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HomeMy WebLinkAboutB06-0196 Structural Calculations Volume 1 April 2007OFFIC,ofVail Town aY STRUCTURAL CALCULATIONS FOR ?t PLAN CHECK -APRIL 2007 Volume 1 of 3 FOUR SEASONS RESORT L, Vail, CO for HILL GLAZIER STUDIO HKS 925 Alma Street Palo Alto, CA 94301 by NISHKIAN MENNINGER 1200 Folsom Street San Francisco, CA 94103 NM Job No. 7083 June 1, 2007 Ll REVIEWED BY SEP 0 7 2007 SAFEbuilt Colorado JUN 0 1 2007 L,;UN OF VAII L~ pC' I NISHKIAN MENNINGER f ONSULTING & STRUCTURAL ENGINEERS SINCE 191 PROJECT : 5€A PAGE : 1200 Fblsom Sheet. San F,-..o CA. 94103 CLIENT. -7093 ( DESIGN BY reL141s1s41-sn7 Fa.t4157s43-so71 JOBNO.: Y DATE: A/3-)/o r REVIEW BY: INPUT DATA & DESIGN SUMMARY WF BEAM SECTION = > W8X10 H t - _ D x 1 GRAVITY SERVICE LOAD P = 14 kips T LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS t = 0.375 in z ~i• 7I T PLATE STEEL YIELD STRESS Fy = 50 ksi TRIAL WELD SIZE w = 0.1875 in (3/16 in) BOLT DIAMETER 0 = 0.875 in ( 7/8 in) I~ • BOLT MATERIAL (A307, A325, A490) ASTM = = A325 I - HOLE TYPE (STD, NSL, OVS, SSL, LSL) > ss STD = Standard round holes ( d + 1/16 m NSL = Long or short-slotted hole normal to load direction OVS = Oversize round holes SSL = Short-slotted holes holes LSL = Long-slotted holes USE PLATE 6" x 3 1/2" x 3/8" WITH WELD 3/16" EACH SIDE TO CONNECTION TYPE (SC, N, X) _ > SC COLUMN AND 1 ROW OF TOTAL (2) - 7/8" BOLTS AT BEAM END. SC = Slip critical connection N = Bearing-type connection with threads included in the shear lane X = Bearing-type connection with threads excluded from the shear plane IS TOP FLANGE COPED ? (1 =Yes, O=No,) _ > 1 Yes / [ - 2 L ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) d tw tf 7.9 0.17 0.205 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.5 kips / bolt, (RN / Qv, AISC 13th Table 7) 3/4(P2 + T2)11 = 11 kips No. of bolts required = 1.9 Bolt spacing required = 2.63 in Bolt spacing used = 3.0 in Edge spacing required = 1.31 in Edge spacing used = 1.5 in Bolt group capacity = 15 kips > 3/4(Pr2 + T2)15 = 11 kips > P = 14 kips [Satisfactory] CHECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.38 in Weld size,w = 0.19 in Min allowable weld = 0.19 in [Satisfactory] Max allowable weld = 0.31 in [Satisfactory] to = 0.13 in D = 6.0 in 1 =2 (te D3 112) = 4.8 in4 Vertical shear = P / Aw =P/2D to = 8.8 ksi Bending stress = P e / I = 5.9 ksi Tension stress = T / Aw =T/2D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)2 1os = 7.9 ksi Resultant Stress = [ (P/A„ )2 + (P e/ 1 )2 ]05 = 10.6 ksi Allow shear F w / Q = (0.6 x 70 ksi) 12.0 = = 21.0 ksi > 10.6 ksi [Satisfactory] CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) P / A = 6.2 ksi < 0.6 Fy Cv / Qv = 0.6 Fy 1.0 11.5 = 20 ksi [Satisfactory] CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T / A = 0.0 ksi < Fy / Sgt = FYI 1.67 = 29.94 ksi [Satisfactory] CHECK NET SHEAR FRACTURE (AISC 360-05 J4.2) Fu = 70 ksi ( AISC Manual 13th Ed ition, Pg. 2-39) Pallow = 0.6 Fu 10 [ D - n (ds + 1/8 ) ] t = 32 kips > 14 kips [Satisfactory] CHECK NET TENSION FRACTURE (AISC 360-05 J4.1) Fu = 70 ksi Tallow = (4/3) Fu 10 [ D - n (ds + 1/8) ] t = 70 kips > 0 kips [Satisfactory] CHECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) ( Applies only if top flange is coped for P) Ih = 1.1 in IV = 3.2 in F„ = 65 ksi ( for WF, AISC Manual 13th Editio n, Pg. 2-39) Rbs,P = 0.6 AV Fu / Q + At Fu / S2 = (0.3 IV + 0.5 Ih) tw Fu = 16 kips > P = 14.00 kips [Satisfactory] Rbs,T = 4/3 (0.5 IV + 2 x 0.3 Ih) tw F = 33 > T= 0 kips [Satisfactory] NISHKIAN MENNINGER , 5010 ONSULTING & STRUCTURAL ENGINEERS SINCE 191 PROJECT PAGE: 1200 F.1-St-t, San Frad- CA. 94103 CLIENT: DESIGN BY: T.1 (415)541-9477F...(415) 543-5071 JOB NO.: DATE: ( REVIEW BY: r lu ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) LSL = Long-slotted holes USE PLATE 9"x 3 1/2" x 3/8" WITH WELD 3/16" EACH SIDE TO CONNECTION TYPE (SC, N, X) _ > SC COLUMN AND 1 ROW OF TOTAL (3) - 7/8" BOLTS AT BEAM END. SC = Slip critical connection/A\ /J LLyr-r" f N = Bearing-type connection with threads included in the shear plane " J jo r _ X = Bearing-type connection with threads excluded from the shear plane IS TOP FLANGE COPED ? (1 =Yes, O=No,) _ > 1 Yes t B r l , BOLT MATERIAL (A307, A325, A490) ASTM - A325 HOLE TYPE (STD, NSL, OVS, SSL, LSL) _ > ssl t STD = Standard round holes ( d + 1116 - NSL = Long or short-slotted hole normal to load direction OVS = Oversize round holes SSL = Short-slotted holes holes INPUT DATA & DESIGN SUMMARY - p D H t WF BEAM SECTION = > W10X12 GRAVITY SERVICE LOAD P = 22 kips LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS t = 0.375 in fi Ole Gi T PLATE STEEL YIELD STRESS Fy = 50 ksi Ole TRIAL WELD SIZE w = 0.1875 in ( 3/16 in) z BOLT DIAMETER 0 = 0.875 in ( 7/8 in) d tw tf 9.9 0.19 0.21 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.5 kips / bolt, (Rn / Q, AISC 13th Table 7) 3/4(P2 + T2)05 = 17 kips No. of bolts required = 2.9 Bolt spacing required = 2.63 in Bolt spacing used = 3.0 in Edge spacing required = 1.31 in Edge spacing used = 1.5 in Bolt group capacity = 22 kips > 3/4(P2 + T2 )0.5 = 17 kips > P = 22 kips [Satisfactory] CHECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.38 in Weld size,w = 0.19 in Min allowable weld = 0.19 in [Satisfactory] Max allowable weld = 0.31 in [Satisfactory] to = 0.13 in D = 9.0 in 1 =2 (te D' /12) = 16.1 in4 Vertical shear = P / Aw =P/2D to = 9.2 ksi Bending stress = P e / I = 2.7 ksi Tension stress = T / Aw = T / 2 D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ 1 + T/Aw)2 ]0.5 = 7.2 ksi Resultant Stress = ( (P/Aw)2 + (P e/ 1 )2 ]05 = 9.6 ksi Allow shear F w / 0 = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 9.6 ksi (Satisfactory] CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) P / A = 6.5 ksi < 0.6 Fy Cv / Qv = 0.6 Fy 1.0 / 1.5 = 20 ksi [Satisfactory] CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T / A = 0.0 ksi < Fy / f)t = Fy / 1.67 = 29.94 ksi [Satisfactory] CHECK NET SHEAR FRACTURE (AISC 360-05 J4.2) FO = 70 ksi ( AISC Manual 13th Edition, Pg. 2-39) Fallow = 0.6 F„ / Q [ D - n (ds + 1/8) ] t = 47 kips > 22 kips [Satisfactory] CHECK NET TENSION FRACTURE (AISC 360-05 J4.1) F„ = 70 ksi Tallow = (4/3) F„ / Q [ D - n (ds + 1/8) ] t = 105 kips > 0 kips [Satisfactory] CHECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) ( Applies only if top flange is coped for P) Ih = 1.1 in Iv = 5.3 in F„ = 65 ksi ( for WF, AISC Manual 13th Editio n, Pg. 2-39) P =0.6AvFu /Q+AtFO/Q= (0.3Iv+0.5Ih)twF„ Rbs = 26 kips , > P = 22.00 kips [Satisfactory] Rbs,T = 4/3 (0.5 Iv + 2 x 0.3 Ih) tw F = 54 > T = 0 kips [Satisfactory] NISHKIAN MENNINGER ONSULTING 8 STRUCTURAL ENGINEERS SINCE 191 PROJECT : PAGE: 1200 Folwm Sb-t, San Fanc-CA. 94103 CLIENT: DESIGN BY: Tel: (415) 541-9477 Faz. (415) 543-5071 JOB NO. DATE : REVIEW BY : D INPUT DATA & DESIGN SUMMARY WF BEAM SECTION = > W12X14 _ -R D H x t GRAVITY SERVICE LOAD P = 22 kips LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS t = 0.375 in PLATE STEEL YIELD STRESS Fy = 50 ksi TRIAL WELD SIZE w = 0.1875 in (3/16 in) ° Z i 7 • • BOLT DIAMETER = 0.875 in 7/8 in ilk BOLT MATERIAL (A307, A325, A490) ASTM = A325 - HOLE TYPE (STD, NSL, OVS, SSL, LSL) ssl STD = Standard round holes (d + 1/16") NSL =Long or short-slotted hole normal to load direction _ OVS = Oversize round holes ` SSL = Short-slotted holes holes LSL = Long-slotted holes USE PLATE 9" x 3 1/2" x 3/8" WITH WELD 3/16" EACH SIDE TO CONNECTION TYPE (SC, N, X) _ > SC COLUMN AND 1 ROW OF TOTAL (3) " 718" BOLTS AT BEAM END. SC = Slip critical connection q, N = Bearing-type connection with threads included in the shear plane -fr~Y X = Bearing-type connection with threads excluded from the shear plane S TOP FLANGE COPED ? (1 =Yes, O=No,) _ > 1 Yes ~r- ANALYSIS ! SECTION PROPERTIES (AISC 13th Table 1) d tw tf 11.9 0.2 0.225 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.5 kips / bolt, (Rn / 5 2,,, AISC 13th Table 7) 3/4(P2 + T2 )0.5 = 17 kips No. of bolts required = 2.9 Bolt spacing required = 2.63 in Bolt spacing used Edge spacing required = 1.31 in Edge spacing used Bolt group capacity = 22 kips > 3/4(P2 + T2 )0.5 = 17 > P = 22 kips CHECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.38 in Weld size,w = 0.19 in Min allowable weld = 0.19 in [Satisfactory] Max allowable weld = 0.31 in [Satisfactory] to = 0.13 in D = 9.0 in 1 =2 (te D3 /12) = 16.1 in4 Vertical shear = P / Aw = P / 2 D to = 9.2 ksi Bending stress = P e / 1 = 2.7 ksi Tension stress = T / Aw = T / 2 D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)2105 = 7.2 ksi Resultant Stress = [ (P/Aw)2 + (P e/ 1 )2 105 = 9.6 ksi Allow shear F w / S2 = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 9.6 ksi HECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) = 3.0 in 1.5 in kips [Satisfactory] [Satisfactory] P / A = 6.5 ksi < 0.6 Fy Cv / Qv = 0.6 Fy 1.0 / 1.5 = 20 ksi [Satisfactory] HECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T / A = 0.0 ksi < Fy / Sgt = FY/1.67= 29.94 ksi [Satisfactory] HECK NET SHEAR FRACTURE (AISC 360-05 J4.2) FO = 70 ksi ( AISC Manual 13th Edition, Pg. 2-39) Fallow = 0.6 FO / 0 [ D - n (ds + 1/8) ] t = 47 kips > 22 kips ,HECK NET TENSION FRACTURE (AISC 360-05 J4.1) F„ = 70 ksi Tallow = (4/3) Fu / Q [ D - n (ds + 1/8) ] t = 105 kips > 0 kips HECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) Applies only if top flange is coped for P) Ih = 1.1 in IV = 5.3 in FU = 65 ksi ( for WF, AISC Manual 13th Edition, Pg. 2-39) Rbs,P =0.6AvFO/D+AtFu/Q= (0.3Iv +0.5Ih)twFu = 28 kips > P = 22.00 kips Rbs,T = 4/3 (0.5 Iv + 2 x 0.3 Ih) tw F = 57 > T= 0 kips [Satisfactory] [Satisfactory] [Satisfactory] [Satisfactory] NISHKIAN MENNINGER '.ONSULTING & STRUCTURAL ENGINEERS SINCE 191 PROJECT: PAGE: 1200 Folsom Street. San Francisco CA. 94103 CLIENT: DESIGN BY : Ter. (415)541-9477 F.:.(415) 543-5071 JOB NO. - DATE : REVIEW BY tseam I Onnectton oases on A1101, m anual tarn canton r+t~~, 0ov-u0i INPUT DATA & DESIGN SUMMARY F WF BEAM SECTION W14X22 GRAVITY SERVICE LOAD P = 21 kips - LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS t = 0.375 in PLATE STEEL YIELD STRESS Fy = 50 ksi - ` TRIAL WELD SIZE w _ - 0.1875 in (3/16 in) • • - BOLT DIAMETER 0 = 0.875 in ( 7/8 in) Ln BOLT MATERIAL (A307, A325, A490) ASTM = A325 HOLE TYPE (STD, NSL, OVS, SSL, LSL) _ > ssl ~ STD = Standard round holes ( d + 1/16 - NSL = Long or short-slotted hole normal to load direction OVS = Oversize round holes - SSL = Short-slotted holes holes LSL = Long-slotted holes USE PLATE 9" x 3 1/2" x 3/8" WITH WELD 3/16" EACH SIDE TO CONNECTION TYPE (SC, N, X) _ > SC COLUMN AND 1 ROW OF TOTAL (3) - 7/8" BOLTS AT BEAM END. SC = Slip critical connection N = Bearing-type connection with threa ds included in the shear plane I''~'s ~ I t--,'.G T ; A X = Bearing-type connection with threads excluded from the shear plane / IS TOP FLANGE COPED ? (1 =Yes, O=No,) _ > 1 Yes ~E C r I ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) d tw tf 13.7 0.23 0.335 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.5 kips / bolt, (Rn / O v, AISC 13th Table 7) 3/4(P2 + T2 ) 05 = 16 kips No. of bolts required = 2.8 Bolt spacing required = 2.63 in Bolt spacing used = 3.0 in Edge spacing required = 1.31 in Edge spacing used = 1.5 in Bolt group capacity = 22 kips > 3/4(P2 + T2 )05 = 16 kips > P = 21 kips [Satisfactory] CHECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.38 in Weld size,w = 0.19 in Min allowable weld = 0.19 in [Satisfactory] Max allowable weld = 0.31 in [Satisfactory] to = 0.13 in D = 9.0 in I = 2 ( to D3 / 12) = 16.1 in4 Vertical shear = P / Aw = P / 2 D to = 8.8 ksi Bending stress = P e / I = 2.6 ksi Tension stress = T / A,,, = T / 2 D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)2 J0.5 = 6.9 ksi Resultant Stress = [ (P/Aw)2 + (P e/ 1 )2 ]05 = 9.2 ksi Allow shear F w / Q = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 9.2 ksi [Satisfactory] CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) / P / A = 6.2 ksi < 0.6 Fy C„ / 0, = 0.6 Fy 1.0 / 1.5 = 20 ksi [Satisfactory] CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T /A = 0.0 ksi < Fy / Sgt = FY/1.67= 29.94 ksi [Satisfactory] CHECK NET SHEAR FRACTURE (AISC 360-05 J4.2) F„ = 70 ksi ( AISC Manual 13th Edition, Pg. 2-39) Fallow = 0.6 Fu / Q [ D - n (ds + 1/8) ] t = 47 kips > 21 kips [Satisfactory] CHECK NET TENSION FRACTURE (AISC 360-05 J4.1) Fu = 70 ksi Tallow = (4/3) F„ / O [ D - n (ds + 1/8 ) ] t = 105 kips > 0 kips [Satisfactory] CHECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) (Applies only if top flange is coped for P) Ih = 1.1 in Iv = 5.3 in Fu = 65 ksi ( for WF, AISC Manual 13th Edition, Pg. 2-39) Rbs,P =0.6AvFu/Q+AtFu/11= (03 Iv+0.5Ih)twFu = 32 kips > P = 21.00 kips [Satisfactory] Rbs,T = 4/3 (0.5 Iv + 2 x 0.3 Ih) tw F = 66 > T = 0 kips [Satisfactory] NISHKIAN MENNINGER ONSULTING & STRUCTURAL ENGINEERS SINCE 191 PROJECT: PAGE: 1200 FOIsom Street, San Francisco CA. 94103 CLIENT: DESIGN BY: 7.1:(415)541-9477 F.. (415) 543-5071 JOB NO.: DATE: REVIEW BY: INPUT DATA & DESIGN SUMMARY WF BEAM SECTION = > W16X26 GRAVITY SERVICE LOAD P = 28 kips LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS t = 0.5 in PLATE STEEL YIELD STRESS Fy = 50 ksi TRIAL WELD SIZE w = 0.25 in ( 1/4 in) BOLT DIAMETER 0 = 0.875 in ( 7/8 in) BOLT MATERIAL (A307, A325, A490) ASTM = A325 HOLE TYPE (STD, NSL, OVS, SSL, LSL) ssl STD = Standard round holes ( d + 1/16 " ) NSL = Long or short-slotted hole normal to load direction OVS = Oversize round holes SSL = Short-slotted holes holes LSL = Long-slotted holes CONNECTION TYPE (SC, N, X) _ > SC SC = Slip critical connection N = Bearing-type connection with threads included in the shear plane X = Bearing-type connection with threads excluded from the shear plane IS TOP FLANGE COPED ? (1=Yes, O=No,) _ > 1 Yes ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) d tw tf 15.7 0.25 0.345 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) F C H i i USE PLATE 12" x 3 1/2" x 1/2" WITH WELD 1/4" EACH SIDE TO COLUMN AND 1 ROW OF TOTAL (4) - 7/8" BOLTS AT BEAM END. l k Allow shear per bolt = 7.5 kips / bolt, (Rn / S2v, AISC 13th Table 7) 3/4(P2 + T2 )os = 21 kips No. of bolts required = 3.7 Bolt spacing required = 2.63 in Edge spacing required = 1.31 in Bolt group capacity = 30 kips Bolt spacing used = 3.0 in Edge spacing used = 1.5 in > 3/4(Prz + T2)11 = 21 kips > P = 28 kips [Satisfactory] CHECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.50 in Weld size,w = 0.25 in Min allowable weld = 0.19 in [Satisfactory] Max allowable weld = 0.44 in [Satisfactory] to = 0.18 in D = 12.0 in I = 2 (te D3 / 12) = 50.9 in4 Vertical shear = P / Aw = P / 2 D to = 6.6 ksi Bending stress = P e / 1 = 1.1 ksi Tension stress = T / Aw = T / 2 D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)2 ]11 = 5.0 ksi Resultant Stress = [ (P/Aw)2 + (P e/ 1 )2 ]05 = 6.7 ksi Allow shear F. / 0 = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 6.7 ksi [Satisfactory] CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) P / A = 4.7 ksi < 0.6 Fy Cv / 0, = 0.6 Fy 1.0 / 1.5 = 20 ksi [Satisfactory] CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T / A = 0.0 ksi < FY/Qt= Fy / 1.67= 29.94 ksi [Satisfactory] CHECK NET SHEAR FRACTURE (AISC 360-05 J4.2) F„ = 70 ksi ( AISC Manual 13th Edition, Pg. 2-39) Pallow = 0.6 Fu / Q [ D - n (ds + 1/8 ) ] t = 84 kips > 28 kips CHECK NET TENSION FRACTURE (AISC 360-05 J4.1) Fu = 70 ksi Tallow = (4/3) FU / 0 [ D - n (ds + 1/8 ) ] t = 187 kips > 0 kips CHECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) ( Applies only if top flange is coped for P) It1 = 1.1 in Iv = 7.4 in Fu = 65 ksi ( for WF, AISC Manual 13th Edition, Pg. 2-39) RbsP =0.6AVFu /f2+AtFu/S2= (0.3IV +0.51h)twFu = 45 kips > P = 28.00 kips Rbs,T = 4/3 (0.5 Iv + 2 x 0.3 Ih) tw F = 94 > T= 0 kips [Satisfactory] [Satisfactory] [Satisfactory] [Satisfactory] NISHKIAN MENNINGER 'CONSULTING 6 STRUCTURAL ENGINEERS SINCE 191 PROJECT : PAGE: 1200 Folsom St,- say FRZnasco CA. 94103 CLIENT : DESIGN BY : TO (415(541-9477 Faz (415) 543-5071 JOB NO, DATE : REVIEW BY Beam Connection Based on AISC Manual 13th Edition AISC 360-05) lkw INPUT DATA & DESIGN SUMMARY WF BEAM SECTION = > W18X35 GRAVITY SERVICE LOAD P = 28 kips LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS t = 0.5 in • • PLATE STEEL YIELD STRESS Fy = 50 ksi TRIAL WELD SIZE w = 0.25 in ( 1/4 in) BOLT DIAMETER 0 = 0.875 in (7/8 in) L BOLT MATERIAL (A307, A325, A490) ASTM = A325 - HOLE TYPE (STD, NSL, OVS, SSL, LSL) _ > ssl STD = Standard round holes ( d - 1/16 NSL = Long or short-slotted hole normal to load direction - OVS = Oversize round holes - SSL = Short-slotted holes holes LSL = Long-slotted holes USE PLATE 12" x 3 1/2" x 1/2" WITH WELD 1/4" EACH SIDE TO CONNECTION TYPE (SC, N, X) _ > Sc COLUMN AND 1 ROW OF TOTAL (4) - 7/8" BOLTS AT BEAM END. SC = Slip critical connection N = Bearing-type connection with threads included in the shear plane \A t~~.E j,r~ X = Bearing-type connection with threads excluded from the shear plane r V y' 'V IS TOP FLANGE COPED ? (1 =Yes, O=No,) _ > 1 Yes e~ e7c ANALYSIS S SECTION PROPERTIES (AISC 13th Table 1) d tw tf 17.7 0.3 0.425 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.5 kips / bolt, (Rn / 52,,, AISC 13th Table 7) 3/4(P2 + T2 ) 05 = 21 kips No. of bolts required = 3.7 Bolt spacing required = 2.63 in Bolt spacing used = 3.0 in Edge spacing required = 1.31 in Edge spacing used = 1.5 in Bolt group capacity = 30 kips > 3/4(P2 + T2 )O.s = 21 kips > P = 28 kips [Satisfactory] CHECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.50 in Weld size,w = 0.25 in Min allowable weld = 0.19 in [Satisfactory] Max allowable weld = 0.44 in [Satisfactory] to = 0.18 in D = 12.0 in I = 2 ( to D3 / 12) = 50.9 in4 Vertical shear = P / Aw = P / 2 D to = 6.6 ksi Bending stress = P e / 1 = 1.1 ksi Tension stress = T / Aw = T / 2 D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)2 ]05 = 5.0 ksi Resultant Stress = [ (P/Aw)2 + (P e/ 1 )2 10.5 = 6.7 ksi Allow shear F w / S) _ (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 6.7 ksi [Satisfactory] CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) P / A = 4.7 ksi < 0.6 Fy C" / 52„ = 0.6 Fy 1.0 / 1.5 = 20 ksi [Satisfactory] CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (314) T / A = 0.0 ksi < Fy / Sgt = Fy / 1.67 = 29.94 ksi [Satisfactory] CHECK NET SHEAR FRACTURE (AISC 360-05 J4.2) F, = 70 ksi ( AISC Manual 13th Edition, Pg. 2-39) Fallow = 0.6 F„ / S2 [ D - n (ds + 1/8 ) ] t = 84 kips > 28 kips [Satisfactory] CHECK NET TENSION FRACTURE (AISC 360-05 J4.1) F„ = 70 ksi Tallow = (4/3) FO / f2 [ D - n (ds + 1/8 ) ] t = 187 kips > 0 kips [Satisfactory] CHECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) Applies only if top flange is coped for P) Ih = 1.1 in I„ = 7.4 in Fu = 65 ksi ( for WF, AISC Manual 13th Editio n, Pg. 2-39) Rbs,P = 0.6 AV F„ / S) + At F„ / S) _ (0.3 I„ + 0.5 Ih ) tw F„ = 54 kips > P= 28.00 kips [Satisfactory] Rbs,T = 4/3 (0.5 1„ + 2 x 0.3 Ih ) tw F = 113 > T= 0 kips [Satisfactory] NISHKIAN MENNINGER ONSULTI G B STRUCTURAL ENGINEERS SINCE 191 PROJECT : PAGE : 1200 Folsom Street, San Rancisc, CA. 94103 CLIENT : DESIGN BY : 7,1:(415)541-9477Faa: (415) 543-5071 JOBNO.: DATE: REVIEW BY: N INPUT DATA & DESIGN SUMMARY WF BEAM SECTION W21X44 GRAVITY SERVICE LOAD P = 30 kips LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS t = 0.5 in PLATE STEEL YIELD STRESS Fy = 50 ksi TRIAL WELD SIZE w = 0.25 in BOLT DIAMETER 0 = 0.875 in BOLT MATERIAL (A307, A325, A490) ASTM = A325 HOLE TYPE (STD, NSL, OVS, SSL, LSL) _ > ssl STD = Standard round holes ( d + 1/16 NSL = Long or short-slotted hole normal to load direction OVS = Oversize round holes SSL = Short-slotted holes holes LSL = Long-slotted holes CONNECTION TYPE (SC, N, X) SC SC = Slip critical connection N = Bearing-type connection with threads included in the shear plan e X = Bearing-type connection with threads excluded from the shear plane IS TOP FLANGE COPED ? (1=Yes, O=No,) _ > 1 Yes ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) d tw tf 20.7 0.35 0.45 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.5 kips 3/4(P2 + T2 ) 05 = 23 kips No. of bolts required = 4.0 Bolt spacing required = 2.63 in Edge spacing required = 1.31 in Bolt group capacity = 37 kips CHECK CAPACITY OF WELDING (AISC 360-05 J2) P / A = 4.0 ksi < 0.6 Fy Cv / Qv = 0.6 F y 1.0 / 1.5 = 20 ksi [Satisfactory] 1/4 in) ~01 0I Iz _ ~ 7/8 in) III ~~~'i I USE PLATE 15"x3 1/2"x112" WITH WELD 1/4" EACH SIDE TO COLUMN AND 1 ROW OF TOTAL (5) - 7/8" BOLTS AT BEAM END. / bolt, (Rn / Qv, AISC 13th Table 7) Bolt spacing used = 3.0 in Edge spacing used = 1.5 in > 3/4(P2 + T2 )os = 23 kips > P = 30 kips [Satisfactory] e = 2 in Plate thickness = 0.50 in Weld size,w = 0.25 in Min allowable weld = 0.19 in [Satisfactory] Max allowable weld = 0.44 in [Satisfactory] to = 0.18 in D = 15.0 in I = 2 (te D3 / 12) = 99.4 in° Vertical shear = P / Aw = P / 2 D to = 5.7 ksi Bending stress = P e / 1 = 0.6 ksi Tension stress = T / Aw = T / 2 D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)2 ]05 = 4.3 ksi Resultant Stress = [ (P/Aw)2 + (P e/ 1 )2 ]0.5 = 5.7 ksi Allow shear F. / O = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 5.7 ksi [Satisfactory] CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T / A = 0.0 ksi < Fy / f)t = FY/1.67= 29.94 ksi [Satisfactory] CHECK NET SHEAR FRACTURE (AISC 360-05 J4.2) Fu = 70 ksi ( AISC Manual 13th Edition, Pg. 2-39) Pallow = 0.6 Fu / Q [ D - n (ds + 1/8 ) ] t = 105 kips > 30 kips CHECK NET TENSION FRACTURE (AISC 360-05 J4.1) Fu = 70 ksi Tallow = (4/3) F. / 0 [ D - n (ds + 1/8 ) ] It = 233 kips > 0 kips CHECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) ( Applies only if top flange is coped for P) In = 1.1 in Iv = 9.6 in F„ = 65 ksi ( for WF, AISC Manual 13th Edition, Pg. 2-39) Rbs,P =0.6AvFu/O+AtFu/Q_ (0.3Iv+0.5Ih)twFN = 77 kips > P = 30.00 kips Rbs,T = 4/3 (0.5 Iv + 2 x 0.3 Ih ) tw F = 164 > T = 0 kips [Satisfactory] [Satisfactory] [Satisfactory] [Satisfactory] NISHKIAN MENNINGER I ONSULTING & STRUCTURAL ENGINEERS SINCE 191 PROJECT: PAGE: 1200 Folsom St ms 1. San Francisco CA. 94103 CLIENT: DESIGN BY: Tel:(415)541-9477 Fax: (415) 543-5071 JOB NO. DATE: RFVIFVV RV 11' ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) LSL = Long-slotted holes USE PLATE 18" x 3 1/2" x 5/8" WITH WELD 1/4" EACH SIDE TO CONNECTION TYPE (SC, N, X) _ > SC COLUMN AND 1 ROW OF TOTAL (6) - 718" BOLTS AT BEAM END. SC = Slip critical connection ir N = Bearing-type connection with threads included in the shear plane X = Bearing-type connection with threads excluded from the shear plane S TOP FLANGE COPED ? (11 =Yes, O=No,) _ > 1 YesG ` tom, L~ STD = Standard round holes (d + 1/16 f NSL = Long or short-slotted hole normal to load direction J-f OVS = Oversize round holes - SSL = Short-slotted holes holes INPUT DATA & DESIGN SUMMARY WF BEAM SECTION = > W24X55 - GRAVITY SERVICE LOAD P = 38 kips -.7---I LATERAL TENSION LOAD, ASD T = 0 kips A PLATE THICKNESS t = 0.625 in PLATE STEEL YIELD STRESS Fy = 50 ksi oI,r TRIAL WELD SIZE W= 0.25 in ( 1/4 in) r BOLT DIAMETER 0 = 0.875 in ( 7/8 in) BOLT MATERIAL (A307, A325, A490) ASTM = A325 L HOLE TYPE (STD, NSL, OVS, SSL, LSL) _ > ssl 3.0 in = 1.5 in kips [Satisfactory] [Satisfactory] P / A = 3.4 ksi < 0.6 Fy Cv / Ov = 0.6 Fy 1.0 / 1.5 = 20 ksi [Satisfactory] d tw tf 23.6 0.395 0.505 HECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.5 kips / bolt, (Rn / Q AISC 13th Table 7) 3/4(P2 + T2 )os = 29 kips No. of bolts required = 5.1 Bolt spacing required = 2.63 in Bolt spacing used Edge spacing required = 1.31 in Edge spacing used Bolt group capacity = 45 kips > 3/4(P2 + T2 = 29 > P = 38 kips HECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.63 in Weld size,w = 0.25 in Min allowable weld = 0.25 in [Satisfactory] Max allowable weld = 0.56 in [Satisfactory] to = 0.18 in D = 18.0 in 1 =2 (te D3 /12) = 171.8 in4 Vertical shear = P / A,r, = P / 2 D to = 6.0 ksi Bending stress = P e / 1 = 0.4 ksi Tension stress = T / Aw = T / 2 D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/A,,,)2 ]05 = 4.5 ksi Resultant Stress = [ (P/Aw)2 + (P e/ 1 )2 ]05 = 6.0 ksi Allow shear F w / 0 = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 6.0 ksi ;HECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) ;HECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T / A = 0.0 ksi < FY/Qt= Fy / 1.67 = 29.94 ksi [Satisfactory] ;HECK NET SHEAR FRACTURE (AISC 360-05 J4.2) Fu = 70 ksi ( AISC Manual 13th Edition, Pg. 2-39) Fallow = 0.6 Fu / Q [ D - n (ds + 1/8 ) ] t = 158 kips > 38 kips ;HECK NET TENSION FRACTURE (AISC 360-05 J4.1) Fu = 70 ksi Tallow = (4/3) Fu / 4 [ D - n (CIS + 1/8) ] t = 350 kips > 0 kips ;HECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) Applies only if top flange is coped for P) Ih = 1.1 in IV = 11.7 in Fu = 65 ksi ( for WF, AISC Manual 13th Edition, Pg. 2-39) Rbs,P = 0.6 AV Fu / Q + At Fu / Q = (0.3 Iv + 0.5 Ih) tw Fu = 104 kips > P = 38.00 kips Rbs,T = 4/3 (0.5 IV + 2 x 0.3 Ih) tw F = 222 > T = 0 kips [Satisfactory] [Satisfactory] [Satisfactory] [Satisfactory] NISHKIAN MENNINGER ON SUITING & STRUCTURAL ENGINEERS SINCE 191 PROJECT: PAGE : 1200 F.1- St-, San Fr-'- CA 94103 CLIENT: DESIGN BY: Ter (4151541-9477 Fz„ (415) 543 5071 JOB NO.: DATE : REVIEW BY INPUT DATA & DESIGN SUMMARY WF BEAM SECTION = > W27X84 GRAVITY SERVICE LOAD P = 45 kips LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS It = 0.75 in PLATE STEEL YIELD STRESS Fy = 50 ksi TRIAL WELD SIZE w= 0.3125 in ( 5/16 in) BOLT DIAMETER 0 = 0.875 in ( 7/8 in) BOLT MATERIAL (A307, A325, A490) ASTM = A325 HOLE TYPE (STD, NSL, OVS, SSL, LSL) ssl STD = Standard round holes (d + 1/16 " ) NSL = Long or short-slotted hole normal to load direction OVS = Oversize round holes SSL = Short-slotted holes holes LSL = Long-slotted holes CONNECTION TYPE (SC, N, X) _ > SC SC = Slip critical connection N = Bearing-type connection with threads included in the shear plane X = Bearing-type connection with threads excluded from the shear plane IS TOP FLANGE COPED ? (1 =Yes, O=No,) _ > 1 Yes ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) d tw tf 26.7 0.46 0.64 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) 1 i,~l• I - USE PLATE 21"x3 1/2" x 3/4" WITH WELD 5/16" EACH SIDE TO COLUMN AND 1 ROW OF TOTAL (7) - 7/8" BOLTS AT BEAM END. Allow shear per bolt = 7.5 kips / bolt, (Rn / Q, AISC 13th Table 7) 3/4(P2 + T2 )0.s = 34 kips No. of bolts required = 6.0 Bolt spacing required = 2.63 in Bolt spacing used = 3.0 in Edge spacing required = 1.31 in Edge spacing used = 1.5 in Bolt group capacity = 52 kips > 3/4(P2 + T2 )05 = 34 kips > P = 45 kips [Satisfactory] CHECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.75 in Weld size,w = 0.31 in Min allowable weld = 0.25 in [Satisfactory] Max allowable weld = 0.69 in [Satisfactory] to = 0.22 in D = 21.0 in I =2 (te D' /12) = 341.0 in° Vertical shear = P / Aw =P/2D to = 4.8 ksi Bending stress = P e / I = 0.3 ksi Tension stress = T / Aw =T/2D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)2105 = 3.6 ksi Resultant Stress = [ (P/Aw)2 + (P e/ 1 )2 ]05 = 4.9 ksi Allow shear F, / n = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 4.9 ksi [Satisfactory] CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) P / A = 2.9 ksi < 0.6 Fy C„ / Qv = 0.6 Fy 1.0 / 1.5 = 20 ksi [Satisfactory] CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T / A = 0.0 ksi < FY/Qt= FY/1.67= 29.94 ksi [Satisfactory] HECK NET SHEAR FRACTURE (AISC 360-05 J4.2) F„ = 70 ksi ( AISC Manual 13th Ed ition, Pg. 2-39) Fallow = 0.6 F„ / Q [ D - n (ds + 1/8) ] t = 221 kips > 45 kips [Satisfactory] HECK NET TENSION FRACTURE (AISC 360-05 J4.1) Fu = 70 ksi Tallow = (4/3) F„ / Q [ D - n (ds + 1/8) ] t = 490 kips > 0 kips [Satisfactory] HECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) Applies only if top flange is coped for P) Ih = 1.1 in Iv = 13.8 in F0 = 65 ksi ( for WF, AISC Manual 13th Editio n, Pg. 2-39) Rbs.P = 0.6 AV F0 / Q + At FU / Q = (0.3 Iv + 0.5 Ih ) tw F0 = 140 kips > P = 45.00 kips [Satisfactory] Rbs.T = 4/3 (0.5 Iv + 2 x 0.3 Ih) tw F = 301 > T= 0 kips [Satisfactory] NISHKIAN MENNINGER SULTING & STRUCTURAL ENGINEERS SINCE 191 PROJECT 1200Feisom Svee1 Sep F,a e o CA 94103 CLIENT: Tel: (415) 541-9477 Fax' (415) 543-5071 JOB NO.: DATE INPUT DATA & DESIGN SUMMARY WF BEAM SECTION W36X135 - GRAVITY SERVICE LOAD P = 60 kips - LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS t = 0.75 in r PLATE STEEL YIELD STRESS Fy = 50 ksi TRIAL WELD SIZE w = 0.3125 in (5/16 in) BOLT DIAMETER 0 = 0.875 in (7/8 in) BOLT MATERIAL (A307, A325, A490) ASTM = A325 HOLE TYPE (STD, NSL, OVS, SSL, LSL) _ > ssl STD = Standard round holes ( d + 1116 NSL = Long or short-slotted hole normal to load direction OVS = Oversize round holes SSL = Short-slotted holes holes • PAGE DESIGN BY REVIEW BY c -fL G H • • I s j I LSL = Long-slotted holes USE PLATE 27" x 3 1/2" x 3/4" WITH WELD 5/16" EACH SIDE TO CONNECTION TYPE (SC, N, X) _ > SC COLUMN AND 1 ROW OF TOTAL (9) - 7/8" BOLTS AT BEAM END. SC = Slip critical connection N = Bearing-type connection with threads included in the shear plane W 7' X = Bearing-type connection with threads excluded from the shear plane IS TOP FLANGE COPED ? (1=Yes, O=No,) _ > 1 Yes + ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T / A = 0.0 ksi < FY/Qt= Fy / 1.67= 29.94 ksi [Satisfactory] CHECK NET SHEAR FRACTURE (AISC 360-05 J4.2) F„ = 70 ksi ( AISC Manual 13th Edition, Pg. 2-39) Pallow = 0.6 Fu / Q ( D - n (ds + 1/8 ) ] t = 284 kips > 60 kips CHECK NET TENSION FRACTURE (AISC 360-05 J4.1) Fu = 70 ksi Tallow = (4/3) Fu / O [ D - n (ds + 1/8 ) ] t = 630 kips > 0 kips CHECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) ( Applies only if top flange is coped for P) Ih = 1.1 in Iv = 18.1 in F0 = 65 ksi ( for WF, AISC Manual 13th Edition, Pg. 2-39) RbS,P = 0.6 AV Fu / Q + At Fu / 12 = (0.3 Iv + 0.5 Ih) tw Fu = 232 kips > P = 60.00 kips Rbs,T = 4/3 (0.5 Iv + 2 x 0.3 Ih) tw F = 503 > T= 0 kips 3.0 in 1.5 in kips [Satisfactory] [Satisfactory] P / A = 3.0 ksi < 0.6 Fy C„ / Sty = 0.6 Fy 1.0 / 1.5 = 20 ksi [Satisfactory] d t, tf 35.6 0.6 0.79 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.5 kips / bolt, (Rn / Q AISC 13th Table 7) 3/4(P2 + T2 ) 05 = 45 kips No. of bolts required = 8.0 Bolt spacing required = 2.63 in Bolt spacing used Edge spacing required = 1.31 in Edge spacing used Bolt group capacity = 67 kips > 3/4(P2 + T2 )05 = 45 > P = 60 kips CHECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.75 in Weld size,w = 0.31 in Min allowable weld = 0.25 in [Satisfactory] Max allowable weld = 0.69 in [Satisfactory] to = 0.22 in D = 27.0 in I = 2 (te D3 / 12) = 724.8 in4 Vertical shear = P / Aw =P/2D to = 5.0 ksi Bending stress = P e / I = 0.2 ksi Tension stress = T / Aw = T / 2 D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)2 105 = 3.8 ksi Resultant Stress = [ (P/Aw)2 + (P e/ 1 )2 ]0'5 = 5.0 ksi Allow shear Fw / Q = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 5.0 ksi CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) [Satisfactory] [Satisfactory] [Satisfactory) [Satisfactory] NISHKIAN MENNINGER ONSULTING & STRUCTURAL ENGINEERS SINCE 191 PROJECT : PAGE : 1200F,I,,,nSt-t,sa„Fran-CA,94103 CLIENT: DESIGN BY: T.1 (415) 5419477 Fa.: (415) 543-5071 JOB NO.: DATE : REVIEW BY : INPUT DATA & DESIGN SUMMARY WF BEAM SECTION = > W30X90 GRAVITY SERVICE LOAD P = 55 kips - -7 LATERAL TENSION LOAD, ASD T = 0 kips PLATE THICKNESS t = 0.75 in • • = PLATE STEEL YIELD STRESS Fy = 50 ksi l TRIAL WELD SIZE w= 0.3125 in ( 5/16 in) • • BOLT DIAMETER 0 = 0.875 in ( 7/8 in) 1 • • l BOLT MATERIAL (A307, A325, A490) ASTM = A325 L - HOLE TYPE (STD, NSL, OVS, SSL, LSL) - > ssl STD = Standard round holes (d + 1/16" ) NSL = Long or short-slotted hole normal to load direction OVS = Oversize round holes SSL = Short-slotted holes holes LSL = Long-slotted holes USE PLATE 24" x 3 1/2" x 3/4" WITH WELD 5/16" EACH SIDE TO CONNECTION TYPE (SC, N, X) _ > SC COLUMN AND 1 ROW OF TOTAL (8) - 7/8" BOLTS AT BEAM END. SC = Slip critical connection N = Bearing-type connection with threads included in the shear plane 4C . r X =Bearing-type connection with threads excluded from the shear plane IS TOP FLANGE COPED? (11 =Yes, O=No,) 1 Yes ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) d tN, tf 29.5 0.47 0.61 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 7.5 kips / bolt, (Rn / Q v, AISC 13th Table 7) 3/4(P2 + T2 )0.5 = 41 kips No. of bolts required = 7.3 Bolt spacing required = 2.63 in Bolt spacing used Edge spacing required = 1.31 in Edge spacing used Bolt group capacity = 60 kips > 3/4(P2 + T2 )°5 = 41 > P = 55 kips CHECK CAPACITY OF WELDING (AISC 360-05 J2) e = 2 in Plate thickness = 0.75 in Weld size,w = 0.31 in Min allowable weld = 0.25 in [Satisfactory] Max allowable weld = 0.69 in [Satisfactory] to = 0.22 in D = 24.0 in I = 2 ( to D3 / 12) = 509.0 in° Vertical shear = P / Aw = P / 2 D to = 5.2 ksi Bending stress = P e / 1 = 0.2 ksi Tension stress = T / Aw = T / 2 D to = 0.0 ksi Resultant Stress = 3/4 [ (P/Aw)2 + (P e/ I + T/Aw)2 5 = 3.9 ksi Resultant Stress = [ (P/Aw)2 + (P e/ 1 )2 ]0.5 = 5.2 ksi Allow shear F w / S2 = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 5.2 ksi HECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) 3.0 in 1.5 in kips [Satisfactory] [Satisfactory] P / A = 3.1 ksi < 0.6 Fy Cv / Qv = 0.6 Fy 1.0 / 1.5 = 20 ksi [Satisfactory] HECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) (3/4) T / A = 0.0 ksi < FY/Qt= Fy / 1.67= 29.94 ksi [Satisfactory] HECK NET SHEAR FRACTURE (AISC 360-05 J4.2) Fr, = 70 ksi ( AISC Manual 13th Edition, Pg. 2-39) Pallow = 0.6 Fu / S2 [ D - n (ds + 1/8) ] t = 252 kips > 55 kips HECK NET TENSION FRACTURE (AISC 360-05 J4.1) Fu = 70 ksi Tallow = (4/3) Fu / (2 [ D - n (d5 + 1/8 ) ] t = 560 kips > 0 kips HECK BLOCK SHEAR (WEB TEAR-OUT, AISC 360-05 J4) Applies only if top flange is coped for P) Ih = 1.1 in IV = 15.9 in Fu = 65 ksi ( for WF, AISC Manual 13th Edition, Pg. 2-39) RbS,P = 0.6 AV F 0 / S2 + At F 0 / 0 = (0.3 Iv + 0.5 Ih) tw Fu = 162 kips > P = 55.00 kips Rbs T = 4/3 (0.5 IV + 2 x 0.3 Ih) tw F = 351 > T = 0 kips [Satisfactory] [Satisfactory] [Satisfactory] [Satisfactory] JOB NO. S 1) ` I NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE Al = 2,X~ t95,~ 6 - O, IS 2./ ,A2 = ~?o 2-3 X D,d51(16 = o, ?/l ,Ad.= 1'j575 x 0 05'66 a1061 ✓q.. 8x D, 056( 'O,4- 28 fl~ c~N N N ~l x~,~52/ o3D~Z d2B3 = OoB~ s~ 2 `Z X i 7 / 0~ 3 44 A3 /1P Iro X 01 = 3 `7/,2 201~2 O ~ M NO. !I Ik L NISHKIAN MENNINGER SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 CALCULATED BY DA Tel: (415) 541-9477 Fax: (415) 543-5071 CHECKED BY DA 2 (oJ~ D, OSIv 63~. /S7x 21X /Bo39 Z = '7 8 9g /Z 3 X O-!711 x 332' 022 / 875 K d, t754~3 /2 4 - Io~/ x / /3952 = 19127 3 Z /Z s 2,0~8~ ~ ~~89/ ~ ~ ~7 A/ 1"7 7 z 12 = 231 PSf. M N I S H K I A N MEN N I N G ER CONSULTING AND STRUCTURAL ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 PRODUCT 2041 (Single sheets) 205-1 (PaWed) JOB Pc -7 SHEET NO. - CALCULATED BY. CHECKED BY_ OF DATE DATE ~30 - a2 N I S H K I A N MEN N I N G ER CONSULTING AND STRUCTURAL ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 [,rtr~ P►1: ~u9~4 JOB ~le 8 SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE v IQ , PEE l CONSULTING AND STRUCTURAL ENGINEERS 1095 Folsom Street, San Francisco, CA 94010 (415)541-9477 FAX (415) 543-5071 F'r.=A kci i Jobs Punching Shear Reinforcement Sheet No. of Calculated By HK Date 11/21/2005 revised By HL Date 5/2/2007 Scale `1r=A*en r--+fC4,1*A- v.._n r.. I_ 1_-",_ A.._v-m.I_!-AI kwm/p11 j-VU nV-variy/011"r V0-1)JIt IU Vs Steel Required No of Bars (4 sides) column size A=(2d+b)*(2d+h; DEPTH PERIM Vc Demand Av #6 #7 Provided Location / Type b h COMBO Pu Vu=Pu-A*4ksf d bo phi [kips] [kips] [in2] 0.44 0.6 each face 3.2/A.2 C2 24 24 COMB02A 1864.0 1634 33.5 230 0.75 1949.2 229.4 5.41 4 3 3#5 13/A.8 C3 24 24 COMB02A 1636.0 1406 33.5 230 0.75 1949.2 0.0 0.00 0 0 12/A.8 C3 24 24 COMB02A 1760.0 1530 33.5 230 0.75 1949.2 90.7 2.14 2 1 b 9.6/A.10 C4 16 24 COMB02A 1188.0 978 33.5 214 0.75 1813.6 0.0 0.00 0 0 l 3/A.12 C4 16 24 COMB02A 1220.0 1010 33.5 214 0.75 1813.6 0.0 0.00 0 0 1 11/A.5 C4 16 24 COMB02A 1256.0 1046 33.5 214 0.75 1813.6 0.0 0.00 0 0 1 5.3/A.2 C4 16 24 COMB02A 1296.0 1086 33.5 214 0.75 1813.6. 0.0 0.00 0 0 1 6/A.8 C4 16 24 COMB02A 1308.0 1098 33.5 214 0.75 1813.6 0.0 0.00 0 0 1 9/A.8 C4 16 24 COMB02A 1468.0 1258 33.5 214 0.75 1813.6 0.0 0.00 0 0 1 16/A.2 C9 24 24 COMB02A 1360.0 1130 33.5 230 0.75 1949.2 0.0 0.00 0 0 1 5.3/A.5 C12 20 24 COMB02A 1480.0 1260 33.5 222 0.75 1881.4 0.0 0.00 0 0 1 13.5/A.5 C15 24 24 COMB02A 1396.0 1166 33.5 230 0.75 1949.2 0.0 0.00 0 0 1 3/A.75 C18 24 28 COMB02A 2160.0 1920 33.5 238 0.75 2017.0 542.8 12.80 8 6 10#7 14/A.8 C21 20 24 COMB02A 1748.0 1528 33.5 222 0.75 1881.4 156.0 3.68 3 2 z 6 6# 15/A.8 C22 20 24 COMB04B 1745.5 1526 33.5 222 0.6 1881.4 661.1 15.59 9 7 , 10#7 15/A.10 C22A 20 24 COMB04H 1340.8 1121 33.5 222 0.6 1881.4 0.0 0.00 0 0 1 16/A.8 C23 16 24 COMB02A 1692.0 1482 33.5 214 0.75 1813.6 162.6 3.83 3 2 66 4/A.10 C25 20 30 COMB02A 1688.0 1454 33.5 234 0.75 1983:1 0.0 0.00 0 0 11.5/A.10 C26 16 24 CUMB02A 1760.0 1550 33.5 214 0.75 1813.6 253.3 5.97 4 3 6#6 10.5/A.10 C26 16 24 COMB02A 1760.0 1550 33.5 214 0.75 1813.6 253.3 5.97 4 3 ry 6#6 14/A.10 C26A 16 24 COMB02A 1336.0 1126 33.5 214 0.75 1813.6 0.0 0.00 0 0 ,mp 1 16/A.10 C26B 16 24 COMB02A 1192.0 982 33.5 214 0.75 1813.6 0.0 0.00 0 0 1 12/A.5 C28 24 28 COMB02A 2400.0 2160 33.5 238 0.75 2017.0 862.8 20.34 12 9 10#7 16/A 5 . C29 24 28 COMB02A 2148.0 1908 33.5 238 0.75 2017.0 526.8 12.42 8 6 10#7 14/A.5 4/A 2 C30 24 28 COMB02A 2388.0 2148 33.5 238 0.75 2017.0 846.8 19.96 12 9 10#7 . C31 26 26 COMB02A 1652.0 1412 33.5 238 0.75 2017.0 0.0 0.00 0 0 1 3.2/A.5 C31 26 26 COMB02A 1792.0 1552 33.5 238 0.75 2017.0 52.0 1.23 1 1 ' - 6#6 3/A.10 C31 26 26 COMB02A 2460.0 2220 33.5 238 0.75 2017.0 942.6 22.22 13 10 . 10#7 COL C2 2~~/' z* ~9 2~~~ d~ i ~2 1 l 21v 2 '30 C~ - 0Y- 3~5 - ~1D51N - CFA -VK 12 ~g~~ ~2(3~r 1•14~c~F Uv = t= ~3 0 1 ~P 1~2 ~v cvo e"Ity?I G% 310fs) ,)t(F'c)*Ac .75Vc-Vs +ve= OK 1233 1462. 1371 1360 1360 1360 1360 1360 1360 1462 1411 1462 970 1255 750 1411 1198 1487 1107 1107 1360 1360 650 986 666 1513 1461 570 1 PRODUCT 204-1 (Single Sheets) 2051(PaM) PRODUCT 2D4-1 (Single Sheets) 205-1 (PaddW) N I S H K I A N M E N N I N G E R CONSULTING AND STRUCTURAL ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 (415) 541-9477 FAX (415) 543-5071 JOB Pa 6 t l SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE 1y ~ = _ ~?1 o . _ 6~ , r -K V a K = 0'22, I<t 1c 3 y o z S-aI j~f .r . lets' U ..~1 . PAODOOT 204-1 (Singk Sheets) 205-1(Padded) t JOB N I S H K I A N M E N N IN G E R SHEET NO. OF_ CONSULTING AND STRUCTURAL ENGINEERS 1200 FOLSOM STREET, SAN FRANCISCO, CA 94103 CALCULATED BY DATE (415) 541-9477 FAX (415) 543-5071 CHECKED BY DATE SCALE 1.4 Pill PRODUCT 204-1 (Single Sheets 205-1(Padded) r/ y.,Lr_ c X PRODUCT 204-1 (Single Sheets) 205-1 (Padded) c> G C OWMI* 1-4 Z=oftech HEPWORTH-PAWLAK GEOTECHNICAL July 19, 2005 Vail Development, LLC Attn: Douglas G. Hipskind 50 South Sixth Street Suite 1480 Minneapolis, Minnesota 55402 Hepworth-Pawlak Georechnical, Inc. 5020 Councy Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945.7988 Fax: 970-945-8454 email: hpgeo@lipgeotecl--.com 1 E(- §F E JUL 2 5 2005 L/ J4~i,~J~ffC-~t AN rr9`a~1J`~1Ji1iC~®. Job No. 105 291 Subject: Additional Recommendations, Proposed Four Seasons Resort, Vail Road and South Frontage Road West, Vail, Colorado Gentlemen: As requested by Horon Lee, S.E. with Niskian Menninger, we are providing additional recommendations for foundations and shoring at the subject site. The recommendations presented in this letter are in response to Mr. Lee's email dated June 27, 2005. We previously performed a geotechnical engineering study for the project and presented our findings in a report dated June 22, 2005, Job No. 105 291. Groundwater: It has been our experience in the area that the groundwater level could fluctuate and temporarily rise, mainly during seasonal runoff. A design groundwater elevation of 8140 feet appears reasonable for hydrostatic pressure and buoyancy calculations based on the current boring data. Long term monitoring of the groundwater level could be performed if a more accurate forecast is required. Mat Foundations: A soil subgrade modulus of 150 tcf (ions per cubic foot) should be used for design of the mat foundation. Soft wet sand and silt soils at design subgrade level should be removed and replaced with compacted structural fill, the same as that recommended for spread footings. Foundation Walls and Shoring: In our previous report, we recommended that foundation walls taller than 12 feet should be designed for a uniform lateral earth pressure in psf of 24 times the height of the wall in feet for the restrained condition. We understand that the excavation cuts will be supported with temporary shoring and the building will need to be designed for the full lateral earth pressure. The recommended lateral earth pressure diagram, shown on Figure 1, has been revised from our previous reco1nu71endations to account for the near surface condition. The pressure (Pa) was calculated using the following formula for tall, restrained walls: Pa = 0.65kaH, where ka = -ytan2(45-(p/2). The formula assumes the on-site granular soils as backfill with the following properties: a moist unit weight (7) of 130 pcf, an internal friction angle (T) of 34 degrees and cohesion of zero. Parker 303-841-7119 - Colorado Springs 719-633-5552 b Silverthorme 970-468-1989 Vail Development, LLC July 19, 2005 Page 2 We understand that a permanent shoring system cannot be used at the site due to property limit constraints. Typical temporary shoring systems used in the area consist of soldier pile and lagging with tiebacks, and soil nails. The soldier piles can be driven or drilled and set in place. We understand that soil nail walls will not be allowed to extend into town right-of-way. The shoring should be designed and installed by a contractor familiar with the subsurface conditions in the area. The groundwater level and boulders encountered in the subsoils will likely impact shoring construction. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK Trevor L. Knell, P.] Reviewed by: 0 REG~s T -Z cn l~ F•o • 35469 r N oFS~iONA Steven L. Pawlak, P.E. TLK/ksw INC. attaclunent Figure 1 - Lateral Earth Pressure Diagram cc: Niskian Menninger - Attn: Horon Lee, S.E. Alpine Engineering, Inc. - Attn: Jim McNeil The John Hardy Group - Attn: David Brooks, Peter Speth C Job No. 105 291 C- ecrtech RESTRAINED WALL EARTH LOADING (NO HYDROSTATIC LOADING) NTS H = HEIGHT OF WALL IN FEET (GREATER THAN 12 FEET) 105 291 HEPWORTH-PAWLAK LATERAL EARTH PRESSURE DIAGRAM Figure 1 GEOTECHNICAL, INC. PRESSURE IN PSF c G 0 Ftec G Cr ( o dE-PWDEPTH U&'L St 1 Q, 200 Vasil D) -ve1"hllr.n:- 1.•I..( AIM: I)t,trula.=5 6, 1, lipsi:intl 0 bmdi Small Stmet Sui c 148{! kfill leapolis: Nhnnesnta+ 540 Joih 1\o. 105 91 tillhieci: '\dtl I t I (A la 1 {1r(IUlldstaler i111CwinalIt)II tlnd I_.at Ora 1 1-'artll ]-toad I)iStrihiitic)Il. PI(1IN_)Mcd I- ILII- Sealsc+Is RCS, +rt. Vail 1Z( )ad ilnd S(ILIth I'rl11It<Iz e ROad West. V..IiL C olol"idc, ("'ientlenlcn: e are pros i<linZ' additional iliforma!iun a disrtlsseii ill file hr0jCC1 Illrriin'~ Nt Amer i+ii t)2' ALIUll;l 4, THA I he inhirmatimi I; lased on our dl:>eu"Knis A dic current .fe,izIn jtlanS and the hrCViuuS <,e,'INCiIII&I en±-invering study for iliv fir„Jcc't, r~ix~rt dated 1ui?'e 21 20050 Joh 1yu, 105 ?t)1. (;rI)till dwalter Level: (h twill PaN Ill,, h les I at ah,'Ilt ct atic+2 13l I" alld tile adl ICe:,t huildin~, Ietcl at , ±0 f et will tx i-tear thc: high aesi,,n 0.,'0undvv2.cs 0 Cl inr the haseillcnt design, The t;rrlttildW,1ACr letcl ~~r;ldienl is dre,ppinq; w the Souiimcsl ..121:1 it ;hcltlld he fcasihl'e t,) design dw ]Milt p(ls'ili m and whaccm huild ng amm "A f,lt n l:lm ,.1r:.ihn;s to hl-c\Cll'c hedrostatik: p1-e, SUmre huiidup. A collulur Illaln o 11w giouildl wim level t~:.lti d on i)Ui' Julie 13. 005 rl.'klin_L'S i Rit;141wd as H gum 1 . I he owt rs i11Wate a _'rullii;!"ate' wuri CKUtlt+!' , :11i=hli 1_ Ieel in the ,,id p,!', Il!,~n It:,, .,i `ii th iniorihl:htiwi it U! l) ark i iI I' Io plok.:k.I ill': >I!ll,'1M V1ith:111 1o lliai dOwe2'3ktd !il t+lil' ~'Cii1cl•1111.CLii Uem aims li g (OI14uhrillMnttaCl r: 1 ww1it'r;,:d I?fiKINI) litur wit ide N tho 17t1n1.'!nvni NC"I\;Itian t,> i,"clo the ct:t depth "T be n.AUT WC CqUA that (IMP „AS MKI inl.; 01. sulillls can he imed. tl li,llt 1'llh4 k:oIltt';K'1 )r `;I;0Illd 11C 1-'i)W,'1k1<:,t 162, liesiL,'n i1 'l:!I Is. 11vt) ;),t, .!1'114 a:c (-)!'lain D, ,awring Achra,ka) 012-33 1. t',RK x i;'d Johl!Ill ltrt,ihw (Nhnne5<.lta:l 763-_, I: #74T "e in1~Powd th ii the ymnl.l;-ti` nee still 1i delained then disclurgetl to (salt(' t_I'ccl-;. I it?m' ~.Ii1a121iit ~II1 l!t:~is lwl4- lass; 1~c it It,'-d',i'!l cd hilt ti t'e2'l1 'I:Iilil(lIl :illat\ e:~ 1)rtlcli'Itick! )!1 siI11h1e, (a1i ll frtJln Ilse hl,Ill)i 4 i;IlliCattti SOll In:althwahilit*" ;Il the range (,)1 '0.01 In tl. 1 ccilllinlOter'~ I1er ACC+.+11d (_0 to 'M Pet Per Cl'.1n .111"- de\vat Malt: k:olntrac.•tt)r n;al eS iinal e the titan zin.u ti61--,. Foundation Walk Earth 1,: clalding: hi our I1rm ions w1m, m recI,!nnlrn&I 111011 ® fhulldiltic~n stialls t:Iller than 1. 1 i4. 1"::~t sl,t~tlld desln ~uec. for 'nni f, rm laicr~il earth lre,Sat°e I'-{ I 0 t w wh `ja'i:...,: 1 i 0?_0 9C * ,'l:?i VaH 141.)i)Iml'.'nn ..t_.. 11) ps! (0*2 } titl7 ' the Ilci~fht o llt"~ 1%'111 It; Icel Iu 111 I'NStlillllC:1 c:ondniml. Iii~' L'\;:<li'atN tlt SCIUM "ill IX! St AVO and Ow 1' uilchn4_' dC'sl±'lwd to Sl1pl' m the t iNh Inc .<ttre Irow ilackfill. Consid'.h, the Ilropo.;cd a:ld the rriaiic c.ict ~ralntlat soils, as all ait.c2t-natire. thr hasrnwilt rlull~: can h dtsi~-ned IM" the rccluntncndcd CtIIIiVak1li Ihlid 1N'.'~SllrC 0!'50 pCI h.1's lii'(11't~ (;1110 lli"Cti~mv hChm i`Ie'~,~lUt~i? 141, If you lmve any Lr Mons (a nct-d ful tll r ,ISS land'. 1~Icilse c;lll 01,11 oHICC. 111T (.)I:l•il - 1':'1Wl_.nK C;I.CI-IIVIi\IC'AL. lei . tit yn 1.. Wlah. 1'.I Anjewd by 35222 cfr .~~%ln• .Z~~..' lAt. F- ~fJ/ s1 PIS-,% <Ina-"ilnww I 'ZL II ' I '11 ;11'.'1 I.:. ;.~i ( iMi,)tlrs Il!•-•-,K 11 ;'i11;i1L'C: 11111: t lM(011 I,?ut,'. ~.l ."Ipile I \ttn: Jim ~1 l IN John IM; Owti nn: [kl~ is Brm'Ls. I'ct::; ~l cfll I lil' (11aixi rr Alchk cls Ami: _ AIldy t o h1 -r ~"tom ~ } 1 s Fair i itr j - 12 BO/RI G 6 , i B01N G/ • PROPOSE / j ABOVE-GR ND o ' BUILDIN 3 / FOOTP NT $ BORING 41 BOR 17 ORING 13 ING 2 o• F- BORI 15 BORING 7 ~ ' I o p of LU ■ / F-- NG o WHOTEL i 0 •BORING 1 ; V) BRING 3 BORING 8 I ~ t.;~✓ 35 % BORING 9 BORING 16 / BON 4 8140` EXISTING GAS a 8136 STA N 8137 j ti( 8139 1 / BORING 10 ~ ORING 5 VAIL ROAD Note: Groundwater level contours were estimated based on the June 13, 2005 APPROXIMATE SCALE: measurements. Site plan provided by Alpine Engineering, Inc. Not for construction. I" = 60' H 105 291 CWATER LEVEL CONTOURS Figure 1 HEPWORTH-PAWLAK GEOTECHNICAL ,•a Horon Lee From: Steve Pawlak [Steve@hpgeotech.com] Sent: Wednesday, May 09, 2007 11:41 AM To: Horon Lee Cc: David Brooks; Trevor Knell Subject: RE: 4-Seasons, Vail Follow Up Flag: Follow up Flag Status: Green 1) A one quarter to one third increase in bearing capacity of footings is common for certain short term loading conditions and should be acceptable for the relatively dense gravel bearing soils at this site. The actual bearing conditions should be determined at the time of construction. 2) Neglecting footing concrete weight is common for footings that are buried such as below a slab (i.e. not at crawlspace grade). This is usually the decision of the structural engineer and not the geotechnical engineer since they cannot determine what footings will be buried. -----Original Message----- From: Horon Lee [mailto:horon_I@nishkian.com] Sent: Tuesday, May 01, 2007 11:17 AM To: Trevor Knell Cc: steve@hpgeotech.com Subject: RE: 4-Seasons, Vail Trevor: I wonder if you have a chance to look into this. (I left you a voice message last Thursday) thanks. Horon Lee S.E. NISHKIAN MENNINGER Sec first cnnaiI or the f t response to read and and : tand our (Iiselainm: re_~arding khe use o thk, e nai;. From: Horon Lee Sent: Thursday, April 26, 2007 3:30 PM To: Trevor Knell' Subject: 4-Seasons, Vail Trevor: We are currently come back to work on the job after a year on hold. Couple questions we like to confirm with you to address the plan check questions. 1. the soil bearing can be increase 1/3 for short terin loading such as wind or earthquake 2. the footing dead weight itself can be omit when using the allowable bearing pressure. 5/9/2007 thank you. Horon Lee S.E. NISHKIAN MENNINGER CONSULTING & STRUCTURAL ENGINEERS SINCE 1919 1200 Folsom Street San Francisco CA. 94103 Tel: (415) 541-9477 Ext:308 Fax: (415) 543-5071 The information contained in this e-mail and attachments if any are intended only for the individual or entity to whom it was addressed. Its contents (including any attachments) are confidential and may contain privileged information. Any views or opinions presented in the e-mail are solely those of the author and do not necessarily represent those of the company. If you are not the intended recipient you must not use, disclose, disseminate, copy or print its contents. If you receive this e-mail in error, please notify the sender by reply e-mail and delete and destroy the message. From: Trevor Knell [mailto:trevor@hpgeotech.com] Sent: Thursday, November 10, 2005 8:39 AM To: Horon Lee Subject: 4-Seasons, Vail Horon, The natural granular soils at the site should be adequate to support pressures on the order of those illustrated on the soil bearing pressure map provided. Thanks TREVOR L. KNELL, P.E. PROJECT ENGINEER c~ecPtecr, HEPWORTH-PAWLAK GEOTECHNICAL, INC. 5020 County Road 154 Glenwood Springs. CO 31601 5/9/2007 Ea N NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 0 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOBS/ 07 I C~ NO. SHEET NO. OF CALCULATED BY CHECKED BY DATE / ~ 0-7 DATE AU&7 1-0~ YYY ~Gt .,~c Zz~ &744¢ z4*t2 i5x L avv S-64 2 Z " P67- 4~&O V GflL.GS 7~ 7,2 ?75-17 2L = X759-7 t n~,o2co - o 007 < p. r- q75 11 " 0, /'Zae *x 202- 3, 5u2"Z 56-1 s&3-Z 0 Project Name: General name Specific Data: Specific name Date of execution: April 30, 2007 File Name: 4ThLeft-04-05-07.adm FLOOR-PRO Ex v3 16 Column 16 -32.559 0.000 0.000 -4.371 -4.787 -0.043 17 Column 17 -25.298 0.000 0.000 -8.515 -6.155 -0.013 18 Column 18 -33.964 0.000 0.000 13.179 1.635 -0.004 19 Column 19 -45.317 0.000 -0.000 1.406 -2.617 -0.003 20 Column 20 -119.853 -0.000 0.000 0.037 31.482 0.002 21 Column 21 -76.460 0.000 -0.000 22.788 -23.609 0.029 22 Column 22 -44.483 -0.000 -0.000 -5.452 0.196 1.174 23 Column 23 -40.803 0.000 -0.000 0.899 -1.752 0.000 24 Column 24 -34.225 -0.000 0.000 -8.329 0.116 0.016 25 Column 25 -60.337 0.000 0.000 0.042 -0.684 0.011 26 Column 26 -100.333 0.000 -0.000 -25.818 15.683 -0.055 27 Column 27 -112.137 0.000 0.000 -36.289 -19.940 -0.011 28 Column 28 -44.919 0.000 0.000 2.800 -11.031 0.013 29 Column 29 -30.502 -0.000 0.000 -9.344 -5.390 -0.019 30 Column 30 -67.211 -0.000 0.000 -6.256 -16.056 -0.122 31 Column 31 -67.461 -0.000 -0.000 -0.943 14.423 -0.193 32 Column 32 -58.779 0.000 -0.000 -0.516 0.209 0.304 33 Column 33 -24.255 -0.000 0.000 -5.566 -3.241 0.134 34 Column 34 -48.950 -0.000 0.000 15.128 -6.178 -0.056 35 Column 35 -53.318 -0.000 0.000 1.581 -14.457 -0.180 36 Column 36 -35.158 7.717 0.192 1.725 -19.458 7.952 37 Column 37 -18.122 -0.000 0.000 0.817 0.745 0.111 38 Column 38 -44.310 -0.000 0.000 16.628 10.192 0.120 39 Column 39 -98.368 0.000 0.000 28.504 -16.480 -0.025 40 Column 40 -69.116 -0.000 0.000 15.831 -3.832 -0.111 41 Column 41 -60.593 -0.000 0.000 2.775 4.950 -0.046 42 Column 42 -10.783 -0.000 -0.000 5.065 -1.490 -0.008 43 Column 43 -79.495 0.000 0.000 7.498 5.102 -0.069 44 Column 44 -44.940 -0.000 0.000 1.495 8.829 -0.257 45 Column 45 -30.547 -0.000 -0.000 -14.216 11.158 0.013 46 Column 46 -24.468 0.000 0.000 -9.280 -3.033 -0.005 47 Column 47 -27.544 0.000 0.000 -7.581 2.531 -0.009 48 Column 48 -31.597 -0.000 0.000 -3.299 -4.062 -0.020 49 Column 49 -23.137 -0.000 0.000 1.138 7.048 -0.016 50 Column 50 -29.774 -0.000 -0.000 6.550 6.617 -0.010 51 Column 51 -56.738 -0.000 0.000 -7.558 2.564 0.018 52 Column 52 -49.613 0.000 -0.000 -23.388 -15.409 -0.348 53 Column 53 -36.979 -0.000 0.000 0.677 -6.193 -0.044 54 Column 54 -61.991 0.000 0.000 -6.755 22.501 0.007 101 Column 101 -108.392 -0.000 0.000 3.849 -18.323 0.170 Strenoth(Dead Load Onlv) ID Label Fz Fr Fs Mrr Mss Mzz k k k k-ft k-ft k-ft 1 Column 1 -105.629 0.000 -0.000 4.411 2.189 0.088 2 Column 2 -187.903 -0.000 0.000 28.040 -17.637 -0.085 3 Column 3 -170.667 -0.000 0.000 5.985 26.365 -0.098 4 Column 4 -146.399 0.000 -0.000 -0.446 -5.967 -0.182 5 Column 5 -129.299 -0.000 -0.000 -23.453 7.716 -0.207 6 Column 6 -51.756 -0.000 0.000 4.258 -9.804 0.097 email: Support@Adaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401 4 5&3- 3 c Project Name: General name Specific Data: Specific name Date of execution: April 30, 2007 File Name: 4ThLeft-04-05-07.adm FLOOR-PRO Ex v3 7 Column 7 -131.291 0.000 0.000 -14.171 -29.820 -0.003 8 Column 8 -105.726 0.000 0.000 -0.518 9.220 -0.043 9 Column 9 -98.444 -0.000 -0.000 -0.996 9.756 -0.203 10 Column 10 -12.947 -2.632 -1.240 -6.161 18.792 9.515 11 Column 11 -16.168 -1.544 5.197 17.559 14.180 1.058 12 Column 12 -37.674 -0.000 -0.000 3.540 -4.043 3.811 13 Column 13 -128.809 -0.000 0.000 12.193 -11.447 -0.001 14 Column 14 -91.001 -0.000 -0.000 1.272 6.251 -0.043 15 Column 15 -85.140 0.000 0.000 -2.779 2.471 -0.012 16 Column 16 -40.124 0.000 0.000 -5.493 -0.632 -0.042 17 Column 17 -31.624 -0.000 0.000 -9.025 -2.726 -0.013 18 Column 18 -41.534 0.000 0.000 14.872 5.701 -0.004 19 Column 19 -59.094 -0.000 -0.000 0.070 -2.011 -0.003 20 Column 20 -153.021 -0.000 0.000 1.208 36.546 0.000 21 Column 21 -98.869 0.000 0.000 34.302 -27.880 0.024 22 Column 22 -57.086 -0.000 -0.000 -5.632 -3.600 1.080 23 Column 23 -52.307 0.000 -0.000 1.410 -0.864 0.000 24 Column 24 -41.309 -0.000 -0.000 -8.576 3.660 0.016 25 Column 25 -79.527 0.000 0.000 3.754 0.059 0.011 26 Column 26 -124.902 -0.000 0.000 -32.411 17.453 -0.056 27 Column 27 -143.586 0.000 0.000 -44.648 -20.344 -0.015 28 Column 28 -58.453 0.000 0.000 1.859 -17.986 0.008 29 Column 29 -39.845 0.000 -0.000 -11.850 -9.917 -0.020 30 Column 30 -85.770 -0.000 -0.000 -7.969 -15.558 -0.123 31 Column 31 -82.391 -0.000 -0.000 -1.771 14.438 -0.195 32 Column 32 -75.687 0.000 0.000 -6.067 -0.089 0.307 33 Column 33 -30.419 0.000 -0.000 -7.202 0.688 0.135 34 Column 34 -63.462 -0.000 -0.000 19.142 -11.737 -0.057 35 Column 35 -68.266 0.000 0.000 1.419 -13.483 -0.182 36 Column 36 -28.659 3.708 0.353 2.643 -11.570 2.985 37 Column 37 -23.607 0.000 -0.000 0.573 6.227 0.112 38 Column 38 -58.374 0.000 -0.000 21.383 18.295 0.121 39 Column 39 -128.560 -0.000 0.000 37.187 -21.409 -0.026 40 Column 40 -89.027 0.000 -0.000 18.297 -1.950 -0.112 41 Column 41 -79.061 0.000 0.000 3.425 0.670 -0.047 42 Column 42 -15.176 -0.000 -0.000 8.285 -1.584 -0.008 43 Column 43 -104.516 0.000 -0.000 10.133 7.472 -0.069 44 Column 44 -60.467 -0.000 0.000 3.691 9.990 -0.259 45 Column 45 -40.506 0.000 0.000 -20.897 17.289 0.013 46 Column 46 -31.357 0.000 0.000 -13.331 -4.195 -0.005 47 Column 47 -36.165 0.000 -0.000 -12.050 3.064 -0.009 48 Column 48 -40.963 0.000 -0.000 -6.564 -5.132 -0.020 49 Column 49 -29.927 -0.000 0.000 -1.009 9.411 0.108 50 Column 50 -37.804 -0.000 -0.000 3.883 8.067 -0.010 51 Column 51 -74.770 -0.000 -0.000 -15.773 7.339 0.017 52 Column 52 -60.249 0.000 0.000 -32.326 -21.020 -0.352 53 Column 53 -43.649 0.000 0.000 -0.283 -7.933 -0.049 54 Column 54 -68.185 0.000 -0.000 -8.424 23.967 0.007 101 Column 101 -120.736 0.000 -0.000 3.786 -20.880 0.176 email: Support@Adaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401 5 -563-4- Project Name: General name Specific Data: Specific name Date of execution: April 30, 2007 File Name: 4ThLeft-04-05-07.adm FLOOR-PRO Ex v3 O c C+rnnnthtnpn i nnrl I ivpl Label Fz Fr Fs Mrr Mss Mzz M k k k k-ft k-ft k-ft olumn 1 -165.525 0.000 -0.000 9.579 6.387 0.056 lumn2 o -320.579 -0.000 0.000 60.650 -31.037 -0.110 3 Column 3 -290.522 -0.000 0.000 17.527 36.504 -0.110 4 Column 4 -241.356 0.000 -0.000 7.539 -16.820 -0.190 5 Column 5 -214.239 -0.000 -0.000 -22.929 16.272 -0.216 6 Column 6 -87.231 -0.000 0.000 10.674 -16.976 0.124 7 Column 7 -177.604 0.000 0.000 -41.753 -45.659 -0.007 8 Column 8 -171.159 0.000 0.000 -0.605 22.556 -0.050 9 Column 9 -126.199 -0.000 -0.000 -4.665 13.325 -0.205 10 Column 10 -20.240 -4.274 -1.288 -6.429 31.529 9.299 11 Column 11 -27.456 -2.819 8.243 29.629 23.333 0.767 12 Column 12 -56.020 -0.000 -0.000 -15.179 -9.519 0.995 13 Column 13 -149.741 -0.000 0.000 17.943 -8.382 -0.008 14 Column 14 -103.392 -0.000 -0.000 1.496 5.960 -0.044 15 Column 15 -98.058 0.000 0.000 -3.403 2.126 -0.012 16 Column 16 -57.511 0.000 0.000 -9.381 10.938 -0.042 17 Column 17 -43.490 -0.000 0.000 -11.840 5.978 -0.013 18 Column 18 -58.248 0.000 0.000 22.961 16.899 -0.004 19 Column 19 -67.007 -0.000 -0.000 4556 -4.913 -0.004 20 Column 20 -183.108 -0.000 0.000 2.281 54.566 -0.004 21 Column 21 -120.049 0.000 0.000 46.655 -39.300 0.018 22 Column 22 -71.957 -0.000 -0.000 -7.855 -10.701 1.000 23 Column 23 -60.995 0.000 0.000 1.727 -4.735 -0.001 24 Column 24 -59.379 -0.000 -0.000 -12.537 12.368 0.015 25 Column 25 -89.508 0.000 0.000 5.789 -3.508 0.009 26 Column 26 -166.568 -0.000 0.000 -29.159 32.671 -0.060 27 Column 27 -175.763 0.000 0.000 -51.836 -32.819 -0.019 28 Column 28 -64.781 0.000 0.000 2.662 -20.703 0.003 29 Column 29 -43.955 0.000 -0.000 -15.369 -10.780 -0.022 30 Column 30 -105.159 -0.000 -0.000 -11.259 -26.103 -0.127 31 Column 31 -114.053 -0.000 -0.000 -13.033 26.557 -0.204 32 Column 32 -84.535 0.000 0:000 -9.697 -2.752 0.299 33 Column 33 -42.743 0.000 -0.000 -10.135 7.752 0.132 34 Column 34 -72.823 -0.000 -0.000 24.101 -10.462 -0.060 35 Column 35 -78.805 0.000 0.000 1.235 -20.076 -0.188 36 Column 36 -29.299 4.413 0.805 6.430 -14.083 3.341 37 Column 37 -28.519 0.000 -0.000 -1.686 12.644 0.109 38 Column 38 -65.238 0.000 -0.000 24.738 23.772 0.117 39 Column 39 -145.915 -0.000 0.000 42.097 -24.700 -0.038 40 Column 40 -100.665 0.000 -0.000 20.275 -1.638 -0.119 41 Column 41 -89.807 0.000 0.000 2.701 -1.685 -0.049 42 Column 42 -15.686 -0.000 -0.000 10.029 -1.694 -0.009 43 Column 43 -118.063 0.000 -0.000 11.233 8.593 -0.073 44 Column 44 -68.034 -0.000 0.000 4.608 11.210 -0.273 45 Column 45 -44.811 -0.000 0.000 -25.354 21.313 0.012 46 Column 46 -35.426 0.000 0.000 -14.949 -5.818 -0.005 47 Column 47 -41.374 0.000 -0.000 -14.026 4.224 -0.010 email: Support@Adaptsoft.com website: http://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401 6 5('~' 3-;~'- 1 Ell Project Name: General name Specific Data: Specific name Date of execution: April 30, 2007 File Name: 4ThLeft-04-05-07.adm FLOOR-PRO Ex v3 48 Column 48 -46.778 0.000 -0.000 -8.209 -7.295 -0.021 49 Column 49 -34.014 -0.000 0.000 -1.914 12.603 0.107 50 Column 50 -43.121 -0.000 -0.000 2.661 8.280 -0.014 51 Column 51 -86.233 -0.000 -0.000 -18.881 12.957 0.013 52 Column 52 -92.262 07000 0.000 -64.860 -42.258 -0.365 53 Column 53 -60.514 0.000 0.000 -5.911 -12.421 -0.070 54 Column 54 -116.885 0.000 -0.000 -23.894 37.287 0.008 101 Column 101 -214.336 0.000 -0.000 -1.641 -43.243 0.256 Initial ID Label Fz Fr Fs Mrr Mss Mzz k k k k-ft k-ft k-ft 1 Column 1 -73.675 0.000 0.000 0.966 0.152 0.126 2 Column 2 -123.740 -0.000 0.000 16.999 -11.559 -0.079 3 Column 3 -108.653 -0.000 -0.000 5.603 22.404 -0.103 4 Column 4 -99.969 0.000 -0.000 2.285 0.441 -0.200 5 Column 5 -89.092 -0.000 -0.000 -17.882 0.236 -0.229 6 Column 6 -36.891 -0.000 0.000 0.951 -7.289 0.101 7 Column 7 -91.817 -0.000 0.000 -11.603 -10.056 -0.002 8 Column 8 -69.149 0.000 0.000 0.310 3.803 -0.048 9 Column 9 -61.495 0.000 -0.000 -1.936 4.499 -0.244 10 Column 10 3.158 1.600 -0.145 -1.154 -10.380 1.603 11 Column 11 5.192 3.927 -0.494 -11.001 -14.610 -10.830 12 Column 12 -26.381 -0.000 0.000 13.919 -0.858 5.588 13 Column 13 -84.974 0.000 0.000 10.299 0.148 0.002 14 Column 14 -57.776 -0.000 -0.000 2.334 1.858 -0.052 15 Column 15 -52.567 0.000 -0.000 -2.578 -1.624 -0.014 16 Column 16 -26.301 0.000 0.000 -2.826 -12.865 -0.051 17 Column 17 -20.784 0.000 0.000 -8.436 -12.918 -0.015 18 Column 18 -28.119 0.000 0.000 11.106 -5.325 -0.004 19 Column 19 -37.568 0.000 -0.000 3.038 -2.661 -0.003 20 Column 20 -99.364 -0.000 0.000 -1.323 26.042 0.004 21 Column 21 -61.818 0.000-T -0.000 11.774 -20.098 0.039 22 Column 22 -34.214 -0.000 -0.000 -5.452 7.249 1.455 23 Column 23 -34.221 0.000 -0.000 0.460 -1.614 0.001 24 Column 24 -28.047 -0.000 0.000 -8.118 -5.808 0.018 25 Column 25 -49.505 0.000 0.000 -3.959 -0.358 0.013 26 Column 26 -81.096 0.000 -0.000 -24.688 11.799 -0.061 27 Column 27 -91.113 0.000 0.000 -31.797 -18.875 -0.009 28 Column 28 -38.179 0.000 0.000 3.989 -5.432 0.021 29 Column 29 -26.150 -0.000 0.000 -7.556 -1.757 -0.021 30 Column 30 -55.144 -0.000 0.000 -4.620 -15.725 -0.138 31 Column 31 -55.315 -0.000 -0.000 3.193 12.739 -0.218 32 Column 32 -50.268 0.000 -0.000 5.613 1.389 0.351 33 Column 33 -19.215 -0.000 0.000 -4.020 -9.495 0.154 34 Column 34 -41.133 -0.000 0.000 12.398 -2.175 -0.063 35 Column 35 -45.140 -0.000 0.000 2.028 -15.476 -0.204 36 Column 36 -36.143 7.840 -0.441 -3.628 -18.601 8.500 37 Column 37 -15.161 -0.000 0.000 1.864 -6.054 0.128 38 Column 38 -36.736 -0.000 0.000 13.727 2.615 0.139 email: Support@Adaptsoft.com website: hftp://www.Adaptsoft.com 1733 Woodside Road, Suite 220, Redwood City, California, 94061, USA, Tel: (650) 306-2400 Fax (650) 306-2401 7 563-0 L 0 E J 0 u N 0 o 0 N O O O O O O W W to to io to m 0 co to ro to tri to 'CL lt) ~ ~ ~ 10 N ~ N N_ 10 ~ N ~ ~ ~ ~ V V a V C V a 7 d' a a V V 7 E2 N E2 N E 2 E y E2 E2 2 E2 E f2 a a a a a a a a a a a a a a a m m m to m m co Io to to m to m m m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v v v v v v v v v v v v v v v 0 4 0 0 a~ 0 m m m 0 0 a~ a~ d d > > > > > > > > > > > > > > > d m d d~ m m m m d m a~ m m m x x x x x x x x x x x x x x x m a m m m m M a to W~ 1z, N N v It It II II II It II 11 It It II It II It II EL a a a s li li a s li a li a IL li 0 0 0 0 0 0 0 W W ' C a W o # 0 o 0 0 0 W 'o ~ W W W W W W W W 'rW W N N N N N N N W r r r N N N N N N N m m M m m M m m N N N m m m m W W t0 a O O O O O O O O O O O W W W 0 N N N N N N N co r r r N N N N N N N M M M M M m M m m m m m W W f O O O O O O O N N N O O O O W W W N N N N N N N W r r r N N N N N N N M M M M M M M M ~ M M M M W W W O O O O O O O N N N O O O O W W W N N N N N N N W r r r N N N N N N N M M M M M M M M M M M M W W W O O O O O O O ~ N N N O O O O W W W a o@ a9 M O W W N W M M O W O M N W W O r in d; t0 t0 a (O a W V a r 0 O V N W M N a N O O 0 0 0 0 0 0 0 0 X 0 0 0 t M W 0) N O N O IO 0 0 lp W a 0 r W O m W r IN m O W o iq W W N m c- N W N 0 0 ~ O O O O ~ ~ N O 0 0 0 0 ~ ~ ~ 0 0 x L CL V 9 C C C II M M M W M N W r N m r r M N r W O O O N W N r V N O N N N O N L L O - N N L N N N J J N O O N > > ~ M O~ r 0) N V N O S - r r r W a m N m O O L O x J J Q Q N N N > N t0 a N N N ~ N V W W t0 V W W N IO x tT 0I W N O W r W W N N IO W N r N r N .r- .a- N O a N N M M d' W ~ N N~ o a' it '4 0 o ~ E It I r ~ E 0 0 O x ~0 J N V V N N N N N V' V sT V V O_ o N N U U U U U U U N a d 00 U U U N N N N N N > 6 8 II c a l l II d M IO r v Em F S 6 C E O\ N N r a r W N ~ co ri t+i v v In I\n m r= M _ E x g co to n m W a a In a M c~ v `v - c. m rn r a s° a a a a a o o a a a a a a a a a a a 05/02/07 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 17:36:03 Licensed to: Nishkian Menninger General Information: File Name: untitled.col Project: Column: Code: ACI 318-02 Run Option: Investigation Run Axis: Biaxial Material Properties: f'c = 6 ksi Ec = 4415.21 ksi Ultimate strain = 0.003 in/in Betal = 0.75 Section: Rectangular: Width = 16 in Gross section area, Ag = 384 in'2 Ix = 18432 in'4 Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in'2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Engineer: Units: English Page 2 untitled _ G, 4.3 - C,+-- ffAv- AY Is Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 24 in Iy = 8192 in'4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Size Diam (in) Area (in~2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 17.78 in^2 at 4.63% Top Bottom Left Right Bars 4 #10 4 #10 3 #10 3 #10 Cover(in) 1.5 1.5 1.5 1.5 Control Points: Axial Load P X-Moment Y-Moment N.A. depth Bendi ng about kip k-ft k-ft in X Q Pure compression 1907.4 -0 0 69.25 @ Max compression 1526.0 282 0 27.39 @ fs = 0.0 1201.2 449 -0 21.49 @ fs = 0.5*fy 808.4 570 0 15.98 @ Balanced point 496.6 644 0 12.72 Tension Control 193.9 805 0 8.06 • Pure bending 0.0 718 -0 6.44 Pure tension -960.1 -0 -0 0.00 D c~ 05/02/07 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 17:36:03 Licensed to: Nishkian Menninger Y @ Pure compression 1907.4 0 0 43.47 @ Max compression 1526.0 0 183 18.17 @ fs = 0.0 1131.6 0 307 13.49 @ fs = 0.5*fy 742.7 0 380 10.03 @ Balanced point 444.9 0 424 7.98 ( @ Tension Control 115.6 0 485 5.06 @ Pure bending 0.0 0 446 4.46 @ Pure tension -960.1 -0 -0 0.00 -X @ Pure compression 1907.4 -0 0 69.25 @ Max compression 1526.0 -282 0 27.39 @ fs = 0.0 1201.2 -449 0 21.49 @ fs = 0.5*fy 808.4 -570 0 15.98 @ Balanced point 496.6 -644 0 12.72 @ Tension Control 193.9 -805 0 8.06 @ Pure bending 0.0 -718 0 6.44 @ Pure tension -960.1 -0 -0 0.00 -Y @ Pure compression 1907.4 0 0 43.47 @ Max compression 1526.0 -0 -183 18.17 @ fs = 0.0 1131.6 -0 -307 13.49 @ fs = 0.5*fy 742.7 -0 -380 10.03 @ Balanced point 444.9 -0 -424 7.98 @ Tension Control 115.6 -0 -485 5.06 @ Pure bending 0.0 -0 -446 4.46 @ Pure tension -960.1 -0 -0 0.00 Program completed as requested! • 9 Page 3 AP untitled P (kip) -1 or) r,% O O O O O O Y O +x O O O O O O O 16 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation ,Slenderness: Not considered ,lumn type: Structural Bars: ASTM A615 Date: 05/03/07 Time: 10:33:02 -8~ )0 pcaColumn v3.63 - Licensed to: Nishkian Menninger File: untitled.col Project: Column: Engineer: fc = 5 ksi fy = 60 ksi Ag = 384 in^2 14 #10 bars Ec = 4031 ksi Es = 29000 ksi As = 17.78 in^2 Rho = 4.63% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 18432 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 8192 in^4 r leta1 = 0.8 Clear spacing = 2.39 in Clear cover = 1.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 - I VVV ,1 1111111 P (kip) ~onr% O O O O ( O 0 Y O +X O O O O O 16 x 24 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered )lumn type: Structural Bars: ASTM A615 Date: 05/03/07 Time: 10:23:18 -51 )0 pcaColumn v3.63 - Licensed to: Nishkian Menninger File: untitled.col Project: Column: Engineer: fc = 5 ksi fy = 60 ksi Ag = 384 in^2 14 #10 bars Ec = 4031 ksi Es = 29000 ksi As = 17.78 in^2 Rho = 4.63% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 18432 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 8192 in^4 OW 3eta1 = 0.8 Clear spacing = 2.39 in Clear cover = 1.87 in I Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 - I V%./V k. 05/03/07 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 10:22:21 Licensed to: Nishkian Menninger General Information: File Name: untitled.col Project: Column: Code: ACI 318-02 Run Option: Investigation Run Axis: Y-axis Material Properties: Engineer: Units: English Slenderness: Not considered Column Type: Structural f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 16 in Depth = 24 in Gross section area, Ag = 384 in'2 Ix = 18432 in^4 Iy = 8192 inA4 Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (inA2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 %br 14 1.69 2.25 Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 10 1.27 1.27 # 18 2.26 4.00 Page 2 untitled L77 Size Diam (in) Area (in'2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 17.78 in'2 at 4.63% Top Bottom Left Right Bars 4 #10 4 #10 3 #10 3 #10 Cover(in) 1.5 1.5 1.5 1.5 Control Points: Bending about Y Q Pure compression Max compression @ fs = 0.0 fs = 0.5*fy @ Balanced point @ Tension Control Q Pure bending @ Pure tension Axial Load P X-Moment kip k-ft - 1705.1 0 1364.1 -0 1048.5 0 682.5 0 396.9 0 74.0 0 0.0 0 -960.1 -0 Y-Moment N.A. depth k-ft in 0 43.47 158 17.49 266 13.49 347 10.03 396 7.98 460 5.06 436 4.64 -0 0.00 Program completed as requested! r O O O O O O ~ O X O O O O O O O 24 x 16 in O Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06/14/05 Time: 15:11:46 P (kip) (P max) , ' 1400- - - I 1 - - 600 f s=0 fs=0.5fy , , , 200 ~1v3 • tZ -500:- 00 -300 ; -200 -100 100 200 300 i 496 500 . - x (k ft) - . ~-200- 600 i -1000- (Pmin).. pcacolumn v3.63 - Licensed to: Nishkian Menninger, San Francisco, CA File: untitled-col Project: Column: Ec = 4031 ksi fc = 4.25 ksi u = 0.003 in/in e ( - Beta1 = 0.8 Confinement: Tied Engineer: fy = 60 ksi Ag = 384 in^2 Es = 29000 ksi As = 17.78 in^2 fc = 4.25 ksi Xo = 0.00 in Yo = 0.00 in Clear spacing = 2.39 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Rho = 4.63% Ix = 8192 in^4 ly = 18432 in"4 Clear cover = 1.87 in L5 P (kip) llcnr% 0 O O O O O O Y O + x O O O O O O O O 24 x 24 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation "enderness: Not considered )lumn type: Structural Bars: ASTM A615 Date: 05/03/07 Time: 18:23:01 -1~ - I J V V 00 pcaColumn v3.63 - Licensed to: Nishkian Menninger File: untitled.col Project: Column: Engineer: fc = 5 ksi fy = 60 ksi Ag = 576 in^2 16 #10 bars Ec = 4031 ksi Es = 29000 ksi As = 20.32 in^2 Rho = 3.53% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 27648 in^4 u = 0.003 in/in Yo = 0.00 in ly = 27648 in^4 ;eta1 = 0.8 Clear spacing = 3.47 in Clear cover = 1.88 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 05/03/07 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 18:22:54 Licensed to: Nishkian Menninger General Information: File Name: untitled.col Project: Column: Code: ACI 318-02 Run Option: Investigation Run Axis: Y-axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 24 in Gross section area, Ag = 576 in'2 Ix = 27648 in'4 Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in'2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Engineer: Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 24 in Iy = 27648 in'4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2~( I untitle cSize Diam (in) Area (in'2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 20.32 in^2 at 3.53% 16 #10 Cover = 1.5 in Control Points: Axial Load P X-Moment Y-Moment N.A. depth Bending about kip k-ft k-ft in Y Q Pure compression 2327.5 -0 -0 69.25 • Max compression 1862.0 -0 348 26.02 @ fs = 0.0 1539.2 0 530 21.49 @ fs = 0.5*fy 1047.1 0 707 15.98 @ Balanced point 667.4 0 806 12.72 @ Tension Control 342.7 0 1014 8.06 @ Pure bending 0.0 0 843 5.69 @ Pure tension -1097.3 -0 -0 0.00 Program completed as requested! P (kip) O O O ~II o 0 +r O O O O O 16 x 24 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Tenderness: Not considered >lumn type: Structural Bars: ASTM A615 Date: 05/02/07 Time: 18:22:33 -%J v w )0 FibVO pcaColumn v3.63 - Licensed to: Nishkian Menninger File: untitled.col Project: Column: Engineer: fc = 5 ksi fy = 60 ksi Ag = 384 in^2 10 #9 bars Ec = 4031 ksi Es = 29000 ksi As = 10.00 in"2 Rho = 2.60% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 18432 in^4 ._u = 0.003 in/in Yo = 0.00 in ly = 8192 in A4 taw leta1 = 0.8 Clear spacing = 4.43 in Clear cover = 1.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I P (kip) A /xnn O O O O Y O X O O O O O 16 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered -g )lumn type: Structural Bars: ASTM A615 Date: 05/02/07 Time: 18:22:48 _UV V )0 pcaColumn v3.63 - Licensed to: Nishkian Menninger File: untitled.col Project: Column: Engineer: fc = 5 ksi fy = 60 ksi Ag = 384 in^2 10 #9 bars Ec = 4031 ksi Es = 29000 ksi As = 10.00 in^2 Rho = 2.60% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 18432 in"4 e_u = 0.003 in/in Yo = 0.00 in ly = 8192 in^4 3eta1 = 0.8 Clear spacing = 4.43 in Clear cover = 1.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ll 05/02/07 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 18:20:45 Licensed to: Nishkian Menninger General Information: File Name: untitled.col Project: Column: ( Code: ACI 318-02 Run Option: Investigation Run Axis: X-axis Engineer: Units: English 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 Section: Rectangular: Width = 16 in Gross section area, Ag = 384 in'2 Ix = 18432 in'4 Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in'2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 fy = 60 ksi Es = 29000 ksi Depth = 24 in Iy = 8192 in^4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 untitled 103 i;r -ITCH Size Diam (in) Area (in~2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 10.00 in^2 at 2.60% Top Bottom Left Right Bars 3 # 9 3 # 9 2 # 9 2 # 9 Cover(in) 1.5 1.5 1.5 1.5 Control Points: Axial Load P X-Moment Bending about kip - k-ft - - - X @ Pure compression 1423.2 - - 0 @ Max compression 1138.5 214 @ fs = 0.0 960.4 310 @ fs = 0.5*fy 663.0 409 @ Balanced point 450.9 453 @ Tension Control 262.3 563 @ Pure bending -0.0 435 @ Pure tension -540.0 -0 Y-Moment N.A. depth k-ft in -0 69.47 0 25.53 -0 21.56 0 16.03 0 12.76 -0 8.09 0 5.29 0 0.00 Program completed as requested! 1. 05/02/07 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 18:21:28 Licensed to: Nishkian Menninger General Information: File Name: untitled.col Project: Column: Code: ACI 318-02 Run Option: Investigation Run Axis: Y-axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 16 in Gross section area, Ag = 384 in'2 Ix = 18432 in'4 Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in'2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 Engineer: Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 24 in Iy = 8192 in'4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 untitled 6&3 -l cls+ 3Qfb%-~ Size Diam (in) Area (in'2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 10.00 in^2 at 2.60% Top Bottom Left Right Bars 3 # 9 3 # 9 2 # 9 2 # 9 Cover(in) 1.5 1.5 1.5 1.5 Control Points: Axial Load P Bending about kip Y @ Pure compression 1423.2 Max compression 1138.5 fs = 0.0 905.1 @ fs = 0.5*fy 619.6 Balanced point 409.5 Q Tension Control 215.4 Q Pure bending 0.0 Pure tension -540.0 X-Moment Y-Moment N.A. depth k-ft - k-ft in 0 -0 43.70 0 140 17.04 0 222 13.56 0 280 10.08 0 309 8.03 0 354 5.09 0 273 3.41 -0 0 0.00 Program completed as requested! P (kip) A Anr% O O O Y O + x O O O O 16 x 24 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered )lumn type: Structural Bars: ASTM A615 Date: 05/04/07 Time: 10:24:58 -3 )0 pcaColumn v3.63 - Licensed to: Nishkian Menninger File: untitled.col Project: Column: C24 fc = 5 ksi Ec = 4031 ksi fc = 4.25 ksi e -u = 0.003 in/in ,eta1 = 0.8 Confinement: Tied Engineer: fy = 60 ksi Ag = 384 in^2 Es = 29000 ksi As = 6.32 in^2 fc = 4.25 ksi Xo = 0.00 in Yo = 0.00 in Clear spacing = 4.63 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 8 #8 bars Rho = 1.65% Ix = 18432 in^4 ly = 8192 in^4 Clear cover = 1.88 in e2 to 3,( 05/04/07 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 10:24:50 Licensed to: Nishkian Menninger General Information: File Name: untitled.col Project: Column: C24 Code: ACI 318-02 Run Option: Investigation Run Axis: Y-axis Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 16 in Gross section area, Ag = 384 in^2 Ix = 18432 in'4 Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in^2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 %or # 14 1.69 2.25 Engineer: Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 24 in Iy = 8192 in'4 Yo = 0 in Size Diam (in) Area (in'2) # 4 0.50 0.20 # 7 0.88 0.60 # 10 1.27 1.27 # 18 2.26 4.00 Page 2 untitled 'i &3-Z1 Size Diam (in) Area (in'2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 6.32 in'2 at 1.65% 8 #8 Cover = 1.5 in Control Points: Axial Load P X-Moment Bending about kip k-ft Y @ Pure compression 1289.8 0 Max compression 1031.9 0 • fs = 0.0 841.1 0 Q fs = 0.5*fy 591.5 0 • Balanced point 417.5 0 Tension Control 267.5 0 Pure bending -0.0 0 @ Pure tension -341.3 -0 Program completed as requested! Y-Moment N.A. depth k-ft in 0 43.90 129 16.70 194 13.63 239 10.13 254 8.06 289 5.11 181 2.71 -0 0.00 -Z2 I P (kip) 4 Cr%f1 A _ O O O O Y O X O O O O 0- 16 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation -71 L Slenderness: Not considered )lumn type: Structural Bars: ASTM A615 Date: 05/03/07 Time: 11:14:11 -www )0 pcaColumn v3.63 - Licensed to: Nishkian Menninger File: untitled.col Project: Column: Engineer: fc = 5 ksi fy = 60 ksi Ag = 384 in^2 10 #10 bars Ec = 4031 ksi Es = 29000 ksi As = 12.70 in^2 Rho = 3.31 % fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 18432 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 8192 in^4 ` 3eta1 = 0.8 Clear spacing = 4.22 in Clear cover = 1.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 P (kip) A !x r% r% O O O O Y O X O O O O O 16 x 24 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation -41 ;tenderness: Not considered )lumn type: Structural Bars: ASTM A615 Date: 05/03/07 Time: 11:14:33 -UVV )0 pcaColumn v3.63 - Licensed to: Nishkian Menninger File: untitled.col Project: Column: Engineer: fc = 5 ksi fy = 60 ksi Ag = 384 in^2 10 #10 bars Ec = 4031 ksi Es = 29000 ksi As = 12.70 in^2 Rho = 3.31 % fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 18432 in14 e_u = 0.003 in/in Yo = 0.00 in ly = 8192 in"4 Ow 3eta1 = 0.8 Clear spacing = 4.22 in Clear cover = 1.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 lb3• Z3 05/03/07 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 11:13:46 Licensed to: Nishkian Menninger General Information: File Name: untitled.col Project: Column: Code: ACI 318-02 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 Section: Rectangular: Width = 16 in Gross section area, Ag = 384 in'2 Ix = 18432 in'4 Xo = 0 in Engineer: Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 24 in Iy = 8192 in'4 Yo = 0 in Page 2 untitled Reinforcement: 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 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 12.70 in^2 at 3.31% Top Bottom Left Right Bars 3 #10 3 #10 2 #10 2 #10 Cover(in) 1.5 1.5 1.5 1.5 Control Points: Axial Load P X-Moment Bending about kip k-ft X @ Pure compression - 1521.0 -0 @ Max compression 1216.8 225 @ fs = 0.0 1010.8 336 @ fs = 0.5*fy 686.3 447 @ Balanced point 448.4 503 @ Tension Control 223.3 633 @ Pure bending -0.0 527 @ Pure tension -685.8 0 ( Program completed as requested! Y-Moment N.A. depth k-ft in 0 69.25 0 25.83 -0 21.49 0 15.98 0 12.72 0 8.06 0 5.87 -0 0.00 P (kip) 4 Ann O O Y O +x O O O 16 x 24 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation ,lenderness: Not considered )lumn type: Structural Bars: ASTM A615 Date: 05/04/07 Time: 11:17:10 -3 --rl/ V )0 pcaColumn v3.63 - Licensed to: Nishkian Menninger File: untitled.col Project: Column: C24 Engineer: fc = 5 ksi fy = 60 ksi Ag = 384 in^2 Ec = 4031 ksi Es = 29000 ksi As = 4.74 in^2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in e_u = 0.003 in/in Yo = 0.00 in leta1 = 0.8 Clear spacing = 8.62 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 6 #8 bars Rho = 1.23% Ix = 18432 in^4 ly = 8192 in^4 Clear cover = 1.87 in -7,4- P (kip) I Ann O O Y O + x O L O O 16 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered )lumn type: Structural Bars: ASTM A615 Date: 05/04/07 Time: 11:17:25 -4 %J %J 3 50 pcaColumn v3.63 - Licensed to: Nishkian Menninger File: untitled.col Project: Column: C24 Engineer: fc = 5 ksi fy = 60 ksi Ag = 384 in^2 Ec = 4031 ksi Es = 29000 ksi As = 4.74 in^2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in e -u = 0.003 in/in Yo = 0.00 in ,eta1 = 0.8 Clear spacing = 8.62 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 6 #8 bars Rho = 1.23% Ix = 18432 in^4 ly = 8192 in^4 Clear cover = 1.87 in 05/04/07 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 11:17:20 Licensed to: Nishkian Menninger General Information: File Name: untitled.col Project: Column: C24 Engineer: Code: ACI 318-02 Units: English 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 Section: Rectangular: Width = 16 in Gross section area, Ag = 384 in^2 Ix = 18432 in'4 Xo = 0 in Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 24 in Iy = 8192 inA4 Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (in^2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 i Size Diam (in) Area (in^2) # 4 0.50 0.20 # 7 0.88 0.60 10 1.27 1.27 # 18 2.26 4.00 Page 2 untitled 15 v Size Diam (in) Area (in^2) # 5 0.63 0.31 # 8 1.00 0.79 # 11 1.41 1.56 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 4.74 inA2 at 1.23% Top Bottom Left Right Bars 2 # 8 2 # 8 1 # 8 1 # 8 Cover(in) 1.5 1.5 1.5 1.5 Control Points: Axial Load P X-Moment Y-Moment N.A. depth Bending about kip k-ft k-ft in X @ Pure compression - 1232.6 - 0 0 69.68 @ Max compression 986.1 190 -0 24.88 @ fs = 0.0 857.3 259 -0 21.63 @ fs = 0.5*fy 613.3 334 -0 16.08 @ Balanced point 449.4 355 -0 12.80 @ Tension Control 331.6 422 -0 8.11 @ Pure bending 0.0 220 0 3.05 @ Pure tension -256.0 -0 -0 0.00 Program completed as requested! - NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 DATE DATE 6 p o o = dz~ o r1Et7+t n~ I JOB NO.~ SHEET NO. OF CALCULATED BY CHECKED 'Pat @ = GI7,e?97k x IYGaY = /t5o k LS a5 = O X002 X ~2 ~~K /Z vulr2 4-T -6"' = O. oop ~-x -f -2 ik/Z -0 2o, i v\ w n M U y~ V1 D 6 u U ~ 3 J 3. U Ifs VI U ~ E ~i wg ~ L ISM E l 0 a) ~ E E N E o ® n m Dw w v v o 1 ~ 7 rn d c `-t E c~ N 4m w c H c 3 U L J U ~ U ~ ` U ~ ~ U U 9 F9! 2 W U q E ll El f5 ❑ C rig M , " C7 33 G ` VV G a y 3 76 ` 3 3 B U u L; CO m CD U Cl E 3 (.2 1~ I VV c Pq 1~1 O a ` \ v ",mot 3 v 3 6 3 0 U U o ° ® D co 00 L9 E C G E C- V1'', E C _ 3 u ^ u d ' ~ 75 V V r 61 U J t+y ty U U u v v ~ ~ IyU CI v Q Q~ ¢ d' l Q Q Q m / Y \ N I O I- co O It ~F O Or 1 parallel to numbered grids at third floor at fifth floor direction parallel to Ioolumn Ecdumn Isleb3m length of column EEhoislls EElsiaylls Y (slsb5ih length of column EEl~ilh EEl6,.bf c IF k kllr using column column b d rb rd k Is klulrb klufrd numbered grids below above @ third @ third below location e above @ fifth @ fifth alignment span 1 span 2 trib. width chart k 10/A5 C4 16 24 4.8 7.2 1 228 47 5 ~1 221 - 14 21 819, ae 243101 133.51 22813006981 ff4 ~ o 213404 141 36288 228 2315 220413 356150 4 0.621 0.661 20.9 _J t................. i 1... . . it I L .I. f I C_ - 1 11 L C 1..._..... __.:___s:~ . I 1;{ l . - I l f I~.... _ I I - r _ ~ rat o ~ I I SAFE v8,0.8 - File: 3rdfl - May 26,2007 17:42 - Scale: Fit to Page Structural Layer Plan View - Kip-in Units I SAFE v8.0.8 - File: 3rdfl - May 26,2007 17:43 - Scale: Fit to Page Structural Layer Plan View - Kip-in Units SAFE v8.0.8 File: 3RDFL lb-ft Units PAGE 3 May 26,2007 17:46 S U R F A C E L 0 A D S Load Case LIVE AREA UNIFORM-W F6 40.000 F3 40.000 F2-1 40.000 F2-2 40.000 F2-3 40.000 143 100.000 145 100.000 148 100.000 117 40.000 164 40.000 165 40.000 167 40.000 166 40.000 163 125.000 160 100.000 155 40.000 158 100.000 162 100.000 35 100.000 91 40.000 92 100.000 • is SAFE v8.0.8 File: 3RDFL lb-ft Units PAGE 5 May 26,2007 17:46 S U R F A C E L 0 A D S Load Case SDEAD AREA UNIFORM-W F6 15.000 F3 15.000 F2-1 15.000 F2-2 15.000 F2-3 15.000 143 15.000 145 5.000 148 15.000 117 15.000 164 15.000 165 15.000 167 15.000 166 15.000 163 5.000 160 15.000 155 30.000 170 200.000 168 200.000 158 30.000 162 15.000 172 275.000 35 50.000 91 15.000 92 10.000 0 SAFE v8.0.8 File: 3RDFL Kip-ft Units PAGE 1 May 27,2007 15:06 P O I N T L O A D S Load Case DEAD POINT VERTICAL MOMENT-X MOMENT-Y 57 5.82 0.000 0.000 • 0 SAFE v8.0.8 File: 3RDFL Kip-ft Units PAGE 2 May 27,2007 15:06 P O I N T L O A D S Load Case LIVE POINT VERTICAL MOMENT-X MOMENT-Y 57 4.41 0.000 0.000 118 6.43 0.000 0.000 117 3.60 0.000 0.000 58 8.77 0.000 0.000 • 1/ 1I u SAFE v8.0.8 File: 3RDFL Kip-ft Units PAGE 3 May 27,2007 15:06 P O I N T L O A D S Load Case SDEAD POINT VERTICAL MOMENT-X MOMENT-Y 118 8.41 0.000 0.000 117 4.73 0.000 0.000 58 11.45 0.000 0.000 is 9 SAFE v8.0.8 File: 3RDFL Kip-ft Units PAGE 1 May 27,2007 15:08 S T A T I C L 0 A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DEAD DEAD 1.0000 2.0000 LIVE LIVE 0.0000 1.0000 SDEAD DEAD 0.0000 2.0000 E 0 SAFE v8.0.8 File: 3RDFL lb-ft Units PAGE 7 May 26,2007 17:46 L O A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR COMB1 DEAD DEAD 1.000 SDEAD DEAD 1.000 LIVE LIVE 1.000 DCON1 DEAD DEAD 1.400 SDEAD DEAD 1.400 DCON2 DEAD DEAD 1.200 LIVE LIVE 1.600 SDEAD DEAD 1.200 u 0 A 1 3.5 71111 F-1111 ~1111 Bju,_~ j ....I i . . I , 1 60 1.40 -1.20 1.00 -0.80 rr 0.60 -0.40 0.20 0.00 ~ l h N"gIggg ~ iA~ as nh ItpI F4'~~P fit- r ~ - ~ Ii C SAFE v8.0.8 - File: 3rdfl - May 27,2007 14:11 Scale: Fit to Page Cracked Deformed Shape (COM61) - Kip-in Units Top X-Strip Reinforcement (Sq-in) in addition to #5 @ 12.000 (Top) - Kip-in Units SAFE Ivory -I I-.vl - I V - Uvgl G. I It tV rdyU Bottom X-Strip Reinforcement (Sq-in) in addition to #5 @ 12.000 (Bot) - Kip-in Units - c, vi uu - may ul 4vvl i4, i i - JOdie., rn w rdy@ Bottom Y-Strip Reinforcement (Sq-in) in addition to #5 @ 12.000 (Bot) - Kip-in Units SA rP rz. S2S SAFE v8.0.8 - File: 3RD-RG - May 27,2007 14:27 - Scale: Fit to Page Structural Layer Plan View - Kip-in Units Structural Layer Plan View - Kip-in Units ouaawai Layer rian view - Kip-in units SAFE v8.0.8 File: 3RD-RG lb-ft Units PAGE 1 May 27,2007 14:42 S U R F A C E L O A D S Load Case LIVE AREA UNIFORM-W F52-1 100.000 F52-2 100.000 1 100.000 F110 40.000 147 100.000 148 100.000 150 40.000 151 100.000 69 100.000 118 100.000 158 100.000 162 100.000 154 100.000 3 100.000 2 40.000 4 100.000 0 E SAFE v8.0.8 File: 3RD-RG lb-ft Units PAGE 2 May 27,2007 14:42 S U R F A C E L O A D S Load Case SDEAD AREA UNIFORM-W F52-1 15.000 F52-2 15.000 1 15.000 F110 15.000 147 50.000 148 10.000 150 15.000 151 15.000 69 5.000 118 5.000 158 30.000 162 15.000 154 15.000 171 75.000 3 15.000 2 15.000 4 15.000 0 2 SAFE v8.0.8 File: 3RD-RG lb-ft Units PAGE 3 May 27,2007 14:42 S T A T I C L O A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DEAD DEAD 1.0000 2.0000 LIVE LIVE 0.0000 1.0000 SDEAD DEAD 0.0000 2.0000 O • SAFE v8.0. 8 File: 3RD-RG lb-ft Units PAGE 4 May 27,2007 14:42 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR COMB1 DEAD DEAD 1.000 SDEAD DEAD 1.000 LIVE LIVE 1.000 DCON1 DEAD DEAD 1.400 SDEAD DEAD 1.400 DCON2 DEAD DEAD 1.200 LIVE LIVE 1.600 SDEAD DEAD 1.200 0 Ep SAFE v8.U.8 - Hie: 3RD-K(3 - May 27,2UU7 14:34 - Scale: Fit to Page Bottom X-Strip Reinforcement (Sq-in) in addition to #5 @ 12.000 (Bot) - Kip-in Units SAFE v8.0.8 - File: 3RD-RG - May 27,2007 14:36 - Scale: Fit to Page Bottom Y-Stria Reinforcement (Sa-in) in addition to #5 (a) 12.000 (Bot) - Kip-in Units ,.Art vo.u.a - t-ue: jNu-Kh - May zt,zuuf 14:sS - Scale: I-It to rage Too Y-Stria Reinforcement (So-in) in addition to #5 0 12.000 (Ton) - Kio-in Units sHrt Vb.U.S - Hie: 3HU-KG - May 27,2007 14:40 - Scale: Fit to Page Top X-Strip Reinforcement (Sq-in) in addition to #5 @ 12.000 (Top) - Kip-in Units ~gc SAFE t.;7: cnu - may u,cwi W.4c - ocaic. rn W rage Structural Layer Plan View - Kip-in Units .q App. 8 - File: 02ndF - May 27,2007 13:43 - Scale: Fit to Page ,.,r Dien Viow _ vin-in I Inifc SAFE v8.0.8 File: 02NDF lb-ft Units PAGE 1 May 27,2007 13:47 S U R F A C E L O A D S Load Case DD AREA UNIFORM-W F17 100.000 F15 15.000 F29 5.000 A254 5.000 F177 5.000 117 5.000 A248 120.000 12 5.000 1/ J1 J • SAFE v8.0.8 File: 02NDF lb-ft Units PAGE 2 May 27,2007 13:47 S U R F A C E L 0 A D S Load Case LL AREA UNIFORM-W F17 20.000 F15 100.000 F29 40.000 A254 125.000 F177 125.000 117 40.000 12 100.000 • v SAFE v8.0.8 File: 02NDF Kip-in Units PAGE 1 May 27,2007 13:59 L O A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR COMB1 DD DEAD 1.000 LL DEAD 1.000 DCON1 DD DEAD 1.400 LL DEAD 1.400 DCON2 DD DEAD 1.200 LL DEAD 1.600 • 0 SAFE v8.0.8 File: 02NDF Kip-in Units PAGE 3 May 27,2007 13:43 S T A T I C L O A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DD DEAD 1.0000 2.0000 LL DEAD 0.0000 1.0000 0 SAFE Y 12A 1.12 -0.96 u.v.u - uc. vanes -may ~r,cvvl w.•+i - ocaie. rn w rdye Cracked Deformed Shape (COMB1) - Kip-in Units SAFE „guy - uv - i u iv v ayc Bottom Y-Strip Reinforcement (Sq-in) in addition to #5 @ 12.000 (Bot) - Kip-in Units SAFE Y I~ RAPP vR n R _ MI.- r19-4P _ I,Aav 97 9nm 112.130 a .a... Ca n Top Y-Strip Reinforcement (Sq-in) in addition to #5 @ 12.000 (Top) - Kip-in Units C571 75 7679 78 80 81 82 83 89 85 F8 60 87 88 89 91 92 93 94 95 96 97 98 99 IOO 101 IOZ 183 109 105 106 I07 108 SA CAI=-0 n 0 Ciln. no AC AA.... X19 ~'Inn9 AO.nn Top X-Strip Reinforcement (Sq-in) in addition to #5 @V12.000 (Top) - Kip-in Units A SAFE v8,0.8 - File: 02ndF - May 27,2007 13:38 - Scale: Fit to Page Bottom X-Strip Reinforcement (Sq-in) in addition to #5 @ 12.000 (Bot) - Kip-in Units SAFE u 0 • IZAmp CAA , sz 42. 71 13 l ~13.7 14 15 T i T T Q Q + + + + + + + + + + + Q SAFE v8.0.8 - File: RAMp - May 26,2007 15:21 - Scale: Fit to Page Qfm-fi-I i wcr pion Nhm- _ 6,_f+ i ln;#o SAFE v8.0.8 File: RAMP lb-ft Units PAGE 1 May 26,2007 15:19 S U R F A C E L 0 A D S Load Case DD AREA UNIFORM-W 2 50.000 C7 0 SAFE v8.0.8 File: RAMP lb-ft Units PAGE 2 May 26,2007 15:19 S U R F A C E L 0 A D S Load Case LL AREA UNIFORM-W 2 40.000 0 N SAFE v8.0.8 File: RAMP lb-ft Units PAGE 3 May 26,2007 15:19 S T A T I C L 0 A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DD DEAD 1.0000 2.0000 LL LIVE 0.0000 1.0000 ,I J1 u 0 SAFE v8.0.8 File: RAMP lb-in Units PAGE 5 May 26,2007 15:18 S L A B S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SLAB SLAB SLAB UNIT LABEL MODULUS RATIO THICKII THICKJJ THICKIJ WEIGHT SLAB10 3600000 0.200 10.000 10.000 10.000 0.087 0 SAFE !12. 71 i13~1 Q I Q 13.7j 14 15 ~j T T -315. -270. -225. -180. -135. SAFE v8.0.8 - File: RAMp - May 26,2007 15:14 - Scale: Fit to Page Cracked Deformad Shang (('OMRASD) - Ih-in I Initc SAFE SAFE v8.0.8 - File: RAMp - May 26,2007 15:15 - Scale: Fit to Page Roffnm V-Strin Rpinfnrrpmpnt (Sn-in) - Ih-in I Inits SAFE SAFE v8.0.8 - File: RAMp - May 26,2007 15:16 - Scale: Fit to Page Ton Y-Strip RPinforrPmant (Sn-in) - Ih-in IJnits SAFE SAFE v8.0.8 - File: bridgeFDIIE- May 30,2007 22:46 - Scale: Fit to Page Structural Layer Plan View - Kip-in Units 3II12i,J.41 3.53.2. 8 T 4 ~ SAFE v8.0.8 File: BRIDGEFDB lb-ft Units PAGE 2 May 26,2007 17:21 S U R F A C E L O A D S Load Case LL AREA UNIFORM-W 7 100.000 1 100.000 5 100.000 e 0 SAFE v8.0.8 File: BRIDGEFDB lb-ft Units PAGE 1 May 26,2007 17:21 S U R F A C E L O A D S Load Case DD AREA UNIFORM-W 7 5.000 1 5.000 5 5.000 • G SAFE v8.0.8 File: BRIDGEFDB Kip-in Units PAGE 6 May 26,2007 17:17 S L A B S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WEIGHT SLAB10NO 377.533 COL 36.002 N 0 SAFE v8.0.8 File: BRIDGEFDB Kip-in Units PAGE 5 May 26,2007 17:17 S L A B S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SLAB SLAB LABEL MODULUS RATIO THICKII THICKJJ SLAB10NO 3600.000 0.200 10.000 10.000 COL 3600.000 0.200 120.000 120.000 0 SLAB UNIT THICKIJ WEIGHT 10.000 8.680E-05 120.000 8.681E-05 1E SAFE v8.0.8 File: BRIDGEFDB Kip-in Units PAGE 9 May 26,2007 17:17 S T A T I C L 0 A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DD DEAD 1.0000 3.0000 LL DEAD 0.0000 1.0000 • 0 SAFE v8.0.8 File: BRIDGEFDB Kip-in Units PAGE 10 May 26,2007 17:17 L O A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR DCON1 DD DEAD 1.000 LL DEAD 1.000 DCON2 DD DEAD 1.200 LL DEAD 1.600 • 0 SAFE ~j Q H- . ,Q 1~ ~ H l o 10 _ Q i j k r~ 1 SAFE I - SAFE v8.0.8 - File: bridgeFDV,~- May 30,2007 22:48 - Scale: Fit to Page Top X-Strip Reinforcement (Sq-in) in addition to #5 @ 12.000 (Top) - Kip-in Units L SAFE SAFE v8.0.8 - File: bridgeFDV,~- May 3P,2007 22:47 - Scale: Fit to P ge Top Y-Strip Reinforcement (Sq-in) in addition to #5 @ 12.000 (Top) - Kip-in Units SAFE ~ May 32007 22:47 -Scale: Fit to Pbge SAFE v8.0.8 - File: bridgeFDV Bottom Y-Strip Reinforcement (Sq-in) in a dition to #5 @ 12.000 (Bot) ~ Kip-in Units SAFE II i N r Q M Q Q <Tl Q _ a Q I Q! Z~s E i Q { I E~ : L-n SAFE v8.0.8 File: bridgeFD - May 3 0,2007 22:47 - Scale: Fit to Page Bottom X-Strip Reinforcement (Sq-in) in a dition to #5 @ 12.000 (Bot) - Kip-in Units SAFE kr SAFE v8.0.8 - File: 02ndF - May 27,2007 13:38 - Scale: Fit to Page Punching Shear Capacity Ratios - Kip-in Units SAFE V8.0.8 File: 02NDF Kip-ft Units PAGE 1 May 30,2007 14:50 P U N C H I N G S H E A R S T R E S S C H E C K POINT X Y RATIO COMBO VMAX VCAP V MX MY DEPTH PERIM LOC 159 N/C 195 N/C 164 299.50 -69.75 0.741 DCON1 20.259 27.322 -117.855 72.582 -20.777 0.719 10.875 I 225 N/C 171 19.50 -57.25 1.016 DCON1 27.771 27.322 -107.014 .175.451 65.-693 0.719 9.687 E 151 19.50 -77.25 0.912 DCON1 24.911 27.322 -168.334 -11.322 49.491 0.719 10.875 I 131 19.50 -97.25 0.992 DCON1 27.099 27.322 -175.287 2.757 81.456 0.719 10.875 I 106 19.50 -117.25 0.827 DCON1 22.595 27.322 -122.967 -98.079 25.589 0.719 10.875 I 122 42.00 -112.25 1.586 DCON1 43.346 27.322 -238.251 -126.615 105.190 0.719 10.875 I 123 N/C 124 95.00 -112.25 1.174 DCON1 32.078 27.322 -191.718 -119.011 17.033 0.719 10.875 I 141 117.50 -86.46 1.434 DCON1 39.175 27.322 -234.267 151.403 14.436 0.719 10.875 I 108 117.50 -113.13 1.476 DCON1 40.341 27.322 -202.484 -186.605 73.506 0.719 10.875 I 142 145.50 -86.46 1.398 DCON1 38.183 27.322 -174.008 134.462 -152.406 0.719 10.875 I 109 145.50 -113.13 1.417 DCON1 38.717 27.322 -164.331 -165.129 -153.667 0.719 10.875 I 143 159.50 -86.46 1.392 DCON1 38.042 27.322 -168.077 127.371 170.644 0.719 10.875 I 110 159.50 -113.13 1.414 DCON1 38.638 27.322 -158.796 -158.760 171.377 0.719 10.875 I 144 187.50 -86.46 1.400 DCON1 38.254 27.322 -231.236 151.259 -4.975 0.719 10.875 I 111 187.50 -113.13 1.461 DCON1 39.926 27.322 -182.938 -175.451 -122.240 0.719 10.875 I 219 229.67 -23.21 0.788 DCON1 21.517 27.322 -116.793 86.595 -31.885 0.719 10.875 I 220 243.50 -23.21 1.335 DCON1 36.473 27.322 -166.225 112.420 161.589 0.719 10.875 I 178 243.50 -55.13 1.419 DCON1 38.767 27.322 -183.456 -217.533 -58.087 0.719 10.875 I 127 261.42 -112.25 1.367 DCON1 37.346 27.322 -226.428 -84.395 -66.556 0.719 10.875 I 221 271.50 -23.21 1.302 DCON1 35.579 27.322 -216.622 128.712 13.016 0.719 10.875 I 179 271.50 -55.13 1.316 DCON1 35.952 27.322 -172.047 -206.549 44.655 0.719 10.875 I 163 271.50 -69.75 0.714 DCON1 19.518 27.322 -95.437 40.557 91.129 0.719 10.875 I 147 271.50 -86.46 1.386 DCON1 37.866 27.322 -183.482 132.355 126.973 0.719 10.875 I 128 286.38 -112.25 1.186 DCON1 32.411 27.322 -159.730 -99.821 -115.971 0.719 10.875 I 223 299.50 -23.21 1.246 DCON1 34.040 27.322 -192.269 104.638 -65.495 0.719 10.875 I 181 299.50 -55.13 1.219 DCON1 33.315 27.322 -137.551 -171.896 -111.306 0.719 10.875 I 135 299.50 -88.17 1.094 DCON1 29.894 27.322 -199.791 61.779 16.303 0.719 10.875 I 115 299.50 -113.13 1.159 DCON1 31.677 27.322 -142.884 -80.302 161.088 0.719 10.875 I 182 315.75 -55.13 0.630 DCON1 17.202 27.322 -111.316 -21.817 31.535 0.719 10.875 I 224 321.42 -23.21 0.971 DCON1 26.539 27.322 -122.765 101.013 -94.183 0.719 10.875 I 183 332.00 -55.13 1.498 DCON1 40.919 27.322 -203.872 57.526 209.798 0.719 10.875 I 136 332.00 -88.17 1.391 DCON1 38.011 27.322 -233.601 -110.120 36.289 0.719 10.875 I 116 332.00 -113.13 0.999 DCON1 27.302 27.322 -176.046 -83.508 -2.608 0.719 10.875 I 227 N/C jnyPr~°' 184 364.50 -55.13 1.452 DCON1 39.676 27.322 -270.957 69.347 20.946 0.719 10.875 I (p~u~rt 137 364.50 -88.17 1.473 DCON1 40.253 27.322 -243.319 -148.838 15.562 0.719 10.875 I 117 364.50 -113.13 0.984 DCON1 26.891 27.322 -172.620 -78.515 8.101 0.719 10.875 I 185 397.00 -55.13 1.451 DCON1 39.652 27.322 -177.672 37.813 -267.092 0.719 10.875 I 138 397.00 -88.17 1.234 DCON1 33.715 27.322 -187.712 -10.085 -164.700 0.719 10.875 I 118 397.00 -113.13 1.012 DCON1 27.663 27.322 -175.002 -81.212 -13.807 0.719 10.875 I 228 N/C 119 427.88 -113.13 0.794 DCON1 21.692 27.322 -110.634 6.663 -129.155 0.719 10.875 I 133 427.88 -95.67 0.792 DCON1 21.642 27.322 -110.113 -12.585 -123.545 0.719 10.875 I 125 205.29 -112.25 1.260 DCON1 34.439 27.322 -182.828 -125.995 73.086 0.719 10.875 I 126 230.25 -112.25 1.340 DCON1 36.603 27.322 -223.305 -74.179 70.581 0.719 10.875 I 186 408.67 -55.13 0.779 DCON1 21.274 27.322 -90.474 34.686 140.085 0.719 10.875 I 394 117.50 -127.00 0.357 DCON1 9.753 27.322 -61.228 -18.679 15.913 0.719 10.875 I 395 145.50 -127.00 0.347 DCON1 9.469 27.322 -52.530 -14.684 -34.845 0.719 10.875 I 396 159.50 -127.00 0.365 DCON1 9.985 27.322 -52.492 -12.691 46.210 0.719 10.875 I 397 187.50 -127.00 0.356 DCON1 9.728 27.322 -58.222 -16.913 -24.160 0.719 10.875 I 287 N/ C 281 19.50 -127.00 0.512 DCON1 14.001 27.322 -78.235 26.760 45.171 0.719 10.875 I 464 42.00 -81.25 1.225 DCON1 33.473 27.322 -218.210 85.088 -15.028 0.719 10.875 I 304 N/ C 318 411.04 -77.25 0.691 DCON1 18.872 27.322 -125.903 -20.069 29.747 0.719 10.875 I 5 46.28 -57.27 0.980 DCON1 26.784 27.322 -95.565 168.803 -87.678 0.719 9.726 E DECON STUDRAILSCAN: USA: 800-527-L 800-36-DECON PROJECT TITLE: four season May 30,2007: Column 1 - STUDRAIL DETAIL 1.98 in. Ii GENERAL DATA File Name: C:\...\2ndfloor.INW Project Title: four season Design Code: ACI 318-95 System of Units: US (in., lb.) gamma, 0: 0 STUDRAIL DATA Stud yield strength (fy): 50000 psi Stud Diameter: 5/8 in. Stud Spacing: 4 in. SLAB DATA Effective depth (d): 8.75 in. Slab thickness: 10 in. Top cover: .75 in. Bottom cover: .75 in. Concrete strength ft): 5000 psi Concrete Density: Normal Weight Number of rails/column 10 Number of studs/rail s Stud diameter 5/8 in. Stud spacing, s 4 in _ Distance to first stud, So 4 in. Overall height of rail 8 1/2 in. Top cover 3/4 in. Bottom cover j 3/4 in. CONNECTION DATA Connection Name: Column 1 Connection Type: Interior Column Column size x: 16 in. Column size y: 24 in. Overhang (x): 0 in. Overhang (y): 0 in. Vu: 270.957 kip Mox: 70 ft-kip Moy: 20 ft-kip Prestress (fpc): 0 psi Number of Studrails: Automatic STUDRAIL LAYOUT PLAN VIEW DECON STUDRAILSCAN: USA: 800-527- 80036- ECION PROJECT TITLE: four season (May 30,2007) DESIGN PARAMETERS AT d/2 FROM COLUMN FACE: Column centroid: Xo = 0.00 in. Yo = 0.00 in. Critical Section Area: Ac = 1006.3 in7^2 Moments of Inertia: Jx = 1.67E+05 in7^4 Jy = 1.10E+05 in7^4 Jxy = 0.00E+00 in714 Maximum shear stress: vu = 315 psi at x = 12.38 in. y = 16.38 in. Shear resistance: ovn = 240 psi DESIGN PARAMETERS OUTSIDE SHEAR REINFORCED ZONE: Column centroid: Xo = 0.00 in. Yo = 0.00 in. Critical Section Area: Ac = 2537.6 in7^2 Moments of Inertia: Jx = 2.66E+06 in7^4 Jy = 2.39E+06 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 114 psi at x = 9.81 in. y = 48.38 in. Shear resistance: ovn = 120 psi 0 DECON STUDRAILS PROJECT TITLE: four season i USA: 800-527-RAIL CAN: 800-36-DECON 'Mav 30,2007) Column 1 - STUDRAIL DETAIL 1.98 in. ,-y 16 in. x 24 in. COLUMN GENERAL DATA File Name: C:\...\2ndfl.INW Project Title: four season Design Code: ACI 318-95 System of Units: US (in., lb.) gamma, 0: 0 STUDRAIL DATA Stud yield strength (fy): 50000 psi Stud Diameter: 5/8 in. Stud Spacing: 4 in. SLAB DATA Effective depth (d): 8.75 in. Slab thickness: 10 in. Top cover: .75 in. Bottom cover: .75 in. Concrete strength (f c): 5000 psi Concrete Density: Normal Weight Number of rails/column 7 Number of studs/rail 13 Stud diameter 5/8 in. Stud spacing, s ! 4 in. Distance to first stud, So 4 in. Overall height of rail 8 1/2 in. Top cover 3/4 in. Rnttnm rnvPr 3/4 in. CONNECTION DATA Connection Name: Column 1 Connection Type: Edge Column Column size x: 16 in. Column size y: 24 in. Overhang (x): 0 in. Overhang (y): 0 in. Vu: 107.014 kip Mox: 175.451 ft-kip Moy: 65.693 ft-kip Prestress (fpc): 0 psi Number of Studrails: Automatic DECON STUDRAILSCAN: 800-36- USA: 800-527- ECION PROJECT TITLE: four season DESIGN PARAMETERS AT d/2 FROM COLUMN FACE: Column centroid: Xo = -6.73 in. Yo = 0.00 in. Critical Section Area: Ac = 643.1 in712 Moments of Inertia: Jx = 1.21 E+05 in7^4 Jy = 2.88E+04 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 301 psi at x = 5.65 in. y = 16.38 in. Shear resistance: ovn = 240 psi DESIGN PARAMETERS OUTSIDE SHEAR REINFORCED ZONE: Column centroid: Xo = -34.63 in. Yo = 0.00 in. Critical Section Area: Ac = 1903.8 in7^2 Moments of Inertia: Jx = 4.09E+06 in7^4 Jy = 9.20E+05 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 119 psi at x = -42.63 in. y = 68.38 in. Shear resistance: ovn = 120 psi 0 May 30,2007 N 6~ runcning shear Capacity Ratios - Kip-in Units SAFE v8.0.8 File: 3RDFL Kip-ft Units PAGE 1 May 30,2 007 15:34 P U N C H I N G S H E A R S T R E S S C H E C K POINT X Y RATIO COMBO VMAX VCAP V MX MY DEPTH PERIM LOC 59 N/C 12 N/C 223 299.50 -23.21 2.475 DCON2 67.621 27.322 -129.256 127.551 -401.215 0.833 5.665 E 48 N/C 52 N/C 25 N/C 213 N/C 189 N/C 150 N/C 130 N/C 121 N/C 72 N/C 62 N/C 45 N/C 27 N/C 231 19.50 -17.21 1.343 DCON2 36.695 27.322 -123.669 67.666 97.619 0.721 8.217 I 190 19.50 -37.25 1.597 DCON2 43.628 27.322 -162.243 -7.989 161.681 0.721 8.217 I 171 19.50 -57.25 1.415 DCON2 38.661 27.322 -142.742 -29.931 122.241 0.721 8.217 I 151 19.50 -77.25 0.746 DCON2 20.394 27.322 -96.666 2.152 40.414 0.721 8.217 I 131 19.50 -97.25 0.808 DCON2 22.086 27.322 -103.933 0.910 46.523 0.721 8.217 I 106 19.50 -117.25 0.632 DCON2 17.271 27.322 -68.557 -37.575 21.954 0.721 8.217 I 73 19.50 -142.25 0.675 DCON2 18.445 27.322 -92.163 57.068 12.410 0.721 9.550 I 61 19.50 -166.25 0.680 DCON2 18.566 27.322 -76.001 -100.379 -2.535 0.721 9.550 I 49 N/C 40 26.04 -198.08 1.102 DCON2 30.122 27.322 -136.146 87.130 -55.900 0.721 9.550 I 26 26.04 -226.75 0.864 DCON2 23.604 27.322 -98.948 -103.232 -26.003 0.721 9.550 I 122 42.00 -112.25 1.939 DCON2 52.970 27.322 -254.111 37.781 334.698 0.721 10.883 I 74 42.00 -142.25 2.080 DCON2 56.831 27.322 -214.424 -131.527 226.221 0.721 9.550 I 63 42.00 -162.25 1.318 DCON2 36.012 27.322 -142.397 -54.287 159.960 0.721 9.550 I 22 N/C 214 50.00 -23.21 1.517 DCON2 41.447 27.322 -189.682 184.667 -127.893 0.721 10.883 I 173 50.00 -55.13 1.671 DCON2 45.643 27.322 -200.341 -124.801 -239.109 0.721 10.883 I 215 75.50 -23.21 1.867 DCON2 51.022 27.322 -241.579 281.316 160.447 0.763 11.050 I 123 72.50 -112.25 2.729 DCON2 74.551 27.322 -166.838 397.032 -256.632 0.721 7.273 E 76 72.50 -142.25 2.168 DCON2 59.245 27.322 -222.065 -171.093 -203.793 0.721 9.550 I 65 72.50 -162.25 1.262 DCON2 34.479 27.322 -144.357 -36.416 -152.769 0.721 9.550 I 51 72.50 -177.25 0.811 DCON2 22.157 27.322 -98.642 -18.877 -88.653 0.721 9.550 I 28 61.21 -220.25 0.515 DCON2 14.059 27.322 -60.795 -19.863 53.165 0.721 9.550 I 46 72.50 -191.92 0.916 DCON2 25.022 27.322 -101.578 85.184 56.810 0.721 9.550 I 29 81.04 -220.25 0.675 DCON2 18.437 27.322 -115.852 -20.614 1.398 0.721 9.550 I 124 N/C 77 N/C 66 95.00 -162.25 0.599 DCON2 16.359 27.322 -33.086 -17.388 -69.144 0.721 5.580 E 36 95.00 -205.25 0.974 DCON2 26.600 27.322 -105.968 -74.056 -81.302 0.721 9.550 I 17 N/C 216 103.50 -23.21 1.404 DCON2 38.373 27.322 -165.553 87.932 -157.140 0.763 9.717 I 175 103.50 -55.13 1.861 DCON2 50.853 27.322 -205.957 -128.618 -303.845 0.763 10.383 I 202 117.50 -30.25 1.499 DCON2 40.962 27.322 -180.152 121.196 132.409 0.763 9.717 I 166 117.50 -61.75 1.349 DCON2 36.861 27.322 -190.435 -10.127 162.047 0.763 9.717 I 141 117.50 -86.46 1.464 DCON2 39.988 27.322 -253.366 58.140 29.582 0.763 9.717 I 108 117.50 -113.13 1.538 DCON2 42.030 27.322 -186.441 -194.304 60.443 0.763 9.717 I 78 N/C 79 N/C 80 N/C 81 N/C 82 N/C 67 205.29 -144.75 2.164 DCON2 59.120 27.322 -122.988 -44.797 267.706 0.721 5.729 E 68 230.25 -144.75 1.365 DCON2 37.305 27.322 -196.497 -13.659 -106.457 0.721 9.550 I 69 249.75 -144.75 1.477 DCON2 40.357 27.322 -218.617 -2.702 114.890 0.721 9.550 I 70 272.17 -144.75 1.845 DCON2 50.419 27.322 -212.154 108.378 -162.713 0.721 9.550 I 71 N/C 203 145.50 -30.25 1.709 DCON2 46.706 27.322 -196.986 136.568 -170.229 0.763 9.717 I 167 145.50 -61.75 1.762 DCON2 48.147 27.322 -191.297 -154.378 -186.018 0.763 9.717 I 142 145.50 -86.46 1.439 DCON2 39.326 27.322 -178.049 58.567 -176.062 0.763 9.717 I 109 145.50 -113.13 1.534 DCON2 41.924 27.322 -144.382 -179.508 -161.802 0.763 9.717 I 204 159.50 -30.25 1.433 DCON2 39.149 27.322 -181.542 78.215 145.779 0.763 9.717 I 168 159.50 -61.75 1.536 DCON2 41.966 27.322 -177.273 -118.178 157.041 0.763 9.717 I 143 159.50 -86.46 1.410 DCON2 38.531 27.322 -178.621 60.710 160.364 0.763 9.717 I 110 205 159.50 -113.13 187.50 -30.25 1.507 1.614 DCON2 DCON2 41.172 44.105 27.322 27.322 -147.206 -243.272 -172.260 54.112 151.762 -118.441 0.763 0 763 9.717 9 717 I I 169 187.50 -61.75 1.608 DCON2 43.922 27.322 -231.605 -81.201 -112.038 . 0.763 . 9.717 I 144 187.50 -86.46 1.451 DCON2 39.657 27.322 -254.990 44.559 -35.075 0.763 9.717 I 111 187.50 -113.13 1.551 DCON2 42.380 27.322 -164.815 -180.359 -125.355 0.763 9.717 I 125 205.29 -112.25 1.321 DCON2 36.104 27.322 -203.290 10.125 120.136 0.763 9.717 I 218 N/C • SAFE v8.0.8 File: 3RDFL Kip-ft Units PAGE 2 May 30,2007 15:34 P U N C H I N G S H E A R S T R E S S C H E C K POINT X Y RATIO COMBO VMAX VCAP v MX MY 176 206.00 -55.13 1.076 DCON2 29.407 27.322 -121.069 -46.923 -150.434 177 215.50 -55.13 1.439 DCON2 39.312 27.322 -141.027 -109.220 198.141 219 229.67 -23.21 0.795 DCON2 21.721 27.322 -91.362 -74.421 1.484 126 230.25 -112.25 1.851 DCON2 50.572 27.322 -274.154 112.595 94.264 220 243.50 -23.21 2.084 DCON2 56.950 27.322 -227.370 186.286 213.122 178 243.50 -55.13 1.845 DCON2 50.415 27.322 -241.906 -249.841 24.029 221 N/C 179 N/C 147 271.50 -86.46 1.477 DCON2 40.354 27.322 -243.664 -112.883 218.686 128 N/C 181 299.50 -55.13 2.519 DCON2 68.812 27.322 -147.470 7.396 -390.440 135 299.50 -88.17 2.544 DCON2 69.497 27.322 -137.450 -116.764 -422.693 115 299.50 -113.13 3.626 DCON2 99.067 27.322 -18.209 -70.850 -16.534 13 N/C 127 N/C 394 117.50 -127.00 1.098 DCON2 29.988 27.322 -162.717 51.240 1.037 395 145.50 -127.00 1.059 DCON2 28.940 27.322 -101.454 33.692 -117.044 396 159.50 -127.00 1.051 DCON2 28.707 27.322 -103.939 32.177 111.388 397 187.50 -127.00 1.083 DCON2 29.588 27.322 -137.996 36.360 -55.911 281 19.50 -127.00 0.546 DCON2 14.906 27.322 -61.285 16.806 30.834 464 42.00 -81.25 1.224 DCON2 33.450 27.322 -196.193 66.856 85.935 1115 72.50 -102.08 1.363 DCON2 37.236 27.322 -91.290 -110.254 -92.877 20 N/C 21 N/C 24 N/C DEPTH PERIM LOC 0.763 9.717 I 0.763 9.717 I 0.763 6.190 E 0.763 9.717 I 0.763 9.717 I 0.763 9.717 I 0.833 11.333 I 0.833 4.998 E 0.833 5.665 E 0.833 1.623 C 0.763 8.383 I 0.763 8.383 I 0.763 8.383 I 0.763 8.383 I 0.721 8.217 I 0.721 10.883 I 0.721 6.107 E n SAFE v8.0.8 - File: 3RD-RG - May 27,2007 14:46 - Scale: Fit to Page Punchina Shear Capacity Ratios - lb-ft Units SAFE v8.0. 8 File: 3RD-RG Kip-ft Units PAGE 1 May 30,2007 15:30 P U N C H I N G S H E A R S T R E S S C H E C K POINT X Y RATIO COMBO VMAX VCAP V MX MY DEPTH PERIM LOC 59 N/C 34 N/C 223 N/C 81 187.50 -142.25 0.450 DCON2 12.308 27.322 -53.285 -7.105 -27.498 0.721 8.217 I 82 196.08 -142.25 0.351 DCON2 9.587 27.322 -40.141 -18.716 10.642 0.721 8.217 I 67 2„29__-_144.75 1.320 DCON2 36.062 27.322 -153.241 43.101 146.779 0.721 9.550 I 68 230.25 -144.75 1.175 DCON2 32.094 27.322 -177.186 8.121 -78.966 0.721 9.550 I 69 249.75 -144.75 1.476 DCON2 40.335 27.322 -214.510 7.965 117.630 0.721 9.550 I 70 272.17 -144.75 1.430 DCON2 39.061 27.322 -184.579 0.146 -167.226 0.721 9.550 I IrA Q)( o1 71 N/C 55 230.25 -177.25 1.411 DCON2 38.552 27.322 -193.214 -99.456 46.798 0.721 9.550 I P ur1G~1E~t 56 261.42 -177.25 1.866 DCON2 50.971 27.322 -177.181 -233.257 -118.552 0.721 9.550 I z 38 N/C Ly 205 187.50 -30.25 1.021 DCON2 27.889 27.322 -187.444 18.436 -21.022 0.763 9.717 I 169 187.50 -61.75 1.092 DCON2 29.847 27.322 -169.791 -76.384 28.392 0.763 9.717 I 144 187.50 -86.46 1.372 DCON2 37.474 27.322 -185.846 41.639 148.615 0.763 9.717 I 111 187.50 -113.13 0.911 DCON2 24.877 27.322 -111.469 -141.105 6.545 0.763 9.717 I 125 N/C 218 N/C 176 206.00 -55.13 1.076 DCON2 29.388 27.322 -126.906 -24.495 -160.087 0.763 9.717 I 177 215.50 -55.13 1.363 DCON2 37.238 27.322 -138.196 -94.156 187.380 0.763 9.717 I 219 229.67 -23.21 0.822 DCON2 22.446 27.322 -89.288 -84.804 -1.480 0.763 6.190 E 126 N/C 220 243.50 -23.21 2.043 DCON2 55.822 27.322 -230.220 181.759 194.834 0.763 9.717 I 178 243.50 -55.13 1.747 DCON2 47.739 27.322 -241.132 -228.204 6.456 0.763 9.717 I 221 N/C 179 N/C 147 271.50 -86.46 1.380 DCON2 37.709 27.322 -232.072 -103.951 195.323 0.833 11.333 I 128 N/C 181 299.50 -55.13 1.533 DCON2 41.880 27.322 -266.310 24.350 -149.283 0.833 10.000 I 135 299.50 -88.17 1.703 DCON2 46.532 27.322 -312.100 -187.108 120.137 0.833 11.333 I 115 N/C 182 315.75 -55.13 0.851 DCON2 23.263 27.322 -171.408 80.974 35.540 0.833 11.333 I 224 N/C 225 N/C 183 332.00 -55.13 1.815 DCON2 49.582 27.322 -302.864 47.889 351.114 0.833 11.333 I 136 332.00 -88.17 1.701 DCON2 46.467 27.322 -338.655 -158.512 9.456 0.833 10.667 I 116 N/C p Nn~(1 /C r 84 - -55.13 364.50 1.707 DCON2 46.629 27.322 -397.400 30.703 -7.941 0.833 10.667 I 137 364.50 -88.17 1.793 DCON2 48.993 27.322 -344.163 -202.738 3.379 0.833 10.667 I 117 N/C 'Iw 228 N/C 185 397.00 -55.13 1.989 DCON2 54.332 27.322 -262.694 172.966 -431.140 0.833 11.333 I 138 397.00 -88.17 1.829 DCON2 49.966 27.322 -326.219 -135.391 -54.780 0.833 10.000 I 118 N/C 194 N/C 186 408.67 -55.13 1.150 DCON2 31.412 27.322 -135.322 113.483 154.290 0.833 10.000 I 157 425.21 -77.25 1.075 DCON2 29.359 27.322 -167.668 9.260 -156.350 0.833 10.000 I 133 427.88 -95.67 0.964 DCON2 26.346 27.322 -146.607 11.475 -145.335 0.833 10.000 I 119 N/C 127 N/C 10 N/C 20 N/C 32 N/C 35 N/C 397 187.50 -127.00 0.620 DCON2 16.934 27.322 -84.994 16.247 25.704 0.763 8.383 I 1113 205.29 -177.25 1.738 DCON2 47.490 27.322 -120.326 -108.117 181.455 0.721 6.773 E >1114 205.29 -198.08 1.539 DCON2 42.040 27.322 -67.301 -71.949 174.787 0.721 6.220 E fecow, 0 DECON STUDRAILSCAN: USA: 800-527-RAIL 80036-DECON PROJECT TITLE: (NONE) (May 30,2007 Column 1 - STUDRAIL DETAIL 1.98 in. V11 VIEW STUDRAIL DATA Stud yield strength (fy): 50000 psi Stud Diameter: 5/8 in. Stud Spacing: 4 in. SLAB DATA Effective depth (d): 10.75 in. Slab thickness: 11.5 in. Top cover: .75 in. Bottom cover: .75 in. Concrete strength ft): 5000 psi Concrete Density: Normal Weight Number of rails/column 10 Number of studs/rail 9 Stud diameter 5/8 in. Stud spacing, s 4 in. Distance to first stud, So 4 in. Overall height of rail 10 in. Top cover 3/4 in. Bottom cover 3/4 in. CONNECTION DATA Connection Name: Column 1 Connection Type: Interior Column Column size x: 16 in. Column size y: 24 in. Overhang (x): 0 in. Overhang (y): 0 in. Vu: 400 kip Mox: 30 ft-kip Moy: 7 ft-kip Prestress (fpc): 0 psi Number of Studrails: Automatic GENERAL DATA File Name: C:\...\3rdfl.INW Project Title: (NONE) Design Code: ACI 318-95 System of Units: US (in., lb.) gamma, 0: 0 DECON STUDRAILSCAN: USA: 800-527-RAIL 800 36- ECON PROJECT TITLE: (NONE) (May 30,2007 DESIGN PARAMETERS AT d/2 FROM COLUMN FACE: Column centroid: Xo = 0.00 in. Yo=0.00 in. Critical Section Area: Ac = 1322.3 in7^2 Moments of Inertia: Jx = 2.49E+05 in7^4 Jy = 1.68E+05 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 316 psi at x = 13.38 in. y = 17.38 in. Shear resistance: ovn = 240 psi DESIGN PARAMETERS OUTSIDE SHEAR REINFORCED ZONE: Column centroid: Xo = 0.00 in. Yo=0.00 in. Critical Section Area: Ac = 3432.1 in7^2 Moments of Inertia: Jx = 4.32E+06 in7^4 Jy = 3.92E+06 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 119 psi at x = 10.23 in. y = 53.38 in. Shear resistance: ovn = 120 psi 0 DECON STUDRAILS PROJECT TITLE: (NONE USA: 800-527-RAIL CAN: 800-36-DECON May 30,2007) Column 1 - STUDRAIL DETAIL 1.98 in. • ` .35 in. 5/8 in. 5/16 in. 4 i n. 4in in. 20 in. STUDRAIL LAYOUT PLAN VIEW I 16 in. x 24 in. COLUMN GENERAL DATA File Name: C:\...\3rdfloor.INW Project Title: (NONE) Design Code: ACI 318-95 System of Units: US (in., lb.) gamma, 0: 0 STUDRAIL DATA Stud yield strength (fy): 50000 psi Stud Diameter: 5/8 in. Stud Spacing: 4 in. SLAB DATA Effective depth (d): 8.5 in. Slab thickness: 10 in. Top cover: .75 in. Bottom cover: .75 in. Concrete strength (fc): 5000 psi Concrete Density: Normal Weight A I 8 1 /2 in. 'Number of rails/column 7 Number of studs/rail Stud diameter 4 5/8 in. Stud spacing, s 4 in. Distance to first stud, So 4 in. Overall height of rail 8 1/2 in. Top cover 3/4 in. Bottom cover 3/4 in. CONNECTION DATA Connection Name: Column 1 Connection Type: Edge Column Column size x: 16 in. Column size y: 24 in. Overhang (x): 0 in. Overhang (y): 0 in. Vu: 67.301 kip Mox: 71.949 ft-kip Moy: 174.787 ft-kip Prestress (fpc): 0 psi Number of Studrails: Automatic DECON STUDRAILSICAN: USA: 800-36-DEIGN PROJECT TITLE: (NONE DESIGN PARAMETERS AT d/2 FROM COLUMN FACE: Column centroid: Xo = -6.63 in. Yo = 0.00 in. Critical Section Area: Ac = 620.5 in7^2 Moments of Inertia: Jx = 1.15E+05 in7^4 Jy = 2.75E+04 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 281 psi at x = 5.62 in. y = 16.25 in. Shear resistance: ovn = 240 psi DESIGN PARAMETERS OUTSIDE SHEAR REINFORCED ZONE: Column centroid: Xo = -15.63 in. Yo = 0.00 in. Critical Section Area: Ac = 980.4 in7^2 Moments of Inertia: Jx = 5.77E+05 in7^4 Jy = 1.29E+05 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 113 psi at x = 12.62 in. Shear resistance: 0 y = 13.76 in. ovn = 120 psi May 30,2007 E DECON STUDRAILSCAN:USA: 800-527- 800-36D CION PROJECT TITLE: (NONE (Kay 30,2007 Column 1 - STUDRAIL DETAIL 1.98 in. .35 in. - 5/8 in. 5/16 in. _ i 4 in. H-4 4 in. 80 in. 8 1/2 in. Number of rails/column 8 Number of studs/rail 19 Stud diameter 5/8 in. Stud spacing, s 4 in. Distance to first stud, So ! 4 in. Overall height of rail ! 8 1/2 in. Top cover 3/4 in. Bottom cover 3/4 in. GENERALDATA File Name: C:\...\3rdfloor1.INW Project Title: (NONE) Design Code: ACI 421.1 R-92 System of Units: US (in., lb.) gamma, 0: 0 STUDRAIL DATA Stud yield strength (fy): 50000 psi Stud Diameter: 5/8 in. Stud Spacing: 4 in. CONNECTION DATA Connection Name: Column 1 Connection Type: Edge Column Column size x: 24 in. Column size y: 16 in. Overhang (x): 0 in. Overhang (y): 0 in. Vu: 153.241 kip Mox: 43.101 ft-kip Moy: 146.779 ft-kip Prestress (fpc): 0 psi Number of Studrails: Automatic SLAB DATA Effective depth (d): 8.5 in. Slab thickness: 10 in. Top cover: .75 in. Bottom cover: .75 in. Concrete strength ft): 5000 psi Concrete Density: Normal Weight L DECON STUDRAILSCAN: USA: 800-527- 800-36-D CION PROJECT TITLE: (NONE) (May 30,2007 DESIGN PARAMETERS AT d/2 FROM COLUMN FACE: Column centroid: Xo = -6.40 in. Yo = 0.00 in. Critical Section Area: Ac = 688.5 in7^2 Moments of Inertia: Jx = 8.25E+04 in7^4 Jy = 6.09E+04 in7^4 Jxy = 0.00E+00 in7^4 Maximum shear stress: vu = 305 psi at x = 9.85 in. y = 12.25 in. Shear resistance: ovn = 240 psi DESIGN PARAMETERS OUTSIDE SHEAR REINFORCED ZONE: Column centroid: Xo = -46.46 in. Yo=0.00 in. Critical Section Area: Ac = 2490.9 in7"2 Moments of Inertia: Jx = 8.92E+06 in7^4 Jy = 2.33E+06 in7^4 Jxy = 0.00E+00 in7114 Maximum shear stress: vu = 120 psi at x = -58.46 in. Shear resistance • y = 88.25 in. ovn = 120 psi 0 SAFE SAFE v8.0.8 - File: plant - May 30,2007 22:33 - Scale: Fit to Page Structural Layer Plan View - lb-ft Units SAFE v8.0.8 File: PLANT lb-ft Units PAGE 1 May 30,2007 22:34 S U R F A C E L O A D S Load Case DD AREA UNIFORM-W 2 600.000 C~ 0 SAFE v8.0.8 File: PLANT lb-ft Units PAGE 2 May 30,2007 22:34 S U R F A C E L O A D S Load Case LL AREA UNIFORM-W 2 40.000 1 ; 0 SAFE v8.0.8 File: PLANT lb-ft Units PAGE 3 May 30,2007 22:34 B E A M S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SECTION MOMENT LABEL MODULUS RATIO AREA INERTIA BEAM1 5.184E+08 0.200 2.000 0.667 SHEAR TORSION UNIT AREA CONSTANT WEIGHT 1.667 0.458 150.000 SAFE v8.0.8 File: PLANT lb-ft Units PAGE 4 May 30,2007 22:34 B E A M S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WEIGHT BEAM1 0.000 0 e SAFE v8.0.8 File: PLANT lb-ft Units PAGE 5 May 30,2007 22:34 S L A B S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SLAB SLAB SLAB UNIT LABEL MODULUS RATIO THICKII THICKJJ THICKIJ WEIGHT SLAB16 5.184E+08 0.200 1.333 1.333 1.333 149.990 col 5.184E+08 0.200 10.000 10.000 10.000 150.008 0 SAFE v8.0.8 File: PLANT lb-ft Units PAGE 6 May 30,2007 22:34 S L A B S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WEIGHT SLAB16 494843 col 20001.024 0 SAFE v8.0.8 File: PLANT lb-ft Units PAGE 7 May 30,2007 22:34 S U P P O R T P R O P E R T I E S SUPPORT CONSTANT CONSTANT CONSTANT LABEL KZZ KRX KRY (WI COL1 1.382E+08 1.843E+08 81920000 12WALL 51840000 17280000 SOIL1 172800 14WALL 60480173 27440235 • 0 SAFE v8.0.8 File: PLANT lb-ft Units PAGE 8 May 30,2007 22:34 S T A T I C L O A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR DD DEAD 1.0000 3.0000 LL LIVE 0.0000 1.0000 • 0 SAFE v8.0.8 File: PLANT lb-ft Units PAGE 9 May 30,2007 22:34 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR DCON2 DD DEAD 1.200 LL LIVE 1.600 COMBASD DD DEAD 1.000 LL LIVE 1.000 0 SAFE SAFE v8.0.8 - File: plant - May 30,2007 22:37 - Scale: Fit to Page Bottom X-Strip Reinforcement (Sq-in) in addition to #7 @ 1.000 (Bot) - lb-ft Units SAFE SAFE v8.0.8 - File: plant - May 30,2007 22:37 - Scale: Fit to Page Bottom Y-Strip Reinforcement (Sq-in) in addition to #7 @ 1.000 (Bot) - lb-ft Units SAFE SAFE v8.0.8 - File: plant - May 30,2007 22:37 - Scale: Fit to Page Top Y-Strip Reinforcement (Sq-in) in addition to #7 @ 1 .000 (Top) - lb-ft Units SAFE SAFE v8.0.8 - File: plant - May 30,2007 22:38 - Scale: Fit to Page Top X-Strip Reinforcement (Sq-in) in addition to #7 @ 1.000 (Top) - lb-ft Units NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 JOB 092, rolAIZ 5GASOW, fEgoCT- VIOQI L I CO. SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE S~E~-T ~ Oil @ ~f? P 13 ~TW~E,J IZ i 3 S-r I-) (~P/ 1 z sn PCE 3rD -2 AAIP l o SST 24 H ~2q*L}2' l o o g ~'sf ACTIVE fPP2ES5u12~ ra 62,4 X lo' 6 74 PSf- V~ R I ~ ►2 P ~ S c,~(~% 2 Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in'4 X = 0; E = 3605; I = 4096; X = 22; E = 3605; I = 2744; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 10; Disp = 0; X = 22; Disp = 0; X = 30; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 10; UStart = -0.75; UEnd = 0; XStart = 0; XEnd = 22; UStart = -1.6; UEnd = -1.6; XStart = 22; XEnd = 42; UStart = -1.6; UEnd = 0; • WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Reactions - kips, kip ft 14.413 T Shear - kips l6n C Moment - kip ft Checked: 111 T 1n cnnnOF Date: Page: T 4.264572 23.040709 Rotation - radians .000421 Deflection - inches -0.212394-1 WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Analysis Data: Beam Length = 42. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 9.824 -14.413 10.000 20.576 22.000 12.288 30.000 12.262 Equilibrium: Force Reaction Diff Vert -54.950 Rot 858.367 54.950 -858.368 -0.000 -0.002 kips kip ft 9w Min & Max values: Min Shear = -9.926 kips at 10.000 feet Max Shear = 10.650 kips at 10.000 feet Min Moment = -23.041 kip ft at 30.000 feet Max Moment = 14.265 kip ft at 16.737 feet Min Rotation = -0.0004208 radians at 20.947 feet Max Rotation = 0.001676 radians at 42.000 feet Min Deflection = -0.212394 in at 42.000 feet Max Deflection = 0.010549 in at 26.842 feet is WinBeam 3.30 - Registered to NISHKIAN MENNINGER 13`i NISNKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 I WALE @ L/N~- I A4 : 10 I 12 joB (706 K ~~~~~5 ~IrvO. RAJ L SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE 5o Pc ID -24 H 24 gz ,42 ~'q X 10, 62Y p5f -76~ cT l v~ ~Ssu 7--- I. J.2 Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in^4 X = 0; E = 3605; I = 4096; X = 32; E = 3605; I = 4096; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 22; Disp = 0; X = 32; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 32; RSpring = 60000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 10; UStart = -0.75; UEnd = 0; XStart = 0; XEnd = 17; UStart = -1.23; UEnd = -1.23; XStart = 17; XEnd = 32; UStart = -1.23; UEnd = 0; XStart = 20; XEnd = 32; UStart = -0.32; UEnd = -0.32; E WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Date: Page: Reactions - kips, kip ft 64.770 Z-~ T Shear - kips 17.993778 C Moment - kip ft T 1.253 I UC 7- 0,1 X 24 Sb-oo X 12.yl 12'~ X2.431222 ;I(-) KI~t 04043 ' 64IZ _ -64.,76986 AS 0 Xo xbo X 17.E Rotation - radians ,0.001350 3u AS = 3v-x Q2 0. 6, 7 16 1- -4t 001378 Deflection - inches 160 .121607 WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Analysis Data: Beam Length = 32. feet Number of Nodes = 203 Number of Elements = 202 Number of Degrees of Freedom = 406 Reactions: X Vert Rot feet kips kip ft 0 17.994 -64.770 22.000 20.440 32.000 -0.708441 -1.253 Equilibrium: Force Reaction Diff Vert -37.725 37.725 0.000 kips Rot 493.025 -493.026 -0.001 kip ft (Win & Max values: Min Shear = -12.431 kips at Max Shear = 17.994 kips at Min Moment = -64.770 kip ft at Max Moment = 30.204 kip ft at Min Rotation = -0.001378 radians at Max Rotation = 0.001350 radians at Min Deflection = -0.121607 in at Max Deflection = 0.015160 in at • 22.000 feet 0 feet 0 feet 11.591 feet 18.579 feet 4.762 feet 11.591 feet 25.651 feet Date: Page: WinBeam 3.30 - Registered to NISHKIAN MENNINGER JOB (?~g3 0U~ Sc ASont e~Q~F NISHKIAN MENNINGER CONSULTING AND STRUCTURAL ENGINEERS 1200 Folsom Street, San Francisco, CA 94103 Tel: (415) 541-9477 Fax: (415) 543-5071 SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE SECT otJ C uT 1-7 7 4, ...f fi IZI ID I ( 2'- l9 24 2L-x 3 /'~CT(v~ sSL2 6-2--qX 10' 77 .624, IPS. - WATF--V -Pp- a E-4 1, 2 Project: By: Date: Checked: Date: Page: Description: Units: English Properties - X = feet, E = ksi, I = in'4 X = 0; E = 3605; I = 4096; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; Rotation = 0; X = 10; Disp = 0; X = 36; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad X = 36; RSpring = 60000; Point Loads - X = feet, PLoad = kips, Moment = kip ft Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 19; UStart = -1.38; UEnd = -1.38; XStart = 0; XEnd = 10; UStart = -0.75; UEnd = 0; XStart = 19; XEnd = 36; UStart = -1.38; UEnd = 0; U n WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Reactions - kips, kip ft 10.702 T Shear - kips moment - kip ft 4L Rotation - radians T 7.398104 Date: Page: 13.522 T S~ 15.810619 31341 4a b? ~ r2 - 65` 903858 &.-7 <IOxIZf .S 002645 -0. Deflection - inches 637 - 6250 WinBeam 3.30 - Registered to NISHKIAN MENNINGER Project: By: Date: Checked: Analysis Data: Beam Length = 36. feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 1.739 10.702 10.000 33.209 36.000 6.752 13.522 Equilibrium: Force Reaction Vert -41.700 41.700 Rot 550.930 -550.931 Diff -0.000 kips -0.001 kip ft tv fin & Max values: Min Shear = -15.811 kips at Max Shear = 17.398 kips at Min Moment = -65.904 kip ft at Max Moment = 44.531 kip ft at Min Rotation = -0.002837 radians at Max Rotation = 0.002645 radians at Min Deflection = -0.296250 in at Max Deflection = 0.018637 in at • 10.000 feet 10.000 feet 10.000 feet 23.160 feet 34.011 feet 14.680 feet 23.521 feet 7.143 feet Date: Page: WinBeam 3.30 - Registered to NISHKIAN MENNINGER SAFE enee,.4no C7l.eenone AA..~ .,.r ..~I r.~.a i - tr-- n w i ayc Structural Layer Plan View - Kip-in Units SAFE SAFE v8.0.8 - File: 110805 - May 30,2007 22:22 - Scale: Fit to Page Structural Layer Plan View - Kip-in Units SAFE v8.0.8 File: 110805 Kip-in Units PAGE 1 May 30,2007 22:11 P O I N T L 0 A D S Load Case DEAD POINT VERTICAL MOMENT-X MOMENT-Y 213 410.00 0.000 0.000 189 660.00 0.000 0.000 150 500.00 0.000 0.000 130 350.00 0.000 0.000 121 380.00 0.000 0.000 72 170.00 0.000 0.000 62 170.00 0.000 0.000 48 47.73 0.000 0.000 27 70.85 0.000 0.000 45 74.63 0.000 0.000 190 290.00 0.000 0.000 171 290.00 0.000 0.000 151 260.00 0.000 0.000 131 260.00 0.000 0.000 49 260.00 0.000 0.000 73 410.00 0.000 0.000 231 240.00 0.000 0.000 106 240.00 0.000 0.000 61 370.00 0.000 0.000 40 390.00 0.000 0.000 26 290.00 0.000 0.000 122 1250.00 0.000 0.000 74 630.00 0.000 0.000 63 400.00 0.000 0.000 22 36.66 0.000 0.000 214 860.00 0.000 0.000 173 880.00 0.000 0.000 123 820.00 0.000 0.000 215 790.00 0.000 0.000 124 640.00 0.000 0.000 216 600.00 0.000 0.000 175 740.00 0.000 0.000 202 420.00 0.000 0.000 166 570.00 0.000 0.000 141 730.00 0.000 0.000 108 203 530.00 420.00 0.000 0.000 0.000 0.000 167 460.00 0.000 0.000 142 570.00 0.000 0.000 109 450.00 0.000 0.000 204 420.00 0.000 0.000 168 460.00 0.000 0.000 143 570.00 0.000 0.000 110 450.00 0.000 0.000 205 370.00 0.000 0.000 169 530.00 0.000 0.000 144 730.00 0.000 0.000 111 460.00 0.000 0.000 218 263.48 0.000 0.000 176 370.00 0.000 0.000 177 520.00 0.000 0.000 219 420.00 0.000 0.000 220 500.00 0.000 0.000 176 660.00 0.000 0.000 127 960.00 0.000 0.000 221 610.00 0.000 0.000 179 1320.00 0.000 0.000 163 70.00 0.000 0.000 147 760.00 0.000 0.000 128 600.00 0.000 0.000 223 570.00 0.000 0.000 181 190.00 0.000 0.000 164 70.00 0.000 0.000 135 990.00 0.000 0.000 115 550.00 0.000 0.000 182 750.00 0.000 0.000 224 330.00 0.000 0.000 225 500.00 0.000 0.000 183 1310.00 0.000 0.000 136 1070.00 0.000 0.000 116 740.00 0.000 0.000 227 550.00 0.000 0.000 184 310.00 0.000 0.000 137 990.00 0.000 0.000 117 690.00 0.000 0.000 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 2 May 30,2007 22:11 P O I N T L 0 A D S Load Case DEAD POINT VERTICAL MOMENT-X MOMENT-Y 185 1190.00 0.000 0.000 138 970.00 0.000 0.000 118 660.00 0.000 0.000 187 440.00 0.000 0.000 228 680.00 0.000 0.000 157 280.00 0.000 0.000 119 390.00 0.000 0.000 133 390.00 0.000 0.000 125 630.00 0.000 0.000 126 960.00 0.000 0.000 394 170.00 0.000 0.000 395 170.00 0.000 0.000 396 170.00 0.000 0.000 397 170.00 0.000 0.000 281 170.00 0.000 0.000 464 1180.00 0.000 0.000 472 110.00 0.000 0.000 473 110.00 0.000 0.000 474 110.00 0.000 0.000 475 110.00 0.000 0.000 237 226.42 0.000 0.000 258 181.51 0.000 0.000 398 243.56 0.000 0.000 41 316.67 0.000 0.000 23 17.25 0.000 0.000 21 92.25 0.000 0.000 236 93.58 0.000 0.000 235 81.23 0.000 0.000 234 78.54 0.000 0.000 233 82.58 0.000 0.000 232 91.24 0.000 0.000 230 100.32 0.000 0.000 210 110.68 0.000 0.000 201 121.98 0.000 0.000 196 202.59 0.000 0.000 105 85.19 0.000 0.000 120 116.98 0.000 0.000 159 142.91 0.000 0.000 158 156.91 0.000 0.000 85 138.11 0.000 0.000 97 94.11 0.000 0.000 50 292.56 0.000 0.000 64 50.73 0.000 0.000 75 49.74 0.000 0.000 400 63.17 0.000 0.000 399 96.37 0.000 0.000 84 47.68 4.360 65.097 401 115.03 0.000 0.000 402 73.40 0.000 0.000 403 77.72 0.000 0.000 272 184.41 0.000 0.000 406 204.08 0.000 0.000 407 111.41 0.000 0.000 162 400.39 0.000 0.000 419 367.52 0.000 0.000 408 259.83 0.000 0.000 273 180.51 52.798 -10.290 413 185.45 -60.512 -9.435 414 145.69 0.000 0.000 415 172.86 0.000 0.000 416 140.52 0.000 0.000 417 166.73 0.000 0.000 418 104.03 0.000 0.000 420 113.27 2.403 1.747 421 122.04 0.000 0.000 422 215.70 0.000 0.000 477 227.67 -29.631 -3940.118 287 215.70 0.000 0.000 160 295.70 0.000 0.000 423 215.70 0.000 0.000 424 265.70 0.000 0.000 425 265.70 0.000 0.000 426 215.70 0.000 0.000 427 215.70 0.000 0.000 428 265.70 0.000 0.000 SAFE v8.0.8 File: 110805 Kip -in Units PAGE 3 May 30,2007 22:11 P O I N T L 0 A D S Load Case DEAD POINT VERTICAL MOMENT-X MOM ENT-Y 429 265.70 0. 000 0 .000 430 215.70 0. 000 0 .000 174 480.00 51. 072 17 .582 823 61.63 -0. 645 -0 .873 824 68.32 1. 847 -0 .873 825 74.02 0. 000 0 .000 826 79.72 0. 000 0 .000 e 0 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 4 May 30,2007 22:11 L I N E L 0 A D S Load Case DEAD LINE TOTAL-W INPLANE-M OUTPLANE-M 12 9.00 1080.000 0.000 25 5.00 -132.000 0.000 24 5.00 -132.000 0.000 23 5.00 132.000 0.000 22 5.00 -132.000 0.000 21 9.00 0.000 132.000 20 9.00 132.000 0.000 19 9.00 132.000 0.000 18 9.00 132.000 0.000 17 9.00 132.000 0.000 16 9.00 132.000 0.000 15 9.00 132.000 0.000 14 9.00 132.000 0.000 13 9.00 132.000 0.000 9 5.00 -132.000 0.000 7 5.00 -132.000 0.000 8 5.00 132.000 0.000 5 5.00 -132.000 0.000 6 5.00 132.000 0.000 4 5.00 -132.000 0.000 3 5.00 132.000 0.000 0 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 5 May 30,2007 22:11 S U R F A C E L 0 A D S Load Case DEAD AREA UNIFORM-W 3 2.778E-05 5 2.778E-05 35 2.778E-05 38 2.778E-05 133 2.778E-05 167 2.778E-05 170 2.778E-05 172 2.778E-05 173 2.778E-05 174 2.778E-05 175 2.778E-05 176 2.778E-05 177 2.778E-05 178 2.778E-05 179 2.778E-05 180 2.778E-05 181 2.778E-OS 186 2.778E-05 187 2.778E-05 188 2.778E-05 189 2.778E-05 190 2.778E-05 191 2.778E-05 192 2.778E-05 193 2.778E-05 194 6.944E-04 195 6.944E-04 196 6.944E-04 4 2.778E-05 2 2.778E-05 17 2.778E-05 16 2.778E-05 37 6.944E-04 41 0.004 74 0.004 153 0.004 140 0.004 • SAFE v8.0.8 File: 110805 Kip-in Units PAGE 6 May 30,2007 22:11 P O I N T L 0 A D S Load Case LIVE POINT VERTICAL MOMENT-X MOMENT-Y 213 170.00 0.000 0.000 189 290.00 0.000 0.000 150 220.00 0.000 0.000 130 180.00 0.000 0.000 121 200.00 0.000 0.000 72 100.00 0.000 0.000 62 100.00 0.000 0.000 48 13.05 0.000 0.000 27 18.67 0.000 0.000 45 19.89 0.000 0.000 190 210.00 0.000 0.000 171 210.00 0.000 0.000 151 190.00 0.000 0.000 131 190.00 0.000 0.000 49 50.00 0.000 0.000 73 137.44 0.000 0.000 231 266.40 0.000 0.000 106 150.00 0.000 0.000 61 140.00 0.000 0.000 40 100.00 0.000 0.000 26 83.74 0.000 0.000 122 600.00 0.000 0.000 74 290.00 0.000 0.000 63 100.00 0.000 0.000 22 5.51 0.000 0.000 214 520.00 0.000 0.000 173 460.00 0.000 0.000 123 440.00 0.000 0.000 215 440.00 0.000 0.000 124 250.00 0.000 0.000 216 360.00 0.000 0.000 175 370.00 0.000 0.000 202 220.00 0.000 0.000 166 270.00 0.000 0.000 141 270.00 0.000 0.000 108 230.00 0.000 0.000 203 220.00 0.000 0.000 167 210.00 0.000 0.000 142 280.00 0.000 0.000 109 210.00 0.000 0.000 204 330.66 0.000 0.000 168 210.00 0.000 0.000 143 280.00 0.000 0.000 110 210.00 0.000 0.000 205 180.00 0.000 0.000 169 250.00 0.000 0.000 144 370.00 0.000 0.000 111 210.00 0.000 0.000 218 144.50 0.000 0.000 176 190.00 0.000 0.000 177 250.00 0.000 0.000 219 160.00 0.000 0.000 220 200.00 0.000 0.000 178 290.00 0.000 0.000 127 380.00 0.000 0.000 221 280.00 0.000 0.000 179 510.00 0.000 0.000 163 20.00 0.000 0.000 147 530.00 0.000 0.000 128 230.00 0.000 0.000 223 250.00 0.000 0.000 181 100.00 0.000 0.000 164 20.00 0.000 0.000 135 280.00 0.000 0.000 115 210.00 0.000 0.000 182 310.00 0.000 0.000 224 130.00 0.000 0.000 225 250.00 0.000 0.000 183 510.00 0.000 0.000 136 290.00 0.000 0.000 116 280.00 0.000 0.000 227 250.00 0.000 0.000 184 180.00 0.000 0.000 137 320.00 0.000 0.000 117 260.00 0.000 0.000 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 7 May 30,2007 22:11 P O I N T L 0 A D S Load Case LIVE POINT VERTICAL MOMENT-X MOMENT-Y 185 450.00 0.000 0.000 138 330.00 0.000 0.000 118 250.00 0.000 0.000 187 200.00 0.000 0.000 228 340.00 0.000 0.000 157 120.00 0.000 0.000 119 150.00 0.000 0.000 133 150.00 0.000 0.000 125 270.00 0.000 0.000 126 380.00 0.000 0.000 394 120.00 0.000 0.000 395 120.00 0.000 0.000 396 120.00 0.000 0.000 397 120.00 0.000 0.000 281 100.00 0.000 0.000 464 590.00 0.000 0.000 472 60.00 0.000 0.000 473 60.00 0.000 0.000 474 81.53 0.000 0.000 475 60.00 0.000 0.000 237 99.62 0.000 0.000 258 77.91 0.000 0.000 398 81.53 0.000 0.000 41 104.01 0.000 0.000 23 0.91 0.000 0.000 21 16.93 0.000 0.000 236 36.56 0.000 0.000 235 30.61 0.000 0.000 234 33.21 0.000 0.000 233 39.09 0.000 0.000 232 47.88 0.000 0.000 230 56.56 0.000 0.000 210 65.64 0.000 0.000 201 75.30 0.000 0.000 196 123.49 0.000 0.000 105 17.33 0.000 0.000 120 12.86 0.000 0.000 159 50.23 0.000 0.000 158 60.00 0.000 0.000 85 69.80 0.000 0.000 97 35.19 0.000 0.000 50 84.98 0.000 0.000 64 9.96 0.000 0.000 75 12.74 0.000 0.000 400 19.50 0.000 0.000 399 30.85 0.000 0.000 84 18.41 3.567 26.317 401 39.59 0.000 0.000 402 24.38 0.000 0.000 403 25.37 0.000 0.000 272 100.43 0.000 0.000 406 110.28 0.000 0.000 407 60.40 0.000 0.000 162 178.63 0.000 0.000 419 158.48 0.000 0.000 408 113.41 0.000 0.000 273 80.34 24.463 -4.853 413 81.28 -25.797 -4.396 414 64.12 0.000 0.000 415 78.07 0.000 0.000 416 62.49 0.000 0.000 417 76.25 0.000 0.000 418 44.26 0.000 0.000 420 48.13 0.891 0.653 421 54.51 0.000 0.000 422 141.10 0.000 0.000 477 139.57 -17.599 -2417.515 287 141.10 0.000 0.000 160 141.10 0.000 0.000 423 141.10 0.000 0.000 424 141.10 0.000 0.000 425 141.10 0.000 0.000 426 141.10 0.000 0.000 427 141.10 0.000 0.000 428 141.10 0.000 0.000 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 8 May 30,2007 22:11 P O I N T L O A D S Load Case LIVE POINT VERTICAL MOMENT-X MOMENT-Y 429 141.10 0.000 0.000 430 141.10 0.000 0.000 174 260.00 30.335 10.727 823 25.50 -0.016 -0.327 824 27.89 0.462 -0.327 825 33.41 0.000 0.000 826 34.45 0.000 0.000 • 0 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 9 May 30,2007 22:11 S U R F A C E L O A D S Load Case LIVE AREA UNIFORM-W 3 2.778E-04 5 2.778E-04 35 2.778E-04 38 2.778E-04 133 2.778E-04 167 2.778E-04 170 2.778E-04 172 2.778E-04 173 2.778E-04 174 2.778E-04 175 2.778E-04 176 2.778E-04 177 2.778E-04 178 2.778E-04 179 2.778E-04 180 2.778E-04 181 2.778E-04 186 2.778E-04 187 2.778E-04 188 2.778E-04 189 2.778E-04 190 2.778E-04 191 2.778E-04 192 2.778E-04 193 2.778E-04 194 1.389E-04 195 1.389E-04 196 1.389E-04 4 2.778E-04 2 2.778E-04 17 2.778E-04 16 2.778E-04 37 1.389E-04 :7 SAFE v8.0. 8 File: 110805 Kip-in Units PAGE 10 May 30,2007 22:11 P O I N T L O A D S Load Case EQX POINT VERTICAL MOMENT-X MOMENT-Y 213 -6.98 0.000 0.000 189 10.66 0.000 0.000 150 6.04 0.000 0.000 130 -0.32 0.000 0.000 121 -0.77 0.000 0.000 72 0.25 0.000 0.000 62 0.24 0.000 0.000 48 0.44 0.000 0.000 27 -0.55 0.000 0.000 45 0.92 0.000 0.000 190 0.35 0.000 0.000 171 0.67 0.000 0.000 151 0.87 0.000 0.000 131 1.83 0.000 0.000 49 -111.82 0.000 0.000 73 0.94 0.000 0.000 231 3.46 0.000 0.000 106 1.14 0.000 0.000 61 -10.23 0.000 0.000 40 -10.60 0.000 0.000 26 -3.61 0.000 0.000 122 -5.55 0.000 0.000 74 -2.05 0.000 0.000 63 14.48 0.000 0.000 22 -3.02 0.000 0.000 214 -1.42 0.000 0.000 173 -34.61 0.000 0.000 123 -1.85 0.000 0.000 215 4.26 0.000 0.000 124 4.65 0.000 0.000 216 1.71 0.000 0.000 175 12.25 0.000 0.000 202 -0.72 0.000 0.000 166 1.14 0.000 0.000 141 11.79 0.000 0.000 108 0.55 0.000 0.000 203 6.53 0.000 0.000 167 -1.30 0.000 0.000 142 -2.49 0.000 0.000 109 -1.00 0.000 0.000 204 1.55 0.000 0.000 168 0.97 0.000 0.000 143 2.41 0.000 0.000 110 0.90 0.000 0.000 205 -4.61 0.000 0.000 169 -3.74 0.000 0.000 144 -10.84 0.000 0.000 ill 2.439E-04 0.000 0.000 218 -35.61 0.000 0.000 176 -9.77 0.000 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416 11.51 0.000 0.000 417 37.75 0.000 0.000 418 -17.00 0.000 0.000 420 -16.47 -0.846 0.606 421 -16.86 0.000 0.000 422 -7.10 0.000 0.000 477 3.55 0.447 39.072 287 -9.40 0.000 0.000 160 5.46 0.000 0.000 423 -19.68 0.000 0.000 424 -48.75 0.000 0.000 425 -39.62 0.000 0.000 426 -14.73 0.000 0.000 427 22.57 0.000 0.000 428 55.70 0.000 0.000 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 12 May 30,2007 22:11 P O I N T L O A D S Load Case EQX POINT VERTICAL MOMENT-X MOMENT-Y 429 61.86 0.000 0.000 430 26.96 0.000 0.000 174 2.18 -0.770 0.162 823 -2.99 0.730 -0.303 824 -5.61 -1.153 -0.303 825 -7.30 0.000 0.000 826 -10.13 0.000 0.000 1~ 0 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 13 May 30,2007 22:11 P O I N T L O A D S Load Case EQY POINT VERTICAL MOMENT-X MOMENT-Y 213 7.08 0.000 0.000 189 -28.68 0.000 0.000 150 -14.46 0.000 0.000 130 0.50 0.000 0.000 121 -0.87 0.000 0.000 72 -0.45 0.000 0.000 62 0.89 0.000 0.000 48 -0.77 0.000 0.000 27 -1.65 0.000 0.000 45 -1.54 0.000 0.000 190 0.12 0.000 0.000 171 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0.000 0.000 137 -36.05 0.000 0.000 117 39.77 0.000 0.000 SAFE V8.0.8 File: 110805 Kip-in Units PAGE 20 May 30,2007 22:11 P O I N T L O A D S Load Case EQXN POINT VERTICAL MOMENT-X MOMENT-Y 185 49.47 0.000 0.000 138 1.92 0.000 0.000 118 1.94 0.000 0.000 187 -1.17 0.000 0.000 228 -0.51 0.000 0.000 157 -4.03 0.000 0.000 119 -1.20 0.000 0.000 133 -1.02 0.000 0.000 125 -2.50 0.000 0.000 126 -0.51 0.000 0.000 394 -0.15 0.000 0.000 395 -0.05 0.000 0.000 396 0.14 0.000 0.000 397 0.20 0.000 0.000 281 -0.02 0.000 0.000 464 -23.08 0.000 0.000 472 -0.28 0.000 0.000 473 -0.10 0.000 0.000 474 0.23 0.000 0.000 475 0.07 0.000 0.000 237 -75.96 0.000 0.000 258 4.63 0.000 0.000 398 18.04 0.000 0.000 41 -57.32 0.000 0.000 23 1.41 0.000 0.000 21 -16.06 0.000 0.000 236 12.81 0.000 0.000 235 16.62 0.000 0.000 234 19.63 0.000 0.000 233 22.04 0.000 0.000 232 23.24 0.000 0.000 230 23.05 0.000 0.000 210 21.31 0.000 0.000 201 17.74 0.000 0.000 196 12.84 0.000 0.000 105 -5.00 0.000 0.000 120 -14.98 0.000 0.000 159 10.10 0.000 0.000 158 -21.00 0.000 0.000 85 -3.35 0.000 0.000 97 -8.31 0.000 0.000 50 83.93 0.000 0.000 64 10.56 0.000 0.000 75 0.82 0.000 0.000 400 20.49 0.000 0.000 399 27.64 0.000 0.000 84 -0.64 2.283 -0.794 401 -30.47 0.000 0.000 402 3.11 0.000 0.000 403 -5.26 0.000 0.000 272 6.09 0.000 0.000 406 10.39 0.000 0.000 407 -0.39 0.000 0.000 162 -58.66 0.000 0.000 419 -61.40 0.000 0.000 408 -42.23 0.000 0.000 273 19.82 8.029 -2.836 413 18.72 -3.560 -3.983 414 4.72 0.000 0.000 415 28.59 0.000 0.000 416 11.51 0.000 0.000 417 37.75 0.000 0.000 418 -17.00 0.000 0.000 420 -16.47 -0.846 0.606 421 -16.86 0.000 0.000 422 -7.10 0.000 0.000 477 3.55 0.447 39.072 287 -9.40 0.000 0.000 160 5.46 0.000 0.000 423 -19.68 0.000 0.000 424 -48.75 0.000 0.000 425 -39.62 0.000 0.000 426 -14.73 0.000 0.000 427 22.57 0.000 0.000 428 55.70 0.000 0.000 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 21 May 30,2007 22:11 P O I N T L 0 A D S Load Case EQXN POINT VERTICAL MOMENT-X MOMENT-Y 429 61.86 0.000 0.000 430 26.96 0.000 0.000 174 2.18 -0.770 0.162 823 -2.99 0.730 -0.303 824 -5.61 -1.153 -0.303 825 -7.30 0.000 0.000 826 -10.13 0.000 0.000 0 0 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 22 May 30,2007 22:11 P O I N T L O A D S Load Case EQYP POINT VERTICAL MOMENT-X MOMENT-Y 213 7.08 0.000 0.000 189 -28.68 0.000 0.000 150 -14.46 0.000 0.000 130 0.50 0.000 0.000 121 -0.87 0.000 0.000 72 -0.45 0.000 0.000 62 0.89 0.000 0.000 48 -0.77 0.000 0.000 27 -1.65 0.000 0.000 45 -1.54 0.000 0.000 190 0.12 0.000 0.000 171 -1.56 0.000 0.000 151 0.16 0.000 0.000 131 0.47 0.000 0.000 49 -5.37 0.000 0.000 73 -0.01 0.000 0.000 231 -9.43 0.000 0.000 106 0.23 0.000 0.000 61 6.41 0.000 0.000 40 -0.80 0.000 0.000 26 -3.14 0.000 0.000 122 -4.86 0.000 0.000 74 -2.16 0.000 0.000 63 4.83 0.000 0.000 22 0.70 0.000 0.000 214 1.68 0.000 0.000 173 21.66 0.000 0.000 123 -19.85 0.000 0.000 215 5.18 0.000 0.000 124 -8.70 0.000 0.000 216 -4.70 0.000 0.000 175 12.52 0.000 0.000 202 -3.81 0.000 0.000 166 -0.27 0.000 0.000 141 -2.88 0.000 0.000 108 -0.13 0.000 0.000 203 -49.98 0.000 0.000 167 -0.56 0.000 0.000 142 0.31 0.000 0.000 109 0.21 0.000 0.000 204 -3.75 0.000 0.000 168 -1.15 0.000 0.000 143 0.38 0.000 0.000 110 0.13 0.000 0.000 205 -2.30 0.000 0.000 169 0.59 0.000 0.000 144 -2.70 0.000 0.000 111 0.70 0.000 0.000 218 52.15 0.000 0.000 176 3.49 0.000 0.000 177 21.99 0.000 0.000 219 -1.25 0.000 0.000 220 -4.18 0.000 0.000 178 38.12 0.000 0.000 127 3.77 0.000 0.000 221 -4.01 0.000 0.000 179 55.02 0.000 0.000 163 0.65 0.000 0.000 147 -53.87 0.000 0.000 128 -2.27 0.000 0.000 223 -30.91 0.000 0.000 181 0.09 0.000 0.000 164 -0.05 0.000 0.000 135 -1.83 0.000 0.000 115 1.21 0.000 0.000 182 -0.20 0.000 0.000 224 -2.83 0.000 0.000 225 -11.36 0.000 0.000 183 4.75 0.000 0.00.0 136 2.63 0.000 0.000 116 -1.95 0.000 0.000 227 -1.81 0.000 0.000 184 1.23 0.000 0.000 137 148.41 0.000 0.000 117 -158.03 0.000 0.000 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 23 May 30,2007 22:11 P O I N T L 0 A D S Load Case EQYP POINT VERTICAL MOMENT-X MOMENT-Y 185 7.75 0.000 0.000 138 2.92 0.000 0.000 118 -1.71 0.000 0.000 187 -0.02 0.000 0.000 228 -0.78 0.000 0.000 157 -0.40 0.000 0.000 119 0.75 0.000 0.000 133 0.06 0.000 0.000 125 -7.62 0.000 0.000 126 -11.02 0.000 0.000 394 0.55 0.000 0.000 395 0.24 0.000 0.000 396 0.23 0.000 0.000 397 0.52 0.000 0.000 281 0.08 0.000 0.000 464 -9.51 0.000 0.000 472 -0.11 0.000 0.000 473 0.05 0.000 0.000 474 1.33 0.000 0.000 475 0.88 0.000 0.000 237 100.43 0.000 0.000 258 16.68 0.000 0.000 398 102.34 0.000 0.000 41 108.13 0.000 0.000 23 4.30 0.000 0.000 21 -32.77 0.000 0.000 236 20.50 0.000 0.000 235 23.29 0.000 0.000 234 23.63 0.000 0.000 233 22.23 0.000 0.000 232 19.22 0.000 0.000 230 15.38 0.000 0.000 210 11.20 0.000 0.000 201 7.05 0.000 0.000 196 0.43 0.000 0.000 105 -26.18 0.000 0.000 120 -19.65 0.000 0.000 159 -3.10 0.000 0.000 158 -24.15 0.000 0.000 85 10.88 0.000 0.000 97 13.35 0.000 0.000 50 18.79 0.000 0.000 64 -4.12 0.000 0.000 75 -5.94 0.000 0.000 400 -18.81 0.000 0.000 399 -0.51 0.000 0.000 84 -0.19 -9.375 -1.550 401 -22.78 0.000 0.000 402 -61.94 0.000 0.000 403 -60.35 0.000 0.000 272 9.23 0.000 0.000 406 -40.19 0.000 0.000 407 -34.08 0.000 0.000 162 91.62 0.000 0.000 419 -10.64 0.000 0.000 408 -78.20 0.000 0.000 273 25.61 -2.550 -2.961 413 -29.77 -1.394 4.679 414 43.18 0.000 0.000 415 52.09 0.000 0.000 416 -46.75 0.000 0.000 417 -58.22 0.000 0.000 418 42.68 0.000 0.000 420 -0.61 0.591 -0.633 421 -49.30 0.000 0.000 422 63.09 0.000 0.000 477 72.90 -3.825 -1281.279 287 -11.07 0.000 0.000 160 2.82 0.000 0.000 423 -4.01 0.000 0.000 424 -28.35 0.000 0.000 425 -81.47 0.000 0.000 426 -47.09 0.000 0.000 427 12.31 0.000 0.000 428 5.65 0.000 0.000 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 24 May 30,2007 22:11 P O I N T L 0 A D S Load Case EQYP POINT VERTICAL MOMENT-X MOMENT-Y 429 -48.09 0.000 0.000 430 -34.80 0.000 0.000 174 42.85 6.593 5.492 823 -2.76 -0.093 0.316 824 -0.31 0.388 0.316 825 -0.91 0.000 0.000 826 1.10 0.000 0.000 0 0 SAFE V8.0.8 File: 110805 Kip-in Units PAGE 25 May 30,2007 22:11 P O I N T L 0 A D S Load Case EQYN POINT VERTICAL MOMENT-X MOMENT-Y 213 7.08 0.000 0.000 189 -28.68 0.000 0.000 150 -14.46 0.000 0.000 130 0.50 0.000 0.000 121 -0.87 0.000 0.000 72 -0.45 0.000 0.000 62 0.89 0.000 0.000 48 -0.77 0.000 0.000 27 -1.65 0.000 0.000 45 -1.54 0.000 0.000 190 0.12 0.000 0.000 171 -1.56 0.000 0.000 151 0.16 0.000 0.000 131 0.47 0.000 0.000 49 -5.37 0.000 0.000 231 -9.43 0.000 0.000 106 0.23 0.000 0.000 61 6.41 0.000 0.000 40 -0.80 0.000 0.000 26 -3.14 0.000 0.000 122 -4.86 0.000 0.000 74 -2.16 0.000 0.000 63 4.83 0.000 0.000 22 0.70 0.000 0.000 214 1.68 0.000 0.000 173 21.66 0.000 0.000 123 -19.85 0.000 0.000 215 5.18 0.000 0.000 124 -8.70 0.000 0.000 216 -4.70 0.000 0.000 175 12.52 0.000 0.000 202 -3.81 0.000 0.000 166 -0.27 0.000 0.000 141 -2.88 0.000 0.000 108 -0.13 0.000 0.000 203 167 -.98 -0.56 0.000 0.000 0.000 0.000 142 0.31 0.000 0.000 109 0.21 0.000 0.000 204 -3.75 0.000 0.000 168 -1.15 0.000 0.000 143 0.38 0.000 0.000 110 0.13 0.000 0.000 205 -2.30 0.000 0.000 169 0.59 0.000 0.000 144 -2.70 0.000 0.000 ill 0.70 0.000 0.000 218 52.15 0.000 0.000 176 3.49 0.000 0.000 177 21.99 0.000 0.000 219 -1.25 0.000 0.000 220 -4.18 0.000 0.000 178 38.12 0.000 0.000 127 3.77 0.000 0.000 221 -4.01 0.000 0.000 179 55.02 0.000 0.000 163 0.65 0.000 0.000 147 -53.67 0.000 0.000 128 -2.27 0.000 0.000 223 -30.91 0.000 0.000 181 0.09 0.000 0.000 164 -0.05 0.000 0.000 135 -1.83 0.000 0.000 115 1.21 0.000 0.000 182 -0.20 0.000 0.000 224 -2.83 0.000 0.000 225 -11.36 0.000 0.000 183 4.75 0.000 0.000 136 2.63 0.000 0.000 116 -1.95 0.000 0.000 227 -1.81 0.000 0.000 184 1.23 0.000 0.000 137 148.41 0.000 0.000 117 -158.03 0.000 0.000 185 7.75 0.000 0.000 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 26 May 30,2007 22:11 P O I N T L 0 A D S Load Case EQYN POINT VERTICAL MOMENT-X MOMENT-Y 138 2.92 0.000 0.000 118 -1.71 0.000 0.000 187 -0.02 0.000 0.000 228 -0.78 0.000 0.000 157 -0.40 0.000 0.000 119 0.75 0.000 0.000 133 0.06 0.000 0.000 125 -7.62 0.000 0.000 126 -11.02 0.000 0.000 394 0.55 0.000 0.000 395 0.24 0.000 0.000 396 0.23 0.000 0.000 397 0.52 0.000 0.000 281 0.08 0.000 0.000 464 -9.51 0.000 0.000 472 -0.11 0.000 0.000 473 0.05 0.000 0.000 474 1.33 0.000 0.000 475 0.88 0.000 0.000 237 100.43 0.000 0.000 258 16.68 0.000 0.000 398 102.34 0.000 0.000 41 108.13 0.000 0.000 23 4.30 0.000 0.000 21 -32.77 0.000 0.000 236 20.50 0.000 0.000 235 23.29 0.000 0.000 234 23.63 0.000 0.000 233 22.23 0.000 0.000 232 19.22 0.000 0.000 230 15.38 0.000 0.000 210 11.20 0.000 0.000 201 7.05 0.000 0.000 196 0.43 0.000 0.000 105 -26.18 0.000 0.000 120 -19.65 0.000 0.000 159 -3.10 0.000 0.000 158 -24.15 0.000 0.000 85 10.88 0.000 0.000 97 13.35 0.000 0.000 50 18.79 0.000 0.000 64 -4.12 0.000 0.000 75 -5.94 0.000 0.000 400 -18.81 0.000 0.000 399 -0.51 0.000 0.000 84 -0.19 -9.375 -1.550 401 -22.78 0.000 0.000 402 -61.94 0.000 0.000 403 -60.35 0.000 0.000 272 9.23 0.000 0.000 406 -40.19 0.000 0.000 407 -34.08 0.000 0.000 162 91.62 0.000 0.000 419 -10.64 0.000 0.000 408 -78.20 0.000 0.000 273 25.61 -2.550 -2.961 413 -29.77 -1.394 4.679 414 43.18 0.000 0.000 415 52.09 0.000 0.000 416 -46.75 0.000 0.000 417 -58.22 0.000 0.000 418 42.68 0.000 0.000 420 -0.61 0.591 -0.633 421 -49.30 0.000 0.000 422 63.09 0.000 0.000 477 72.90 -3.825 -1281.279 287 -11.07 0.000 0.000 160 2.82 0.000 0.000 423 -4.01 0.000 0.000 424 -28.35 0.000 0.000 425 -81.47 0.000 0.000 426 -47.09 0.000 0.000 427 12.31 0.000 0.000 428 5.65 0.000 0.000 429 -48.09 0.000 0.000 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 27 May 30,2007 22:11 P O I N T L 0 A D S Load Case EQYN POINT VERTICAL MOMENT-X MOMENT-Y 430 -34.80 0.000 0.000 174 42.85 6.593 5.492 823 -2.76 -0.093 0.316 824 -0.31 0.388 0.316 825 -0.91 0.000 0.000 826 1.10 0.000 0.000 G 0 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 28 May 30,2007 22:11 S U R F A C E L 0 A D S Load Case WATER AREA UNIFORM-W 3 -0.006 5 -0.006 35 -0.006 38 -0.006 133 -0.006 167 -0.006 170 -0.006 172 -0.006 173 -0.006 174 -0.006 175 -0.006 176 -0.006 177 -0.006 178 -0.006 179 -0.006 180 -0.006 181 -0.006 186 -0.005 187 -0.005 188 -0.005 189 -0.005 190 -0.005 191 -0.005 192 -0.005 193 -0.005 194 -0.005 195 -0.004 196 -0.004 4 -0.006 2 -0.006 17 -0.006 16 -0.006 is SAFE v8.0.8 File: 110805 Kip-in Units PAGE 29 May 30,20 07 22:11 B E A M S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SECTION MOMENT SHEAR TORSION UNIT LABEL MODULUS RATIO AREA INERTIA AREA CONSTANT WEIGHT 141NWALL 1800.000 0.200 1680.000 2016000 1400.000 101693 0.000 121NWALL 1800.000 0.200 1440.000 1728000 1200.000 64765.476 0.000 81NWALL- 1800.000 0.200 960.000 1152000 800.000 19619.841 0.000 El. 1101 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 30 May 30,2007 22:11 B E A M S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WEIGHT 14INWALL 0.000 12INWALL 0.000 8INWALL- 0.000 0 • SAFE v8.0.8 File: 110805 Kip-in Units PAGE 31 May 30,2007 22:11 S L A B S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SLAB SLAB LABEL MODULUS RATIO THICKII THICKJJ 3.OFT814 3600.000 0.200 36.000 36.000 COLUMN 3600.000 0.200 120.000 120.000 3.OFT813 3600.000 0.200 36.000 36.000 3.OFT813 3600.000 0.200 36.000 36.000 3.OFT813 3600.000 0.200 36.000 36.000 3.OFT813 3600.000 0.200 36.000 36.000 3.OFT813 3600.000 0.200 36.000 36.000 12" TYP 3600.000 0.200 12.000 12.000 SLAB UNIT THICKIJ WEIGHT 36.000 8.681E-05 120.000 8.681E-05 36.000 8.681E-05 36.000 8.681E-05 36.000 8.681E-05 36.000 8.681E-05 36.000 8.681E-05 12.000 8.681E-05 C SAFE v8.0.8 File: 110805 Kip-in Units PAGE 32 May 30,2007 22:11 S L A B S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WEIGHT 3.OFT814 9300.039 COLUMN 411.625 3.OFT813 7933.513 3.OFT813 6639.170 3.OFT813 2168.130 3.OFT813 1397.485 3.OFT813 463.677 12" TYP 123.735 0 SAFE v8.0.8 File: 110805 Kip-in Units PAGE 33 May 30,2007 22:11 S U P P O R T P R O P E R T I E S SUPPORT CONSTANT CONSTANT CONSTANT LABEL KZZ KRX KRY SOIL 0.174 CO1 0.000 1310720 1310720 ~461 O SAFE v8.0.8 File: 110805 Kip-in Units PAGE 36 May 30,20 07 22:11 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR LIVE LIVE 1.000 EQYN QUAKE 1.600 COMB04G DEAD DEAD 1.200 LIVE LIVE 1.000 EQX QUAKE -1.600 COMB04H DEAD DEAD 1.200 LIVE LIVE 1.000 EQY QUAKE -1.600 COMB04I DEAD DEAD 1.200 LIVE LIVE 1.000 EQXP QUAKE -1.600 COMB04J DEAD DEAD 1.200 LIVE LIVE 1.000 EQXN QUAKE -1.600 COMB04K DEAD DEAD 1.200 LIVE LIVE 1.000 EQYP QUAKE -1.600 COMB04L DEAD DEAD 1.200 LIVE LIVE 1.000 EQYN QUAKE -1.600 COMB06A DEAD DEAD 0.900 LATEAR OTHER 1.600 EQX QUAKE 1.600 COMB06B DEAD DEAD 0.900 LATEAR OTHER 1.600 EQY QUAKE 1.600 COMB06C DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXP QUAKE 1.600 COMB06D DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXN QUAKE 1.600 COMB06E DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYP QUAKE 1.600 COMB06F DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYN QUAKE 1.600 COMB06G DEAD DEAD 0.900 LATEAR OTHER 1.600 EQX QUAKE -1.600 COMB06H DEAD DEAD 0.900 LATEAR OTHER 1.600 EQY QUAKE -1.600 COMB06I DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXP QUAKE -1.600 COMB06J DEAD DEAD 0.900 LATEAR OTHER 1.600 EQXN QUAKE -1.600 COMB06K DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYP QUAKE -1.600 COMB06L DEAD DEAD 0.900 LATEAR OTHER 1.600 EQYN QUAKE -1.600 ASD01A SAFE v8.0.8 File: 110805 Kip-in Units PAGE 37 May 30,2007 22:11 L 0 A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR DEAD DEAD 1.000 ASDOIB DEAD DEAD 1.000 WATER OTHER 1.000 ASD02A DEAD DEAD 1.000 LIVE LIVE 1.000 LATEAR OTHER 1.000 ASD02B DEAD DEAD 1.000 LIVE LIVE 1.000 LATEAR OTHER 1.000 WATER OTHER 1.000 ASD04A DEAD DEAD 1.000 LIVE LIVE 0.750 LATEAR OTHER 1.000 WATER OTHER 1.000 ASD04B DEAD DEAD 1.000 LIVE LIVE 0.750 LATEAR OTHER 1.000 ASD05A DEAD DEAD 1.000 LATEAR OTHER 1.000 EQX QUAKE 1.000 ASD05B DEAD DEAD 1.000 LATEAR OTHER 1.000 EQY QUAKE 1.000 ASD05C DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXP QUAKE 1.000 ASD05D DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXN QUAKE 1.000 ASDOSE DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYP QUAKE 1.000 ASDOSF DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYN QUAKE 1.000 ASDOSG DEAD DEAD 1.000 LATEAR OTHER 1.000 EQX QUAKE -1.000 ASD05H DEAD DEAD 1.000 LATEAR OTHER 1.000 EQY QUAKE -1.000 ASD05I DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXP QUAKE -1.000 ASD05J DEAD DEAD 1.000 LATEAR OTHER 1.000 EQXN QUAKE -1.000 ASD05K DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYP QUAKE -1.000 ASDOSL DEAD DEAD 1.000 LATEAR OTHER 1.000 EQYN QUAKE -1.000 concGra DEAD DEAD 1.400 WATER OTHER 1.200 LIVE LIVE 1.700 LATEAR OTHER 1.600 IN, D M 0 co (D 00 O pt 2 6 nI mm " 1 im 11 cnti I`° to iU M +117 A16 All All A13 A12 ~ All A10 A9.5 A9 A8 A8 A7 A6 AS A4 A3 F.? AS i T r r ~ IT I i J I I MMJ LJ SAFE CSY1 18, I 183 198 197 199 SAFE v8.0.8 - File: 110805 - May 30,2007 22:31 - Scale: Fit to Page Top Y-Strip Reinforcement (Sq-in) in addition to #8 @ 12.000 (Top) - Kip-in Units SAFE SAFE v8.0.8 - File: 110805 - May 30,2007 22:31 - Scale: Fit to Page Top X-Strip Reinforcement (Sq-in) in addition to #8 @ 12.000 (Top) - Kip-in Units SAFE CSYI 189 183 198 197 199 .4AFF uR n A - File 11nsm; - hAav gn 9nn7 79.9E - Rnnip- Fit to Pane Bottom Y-Strip Reinforcement (Sq-in) in addition to #9 @ 12.000 (Bot) - Kip-in Units SAFE SAFE v8.0,8 - File: 110805 - May 30,2007 22:26 - Scale: Fit to Page Bottom X-Strip Reinforcement (Sq-in) in addition to #9 @ 12.000 (Bot) - Kip-in Units RTARR 1 ~i 10 51 ! I 1 I ~ I ~ J I I ~ I I I I i I I l Ali I) ! I III ~!.1 ! ! ,!J,' tAfidld_r:Yll Plldi II,LI~I I II 1~Vt I ~ r I .I). 'jI 11 'II _ ~ I I III i r:l I (r~. I C11 _ ~ ~ Z ill:I IUI 1 I~7 . , BB _F 17- 5L. r1L'.,:11-I ~IL~~ SL AB I~AT ~iAAB~!-ALF -H-1111; 1. F o~ Ir_ I rr"il M1 lJral X11_ I tlYl;la I ,r S A ~s A~' Al9HI_F. m i - - fdlJlr , aL 1 SL'1 . t ETABS v9.1.0 - File: four Season Hotel Vail - May 30,2007 19:05 Plan View - 5TH - Elevation 480 Section Properties - Kip-in Units TABS It 1' (;i) e. d i I iS,iCd t o I I ! I i as d I 'I, I ! I i ~ I-~ I ~'~I ~'L l ~~~I~;12 ~ ~ ~ ~ 11•; ill ~~~''l~il I~ _ J!!,I i I~tr ti!Li III S lI•I~ I I - Lo i _ _ I;Il.lc\ f --I - _........i,.........._..._...-a...... _ - - - _a___ J l~l ll,1G Uri. k a ~i rcIi : C - 6: .g I Jt.I ! M ..I . N 5... _t L...._.....,., _ri.y L A 81 ELL- dl L.A,': IA J ! l aft"iH; L f 5U'd:!FiFi iL.F v l~i,ll.l;al A1J•r~LL fi _ - - ;LAI8IALF ....4`41 JAR, 4, -1 f rt ~'~Ili ' 1L; f F ~II ~3- Gkr •.F SL t1fJ21.AL i d 41„ r l • i6f} - ` ~Nl 1E va. I-11U. ll1Ul Add5Ull Rule! Vdll - IVldy JU,LUU( Iy:u/_ Plan View - 4TH - Elevation 360 Section Properties - Kip-in Units TABS 1 i, 1111L_ Li"I ,...,.__lt-I L J N i1 I J............ _ ,IT 111 1 LA . 7 J 2D 1AL.L. P 1 1 ~21 '~J L L I I ~ I ! I I 1 I i ~ ~ ~ ~ , i I i ~ ~ • I l i i . f I I ~I r I I i I I ~ I f 'a ~ ~ a l T I , I ~J.4 I I I I , I 6 t 1 _ . . . , . Y ~ ~ ^ , ® - i t _ _ . _ _ . . . .....~r ~~I I'. m-1 ~ i . _ _ , M i 9.0, ,5.f', V I t rl (2ht0 a ?L.+1 I~IIIA .r ~ 2lr WLL~ r' (..iiE 1 'IN (:iP. f' F I 5i.1~(1 U1i fi1d1iT SL 'IBI f MiJP•IP A. 'Plhri I 5LH LEI tWf) j 121 f, 4 111..1.. ~L~ E I~~P1l.i;i{• iCC I. I 5 J : I ~ (tit r.?', ~ a,, c i nua vu. i.u - rue: your aeason norel vale - may au,zuur ly:uv Plan View - 3RD -Elevation 240 Section Properties -Kip-in Units I:.:I' ~ I !.J ..I I ~'1 ~ ; ~~~J r.., ~u~ '~1 l~~rr i•' l`.'J d,! I E 11. 1 ! ~ ~ ~,arhV,~slll I I~ I I rl in~ll Irtd. ~I F I ilJl-III. I 41111 hII II a lr..t - IFll~n _ - f.T•u 1 _ II P~ I n i ~aL I tT81Nf'"1'`' !oi1_ • . I~Jr I 1 .11,111 (I ,II i - ~11! dl.~~ 'h~Ia LL._.. 14 6~ I SLAM IC1N0I'•,PT la! ]ALL 17f;ILi"f I i'fiN:f,Sf l 17 i I IIII~I I , 12111 IN Lil, G1PJ I`'C 1211' dAl_L 121 N WILL _ 11 rlal.lr.,l I S.hib .1 .'41.il 1211 JALL (11- dlL rl~~_ ~r.!G~! L. _ - L111~1i I , . loi I r' I r"rn~ o. . - inc.iuw vaaauii i w,cr van - iviay ovfcuw ia.u-t Plan View - 2ND - Elevation 120 Section Properties - Kip-in Units A I I ~ I 1............_... a - - - i -iu - I ,.v i L"i_ ;aa s t~- / `f C'a \ 41 (j ~i1 Gl G.n 51! CTADO ..n d n E:: I-. t.,•.- 0,.,.,.,.... y Plan View - 7TH - Elevation 60 Uniform Loads GRAVITY (ROOFDEAD) - lb-ft Units TABS i I I 1 I ! 1 I I I i, ~I~ i. I I I _ _ _ - _ L.-_._ , _ ...,..i... - -m.,........ _ I -401 _ . „ 1a1 i t i , tD- r; , T-71 s~- 1 43. • y 51 J \1, P7) t~~ r FTARS vQ 1 n _ MI.& 4n i~ Qo~o~r, LJ..+oi X/ H hAw On Onn7 On CU Plan View - 6TH - Elevation 50 Uniform Loads GRAVITY (ROOFDEAD) - lb-ft Units E TABS -t~ fl- L ~ .yam v~ 3 S- _ li I I ~ ~ ;i I i .1. ; . i; i I I L,!a i I ETABS v9.1.0 - File: four Season Hotel Vail - May 30,2007 Plan View - 10TH - Elevation 90 Uniform Loads GRAVITY OOFDEAD) - lb-ft Units • ETABS ETABS v9.1.0 - File: four Season Hotel Vail - May 30,2007 20:54 Plan Vii-.w - 9TH - Elevation 80 Uniform Loads GRAVITY (ROOFDEAD) - lb-ft Units ETABS 0 • A ETABS v9.1.0 - File: four Season Hotel Vail - May 30,2007 20:55 Plan Viaw -.9TH - Flavafinn 70 1 lnifnrm I naris GRAVITY (ROOFDEAD) - lb-ft Units ' L ETABS v9.1 .0 File:FOUR SEASON HOTEL VAIL Units: Kip-in May 30, 2007 20: 44 PAGE 1 S H E L L S E C T I O N P R O P E R T Y D A T A SHELL MATERIAL SHELL LOAD DIST MEMBRANE BENDING TOTAL TOTAL SECTION NAME TYPE ONE WAY THICK THICK WEIGHT MASS SLAB10 CONCSKSI Shell-Thin No 10.0000 10.0000 8393.9595 21.7199 DECK1 CONC5KSI Membrane No 3.5000 3.5000 0.0000 0.0000 PLANKI CONC5KSI Membrane Yes 12.0000 12.0000 0.0000 0.0000 8INWALL SWCONC Shell-Thin No 8.0000 8.0000 3677.0653 9.5135 121NWALL SWCONC Shell-Thin No 12.0000 12.0000 3164.7318 8.1880 10INWALL SWCONC Shell-Thin No 10.0000 10.0000 0.0000 0.0000 141NWALL SWCONC Shell-Thin No 14.0000 14.0000 2782.0606 7.1979 24INWALL SWCONC Shell-Thin No 24.0000 24.0000 0.0000 0.0000 SLAB8HALF CONC5KSI Shell-Thin No 8.5000 8.5000 24366.4466 63.0496 SLAB12 CONCSKSI Shell-Thin No 12.0000 12.0000 3830.0448 9.9105 SLAB10HALF CONC4KSI Shell-Thin No 10.5000 10.5000 6951.8076 17.9882 SLAB10NONPT CONC4KSI Shell-Thin No 10.0000 10.0000 8951.5069 23.1625 SLAB12NONPT CONCSKSI Shell-Thin No 12.0000 12.0000 378.4789 0.9793 161NWALL CONC5KSI Shell-Thin No 16.0000 16.0000 1901.6300 4.9206 E ETABS v9.1 .0 File:FOUR SEASON HOTEL VAIL Units: Kip-in May 30, 2007 20: 43 PAGE 1 M A T E R I A L P R O P E R T Y D A T A MATERIAL MATERIAL DESIGN MATERIAL MODULUS OF POISSON'S THERMAL SHEAR NAME TYPE TYPE DIR/PLANE ELASTICITY RATIO COEFF MODULUS STEEL ISO Steel All 29000.000 0.3000 6.5000E-06 11153.846 CONC5KSI ISO Concrete All 4029.861 0.2000 5.5000E-06 1679.109 OTHER ISO None All 29000.000 0.3000 6.5000E-06 11153.846 SWCONC ISO Concrete All 1800.000 0.2000 5.5000E-06 750.000 CONC4KSI ISO Concrete All 3600.000 0.2000 5.5000E-06 1500.000 M A T E R I A L P R O P E R T Y M A S S A N D W E I G H T MATERIAL MASS PER WEIGHT PER NAME UNIT VOL UNIT VOL STEEL 7.3240E-07 2.8300E-04 CONC5KSI 2.2460E-07 8.6800E-05 OTHER 7.3240E-07 2.8300E-04 SWCONC 2.2460E-07 8.6810E-05 CONC4KSI 2.2460E-07 8.6800E-05 M A T E R I A L D E S I G N D A T A F O R S T E E L M A T E R I A L S MATERIAL STEEL STEEL STEEL NAME FY FU COST STEEL 50.000 65.000 1.00 M A T E R I A L D E S I G N D A T A F O R C O N C R E T E M A T E R I A L S MATERIAL LIGHTWEIGHT CONCRETE REBAR REBAR LIGHTWT NAME CONCRETE FC FY FYS REDUC FACT CONCSKSI No 5.000 60.000 60.000 N/A SWCONC No 4.000 60.000 60.000 N/A CONC4KSI No 4.000 60.000 60.000 N/A 0 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:44 PAGE 1 P I E R S E C T I O N P R O P E R T Y D A T A PIER STORY MATERIAL ANGLE NUM OBSS WIDTH THICK WIDTH THICK LABEL LEVEL NAME AREA/LINE BOTTOM BOTTOM TOP TOP SW6 10TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW8 10TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW9 10TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW10 10TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW11 10TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW12 10TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW14 10TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW15 10TH SWCONC 90.00 1/0 175.500 8.0000 175.500 8.0000 SW16 10TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW17 10TH SWCONC 90.00 1/0 175.500 8.0000 175.500 8.0000 SW19 10TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW20 10TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW21 10TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW22 10TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW23 10TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW24 10TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW25 10TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW26 10TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW6 9TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW8 9TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW9 9TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW10 9TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW11 9TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW12 9TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW14 9TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW15 9TH SWCONC 90.00 1/0 175.500 8.0000 175.500 8.0000 SW16 9TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW19 9TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW20 9TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW21 9TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW22 9TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW23 9TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW24 9TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW25 9TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW26 9TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW27 9TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW40L 9TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW40R 9TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW5 8TH SWCONC 0.00 1/0 318.000 8.0000 318.000 8.0000 SW8 8TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW9 8TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW10 8TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW11 8TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW12 8TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW14 8TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW15 8TH SWCONC 90.00 1/0 175.500 8.0000 175.500 8.0000 SW16 8.TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW19 8TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW20 8TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW21 8TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW22 8TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW23 8TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW24 8TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW25 8TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW26 8TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW27 8TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW35 8TH SWCONC 28.00 1/0 487.684 8.0000 487.684 8.0000 SW40 8TH SWCONC 90.00 1/0 299.500 8.0000 299.500 8.0000 SW1 7TH SWCONC 0.00 1/0 135.000 8.0000 135.000 8.0000 SW2 7TH SWCONC 90.00 1/0 223.000 8.0000 223.000 8.0000 SW3 7TH SWCONC 90.00 2/0 223.000 12.8430 223.000 12.8430 SW5 7TH SWCONC 0.00 1/0 318.000 8.0000 318.000 8.0000 SW6 7TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW8 7TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW9 7TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW10 7TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW11 7TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW12 7TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW14 7TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW16 7TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW17 7TH SWCONC 90.00 1/0 175.500 8.0000 175.500 8.0000 SW19 7TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW20 7TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW21 7TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW22 7TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW23 7TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW24 7TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 E ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:44 PAGE 2 P I E R S E C T I O N P R O P E R T Y D A T A PIER STORY MATERIAL ANGLE NUM OBJS WIDTH THICK WIDTH THICK LABEL LEVEL NAME AREA/LINE BOTTOM BOTTOM TOP TOP SW25 7TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW26 7TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW27 7TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW28 7TH SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 SW29 7TH SWCONC 90.00 1/0 108.000 8.0000 108.000 8.0000 SW30 7TH SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 SW35 7TH SWCONC 28.00 1/0 487.684 8.0000 487.684 8.0000 SW36 7TH SWCONC 28.00 1/0 232.035 8.0000 232.035 8.0000 SW37 7TH SWCONC 28.00 1/0 232.035 8.0000 232.035 8.0000 SW38 7TH SWCONC -62.00 1/0 129.812 8.0000 129.812 8.0000 SW40 7TH SWCONC 90.00 1/0 299.500 8.0000 299.500 8.0000 SW1 6TH SWCONC 0.00 1/0 135.000 8.0000 135.000 8.0000 SW2 6TH SWCONC 90.00 1/0 223.000 8.0000 223.000 8.0000 SW3 6TH SWCONC 90.00 2/0 223.000 12.8430 223.000 12.8430 SWS 6TH SWCONC 0.00 1/0 318.000 8.0000 318.000 8.0000 SW6 6TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW8 6TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW9 6TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW10 6TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW11 6TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW12 6TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW14 6TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW15 6TH SWCONC 90.00 1/0 175.500 8.0000 175.500 8.0000 SW16 6TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW19 6TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW20 6TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW21 6TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW22 6TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW23 6TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW24 6TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW25 6TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW26 6TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW27 6TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW28 6TH SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 SW29 6TH SWCONC 90.00 1/0 108.000 8.0000 108.000 8.0000 SW30 6TH SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 SW35 6TH SWCONC 28.00 1/0 487.684 8.0000 487.684 8.0000 SW36 6TH SWCONC 28.00 1/0 232.035 8.0000 232.035 8.0000 SW37 6TH SWCONC 28.00 1/0 232.035 8.0000 232.035 8.0000 SW1 3RD SWCONC 0.00 1/0 135.000 8.0000 135.000 8.0000 SW2 3RD SWCONC 90.00 1/0 223.000 8.0000 223.000 8.0000 SW3 3RD SWCONC 90.00 2/0 223.000 12.8430 223.000 12.8430 SWS 3RD SWCONC 0.00 1/0 318.000 8.0000 318.000 8.0000 SW6 3RD SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW8 3RD SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW9 3RD SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW10 3RD SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW11 3RD SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW12 3RD SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW14 3RD SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW15 3RD SWCONC 90.00 1/0 175.500 8.0000 175.500 8.0000 SW16 3RD SWCONC 0.00 1/0 171.500 8.0000 171.500 8.0000 SW19 3RD SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW20 3RD SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW21 3RD SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW22 3RD SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW23 3RD SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW24 3RD SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW25 3RD SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW26 3RD SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW27 3RD SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW28 3RD SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 SW29 3RD SWCONC 90.00 1/0 106.000 8.0000 108.000 8.0000 SW30 3RD SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 W2(3) 2ND CONCSKSI 90.00 1/0 480.000 16.0000 480.000 16.0000 W2(2) 2ND SWCONC 90.00 1/0 645.000 14.0000 645.000 14.0000 W3(2) 2ND SWCONC 0.00 2/0 5288.000 5.8684 5288.000 5.8684 W3(1) 2ND SWCONC 0.00 1/0 2884.500 12.0000 2884.500 12.0000 W3(3) 2ND SWCONC 0.00 1/0 552.000 12.0000 552.000 12.0000 W3 2ND SWCONC 90.00 1/0 2781.000 12.0000 2781.000 12.0000 SW1 2ND SWCONC 0.00 1/0 135.000 8.0000 135.000 8.0000 SW2 2ND SWCONC 90.00 1/0 223.000 12.0000 223.000 12.0000 SW3 2ND SWCONC 90.00 2/0 223.000 15.2646 223.000 15.2646 SW5 2ND SWCONC 0.00 1/0 318.000 8.0000 318.000 8.0000 SW6 2ND SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW8 2ND SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW9 2ND SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 %MW ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:44 PAGE 3 P I E R S E C T I O N P R O P E R T Y D A T A PIER STORY MATERIAL ANGLE NUM OBJS WIDTH THICK WIDTH THICK LABEL LEVEL NAME AREA/LINE BOTTOM BOTTOM TOP TOP W2 4TH SWCONC 90.00 1/0 586.500 12.0000 586.500 12.0000 SW1 4TH SWCONC 0.00 1/0 135.000 8.0000 135.000 8.0000 SW2 4TH SWCONC 90.00 1/0 223.000 8.0000 223.000 8.0000 SW3 4TH SWCONC 90.00 2/0 223.000 12.8430 223.000 12.8430 SW5 4TH SWCONC 0.00 1/0 318.000 8.0000 318.000 8.0000 SW6 4TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SWB 4TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW9 4TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW10 4TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW11 4TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW12 4TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW14 4TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW15 4TH SWCONC 90.00 1/0 175.500 8.0000 175.500 8.0000 SW16 4TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW19 4TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW20 4TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 w SW21 4TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW22 4TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW23 4TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW24 4TH SWCONC 0.00 '1/0 242.000 8.0000 242.000 8.0000 SW25 4TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW26 4TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW27 4TH SWCONC 90.00 1/0 60.000 8.0000- 60.000 8.0000 SW28 4TH SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 SW29 4TH SWCONC 90.00 1/0 108.000 8.0000 108.000 8.0000 SW30 4TH SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 SW35 4TH SWCONC 28.00 1/0 487.684 8.0000 487.684 8.0000 SW36 4TH SWCONC 28.00 1/0 232.035 8.0000 232.035 8.0000 SW37 4TH SWCONC 28.00 1/0 232.035 8.0000 232.035 8.0000 SW38 4TH SWCONC -62.00 1/0 129.812 8.0000 129.812 8.0000 SW39 4TH SWCONC -62.00 1/0 289.037 8.0000 289.037 8.0000 IW2 4TH SWCONC -42.33 1/0 250.234 8.0000 250.234 8.0000 W2(1) 3RD CONCSKSI 0.00 1/0 4764.000 16.0000 4764.000 16.0000 W2(3) 3RD SWCONC 90.00 1/0 480.000 14.0000 480.000 14.0000 W2(2) 3RD SWCONC 90.00 1/0 645.000 14.0000 645.000 14.0000 W3(2) 3RD SWCONC 0.00 2/0 4024.000 5.9344 4024.000 5.9344 W3(1) 3RD CONCSKSI 0.00 10/0 5204.209 4.1375 5204.209 4.1375 W3 3RD SWCONC 90.00 1/0 2781.000 12.0000 2781.000 12.0000 W3(5) 3RD SWCONC -62.00 1/0 390.000 12.0000 390.000 12.0000 SW39 6TH SWCONC -62.00 1/0 289.037 8.0000 289.037 8.0000 SW40 6TH SWCONC 90.00 1/0 299.500 8.0000 299.500 8.0000 W2(1) 5TH SWCONC 0.00 1/0 4764.000 14.0000 4764.000 14.0000 W2(3) 5TH SWCONC 90.00 1/0 480.000 14.0000 480.000 14.0000 W2(2) 5TH SWCONC 90.00 1/0 430.500 14.0000 430.500 14.0000 SW1 5TH SWCONC 0.00 1/0 135.000 8.0000 135.000 8.0000 SW2 5TH SWCONC 90.00 1/0 223.000 8.0000 223.000 8.0000 SW3 5TH SWCONC 90.00 2/0 223.000 12.8430 223.000 12.8430 SWS 5TH SWCONC 0.00 1/0 318.000 8.0000 318.000 8.0000 SW6 5TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW8 5TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW9 5TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW10 5TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW11 5TH SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW12 5TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW14 5TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW16 5TH SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW19 5TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW20 5TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW21 5TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW22 5TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW23 5TH SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW24 5TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW25 5TH SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW26 5TH SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW27 5TH SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW28 5TH SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 SW29 5TH SWCONC 90.00 1/0 108.000 8.0000 108.000 8.0000 SW30 5TH SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 SW35 5TH SWCONC 28.00 1/0 487.684 8.0000 487.684 8.0000 SW36 5TH SWCONC 28.00 1/0 232.035 8.0000 232.035 8.0000 SW37 5TH SWCONC 28.00 1/0 232.035 8.0000 232.035 8.0000 SW38 5TH SWCONC -62.00 1/0 129.812 8.0000 129.812 8.0000 SW39 5TH SWCONC -62.00 1/0 289.037 8.0000 289.037 8.0000 ZW2 5TH SWCONC -42.33 1/0 250.234 8.0000 250.234 8.0000 W2(1) 4TH SWCONC 0.00 1/0 4764.000 14.0000 4764.000 14.0000 W2(3) 4TH SWCONC 90.00 1/0 480.000 14.0000 480.000 14.0000 W2(2) 4TH SWCONC 90.00 1/0 430.500 14.0000 430.500 14.0000 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:44 PAGE 4 P I E R S E C T I O N P R O P E R T Y D A T A PIER STORY MATERIAL ANGLE NUM OBJS WIDTH THICK WIDTH THICK LABEL LEVEL NAME AREA/LINE BOTTOM BOTTOM TOP TOP SW10 2ND SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW11 2ND SWCONC 90.00 1/0 110.500 8.0000 110.500 8.0000 SW12 2ND SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW14 2ND SWCONC 0.00 1/0 135.500 8.0000 135.500 8.0000 SW15 2ND SWCONC 90.00 1/0 175.500 8.0000 175.500 8.0000 SW16 2ND SWCONC 0.00 1/0 171.500 8.0000 171.500 8.0000 SW19 2ND SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW20 2ND SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW21 2ND SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW22 2ND SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW23 2ND SWCONC 0.00 1/0 104.000 8.0000 104.000 8.0000 SW24 2ND SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW25 2ND SWCONC 90.00 1/0 216.000 8.0000 216.000 8.0000 SW26 2ND SWCONC 0.00 1/0 242.000 8.0000 242.000 8.0000 SW27 2ND SWCONC 90.00 1/0 60.000 8.0000 60.000 8.0000 SW28 2ND SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 SW29 2ND SWCONC 90.00 1/0 108.000 8.0000 108.000 8.0000 SW30 2ND SWCONC 0.00 1/0 114.000 8.0000 114.000 8.0000 W1 2ND CONC5KSI 0.00 1/0 4764.000 16.0000 4764.000 16.0000 P I E R S E C T I O N C E N T R 0 I D D A T A PIER STORY CENTROID CENTROID CENTROID CENTROID CENTROID CENTROID LABEL LEVEL BOTTOM X BOTTOM Y BOTTOM Z TOP X TOP Y TOP Z SW6 10TH 818.000 - 1037.500 960.000 818.000 -1037.500 1080.000 SW8 10TH 818.000 -927.000 960.000 818.000 -927.000 1080.000 SW9 10TH 766.000 -982.250 960.000 766.000 -982.250 1080.000 SW10 10TH 1042.000 - 1037.500 960.000 1042.000 -1037.500 1080.000 SW11 10TH 1094.000 -982.250 960.000 1094.000 -982.250 1080.000 SW12 10TH 1042.000 -927.000 960.000 1042.000 -927.000 1080.000 SW14 10TH 802.250 -837.000 960.000 802.250 -837.000 1080.000 SW15 10TH 870.000 -749.250 960.000 870.000 -749.250 1080.000 SW16 10TH 802.250 -661.500 960.000 802.250 -661.500 1080.000 SW17 10TH 734.500 -749.250 960.000 734.500 -749.250 1080.000 SW19 10TH 2638.000 - 1053.000 960.000 2638.000 -1053.000 1080.000 SW20 10TH 2690.000 -945.000 960.000 2690.000 -945.000 1080.000 SW21 10TH 2638.000 -837.000 960.000 2638.000 -837.000 1080.000 SW22 10TH 2586.000 -945.000 960.000 2586.000 -945.000 1080.000 SW23 10TH 2638.000 -945.000 960.000 2638.000 -945.000 1080.000 SW24 10TH 2939.000 -1053.000 960.000 2939.000 -1053.000 1080.000 ewl~q inmu 2922.000 -945.000 960.000 2922.000 -945.000 1080.000 SW6 9TH 818.000 -1037.500 840.000 818.000 -1037.500 960.000 SW8 9TH 818.000 -927.000 840.000 818.000 -927.000 960.000 SW9 9TH 766.000 -982.250 840.000 766.000 -982.250 960.000 SW10 9TH 1042.000 -1037.500 840.000 1042.000 -1037.500 960.000 SW11 9TH 1094.000 -982.250 640.000 1094.000 -982.250 960.000 SW12 9TH 1042.000 -927.000 840.000 1042.000 -927.000 960.000 SW14 9TH 802.250 -837.000 840.000 802.250 -837.000 960.000 SW15 9TH 870.000 -749.250 840.000 870.000 -749.250 960.000 SW16 9TH 802.250 -661.500 840.000 802.250 -661.500 960.000 SW19 9TH 2638.000 -1053.000 840.000 2638.000 -1053.000 960.000 SW20 9TH 2690.000 -945.000 840.000 2690.000 -945.000 960.000 SW21 9TH 2638.000 -837.000 840.000 2638.000 -837.000 960.000 SW22 9TH 2586.000 -945.000 840.000 2586.000 -945.000 960.000 SW23 9TH 2638.000 -945.000 840.000 2638.000 -945.000 960.000 SW24 9TH 2939.000 -1053.000 840.000 2939.000 -1053.000 960.000 SW25 9TH 2922.000 -945.000 840.000 2922.000 -945.000 960.000 SW26 9TH 2939.000 -837.000 840.000 2939.000 -837.000 960.000 SW27 9TH 2818.000 -945.000 840.000 2818.000 -945.000 960.000 SW40L 9TH 4374.000 -1327.500 840.000 4374.000 -1327.500 960.000 SW40R 9TH 4374.000 -1088.000 840.000 4374.000 -1088.000 960.000 SW5 8TH 393.000 -2127.000 720.000 393.000 -2127.000 840.000 SW6 8TH 818.000 -1037.500 720.000 818.000 -1037.500 840.000 SW8 8TH 818.000 -927.000 720.000 818.000 -927.000 840.000 8W9 8TH 766.000 -982.250 720.000 766.000 -982.250 840.000 SW10 8TH 1042.000 -1037.500 720.000 1042.000 -1037.500 840.000 SW11 8TH 1094.000 -982.250 720.000 1094.000 -982.250 840.000 SW12 BTH 1042.000 -927.000 720.000 1042.000 -927.000 840.000 SW14 6TH 802.250 -837.000 720.000 802.250 -837.000 840.000 SW15 8TH 870.000 -749.250 720.000 870.000 -749.250 840.000 SW16 8TH 602.250 -661.500 720.000 802.250 -661.500 840.000 SW19 8TH 2638.000 -1053.000 720.000 2638.000 -1053.000 840.000 SW20 8TH 2690.000 -945.000 720.000 2690.000 -945.000 840.000 SW21 8TH 2638.000 -837.000 720.000 2638.000 -837.000 840.000 SW22 8TH 2586.000 -945.000 720.000 2586.000 -945.000 840.000 0 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:44 PAGE 5 P I E R S E C T 1 0 N C E N T R 0 I D D A T A PIER STORY CENTROID CENTROID CENTROID CENTROID CENTROID CENTROID LABEL LEVEL BOTTOM X BOTTOM Y BOTTOM Z TOP X TOP Y TOP Z SW23 8TH 2638.000 -945.000 720.000 2638.000 -945.000 840.000 SW24 8TH 2939.000 -1053.000 720.000 2939.000 -1053.000 840.000 SW25 8TH 2922.000 -945.000 720.000 2922.000 -945.000 840.000 SW26 8TH 2939.000 -837.000 720.000 2939.000 -837.000 840.000 SW27 8TH 2818.000 -945.000 720.000 2818.000 -945.000 840.000 SW35 8TH 3221.636 -2241.477 720.000 3221.636 -2241.477 840.000 SW40 8TH 4374.000 -1207.750 720.000 4374.000 -1207.750 840.000 SW1 7TH 619.500 -2643.000 600.000 619.500 -2643.000 720.000 SW2 7TH 687.000 -2488.500 600.000 687.000 -2488.500 720.000 SW3 7TH 577.454 -2446.454 600.000 577.454 -2446.454 720.000 SW5 7TH 393.000 -2127.000 600.000 393.000 -2127.000 720.000 SW6 7TH 818.000 -1037.500 600.000 818.000 -1037.500 720.000 SW8 7TH 818.000 -927.000 600.000 818.000 -927.000 720.000 SW9 7TH 766.000 -982.250 600.000 766.000 -982.250 720.000 SW10 7TH 1042.000 -1037.500 600.000 1042.000 -1037.500 720.000 SW11 7TH 1094.000 -982.250 600.000 1094.000 -982.250 720.000 SW12 7TH 1042.000 -927.000 600.000 1042.000 -927.000 720.000 SW14 7TH 802.250 -837.000 600.000 802.250 -837.000 720.000 SW16 7TH 802.250 -661.500 600.000 802.250 -661.500 720.000 SW17 7TH 734.500 -749.250 600.000 734.500 -749.250 720.000 SW19 7TH 2638.000 -1053.000 600.000 2638.000 -1053.000 720.000 SW20 7TH 2690.000 -945.000 600.000 2690.000 -945.000 720.000 SW21 7TH 2638.000 -837.000 600.000 2638.000 -837.000 720.000 SW22 7TH 2586.000 -945.000 600.000 2586.000 -945.000 720.000 SW23 7TH 2638.000 -945.000 600.000 2638.000 -945.000 720.000 SW24 7TH 2939.000 -1053.000 600.000 2939.000 -1053.000 720.000 SW25 7TH 2922.000 -945.000 600.000 2922.000 -945.000 720.000 SW26 7TH 2939.000 -837.000 600.000 2939.000 -837.000 720.000 SW27 7TH 2818.000 -945.000 600.000 2818.000 -945.000 720.000 SW28 7TH 2529.000 -386.500 600.000 2529.000 -386.500 720.000 SW29 7TH 2586.000 -332.500 600.000 2586.000 -332.500 720.000 SW30 7TH 2529.000 -278.500 600.000 2529.000 -278.500 720.000 SW35 7TH 3221.636 -2241.477 600.000 3221.636 -2241.477 720.000 SW36 7TH 3618.690 -2692.913 600.000 3618.690 -2692.913 720.000 SW37 7TH 3679.633 -2807.530 600.000 3679.633 -2807.530 720.000 SW38 7TH 3751.598 -2695.755 600.000 3751.598 -2695.755 720.000 SW40 7TH 4374.000 -1207.750 600.000 4374.000 -1207.750 720.000 SW1 6TH 619.500 -2643.000 480.000 619.500 -2643.000 600.000 SW2 6TH 687.000 -2488.500 480.000 687.000 -2488.500 600.000 SW5 6TH 393.000 -2127.000 480.000 393.000 -2127.000 600.000 SW6 6TH 818.000 -1037.500 480.000 818.000 -1037.500 600.000 SW8 6TH 818.000 -927.000 480.000 818.000 -927.000 600.000 SW9 6TH 766.000 -982.250 480.000 766.000 -982.250 600.000 SW10 6TH 1042.000 -1037.500 480.000 1042.000 -1037.500 600.000 SW11 6TH 1094.000 -982.250 480.000 1094.000 -982.250 600.000 SW12 6TH 1042.000 -927.000 480.000 1042.000 -927.000 600.000 SW14 6TH 802.250 -837.000 480.000 802.250 -837.000 600.000 SW15 6TH 870.000 -749.250 480.000 870.000 -749.250 600.000 SW16 6TH 802.250 -661.500 480.000 802.250 -661.500 600.000 SW19 6TH 2638.000 -1053.000 480.000 2638.000 -1053.000 600.000 SW20 6TH 2690.000 -945.000 480.000 2690.000 -945.000 600.000 SW21 6TH 2638.000 -837.000 480.000 2638.000 -837.000 600.000 SW22 6TH 2586.000 -945.000 480.000 2586.000 -945.000 600.000 SW23 6TH 2638.000 -945.000 480.000 2638.000 -945.000 600.000 SW24 6TH 2939.000 -1053.000 480.000 2939.000 -1053.000 600.000 SW25 6TH 2922.000 -945.000 480.000 2922.000 -945.000 600.000 SW26 6TH 2939.000 -837.000 480.000 2939.000 -837.000 600.000 SW27 6TH 2818.000 -945.000 480.000 2818.000 -945.000 600.000 SW28 6TH 2529.000 -386.500 480.000 2529.000 -386.500 600.000 SW29 6TH 2586.000 -332.500 480.000 2586.000 -332.500 600.000 SW30 6TH 2529.000 -278.500 480.000 2529.000 -278.500 600.000 SW35 6TH 3221.636 -2241.477 480.000 3221.636 -2241.477 600.000 SW36 6TH 3618.690 -2692.913 480.000 3618.690 -2692.913 600.000 SW37 6TH 3679.633 -2807.530 480.000 3679.633 -2807.530 600.000 SW38 6TH 3751.598 -2695.755 480.000 3751.598 -2695.755 600.000 SW39 6TH 3616.215 -3236.709 480.000 3616.215 -3236.709 600.000 SW40 6TH 4374.000 -1207.750 480.000 4374.000 -1207.750 600.000 W2(1) 5TH 2382.000 0.000 360.000 2382.000 0.000 480.000 W2(3) 5TH 5211.000 -687.000 360.000 5211.000 -687.000 480.000 W2(2) 5TH 5288.000 -1142.250 360.000 5288.000 -1142.250 480.000 SW1 5TH 619.500 -2643.000 360.000 619.500 -2643.000 480.000 SW2 5TH 687.000 -2488.500 360.000 687.000 -2488.500 480.000 SW3 5TH 577.454 -2446.454 360.000 577.454 -2446.454 480.000 SW5 5TH 393.000 -2127.000 360.000 393.000 -2127.000 480.000 SW6 5TH 818.000 -1037.500 360.000 818.000 -1037.500 480.000 SW8 5TH 818.000 -927.000 360.000 818.000 -927.000 480.000 SW9 5TH 766.000 -982.250_ 360.000 766.000 -982.250 480.000 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:44 PAGE 6 P I E R S E C T I O N C E N T R 0 I D D A T A PIER STORY CENTROID CENTROID CENTROID CENTROID CENTROID CENTROID LABEL LEVEL BOTTOM X BOTTOM Y BOTTOM Z TOP X TOP Y TOP Z SW10 5TH 1042.000 -1037.500 360.000 1042.000 -1037.500 480.000 SW11 5TH 1094.000 -982.250 360.000 1094.000 -982.250 480.000 SW12 5TH 1042.000 -927.000 360.000 1042.000 -927.000 480.000 SW14 5TH 802.250 -837.000 360.000 802.250 -837.000 480.000 SW16 5TH 802.250 -661.500 360.000 802.250 -661.500 480.000 SW19 5TH 2638.000 -1053.000 360.000 2638.000 -1053.000 480.000 SW20 5TH 2690.000 -945.000 360.000 2690.000 -945.000 480.000 SW21 5TH 2638.000 -837.000 360.000 2638.000 -837.000 480.000 SW22 5TH 2586.000 -945.000 360.000 2586.000 -945.000 480.000 SW23 5TH 2638.000 -945.000 360.000 2638.000 -945.000 480.000 SW24 5TH 2939.000 -1053.000 360.000 2939.000 -1053.000 480.000 SW25 5TH 2922.000 -945.000 360.000 2922.000 -945.000 480.000 SW26 5TH 2939.000 -837.000 360.000 2939.000 -837.000 480.000 SW27 5TH 2818.000 -945.000 360.000 2818.000 -945.000 480.000 SW28 5TH 2529.000 -386.500 360.000 2529.000 -386.500 480.000 SW29 5TH 2586.000 -332.500 360.000 2586.000 -332.500 480.000 SW30 5TH 2529.000 -278.500 360.000 2529.000 -278.500 480.000 SW35 5TH 3221.636 -2241.477 360.000 3221.636 -2241.477 480.000 SW36 5TH 3618.690 -2692.913 360.000 3618.690 -2692.913 480.000 SW37 5TH 3679.633 -2807.530 360.000 3679.633 -2807.530 480.000 SW38 5TH 3751.598 -2695.755 360.000 3751.598 -2695.755 480.000 SW39 5TH 3616.215 -3236.709 360.000 3616.215 -3236.709 480.000 IW2 5TH 4811.500 -362.750 360.000 4811.500 -362.750 480.000 W2(1) 4TH 2382.000 0.000 240.000 2382.000 0.000 360.000 W2(3) 4TH 5211.000 -687.000 240.000 5211.000 -687.000 360.000 W2(2) 4TH 5288.000 -1142.250 240.000 5288.000 -1142.250 360.000 W2 4TH 0.000 -293.250 240.000 0.000 -293.250 360.000 SW1 4TH 619.500 -2643.000 240.000 619.500 -2643.000 360.000 SW2 4TH 687.000 -2488.500 240.000 687.000 -2488.500 360.000 SW3 4TH 577.454 -2446.454 240.000 577.454 -2446.454 360.000 SW5 4TH 393.000 -2127.000 240.000 393.000 -2127.000 360.000 SW6 4TH 818.000 -1037.500 240.000 818.000 -1037.500 360.000 SW8 4TH 818.000 -927.000 240.000 818.000 -927.000 360.000 SW9 4TH 766.000 -982.250 240.000 766.000 -982.250 360.000 SW10 4TH 1042.000 -1037.500 240.000 1042.000 -1037.500 360.000 SW11 4TH 1094.000 -982.250 240.000 1094.000 -982.250 360.000 SW12 4TH 1042.000 -927.000 240.000 1042.000 -927.000 360.000 SW14 4TH 802.250 -837.000 240.000 802.250 -837.000 360.000 SW15 4TH 870.000 -749.250 240.000 870.000 -749.250 360.000 SW19 4TH 2638.000 -1053.000 240.000 2638.000 -1053.000 360.000 SW20 4TH 2690.000 -945.000 240.000 2690.000 -945.000 360.000 SW21 4TH 2638.000 -837.000 240.000 2638.000 -837.000 360.000 SW22 4TH 2586.000 -945.000 240.000 2586.000 -945.000 360.000 SW23 4TH 2638.000 -945.000 240.000 2638.000 -945.000 360.000 SW24 4TH 2939.000 -1053.000 240.000 2939.000 -1053.000 360.000 SW25 4TH 2922.000 -945.000 240.000 2922.000 -945.000 360.000 SW26 4TH 2939.000 -837.000 240.000 2939.000 -837.000 360.000 SW27 4TH 2818.000 -945.000 240.000 2818.000 -945.000 360.000 SW28 4TH 2529.000 -386.500 240.000 2529.000 -386.500 360.000 SW29 4TH 2586.000 -332.500 240.000 2586.000 -332.500 360.000 SW30 4TH 2529.000 -278.500 240.000 2529.000 -278.500 360.000 SW35 4TH 3221.636 -2241.477 240.000 3221.636 -2241.477 360.000 SW36 4TH 3618.690 -2692.913 240.000 3618.690 -2692.913 360.000 SW37 4TH 3679.633 -2807.530 240.000 3679.633 -2607.530 360.000 SW38 4TH 3751.598 -2695.755 240.000 3751.598 -2695.755 360.000 SW39 4TH 3616.215 -3236.709 240.000 3616.215 -3236.709 360.000 1W2 4TH 4811.500 -362.750 240.000 4811.500 -362.750 360.000 W2(1) 3RD 2382.000 0.000 120.000 2382.000 0.000 240.000 W2(3) 3RD 5211.000 -687.000 120.000 5211.000 -687.000 240.000 W2(2) 3RD 5288.000 -1249.500 120.000 5288.000 -1249.500 240.000 W3(2) 3RD 4150.026 -1649.947 120.000 4150.026 -1649.947 240.000 W3(1) 3RD 2642.448 -1559.466 120.000 2642.448 -1559.466 240.000 W3 3RD 0.000 -1390.500 120.000 0.000 -1390.500 240.000 W3(5) 3RD 2657.734 -2762.160 120.000 2657.734 -2762.160 240.000 W3(4) 3RD 3436.653 -1849.500 120.000 3436.653 -1849.500 240.000 SW1 3RD 619.500 -2643.000 120.000 619.500 -2643.000 240.000 SW2 3RD 687.000 -2488.500 120.000 687.000 -2488.500 240.000 SW3 3RD 577.454 -2446.454 120.000 577.454 -2446.454 240.000 SW5 3RD 393.000 -2127.000 120.000 393.000 -2127.000 240.000 SW6 3RD 818.000 -1037.500 120.000 818.000 -1037.500 240.000 SW8 3RD 818.000 -927.000 120.000 818.000 -927.000 240.000 SW9 3RD 766.000 -982.250 120.000 766.000 -982.250 240.000 SW10 3RD 1042.000 -1037.500 120.000 1042.000 -1037.500 240.000 SW11 3RD 1094.000 -982.250 120.000 1094.000 -982.250 240.000 SW12 3RD 1042.000 -927.000 120.000 1042.000 -927.000 240.000 SW14 3RD 802.250 -837.000 120.000 802.250 -837.000 240.000 SW15 3RD 870.000 -749.250 120.000 870.000 -749.250 240.000 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:44 PAGE 7 P I E R S E C T I O N C E N T R 0 I D D A T A PIER STORY CENTROID CENTROID CENTROID CENTROID CENTROID CENTROID LABEL LEVEL BOTTOM X BOTTOM Y BOTTOM Z TOP X TOP Y TOP Z SW16 3RD 820.250 -661.500 120.000 820.250 -661.500 240.000 SW19 3RD 2638.000 -1053.000 120.000 2638.000 -1053.000 240.000 SW20 3RD 2690.000 -945.000 120.000 2690.000 -945.000 240.000 SW21 3RD 2638.000 -837.000 120.000 2638.000 -837.000 240.000 SW22 3RD 2586.000 -945.000 120.000 2586.000 -945.000 240.000 SW23 3RD 2638.000 -945.000 120.000 2638.000 -945.000 240.000 SW24 3RD 2939.000 -1053.000 120.000 2939.000 -1053.000 240.000 SW25 3RD 2922.000 -945.000 120.000 2922.000 -945.000 240.000 SW26 3RD 2939.000 -837.000 120.000 2939.000 -837.000 240.000 SW27 3RD 2818.000 -945.000 120.000 2818.000 -945.000 240.000 SW28 3RD 2529.000 -386.500 120.000 2529.000 -386.500 240.000 SW29 3RD 2586.000 -332.500 120.000 2586.000 -332.500 240.000 SW30 3RD 2529.000 -278.500 120.000 2529.000 -278.500 240.000 W2(3) 2ND 5211.000 -687.000 0.000 5211.000 -687.000 120.000 W2(2) 2ND 5288.000 -1249.500 0.000 5288.000 -1249.500 120.000 W3(2) 2ND 3227.553 -1915.392 0.000 3227.553 -1915.392 120.000 W3(1) 2ND 1994.250 -1572.000 0.000 1994.250 -1572.000 120.000 W3(3) 2ND 276.000 -1572.000 0.000 276.000 -1572.000 120.000 W3 2ND 0.000 -1390.500 0.000 0.000 -1390.500 120.000 SW1 2ND 619.500 -2643.000 0.000 619.500 -2643.000 120.000 SW2 2ND 687.000 -2488.500 0.000 687.000 -2488.500 120.000 SW3 2ND 584.124 -2435.436 0.000 584.124 -2435.436 120.000 SW5 2ND 393.000 -2127.000 0.000 393.000 -2127.000 120.000 SW6 2ND 818.000 -1037.500 0.000 818.000 -1037.500 120.000 SW8 2ND 818.000 -927.000 0.000 818.000 -927.000 120.000 SW9 2ND 766.000 -982.250 0.000 766.000 -982.250 120.000 SW10 2ND 1042.000 -1037.500 0.000 1042.000 -1037.500 120.000 SW11 2ND 1094.000 -982.250 0.000 1094.000 -982.250 120.000 SW12 2ND 1042.000 -927.000 0.000 1042.000 -927.000 120.000 SW14 2ND 802.250 -837.000 0.000 802.250 -837.000 120.000 SW15 2ND 870.000 -749.250 0.000 870.000 -749.250 120.000 SW16 2ND 820.250 -661.500 0.000 820.250 -661.500 120.000 SW19 2ND 2638.000 -1053.000 0.000 2638.000 -1053.000 120.000 SW20 2ND 2690.000 -945.000 0.000 2690.000 -945.000 120.000 SW21 2ND 2638.000 -837.000 0.000 2638.000 -837.000 120.000 SW22 2ND 2586.000 -945.000 0.000 2586.000 -945.000 120.000 SW23 2ND 2638.000 -945.000 0.000 2638.000 -945.000 120.000 SW24 2ND 2939.000 -1053.000 0.000 2939.000 -1053.000 120.000 cwl~ qmn 2922.000 -945.000 0.000 2922.000 -945.000 120.000 SW27 2ND 2818.000 -945.000 0.000 2818.000 -945.000 120.000 SW28 2ND 2529.000 -386.500 0.000 2529.000 -386.500 120.000 SW29 2ND 2586.000 -332.500 0.000 2586.000 -332.500 120.000 SW30 2ND 2529.000 -278.500 0.000 2529.000 -278.500 120.000 W1 2ND 2382.000 0.000 0.000 2382.000 0.000 120.000 0 0 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:48 PAGE 1 S T A T I C L 0 A D C A S E S STATIC CASE AUTO LAT SELF WT CASE TYPE LOAD MULTIPLIER DEAD DEAD N/A 1.0000 LIVE LIVE N/A 0.0000 EQX QUAKE IBC2000 0.0000 EQY QUAKE IBC2000 0.0000 ROOFDEAD DEAD N/A 0.0000 SUPERDEAD DEAD N/A 0.0000 EXTWDEAD DEAD N/A 0.0000 LATEARTHP OTHER N/A 0.0000 EQXP QUAKE IBC2000 0.0000 EQXN QUAKE IBC2000 0.0000 EQYP QUAKE IBC2000 0.0000 EQYN QUAKE IBC2000 0.0000 0 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 1 S T 0 R Y D A T A STORY SIMILAR TO HEIGHT ELEVATION ROOF None 120.000 1200.000 10TH None 120.000 1080.000 9TH None 120.000 960.000 8TH None 120.000 840.000 7TH None 120.000 720.000 6TH None 120.000 600.000 5TH None 120.000 480.000 4TH None 120.000 360.000 3RD None 120.000 240.000 2ND None 120.000 120.000 BASE None 0.000 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 2 S T A T I C L 0 A D C A S E S STATIC CASE AUTO LAT SELF WT CASE TYPE LOAD MULTIPLIER DEAD DEAD N/A 1.0000 LIVE LIVE N/A 0.0000 EQX QUAKE IBC2000 0.0000 EQY QUAKE IBC2000 0.0000 ROOFDEAD DEAD N/A 0.0000 SUPERDEAD DEAD N/A 0.0000 EXTWDEAD DEAD N/A 0.0000 LATEARTHP OTHER N/A 0.0000 EQXP QUAKE IBC2000 0.0000 EQXN QUAKE IBC2000 0.0000 EQYP QUAKE IBC2000 0.0000 EQYN QUAKE IBC2000 0.0000 ETABS v9.1. 0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 3 A U T 0 S E I S M I C I B C 2 0 0 0 Case: EQX AUTO SEISMIC INPUT DATA Direction: X Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.35g S1 = 0.08g Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv S1 / 3 Ta = Ct (hn'(3/4)) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R Cs Shc I / (R T) Cs 0.044 Sds I • V = Cs W (Eqn. 1) (Eqn. 2) (Eqn. 3) k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.2800g Shc = 0.09078 The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.7962 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0253 Cs (Eqn 3) = 0.0123 Cs Used = 0.0253 W Used = 54259.08 V Used = 0.0253W = 1373.09 K Used = 1.1481 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 264.50 0.00 0.00 0.000 0.000 252009.879 9TH 223.66 0.00 0.00 0.000 0.000 212322.293 8TH 270.70 0.00 0.00 0.000 0.000 360482.605 7TH 243.30 0.00 0.00 0.000 0.000 356401.465 6TH 155.25 0.00 0.00 0.000 0.000 270169.601 5TH 165.17 0.00 0.00 0.000 - 156.362 189052.811 4TH 50.50 0.00 0.00 0.000 - 70.554 67559.428 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip- in May 29, 2007 21:03 PAGE 4 A U T O S E I S M I C I B C 2 0 0 0 Case: EQY AUTO SEISMIC INPUT DATA Direction: Y Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.35g S1 = 0.088 Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) • AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv S1 / 3 Ta = Ct (hn" (3/4) ) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R (Eqn. 1) Cs Shc I / (R T) (Eqn. 2) Cs 0.044 Sds I (Eqn. 3) V = Cs W k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.2800g Shc = 0.09078 The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.8521 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0236 Cs (Eqn 3) = 0.0123 Cs Used = 0.0236 W Used = 54259.08 V Used = 0.0236W = 1282.99 K Used = 1.1760 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 0.00 250.67 0.00 0.000 0.000 525684.544 9TH 0.00 211.05 0.00 0.000 0.000 520366.341 8TH 0.00 254.14 0.00 0.000 0.000 598695.530 7TH 0.00 226.99 0.00 0.000 0.000 557188.481 6TH 0.00 143.68 0.00 0.000 0.000 366806.185 5TH 0.00 151.14 0.00 143.082 0.000 359081.627 4TH 0.00 45.33 0.00 63.323 0.000 95736.471 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 5 A U T 0 S E I S M I C I B C 2 0 0 0 Case: EQXP AUTO SEISMIC INPUT DATA Direction: X + EccY Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.358 S1 = 0.08g Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv S1 / 3 Ta = Ct (hn'(3/4)) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R (Eqn. 1) Cs Shc I / (R T) (Eqn. 2) c r Cs 0.044 Sds I (Eqn. 3) V = Cs W k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.28008 Shc = 0.0907g The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.7962 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0253 Cs (Eqn 3) = 0.0123 4 Cs Used = 0.0253 W Used = 54259.08 V Used = 0.0253W = 1373.09 K Used = 1.1481 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 264.50 0.00 0.00 0.000 0.000 252009.879 9TH 223.66 0.00 0.00 0.000 0.000 212322.293 8TH 270.70 0.00 0.00 0.000 0.000 360482.605 7TH 243.30 0.00 0.00 0.000 0.000 356401.465 6TH 155.25 0.00 0.00 0.000 0.000 270169.601 5TH 165.17 0.00 0.00 0.000 - 156.362 189052.811 4TH 50.50 0.00 0.00 0.000 - 70.554 67559.428 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 6 A U T 0 S E I S M I C I B C 2 0 0 0 Case: EQXN AUTO SEISMIC INPUT DATA Direction: X - EccY Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.35g S1 = 0.088 Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Sal = 2 Fv S1 / 3 Ta = Ct (hn'(3/4)) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R (Eqn. 1) Cs Shc I / (R T) (Eqn. 2) Cs 0.044 Sds I (Eqn. 3) V = Cs W k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS F-, b Sds = 0.28008 Shc = 0.0907g The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.7962 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0253 Cs (Eqn 3) = 0.0123 Cs Used = 0.0253 W Used = 54259.08 V Used = 0.0253W = 1373.09 K Used = 1.1481 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 264.50 0.00 0.00 0.000 0.000 252009.879 9TH 223.66 0.00 0.00 0.000 0.000 212322.293 8TH 270.70 0.00 0.00 0.000 0.000 360482.605 7TH 243.30 0.00 0.00 0.000 0.000 356401.465 6TH 155.25 0.00 0.00 0.000 0.000 270169.601 5TH 165.17 0.00 0.00 0.000 - 156.362 189052.811 4TH 50.50 0.00 0.00 0.000 - 70.554 67559.428 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 7 A U T O S E I S M I C I B C 2 0 0 0 Case: EQYP AUTO SEISMIC INPUT DATA Direction: Y + EccX Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.358 S1 = 0.088 Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv S1 / 3 Ta = Ct (hn''(3/4)) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R Cs Shc I / (R T) Cs 0.044 Sds I V = Cs W (Eqn. 1) (Eqn. 2) (Eqn. 3) k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.28008 Shc = 0.09078 The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.8521 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0236 Cs (Eqn 3) = 0.0123 Cs Used = 0.0236 W Used = 54259.08 V Used = 0.0236W = 1282.99 K Used = 1.1760 AUTO SEISMIC STORY FORCES STOR Y FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 0.00 250.67 0.00 0.000 0.000 525684.544 9TH 0.00 211.05 0.00 0.000 0.000 520366.341 8TH 0.00 254.14 0.00 0.000 0.000 598695.530 7TH 0.00 226.99 0.00 0.000 0.000 557188.481 6TH 0.00 143.68 0.00 0.000 0.000 366806.185 5TH 0.00 151.14 0.00 143.082 0.000 359081.627 4TH 0.00 45.33 0.00 63.323 0.000 95736.471 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v9.1.0 File :FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 8 A U T 0 S E I S M I C I B C 2 0 0 0 Case: EQYN AUTO SEISMIC INPUT DATA Direction: Y - EccX Typical Eccentricity = 5% Eccentricity Overrides: No Period Calculation: Program Calculated Ct = 0.02 (in feet units) Top Story: ROOF Bottom Story: 3RD R = 4.5 Seismic Group Type = I Site Class = C I, the occupancy importance factor, is from IBC2000 Table 1613.1.4 I = 1 Ss = 0.358 S1 = 0.088 Fa = 1.2 Fv = 1.7 hn = 960.000 (Building Height) AUTO SEISMIC CALCULATION FORMULAS Sds = 2 Fa Ss / 3 Shc = 2 Fv S1 / 3 Ta = Ct (hn'(3/4) ) Cu is linearly interpolated from IBC2000 Table 1613.4.9.2 If Tetabs Cu * Ta then T = Tetabs, else T = Cu * Ta Cs = Sds I / R (Eqn. 1) Cs Shc I / (R T) (Eqn. 2) Cs 0.044 Sds I (Eqn. 3) V = Cs W k = exponent applied to story height when distributing shear over the building height If T 0.5 sec, then k = 1 If 0.5 < T < 2.5 sec, then k = 0.5T + 0.75 If T 2.5 sec, then k = 2 AUTO SEISMIC CALCULATION RESULTS Sds = 0.2800g Shc = 0.09078 The Seismic Design Category is determined based on worst case of IBC2000 Tables 1613.1-1 and 1613.1-2 Seismic Design Category = B Ta = 0.5350 sec Cu = 1.7000 T Used = 0.8521 sec Cs (Eqn 1) = 0.0622 Cs (Eqn 2) = 0.0236 Cs (Eqn 3) = 0.0123 Cs Used = 0.0236 W Used = 54259.08 V Used = 0.0236W = 1282.99 K Used = 1.1760 AUTO SEISMIC STORY FORCES STORY FX FY FZ MX MY MZ ROOF 0.00 0.00 0.00 0.000 0.000 0.000 10TH 0.00 250.67 0.00 0.000 0.000 525684.544 9TH 0.00 211.05 0.00 0.000 0.000 520366.341 8TH 0.00 254.14 0.00 0.000 0.000 598695.530 7TH 0.00 226.99 0.00 0.000 0.000 557188.481 6TH 0.00 143.68 0.00 0.000 0.000 366806.185 5TH 0.00 151.14 0.00 143.082 0.000 359081.627 4TH 0.00 45.33 0.00 63.323 0.000 95736.471 3RD 0.00 0.00 0.00 0.000 0.000 0.000 2ND 0.00 0.00 0.00 0.000 0.000 0.000 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 9 M A S S S O U R C E D A T A MASS LATERAL LUMP MASS FROM MASS ONLY AT STORIES Masses & LoaYes Yes M A S S S 0 U R C E L O A D S LOAD MULTIPLIER ROOFDEAD 1.0000 SUPERDEAD 1.0000 EXTWDEAD 1.0000 ETABS v9.1.0 File:FOUR SEASON HOTEL VA IL Units:K ip-in May 29, 2007 21:03 PAGE 10 A S S E M B L E D P O I N T M A S S E S STORY UX UY UZ RX RY RZ ROOF 0.000E+00 0.000E+00 0.000E+00 0.000E+00 0.000E+ 00 0.000E+00 10TH 1.251E+01 1.251E+01 - 1.251E+01 0.000E+00 0.000E+ 00 0.000E+00 9TH 1.263E+01 1.263E+01 - 1.263E+01 0.000E+00 0.000E+ 00 0.000E+00 8TH 1.885E+01 1.885E+01 - 1.885E+01 0.000E+00 0.000E+ 00 0.000E+00 7TH 2.188E+01 2.188E+01 - 2.188E+01 0.000E+00 0.000E+ 00 0.000E+00 6TH 1.943E+01 1.943E+01 -1.943E+01 0.000E+00 0.000E+ 00 0.000E+00 5TH 3.292E+01 3.292E+01 -3.292E+01 0.000E+00 0.000E+ 00 0.000E+00 4TH 2.231E+01 2.231E+01 -2.231E+01 0.000E+00 0.000E+ 00 0.000E+00 3RD 3.505E+01 3.505E+01 -3.512E+01 0.000E+00 0.000E+ 00 0.000E+00 2ND 3.140E+01 3.140E+01 -3.133E+01 0.000E+00 0.000E+ 00 0.000E+00 BASE 4.267E+00 4.267E+00 -4.267E+00 0.000E+00 0.000E+ 00 0.000E+00 Totals 2.113E+02 2.113E+02 2.113E+02 0.000E+00 0.000E+ 00 0.000E+00 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 11 M 0 D A L P E R I O D S A N D F R E Q U E N C I E S MODE PERIOD FREQUENCY CIRCULAR FREQ NUMBER (TIME) (CYCLES/TIME) (RADIANS/TIME) Mode 1 0.85209 1.17359 7.37389 Mode 2 0.79618 1.25600 7.89171 Mode 3 0.66432 1.50531 9.45812 Mode 4 0.40366 2.47733 15.56552 Mode 5 0.32695 3.05859 19.21770 Mode 6 0.29368 3.40502 21.39439 Mode 7 0.29280 3.41534 21.45923 Mode 8 0.28786 3.47391 21.82722 Mode 9 0.28565 3.50073 21.99573 Mode 10 0.28370 3.52487 22.14743 Mode 11 0.26916 3.71531 23.34398 Mode 12 0.24167 4.13793 25.99939 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 12 M 0 D A L P A R T I C I P A T I N G M A S S R A T I O S MODE X-TRANS Y-TRANS Z-TRANS RX- ROTN RY-ROTN RZ-ROTN NUMBER AMASS <SUM> AMASS <SUM> AMASS <SUM> AMASS <SUM> AMASS <SUM> %MASS <SUM> Mode 1 1.90 < 2> 42.86 < 43> 0.00 < 0> 83.44 < 83> 3.68 < 4> 1.14 < 1> Mode 2 24.08 < 26> 0.58 < 43> 0.00 < 0> 1.15 < 85> 54.94 < 59> 7.72 < 9> Mode 3 12.65 < 39> 1.31 < 45> 0.00 < 0> 2.75 < 87> 23.05 < 82> 22.98 < 32> Mode 4 0.05 < 39> 1.31 < 46> 0.00 < 0> 1.69 < 89> 0.17 < 82> 1.57 < 33> Mode 5 5.19 < 44> 0.03 < 46> 0.00 < 0> 0.06 < 89> 2.68 < 85> 8.28 < 42> Mode 6 1.71 < 46> 9.09 < 55> 0.00 < 0> 2.61 < 92> 1.05 < 86> 1.39 < 43> Mode 7 0.00 < 46> 0.00 < 55> 0.00 < 0> 0.00 < 92> 0.00 < 86> 0.00 < 43> Mode 8 0.00 < 46> 0.00 < 55> 0.00 < 0> 0.00 < 92> 0.00 < 86> 0.00 < 43> Mode 9 0.00 < 46> 0.00 < 55> 0.00 < 0> 0.00 < 92> 0.00 < 86> 0.00 < 43> Mode 10 0.03 < 46> 0.00 < 55> 0.00 < 0> 0.00 < 92> 0.02 < 86> 0.00 < 43> Mode 11 2.65 < 48> 10.43 < 66> 0.00 < 0> 4.00 < 96> 1.94 < 88> 0.03 < 43> Mode 12 0.02 < 48> 0.01 < 66> 0.00 < 0> 0.00 < 96> 0.00 < 88> 0.05 < 43> ETABS v9.1. 0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:03 PAGE 13 M 0 D A L L 0 A D P A R T I C I P A T I O N R A T I O S (STATIC AND DYNAMIC RATIOS ARE IN PERCENT) TYPE NAME STATIC DYNAMIC Load DEAD 0.1714 0.0000 Load LIVE 0.1710 0.0015 Load EQX 99.8823 97.2792 Load EQY 99.9877 99.4481 Load ROOFDEAD 0.1279 0.0000 Load SUPERDEAD 0.2257 0.0001 Load EXTWDEAD 0.0654 0.0000 Load LATEARTHP 32.9860 0.9589 Load EQXP 99.8823 97.2792 Load EQXN 99.8823 97.2792 Load EQYP 99.9877 99.4481 Load EQYN 99.9877 99.4481 Accel UX 96.2802 48.2988 Accel UY 98.3822 65.6156 Accel UZ 0.0000 0.0000 Accel RX 99.8658 95.7107 Accel RY 99.3450 87.5450 Accel RZ 131.3131 43.1704 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:04 PAGE 14 TOTAL REACTIVE FORCES (RECOVERED LOADS) AT ORIGIN LOAD FX FY FZ MX MY MZ DEAD -3.089E-06 2.175E-05 6.744E+04 -7.995E+07 -1.588E+ C 08 6.405E-02 LIVE -8.385E-07 1.329E-05 3.642E+04 -3.903E+07 -8.196E+ 07 4.192E-02 EQX -1.373E+03 -1.096E-05 2.624E-07 8.023E-03 -1.093E+ 06 -1.708E+06 EQY -7.806E-06 -1.283E+03 4.612E-07 1.025E+06 -7.530E- 03 -3.024E+06 ROOFDEAD -6.308E-07 1.944E-06 4.918E+03 -6.502E+06 -1.399E+ 07 4.787E-03 SUPERDEAD -3.207E-07 3.854E-06 7.805E+03 -9.430E+06 -1.783E+ 07 1.199E-02 EXTWDEAD 2.424E-07 7.618E-07 2.065E+03 -2.892E+06 -4.864E+ 06 3.406E-03 LATEARTHP 4.347E-06 3.970E+03 -2.895E-07 -1.310E+06 4.300E- 03 9.457E+06 EQXP -1.373E+03 -1.096E-05 2.624E-07 8.023E-03 -1.093E+ 06 -1.708E+06 EQXN -1.373E+03 -1.096E-05 2.624E-07 8.023E-03 -1.093E+ 06 -1.708E+06 EQYP -7.806E-06 -1.283E+03 4.612E-07 1.025E+06 -7.530E- 03 -3.024E+06 EQYN -7.806E-06 -1.283E+03 4.612E-07 1.025E+06 -7.530E- 03 -3.024E+06 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 29, 2007 21:04 PAGE 15 S T O R Y F 0 R C E S STORY LOAD P VX VY T MX MY ROOF EQX 0.000E+00 0.000E+00 0.000E+00 0.000E+ 00 0.000E+00 0.000E+00 10TH EQX -1.345E-09 -2.645E+02 -9.078E-07 -2.520E+ 05 1.100E-04 -3.174E+04 9TH EQX -5.776E-09 -4.882E+02 -9.815E-07 -4.643E+ 05 2.318E-04 -9.032E+04 8TH EQX -1.481E-08 -7.589E+02 -3.771E-06 -8.248E+ 05 6.952E-04 -1.814E+05 7TH EQX 2.232E-08 -1.002E+03 -8.250E-06 -1.181E+ 06 1.590E-03 -3.016E+05 6TH EQX -3.024E-08 -1.157E+03 -1.346E-05 -1.451E+ 06 3.367E-03 -4.405E+05 5TH EQX 9.397E-08 -1.323E+03 -1.047E-05 -1.640E+ 06 4.366E-03 -5.991E+05 4TH EQX 2.334E-07 -1.373E+03 -1.091E-05 -1.708E+ 06 5.383E-03 -7.638E+05 3RD EQX 2.255E-01 -1.181E+03 7.466E+00 -1.147E+ 06 1.492E+04 -8.385E+05 2ND EQX -7.621E+01 -1.004E+03 3.003E+01 -5.679E+ 05 1.790E+05 -8.199E+05 ROOF EQY 0.000E+00 0.000E+00 0.000E+00 0.000E+ 00 0.000E+00 0.000E+00 10TH EQY 1.723E-09 -4.197E-10 -2.507E+02 -5.257E+ 05 3.008E+04 -3.010E-06 9TH EQY 4.178E-10 -2.023E-09 -4.617E+02 -1.046E+ 06 8.549E+04 -3.255E-06 8TH EQY -1.276E-09 -3.137E-06 -7.158E+02 -1.645E+ 06 1.714E+05 -3.724E-04 7TH EQY 8.118E-08 -6.627E-06 -9.428E+02 -2.202E+ L-A 06 2.845E+05 -1.443E-03 6TH EQY 1.903E-07 -7.074E-06 -1.087E+03 -2.569E+ 06 4.149E+05 -2.677E-03 5TH EQY 4.103E-07 -7.924E-06 -1.238E+03 -2.928E+ 06 5.633E+05 -4.370E-03 4TH EQY 5.125E-07 -7.795E-06 -1.283E+03 -3.024E+ 06 7.172E+05 -5.665E-03 3RD EQY 7.564E+00 -1.057E+02 -7.792E+02 -1.665E+ 06 6.848E+05 -7.540E+04 2ND EQY 1.055E+02 -4.991E+01 -5.256E+02 -9.747E+ 05 4.741E+05 -2.111E+05 ROOF EQXP 0.000E+00 0.000E+00 0.000E+00 0.000E+ 00 0.000E+00 0.000E+00 10TH EQXP -1.345E-09 -2.645E+02 -9.078E-07 -2.520E+ 05 1.100E-04 -3.174E+04 9TH EQXP -5.776E-09 -4.882E+02 -9.815E-07 -4.643E+ 05 2.318E-04 -9.032E+04 8TH EQXP -1.481E-08 -7.589E+02 -3.771E-06 -8.248E+ 05 6.952E-04 -1.814E+05 7TH EQXP 2.232E-08 -1.002E+03 -8.250E-06 -1.181E+ 06 1.590E-03 -3.016E+05 6TH EQXP -3.024E-08 -1.157E+03 -1.346E-05 -1.451E+ 06 3.367E-03 -4.405E+05 5TH EQXP 9.397E-08 -1.323E+03 -1.047E-05 -1.640E+ 06 4.366E-03 -5.991E+05 4TH EQXP 2.334E-07 -1.373E+03 -1.091E-05 -1.708E+ 06 5.383E-03 -7.638E+05 3RD EQXP 2.255E-01 -1.181E+03 7.466E+00 -1.147E+ 06 1.492E+04 -8.385E+05 2ND EQXP -7.621E+01 -1.004E+03 3.003E+01 -5.679E+ 05 1.790E+05 -8.199E+05 ROOF EQXN 0.000E+00 0.000E+00 0.000E+00 0.000E+ 00 0.000E+00 O.O00E+00 10TH EQXN -1.345E-09 -2.645E+02 -9.078E-07 -2.520E+ 05 1.100E-04 -3.174E+04 9TH EQXN -5.776E-09 -4.882E+02 -9.815E-07 -4.643E+ 05 2.318E-04 -9.032E+04 8TH EQXN -1.481E-08 -7.589E+02 -3.771E-06 -8.248E+ 05 6.952E-04 -1.814E+05 7TH EQXN 2.232E-08 -1.002E+03 -8.250E-06 -1.181E+ 06 1.590E-03 -3.016E+05 6TH EQXN -3.024E-08 -1.157E+03 -1.346E-05 -1.451E+ 06 3.367E-03 -4.405E+05 5TH EQXN 9.397E-08 -1.323E+03 -1.047E-05 -1.640E+ 06 4.366E-03 -5.991E+05 4TH EQXN 2.334E-07 -1.373E+03 -1.091E-05 -1.708E+ 06 5.383E-03 -7.638E+05 3RD EQXN 2.255E-01 -1.181E+03 7.466E+00 -1.147E+ 06 1.492E+04 -8.385E+05 2ND EQXN -7.621E+01 -1.004E+03 3.003E+01 -5.679E+ 05 1.790E+05 -8.199E+05 ROOF EQYP O.O00E+00 0.000E+00 0.000E+00 0.000E+ 00 0.000E+00 0.000E+00 10TH EQYP 1.723E-09 -4.197E-10 -2.507E+02 -5.257E+ 05 3.008E+04 -3.010E-06 9TH EQYP 4.178E-10 -2.023E-09 -4.617E+02 -1.046E+ 06 8.549E+04 -3.255E-06 8TH EQYP -1.276E-09 -3.137E-06 -7.158E+02 -1.645E+ 06 1.714E+05 -3.724E-04 7TH EQYP 8.118E-08 -6.627E-06 -9.428E+02 -2.202E+ 06 2.845E+05 -1.443E-03 6TH EQYP 1.903E-07 -7.074E-06 -1.087E+03 -2.569E+ 06 4.149E+05 -2.677E-03 5TH EQYP 4.103E-07 -7.924E-06 -1.238E+03 -2.928E+ 06 5.633E+05 -4.370E-03 4TH EQYP 5.125E-07 -7.795E-06 -1.283E+03 -3.024E+ 06 7.172E+05 -5.665E-03 3RD EQYP 7.564E+00 -1.057E+02 -7.792E+02 -1.665E+ 06 6.848E+05 -7.540E+04 2ND EQYP 1.055E+02 -4.991E+01 -5.256E+02 -9.747E+ 05 4.741E+05 -2.111E+05 ROOF EQYN 0.000E+00 0.000E+00 0.000E+00 0.000E+ 00 0.000E+00 0.000E+00 10TH EQYN 1.723E-09 -4.197E-10 -2.507E+02 -5.257E+ 05 3.008E+04 -3.010E-06 9TH EQYN 4.178E-10 -2.023E-09 -4.617E+02 -1.046E+ 06 8.549E+04 -3.255E-06 8TH EQYN -1.276E-09 -3.137E-06 -7.158E+02 -1.645E+ 06 1.714E+05 -3.724E-04 7TH EQYN 8.118E-08 -6.627E-06 -9.428E+02 -2.202E+ 06 2.845E+05 -1.443E-03 6TH EQYN 1.903E-07 -7.074E-06 -1.087E+03 -2.569E+ 06 4.149E+05 -2.677E-03 5TH EQYN 4.103E-07 -7.924E-06 -1.238E+03 -2.928E+ 06 5.633E+05 -4.370E-03 4TH EQYN 5.125E-07 -7.795E-06 -1.283E+03 -3.024E+ 06 7.172E+05 -5.665E-03 3RD EQYN 7.564E+00 -1.057E+02 -7.792E+02 -1.665E+ 06 6.848E+05 -7.540E+04 02 6E 747E+ -9 2ND EQYN 1.055E+02 -4.991E+01 + -5.25 . 05 4.741E+05 -2.111E+05 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units: Kip-in May 29, 2007 21:04 PAGE 16 STORY DRIFTS STORY DIRECTION LOAD MAX DRIFT 10TH X EQX 1/1789 9TH X EQX 1/1195 8TH X EQX 1/1327 7TH X EQX 1/1629 6TH X EQX 1/1629 5TH X EQX 1/3846 5TH Y EQX 1/4412 4TH X EQX 1/3769 3RD X EQX 1/17371 3RD Y EQX 1/32683 2ND X EQX 1/33588 2ND Y EQX 1/33497 10TH Y EQY 1/1126 9TH Y EQY 1/1557 8TH Y EQY 1/1547 7TH Y EQY 1/1675 6TH Y EQY 1/1723 5TH Y EQY 1/2049 4TH Y EQY 1/2550 3RD Y EQY 1/10300 2ND Y EQY 1/7549 10TH X EQXP 1/1789 9TH X EQXP 1/1195 8TH X EQXP 1/1327 7TH X EQXP 1/1629 6TH X EQXP 1/1629 5TH X EQXP 1/3846 5TH Y EQXP 1/4412 4TH X EQXP 1/3769 3RD X EQXP 1/17371 3RD y EQXP 1/32683 2ND X EQXP 1/33588 2ND y EQXP 1/33497 10TH X EQXN 1/1789 9TH X EQXN 1/1195 8TH X EQXN 1/1327 7TH X EQXN 1/1629 6TH X EQXN 1/1629 5TH X EQXN 1/3846 5TH Y EQXN 1/4412 4TH X EQXN 1/3769 3RD X EQXN 1/17371 3RD y EQXN 1/32683 2ND X EQXN 1/33588 2ND y EQXN 1/33497 10TH Y EQYP 1/1126 9TH Y EQYP 1/1557 8TH Y EQYP 1/1547 7TH Y EQYP 1/1675 6TH Y EQYP 1/1723 5TH Y EQYP 1/2049 1/2550 4TH Y EQYP 3RD Y EQYP 1/10300 2ND y EQyP 1/7549 10TH Y EQYN 1/1126 9TH Y EQYN 1/1557 8TH Y EQYN 1/1547 7TH Y EQYN 1/1675 6TH Y EQYN 1/1723 5TH Y EQYN 1/2049 4TH Y EQYN 1/2550 3RD y EQYN 1/10300 2ND y EQYN 1/7549 0 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 1 SUMMARY OUTPUT DATA - UNIFORM REINFORCING PIER SECTIONS - DESIGN (ACI 318-99) Story Pier Sta Edge End Edge Required Current Pier Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg in^2/ft Length 5TH W2(1) Top #5 #5 12.000 0.0025 0.0037 T 1 0.420 Not Needed Bot #5 #5 12.000 0.0025 0.0037 B 1 0.420 Not Needed 4TH W2(1) Top #5 #5 12.000 0.0025 0.0037 T 1 0.420 Not Needed Rot #5 #5 12.000 0.0025 0.0037 B 1 0.420 Not Needed 3RD W2(1) Top #5 #5 12.000 0.0025 0.0032 T 1 0.480 714.600 Bot #5 #5 12.000 0.0025 0.0032 B 1 0.480 714.600 5TH W2(3) Top #5 #5 12.000 0.0025 0.0038 T 1 0.420 Not Needed Bot #5 #5 12.000 0.0025 0.0038 B 1 0.420 Not Needed 4TH W2(3) Top #5 #5 12.000 0.0025 0.0038 T 1 0.420 Not Needed Bot #5 #5 12.000 0.0025 0.0038 B 1 0.420 Not Needed 3RD W2(3) Top #5 #5 12.000 0.0025 0.0036 T 1 0.420 Not Needed Bot #5 #5 12.000 0.0025 0.0038 B 1 0.420 Not Needed 2ND W2(3) Top #5 #5 12.000 0.0025 0.0033 T 1 0.480 Not Needed Bot #5 #5 12.000 0.0025 0.0033 B 1 0.480 Not Needed 5TH W2(2) Top #5 #5 12.000 0.0025 0.0038 T 1 0.420 Not Needed Bot #5 #5 12.000 0.0025 0.0038 B 1 0.420 Not Needed 4TH W2(2) Top #5 #5 12.000 0.0025 0.0038 T 1 0.420 Not Needed Bot #5 #5 12.000 0.0025 0.0038 B 1 0.420 64.575 3RD W2(2) Top #5 #5 12.000 0.0025 0.0038 T 1 0.420 Not Needed Bot #5 #5 12.000 0.0025 0.0038 B 1 0.420 Not Needed 2ND W2(2) Top Bot #5 #5 #5 #5 12.000 12.000 0.0025 0.0025 0.0038 0.0038 T B 1 1 0.420 0.420 96.750 96.750 3RD W3(2) Top #3 #3 12.000 0.0025 0.0015 T 1 0.360 Not Needed T 2 0.360 Not Needed Bot #3 #3 12.000 0.0025 0.0015 B 1 0.360 Not Needed B 2 0.360 Not Needed 2ND W3(2) Top #3 #3 12.000 0.0025 0.0015 T 1 0.360 Not Needed T 2 0.360 Not Needed Bot #3 #3 12.000 0.0025 0.0015 B 1 0.360 Not Needed B 2 0.360 Not Needed 3RD W3(1) Top #3 #3 12.000 0.0025 0.0014 T 1 0.360 Not Needed T 2 0.360 Not Needed T 3 0.480 Not Needed T 4 0.480 Not Needed T 5 0.480 Not Needed T 6 0.480 Not Needed T 7 0.480 Not Needed T 8 0.480 Not Needed T 9 0.480 Not Needed T 10 0.480 Not Needed Bot #3 #3 12.000 0.0025 0.0014 B 1 0.360 Not Needed B 2 0.360 Not Needed B 3 0.480 Not Needed B 4 0.480 Not Needed B 5 0.480 Not Needed B 6 0.480 Not Needed B 7 0.480 Not Needed B 8 0.480 Not Needed B 9 0.480 11.688 B 1 0 0.480 Not Needed 0 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 2 1~11 SUMMARY OUTPUT DATA - UNIFORM REINFORCING PIER SECTIONS - DESIGN (ACI 318-99) Story Pier Sta Edge End Edge Required Current Pier Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg in^2/ft Length 2ND W3(1) Top #4 #4 12.000 0.0025 0.0028 T 1 0.360 Not Needed Bot #4 #4 12.000 0.0025 0.0028 B 1 0.360 Not Needed 2ND W3(3) Top #4 #4 12.000 0.0025 0.0028 T 1 0.360 Not Needed Bot #4 #4 12.000 0.0025 0.0028 B 1 0.360 Not Needed 3RD W3 Top #4 #4 12.000 0.0025 0.0028 T 1 0.360 417.150 Bot #4 #4 12.000 0.0025 0.0028 B 1 0.360 417.150 2ND W3 Top #4 #4 12.000 0.0025 0.0028 T 1 0.360 Not Needed Bot #4 #4 12.000 0.0025 0.0028 B 1 0.360 Not Needed 3RD W3(5) Top #4 #4 12.000 0.0025 0.0029 T 1 0.360 Not Needed Bot #4 #4 12.000 0.0025 0.0029 B 1 0.360 Not Needed 3RD W3(4) Top #4 #4 12.000 0.0025 0.0028 T 1 0.360 83.250 Bot #4 #4 12.000 0.0025 0.0028 B 1 0.360 83.250 4TH W2 Top #4 #4 12.000 0.0025 0.0028 T 1 0.360 Not Needed Bot #4 #4 12.000 0.0025 0.0028 B 1 0.360 Not Needed 7TH SW1 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 6TH SW1 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 5TH SW1 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 20.250 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 20.250 4TH SW1 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 20.250 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 20.250 3RD SW1 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 20.250 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 20.250 2ND SW1 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 20.250 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 20.250 7TH SW2 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 33.450 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 33.450 6TH SW2 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 Not Needed 5TH SW2 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 Not Needed 4TH SW2 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 33.450 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 33.450 3RD SW2 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 Not Needed 2ND SW2 Top #4 #4 12.000 0.0025 0.0030 T 1 0.360 Not Needed Bot #4 #4 12.000 0.0025 0.0030 B 1 0.360 Not Needed 7TH SW3 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 3 Summary Output Data - Uniform Reinforcing Pier Sections - Design Story Pier Sta Edge End Edge Required Current Pier Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg in"2/ft Length T 2 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed B 2 0.240 Not Needed 6TH SW3 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed T 2 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed B 2 0.240 Not Needed 5TH SW3 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed T 2 0.240 33.450 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed B 2 0.240 33.450 4TH SW3 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 20.250 T 2 0.240 Not Needed Bot #4 #4 12.000 0.0044 0.0044 B 1 0.240 20.250 B 2 0.240 Not Needed 3RD SW3 Top #4 #4 12.000 0.0037 0.0044 T 1 0.240 20.250 T 2 0.240 33.450 Bot #4 #4 12.000 0.0037 0.0044 B 1 0.240 20.250 B 2 0.240 33.450 2ND SW3 Top #5 #5 12.000 0.0025 0.0058 T 1 0.240 33.450 T 2 0.360 20.250 Bot #5 #5 12.000 0.0025 0.0058 B 1 0.240 33.450 B 2 0.360 20.250 8TH SW5 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 7TH SW5 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 6TH SW5 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 5TH SWS Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 4TH SW5 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 3RD SW5 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 47.700 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 47.700 2ND SW5 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 47.700 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 47.700 10TH SW6 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 9TH SW6 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 8TH SW6 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 7TH SW6 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 0 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 4 SUMMARY OUTPUT DATA - UNIFORM REINFORCING PIER SECTIONS - DESIGN (ACI 318-99) Story Pier Sta Edge End Edge Required Current Pi er Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg in'2/ft Length 6TH SW6 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 5TH SW6 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 16.622 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 16.816 4TH SW6 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 18.275 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 18.469 3RD SW6 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 19.688 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 19.882 2ND SW6 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 22.073 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 22.267 10TH SW8 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 9TH SW8 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 8TH SW8 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 7TH SW8 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 6TH SW8 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 5TH SW8 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.666 4TH SW8 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 17.166 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 17.360 3RD SW8 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 18.172 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 18.366 2ND SW8 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 19.083 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 19.277 10TH SW9 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 Not Needed 9TH SW9 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 Not Needed 8TH SW9 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 Not Needed 7TH SW9 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 Not Needed 6TH SW9 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 16.575 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 16.575 5TH SW9 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 18.186 0 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 5 Summary Output Data - Uniform Reinforcing Pier Sections - Design Story Pier Sta Edge End Edge Required Current Pier Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg in'2/ft Length Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 18.393 4TH SW9 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 18.931 Sot #4 #4 12.000 0.0025 0.0045 B 1 0.240 19.137 3RD SW9 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 20.489 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 20.696 2ND SW9 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 21.617 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 21.823 10TH SW10 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 9TH SW10 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 8TH SW10 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 7TH SW10 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 6TH SW10 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 5TH SW10 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 16.809 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 17.003 4TH SW10 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 18.376 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 18.570 3RD SW10 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 20.303 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 20.497 2ND SW10 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 21.294 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 21.489 10TH SW11 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 Not Needed 9TH SW11 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 Not Needed 8TH SW11 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 Not Needed 7TH SW11 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 16.575 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 16.575 6TH SW11 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 17.184 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 17.390 5TH SW11 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 19.482 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 19.688 4TH SW11 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 20.047 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 20.253 0 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 6 SUMMARY OUTPUT DATA - UNIFORM REINFORCING PIER SECTIONS - DESIGN (ACI 318-99) Story Pier Sta Edge End Edge Required Current Pier Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg inA2/ft Length 3RD SW11 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 20.681 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 20.887 2ND SW11 Top #4 #4 12.000 0.0025 0.0045 T 1 0.240 23.363 Bot #4 #4 12.000 0.0025 0.0045 B 1 0.240 23.570 10TH SW12 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 9TH SW12 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 8TH SW12 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 7TH SW12 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 6TH SW12 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.690 5TH SW12 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 17.218 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 17.412 4TH SW12 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 18.623 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 18.817 3RD SW12 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 20.173 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 20.368 2ND SW12 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 21.099 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 21.293 10TH SW14 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 20.325 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 9TH SW14 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 8TH SW14 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 7TH SW14 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 20.325 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 20.325 6TH SW14 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 20.325 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 20.513 5TH SW14 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 24.606 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 24.859 4TH SW14 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 22.095 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 22.348 3RD SW14 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 22.377 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 22.630 2ND SW14 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 22.662 0 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 7 Summary Output Data - Uniform Reinforcing Pier Sections - Design Story Pier Sta Edge End Edge Required Label Label Loc Bar Bar Spacing Ratio Bot #4 #4 12.000 0.0025 10TH SW15 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 9TH SW15 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 8TH SW15 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 6TH SW15 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 4TH SW15 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 3RD SW15 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 2ND SW15 Top #4 44 12.000 0.0025 Bot #4 #4 12.000 0.0025 10TH SW16 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 9TH SW16 Top #4 #4 12.000 0.0025 Bot 44 #4 12.000 0.0025 8TH SW16 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 7TH SW16 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 6TH SW16 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 5TH SW16 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 4TH SW16 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 3RD SW16 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 2ND SW16 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 10TH SW17 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 7TH SW17 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 10TH SW19 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 Current Pier Shear Av B-Zone Ratio Leg in'2/ft Length 0.0044 B 1 0.240 22.915 0.0046 T 1 0.240 Not Needed 0.0046 B 1 0.240 Not Needed 0.0046 T 1 0.240 Not Needed 0.0046 B 1 0.240 Not Needed 0.0046 T 1 0.240 Not Needed 0.0046 B 1 0.240 Not Needed 0.0046 T 1 0.240 Not Needed 0.0046 B 1 0.240 Not Needed 0.0046 T 1 0.325 26.325 0.0046 B 1 0.325 26.325 0.0046 T 1 0.293 28.541 0.0046 B 1 0.293 28.869 0.0046 T 1 0.240 27.590 0.0046 B 1 0.240 27.918 0.0044 T 1 0.240 Not Needed 0.0044 B 1 0.240 Not Needed 0.0044 T 1 0.240 20.325 0.0044 B 1 0.240 20.325 0.0044 T 1 0.240 Not Needed 0.0044 B 1 0.240 Not Needed 0.0044 T 1 0.240 20.325 0.0044 B 1 0.240 20.325 0.0044 T 1 0.240 20.774 0.0044 B 1 0.240 21.027 0.0044 T 1 0.240 30.829 0.0044 B 1 0.240 31.082 0.0044 T 1 0.240 28.368 0.0044 B 1 0.240 28.621 0.0044 T 1 0.240 35.874 0.0044 B 1 0.240 36.195 0.0044 T 1 0.240 35.973 0.0044 B 1 0.240 36.293 0.0046 T 1 0.240 Not Needed 0.0046 B 1 0.240 Not Needed 0.0046 T 1 0.240 Not Needed 0.0046 B 1 0.240 Not Needed 0.0048 T 1 0.240 Not Needed 0.0048 B 1 0.240 Not Needed n ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 8 SUMMARY OUTPUT DATA - UNIFORM REINFORCING Story Pier Sta Edge End PIER SECTIONS Edge - DESIGN (ACI Required 318-99) Current Pier Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg in^2/ft Length 9TH SW19 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 8TH SW19 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 7TH SW19 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 6TH SW19 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 5TH SW19 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 4TH SW19 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 3RD SW19 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.831 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 16.025 2ND SW19 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 17.425 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 17.619 10TH SW20 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 Not Needed 9TH SW20 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.000 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.000 8TH SW20 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 Not Needed 7TH SW20 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.000 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.000 6TH SW20 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.000 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.000 5TH SW20 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.000 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.000 4TH SW20 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.000 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.000 3RD SW20 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.000 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.000 2ND SW20 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.000 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.000 10TH SW21 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 9TH SW21 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 8TH SW21 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed E ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 9 Summary Output Data - Uniform Reinforcing Pier Sections - Design Story Pier Sta Edge End Edge Required Current Pier Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg in^2/ft Length Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 7TH SW21 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 6TH SW21 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 5TH SW21 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.770 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.964 4TH SW21 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 16.764 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 16.958 3RD SW21 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 17.897 Bot 44 #4 12.000 0.0025 0.0046 B 1 0.240 18.092 2ND SW21 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 17.409 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 17.603 10TH SW22 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 9TH SW22 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 44 12.000 0.0025 0.0044 B 1 0.240 Not Needed 8TH SW22 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 7TH SW22 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 6TH SW22 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 32.400 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 32.400 5TH SW22 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 32.400 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 32.400 4TH SW22 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 32.400 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 32.400 3RD SW22 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 33.296 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 33.699 2ND SW22 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 33.916 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 34.319 10TH SW23 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 9TH SW23 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 8TH SW23 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 7TH SW23 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 44 12.000 0.0025 0.0048 B 1 0.240 Not Needed ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 10 SUMMARY OUTPUT DATA - UNIFORM REINFORCING PIER SECTIONS - DESIGN (ACI 318-99) Story Pier Sta Edge End Edge Required Current Pier Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg in'2/ft Length 6TH SW23 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 5TH SW23 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 4TH SW23 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 3RD SW23 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.600 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.600 2ND SW23 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 15.784 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 15.978 10TH SW24 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 Not Needed 9TH SW24 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 Not Needed 8TH SW24 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 Not Needed 7TH SW24 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 Not Needed 6TH SW24 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 36.300 5TH SW24 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 36.300 Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 36.300 4TH SW24 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 36.300 Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 36.300 3RD SW24 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 38.360 Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 38.812 2ND SW24 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 43.532 Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 43.984 10TH SW25 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 9TH SW25 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 8TH SW25 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 7TH SW25 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 6TH SW25 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 5TH SW25 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 Not Needed 9 ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 11 Summary Output Data - Uniform Reinforcing Pier Sections - Design Story Pier Sta Edge End Edge Required Current Pier Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg in^2/ft Length Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 Not Needed 4TH SW25 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 32.400 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 32.400 3RD SW25 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 32.400 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 32.400 2ND SW25 Top #4 #4 12.000 0.0025 0.0044 T 1 0.240 32.400 Bot #4 #4 12.000 0.0025 0.0044 B 1 0.240 32.400 10TH SW26 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 36.300 Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 36.300 9TH SW26 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 Not Needed 8TH SW26 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 Not Needed 7TH SW26 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 Not Needed 6TH SW26 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 36.300 Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 36.300 5TH SW26 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 36.300 Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 36.300 4TH SW26 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 36.858 Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 39.310 3RD SW26 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 41.507 Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 41.959 2ND SW26 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 44.771 Bot #4 #4 12.000 0.0025 0.0043 B 1 0.240 45.223 9TH SW27 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 Not Needed 8TH SW27 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 Not Needed 7TH SW27 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 Not Needed 6TH SW27 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 Not Needed 5TH SW27 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.000 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.000 4TH SW27 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.000 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.000 3RD SW27 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.235 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.347 O ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 12 SUMMARY OUTPUT DATA - UNIFORM REINFORCING PIER SECTIONS - DESIGN (ACI 318-99) Story Pier Sta Edge End Edge Required Current Pier Shear Av B-Zone Label Label Loc Bar Bar Spacing Ratio Ratio Leg inA2/ft Length 2ND SW27 Top #4 #4 12.000 0.0025 0.0050 T 1 0.240 9.829 Bot #4 #4 12.000 0.0025 0.0050 B 1 0.240 9.942 7TH SW28 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 6TH SW28 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 17.100 Bot #4 #4 12.000 0.0031 0.0048 B 1 0.240 17.100 5TH SW28 Top 44 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 4TH SW28 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 3RD SW28 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 17.100 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 17.100 2ND SW28 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 17.100 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 17.145 7TH SW29 Top #4 44 12.000 0.0033 0.0046 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0027 0.0046 B 1 0.240 Not Needed 6TH SW29 Top #4 #4 12.000 0.0037 0.0046 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0038 0.0046 B 1 0.240 Not Needed 5TH SW29 Top #4 #4 12.000 0.0025 0.0046 T 1 0.597 Not Needed Bot #4 #4 12.000 0.0025 0.0046 B 1 0.240 Not Needed 4TH SW29 Top #4 #4 12.000 0.0025 0.0046 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0046 B 1 0.240 Not Needed 3RD SW29 Top #4 #4 12.000 0.0025 0.0046 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0046 B 1 0.240 Not Needed 2ND SW29 Top #4 #4 12.000 0.0025 0.0046 T 1 0.240 16.200 Bot #4 #4 12.000 0.0025 0.0046 B 1 0.240 16.200 7TH SW30 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 6TH SW30 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 5TH SW30 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 4TH SW30 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 Not Needed 3RD SW30 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 Not Needed Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 17.100 2ND SW30 Top #4 #4 12.000 0.0025 0.0048 T 1 0.240 17.100 Bot #4 #4 12.000 0.0025 0.0048 B 1 0.240 17.100 8TH SW35 Top #4 #4 12.000 0.0025 0.0043 T 1 0.240 Not Needed E ETABS v9.1.0 File:FOUR SEASON HOTEL VAIL Units:Kip-in May 30, 2007 20:40 PAGE 13 Cw Summary Output Data - Uniform Reinforcing Pier Sections - Design Story Pier Sta Edge End Edge Required Label Label Loc Bar Bar Spacing Ratio Bot #4 #4 12.000 0.0025 7TH SW35 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 6TH SW35 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 5TH SW35 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 4TH SW35 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 7TH SW36 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 6TH SW36 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 5TH SW36 Top #4 #4 12.000 0.0025 Bot 44 #4 12.000 0.0025 4TH SW36 Top #4 #4 12.000 0.0025 Bot 44 #4 12.000 0.0025 7TH SW37 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 6TH SW37 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 5TH SW37 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 4TH SW37 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 7TH SW38 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 6TH SW38 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 5TH SW38 Top #4 #4 12.000 0.0025 Bot #4 44 12.000 0.0025 4TH SW38 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0058 6TH SW39 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 5TH SW39 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0025 4TH SW39 Top #4 #4 12.000 0.0025 Bot #4 #4 12.000 0.0059 Current Pier Shear Av B-Zone Ratio Leg in"2/ft Length 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.240 Not Needed 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.240 Not Needed 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.240 Not Needed 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.240 Not Needed 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.240 Not Needed 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.240 Not Needed 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.240 34.805 0.0043 B 1 0.240 34.805 0.0043 T 1 0.240 34.805 0.0043 B 1 0.240 34.805 0.0043 T 1 0.240 34.805 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.240 Not Needed 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.240 34.805 0.0043 B 1 0.240 34.805 0.0043 T 1 0.240 34.805 0.0043 B 1 0.240 34.805 0.0046 T 1 0.240 Not Needed 0.0046 B 1 0.240 Not Needed 0.0046 T 1 0.240 Not Needed 0.0046 B 1 0.240 Not Needed 0.0046 T 1 0.240 19.472 0.0046 B 1 0.240 19.472 0.0046 T 1 0.294 Not Needed 0.0046 B 1 0.294 Not Needed 0.0043 T 1 0.240 Not Needed 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.240 Not Needed 0.0043 B 1 0.240 Not Needed 0.0043 T 1 0.350 43.356 0.0043 B 1 0.346 43.356 •