owner: dci Description : 3rd - North Drag Beam Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only Lr Only D+Lr 0.607 0,233 0,373 0,607 0,607 0,233 0,373 0,607 Title Block Line 1 You can changes this area using the "Setfings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-113 Printed: 29 JUL 2010, 912AM Wood Column File: J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Wood & Stee^Latera^quad c drag bms.ec6 b , ENERCALC. INC. 1983-2010, Ver: 6.1.51 | 1 Lie. #: KW-06006071 License Owner: dci Description : 3rd - North Drag BM General Information Code Ref : 2006 IBC, ANSI / AF&PA NDS-2005 Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 14.0 ft Wood Species Wood Grade Fb - Tension Fb - Compr Fc - Prll Fc - Perp iLevel Truss Joist TimberStrand LSL 1.3E 1,700.0 psi 1,700.0 psi 1,400.0 psi 680.0 psi Fv Ft Density X-X Bending 1,300.0 660.75 E : Modulus of Elasticity ... Basic Minimum Load Combination 2006 IBC & ASCE 7-05 Applied Loads Bean 400.0 1,075.0 32.210 y-y Bending 1,300.0 660.75 psi psi pcf Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 3.5x9.5 Trus-Joist Parallam 3.50 in Aliowable Stress Modification Factors 9.50 in 33.250 in"2 250.07 inM 33.943 InM Axial 1,300.0 ksi Cf or Cv for Bending Ct or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct: Temperature Factor Cfu : Flat Use Factor Kf: Built-up columns Use Cr: Repetitive ? 1.0 1.0 1.0 1.0 1.0 1.0 1.0 No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Lengths for Y-Y Axis buckling : Y-Y (depth) axis :14ft,K=1.0 Service loads entered. Load Factors will be applied for calculations. Column selfweight included : 104.12 Ibs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 n, E = 12.30 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio Load Combination Governing NDS Formla Location of max.above base At maximum location values are ,,. Applied Axial Applied Mx Applied My Fc: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.1793:1 +D+0.70E+H Comp Only, fc/Fc' 0.0 ft 8.714k 0.0 k-ft 0.0 k-ft 1,461.88 psi 0.0:1 +0.60D+0.70E+H 14.0 ft 0.0 psi 640.0 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Cf or Cv : Size based factors 1.000 1.000 Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +D+0.70E+H +D+0.750Lr+0,750L+0,5250E+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H Maximum Reactions • Unfactored 0.1793 0.1350 0.1350 0.1784 PASS PASS PASS PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 0.0 0.0 0.0 PASS PASS PASS PASS 14.0 ft 14.0 ft 14.0 ft 14.0 ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction ! Base @ Top Y-Y Axis Reaction @ Base @ Top EOnly Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance EOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-114 Printed: 29 JUL 2010, 9:i2« I Wood Column ' File: J:\2009\09-51-018 HiKon Carlsbad Resort and Spa\Calculations\Wood & SteeKLateral\quad c drag bms.ec6 b , ENERCALC, INC. 1983-2010, Ver: 6.1.51 | 1 Lie. # : KW-06006071 License Owner: dci Description : 3rd - North Drag BM Sketches Loads are tota! entered value. Arrows do not reflect absolute direction. Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Job # L -115 Dsgnr: Project Desc: Project Notes: Printed: 29 JUL 2010, 10:20AM File: J:\2009\09-51-018 Hilton Cartsbad Resort and Spa\Calculations\Wood & Stee^Latera^quad c drag bms.ecB b ENERCALC, INC. 1983-2010, Ver: 6.1.51 | License Owner : dci Wood Column Lie. # : KW-06006071 Description : RF • NS Direction Drags General Information Code Ref : 2006 IBC, ANSI / AF&PA NDS-2005 Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height Wood Species iLevel Truss Joist 10.0 ft Wood Grade TimberStrand LSL 1.3E - Bean Fb - Tension 1700 psi Fv Fb-Compr 1700 psi Ft Fc-Prll 1400 psi Density Fc - Perp 680 psi E : Modulus of Elasticity ... x-x Bending Basic 1300 Minimum 660.75 Load Combination 2006 IBC & ASCE 7-05 400 psi 1075 psi 32.21 pcf Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 3.5x9.5 Trus-Joist Parallam 3.50 in Allowable Stress Modification Factors 9.50 in 33.250 in'^2 250.07 InM 33.943 inM y-y Bending 1300 660.75 Axial 1300 ksi Cf or Cv for Bending 1 0 Cf or Cv for Compression 1 .0 Ct or Cv for Tension 1 .0 Cm : Wet Use Factor 1 0 Ct: Temperature Factor 1 0 Cfu : Flat Use Factor 1 0 Kf: Built-up columns 1 0 Use Cr: Repetitive ? No Applied Loads Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 74.374 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 10.0 ft E = 14,70 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Formla Location of max.above base At maximum location values are... Applied Axial Applied Mx Applied My Fc: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.2227:1 +D+0.70E+H Comp Only, fc/Fc' 0.0 ft 10.364 k 0.0 k-ft 0.0 k-ft 1,400.0 psi 0.0:1 +0.60D+0.70E+H 10.0 ft 0.0 psi 400.0 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination: n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses .,. Bending Compression Tension Cf or Cv : Size based factors 1.000 1.000 Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio status Location +D+0.70E+H 0.2227 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.5250E+H 0.1674 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+0.5250E+H 0.1674 PASS 0.0 ft 0.0 PASS 10.0 ft +0.60D+0.70E+H 0.2220 PASS 0.0 ft 0.0 PASS 10.0 ft Maximum Reactions - Unfactored Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction • Base @ Top Y-Y Axis Reaction @ Base @ Top EOnly Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance EOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-116 Printed 29 JUL 2010, 10:20AM Wood Column File: J:\20D9\09-51-018 Hilton Carisbad Resort and Spa\Cak:ulations\Wood & SteeHLaterahquad c drag bms.ec6 b ENERCALC, INC. 1983-2010, Ver: 6.1.51 | 1 Lie. #: KW-06006071 License Owner: dci Description : RF - NS Direction Drags Sketches Loads are total entered value. Arro»/s do not reflect absolute direction. Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes : Job# L-117 Printed: 29 JUL 2010, 5:02PM Wood Column File: J;\2009\09-51-018 Hilton Carisbad Resort and Spa\Calculations\Wood & Stee^Lateral\quad o drag bms,ec6 b ENERCALC, INC. 1983-2010, Ver: 6.1,51 | 1 Lie. #: KW-06006071 License Owner : dci Description : RF - NS Direction Drags corridor General Information Code Ref : 2006 IBC, ANSI / AF&PA NDS-2005 Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.0 ft Wood Section Name Wood Grading/Manuf. 2-2x8 Graded Lumber Wood Species Douglas Fir - Larch Wood Grade No.2 Fb - Tension 900 psi Fv Fb - Compr 900 psi Ft Fc-Prll 1350 psi Density Fc - Perp 625 psi E : Modulus of Elasticity ... x-x Bending Basic 1600 Minimum 580 180 psi 575 psi 32.21 pcf y-y Bending 1600 580 Wood Member Type Sawn Exact Width 3.0 in Allowable Stress Modification Factors Exact Depth 7.250 in Cf or Cv for Bending 1.20 Area 21.750 in''2 Cf or Cv tor Compression 1.050 Ix 95.270 inM Cf or Cv for Tension 1.20 ly 16.313 inM Cm : Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf: Built-up columns 1.0 1600 ksi Use Cr: Repetitive ? No Load Combination 2006 IBC & ASCE 7-05 Applied Loads Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Column selfweight included : 38,920 Ibs * Dead Load Factor AXIAL LOADS . . . Axial Load at 8.0 ft, E = 14,70 k DESIGN SUMMARY Bending & Shear Check Results PASS Max, Axial+Bending Stress Ratio Load Combination Governing NDS Formla Location of max.above base At maximum location values are... Applied Axial Applied Mx Applied My Fc: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location ot max.above base Applied Design Shear Allowable Shear Load Combination Results 0.3350 :1 +D+0.70E+H Comp Only, fc/Fc' 0.0 ft 10.329 k 0.0 k-ft 0.0 k-ft 1,417.50 psi 0.0:1 +0.60D+0.70E+H 8.0 ft 0.0 psi 180.0 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Ct or Cv : Size based factors 1,200 1,050 Maximum Shear Ratios Load Combination Stress Ratio Status Location stress Ratio status Location +D+0.70E+H 0.3350 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.5250E+H 0.2516 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 0.2516 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.70E+H 0.3345 PASS 0.0 ft 0.0 PASS • 8.0 ft Maximum Reactions • Unfactored Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction (Base @ Top Y-Y Axis Reaction ! Base @ Top # EOnly Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max, X-X Deflection Distance Max. Y-Y Deflection Distance EOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: Dsgnr: Project Desc: Project Notes: Job# L-118 Printed: 29 JUL 2010, 5:02PM Wood Column File: J:\2009\09-51-018 HIHon Carlsbad Resort and Spa\Calculations\Wood & SteeKLateral\quad c drag bms.ecS b ENERCALC, INC. 1983-2010, Ver: 6.1.51 | 1 Lie. #: KW-06006071 License Ovvner: dei Description : RF - NS Direction Drags corridor Sketches Loads are total entered value. Arrows do not reflect absolute direction. ® ® ® ® ® / n QuADizAHT P :>V1 1 ^"^ rl ^— n i-2, r . HI ® — fO|2, IpeSidltH 1 i \ J X] 1 7 1 -AJ I I . I I I_fl. iff-r ir-r ty-r .- ly-tr DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Section D J:\2009\OV-51-018 Hilton Carlsbad Resorf and Spa\Calculations\Wood & Steel\LateraI\[D - Shearwall Design 06.09,2010,xls]Vert'l Distr'n ^ . L-120 Sheef No. Projecf No. 09-51-018 Dafe 6/10/10 Subjecf Vertical Distribution of Seismic Forces w MC Allowable Stress Design Level Height weigilt Area Wt W*h %V Vi Vi H(ft) w (psf) A (sq-ft) W(kip) (kip-ft) (kips) (kips) (psf) (psf) Roof 34 30 2), 172 635 21,595 0.421 96.0 96.0 4.5 4.5 L3 24 35 2!, 172 741 17,784 0.347 79.0 1750 3.7 8.3 L2 12.5 45 2I,J72 953 ! 1,909 0.232 52.9 227.9 2.5 10.8 SUMS: 2328.9 5/289 J.00 227.9 Base Shear, V = 0.137 W Redundancy, p = 1.0 Easd= 0.0979 W (E asd= p*V/1.4) E asd= 227.9 kips J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculatlons\Wood 8, Steel\Lateral\[D - Shearwall Design 06,09,20IO,xlslDiaphragm Forces ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. Project Hilton Carlsbad Section D Date 6/10/10 Subjecf Diaphragm Forces By MC Building 1 Allowable Stress Design - Diaphragm Level Height weight Area Wt W*h %V Vi SVi VDIA Min Max H(ft) w (psf) A (sq-ft) W(kip) (kip-ft) (kips) (kips) (psf) (psf) (psf) Roof 34 30 2), 172 635 21,595 0.421 96.0 96.0 4.7 L3 24 35 21,172 741 17,784 0.347 79.0 1750 5.4 ^» L2 12.5 45 21,172 953 11,909 0.232 52.9 2279 7.0 us- SUMS: 232S.9 5/2S9 LOO 227.9 498.9 Base Shear, V= 0.137 W Redundancy, p = 1.0 Easd= 0.0979 VV (E asd= p*V/l.4) E asd= 227.9 fc/ps DCI ENGINEERS n • A M A I o O N V 1-: R S A N iNC, Project No, 09-S1-018 Sheet No. Project Hilton Carlsbad Section D Date 9/7/2010 Subject Individual Stiearwall Design By MC i Wall Line Wali Length Wall OTM arm reduction Perforated? (Y or N) Roof CO _J CM .J Roof -A _l Roof -J r.1 -J Wall Load (psf) ^oof eo —1 CM Roof cn _j CJ —I Roof CO _i Oi Roof CO _I CNJ _J Roof CO CM -J Wali Type (2x4 or 2x6) A-1 A itmm Line Fon:es Sum S W Lens ths (ft) SW -orce kips) Wal Heigh DL (plf Tri bwDL (ft) DL (ps ) line 1 oad DL Mm A-1 A 16,0 0,5 N 18.4 15.2 10.2 62 62 62 4.8 3:9 2.6 15 8:8 9.8 12.5 175 75 75 7.0 3,0 3.0 25 25 25 175 75 75 2x6 A-2 A 16,0 0,5 IM 18.4 15.2, 10.2 62 62 62 4,8 3.9 2.6 15 8,8 9.8 12,5 175 75 75 7,0 3.0 3,0 25 25 25 175 75 75 2x6 A-3 A 16,0 0,5 N 18.4 15,2 10.2 62 62 52 48 3.9 2.6 15 8.8 9,8 12.5 175 75 75 7.0 3.0 3,0 25 25 25 175 75 75 2x6 A-4 A 8,0 0,5 N 18.4 15.2 10.2 62 62 LS2 2.4 2,0 1.3 15 8.8 9.8 12,5 175 76 75 7.0 3.0 3,0 25 25 25 175 75 75 2x6 A-6 A 6,0 0 5 N 18.4 15.2 10.2 62 62 62 1.8 1.5 1,0 15 8.8 9.8 12,5 175 75 75 7.0 3.0 3,0 25 25 25 175 75 75 2x6 B-1 B 22,0 0,5 N 17.8 14:7 9.8 62 62 62 6.3 5.2 3,5 15 8.8 9,8 12.5 50 250 175 2.0 10.0 7.0 25 25 25 50 250 175 2x6 B-2 B 40,0 0,5 N 17.6 14.7 9.8 62 62 62 11.5 9.5 6,3 15 8.8 9,8 12.5 50 250 175 2.0 10.0 7.0 25 25 25 50 250 175 2x6 C-1 C 20,0 0 5 N 18.3 15.1 10.1 68 68 68 5,4 4.4 3,0 15 8.8 9.8 12.5 50 75 75 2.0 3.0 3,0 25 25 25 50 75 75 2x6 C-2 C 16,0 0,5 N 18.3 15.1 10.1 68 68 68 4.3 3.6 2.4 15 8,8 9.8 12.5 50 75 75 2.0 3.0 3,0 25 25 25 50 75 75 2x6 C-3 C 16,0 0,5 N 18.3 15.1 10.1 68 68 68 43 3.6 2.4 15 8,8 9.8 12.5 50 75 75 2.0 3.0 3,0 25 25 25 SO 75 75 2x6 c-4 C 16.0 0,5 N 18.3 15.1 10.1 68 68 58 4.3 3.6 2.4 15 8,8 9.8 12.5 50 75 75 2.0 3.0 3.0 25 25 25 50 75 75 2x6 D-1 D 7,5 0,5 N 41.1 33.9 22,7 127 127 0 2,4 2,0 0.0 15 8.8 9.8 12.5 50 75 75 2.0 3.0 3.0 25 25 25 50 75 75 2x6 D-1 A D 22,0 0,5 N 0,0 0.0 22.7 0 0 '33 5.0 4,1 3.8 15 8.8 9.8 12.5 50 75 75 2,0 3.0 3,0 25 25 25 SO 75 75 2x6 D-2 D 8,0 0,5 N 41.1 33.9 22.7 127 127 0 2.6 2,1 0,0 15 8.8 9.8 12.5 50 75 75 2.0 3.0 3,0 25 25 25 50 75 75 2x6 D-3 D 16,0 0,5 N 41.1 33.9 22.7 127 127 133 4.9 41 2,7 15 8,8 9.8 12.5 50 75 75 2,0 3,0 3,0 25 25 25 50 75 75 2x6 D-4 D 16,0 0,5 N 41.1 33,9 22.7 127 127 133 4.9 41 2,7 15 8.8 9.8 12.5 50 75 75 2.0 3,0 3.0 25 25 25 50 75 75 2x6 D-5 D 16,0 0,5 N 41.1 33.9 22.7 127 127 133 4.9 4.1 2.7 15 8.8 9.8 12.5 50 75 75 2.0 3.0 3.0 25 25 25 50 75 75 2x6 D-6 D 16,0 0,5 N 41.1 33.9 22.7 127 127 •33 4.9 : 4.1 2.7 15 8.8 9.8 12,5 50 75 75 2.0 3.0 3.0 25 25 25 50 75 75 2x6 D-7 D 16,0 0,5 N 41.1 33,9 22.7 127 127 '33 49 4.1 2,7 15 8.8 9,8 12,5 50 75 75 2.0 3.0 3.0 25 25 25 50 75 75 2x6 D-8 D 16,0 0,5 N 41.1 33,9 22.7 127 127 "33 4.9 41 2,7 15 8.8 9.8 12.5 50 75 75 2:P 3.0 3.0 25 25 25 50 75 75 2x6 D-9 D 8 0 0 5 N 41.1 33,9 22.7 127 127 '33 2:5 2.0 1.4 15 8.8 9.8 12.5 50 75 75 2.0 3.0 3.0 25 25 25 50 75 75 2x6 D-10 D 7,0 0,5 N 41.1 33,9 22.7 127 127 133 2.2 1.8 1,2 15 8.8 9,8 12.5 50 75 75 2.0 3.0 3.0 25 25 25 50 75 75 2x6 1-1 1 21,0 0,5 N 9.4 7.8 5,2 42 42 42 4.7 3,9 2.6 15 8,8 9,8 12.5 50 50 325 2.0 2.0 13.0 25 25 25 50 50 325 2x6 1-2 1 21,0 0,5 N 9.4 7.8 5.2 42 42 42 47 3,9 2.6 15 8,8 9,8 12.5 50 50 325 2.0 2.0 13,0 25 25 25 50 50 325 2x6 2-1 2 22,0 0,5 N 8.3 6.8 4.6 44 44 44 41 3.4 2.3 15 8.8 9.8 12.5 50 50 325 2.0 2.0 13.0 25 25 25 50 50 325 2x6 2-2 2 22,0 0,5 N 8.3 6,8 4,6 44 44 44 4.1 3,4 ,2.3 15 8.8 9.8 12.5 50 50 325 2.0 2.0 13.0 25 25 25 50 50 325 2x6 3-1 3 21,0 0,5 N 6.7 5.5 3,7 21 21 21 6.7 5.5 3.7 15 8.8 9,8 12.5 50 50 325 2.0 2.0 13.0 25 25 25 50 50 325 2x6 4-1 4 16,0 0,5 N 5.3 4.3 2.9 28 28 26 3.0 2.5 1.7 15 8.8 9.8 12.5 50 300 325 2.0 12.0 13,0 25 25 25 50 300 325 2x6 4-2 4 12,0 1,5 N 5.3 43 2,9 28 28 26 2.3 1.9 1.2 15 8.8 9.8 12.5 50 300 325 2.0 12.0 13,0 25 25 25 SO 300 325 2x6 B-1 S 9 0 0,5 N 4.2 3.4 2,3 22 22 22 1.7 1.4 0.9 15 8.8 9:8 12.5 50 300 325 2.0 12,0 13,0 25 25 25 50 300 325 2x6 S-Z 5 13,0 0,5 N 4.2 3.4 2.3 22 22 22 2.5 2.0 1,4 15 8.8 9.8 12.5 50 300 325 2,0 12,0 13,0 25 25 25 50 300 325 2x6 6-1 6 210 0,5 N 1.3 1,1 0.7 21 21 21 1.3 1.1 0,7 15 8.8 9.8 12.5 50 175 325 2.0 7.0 13,0 25 25 25 50 175 325 2x6 L-124 IDCI ENGINEERS ID'A.WATO CONVERSANO INC.Q Project ;Vo 08-51-051 Froject Hilton Cartsbad Secfion D Dafe iVOll Sf-peai iVall Type Hc'icl ['cwn Force Comptession Force Compie:^ior( Post HZ' Let el iVctf Noie5 Ci.'mi.'lciltv Story Driftj iVOll Roof 12 L3 ur Pocf LS \2 Pcc-f UJ 12 HZ' Let el iVctf Noie5 Verji.-s Allowable p-ei .ASCE 7-05 iVOll 11-1 n O-I n (|-| (1^1 HZ' Let el iVctf Noie5 LcwRF L4 L3 I-iVOll 11-1 n O-I n (|-| (1^1 HZ' Let el iVctf Noie5 Dftfl Liroil CTift umit Drift Umit Dlifl umil A-1 N iVt. r/2 1-6 62 14.3 2.6 7.9 16.7 (2)2x6 (5)2x6 00) 0,094-•N/A 6J5B' • 3.75 A-2 N tV2 1.6 b2 14.3 2.6 7.9 16.7 i212x(. (2)2X6 (5(2x6 002 0.094" 2.93' 5.73 A-3 N \-/2 !-6 6.2 !4.3 2.6 7.9 !6.7 {2)2x6 (2)2x6 (5(2X6 003 •N/a 5.30'" S.3B • 6.60' Z.TO 3.75 A-4 N iV6 V« VV2 22 7.4 16.3 2.6 7.9 16.7 (2)2X6 (2)2x6 (5)2x6 0C4 »N/A •M/A 6M' i£6 3J4' 3.75 A-5 N iVb v'y3 \V2 2-4 7.6 17.1 2.6 7.9 16-7 (2)2.<6 (2)2X6 (5)2x6 005 ttU/A •N/a PJf B-1 N iVt. iV? iV2 1.7 4.5 1!.6 2.5 7.6 lc-1 (212>^ (2)2X6 (5)2x6-014 0.076" «N/A i.W 9.3C 5.03 P.cB 2.73 3.75 B-2 N iVt. i/? vV2 0.? 2.5 7.6 2.5 7.6 16.1 {Z\2Kr-(2)2Xb (5)2x6 015 0.067-6.21 9.30 4.H at li-ii 3.75 C-1 N VV6 VVS vV2 1.6 5.5 12.5 2.4-7.1 15.1 (2)2x6 (2)2x6 (5|2x6 Oie 0X162" •N/A ».»* 7.30" sw iiO • 2.71" 3.75 C-2 N VV*. VV3 iV2 1.6 5.9 132 2.4 7.1 15.1 (2i2x6 (2)2x6 (^2x6 019 0.C67" •N/A f JO 7. IT IJO 5.72 dim 2.83 3-75 C-3 N V72 1.6 5.9 132 2-4 7.1 15-1 [2|2x6 (2)2x6 (^2!<6 020 0.067-930 r.i? »-30 522 aM' 2.83 3.»5 C-4 N VV2 ^£> 5.9 132 2.4 7.1 15.1 (212x6 (2)2X6 (5)2x6 021 0X67-».30 522' t-M' 2a3" 3.75 Dl N 7U iV3 2.7 6-5 16-0 26^ 6,6 16.0 (212'6 (2)2X6 (5)2x6 02C' ftU/A •N/A ^^Hf^o^^^H^lis^^^FTri^ 0-lA N .73 1.1 4-2 10-4 2.0 6-1 13,4 (2)2x6 (2)2X6 (5)2x6 021 0.066' ^/i 5JW 6.68 1 2.»3 5-7J D-2 N i/4 iV5 2.7 e.4 15.S 2.S 6.6 16.0 (2)2.<,. (2)2X6 (5)2x6 021 (fN/.A •M/a 9.30 ».I2 S'.SC 5JW 6.68 1 2.»3 5-7J D-3 N I7D iV3 .V2 2-1 7.0 15.5 2-7 62 17.4 (2)2x6 (2)2x6 (6)2x6 022 ttN/A 7.4* J.30 5.44 6.6e 2.M 3.75 D-4 N iV6 *V3 iV2 2-1 7.0 15-5 2-7 62 17.4 (2)2x6 (2)2x6 (6)2x6 023 ffN/.A •N/A 9.30 7.46 J.30 5.44 6.68 2-?7 3.7S 0-S N 1/6 iV:s >V2 2.1 7.0 15.5 2.7 62 17.4 (2)2<6 (2}2X6 (6)2x6 024 ffN/.A •N/* 7.30 5.44 6.68 2.97 .^.75 D-6 N .73 CI2 2-1 7.0 15.5 27 62 17.4 (2)2xc. (2)2X6 (6)2X6 025 FfN/.A •N/A SJf. 7.4o f.3C 2.?7 7.75 D-7 N >•/& iV5 m 2,i 7.0 15.5 2-7 62 !7.4 (2)2x6 (2)2xc. (p)2x^ 026 ffN/.A •N/A 9.3C' 7J6 S.3(J £.44 2." 3.73 D-B N .••/b iV3 iV2 21 7,0 15.5 2.7 62 17.4 (2)2x6 (2)2x6 (6)2x6 027 ffN/,A •N/a !.3t' 7.46 T.30 S,44 6-6e 7.75 D-> N i/6 iV3 >V2 2.5 6.0 17.3 2.7 62 17,4 [2)2'6 (2)2X6 (6)2x6 026 ft N/A •N/A 7.30 B.M «,3(' 653 6,68 3.57 3.73 D-10 N iV3 <a 2-6 6.2 17.6 2.7 62 17,4 [2)2X0 (2)2x6 (^12x6 029 ffN/A •N/A J.3C' T.30 3.74 3.75 1-1 N We iV4 i-1 43 6.6 20 6.0 12-6 (2)2x6 (2(2X6 (4)2x6 031 OiOSr •N/A 9J»' 6.7?' tJSO' 503" ia 3-75 1-2 N iV6 vV4 VV3 1.1 4-3 8.6 2.0 6.0 12.6 (2)2x6 (^2x6 (4)2:^ 032 0.057" •N/A ».3P' 6.77- 7.30 ijj? *«• zm' 3.75 • 2-1 N 1-/6 iV4 iV4 0-6 32 6.5 1.6 5.0 10.6 (2)2X6 [2}2<o (4)2x6 046 0.054 •N/A 6.43 7.50 4 76 6-68 2.74 3.75 2-2 N 1/6 iV4 rv4 0.6 32 6.3 I.e. 5.0 10.6 (2)2X6 (2)2X6 (4)2x6 047 O-C'54' •N/A 7,30 £.43 T.30 4.76 6.68 2.74 3.75 5-1 N v-a V"C vV2 2-0 6.6 14.0 2S 6.5 17.9 (2)2X6 (2)2X6 (6)2X6 053 0.093" 7,14 7.30 • 5.24 oie 2.B6' 3.75 4-1 I'J lV6 iV4 vV4 1.0 26 6-7 1.6 5.0 10-6 (2)2xo (2)2x6 (4)2xc-054 0-056" -N/A !3P 6.7t' f.70 4.?6 6.66 2*3 3-7S 4-2 N ty6 v/4 iV4 1.3 3.6 8-6 1.6 5.0 lO.p (212x6 (2)2X6 (4)2x6 055 0.05c-•N/A 7,30 7.27 -.^ 5.37 6.6B Z.W 3-7.'. 5-1 N iV6 iV4 iV4 1-4 4.0 8.9 1.7 5.1 10.7 (2)2x6 (2)2x6 (4)2x6 055 0X)59" •N/A 7.30 7B0 • 930' 5,76 • 6^e' 3.31 • 3.75 • S-2 N V/6 •iV4 iV4 12 33 7.7 1.7 5.1 10.7 (2}2x6 (2)2X6 (4)2x6 056 0.066" •N/.A 7.30 • 6.74 7.30 • 5.14- ba-2.7S 3.75- 6-1 N >V6 lV6 716 0.0 0.0 0.0 0.5 1.6 3.5 (2|2x6 (2)2x6 (3)>xt. 057 C'.OOO" •N/A 7.^0 SSI 4.02 6.68 2.28 3.7! J:\200.9\09-51-018 Hilfon Carlsbaci Resort and SDa\Calcula*ions\Wood g, Steel\LateraI\[D - SheanA/ail Design 06.09.^0lO.xl^A- iSDCI ENGINEERS Project No. 5heef No. D'AMATO CONVERSANO INC. 09-51-018 Project Dafe Hilton Carlsbad Section D 6/10/10 Subjecf By Wall A-1 MC 7^ 7^ 7'-ti VI a > c Ll_ (J o /5 0 Dt o u Deflected Shape, A Wall A-1 8x = Cd 5xe/l I = 1.0 Cd Sds' 4 1.079 8(K4v)h^ -I- EAb E = 1,600,000 psi = 0.025 hx G = 90,000 psi da = 0.177 In Notes: (1.4v)h Gt -I- 0.75hen + hda ASCE tbI 12.12- A) This spreadsheet assumes 0.148" Dia. (IOdj x2 1/2" Nails. 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 8) Inpuf tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beom reactions E) RM Load Combo; (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight'^ iLO psr Per Citv of Son Dieao requirement: Anchor Elongation = 0.09" < 0.125" Level Discrete en ASD Table 3,2 (In) t (in) 5xe ASCE 12,8,6 (In) 5x ISC 12,f 15 (In) Cumulative e ASCE /2,fi-l6 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (In) 0.025h ivsCETabie 12 12-1 (in) Story Drift IBC 12.8 #REF! #REF! Roof L3 L2 0.049 0.049 0.049 0.046 0.035 0.535 0.535 0,535 0.535 0.535 #N/A 0.50 0.61 0.73 #N/A 2.00 2.45 2.93 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 ,[N01_ [Noj [NOi_ "[NO]' #N/A ## 9,30 7,38 < 9,30 5,38 < 6.68 2.93 < 3.75 #N/A "[OK]" _[OK]__ '[OK]" J:\2009\09-51-018 Hi'ton Carlsbad Resor* and Spa\Calculations\Wood S, Steel\Lateral\[D - Shearwall Design 06,09,^10,|l^g-2 ^DCI ENGINEERS Projecf No. Sfieef No. SiSB D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section D 6/10/10 Subject By Wall A-2 MC VI u u -9 Deflected Shape, A 1 15.5' Wall A-2 = Cd5xe/I = 1.0 Cd = 4 Sds^ = 1.079 As*^ 8(1.4v)h^ EAb E = 1,600,000 psi = 0.025 lix G = 90,000 psi da = 0.177 in Notes: 1.4v|h Gt -I- 0.75hen + hda ASCEtbl 12.12-1 A) This spreadsheet assumes 0.148'Dia. (Wdjx2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight'^ iS.O ps5 Per Citv of San Dieoo requirement: Anchor Bongation = 0.09" < 0.125" OK Level #REF! #REF! Roof L3 L2 1 Cumulative OTM (ft-k) 0 0 42 126 268 RM 0.449 (ft^) 0 0 18 30 45 EM (ft-k) 0 0 24 96 222 Holdown HD Force (k) 0.0 0.0 1.6 6,2 14.3 HD TYPE CS22 CS22 CS16 CMSTC14 HDU14-7,2f HD Cap R 0.8 0.8 1.7 6.5 14.4 Post Post Force R 0.0 0.0 2.6 7.9 16.7 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (5)2x6 Post Cap (k) 0 0 21.7 17.9 16.9 Shearwall Vcmltv (ptf) 0 0 297 542 706 SW TYPE W6 W6 W6 W3 W2 Vcap (plf) 310 310 310 600 770 Vcop red (plf) 310 310 310 600 770 0.00 0.00 096 0.90 0.92 Discrete Level 5x I6C I2.{ IS (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A ISC 12,8 (in) 0.025h ASCETable 12.12 (in) Story Drift (BC 12,8 #N/A 2.00 2.45 293 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [N01_ •[NO]" [NO]_ •"[Noj" #N/A ## 9.30 7.38 < 9.30 5.38 < 6.68 2.93 < 3.75 #N/A •[OK]"" _[OK]__ "[OK]" DCI ENGINEERS D'AMATO CONVERSANO INC, J:\2009\09-5'-018 Hilton Car'sbod Resort and Spa\Calculations\Wood 8, Sfeel\Lateral\[D - Sheow/all Design 06.09.2010.xls]A-3 L - 1Z7 Project No. 09-51-018 Sheet No. DoTe 6/10/10 w MC Projecf Hilton Carlsbad Section D Subject Wall A-3 7^ 7'-*i 7^ VI Ll_ o 75 0 Cli ^ U Wall A-3 6x = Cd 5xe/l Cd = 4 1 = 1.0 Sds^ = 1.079 As'^ 8(1.4v)h^ EAb E = 1,600,000 psi = 0.025 hx G = 90,000 psi da = 0.177 in Notes: .4v)h Gt + 0.75hen + hda ASCEtbl 12.12-1 A) This spreadsheet assumes 0.148" Dia. (Wdj x 2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) input tributory dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof inciude load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Level Discrete en ASD Table 3,2 (in) t (in) 5xe ASCE 12.8,6 (in) 5x IBC 12,( 15 (in) Cumulative 9 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCETable 12.12- (in) Story Drift IBC 12.8 #REF! #REF! Roof L3 L2 0.049 0.049 0.049 0,046 0,035 0.535 0.535 0.535 0.535 0.535 #N/A 0.50 0.61 0.73 #N/A 2.00 2.45 2.93 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[N01_ "[NO]" _[N01_ •"[NO]" #N/A ## 9.30 7.38 < 9.30 5.38 < 6.68 2,93 < 3.75 #N/A "[OK]"" _[OK]__ "[OK]" J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Wood 8. Steel\Lateral\;D - Stieanvall Design 06,09.2010,xlslA-4 ,|010,^ls^^-4 ^DCI ENGINEERS Projecf No. Sheet No. D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section D 6/10/10 Subjecf fiy Wall A-4 MC 7^ 7'-*i 7^ VI u O u Deflected Shape, A 7.5' Wall A-4 5x = Cd 6xe/l I = 1.0 Cd = 4 Sds^ = 1,079 As'^ 8(1.4v)h' -I- (1.4v)h EAb E = 1,600,000 psi jAa^ = 0.025 hx G = 90,000 psi da = 0.177 in Gt + 0.75hen hdq b ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148"Dia. (IOdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof indude load from beam reactions E) RM Load Combo; (0.6-0.14Sds)D Typ. Wall Selfweight' = 'iS.Opsf Per City of Son Dieao requirement: Anchor Elongafion = #N/A ## 0.125" #N/A Level Discrete On ASD Table 3,2 (in) f (in) 5xe ASCE 12,8,6 (in) 8x IBC I2.t 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A (BC 12.8 • (in) 0.025h ASCE Table 12.12-1 (in) Story Drift (BC 12.8 #REF! #REF! Roof L3 L2 1 0.049 0.049 0.049 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0,60 0.73 0.89 #N/A 2.41 2.94 3.54 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [N01_ '[NO]' [N0]_ [NO] #N/A ## 9.30 8.89 < 9.30 6.48 < 6.68 3.54 < 3.75 #N/A "[OK]"" _[0K]__ ""[OK]"" J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calcu!ations\Wood 8, Steel\Lateral\[D - Shearwall Design 06.09.2010.xlslA-5 ^DCI ENGINEERS Project No. Sheet No. D'AMATO CONVERSANO INC. 09-51-018 Project Dote Hilton Carlsbad Section D 6/10/10 Subject By Wall A-5 MC 7^ VI p^ o u o u u Deflected Shape, A Wall A-5 5x = Cd 5xe/l I = 1.0 Cd Sds^ 4 1.079 As'^ 8(1.4v)h^ EAb E = 1,600,000 psi = 0.025 hx G = 90,000 psi da = 0.177 in Notes: (!.4v)h Gt + 0.75hen + hda ASCEtbl 12.12- A) This spreadsheet assumes 0.148"Dia. (IOdj x 2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beom reactions E) RM Load Combo: (0.6-0.14Sds)D 5.5' Typ. Wall Selfweight'^ 'IS G Per Citv of San Dieao requirement: Anchor Efongation= #N/A ##0.125" #N/A Level #REF! #REF! Roof L3 L2 Cumulative OTM (ft-k) 0 0 16 47 100 RM 0.449 (ft^l 0 0 2 4 6 ZM (ft-k) 0 0 13 43 94 Holdown HD Force (k) 0.0 0.0 2.4 7.8 17.1 HD TYPE CS22 CS22 CSU CMST12 ERROR HD Cap R 0.8 0.8 2.5 9.2 n/a Post Post Force jk) 0.0 0.0 2.6 7.9 16.7 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (5)2x6 Post Cap (k) 0 0 21.7 17.9 16.9 Shearwall Vcmltv (ptf) 0 0 297 542 706 SW TYPE W6 W6 W6 W3 W2 Vcap (plf) 310 310 310 600 770 Vcap red (plf) 310 310 310 600 739 0.00 0.00 096 0.90 0.96 Discrete Level Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A (BC (2,8 (in) 0,025h ASCE Table 12,i; (in) Story Drift IBC 12.8 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [N01_ •"[Noi' ^[NO]_ [NO] 9.30 #N/A ## 9.89 > 9.30 7.21 > 6.68 3.95 > 3.75 #N/A •["NG]"" [NG]" J:\2009\09-5I-OI8 Hilton Carlsbad Resort and Spa\Calculation5\Wood 8, Steel\Laterai\[D - Stieanwali Design 06.09^010;j(l^g-l ^DCI ENGINEERS Project No. Sheet No. ^Sm D'AMATO CONVERSANO INC. 09-51-018 Project Dote Hilton Carlsbad Section D 6/10/10 Subject 6y Wall B-1 MC 7*^ 7f- VI Ll_ O O Q 4 Li- u u u Deflected Shape, A 1 Wall B-1 = Cd5xe/I = 1.0 Cd Sds^ 4 1.079 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0,025 hx G = 90,000 psi da = 0.'l77in Notes: (l,4v)h Gt + 0.75hen + hda ASCE tbll 2.12-1 A) This spreadsheet assumes 0.148"Dia. (IOdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) input tributory dead load only, wall selfweight is separate input. C) As determined with sfrength level forces D) Compression force is seismic oniy, does nof include lood from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 21.5' Typ. Wall Selfweight ° Per City of Son Dieao requiiement: Anchor Elongation = 0,08" < 0.125" OK Level #REF! #REF! Roof L3 L2 1 Cumulative OTM (ft-k) 0 0 55 168 355 RM 0,449 (ft-k) 0 0 20 63 102 ZM (tt-k) 0 0 36 105 253 Holdown HD Force (k) 0.0 0.0 I. 7 4.9 II. 8 HD TYPE CS22 CS22 CS16 CMSTCI 4 HD-U 14-7.2; HD Cop R 0.8 0.8 1.7 6.5 14.4 Post Post Force jk) 0.0 0.0 2.5 7.6 16.1 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (5)2x6 Post Cap 0 0 21.7 17.9 16.9 Shearwall Vcmltv (ptf) 0 0 287 524 682 SW TYPE W6 W6 W6 W3 W2 Vcap (pit) 310 310 310 600 770 Vcap red (pit) 310 310 310 600 770 0.00 0.00 0.93 0.87 0.89 Level Discrete On ASD Table 3.2 (in) t (in) 5xe ASCE 12.8.6 (in) 5x IBC 12,f IS (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A (BC 12.8 (in) 0.025h ASCETable 12)2- (in) Story Drift IBC 12.8 #REFI #REF! Roof L3 L2 1 0.049 0.049 0.049 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.47 0.57 0.68 #N/A 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ •"[Noj" ,[NO]_ '[NO]" #N/A ## 9.30 6.90 < 9.30 5.03 < 6.68 2.73 < 3.75 #N/A "ioKj" _[OK]__ [OK]" 2.30 2.73 J;\2009\09-51-0I8 Hilton Carlsbad Resort and Spa\Calcuiations\Wood 8, Steel\Lateral\[D - Shearwall Design 06.09,2010,xlslB-2 ^DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheef No. Project Hilton Carlsbad Section D Date 6/10/10 Subject Wall B-2 By MC 7'-*i 7^ 7^ Li_ o :25&.0 o*t U VI 7'-^ u Deflected Shape, A 39.5' Wall B-2 = Cd5xe/I = 1,0 Cd Sds^ 4 1,079 As^ 8(1.4v)h^ .4v)h + 0.75hen + hda EAb Gt E = 1,600,000 psi |Aa^ = 0.025 hx ASCEtbl 12.12- G = 90,000 psi da = 0.113 in Notes: A) This spreadsheet assumes 0.148" Dia. (iOd) x2 i/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) input tributary dead load only, wall selfweight Is separate inpuf. C) zls determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' Per City of San Dieao reouirement: Anctior Elongation = 0.07" Level Discrete en ASD Table 3.2 (in) t (in) 5xe ASCE 12,8,6 (in) 5x (BC (2,f 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCETable 12.12' (in) Story Drift (BC 12,8 #REF! #REF! Roof L3 L2 0.049 0.049 0.049 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.42 0.52 0.61 #N/A 1.69 2.08 2.45 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ "[NO]" [NOJ_ •"[NO]" #N/A ## 9.30 6.21 < 9.30 4.53 < 6.68 2.45 < 3.75 #N/A "[OK]' _[OK]__ "[OK]" DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-St-018 Hilton Carlsbad Resort and Spa\Calculatlons\Wood 8, Steei\Lateral\[D • SlieanA/a'l Design 06.09,2010.xls]C-l L-132 Projecf Hilton Carlsbad Section D Projecf No. 09-51-018 Sheef No. Dote 6/10/10 Subject Wall C-1 By MC 7^ ll<-*i uu o u O Wall C-1 = Cd5xe/I = 1.0 Cd = Sds' = 4 1.079 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in Gt + 0.75he„ -I-hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148"Dia. (IOdj x 2 1/2" Nails. 15/32" C-D Sheathing with Doug-Fir Larch framing 'in Seismic Zones 3 or 4 B) Inpuf fributary dead load only, wall selfweight is separate input. C) zls determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Level #REFI #REFI Root L3 Discrete en ASD Table 3.2 (in) 0.049 0.049 0.049 t (in) 0.535 0.535 0.535 Sxe ASCE 12,8,6 (in) #N/A 0.47 0.57 0.68 8x (BC (2.; (5 (in) #N/A 1.89 2.29 2.71 Cumulative e ASCE 12.8-ld 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO] [NO] _[NO]_ •[NO]" A IBC 12.8 (in) 0.025h ASCE Table 12 12- (in) #N/A ## 9.30 6,89 < 9.30 5.00 < 6.68 2.71 < 3.75 Story Drift IBC 12.8 #N,/A "[OK]" _[OKl__ "[OK]"" DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-51-018 Hilton Carlsbad Resorf and Spa\Calculations\Wood 8. Steel\Lateral\[D - Stiearwall Design 06.09,20'0,xlslC-2 L -133 Projecf No. 09-51-018 Sheet No. DoTe 6/10/10 Project Hilton Carlsbad Section D Subjecf Wall C-2 By MC 7^ 7'^ 7^ VI 7^-7^ o o /5 U p LL. o u u Deflected Shape, A 1 Wall C-2 Cd 5xe/l 1.0 Cd = 4 Sds' = 1.079 8(1.4v|h^ (1.4v)h + 0.75he„ hda |Aa^ G da EAb Gt 1,600,000 psi 0.025 hx ASCEtbl 12.12-1 90,000 psi 0.177 in Notes: A) This spreadsheet assumes 0.148" Dia. (IOdj x 2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate inpuf. C) As determined with sfrength level forces D) Compression force is seismic only, does nof include load from beam reactions E) RM Lood Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight'^ -. i.ii pS-T Per Citv of Son Dieao requirement: Anchor Elongation = 0.09" < 0.125" OK Level Discrete Bn ASD Table 3,2 (in) t (In) 5xe ASCE 12,8,6 (in) 5x IBC 12,f 15 (In) Cumulative 6 ASCE (2,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC (2,8 (in) 0.025h ASCETable 12.i: (in) Story Drift IBC (2,8 #REF! #REF! 0.049 0.535 #N/A 0.49 0.60 #N/A 1.97 2.39 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ "[NO]" [N01_ [NO]" #N/A ## 9.30 #N/A "(OK]"" _[OK]__ "[OK]"" Roof L3 0.049 0.049 0.535 0.535 7.19 < 9.30 5.22 < 6.68 2.83 < 3.75 J:\2009\09-51-018 Hilton Corlsbod Resort and Spa\Calculations\Wood 8, Steel\Lateral\[D - Stieanwail Design 06.09,2010,xls]C-3 ^DCIENGINEERS SSS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. Project Hilton Carlsbad Section D Date 6/10/10 Subject Wall C-3 By MC 7'-*f IX. O SO 0 pi;' u u o VI o Deflected Shape, A Wall C-3 = Cd 5xe/l = 1.0 Cd = 4 Sds^ = 1.079 As^ 8(1.4v)h^ .4v)h EAb E = 1,600,000 psi jAa^ = 0.025 hx G = 90,000 psi da = 0.177 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148"Dia. (IOdj x 2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) inpuf tributary dead ioad only, wall selfweight is separate input. C) zls determined with strength levei forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' Typ. Wall Selfweight ° = ;i,C' pst Pe-" Citv of Son Dieao requirement: Level Discrete en ASD Table 3.2 (In) t (in) 5xe ASCE 12.8.6 (in) (BC (2,f 15 Cumulative e ASCE (2,8-16 0.1 ASCE 12.8.7 PA Req'd? A (BC 12,8 (in) 0.025h ASCE Table 12 K (in) Story Drift (BC (2,8 #REF! #REF! Roof L3 L2 0.049 0.049 0.049 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.49 0.60 0.71 #N/A 1.97 2.39 2.83 0.00 0.00 0.00 0.00 O.IO 0.10 0.10 0.10 ^[NO]_ •"[Noj" [NO]_ [NO]' #N/A ## 9,30 7.19 < 9.30 5.22 < 6.68 2.83 < 3.75 #N/A '[OK]"" _10K]__ "[OK]"" J;\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Wood 8, Sfeel\Lateral\[D - Shearwall Design 06.09.20IO,xis]C-4 ^DCI ENGINEERS Projecf No. Sheef No. ^ISB D'AMATO CONVERSANO INC. 09-51-018 Project Date Hliton Carlsbad Section D 6/10/10 Subjecf fiy Wall C-4 MC 7^ 7^ 7'-*> VI 7'r^ o u Ll- o O u Deflected Shape, A 1 Wall C-4 5x = Cd 5xe/l Cd = 4 1 = 1.0 Sds^ = 1.079 As'^ 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in .4v)h Gt + 0.75hen hda ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148"Dio. (Wdj x2 1/2" Nails, 15/32" C-D Sheothing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) inpuf tributary dead load only, wall selfweight is separate input. C) As detennined wifh strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 15.5' ^ Typ. Wall Selfweight^ Per Citv of San Dieao requirement: Anchor Elongation •• Discrete Cumulative Level e„ ASD Table 3.2 (in) f (in) 5xe ASCE (2.8.6 (in) 5x (SC 12.S- 15 (in) e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? ^ Ign , 0.025h J2.8 ASCE Table 12 12-1 (in) (in) Story Drift IBC 12,8 #REF! #REF! 0.049 0.535 #N/A #N/A 0.00 < 0.10 [NO] #N/A ## 9.30 #N/A Roof 0.049 0.535 0.49 1.97 0,00 < • 0.10 [NO] 7.19 < 9.30 [OK] L3 0.049 0.535 0.60 2.39 0,00 < 0.10 [NO] 5.22 < 6.68 [OK] L2 0.046 0.535 0.71 2.83 0.00 < 0.10 [NO] 2.83 < 3.75 [OK] 1 0.035 0.535 J:\2009\09-S1-018 Hilton Carlsbad Resort and Spa\Catculatlons\Wood 8. Steel\Lateral\[D - Shearwall Design 06,09,20'0,xls]D-l ^DCI ENGINEERS dSSS D'AMATO CONVERSANO INC, Project No. 09-51-018 Sheef No. Project Hilton Carlsbad Section D Dafe 6/10/10 Subject Wall D-1 By MC 7^ VI u- O u O o Deflected Shape, A Wall D-1 5x = Cd Sxe/I Cd = 4 1 = 1,0 Sds^ = 1.079 8(1.4v)h^ EAb E = 1,600,000 psi = 0.025 hx G = 90,000 psi da = 0.177 in Notes: (1.4v)h Gt + 0.75hen + hda ASCEtbl 12.12-1 A) This spreodsheet assumes 0.148" Dio. fiOdj x2 i/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) zlj determined wifh sfrength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 7.0' Typ. Wall Selfweight^ ' S.L* pit Per Citv of San Dieao requirement: Anchor Bongation = #N/A ## 0.125" #N/A Level #REF! #REF! Roof L3 L2 1 Discrete On ASD Table 3.2 (in) 0.049 0.049 0.048 0.046 0.046 f (in) 0.535 0.535 0.535 0.535 0.535 5xe ASCE (2.8,6 (in) #N/A 0,62 0.77 0.97 5x (BC 12.( 15 (in) #N/A 2.47 3.07 3.88 Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 < 0.10 0.00 < 0.10 0.00 < 0.10 #DiV/0! ## 0.10 PA Req'd? __[N0]__ '""[NO]'" __[N0]__ #DlV/0! A (BC (2,8 (in) 0.025h ASCE TdOte 12 12- (in) #N/A ## 9.30 9.42 > 9.30 6.95 > 6.68 3.88 > 3.75 Story Drift IBC 12.8 #N/A "mi' _ING]_ [NG]"" J:\2009\09-51-018 Hilton Carlsbad Resort ond Spa\Calculations\Wood 8, Steel\Lateral\[D - Sheorwoll Design 06.09.2010,xls]D-l A ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. Project Hilton Carlsbad Section D Date 6/10/10 Subject Wall D-IA By MC 7^ 7'-^ VI LL. u o Q > > U- o u o Deflected Shape, A 1 21.5' Wall D-1A = Cd5xe/I = 1.0 Cd = 4 Sds^ = 1.079 8(1.4v)h^ -¥ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.137 in Notes: (!.4v)h Gt + 0.75hen + hda ASCEtbl 12.12-1 A) This spreodsheet assumes 0.148" Dia. (IOdj x 2 1/2" Noils, 15/32" C-D Sheothing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf fributary dead load only, wall selfweight is separate inpuf. C) zls determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight 1S.U pl; Per Citv of San Dieoo requirement: # Level #REF! #REF! Roof L3 L2 1 Discrete en ASD Toble 3,2 (in) 0.049 0.049 0.049 0.048 0.046 t (in) 0.535 0.535 0.535 0.535 0.535 5xe ASCE 12,8,6 (in) #N/A 0,44 0.54 0.73 6x (BC 12,{ 15 (in) #N/A 1.75 2.15 2.93 Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO]_ [Noj [N01_ "[NO]' A (BC 12,8 (in) 0.02Sh ASCE Table 12 12-1 (in) #N/A ## 9.30 6.84 < 9.30 5.09 < 6.68 2.93 < 3.75 Story Drift IBC 12,8 #N/A "[OK]" _[OK]__ [OK]'" J:\2009\09-5i-0l8 Hilton Carlsbad Resort and Spa\Calculations\Wood & Steel\Lateral\[D - Shearwall Design 06,09,2010,xls]D-2 igDCI ENGINEERS Project No. Sheef No. D'AMATO CONVERSANO INC. 09-51-018 Project Dote Hilton Carlsbad Section D 6/10/10 Subjecf By Wall D-2 MC 7(-*i 7^ 7'-tf Cs VI u u o u Deflected Shape, A 7.5' Wall D-2 8x = Cd 8xe/l I = 1,0 Cd = 4 Sds^ = 1.079 As'^ 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in .4v)h Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreadsheet ossumes 0.148" Dio. flOdj x2 1/2" Nails, 15/32" C-D Sheothing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributory deod load only, woH selfweight is separate inpuf. C) zls determined with sfrength level forces D) Compression force is seismic only, does not include load from beam reoctions E) RM Lood Combo: (0.6-0.14Sds)D Typ. Wall Selfweight ° Per Citv of Son Diego requirement: Anchor Elongation = #N/A ##0.125" #N/A Discrete Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A (BC 12,8 (in) 0.025h ASCETable 12.12 (in) Story Drift (BC 12.8 0.00 0.10 ""[NO]"" __[N0]__ #DIV/0! #N/A ## 9,30 9,2'2 < 9,30 6.80 > 6.68 3.80 > 3.75 #N/A •[OK]"" [NG] "["N"GI" 0.00 < 0.10 0.00 < 0.10 #DIV/0! ## 0.10 DCI ENGINEERS D'AMATO CONVERSANO INC. J:\2009\09-51-0I8 Hilton Corlsbod Resort and Spa\Colculations\Wood 8, Steel\Lateral\[D - Shearwall Design 06.09.2010,xlslD-3 , L-139 Sheef No. Projecf Hilton Carisbad Section D Project No. 09-51-018 DoTe 6/10/10 Subjecf Wall D-3 By MC 7^ 7*-*i Q VI u_ o 50 0 0!? o Li- o a I I u_ o u Deflected Shape, A 1 15.5' Wall D-3 = Cd5xe/I = 1.0 Cd = Sds^ = 4 1.079 • _ 8(j.4v)h^ J EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 m .4v)h Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.i48"Dia. (Wdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) input fributary deod load only, wall selfweight is separate input. C) As determined wifh strength level forces D) Compression force is seismic only, does nof include load from beom reocrions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight" IS.O pSi Per Citv of San Dieao requirement: Anchor Bongation = #WA ## 0.125" #N/A Levei Discrete en ASD Toble 3.2 (in) t (in) 5xe ASCE 12,8,6 (in) 8x (BC 12,( 15 (in) Cumulative e ASCE 12,8-16 0,1 ASCE 12.8.7 PA Req'd? A (BC 12.8 (in) 0.025h ASCE fable 12.12-1 (in) Story Drift (BC (2.8 #REF! #REF! 0.049 0.535 #N/A #N/A 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0,10 [NO]_ '[NO]' [N01_ '"[NO] #N/A ## 9,30 #N/A "[OK]"" _[OK]__ [OK] Roof L3 L2 0.049 0.049 0.535 0.535 0.50 0.62 0.74 2.01 2.48 2.97 7.46 < 9.30 5.44 < 6.68 2.97 < 3.75 0.046 0.035 0.535 0.535 J:\2009\09-S1-018 Hilton Carlsbad Resort and Spa\Caiculatlons\Wood 8. Steel\Lateral\ID - Sheorwoll Design 06,09,20iO,xls]D-' ^DCI ENGINEERS Projecf No. Sheef No. SSS D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section D 6/10/10 Subject By Wall D-4 MC Ll_ u o 75,0 C:t a t. Ll_ o o #i;!:t ^5 Deflected Shape, A Wall D-4 5x = Cd 5xe/l I = 1.0 Cd Sds^ 4 1.079 As^ 8(1.4v)h^ .4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi do = 0,177 in Gt • 0.75hen hda ASCEtbl 12,12-1 Notes: A) This spreadsheet assumes 0.148"Dia. (IOdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) zls determined with strength level forces D) Compression force is seismic only, does nof include load from beam reactions Level Discrete en ASD Table 3,2 (in) t (in) 5xe ASCE 12,8,6 (in) 5x (BC 12,i IS (in) Cumulative 3 ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A ISC 12.S (in) 0,025h ASCETabtel2,12 (in) Story Drift IBC 12,8 #REF! #REF! Roof L3 L2 1 0.049 0.049 0.049 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.50 0.62 0.74 #N/A 2.01 2.48 2.97 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[NOJ_ •[NO]" _[NO]_ ""[Noj' #N/A ## 9.30 7.46 < 9.30 5.44 < 6.68 2.97 < 3.75 #N/A "[OK]"" _[OK]__ "ioKi" DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Section D J:\2009\09-51-018 Hilton Corlsbod Resort and Spa\Calculatlons\Wood 8, Steel\Lateral\[D - Shearwall Design 06,09,2010-Xls]D-5 L-141 Projecf No, 09-51-018 Sheet No, Doti 6/10/10 Subject Wall D-5 w MC 7^ 7'-*i VI 7<-^ a J , U- o o Ll_ u u Deflected Shape, A 1*- 15.5' Wall D-5 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds' = 1.079 8(1.4v)h^ EAb E ^ 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in Notes: (1.4v)h Gt + 0.75hen + hda ASCE tbI 12.12-1 A) This spreadsheet assumes 0.148"Dia. (Wdj x2 1/2" No/7s, /5/32"C-D Sheathing with Doug-Fir Larch traming 'in Seismic Zones 3 or 4 B) (nput tributary dead load only, wall selfweight is seporote inpuf. C) zls determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.1 4Sds)D Typ. Wall Selfweight* Per Citv of San Dieao requirement: Anchor Etongation = #N/A ##0.125" #N/A Level #REF! #REF! Roof L3 L2 Cumulative OTM (ft-k) 0 0 43 131 278 RM 0.449 (ft-k) 0 0 10 23 38 ZM (ft-k) 0 0 33 108 240 Holdown HD Force jk) 0.0 0.0 2.1 7.0 15.5 HD TYPE CS22 CS22 CS14 CMST 12 ERROR HD Cap II 0.8 0.8 2.5 9.2 n/o Post Post Force (k) 0.0 0.0 2.7 8.2 17.4 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (6)2x6 Post Cap (k) 0 0 21.7 17.9 20.5 Sheanvoll Vcmltv (ptf) 0 0 309 564 734 SW TYPE W6 W6 W6 W3 W2 Vcap (pit) 310 310 310 600 770 Vcap red (pit) 310 310 310 600 770 0.00 0.00 1.00 0.94 095 Level Discrete en ASD Toble 3.2 (in) t (in) 5xe ASCE 12,8.6 (in) 8x (BC 12,( 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table I2,!2-1 (in) Story Drift (BC 12,8 #REF! #REF! Roof L3 L2 1 0.049 0.049 0.049 0.046 0.035 0,535 0.535 0.535 0.535 0.535 #N/A 0.50 0.62 0.74 #N/A 2.01 2.48 2.97 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 jN01_ '[NO]' ^[NO]_ [NO] #N/A ## 9.30 7.46 < 9.30 5.44 < 6.68 2.97 < 3.75 #N/A '[OK]" _[OK]__ "[OK]" J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Wood 8, Steel\Lateral\[D - Shearwall Design 06,09,2010,xls]D-6 ^DCI ENGINEERS I^^S D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheef No. Project Hilton Carlsbad Section D Dote 6/10/10 Subjecf Wall D-6 By MC 7'-ti 7^ 7^ a VI P^ o o u o Deflected Shape, A 15.5' Wall D-6 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds' = 1.079 8(1.4v)h^ EAb E = 1,600,000 psi = 0.025 hx G = 90,000 psi da = 0,177 in Notes: .4v)h Gf + 0.75hen + hda ASCEtbl 12.12- A) This spreadsheet assumes 0.148" Dio. (IOdj x 2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Input tributary deod load only, wall selfweight is separate inpuf. C) zls determined wifh strength level forces D) Compression force is seismic only, does not include lood from beam reocrions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight^ Per Citv of San Dieao requirement: Anchor Elongation = #N/A ## 0,125" #N/A Cumulative 0,1 ASCE 12,8,7 PA Req'd? A IBC 12.8 (in) 0.025h ASCETable 12 12-1 (in) Story Drift (BC 12,8 0.10 0.10 0.10 0.10 [N01_ '"[NO]" [NO]_ •[NO]" #N/A ## 9.30 7.46 < 9.30 5.44 < 6.68 2.97 < 3.75 #N/A 'ioK]" _[OK]__ "[OK]"" J:\2009\0V-51-018 Hilton Carlsbad Resort and Spa\Calculations\Wood 8. Steel\Lateral\[D - Shearwall Design 06,09,2010,xls]D-7 L-143 ^DCI ENGINEERS SSS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheef No. Project Hilton Carlsbad Section D Date 6/10/10 Subjecf Wall D-7 By MC • 7'-*> 7^ o u • > I u o VI a > V Li_ O Deflected Shape, A 15.5' Wall D-7 5x = Cd 5xe/l Cd = 4 1 = 1.0 Sds^ = 1.079 As^ 8(1.4v)h^ (l,4v)h EAb E = 1,600,000 psi |Aa^ = 0,025 hx G = 90,000 psi da = 0,177 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) Thisspreodsheef ossumes 0.148"Dia. (Wdj x2 i/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) input tributory dead load only, woll selfweight is separate input. C) zls determined wifh sfrength level forces D) Compression force is seismic only, does nof include lood from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight" = Per Citv of San Dieao requirement: Anchor Bongation = #N/A ##0,125" #N/A Levei Discrete en ASD Table 3.2 (in) t (In) 5xe ASCE 12.8.6 (in) 5x IBC 12.t 15 (in) Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0,025h ASCETable 12 12-1 (in) Story Drift IBC 12,8 #REF! #REF! Roof L3 L2 1 0.049 0.049 0.049 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.50 0.62 0.74 #N/A 2.01 2.48 2.97 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [N01_ •"[NO]" [NO]_ •"[NO]' #N/A ## 9.30 7.46 < 9.30 5.44 < 6.68 2.97 < 3.75 #N/A '[OK]"" _[0K]__ [OK]"" ,i:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\WoDd 8. Steei\Laterai\[D - Shearwall Design 06,09,2010,xlslD-f ^DCI ENGINEERS aS&S D'AMATO CONVERSAKO INC. Projecf No. 09-51-018 Sheet No, Projecf Hilton Carlsbad Section D Dote 6/10/10 Subject Wall D-8 By MC 7^ 7^ a > , Li_ o u u_ u u VI o -9 Deflected Shape,A 15.5' Wall D-8 5x = Cd 6xe/l Cd = 4 1 = 1,0 Sds^ = 1,079 8(l,4v)h^ .4v)h EAb E = 1,600,000 psi |Aa^ = 0,025 hx G = 90,000 psi da = 0,177 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet ossumes 0.14S"Dia. (IOdj x 2 1/2" Nails, 15/32" C-D Sheathing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate inpuf. C) zls determined with strength level forces D) Compression force is seismic only, does nof include load from beam reoctions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight = IS.Opsf Level #REF! #REF! Roof L3 L2 Cumulative OTM (tt-k) 0 0 43 131 278 RM 0.449 0 0 10 23 38 ZM (tt-k) 0 0 33 108 240 Holdown HD Force (k) 0.0 0.0 2.1 7.0 15.5 HD TYPE CS22 CS22 CSU CMST12 ERROR HD Cap R 0.8 0.8 2.5 9.2 n/a Per City of Saa Dieao reggirement: Anchor Etongation = #WA ## 0.125" #N/A Post Post Force (k) 0.0 0.0 2.7 8.2 17.4 Post TYPE No Fir No Flr (2)2x6 (2)2x6 (6)2x6 Post Cap (k) 0 0 21.7 17.9 20.5 Shearwall Vcmltv (pit) 0 0 309 564 734 SW TYPE W6 W6 W6 W3 W2 Vcap (ptf) 310 310 310 600 770 Vcap red (pit) 310 310 310 600 770 0.00 0.00 1.00 0.94 0.95 Level #REF! #REF! Root L3 L2 1 Discrete en ASD Table 3.2 (in) 0.049 0.049 0.049 0,046 0,035 t (in) 0,535 0,535 0,535 0,535 0,535 5xe ASCE 12.8,6 (in) #N/A 0.50 0.62 0.74 8x IBC I2.i 15 (in) #N/A 2.01 2.48 2.97 Cumulative e ASCE 12,8-16 0,1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0,10 0.10 0,10 PA Req'd? _[NOj_ •"[NO]" _[NO]_ "[NO]' A lec 12.8 (in) 0.025h ASCETable 12 12- (in) #N/A ## 9.30 7.46 < 9.30 5.44 < 6.68 2.97 < 3.75 Story Drift (BC (2,8 #N/A "[OK]" _[OK]__ "[OK]" DCI ENGINEERS D'AMATO CONVERSANO INC. J:\20D9\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Wood 8, Steei\Lateral\[D - Shearwall Design 06,09,2010,xls]D-9 L-145 Project Hilton Carlsbad Section D Project No. 09-51-018 Sheef No. DoTe 6/10/10 Subjecf Wall D-9 MC 7^ VI 4 o o u u u Deflected Shape, A Wall D-9 5x = Cd 5xe/l Cd = 4 1 = 1.0 Sds^ = 1.079 As'^ 8(l,4v)h^ (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0,177 in Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreodsheet assumes 0.148"Dio. (Wdj x2 i/2" Nails, 15/32" C-D Sheothing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reocrions E) RM Lood Combo: (0.6-0.14Sds)D 7.5' Typ. Wall Selfweight ° iS.U pE-f Per Citv of San Digoo requirement: Anchor Etongation = #N/A ## 0.125" #N/A Level #REF! #REF! Roof L3 L2 1 Cumulative OTM (tt-k) 0 0 22 66 139 RM 0.449 0 0 3 6 10 ZM (tt-k) 0 0 19 60 129 Holdown HD Force (k) 0.0 0.0 2.5 8.0 17.3 HD TYPE CS22 CS22 CM5TC16 CMST12 ERROR HD Cop R 0.8 0.8 4.6 9.2 n/a Post Post Force (k) 0.0 0.0 2.7 8.2 17.4 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (6)2x6 Post Cap (k) 0 0 21.7 179 20.5 Shearwall Vcmltv (pit) 0 0 309 564 734 SW TYPE W6 W6 W6 W3 W2 Vcap (plf) 310 310 310 600 770 Vcap red (pit) 310 310 310 600 770 0.00 0.00 1.00 094 0.95 Level Discrete en ASD Toble 3.2 (in) t (in) 5xe ASCE (2.8.6 (in) 5x (BC 12.1 15 (in) Cumulative e ASCE l2.8-(6 0.1 ASCE 12.8.7 PA Req'd? A 16C 12.8 (in) 0.025h ASCETable 12 12- (in) Story Drift (SC (2,8 #REF! #REF! Roof L3 L2 0.049 0.049 0.049 0.046 0.035 0.535 0.535 0.535 0.535 0.535 #N/A 0.61 0.74 0.89 #N/A 2.42 296 3.57 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 _[NO]_ "[NO]" _[N01_ "[NO] #N/A ## 9.30 8.96 < 9.30 6.53 < 6.68 3.57 < 3.75 #N/A '[OK]" _[0K]__ "[OK]"" J:\2009\09-51-018 Hilton Carlsbod Resort and Spa\Calculations\Wood 8. Steel\Lateral\[D - Shearwall Design 06,09,2010.xts!D-10 L-146 ^DCI ENGINEERS Projecf No. Sheef No. SBI D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section D 6/10/10 Subjecf 6y Wall D-10 MC 7'-*f 7'-9i VI Ll_ o u LL. u u o Deflected Shape, A 1*— 6.5' Wall D-10 5x = Cd 8xe/l I = 1.0 Cd = 4 Sds^ = 1.079 As*^ 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in 1.4v)h Gf 0.75hen hda -I- ASCEtbl 12.12- Notes: A) This spreadsheet ossumes 0.148" Dio. flOd) x2 1/2" Noils, 15/32" C-D Sheothing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) zls determined with strength level forces D) Compression force is seismic only, does not include load from beam reocrions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight* = IS.Opsf Per City of San Dieoo requirement: Anctior Elongation = #N/A ## 0.125" #N/A Level #REF! #REF! Roof L3 L2 Discrete en ASD Toble 3,2 (in) 0.049 0.049 0.049 0.046 0.035 f (in) 0.535 0.535 0.535 0.535 0.535 8xe ASCE 12,8,6 (in) #N/A 0,63 0.78 0.94 5x (BC 12.f 15 (in) #N/A 2.54 3.10 3.74 Cumulative 9 ASCE 12,8-16 0,1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? ,[N01_ '[Noj [NO]_ "[NO]" A (BC 12.8 (in) 0.025h ASCETable 12 12-1 (in) #N/A ## 9.30 9.38 > 9.30 6.84 > 6.68 3.74 < 3.75 Story Drift IBC (2.8 #N/A "["N'GI" [NGj_ [OK]" J:\2009\09-5'-018 Hilton Carlsbod Resort and Spa\Calcu'ations\Wood S. Steel\Lateral\[D - Shearwall Design 06,09,20'0,x's ^DCI ENGINEERS Projecf No. Sheet No. ^SS D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section D 6/10/10 Subject Sy Wall 1-1 MC VI u u o 4. U- u u u Deflected Shape, A 1 20.5' Wall 1-1 5x = Cd5xe/I I = 1.0 Cd = 4 Sds' = 1.079 8(1.4v)h^ (1.4v)h hda + 0.75hen + EAb Gt E = 1,600,000 psi jAa^ = 0.025 hx ASCEtbl 12.12- G = 90,000 psi da = 0.137 in Notes: A) Thisspreodsheef assumes 0.148" Dio. flOd) x2 J/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof inciude load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight ^ = ps; Level #REF! #REF! Roof L3 L2 Cumulative OTM (f^k) 0 0 41 125 265 RM 0.449 m) 0 0 18 37 ZM (fNk) 0 0 23 Holdown HD Force (k) 0.0 0.0 1.1 4.3 8.6 HD TYPE CS22 CS22 CS18 CMSTC16 HDUl 1-5.5 HD Cop (k) 0.8 0.8 1.4 4.6 9.5 PerCity of Son Dieqo requirement; Anchor Etongation = 0.06" < 0.125" OK Post Post Force (k) 0.0 0.0 2.0 6.0 12.6 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (4)2x6 Post Cap (k) 0 0 21.7 17.9 13.4 Shearvvall Vcmltv (ptf) 0 0 224 409 533 SW TYPE W6 W6 W6 W4 W3 Vcap (pit) 310 310 310 460 600 Vcap red (ptf) 310 310 310 460 600 0.00 0.00 0.72 0.89 0.89 Discrete Level 5x (BC I2.i 15 (in) #N/A 1.76 2.16 2.8 Cumulative e ASCE (2.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [N01_ •[NO]' [NO]_ [NO] A (BC 12.8 (in) 0.025h ASCE Table 12 i: (in) #N/A ## 9.30 6.79 < 9.30 5.03 < 6.68 2.88 < 3.75 Story Drift (BC (2,8 #N/A '[OK]"" _[OK]__ "[OK]"" DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Section D J:\2009\09-5I-018 Hliton Carisbad Resort and Spa\Caiculations\Wood & Steel\Laterai\!D - Shearwall Design 06.09.20l0.xlsll-2 L 148 Project No. 09-51-018 Sheef No. Subjecf Wall 1 -2 Date 6/10/10 By MC 7^ 7f-*i 7'-*i VI O SO.O p!! u 50.0 pif o i25.0 pii O o Deflected Shape, A Wall 1-2 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds= = 1.079 8(1.4v)h^ -I- EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.137 in Notes: .4v)h Gt + 0.75hen hdq b ASCEtbl 12.12-1 A) This spreadsheet assumes 0.148" Dia. (Wdj x 2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof include load from beam reocrions E) RM Load Combo: (0.6-0.14Sds)D 1*— 20.5' "'^ Typ. Wall Selfweight' 15.0 psf Per City of Son Oi&gio rg^ygfement: Anchor Elongation = oM" " < 0.125" OK Levei #REF! #REF! Roof L3 L2 Cumulative OTM (ft-k) 0 0 41 125 265 RM 0.449 (ft-k) 0 0 18 37 ZM (ff-k) 0 0 23 Holdown HD Force R 0.0 0,0 1.1 4.3 8.6 HD TYPE CS22 CS22 CS18 CMSTC16 HDUl 1-5.5 HD Cap R 0.8 0.8 1.4 4.6 9.5 Post Post Force R 0.0 0.0 2.0 6.0 12.6 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (4)2x6 Post Cop (k) 0 0 21.7 17.9 13.4 Shearwall Vcmltv (plf) 0 0 224 409 533 SW TYPE W6 W6 W6 W4 W3 Vcap (pit) 310 310 310 460 600 Vcap red (pit) 310 310 310 460 600 0.00 0.00 0.72 0.89 0.89 Level #REF! #REF! Roof L3 L2 1 Discrete en ASD Toble 3,2 (in) 0.049 0.049 0.049 0.048 0.046 t (in) 0.535 0.535 0.535 0.535 0.535 5xe ASCE 12,8,6 (in) #N/A 0,44 0,54 0.72 5x (BC I2.( 15 (in) #N/A 1.76 2.16 2.8 Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO]_ '"[NO] [NO]_ '"[NO]' A (BC (2,8 (in) 0.025h ASCE Table 12 12- #N/A ## 9.30 6.79 < 9.30 5.03 < 6,68 2.88 < 3.75 Sfory Drift (BC 12,8 #N/A '[OK]" _[OK]__ [OK]" J:\2009\09-51-018 Hliton Corlsbod Resort and Spa\Calculafions\Wood 8. Steei\Laterai\lD - Shearwall Design 06,09,2010,xisl2-l ^DCI ENGINEERS Projecf No. Sheef No. " ' ^SS D'AMATO CONVERSANO INC. 09-51-018 Project Dote Hilton Carlsbad Section D 6/10/10 Subjecf By Wall 2-1 MC 7f-*i LJ_ o £0.0 pif o 50,0 plf u o VI o im Deflected Shape, A 21.5' Wall 2-1 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 1.079 As*^ 8(l,4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0,113in 1.4v)h Gt + 0.75hen -I-hda ASCEtbl 12.12-1 Notes: A) Thisspreodsheef assumes 0.148"Dio. (Wdj x2 1/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf fributary dead load only, wall selfweight is separate input. C) zls determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight'' 5.0 psf Per Q'ty of Son Dieqo requirement: Anctior Etongation = 0.05" < 0.125" OK Cumulative Holdown Post Shearvvall Level OTM RM ZM HD HD HD Post Post Post Vcmltv SW Vcap Vcop VCMLTV Level 0,449 Force TYPE Cop Force TYPE Cap TYPE red VCAP (ft-k) (tt-k) (ff-k) (k) (k) (k) (k) (pit) (pit) (plf) #REF! 0 0 0 #REF! 0 0 0 0,0 CS22 0.8 0.0 No Flr 0 0 W6 310 ' 310 0.00 Roof 36 20 1 16 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 L3 110 41 69 0.8 CS22 0.8 1.6 (2)2x6 21.7 188 W6 310 310 0.61 L2 232 97 136 3.2 CMSTC16 4.6 5.0 (2)2x6 17.9 342 W4 460 460 0.74 1 6.3 HDU8-4.5 7.9 10.6 (4)2x6 13.4 446 W4 460 460 0.97 Level Discrete Bn ASO Tobte 3.2 (in) t (in) Sxe ASCE (2.8.6 (in) (BC 12.( 15 (in) Cumulative e ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A (SC J2.8 (in) 0.025h ASCETable 12.12- (in) Story Drift (BC 12,8 #REF! #REF! Roof L3 L2 0,049 0.049 0.049 0.048 0.048 0.535 0.535 0.535 0.535 0.535 #N/A 0.42 0.51 0.69 #N/A 1.67 2.02 2.74 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [N01_ •"[NO]" [NO]_ '[NO]" #N/A ## 9.30 6.43 < 9.30 4.76 < 6.68 2.74 < 3.75 #N/A "[OK]"" _[OK]__ '[OK]" J:\2009\09-51-018 Hilton Corlsbod Resort and Spa\Calculations\Wood 8. Steel\Lateral\[D - Shearwall Design 06.09,20l0.xi5]2-2 ^DCI ENGINEERS ^SSS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. ~ Projecf Hilton Carlsbad Section D Dote 6/10/10 Subject Wall 2-2 By MC 7'^ 7^ u Cs O O VI b = 22.0' Wall 2-2 8x = Cd5xe/I I = 1.0 Cd = 4 Sds' = 1.079 As^ 8(l,4v)h^ (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0,025 hx G = 90,000 psi da = 0,113 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreodsheet assumes 0.148" Dia. flOd) x2 1/2" Noils, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) input tributary dead load only, wall selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does nof include load from beam reocrions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' IS.O psf Level #REF! #REF! Roof L3 L2 Cumulative OTM (ft-k) 0 0 36 no 232 RM 0.449 (ft^) 0 0 20 41 97 ZM (ft-k) 0 0 16 69 136 Holdown HD Force R 0.0 0,0 0,8 3,2 6,3 HD TYPE CS22 CS22 CS22 CMSTCI 6 HDU8-4,5 HD Cap R 0,8 0.8 0.8 4.6 7.9 Per Clly of San Dieao reauirement. Anctior Elongation = 0.05" < 0.125" OK Post Post Force R 0.0 0.0 1.6 5.0 10.6 Post TYPE No Flr No Flr (2)2x6 (2)2x'6 (4)2x6 Post Cap (k) 0 0 21.7 17.9 13.4 Shearwall Vcmltv (plf) 342 446 SW TYPE W6 W6 W6 W4 W4 Vcop (pit) 310 310 310 460 460 Vcap red (plf) 310 310 310 460 460 0.00 0.00 0.61 0.74 0.97 Level #REF! #REF! Roof L3 L2 Discrete en ASO Table 3,2 (in) 0.049 0.049 0.049 0.048 0.048 t (in) 0.535 0.535 0.535 0.535 0.535 8xe ASCE 12.8.6 (in) #N/A 0.42 0.51 0.69 5x lec (2.f (5 (in) #N/A f.'67 2.02 2.'7'4 Cumulative e ASCE 12.S-I6 O.I ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? _[NO]_ "[NO]" _[NO]_ "[NO]' A (BC 12.8 (in) 0.025h ASCETable 12,12-1 (in) #N/A ## 9.30 6.43 < 9.30 4.76 < 6.68 2.74 < 3.75 Story Drift IBC 12,8 #N/A "[OK]"" _[OK]__ '[OK]" J:\2009\09-51-018 Hilton Corlsbod Resort and Spa\Calculations\Wood 8. Steel\Laterai\[D - Shearwall Design 06,09,201 CxisJS-l ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheef No. Project Hilton Carlsbad Section D Date 6/10/10 Subjecf Wall 3-1 By MC 7(-^ 7'-*i 7'-ii 7*^ VI o bO.li cit ' U 50.0 pif ^ ti_ o 325,0 cif U u Deflected Shape, A Wall 3-1 Cd 5xe/l 1.0 Cd = 4 Sds' = 1.079 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.177 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148" Dia. (IOdj x 2 1/2" Nails, i5/32" C-D Sheothing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) inpuf tributary dead load only, wall selfweight is separate inpuf. C) zl s determined with strength level forces D) Compression force is seismic only, does not include load from beam reocrions E) RM Load Combo: (0.6-0.14Sds)D 20.5' Typ. Wall Selfweight" = IS.Opsf Per City of San Dieao requirement. Anchcr Elongation = 0 09" < 0 125' J:\2009\09-51-018 Hilton Carisbad Resort and Spa\Caiculations\Wood i. Steei\Lateral\[D - SheanA/all Design 06.09.2010.xis]4-l ^DCI ENGINEERS Project No. Sheef No. SS! D'AMATO CONVERSANO INC. 09-51-018 Project Dote Hilton Carlsbad Secfion D 6/10/10 Subject By Wall 4-1 MC 5 k 7'-*> LL. u o mo pit a 4, u o VI o Deflected Shape, A 1 15.5' Wall 4-1 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 1.079 8(1.4v)h^ (1.4v)h + 0.75hen -^ hda EAb Gt E = 1,600,000 psi [AC^ = 0,025 hx ASCE tbll 2.12-1 G = 90,000 psi d„ = 0.113 in Nofes: A) This spreadsheet assumes 0.148"Dia. (Wdj x 2 1/2" Noils, /5/32"C-D Sheathing wifh Doug-Fir Larch traming in Seismic Zones 3 or 4 B) Input tributary dead load onty, wall selfweight is separate inpuf. C) zls determined with strength level forces D) Compression force is seismic only, does nof include load from beam reocrions E) RM Load Combo: (0.6-0.USdsjD Typ. Wall Selfweight" IS.O pil Per City of San Oieao requirement: Anctior Elongation's 13.06" < 0.125" OK Discrete Cumulative Level Gn ASO Table 3,2 (in) t (in) 5xe ASCE 12,8,6 (in) 8x (SC (2.8- (5 (in) e ASCE 12.8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Toble 12.12-1 (in) Story Drift IBC 12,8 #REF! #REF! 0,049 0.535 #N/A #N/A 0.00 < 0.10 [NO] #N/A tttt 9.30 #N/A Roof 0.049 0.535 0,44 1.74 0.00 < 0.10 [NO] 6.70 < 9.30 [OK] L3 0.049 0.535 0.53 2.11 0.00 < 0.10 [NO] 4.96 < 6.68 [OK] L2 1 0.048 0.048 0.535 0.535 0.71 2.85 0.01 < 0.10 [NO] 2.85 < 3.75 [OK] J:\2009\09-51-018 Hilton Carisbad Resort and Spa\Calcuiafions\Wood & Steel\Lateral\[D - Shearwall Design 06,09,2010,xlsl4-2 ^DCI ENGINEERS Projecf No. Sheet No. SBS D'AMATO CONVERSANO INC. 09-51-018 Project Date Hilton Carlsbad Section D 6/10/10 Subject By Wall 4-2 MC 7*^ 7'-ti 7'-*f 7'-tf o o J0.0 pH Q 4 > Li_ u u VI o Deflected Shape, A Wall 4-2 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds' = 1.079 As^ 8(1.4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.137 in .4v)h Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreadsheet assumes 0.148"Dia. (Wdj x 2 i/2" Nails, 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpu.f tributary dead load only, woll selfweight is separate inpuf. C) zls determined with sfrength level forces D) Compression force is seismic only, does not include load from beam reocrions E) RM Load Combo: (0.6-0.1 4Sds)D 10.5' ^' Typ. Wall Selfweight" 15.Q psr Per Cilv of San Dieao requirement: Anchor Eloncfation = 0X)6" < 0.125" OK Level #REF! #REF! Roof L3 L2 Cumulative OTM (ft-k) 0 0 20 60 127 RM 0.449 (tt-k) 0 0 6 20 37 SM m) 0 0 14 40 90 Holdown HD Force jk) 0.0 0.0 1.3 3.8 8.6 HD TYPE CS22 CS22 CSI8 CMSTCI6 HDUl 1-5.5 HD Cap ll 0.8 0.8 1.4 4.6 9.5 Post Post Force R 0.0 0.0 1.6 5.0 10.6 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (4)2x6 Post Cop (k) 0 0 21.7 17.9 13.4 Shearwall Vcmltv (ptf) 0 0 188 343 447 SW TYPE W6 W6 W6 W4 W4 Vcap (pit) 310 310 310 460 460 Vcap red (plf) 310 310 310 460 460 Vr, 0.00 0.00 0.61 0.75 0.97 Level Discrete en ASD Table 3,2 (in) f (in) 5xe A5CE 12,8,6 (in) 5x IBC I2,( 15 (in) Cumulative e ASCE 12,8-J 6 0.1 ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0,025h ASCE Toble 12.12, (in) Story Drift (BC 12,8 #REF! #REF! Roof L3 L2 0.049 0.049 0.049 0.048 0.048 0.535 0.535 0.535 0.535 0.535 #N/A 0.47 0.57 0,77 #N/A 1,90 2,29 3.09 0.00 0.00 0.00 0.01 0.10 O.IO 0.10 0.10 _[NO]_ "[NO]' ,[N01_ [Noi' #N/A ## 9.30 7.27""" < 9.30 5.37 < 6.68 3.09 < 3.75 #N/A "[OK]"" [OK] J:\2009\09-5I-018 Hilton Carlsbad Resort and Spa\Caiculatlons\Wood & Steel\Laterdi\[D - Sheanwail Design 06.09.2010.xIsJS-l ^DCI ENGINEERS SSS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. Project Hilton Carlsbad Section D Dofe 6/10/10 Subjecf Wall 5-1 By MC 7*^ VI u .50.0 pi! 300,0 pif ^ u 325.0 plf O u kkt!7 Deflected Shape, A Wall 5-1 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds' = 1.079 As"^ 8(1.4v)h^ EAb E = 1,600,000 psi jAa^ = 0.025 hx G = 90,000 psi da = 0.137 in Notes: .4v)h Gt + 0.75hen + hda ASCEtbl 12.12-1 A) This spreadsheet assumes 0.148"Dia. (IOdj x2 1/2" Noils, 15/32" C-D Sheathing wifh Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate inpuf. C) As determined with sfrength level forces D) Compression force is seismic only, does not include load from beom reocrions E) RM Load Combo: (0.6-0.14Sds)D 8.5' Typ. Wall Selfweight^ iS.u ps Per Cilv of San Dieao requirement: Anchor Etongation = 0.06"' < 0.125" OK Level #REF! #REF! Roof L3 L2""" 1 Cumulative OTM (tt-k) 0 0 15 45 96 RM 0.449 (ff^) 0 0 3 11 21 ZM (ft-k) 0 0 12 34 76 Holdown HD Force R 0.0 0.0 1.4 4.0 8.9 HD TYPE CS22 CS22 CS16 CMSTC16 HDUn-5.5 HD Cap R 0.8 0.8 1.7 4.6 9.5 Post Post Force R 0.0 0.0 1.7 5.1 10.7 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (4)2x6 Post Cap (k) 0 0 21.7 17.9 13.4 Shearwall Vcmltv (pW) 0 0 190 347 452 SW TYPE W6 W6 W6 W4 W4 Vcop (plf) 310 310 310 460 460 Vcap red (pit) 310 310 310 460 460 0.00 0.00 0.61 0.75 0.98 Level Discrete en ASD Toble 3.2 (in) (in) 5xe ASCE 12.8.6 (in) 8x (BC 12.1 15 (in) Cumulative e ASCE (2,8-16 0,1 ASCE 12.8.7 PA Req'd? A (BC 12,8 (in) 0.025h ASCE Table 12,12- (inl Story Drift IBC (2,8 #REF! #REF! Roof L3 L2 0.049 0.049 0.049 0.048 0.048 0.535 0.535 0.535 0.535 0.535 #N/A 0.51 0.61 0.83 #N/A 2.04 2.46 3.31 0.00 0.00 0,00 0.01 0,10 0,10 0.10 0.10 _[N01_ "[NO] _[NO]_ '"[NO]' #N/A ## 9.30 7.80 < 9.30 5.76 < 6.68 3.31 < 3.75 #N/A [OK]"" [OK] J:\2009\09-51-0t8 Hilton Corlsbod Resort and 5pa\Calcuiations\Wood & Sfeel\Lateral\[D - Shearwall Design 06,09,2010,xls]5-2 ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. Project Hilton Carlsbad Section D Date 6/10/10 Subject Wall 5-2 By MC 7^ 7^ 7'-¥> U U 300.0 Dif o 32.5.0 pi? U VI u Deflected Shape, A Wall 5-2 8x = Cd 5xe/l I = 1.0 • Cd = 4 Sds^ = 1.079 8(1.4v)h^ (1.4v)h EAb Gf E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0,113 in + 0.75hen + hda ASCEtbl 12.12-1 Nofes: A) Thisspreodsheef assumes 0.148"Dio. (IOdj x2 1/2" Noils, !5/32" C-D Sheothing wifh Doug-Fir Larch froming in Seismic Zones 3 or 4 B) Input fribufory deod load only, wall selfweight is separate input. C) zls determined wifh sfrength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 12.5' Typ. Wall Selfweight^ 1S.0 psf Per City of Son Dieoo requiiement. Anctior Elongafion = 0.07" < 0.125" OK Level #REF! #REF! Roof L3 L2 1 Cumulative OTM (ft-k) 0 0 22 66 139 RM 0.449 (ft-k) 0 0 7 24 43 IM (ft-k) 0 0 15 42 96 Holdown HD Force R 0.0 0.0 1.2 3.3 7.7 HD TYPE CS22 CS22 CS18 CMSTCI 6 HDU8-4.5 HD Cap II 0.8 0.8 1.4 4.6 7.9 Post Post Force R 0.0 0.0 1.7 5.1 10.7 Post TYPE No Flr No Flr (2)2x6 (2)2x6 (4)2x6 Post Cap (k) 0 0 21.7 17.9 13.4 Sheorvvall Vcmltv (pif^) 0 0 190 347 452 SW TYPE W6 W6 W6 W4 W4 Vcap (pit) 310 310 310 460 460 Vcop red (pit) 310 310 310 460 460 0.00 0.00 0.61 0,75 0,98 Level Discrete e„ ASO Toble 3.2 (in) t (in) 8xe ASCE 12.8.6 (in) 8x (6C 12,( 15 (in) Cumulative e ASCE 12,8-16 0.1 ASCE 12.8.7 PA Req'd? A IBC 12.8 (in) 0.025h ASCE Table 12,12- (in) Story Drift IBC 12,8 #REF! #REF! Roof L3 L2 0.049 0.049 0.049 0.048 0.048 0.535 0.535 0.535 0.535 0.535 #N/A 0.45 0.55 0.74 #N/A 1.80 2.18 2.95 0.00 0.00 0.00 0.01 0.10 0.10 0.10 0.10 [N01_ •"[NOj" ,[NO]_ '"[Noj' #N/A ## 9.30 6.94 < 9.30 5.14 < 6.68 2.95 < 3.75 #N/A "[OK]"" [OK] J:\2009\09-S1-018 Hilton Carlsbad Resort and Spa\Caiculations\Wood 8, Steei\Lateral\[D - Shearwall Design 06,09,20IO,xls]6-l DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheet No. UaJe 6/10/10 Project Hilton Carlsbad Section D By-Subject Wall 6-1 MC 7^ 7'-*> 50,0 pif o 75.0 pll Li- u o VI o *-i?tfi Deflected Shape, A 20.5' Wall 6-1 5x = Cd 5xe/l I = 1.0 Cd = 4 Sds^ = 1.079 As" 8(1.4v)h'^ -I- (1.4v)h EAb E = 1,600,000 psi jAa^ = 0.025 hx G = 90,000 psi da = 0.088 in Gt + 0.75hen + hda ASCEtbl 12.12-1 Notes: A) This spreadsheet assumes 0.148"Dio. f IOdj x 2 i/2" Nails, 15/32" C-D Sheothing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight is separate inpuf. C) As determined with strength level forces D) Compression force is seismic only, does not include ioad from beam reocrions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' 15.0 psf Per City of Son Dieoo requirement: Anchor Elongation = 0.00" < 0.125" Level #REF! #REF! Roof L3 L2 Discrete en ASO Toble 3.2 (in) 0.049 0.049 0.049 0.049 0.049 f (in) 0.535 0.535 0.535 0.535 0.535 Sxe ASCE (2.8.6 (in) #N/A 0.38 0.43 0.57 5x IBC 12.f 15 (in) #N/A 1.50 1.74 2.28 Cumulative e ASCE (2,8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.01 0.10 0.10 0.10 0.10 PA Req'd? [NO] [NO] [N01_ "[NO]" A IBC (2.8 (in) 0.025h ASCE Table 12.12- (in) #N/A tttt 9.30 5.52 < 9.30 4.02 < 6.68 2.28 < 3.75 Story Drift (BC (2,8 #N/A "[OK]" [OK] FORTH CooHeRB cn -^1 DCI ENGINEERS" D'AMATO CONVERSANO INC. Project No. 09-51-018 Sheef No. Project Hilton Carlsbad Section A Dote 6/10/10 W MC Subject Vertical Distribution of Seismic Forces Allowable Stress Design Level Height weiglnt Area Wt W*h %V Vi Vi EV; H(ft) vy (psf) A (sq-ft) W(kip) (kip-ft) (kips) (kips) (psf) (psf) -- -- Roof 21.5 30 2,790 84 1,800 i.OOO 8.2 8.2 2.9 2.9 SUMS; 83.7 1799.6 LOO 8.2 Bose Shear, V = 0.137 W Redundancy, p = i.o Easd= 0.0979 W (E asci= p*V/l.4) E asd= 8.2 fc/ps L-158 JA^uur \uy-D i-u IO nmun L-uiibuuu p;tibui i uiiu opu\i^uicuiuiiunb\yvouu & ireei\LUieiui\irur it; i„ut-iiefe - jf leur wun utibiyn uo.U7.zu pu.Atbjuiupi iiuyrii run-t?b 5heet No. DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09-51-018 Dote 6/10/10 Projecf Hilton Carlsbad Section A Subject Diaphragm Forces By MC Building 1 Allowable Stress Design - Diaphragm Level Height weight Area Wt W*h %V Vi VDIA Min Max H(ft) w (psf) A (sq-ft) W(kip) (kip-ft) (kips) (kips) (psf) (psf) (psf) -- -- Roof 21.5 30 2,790 84 1,800 i.OOO 8.2 8.2 3.8 SUMS: 83.7 / 799.6 1.00 8.2 8.2 Base Shear, V= 0.137 W Redundancy, p= J.O Easd= 0.0979 W (E asd= p*V/l ,4) E asd= 8.2 kips L-159 DCI ENGINEERS ( - O N \' ) H S A K O Projec f (^o D9-51-D18 Sheef I--IO Project Hilton Carlsbad Section A Dafe 9/7/2010 5ub;ecf Individual Sheofwall Design By MC Sum SW Lengths (ft) 20 SW Force (Kips) 12 12 4,1 0,9 0,9 1,0 1,0 am 15 Wall Height (ft) DL (plf) TribwDL(ft) DL (psf) line load PL (plf) 21,5 21,5 21 5 21,5 21,5 0,0 0,0 0,0 00 0,0 DCI ENGINEERS iD'A.ViATO CONVERSANO INC, Projecf ;Vo 06-51-051 Pra/ecf Hitton Carisbad Section A Date 9/7/10 Subject Building 1 - Wall Output 1 Hotel C'own Force Compression Force Ci^mulative ?lory Drifts Veisi-r, .All'jwabie per .ASCE 7-05 OS)&i' 'HIA. 6AS' «N/A 6.f5- •N/A i.45-•NA 6.t5' "NM aN/4 t.45 5-K" L-162 ^DCI ENGINEERS Projecf No. Sheet No. SSS D'AMATO CONVERSANO INC. 09-51-018 Projecf Dote Hilton Carlsbad Section A 6/10/10 Subject fiy Wall A-1 MC 7^ VI p^ u ''.0 i^ii LL. U o Deflected Shape, A 1 19.5' Wall A-1 5, = Cd 5x8/1 Cd = 4 1 = 1.0 Sds^ = 1.079 As"^ 8(1.4v)h^ (1.4v)hi EAb E = 1,600,000 psi |AC^ = 0.025 hx G = 90,000 psi da = 0.088 In Gt + 0.75hen + hda ASCEtbl 12.12- Notes: A) This spreodsheet assumes 0.148" Dio. fiOdj x2 i/2" Nails, /5/32" C-D Stieafhing with Doug-Fir Lorch framing in Seismic Zones 3 or 4 B) Inpuf tributary dead load only, wall selfweight is separate input. C) zls determined with strength levei forces D) Compression force is seismic only, does not include load from beam reocfions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight Per Citv of San Dieao requirement: Anchor Elongation = 0.09" < 0.125" OK Cumulative Holdown Post Stiearwall Level OTM RM IM HD HD HD Post Post Post Vcmltv SW Vcop Vcop Vc(wlLTV Level 0.449 Force TYPE Cap Force TYPE Cop TYPE red (ft-k) (ff-k) (ft-k) (k) (k) (k) (k) (plf) (plf) (plf) #REF! 0 0 0 #REF! 0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 Roof 87 29 58 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 1 3.0 HDU2 3.1 4.4 (3)2x6 9.8 203 W6 310 310 0.65 Level Discrete en ASD roble 3,2 (in) t (in) 5xe ASCE (2,8,6 (in) 8x IBC 12,( (5 (in) Cumulative e ASCE l2,8-(6 O.i ASCE 12.8.7 PA Req'd? A IBC 12,8 (in) 0.025h ASCE Table 12,12-i (in) Story Drift IBC 12,8 #REF! #REF! 0.049 0.049 0.049 0.049 0.049 0.535 0.535 0.535 0.535 0.535 #N/A #N/A #N/A 1.04 #N/A #N/A #N/A 4.17 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [NO]_ "[NO]' [NO]_ [NO]" 6.45 #N/A ## #N/A ## 6.45 #N/A ## 6.45 4.17 < 6.45 #N/A #N/A #N/A "OKJ" L-163 Roof Jt\2009\09-51-018 Hilton Carlsbad Resorf and Spa\Calculations\Wood & Sfeel\Lateral\|f orte cochere - sneanwail uesign U6.U9.2U I U.xls| i -1 ^DCI ENGINEERS Project No. Sheet No. SSiS D'AMATO CONVERSANO INC. 09-51-018 Projecf Date Hilton Carlsbad Section A 6/10/10 Subject fiy Wall 1-1 MC 7'-*i 7^ 7'-*i VI o o u Deflected Stiape, A Wall 1-1 5, = Cd 5xe/l I = 1.0 Cd = 4 Sds= = 1.079 As^ .4v)ti' .4v)h EAb E = 1,600,000 psi |AC^ = 0.025 hx G = 90,000 psi do = 0.177 in Gt + 0.75hien Ma ASCEtbl 12.12-1 Notes: A) This spreodsfieef assumes 0.148" Dia. f IOdj x 2 1/2" Nails, 15/32" C-D Stieatfiing wiffi Doug-Fir Larch framing in Seismic Zones 3 or 4 B) input tributary dead ioad only, wali selfweight is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.14Sds)D 1.5' Typ. Wall Selfweigfit' Per Citv of San Dieao requirement: Anchor Elongation = 0,15" > 0.125" NG Level #REF! #REF! Cumulative OTM (ft-k) 0 0 0 0 20 RM 0.449 (ft^) 0 0 0 0 0 ZM (ft-k) 0 0 0 0 20 Holdown HD Force jk) 0.0 0.0 0.0 0.0 13.1 HD TYPE CS22 CS22 CS22 CS22 HDU 14-7.2.3 HD Cap R 0.8 0.8 0.8 0.8 14.4 Post Post Force R 0.0 0,0 0,0 0.0 9.9 Post TYPE No Flr No Flr No Flr No Flr (4)2x6 Post Cop R 0 0 0 0 13.4 Stiearwall Vcmltv (plf) 0 0 0 0 462 SW TYPE W6 W6 W6 W6 W3 Vcop (plf) 310 310 310 310 600 Vcop red (pit) 310 310 310 310 #### VCAP 0.00 0.00 0.00 0.00 #VALUE! Roof 1 DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf Hilton Carlsbad Section A Projecf No. 09-51-018 Sheet No. DoTe 6/10/10 Subject Wall 1 -2 By MC — Jt-^ — I , 1 „ 1 X; h r"V 1 1 "i > r ;,, LL. i ^ ts —i—1 f-V 1 1 1 ' ' M •• > • • ft '•• LL. ' U D i" ft > • • ft '•• - ..^-H^ ft ' u_ o 1 r"V 1 1 'i — ; >r ,, * ,, 4 U- o ,\ X VI ^ _ Deflected Shape, A 4 > LU - 1.5' 4 - 1.5' Wall 1-2 = Cd 6xe/l = 1.0 Cd = 4 Sds^ = 1.079 8(1.4v)h'' (1.4v)h E EAb 1,600,000 psi \AJ = 0.025 hx G = 90,000 psi da = 0.177 In + 0.75hen + hd. Gt b ASCE fbl 12.12-1 Notes: A) Thisspreadsfieef assumes0.148"Dio. (Wdj x2 1/2" Nails. 15/32" C-D Sheathing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input fributary deod load only, woll selfweight is separate inpuf. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reactions E) RM Load Combo: (0.6-0.1 4Sds)D ' Typ. Wall Selfweight" Per City of San Dieao requirement: Level #REF! #REF! Root Discrete en ASD Tab(e 3.2 (in) 0.049 0.049 0.049 0.049 0.046 t (in) 0.535 0.535 0.535 0.535 0.535 5xe ASCE (2,8,6 (in) #N/A #N/A #N/A 3.42 5x (BC I2.i 15 (in) #N/A #N/A #N/A 13,70 Cumulative e ASCE 12,8-16 0,1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? [NO]_ "[NO] [NO)_ "[NO]" A (BC 12,8 (in) 0.025h ASCETable 12.12- (in) #N/A ## 6.45 #N/A ## 6.45 #N/A ## 6.45 13,70 > 6.45 Story Drift (8C 12,8 #N/A #N/A #N/A '[NG]" L-165 j:\z\j\jv\uy-o\-u\ii niiron uunspaa Kesori ana ipa\i„aicuiaTions\wooa & :)Teei\LaTerai\[rorTe t^ocnere - inearwaii uesign \jb.\jy.zu\v.xis\z-1 } DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Section A Subjecf Wall 2-1 Projecf No. 09-51-018 Shieef No. Dofe 6/10/10 By MC 7^ LU u u u o VI u Deflected Shape, A 1 5.5' Wall 2-1 Sx = Cd Sxe/I Cd = 4 1 = 1.0 Sds^ = 1.079 As*^ 8(1.4v)h^ (1.4v)h EAb E = 1,600,000 psi \AJ = 0.025 hx G = 90,000 psi da = 0.114 in Gt + 0.75hen Ma ASCEtbl 12.12-1 Notes: A) rhisspreodsheef ossumes 0.148"Dio. (Wdj x2 1/2" Noils, 15/32" C-D Sheafhing with Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Inpuf tributory deod load only, woll selfweight is seporote input. C) As determined with strength level forces D) Compression force is seismic only, does not include lood from beam reactions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight^ Per Citv of Son Dieoo requirement: Anchor Elongation = 0,10" < 0.125" OK Cumulative Holdown Post Shearwall Level OTM RM ZM HD HD HD Post Post Post Vcmltv SW Vcop Vcop VcMLtV Level 0.449 Force TYPE Cop Force TYPE Cap TYPE red VCAP (ft-k) (ft-k) (ft-k) (k) (k) (k) (k) (pit) (plf) (plf) #REF! 0 0 0 #REF! 0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 Roof 22 3 20 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 1 3.6 HDU4 4.6 3.7 (3)2x6 9.8 172 W6 310 #### #VALUE! Level Discrete en ASD Toble 3.2 (in) f (in) 5xe ASCE 12,8,6 (in) Sx (SC I2,f (5 (in) Cumulative e ASCE (2,8-16 0.1 ASCE 12.8.7 PA Req'd? A (BC (2,8 (in) 0,025h ASCE Table 12 12- (in) Story Drift (BC 12,8 #REF! #REF! 0.049 0.049 0.049 0.049 0.049 0.535 0.535 0.535 0.535 0.535 #N/A #N/A #N/A 1.39 #N/A #N/A #N/A 5.56 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 [N01_ [NO] ^[N01_ [Noi' #N/A ## 6.45 #N/A ## 6.45 #N/A ## 6.45 5.56 < 6.45 #N/A #N/A #N/A "[OK]"" L-166 J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Wood 8. Steel\Lateral\|Porfe Cochere - Shearwall Uesign 06.09.MIU.xls|^-2 ^DCI ENGINEERS dSS D'AMATO CONVERSANO INC. Projecf No. 09-51-018 Sheet No. Project Hilton Carlsbad Section A Dote 6/10/10 Subject Wall 2-2 By MC 7^ 7t-*i 7*^ 7*- VI LL. u O.U pi? u IX- O o u Deflected Shape, A 1 1*- 5.5' Wall 2-2 Sx = Cd Sxe/I Cd = 4 1 = 1.0 Sds"^ = 1.079 .4v)h^ EAb E = 1,600,000 psi |Aa^ = 0.025 hx G = 90,000 psi da = 0.114 in .4v)h Gf + 0.75her, + hd„ ASCEtbl 12.12-1 Notes: A) This spreadsheet ossumes O.i48"Dia. (Wdjx2 i/2" Nails, 15/32" C-D Sheathing wifh Doug-Fir Larch framing in Seismic Zones 3 or 4 B) Input tributary dead load only, wall selfweight Is separate input. C) As determined with strength level forces D) Compression force is seismic only, does not include load from beam reocrions E) RM Load Combo: (0.6-0.14Sds)D Typ. Wall Selfweight' i 3.C po Per Citv of San Dieao reouirement: Anchor Elongation = 0.10" < 0.125" OK Cumulative Holdown Post Shearwall Level OTM RM EM HD HD HD Post Post Post Vcmltv SW Vcop Vcop VCMLTV Level 0.449 Force TYPE Cap Force TYPE Cop TYPF red VCAP (ft-k) (ft-k) (ff-k) (k) (k) (k) (k) (pit) (pit) (pit) #REF! 0 0 0 #REF! 0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 -0 0 0 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 Root 22 3 20 0.0 CS22 0.8 0.0 No Flr 0 0 W6 310 310 0.00 1 3.6 HDU4 4.6 3.7 (3)2x6 9.8 172 W6 310 #### #VALUE! Level #REF! #REF! Roof Discrete en ASD Tob(e 3.2 (in) 0.049 0.049 0.049 0.049 0.049 f (in) 0.535 0.535 0.535 0,535 0.535 5xe ASCE 12,8,6 (in) #N/A #N/A #N/A 1.39 5x (SC I2.( (5 (in) #N/A #N/A #N/A 5.56 Cumulotive e ASCE 12,8-16 0.1 ASCE 12.8.7 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 PA Req'd? ,[N0]_ •[NO] [NO]_ [NO] A (BC (2,8 . (in) 0.025h ASCE Table 12 1^ (in) #N/A ## 6.45 #N/A ## 6.45 #N/A ## 6.45 5.56 < 6.45 Story Drift IBC 12,8 #N/A #N/A #N/A '[OK]"" T^67 encineeRs Project No. Sheet No. Project Date Subject o , - ^., \ >-\ 0 0 V^my = U4 W ^ S5V\/ 24x20 Vaiiow- i.l L O'^^ L-168 DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. -016 Project ; 1 ]_ Date , i ]l i 1 \ 6/47/0 Sfeei No. 4'D f Vf L-169 ^DCI ENGINEERS ^SSD'AMATO CONVERSANO INC. Project No. O^-^ i- 0(0 Sheet No. Date &/ 4 / / o Subject y^^^^ Co„:.h€tC LoAP It^ fe) 2-1 ^c, ^^Y:3- / L-170 CHA:'III;AL. STAIR #INC-S, : miii-sj_ _ ,t) HANGE'RS ANr-'-' D HEADERS SHOWN BUT i«T SPECIFIED ARE TO BE 6x4 AT THE EXTERIOR AND 4x6 AT THE INTERIOR, MINIMUM, HEADER SUPPORTS PER SIUD AND SHEAR WALL PLAN ON fLOOR BELOW, BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NCTED OTHERWISE ON DETAILS, OR ON PUNS AS 'DB" INDICATj) THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SI PER STUD AND SHEAR WALL PUN CN FLOOR BELOW, 37'-8' ElS-TO-BE-DLSigMED BY MtlERS-SUBlTO =,.-WOOD, INFORMATION, DESIGN CRITERIA, RIM JOIST ANO BLOCKING REOUIREMENTS PER STRUCTURAL GENERAL NOTES. 10. PROVIDE FULL HEIGHT SOLID SLOCKING OR DOUBLE JOISTS UNDER ALL SKEA,R WALLS AND BEARING WALLS, AT SHEAfj W,ULS PARALLEL TO FRAMING. ALIGN (1) JOIST OVER SH^R WALL {ADDITIONAL .JOISTS MAY BE REQUIRED). 11, ALL RIM JOISTS TO BE LSL MINIMUM UNO. r2rPROVIC!r-nOOBCt^01STS-A,RO'JND-H:rTtOOR TWDTOTOT OPENINGS GREATER THAN 24" ON ONE SIDE, 13. BEARING STUD, SHEAR VVALL. HOLD-DOWN, POST SIZE, AlIlD POST CAP AND BASE REQUIREMENTS BELOW PER STUD AflO SHEAR WALL PL;iN ON FLOOR BELOW, 14, S3,01 S4,QI 3TRUCTUR,AL FOUKDATiON DETAILS STRUCTURAL COLUMN AND SHEAR WALL D! S5,0l,S5,02 STRUCTUR,'.L CONCRETE PETALS S6,Gl/36,02/ S5,03/S6,D4 STRUCTURAL WCOO OEIIALS S7,01 NON BEARING COLD FORMED STEEL DETAILS iRB-IATiONS AND LEGEND PER Sl.l ANO S1.2, Af^CHITECT'S DRAWINGS, ;HAI-I!CAL, PLUMBING, ELECTRICAL ANO SPRINKLER :HITECruRAL D!!AW)NC5, •RAL NOTES, SHEATHING TO BE ftAlLED TO ROOF FR.",MING 3 AND ® 12"0C FIELD, UNO, UY SHEATHING WITH FACE )RTS ANC STA^^GER PANEL END JOINTS. ALLOW Vs' SPACE I. ^ fttm. SDSS, MOUNT TTFE LliS, UNO, GLUUM, PARALLAM AND I [SIMPSON HGLTV HANGERS, UNO,] WOOO "f JOIST 3IST SijPPUER, "1" JOIST HANGERS TO BE TOP P-ANGE S) 2x10 MWUa,) KaoER SUPPOIfTS PER STUD ANO 3TED OTHERWISE ON DETAILS. OR OK PLANS AS "DB" RED, BEAM SUPPORTS PER STUD ANO SHEAR WALL PUN OR TRUSSES TYPICAL, ANC BEARING WALLS, AT SHEAJ^ WALLS PARALLEL TO . (AODiTIONAL JOISTS OR TRUSSES MAY BE REOUSED), fUSAL DRAWING, ; PLAN ARE TO 3E CENTERED OVER WALL TOP PUTE TYpFl MTH (XX) /. I'/z" NAJLS @ 3"0C E»,CH END ANO NTS PER STRAP MANUFACTURER OWING CRrrERK: 'IAN SHOWN IS A SUGGESTED UYOUT, CHANGES MUST BE ) THE .4(!0H(TECT WITH BEARING POINTS ANO REACTIONS TO S^PPJJER IS SESPCNSI8LE FOR RNAL TRUSS LAYOUT AND L INFORMATION FER STRUCTURAL GE,N£fiAL NOTES, ^DCI ENGINEERS S^SHD'AMATO CONVERSANO INC. Project No. Sheet No. Project • \ H • 1 Date Subject p^^^^ Coch,^e...rc Sw Ov-U^ yury^i By •. A 1^ 0 M = (0(2:^72--" ^"^^^ L-172 ^DCI ENGINEERS Projecf No. Sheet No. SSSSS D'AMATO CONVERSAKO INC. Project Date Subject By y 4s Mat Deptti, d = 1.50' MYY MYY ~ "MYY ~ *Mxx = 'M XX • 45.4 ft-k -45.4 ft-k 45.4 ft-k -45.4 ft-k SDS = 0.891 P = 1 A : Sxx • SYY • Voh 56 sf 70 cf 70 cf 84 cf b = 7.50 ft (Diagram Not to Scale) Load Location (ft) DL LL Label X Y (k) (k) Mat DL 3.75 3.75 12.7 0.0 Load 1 5.75 6.75 5.4 5.4 Load 2 5.75 0.75 5.4 5.4 Total 23.5 10.8 Load Case to Exannine: (Soil Bearing) 0.6D + 0.7M Centroid of Load y = (8k X 3.8ft) + (3k x 5.8 ft) + ... + (Ok x Oft) 14k (8k X 3.8ft) + (3k x 6.8 ft) -i- ... + (Ok x Oft) 14k 65.7 ft-k 14k 52.8 ft-k 14k 4.7' 3.8' Eccentricities Bearing Stress on Soil M^ YY 0.6D -I- 0.7M "M YY 0.6D + O.ZM "Mxx 0,6D -I- 0,7M "Mxx 0,6D -F 0,7M 0.9' + 2.3' 0.9' + -2.3' 0.0' + 2.3' 0.0' + -2.3" 3.2' -1.3' 2.3' -2.3' 3.2' > b/6 = 1.3' , Therefore Outside Middle Third 1.3' > b/6 = 1.3', Therefore Outside Middle Third 2.3' > h/6 = 1.3' , Therefore Outside Middle Third 2.3' > h/6 = 1.3' , Therefore Outside Middle Third Max Bearing Capacity = 2500 psf fbx.y - ^ + fbx from ""MYY & *Pex fbx from 'MYY & P^x fby from ""Mxx & ''Pey fby from 'Mxx & PSy Pex If Inside -'yy.xx Middle Third If Inside Middle Third ' bx,y P/h,b b,h/2- |e If Outside Middle Third x.yl If Outside Middle Third Max Min 14 k 45 ft-k or 2 2 klf 56 sf ' ih 70 cf or 3 4 ft - [ 3.2 ftJ 14k -19 ft-k or 2 " 2 klf 56 sf ±: 70 cf or 3 ^ 4 ft - 1-1.3 ft], 14 k 32 ft-k or 2 ' 2 klf 56 sf 70 cf or 3 4 ft - 1 2.3 ffl 14k -32 ft-k or 2 " 2 klf 56 sf 70 cf or 3 4 ft - 1 -2.3 ft], Max 2191 psf, 518 psf, 83V psf. Width w = 1.7' w= 7.2' w = 4.5' 839 psf, I w = 4.5' L-173 J:\2Uuy\uy-il-0IB miton canscaa Kesort ana spa\caicutaiions\wooa is. steel\Loterai\|pone coctiere >w rooiing,xis|WL^i JIB-UJ i^onerete PBurn uesi; ^DCI ENGINEERS Project No. Sheet No. SS^S D'AMATO CONVERSANO INC, Projecf Date Subject By D/ggram / Input 0 - #5 Bars As3 = 0.00 sq. in fy3 = 60 ksi 0 - #5 Bars As2 = 0.00 sq. in fy2 = 60 ksi 1 - #6 Bars ASI = 0.44 sq. in fy, =60 ksi n/a 12.0 in 00 d c o 3.0" Clr. Cover Design Checks c CO oo II "oj "D 0.0018 bh 60000 psi temp, ~ ~ ^ 1 1,, n Check if Stirrups are provided • Check if structural slob or footing of uniform thickness per 10,5.4 • VpR e f'c fyb fyl <\ib P Es = 4.3 ft-k = 4.3 k Use = 0.8 k = 3.0 ksi = 60 ksi = 60 ksi = 0.90 tens, com = 0.65 comp, cot = 0.75 = 0,85 = 29000 ksi = 0.003 = 58.0 ft Flexural Design Steel Yielding { Shear Design Probable Forces J min. 0,39 sq, in. < As Prov. = 0.44 sq.in. 88% [OK] As calc. = 0,07 sq. in. < As Prov, = 0.44 sq. in. 15% [OK] Mu = 4.3 ft-k < lt>b Mn = 28.1 ft-k 15% jOK] ^comp failur = 0.002 < Et = 0.040 [OK] ^tens failure = 0.005 < 61 = 0.040 [OK] (|>b = 0.900 [TENSION CONTROLLED] Ey = 0.002 < Es = 0.040 5% [OK] Vu VJ) •I'V VC Vu = 4.3 k < •vV, = 14.4 k If Slab/Foot-Shear Rein V min. V prov. Vu = 4.3 k < (|)v Vn = 14.4 k 30% [OK] Vu = 4.3 k < (|> Vn mox. = 14.4 k 30% [OK] max. max. VpR = 1.25 X MpR / In = 0.8 k = 39.0 ft-k IZI Use [Gravit/ Desigr L-174 J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Ca[cuIations\Concrete\Laterai\2010-07-31 \Exce[\[HC - 2007 CBC Lateral Force.xIsJASCE 7-05 Base Shear (NS| ^DCI ENGINEERS D'AMATO CONVERSANO INC. Projecf No. 09051-0018 Sheef No. Project Date Hilton Carlsbad 5/25/10 Subjecf By ASCE 7'-0S Bose Shear (NSi RMS ASCE 7-05 Section 11 -Section 12 Equivalent Lateral Force Procedure Equation 12.8-1 V = Cs W = 0.178 W = 946 k Equation 11.4-1 Equation 12.8-3 Equation 12.8-4 Equation 12.8-2 Equation 12.8-5 Equation 12.8-6 Equation 11.4-3 Equation 11.4-4 Equation 11.4-1 Equation 11.4-2 Per Geotech 2002 USGS Map Table 11.4-1 Table 11.4-2 Table 1-1 Table 11.5-1 Table 11.6-1 Table 11.6-2 V = Cs W W Cs Max - - Cs IVlax = • Cs Max ~ Cs = • Cs Min = CsMin - • SDS SD3(0,4+0,6*T/TO R/l 0,23 T(R/i; Spi 'TL r ( R /1 R/l 0.01 0.5 S, R/l _2 3 _2 3 SMS SMI = 0.613 = 34.336 = 0.178 = 0.010 = 0.051 = 0.891 = 0.438 SMS SMI = Fa Ss = 1,336 = Fy S, = 0,657 Site Class C SS = 1.3360 S, = 0.5050 Fa = 1.0000 Fv = 1.3000 Occupancy Category li I = 1.00 Bearing Wall System Special Reinforced Concrete Shearwalls Table 12.2-1 R = 5.0 flo = 2 1/2 Cd = 5 Tused = 0.1428 s TModel = 0.0000 S Section 11.4.5 TL = 8 Section 11.3 To = 0.10s Section 12.8.2 Ta Max = C T *-^u 'a = 0.20 s Equation 12.8-7 Ta = C,h„'< = 0.14s Table 12.8-1 Cu = 1.4 Ct = 0.02 Table 12.8-2 Ct = 0.75 X = 0.75 hn = 13.75' Seismic Design Category D Seismic Design Category D L-175 J;\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Concrete\Lateral\20IO-07-31\Excel\[HC - 2007 CBC Lateral Force.xlslASCE 7-05 Base Stiear |EW) DCI ENGINEERS D'AMATO CONVERSANO INC. Project Hilton Carlsbad Project No. 09051-0018 Sheef No. Date 5/25/10 Subjecf ASCE 7-05 Bo?e Shear sEW] By RMS ASCE 7-05 Section 11-Section 12 Equivalent Lateral Force Procedure Equation 12.8-1 Equation 11.4-1 Equation 12.8-3 Equation 12.8-4 Equation 12.8-2 Equation 12.8-5 Equation 12.8-6 Equation 11.4-3 Equation 11.4-4 Equation 11.4-1 Equation 11.4-2 Per Geotech 2002 USGS Map Table 11.4-1 Table 11.4-2 Tablel-1 Table 11.5-1 V = Cs W = 0.178 W = 1124 k W Cs Max Cs Max Cs Max Cs Cs Min Cs Min SDS SDI SDS(0.4+0.6*T/TO) R/l 0.23 -"Dl T(R/I: SDI 'TL r ( R /1 Sps R/l 0.01 0.5 S, SMS SMI R/l ^ _2_ 3 ^ _2_ 3 SMS = Pa Ss SMI - Fy S) Site Class C SS S, = " Fa 0.613 34.336 0.178 0.010 0.05! 0.891 0.438 1.336 0.657 946 k from Transfer Slab 178 k from Ballroom 89 k per Drag ) Table 12.2-1 Section 11.4.5 Section 11.3 Section 12.8.2 Equation 12.8-7 Table 12,8-1 Table 12.8-2 Table 11.6-1 Table 11.6-2 R Cd = Tused = 0.1428 s TModei = O OOOO s TL = 8 To = 0.10 s To Max = CuTa = 0.20 S Ta = Cth.x = 0.14 s Cu = Q = X = hn Seismic Design Category D Seismic Design Category D L-176 J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Ca[culations\Concrete\Laterdl\2010-07-31\Excel\[HC - 2007 CBC Lateral Force,xls]Level 2 |NS) DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09051-0018 Sheef No. Projecf Hilton Carlsbad Date Subyecf ievfi 2 iHi:) De-$'ctri. By RMS Plan Area 18319.1 sf Seismic Dead Loads 0.0 psf Transfer Load 2180 k 119.0 psf Slab 2748 k 150.0 psf Shear Walls 184 k 10.0 psf Columns 58 k 3.2 psf Mechanical 46 k 2.5 psf Add'l Dead Load 97 k 5.3 psf Seismic DL 5312 k 290.0 psf L-177 J:\2009\09-51-OI8 Hilton Carlsbad Resort and Spa\Calculations\Concrete\Lateral\2010-07-31\Excel\[HC - 2007 CBC Lateral Force.xls)Level 2 (EW| DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. 09051-0018 Sheef No. DoTe Projecf Hliton Carlsbad Subjecf Levsi 2 [eW) Design Load* By RMS Plan Area Seismic Dead Loads 0.0 psf Transfer Load 119.0 psf Slab 150.0 psf Shear Walls 10.0 psf Columns 3.2 psf Mechanical 2.5 psf Add'l Dead Load 5.3 psf Adjacent Roof 999 k 54.5 psf Seismic DL 6311 k 344.5 psf L-178 ETABS DCI Engineers 46Z 'Kc 693' \ - lu •tm-— r tl /S'3 •Fc!Dl/r L ETABS V9.2.0 - File: HC - Lateral Mcxdel - 06-12-10 - June 12,2010 16:49 Plan View - 2 - Elevation 165 - Kip-in Units L-179 mi»-"-f--'--->--*-^'-:!i- smi. ^DCI ENGINEERS SSBSD'AMATO CONVERSANO INC. Project No. Oi7 h OC>R Sheet No. Project Date Subject ^ I By n 3S6.3 L-180 iSDCI ENGINEERS S^HD'AMATO CONVERSANO INC. Project No. Sheet No. Project Date Subject ''ICS MA Zoo At=-c' SO 133 L-181 J:\2007\07-41-156 Houston West Energy Marriott\Calculations\Lateral\Excel & PCA Co!umn\Cun"ent\ExceI Spreadsheets\[Marriott Houston West Energy - Seismic.xls]Lateral Load Cases ^DCI ENGINEERS ^^SD'AMATO CONVERSANO INC, Project No. Sheef No, Projecf fi^S^^ifi'i^>ipiiitix(g^0f^^ Dafe Sept. 19, 2007 Subject Static V - EW (X) Dir fiy PRM Load Case EXPE (Earthquake load, X direction. Positive Eccentricity) EXNE (Earthquake load, X direction. Negative Eccentricity) EYPE (Earthquake load, Y direction. Positive Eccentricity) EYNE (Earthquake load, Y direction. Negative Eccentricity) Regular Load Cases COMBOOl 0 0 0 Regular Load Cases COMB002 0 0 0 Regular Load Cases COM 8003 0 0 0 Regular Load Cases COMB004 0 0 Orthogonal Load Cases COMB005 0 0 Orthogonal Load Cases COMB006 0 0 Orthogonal Load Cases COMB007 .1 M..,^..>m - 0 0 Orthogonal Load Cases COMB008 '•> -'"^">- "- 0 0 -0.3 Orthogonal Load Cases COMB009 0 0 Orthogonal Load Cases COMBOlO 0 0 Orthogonal Load Cases COMBOl 1 0 liB'lllBiHiSS ,»,rt.„.», *„„A. 0 Orthogonal Load Cases COMB012 0 0 Orthogonal Load Cases COMB013 0 lliiiliSjfti^iiBSis 0 Orthogonal Load Cases COMBOl 4 0 0 Orthogonal Load Cases COMBOl 5 0 0 Orthogonal Load Cases COMBOl 6 0 0 Orthogonal Load Cases COMBOl 7 0.3 • i 0 ' 0 Orthogonal Load Cases COMB018 0 0 Orthogonal Load Cases COMBOl 9 0 0.3 0 Orthogonal Load Cases COMB020 0 0 L-182 J:\2009\09-51-0I8 Hilton Carlsbad Resort and Spa\Calculations\Concre*e\Lateral\20tO-07-31 \Exce!\['JC - Oisplocement and Tors'onal !rregu'arity.xis]Torsional Irregularit/ Cfieck ^DCI ENGINEERS ^SS D'AMATO CONVERSANO INC. Project No. 09-051-0018 Sfieef No. Projecf Dafe Hilton Carlsbad 4/28/10 Suibjecf By Torsional Irregularity Check RMS Point Point ^max ^avg ^mox ^ _ f 5max 1 2 Level Combo Dir. Point Point 6avg ' U.26avgJ (in) (in) (in) (in) (in) 2 COMBOl UX C,Ci,'J6 211 0,0.33A ; 216 0.03 0.02 1.42 1.41 0.17 2 COMB02 ux 0,0291 211 y,020i ;216 0.03 0.02 1.18 0.97 0.15 COMBOS UY 0.0045 158 0 0174 ;216 0.02 O.Ol' 1.59 1.75 0.09 j:. COMB04 UY 0.0u6 i 158 U.0144 ; 216 0.01 0.01 1.40 1.37 0.07 2 COMBOS UX 211 -0 0201 ; 216 -0.03 -0.02 1.18 0.97 -0.15 i. COMB06 UX -Q.tjnt, 211 -0,0336 ; 216 -0.03 1 -0.02 1.42 1.41 -0.17 -J COMB07 il Y ' -0 OOe' 158 -0.0144 ;216 -o.o'i ' -0.01 1.40 1.37 -0.07 ,i COMBOS UY •0.004S 158 0.0174 ; 216 -0.02 -0.01 1.59 1.75 -0.09 L-183 DCI Er^ineers 525 B Street, Ste. 750 San Diego, CA 92101 P: 619,234.0501 HiltdmCarlsbad ETabs Point Displacements x Ax Units k, in Cd = 5 Story Point Load UX UY UZ RX RY RZ 2 149 COIV1B01 0.0376 -0.0003 -0.0095 0.00003 0.00023 0.00001 2 149 COMB02 0.0257 0.0003 -0.0063 0,00002 0.00016 -0.00001 2 149 COMB03 0.0100 0,0086 -0.0001 -0.00002 0.00005 0.00001 2 149 COMB04 0.0045 0.0088 0.0014 -0.00002 0.00002 0.00001 2 149 COIVIBOS -0.0257 -0.0003 0.0063 -0.00002 -0.00016 0.00001 2 149 COIVIBOe -0.0376 0.0003 0.0095 -0.00003 -0.00023 -0.00001 2 149 COMB07 -0.0045 -0.0088 -0.0014 0.00002 -0.00002 -0.00001 2 149 COMBOS -0.0100 -0.0086 0.0001 0.00002 -0.00005 -0.00001 2 149 COMB09 0.0398 0.0023 -0.0093 0.00003 0.00024 0.00001 2 149 COMB10 0.0355 -0.0029 -0.0097 0.00004 0.00022 0.00001 2 149 COMB 11 0.0279 0.0029 -0.0061 0.00001 0.00017 0 2 149 C0MB12 0.0236 -0.0023 -0.0065 0.00003 0.00015 -0.00001 2 149 C0MB13 -0.0236 0,0023 0.0065 -0.00003 -0.00015 0.00001 2 149 C0MB14 -0.0279 -0.0029 0.0061 -0.00001 -0.00017 0 2 149 COMB 15 -0.0355 0.0029 0.0097 -0.00004 -0.00022 -0.00001 2 149 C0MB16 -0.0398 -0.0023 0.0093 -0.00003 -0.00024 -0.00001 2 149 COMB 17 0.0195 0,0086 -0.0024 -0.00001 0.00011 0.00001 2 149 C0MB18 0.0004 0.0086 0.0023 -0.00002 -0.00001 0.00001 2 149 C0MB19 0.0140 0.0088 -0,001 -0.00001 0.00007 0.00001 2 149 COMB20 -0.0050 0.0088 0.0038 -0,00003 -0.00004 0 2 149 C0MB21 0.0050 -0.0088 -0.0038 0,00003 0.00004 0 2 149 COMB22 -0.0140 -0.0088 0.001 0.00001 -0.00007 -0.00001 2 149 COMB23 -0,0004 -0.0086 -0.0023 0.00002 0.00001 -0.00001 2 149 COMB24 -0,0195 -0.0086 0.0024 0.00001 -0.00011 -0.00001 2 153 COMBOl 0.0347 -0.0003 -0.0061 0 0.00023 0.00001 2 153 COMB02 0.0276 0.0003 -0.005 -0.00001 0.00018 -0.00001 2 153 COMB03 0.0060 0.0086 -0.003 -0.00002 0.00005 0.00001 2 153 COMB04 0.0027 0.0088 -0.0025 -0.00002 0.00003 0.00001 2 153 COMBOS -0.0276 -0.0003 0.005 0.00001 -0.0001 S 0.00001 2 153 COMB06 -0.0347 0.0003 0.0061 0 -0.00023 -0.00001 2 153 COMB07 -0.0027 -0.0088 0.0025 0.00002 -0.00003 -0.00001 2 153 COMBOS -0.0060 -0.0086 0.003 0.00002 -0.00005 -0.00001 2 153 COMB09 0.0360 0.0023 -0.0069 -0.00001 0,00024 0.00001 2 153 COMB 10 0.0334 -0.0029 -0.0052 0 0,00022 0.00001 2 153 C0MB11 0.0289 0.0029 -0.0059 -0.00001 0,0002 0 2 153 C0MB12 0.0263 -0.0023 -0.0042 0 0,00017 -0.00001 2 153 C0MB13 -0.0263 0.0023 0.0042 0 -0,00017 0.00001 2 153 C0MB14 -0.0289 -0.0029 0.0059 0.00001 -0,0002 0 2 153 C0MB15 -0.0334 0.0029 0.0052 0 -0.00022 -0.00001 2 153 C0MB16 -0.0360 -0.0023 0.0069 0.00001 -0.00024 -0.00001 2 153 COMB 17 0.0153 0.0086 -0.0047 -0,00003 0.00011 0.00001 2 153 C0MB18 -0.0034 0.0086 -0.0013 -0.00002 -0.00001 0.00001 2 153 COMB 19 0.0121 0.0088 -0.0042 -0.00003 0.00009 0.00001 2 153 COMB20 -0.0067 0.0088 -0.0009 -0.00002 -0.00003 0 2 153 C0MB21 0.0067 -0.0088 0.0009 0.00002 0.00003 0 2 153 COMB22 -0.0121 -0.0088 0.0042 0.00003 -0.00009 -0.00001 2 153 COMB23 0.0034 -0.0086 0.0013 0.00002 0.00001 -0.00001 DCI No."o9051-0018 9/7/2010 By: BCS DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 P: 619.234.0501 HiltorTCarlsbad ETabs Point Displacements x Ax DCI NO:T39051-0018 9/7/2010 By: BCS 2 153 COMB24 -0.0153 -0.0086 0.0047 0.00003 -0.00011 -0.00001 2 158 COMBOl 0.0292 -0.0037 0.0808 -0.00003 0.00015 0.00001 2 158 COMB02 0.0313 0.0025 0.0848 0 0.00016 -0.00001 2 158 COMB03 -0.0017 0.0039 -0.0056 -0.00003 -0.00002 0.00001 2 158 COMB04 -0.0007 0.0067 -0.0037 -0.00002 -0.00001 0.00001 2 158 COMB05 -0.0313 -0.0025 -0.0848 0 -0.00016 0.00001 2 158 COMB06 -0.0292 0.0037 -0.0808 0.00003 -0.00015 -0.00001 2 158 COMB07 0.0007 -0.0067 0.0037 0.00002 0.00001 -0.00001 2 158 COMBOS 0.0017 -0.0039 0.0056 0.00003 0.00002 -0.00001 2 158 COMB09 0.0288 -0.0021 0.0794 -0.00003 0.00014 0.00001 2 158 COMB10 0.0295 -0.0053 0.0822 -0.00002 0.00015 0.00001 2 158 C0MB11 0.0309 0.0041 0.0834 -0.00001 0.00015 0 2 158 C0MB12 0.0316 0.0009 0.0862 0.00001 0.00016 -0.00001 2 158 COMB 13 -0.0316 -0.0009 -0.0862 -0.00001 -0.00016 0.00001 2 158 C0MB14 -0.0309 -0.0041 -0.0834 0.00001 -0.00015 0 2 158 COMB 15 -0.0295 0.0053 -0.0822 0.00002 -0.00015 -0.00001 2 158 C0MB16 -0.0288 0.0021 -0.0794 0.00003 -0.00014 -0.00001 2 158 C0MB17 0.0074 0.0037 0.0193 -0.00003 0.00003 0.00001 2 158 C0MB18 -0.0108 0.0040 -0.0304 -0.00002 -0.00006 0.00001 2 158 COMB19 0.0083 0.0065 0.0211 -0.00002 0.00003 0.00001 2 158 COMB20 -0,0098 0.0069 -0.0286 -0.00001 -0.00006 0 2 158 C0MB21 0.0098 -0.0069 0.0286 0.00001 0.00006 0 2 158 COMB22 -0.0083 -0.0065 -0.0211 0.00002 -0.00003 -0.00001 2 158 COMB23 0.0108 -0,0040 0.0304 0.00002 0.00006 -0.00001 2 158 COMB24 -0.0074 -0,0037 -0.0193 0.00003 -0.00003 -0.00001 2 162 COMBOl 0.0230 -0.0003 -0.0042 0 0.00011 0.00001 2 162 COMB02 0.0353 0.0003 -0.0069 0 0.00016 -0.00001 2 162 COMBOS -0.0102 0.0086 -0.0005 -0.00003 -0.00005 0.00001 2 162 COMB04 -0.0046 0.0088 -0.0017 -0.00004 -0.00002 0.00001 2 162 COMB05 -0.0353 -0.0003 0.0069 0 -0.00016 0.00001 2 162 COMB06 -0.0230 0.0003 0.0042 0 -0.00011 -0.00001 2 162 COMB07 0.0046 -0.0088 0.0017 0.00004 0.00002 -0.00001 2 162 COMBOS 0.0102 -0.0086 0.0005 0.00003 0.00005 -0.00001 2 162 COMB09 0.0208 0.0023 -0.0045 -0.00001 0.0001 0.00001 2 162 COMB10 0.0252 -0.0029 -0.0039 0.00001 0.00012 0.00001 2 162 COMB 11 0.0331 0.0029 -0.0072 -0.00001 0.00015 0 2 162 C0MB12 0.0375 -0.0023 -0.0065 0.00001 0.00017 -0.00001 2 162 COMB 13 -0.0375 0.0023 0.0065 -0.00001 -0.00017 0.00001 2 162 C0MB14 -0.0331 -0.0029 0.0072 0.00001 -0,00015 0 2 162 C0MB15 -0.0252 0.0029 0.0039 -0.00001 -0.00012 -0.00001 2 162 C0MB16 -0.0208 -0.0023 0.0045 0.00001 -0,0001 -0.00001 2 162 C0MB17 -0.0014 0.0086 -0.0021 -0.00003 -0.00001 0.00001 2 162 C0MB18 -0.0189 0.0086 0.0012 -0.00003 -0.00009 0.00001 2 162 C0MB19 0.0042 0.0088 -tl.0033 -0.00003 0.00002 0.00001 2 162 COMB20 -0.0133 0.0088 0 -0.00004 -0.00006 0 2 162 COMB21 0.0133 -0.0088 0 0.00004 0.00006 0 2 162 COMB22 -0.0042 -0.0088 0.0033 0.00003 -0.00002 -0.00001 2 162 COMB23 0.0189 -0.0086 -0.0012 0.00003 0.00009 -0.00001 2 162 COMB24 0.0014 -0.0086 0.0021 0.00003 0.00001 -0.00001 2 163 COMBOl 0.0230 -0.0012 0.0058 0.00003 0.00011 0.00001 00 CJl DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 P: 619.234.0501 Hilton Carlsbad ETabs Point Displacements x Ax 2 163 COMB02 0.0353 0.0009 0.0081 0.00003 0.00016 -0.00001 2 163 COMB03 -0.0102 0.0073 -0.0047 -0.00005 -0.00005 0.00001 2 163 COMB04 -0.0046 0.0083 -0.0037 -0.00005 -0.00002 0.00001 2 163 COMB05 -0.0353 -0.0009 -0.0081 -0.00003 -0.00016 0.00001 2 163 COMB06 -0.0230 0.0012 -0.0058 -0.00003 -0.00011 -0.00001 2 163 COMB07 0.0046 -0.0083 0.0037 0.00005 0.00002 -0.00001 2 163 COMBOS 0.0102 -0.0073 0.0047 0.00005 0.00005 -0.00001 2 163 COMB09 0.0208 0.0011 0.0045 0.00002 0.0001 0.00001 2 163 COMB10 0.0252 -0,0035 0.007 0.00005 0.00012 0.00001 2 163 C0MB11 0.0331 0,0032 0.0068 0.00002 0.00015 0 2 163 COMB12 0.0375 -0.0014 0.0093 0.00005 0.00017 -0.00001 2 163 C0MB13 -0.0375 0.0014 -0.0093 -0.00005 -0.00017 0.00001 2 163 C0MB14 -0.0331 -0.0032 -0.0068 -0.00002 -0.00015 0 2 163 C0MB15 -0.0252 0.0035 -0.007 -0.00005 -0.00012 -0.00001 2 163 C0MB16 -0.0208 -0.0011 -0.0045 -0.00002 -0.0001 -0.00001 2 163 COMB 17 -0.0014 0.0073 -0.0026 -0.00004 -0.00001 0.00001 2 163 C0MB18 -0.0189 0.0074 -0.0068 -0.00006 -0.00009 0.00001 2 163 COMB 19 0.0042 0.0082 -0.0016 -0.00004 0.00002 0.00001 2 163 COMB20 -0.0133 0.0083 -0.0057 -0.00006 -0.00006 0 2 163 C0MB21 0.0133 -0.0083 0.0057 0.00006 0.00006 0 2 163 COMB22 -0.0042 -0.0082 0.0016 0.00004 -0.00002 -0.00001 2 163 COMB23 0.0189 -0.0074 0.0068 0.00006 0.00009 -0.00001 2 163 COMB24 0.0014 -0.0073 0.0026 0.00004 0.00001 -0.00001 2 166 COMBOl 0.0240 0.0045 -0.0078 0.00003 0.00015 0.00001 2 166 COMB02 0.0347 -0.0029 -0.0128 0.0001 0.00021 -0.00001 2 166 COMB03 -0.0089 0.0152 0.0057 -0.00012 -0.00004 0.00001 2 166 COMB04 -0.0040 0.0118 0.0034 -0.00008 -0.00001 0.00001 2 166 COMB05 -0.0347 0.0029 0.0128 -0.0001 -0.00021 0.00001 2 166 COMB06 -0.0240 -0.0045 0.0078 -0.00003 -0.00015 -0.00001 2 166 COMB07 0.0040 -0.0118 -0.0034 0.00008 0.00001 -0.00001 2 166 COMBOS 0.0089 -0.0152 -0.0057 0.00012 0.00004 -0.00001 2 166 COMB09 0.0220 0.0086 -0.0064 0 0.00014 0.00001 2 166 COMB10 0.0259 0.0005 -0.0091 0.00006 0.00016 0.00001 2 166 COMB 11 0.0328 0.0012 -0.0114 0.00007 0.0002 0 2 166 COMB12 0.0366 -0.0069 -0.0141 0.00013 0.00021 -0.00001 2 166 COMB 13 -0.0366 0.0069 0.0141 -0.00013 -0.00021 0,00001 2 166 C0MB14 -0.0328 -0.0012 0.0114 -0.00007 -0.0002 0 2 166 COMB15 -0.0259 -0.0005 0.0091 -0.00006 -0.00016 -0.00001 2 166 COMB16 -0.0220 -0.0086 0.0064 0 -0.00014 -0.00001 2 166 COMB 17 -0.0001 0.0155 0.0026 -0.0001 0.00002 0.00001 2 166 C0MB1S -0.0177 0.0150 0.0088 -0.00014 -0.00009 0.00001 2 166 COMB 19 0.0048 0.0121 0.0003 -0.00006 0.00004 0.00001 2 166 COMB20 -0.0128 0.0116 0.0065 -0.0001 -0.00006 0 2 166 C0MB21 0.0128 -0.0116 -0.0065 0.0001 0.00006 0 2 166 COMB22 -0.0048 -0.0121 -0.0003 0.00006 -0.00004 -0.00001 2 166 COMB23 0.0177 -0.0150 -0.0088 0.00014 0.00009 -0.00001 2 166 COMB24 0.0001 -0.0155 -0.0026 0.0001 -0.00002 -0.00001 2 171 COMBOl 0.0222 0.0045 -0.0086 -0.00008 0.00013 0.00001 2 171 COMB02 0.0358 -0.0029 -0.0122 -0.00007 0.00022 -0.00001 2 171 COMB03 -0.0113 0.0152 0.0014 -0.00007 -0.00008 0.00001 DCI No. 09051-0018 9/7/2010 By: BCS 00 DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 P: 619.234.0501 Hilton Carlsbad ETabs Point Displacements x Ax DCI No. 09051-0018 9/7/2010 By: BCS 2 171 COMB04 -0.0051 0.0118 -0.0002 -0.00006 -0.00004 0.00001 2 171 COMBOS -0.0358 0.0029 0.0122 0.00007 -0.00022 0.00001 2 171 COMB06 -0.0222 -0.0045 0.0086 0.00008 -0.00013 -0.00001 2 171 COMB07 0.0051 -0.0118 0.0002 0.00006 0.00004 -0.00001 2 171 COMBOS 0,0113 -0.0152 -0.0014 0.00007 0.00008 -0.00001 2 171 COMB09 0,0198 0.0086 -0.0064 -0.0001 0.00011 0.00001 2 171 COMB10 0.0247 0.0005 -0.0088 -0.00006 0.00015 0.00001 2 171 COMB11 0.0334 0.0012 -0.012 -0.00009 0.0002 0 2 171 C0MB12 0.0383 -0.0069 -0.0124 -0.00005 0.00024 -0.00001 2 171 COMB 13 -0.0383 0.0069 0.0124 0.00005 -0.00024 0.00001 2 171 C0MB14 -0.0334 -0.0012 0.012 0.00009 -0.0002 0 2 171 COMB15 -0.0247 -0.0005 0.0088 0.00006 -0.00015 -0.00001 2 171 COMB16 -0.0198 -0.0086 0.0084 0.0001 -0.00011 -0.00001 2 171 COMB 17 -0.0026 0.0155 -0.0017 -0.00009 -0.00003 0.00001 2 171 C0MB18 -0.0200 0,0150 0.0046 -0.00005 -0.00014 0.00001 2 171 C0MB19 0.0037 0.0121 -0.0033 -0.00009 0.00001 0.00001 2 171 COMB20 -0.0138 0.0116 0.0029 -0.00004 -0.0001 0 2 171 COMB21 0.0138 -0.0116 -0.0029 0.00004 0.0001 0 2 171 COMB22 -0,0037 -0.0121 0.0033 0.00009 -0.00001 -0.00001 2 171 COMB23 0,0200 -0.0150 -0.0046 0.00005 0.00014 -0.00001 2 171 COMB24 0.0026 -0.0155 0.0017 0.00009 0.00003 -0.00001 2 211 COMBOl 0.0172 0.0072 -0.0497 -0.00001 0.00009 0.00001 2 211 COMB02 0.0391 -0.0046 -0.0616 0.00001 0.00015 -0.00001 2 211 COMBOS -0.0182 0.0188 -0.0091 -o.oooos -0.00006 0.00001 2 211 COMB04 -0.0082 0.0135 -0.0145 -0.00004 -0.00003 0.00001 2 211 COMBOS -0.0391 0.0046 0.0616 -0.00001 -0.00015 0.00001 2 211 COMB06 -0.0172 -0.0072 0.0497 0.00001 -0.00009 -0.00001 2 211 COMB07 0.0082 -0.0135 0.0145 0.00004 0.00003 -0.00001 2 211 COMBOS 0.0182 -0.0188 0.0091 0.00005 0.00006 -0.00001 2 211 COMB09 0.0132 0.0120 -0.0533 -0.00003 0.00008 0.00001 2 211 COMB10 0.0212 0.0023 -0.0462 0 0.0001 0.00001 2 211 C0MB11 0.0352 0.0003 -0.0651 -0.00001 0.00013 0 2 211 COMB12 0.0431 -0.0094 -0.058 0.00002 0.00016 -0.00001 2 211 COMB 13 -0.0431 0.0094 0.058 -0.00002 -0.00016 0.00001 2 211 C0MB14 -0.0352 -0.0003 0.0651 0.00001 -0.00013 0 2 211 COMB IS -0.0212 -0.0023 0.0462 0 -0.0001 -0.00001 2 211 COMB16 -0.0132 -0.0120 0.0533 0.00003 -0.00008 -0.00001 2 211 COMB 17 -0.0098 0.0192 -0.0257 -0.00005 -0.00002 0.00001 2 211 COMB18 -0.0267 0.0185 0.0076 -0.00005 -0.00009 0.00001 2 211 COMB19 0.0003 0.0138 -0.0312 -0.00004 0 0.00001 2 211 COMB20 -0.0166 0.0131 0.0022 -0.00004 -0.00007 0 2 211 C0MB21 0.0166 -0.0131 -0.0022 0.00004 0.00007 0 2 211 COMB22 -0.0003 -0.0138 0.0312 0.00004 0 -0.00001 2 211 COMB23 0.0267 L-0.0185 -0.0076 0.00005 0.00009 -0.00001 2 211 COMB24 0.0098 -0.0192 0.0257 0.00005 0.00002 -0.00001 2 216 COMBOl 0,0420 0.0069 -0.1814 0.00005 0.00017 0.00001 2 216 COMB02 0.0229 -0.0044 -0.1342 0.00002 0.00014 -0.00001 2 216 COMB03 0.0159 0.0185 -0.0241 0 0.00003 0.00001 2 216 COMB04 0.0072 0.0133 -0.0025 -0.00001 0.00001 0.00001 2 216 COMBOS -0.0229 0.0044 0.1342 -0.00002 -0.00014 0.00001 oo DCI Engineers 525 B Street, Ste. 750 San Diego, CA92101 P: 619.234.0501 HiltonTiarlsbad ETabs Point Displacements x Ax 2 216 COMB06 -0.0420 -0.0069 0.1814 -0.00005 -0.00017 -0.00001 2 216 COMB07 -0.0072 -0.0133 0.0025 0.00001 -0.00001 -0.00001 2 216 COMBOS -0.0159 -0.0185 0.0241 0 -0.00003 -0.00001 2 216 COMB09 0.0454 0.0117 -0.1854 0.00005 0.00018 0.00001 2 216 COMB10 0.0385 0.0021 -0.1774 0.00005 0.00016 0.00001 2 216 COMB 11 0,0264 0.0003 -0.1382 0.00002 0.00014 0 2 216 C0MB12 0.0194 -0.0092 -0.1302 0.00002 0.00013 -0.00001 2 216 COMB 13 -0.0194 0.0092 0.1302 -0.00002 -0.00013 0.00001 2 216 C0MB14 -0.0264 -0.0003 0.1382 -0.00002 -0.00014 0 2 216 COMB 15 -0.0385 -0.0021 0.1774 -0.00005 -0.00016 -0.00001 2 216 C0MB16 -0.0454 -0.0117 0.1854 -0.00005 -0.00018 -0.00001 2 216 COMB 17 0.0256 0.0189 -0.0715 0.00001 0.00007 0.00001 2 216 C0MB18 0.0062 0.0181 0.0232 -0.00001 -0.00002 0.00001 2 216 COMB 19 0.0169 0.0137 -0.0498 0 0.00006 0.00001 2 216 J COMB20 -0.0025 0.0129 0.0449 -0.00002 -0.00003 0 2 216 C0MB21 0.0025 -0.0129 -0.0449 0.00002 0.00003 0 2 216 COMB22 -0.0169 -0.0137 0.0498 0 -0.00006 -0.00001 2 216 COMB23 -0.0062 -0.0181 -0.0232 0.00001 0.00002 -0.00001 2 216 COMB24 -0.0256 -0.0189 0.0715 -0.00001 -0.00007 -0.00001 DCI No. 09051-0018 9/7/2010 By: BCS oo oo 8/1/2007 Units k,ft Story Pier Load Loc P V2 VS T M2 MS 2PA 2 PA COMB01 Bottom 0,02 -95,46 -906.61 2569.592 -12456.6 -1311.26 2PA 2 PA COMB02 Bottom 0.01 -20.68 -656.46 1294.592 -9022.03 -283.947 2PA 2 PA COMBOS Bottom 0.04 470.38 -193.41 1954.176 -2652,28 6466.414 2PA 2 PA COMB04 Bottom 0.04 504.62 -78.85 1370.297 -1079.44 6936.867 2PA 2 PA COMBOS Bottom -0.01 20,68 656.46 -1294,59 9022,027 283.947 2PA 2 PA COMB06 Bottom -0.02 95.46 906.61 -2569,59 12456,6 1311.263 2PA 2 PA COMB07 Bottom -0.04 -504,62 78,85 -1370,3 1079.436 -6936.87 2PA 2 PA COMBOS Bottom -0.04 -470.38 193,41 -1954.18 2652.278 -6466.41 2PA 2 PA COMB09 Bottom O.OS 50,8 -947.45 3068.263 -13016,4 699.229 2PA 2 PA COMB10 Bottom 0 -241.71 -865.77 2070.922 -11896.8 -3321.76 2PA 2 PA C0MB11 Bottom 0.03 125.57 -697.3 1793.263 -9581,78 1726.545 2PA 2 PA COMB12 Bottom 0 -166.93 -615.62 795.921 -8462.27 -2294.44 2PA 2 PA C0MB13 Bottom 0 166.93 615.62 -795.921 8462.27 2294.439 2PA 2 PA COMB14 Bottom -0,03 -125.57 697.3 -1793.26 9581.784 -1726.55 2PA 2 PA C0MB15 Bottom 0 241.71 865.77 -2070.92 11896.84 3321.756 2PA 2 PA C0MB16 Bottom -0.03 -50.8 947,45 -3068.26 13016.36 -699.229 2PA 2 PA C0MB17 Bottom O.OS 452.96 -427.87 2533.803 -5874.07 6227.132 2PA 2 PA C0MB18 Bottom 0,04 487.8 41.06 1374.548 569.516 6705.695 2PA 2 PA C0MB19 Bottom 0,05 487.2 -313,31 1949.925 -4301.23 6697.586 2PA 2 PA COMB20 Bottom 0.04 522.04 155.61 790.669 2142.358 7176.149 2PA 2 PA COMB21 Bottom -0.04 -522.04 -155.61 -790.669 -2142.36 -7176.15 2PA 2 PA COMB22 Bottom -0.05 -487.2 313.31 -1949,93 4301.23 -6697.59 2PA 2 PA COMB23 Bottom -0.04 -487,8 -41,06 -1374.55 -569.516 -6705.7 2PA 2 PA COMB24 Bottom -0,05 -452,96 427.87 -2533,8 5874.072 -6227.13 2PB 2 PB COMB01 Bottom 2.07 20.61 -280.03 -262.281 -3805.35 280.497 2PB 2 PB COMB02 Bottom 2.S7 66.94 -413.51 -746.468 -5620.92 906.881 2PB 2 PB COMBOS Bottom -0.62 200,04 96.76 648.051 1313.392 2759.413 2PB 2 PB COMB04 Bottom -0.25 221.25 35,63 426.32 481.962 3046.261 2PB 2 PB COMBOS Bottom -2.87 -66.94 413.51 746.468 5620.918 -906.881 2PB 2 PB COMB06 Bottom -2.07 -20,61 280.03 262.281 3805.345 -280.497 2PB 2 PB COMBO? Bottom 0.25 -221.25 -35.63 -426.32 -481.962 -3046.26 2PB 2 PB COMBOS Bottom 0.62 -200,04 -96.76 -648.051 -1313.39 -2759,41 2PB 2 PB COMB09 Bottom 1.94 83.81 -260,17 -101,125 -3536.04 1151.348 2PB 2 PB COMB10 Bottom 2,2 -42.58 -299.88 -423.436 -4074.65 -590.354 CO CO 2PB 2 PB C0MB11 Bottom 2.74 130,13 -393,65 -585.313 -5351.61 1777.732 2PB 2 PB C0MB12 Bottom 3 3,74 -433,37 -907.624 -5890.22 36.03 2PB 2 PB C0MB13 Bottom -3 -3.74 433,37 907.624 5890.221 -36.03 2PB 2 PB C0MB14 Bottom -2.74 -130.13 393,65 585.313 5351.614 -1777.73 2PB 2 PB C0MB15 Bottom -2.2 42.58 299.88 423.436 4074.648 590.354 2PB 2 PB C0MB16 Bottom -1.94 -83.81 260,17 101.125 3536.042 -1151,35 2PB 2 PB C0MB17 Bottom 0.13 213.17 -7.27 496.739 -100.547 2937,519 2PB 2 PB C0MB18 Bottom -1.36 186.91 200,79 799,363 2727.332 2581,306 2PB 2 PB C0MB19 Bottom 0.49 234.39 -68.4 275.008 -931.977 3224,368 2PB 2 PB COMB20 Bottom -0.99 208.12 139.66 577,633 1895.901 2868,154 2PB 2 PB C0MB21 Bottom 0,99 -208.12 -139.66 -577,633 -1895.9 -2868,15 2PB 2 PB C0MB22 Bottom -0,49 -234.39 68.4 -275,008 931.977 -3224,37 2PB 2 PB C0MB23 Bottom 1,36 -186.91 -200.79 -799.363 -2727.33 -2581,31 2PB 2 PB C0MB24 Bottom -0,13 -213.17 7.27 -496.739 100.547 -2937.52 2PC 2 PC COMBOl Bottom 23,33 62.61 -221.36 -54.027 -2863.02 922.089 2PC 2 PC COMB02 Bottom 36,12 -38.56 -338.03 30.15 -4371.14 -590.805 2PC 2 PC COMBOS Bottom -10.84 235,78 96.65 -449.206 1250,528 3486.203 2PC 2 PC COMB04 Bottom -4.98 189.44 43.22 -410.657 559,896 2793.383 2PC 2 PC COMBOS Bottom -36.12 38.56 338.03 -30,15 4371.139 590,805 2PC 2 PC COMB06 Bottom -23.33 -62.61 221.36 54.027 2863.024 -922,089 2PC 2 PC COMB07 Bottom 4.98 -189.44 -43.22 410.657 -559.896 -2793,38 2PC 2 PC COMBOS Bottom 10.84 -235.78 -96.65 449.206 -1250.53 -3486.2 2PC 2 PC COMB09 Bottom 20.96 126,4 -200,38 -183.007 -2591.46 1864.027 2PC 2 PC COMB10 Bottom 25.71 -1,17 -242,34 74.952 -3134.59 -19.849 2PC 2 PC C0MB11 Bottom 33.74 25.22 -317,05 -98.83 -4099.58 351.133 2PC 2 PC C0MB12 Bottom 38.49 -102.35 -359,01 159.129 -4642,7 -1532.74 2PC 2 PC C0MB13 Bottom -38.49 102.35 359.01 -159.129 4642.703 1532,743 2PC 2 PC C0MB14 Bottom -33,74 -25.22 317.05 98.83 4099.576 -351,133 2PC 2 PC C0MB15 Bottom -25,71 1.17 242.34 -74.952 3134.588 19.849 2PC 2 PC C0MB16 Bottom -20.96 -126.4 200,38 183.007 2591,461 -1864.03 2PC 2 PC COMB17 Bottom -1.92 239.38 12.74 -452.787 165,403 3535.896 2PC 2 PC C0MB18 Bottom -19.76 232.17 180.56 -445.624 2335.652 3436.51 2PC 2 PC C0MB19 Bottom 3.93 193.05 -40.69 -414.239 -525.229 2843.075 2PC 2 PC COMB20 Bottom -13.9 185.83 127.13 -407.076 1645.02 2743,69 2PC 2 PC C0MB21 Bottom 13.9 -185.83 -127.13 407.076 -1645.02 -2743,69 2PC 2 PC COMB22 Bottom -3,93 -193.05 40.69 414,239 525.229 -2843,08 2PC 2 PC COMB23 Bottom 19,76 -232.17 -180.56 445,624 -2335.65 -3436,51 ta 2PC 2 PC COMB24 Bottom 1.92 -239.38 -12.74 452.787 -165.403 -3535.9 2PD 2 PD COMBOl Bottom -25.42 12.23 0 0 0 90.101 2PD 2 PD COMB02 Bottom -39 -7.69 0 0 0 -56.724 2PD 2 PD COMBOS Bottom 11.41 39.8 0 0 0 294.564 2PD 2 PD COMB04 Bottom 5,19 30.68 0 0 0 227.326 2PD 2 PD COMB05 Bottom 39 7.69 0 0 0 56.724 2PD 2 PD COMB06 Bottom 25,42 -12.23 0 0 0 -90.101 2PD 2 PD COMB07 Bottom -5,19 -30.68 0 0 0 -227.326 2PD 2 PD COMBOS Bottom -11,41 -39.8 0 0 0 -294.564 2PD 2 PD COMB09 Bottom -22.93 22.8 0 0 0 168.384 2PD 2 PD COMB10 Bottom -27.91 1.66 0 0 0 11.817 2PD 2 PD COMB11 Bottom -36.51 2.88 0 0 0 21.559 2PD 2 PD C0MB12 Bottom -41.49 -18.26 0 0 0 -135.008 2PD 2 PD COMB1S Bottom 41.49 18.26 0 0 0 135.008 2PD 2 PD COMB14 Bottom 36.51 -2.88 0 0 0 -21.559 2PD 2 PD COMB15 Bottom 27.91 -1.66 0 0 0 -11.817 2PD 2 PD COMB16 Bottom 22.93 -22.8 0 0 0 -168.384 2PD 2 PD COMB17 Bottom 1.75 40.48 0 0 0 299.57 2PD 2 PD C0MB18 Bottom 21.07 39.12 0 0 0 289.557 2PD 2 PD COMB19 Bottom -4.47 31.36 0 0 0 232.332 2PD 2 PD COMB20 Bottom 14.85 30 0 0 0 222.32 2PD 2 PD COMB21 Bottom -14.85 -SO 0 0 0 -222.32 2PD 2 PD COMB22 Bottom 4.47 -31.36 0 0 0 -232.332 2PD 2 PD COMB23 Bottom -21.07 -39.12 0 0 0 -289.557 2PD 2 PD COMB24 Bottom -1.75 -40.48 0 0 0 -299.57 DCI Engineers 525 B Street, Ste. 750 San Diego, CA 92101 P: 619.234.0501 Hilton Carlsbad Pier Design DCI No. 09051-0018 9/7/2010 By: BCS Units L ft, k P = 1.3 UNO Story Pier Pier Height (ft) Pier Length, Iw (ft) Pier Thickness (in) (psi) V2 Seismic V3 Seismic Max (k) 0,9c|)V„™, (k) VuMax * (in') fy (ksi) (in) (k) <|)Vs (k) ||>V„ (k) Vu Max Story Pier Pier Height (ft) Pier Length, Iw (ft) Pier Thickness (in) (psi) V2 Seismic V3 Seismic Max (k) 0,9c|)V„™, (k) 0.8(|>V„™^ * (in') fy (ksi) (in) (k) <|)Vs (k) ||>V„ (k) *v„ 2 P101 13 75 10 00 12 00 5000 306 9 0 0 399,0 ^ 549 8 0,73 0.60 0.62 60 6 97,8 357 1 454,9 0 88 2 P102 13,75 10,00 12,00 5000 398,1 0,0 517,6 549.8 0,94 0,60 0.88 60 6 97.8 506,9 604,6 0,86 2 P103 13 75 10 00 12 00 5000 242 4 0 0 315,1 549 8 0,57 0,60 0.62 60 6 97.8 357 1 454,9 0,69 2 P111 13,75 10,00 12,00 5000 17B,2 0,0 231,7 549.8 0,42 0,60 0.62 60 12 97.8 178,6 276,3 0,84 2 P112 13,75 10 00 12 00 5000 255 2 0 0 331 7 549,8 0,60 0,60 0,62 60 6 97.8 357,1 454,9 0,73 2 P121 13,75 8,92 12,00 5000 181,2 0 0 235,6 490,3 0,48 0,60 0.62 60 12 87.2 159,2 246,4 0,96 2 PI 22 13 75 8 92 12 00 5000 177,8 0 0 231 1 490,3 0,47 0,60 0,62 60 12 87,2 1592 246,4 0 94 2 P201 13,75 3,25 12,00 5000 28,1 0,0 36,6 178,7 0,20 0,60 0,62 60 12 31,8 58.0 89,8 0,41 2 P202 13 75 18,00 12,00 5000 166 1 0 0 215,9 989,7 0,22 0 60 0,62 60 12 176.0 321 4 497,4 0,43 2 P203 13,75 30,00 12,00 5000 357 7 0,0 465,0 1649,5 0,28 0,60 0,62 60 12 293.3 535,7 828,9 0,56 2 P211 13,75 15 50 12,00 5000 93 9 0 0 122 0 852,3 0,14 0,60 0.62 60 12 151,5 276 8 428 3 0 28 2 P212 13,75 19,50 12,00 5000 142,4 0,0 185,1 1072,2 0,17 0,60 0,62 60 12 190.6 348,2 538,8 0,34 2 P221 1375 15 50 12 00 5000 204 0 0 0 265,2 10172 0,26 0,60 0,62 60 12 180.8 330,3 511 2 0,52 2 P222 13 75 2,50 12,00 5000 20,2 0,0 26,2 137,5 0,19 0,60 0,62 60 12 24.4 44,6 69,1 0,38 2 P223 13 75 4 50 12 00 5000 40 5 0 0 52,6 247,4 021 0,60 0,62 60 12 44,0 80,4 124,3 0,42 2 P224 13,75 2,50 12 00 5000 26.1 0,0 33,9 137,5 0,25 0,60 0,62 60 12 24,4 44,6 69,1 0,49 IO ro J:\2009\0V-5I-01B Hilton Carlsbad Resort and Spo\Calculations\Concre»e\Laterai\20 10-07-3 l\Excei\|HC - Neutral Axis 8. BE - 7-30-10,xis]BoundarY Elements Project No. Sfieef No. n G ' n «~ i~ R s 09-051-0018 Projecf Dafe Hilton Carlsbod 7/31/10 Subjecf By Boundary Element Requirements BCS CBE = Confined Story Name Dir. Point Len. 6e 1 l„ti„/6006u Ccalc'd BE Req'd? Length [in.] [in.] [in.] [in.] [in.] [in.] 2 Pier A UX 149 120 0.0398 5 1,0 120 0.007 28.6 4.41 No 2.21 2 Pier A UY 153 360 0.0088 5 1,0 120 0.007 85.7 8.84 No 4.42 ,-1 z Pier B UX 163 120 0.0375 5 1,0 120 0.007 28.6 3.48 No 1.74 2 Pier B UY U2 234 0.0088 5 1,0 120 0.007 55.7 4.88 No 2.44 2 Pier C UX 171 107 0,0383 5 1,0 120 0.007 25.5 5.36 No 2.68 2 PierC UY 166 198 0,0155 5 1,0 120 0.007 47.1 6.45 No 3.23 2 Pier D UY 166 54 0,0155 5 1.0 120 0.007 12.9 9.92 No 4.96 L-193 [L Code: ACI 318-05 Units: English Run axis: About X-axis Run option: Investigation pnderness: Not considered blumn type: Architectural Bars: ASTM A615 Date: 09/07/10 Time: 14:15:02 P(kip) (Prriax) 25000 T (Pmax) fs=0.5fy fs=0.5f -160000 140000 Mx (k-ft) -5000 (Pmin) pcaColumn v4.00. Licensed to: DCI Engineers. License ID: 53679-1012620-4-21D68-1CED9 Fiie: j:\2009\09-51-018 hilton cadsbad resort and spa\calculations\concrete\laterai\2010-07-31\p...\hc - pa - 08-02-10.col Project: Hilton Carlsbad - 09051-0018 Engineer: BCS Ag= 10980 in'^2 As = 77.72 in'^2 Xo = 5.49 in Yo =-4.24 in Clear spacing = 6,00 in phi(a) = 0,8, phi(b) = 0.9, phi(c) = 0.65 Column: Pier A f'C = 5 ksi Ec = 4031 ksi fc = 4.25 ksi _u = 0,003 in/in Betal =0,8 Confinement: Tied fy = 60 ksi Es = 29000 ksi 72 bars rho =0.71% Ix = 1.47299e+008 inM ly = 2.435S7e+007 inM Clear cover = N/A L 104 pcaColumn v4.00 © Portland Cement Association Page 2 Licensed to: DCI Engineers. License ID: 53679-1012620-4-21D68-1CED9 08/03/10 J:\2009\09-51-018 Hilton Carlsbad Resort and SpaXCalc...\hc - pa - 08-02-10.col 09:35 AM General Information: File Name: J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\ Project: Hilton Carlsbad - 09051-0018 Column: Pier A Engineer: BCS Code: ACI 318-05 Units: English . \hc pa - 08-02-10.col Run Option: Investigation Run Axis: X-axis Slenderness: Not considered Column Type: Structural Material Properties: f'c =5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal =0.8 fy = 60 ksi Es = 29000 ksi Section: Exterior Points No . X (in) y (in) No. X (in) Y (in) No. X (in) Y (in) 1 -60 . 0 180 . 0 2 60 . 0 180.0 3 60 . 0 -180 . 0 4 -60 . 0 -180 . 0 5 -60.0 -141.0 6 -48 . 0 -141. 0 7 -48 . 0 -168.0 8 48.0 -168.0 9 48 . 0 -57 . 0 10 -48.0 -57.0 11 -48.0 -84.0 12 -60.0 . -84.0 13 -60 . 0 132 . 0 14 -48 .0 132 . 0 15 -48 . 0 -45.0 16 48.0 -45.0 17 48.0 168 .0 18 -60 . 0 168 . 0 Gross section area, Ag = 10980 in'*'2 Ix = 1 47299e-f 008 in^4 Iy = 2 . 43537e-^007 in^4 Xo = 5 48852 in Yo = -4.24426 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in''2) # 3 # 6 # 9 # 14 0 . 38 0. 75 1.13 1. 69 0.11 0 .44 1.00 2 .25 Size Diam (in) Area (in'^2) Size Diam (in) Area (in^2) # 4 # 7 # 10 # 18 0.50 0 .88 1.27 2.26 0.20 0 . 60 1.27 4 .00 # 5 # 8 # 11 0 . 63 1.00 1.41 0 . 31 0.79 1.56 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area. As = 77 . 72 in'-2 at 0 71% (Note: rho < 1 .0%) Area in^2 X (in) Y (in) Area in ^2 X (in) Y (in) Area in ^2 X (in) Y (in) 10 .16 -54 . 0 -172 . 0 10 . 16 54 . 0 -172 . 0 7 . 62 -54 0 172 .0 7 . 62 54 . 0 172 . 0 0 . 62 54 . 0 149. 9 0 . 62 54 0 137 .7 0 . 62 54 . 0 125 . 6 0 . 62 54 . 0 113. 4 0 . 62 54 0 101. 3 0 . 62 54 . 0 89 . 1 0 . 62 54 . 0 77 . 0 0 . 62 54 0 64 . 8 0 . 62 54 . 0 52 . 7 0 . 62 54 . 0 40. 5 0 . 62 54 0 28 . 4 0 . 62 54 . 0 16 . 2 0 . 62 54 . 0 4 . 1 0 . 62 54 0 -8 .1 0 . 62 54 . 0 -20 . 2 0 . 62 54 . 0 -32 . 4 0 . 62 54 0 -44 . 5 0 .62 54 . 0 -56. 7 0 . 62 54 . 0 -68 . 8 0 . 62 54 0 -81.0 0 . 62 54 . 0 -93 . 1 0 . 62 54 . 0 -105. 3 0 . 62 54 0 -117 . 4 0 . 62 54 . 0 -129. 6 0 . 62 54 . 0 -141. 7 0 . 62 54 0 -153. 9 0 . 62 -54 . 0 -80 . 0 0 . 62 54 . 1 -67 . 8 0 . 62 -54 2 -55.5 0 . 62 -54 . 4 -43. 3 0 . 62 54 . 5 -31 . 1 0 . 62 -54 6 -18 . 8 L-195 pcaColumn v4.00 © Portland Cement Association Licensed to: DCI Engineers. License ID: 53679-1012620-4-21D68-1CED9 Page 3 08/03/10 -51-018 Hilton Carlsbad Resort and SpaXCalc. . . \hc - pa -08-02-10 col 09 : 35 AI 0. 62 -54 7 -6 6 0 62 -54 8 5 6 0. 62 -54 9 17 9 0 . 62 -55 1 30 1 0 62 -55 2 42 4 0 . 62 -55 3 54 6 0 . 62 -55 4 66 8 0 62 -55 5 79 1 0 . 62 -55 6 91 3 0 . 62 -55 8 103 5 0 62 -55 9 115 8 0 . 62 -56 0 128 0 0 . 62 42 0 -52 0 0 62 29 4 -52 0 0 . 62 16 9 -52 0 0 . 62 4 3 -52 0 0 62 -8 3 -52 0 0 . 62 -20 9 -52 0 0. 62 -33 4 -52 0 0 52 -46 0 -52 0 0 . 62 -46 0 -174 0 0 . 62 -32 9 -174 0 0 62 -19 7 -174 0 0 . 62 -6 6 -174 0 0 . 62 6 6 -174 0 0 62 19 7 -174 0 0 . 62 32 9 -174 0 0 . 62 46 0 -174 0 0 62 -46 0 174 0 0 . 62 -33 1 174 0 0 . 62 -20 3 174 0 0 62 -7 4 174 0 0 . 62 5 4 174 0 0 . 62 18 3 174 0 0 62 31 1 174 0 0 . 62 44 0 174 0 Factored Loads and Moments with Corresponding Capacities; Pu Mux fMnx fMn/Mu N.A. depth eps t Phi No. kip k-ft k-ft in 1 357 .2 9329.0 62364.1 6 685 8.29 0 12508 0 900 2 357 .2 -910.0 -70703.9 77 697 8 .84 0 11719 0 900 3 357 . 2 -9329 . 0 -70703 . 9 7 579 8 .84 0 11719 0 900 4 357 .2 910 . 0 62364 .1 68 532 8.29 0 12508 0 900 5 164 . 6 -910.0 -67860 . 9 74 572 8 . 47 0 12238 0 900 6 164 . 6 910 . 0 59655 . 0 65 555 7 . 97 0 13028 0 900 7 164 . 6 -9329.0 -67860 . 9 7 274 8 .47 0 12238, 0 900 8 164.6 9329.0 59655 . 0 6 395 7 . 97 0 13028 0 900 *** End of output L-196 e e ' 120 X 234 m •I Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation ^jpnderness: Not considered oiumn type: Architectural Bars: ASTM A615 Date: 09/07/10 Time: 14:16:10 P(kip) 12000T (Pmax) (Pmax) -30000 30000 M (270°) (k-ft) (Pmin) .2000 (Pmin) pcaColumn v4.00. Licensed to: DCI Engineers. License ID: 53679-1012620-4-21D68-1CED9 File: j:\2009\09-51-018 hilton carisbad resort and spa\calculations\concrete\lateral\2010-07-31 \p...\hc - pb - 07-30-10.col Project: Hilton Carlsbad Engineer: BCS Ag = 7488 in'^2 As = 32,00 in'^2 Xo = 3,12 in Yo =5,02 in Clear spacing = 104,81 in Clear cover = N/A phi(a) = 0,8, phi(b) = 0,9, phi(c) = 0.65 Column: Pier f'c = 5 ksi Ec = 4031 ksi fc = 4.25 ksi _u = 0.003 in/in Betal =0,8 Confinement: Tied fy = 60 ksi Es = 29000 ksi 4 bars rho =0,43% Ix = 5.053598+007 inM ly = 1.687556+007 inM L- 197 pcaColumn v4.00 © Portland Cement Association Page 2 Licensed to: DCI Engineers. License ID: 53679-1012620-4-21D68-1CED9 08/01/10 J:\2009\09-51-018 Hilton Carlsbad Resort and SpaXCalc...\HC - PB - 07-30-10.col 12:06 PM General Information: File Name: J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\...\HC - PB Project: Hilton Carlsbad Column: Code: Pier ACI 318-05 Engineer: BCS Units: English 07-30-10.col Run Option: Investigation Run Axis: X-axis Slenderness: Not considered Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal =0.8 fy Es = 60 ksi = 29000 ksi Section: Exterior Points No . X (in) Y (in) No. X (in) Y (in) No. X (in) Y (in) 1 -60 .0 -117.0 2 60 .0 -117.0 3 60 . 0 117 . 0 4 -60 . 0 117.0 5 -60 .0 -69.0 6 -48 . 0 -69.0 7 -48 . 0 105.0 8 48.0 105.0 9 48 . 0 -105.0 10 -60.0 -105.0 Gross section area. Ag = 7488 in^2 Ix = 5. 05359e-f007 in^4 Iy = 1 687556-^007 in"4 Xo = 3.11538 in Yo = 5 01923 in • einforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in'*-2) Size Diam (in) Area (in''2) Size Diam (in) Area (in^2; # 3 # 6 # 9 # 14 0. 38 0 .75 1.13 1. 69 0 .11 0 .44 1.00 2 .25 # 4 # 7 # 10 # 18 0 . 50 0 .88 1.27 2.26 0.20 0 . 60 1.27 4.00 # 5 # 8 #, 11 0 . 63 1. 00 1.41 0 . 31 0.79 1.56 Confinement : Tied; #4 ties with #10 bars. #4 with larger bars . phi(a) = 0. 8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area. As = 32.00 in^2 at 0.43% (Note: rho < 0 50%) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) 8 . 00 -54 .0 110.0 8.00 54.0 110.0 8 . 00 54 . 0 -110 . 0 8 . 00 -54 . 0 -110 . 0 Factored Loads and Moments with Corresponding Capacities: Pu Mux fMnx fMn/Mu N.A. depth eps t Phi No. kip k-ft k-ft in 1 380 . 3 -47.0 -19920.6 423.841 4 .88 0 . 13668 0 . 900 . 2 380 . 3 47.0 20238.7 430.611 4 .88 0 . 13668 0. 900 k ' 380 . 3 4191.0 20238.7 4 . 829 4 .88 0 . 13668 0 . 900 f 4 380 . 3 -4191.0 -19920.6 4 .753 4 .88 0 . 13668 0 . 900 5 146.0 -47.0 -17840.4 379.583 4 . 57 0 . 14610 0 . 900 L-198 pcaColumn v4.00 © Portland Cement Association Page 3 Licensed to: DCI Engineers. License ID: 53679-1012620-4-21D68-1CED9 08/01/10 J:\2009\09-51-018 Hilton Carlsbad Resort and SpaXCalc...\HC - PB - 07-30-10.col 12:06 PM 146 . 0 146.0 146.0 47 . 0 4191.0 -4191.0 17962.5 17962.5 -17840 . 4 382.181 4.286 4 .257 4.57 0.14610 0.900 4.57 0.14610 0.900 4.57 0.14610 0.900 End of output *** L-199 u Jl O O 107 X 'Z'Z'A m Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation nderness: Not considered lumn type: Structural Bars: ASTM A615 Date: 09/07/10 Time: 14:17:59 P (kip) 18000 (Pmax) (Pmax) -80000 80000 M (3°) (k-ft) (Pmin) -2000 (Pmin) pcaColumn v4.00. Licensed to: DCI Engineers, License ID: 53679-1012620-4-21D68-1CED9 File: j:\2009\09-51-018 hilton carlsbad resort and spa\calculations\concrete\lateral\2010-07-31\p,,,\hc - pc - 07-30-10,col Project: Hilton Carlsbad Engineer: BCS Ag = 5376 in'^2 As = 32.00 in'^2 Xo =-17.18 in Yo = 0.00 in Clear spacing = 92.81 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Column: Pier C f'c = 5 ksi Ec = 4031 ksi fc = 4.25 ksi _u = 0.003 in/in 'Betal = 0.8 Confinement: Tied fy = 60 ksi Es = 29000 ksi 4 bars rho = 0,60% Ix = S.96163e+007 inM ly = 7.233278+006 inM Clear cover = N/A L-ZOO pcaColumn v4.00 © Portland Cement Association Page 2 Licensed to: DCI Engineers. License ID: 53679-1012620-4-21D68-1CED9 08/01/10 J:\2009\09-51-018 Hilton Carlsbad Resort and SpaXCalc...\HC - PC - 07-30-10.col 12:09 PM General Information: File Name: J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\...\HC Project: Hilton Carlsbad Column: Code: Pier C ACI 318-05 Engineer: BCS Units: English PC 07-30-10.col Run Option: Investigation Run Axis: X-axis Slenderness: Not considered Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal =0.8 fy Es = 60 ksi = 29000 ksi Section: Exterior Points No . X (in) Y (in) No. X (in) Y (in) No. X (in) Y (in) 1 -53.5 -111.0 2 53. 5 -111.0 3 53 . 5 -81. 0 4 41. 5 -81.0 5 41. 5 -99.0 6 -41.5 -99.0 7 -41. 5 99.0 8 41. 5 99.0 9 41. 5 81. 0 10 53 . 5 81.0 11 53 . 5 111. 0 12 -53. 5 111.0 Gross section area. Ag = 5376 in''2 Ix = 3 . 96163e + 007 in''4 Iy = 7 23327e+006 in'^4 Xo = -17.1763 in Yo = 0 in ifeinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area ( in' ^2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0 . 63 0 31 # 6 0.75 0.44 #7 0.88 0.60 # 8 1.00 0 79 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1 56 # 14 1.69 2.25 #18 2.26 4 .00 Confinement: Tied; #3 ties with #10 bars. #4 with larger bars. phi(a) =0.8, phi(b) =0.9, phi(c) =0.65 Pattern: Irregular Total steel area. As = 32.00 in'-2 at 0.60% (Note : rho < 1 0%) Area in'^2 X (in) Y (in) Area in'^2 X (in) Y (in) Area in^2 X (in) Y (in) 8.00 -48.0 -104.0 8.00 48 . 0 -104 . 0 8 . 00 48 . 0 104 . 0 8.00 -48.0 104 . 0 Factored Loads and Moments with Corresponding Capacities: Pu Mux fMnx fMn/Mu N.A. depth eps t Phi No. kip k-ft " k-ft in 1 505.7 6010.0 20068.7 3. 339 5.36 0 . 11740 0 . 900 2 505.7 -6010.0 -20068.7 3. 339 5.36 0 . 11740 0 . 900 1 3 505.7 4597.0 20068.7 4 . 366 5 . 36 0 . 11740 0 . 900 P 4 505.7 -4597.0 -20068.7 4 . 366 5 . 36 0 . 11740 0 . 900 5 236.0 6010.0 17699.1 , 2 . 945 4 . 95 0 . 12738 0 . 900 L-201 pcaColumn v4.00 © Portland Cement Association Page 3 Licensed to: DCI Engineers. License ID: 53679-1012620-4-21D68-1CED9 08/01/10 J:\2009\09-51-018 Hilton Carlsbad Resort and SpaXCalc...\HC - PC - 07-30-10.col 12:09 PM 236 . 0 236 . 0 236 . 0 -6010.0 4597.0 -4597.0 -17699 .1 17699 .1 -17699 .1 2 . 945 3 .850 3.850 4.95 0.12738 0.900 4.95 0.12738 0.900 4.95 0.12738 0.900 End of output L-202 Code: ACI 318-05 Units: English Run axis: About X-axis Run option: Investigation enderness: Not considered olumn type: Structural Bars: ASTM A615 Date: 09/07/10 Time: 14:18:33 P (kip) 2500 (Pmax) (Pmax) fs=0.5f fs=0.5fy -2000 2000 IVIx (k-ft) (Pmin) .500 (Pmin) pcaColumn v4,00. Licensed to: DCI Engineers. License ID: 53679-1012620-4-21D6S-1CED9 File: j:\2009\09-51-01S hilton carlsbad resort and spa\calculations\concrete\lateral\2010-07-31\p,..\hc - pd - 07-S0-10.col Project: Hilton Carlsbad Engineer: BCS Ag = 648 in''2 As = 8.00 in'^2 Xo = 0.00 in Yo =0.00 in Ciear spacing = 43,74 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Column: Pier D f'c = 5 ksi Ec = 4031 ksi fc = 4.25 ksi u = 0.003 in/in Betal = 0.8 Confinement: Tied fy = 60 ksi Es = 29000 ksi 2 #18 bars rho = 1.23% Ix = 157464 inM ly = 7776 inM Clear cover = 2.87 in L-ZOi pcaColumn v4.00 © Portland Cement Association Page 2 Licensed to: DCI Engineers. License ID: 53679-1012620-4-21D68-1CED9 08/01/10 J:X2009X09-51-018 Hilton Carlsbad Resort and SpaXCalc...XHC - PD - 07-30-10.col 12:10 PM General Information: File Name: J:X2009X09-51-018 Hilton Carlsbad Resort and SpaX, Project: Hilton Carlsbad , XHC - PD 07-30-10.col Column: Code: Pier D ACI 318-05 Run Option: Investigation Run Axis: X-axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal =0.8 Engineer: BCS Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Section: Rectangular: Width = 12 in Gross section area, Ag = 648 in''2 Ix = 157464 in^4 Xo = 0 in Depth = 54 in Iy = 7776 in^4 Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area {in^2) Size Diam (in) Area (in''2) Size Diam (in) Area (in^2) # 3 # 6 # 9 # 14 0 . 38 0. 75 1.13 1. 69 0.11 0 .44 1 .00 2.25 # 4 # 7 # 10 # 18 0 . 50 0 .88 1.27 2.26 0 .20 0 . 60 1.27 4 . 00 # 5 # 8 # 11 0 . 63 1. 00 1.41 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars, phi{a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area, As = 8.00 in'-2 at 1.23% Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in'^2 X (in) 0 . 31 0.79 1.56 ;in) 4.00 0.0 -23.0 4.00 0.0 23.0 Factored Loads and Moments with Corresponding Capacities: No . Pu kip Mux k-ft fMnx fMn/Mu N.A. depth k-ft in eps_t Phi 320 . 0 60 . 0 390 . 0 390.0 1442 . 3 973.2 3 .698 2.495 9.92 0.01212 0.900 5.55 0.02402 0.900 '** End of output L-204 J:\2009\09-5I-0I8 Hiifon Carlsbad Resort and Spa\Calculation5\Concrete\Laterai\2010-07-31\ExceI\[HC - Square Concrete Column - 07-30-10,xls]Pier A Section 1 =1111 Project No. Sheef No, •HM VMB 1 09051-0018 Projecf Dofe Hilton Carlsbad 7/30/10 Subjecf By BCS /2"x 17.27" Column w/6-#/0 Verfs & #4 ties @ 5.81'oc fyt O.SPo (t)Pn 5000 psi 60000 psi 391.7 k 678.9 k 0.65 b = 12.0 icb 1.50 in d =17.27 h, cd ixd (Clear Cover fo Ties/ (Diagram Not to Scale) 2 -#10 Verts (6.73"CLtoCLof verts) (5.46" between verts) 6-#10 Verts #4ties®5.81" oc Vert. Rein = 3.68% fyv = 60000 psi 3 -#10 Verts #4 ties Ah • 3 - #10 Verts (6.00"CLtoCLof verts) (4.73" between verts) Rein, per ft height. 1,1 X Verts, = 28.4 pif Ties = 8.2 plf Total = 36.6 plf E Neglect Eq. (21-3) a Neglect 21.4.4.2 2 -#10 Verts No. legs (Ashb) = 2 No. legs (Ashd) = 3 ACI 318-05 Section 21.4.4.1 ^sh 0.3 s be f'c IF A^hb = fc = fw = Aa = Ach = THEN $5 = Eq, f2J IF A,h = 0.09 IF ' s b.fV ] I fvt J Eq. (21-4) ^ sh b = 0.40 sq in bcb = 8.500 in fc = 5000 psi fvf = 60000 psi Sb = 6.27 in THEN ACI 318-05 Section 21.4.4.2 THEN IF THEN -3j A sh d bed f'c fyf Ao A ch A sh d bed f'c fvf Sd Eq. (21-3) Neglected Ref. ACI 318-05, Sec. 21.7.6.4 (c) Column Core Capacity 0.3Po = 291.2 k (bP„ = 504.7 k Min per Eq. (21-3), s = 0.60 sq in 13.770 in 5000 psi 60000 psi 5.81 in Min per Eq. (21-4)/ s =5.87 in (a) (b) (c) 12.00 in/4 = S.OOin use Sb = S.OOin 6x 1.270 in = 7.62 in use s = 7.62 m /7.27in/4 use Sd 4.32 in 4.32 in = 4 + IF THEN use Sob Sob = 8.50 in = 5.83 in = 5.83 in Eq. f2I-5j IF THEN use h yrl Sod Sod 6.89 in 6.37 in 6.00 m ACI 318, 21.4.4.2 Neglected Ref. ACI 318-0.5, Sec. 21.7.6.5 (a) Min per ACI 21.4.4.2 s = Printed on 9/7/10 @ 1:5^Piyl205 J:\2009\09-51-018 Hilton Carlsbod Resort and Spa\Caiculations\Concrete\Lateral\20i0-07-31 \Excel\[HC - Square Concrete Column - 07-30-lO.xis]Pier A Section 2 Project No. Sheef No. mmmm 1 ^ X~\ CB ' \—1 H- p*; <^ 09051-0018 Project Dafe Hilton Carlsbad 7/30/10 Subjecf By Fie' A Secti..-'-BCS /2" X 23.27" Co/umn w/ 8-# W Verfs & #4 ties @ 5.4" oc f'c 0.3Po 5000 psi 60000 psi 526.0 k 911.7 k 0.65 b = 12.0 heb 'xb .50 in d =23.27 led 'xd 1 (Clear Cover to Ties) (Diggrgnn Not to Scale) Ashb 2 -#10 Verts (6.73" CL to CL of verts) (5.46" between verts) 8-#10 Verts #4 ties @ 5.4" oc Vert. Rein = 3.64% fyv = 60000 psi 4 -#10 Verts #4 ties Ath H - 4 - #10 Verts (6.00" CL to CL of verts) (4.73" between verts) Rein, per ft heiqht. 1.1 X Verts. = 37.9 plf Ties = 12.4 plf Total = 50.3 plf Neglect Eq. (21-3) kJ Neglect 21.4.4.2 2 -#10 Verts No. legs (A,hb) = 2 No. legs (Ashd) = 4 ACI 318-05 Section 21.4.4.1 Ash - 0.3 IF A3hb bcb f'c f.f A ch THEN Sb Ash = 0.09 IF A,hb bcb f'c fvf THEN Sb s be f'c fv -1 Eq. j21-3j IF Eq. j2l-3j Neglected Ref. ACI 318-05. Sec. 21.7.6.4 (cj THEN shd bed f'c fvf Aa Acf, Sd Colunnn Core Capacity 0.3P, 402.5 k (|)P, = 697.7 k / Min per Eq. (21-3)/ / s = s b. fv, Eq. f2I-4j = 0.40 sq in = 8.500 in = 5000 psi = 60000 psi = 6.27 in IF THEN A sh d bed f'c fyf Sd 0.80 sq in 19.770 in 5000 psi 60000 psi 5.40 in Min per Eq. (21-4)/ s = 5.40 m ACI 318-05 Section 21.4.4.2 (a) (b) (c) Sb = 12.00 in/4 = 3.00 in use Sb = 3.00 m s = 6x .270 in = 7.62 in use s - 7.62 in So = 4 + I 3 J Eq IF = 8.50 in THEN Sob = 5.83 in use Sob = 5.83 in 23.27 in / 4 use Sd 5.82 in 5.82 m f21-5j IF THEN use h yrl Snd Sod 6.59 in 6.47 in 6.00 m .ACI 318, 21.4.4.2 Neglected Ref. ACI 318-05. Sec. 21.7.6.5 (a) Min per ACI 21.4.4.2 s = / Printed on 9/7/10 ® 1;5^PM, 206 J:\2009\09-51-018 Hilton Carlsbod Resort and Spa\Caiculations\Concrete\Lateral\2010-07-31\Excel\fHC - Square Concrete Column - 07-30-lO.xIs]Pier B Section ] =111 Projecf No. Sheef No. •M 1 E n G ! n fc R s 09051-0018 Projecf Dofe Hilton Carlsbad 7/30/10 Subjecf By Pier B Secf'O!" i BCS /2" X 23.128" Column w/ 8-#9 Verfs & #4 ties @ 5.43" oc f'c = f„. = 0.3Po *Pn 5000 psi 60000 psi 487.7 k 845,3 k 0.65 b = 12.0 'cb hxb L 1.50 in d =23.128 led ixd (Clear Cover to Ties) (Diagram Not to Scale) Ashb 2 - #9 Verts (6.87" CL to CL of verts) (5.74" between verts) 8-#9 Verts #4 ties @ 5.43" oc Vert. Rein = 2.88% fyv = 60000 psi 4 - #9 Verts #4 ties Ath •• 4 - #9 Verts (6.00" CLto CL of verts) (4.87" between verts) Rein, per ft heiaht. 1.1 X Verts. = 29.9 plf Ties = 12.3 plf Total = 42.2 plf Neglect Eq. (21-3) IZI Neglect 21.4,4.2 2 - #9 Verts No. legs (AshJ = 2 No. legs (Ashd) = 4 ACI 318-05 Section 21.4.4.1 Ash IF 0.3 S be f'c ^ch - 1 A sh b beb = f'c = fvf - Eq. (2 IF Ao = THEN Ash = 0,09 Ach = Sb = s b.tv 1 L f'vt J Eq. j2/-4j IF A,hb - 0.40 sq in bcb = 8,500 in r 5000 psi THEN fy, = 60000 psi Sh = 6.27 in THEN IF THEN -3j Ashd bed f'c fyf Aa Act, Sd A sh d bed f'c fyf Sd Eq. (2i-3j Neglected Ref. ACI 318-05. Sec. 21.7.6.4 (c) Column Core Capacity 0.3Po = 364.8 k (bP„ = 632.3 k Min per Eq. (21-3)^ 0.80 sq in 19.628 in 5000 psi 60000 psi 5.43 m Min per Eq. (21-4)/ s = 5.43 in ' ACI 318-05 Section 21.4.4.2 12.00 in/4 = 3.00 in use Sb = 3.00 m 23.13 in/4 use s d 5.78 in 5.78 in (b) = 6x1. use = 44 128 in = 6.77 in s = 6.77 in IF THEN use Sob Sob ?4-h. 3 = 8.50 in = 5.83 in = 5.83 m Eq. (2/-5j IF THEN use h yrl Sod Sod 6.54 in 6.49 in 6.00 in AC/ 3ia 21.4.4.2 Neglected Ref. ACI 318-05. Sec. 21.7.6.5 (a) Min per ACI 21.4.4.2 s = Printed on9/7/10@ 1;51 PM 207 J:\2009\09-51-018 Hilton Carlsbad Resort and Spa\Calculations\Concrete\Lateral\2010-07-31\Excel\[HC - Square Concrete Column - 07-30-10,xis]Pier B Section 2 = I1C 1 Projecf No. Slieef No. mtmrniUm^^amM 09051-0018 Projecf Dafe Hilton Carlsbad 7/30/10 Subjecf By Pie-. B Sectior 7 BCS 12" X 23. /28" Co/umn w/ 8-#9 Verfs & #4 ties @ 5.43" oc f'c = 5000 psi fyf = 60000 psi 0.3Po = 487.7 k <t)P^ = 845.3 k (j) = 0.65 b = 12.0 'eb hxb 1 .50 in d =23.128 h ed ixd [Clear Cover to Ties) (Diagram Not to Scale) ^sh b 2 - #9 Verts (6.87" CLto CL of verts) (5.74" between verts) 8-#9 Verts #4 ties @ 5.43" oc Vert. Rein = 2.88% fyv = 60000 psi 4 - #9 Verts #4 ties At,h rl - 4 - #9 Verts (6.00" CL to CL of verts) (4.87" between verts) Rein, per ft heiaht. 1.1 X Verts. = 29.9 plf Ties = 19.4 plf Total = 49.3 plf I2J Neglect Eq. (21-3) IZJ Neglect 21.4.4.2 2 - #9 Verts No, legs (A^hb) = 4 No. legs (Ashd) = 4 ACI 318-05 Section 21.4.4.1 Ash = 0,3 IF s be f'c Ach THEN Ash = 0.09 •^shb bcb = f'c = fyf = Aa = Ach = Sb = Eq. (21-3) IF A.. £q, (21-3) Neglected Ref. ACI 318-05, Sec. 21.7.6.4 (c) s be f'c ] I f'vt J Eq, (2/-4j IF A sh b = 0.80 sqin bcb = 8.500 in f'c = 5000 psi fyf = 60000 psi THEN Sb = J2.55m THEN IF THEN bed = f'c = fyf = Aa = Ach = Sd = Column Core Capacity 0.3Po = 364.8 k (i)P„ = 632.3 k Min per Eq. (21-3)/ s = A sh d bed f'c fyf Sd 0,80 sq in 19.628 in 5000 psi 60000 psi 5.43 ;n Min per Eq. (21-4)/ s = 5.43 in ACI 318-05 Section 21.4.4.2 (a) (b) (c) = 12.00 in/4 = 3.00 in use Sb = S.OOin = 6x 1.128 in = 6.77 in use s = 6.77 in Sd = 23.13 in /4 use Sd 5.78 in 5.78 m = 4 -t-?4-h. Eq. f2/-5j IF = 8-50 in = 5.83 in THEN scb use Sob = 5.83 in IF THEN use h yd Sod Sod 6.54 in 6.49 in 6.00 ;n ACI 318, 21.4.4.2 Neg/ecteo' Pef. ACI 318-05, Sec. 21.7.6.5 (a) Min per ACI 21.4.4.2 s = Printed on 9/7/10 @ 1:5j_PM208 Projecf No. 09051-0018 Sheef No. Projecf Hilton Carlsbad Dafe 7/30/10 Subjecf By BCS 12" X 23. /28" Co/umn w/ 8-#9 Verts & #4 ties @ 5.43" oc f'c = 5000 psi fy, = 60000 psi 0,3Po = 487.7 k (t)P^ = 845.3 k (j) = 0.65 b= 12.0 'cb 'xb .50 in d =23.128 led Ixd [Clear Cover to Ties) IDiagram Not to Scale) Ash b 2 - #9 Verts (6.87" CLto CL of verts) 2 (5.74" between verts) 8-#9 Verts #4 ties @ 5.43" oc Vert. Rein = 2.88% fyy = 60000 psi 4 - #9 Verts #4 ties Ach rl - 4 - #9 Verts (6.00" CL to CL of verts) (4.87" between verts) Rein, per ft heiaht. 1.1 X Verts. = 29.9 plf Ties = 19.4 plf PT Total = 49.3 plf Neglect Eq. (21-3) Neglect 21.4.4,2 #9 Verts No. legs (Ashb) = 4 No. legs (Ashd) = 4 ACI 318-05 Section 21.4.4.1 ^sh IF = 0.3 bcb f'c fyf Aa Ach Sb S be f'c fv A ^ ^ Vh - 1 Eq. j21-3j Eq. (21-3) Neglected Ref. ACI 318-05. Sec. 21.7.6.4 (c) IF THEN Ash = 0.09 IF s bp f'c f'vt Eq. f2l-4j Ashb = 0.80 sqin bcb = 8.500 in f'c = 5000 psi fy, = 60000 psi THEN Sb = /2.55/n ACI 318-05 Section 21.4.4.2 THEN IF THEN bed f'c fyf Aa Ach Sd A sh d bed f'c fyf Sd Column Core Capacity 0.3Po = 364.8 k (|)P, = 632.3 k Min per Eq. (21-3) ^ s = 0.80 sq in 19.628 in 5000 psi 60000 psi 5.43 in Min per Eq. (21-4)/ s = 5.43 m (a) (b) (c) 12.00 in/4 = 3.00 in use Sb = 3.00 m 6x1. use 23.13 in/4 use s d 5.78 in 5.78 in 128 in = 6.77 in s = 6.77 in = 4 + 14-h. Eq. (21-5) IF h vh = 8.50 in IF h »d = 6.54 in THEN Sob = 5.83 in THEN Sod = 6.49 in use Sob = 5.83 in use Sod = 6.00 in ACI 318, 21.4.4.2 Neglected Ref. ACI 318-05. Sec. 21.7.6.5 (a) Min per ACI 21.4.4.2 s = Printed on 9/7/10 J:\2009\09-5I-018 Hilton Carlsbod Resort and Spa\Calculations\Concrete\Laterai\2010-07-3l\Excel\[HC - Square Concrete Column - 07-30-10,x's]°ier D Section ' =111 Projecf No. Sheef No. VM 1 e n c 1 n e = R S 09051-0018 Projecf Dafe Hilton Carlsbad 7/30/10 Subjecf By Pier 13 Sectio-r BCS / /. 128" X 12" Column wl 4-#9 Verfs & #4 f/es @ 6.27" oc f'c = fyt = 0.3Po = 't>Pn = 5000 psi 60000 psi 237.2 k 411.1 k 0.65 b = 12.0 'eb hxb 1.50 in - [Clear Cover to Ties) (Diagram Not to Scale) d =11.128 h ed Ixd ^sh b 2 - #9 Verts (6.87" CL to CL of verts) (5.74" between verts) 4-#9 Verts #4 ties @ 6.27" oc Vert. Rein = 3.00% fy^ = 60000 psi 2 - #9 Verts #4 ties Rein, per ft heiaht. Ath d— 2 - #9 Verts (6.00' CL to CL of verts) (4.87" between verts) 1.1 X Verts. = 15 plf Ties = 4.4 plf Total = 19.4 plf Ld Neglect Eg. (21-3) Ld Neglect 21.4.4.2 2 - #9 Verts No. legs (Ashb) = 2 No. legs (A^hd) = 2 ACI 318-05 Section 21.4.4.1 ^sh IF = 0.3 Ashb bcb ^'e fvf Ao Ach THEN Sb Ash = 0.09 IF Ashb bcb f'c f s be f'c A ^ Vh - 1 Eq. (21-3j IF A.. Eq. (21-3) Neglected Ref. ACI 318-05, Sec. 21.7.6.4 (cj THEN bed f'c fvf Ao A ch Sd Column Core Capacity 0,3Po = 160,2 k (i)P, = 277,6 k Min per Eq. (21-3), s = s b,- Tr f'vt Eq. f2/-4j yf Sb THEN ACI 318-05 Section 21.4.4.2 = 0.40 sqin = 8.500 in = 5000 psi = 60000 psi = 6.27 m IF THEN A sh d bed f'e fyf Sd 0.40 sq in 7.628 in 5000 psi 60000 psi 6.99 m Min per Eq. (21-4)/ s = 6.27 m (a) Sb = 12.00 in/4 = 3.00 in use Sb = 3.00 in (b) s = 6x 1.128 in = 6.77 in use Sd 11.13 in/4 use Sd 2.78 in 2.78 m = 4 + IF THEN use s = 14- h. • 3 = 8-50 in Sob = 5.83 in Sob = 5.83 m 6.77 in Eq. (21-5) IF THEN use h yrl Sod Sod 7.63 in 6.12 in 6.00 in ACI 318, 21.4.4.2 Neglected Ref. ACI 318-05, Sec. 21.7.6.5 (oj Min per ACI 21.4.4.2 s = / Printed on 9/7/10® 1:51 PM J:\2009\09-5I-0I8 Hilton Carlsbad Resort and Spa\Calculations\Concre*e\Lateral\2010-07-3'\Excel\[HC - Square Concrete Column - 07-30-10,.xlslTyp Wall End =l_Jl Projecf No. Sheef No. HHB 1 e n G 1 n £ E R s 09051-0018 Projecf Dafe Hilton Carlsbad 7/30/10 Subjecf By lyp Wall End BCS /0.875" X 12" Column wf 4-#7 Verfs & #4 f/es @ 6.27" oc f'c = f„, = •yt 0,3Po <|)Pn 5000 psi 60000 psi 206.5 k 358.0 k 0.65 b= 12.0 heb 'xb 1.50 in d =10.875 hed Ixd if [Clear Cover to Ties) (Diagram Not to Scale) ^sh b 4-#7 Verts #4 ties @ 6.27" oc Vert. Rein = 1.84% fyv = 60000 psi 2 - #7 Verts #4 ties Afh d—mk. 2 - #7 Verts (6.00" CL to CL of verts) (5.13" between verts] Rein, per ft heiqht. 1,1 X Verts. = 9 plf Ties = 4.3 plf Total = 13.3 plf kJ Neglect Eq, (21-3) Ld Neglect 21.4.4,2 2 - #7 Verfs (7.13" CLto CL of verfs) (6.25" between verts) 2 - #7 Verts No. legs (Ashb) = 2 No. legs (Ashd) = 2 ACI 318-05 Section 21.4.4.1 Ash IF 0.3 A sh b ~ bcb = f'e = fyf = Ao = Ach = Sb = S be f'c A^ Ach Eq, f2/-3j IF Eq. (21-3) Neglected Ref. ACI 318-05, Sec. 21.7.6.4 (c) THEN Ash = 0.09 IF s b. f. ] f'vt J Eq. (21-4) ^ sh b = 0.40 sq in bcb = 8.500 in f'c = 5000 psi fyf = 60000 psi Sb = 6.27 in THEN ACI 318-05 Section 21.4.4.2 THEN IF THEN ^ sh d bed = f'e = fyf = Ao = Ach = Sd = Column Core Capacity 0,3Po = 130,5 k (1)P„ = 226,2 k Min per Eq. (21-3)^ s = A sh d bed f'e fyf Sd 0.40 sq in 7.375 in 5000 psi 60000 psi 7.23 in Min per Eq. (21-4)/ s = 6.27 in io) (b) (c) So = IF THEN use 12.00 in/4 = 3.00 in use Sb = 3.00 in 6 X 0.875 in = 5.25 in use s = 5.25 in ^-(^ -] = 8.50 in 10,88 in /4 use Sd 2.72 in 2.72 m f21-5j Sob = 5.83 in Sob = 5.83 m IF THEN use h yrl Sod Sod 7.38 in 6.21 in 6.00 m ACI 318, 21.4.4.2 Neglected ?ef. AC/3J8-05, Sec. 2i.7.6.5 faj Min per ACI 21.4.4.2 s = Printed on 9/7/10 @ I:5J PM j_PM211 l-'-l'-l -.J i-r-mf ^DCI ENGINEERS •SSBD'AMATO CONVERSANO INC, Project No. Sheet No. Date U/!^/it9 Weils 7.6 psf = 12- psf '/2. Side ^|.^ w 4^ fS-f 31.1 -Tohxi t^-o^ Force 4^ A^P 3.C? L-212 8 ^ DCI "ENGINEERS SSHD'AMATO CONVERSANO INC. Project No. Sterf No. Project Ml! r- i i - ^"^^'^^ u vads A 4 Pro 7S 6 •Tof^;^.;2 OVCLX^ ^or<u^ = 4"^ W Pu = pjf (2.') = 20 psf {2.') = 40 ^vP Wib^x3t^ 25% stKi-^ i\xiaX +^i?5 Wl4-yX2. 46 ?o S+uss: Axic^ 4 WlLpx4^ Zo^^ AKiAL_ -1-51% BGi^O OM~ y use vNii{px4^ enJ L-213 ig DCI ENGINEERS ^^BD'AMATO CONVERSANO INC. Project No. Sheet No. Project Date Subject ^ / A /\ ^K.^ (^^te''^3^s'<s^.'^w,5- ' ^y,<^f^ - r f -h t / U/ceW>t^ i^t/UH^' ^ 7 L-214 ^DCI ENGINEERS ^^BD'AMATO CONVERSANO INC. Project No. Sheet No. Project Date ^"^^'^^ ^yJAV Aire PM6rS 7 'Zo'i 6 ^wi\A ' ''6,4V" Tfr^^'' f.P 6*^^11^ i?v^R c-oi^. PL ^x7\ ll''''' L-215 ^DCI ENGINEERS •SSSS D'AMATO CONVERSANO INC, Project No. Sheet No. Project Date — t^—J' • U • 6rA.5^^ ' "^f . U H A'^'io f^oi^T^ Us) iff ^if tn m X ^ ^^^3 4^ AafiS f -5 * * L-216 mm wmm ^DCI ENGINEERS ^^BD'AMATO CONVERSANO INC. Project No. Sheet No. Project Date , Subject , Ctr^f^yce ferity 5HeA*2.u^^>5 il' So -— mr {0 L-217 J:\2009\09-5I-018 Hilton Carlsbad Resort and Spa\Calculations\[HCB - Calculation Index - 9-07-10.xls]M 09051-0018 The Hilton Corlsbod Carlsbod, Colifornia Miscellaneous M-1 # ^DCI ENGINEERS SSHD'AMATO CONVERSANO INC. Project No. Sheet No. Project 1^'}^.-Date ^ ,, \. 30.1D r 1. IP CT 3' Ass\jm< top5^ V Hi' ^ (U?pt(-. OY \/ V W\kv3C* \, 12.- 31 1^ M-3 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title; Job # Dsgnr: Project Desc: Project Notes: Printed: 30 JUL 2010, 4:11PM k Lie. # : KW-06006071 License Owner : dci Description : 2 - partition beam in ballroom Calculations per IBC 2006, CBC 2007,13tti AISC Analysis Method : Allowable Stress Design Beam Bracing; Completely Unbraced Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi DfO.16) ± ± f W16X36 H j 1 Span = 31 .Oft 2 W16X36 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0,160 k/ft, Tributary Width = 1,0 ft Design OK 0: Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Defiection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.612: 1 W16X36 23.554 k-ft 38.475 k-ft +D 15,500ft Span # 1 0,000 in 0.000 in 0.316 in 0.000 in Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn/Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 0 <360 Ratio = 0 <360 Ratio = 1176 Ratio = 0<1,1 0.032 : ' W16X36 3.039 k 93.810 k +D 31.000 ft Span # 1 Overalj^xiQium Djefl^i Load Combination Span Max. "-• Defl Location in Span Load Combination Max,"+" Defl Location In Span DOnly 1 0.3161 15,655 0.0000 0.000 tore.d Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only 3.039 3.039 3.039 3.039 M-4 ^DCI ENGINEERS SSSSD'AMATO CONVERSANO INC. Project No. Sheet No. Project Subject ^[[^^^ '>t)pSl- IL, U/iq-Hi - WH' ^lZp\{- u„ p 14-55 <iv CiY ^''^ . ((il.'^lc ((io°(<r) 15, olcL I) M-5 ^DCI ENGINEERS ^^HD'AMATO CONVERSANO INC. Project No. S/ieet No. Project Date . UcM fo^.' use '^^^ Ul' olc •2-. 9. U-l^" tj\ o\c :i.iv.itoJ4 4. M-7 MEMBER REPORT Level, Roof: Joist 1 piece(s) 11 7/8" TJI® 110 @ 24" OC PASSED m Overall Length; 15' 7" All Dimensions are Horizontal; Drawing is Conceptual System : Roof Member Reaction (Ibs) 615 @ 2 1/2" 1302 Passed (47%) 1.25 Member Type : Joist Shear (Ibs) 600 @ 3 1/2" 1950 Passed (31%) 1.25 Building Use: Commercial Moment (Ft-lbs) 2300 @ 7' 9 1/2" 3950 Passed (58%) 1.25 Building Code: IBC Live Load Defl, (in) 0,199 @ 7'9 1/2" 0,758 Passed (L/914) --Design Methodology: ASD Total Load Defl, (in) 0,398 @ 7' 9 1/2" 1,011 Passed (L/457) --Member Pitch: 0/12 . Deflection criteria: LL (U240) and TL (L/180), • Design results assume a fully braced condition where sheathing is properiy nailed to all connpression edges at the top of the joist and that the compression edges at the bottom of fhe joist are properly braced to provide (ateral stability, • Bracing (Lu): All compression edges (top and bottom) nnust be braced at 3' 2 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • RIm Board is assumed to carry all loads applied directly above it, bypassing the member being designed. ILevel® warrants that the sizing of its products will be in accordance with ILevel® product design criteria and published design values. ILevel® expressly disclaims any other warranties related to the software. Refer to current iLevel® literature for installation details. (www.ILevel.com) Accessories (Rim Board, Bloclting Panels and Squash Blocl^s) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. iLevel® products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte™ Software Operator Job Notes Katharine Hulme DCI Engineers (619)234-0501 khulme@dci-engineers.com 8/3/2010 12:33:31 PM iLevel® Forte™ v1.3, Design Engine: V4.13.0.2 Page 1 of 1 M-8 ^DCI ENGINEERS SSBD'AMATO CONVERSANO INC. Project No. Sheet No. Project Subject \^^^^^ ^ \')cd\\x>r^ s ! 1^. u. ^ Gjc. 1 -8. V\T) V\i^h t«0-f {Q^e\. r ) -8' -4 3t- 4a o 1-U'O t M1/„ /"J M-9 ^DCI ENGINEERS Project No. Sheet No. ^^BD'AMATO CONVERSANO INC. Project Date f-. Subject ^Q\\],^^^•^^^^^;^-,^ By \ CM. ) tr 4 ' 4 r (t 1^' I -1 M -10 3 ^ 0,0 7qo ove weld -- "5.11 k'liH X f s'ldks v ^/s'\<^t ^ y. (it 5^ 9 .2 > I—I 50 tn ^5 C0 (30 Crt ROOF FRAMING PLAN NOTES 1, STRUCTURAL GENERAL NOTES, DESIGN CRITEF 2, VERIFY ALL DIMENSIONS AND ELEVATIONS WIT ALL DUCTS. CHASES ANO PIPES SHALL BE P DRAWINGS, STAIR DETAILS AND GUARDRAILS F 4, ROOF SHEATHING PER nM AND STRUCTURA WITH 0.131"«x2'/2" NAILS S 6"0C AT PANEl GRAIN (LONG DIRECTION) PERPENDICUWR TO BETWEEN PANEL ENDS AND EDGES, BIOCK « 5, AIL 2x, DOUBLE 2x AND 4x HANGERS TO Bl MICROLLAM HANGERS ARE [AS SPECIFIED ON HANGERS SHALL BE SUPPUED AND DESIGNEE BEARING SIMPSON MIT OR ITT TTPE, UNO- HEADERS SHOWN BUT NOI SPECIFIED ARE TC SHEAR WAa PLAN ON FLOOR BELOW, BEAMS ARE FLUSH FRAMED WITH JOISTS UNL INDICATING THAT DROPPED BEAU FRAMING IS ON LEVEL BELOW. PROVIOE SIMPSON H2.5 TIES AT ALL ROOF Jl PROVIDE SOLID BLOCKING OVER ALL SHEAR * FRAMING, AUGN JOIST OR TRUSS OVER SHEA 10. ALL ROOF I-JOISTS TO BE TAPERED PER ARI 11. HORIZONTAL STRAP TIES INDICATED ON THE F ANO/OR HEADER, BLOCKING OR BEAM. NAIL (XX) X iVz' NAILS 0 12"0C INTERMEDIATE, SPECIFICATIONS, 12, ALL RIM JOISTS TO BE I^A" LSL MINIMUM U 13, ROOF TRUSSES SHALL BE DESIGNED FOR THE • ROOF SYSTEM TO BE BIDDER DESIGNED, f SUBMIHED TO THE ENCINEER-0F-REC8Rt STRUCTURE. • TRUSS UYOUT SHOWN IS APPROXIMATE, 1 CONFIGURATION, NOTIFY ENGINEER OF REV • STANDARD OEAO AND LIVE LOAOS AND SU [20O0LBS] INDICATES SHEAR TRANSFER LC TRUSS MANUFACTURER SHALL DESIGN THE liWlMDDITION TO THE OESIGN DEAD , X M SflAOED REGION INDICATES Al 'ONSiaVrOR DESIGNING THE OVER-I OVER-FKAiiiNG IN ADDITION TO THE SPEC • ALL GIRDER TRUSSES SHALL BE SUPPORT SUBMIT TO ENGINEER GIRDER TRUSSES RE • ALL MULTIPLE STUDS SUPPORTING HIP MA • ROOF TRUSSES SHALL BE DESIGNED FOR AREAS, LANDSCAPING AND PIPING], CONTR SUPPORT CONDITIONS OF ALL MECHANICAL SHAPES AND OPENING REOUIREMENTS ARE • PROVIDE SIMPSON HI OR H2,5 HURRICANI • TRUSS HANGERS SHALL BE SUPPUED AND 14, BEARING STUD, SHEAR WALL HOLD-DOWN, P( STUD AND SHEAR WALL PLAN. 15, FABRICATE ALL STEEL COLUMNS -'A" PER Fl STRUCTURAL FOUNDATION STRUCTURAL CaUMN ANO STRUCTURAL CONCRETE Dl ^DCI ENGINEERS Project No. Sheet No. SSBD'AMATO CONVERSANO INC. Project Date "1 ^1' 2 •2,-1 3 r"7 ^ I ^ V'- ^-"^^ X^'- 3,3cf «7 a St']) M -13 ^DCI ENGINEERS Project No. Sheet No. ^^SD'AMATO CONVERSANO INC, Project ^ ^ Date ^y H tlo 1 '2, Y / ^ , e^c fry -O-^vY^^oVreS 7 ,(^ 4 3 1 D 1 s 11. I ob L - -.-.^fm^ 1 7.1 s( 1. la: IS 4.>plij i l^pl^ '''^J'^'* < io /H>5V^v>ic Col 1-0 iTt L))i M-14 ^DCI ENGINEERS Project No. Sheet No. ^SSD'AMATO CONVERSANO INC. Project ^ ^ Subject ^^^^ ^^^^ —h [x>00 f i Vf. 2.1 L 2_ .3C sr: to*? :r- 1 ' (\ \Ws 3v3 Y'^ 7g ^ cic Z.V -ol:, ) M-15 ^DCI ENGINEERS ^SSD'AMATO CONVERSANO INC. Project No. Sheet No. Project Date Subject By^f^3 Digger — i^>(o f/p 12/n />a>-^«\€-— /i5 • 'is P cv- / M-16 ^DCI ENGINEERS ^SHD'AMATO CONVERSANO INC, Project No. Sheet No. Project HILTON ^^^^€^ Date ^y^t^ Pre •=- 3S"'S- o ——^ -i^ fc"^ 5- Y^'-V- r r Ai'M 0,0 M -17 ^DCI ENGINEERS SBSD'AMATO CONVERSANO INC, Project No. Sheet No. Project Date Subject ^y-i-^ 0. OI.'^X M-18 ^DCI ENGINEERS E^HD'AMATO CONVERSANO INC. Project No. Sheet No. Project Date Subiect _ Bv ^^j, 5 .a. C>rl^J _j K^, *• 't^ii^ K-fr r ^ )^-I?T- 5^ orH^_ ^, ^ ^^^^ ^^VCr /U 0 ^ f ,5'' ' i /to y O T ! f M-19 ^DCI ENGINEERS ^SD'AMATO CONVERSANO INC. Project No. Sheet No. Project Date Subject ^ lit''' —) (^1''^ ^ ^-T^-^; - j - ^tr f M-20 iiK«li5!|f^^MSl 1 i M-21 7 o ^ 7 5"? 50 \ ft" - uA A^ Aw^-- ft:' M-22