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HomeMy WebLinkAbout1000 AVIARA PY; STRUCT CALCS; CB042804; Structural CalculationsLYONS, WARREN & ASSOCIATES, INC. CONSULTING STRUCTURAL ENGINEERS STRUCTURAL CALCULATIONS Date Project Name LWA Project Number Engineer of Work June 23.2004 Kelley Corporate Center - Parcel 4 SCA0403 Glenn Mountzen Prepared For: Smith Consulting Architects /X | V J Index Load Data Floor Framing Roof Framing Tilt Up Lateral Analysis Columns/Foundations Connections Misc Stairs Lobby Stair Dl Fl - F28 Rl-Ril T1-T19 LI - L163 CF1 -CF34 CN1-CN16 Ml ST1 - ST28 LS1-LS25 9455 Ridgehaven Court, Suite 200, San Diego, CA 92123 Tel (858) 573-8999 Fax (858) 573-8998 LYONS, WARREN & ASSOCIATES, INC CONSULTING STRUCTURAL ENGINEERS STRUCTURAL CALCULATIONS Date Project Name LWA Project Number Engineer of Work June 23. 2004 Kelley Corporate Center - Parcel 4 SCA0403 Glenn Mountzen Prepared For: Smith Consulting Architects Index Load Data Floor Framing Roof Framing Tilt Up Lateral Analysis Co himns/F oundations Connections Misc Stairs Lobby Stair Dl F1-F28 R1-R11 T1-T19 L1-L163 CF1 - CF34 CN1-CN16 Ml ST1 - ST28 LS1-LS25 9455 Ridgehaven Court, Suite 200, San Diego, CA 92123 Tel (858)573-8999 Fax (858)573-8998 LOAD DATA Flat Roof Roofing Insulation Trusses Girders Ceiling Deck Sprmkler/FP Misc Total Pitch= 0412 Live Load Total 3 00 psf 1 50 psf 2 00 psf 1 00 psf 1 50 psf 2 20 psf 4 00 psf 1 80 psf 17 00 psf 1701 psf 20 00 psf projected 37 00 psf Floor Seismic Wind Ltwt Cone Deck Joists Girders Ceiling Sprmkler/FP Misc Partition Total Dead Live Load Total D+L Zone Na Nv Soil Basic Exposure 43 50 psf 2 30 psf 2 00 psf 2 00 psf 1 50 psf 4 00 psf 3 70 psf 20 00 psf 79 00 psf 80 00 psf 159 00 psf 4 1 00 psf 1 10 psf Sd 70mpn C Page D1 cs«JO m rs k 1""1 •3- §Vi CN voo §131 s 1 — 1o_ CQ•"-* ' — i CM ^P r- J=3 u> H ^-^ -^ 08 o ^ ^0 ^§ g> 'Sf ffl -0^ =s S < ^d 3Cd Q CQ ^.t^m^»m Floor Type: SECONDFLR EN (N O "?1 C**o O 9d oE U o- ^ a gp D CQ Q CO S* ts a T3w >» o>rt H C^ 0,0oo (J -oAo 3 CC ON "p•2-^ (N m (N voo PS <U 00 "01si OS fl OJ Pi 00 Q CUO i c*iN-4 CO Q & QJ Gravity Beam Design RAM Steel v7 2 DataBase. keUystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD9thEd Floor Type: SECONDFLR Beam Number = 93 SPAN INFORMATION (ft): I-End (92.73,24.85) J-End (92.73,57.85) Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist 21 00 25.00 31 00 DL 280 590 1004 RedLL 252 5.60 938 = — Red% 11 8 11.8 11 8 W21X50 3300 NonRLL 000 000 000 StorLL 000 000 0.00 Fy - 36 0 ksi Red% 00 00 00 RoorLL 000 000 000 Red% 00 00 00 LINE LOADS (k/ft): Load 1 Dist 000 3300 000 3284 3284 3300 0.00 21 00 DL 0050 0.050 0000 0348 0348 0324 0.020 0020 LL 0000 0000 0.000 0352 0352 0328 0020 0020 Red% 11.8% 11.8% 1 1 8% Type NonR Red Red Red SHEAR: Max V (DL+LL) = 36.96 kips fv - 4.67 ksi Fv = 14.40 ksi MOMENTS: Span Cond ft 21.0CenterMax Moment kip-ft 1716 Lb ft 00 Cb Tension Flange 1716 21 0Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -Hotal reaction DEFLECTIONS: (Camber =1/2) Dead load (in) at 1782ft = < Live load (in) at 1782ft = Net Total load (in) at 1782ft = 00 1 00 100 fb 21 79 21 79 Fb 2400 2400 Compr Flange ft> Fb 21 79 24 00 Left 608 4.48 1056 Right 2047 1649 3696 -0603 -0470 -0574 L/D L/D L/D 656 842 690 Gravity Beam Design RAM Steel v? 2 DataBase kellystl Budding Code UBC1 06/25/04 12 13 52 Steel Code ASD9thEd Floor Type: SECONDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) COMPOSITE PROPERTIES Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(in) SefT(in3) Ieff(in4) Stud length (in) Stud Capacity (kips) q # of studs. Full - 24 Number of Stud Rows ™ 1 LINE LOADS (k/ft): Beam Number = 94 J-End (120.73,45.85)I-End (92.73,45.85) = W14X22 - 2800 Fy = 36 0 ksi (Not Shored): Left 325 11549 300 perpendicular VERCO W3 Formlok 2700 4336 474.81 525 Y bar(in) Str (in3) Itr (in4) Stud diam (in) Right 325 115.49 300 parallel VERCO W3 Formlok 1281 = ' 52 26 645 72 075 = 9.9 Partial = 9 Actual = 9 Percent of Full Composite Action = 3812 Load 1 2 3 Dist 000 2800 000 2800 000 2800 DL 0022 0022 0158 0158 0020 0020 CDL 0022 0022 0100 0.100 0013 0013 LL 0000 0000 0160 0160 0020 0.020 Red% _„ 00% 00% Type NonR Red Red CLL 0000 0000 0040 0.040 0005 0005 SHEAR: Max V (DL+LL) = 5.32 kips fv = 1.68 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center PreCmp InitDL Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 37 2 fc (ksi) = 0 27 Fc - 1 35 REACTIONS (kips): Initial reaction DL reaction Max -HLL reaction Max +total reaction Moment kip-ft 176 132 37.2 @ ft 140 140 140 Lb ft —__- — Cb Tension Flange 140 fb 7.28 10.30 1211 1030 Fb 2400 2400 3240 24.00 Left 251 280 2.52 532 Right 2.51 280 252 532 Compr Flange fb Fb 7 28 24 00 Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 ^---"iPf Page 2/2 06/25/0412 13 52 Steel Code ASD 9th Ed DEFLECTIONS: Imtialload (in) at 1400ft = -0323 L/D = 1042 Live load (in) at 1400ft - -0181 L/D = 1858 Post Comp load (in) at 1400ft = -0246 L/D - 1364 Net Total load (in) at 1400ft - -0569 L/D - 591 Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD9thEd Floor Type: SECONDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) COMPOSITE PROPERTIES (Not Shored): Beam Number = 96 J-End (120.73,55.85)I-End (92.73,55.85) - W18X40 = 2800 Fy - 39 9 ksi Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(in) Seff(m3) Ieff(in4) Stud length (in) = 5 25 Stud Capacity (kips) q = 99 # of studs per stud segment Full Partial Actual Left 325 11549 3.00 perpendicular VERCO W3 Formlok 3900 10434 1463.42 Y bar(in) Str (m3) Itr (in4) Stud diam (in) Right 325 115.49 300 perpendicular VERCO W3 Formlok 15.11 11042 160745 075 11,12,14 7,8,9 7,8,9 Number of Stud Rows = 1 Percent of Full Composite Action - 68 65 POINT LOADS (kips): Dist DL CDL 7 50 0.87 0 61 1600 075 055 LINE LOADS (k/ft): Load 1 RedLL 071 0.55 Red% NonKLL StorLL 45 45 0.00 000 000 0.00 Red% RooiLL 00 00 000 000 Red% 00 00 CLL 018 0 14 Dist 000 2800 000 750 750 1600 1600 2800 000 2800 DL 0040 0040 0 178 0 178 0810 0810 0020 0020 0237 0237 CDL 0040 0040 0.113 0.113 0513 0.513 0013 0.013 0 150 0 150 LL 0000 0000 0180 0180 0820 0820 0020 0.020 0240 0240 Red% _— 4.5% 45% 45% 4.5% Type NonR Red Red Red Red CLL 0000 0000 0045 0045 0.205 0205 0005 0.005 0060 0060 SHEAR: Max V (DL+LL) = 18.99 kips fv = 3.37 ksi Fv = 15.96 ksi MOMENTS: Span Center Cond PreCmp InitDL Max + Moment kip-ft 695 51 3 1473 @ ft 128 128 128 Lb Cb Tension Flange ft fb Fb 12.19 26 33 Compr Flange fb Fb 12 19 26.33 Hfr i^ m\V RAM Steel v7 2•hBBMIf 0M DataBase: kellystl ••^••1 rrn/^i L Mconst/Sx+Mpost/Seff Controlling 1473 fc (ksi) - 0.55 Fc = 1 35 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) at 1372 Live load (m) at 1358 Post Comp load (in) at 13 58 Net Totalload (in) at 1358 Gravity Beam Design 2005 128 — — 1695 Left Right 8 98 6 99 10.04 7,79 8 96 6 84 1899 14.63 ft = -0389 L/D - 863 ft = -0220 L/D - 1529 ft - -0303 L/D = 1108 ft - -0693 L/D = 485 r Page 2/2 06/25/04 12 13 52 Steel Code- ASD 9th Ed 35 91 — , — 26 33 Gravity Beam Design RAM Steel v7 2 DataBase keilystl Building Code UBC1 06/25/04121352 Steel Code ASD 9th Ed Floor Type: SECONDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 7.50 0.51 036 1600 136 115 LINE LOADS (k/ft): Load 1 Beam Number = 99 J-End (120.73,76.35)I-End (92.73,76.35) - W24X55 = 2800 Fy - 39 9 ksi Red% NonRLL StorLL 8 1 81 000 000 0.00 000 Red% RoofLL 0.0 00 000 000 Red% 00 00 Dist 0.00 2800 000 28.00 000 750 750 1600 16.00 2800 DL 0.055 0055 0.316 0.316 0020 0.020 0810 0810 0211 0211 LL 0000 0.000 0320 0320 0020 0020 0820 0820 0.213 0213 Red% — 81% 81% 8 1% 81% Type NonR Red Red Red Red SHEAR: Max V (DL+LL) = 20.36 kips fv = 2.19 ksi Fv = 15.96 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 1730 1730 @ ft 137 13.7 Lb ft 00 00 Cb 100 1 00 Tension Flange fb Fb 18.21 2633 1821 2633 Compr Flange fb Fb 1821 2633 Left 1082 915 19.96 Right 1100 936 2036 at 1386ft = at 13.86ft - at 1386ft - -0324 -0277 -0600 L/D = L/D - L/D - 1038 1214 560 MESNATCMAL Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/0412 1352 Steel Code ASD9thEd Floor Type: SECONDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) Beam Number = 100 I-End (92.73,77.85) - W12X14 - 11 19 J-End (92.73,89.03) Fy - 36 0 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(in) Seff(in3) Ieff(in4) Stud length (in) = 5 25 Stud Capacity (kips) q = 99 # of studs per stud segment Ful] Partial Actual Left 325 11549 300 perpendicular VERCO W3 Formlok 3356 3038 37331 Y bar(in) Str (rn3) Itr (in4) Stud diam (in) Right 325 11549 300 parallel VERCO W3 Formlok 13 11 3229 408.32 0.75 6,6 6,6 Number of Stud Rows = 1 Percent of Full Composite Action = 79 30 POINT LOADS (kips): Dist DL CDL 650 943 6.15 LINE LOADS (k/ft): Load 1 RedLL 905 Red% 0.0 NonRLL 000 StorLL 000 Red% 00 RoofLL 000 Red% 00 CLL 226 Dist 000 11.19 000 8.96 896 11.19 DL 0.014 0014 0234 0329 0.329 0000 CDL 0014 0014 0148 0208 0208 0000 LL 0000 0.000 0237 0333 0333 0.000 Red% ™ 00% 00% Type NonR Red Red CLL 0000 0000 0059 0083 0083 0000 SHEAR: Max V (DL+LL) = 13.60 kips fv = 5.71 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center PreCmp ImtDL Moment kip-ft 270 19.7 593 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 59 3 fc(ksi) - 051 Fc - 1 35 @ ft 65 65 65 65 Lb ft Cb Tension Flange fb 21 72 2342 31.51 2342 Fb 2400 2400 3240 2400 Compr Flange fb Fb 2172 2400 INTERNATO^L Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBCi Page 2/2 06/25/04 12 13 52 Steel Code ASD 9th Ed REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in), Net Total load (in) Left 4.93 553 531 1085 Right 619 694 666 1360 at at at at 582ft - 5.82ft = 5,82ft - 582ft = -0143 -0050 -0068 -0.211 L/D - L/D = L/D = L/D - 940 2686 1971 636 INTERNATIONAl Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code- ASD 9th Ed Floor Type: SECONDFLR Beam Number = 111 SPAN INFORMATION (ft): I-End (108.73,55.85) J-End (108.73,76.35) Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): - W8X18 = 20.50 Fy - 39 9 ksi Dist DL 15 17 1 44 LINE LOADS (k/ft): Load Dist 1 000 2050 2 000 15 17 RedLL Red% NonRLL StorLL Red% 140 00 DL LL 0018 0.000 0018 0000 0.020 0 020 0 020 0 020 SHEAR: Max V (DL+LL) = 2.51 kips fv MOMENTS: Span Cond Center Max + Controlling Moment @ kip-ft ft 13 1 15.2 13.1 152 000 Red% 0.0% = 1.34 ksi Lb ft 15.2 15.2 000 00 Type NonR Red Fv = 15.96 ksi Cb 1.00 ] 1 00 RoofLL 000 Red% 0.0 Tension Flange fb Fb 10.36 23 94 Compr Flange fb 1036 1036 Fb 1403 1403 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 075 055 1 30 Right 1.36 1.15 251 at 11 07 ft at 1107ft at 1107ft -0.255 -0211 -0466 L/D = L/D = L/D = 964 1166 528 Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD 9th Ed Floor Type: 3RDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Beam Number = 14 I-End (-10.87,40.57) = W24X68 - 2400 J-End (12.31,46.78) Fy = 36 0 ksi Dist 800 800 1600 1600 DL 6.20 1409 620 1409 RedLL 606 13 10 606 13 10 Red% NonRLL StorLL 284 284 284 284 0.00 000 000 000 000 000 000 000 Red% RoofLL 0.0 00 00 0.0 000 000 0.00 000 Red% 00 00 00 00 LINE LOADS (k/ft): Load 1 2 Dist 0.00 2400 000 2400 DL 0068 0068 0085 0.085 LL 0000 0000 0086 0086 Red% 28 4% Type NonR Red SHEAR: Max V (DL+LL) = 36.59 kips fv = 3.72 ksi Fv - 14.40 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 2875 2875 @ ft 120 120 Lb ft 00 00 Cb 1 00 1 00 Tension Flange fb Fb 22 41 24 00 22.41 24 00 Compr Flange fb Fb 2241 2400 Left 22 13 1446 3659 Right 22 13 14.46 36.59 at 1200ft at 12.00ft at 1200ft -0346 -0228 -0574 L/D - L/D = L/D = 833 1264 502 INTERN/TONAL Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD 9th Ed Floor Type: 3RDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) COMPOSITE PROPERTIES Concrete thickness (in) , Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(rn) Seff(rn3) Ieff(in4) Stud length (in) =• Stud Capacity (kips) q ~ # of studs Full = 64 Number of Stud Rows = 1 LINE LOADS (k/ft): Beam Number = 20 I-End (-3.73,106.67) = W24X55 = 4200 J-End (7.14,66.10) Fy = 36 0 ksi (Not Shored): Left 325 11549 300 105 0 deg VERCO W3 Formlok 9600 15197 2677 67 525 9.9 Y bar(in) Str (in3) Itr (in4) Stud diam (in) Right 325 11549 300 1050 deg VERCO W3 Formlok 21 60 18927 3981 59 075 Partial = 15 Actual- 15 Percent of Full Composite Action = 25 45 Load 1 2 3 4 5 Dist 000 4200 000 39.86 3986 4200 0.00 214 214 4200 DL 0055 0055 0316 0316 0316 0000 0000 0316 0316 0316 CDL 0055 0055 0200 0200 0200 0.000 0000 0200 0200 0200 LL 0000 0.000 0320 0320 0320 0000 0000 0320 0320 0.320 Red% _>_ 14 2% 142% 142% 14 2% Type NonR Red Red Red Red CLL 0000 0.000 0.080 0080 0080 0.000 0000 0080 0080 0080 SHEAR: Max V (DL+LL) = 25.33 kips fv = 2.72 ksi Fv - 14.40 ksi MOMENTS: Span Center Cond PreCmp ImtDL Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 272 1 fc (ksi) - 0 36 Fc - 1 35 REACTIONS (kips): Moment kip-ft 1354 1002 272 1 @ ft 21 0 21 0 21 0 Lb ft „_ ___ _— Cb Tension Flange 21.0 fb 1425 21 49 24 12 21 49 Fb 2400 2400 3240 2400 Compr Flange fb Fb 14 25 24 00 Gravitv Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 Page 2/2 06/25/0412 1352 Steel Code ASD 9th Ed Initial reaction DL reaction Max +LL reaction Max -Hotel reaction Left 1262 1409 11 24 2533 Right 1262 1409 11 24 2533 DEFLECTIONS: (Camber = 5/8) Initial load (in) at 21.00ft = -0.812 L/D = 620 Live load (in) at 21.00 ft. = -0494 L/D - 1020 Post Comp load (in) at 2100ft = -0703 L/D - 717 Net Total load (in) at 21 00 ft = -0 890 L/D - 566 INTERNATIONAL Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/0412 13.52 Steel Code ASD 9th Ed Floor Type: 3RDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) COMPOSITE PROPERTIES Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(in) SefT(m3) Ieff(in4) Stud length (in) Stud Capacity (kips) q = # of studs Max - 19 Number of Stud Rows = 1 LINE LOADS (k/ft): Beam Number - 60 I-End (45.77,76.45) = W14X22 = 2000 J-End (50.95,57.13) Fy - 36 0 ksi (Not Shored): Left 3.25 11549 3.00 105 0 deg VERCO W3 FormJok 6000 43.59 53271 525 Y bar(in) Str (m3) Itr (in4) Stud diam (in) Right 325 11549 300 105 0 deg VERCO W3 Formlok 1491 5579 811 86 075 - 9.9 Partial = 7 Actual = 7 Percent of Full Composite Action = 29 65 Load 1 2 3 4 5 Dist 000 20.00 000 1786 1786 20.00 000 2 14 214 2000 DL 0022 0.022 0316 0316 0316 0.000 0.000 0316 0316 0316 CDL 0022 0022 0200 0200 0.200 0000 0000 0200 0.200 0200 LL 0000 0000 0320 0320 0320 0000 0.000 0320 0320 0320 Red% — 01% 01% 01% 0 1% Type NonR Red Red Red Red CLL 0000 0000 0080 0080 0080 0000 0000 0080 0080 0080 SHEAR: Max V (DL+LL) = 12.25 kips fv = 3.88 ksi Fv = 14.40 ksi MOMENTS: Span Center Cond PreCmp ImtDL Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 64.2 fc(ksi) - 028 Fc = 1 35 REACTIONS (kips): Moment kip-it 289 21 0 642 @ ft 100 100 100 Lb ft —___ — Cb Tension Flange 100 fb 11 95 17.67 2057 1767 Fb 2400 24.00 3240 2400 Compr Flange fb Fb 1195 2400 ttttm wivRAMINlTESNATOJAL RAM Steel v7 2 DataBase- kellystl RuilHinp rnrte TIRCI Initial reaction DL reaction Max +LL reaction Max +total reaction Gravitv Beam Design Left Right 5 52 5 52 6.20 6.20 6 05 6 05 1225 12.25 ru Page 2/2 06/25/0412 1352 Steel Code ASD9thEd DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at 1000ft = at 1000ft = at 1000ft - at 1000ft = -0261 -0 148 -0201 -0462 L/D = L/D - L/D = L/D - 919 1626 1193 519 INTKNATCW Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD 9th Ed Floor Type: 3RDFLR Beam Number = 94 SPAN INFORMATION (ft): I-End (92.73,24.85) J-End (92.73,57.85) Beam Size (Optimum) - W24X55 Total Beam Length (ft) =33 00 Fy = 36 0 ksi COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(ui) Seff(in3) Ieff(m4) Stud length (in) Stud Capacity (kips) q = 9 9 # of studs- Full - 44 Number of Stud Rows - 1 POINT LOADS (kips): Left 3.25 11549 300 perpendicular VERCO W3 Formlok 3968 161 10 2741 67 525 Y bar(in) Str (in3) Itr (in4) Stud diam (in) Right 325 11549 300 parallel VERCO W3 Formlok 1868 17460 314055 075 Partial - 26 Actual - 26 Percent of Full Composite Action - 60.41 Dist 9,00 1700 2500 3100 DL CDL RedLL 945 934 823 12.10 6.17 9 609 8 539 7 803 11 03 96 84 20 LINE LOADS (k/ft): Load 1 2 3 Dist 000 3300 000 32.84 3284 3300 DL 0055 0055 0000 0348 0348 0324 1 i \ i i 1 Red% 309 309 309 309 CDL 0055 0055 0000 0220 0220 0.205 NonRLL 0.00 000 000 000 LL 0000 0.000 0000 0.352 0352 0.328 StorLL 000 0.00 0.00 000 Red% 30 9% 30 9% Red% 00 0.0 0.0 00 Type NonR Red Red RoofLL 000 0.00 000 0.00 CLL 0.000 0000 0000 0088 0088 0082 Red% 00 00 00 00 CLL 226 2.24 1 96 2.80 SHEAR: Max V (DL+LL) = 48.70 kips fv = 5.23 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center PreCmp ImtDL Max + Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 321 5 fc (ksi) - 0.70 Fc = 1 35 Moment kip-ft 1757 130.3 321 5 @ ft 170 170 17.0 Lb Cb Tension Flange ft fb Fb 1849 2400 Compr Flange fb Fb 1849 2400 17.0 2395 27.96 23.95 2400 3240 2400 NTERNATDNiAl Gravity Beam Design P">& RAM Steel v7 2 Page 2/2 DataBase kellystl 06/25/04 12 13 52 Building Code UBC1 Steel Code ASD9thEd REACTIONS (kips): Left Right Initial reaction 15 22 26 65 DL reaction 1696 2974 Max +LL reaction 1067 1896 Max -notal reaction 27 63 48 70 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 1667ft = -0632 L/D = 627 Live load (in) at 1667ft - -0299 L/D = 1326 Post Comp load (in) at 1667ft - -0455 L/D - 870 Net Total load (in) at 1667ft = -0587 L/D = 675 II^SNATO-W. Gravity Beam Design RAM Steel v7.2 DataBase kellystl Building Code UBC1 06/25/0412 13.52 Steel Code ASD9thEd Floor Type: 3RDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) COMPOSITE PROPERTIES Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Onentation Decking type beff(in) Seff(in3) Ieff(in4) Stud length (in) Stud Capacity (kips) q = # of studs Full = 40 Number of Stud Rows = 1 LINE LOADS (k/ft): Beam Number = 96 I-End (92.73,41.85) - W18X35 = 2800 J-End (120.73,41.85) Fy = 36 0 ksi (Not Shored): Left 325 11549 3.00 perpendicular VERCO W3 Formlok 8400 8756 1369.28 5.25 99 Y bar(in) Str (in3) Itr (in4) Stud diam (in) Right 325 11549 300 perpendicular VERCO W3 Formtok 1791 10208 178569 075 Partial-17 Actual =17 Percent of Full Composite Action = 45 37 Load 1 2 Dist 000 2800 000 2800 DL 0035 0035 0632 0.632 CDL 0035 0035 0400 0400 LL 0000 0.000 0640 0640 Red% 59% Type NonR Red CLL 0000 0000 0160 0160 SHEAR: Max V (DL+LL) = 17.77 kips fv = 3.35 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center PreCmp InitDL Max + Mmax/Seff Mconst/Sx+Mpost/Seff Moment kip-ft 583 426 1244 @ ft 140 14.0 140 Lb ft — — Cb Tension Flange Controlling fc(ksi) = 0.28 Fc ^REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Initial load fin) 1244 = 1 35 140 fb 12 15 17.05 2008 17.05 Fb 2400 2400 3240 2400 Left Right 8 33 8.33 9 34 9 34 , 8 43 8 43 1777 1777 at 1400ft = -0407 L/D = Compr Flange fb Fb 1215 24.00 826 Gravity Beam Design RAM Steel v? 2 DataBase kellystl Building Code-UBC1 Page 2/2 06/25/04 12 13 52 Steel Code ASD9thEd Live load (in) at 1400ft - -0210 L/D = 1602 Post Comp load (in) at 1400ft = -0291 L/D = 1157 Net Total load (in) at 1400ft = -0697 L/D - 482 MHN/TONM Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD9thEd Floor Type: 3RDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 6 50 9 43 9.05 8 82 0.26 0 27 LINE LOADS (k/ft): Load 1 Beam Number = 102 I-End (92.73,77.85) J-End (92.73,89.03) - W16X26 = 11 19 Red% 00 00 NonRLL 000 000 StorLL Red% 0.00 0 0 0 00 i 00 RoofLL 000 000 Fy = 36 0 ksi Red% 00 00 Red% Type NonR 0 0% Red 00% , Red 0 0% Red SHEAR: Max V (DL+LL) = 13.43 kips fv = 3.42 ksi Fv = 14.40 ksi MOMENTS: Span Cond Moment Dist 000 11.19 000 8.82 882 1103 1103 11 19 DL 0026 0026 0234 0.327 0.000 0023 0.023 0.000 LL 0000 0000 0237 0331 0000 0024 0024 0000 Lb Cb Tension Flange Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -Hotal reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) kip-ft 595 595 ft 65 65 ft 00 0.0 100 1 00 fb 18.59 1859 Fb 2400 2400 Compr Flange ft) Fb 1859 2400 Left 560 531 1091 Right 689 654 1343 at 5 82 ft at 5 82 ft at 5 82 ft -0.065 -0062 -0 127 L/D = L/D - L/D - 2066 2166 1058 NTESNArO-JAL Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/0412 13 52 Steel Code ASD9thEd Floor Type: 3RDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) COMPOSITE PROPERTIES (Not Shored): Beam Number = 104 J-Eud (92.73,132.52)I-End (92.73,89.03) = W30X90 - 4348 Fy - 36 0 ksi Left 3.25 11549 300 perpendicular VERCO W3 Formlok 9233 301 58 613769 Concrete thickness (in) Unit weight concrete (pcf) f c (ksi) Decking Orientation Decking type beff(in) Seff(rn3) Ieff(in4) Stud length (in) - 5 25 Stud Capacity (kips) q = 9.9 # of studs Full = 108 Partial = 27 Actual-27 Number of Stud Rows = 1 Percent of Full Composite Action = 25 19 POINT LOADS (kips): Y bar(m) Str (m3) Itr (in4) Stud diam (in) Right 3.25 11549 300 parallel VERCO W3 Formlok 2481 357 73 8636 06 075 Dist 348 11 48 1948 2081 2748 3548 DL CDL RedLL 943 934 934 359 934 934 LINE LOADS (k/ft): Load Dist 1 2 3 4 000 43.48 000 2081 2081 41.96 41 96 4348 615 905 6 09 8.96 6 09 8 96 2 35 3 42 6 09 8 96 6 09 8.96 DL 0.090 i 0090 i 0025 i 0245 i 0000 i 0.224 / i 0224 i 0000 < Red% 400 400 400 400 400 400 CDL 0090 0.090 0.016 0 155 0000 0.142 0142 0000 NonRLL 000 0.00 000 000 000 000 LL 0000 0000 0025 0248 0000 0227 0227 0000 StorLL 000 0.00 000 000 0.00 000 Red% 40 0% 40 0% 40 0% Red% 0.0 00 00 0.0 00 00 Type NonR Red Red Red RoofLL 000 000 0.00 000 000 000 CLL 0.000 0000 0006 0062 0000 0057 0057 0000 Red% 00 0.0 00 00 0.0 00 CLL 226 224 224 086 2.24 224 SHEAR: Max V (DL+LL) = 49.54 kips fv = 3.57 ksi Fv = 14.40 ksi MOMENTS: Span Center Cond PreCmp ImtDL Max + Moment kip-ft 3278 244.9 5640 @ ft 195 195 195 Lb Cb Tension Flange ft fb Fb 1605 2400 Compr Flange fb Fb 1(5 05 24 00 Wi^m 51 IV RAM Steel v7 2 RAM DataBase keUystl NTHNflKm Building Code UBC1 Mconst/Sx+Mpost/Seff Controlling 564 0 fc (ksi) = 0 42 Fc - 1 35 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -Hotal reaction DEFLECTIONS: (Camber = 5/8) Initial load (in) at 21 74 Live load (in) at 2152 Post Comp load (in) at 21 52 Net Total load (in) at 21 52 Gravity Beam Desien 2469 19.5 — — 2244 Left Right 28 84 24.74 32.11 2752 1743 1481 49 54 42 33 ft = -0774 L/D - 674 ft = -0370 L/D - 1411 ft = -0593 L/D - 880 ft = -0742 L/D - 703 P-Mr v* Page 2/2 06/25/0412 13 52 Steel Code ASD9thEd 32 40 v 24 00 INTESNATO-W Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/0412 1352 Steel Code ASD 9th Ed Floor Type: 3RDFLR SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Beam Number = 114 I-End (100.23,55.85) J-End (100.23,76.35) - W18X35 - 20.50 Fy - 39 9 ksi Dist 450 450 1248 12.48 DL 525 0.78 6.70 004 RedLL 5 12 075 656 Red% NonRLL StorLL 07 07 07 000 000 000 000 000 000 Red% RootLL 00 00 00 000 000 000 Red% 00 00 0.0 LINE LOADS (k/ft): Load 1 2 Dist 000 2050 450 2050 DL 0035 0035 0.020 0020 LL 0000 0000 0020 0020 Red% '0 7% Type NonR Red SHEAR: Max V (DL+LL) = 15.04 kips fv = 2.83 ksi Fv - 15.96 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 89.1 89.1 @ ft 125 125 Lb ft 80 80 Cb 1 00 100 Tension Flange fb Fb 1857 2394 Compr Flange fb Fb 1857 2227 18.57 2227 Left 782 7.22 1504 Right 5.98 544 11 42 at 10.25 ft at 1025ft at 1025ft -0224 -0208 -0432 L/D <= L/D = L/D = 1098 1185 570 Gravity Beam Design RAM Steel v7 2 ' DataBase, kellystl 06/25/04 12 13 52 Building Code- UBC1 Steel Code ASD 9th Ed Floor Type: 3RDFLR Beam Number = 116 SPAN INFORMATION (ft): I-End (100.23,68.33) J-End (120.73,68.33) Beam Size (Optimum) = W14X22 Fy =360 ksi Total Beam Length (ft) - 2050 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3 25 3 25 Unit weight concrete (pcf) 115 49 115 49 f c (ksi) 3 00 3 00 Decking Orientation 90 0 deg 90 0 deg Decking type VERCO W3 Formlok VERCO W3 Formlok beff(in) - 61 50 Y bar(in) = 14 97 SefT(in3) - 43 64 Str (m3) - 55 88 Ieff(in4) = 535.30 Itr (in4) = 816 63 Stud length (in) = 5 25 Stud diam (in) = 0 75 Stud Capacity (kips) q = 9.9 # of studs Max = 20 Partial-7 Actual-7 Number of Stud Rows = 1 Percent of Full Composite Action = 29 65 LINE LOADS (k/ft): Red% Type CLL NonR 0000 0000 1 1% Red 0160 0 160 SHEAR: Max V (DL+LL) = 13.19 kips fv = 4.17 ksi Fv = 14.40 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft ib Fb fb Fb Center PreCmp 30.6 10 3 — — 12 65 24 00 12 65 24 00 ImtDL 222 10.3 Max+ 676 103 Mmax/Seff 18.59 2400 Mconst/Sx+Mpost/Seff 21 67 3240 Controlling 676 103 — — 18.59 24.00 fc (ksi) - 0 29 Fc = 1 35 REACTIONS (kips): Left Right Initial reaction 5.97 5 97 DL reaction 6 70 6 70 Max +LL reaction 6 49 6 49 Max +total reaction 1319 1319 DEFLECTIONS: Initial load fin* at 1025ft - -0291 L/D - 846 Load 1 2 Dist 000 2050 0.00 2050 DL 0022 0.022 0.632 0632 CDL 0.022 0.022 0400 0.400 LL 0000 0000 0640 0640 INTESNAKDNAl Gravity Beam Design RAM Steel v7 2 Page 2/2 DataBase kellystl - 06/25/04 12 13 52 Building Code: UBC1 Steel Code ASD 9th Ed Live load (in) at 10 25 ft - -0 162 L/D = 1519 Post Comp load (in) at 1025ft = -0221 L/D - 1111 Net Total load (in) at 1025ft - -0512 L/D - 480 tOVWr-' o01, -- \-f D i' 3'i- --,-„ j"-~'i l-'-.rCO r . J10V'< -'- 4'" o: _.~^ ---^ - i ; CD— i j^ -- ?10£ \ o ~ ~>l - 38' O 4OOi r-22-rr- 'LV- ' -r CO "^7- jjjS^ CDO) 3 j~,~ -kl 13-tf 7 --*- CD00 '~*~ ---- CDCD oo '-" 114' v « O •/.«„ roV oN> ro o•t o o ON I OO Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/0412 13 52 Steel Code ASD9thEd Floor Type: ROOF SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Beam Number = 87 I-End (92.73,24.85) - W18X40 = 3300 J-End (92.73,57.85) Fy - 36 0 ksi Dist 9.00 1700 25.00 2700 31 00 DL 227 2.21 1 98 0.79 305 RedLL 000 000 000 000 000 Red% NonRLL StorLL Red% RooflLL Red% 00 0.0 00 00 00 000 000 000 000 0.00 000 00 0.00 0 0 000 00 0 00 0.0 0.00 0 0 2 26 20.0 2.24 20 0 1 96 20 0 0 80 20.0 2 80 20 0 LINE LOADS (k/ft): Load 1 2 3 4 Dist 000 3300 000 2441 2442 2700 2700 3300 DL 0.040 0040 0026 0082 0082 0000 0017 0031 LL 0000 0000 0031 0096 0.096 0.000 0.021 0037 Red% — 20 0% 20 0% 20 0% Type NonR Roof Roof Roof SHEAR: Max V (DL+LL) = 14.19 kips fv = 2.52 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1/2) Dead load (in) at 1683ft = Live load (in) at 1683ft = Net Total load (in) at 16 83 ft - Moment kip-ft 957 957 @ ft 170 170 Lb ft 00 00 Cb LOO 100 Tension Flange fry Fb 16 78 24 00 16 78 24.00 Compr Flange fb Fb 1678 2400 Left 498 3.55 853 Right 8.22 597 14 19 -0593 -0436 -0530 L/D L/D L/D 667 908 748 INTERNATIONAL Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD 9th Ed Floor Type: ROOF Beam Number = 95 SPAN INFORMATION (ft): I-End (92.73,77.85) J-End (92.73,89.03) Beam Size (Optimum) Total Beam Length (ft) = W10X12 - 11 19 Fy = 360 ksi POINT LOADS (kips): Dist 6 50 DL 2 23 Re'dLL 0 00 Red% 00 LINE LOADS (k/ft): Load 1 Dist 0.00 11 19 000 896 896 11 19 DL 0.012 0012 0.050 0071 0.071 0000 LL 0000 0000 0059 0083 0083 0000 NonRLL 000 Red% 00% 00% StorLL' 000 Red% 00 RoofLL 226 Red% 00 Type NonR Roof Roof SHEAR: Max V (DL+LL) = 3.33 kips fv = 1.77 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center Max -*- Controlling REACTIONS (kips): Moment kip-ft 145 145 @ ft 6.5 65 Lb ft 0.0 0.0 Cb 1 00 1 00 Tension Flange fb 1592 15.92 Fb 2400 2400 Compr Flange fb Fb 1592 2400 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 133 1.33 265 Right 1 66 1.67 333 at 5.82 ft at 5 82 ft at 5 82 ft -0086 -0087 -0 173 L/D - L/D - L/D - 1560 1548 777 Rjn Gravity Beam Design /? t\. 51 1 V RAM Steel v7 2 DBM DataBase kellystl INTERWTOSW pT^jHino Pnr|p Tmri Floor Type: ROOF Beam Number = 97 SPAN INFORMATION (ft): I-End (92.73,89.03) J-End (92.73, Beam Size (Optimum) = W24X55 Total Beam Length (ft) - 4348 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% 3 48 2.23 0.00 0.0 0.00 0 00 0.0 11.48 221 000 00 000 000 00 1948 221 000 00 000 000 0.0 2081 088 000 00 000 0.00 00 2748 221 000 00 000 000 00 3548 221 000 00 000 000 00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0 00 0 055 0 000 — NonR 43 48 0 055 0 000 2 0 00 0 005 0 006 40 0% Roof 20.81 0053 0062 3 2081 0000 0000 400% Roof 41 96 0048 0057 4 41.96 0048 0057 400% Roof 43 48 0 000 0 000 SHEAR: Max V (DL+LL) = 12.67 kips fv = 1.36 ksi Fv = 14.40 MOMENTS: Span Cond Moment @ Lb Cb kip-ft ft ft Center Max + 143.8 195 00 1 00 Controlling 1438 195 00 100 REACTIONS (kips): Left Right DL reaction 831 721 Max +LL reaction 4 36 3.70 Max +total reaction 1 2 67 1091 DEFLECTIONS: (Camber = 5/8) Dead bad (in) at 2174ft - -0.799 L/D = Live load (in) at 2174ft = -0420 L/D = Net Total load (in) at 2174ft = -0.594 L/D = 06/25/0412 13 52 Steel Code ASD 9th Ed 132.52) Fy = 36 0 ksi RoofLL Red% 2.26 40 0 2 24 40 0 2 24 40 0 0 86 40 0 2 24 40 0 2 24 40 0 ksi Tension Flange Compr Flange fb Fb fb Fb 15.14 2400 15 14 2400 1514 2400 653 1242 878 Gravity Beam Design RAM Steel v? 2 DataBase kellystl Building Code UBC1 06/25/04 12 1352 Steel Code ASD 9th Ed Floor Type: ROOF SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Beam Number = 87 I-End (92.73,24.85) = W18X40 - 3300 J-End (92.73,57.85) Fy = 36 0 ksi Dist 900 1700 2500 27.00 31 00 DL 2.27 221 1 98 079 305 RedLL 000 000 000 0.00 000 Red% NonRLL StorLL 00 00 00 00 00 000 0.00 000 000 000 000 000 000 0.00 000 Red% 00 0.0 00 00 00 RooflLL ,2.26 224 196 080 2.80 Red% 200 200 200 20.0 200 LINE LOADS (k/ft): Load 1 Dist 0.00 3300 000 2441 2442 2700 2700 3300 DL 0040 0040 0026 0082 0082 0000 0017 0031 LL 0000 0000 0031 0096 0096 0000 0.021 0037 Red% 20.0% 20 0% 20 0% Type NonR Roof Roof Roof SHEAR: Max V (DL+LL) = 14.19 kips fv = 2.52 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): ment :ip-ft 957 957 @ ft 17.0 17.0 Lb ft 00 00 Cb 1 00 1 00 Tension Flange fb Fb 16 78 24 00 16 78 24 00 Compr Flange fb Fb 16 78 24.00 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber =1/2) Dead load (in) at 16.83ft - Live load (in) at 1683ft = Net Total load (in) at 16 83 ft = Left 498 355 8.53 Right 822 597 1419 -0593 -0436 -0530 L/D = L/D = L/D = 667 908 748 IMTERNARDNAt Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD9thEd Beam Number = 79 I-End (81.86,65.42) - W8X10 = 11 25 J-End (92.73,68.33) Red% NonRLL StorLL 00 00 000 0.00 000 0.00 Red% RoofLL 00 00 091 1 25 Red% 00 00 Floor Type: ROOF SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 5 00 0 86 0 00 8 00 121 0 00 LINE LOADS (k/ft): Red% Type NonR 0 0% Roof 0 0% Roof 0 0% Roof t, 0.0% Roof SHEAR: Max V (DL+LL) = 2.76 kips fv = 2.06 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Fy - 36 0 ksi Load 1 2 3 4 5 Dist 000 11 25 000 8.00 800 11 25 000 500 5.00 1125 DL 0010 0.010 0000 0018 0.000 0007 0011 0000 0013 0000 LL 0000 0000 0000 0021 0000 0009 0013 0.000 0016 0000 Moment kip-ft 92 92 @ ft 50 50 Lb ft 00 00 Cb 1.00 1 00 Tension Flange fb Fb 14 12 24 00 14 12 24.00 Compr Flange fb Fb 14 12 24 00 DL reaction Max +LL reaction Max -Hotal reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Left 096 0.96 1 92 Right 137 1.39 276 at at at 580ft = 580ft = 5.80ft = -0112 -0.115 -0227 L/D - L/D = L/D = 1201 1176 594 Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD9thEd Floor Type: ROOF SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): Dist DL RedLL 8 00 3 52 0 00 8 00 1 29 0 00 16.00 282 000 LINE LOADS (k/ft): Load 1 Beam Number = 75 I-End (76.68,84.73) = W14X22 = 1661 J-End (92.73,89.03) Fy = 36 0 ksi Red% NonRLL StorLL 00 00 00 000 000 000 000 000 0.00 Red% RoofLL 00 00 0.0 327 3 35 245 Red% 200 200 200 Dist 000 16.61 000 800 800 1600 8.00 1661 DL 0022 0022 0018 0018 0000 0018 0.018 0000 LL 0000 oooo' 0021 0021 0000 0021 0022 0000 Red%___ 20.0% 20.0% 20.0% Type NonR Roof Roof Roof SHEAR: Max V (DL+LL) = 9.17 kips fv = 2.90 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 387 387 @ ft 8.0 8.0 Lb ft 00 00 Cb 100 1 00 Tension Flange fb Fb 1602 2400 16.02 2400 Compr Flange fb Fb 1602 2400 Left 2.93 2 14 507 Right 536 381 9 17 at at at 831 ft = 8.31 ft = 831ft = -0 158 -0.117 -0275 L/D - L/D = L/D = 1260 1703 724 INTERNATIONAL Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code. UBC1 06/25/04 12 13.52 Steel Code ASD 9th Ed Floor Type: ROOF Beam Number = 9 SPAN INFORMATION (ft): I-End (-16.05,59.89) Beam Size (Optimum) Total Beam Length (ft) POINT LOADS (kips): J-End (30.32,72.31) 4* Art & -, A A~SW^UA^U |fy = 4800 v,f T* **r \A %** ?4 Dist DL RedLL Red% NonRLL StorLL Red% 8.00 3 52 800 1.43 1600 352 1600 143 24 00 3.52 24.00 1 43 32.00 3 52 32.00 1.43 40 00 3 52 40 00 1 43 000 0.00 000 000 000 000 000 000 000 000 00 00 00 0.0 0.0 00 00 00 00 00 000 000 000 000 000 000 000 000 000 000 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0.0 00 00 00 00 1 RoofLL 3 1 3 1 3 1 3 1 3 1 27 51 27 .51 27 51 27 51 27 51 "C\j^y •5/r n !,„,JO U KSI Red% 40 40 40 40 40 40 40 40 40 40 0 0 0 .0 0 0 .0 0 0 0 LINE LOADS (k/ft): Load 1 2 Dist 000 4800 000 48.00 DL 0090 0090 0.018 0018 LL 0000 0.000 0021 0.021 SHEAR: Max V (DL+LL) = 22.45 kips Red% * 40 0% fv = 1.62 ksi Type NonR Roof Fv = 14.40 ksi MOMENTS: Span Center Cond Max + Controlling Moment kip-ft 316.4 316.4 ( 24 24 6} Lb ft ft 0 00 0 00 Cb 1 00 1 00 Tension fb 15.50 15.50 Flange Fb 2400 Compr Flange fb Fb 1550 2400 24 00 REACTIONS (kips): Left Right DL reaction Max +LL reaction Max +total reaction 1496 749 2245 14 7 22 96 49 45 DEFLECTIONS: (Camber -5/8) Dead load (in) Live load (in) Net Total load (in) at 24 at 24 at 24 00ft = 00ft = 00ft = = -0.811 = -0414 - -0.600 L/D = L/D - L/D = 710 1391 960 > fffjfi S r,' 7- V" j NTESNATO-JAl Gravity Beam Design RAM Steel v7 2 DataBase: kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD9thEd Floor Type: ROOF SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Beam Number = 101 I-End (92.73,116.52) = W14X22 = 2800 J-End (120.73,116.52) Fy - 36 0 ksi Load 1 2 Dist 000 2800 000 2800 DL 0022 0022 0 136 0 136 LL 0000 0000 0160 0160 Red% 20 0% Type NonR Roof SHEAR: Max V (DL+LL) = 4.01 kips fv = 1.27 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) Moment kip-ft 280 28.0 @ ft 140 140 Lb ft 00 00 Cb 1 00 1 00 Tension Flange fb Fb 1160 2400 1160 2400 Compr Flange fb Fb 1160 2400 Left 221 1 79 401 Right 221 1 79 4.01 at 1400ft at 1400ft at 1400ft -0379 -0307 -0686 L/D L/D L/D 887 1095 490 Gravity Beam Design RAM Steel v7 2 DataBase kellystl Building Code UBC1 06/25/04 12 13 52 Steel Code ASD9thEd Floor Type: ROOF Beam Number = 43 SPAN INFORMATION (ft): I-End (30.32,72.31) J-End (35.49,52.99) Beam Size (Optimum) = W12X14 Total Beam Length (ft) = 2000 Fy - 36 0 ksi LINE LOADS (k/ft): Load 1 Dist 000 20.00 000 17.86 1786 20.00 000 2.14 2 14 2000 DL 0014 0014 0068 0068 0068 0000 0000 0068 0068 0068 LL 0000 0000 0080 0080 0080 0000 0000 0080 0080 0080 Red% _„ 00% 00% 00% 00% Type NonR Roof Roof Roof Roof SHEAR: Max V (DL+LL) = 2.94 kips fv = 1.24 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): Moment kip-ft 154 154 @ ft 100 10.0 Lb ft 00 00 Cb 1 00 1 00 Tension Flange fb Fb 12.40 24 00 12 40 24 00 Compr Flange fb Fb 1240 2400 DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (m) Live load (in) Net Total load (in) Left 143 1 51 294 Right 1 43 1 51 294 at 1000ft at 1000ft at 1000ft -0209 -0222 -0431 L/D = L/D = L/D - 1150 1080 557 RAM Gravity Beam Design RAM Steel v? 2 DataBase kellystl BuildineCode UBCl 06/25/04121352 Steel Code ASD9thEd Floor Type: ROOF SPAN INFORMATION (ft): Beam Size (Optimum) Total Beam Length (ft) LINE LOADS (k/ft): Load 1 Dist 000 4200 000 3986 3986 4200 000 214 214 4200 DL 0035 0.035 0068 0.068 0068 0000 0.000 0068 0.068 0068 LL 0000 0000 0080 0080 0080 0000 0000 0080 0080 0080 Beam Number = 36 I-End (19.45,112.88) - W18X35 = 4200 Red% 20 0% 20.0% 20 0% 20 0% J-End (30.32,72.31) Fy =360 ksi Type NonR Roof Roof Roof Roof SHEAR: Max V (DL+LL) = 6.14 kips fv = 1.16 ksi Fv = 14.40 ksi MOMENTS: Span Cond Center Max + Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: (Camber = 5/8) Dead load (in) at 21 00ft = Live load (in) at 21 00ft = Net Total load (in) at 2100ft - Moment kip-ft 658 658 @ ft 21 0 21 0 Lb ft 00 00 Cb 100 1 00 Tension Flange fb Fb 1372 2400 13 72 24.00 Compr Flange fb Fb 1372 2400 Left 352 262 6 14 Right 3.52 262 614 -0808 -0605 -0788 L/D L/D L/D 623 834 640 T) TILTUP WALL DESIGN Job Name Panel ID Kelly Corporate Center Gnd1 &12-typ Loads Service PD PL Ppnp Ppnw Plot Ptot-(Ppnw)/3 Mapp phi Pu/Fy Aseff a c Mn phfMn Icr An A final ME wall Me Roof MPA Mdes 7 060 k/ft 2800k/ft 0000 0680 31619 30939 0 8608 0687 1408 7545 2127 11080 U(D+L) 8472 4480 0000 0816 41303 40487 0 0821 0688 1216 1 789 2104 32701 26843 141 95 216 1 155 000 13842 4676 18519 EAFACE #6@ | 100 in oc U(D+E) 9319 k/ft oooo km oooo km 0897 k/ft 30649 km 29752 km 0 |m-k 0841 0511 in3 1 039 in2 1 528 in 1 797 in 287 41 m-k 241 79 m-k 13019 207 in 1 007 | in 21 68 m-k 99 60 m-k 30 46 m-k 151 75 in-k DEFLECTION CRITERIA - Service Load d final is less than H/150 = 1 200 - OK STRENGTH CRITERIA - Factored Load D + L Mdes<phi*Mn - OK D + E Mdes<pni*Mn - OK VERTICAL SERVICE LOAD CRITERIA Ps = 31 61 9 k > 0 04(fc)Ag = 13 920 k - NG CRACKING MOMENT CRITERIA Mcr = 33 24 k < ph (Mn) = 241 79 k - OK Analysts at Revea Mcs 4 'U"M t A s t Midheignt= Reveal H 3 son 700ft 11 17ft 000ft 000ft 000ft 000ft 000ft 5215m-k Mu 14 08 m-k 5 44 m-k -34 51 m-k 0 00 m-k 0 00 in-k 0 00 in-k 0 00 m-k 0 00 m-k d= 4 63 in Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Properties As= fc Fy 6"rnob= rho= TOW TOL Hop Bop Htop Hbot Bwall t d reveal ecc Zone Soil Na 0528 4000 60000 00171 00121 1500 1500 1000 1200 000 000 1800 725 538 075 350 4 Sd 1 Z= 04 E- 3605 fr= 316 lg= 381 1 Sg= 105 13 Mcr= 33 24 Acr= 0 082 in2 psi psi OK ft ft ft ft ft ft ft in in in ksi psi in4 in1 m-k in N= 80 alpha= 0 354 beta= 1 283 kd= 0 969 in Rp= ap= lp= Eh= R= x= Ev= phi*Mn= 3 1 1 309 4891 528 0150 Ib/ft/ft Ib/ft ft ib/ftm 202 47 in-k A v \S-x\-L-- -72." Glenn Mountzen Associates 6/24/2004 (619)-275-7484 CONCRETE COLUMN Job Location Kelley OB Gnd1,1st Floor Bending A bars Press Ac to calculate "c" B bars A bars \ o * o o 0 O 1 * O o 1 O Vert Loads A bars Bbars Size No Size Mdead Mhve Seismic p= 0016203277 ok Mu= 9 9 ft kips Interaction Curve 1000 kips 900 kips 800 kips 700 kips • 600 kips - -;',', 500 kips • v 300 kips -tf ri200 kips - - 100 kips Okips ~", i j^/VjHTr? ' %\*, '^. < ,-v '^v*^- ADI"! kin<; --^ -.^^"c^wHM '*J^v *5a*?^V*>1S ** ri^^ 'W "nAt-^' 4UU Kips J^vf ^^t|l^L "WitVi f 4 - **i< • -^r» •? viSWiS^^ i-ay^'*SBlr.,.--i. . ?* jX V C l-'ji;*i. *j. 00ft 200ft 400ft 600ft 800ft 1000 1200 1400 kips kips ktps kips kips ft kips ft kips ft kips o= 08 *=07 Ac= 434 48 inA2 Ast= 3 52 in*2 Puo= 946 kips d= 5 1 in d'= 2 25 c= 4 6 in s= 0 9 in pl= 085 E= 3605 0 ksi Mno= 1737 9 in kips cb= 3 0 in Pnb= 433 4 kips Mnb= 15344m kips 1501 Morena Blvd PAGE OF San Diego, CA92110 T1LTUP WALL DESIGN Job Name Panel ID Kelly Corporate Center Grid A, AA, D, DD -typ Loads Service PD PL Ppnp Ppnw Rot Ptot-(Ppnw)/3 Mapp phi Pu/Fy Aseff a c Mn phi*Mn Icr An A final ME wait Me Roof MPA Mdes 7351 k/ft 2 837 k/ft 0000 0680 32603 31923 0 5066 0857 1408 7856 2735 12000 U(D+L) 8821 4539 0000 0816 42528 41712 0 0819 0709 0984 1448 1703 27840 22788 13019 200 1396 000 14279 5822 201 01 EAFACE #5@ U(D+E) 9703 0000 0000 0897 31 802 30904 0 0839 0530 0806 1 185 1394 23419 19650 11680 1 88 1258 2168 10370 3950 16488 135 moc k/ft k/ft k/ft k/ft k/ft k/ft m-k in2 m2 in in m-k m-k m in m-k m-k m-k in-k DEFLECTION CRITERIA - Service Load d final is less than H/150 = 1 200 - OK STRENGTH CRITERIA - Factored Load D + L Mdes<phi*Mn - OK D + E Mdes<phi*Mn - OK VERTICAL SERVICE LOAD CRITERIA Ps = 32 603 k > 0 04(f c)Ag = 1 3 920 k - NG CRACKING MOMENT CRITERIA Mcr = 33 24 k < ph (Mn) = 1 96 50 k - OK Analysis at Revea MCE S rt Midheight= Reveal H 350ft 700ft 11 17ft 000ft 000ft 000ft 000ft 000ft 61 18 m-k Mu 19 58 m-k 12 51 m-k -30 69 m-k 0 00 m-k 0 00 m-k 0 00 m-k 0 00 m-k 0 00 m-k d= 4 69 in Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi"Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Mu<phi*Mn - OK Properties As= fc Fy 6*rhob= rho= TOW TOL Hop Bop Htop Hbot Bwall t d reveal ecc Zone Soil Na 0276 4000 60000 00171 00063 1500 1500 1000 1200 000 000 1800 725 544 075 350 4 Sd 1 Z= 04 E= 3605 fr= 316 lg= 381 1 Sg= 105 13 Mcr= 33 24 Acr= 0 082 in2 psi psi OK ft ft ft ft ft ft ft in in in ksi psi m4 in3 m-k in N= 80 alpha= 0 185 beta= 0 670 kd= 0 731 m Rp= ap= lp= Eh= R= x= Ev= phi*Mn= 3 1 1 309 4891 528 0150 166 09 m-k ib/ftm Ib/ft ft Ib/ft/ft LWA STRUCTURAL ENGINEERS Established ]979 Project /Ry /Sheet No LYONS, WARREN & ASSOCIATES, INC.Subject Job No 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel (858) 573-8999 • Fax (858) 573-8998 • LWA@Iyonswarren com 'u.j I| / yfS O ^V <!/ 6W 7E COLUMN 1 *" Job Location Kelley OB Panel 9 Bending Vert Loads Mdead Mlive Seismic Mu= 6 2 ft kips 800 kips 700 kips * 600 kips 500 kips 400 kips \ A bars Press Ac to calculate "c B bars A bars 'O o o \ o o 1 * O o I O A bars B bars Size No Size p= 0010050251 ok Interaction Curve A w 300 kips - ->Ht/ *•'" -r -f ' * * sh* - < ^*.S^ft^v X*'2ook,PS }*;^a^fy^(^ /&H*-C ^•* ':s,A4?-^ rt"-, '^-^/%¥?^^. * 100kips , s fL * --*^^ '' 'J - Okps 'U-5 *-»-'-*' ' £'« i 00 ft kips 50 Oft kips 100 Oft 150 Oft 2000ft kips kips kips o= 08 $= 07 Ac= 334 32 in*2 Ast= 1 68 mA2 Puo= 693 kips d= 11 8 in d'= 2 25 c= 4 6 in s= 3 2 in pl=085 E= 3605 0 ksi Mno= 2049 6 in kips cb= 7 0 in Pnb= 481 7 kips Mnb= 2447 5 in kips Gravity Loads on Frame Members RAM Frame v7 2 DataBase kellystl Building Code UBC1 07/12/04 093642 CRITERIA: Building Code UBC Roof Live Load Reducible Reduction Method Method 1 LOAD CASES: DeadLoad PosLiveLoad NegLiveLoad PosRoofLoad NegRoofLoad APPLIED GRAVITY LOADS: Fi-ame #0: Level: 2NDFLOOR Concrete Wall: WaU Number 22 Length (ft) 7 00 Live Load Reductions Factors Positive Reducible LL Negative Reducible LL- Positive Roof LL Negative Roof LL 0 00% 0 00% 0 00% 0 00% Line Loads: Distl ft 000 000 000 Point Loads: Dead Load Dist ft 3 50 Live Load Dist ft 3.50 Dist2 700 700 700 DL kips 5237 PosRed kips 3378 DL1 k/ft 1 137 0020 0316 PosStor kips 000 DL2 k/ft 1 137 0020 0316 PosNonRed kips 000 LL1 k/ft 0000 0020 0320 NegRed kips -423 LL2 k/ft 0000 0020 0320 NegStor kips 000 RedType NonRed Red Red NegNonRed kips 000 Roof Live Load Dist ft 350 PosRoof kips 836 NegRoof kips -1 05 IIMTERNAirNM. Member Forces RAM Frame v7 2 DataBase kellystl Building Code UBC] 06/29/04 1031 17 CONCRETE WALL INFORMATION: Wall Number: 22 Level Top 2NDFLOOR Bot Base Thickness (in) = 6 50 fc(ksi) = 3.00 Cracked Section for I 035 NumofWaUFEs-1 Frame Number: 0 Column Line (113 73,132 52)-(120 73,132 52) Length (ft) - 7 00 UnitWt(pcf)=15000 Poisson's Ratio = 0 20 INPUT PARAMETERS: P-Delta Yes Diaphragm Rigid Ground Level Base Scale Factor 1 00 LOAD CASES: D <Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODALJS RAMUSERNODAL_S EQJJBC97_X_+EJF EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 14000 1 400 D+1.700 Lp+ 1 700 Rfp 1 400 D + 1 700 Lp 1.400D + 1 700 Rfp 1 250 D + 0 500 Lp + 1 0 Nl + 1 0 E2 1 250 D + 0 500 Lp + 1 000 N2 +E1 1.250 D + 0 500 Lp - 1 000 El- N2 1 250 D + 0 500 Lp - 1 0 E2 - 1 0 Nl 1 250D + 1 ON1+1.0E2 1 250D + 1000N2 + 1 000 El 1 250D- 1 ONI- 1 OE2 1 250 D- 1.000 N2- 1 000 El 0850D+1 ON1+ 1 OE2 0 850 D +1.000 N2 +El 0.850 D- 1 ONI- 1 OE2 0850D- 1 000 N2- 1 000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * m 1 V RAM Frame v7 RAM DataBase keiiy IWTERNfflONAl Building Code MEMBER FORCES: LC# P kips 1 99 96 2 17841 3 164 34 4 114.03 5 108 89 6 127 02 11 8935 12 107 49 13 89 95 14 10809 17 8855 18 7042 ' 21 - 61.39 22 79 53 25 59 99 26 , 41 85 2 stl UBC1 Mmajor kip-ft 2305 3648 /3595 *2358 267 371 86 -323 1 1 4607 -1 12 36806 4228 -326.91 -771 36148 35.69 -333 49 Member Forces **\ '% Page 2/2 06/29/04 1031 17 Vmajor kips 421 668 659 4.30 149 5047 ~ -41 55 744 3 079 4977 674 -42.25 -042 4857, 553 -4345 "nut-tir WlNt? \iMVV WAP Af f/ TUV^U. IBftJWTVN IMP H^pHAUTP .7 P - 7-3, TOT-* '/.T-V jj [i -C 1/2" C ••"ft:* ZS'-O" o c -. 1/2"9' -5)5- O {/-S UHffc 3TR»F HP. PT FT WIPE. ^.'7 Ffejz \ Isltlll FP0 8V* #4 HOR1Z. #4 VERT. @ 9" O.C. ( CENTER VERT. STEEL IN PANEL) 6" THICK 3000 PSI CONC. TILT-UP FENCE PANEL - ERECTION STRESSES ARE NOT FIGURED IN STRUCTURAL ANALYSIS CONTRACTOR SHALL MAKE ALLOWANCES WHEN INSTALLING PANELS 2500 PSI CONC. FTG. (POURED AFTER FENCE PANEL IS SET IN PLACE) CENTERED ON PANEL #4 BENT 16" O.C.oo #3 AT 16" O.C. #4 AT 16" O.C. (H) #4 (H) CONT. (FOOTING WIDTH) FENCE PANEL/ FTG. SCHEDULE "H" DIMN. 4'-0" MAX. 6'-0" MAX. 8'-0" MAX. 10'-0" MAX. 12'-0" MAX. "W*1 DIMN. 2'-0" WIDE 2'-6" WIDE 3'-0" WIDE 3'-6" WIDE 4'-0" WIDE 9V DATE: 7 - 12 - 2004 TIME: 4 : 52 pr Kelly corporate Center - Carlsbad CA Design, c-f Continuous Footings for Concrete ifer.ce Wall LWA Structural Engineers - by DRL LOCATION WALL LOADS: ACTIVE AXIAL LOAD AT TO? OF FOUNDATION WALL - ECCENTRICITY (MAJOR AXIS) - OF WALL (MINOR AXIS) - BENDING MOMENT (MAJOR AXIS) SHEAR LOAD (MAJOR AXIS) - BENDING MOMENT (MINOR AXIS) SHEAR LOAD (MINOR AXIS) - FOUNDATION PARAMETERS FOOTING WIDTH - 1 • FEET FOOTING LENGTH - . 4 FEET FOOTING THICKNESS - 2 FEET FOUNDATION WALL HEIGHT - 0 FEET SHEAR WALL LENGTH - .5 FEET FOUNDATION WALL THICKNESS - 1 FEET HEIGHT OF SOIL ABOVE FOOTING - .666 FEET WEIGHT OF SOIL ABOVE FOOTING - 110 PCF FLOOR OR GROUND SURCHARGE - 0 ?SF FOUNDATION CORNER SOIL BEARING PRESSURES (INCLUDES SOIL AND FOOTING WEIGHT) CORNER 1 - 1-34 KSF . CORNER 2 - 1.34 KSF *• " CORNER 3-0 KSF CORNER 4 - 0 KSF FACTOR OF SAFETY AGAINST OVERTURNING (MA.JOR AXIS) - 2.49 FACTOR OF SAFETY AGAINST OVERTURNING (MINOR AXIS) - 99999 TOTAL WEIGHT OF FOOTING, EARTH, AND AXIAL LOAD - 2.41 KIP RESISTING MOMENT ABOUT TOE OF FOOTING (MAJOR AXIS) - 4.31 RESISTING MOMENT ABOUT TOE OF FOOTING (MINOR AXIS) - 1.2 OVERTURNING MOMENT AT BOTTOM OF FOOTING (MA.JOR AXIS) - 1.9 OVERTURNING MOMENT AT BOTTOM OF FOOTING (MINOR AXIS) - 0 CONCRETE DESIGN OPTION (WORKING STRENGTH DESIGN) 28 DAY CONCRETE STRENGTH - 3 KSI YIELD STRENGTH OF REINFORCEMENT - 60 KSI . ' ALLOWABLE CONCRETE COMPRESSIVE STRENGTH - 1350 FSI ALLOWABLE STEEL TENSILE STRENGTH - 24000 PSI' ALLOWABLE WIDE BEAM SHEAR STRESS - 60.25 PSI ALLOWABLE PUNCHING SHEAR STRESS - 109.54 PSI MODULAR RATIO - 9.19 DATE; 7 - 12 - 2004 TIME: Kelly Corporate Center - Carlsbad CA Design of Continuous Footings for Concrete LWA Structural Engineers - by DRL LOCATION - Continuous Footing for 10 ft- High Concrete Fence Wall WALL LOADS: ACTIVE -AXIAL LOAD AT TOP OF FOUNDATION WALL - .7995 KIPS ECCENTRICITY .{MAJOR AXIS) - 0 FEET OF WALL . • (MINOR AXIS) - 0 FEET BENDING MOMENT (MAJOR AXIS) - 1.425 FT-KIPS SHEAR LOAD [MAJOR AXIS) - 0 KIPS SENDING MOMENT [MINOR AXIS) - 0 FT-KIPS SHEAR LOAD (MINOR AXIS) - 0 KIPS FOUNDATION PARAMETERS FOOTING WIDTH - FOOTING LENGTH -.„,.. FOOTING THICKNESS'-' FOUNDATION WALL HEIGHT - SHEAR WALL LENGTH - . FOUNDATION WALL THICKNESS - HEIGHT OF SOIL ABOVE FOOTING - WEIGHT OF SOIL ABOVE FOOTING - .FLOOR OR GROUND SURCHARGE - FOUNDATION CORNER SOIL BEARING PRESSURES CORNER•! - 1.3 KSF ^ 'CORNER' 2 - 1.3 KSF ^ CORNER 3 - 0 KSF CORNER.4 - 0 KSF FACTOR OF SAFETY AGAINST OVERTURNING [MAJOR AXIS) - 2.54 FACTOR OF SAFETY AGAINST OVERTURNING (MINOR AXIS) - 99999 TOTAL WEIGHT OF FOOTING, EARTH,' AND AXIAL LOAD - 2.07 KIPS RESISTING MOMENT ABOUT TOE OF FOOTING (MAJOR AXIS) - 3.62 FT RESISTING MOMENT.ABOUT' TOE OF FOOTING [MINOR AXIS) - OVERTURNING MOMENT AT BOTTOM OF FOOTING (MAJOR AXIS) OVERTURNING MOMENT AT BOTTOM OF FOOTING [MINOR AXIS) Kelly Corporate Center - Carlsbad CA Design of Continuous Footings .for: Concrete Fence Wall •LWA Structural Engineers - by DRL 1 3.5 2 0 .5 1 .666 110 0 FEET FEET FEET FEET FEET FEET FEET PCF PSF [INCLUDES SOIL AND FOOTING WEIGHT) SPREAD FOOTING DESIGH AMD ANALYSIS PROGRAM, VERSION I.0 Copyright (C) 1987 by Concrete Reinforcing Sues! I.-stitute DATE: 7 - 12 - 2004 TIME: 4 : Kelly Corporate Center - Carlsbad CA Design of Continuous Footings for Concrete Fence Wall 1WA Structural Engineers - by DRL LOCATION - Continuous Footing for 8 ft. High Concrete Fence Wall WALL LOADS: ACTIVE AXIAL LOAD AT TOP OF FOUNDATION WALL - .6495 ECCENTRICITY (MAJOR AXIS) - 0 OF WALL (MINOR AXIS) - 0 BENDING MOMENT (MAJOR .AXIS) - .9923 SHEAR LOAD (MAJOR AXIS) - 0 EENDING MOMENT (MINOR AXIS) - 0 SHEAR LOAD [MINOR AXIS) - 0 FOUNDATION PARAMETERS FOOTING WIDTH - 1 , ..FOOTING LENGTH.-.-.. 3 FOOTING THICKNESS - 2 •FOUNDATION WALL HEIGHT - 0 SHEAR WALL LENGTH - . .5 FOUNDATION WALL THICKNESS - 1 HEIGHT OF SOIL ABOVE FOOTING - WEIGHT OF SOIL ABOVE FOOTING - FLOOR OR .GROUND SURCHARGE - KIPS FEET FEET FT-KIPS KIPS FT-KIPS KIPS FEET FEET FEET FEET FEET FEET FEET 9CF PSF .666 110 . 0 FOUNDATION CORNER SOIL BEARING PRESSURES (INCLUDES SOIL AND FOOTING WEIGHT) CORNER 1 - 1.25 KSF . CORNER 2 - 1.25 KSF V * CORNER 3 - 0 .KSF CORNER 4-0 KSF FACTOR OE SAFETY AGAINST OVERTURNING (MAJOR' AXIS) - 2.Q2 FACTOR OF SAFETY AGAINST OVERTURNING (MINOR AXIS) - 99999 TOTAL WEIGHT OF FOOTING, EARTH, AND AXIAL LOAD - 1.73 KIPS RESISTING MOMENT ABOUT TOE OF FOOTING (MAJOR AXIS} - 2.6 FT-KIPS RESISTING MOMENT ABOUT TOE OF FOOTING (MINOR AXIS) - .87 FT-KIPS OVERTURNING MOMENT AT BOTTOM OF FOOTING (MAJOR AXIS) - .9? FT-KIFS OVERTURNING MOMENT AT BOTTOM OF FOOTING (MINOR AXIS) - 0 FT-KIPS • Kelly. Corporate Center - Carlsbad CA Design of Continuous Footings for Concrete Fence Wall LWA Structural Engineers - by DRL DATE: 7 - 12 - 2004 TIME: Kelly Corporate center - Carlsbad CA Design of Cor.tinutM.i3 Footings for Concrete Pence Wall 1WA Structural Engineers - by DRL WALL LOADS: • ' ACTIVE AXIAL LOAD AT TOP OF FOUNDATION WALL - ECCENTRICITY '(MAJOR AXIS) - OF WALL " - . (MINOR. AXIS) - BENDING MOMENT (MAJOR AXIS) SHEAR LOAD (MAJOR AXIS) - BENDING MOMENT". (MINOR AXIS) SHEAR LOAD (MINOR AXIS) - . FOUMDATIOM PARAMETERS FOOTING WIDTH. -,,' •" .4995 0 0 .6317 0 . 0 0 FOOTING THICKNESS'/-. FOUNDATION; WALL, HEIGHT - SHEAR WALL' LENGTH/-'.. . FOUNDATIOtCWALL THICKNESS - HEIGHT OF SOIL 'ABOVE FOOTING - WEIGHT OF SOU-' ABOVE FOOTING - FLOOR OR GROUKD SURCHARGE - 0 .5 1 .666 110 0 FOUNDATION CORNER SOIL BEARING PRESSURES (INCLUDES SOIL AND FOOTING WEIGHT) CORNER 1 - 1.17." K3F. '' . CORNERS - 1.1.7; KSF "• • CORNER 3 - ' 0 .• KSf. CORNER 4 -- 0 KSF.' ?:IPS FEET FEET FT-KIPS KIPS FT-KIP3 KIPS FEET FEET. FEET FEET FEET FEET FEET PCF P3F .- ^*- *"** FACTOR OF SAFETY' AGAINST.' OVERTURNING (MAJOR AXIS) - 2.76 FACTOR. OF SAFETY.'..; AGAINST OVERTURNING (MINOR AXIS) - -99S99 TOTAL ..WEIGHT OF/FQOTING, EARTH,. AND AXIAL LOAD- - 1.4 .KIPS RESISTING' MOMENT"';: ABOUT TOE. OF 'FOOTING (MAJOR AXIS) -. RESISTING MOMENTA ABOUT ••'; TOE 'OF FOOTING (MINOR AXIS)' - OVERT URN ING' 'MOMENT' AT BOTTOM' OF FOOTING' (MAJOR AXIS)' OVERTURNING MOMENT'.-AT -BOTTOM OF FOOTING (MINOR AXIS) KellyvCorp'orate/.Cen'ter' - Carlsbad .CA • ,. - ' . - Design" of1 Cprit'ihuous - 'Footings', for Concrete Fence Wall LWA. 'Structural' Engineers - by-.DRL ; .-,. ""- DATE: 7-12 -'2004 TIME: Kelly Corporate Center - Carlsbad CA Design, of Continuous footings for Concret* LWA Structural Engineers - by DRL LOCATION - Continuous Footing for 4 ft. High Concrete Fence Wall WALL LOADS: ACTIVE AXIAL LOAD AT TOP OF FOUNDATION WALL - .3495 KIPS ECCENTRICITY (MAJOR AXIS) - 0 FEET OF WALL (MINOR AXIS) - 0 FEET BENDING MOMENT (MAJOR AXIS! - .3467 FT-KIPS SHEAR LOAD (MAJOR AXIS) - 0 KIPS BENDING MOMENT (MINOR AXIS) - 0 FT-KIPS SHEAR LOAD (MINOR AXIS) - 0 KIPS FOUNDATION PARAMETERS FOOTING WIDTH - ,. , FOOTING LENGTH,.- , FOOTING THICKNESS - FOUNDATION WALL HEIGHT - SHEAR WALL LENGTH - FOUNDATION WALL THICKNESS - HEIGHT OF SOIL ABOVE FOOTING - WEIGHT OF SOIL ABOVE FOOTING - FLOOR OR GROUND SURCHARGE - FGUHDATIQH CORNER SOIL BEARING PREG CORNER 1 - 1.05 KSF ^ x 'CORNER 2 - 1.05 KSF ^ CORNER 3 - .01 KSF CORNER 4 - .01 KSF FACTOR OF SAFETY AGAINST OVERTURNING (MAJOR AXIS) - 3.06 FACTOR OF SAFETY AGAINST OVERTURNING (MINOR AXIS) - 99959 TOTAL WEIGHT OF 'FOOTING, EARTH, AMD AXIAL LOAD - 1.06 KIPS RESISTING MOMENT AEOUT TOE OF FOOTING (MAJOR AXIS) - 1.06 FT-KIPS RESISTING MOMENT ABOUT TOE OF FOOTING (MINOR AXIS) - OVERTURNING MOMENT AT BOTTOM OF FOOTING (MAJOR AXIS) OVERTURNING MOMENT AT BOTTOM OF FOOTING (MINOR AXIS) Kelly Corporate Center - Carlsbad CA Design of Continuous Footings for Concrete Fence Wall LWA Structural Engineers - by DRL 1 2 2 0 .5 1 .656 110 0 FEET FEET FEET FEET FEET FEET FEET PCF PSF •SURES (INCLUDES SOIL AMD FOOTING WEIGHT} .53 FT-KIPS - .35 FT-KIPS - 0 FT-KIPS / /\/ A/ /\ / / A / /A / A a* ^ m •J> irt- h-' te -s*n f OJto htj£U H (D 3 ?ro> tn I ri- oen ro o CO Criteria, Mass and Exposure Data RAM Frame v7.2 DataBase: kellystl 06/25/04 09:49:25 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base DIAPHRAGM DATA: ROOF Rigid 3RDFLOOR Rigid 2NDFLOOR Rigid Disconnect Internal Nodes of Beams: Disconnect Nodes outside Slab Boundary: STORY MASS DATA: Calculated Values: Level ROOF 3RDFLOOR 2NDFLOOR WIND EXPOSURE DATA: Calculated Values: Level Include Effects: 5,00% Reduction At Face of Joint Scale Factor: 1.00 Yes Yes Mass k-s2/ft 27.71 65.07 64.36 MMI ft-k-s2 194758 415530 421009 Xm ft 106.76 106.81 106.77 Ym ft 66.61 67.53 68.53 EccX ft 13.37 13.40 13.40 EccY ft 6.64 6.65 6.65 Lump None None None ROOF 3RDFLOOR 2NDFLOOR Building Extents (ft) Expose Parapet Min X Max X Min Y Max Y ft -27.02 240.48 -0.10 132.60 Full 0.00 -27.22 240.68 -0.31 132.77 Full 0.00 -27.22 240.68 -0.31 132,77 Full 0.00 HfVi| Building Story RAM RAM Frame v7.2 iNTEiiNAirHM DataBase: kellystl CRITERIA: Shears t f &#$ 06/25/04 09:49:25 Rigid End Zones: Include Effects: 5.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1 .00 Diaphragm: Rigid Ground Level: Base Load Case: D DeadLoad RAMUSER Level Shear-X Change-X kips kips ROOF 0.00 0.00 3RDFLOOR 0.00 0.00 2NDFLOOR 0.00 0.00 Load Case: Lp PosLiveLoad RAMUSER Level Shear-X Change-X kips kips ROOF 0.00 0.00 3RDFLOOR 0.00 0.00 2NDFLOOR 0.00 0.00 Load Case: Ln NegLiveLoad RAMUSER Level Shear-X Change-X kips kips ROOF 0.00 0.00 3R0FLOOR 0.00 0.00 2NDFLOOR 0.00 0.00 Load Case: Rfp PosRoofLiveLoad RAMUSER Level Shear-X Change-X kips kips ROOF 0.00 0.00 3RDFLOOR 0.00 0.00 2NDFLOOR 0.00 0.00 Load Case: Rfn NegRoofLiveLoad RAMUSER Level Shear-X Change-X kips kips ROOF 0.00 0.00 3RDFLOOR 0.00 0.00 2NDFLOOR 0.00 0.00 Shear-Y kips -0.01 -0.02 0.00 Shear-Y kips 0.00 -0.01 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0,00 Shear-Y kips 0.00 0.00 0.00 Change-Y kips -0.01 -0.01 0.02 Change-Y kips 0.00 -0.01 0.01 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 R|« Building Storv Shears / *? [{Jill RAM Frame v7.2 iMTEBhwnoNAi pataBa^* k<*Uy=tl Load Case: Nl Seismic Level ROOF 3RDFLOOR 2NDFLOOR Load Case: N2 Seismic Level ROOF 3RDFLOOR 2NDFLOOR Load Case: El Seismic Level ROOF 3RDFLOOR 2NDFLOOR Load Case: E2 Seismic Level ROOF 3RDFLOOR 2NDFLOOR *••- 1 Page 2/2 06/25/04 09:49:25 Y RAJVIUSERNODAL_S Shear-X kips 0.00 0.00 0.00 Change-X kips 0.00 0.00 0.00 Shear-Y kips 370.69 371.25 371.09 Change-Y kips 370.69 0.56 -0.15 X RAMUSERNODAL_S Shear-X kips 370.63 370.95 370.91 Change-X kips 370.63 - 0.31 -0.04 EQ UBC97_X_+E_F Shear-X kips 370.58 951.16 1238.18 Change-X kips 370.58" 580.58 287.02 Shear-Y kips 0.00 0.00 0.00 $& , £><£- £>} ' Shear-Y kips 0.00 0.00 -0.01 Change-Y kips 0.00 0.00 0.00 \ 5ea*i£Jf~<~-'r fcu/V^rf Change-Y kips 0.00 0.00 -0.01 EQJJBC97_Y_+E_F Shear-X kips 0.00 0.00 0.00 Change-X kips 0.00 0.00 0.00 Shear-Y kips 370.80 951.97 1238.91 Change-Y kips 370.80 581.17 286.95 Kf \V Building Story111 RAM RAM Frame v7.2 iMTE5N«r**i r>ataRa<tp- k^llyst! CRITERIA: Shears 06/25/04 09:52:29 Rigid End Zones: Include Effects: 5.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1 .00 Diaphragm: Rigid Ground Level: Base Load Case: D DeadLoad RAMUSER Level Shear-X Change-X kips kips ROOF 0.00 0.00 3RDFLOOR 0.00 0.00 2NDFLOOR 0.00 0.00 Load Case: Lp PosLiveLoad RAMUSER Level Shear-X Change-X kips kips ROOF 0.00 0.00 3RDFLOOR 0.00 0.00 2NDFLOOR 0.00 0.00 Load Case: Ln NegLiveLoad RAMUSER Level Shear-X Change-X kips kips ROOF 0.00 0.00 3RDFLOOR 0.00 0.00 2NDFLOOR 0.00 0.00 Load Case: Rfp PosRoofLiveLoad RAMUSER Level Shear-X Change-X kips kips ROOF 0.00 0.00 3RDFLOOR 0.00 0.00 2NDFLOOR 0.00 0.00 Load Case: Rfn NegRoofLiveLoad RAMUSER Level Shear-X Change-X kips kips ROOF 0.00 0.00 3RDFLOOR 0.00 0.00 2NDFLOOR 0.00 0.00 Shear-Y kips 0.00 -0.02 -0.01 Shear-Y kips 0.00 -0.01 -0.01 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 -0.02 0.01 Change-Y kips 0.00 -0.01 0.01 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 0.00 0.00 Wl^m Building Story Shears . A RAM RAM Frame v7.2 •^ Load Case: Nl Seismic Level ROOF 3RDFLOOR 2NDFLOOR Load Case: N2 Seismic Level ROOF 3RDFLOOR 2NDFLOOR Load Case: El Seismic Level ROOF 3RDFLOOR 2NDFLOOR Load Case: E2 Seismic Level ROOF 3RDFLOOR 2NDFLOOR Y RAMUSERNODAL_S Shear-X Change-X kips kips -0.21 -0.21 3.82 4.03 3.82 -0.00 X RAMUSERNODAL_S Shear-X Change-X kips kips 370.76 370.76 347.88 -22.88 347.90 0.02 EQJJBC97_X_+E_F Shear-X Change-X kips kips 0.00 0.00 580.16 580.16 867.23 287.07 EQ_UBC97_Y_+E_F Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y kips 370.68 361.75 361.68 Shear-Y kips -0.15 -7.11 -7.11 Shear-Y kips 0.00 0.00 0.00 Shear-Y kips 0.00 580.50 867.64 f f "*$#*" £ Page 2/2 06/25/04 09:52:29 Change-Y kips 370.68 -8.92 -0.07 Change-Y kips -0.15 -6.97 0.00 Change-Y kips 0.00 0.00 0.00 Change-Y kips 0.00 580.50 287.14 fitRAM Building Story Shears RAM Frame v7.2 DataBase: kellystl 06/25/04 09:55:25 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 5.00% Reduction At Face of Joint Scale Factor: 1.00 Load Case: D DeadLoad RAMUSER Level ROOF 3RDFLOOR 2NDFLOOR Shear-X kips 0.00 0.00 0.00 Change-X kips 0.00 0.00 0.00 Shear-Y kips -0.01 -0.02 0.00 Change-Y kips -0.01 -0.01 0.02 Load Case: Lp PosLiveLoad RAMUSER Level ROOF 3RDFLOOR 2NDFLOOR Shear-X kips 0.00 0.00 0.00 Change-X kips 0.00 0.00 0.00 Shear-Y kips 0.00 -0.01 0.00 Change-Y kips 0.00 -0.01 0.01 Load Case: Ln NegLiveLoad RAMUSER Level ROOF 3RDFLOOR 2NDFLOOR Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y Change-Y kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Load Case: Rfp PosRoofLiveLoad RAMUSER Level ROOF 3RDFLOOR 2NDFLOOR Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Shear-Y Change-Y kips kips 0.00 0.00 0.00 0.00 0.00 0.00 Load Case: Rfn NegRoofLiveLoad RAMUSER Level ROOF 3RDFLOOR 2NDFLOOR Shear-X Change-X kips kips 0.00 0.00 0.00 0.00 0.00 o.oo - Shear-Y Change-Y kips kips 0.00 0.00 0.00 0.00 0.00 0.00 RAM RA^ Frame v7.2 •M LTI i. iT.-iiN'V| jL/d-Ld-iJCt&C ^ ivcIlySLl Load Case: Wl Wind Level ROOF 3RDFLOOR 2NDFLOOR Load Case: W2 Wind Level ROOF 3RDFLOOR 2NDFLOOR 3Building Storv Shears -Ul Page 2/2 06/25/04 09:55:25 Wind_l)BC97_l_X Shear-X kips 19.79 57.96 93.89 Change-X kips 19.79 38.17 35.94 Shear-Y kips 0.00 0.00 0.00 Change-Y kipso.oo < Jei^vt. 0.00 W\fJQ <Se3^^H 0.00 Wind_UBC97 J Y Shear-X kips 0.00 0.00 0.00 Change-X kips 0.00 0.00 0.00 Shear-Y kips 39.92 116.88 189.23 Change-Y kips 39.92 76.96 72.35 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 1 Level Top: 2NDFLOOR Bot: Base Thickness (in) = 7.25 fc(ksi) = 3.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (-25.88,96.59)-(-24.33,90.80) Length (ft) = 6.00 Unit Wt(pcf) = 150.00 Poisson's Ratio-0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 " El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQJJBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400D + 1.700Lp+ 1.700 Rfp 1.400D+ 1.700Lp 1.400 D +1.700 Rfp 1.250 D +0.500 Lp + 1.0Nl + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D+1.0N1+1.0E2 1.250D+1.000N2+ 1.000 El 1.250D- 1.0N1- 1.0 E2 1.250 D- 1.000N2- 1.000 El 0.850 D+ 1.0N1+1.0E2 0.850 D+ 1.000N2 + E1 0.850D- 1.0 Nl- 1.0 E2 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * # * * * * * *' * * * * * MEMBER FORCES: mRAMMTe^NATO'jA!. RAJ Dat< Buil LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ^1 Frame v7.2 iBase: kellystl ding Code: UBC1 P kips 88.55 127.03 121.61 93.96 112.98 50.04 127.53 64.59 103.26 40.32 54.87 117.80 77.96 15.02 29.57 92.50 Mmajor kip-ft 5.03 18.70 19.28 4.46 • -435.89 39.96 -22.59 453.26 -440.08 35.77 449.07 -26.78 -441.52 34.33 447.63 -28.22 Member Forces U"*> Page 2/5 6 06/25/04 10:01:33 Vmajor kips 0.70 2.85 2.97 0.58 -57.40 3.73 -1.15 59.98 -58.07 3.06 59.31 -1.82 -58.27 2.86 59.11 -2.02 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 3/56 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 3 Level Top: 2NDFLOOR Bot: Base Thickness (in) = 7.25 fc(ksi) - 3.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (-21.22,79.21)-(-19.67,73.41) Length (ft)-6.00 UnitWt(pcf)= 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad Po sRo ofLi veLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODAL^S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D+1.700 Lp 1.400 D+1.700 Rfp 1.250 D +0.500 Lp+1.0 N1 + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp- 1.0 E2- 1.0 Nl 1.250D+1.0N1+ 1.0 E2 1.250 D+l.000 N2+ 1-000 El 1.250D- 1.0 Nl- 1.0E2 1.250D- 1.000 N2- 1.000 El 0.850 D+ 1.0N1+1.0E2 0.850 D +1.000 N2 +El 0.850D-1.0N1- 1.0 E2 0.850D- 1.000 N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: niRAM![;refriATDha[ RAM Frame v7. 2 DataBase: kellystl Building Code: UBC1 LC# 1 2 -> 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 98.13 145.64 136.32 107.45 86.24 95.69 102.00 111,45 75.01 84.46 100.22 90.77 46.97 56.42 72.18 62.73 Mmajor kip-ft -15.04 -37.94 -34.30 -18.68 • -503.84 69,23 -107.42 465.66 -498.18 74.90 471.32 -101.76 -493.88 79.20 475.62 -97.46 Member Forces L/> Page 4/56 06/25/04 10:01:33 Vmajor kips -2.66 -6.64 -6.01 -3.29 -68.73 8.66 -15.38 62.0] -67.74 9.64 62.99 -14.39 -66.98 10.40 63.75 -13.63 KIRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 5/56 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 43 Level Top: 2NDFLOOR Bot: Base Thickness (in) = 7.25 f c (ksi) = 4.00 Cracked Section for I:'0.35 NumofWallFEs=l Frame Number: 1 Column Line (-16.56,61.82)-(-15.53,57.96) Length (ft)-4.00 Unit Wt (pcf) = 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS:1 2 3 4 5 6 11 12 13 14 17 18 21 * * * * * * * * * * * * * 25 26 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D + l.700 Lp 1.400 D +1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D+ 1.0N1+ 1.0 E2 1.250 D+ 1.000 N2 + 1.000 El 1.250 D- 1.0 Nl- 1.0 E2 1.250D- 1.000 N2-1.000 El 0.850D+1.0N1+1.0E2 0.850 D+ 1.000 N2 + El 0.850D- 1.0 Nl- 1.0 E2 0.850 D- 1.000N2- 1.000 El * == Load combination currently selected to use MEMBER FORCES: Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 6/56 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 85.16 143.94 133.32 95.78 80.27 90.46 89.94 100.12 66.11 76.29 85.96 75.78 41.78 51.96 61.63 51.44 Mmajor kip-ft 25.53 39.61 37.91 27.23 • -389.63 98.09 -45.22 442.50 -393.27 94.45 438.86 -48.86 -400.56 87.15 431.56 -56.15 Vmajor kips 3.86 5.96 5.71 4.12 -54.67 14.07 -6.09 62.66 -55.22 13.53 62.11 -6.64 -56.32 12.43 61.01 -7.74 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Wtf." Page 7/56 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 44 Level Top: 2NDFLOOR Bot: Base Thickness (in) - 7.25 f c (ksi) = 4.00 Cracked Section for I:' 0.35 Num of Wall FEs = 1 Frame Number: 1 Column Line (-15.53,57.96)-(-15.01,56.02) Length (ft) = 2.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97__X_+E_F EQ UBC97 Y +E F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + i.700Lp 1.400 D +1.700 Rfp 1.250 D +0.500 Lp+ 1.0 Nl + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0N1 L250D + 1.0N1+LOE2 1.250D + 1.000N2+ 1.000 El 1.250D- 1.0Nl- 1.0 E2 1.250D- 1.000N2- 1.000 El 0.850 D + 1.0 N1+ 1.0 E2 0.850 D + 1.000N2 + E1 0.850D- 1.0 Nl- 1.0 E2 0.850 D- 1.000 N2- 1.000 El - Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: INRAM RAM Frame v7 DataBase: kelly Building Code: LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 40.85 69.46 64.24 46.07 32.15 44.71 41.99 54.55 ' 25.27 37.83 47.67 35.12 13.60 26.16 36.00 23.45 2 3d (JBCl Mmajor kip-ft 13.42 20.76 19.84 14.34 -192.90 49.56 -21.82 220.64 -194.78 47.68 218.76 -23.71 -198.62 43.84 214.92 -27.54 Member Forces , ^ Page 8/56 06/25/04 10:01:33 Vmajor kips 1.92 2.99 2.86 2.06^ -27.55 7.07 -3.08 31.54 -27.83 6.79 31.26 1 "> c-J.JJ -28.38 6.24 30.71. -3.90 A IffRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 9/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 1 Level: 2NDFLOOR Shape = Rectangle Ix(in4) = 462828.4 Shear Ax (in2) - 552.81 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft)-4.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-26.92,100.46) Depth (in) - 91.50 Iy(in4) = 2905.7 Shear Ay (in2) = 552.81 Unit Wt(pcf)= 150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-25.88,96.59) Width (in) - 7.25 J(in4) - 11042.69 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97__X^+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D+1.700 Lp 1.400 D+1.700 Rfp 1.250 D + 0.500 Lp + 1.0 N1 + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0E2- 1.0N1 1.250D+1.0N1+ 1.0 E2 1.250 D+ 1.000N2+ 1.000 El 1.250D- 1.0N1- 1.0E2 1.250 D- 1.000 N2- 1.000 El 0.850D+ 1.0N1+1.0E2 0.850 D +1.000 N2 +El idRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 10/56 06/25/04 10:01:33 26 * 0.850D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: :# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ® i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i p kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft 0.00 -31.99 0.00 -61.39 0.00 -58.70 0.00 -34.68 0.00 149.54 0.00 27.13 0.00 -99.96 0.00 -222.38 0.00 157.40 0.00 34.98 0.00 -214.52 0.00 -92.11 0.00 166.54 0.00 44.12 0.00 -205.38 0.00 -82.97 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips -5.12 -10.87 -11.32 -19.38 -10.64 -18.70 -5.80 . -11.54 40.29 34.48 9.69 3.88 -22.08 -27.90 -52.69 -58.50 41.92 36.78 11.31 6.18 -51.06 -56.20 -20.46 -25.59 43.38 39.89 12.78 9.29 -49.60 -53.09 -19.00 -22.49 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 11/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 3 Level: 2NDFLOOR Shape = Rectangle Ix (in4) - 462828.4 Shear Ax (in2) = 552.81 Cracked Section for I:'0.35 fc(ksi) = 3.00 Length (ft)-6.00 INPUT PARAMETERS: Fixity Maj or Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-24.33,90.80) Depth (in) - 91.50 Iy(in4) - 2905.7 Shear Ay (in2) = 552.81 Unit Wt(pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-22.78,85.00) Width (in) - 7.25 J(in4) = 11042.69 Poisson's Ratio = 0.20 J-End Pin Pin Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D + 1.700Lp 1.400 D +3.700 Rfp 1.250 D +0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0N1 1.250 D+ 1.0N1+1.0E2 1.250 D+ 1.000 N2+ 1.000 El 1.250D- 1.0N1- 1.0 E2 1.250 D-1.000 N2- 1.000 El 0.850D+ 1.0N1+ 1.0E2 0.850 D+ 1.000N2 + E1 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 12/56 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * - Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j • i j i j i j i j i -j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -21.10 0.00 -25.90 0.00 -24.18 0.00 -22.82 0.00 -387.14 0.00 31.82 0.00 -71.31 0.00 347.65 0.00 -386.24 0.00 32.72 0.00 348.56 0.00 -70.40 0.00 -380.21 0.00 38.75 0.00 354.59 0.00 -64.37 0.00 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 7.83 -0.80 10.36 -1.73 10.08 -2.02 8.12 -0.51 68.88 60.17 -0.94 -9.66 16.24 7.52 -53.58 -62.30 68.22 60.52 -1.60 -9.30 -54.24 -61.94 15.58 7.88 65.99 60.75 -3.84 -9.08 -56.48 -61.72 13.35 8.11 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0,00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 13/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 4 Level: 2NDFLOOR Shape = Rectangle Ix(in4) - 462828.4 Shear Ax (in2) = 552.81 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 1-End (-22.78,85.00) Depth (in) - 91.50 Iy(in4) = 2905.7 Shear Ay (in2) = 552.81 Unit Wt(pcf)= 150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-21.22,79.21) Width (in) - 7.25 J(in4) = 11042.69 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ UBC97 Y +E F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 * * * * * * * * * * * * * 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D +1.700 Lp 1.400 D +1.700 Rfp ].250 D + 0.500 Lp+1.ONI + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0E2- 1.0N1 1.250 D+1.0N1+1.0 E2 1.250D+ 1.000N2+ 1.000 El 1.250 D- 1.0 Nl- 1.0 E2 1.250D- 1.000 N2- 1.000 El 0.850D + 1.0N1+1.0E2 0.850D+ 1.000N2 + E1 Member Forces RAM Frame v7,2 DataBase: kellystl Building Code: UBC1 Page 14/56 06/25/04 10:01:33 26 * 0.850 D - 1.000 N2 - 1.000 El * = Load combination currently selected to use MEMBER FORCES::# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i ji j i j i j i j i j i j i j i j i j i i P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft 0.00 -30.64 0.00 -46.65 0.00 -48.37 0.00 -28.92 0.00 334.83 0.00 -84.14 0.00 18.99 0.00 -399.97 0.00 340.04 0.00 -78.92 0.00 -394.76 0.00 24.20 0.00 348.80 0.00 -70.17 0.00 -386.01 0.00 32.96 Mminor kip-ft 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips -0.80 -9.42 -1.73 -13.82 -2.02 -14.11 -0.51 -9.13 60.17 51.45 -9.66 -18.38 7.53 -1.19 -62.30 -71.02 60.52 52.83 -9.30 -17.00 -61.94 -69.64 7.88 0.18 60.75 55.52 -9.08 -14.31 -61.72 -66.95 8.11 2.88 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 fitRAM Member Forces RAM Frame v7.2 DataBase: kellyst] Building Code: UBC1 Page 15/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 5 Level: 2NDFLOOR Shape = Rectangle Ix(in4) = 462828.4 Shear Ax (in2) = 552.81 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft)-6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-19.67,73.41) Depth (in) = 91.50 Iy(in4) - 2905.7 Shear Ay (in2) = 552.81 Unit Wt(pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-18.12,67.61) Width (in) - 7.25 J(in4) = 11042.69 Poisson's Ratio = 0.20 J-End Pin Pin Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODALJ RAMUSERNODALJ EQ_UBC97_X_+E_F UBC97 Y +E F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * "* * * * * * * # * * * * * 1.400D 1.400D 1.400D 1.4000" 1.250D 1.250 D 1.250D 1.250D 1.250D 1.250 D 1.250D 1.250D 0.850 D 0.850 D 1.700 Lp +1.700 Rfp 1.700Lp 1.700 Rfp 0.500 Lp+ 1.0 Nl + 1.0 E2 0.500 Lp + 1.000 N2+E1 0.500 Lp- 1.000 El-N2 0.500 Lp- 1.0 E2- 1.0 Nl -1.0N1+1.0E2 1.0GON2+ 1.000E1 1.0 Nl- 1.0 E2 1.000 N2- 1.000 El •1.0N1+1.0E2 1.000N2 + E1 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 16/56 06/25/04 10:01:33 26 * 0.850 D - 1.000 N2 - 1.000 El * = Load combination currently selected to use MEMBER FORCES: :# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i' j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -57.88 0.00 -113.21 0.00 -106.81 0.00 -64.28 0.00 -373.86 0.00 -22.11 0.00 -110.03 0.00 241.72 0.00 -359.46 0.00 -7.72 0.00 256.11 0.00 -95.64 0.00 -342.93 0.00 8.82 0.00 272.65 0.00 -79.10 0.00 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 13.96 5.33 24.91 12.82 23.85 11.76 15.02 6.40 66.67 57.95 8.04 -0.67 22.70 13.98 -35.93 -44.65 63.76 56.06 5.14 -2.56 -38.84 -46.54 19.79 12.09 59.77 54.54 1.15 -4.09 -42.82 -48.06 15.80 10.57 Vminor kips 0.00 0.00 0.00 o.oo -1 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 17/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 7 Level: 2NDFLOOR Shape = Rectangle •Ix(in4) = 462828.4 Shear Ax (in2) = 552.81 Cracked Section for I:' 0.35 fc(ksi) = 3.00 Length (ft)-6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: B ase Frame Number: 1 I-End (-18.12,67.61) Depth (in) - 91.50 Iy(in4) - 2905.7 Shear Ay (in2) = 552.81 Unit Wt (pcf) = 150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-16:56,61.82) Width (in) - 7.25 J(in4) = 11042.69 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp El DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic .. RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODAL_S EQ_UBC97_X_+EJF EQ_UBC97_Y_+E_F LOAD COMBINATIONS:1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * # * * * * * * * * 1.400D 1.400 D+ 1.700Lp+ 1.700Rfp 1.400D + 1.700Lp 1.400 D+ 1.700Rfp 1.250 D +0.500 Lp +1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0E2-1.0N1 1.250D + 1.0N1+ LOE2 1.250 D+ 1.000N2 + 1.000 El 1.250D- 1.0N1- 1.0 E2 1.250 D-1.000 N2- 1.000 El 0.850D+1.0N1+1.0E2 0.850 D + 1.000 N2 +El IE!RAM Member Forces RAM Frame v7.2 DataBase: kellyst] Building Code: UBC1 Page 18/56 06/25/04 10:01:33 26 * 0.850 D- 1.000 N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 3 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 Mmajor kip-ft 0.00 6.14 0.00 40.66 0.00 34.26 0.00 12.54 0.00 321.54 0.00 -30.21 0.00 57.71 0.00 -294.03 0.00 313.27 0.00 -38.48 0.00 -302.31 0.00 49.44 0.00 311.51 0.00 -40.23 0.00 -304.06 0.00 47.69 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 5.33 -3.29 12.82 0.74 11.76 -0.33 6.40 -2.22 57.95 49.23 -0.67 -9.39 13,98 5.26 -44.65 -53.36 56.06 48.36 -2.56 -10.26 -46.53 -54.23 12.09 4.39 54.54 49.30 -4.09 -9.32 -48.06 -53.29 10.57 5.33 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0,00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 19/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 10 Level: 2NDFLOOR Shape = Rectangle Ix(in4) - 462828.4 Shear Ax (in2) = 552.81 Cracked Section for I; 0.35 fc(ksi) = 3.00 Length (ft)-6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-15.01,56.02) Depth (in) - 91.50 Iy(in4) - 2905.7 Shear Ay (in2) = 552.81 Unit Wt (pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End(-13.46,50.23) Width (in) = 7.25 J(in4) = 11042.69 Poisson's Ratio = 0.20 J-End Pin Pin Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E^F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * H* •* * * * # * * * * * # 1.400D 1.400 D+].700 Lp + 1.700 Rfp 1.400 D+1.700 Lp 1.400D+ 1.700 Rfp L250 D +0.500 Lp + LON1 + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0,500 Lp- LOE2-1.0N1 1.250D+ 1.0 N1+ 1.0 E2 1.250D+ 1.000 N2+ 1.000 El 1.250D- 1.0 Nl- 1.0 E2 1.250D- 1.000N2- 1.000 El 0.850D+1.0N1+1.0E2 0.850D + 1.000N2+E1 idRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 20/56 06/25/04 10:01:33 26 * 0.850 D - 1.000 N2 - 1.000 El * = Load combination currently selected to use MEMBER FORCES: :# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ® i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -21.57 0.00 -27.22 0.00 -28.06 0.00 -20.72 0.00 -340.46 0.00 30.04 0.00 -72.38 0.00 298.13 0.00 -338.55 0.00 31.95 0.00 300.04 0.00 -70.47 0.00 -332.39 0.00 38.11 0.00 306.20 0.00 -64.30 0.00 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 7.91 -0.72 10.58 -1.51 10.72 -1.37 7.77 -0.86 61. 11 52.39 -0.65 -9.37 16.42 7.70 -45.33 -54.05 60.28 52.58 -1.47 -9.17 -46,16 -53.86 15.59 7.90 58.02 52.78 -3.73 -8.97 -48.42 -53.65 13.34 8.10 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -o.oo -0.00 -o.oo -0.00 -0.00 -o.oo -o.oo o.oo 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 ifRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 21/56 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 1 Frame Number: 1 Level Top: 3RDFLOOR Column Line (-25.88,96.59)-(-24.33,90.80) Bot: 2NDFLOOR Thickness (in) = 7.25 fc(ksi) = 3.00 Cracked Section for I:'0.35 NumofWallFEs-1 Length (ft) = 6.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad P o sRoofLiveLo ad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODALJ3 EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp+1.700 Rfp 1.400 D +1,700 Lp 1.400 D +1.700 Rip 1.250 D +0.500 Lp+ I.ON1 + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D +0.500 Lp- 1.000 El-N2 1.250 D + 0.500 Lp- 1.0 E2 - 1,0 Nl 1.250D + 1.0N1+1.0E2 1.250 D + l.000 N2 + 1.000 El 1.250D- 1.0N1-1.0E2 1.250 D- 1.000 N2- 1.000 El 0.850 D+ 1.0 N1+ 1.0 E2 0.850D + 1.000N2 + E1 0.850D- 1.0N1- 1.0E2 0.850 D-l.000N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * # * MEMBER FORCES: IdRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 22/56 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 56.37 80.34 75.89 60.83 65.59 41.82 70.33 46.55 59.85 36.08 40.81 64.59 43.75 19.97 24.71 48.48 Mmajor kip-ft 15.25 4], 40 38.20 18.45 • -4.79.07 -16.52 57.25 519.80 -485.82 -23.27 513.05 50.50 -490.17 -27.62 508.69 46.14 Vmajor kips 2.09 5.43 4.93 2.59 -66.40 -2.13 7.53 71.80 -67.24 -2.97 70.97 6.70 -67.84 -3.57 70.37 6.10 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 23/56 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 3 Level Top: 3RDFLOOR Bot: 2NDFLOOR Thickness (in) = 7.25 fc(ksi) - 3.00 Cracked Section for 1:'0.35 NumofWallFEs=l Frame Number: 1 Column Line (-21.22,79.21)-(-19.67,73.41) Length (ft) = 6.00 Unit Wt(pcf)- 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad P o sRo ofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQJJBC97_X_+E_F EQ UBC97 Y +E F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D+1.700 Lp 1.400 D + 1.700 Rfp 1.250 D +0.500 Lp+ 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0E2- 1,0 Nl 1.250D+1.0N1+1.0E2 1.250 D + 1.000 N2 + 1.000 El 1.250D- 1.0N1-1.0E2 1.250 D- 1.000N2- 1.000 El 0.850D + 1.0N1+ 1.0 E2 0.850 D+1.000 N2 +El 0.850D- 1.0N1- 1.0 E2 0.850D- 1.000 N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 24/56 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 61.28 89.97 81.43 69.82 58.00 56.22 65.06 63.29 52.07 50.29 57.36 59.14 34.56 32.78 39.85 41.63 Mmajor kip-ft -18.62 -44.78 -37.79 -25.60 -604.49 41,10 -85.62 559.97 -598.85 46.74 565.61 -79.98 -593.53 52,06 570,92 -74.66 Vmajor kips -2.43 -5.73 -4.71 -3.46 -83.49 5.81 -11.50 77.80 -82.82 6.48 . 78.47 -10.83 -82.12 7.18 79.17 -10.13 fflRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 25/56 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 41 Level Top: 3RDFLOOR Bot: 2NDFLOOR Thickness (in) = 1.25 fc(ksi) = 3.00 Cracked Section for I: 0.35 NumofWallFEs- 1 Frame Number: 1 Column Line (-16.56,61.82H-15.53,57.96) Length (ft) = 4.00 Unit Wt(pcf)-150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: B ase Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97__X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rip 1.400D+1.700Lp 1.400D +1.700 Rfp 1.250 D +0.500 Lp+ 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El-N2 1.250 D +0.500 Lp- 1.0 E2- 1.0 Nl 1.250D + 1.0N1 + 1.0 E2 1.250 D + 1.000 N2+1.000 El 1.250D- 1.0N1- 1.0E2 1.250D- LOOON2- 1.000 El 0.850 D+ 1.0 N1+ 1.0 E2 0.850D+ 1.000 N2 + E1 0.850D- 1.0 Nl- 1.0 E2 0.850 D- 1.000 N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 26/56 06/25/04 10:01:33 LC# 1 2 3 4 5 6 31 12 13 14 17 18 21 22 25 26 P kips 73.91 125.45 108.40 90.96 53.11 78.96 73.3] 99.16 42.97 68.82 89.02 63.17 21.85 47.70 67.90 42.05 Mmajor kip-ft 13.82 13.90 8.13 19.58 • -354.07 53.80 -32.47 375.39 -352.39 55.47 377.07 -30.80 -356.34 51.53 373.12 -34.75 Vmajor kips 1.58 1.27 0.43 2.42 -49.10 7.04 -4.89 51.25 -48.76 7.38 51.59 -4.55 -49.22 6.92 51.14 -5.00 IdRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 27/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 1 Level: 3RDFLOOR Shape = Rectangle Ix(in4) = 130500.0 Shear Ax (in2) = 362.50 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft)-4.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-26.92,100.46) Depth (in) - 60.00 Iy(in4) = 1905.4 Shear Ay (in2) = 362.50 Unit Wt(pcf)-150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-25.88,96.59) Width (in) - 7.25 J(in4) = 7041.37 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+EJF LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D + l.700 Lp 1.400 D+1.700 Rfp 1.250 D +0.500 Lp+ 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D+1.0N1+1.0E2 1.250 D+ 1.000N2+ 1.000E1 1.250 D- 1.0N1-1.0E2 1.250 D-1.000 N2- 1.000 El 0.850D+1.0N1+1.0E2 0.850 D+1.000 N2 +El II RAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 28/56 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES:c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i p kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft 0.00 -35.16 0.00 -72.82 0.00 -65.00 0.00 -42.99 0.00 92.13 0.00 4.19 0.00 -84.53 0.00 -172.47 0.00 100.91 0.00 12.97 0.00 -163.69 0.00 -75.75 0.00 110.95 0.00 23.01 0.00 -153.65 0.00 -65.71 Mm in or kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips -6.58 -11.00 -14.84 -21.57 -12.89 -19.61 -8.54 -12.95 25.34 20.72 3.36 -1.26 -18.82 -23.44 -40.81 -45.43 27.20 23.26 5.21 1.27 -38.95 -42.89 -16.97 -20.91 29.08 26.40 7.09 4.41 -37.07 -39.75 -15.09 -17.77 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 -0,00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code; UBC1 Page 29/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 3 Level: 3RDFLOOR Shape = Rectangle Ix(in4) - 130500.0 Shear Ax (in2) = 362.50 Cracked Section for I:'0.35 fc(ksi) = 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 1-End (-24.33,90.80) Depth (in) = 60.00 Iy(in4) = 1905.4 Shear Ay (in2) = 362.50 Unit Wt(pcf)-150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-22.78,85.00) Width (in) = 7.25 J(in4) = 7041.37 Poisson's Ratio = 0.20 J-End Pin Pin Fix 0.00 (5.0% Reduction) LOAD CASES: DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQJJBC97 Y +E F LOAD COMBINATIONS:1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * # 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D+ l,700Lp 1.400 D + 1.700 Rip 1.250 D +0.500 Lp+ 1.0Nl + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0N1 1.250D + 1.0N1+1.0E2 1.250 D+ 1.000 N2 + 1.000 El 1.250D-1.0N1- 1.0E2 1.250 D-1.000 N2- 1.000E1 0.850D + 1.0N1+1.0E2 0.850 D + 1.000N2 + E1 IE!RAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 H-.l Page 30/56 06/25/04 10:01:33 26 * 0.850 D- 1.000 N2- 1.000 El * ~ Load combination currently selected to use MEMBER FORCES: ~# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i .i p kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -24.74 0.00 -38.10 0.00 -33.74 0.00 -29.10 0.00 -226.00 0.00 -15.90 0.00 -33.58 0.00 176.52 0.00 -223.35 0.00 -13.25 0.00 179.17 0.00 -30.93 0.00 -216.28 0.00 -6.18 0,00 186.24 0.00 -23.86 0.00 Mm in or kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 7.44 0.81 11.40 1.30 10.67 0.58 8.16 1.54 41.13 34.20 6.12 -0.82 9.06 2.13 -25.95 -32.89 40.18 34.27 5.17 -0.75 -26.90 -32.82 8.11 2.20 38.06 34.04 3.04 -0.98 -29.03 ^33.05 5.99 1.97 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 31/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 4 Level: 3RDFLOOR Shape = Rectangle Ix(in4) - 130500.0 Shear Ax (in2) = 362.50 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End(-22.78,85.00) Depth (in) - 60.00 Iy(in4) = 1905.4 Shear Ay (in2) = 362.50 Unit Wt(pcf)= 150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-21.22,79.21) Width (in) - 7.25 J(in4) = 7041.37 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODALJ5 RAMUSERNODAL^S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * # * * 1.400 D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400 D +1.700 Rip 1.250 D +0.500 Lp + 1.0N1 + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0E2- 1.0N1 1.250D+ 1.0N1+1.0E2 1.250D+ 1.000 N2+ 1.000 El 1.250D- 1.0 Nl- 1.0E2 1.250D- 1.000 N2- 1.000E1 0.850D + 1.0N1+ 1.0E2 0.850 D+ 1.000 N2 +El Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 32/56 06/25/04 10:01:33 26 * 0.850D- 1.000 N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 p.oo 0,00 0,00 Mmajor kip-ft 0.00 -15.01 0.00 -22.46 0.00 -26.82 0.00 -10.65 0.00 184.39 0.00 -25.72 0.00 -8.03 0.00 -218.14 0.00 187.86 0.00 -22.24 0.00 -214.67 0.00 -4.56 0.00 192.15 0.00 -17.95 0.00 -210.38 0.00 -0.27 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 0.81 -5.81 1.30 -8.79 0.58 -9.52 1.54 -5.09 34.20 27.26 -0.82 -7.75 2.13 -4.81 -32.89 -39.82 34.27 28.35 -0.75 -6.67 -32.82 -38.74 2.20 -3.72 34.04 30.01 -0.98 -5.00 -33.05 -37.07 1.97 -2.06 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 -0,00 -0.00 -0,00 -0,00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 fflRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 33/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 5 Level: 3RDFLOOR Shape = Rectangle Ix(in4) - 130500.0 Shear Ax (in2) - 362.50 Cracked Section for I:'o.35 fc(ksi) - 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis; Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-19.67,73.41) Depth (in) - 60.00 Iy(in4) - 1905.4 Shear Ay (in2) = 362.50 Unit Wt(pcf)-150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-18.12,67.61) Width (in) - 7.25 J(in4) - 7041.37 Poisson's Ratio = 0.20 J-End Pin Pin Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQJJBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400 D +1.700 Rip 1.250 D +0.500 Lp+1.0 Nl + 1.0 E2 1.250 D +0.500 Lp + 1.000N2+E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0E2- 1.0 Nl 1.250D+1.0N1+1.0E2 1.250 D + 1.000N2 + 1.000 El 1.250D- 1.0 Nl- 1.0 E2 1.250D- 1.000 N2-1.000 El 0.850D+ 1.0 N1+ 1.0E2 0.850 D+ 1.000 N2 +El Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 34/56 06/25/04 10:01:33 26 * 0.850D- 1.000 N2- 1.000E1 * = Load combination currently selected to use MEMBER FORCES: ::# i 2 ->j 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -54.64 0.00 -110.43 0.00 -94.27 0.00 -70.80 0.00 -288.29 0.00 -34.68 0.00 -86.21 0.00 167.40 0.00 -276.63 0.00 -23.02 0.00 179.05 0.00 -74.55 0.00 -261.02 0.00 -7.41 0.00 194.67 0.00 -58.94 0.00 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 12.42 5.79 23.45 13.36 20.76 10.67 15.11 8.49 51.52 44.58 9.25 2.31 17.84 10.90 -24.43 -31.37 49.06 43.15 6.80 0.88 -26.88 -32.80 15.38 9.47 45.51 41.49 3.25 -0.78 -30.43 -34.46 11.84 7.81 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 illRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 35/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 7 Level: 3RDFLOOR Shape = Rectangle Ix(in4) = 130500.0 Shear Ax (in2) = 362.50 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft)-6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-18.12,67.61) Depth (in) = 60.00 Iy(in4) - 1905.4 ShearAy(in2) = 362,50 Unit Wt(pcf) = 150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-16.56,61.82) Width (in) = 7.25 J(in4) = 7041.37 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL S EQ_UBC97_X_+E F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 * # * * * * * * * * * * * 1.400D 1.400D+1.700Lp+ 1.700 Rfp 1.400 D +1.700 Lp 1.400 D+1.700 Rfp 1.250 D +0.500 Lp + 1.0 Nl + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0N1 L250D + 1.0N1+1.0E2 1.250D+ 1.000N2+ 1.000 El 1.250D- 1.0 Nl- 1.0 E2 1.250D- 1.000 N2- 1.000 El 0.850D + 1.0N1-H.OE2 0.850 D +1.000 N2 +El Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 3 6/5 6 06/25/04 10:01:33 26 * 0.850 D - 1.000 N2 - 1.000 El * = Load combination currently selected to use MEMBER FORCES:z# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i ji j i i P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft 0.00 14.89 0.00 49.87 0.00 33.71 0.00 31.05 0.00 246.67 0.00 -6.93 0.00 44.60 0.00 -209.01 0.00 241.14 0.00 -12.47 0.00 -214.55 0.00 39.06 0.00 236.88 0.00 -16.72 0.00 . -218.80 0.00 34.81 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 5.79 -0.83 13.36 3.21 10.67 0.58 8.49 1.86 44.58 37.65 2.31 -4.62 10.90 3.97 -31.37 -38.30 43.15 37.23 0.88 -5.03 -32.80 -38.71 9.47 3.55 41.49 37.47 -0.78 -4.80 -34.46 -38.48 7.81 3.79 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo • 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 fflRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 37/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 215 Level: 3RDFLOOR Shape = Rectangle Ix(in4) - 44761.5 Shear Ax (in2) ^ 253.75 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft) = 8.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-15.53,57.96) Depth (in) = 42.00 Iy(in4) = 1333.8 Shear Ay (in2) = 253,75 Unit Wt(pcf)= 150.00 I-End Fix Fix Pin 0.00 At Face of Joint Scale Factor: 1.00 J-End (-13,46,50.23) Width (in) - 7.25 J (in4) - 4754.90 Poisson's Ratio = 0.20 J-End Pin Pin Pin 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ__UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400 D +1.700 Rfp 1.250 D +0.500 Lp+ 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0E2- 1.0N1 1.250 D+1.0 N1+1.0 E2 1.250 D+ 1.000N2+ 1.000 El 1.250D- 1.0 Nl- 1.0E2 1.250 D- 1.000 N2- 1.000 El 0.850 D+1.0N1+ 1.0 E2 0.850 D+1.000 N2 +El Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 38/56 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# I 2 3 4 5 6 11 12 13 14 17 18 21 22 25 - 26 @ i ' j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 Mmajor kip-ft -27.52 0.00 -44.04 0.00 -44.40 0.00 -27.16 0.00 -123.16 0.00 -18.72 0.00 -40.35 0.00 64.08 0.00 -118.19 0.00 -13.76 0.00 69.04 0.00 -35.39 0.00 -110.33 0.00 -5.89 0.00 76.91 0.00 -27.53 0.00 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 7.10 -0.22 11.47 -0.46 11.52 -0.42 7.05 -0.26 19.34 11.45 6.28 -1.60 8.99 1.10 -4.07 -11.95 18.04 11.51 4.98 -1.54 -5.37 -11.89 7.69 1.16 16.01 11.57 2.96 -1.48 -7.39 -11.83 5.66 1.22 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IE!RAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 39/56 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 1 Level Top: ROOF Bot: 3RDFLOOR Thickness (in) = 7.25 fc(ksi) = 3.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (-25.88,96.59)-(-24.33,90.80) Length (ft)-6.00 Unit Wt (pcf) = 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm. Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl M2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 1.400D 1.400 D + 1.700 Lp + 1.700 Rip 1,400 D+l.700 Lp 1.400 D +1.700 Rip 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D+ 1.0 NH 1.0E2 1.250 D + 1.000 N2+ 1.000 El 1.250D- 1.0N1- 1.0 E2 L250D- 1.000N2- 1.000 El 0.850D + 1.0N1+1.0E2 0.850 D + 1.000N2 + E1 0.850D- 1.0N1-1.0E2 0.850 D- 1.000 N2- 1.000 El Load combination currently selected to use MEMBER FORCES: RAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 40/56 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 . 22 25 26 P Mmajor kips kip-ft 24.46 7.15 30.43 28.66 26.23 32.10 • 21.37 24.77 14.05 30.86 20.13 12.81 23.54 23.87 13.15 5.82 16.55 30.52 27.23 10.44 -54.49 -21.29 45.88 79.08 -60.39 -27.20 73.17 39.97 -62.44 -29.24 71.13 37.93 Vmajor kips 1.31 5.36 4.98 1.68 -11.84 -2.11 6.61 16.34 -12.92 -3.19 15.26 5.53 -13.30 -3.56 14.88 5.15 INRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 41/56 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 3 Level Top: ROOF Bot: 3RDFLOOR Thickness (in) = 7.25 fc(ksi) = 3,00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 1 Column Line (-21.22,79.21)-(-19.67,73.41) Length (ft) - 6.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL^S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D+ 1.700 Lp + 1.700 Rfp 1.400D+ 1.700Lp 1.400 D +1.700 Rfp 1.250 D +0.500 Lp+1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El-N2 1.250 D +0.500 Lp- 1.0 E2- 1.0 Nl 1.250D + 1.0N1+1.0E2 1.250 D + 1.000 N2 + 1.000 El 1.250D- 1.0 Nl- 1.0 E2 1.250 D- 1.000 N2- 1.000 El 0.850D+ 1.0 N1+ 1.0 E2 0.850 D + 1.000N2 + E1 0.850D- 1.0N1- 1.0 E2 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: Member Forces RAM Frame v7.2 DataBase; kellystl Building Code: UBC1 Page 42/56 06/25/04 10:01:33 LC# ' 1 2 3 4 5 6 11 • 12 13 14 17 18 21 22 25 26 P kips 29.56 40.78 34.20 36.14 20.65 26.16 29.36 34.87 19.28 24.79 33.51 28.00 10.84 16.35 25.06 19.55 Mmajor kip-ft -44.07 -96.57 -73.14 -67.49 - -147.58 -53.78 -42.02 51.79 -139.03 -45.23 60.34 -33.46 -126.44 -32.64 72.93 -20.87 Vmajor kips -7.10 -15.78 -12.01 -10.87 -25.88 -S.42 -7.14 10.32 -24.44 -6.98 11.76 -5.70 -22.41 -4.95 13.79 -3.67 iffRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 43/56 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 41 Level Top: ROOF Bot: 3RDFLOOR Thickness (in)-7.25 fc(ksi) = 3.00 Cracked Section for I: 0.35 NumofWallFEs= 1 Frame Number: 1 Column Line (-16.56,61.82)-(-15.53,57.96) Length (ft) = 4.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad Po sRo ofLiveLo ad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODALJS RAMUSERNODALJS EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D+1.700Lp 1.400 D +1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D+ 1.0 N1+ 1.0 E2 1.250 D+1.000 N2 +1.000 El 1.250D- 1.0N1-1.0E2 1.250 D- 1.000N2- 1.000 El 0.850 D + 1.0 N1+ 1.0 E2 0.850 D+ LOOON2M-E1 0.850D-1.0N1- 1.0 E2 0.850 D- 1.000 N2- 1.000 El = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: RAM Frame v7,2 DataBase: kellystl Building Code: UBC1 Page 44/56 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 29.58 44.79 25.01 49.37 28.28 24.95 25.18 21.85 29.63 26.30 23.19 26.52 21.18 17.84 14.74 18.07 Mmajor kip-ft -63.63 -127.93 -100.97 -90.59 -149.81 -60.26 -75.33 14.22 -138.83 -49.28 . 25.20 -64.35 -120.65 -31.10 43.38 -46.17 Vmajor kips -9.38 -18.79 -14.60 -13.57 -24.48 -8.48 -11.34 4.66 -22.95 -6.94 6.20 -9.81 -20.27 -4.26 8.88 -7.13 RfRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 45/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 1 Level: ROOF Shape = Rectangle Ix(in4) = 358092.0 ShearAx(in2) = 507.50 Cracked Section for I:' 0.35 fc(ksi) = 3.00 Length (ft) = 4.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-26.92,100.46) Depth (in) = 84.00 Iy(in4) = 2667.5 ShearAy(in2) = 507.5 UnitWt(pcf)=*150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor; 1.00 J-End (-25.88,96.59) Width (in) = 7.25 J(in4) = 10090.00 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL^S EQJJBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS:1 2 3 4 5 6 11 12 13 14 17 18 21 1.400D 1.400 D 1.400D 1.400 D 1. 250 D 1.700Lp + 1.700 Rfp 1.700Lp 1.700 Rfp 0.500 Lp + 1.0N1 + 1.0E2 1.250 D + 0.500 Lp + 1 .000 N2 +E1 1 .250 D + 0.500 Lp - 1.000 El- N2 1,250 D-f 0.500 Lp- 1.0 E2- 1.0N1 1.250D + 1.0N1+1.0E2 1.250 D+ 1.000 N2+ 1.000 El 1.250D- 1.0 Nl- 1.0E2 1.250 D- 1.000N2- 1.000 El 0.850D+1.0N1+1.0E2 0.850 D+ 1.000 N2 + El m 1 V RAM Frame v7.2 RAM DataBase: kellystl iHiRwovii Building Code: UBC1 Member Forces t .C' "9 Page 46/56 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: LC# 1 2 3 4 5 6 11 12 13 ' 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 3.39 3.39 -3.39 -3.39 -0.00 -0.00 0.00 0.00 3.39 3.39 -0.00 -0,00 -3.39 -3,39 0.00 0.00 3,39 3.39 -0.00 -0.00 -3.39 -3.39 Mmajor kip-ft 0.00 -22.25 0.00 -40.74 0.00 -39.54 0.00 -23.46 0.00 -12,55 0.00 -14.27 0.00 -35.64 0.00 -37.36 0.00 -7.46 0.00 -9.18 0.00 -32.27 0.00 -30.55 0.00 -1.10 0.00 -2.83 0.00 -25,92 0.00 -24.19 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -15.83 0.00 0.00 0.00 -0.00 0.00 15.83 0.00 -15.83 0.00 0.00 0,00 15.83 0.00 -0.00 0.00 -15.83 0.00 0.00 0,00 15.83 0.00 -0.00 Vmajor kips -3.60 -7.53 -7.95 -12.42 -7.92 -11.85 -3.63 -8.10 -1.38 -4.89 -1.81 -5.32 -7.15 -10.66 -7.58 -11.10 -0.11 -3.62 -0.54 -4.05 -6,31 -9.82 -5.88 -9.39 0.92 -1.47 0.49 -1.90 -5,29 -7.67 -4.86 -7.24 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -3.96 -3.96 0.00 0.00 -0.00 -0.00 3.96 3.96 -3.96 -3.96 0.00 0.00 3.96 3.96 -0.00 -0.00 -3.96 -3.96 0.00 0.00 3.96 3.96 -0.00 -0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 47/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 3 Level: ROOF Shape = Rectangle Ix(in4) - 358092.0 Shear Ax (in2) = 507.50 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-24.33,90.80) Depth (in) = 84.00 Iy(in4) = 2667.5 Shear Ay (in2) = 507.50 Unit Wt(pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-22.78,85.00) Width (in) - 7.25 J(in4) - 10090,00 Poisson's Ratio = 0.20 J-End Pin Pin Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODALJS EQJJBC97 _X_+E_F EQJJBC97_Y_+E_F LOAD COMBINATIONS:1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400 D+1.700 Lp+ 1.700 Rfp 1.400 D+1.700 Lp 1.400 D+l.700 Rfp 3.250D + 0.500Lp + 1.0N1 + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0,500 Lp- 1.0E2- 1.0 Nl 1.250D+ 1.0 N1+ 1.0 E2 1.250D + 1.000 N2 + 1.000 El 1.250D- 1.0 Nl- 1.0 E2 1.250 D- 1.000 N2- 1.000 El 0.850D+1.0N1+1.0E2 0.850 D+1.000 N2 +El Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 48/56 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i p kips -1.31 -1.31 -5.36 -5.36 -4.98 -4.98 -1.68 -1.68 -2.75 -2.75 5.50 5.50 -10.00 -10.00 -1.75 -1.75 -1.66 -1.66 6.58 6.58 -0.67 -0.67 -8.92 -8.92 -1.29 -1.29 6.96 6.96 -0.30 -0.30 -8.55 -8.55 Mm a j or kip-ft -16.54 0.00 -15.67 0.00 -15.82 0.00 -16.39 0.00 -87.05 0.00 -20.38 0.00 -8.73 0.00 57.94 0.00 -87.26 0.00 -20.59 0.00 57.73 0.00 -8.94 0.00 -82.54 0.00 -15.87 0.00 62.45 0.00 -4.22 0.00 Mminor kip-ft -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 11.73 0.00 0.00 0.00 -0.00 0.00 -11.73 0.00 11.73 0.00 0.00 0.00 -11.73 0.00 -0.00 0.00 11.73 0.00 0.00 0.00 -11.73 0.00 -0.00 0.00 Vmajor kips 5.71 -0.19 5.97 -0.75 5.59 -0.31 6.09 -0.63 17.14 11.88 6.03 0.76 4.09 -1.18 -7,02 -12.29 17,18 11.91 6.07 0.80 -6,99 -12.26 4.12 -1.14 15.55 11.97 4.44 0.85 -8.62 -12.20 2.49 -1.09 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.96 -1,96 -0.00 -0,00 0.00 0.00 1.96 1.96 -1.96 -1.96 -0.00 -0.00 1.96 1.96 0.00 0.00 -1.96 -1.96 -0.00 -0.00 1.96 1.96 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 fflRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 49/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 4 Level: ROOF Shape = Rectangle Ix(in4) - 358092.0 Shear Ax (in2) = 507.50 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-22.78,85.00) Depth (in) = 84.00 Iy(in4) = 2667.5 Shear Ay (in2) = 507.50 Unit Wt(pcf) = 150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-21.22,79.21) Width (in) - 7,25 J(in4) - 10090.00 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODALJS EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D +1.700 Lp 1.400 D +1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0N1 1.250 D+1.0 N1+ 1.0 E2 1.250D+ 3,000 N2 + 1.000E1 1.250D- 1.0N1-1.0E2 1.250 D- 1.000N2- 1.000 El 0.850D + LON1+1.0E2 0.850 D + 1.000 N2 + El Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 50/56 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i ? kips -1.31 -1.31 -5.36 -5.36 -4.98 -4.98 -J.68 -1.68 -3.78 -3.78 5.50 5.50 -10.00 -10.00 -0.72 -0.72 -2.70 -2.70 6.58 6.58 0.36 0.36 -8.92 -8.92 -2.33 -2.33 6.96 6.96 0.74 0.74 -8.55 -8.55 Mmajor kip-ft 0.00 -18.86 0.00 -24.62 0.00 -19.57 0.00 -23.90 0.00 55.45 0.00 -11.22 0.00 -22.87 0.00 -89.54 0.00 55.66 0.00 -11. or 0.00 -89.33 0.00 -22.66 0.00 61.05 0.00 -5.62 0.00 -83.94 0.00 -17.27 Mminor kip-ft 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -11.75 0.00 0.00 0.00 -0.00 0.00 11.75 0.00 -11.75 0.00 0.00 0.00 11.75 0.00 -0.00 0.00 -11.75 0.00 0.00 0.00 11.75 0.00 -0.00 Vmajor kips -0.19 -6.09 -0.75 -7.46 -0.31 -6.21 -0.63 -7.34 11.87 6.61 0.76 -4.50 -1.18 -6.45 -12.29 -17.56 11.91 6.64 0.80 -4.47 -12.25 -17.52 -1.14 -6.41 11.97 8.38 0.85 -2.73 -12.20 -15.78 -1.09 -4.67 Vminor kips -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -1.96 -1.96 0.00 0.00 -0.00 -0.00 1.96 1.96 -1.96 -1.96 0.00 0.00 1.96 1.96 -0.00 -0.00 -1.96 -1.96 0.00 0,00 1.96 1.96 -0.00 -0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0,00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 mRAM Member Forces RAM Frame v7,2 DataBase: kellystl Building Code: UBC1 Page 51/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 5 Level: ROOF Shape = Rectangle Ix(in4) - 358092.0 Shear Ax (in2) = 507.50 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-19.67,73.41) Depth (in) = 84.00 Iy(in4) = 2667.5 Shear Ay (in2) = 507.50 Unit Wt(pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-18.12,67.61) Width (in) - 7.25 J(in4) - 10090.00 Poisson's Ratio -0.20 J-End Pin Pin Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 * 1.400D 2 * 1.400D + 1 3 * 1.400D + 1 4 * 1.400D + 1 5 * 1.250D + 0 6 * 1.250D + 0 11 * 1.250D + 0 12 * 1.250D + 0 13 * 1.250D + 1 14 * 1.250D + 1 17 * 1.250 D- 1. 18 * 1.250 D- 1. 21 * 0.850D+1 22 * 0.850D + 1 .700 Lp+1.700 Rfp .700 Lp .700 Rfp .SOOLp+l.ONl + 1.0 E2 .500 Lp+ 1.000N2+E1 .500 Lp- 1.000 El-N2 .500Lp- 1.0 E2- 1.0 Nl .ON1+ 1.0 E2 .000 N2+ 1.000 El ONI-1.0 E2 000 N2- 1.000 El .ON1+1.0E2 .OOON2 + E1 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBCl Page 52/56 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: :# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 5.79 5.79 10.42 10.42 7.02 7.02 9.19 9.19 7.60 7.60 13.92 13.92 -2.86 -2.86 3.47 3.47 7.23 7.23 13.56 13,56 3.11 3.11 -3.22 -3.22 5.58 5.58 11.91 11.91 1.45 1.45 -4.87 -4.87 Mmajor kip-ft -55.76 0.00 -107.52 0.00 -82.91 0.00 -80.38 0.00 -87.68 0.00 -53.99 0.00 -61.56 0.00 -27.87 0.00 -79.70 0.00 -46.01 0.00 -19.88 0.00 -53.57 0.00 -63.76 0.00 -30.07 0.00 -3.95 0.00 -37.64 0.00 Mminor kip-ft -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 Vmajor kips 12.24 6.34 21.28 14.56 16.77 10.87 , 16.75 10.04 17.25 11.98 11.63 6.37 12.89 7.63 7.28 2.01 15.92 10.65 10.30 5.03 5.95 0.68 11.56 6.30 12.42 8.84 6.80 3.22 2.45 -1.13 8.06 4.48 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' -0.00 -0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Member Forces RAM Frame v7.2 DataBase; kellystl Building Code: UBC1 Page 53/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 7 Level: ROOF Shape = Rectangle Ix(in4) = 358092.0 ShearAx(in2) = 507.50 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft) - 6.00 MPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 1-End (-18.12,67.61) Depth (in) - 84.00 Iy(in4) - 2667.5 Shear Ay (in2) - 507.50 UnitWt(pcf)=150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (-16.56,61.82) Width (in) = 7.25 J(in4) = 10090.00 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rrp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 * * * * * * * * # * * * * 1.400D 1.400 D+ 1.700Lp+ ].700Rfp 1.400D + 1.700Lp 1.400D+1.700Rfp 1.250D + 0.500 Lp+1.ONI + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D +0.500 Lp- 1.000 El-N2 1.250 D +0.500 Lp- 1.0E2- 1.0N1 1.250D + 1.0N1+1.0E2 1.250 D+ 1.000 N2+ 1.000 El 1.250D- 1.0 Nl- 1.0E2 1.250 D- 1.000 N2- 1.000 El 0.850D + 1.0N1+1.0E2 0.850 D+1.000 N2 +El RAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 ;S Page 54/56 06/25/04 10:01:33 26 * 0.850D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES:c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i ji j i j i j i j i j P kips 5.79 5.79 10.42 10.42 7.02 7.02 9.19 9.19 7.60 7.60 13.92 13.92 -2.86 -2.86 3.47 3.47 7.23 7.23 13.56 13.56 3.11 3.11 -3.22 -3.22 5.58 5.58 11.91 11.91 1.45 1.45 -4.87 -4.87 Mmajor kip-ft 0.00 20.37 0.00 67.23 0.00 47.52 0.00 40.09 0.00 56.08 0.00 22.39 0.00 29.95 0.00 -3.74 0.00 48.09 0.00 14.41 0.00 -11.72 0.00 21.97 0.00 42.27 0.00 8.59 0.00 -17.54 0.00 16.15 Mminor kip-ft 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0,00 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 0.00 Vmajor kips 6.34 0.45 14.56 7.85 10.87 4.97 10.04 3.33 11.98 6.71 6.37 1.10 7.63 2.36 2.01 -3.25 10.65 5.38 5.03 -0.23 0.68 -4.59 6.30 1.03' 8.84 5.26 3.22 -0.36 -1.13 -4.71 4.48 0.90 Vminor kips -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0,00 -0.00 -0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 55/56 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 198 Level: ROOF Shape = Rectangle Ix(in4) = 358092.0 Shear Ax (in2) = 507.50 Cracked Section for I:' 0.35 fc(ksi) - 3.00 Length (ft) = 8.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 1 I-End (-15.53,57.96) Depth (in) - 84,00 Iy(in4) - 2667.5 Shear Ay (in2) = 507.50 Unit Wt(pcf)= 150.00 I-End Fix Fix Pin 0.00 At Face of Joint Scale Factor: 1.00 J-End (-13.46,50.23) Width (in) - 7.25 J(in4) - 10090.00 Poisson's Ratio = 0.20 J-End Pin Pin Pin 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL^_S .EQ_UBC97_X_+E_F EQ_UBC97jy_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 * * * * * * * * * * * * * 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400 D+1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0N1 1.250 D+ 1.0 N1+ 1.0 E2 1.250 D+1.000 N2 + 1.000 El 1.250D- 1.0N1-1.0E2 1.250D-1.000N2- 1.000 El 0.850D+1.0NR1.0E2 0.850 D+ 1.000N2 + E1 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 56/56 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: :# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i P kips 15.17 15.17 29.21 29.21 21.62 21.62 22.76 22.76 16.90 16.90 22.40 22.40 8.49 8.49 13.99 13.99 15.00 15.00 20.50 20.50 12.09 12.09 6.59 6.59 10.67 10.67 16.17 16.17 7.75 7.75 2.25 2.25 Mmajor kip-ft -30.79 0.00 -34.45 0.00 -30.43 0.00 -34.81 0.00 -93.07 0.00 -21.40 0.00 -33.37 0.00 38.30 0.00 -93.18 0.00 -21.51 0.00 38.19 0.00 -33.48 0.00 -84.38 0.00 -12.71 0.00 46.99 0.00 -24.68 0.00 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -15.41 0.00 0.00 0.00 0.00 0.00 15.41 0.00 -15.41 0.00 0.00 0.00 15.41 0.00 0.00 0.00 -15.41 0.00 0.00 0.00 15.41 0.00 0.00 0.00 Vmajor kips 7.78 -0.08 8.78 -0.17 7.74 -0.13 8.83 -0.13 15.15 8.12 6.19 -0.84 7.68 0.66 -1.28 -8.30 15.16 8.14 6.20 -0.82 -1.26 -8.29 7.70 0.67 12.94 8.16 3.98 -0.80 -3.49 -8.26 5.47 0.70 Vminor kips -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 1.93 1.93 -0.00 -0.00 -0.00 -0.00 -1.93 -1.93 1.93 1.93 -0.00 -0.00 -1.93 -1.93 -0.00 -0.00 1.93 1.93 -0.00 -0.00 -1.93 -1.93 -0.00 -0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lyons, Warren Associates 6/24/2004 (858}-573-8999 TILTUP SHEAR WALL Job: Wall: WALL Length: Height: Thickness: Reveal: Weight= LOADS Uniform Wd: Wl: Left Pld: Pit: Right: Prd: Prl: Interior Pcd: Pel: atx: Shear aty: CONCRET F'c: Fy: Kelly Corporate Center 3 - 2nd Floor. Panel 39 6.00 ft 10.00 ft 7-25 in 0.75 in 106.25 psf 11163 pit 0 plf . 0 Ibs 0 Ibs 0 (bs 0 Ibs 0 Ibs 0 Ibs 0 ft 48.63 kips 5.98 ft E PROPERTIES 4.0 ksi 60 ksi SHEAR Horizontal Vertical St OVERTURNING ANALYSIS Total load Dead Live JAMB Wall* Pld = Prd = Pcd = Subtotal P Arm M 73353 73353 Wall = Pll = PrlB Pcl = Subtotal TOTAL CASE D D+L D-V D+V D+L-V D+L+V rhoreq= Asreq= Asmin= Use 73353 Mu Pu e 0 102.69 0.00 0 102.69 0.00 -407 66.02 -74.00 407 66.02 74.00 -407 102.69 -47.57 407 102.69 47.57 .0033 Mu= 1.50 # of bars: 1.50 d": 1.50 d= b= 407 4 4.0 in 62.00 7.25 fb Hbm Pu 197 - 51.3k 197 — 51.3k 906 2.02 ft 123.5k 906 2.02ft 123.5k 977 2,31 fl 141.8k 977 ' 2.31ft 141.8k Boundary Elements Required »-» Vs= 48.6 k Vu= 68.1 k dv= 61.5 Hw/Lw= 1.7 Use 25-7 ac=2.67 Vc= 75.2 k phi*Vc/2= 32.0 k Acv= 522 in* phi*Vc= 63.9 k 2 curtains required Steel rhohmin= 0.0025 s2max= 14.4 in Av> 0.218 :#5at 1 13. 5 in sq in/foot Av= 0.276 eel rhonmin= 0.0025 s1max= 18.0 in An> 0.218 :#5at 1 13.5 in Shear Friction at Reveal Vu= 11.3klf phi*Q.2*fc*Ac= 53.0 klf Avf> 0.159 Shear Tra sq in/foot An* 0.276 •Ac= phi"800*Ac= OK OK 78 sq in 53.0 klf I No additional vertical steel required isfer to Pourstrip Method A - Bolt action of dowels at unfactored loads ;#5 (dowels Vall/dowel=3000 Ibs # of dowels= 1 7 Method B - Inclined dowels in shear friction :#5| dowels ldh= angle= 43.8 deg Avf> 1.17 sqin 8.3 in covers 1.5 to plane of wall # of dowels= 4 each way, 8 total.I 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 Lyons, Warren Associates 6/24/2004 (858)-573-8999 TILTUP SHEAR WALL Job: Wall: WALL Length: Height: "hickness: Reveal: Weiaht= LOADS Unift)TTT1 Wd: Wl: Left Pld: Pll: Right: Prd: Prl: Interior Pcd: Pel: atx: Shear, aty: CONCRET F'c: Fy: Kelly Corporate Center 3 - 3rd Floor, Panel 39 6.00 ft 10.00 ft 7.25 in 0.75 in 106.25 psf 7512 plf 0 plf 0 Ibs 0 ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs 5^,C* o ft $8*45 kips 7.26 n E PROPERTIES 4.0 ksi 60ksi SHEAR Horizontal Vertical St OVERTURNING ANALYSIS Total Load Dead Live JAMB Wall = Pld = Prd = Pcd = Subtotal P Arm M 51447 51447 Wal! = Pll = Pr) = Pcl = Subtotal TOTAL CASE D D+L D-V r>v D+L-V D+L+V rhoreq= Asreq= Asmin= Use 51447 Mu Pu e 0 72.03 0.00 0 72.03 0.00 -594 46.30 -153.97 594 46.30 153.97 -594 72.03 -98.98 594 72.03 98.98 .0050 Mu= 2.23 # of bars: 1.50 d": 2.23 d= b= 594 4 4.0 in 62.00 7.25 fb Hbm Pu 138 — 36.0k 138 — 36.0 k 1227 3.71 ft 155.2k 1227 3.71ft 155.2k 1276 3.85ft 168.0k 1276 3. 85 ft 168.0k Boundary Elements Required »-» Vs= 58.5 k Vu= 81.8k ' dv= 61.5 Hw/Lw= 1.7 Use 25-7 ac=2.67 Vc= 75.2 k phi*Vc/2= 32.0 k Acv= 522 in2 phi*Vc= 63.9 k 2 curtains required Stee/ rhohmin= 0.0025 s2max= 14.4 in Av> 0.218 :#5at M3.5in sq in/foot Av= 0.276 eel rhonmin= 0.0035 s1max= 18.0 in An> 0.218 sq in/foot :#5 at 1 13.5 in An= Shear Friction at Reveal Vu= 13.6Wf phi*0.2*fc"Ac= 53.0 klf Avf> 0.191 0.276 Ac= phi*800*Ac= OK OK 78 sq in 53.0 klf | No additional vertical steel required Shear Transfer to Pourstrip Method A - Bolt action of dowels at unfactored loads :#5 1 dowels Vall/dowel=3000 Ibs #ofdowels= 20 Method B - Inclined dowels in shear friction :#5 1 dowels angfe= Avf> ldh= 8.3 in 43.8 deg to plane o( 1.41 sqin # of dowels= 5 each way, 1 0 total. cover= 1.5 wall I 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 Lyons, Warren Associates 6/24/2004 I (858)-573^8999 EXT=8 BOUND AR Lb: Bb: Ast> ACTUAL number: size: Ast= Y ELEMENTS 18.0 in 7. 3 in 1.31 sqin 6 bars #5 1.86 sqin cover: Ag= 1.5 in 131 sqin Use (4) #6 bars minimum ph "Pn(max)=307.4 k CONFINEMENT STEEL Smax= 3.8 in Use: 1#3 ties Ach= 64 sqin Longitudinal Ties hc= Mirtxt= Ash> Axl> #xl= Usext= 14.63 in 1 1.15 sqin 0.93 sqin 0 #3 Atie=0.22 sqin Transverse Ties hc= Minxt= Ash> Axt> #xt= Usext= No longitudinal crossttes required Use (1) #3 transverse crossties 3.88 in none 0.30 sqin 0.08 sqin 1 #3 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 Lyons, Warren Associates 6/24/2004 (858)-573-8999 TILTUP SHEAR WALL Job: Walt: WALL Length: Height: Thickness: Reveal: Weight= LOADS Uniform Wd: Wl: Left Pld: Pll: Right: Prd: Prt: Interior Pcd: Pel: atx: Shear: aty: CONCRET F'c: Fy: Kelly Corporate Center 3 - Roof, Panel 39 6.00 ft 10.00 ft 7.25 in 0.75 in 106.25 psf 7512 plf 0 plf 0 ifas 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 ft 17.89 kips 5.40 ft E PROPERTIES 4.0 ksi 60ksi SHEAR Horizontal Vertical St OVERTURNING ANALYSIS Total Load Dead Live JAMB Wall = Pld = Prd = Pcd = Subtotal P Arm M 51447 51447 Wall = Pll = Pr) = Pcl = Subtotal TOTAL CASE D D+L D-V D+V D-i-L-V D+L+V rhoreq= Asreq= Asmin= Use 51447 Mu Pu e 0 72.03 0.00 0 72.03 0.00 -135 46.30 -35.05 135 46.30 35.05 -135 72.03 -22.53 135 72.03 22.53 .0010 Mu= 0.46 # of bars: 1.60 d": 0.61 d= b= 135 2 4.0 in 66.00 7.25 fb Hbm Pu 138 — 36.0 k 138 — 36.0k 348 — 53.2 k 348 — 53.2 k 397 — 66.1 k 397 - 66.1 k Use (2) #5 bars each end. Vs= 17.9 k VLJ= 25.0 k dv= 67.5 Hw/Lw= 1.7 Use 25-7 ac=2.67 Vc= 82.5 k phi*Vc/2= 35.1 k Acv= 522 in* phi*Vc= 70.2 k 1 curtain permitted Steel rhonmin= 0.0012 s2max= 14.4 in Av> 0.104 :#5at 1 13.5 in sq in/foot Av= 0.276 eel rhonmin= 0.0020 s1max= 18.0 in An> 0.174 :#5 at 113.5 in Shear Friction at Reveal Vu= 4.2 klf phi*0.2*fc'Ac= 53.0 klf Avf> 0.058 Shear Tra sq in/foot An= 0.276 Ac= phi*800*Ac= OK OK 78 sq in 53.0 Mf No additional vertical steel required nsfer to Poursthp Method A - Bolt action of dowels at unfactored loads :#5 1 dowels Vall/dowel=3000 Ibs #ofdowels= 6 Method B - Inclined dowels in shear friction :#5 1 dowels ldh= angle= 43.8 deg Avf> 0.43 sqin 8.3 in cover= 1.5 to plane of wall # of dowets= 2 each way, 4 total.I - 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 Lyons, Warren Associates,6/24/2004 U" (858}-573-8999 TILTUP SHEAR WALL Job: Wall: WALL Length: Height: Thickness: Reveal: Weight= LOADS Uniform Wd: Wl: Left Pld: Pll: Right: Prd: Prt: Interior Pcd: Pet: atx: Shear aty: CONCRE1 Fc: Fy: Kelly Corporate Center 43&44 - 2nd, Panel 38 6.00 ft 10.00 ft 7.25 in 0.75 in 106.25 psf 14698 pJf 7067 plf 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 ft 67.10 kips 7.07 ft E PROPERTIES 4.0 ksi 60ksi SHEAR Horizontal Vertical Sf OVERTURNING ANALYSIS Total Load Dead Live JAMB Wall = Pld = Prd = Pcd = Subtotal wail = Pll = Pri = Pcl = Subtotal TOTAL CASE D D+L D-V D+V D+L-V D+L+V rhoreq= Asreq= Asmin= Use P Arm M 94563 94563 42402 42402 136965 Mu Pu e 0 132.39 0.00 0 204.47 0.00 -664 85.11 -93.65 664 85.11 93.65 -664 191.75 -41.56 664 191.75 41,56 .0052 Mu= 2.42 # of bars: 1.55 d": 2.42 d= b= 664 3 4.0 in 64.00 7.25 fb Hbm Pu 254 — 66.2 k 392 — 102.2 k 1435 4.11ft 190.1 k 1435 4.11ft 190.1 k 1640 4.48ft 243.5k 1640 4.48 ft 243.5 k Boundary Elements Required »-» Vs= 67.1 k Vu= 93.9 k dv= 64.5 Hw/Lw= 1.7 Use 25-7 ac=2.67 Vc= 78.9 k phi*Vc/2= 33.5 k Acv= 522 in* phi*Vc= 67.0 k 2 curtains required Steel rtiohmin= 0.0025 s2max= 14.4 in Av> 0.218 :#5at 1 13. 5 in sq in/foot Av= 0.276 eel rhonmin= 0.0025 s1max= 18.0 in An> 0.218 sq in/foot :#5a1|13.5in An= Shear Friction at Reveal Vu= 15.7 klf phi*0.2Tc*Ac= 53.0 klf Avf> 0.219 0.276 Ac= phi*80Q'Ac= OK OK 78 sq in 53.0 klf |No additional vertical steet required Shear Transfer to Pourstrip Method A - Bolt action of dowels at unfacfored loads , :#5 1 dowels Vafl/dowel=3000 fbs # of dowels= 23 Method B - Inclined dowels in shear friction :#5 1 dowels ang(e= Avf> ldh= 43.8 deg 1 .62 sqin 8.3 in cover= 1.5 to plane of wall # of dowels= 6 each way, 12 total.I 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 Lyons, Warren Associates 6/24/2004 (858)-573-8999 EXT=8 BOUNDAR Lb: Bb: Ast> ACTUAL number: size: Ast= Y ELEMENTS 18.0 in 7.3 in 1.31 sqin 6 bars #5 1,86 sqin cover; Ag= 1.5 in 131 sqin Use (3) #6 bars.minimum ptii*Pn{max)=307.4 k CONFINEMENT STEEL Smax= 3.8 in Use: |#3 ties Ach= 64 sqin Longitudinal Ties hc= Minxt= Ash> Axt> #xt= Usext= 14.63 in 1 1.15 sqin 0.93 sqin 0 #3 Atie=0.22 sqin Transverse Ties hc= Minxt= Ash> Axt> #xt= Usext= No longitudinal crossties required Use (1 ) #3 transverse crossties\ 3.88 in none 0.30 sqin 0.08 sqin 1 #3 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 Lyons, Warren Associates 6/24/2004 (858}-573-8999 TILTUP SHEAR WALL Job: Wall: WALL Length: Height: Thickness: Reveal: Weight= LOADS Uniform Wd: Wl: Left Pld: PI1: Right: Prd: Prt: Interior Pcd: Pel: atx: Shea: aty: CONCRET F'c: Fy: Kelly Corporate Center 41 - 3rd, Panel 38 4.00 ft 9.00 ft 7.25 in 0.75 in 106.25 psf 17572 plf 5115 plf 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 ft 36.12 kips 7.33 ft E PROPERTIES 4.0 ksi 60ksi SHEAR Horizontal Vertical St OVERTURNING ANALYSIS Total Load Dead Live JAMB Wall = Pld = Prd = Pcd = Subtotal Wall = Pll = Prl = Pcl = Subtotal TOTAL CASE D D+L D-V D+V D+L-V D+LW rhoreq= Asreq= Asmin= Use P Arm M 74113 74113 20460 20460 94573 Mu Pu e 0 103.76 0.00 0 138.54 0.00 -371 66.70 -66.68 371 66.70 66.68 -371 132.40 -33.59 371 132.40 33.59 .0076 Mu= 2.21 # of bars: 0.97 d": 2.21 d= b= 371 3 4.0 in 40.00 7.25 fb Hbm Pu 298 — 51.9k 398 — 69.3 k 1789 4.87ft 181.6k 1789 4.87ft 181.6k 1978 5.11ft 214.5k 1978 5.11 ft 214.5k Boundary Elements Required »-» Vs= 36.1 k Vu= 50.6 k dv= 40.5 Hw/Lw= 2.3 Use 25-6 Vc= 37.1 k phi*Vc/2= 15.8k Acv= 348 in2 phi*Vc= 31,6 k 2 curtains required Steel rhohmin= 0.0025 s2max=,9.6 in Av> 0.218 :#5at |13.5in sq in/foot Av= 0.276 ee' rhonmin= 0.0025 s1max= 16.0 in An> 0.218 sq in/foot :#5 at 1 13.5 in An= Shear Friction at Reveal Vu= 12.6 klf phi*0.2"fc*Ac= 53.0 klf Avf> 0.177 0.276 Ac= phi*800*Ac= OK OK 78 sq in 53.0 klf iNo additional vertical steel. required Shear Transfer to Pourstrip Method A - Bolt action of dowels at unfactored loads #5] dowels Vall/dowel=3000 Ibs #ofdowels= 13 Method B - Inclined dowels in shear friction :#5) dowels ang(e= Avf> ldh= 8.3 in 43.8 deg to plane of 0.87 sqin # of dowe!s= 3 each way, 6 total. cover= 1.5 wall 1 9455 Ridgehaven Ct.PAGE OF San Diego, CA92123 lyons, Warren Associates 6/24/2004 L*? \W* f -,jS (858)-573-8999 EXT=8 BOUNDAR Lb: Bb: Ast> ACTUAL number: size: Ast= V ELEMENTS 18.0 in 7. 3 in 1.31 sqin 6 bars #5 1 .86 sqin cover: Ag= 1.5 in 131 sqin Use (3) #6 bars minimum ph "Pn(max)=307.4 k CONFINEMENT STEEL Smax= 3. 8 in Use: | #3 ties Ach= 64 sqin Longitudinal Ties hc= Minxt= Ash> Axt> #xt= Usext= 14.63 in 1 1.15 sqin 0.93 sqin 0 #3 Atie=0.22 sqin Transverse Ties hc= Minxt= Asn> Axt> #xt= Usext= No longitudinal crossties required Use (1) #3 transverse crossties 3.88 in none 0.30 sqin 0.08 sqin 1 #3 9455 Ridgehaven Ct.PAGE OF San Diego. CA 92123 Lyons, Warren Associates 6/24/2004 (858)-573-8999 TILTUP SHEAR WALL Job: Wall: WALL Length: Height: Thickness: Reveal: Weiqht= LOADS Uniform Wd: Wt: Left Pld: PI!: Right: Prd: Pri: Interior Pcd: Pel: at x: Shear aty: CONCRET Fc: Fy: Kelly Corporate Center 41 - Roof, Panel 38 4.00 ft 9.00 ft 7.25 in 0.75 in 106.25 psf 5362 plf 0 plf 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs . 0 ft 17.89 kips 6.20 ft E PROPERTIES 4.0 ksi 60ksi SHEAR Horizontal Vertical St OVERTURNING ANALYSIS Total Load Dead Live JAMB Wall = Pld = Prd = Pcd = Subtotal P Arm M 25273 25273 Wall = Pll = Pri = Pcl = Subtotal TOTAL CASE D D+L D-V D+V D+L-V D+L+V rtioreq= Asreq= Asmin= Use 25273 Mu Pu e 0 35.38 0.00 0 35.38 0.00 -155 22.75 -81.92 155 22.75 81.92 -155 35.38 -52.67 155 35.38 52.67 .0031 Mil= 0.89 # of bars: 0.97 d": 0.97 d= b= 155 3 4.0 in 40.00 7.25 fb Hbm Pu 102 - 17.7k 102 — 17.7k 735 — 73.5 k 735 - 73.5 k 771 — 79.8 k 771 — 79.8 k Use (3) #6 bars each end. Vs= 17.9 k Vu= 25.0 k dv= 40.5 Hw/Lw= 2.3 Use 25-6 Vc= 37.1 k phi*Vc/2= 15.8k Acv= 348 in* phi*Vc= 31 .6 k 1 curtain permitted Steel rhohmin= 0.0025 s2max= 9.6 in Av> 0.218 :#5 at |13.5 in sq in/foot Av= 0.276 ee/ monmin= 0.0025 s1max= 16.0 in An> 0.216 :#5 at |13.5 in Shear Friction at Reveal Vu= 6.3 klf phi'0.2*fc*Ac= 53.0 klf Avf> 0.088 Shear Tra sq in/foot An= 0.276 Ac= phi*800*Ac= OK OK 78 sq in 53.0 klf No additional vertical steel required isfer to Pourstrip Method A - Bolt action of dowels at unfactored loads :#5 1 dowels Vall/dowel=3000 Ibs #ofdowels= 6 Method B - Inclined dowels in shear friction :#5 1 dowels ldh= 8.3 in cover= 1.5 angle= 43.8 deg to plane of wall Avf> 0.43 sqin # of dowels= 2 each way, 4 total.! 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 LWA STRUCTURAL ENGINEERS Established 1979 Project .Date .Sheet No.i/n LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com tlA x Hi I * ''c- H' LWA STRUCTURAL ENGINEERS Project Established 197g By ^ y* Date. Subject : . Sheet No. Job No.LYONS, WARREN & ASSOCIATES, INC. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com *** 57, r"^ * : 7*/ '#'£ j'EK'-V*tv&^f *v illRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 20 Level Top: 2NDFLOOR Bot: Base Thickness (in) - 6.50 fc(ksi) = 3.00 Cracked Section for I: 0.35 NumofWallFEs-2 Frame Number: 6 Column Line (92.73,57.85)-(92.73,77,85) Length (ft) = 20.00 Unit Wt(pcf)- 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level:. Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad Po sRo ofLiveLo ad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQJUBC97__X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D +1.700 Lp+ 1.700 Rfp 1.400D + 1.700Lp 1.400 D +1.700 Rfp 1.250 D + 0.500 Lp+ 1.0N1 + 1.0E2 1.250 D + 0.500 Lp + l.OOQ N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0 Nl 1.250D + 1.0N1+ 1.0 E2 1.250 D+ 1.000 N2+ 1.000 El 1.250D- 1.0 Nl- 1.0E2 1.250D- 1.000N2- 1.000 El 0.850 D+ 1.0N1+-1.0E2 0.850 D+1.000 N2 +El 0.850D- 1.0N1- 1.0 E2 0.850 D- 1.000 N2- 1.000 El = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: INRAMii-n"E<N*aiosii,L RAJ Dat< Buil LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 vl Frame v7.2 iBase: kellystl ding Code: UBC1 P kips 248.64 440.24 416.23 272.66 271.29 271.29 271.29 271.29 222.00 222.00 222.00 222.00 150.96 150.96 150.96 150.96 Mmajor kip-ft -46.03 -100.01 -92.31 -53.73 • 2942.89 -79.89 -29.52 -3052.30 2956.50 -66.28 -3038.69 -15.91 2969.65 -53.13 -3025.54 -2.76 Member Forces / &oCxc . Page 2/6 06/25/04 10:01:33 Vmajor kips 4.48 10.12 9.47 5.12 122.97 4.40 6.54 -112.04 121.51 2.93 -113.51 . 5.07 120.23 1.65 -114.79 3.79 ^ idRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 3/6 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 20 Level Top: 3RDFLOOR Bot: 2NDFLOOR Thickness (in) = 6.50 fc(ksi) - 3.00 Cracked Section for I: 0.35 NumofWallFEs-2 Frame Number: 6 Column Line (92.73,57.85)-(92.73,77.85) Length (ft)-20.00 Unit Wt(pcf)= 150.00 Poisson's Ratio - 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: B ase Scale Factor:1.00 LOAD CASES: D Lp Rip Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQJJBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rip 1.400 D +1.700 Lp 1.400D+1.700Rfp 1.250 D +0.500 Lp+ 1.0N1 + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0 Nl 1.250D + 1.0 N1+ 1.0E2 1.250 D + 1.000 N2 + 1.000 El 1.250D- 1.0 Nl- 1.0E2 1.250 D- 1.000N2- 1.000 El 0.850D+1.0N1+1.0E2 0.850 D+1.000 N2 +El 0.850D- 1.0 Nl- 1.0 E2 0.850 D- 1.000 N2- 1.000 El Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 4/6 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 155.43 271.58 247.57 179.45 165.88 165.88 165.88 165.88 138.78 138.78 138.78 138.78 94.37 94.37 94.37 94.37 Mmajor kip-ft -24.69 -54.31 -37.58 -41.42 - 1326.66 -36.03 -15.64 -1378.34 1330.45 -32.24 -1374.55 -11.85 1337.51 -25.19 -1367.49 -4.80 Vmajor kips 15.24 34.69 31.22 18.71 . 22.29 17.58 19.04 14.33 17.59 12.88 9.63 14.34 13.23 8.53 5.28 9.98 IE!RAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 5/6 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 20 Level Top: ROOF Bot: 3RDFLOOR Thickness (in) = 6.50 fc(ksi) = 3,00 Cracked Section for I: 0.35 NumofWallFEs-2 Frame Number: 6 Column Line (92.73,57.85)-(92.73,77.85) Length (ft) = 20.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Ground Level: Base Rigid Scale Factor:3.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+£_F 1.700 Rfp 1.0 Nl + 1.0E2 LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp 1.400D + 1.700Lp 1.400 D+ 1.700 Rfp 1.250 D + 0.500 Lp 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250 D+ 1.0 N1+ 1.0 E2 1.250 D+ 1.000N2+ 1.000 El 1.250D- 1.0N1- 1.0E2 1.250D- 1.000 N2- 1.000 El 0.850D + 1.0 N1+ 1.0 E2 0.850 D + 1. 000 N2 + El 0.850D- 1.0N1-1.0E2 0.850 D- 1.000N2- 1.000 El Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * = l , * * * * * * * * * * * * * * * * 'laH MEMBER FORCES: RfRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 6/6 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 48.66 72.67 48.66 72.67 43.44 43.44 43.44 43.45 43.44 43.44 43.45 43.44 29.54 29.54 29.54 29.54 Mm a j or kip-ft -45.69 -110.96 -45.69 -110.96 ' 1256.02 -40.79 -40.79 -1337.61 1256.02 -40.79 -1337.61 -40.79 1269.08 -27.74 -1324.56 -27.74 Vinajor kips -0.00 -0.00 -0:00 -0.00 92.63 -0.00 -0.00 -92.63 92.63 -0.00 -92.63 -0.00 92.63 -0.00 -92.63 -0.00 Lyons, Warren Associates 6/25/2004 (858}-573-8999 TILTUP SHEAR WALL Job-- Wall: Kelly Corporate Center 43&44 - 2nd, Panel 38 WALL Length: Height: Thickness: Reveal: Weight= LOADS Uniform Wd: Wl: .eft Pld: Pit: Right: Prd: Prl: Interior Pcd: Pel: a\x: Shear at y: CONCRET PC: Fy: 20.00 ft 42,00 ft 6.5 in 0 in 0 psf 5319 plf 4948 plf 12.8 tbs 10.62 Ibs 58.43 Ibs 35.45 Ibs 0 Ibs 0 Ibs 0 ft 87.84 kips 27.24 ft E PROPERTIES 4.0 ksi 60 ksi SHEAR Horizontal Vertical Sr OVERTURNING ANALYSIS Total Load Dead Live JAMB Wall = Pld = Prd = Pcd = Subtotal Wafl = P!l = Prt = Pcl = Subtotal TOTAL CASE D D+L D-V D+V DfL-V D+L+V rhoreq= Asreq= Asmin= Use P Arm M 106380 13 (10.00) (128) 58 10.00 584 106451 0,00 456 9S960 11 (10-00) (106) 35 10.00 355 99006 0.00 248 205457 0.00 705 Mu Pu e 1 149.03 0.05 1 317.34 0.04 -3349 95.81 -419.53 3350 95,81 419.63 -3349 287.64 -139.71 3351 287.64 139.79 .0022 Mu= 3.27 # of bars: 5.03 d": 4.36 d= b= 3351 3 4.0 in 232.00 6.5 fb Hbm Pu 96 — 74.6 k 204 - 158.7k 706 — 229.0 k 706 — 229,0 k 828 7.51 ft 324.8 fc 829 7.52 ft 324.9 k Boundary Elements Required »-» Vs= 87.8 k Vu= 123.0k dv= 232.5 Hw/Lw= 2.1 Use 25-6 Vc= 191.2k - phi*Vc/2= 81.2k Acv= 1560 in2 phi*Vc= 162.5k 1 curtain permitted Steel rhohmin= 0.0025 s2max= 18.0 in Av> 0.195 sq in/foot :#5at 1 18. Din Av=0.207 eel rhonmin= 0.0025 s1max= 18.0 in An> 0.195 sq in/foot :#5at 1 18.0 in An= Shear Friction at Reveal Vu= 6.1 klf phi*0.2*fc*Ac= 53.0 klf Avf> 0.086 Shear Tra 0.207 Ac= phi*8QO*Ac= OK OK 78 sq in 53.0 klf | No additional vertical steel required isfer to Pourstrip Method A - Bolt action of dowels at unfactored loads :#5 1 dowels Vall/dowel=3000 Ibs # of dowels= 30 Method B - Inclined dowels in shear friction :#5 1 dowels ldh= 8.3 in cover= 1.5 angle= 37.0 deg to plane of wall Avt> 2.08 sqin #ofdowels= Teachway, I4total. | 9455 Ridgehaven Ct.PAGE OF San Diego, CA92123 Lyons, Warren Associates 6/25/2004 (858}-573-8999 EXT=8 BOUNDAR Lb: Bb: Asl> ACTUAL number: size: Ast= Y ELEMENTS 18.0 in 7.3 in 2.41 sqin 6 bars #6 2.64 sqin cover: Ag= 1.5 in 131 sqin Use (3) #9 bars.minimum phi*Pn(max)=332.1 k CONFINEMENT STEEL Smax= 4.5 in Use: |#3 ties Ach= 64 sqin Longitudinal Ties hc= Minxt= Ash> Axt> #xt= Usext= 14.63 in 1 t. 38 sqin 1.16 sqin 0 #3 Atie=0.22 sqin Transverse Ties hc= Minxt= Asn> Axt> #xt= Usext= No longitudinal crossties required Use (1) #4 transverse crossties 3.88 in none 0.37 sqin 0.15 sqin 1 #4 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 Member Forces RAM Frame v7.2 DataBase, kellystl Building Code: UBCl 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 12 Level Top: 2NDFLOOR Bot: Base Thickness (in) - 7.25 fc(ksi) - 3.00 Cracked Section for I: 0.35 NumofWallFEs- 1 Frame Number: 20 Column Line (29.11,115.47)-(34.90,117.02) Length (ft)-6.00 Unit Wt(pd) = 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODAL_S EQJJBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 1.4000 1.400 D+ 1.700 Lp+ 1.700 Rfp 1.400D + 1.700Lp 1.400D + 1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0 Nl 1.250D + 1.0N1+1.0E2 1.250 D + 1.000 N2 +1.000 El 1.250 D- 1.0 Nl- 1.0 E2 1.250D- 1.000N2- 1.000 El 0.850D+LON1+1.0E2 0.85QD + 1.000 N2 + El 0.850D- 1.0N1- 1.0 E2 0.850 D- 1.000N2- 1.000 El = Load combination currently selected to use idRAMIT-rrSNATTAM. RAI Dat Buil ^ Frame v7.2 aBase: kellystl ding Code: UBC1 Member Forces Uftf Page 2/1 8 06/25/04 10:01:33 MEMBER FORCES: LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 155.46 272.36 259.66 168.15 169.35 169.77 169.13 169.55 138.70 139.12 138.90 138.48 94.29 94.70 94.48 94.07 Mraajor kip-ft -3.46 -6.14 -6.45 -3.15 119.22 327.97 -335.91 -127.16 120.10 328.85 -126.28 -335.03 121.09 329.84 -125.29 -334.04 Vmajor kips -0.49 -0.86 -0.91 -0.44 16.22 44.99 -46.11 -17.34 16.34 45.11 -17.22 -45.99 16.48 45.25 -17.08 -45.85 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 3/18 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 43 Level: 2NDFLOOR Shape = Rectangle Ix(in4) - 462828.4 Shear Ax (in2) = 5 52.81 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Maj or Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 20 I-End (23.31,113.91) Depth (in) = 91.50 Iy(in4) - 2905.7 Shear Ay (in2) = 552.81 Unit Wt(pcf) = 150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (29.11,115.47) Width (in) - 7.25 J(in4) - 11042.69 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQJJBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 * * * * * * * * * * * * * 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400D+ 1.700 Rfp 1.250 D +0.500 Lp+ 1.0N1 + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0N1 1.250D+ 1.0N1+LOE2 1.250 D+ 1.000 N2+ 1.000 El 1.250 D- 1.0N1- 1.0 E2 1.250 D-l.000 N2- 1.000 El 0.850D+1.0N1+ 1.0E2 0.850 D+1.000 N2 +El Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 4/18 06/25/04 10:01:33 26 * 0.850 D - 1.000N2 - 1.000 El * = Load combination currently selected to use MEMBER FORCES: :# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft 0.00 -52.23 0.00 -94.70 0.00 -94.96 0.00 -51.98 0.00 -152.52 0.00 -263.10 0.00 144.69 0.00 34.11 0.00 -139.96 0.00 -250.53 0.00 46.68 0.00 157.26 0.00 -125.03 0.00 -235.61 0.00 61.61 0.00 172.18 Mminor kip-ft 0.00 0.00 : 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 o.oo o.oo 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 Vmajor kips 0.44 -23.96 0.93 -46.00 0.89 -46.05 0.49 -23.92 -15.02- -43.44 -33.46 -61.87 34.51 6.10 16.08 -12.34 -15.16 -36.94 -33.59 , -55.38 15.95 -5.84 34.38 12.59 -15.28 -30.10 -33.72 -48.53 15.82 1.01 34.25 19.44 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 5/18 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 51 Level. 2NDFLOOR Shape = Rectangle Ix(in4) - 462828.4 Shear Ax (in2) = 552.81 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 20 I-End (34.90,117.02) Depth (in) = 91.50 Iy(in4) = 2905.7 Shear Ay (in2) = 552.81 Unit Wt(pcf)= 150.00 1-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (40.70,118.57) Width (in) - 7.25 J(in4) = 11042.69 Poisson's Ratio = 0.20 J-End Pin Pin Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rip Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 1.400D 1.400D+ 1.700Lp+1.700Rfp 1.400D+1.7QOLp 1.400D+ 1.700 Rip 1.250 D +0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 I) + 0.500 Lp- 1.0 E2- 1.0 Nl 1.250D+ 1.0 N1+ 1.0 E2 1.250D + 1.000N2 + 1.000E1 1.250 E>- 1.0 Nl- 1.0 E2 1.250 D- 1.000N2- 1.000 El 0.850D+1.0N1+ 1.0 E2 0.850 D+ 1.000N2 + E1 it!RAM Member Forces RAM Frame v7,2 DataBase: kellystl Building Code: UBC] Page 6/18 06/25/04 10:01:33 26 * 0.850 D- 1.000 N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 p kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -46.43 0.00 -81.14 0.00 -80.93 0.00 -46.65 0.00 40.15 0.00 149.86 0.00 -253.07 0.00 -143.36 0.00 50.30 0.00 160.01 0.00 -133.21 0.00 -242.92 0.00 63.56 0.00 173.27 0.00 -119.95 0.00 -229.66 0.00 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 10.99 4.58 17.21 10.04 17.17 10.00 11.03 4.61 -3.66 -9.61 -21.95 -27.90 45.21 39.26 26.92 20.97 -5.48 -11.20 -23.77 -29.49 25.10 19.38 43.39 37.67 -8.62 -12.51 -26.91 -30.80 21.96 18.07 40.25 36.36 Vminor kips 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0,00 -0.00 -0.00 0.00 0.00 0.00 0.00 fl RAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 7/18 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 12 Level Top: 3RDFLOOR Bot: 2NDFLOOR Thickness (in) = 7.25 fc(ksi) = 3.00 Cracked Section for I: 0.35 NumofWal!FEs=l Frame Number: 20 Column Line (29.11,115.47)-(34.90,117.02) Length (ft) = 6.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL__S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 * * * * * * * * * * * * * 25 26 1.400D 1.400 D + 1.700 Lp + 1.700 Rip 1.400 D + 1.700 Lp 1.400 D+ 1.700 Rfp 1.250 D + 0.500 Lp+ 1.0 Nl + 1.0 E2 1 .250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.25.0 D + 0.500 Lp- 1.0E2- 1.0 Nl 1.250D + 1.0N1+ 1.0E2 1.250 D + 1.000 N2 + 1.000 El 1.250D- 1.0N1-1.0E2 1.250D- 1.000N2- 1.000 El 0.850D + 1.0N1+ 1.0E2 0.850 D + 1.000 N2+ El 0.850D- 1.0 Nl- 1.0 E2 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use INRAMMTEiNATlQNAi RA> Date Buil A Frame v7.2 iBase: kellystl ding Code: UBC1 Member Forces t AAtw Page 8/1 8 06/25/04 10:01:33 MEMBER FORCES: I,C# 1 2 3 4 5 6 11 12 13 14 ]7 18 21 22 25 26 P kips 91.31 156.84 144.13 104.02 96.62 96.94 97.19 97.51 81.09 81.40 83.97 81.66 55.00 55.31 55.88 55.57 Mmajor kip-ft -5.95 -13.01 -11.89 -7.07 159.10 296.13 -310.26 .-173.23 160.85 297.88 -17L48 -308.51 162.55 299.58 -169.78 -306.81 Vmajor kips -0.90 -2.01 -1.83 -1.08 22.23 40.73 -42.89 -24.39 22.51 41.00 -24.12 -42.61 22.76 41.26 -23.86 -42.35 litRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 9/18 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 43 Level: 3RDFLOOR Shape = Rectangle Ix(in4) = 130500.0 Shear Ax (in2) = 362.50 Cracked Section for 1: 0.35 fc(lcsi) = 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: B ase Frame Number: 20 I-End (23.31,113.91) Depth (in) - 60.00 Iy(in4) - 1905.4 Shear Ay (in2) = 362.50 Unit Wt(pcf)= 150.00 I-End Pin Pin Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (29.11,115.47) Width (in) = 7.25 J(in4) - 7041.37 Poisson's Ratio - 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQJJBC97_YJ-E_F LOAD COMBINATIONS: 1 2 4 5 6 11 12 13 14 17 18 21 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400 D+1.700 Rip 1.250 D +0.500 Lp+ 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0N1 1.250D+ 1.0N1+ 1.0 E2 1.250 D + 1.000 N2 + 1.000 El 1.250D- 1.0 Nl- 1.0E2 1.250D- 1.000 N2- 1.000 El 0.850 D + 1.0N1+1.0E2 0.850 D + 1.000N2 + E1 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 10/18 06/25/04 10:01:33 26 * 0,850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES:c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i p kips 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft 0.00 -50.00 0.00 -97.99 0.00 -98.24 0.00 -49.75 0.00 -105.76 0.00 -182.69 0.00 65.03 0.00 -11.90 0.00 -91.57 0.00 -168.50 0.00 2.29 0.00 79.22 0.00 -77.28 0.00 -154.21 0.00 16.57 0.00 93.50 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips -0.18 -22.59 -0.61 -45.55 -0.65 -45.59' -0.14 -22.55 -8.12 -34.76 -20.95 -47.58 20.34 -6.29 7.52 -19.11 -7.99 -27.99 -20.81 -40.81 7.66 -12.35 20.48 0.48 -7.93 -21.53 -20.75 -34.36 7.71 -5.89 20.53 6.93 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0,00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 11/18 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 51 Level: 3RDFLOOR Shape = Rectangle Ix(in4) - 130500.0 Shear Ax (in2) = 362.50 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: B ase Frame Number: 20 I-End (34.90,117.02) Depth (in) - 60.00 Iy(in4) - 1905.4 Shear Ay (in2) = 362.50 Unit Wt(pcf)= 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (40.70,118.57) Width (in) - 7.25 J(in4) =.7041.37 Poisson's Ratio = 0.20 J-End Pin Pin Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad P o sRo ofLiveLo ad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400 D +1.700 Rfp 1.250 D +0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0 Nl 1.250D+1.0N1+1.0E2 1.250D+ 1.000N2+ 1.000 El 1.250D-1.0N1- 1.0E2 1.250D-1.000 N2- 1.000 El 0.850D+ 1.0N1+1.0E2 0.850 D + 1.000 N2 +El IE!Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 12/18 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: :# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ® i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i p kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -41.02 0.00 -77.58 0.00 -77.42 0.00 -41.18 0.00 2.17 0.00 79.60 0.00 -174.26 0.00 -96.84 0.00 12.88 0.00 90.30 0.00 -86.13 0.00 -163.56 0.00 24.60 0.00 102.02 0.00 -74.41 0.00 -151.84 0.00 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor .kips 9.09 4.67 15.61 10.45 15.59 10.42 9.12 4.70 1.77 -2.39 -11.13 -15.29 31.18 27.02 18.28 14.11 -0.14 -4,08 -13.04 -16.98 16.37 12.42 29.27 25.33 -2.73 -5.41 -15.64 -18.32 13.77 11.09 26.67 23.99 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 IE!RAM Member Forces RAM Frame v7,2 DataBase: kellystl Building Code: UBC1 Page 13/18 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 12 Level Top: ROOF Bot: 3RDFLOOR Thickness (in) = 7.25 fc(ksi) = 3.00 Cracked Section for I: 0.35 NumofWallFEs- 1 Frame Number: 20 Column Line (29.11,115.47X34.90,117.02) Length (ft)-6.00 Unit Wt(pcf)= 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS:1 2 3 4 5 6 11 12 13 14 17 18 21 * * * * * * * * * * * * * 25 26 1.400D 1.400D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400D+ 1.700 Rfp 1.250 D +0.500 Lp+ 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0E2- 1.0 Nl 1.250D+ 1.0N1+1.0E2 1.250D+ 1.000N2+ 1.000 El 1.250D-1.0N1- 1.0 E2 1.250 D- 1.000 N2-1.000 El 0.850D + 1.0N1+ 1.0E2 0.850 D +1.000 N2 +El 0.850D- 1.0N1-1.0E2 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use RfRAM !KCTE=N*jr,MM. RAA Data Bulk 1 Frame v7.2 Base: kellystl ling Code: UBC1 Member Forces f .!&& Page 14/18 06/25/04 10:01:33 MEMBER FORCES: LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P Mmajor kips 30.44 43.33 30.61 43.16 27.31 27.65 26,81 27.15 27.26 27.60 27.10 26.76 18.56 18.90 18.40 18.06 kip-ft 2.07 6.59 5.80 2.85 -12.43 92.92 -87.03 18.31 -13.53 91.82 17.21 -88.13 -14.12 91.23 16.62 -88.72 Vmajor kips 0.32 1.03 0.92 0.44 -0.38 16.49 -15.56 1.31 -0.56 16.31 1.13 -15.74 -0.65 16.22 1.04 -15.83 RlRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 15/18 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 39 Level: ROOF Shape = Rectangle Ix(in4) = 358092.0 Shear Ax (in2) = 507.50 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Scale Diaphragm: Rigid Ground Level. Base Frame Number: 20 I-End (23.31,113.91) Depth (in) = 84.00 Iy(in4) = 2667,5 Shear Ay (in2) = 507.50 Unit Wt(pcf)= 150.00 I-End Pin Pin Fix 0.00 At Face of Joint Factor: 1.00 J-End(29.11,115.47) Width (in) - 7.25 J(in4) - 10090.00 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSEKNODALJ5 RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 * * * * * * * * * * * * * 1.400 D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D +1.700 Lp 1.400 D +1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250 D+1.0 N1+1.0 E2 1.250D+1.000N2 + 1.000 El 1.250 D- 1.0N1- 1.0E2 1.250 D- 1.000 N2-1.000 El 0.850 D-M.ON1+1.0 E2 0.850 D +1.000 N2 +El Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 16/18 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: :# i 2 *> 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i P kips 10.52 10.52 19.78 19.78 16.97 16.97 13.33 13.33 6.36 6.36 8.95 8.95 13.63 13.63 16.22 16.22 4.47 4.47 7.06 7.06 14.32 14.32 11.74 11.74 1.46 1.46 4.05 4.05 11.32 11.32 8.73 8.73 Mmajor kip-ft 0.00 -25.64 0.00 -39.64 0.00 -27.69 0.00 -37.59 0.00 -24.88 0.00 -69.46 0.00 22.47 0.00 -22.10 0.00 -24.28 0.00 -68.85 0.00 -21.50 0.00 23.07 0.00 -16.95 0.00 -61.53 0.00 -14.17 0.00 30.40 Mminor kip-ft 0.00 -0.00 0.00 -0.00 . 0.00 -0.00 . 0.00 -0.00 0.00 -0.00 0.00 10.07 0.00 -10.07 0.00 -0.00 0.00 -0.00 0.00 10.07 0.00 -0.00 0.00 -10.07 0.00 -0.00 0.00 10.07 0.00 -0.00 0.00 -10.07 Vmajor kips -0.32 -9.55 -0.81 -15.62 -0.66 -9.89 -0.47 -15.27 -0.62 -8.86 -8.05 -16.29 7.28 -0.96 -0.15 -8.39 -0.52 -8.76 -7.95 -16.19 -0.05 -8.29 7.38 ^0.86 -0.43 -6.03 -7.85 -13.46 0.04 -5.57 7.47 1.86 Vminor kips -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 1.68 1.68 -1.68 -1.68 -0.00 -0.00 -0.00 -0.00 1.68 1.68 -0.00 -0.00 -1.68 -1.68 -0.00 -0.00 1.68 1.68 -0.00 -0.00 -1.68 -1.68 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 IE!RAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 17/18 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 46 Level. ROOF Shape = Rectangle Ix(in4) - 358092.0 Shear Ax (in2) = 507.50 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft)-6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis:i Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Scale Diaphragm: Rigid Ground Level: Base Frame Number: 20 I-End (34.90,117.02) Depth (in) - 84.00 Iy(in4) = 2667.5 ShearAy(in2) = 507.50 Unit Wt(pcf)= 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Factor: 1.00 J-End (40.70,118.57) Width (in) - 7.25 J(in4) = 10090.00 Poisson's Ratio - 0.20 J-End Pin Pin Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODAL^S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * % * * * * * * * * * * 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D+1.700 Lp 1.400 D + 1.700 Rfp 1.250 D +0.500 Lp+ 1.0 Nl + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0N1 1.250 D+1.0 N1+ 1.0 E2 1.250 D + 1.000 N2 + 1.000 El 1.250D- 1.0N1-1.0E2 1.250D- 1.000N2- 1.000 El 0.850D + 1.0N1+1.0E2 0.850 D +1.000 N2 +El fRAM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 18/18 06/25/04 10:01:33 26 * 0.850 D- 1.000 N2- 1.000 El * - Load combination currently selected to use MEMBER FORCES::# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i ji j i j i j i j i j i j i j i j i j i j i j i j i j P kips 10.20 10.20 18.74 18.74 16.05 16.05 12.89 12.89 6.75 6.75 4.75 4.75 16.90 16.90 14.91 34.91 5.03 5.03 3.03 3.03 13.19 13.19 15.18 15.18 2.11 2.11 0.12 0.12 10.27 10.27 12.27 12.27 Mmajor kip-ft -21.37 ' 0.00 -27.96 0.00 -20.37 0.00 -28.96 0.00 -17.83 0.00 24.62 0.00 -62.20 0.00 -19.75 0.00 -18.12 0.00 24.32 0.00 -20.04 0.00 -62.49 , 0.00 ' -12.02 0.00 30.43 0.00 -13.94 0.00 -56.38 0.00 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -10.08 0.00 10.08 0.00 0.00 0.00 0.00 ^ 0.00 -10.08 0.00 0.00 0.00 10.08 0.00 0.00 0.00 -10.08 0.00 0.00 0.00 10.08 0.00 Vmajor kips 6.28 0.86 7.46 1.90 6.12 0.69 7.63 2.07 5.40 0.56 -1.68 -6.52 12.80 7.96 5.72 0.88 5.45 0.61 -1.63 -6.47 5.77 0.93 12.85 8.00 3.66 0.36 -3.42 -6.71 3.98 0.68 11.05 7.76 Vminor kips -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 1.68 1.68 -1.68 -1.68 -0.00 -0.00 -0.00 -0.00 1.68 1.68 -0.00 -0.00 -1.68 -1.68 -0.00 -0.00 1.68 1.68 -0.00 -0.00 -1.68 -1.68 Tors kip-ft 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 Lyons, Warren Associates 6/29/2004 (858)-573-8999 TILTUP SHEAR WALL Job: Walt: WALL Length: Height: Thickness: Reveal: Weights LOADS Uniform Wd: Wl: Left Pld: Pll: Right: Prd: Prl: Interior Fed: Pel: atx: Shear: aty: CONCRE7 F'c: Fy: Kelly Corporate Center 12 -2nd, Panel 4 6.00 ft 15.00 ft 7.25 in 0 in 0 psf 18607 plf 10216 plf 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 Ibs 0 ft 32.94 kips 7.29 ft E PROPERTIES 4.0 ksi 60ksi SHEAR Horizontal Vertical St OVERTURNING ANALYSIS Total Load Dead Live JAMB Wall = Pld = Prd = Pcd = Subtotal Walf = Pll = Prt = Pcl = Subtotal TOTAL CASE D D+L D-V D+V D+L-V D+L+V rhoreq= Asreq= Asmin= Use P Arm M 111642 111642 61296 61296 - 172938 Mu - Pu e 0 156.30 0.00 0 260.50 0-00 -336 100.48 -40.15 336 100.48 40.15 -336 242.11 -16.66 336 242.11 16.66 .0026 Mu= 1.19 # of bars: 1.55 d": 1 .55 d= b= 336 3 4.0 in 64.00 7.25 fb Hbm Pu 299 — 78.1 k 499 — 130.3 k 837 2.06ft 124.9k 837 2.06ft 124.9k 1108 3.34ft .195.8k 1108 3.34ft 195.8k Boundary Elements Required »-» Vs= 32.9 k Vu= 46.1 k dv= 64.5 Hw/Lw= 2.5 Use 25-6 Vc= 59.2 k phi*Vc/2= 25.1 k Acv= 522 in2 phi*Vc= 50.3 k 1 curtain permitted Steel rhohmin= 0.0025 s2max= 14.4 in Av> 0^218 :#5at |16.0 in sq in/foot Av= 0.233 eel rhonmin= 0.0025 s1max= 18.0 in An> 0.218 :#5at 16.0 in Shear Friction at Reveal Vu= 7.7 klf phi*0.2*fc'Ac= 59.2 klf Avf> 0.108 Shear Tra sq in/foot An= 0.233 Ac= phi*800*Ac= OK OK 87 sq in 59.2 klf No additional vertical steel required isfer to Pourstrip Method A - Bolt action of dowels at unfactored loads :#5] dowels Vall/dowel= 3000 Ibs #ofdowels= 11 Method B - Inclined dowels in shear friction :#5 1 dowels ldh= 8.3 in cover= 1.5 angle= 43.8 deg to plane of wall Avf> 0.80 sqin # of dowels= 3 each way, 6 total.I 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 Lyons, Warren Associates 6/29/2004 (S58)-573-8999 EXT=8 BOUNDAR Lb: Bb: Ast* ACTUAL number: size: Ast= CONFINE! Smax= Use: Y ELEMENTS 18.0 in 7.3 in 1.31 sqin 6 bars #5 1 .66 sqin cover:1.5 in Ag= 131 sqin Use (3) #6 bars minimum phi*Pn(max)=307.4 k WENT STEEL 3.Sin #3 ties Ach= 64 sqin Longitudinal Ties hc= Minxt= Ash> Ax(> #xt= Usext= 14.63 in 1 1.15 sqin 0.93 sqin 0 #3 Atie= Transverse Ties hc= Minxt= Ash> Axt> #xt= Usext= NO longitudinal crossties required Use (1 ) #3 transverse crossties 0.22 sqin 3.88 in none 0.30 sqin 0.08 sqin 1 #3 9455 Ridgehaven Ct.PAGE OF San Diego, CA92123 Lyons, Warren Associates 6/29/2004 (85B)-573-8999 TILTUP SHEAR WALL Job: Wall: Kelly Corporate Center 12 - 3rd, Pane! 4 WALL Length: Height: hickness: Reveal: Weight= 6.00 14.00 7.25 0 0 LOADS Uniform Wd: Wl: Left Pld: Pit: Right: Prd: Prl: nterior Pcd: Pel: at x: Shear: at y\ ft ft in in psf 10870 5178 0 0 0 30.64 7.23 plf plf Ibs Ibs Ibs Ibs Ibs Ibs ft kips ft CONCRETE PROPERTIES 'c:R Fy:J6Fy:60ksi OVERTURNING ANALYSIS Total Loads Dead Arm Live JAMB SHEAR Vs= 30.6 k Vu= 42.9 k Hw/Lw= 2.3 Vc= 59.2 k phi-Vc/2= 25-1 k phi-Vc= 50.3 k Horizontal Steel Wall = Pld = Prd = Pcd = 65220 Subtotal 65220 Wall= 31068 Prl = Subtotal 31068 TOTAL 96288 CASE D D+L D-V D+V D+L-V D+L+V Mil Pu 0 0 -310 310 -310 310 91.31 144.12 58.70 58.70 134.80 134.80 0.00 0.00 -63-40 63.40 -27.61 27.61 rhoreq= .0024 Asreq= 1.10 Asmin= 1.55 Use 1.47 MLR 310 # of bars: 4.0 in d= 64.00 b= 7.25 fb Hbm 175 276 707 707 852 852 2.14ft 2.14ft Pu 45.7k 72.1 k 98.3k 98.3k 136.3k 136.3k Boundary Elements Required »- dv= 64.5 Use 25-6 Acv= 522 in2 1 curtain permitted rhohmin= 0.0025 s2max= 14.4 in Av> 0.218 Vertical Steel :#5at 116.0 in sq in/foot 1 Av= 0.233 OK rtionmin= 0.0025 s1max= 18.0 in An> 0.218 :#5at 116.0 Shear Friction at Reveal Vu= 7.1 klf phi*0.2*fc*Ac= 59.2 klf Avf> 0.100 sq in/foot 1 An= 0.233 OK Ac= 87 sq in pni*800'Ac= 59.2 klf | No additional vertical steel required Shear Transfer to Poursthp Method A - Bolt action of dowels at unfactored loads [ :#5"|dowels _ Vall/dowel= 3000 Ibs P #ofdowels= 11 | _Method B^ Inclined dowels in shear friction [ :#5]dowels ldh=8.3in cover= 1.5 angle= 43.8 deg fo plane of wad _ Avf> 0,74 sqin _ [ # of dowels= 3 each way. 6 total . _____ j 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 Lyons, Warren Associates 6/29/2004 (858}-573-8999 EXT=8 BOUNDAR Lb: Bb: Ast> ACTUAL number: size: Ast= Y ELEMENTS 18.0 in 7. 3 in 1.31 sqin 6 bars #5 1 .86 sqin cover:1.5 in Ag= 131 sqin Use (3) #6 bars minimum ph *Pn{max)=307.4 k CONFINEMENT STEEL Smax= 3.8 in Use: | #3 ties Ach= 64 sqin Longitudinal Ties hc= Minxt= Ash> Axt> #xt= Usext= 14.63 in 1 1.15 sqin 0.93 sqin 0 #3 Atie=0.22 sqin Transverse Ties hc= Minxt= Ash> Axt> #xt= Usext= No longitudinal crossties required Use (1) #3 transverse crossties 3.88 in none 0.30 sqin 0.08 sqin 1 #3 9455 Ridgehaven Ct.PAGE OF San Diego, CA92123 Lyons, Warren Associates 6/29/2004 (85B)-573-8999 TILTUP SHEAR WALL Job: Wall: WALL Length: Height: 'hickness: Reveal: Weight= LOADS Jniform Wd: Wt: Left Pld: Pll: Right: Prd: Pr): nterior Pcd: Pel: atx: Shear aty: CONCRET PC: Fy: Kelly Corporate Center 12 -Roof, Panel 4 6.00 14.00 7.25 0 0 10870 5178 0 0 0 0 0 0 0 11.78 5.63 ft ft in in psf plf plf Ibs Ibs Ibs Ibs Ibs Ibs ft kips ft E PROPERTIES 4.0 ksi 60 ksi SHEAR Horizontal Vertical St Vs= Vu= Hw/Lw= Vc= phi*Vc/2= phi*Vc= Steel rhohmin= s2max= Av> :#5at eel rtionmin= s1max= An> :#5at OVERTURNING ANALYSIS Total Load Dead Live JAMB Wall = Pld = Prd = Pcd = Subtotal Wall = Pll = Prl = Pcl = Subtotal TOTAL CASE D D+L D-V D+V D+L-V D+L+V rhoreq= Asreq= Asmin= Use P Arm M 65220 65220 31068 31068 96288 Mu Pu e 0 91.31 0.00 0 144.12 0.00 -93 58.70 -18.98 93 58.70 18.98 -93 134.80 -8.27 93 134.80 8.27 .0007 Mu= 0.31 # of bars: 1 .60 d": 0.42 d= b= 93 2 4.0 in 66.00 7,25 fb Hbm Pu 175 — 45.7k 276 — 72.1 k 290 — 50.0 k 290 — 50.0 k 436 — 88.0 k 436 - 88.0 k Use (2) #5 bars each end. 11.8k 16.5k dv= 67.5 2.3 Use 25-6 61.9k 26.3 k Acv= 522 in3 52.6 k 1 curtain permitted 0.0012 14.4 in 0.104 16.0 in sq in/foot Av= 0.233 0.0020 18.0 in 0.174 |16.0 in Shear Friction at Reveal Vu= 2.7 ktf phi*0.2"fc*Ac= 59.2 klf Avf> 0,038 Shear Tra sq in/foot An= 0.233 Ac= phi*800*Ac= OK OK 87 sq in 59.2 klf | No additional vertical steel required 7sfer to Pourstrip Method A - Bolt action of dowels at unfactored loads :#5 1 dowels Vall/dowel= 3000 Ibs # of dowels= 4 Method B - Inclined dowels in shear friction :#5j dowels ldh= 8.3 in cover= 1.5 angle= 43.8 deg to plane of wall Avf> 0.28 sqin # of dowels= 1 each way, 2 total. [ 9455 Ridgehaven Ct.PAGE OF San Diego, CA 92123 STRUCTURAL ENGINEERS LYONS, WARREN & ASSOCIATES, INC. Established By .Date Sheet No. / \ \ /) M I ^ Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com j"s .^5 *«O tf± Vu -• 47, A L 2.f^ * ^.^Tf^i "T*' 44-"? NTEKNATOslAL Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 15 Level Top:2NDFLOOR Bot: Base Thickness (in) - 7,25 fc(ksi) - 3.00 Cracked Section for I:"0.35 NumofWallFEs=l Frame Number: 40 Column Line (56.02,15.01X61.82,16.56) Length (ft) - 6.00 Unit Wt(pcf) = 150.00 Poissoris Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rip Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQJJBC97_X_+E_F EQ_UBC97_Y__+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rip 1.400 D +1.700 Lp 1.400D+1.700Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp- 1.0 E2- 1.0 Nl 1.250 D +1.0 N1+1.0 E2 1.250 D+1.000 N2+ 1.000 El 1.250 D- 1.0N1- 1.0 E2 1.250 D- 1.000 N2- 1.000 El 0.850D+1.0N1+1.0E2 0.850 D +1.000 N2 +El 0.850 D- 1.0 Nl- 1.0 E2 0.850 D- 1.000 N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBCI Page 2/48 06/25/04 10:01:33 LC# 1 2' 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 156.43 274.94 261.83 169.53 171.54 171.85 169,48 169,79 140.54 140.85 138.79 138.48 95.85 96.16 94.10 93.79 Mmajor kip-ft -2.47 -5.16 -5.12 -2.52 - 154.73 328.73 -334.71 -160.71 155.51 329.51 -159.93 -333.93 156.22 330.22 -159.22 -333.22 Vmajor kips -0.34 -0.74 -0.73 -0.35 21.05 45.05 ' A C O O -^ £ * \ 1 (*3-j*i ' ^J j l**l j" -21.89 21.16 45.16 -21.77 -45.78 21.26 45.26 -21.68 -45.68 Member Forces RAM Frame v7.2 DataBase: kellyst! Building Code: UBC1 Page 3/48 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 17 Level Top:2NDFLOOR Bot: Base Thickness (in) = 7.25 fc(ksi) = 3.00 Cracked Section for I: '0.35 NumofWallFEs-1 Frame Number: 40 Column Line (73.41,19.67)-(79.21,21.22) Length (ft) = 6.00 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp I.400D+1.700Lp 1.400 D +1.700 RJp 1.250 D +0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp- 1.0 E2- 1.0 Nl 1.250 D + 1.0N1+1.0 E2 1.250 D -f- 1.000 N2 + 1.000 El 1.250D-1.0N1- 1.0 E2 1.250D- 1.000N2- 1.000 El 0.850D+ 1.0N1+1.0E2 0.850 D+1.000 N2 +El 0.850D- 1.0 Nl- 1.0 E2 0.850 D- 1.000 N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: INTERNAIKDMM. Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 4/48 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 156.01 275.59 261.75 169.84 173.84 177.43 163.36 166.94 142.74 146.33 135.84 132.26 98.17 101.75 91.27 87.68 Mmajor kip-ft -1.57 -4.34 -3.55 -2.35 - 153.68 324.03 -328.00 -157.65 154.27 324.62 -157.06 -327.42 154.71 325.07 -156.62 -326.97 Vmajor kips -0.20 -0.61 -0.48 -0.33 20.86 44.24 -44.76 -21.37 20.94 44.33 -21.29 -44.67 21.00 44.38 -21.24 -44.62 INTERNATOslAL Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 5/48 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 19 Level Top:2NDFLOOR Bot: Base Thickness (in) = 7.25 fc(ksi) = 3.00 Cracked Section for I:'0.35 NumofWallFEs-1 Frame Number: 40 Column Line (90.80,24.33)-(96.59,25.88) Length (ft) - 6.00 Unit Wt(pcf)= 150.00 Poisson's Ratio - 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rip Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODALJ3 RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D+l.700 Lp 1.400D + 1.700Rjp 1.250 D +0.500 Lp+1.0 Nl + 1.0E2 1.250 D + 0.500 Lp + I.OOON2 +E3 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0 Nl 1.250D + 1.0N1+1.0E2 1.250 D +1.000 N2 +1.000 El 1.250 D-1.0 Nl-1.0 E2 1.250 D- 1.000 N2- 1.000 El 0.850 D +1.0 N1+1.0 E2 0.850 D + 1.000 N2 + El 0.850D-1.0N1-1.0E2 0.850 D- 1.000 N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: INTEHMAFOMA1 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 6/48 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 148.63 261.83 247.51 162.95 189.43 216.34 107.24 134.15 160.34 187.26 105.07 78.16 117.88 144.79 62.60 35.69 Mmajor kip-ft 15.03 33.80 32.58 16.25 - 132.15 268.27 -231.11 -94.99 126.99 263.10 -100.15 -236.27 122.69 258.81 -104.44 -240.56 Vmajor kips 2.56 5.75 5.54 2.76 17.25 34.90 -28.59 -10.93 16.37 34.03 -11.81 -29.46 15.64 33,30 -12.54 -30.19 INTERNATDMAL Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 7/48 06/25/04 10:01-33 CONCRETE BEAM INFORMATION: Beam Number: 61 Level: 2NDFLOOR Shape = Rectangle Ix (in4) - 462828.4 Shear Ax (in2) = 552.81 Cracked Section for I: "0.35 fc(ksi) = 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (50.23,13.46) Depth (fa) = 91.50 Iy(in4) = 2905.7 Shear Ay (m2) = 552.81 Unit Wt(pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (56.02,15.01) Width (in) = 7.25 J(in4) = 11042.69 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODALJ3 EQ_UBC97_X_+E_F EQ1UBC97_Y_+E_F LOAD COMBINATIONS: 1 * 1.400D 2 * 1.400D + 1 3 * 1.400 D+l 4 * 1.400D + 1 5 * 1.250D + 0 6 * 1.250 D + 0 11 * 1.250D + 0 12 * 1.250 D + 0 13 * 1.250D+1 14 * 1.250D+1 17 * 1.250D-1. 18 * 1.250 D- 1. 21 * 0.850 D+l 22 * 0.850D + 1 ,700 Lp +1.700 Rip .700 Lp .700 Rfp .500Lp+1.0Nl + 1.0E2 .500Lp+1.000N2+El .500 Lp-1.000 El-N2 .500 Lp- 1.0 E2- 1.0N1 .ON1+1.0E2 .000 N2 +1.000 El ONI- 1.0 E2 000 N2-1.000 El .ON1+1.0E2 .OOON2 + E1 IMTERNATONA1 Member Forces RAM Frame v7.2 DataBase: keUystl Building Code: UBCl Page 8/48 06/25/04 10:01:33 26 * 0.850 D - 1.000 N2 - 1.000 El * = Load combination currently selected to use MEMBER FORCES:c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft 12.88 -39.70 21.12 -74.20 21.02 -74.89 12.98, -39.01. 14.27 -154.03 13.63 -244.26 14.16 152.67 13.51 62.44 11.88 -143.68 11.24 -233.9.1 11.12 72.79 11.76 163.02 8.20 -132.34 7.56 -222.57 7.44 84.13 8.08 174.36 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 0.48 -23.98 1.05 -46.01 0.95 -46.31 0.58 -23.88 -17.53 -46.02 -32.46 -60.95 33.60 5.12 18.67 -9.82 -17.67 -39.51 -32.60 -54.44 18.53 -3.31 33.47 11.63 -17.81 -32.66 -32.74 -47.59 18.40 3.55 33.33 18.48 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 INEBNflDNAL Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 9/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 72 Level: 2NDFLOOR Shape = Rectangle Ix (in4) = 462828.4 Shear Ax (in2) - 552.81 Cracked Section for 1:0.35 fc(ksi) - 3.00 Length (ft)-6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Scale Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (61.82,16.56) Depth (in) = 91.50 Iy(in4) = 2905.7 Shear Ay (in2) = 552.81 Unit Wt(pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Factor: 1.00 J-End (67.61,18.12) Width (in) - 7.25 J(in4) = 11042.69 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODAL^S EQJJBC97_X_+E_F EQJJBC97_Y_+E_F LOAD COMBINATIONS:1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400 D+l. 1.400 D+l. 1.400 D + l. 1.250 D + 0, 1.250D + Q. 1.250 D + 0. 1,250 D + 0. 1.250 D+l. 1.250 D + l. 1.250 D- l.( 1.250 D- l.( 0.850 D + l. 0.850 D + l. .700 Lp+1.700 Rfp .700 Lp .700 RJp .500 Lp+ 1.0 Nl + 1.0E2 .500 Lp+1.000 N2+E1 .500 Lp- 1.000 El-N2 .500 Lp- LOE2- 1.0N1 .ON1+1.0E2 .000 N2 +1.000 El ONI- 1.0 E2 000 N2- 1.000 El .ON1+1.0E2 .OOON2 + E1 NTERNATONW. Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 10/48 06/25/04 10:01:33 26 * 0.850 D - 1.000 N2 - 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i ji j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -31.51 19.08 -57.46 34.84 -56.37 35.14 -32.60 18.77 72.29 20.90 157.46 19.39 -228.36 24.13 -143.19 22.61 79.61 16.18 164.78 14.66 -135.87 17.89 -221.04 19.40 88.61 10.73 173.78 9.21 -126.87 12.44 -212.04 13.95 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 11.50 5.27 18.67 11.90 18.54 11.77 11.63 5.40 -5.76 -11.48 -20.21 -25.93 44.89 39.16 30.44 24.71 -7.83 -13.40 -22.28 -27.84 28.37 22.80 42.82 37.25 -13.11 -14.90 -25.56 -29.35 25.08 21.30 39.53 35.74 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 11/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 75 Level: 2NDFLOOR Shape = Rectangle Ix (in4) - 462828.4 Shear Ax (in2) = 552.81 Cracked Section for I: '0.35 fc(ksi) - 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Scale Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (67.61,18.12) Depth (in) - 91.50 Iy(in4) = 2905.7 Shear Ay (in2) = 552.81 Unit Wt(pcf) = 150.00 1-End Fix Fix Fix 0.00 At Face of Joint Factor: 1.00 J-End (73.41,19.67) Width (in) - 7.25 J(in4) = 11042.69 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+EJF LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 L400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D +1.700 Lp 1.400 D +1.700 Rfp 1.250 D + 0.500 Lp +. 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250 D + 1.0 N1+ 1.0 E2 1.250 D + 1.000 N2 + 1.000 El 1.250D- 1.0 Nl- 1.0 E2 1.250 D - 1.000 N2- 1.000 El 0.850 D + 1.0 N1+ 1.0 E2 0.850 D+1.000 N2 +El KTESN/TONAL Member Forces RAM Frame v7.2 DataBase: kellystl BuHding Code: UBC1 >** Page 12/48 06/25/04 10:01:33 26 * 0.850D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ® i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 M major kip-ft 19.08 -40.83 34.60 -75.88 34.91 -76.36 18.77 -40.35 20.83 -156.36 19.32 -244.56 24.06 150.74 22.54 62.54 16.18 -145.91 14.66 -234.1 1 17.89 72.99 19.40 161.19 10.73 -134.24 9.21 -222.44 12.44 84.66 13.95 172.86 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 Vmajor kips 5.27 -19.13 11.81 -35.13 11.67 -35.26 5.40 -19.00 -11.51 -39.93 -25.96 -54.37 ' 39.13 10.72 24.69 -3.73 -13.40 -35.18 -27.84 -49.63 22.80 1.02 37.25 15.46 -14.90 -29.72 -29.35 -44.16 21.30 6.48 35.75 20.93 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 NTESNATOsW Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 13/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 83 Level: 2NDFLOOR Shape = Rectangle Ix (in4) = 462828.4 Shear Ax (in2) = 552.81 Cracked Section for I:'0.35 fc(ksi) - 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End(79.21,21.22) Depth (in) = 91.50 Iy(in4) = 2905.7 Shear Ay (in2) = 552.81 Unit Wt(pcf)-150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (85.00,22.78) Width (in) - 7.25 J(in4) - 11042.69 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rip Nl N2 El E2 DeadLoad PosLiveLoad PosRooJLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+EJF EQ_UBC97__Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D +1.700 Lp 1.400 D + 1.700 Rip 1.250 D +0.500 Lp+ 1.0 Nl + 1.0E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp- 1.0 E2- 1.0N1 1.250 D + 1.0 N1+ 1.0 E2 1.250 D+ 1.000 N2 +1.000 El 1.250D- 1.0 Nl- 1.0 E2 1.250 D- 1.000 N2- 1.000 El 0.850 D+1.0 N1+ 1.0E2 0.850 D +1.000 N2 +El IMTIBNATTHW Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 14/48 06/25/04 10:01:33 26 * 0.850 D- 1.000 N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -38.47 40.35 -74.74 83.30 -73.76 82.48 -39.45 41.17 51.67 31.26 125.16 17.27 -214.62 79.56 -141.12 65.57 62.05 18.87 135.54 4.88 -130.75 53.18 -204.24 67.17 73.04 7.34 146.54 -6.65 -119.75 41.65 -193.25 55.64 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 16.30 9.89 29.82 22.66 29.52 22.36 16.60 10.19 -0.48 -6.43 -15.06 -21.01 51.95 46.00 37.37 31.42 -4.37 -10.10 -18.95 -24.68 33.48 27.75 48.06 42.33 -9.03 -12.92 -23.61 -27.50 28.82 24.93 43.40 39.51 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 MTKf-WTDMAL RAM Frame v7.2 DataBase; kellystl Building Code: UBC1 Page 15/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 89 Level: 2NDFLOOR Shape = Rectangle Ix (in4) - 462828.4 Shear Ax (in2) - 552.81 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft)-6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (85.00,22.78) Depth (in) - 91.50 Iy(in4) - 2905.7 Shear Ay (in2) = 552.81 Unit Wt (pet) =150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (90.80,24.33) Width (in) - 7.25 J(in4) - 11042.69 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rip Nl • N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQJJBC97JXJ-EJF EQJJBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400 D+l. 1.400 D + l, 1.400 D+l. 1.2500 + 0. 1.250D + 0. 1.250D + 0. 1.250D + 0, 1.250 D + l, 1.250 D + l, 1.250 D- 1. 1.250 D- 1.' 0.850 D+ 1, 0.850 D+ 1, .700 Lp+1.700 Rip .700 Lp .700Rrp .SOOLp+l.ONl + 1.0E2 .500Lp+1.000N2+El .500 Lp- 1.000 El-N2 .500Lp-1.0E2- 1.0 Nl .ON1+1.0E2 .000 N2+1.000 El ONI-1.0 E2 000 N2-1.000 El .ON1+1.0E2 .OOON2 + E1 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 16/48 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * - Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ® i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i p kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft 40.35 -27.42 83.30 -42.67 82.48 -45.30 41.17 -24.79 31.26 -160.45 17.27 -261.92 79.56 202.44 65.57 100.97 18.87 -155.20 4.88 -256.67 53.18 106.23 67.17 207.70 7.34 -147.36 -6.65 -248.83 41.65 114.06 55.64 215.53 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips -8.22 -14.46 -17.71 -24.48 -18.01 -24.78 -7.92 -14.16 -29.15- -34.87 -43.73 -49.45 23.29 17.56 8.71 2.98 -26.27 -31.83 -40.85 -46.42 11.59 6.02 26.17 20.60 -23.92 -27.70 -38.50 -42.28 13.93 10.15 28.52 24.73 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 -0,00 -0.00 -0,00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 , -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 17/48 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 15 Level Top: 3RDFLOOR Bot: 2NDFLOOR Thickness (in) = 7.25 fc(ksi) - 3.00 Cracked Section for I:'0.35 NumofWallFEs-1 Frame Number: 40 Column Line (56.02,15.01)-(61.82,16.56) Length (ft) = 6.00 Unit Wt(pcf)= 150.00 Poisson's Ratio - 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad Po sRo o fLiveLo ad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSERNODALJS EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 * 1.400D 2 * 1.400 D + 1.700 Lp + 1.700 Rip 3 * 1.400D + 1.700Lp 4 * 1.400 D+1.700 Rip 5 * 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 6 * 1.250 D + 0.500 Lp + 1.000 N2 +E1 11 * 1.250 D + 0.500 Lp - 1.000 El- N2 12 * 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 13 * 1.250D + 1.0N1+1.0E2 14 * 1.250 D + 1.000 N2 + 1.000 El 17 * L250D- 1.0N1- 1.0 E2 18 * 1.250 D- 1.000N2- 1.000 El 21 * 0.850 D +1.0 N1+1.0 E2 22 * 0.850 D+1.000 N2 +El 25 * 0.850D- 1.0N1- 1.0 E2 26 * 0.850 D - 1.000 N2 - 1.000 El * — Load combination currently selected to use MEMBER FORCES: Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 18/48 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 91.57 157.54 144.46 104.64 98.19 98.02 96.62 96.45 82.63 82.46 80.89 81.06 56.47 56.29 54.73 54.90 M major kip-ft -6.52 -16.08 -13.66 -8.93 - 173.84 275.31 -291.16 -189.69 175.94 277.41 -187.58 -289.05 177.80 279.27 -185.72 -287.19 Vmajor kips -0.98 -2.43 -2.05 -1.36 23.98 37.59 -39.97 -26.37 24.30 37.90 -26.05 -39.66 24.58 38.18 -25.77 -39.37 MISNAnDNAL Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 19/48 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 17 Level Top: 3RDFLOOR Bot: 2NDFLOOR Thickness (in) = 7.25 fc(ksi) = 3.00 Cracked Section for I: 0.35 NumofWallFEs-1 Frame Number: 40 Column Line (73>H,19.67)-(79.2I,21.22) Length (ft) - 6.00 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El . E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL^S EQ_UBC97_X_+E_F EQ_UBC97_Y^+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D+1.700Lp 1.400 D+ 1.700 Rip 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D+1.0N1+1.0E2 1.250 D +1.000 N2+1.000 El 1.250 D-1.0 Nl-1.0 E2 1.250 D- 1.000 N2- 1.000 El 0.850 D +1.0 N1+1.0 E2 0.850 D +1.000 N2 + El 0.850D- 1.0 Nl- 1.0 E2 0.850 D-l.000 N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: IfflBWDNAL Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 20/48 06/25/04 10:01:33 LC# 1 2 o . 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 91.27 158.14 144.47 104.94 101.42 105.14 89.14 92.86 85.77 89.50 77.21 73.49 59.69 63.42 51.14 47.41 M major kip-ft -5.77 -17.34 -15.63 -7.49 • 168.87 260.56 -276.67 -184.98 171.77 263.46 -182.08 -273.77 173.42 265.11 -180.43 -272.12 Vmajor kips -0.91 -2.68 -2.47 -1.12 23.21 35.40 -37.93 -25.75 23.67 35.86 -25.29 -37.48 23.93 36.11 -25.03 -37.22 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 21/48 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 19 Level Top; 3RDFLOOR Bot: 2NDFLOOR Thickness (in) = 7.25 fc(ksi) = 3.00 Cracked Section for I: 0.35 NumofWallFEs=I Frame Number: 40 Column Line (90.80,24.33X96.59,25.88) Length (ft)-6.00 Unit Wt(pcf) = 150.00 Poisson's Ratio - 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl' N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL^S RAMUSEKNODALJS EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp MOOD+ 1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 3.0 E2- 1.0 Nl 1.250D + 1.0N1+1.0E2 1.250 D + 1.000 N2+ 1.000 El 1.250D- 1.0N1-1.0E2 1.250D- 1.000 N2-1.000 El 0.850D+1.0N1+1.0E2 0.850 D+ 1.000 N2 +El 0.850D- 1.0 Nl- 1.0 E2 0.850 D- 1.000 N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBCi Page 22/48 06/25/04 10:01:33 LC# 1 2 3 4 5 6 n 12 13 14 17 18 21 22 25 26 P kips 92.28 169.09 154.47 106.89 109.40 121.72 79.64 91.97 91.10 103.43 73.68 61.35 64.74 77.07 47.31 34.98 Mm a j or kip-ft 39.56 82.36 87.55 34.37 - 153.34 187.48 -88.61 -54.46 139.22 173.36 -68.58 -102.72 127.92 162.06 -79.88 -114.02 Vmajor kips 5.74 11.81 12.72 4.82 21.85 26.37 -12.01 -7.50 19.80 24.31 -9.56 -14.07 18.16 22.67 -11.19 -15.71 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 23/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 61 Level: 3RDFLOOR Shape - Rectangle Ix(in4) = 130500.0 Shear Ax (in2) = 362.50 Cracked Section for I:' 0.35 fc(ksi) = 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 LEnd (50.23,13.46) Depth (in) = 60.00 Iy(in4) = 1905.4 Shear Ay (in2) - 362.50 Unit Wt(pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (56.02,15.01) Width (in) - 7.25 J(in4) = 7041.37 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODALJ5 RAMUSERNODAL_S EQJJBC97_X_+E__F EQ UBC97_Y_+E_F LOAD COMBINATIONS: 1 * 1.400D 2 * 1.400 D+l 3 * 1.400 D-i-l 4 * 1.400D+1 5 * 1.250D + 0 6 * 1.250D + 0 11 * 1.250D + 0 12 * 1.250D + 0 13 * 1.250D+1 14 * 1.250D + 1 17 * 1.250D-1. 18 ' * 1.250 D- 1. 21 * 0.850 D+ 1 22 * 0.850D+1 .700 Lp +1.700 Rfp .700 Lp .700 Rfp .SOOLp+l.ONl + 1.0E2 .500 Lp+1.000 N2+E1 .500 Lp-1.000 El-N2 .500 Lp- 1.0 E2- 1.0 Nl .ON1+1.0E2 .000 N2+1.000 El ONI- 1.0 E2 000 N2- 1.000 El .ON1+ 1.0E2 .OOON2 + E1 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 24/48 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mraajor kip-ft 10.85 -39.60 19.31 -79.47 19.33 -78.97 10.83 -40.10 12.66 -112.21 11.68 -173.61 12.68 79.75 11.70 18.34 10.17 -100.63 9.19 -162.03 9.21 29.92 10.18 91.33 7.07 -89.32 6.09 -150.72 6.11 41.23 7.08 102.64 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips -0.16 -22.62 -0.53 -45.59 -0.45 -45.51 -0.24 -22.70 -11.19 -37.89 -21.26 -47.96 20.80 -5.90 10.73 -15.97 -11.10 -31.16 -21.17 -41.23 10.82 -9.24 20.89 0.83 -11.06 -24.69 -21.13 -34.77 10.86 -2.78 20.93 7.30 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 o.oo o.oo 0.00 0.00 o.oo o.oo 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 IKTERNATJOSW. Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 25/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 72 Level: 3RDFLOOR Shape - Rectangle Ix(in4) - 130500.0 Shear Ax (in2) - 362.50 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (61.82,16.56) Depth (in) - 60.00 Iy(in4) = 1905.4 Shear Ay (in2) = 362.50 Unit Wt(pcf) = 150,00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (67.61,18.12) Width (in) = 7.25 J(in4) = 7041.37 Poisson's Ratio - 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad Po sRo ofLiveLo ad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 * 1.400D 2 * 1.400D + 1 3 * 1.400D+1 4 * 1.400D+1 5 * 1.250 D + 0 6 * 1.250D + 0 11 * 1.250D + 0 12 * 1.250 D + 0 13 * 1.250D + 1 14 * 1.250D + 1 17 * 1.250 D-l. 18 * 1.250 D-l. 21 * 0.850 D+l 22 * 0.850D+1 .700 Lp+1.700 Rfp .700 Lp .700 Rfp .500Lp + 1.0Nl + 1.0E2 .500 Lp+ 1.000 N2+E1 .500 Lp- 1.000 El-N2 .500Lp-1.0E2- 1.0 Nl .ON1+1.0E2 .000 N2 +1.000 El ONI- 1.0 E2 000 N2- 1.000 El .ON1+1.0E2 .000 N2 + El INTERNATIONAL Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 26/48 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ® i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft -23.99 16.48 -44.64 31.90 -44.08 31.70 -24.55 16.68 35.14 18.95 93.64 18.40 -148.29 19.98 -89.79 19.43 41.04 14.48 99.54 13.92 -83.89 14.95 -142.39 15.50 47.90 9.77 106.40 9.21 -77.03 10.24 -135.53 10.80 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 8.82 4.58 15.04 10.27 14.92 10.15 8.95 4.71 -0.78 -4.72 -10.62 -14.57 29.96 26.02 20.12 16.18 -2.58 -6.36 -12.42 -16.20 18.33 14.54 28.17 24.38 -5.10 -7.67 -14.94 -17.51 15.81 13.23 25.65 23.07 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 INTERNATIONAL Member Forces RAM Frame v7.2 DataBase: kellystl Buildina Code: UBC1 Page 27/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 75 Level: 3RDFLOOR Shape ~ Rectangle Ix(in4) - 130500.0 Shear Ax (in2) - 362.50 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone .(in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (67.61,18.12) Depth (in) = 60.00 Iy(in4) = 1905.4 Shear Ay (in2) = 362.50 Unit Wt(pcf)= 150.00 1-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (73.41,19.67) Width (in) - 7.25 J(in4) = 7041.37 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400 D +1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D + 1.0N1+1.0E2 1.250 D + 1.000 N2 + 1.000 El 1.250D-1.0N1- 1.0 E2 1.250D- 1.000N2- 1.000 El 0.850 D + 1.0 N1+ 1.0 E2 0.850 D+1.000 N2 +El Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 28/48 06/25/04 10:01:33 26 * 0.850 D - 1.000 N2 - 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft 16.48 -41.56 31.68 -82.50 31.48 -83.46 16.68 -40.60 18.89 -112.37 18.33 -171.97 19.92 73.12 19.36 13.51 14.48 -100.04 13.92 -159.65 14.95 25.84 15.50 85.44 9.77 -88.17 9.21 -147.77 10.24 37.71 10.80 97.31 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 4.58 -17.82 10.19 -34.75 10.06 -34.88 4.71 -17.70 -4.75 -31.38 -14.59 -41.22 26.00 -0.64 16.15 -10.48 -6.36 -26.36 -16.20 -36.20 14.54 -5.46 24.38 4.38 -7.67 -21.27 -17.51 -31.11 13.23 -0.37 23.07 9.47 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 INTfRNATDNAL Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 29/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 83 Level: 3RDFLOOR Shape = Rectangle Ix(in4) - 130500.0 Shear Ax (in2) = 362.50 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (79.21,21.22) Depth (in) - 60.00 Iy(in4) = 1905.4 Shear Ay (in2) = 362.50 Unit Wt(pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (85.00,22.78) Width (in) = 7.25 J(in4) = 7041.37 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400 D+1.700 Rip 1.250 D + O.SOO.Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250 D+1.0 N1+1.0 E2 1.250 D + 1.000 N2+1.000 El 1.250D- 1.0N1-1.0E2 1.250D- 1.000 N2- 1.000 El 0.850 D + 1.0 N1+ 1.0 E2 0.850 D+1.000 N2 +El INTERMATttNA! Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 30/48 06/25/04 10:01:33 26 * 0.850 D - 1.000 N2 - 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ® i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mm a j or kip-ft -36.00 34.20 -76.57 71.19 -77.00 71.91 -35.57 33.48 6.20 39.70 50.75 38.35 -139.16 44.90 -94.60 43.55 18.26 28.61 62.81 27.26 -82.55 32.46 -127.10 33.80 28.54 18.84 73.10 17.49 -72.26 22.69 -116.81 24.03 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips 13.86 9.45 27.11 21.94 27.30 22.14 13.67 9.26 7.61" 3.45 -0.04 -4.20 32.70 28.54 25.05 20.89 3.66 -0.29 -3.99 -7.94 21.10 17.16 28.75 24.81 -0.30 -2.99 -7.95 -10.64 17.14 14.46 24.79 22.11 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBCJ Page 31/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 89 Level: 3RDFLOOR Shape = Rectangle Ix(in4) = 130500.0 Shear Ax (in2) = 362.50 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft) = 6.00 INPUT PARAMETERS; Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (85.00,22.78) Depth (in) - 60.00 Iy(in4) - 1905.4 Shear Ay (in2) = 362.50 Unit Wt(pcf)= 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (90.80,24.33) Width (in) - 7.25 J(in4) - 7041.37 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODALJ3 RAMUSERNODALJS EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400D-M. 1.400 D + l, 1.400 D + l, 1.250 D + 0. 1.250 D + 0. 1.250D + 0. 1.250 D + 0, 1.250 D + l. 1.250 D + l. 1.250 D- l.i 1.250 D-l. 0.850D + 1 0.850 D + l. 700 Lp+1.700 Rfp 700 Lp 700 Rip SOOLp+l.ONl + 1.0E2 500Lp+1.000N2+El .500 Lp- 1.000 El-N2 .500 Lp- 1.0 E2- 1.0N1 .ON1+1.0E2 .000 N2+ 1.000 El ONI- 1.0 E2 000 N2-1.000 El .ON1+1.0E2 .OOON2 + E1 INTERNATIONAL Member Forces RAM Frame vl.2 DataBase: kellystl Building Code: UBC1 Page 32/48 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mmajor kip-ft 34.20 -30.20 71.19 -53.09 71.91 -51.22 33.48 -32.07 39.70 -87.40 38.35 -134.64 44.89 68.35 43.55 21.11 28.61 -81.22 27.26 -128.46 32.46 27.29 33.80 74.53 18.84 -72.59 . 17.49 -119.83 22.69 35.92 24.03 83.16 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vmajor kips -8.66 -12.90 -18.43 -23.20 -18.24 -23.01 -8.85 -13.09 -19.27 -23.21 -26.92 -30.86 5.82 1.88 -1.83 -5.77 -16.45 -20.24 -24.10 -27.89 0.99 -2.79 8.64 4.86 -13.98 -16.55 -21.63 -24.20 3.46 0.89 11.11 8.54 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tors kip-ft -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 INTERNATDMAL Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 33/48 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 15 Level Top: ROOF Bot: 3RDFLOOR Thickness (in) - 7.25 fc(ksi) - 3.00 Cracked Section for I: 0.35 NumofWallFEs=l Frame Number: 40 Column Line (56.02,15.0 J)-(61.82,16.56) Length (ft)-6.00 Unit Wt(pcf» = 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400 D+1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D+1.0N1+1.0E2 1.250 D+1.000 N2 +1.000 El 1.250D-1.0N1-1.0E2 1.250D-1.000N2-1.000E1 0.850 D + 1.0 N1+ 1.0 E2 0.850 D +1.000 N2 +El 0.850D- 1.0 Nl- 1.0 E2 0.850 D- 1.000 N2- 1.000 El Load combination currently selected to use 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 * ~T , * * * * * * * * * * * * * * * * "taf\ MEMBER FORCES: Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 34/48 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 30.76 44.17 31.31 43.63 27.99 27.63 27.62 27.26 27.83 27.47 27.10 27.46 19.04 18.68 18.31 18.67 Mmajor kip-ft 9.66 24.35 21.72 12.29 33.44 125.24 -100.89 -9.09 29.89 121.69 -12.64 -104.44 27.13 118.93 -15.40 ' -107.20 Vmajor kips 1.36 3.46 3.08 1.74 6.38 20.65 -17.20 -2.93 5.87 20.14 -3.43 -17.71 5.48 19.75 -3.82 -18.10 IMTEBNATONM Member Forces RAM Frame v7,2 DataBase: kellystl Building Code; UBC1 Page 35/48 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 17 Level Top: ROOF Bot: 3RDFLOOR Thickness (in) = 7.25 fc(ksi) - 3.00 Cracked Section for I: 0.35 NuniofWallFEs-1 Frame Number: 40 Column Line (73.41,19.67)-(79.21,21.22) Length (ft) - 6.00 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Rip Nl N2 El E2 DeadLoad PosLiveLoad PosRoorLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQJJBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rip 1.400D + 1.700Lp 1.400 D+1.700 Rip 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0 Nl 1.250 D+ 1.0 N1+ 1.0 E2 1.250D+1.000 N2 +1.000 El 1.250D-1.0N1-1.0E2 1.250 D- 1.000 N2-1.000 El 0.850D + 1.0N1+1.0E2 0.850 D+1.000 N2 +El 0,850 D-1.0 Nl-1.0 E2 0.850 D- 1.000N2- 1.000 El * - Load combination currently selected to use 1 2 3 4 5 6 11 32 13 14 17 18 21 22 25 26 * # * * * * * * * * * * * * * * MEMBER FORCES: Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 36/48 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 30.27 43.77 29.79 44.25 29.44 30.96 22.81 24.33 29.58 31.10 24.47 22.95 20.93 22.45 15.82 14.30 Mmajor kip-ft 6.46 10.56 9.61 7.40 11.68 90.74 -77.36 1.71 10.75 89.81 0.78 -78.29 8.91 87.97 -1.07 -80.13 Vmajor kips 1.02 1.64 1.66 1.01 3.20 15.50 -13.29 -1.00 3.01 15.31 -1.18 -13.48 2.72 15.01 -1.48 -13.77 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 37/48 06/25/04 10:01:33 CONCRETE WALL INFORMATION: Wall Number: 19 Level Top: ROOF Bot: 3RDFLOOR Thickness (in) = 7.25 fc(ksi) - 3.00 Cracked Section for I:'0.35 NumofWallFEs=l Frame Number: 40 Column Line (90.80,24.33)-(96.59,25.88) Length (ft) - 6.00 Unit Wt(pcf) = 150.00 Poisson's Ratio = 0.20 INPUT PARAMETERS; P-Delta: Yes Diaphragm: Rigid Ground Level: Base Scale Factor:1.00 LOAD CASES: D Lp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D+1.700Lp 1.400 D+1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 E1-N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D + 1.0N1+1.0E2 1.250 D + 1.000 N2 + 1.000 El 1.250D- 1.0 Nl- 1.0 E2 1.250D- 1.000 N2-1.000 El 0.850 D +1.0 N1+1.0 E2 0.850 D +1.000 N2 + El 0.850 D- 1.0N1- 1.0 E2 0.850 D- 1.000N2- 1.000 El * = Load combination currently selected to use 1 2 3 4 5 6n 12 13 14 17 18 21 22 25 26 * * * * * * * * * * * * * * * * MEMBER FORCES: INTERNATONW Member Forces RAM Frame v7.2 DataBase: kellyst] Building Code: UBC1 Page 3 8/48 06/25/04 10:01:33 LC# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 P kips 27.07 42.38 27.95 41.50 24,43 29.11 19.75 24.43 24.17 28.85 24.18 19.49 16.43 21.12 16.44 11.76 Mmajor kip-ft 47.85 83.61 73.56 57.91 29.13 71.29 29.29 71.44 21.57 63.73 63.88 21.73 7.90 50.05 50.21 8.05 Vmajor kips 6.68 11.23 9.41 8.50 5.39 12.03 1.51 8.15 4.59 11.22 7.35 0.71 2.68 9.31 5.44 -1.20 Member Forces RAMNTERNATOslM. RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 39/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 56 Level: ROOF Shape ~ Rectangle Ix(in4) - 358092.0 Shear Ax (in2) - 507.50 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Scale Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (50.23,13.46) Depth (in) = 84.00 ly (in4) = 2667.5 Shear Ay (in2) - 507.50 Unit Wt(pcf)-150.00 I-End Fix Fix Fix 0.00 At Face of Joint Factor: 1.00 J-End (56.02,15.01) Width (in) - 7.25 J(in4) = 10090.00 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97JC_+E_F EQJJBC97JM-E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400D + 1. 1.400 D + l. 1.400 D + l. 3.250D + 0. 1.250D + 0. 1.250D + 0. 1.250D + 0. 1.250 D+l. 1.250 D+l. 1.250 D- l.( 1.250 D-l.l 0.850 D + l. 0.850 D+l. .700Lp+ 1.700 Rfp .700 Lp .700 Rfp .500Lp+1.0Nl + 1.0E2 .500Lp+1.000N2+El .500 Lp- 1.000 El-N2 .500 Lp- 1.0 E2- 1.0 Nl .ON1+1.0E2 .000 N2+1.000 El ONM.OE2 000 N2-1.000 El .ONH I.QE2 .OOON2 + E1 INTERNATDNAl Member Forces RAM Frame v7.2 DataBase: keljystl Building Code: UBC1 Page 40/48 06/25/04 10:01:33 26 * 0.850 D -1.000 N2 -1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ® i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i P kips 9.07 9.07 16.33 16.33 14.15 14.15 11.25 11.25 14.96 14.96 3.22 3.22 15.97 15.97 4.22 4.22 13.47 13.47 1.72 1.72 2.73 2.73 14.48 14.48 10.88 10.88 -0.87 -0.87 0.14 0.14 11.89 11.89 Mmajor kip-ft 8.50 -20.04 12.23 -34.74 10.13 -24.09 10.60 -30.68 9.55 -34.99 6.13 -73.26 10.00 35.09 6.58 -3.18 9.07 -33.80 5.65 -72.07 6.10 -1.98 9.52 36.29 6.65 -28.07 3.23 -66.34 3.67 3.74 7.09 42.01 Mminor kip-ft 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.01 11.76 0.01 -11.76 0.00 0.00 0.00 -0.00 -0.01 11.76 0.00 0.00 0.01 -11.76 0.00 -0.00 -0.01 11.76 0.00 0.00 0.01 -11.76 Vmajor kips -0.74 -10.05 -1.89 -16.88 -1.69 -11.00 -0.94 -15.93 -3.84 -12.15 -9.65 -17.96 7.76 -0.55 1.96 -6.35 -3.56 -11.87 -9.37 -17.68 2.23 -6.08 8.04 -0.27 -3.35 -9.00 -9.16 -14.81 2.45 -3.20 8.26 2.61 Vminor kips -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 1.95 1.95 -1.95 -1.95 -0.00 -0.00 -0.00 -0.00 1.95 1.95 -0.00 -0.00 -1.95 -1.95 -0.00 -0.00 1.95 1.95 -0.00 -0.00 -1.95 -1.95 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INTfRNATPNAL Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 41/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 65 Level: ROOF Shape = Rectangle Ix(in4) - 358092.6 Shear Ax (in2) = 507.50 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (61.82,16.56) Depth (in) - 84.00 Iy(in4) - 2667.5 Shear Ay (in2) = 507.50 Unit Wt(pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (67.61,18.12) Width (in) = 7.25 J(in4) = 10090.00 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQJJBC97_X_+E_F EQJJBC97_Y_+E_F LOAD COMBINATIONS:1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400 D + l. 1.400 D + l. 1.400 D+l, 1.250D + 0, 1.250D + 0 1.250D + 0, 1.250D + 0. 1.250 D+l, 1.250 D+l, 1.250 D- 1. 1.250 D- 1. 0.850D+1 0.850D + 1 700 Lp + 1.700 Rfp 700 Lp .700 Rfp .SOOLp+l.ONl + 1.0E2 |.500 Lp+1.000 N2+E1 .500 Lp- 1.000 El-N2 .500 Lp- 1.0 E2- 1.0 Nl .ON1+1.0E2 .000 N2 +1.000 El ONI- 1.0 E2 000 N2- 1.000 El .ON1+1.0E2 .OOON2 + E1 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBCl Page 42/48 06/25/04 10:01:33 26 * 0.850 D - 1.000 N2 - 1,000 El * = Load combination currently selected to use MEMBER FORCES: :# i 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 7.71 7.71 12.87 12.87 11,07 11.07 9.51 9.51 8.59 8.59 -1.99 -1.99 17.73 17.73 7.15 7.15 7.60 7.60 -2.98 -2.98 6.16 6.16 16.74 16.74 5.40 5.40 -5.18 -5.18 3.96 3.96 14.54 14.54 Mmajor kip-ft -10.78 9.49 -11.99 13.33 -6.96 10.84 -15.81 11.98 3.15 5.30 36.87 1.76 -53.87 15.98 -20.16 12.45 2.03 4.90 35.75 1.37 -21.28 12.05 -55.00 15.59 5.11 2.19 38.83 -1.35 -18.20 9.34 -51.92 12.87 Mminor kip-ft 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 -0.00 -0.00 -11.73 0.02 11.73 -0.02 0.00 -0.00 -0.00 -0.00 -11.73 0.02 0.00 -0.00 11.73 -0.02 -0.00 -0.00 -11.73 0.02 0.00 -0.00 11.73 -0,02 Vmajor kips 6.06 0.68 6.93 1.46 5.65 0.27 7.34 1.87 2.75 -2.05 -3.46 -8.26 14.04 9.23 7.83 3.02 2.87 -1.93 -3.33 -8.14 7.95 3.14 14.16 9.35 1.14 -2.13 -5.07 -8.34 6.22 2.95 12.43 9.16 Vminor kips -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 1.97 1.97 -1.97 -1.97 -0.00 -0.00 -0.00 -0.00 1.97 1.97 -0.00 -0.00 -1.97 -1.97 -0.00 -0.00 1.97 1.97 -0.00 -0.00 -1.97 -1.97 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INTEBMAfOMM Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 43/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 68 Level: ROOF Shape = Rectangle Ix(in4) = 358092.0 Shear Ax (in2) - 507.50 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft) - 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis; Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (67.61,18.12) Depth (in) - 84.00 Iy(in4) = 2667.5 Shear Ay (in2) - 507.50 Unit Wt(pcf)-150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (73.41,19.67) Width (in) = 7.25 J(in4) = 10090.00 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D+1.700Lp 1.400 D +1.700 Rfp 1.250 D +0.500 Lp + 1.0Nl +1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D + 1.0N1+1.0E2 1.250 D + 1.000 N2 + 1.000 El 1.250 D-1.0 Nl-1.0 E2 1.250D- 1.000 N2- 1.000 El 0.850D + 1.0N1+1.0E2 0.850 D+1.000 N2 +El INTEBN/SONAL Member Forces RAM Frame v7.2 DataBase: kelJystl Building Code: UBC1 Page 44/48 06/25/04 10:01:33 26 * 0.850 D- 1. 000 N2 - 1.000 El * - Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ® i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i _i P kips 7.71 7.71 12.87 12.87 11.07 11.07 9.51 9.51 8.59 8.59 -3.20 -3.20 18.94 18.94 7.15 7.15 7.60 7.60 -4.19 -4.19 6.16 6.16 17.95 17.95 5.40 5.40 -6.39 -6.39 3.96 3.96 15.75 15.75 Mm a j or kip-ft 9.49 -18.27 13.33 -32.35 10.84 -19.39 11.98 -31.23 5.30 -35.45 1.76 -76.24 15.98 42.95 12.45 2.16 4.90 -35.12 1.37 -75.91 12.05 2.49 15.59 43.28 2.19 -29.90 -1.35 -70.69 9.34 7.71 12.87 48.50 Mminor kip-ft -'0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 0.02 11.72 -0.02 -11.72 -0.00 0.00 -0.00 0.00 0.02 11.72 -0.00 -0.00 -0.02 -11.72 -0.00 0.00 0.02 11.72 -0.00 -0.00 -0.02 -11.72 Vmajor kips 0.68 -8.62 1.46 -13.50 0.27 -9.03 1.87 -13.09 -2.06 -10.35 -8.26 -16.56 9.23 0.93 3.02 -5.28 -1.93 -10.23 -8.14 -16.44 3.14 -5.16 9.35 1.05 -2.13 -7.77 -8.34 -13.98 2.95 -2.69 9.16 3.51 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.97 1.97 -1.97 -1.97 0.00 0.00 0.00 0.00 1.97 1.97 0.00 0.00 -1.97 -1.97 0.00 0.00 1.97 1.97 0.00 0.00 -1.97 -1.97 Tors kip-ft -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 INTERHTONAL Member Forces RAM Frame v7.2 DataBase: keUystl Building Code: UBC1 Page 45/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 77 Level: ROOF Shape - Rectangle Ix(in4) - 358092.0 Shear Ax (in2) = 507.50 Cracked Section for I: 0.35 fc(ksi) - 3.00 Length (ft) = 6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (79.21,21.22) Depth (in) = 84.00 Iy(in4) = 2667.5 Shear Ay (in2) = 507.50 Unit Wt(pcf)= 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (85.00,22.78) Width (in) - 7.25 J(in4) = 10090.00 Poisson's Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQJJBC97_X_+E_F EQJJBC97_Y_+EJ7 LOAD COMBINATIONS:1 2 3 4 5 6 11 12 13 14 17 18 21 22 * * * * * * * * * * * * * * 1.400 D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D+ l.TOOLp 1.400 D+1.700 Rip 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D +0.500 Lp- 1.0 E2- 1.0 Nl 1.250 D + 1.0N1+1.0E2 1.250 D + 1.000N2 + 1.000 El 1.250D- 1.0 Nl- 1.0 E2 1.250 D- 1.000 N2- 1.000 El 0.850D + 1.0N1+1.0E2 0.850 D+1.000 N2 +El NTESNAIIOW. Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 46/48 06/25/04 10:01:33 26 * 0.850 D- 1.000N2- 1.000 El .* = Load combination currently selected to use MEMBER FORCES:c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 @ i j z j i j i j i j i j i j i j i j i j i j i j i j i j i j i j P kips 6.68 6.68 11.23 11.23 9.41 9.41 8.50 8.50 5.39 5.39 -3.07 -3.07 16.61 16.61 8.15 8.15 4.59 4.59 -3.87 -3.87 7.35 7.35 15.81 15.81 2.68 2.68 -5.78 -5.78 5.44 5.44 13.90 13.90 Mmajor kip-ft -11.35 14.49 -21.14 22.07 -10.58 9.96 -21.91 26.59 -11.90 9.67 7.56 1.03 -27.38 22.18 -7.91 13.54 -12.13 11.00 7.33 2.36 -8.14 14.87 -27.60 23.51 -8.89 6.86 10.57 -1.78 -4.90 10.73 -24.36 19.37 Mminor kip-ft -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -0.00 0.00 -11.75 -0.00 11.75 0.00 -0.00 0.00 -0.00 0.00 -11.75 -0.00 -0.00 0.00 11.75 0.00 -0.00 0.00 -11.75 -0.00 -0.00 0.00 11.75 0.00 Vmajor kips 7.01 1.59 9.96 4.40 6.13 0.70 10.84 5.28 6.01 1.17 1.32 -3.52 10.67 5.83 5.99 1.15 6.27 1.43 1.58 -3.26 6.25 1.41 10.93 6.09 4.27 0.97 -0.42 -3.71 4.25 0.95 8.93 5.64 Vminor kips 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.97 1.97 -1.97 -1.97 0.00 0.00 0.00 0.00 1.97 1.97 0.00 0.00 -1.97 -1.97 0.00 0.00 1.97 1.97 0.00 0.00 -1.97 -1.97 Tors kip-ft -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 47/48 06/25/04 10:01:33 CONCRETE BEAM INFORMATION: Beam Number: 82 Level: ROOF Shape ~ Rectangle Ix(in4) = 358092.0 Shear Ax (in2) = 507.50 Cracked Section for I: 0.35 fc(ksi) = 3.00 Length (ft)-6.00 INPUT PARAMETERS: Fixity Major Axis: Minor Axis: Torsion: Rigid End Zone (in): Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Frame Number: 40 I-End (85.00,22.78) Depth (m) = 84.00 ly (in4) = 2667.5 Shear Ay (in2) = 507.50 Unit Wt(pcf) = 150.00 I-End Fix Fix Fix 0.00 At Face of Joint Scale Factor: 1.00 J-End (90.80,24.33) Width (in) - 7.25 J(in4) = 10090.00 Poissoris Ratio = 0.20 J-End Fix Fix Fix 0.00 (5.0% Reduction) LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad Po sRo ofLiveLo ad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_+E_F LOAD COMBINATIONS: 1 * 1.400D 2 * 1.400 D+l 3 * 1.400D+1 4 * 1.400D+1 5 * 1.250D + 0 6 * 1.250D + 0 11 * 1.250 D + o 12 * 1.250D + 0 13 * 1.250D+1 14 * 1.250D+ 1 17 * 1.250D- 1. 18 * 1.250 D-l. 21 * 0.850D+1 22 * 0.850 D+l .700 Lp+1.700 Rfp .700 Lp .700 Rfp .500Lp+1.0Nl + 1.0E2 .500 Lp+1.000 N2+E1 .500 Lp- 1.000 El-N2 .500Lp-1.0E2- 1.0 Nl .ON1+1.0E2 .000 N2+ 1.000 El ONI- 1.0 E2 000 N2-1.000 El .ON1+1.0E2 .OOON2 + E1 Member Forces RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 Page 48/48 06/25/04 10:01:33 26 * 0.850 D- 1.000 N2- 1.000 El * = Load combination currently selected to use MEMBER FORCES: c# 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 ® i j i j i j i j i j i j i j i j i j i j i j i j i j i j i j i i P kips 6.68 6.68 11.23 11.23 9.41 9.41 8.50 8.50 5.39 5.39 -3.05 -3.05 16.59 16.59 8.15 8.15 4.59 4.59 -3.85 -3.85 7.35 7.35 15.78 15.78 2.68 2.68 -5.76 -5.76 5.44 5.44 13.88 13.88 Mmajor kip-ft 14.49 -14.14 22.07 -21.36 9.96 -23.98 26.59 -11.53 9.67 -17.40 1.03 -54.14 22.18 23.10 13.54 -13.64 11.00 -14.51 2.36 -51.25 14.87 -10.75 23.51 25.99 6.86 -10.46 -1.78 -47.21 10.73 -6.71 19.37 30.03 Mminor kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.74 -0.00 -11.74 0.00 0.00 0.00 0.00 0.00 11.74 0.00 0.00 -0.00 -11.74 0.00 0.00 0.00 11.74 0.00 0.00 -0.00 -11.74 Vmajor kips -1.62 -9.80 -3.39 -15.65 -2.51 -10.69 -2.51 -14.76 -1.70 -9.00 -6.38 -13.69 2.97 -4.34 -1.72 -9.02 -1.44 -8.74 -6.12 -13.43 -1.46 -8.76 3.23 -4.08 -0.97 -5.94 -5.66 -10.63 -0.99 -5.96 3.69 -1.28 Vminor kips -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 1.96 1.96 -1.96 -1.96 -0.00 -0.00 -0.00 -0.00 1.96 1.96 -0.00 -0.00 -1.96 -1.96 0.00 0.00 1.96 1.96 -0.00 -0.00 -1.96 -1.96 Tors kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 RAM frame V / . * DataBase: kellystl Plan View Story: ROOF 06/27/04 16:^:40 Qj)_ i£?0 (/ -" / £r 7 a ^——^ / 6 ^1 Project Established -* .. I979 By fri r^—Date Subject RhRflt Mn A STRUCTURAL L^ ENGINEERS LYONS, WARREN & ASSOCIATES, INC. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com Job No £5. <^ . LWA STRUCTURAL ENGINEERS Established j* ^ 1979 Project By <5 r \ Date .Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com //f r C' \t rI l$t&af*t****Kean&P& t. **>'! VV--\ LWA STRUCTURAL ENGINEERS Established 1979 \djfrProject By C\ W Date Subject .Sheet No, Job No.LYONS, WARREN & ASSOCIATES, INC. 9455 Ridgchaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com f« " • '^.^:^25-:. *.'0<-Sy$>.t, f rl STRUCTURAL ENGINEERS LYONS, WARREN & ASSOCIATES, INC. Established 1979 BV Project Date Sheet No. Subject Job No.. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-J649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • L\VA@ly onswarren.com 2,V —» • f~s•" •&,$" i */*•'. INTEfWONAl Gravity Column Design RAM Steel v7.2 DataBase: kellystl Building Code: UBC1 06/28/04 16:11:37 Steel Code: ASD 9th Ed. Story level 2NDFLOOR, Column Line 2 - B Fy(ksi) - 39.90 Orientation (degrees) = 15.0 Column Size = W12X45 INPUT DESIGN PARAMETERS: K _______ _______________ _____________ Braced Against Joint Translation _ ________ Column Eccentricity (in) Top Bottom X-Axis 14.00 1 Yes 8.39 0.00 Y-Axis 14.00 1 Yes 0.51 0.00 CONTROLLING COLUMN LOADS - Load Case 1; Axial (kips) _„\ 1 S - - __ Moments Top MX (kip-ft) „_ My (kip-ft) .... Bot MX (kip-ft) ___ My (kip-ft) ___.j \ r J Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (DL fa (ksi) = 14.14 fbx(ksi) - 0.15 fby (ksi) - 0.25 Cb = 1.75 KL/Rx = 32.63 F'ex = 140.29 Cmx = 0.60 + LL + RF) Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry Fey Cmy Dead 126.89 -0.47 -0.18 0.00 0.00 15.63 23.94 29.93 86.32 20.04 0.60 Live 59.79 -0.25 -0.08 0.00 0.00 Roof 0.00 0.00 0.00 0,00 0.00 INTERACTION EQUATION fa/Fa = 0.91 EqHl-1: 0.905 + 0.004 + 0.017-0.926 EqHl-2: 0.591+0.006 + 0.008-0.605 Base Plate Design at- RAM Steel v7.2 DataBase: keliystl 06/28/04 16:06:08 Building Code: UBC1 Steel Code: ASD 9th Ed. Base Plate level 2NDFLOOR, Column Line 2 - B BASEPLATE DIMENSIONS: N (parallel to web) (in) 19.00 B (perpendicular to web) (in) 11.00 Plate Thickness (in) _, 1.250 Plate Fy(ksi) 36.0 COLUMN DATA Column Size W12X45 Dead Load (kips) 126.89 Live Load (kips) 59.79 Total Load (kips) 186.68 Ultimate Load (kips) 279.28 BEARING: Concrete fc (ksi) .. 2.50 Size of concrete support (ft x ft) 3.00 x 3.00 Area of concrete support (sq in) 1296.00 Eff Area of support (A2)(sq in) 750.32 Area Required for Bearing (sq in) 93.88 Area of Plate (Al)(sq in) 209.00 Square Root of (A2/A1) 1.89 Allow. Factored Bearing Stress (ksi) 2.82 (per ACI) Actual Factored Bearing Stress (ksi) 1.34 Actual Bearing Stress (ksi) 0.89 CALCULATED DIMENSIONS: m [N-0.95d]/2.0 (in) 3.771 n [B-0.80b]/2.0 (in) . 2.282 Lamda 0.776 n'(in) 2.463 Thickness Required (in) 1.188 Thickness controlled by cantilever portion. Glenn Mouritzen Associates 6/28/2004 (619J-275-7484 SQUARE PAD FOOTING - CONCENTRIC LOAD Job: Location: fc: fy: Tslab: Tof: Cx: cover: Top Bars: Bottom Bars: Tftg: Round: Surcharge^ Qded= D= Bdown= Bup= Bftg= Qser= .Qall= Pu= Qult= Mu+= Mu-= Kelly 2 2.5 ksi 60ksi 5. Din 12.0 in 12.00 in 3.0 in #3 #6 18 in 0% Pdead: Plive: Psp: Psn: S or W?: Pdl= Pdls= Pds= 121 psf 232 psf 30 in 8.25ft 2.00ft 8.25ft 2.98 ksf 3.00 ksf 279.66 4.11 ksf 166 fk Ofk 126,90k 60.00 k 0.00k 0.00k W Service 186.90 k 186.90k 85.02 k Governing Service Ultimate Footing: Excavation: Concrete: Steel: I nclftg weight?: yes Qmin: 3000 psf Dmin: 12 in Bmin: 24 in Qd: 0 psf/ft Qb: 0 psf/ft Ultimate Qmax: 3000 psf 279.66k Soil den: 100 pcf 140.18k Stinc: 1.333 114.21 k 0: 0° Criteria . coh: 0.00 ksf D+L D+L - 8 ft - 3 in square by 18 in thick. No top bars required. - With (9) #6 bottom bars each way. - Quan Unit cost Total 5.25 cy 100 $525.17 3.78 cy 50 189.06 210 Ibs 0.6 125.72 $839.95 Supporting data Concrete beta1= m= Fr= b= d= dn= Sx= rhomax= rho min= 0.85 28.24 163 psi 99 13.88 14.44 37.50 in3 0.0157 0.0033 Moment Ru= rho req= As= Num= Asact= Wb= spacing= ld= lhb= ldh= Moment Run= rho reqn= Asn= Numn= Asactn= ldbn= spacingn= ldn= lhbn= ldhn= Bottom 0.1042 0.0020 - 3.66 in2 9 bars 3.96 in2 21.12 in 11.0 in 15.63 in 18.0 in 11. 66 in Top 0.0000 0.0000 0.00 in3 6 bars 0.66 in* 9.00 in 16. 5 in 12.0 in 9.0 in 8.0 in One-way shear Two-way shear Vu= 67 k Vu= 239 k bo= 99 in bo= 152 in 0Vn= 117k 0Vn= 357k Min num= 6 ldallow= 46.5 in Bend dia= 4.50 in hook?= N 90 deg?= Y room?= Y Ext= 9 Lbar= 93.00 in Lhook= 12.53 in . wt= 1 1 .64 Ibs Fbb= 6420 psi Bend dian= 2.25 in hookn?= N 90 degn?= Y roomn?= Y Extn= 4.5 Lbarn= 93.00 in Lhookn= 10.77 in wtn= 0.00 Ibs Fbn= 0 psi 1501 MorenaBlvd PAGE OF San Diego, CA 92110 RAM Gravity Column Design RAM Steel v7.2 DataBase: kellystl Building Code: UBC1 06/28/04 16:11:37 Steel Code: ASD 9th Ed. Story ievel 2NDFLOOR, Column Line 3 - B Fy(ksi) = 39.90 Orientation (degrees) = 15.0 Column Size - W10X49 INPUT DESIGN PARAMETERS: Lu(ft) K Braced Against Joint Translation Column Eccentricity (in) Top _ _ Bottom X-Axis 14.00 1 Yes 7.35 0.00 Y-Axis 14.00 1 Yes 0.51 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Axial (kips) Moments Top MX (kip-ft) My (kip-ft) Bot MX (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis Dead 159.87 0.96 -0.16 0.00 0.00 Live 50.43 0.42 -0.07 0.00 0.00 Roof 17.86 0.00 0.00 0.00 0.00 CALCULATED PARAMETERS: (DL + LL + RE) fa (ksi) fbx (ksi) fby (ksi) Cb KL/Rx F'ex Cmx 15.84 0.30 0.15 1.75 38.66 99.94 0.60 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry F'ey Cray 18.27 23.94 29.93 65.97 34.32 0.60 INTERACTION EQUATION fa/Fa - 0.87 EqHl-1: 0.867 + 0.009 + 0.006-0.882 EqHl-2: 0.662 + 0.013 + 0.005-0.679 mm • vRAM MTESNflDNAL Base Plate Design RAM Steel v7.2 DataBase: kellystl Building Code: UBC1 06/28/04 16:06:53 Steel Code: ASD 9th Ed. Base Plate level 2NDFLOOR, Column Line 3 - B BASEPLATE DIMENSIONS: N (parallel to web) (in) I 16.00 B (perpendicular to web) (in) 12.00 Plate Thickness (in) _, 1.250 Plate Fy(ksi) 36.0 COLUMN DATA Column Size W10X49 Dead Load (kips) 159.87 Live Load (kips) 50.43 Roof Load (kips) 17.86 Total Load (kips) __„ 228.16 Ultimate Load (kips) 339.91 BEARING: Concrete fc (ksi) _ _ _ _ .. 2.50 Size of concrete support (ft x ft) 3,00 x 3,00 Area of concrete support (sq in) _ _ _ ; 1296.00 Eff Area of support (A2) (sq in) ___ 972.00 Area Required for Bearing (sq in) _ _ _ _ 114.26 Area of Plate (Al) (sq in) 192.00 Square Root of (A2/A1) ' 2.25 Use 2.0 Allow. Factored Bearing Stress (ksi) _. 2.98 (per ACI) Actual Factored Bearing Stress (ksi) _ 1.77 Actual Bearing Stress (ksi) 1.19 CALCULATED DIMENSIONS: m [N~0.95d]/2.0 (in) 3.260 n [B-0.80b]/2.0 (in) 2.000 Lamda .__ 0.943 n'(in) ^___ 2.497 Thickness Required (in) _____ 1.184 Thickness controlled by cantilever portion. Glenn Mouritzen Associates 6/28/2004 (619)-275-7484 SQUARE PAD FOOTING - CONCENTRIC LOAD Job: Location: fc: fy: Tslab: Tof: Cx: cover: Top Bars: Bottom Bars: Tftg: Round: Surcharge Qded= D= Bdown= Bup= Bftg= Qser= Qall= Pu= Qu!t= Mu+= Mu-= Kelly 1 2.5 ksi 60ksi 5.0 in 12.0 in 12.00 in 3.0 in #3 #6 18 in 0% Pdead: Plive: Psp: Psn: S or W?: Pdl= Pdls= Pds= 121 psf 232 psf 30 in 9.25ft 2.00 ft 9.25ft 2.90 ksf 3.00 ksf 339.80 3.97 ksf 241 fk Ofk 159.90k 68.20 k 0.00k 0.00k W Service 228.10k 228.10k 107.13k Governing Service Ultimate Footing: Incl ftg weight?: Qmin: Dmin: Bmin; Qd: Qb: Ultimate Qmax: 339.80 k Soil den: 171.08k Stinc: 143.91 k 0: Criteria coh: D+L D+L - yes 3000 psf 12 in 24 in 0 psf/ft 0 psf/ft 3000 psf 100pcf 1.333 0° . 0.00 ksf 9 ft - 3 in square by 18 in thick. No top bars required. - With (11) #6 bottom bars each way. i Excavation: Concrete: Steel: - Quan Unit cost 6.6 cy 100 4.75 cy 50 289 Ibs 0.6 Total $660.20 237.67 173.48 $1,071.36 Supporting data Concrete beta1= m= Fr= K— d= dn= Sx= rhomax= rho min= 0.85 28.24 163 psi 111 13.88 14.44 37.50 in3 0.0157 0.0033 Moment Ru= rho req= As= Num= Asact= ldb= spacing^ ld= lhb= ldh= Moment Run= rho reqn= Asn= Numn= Asactn= ldbn= spacingn= ldn= lhbn= ldhn= Bottom 0.1355 0.0023 - 4.80 in2 11 bars 4.84 in2 21.12 in 10.09 in 16.75 in 18.0 in 12.49 in Top 0.0000 0.0000 0.00 in2 7 bars 0.77 in2 9.00 in 15.86 in 12.0 in 9.0 in 8.0 in One-way shear Vu= 91 k bo= 111 in 0Vn= 131 k Min num= 7 ldallow= 52.5 in hook?= N room?= Y Lbar= 105. 00 in wt= 13.14 Ibs Fbb= 8350 psi hookn?= N roomn?= Y Lbarn= 105. 00 in wtn= 0.00 Ibs Fbn= 0 psi Two-way shear Vu= 300 k bo= 1 52 in 0Vn= 357 k Bend dia= 4.50 in 90 deg?= Y Exl= 9 Lhook= 12.53 in Bend dian= 2.25 in 90 degn?= Y Extn= 4.5 Lhookn= 10.77 in. 1501 Morena Blvd PAGE OF San Diego, CA 92110 MTCHSWIKDNAI. Gravity Column Design RAM Steel v7.2 DataBase: kellystl Building Code: UBC1 06/28/0416:11:37 Steel Code: ASD 9th Ed. Story level 2NDFLOOR, Column Line 92.73ft - 89.03ft Fy(ksi) - 39.90 Column Size Orientation (degrees) = 0.0 - W8X48 INPUT DESIGN PARAMETERS: Lu(ft) '_„__ K Braced Against Joint Translation _ Column Eccentricity (in) Top _, Bottom X-Axis 14.00 1 Yes 6.61 0.00 Y-Axis 14.00 1 Yes 0.51 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Axial (kips) Moments Top MX (kip-ft) My (kip-ft) Bot MX (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis Dead 136.84 -4.81 -0.46 0.00 0.00 Live 52.95 -2.11 -0.20 0.00 0.00 Roof 8.21 0.00 0.00 0.00 0.00 CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) fbx (ksi) fby (ksi) Cb KL/Rx F'ex Cmx 14.04 1.92 0.53 1.75 46.51 69.04 0.60 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry F'ey Cmy 16.38 23.94 29.93 80.84 22.85 0.60 INTERACTION EQUATION fa/Fa = 0.86 EqHl-1: 0.858 + 0.060 + 0.027 = 0.945 EqHl-2: 0.587 + 0.080 + 0.018-0.684 INTWMATONAL Base Plate Design RAM Steel v7.2 DataBase: kellystl Building Code: UBC1 06/28/04 16:07:01 Steel Code: ASD 9th Ed. Base Plate level 2NDFLOOR, Column Line 92.73ft - 89.03ft BASEPLATE DIMENSIONS: N (parallel to web) (in) 15.00 B (perpendicular to web) (in) 11.00 Plate Thickness (in) _• ___. 1.375 Plate Fy(ksi) __.. 36.0 COLUMN DATA Column Size W8X48 Dead Load (kips) 136.84 Live Load (kips) 52.95 Roof Load (kips) 8.21 Total Load (kips) '... 198.00 Ultimate Load (kips) 295.55 BEARING: Concrete fc (ksi) .... 2.50 Size of concrete support (ft xft) .... 3.00 x 3.00 Area of concrete support (sq in) 1296.00 Eff Area of support (A2)(sq in) __„ 950.40 Area Required for Bearing (sq in) 99.35 Area of Plate (Al)(sq in) _ 165.00 Square Root of (A2/A1) : 2.40 Use 2.0 Allow. Factored Bearing Stress (ksi) 2.98 (per ACI) Actual Factored Bearing Stress (ksi) 1.79 Actual Bearing Stress (ksi) 1.20 CALCULATED DIMENSIONS: m[N-0.95d]/2.0(in) 3.463 n [B-0.80b]/2.0 (in) 2.256 Lamda 0.951 n'(in) -. 2.076 Thickness Required (in) _ _ _ 1.264 Thickness controlled by cantilever portion. Glenn Mouritzen Associates 6/28/2004 (619)-275-7484 SQUARE PAD FOOTING - CONCENTRIC LOAD Job: Location: • fc: fy: Tslab: Tof: Cx: cover: Top Bars: Bottom Bars: Tftg: Round: Surcharge= Qded= r> Bdown= Bup= Bftg= Qser= Qall= Pu= Qutt= Mu+= . Mu-= Kelly 3 2.5 ksi . BOksi 5.0 in 12.0 in 12.00 in 3.0 in #3 #6 18 in 0% Pdead: Plive: Psp: Psn: SorW?: Pdl= Pdls= Pds= 121 psf 232 psf 30 in 8.50ft 2.00ft 8.50ft 2.97 ksf 3.00 ksf 295.22 4.09 ksf 183 fk Ofk 136.80k 61.00k 0.00k 0.00k W Service 197.80 k 197.80k 91.66k Governing Service Ultimate Footing: Excavation: Concrete: Steel: Inclftg weight?: yes Qmin: 3000 psf Dmin: 12 in Bmin: 24 in Qd: 0 psf/ft Qb: 0 psf/ft Ultimate Qmax: 3000 psf 295.22k Soil den: 100 pcf 148.35k Stinc: 1.333 123.12k 0:0° Criteria coh: 0.00 ksf D+L D+L - 8 ft - 6 in square by 1 8 in thick. No top bars required. - With (9) #6 bottom bars each way. - Quan Unit cost Tola! 5.57 cy 100 $557.48 4.01 cy 50 200.69 216 Ibs 0.6 129.77 $887.95 Supporting data Concrete betel = m= Fr= b= d= dn= Sx= rhomax= rho min= 0.85 28.24 163psi 102 13.88 14.44 37.50 in3 0.0157 0.0033 Moment Ru= rho req= As= Num= Asact= ldb= spacing= ld= lhb= ldh= Moment Run= rho reqn= Asn= Numn= Asactn= ldbn= spacingn= ldn= lhbn= ldhn= Bottom 0-1121 0.0020 - 3.77 in2 9 bars 3.96 in1 21. 12 in 11. 33 in 16.1 in 18.0 in 12.01 in Top Q.OOOO 0.0000 0.00 in2 6 bars 0.66 in1 9. 00 in 17.0 in 12.0 in 9.0 in 8.0 in One-way shear Two-way shear Vu= 73 k Vu= 255 k bo= 102 in bo= 152 in 0Vn= 120k 0Vn= 357k Min num= 6 [dallow= 48.0 in Bend dia= 4.50 in hook?= N 90 deg?= Y room?= Y Ext= 9 Lbar= 96.00 in Lhook= 12.53 in wt= 12.02 Ibs Fbb= 6905 psi Bend dian= 2.25 in hookn?= N 90 degn?= Y roomn?= Y Extn= 4.5 Lbarn= 96.00 in Lhookn= 10.77 in wtn= 0.00 Ibs Fbn= 0 psi 1501 MorenaBlvd PAGE OF San Diego, CA 92110 CO O rH o <Ti Cs] >X> O I (0 i 3 QJ -H > <D -• q a Q) ITS3 tn r-iM m OHfu CQ cC QJ * jf S CM**" J ^Q^ CNJ O<N Qlr INTERM'TONAl Frame Reactions RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 06/29/04 10:31:17 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 5.00% Reduction At Face of Joint Scale Factor: 1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODALJS RAMUSERNODAL_S EQ_UBC97_X_+E_F EQ_UBC97_Y_fE_F USER SPECIFIED LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 Frame #1: Node 364 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400D + 1.700Lp 1.400 D+1.700 Rfp 1.250 D + 0.500 Lp + l-.O Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250 D+ 1.0 N1+ 1.0 E2 1.250 D+1.000 N2 +1.000 El 1.250 D- 1.0N1-1.0E2 1.250D- 1.000N2- 1.000 El 0.850 D+ 1.0 N1+ 1.0 E2 0.850 D+ 1.000 N2 +El 0.850 D- 1.0 Nl- 1.0 E2 0.850 D- 1.000 N2- 1.000 El 1C 1 2 3 4 5 6 11 12 13 14 17 Rx kips -5.60 -8.21 -7.89 -5.92 0.46 -3.65 -7.70 -11.81 1.13 -2.98 -11.14 Ry kips 20.91 30.62 29.46 22.08 -1.71 13.63 28.74 44.08 -4.22 11.12 41.56 Rz kips 44.25 61.21 58.41 47.05 129.87 19.09 68.26 -42.52 125.70 14.92 -46.69 Mxx kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tzz kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ml V RAM Frame v7.2 DAM DataBase: kellystl INTEBMfflCNAL gyilH^g P.flHp TTRP1 Node LdC 18 21 22 25 26 365 1 2 3' 4 5 6 11 12 13 . 14 17 18 21 22 25 26 368 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 369 1 2 3 4 5 Rx -7.03 2.73 -1.38 -9.54 -5.43 5.36 7.40 7.06 5.70 14.34 2.63 7.94 -3.77 13.84 2.13 -4.27 7.44 12.31 0.60 -5.80 5.91 -5.73 -8.09 -7.61 -6.22 3.55 -7.04 -4.31 -14.89 4.10 -6,48 -14.34 -3.76 5.74 -4.85 -12.70 -2.12 6.54 9.93 9.28 7.19 14.35 Frame Reactions Ry 26.23 -10.20 5.14 35.59 20.25 -19.99 -27.62 -26.35 -21.27 -53.52 -9.81 -29.63 14.08 -51.65 -7.94 15.95 -27.76 -45.94 -2.23 21.66 -22.05 21.40 30.19 28.39 23.20 -13.25 26.26 16.07 55.57 -15.30 24.20 53.52 14.01 -21.42 18.09 47.40 7.90 -24.42 -37.05 -34.64 -26.82 -53.54 Rz 64.09 113.06 2.28 -59.33 51.45 46.49 68.01 65.40 49.10 -14.93 32.91 61?23 109.07 -20.49 27.35 103.51 55.67 -33.77 14.07 90.23 42.39 53.77 81.34 76.07 59.03 129.06 ' 38.27 70.86 -19.92 122.49 31.71 -26.48 64.30 107.13 16.34 -41.85 48.94 47.88 67.82 63.77 51.93 -39.67 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 2/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n,m Frame Reactions »1Y RAM Frame v7.2 RAM DataBase: kellystl iNTESNwjoNAi RniMino Cndr- HRf! Node LdC 6 11 12 13 14 17 18 21 22 25 26 372 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 373 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 Rx 4.90 8.39 -1.05 13.54 4.10 • -1.86 7.59 11.67 2.23 -3.73 5.72 -8.75 -14.34 -13.35 -9.74 -0.67 -10.49 -7.83 -17.65 0.68 -9.14 -16.30 -6.48 3.18 -6.64 -13.80 -3.98 -0.46 -0.73 -0.69 -0.49 12.07 -2.66 1.70 -13.02 12.14 -2.59 -12.96 1.77 12.27 -2.46 -12.82 1.91 Ry -38.29 -31.32 3.92 -50.53 -15.29 6.93 -28.32 -43.55 -8.31 13.90 -21.34 32.64 53.53 49.81 36.35 2.50 39.15 29.24 65.88 -2.55 34.10 60.83 24.19 -11.87 24.77 51.51 14.86 1.71 2.72 2.59 1.84 -45.03 9.94 -6.36 48.61 -45.29 9,68 48.35 -6.62 -45.78 9.19 47.86 -7.11 Rz 60.57 34.28 134.51 -44.35 55.89 129.84 29.60 -58.02 42.21 116.16 15.92 38.78 64.65 59.77 43.67 139.85 23.01 58.58 -58.25 133.68 16.84 -64.43 52.41 122.60 5.76 -75.51 41.33 67.17 110.71 102.83 75.05 59.26 71.33 69.58 81.65 48.78 60.85 71.17 59.10 29.59 41.66 51.97 39.90 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 3/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 M1Y RAM Frame v7.2 RAM DataBase: kellystl ••«••• ~ ., ,. ,, , Tri-n-ifiNTtswor^!. RinHina Cndf HRf1! Node 374 376 378 1? ----- LdC 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 1 2 3 4 5 6 11 12 13 14 17 Rx 7.65 12.69 11.77 8.58 9.83 • 7.63 8.45 6.25 8.62 6.42 5.04 7.24 6.44 4.23 2.85 5.06 -7.65 -12.69 -11.76 -8.57 -6.23 -8.42 -7.66 -9.84 -5.02 -7.21 -8.64 -6.45 -2.84 -5.02 -6.45 -4.27 0.21 0.25 0.25 0.21 12.74 -2.03 2.42 -12.34 12.72 -2.04 -12.35 Frame Reactions Ry -28.55 -47.38 -43.91 -32.02 -36.70 -28.48 -31.54 -23.31 -32.19 -23.96 -18.79 -27.02 -24.03 -15.80 -10.64 -18.87 28.55 47.35 43.90 32.00 23.26 31.41 28,60 36,74 18.75 26,89 32.23 24.09 10.59 18.74 24.07 15.93 -0.78 -0.94 -0.93 -0.79 -47.53 7.56 -9.05 46.04 -47.49 7.60 46.09 Rz 28.53 46.50 43.43 31.60 -79.13 48.38 11.33 138.84 -83.51 43.99 134.46 6.95 -91.67 35.84 126.30 -1.20 26.71 42.75 39.96 29.51 136.56 8.37 47.13 -81.07 132.66 4.47 -84.96 43.23 125.03 -3.16 -92,59 35.60 66.35 109.37 101.56 74.16 80.55 67.99 71.20 58.64 70.20 57.64 48.28 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 4/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •<-— M^ CffuPf 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IV jW Frame Reactions ^ •< m mV RAM Frame v7.2 HAIII DataBase: kellystl iNTERNAtioNAi RnflHino Tode: I TRP 1 Node LdC 18 21 22 25 26 379 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 381 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 382 1 2 3 4 5 Rx 2.41 12.66 -2.10 -12.41 2.35 8.56 13.98 13.01 9.53 17.40 7.47 10.44 0.50 16.09 6.16 -0.81 9.13 13.65 3.71 -3.26 6.68 -6.64 -10.09 -9.44 -7.29 1.13 -8.04 -5.46 -14.63 1.96 -7.22 -13.81. -4.63 3.85 -5.32 -11.91 -2.74 5.58 7.80 7.34 6.04 14.45 Ry -9.00 -47.26 7.83 46.31 -8.78 -31.94 -52.18 -48.56 -35.56 -64.95 -27.86 -38.95 -1.86 -60.06 -22.97 3.02 -34.07 -50.94 -13.85 12.15 -24.94 24.77 37.67 35.24 27.20 -4.22 30.02 20.37 54.61 -7.30 26.94 51.53 17.29 -14.37 19.87 44.46 10.22 -20.83 -29.12 -27.40 -22.55 -53.93 Rz 60.84 51.24 38.68 29.33 41.89 40.53 67.97 62.89 45.62 -56.22 60.65 24.88 141.75 -62.80 54.07 135.18 18.31 -74.38 42.49 123.60 6.73 46.36 64.98 61.12 50.22 130.56 27.18 64.29 -39.09 126.22 22.84 -43.43 59.95 112.97 9.59 -56.67 46.71 54.81 83.21 77.85 60.17 -20.27 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 5/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f\ Rf^B Frame Reactions • IV RAM Frame v7.2 RAM DataBase: kellystl iMTEB^noNAi Building Code: UBC1 Node LdC 6 11 12 13 14 17 18 21 22 25 26 385 1 2 3 4 5 6 11 12 13 14 17 18 21 22 . 25 26 386 1 2 3 4 5 6 Jl 12 13 14 17 18 21 22 25 26 Rx 3.48 7.53 -3.45 13.93 2.96 -3.97 7.01 12.34 1.36 -5.56 5.41 -5.52 -7.70 -7.35 -5,88 4,44 -6.12 -4.81 -15.37 4.98 -5.58 -14.84 -4.27 6.56 -4.00 -13.26 -2.70 5.70 8.38 8.04 6.04 9.18 1.73 9.82 2.37 8.49 1.04 1.68 9.13 6.87 -0.59 0.05 7.50 Ry -12.97 -28.09 12.87 -52.00 -11.04 14.80 -26.16 -46.05 -5.09 20.75 -20.21 20.60 28.75 27.41 21.93 -16.58 22.83 17.96 57.37 -18.58 20.83 55.37 15.95 -24.47 14.94 49.48 10.07 -21.26 -31.28 -29.99 -22.55 -34.27 -6.46 -36.64 -8.83 -31.70 -3.89 -6.26 -34.08 -25.63 2.18 -0.19 -28.00 Rz 68.20 43.22 131.69 -27.05 61.42 124.92 36.45 -42.71 45.76 109.26 20.79 46.96 68.88 66.04 49.80 87.52 12.68 82.40 7.55 81.91 7.06 1.94 76.79 68.49 -6.35 -11.48 63.37 45.93 64.28 61.31 48.88 -48.28 52.31 38.73 139.31 -52.80 47.78 134.78 34.20 -65.92 34.66 121.67 21.09 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - V ! "T- Page 6/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LWA STRUCTURAL ENGINEERS Established1979 By Project Dale .Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com M Z. rp;£<V5'.e- £" f&txfar - !<*& LWA STRUCTURAL ENGINEERS Established 1979 QV Project . Date.. Sheet No.JJL LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 - Fax (858) 573-8998 • LWA@lyonswarren.com *, + •*"?•). (X *f 7- -74- Frame Reactions RAM Frame v7.2 DataBase: kellystl Building Code: UBC1 06/29/04 10:31:17 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 5.00% Reduction At Face of Joint Scale Factor: 1.00 LOAD CASES: D Lp Rfp Nl N2 El E2 DeadLoad PosLiveLoad Po sRo o fLiveLo ad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X__+E_F EQ_UBC97_Y__+E_F USER SPECIFIED LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 Frame #20: Node 366 1.400D 1.400 D + 1.700 Lp + 1.700 Rfp 1.400 D+l.700 Lp 1.400 D +1.700 Rfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250D+1.0N1+1.0E2 1.250 D + 1.000 N2 + 1.000 El 1.250 D- 1.0 Nl- 1.0 E2 1.250D-1.000N2- 1.000 El 0.850 D+1.0 N1+1.0 E2 0.850 D + 1.000 N2 + El 0.850 D- 1.0 Nl- 1.0 E2 0.850 D -1.000 N2 - 1.000 El 1C 1 2 3 4 5 6 11 12 13 14 17 Rx kips -22.28 -33.66 -32.36 -23.58 -46.84 -33.19 -12.53 1.13 -43.88 -30.22 4.09 Ry kips -5.97 -9.02 -8.67 -6.32 -12.55 -8.89 -3.36 0.30 -11.76 -8.10 1.10 Rz kips 68.37 111.84 107.52 72.69 67.17 12.17 132.95 77.95 55.65 0.65 66.44 Mxx kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tzz kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HfjVI Frame Reactions m\ V RAM Frame v7.2 mill DataBase: kellystl IMTERNATONAl RnilHincr PnHp- T TOPI Node LdC 18 21 22 25 26 371 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 383 1 2 3 4 5 6 11 12 13 14 i 17 18 21 22 25 26 388 1 2 3 4 5 Rx -9.56 -37.51 -23.86 10.46 -3.20 31.09 50.96 48.99 33.06 31.40 9.20 56.84 34.65 26.13 3.94 29.38 53,58 17.25 -4.94 20.50 42.70 -34.69 -58.45 -55.90 -37.25 -47.80 -59.22 -15.21 -26.62 -41.57 -52.98 -20.38 -8.97 -31.66 -43.07 -10.47 0.94 35.86 60.79 58.17 38.49 31.73 % -2.56 -10.05 -6.39 2.80 -0.86 8.33 13.65 13.13 8.86 8.41 2.47 15.23 9.28 7.00 1.06 7.87 13,82 4.62 -1.32 5.49 11.44 -9.30 -15.66 -14.98 -9.98 -12.81 -15.87 -4.08 -7.13 -11.14 -14.20 -5.46 -2.40 -8.48 -11.54 -2.81 0.25 9.61 16.29 15.59 10.31 8.50 Rz 121.44 36.12 -18.88 46.90 101.90 50.03 75.88 72.93 52.97 106.41 83.87 20.94 -3.60 99.67 75.13 -10.34 14.20 85.38 60.84 -24.63 -0.09 79.58 134.91 129.09 85.40 67.93 28.10 143.12 103.30 53.37 13.54 88.74 128.56 30.64 -9.19 66.00 105.83 76.94 129.64 123.96 82.61 108.51 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C Pw Page 2/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 51 IV RAM Frame v7.2 RAM DataBase: kellystl INTERNATIONAL RiiilrHnO Pn^p- TTRP1 Node LdC 6 n 12 13 14 17 18 21 22 25 26 392 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 394 I 2 3 4 5 6 11 12 13 14 17 18 21 22 25 , 26 Rx 15,72 61.44 45.43 25.17 9.16 - 38.87 54.87 14.92 -1.09 28.62 44.63 -36.70 -62.65 -59.88 -39.47 -48.03 -61.25 -17.92 -31.13 -41.22 -54.43 -24.31 -11.10 -30.73 -43.94 -13.83 -0.62 37.22 63.52 60.68 40.06 32.20 18.09 62.17 48.06 25.30 11.19 41.16 55.27 14.66 0.56 30.53 44.63 Frame Reactions Ry 4.21 16.46 12.17 6.74 2.45 10.41 14.70 4.00 -0.29 7.67 11.96 -9.83 -16.79 -16.04 -10.58 -12.87 -16.41 -4.80 -8.34 -11.04 -14.58 -6.51 -2.97 -8.23 -11.77 -3.71 -0.16 9.97 17.02 16.26 10.73 8.63 4.85 16.66 12.88 6.78 3.00 11.03 14.81 3.93 0.15 8.18 11.96 Rz 138.14 26.91 56.54 94.68 124.31 42.71 13.08 72.70 102.33 20.73 -8.91 82.64 141.04 134.73 88.95 68.94 33.75 144.47 109.28 53.62 18.43 93.96 129.15 30.01 -5.19 70.34 105.54 81.33 138.87 132.72 87.49 109.05 142.27 33.19 66.41 93.93 127.15 51.30 18.08 70.70 103.92 28.06 -5.16 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Cr&i Page 3/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 m 1 V RAM Frame v7.2 DAM DataBase: keUystl NTW-WCTW Rnilrima r.nHp- TTRf.1 Node LdC 398 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 400 1 2 3 4 5 6 11 32 13 14 17 18 21 22 25 26 404 1 2 3 4 5 6 11 12 13 14 17 Rx -36.95 -63.12 -60.23 -39.84 -47.92 •-61.91 -17.77 -31.76 -41.08 -55.06 -24.91 -10.92 -30.52 -44.51 -14.35 -0.37 37.46 63.99 61.15 40.30 32.29 18.49 62.34 48.54 25.32 11.52 41.57 55.37 14.62 0.82 30.87 44.67 -36.56 -62.26 -59.41 -39.41 -47.46 -61.65 -17.08 -31.26 -40.74 -54.93 -24.55 Frame Reactions Ry -9,90 -16,91 -16.14 -10.68 -12.84 -16.59 -4.76 -8.51 -11.01 -14.75 -6.67 -2.93 -8.18 -11.93 -3.85 -0,10 10.04 17.15 16.39 10.80 8.65 4,95 16.70 13.01 6.78 3.09 11.14 14.84 3.92 0.22 8,27 11.97 -9.80 -16.68 -15.92 -10.56 -12,72 -16.52 -4.58 -8.38 -10.92 -14.72 -6.58 Rz 83.16 142.06 135.76 89.46 69.14 34.56 144.88 110.30 53.67 19.09 94.83 129.41 29.91 -4.67 71.07 105.65 81.92 139.93 133.53 88.32 108.81 143.81 32.84 67.84 93.63 128.63 52.66 17.66 70.22 105.22 29.26 -5.74 83.28 142.89 136.59 89.58 69.28 34.34 145.73 110.79 53.60 18.66 95.11 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 crr;^'V*:1 -1 X-. ' Page 4/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 m \ V RAM Frame v7.2 DAM DataBase: kellystl !WE(WWONAI RinVHna Code- imn Node 406 410 412 t_j LdC 18 21 22 25 26 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 1 2 3 4 5 Rx -10.36 -30.30 -44.48 -14.10 0.09 37.53 64.41 61.57 40.37 32.41 18.40 62.76 48.74 25.34 11.33 41.67 55.69 14.62 0.60 30.95 44.97 -36.42 -62.40 -59.63 -39.18 -47.59 -61.72 -16.97 -31.09 -40.76 -54.89 -24.27 -10.14 -30.36 -44.48 -13.86 0.26 34.46 57.62 55.08 37.00 29.47 Frame Reactions Ry -2.78 -8.12 -11.92 -3.78 0.02 10.06 17.26 16.50 10.82 8.69 4.93 16.82 13.06 6.79 3.03 11.17 14.92 3.92 0.16 8.29 12.05 -9.76 -16.72 -15.98 -10.50 -12.75 -16.54 -4.55 -8.33 -J0.92 -14.71 -6.50 -2.72 -8.13 -11.92 -3.71 0.07 9.23 15.44 14.76 9.91 7.90 Rz 130.05 29.80 -5.13 71.32 106.25 81.09 138.11 131.78 87.42 107.92 143.23 31.39 66.70 93.01 128.32 51.79 16.48 69.85 105.15 28.62 -6.'69 76.69 128.36 122.70 82.35 63.01 32.41 131.60 101.00 49.48 18.87 87.47 118.07 27.56 -3.04 65.56 96.16 80.54 137.89 131.77 86.66 107.96 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 'v..-r£.v Page 5/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5f 1 V RAM Frame v7.2 RJUHI DataBase: keUystl iNTERNwiDWL RnilHjng rwjp- TTRP1 Node LdC 6 II 12 13 14 17 18 21 22 25 26 416 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 418 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 Rx 17.55 56.11 44.19 23.41 11.49 ' 38.12 50.04 13.56 1.64 28.28 40.20 -31.17 -51.43 -49.19 -33.42 -43.10 -60.74 -5.52 -23.16 -37.80 -55.44 -17.86 -0.23 -28.90 -46.53 -8.96 8.68 28.78 50.18 47.88 31.07 26.55 13.24 49.38 36.07 20.93 7.62 30.45 43.76 12.71 -0.60 22.23 35.54 Frame Reactions Ry 4.70 15.03 11.84 6.27 3.08 10.21 13.41 3.63 0.44 7.58 10.77 -8.35 -13.78 -13.18 -8.95 -11.55 -16.27 -1.48 -6.21 -10.13 -14.85 -4.79 -0.06 -7.74 -12.47 -2.40 2.33 7.71 13.45 12.83 8.33 7.11 3.55 13.23 9.67 5.61 2.04 8.16 11.73 3.41 -0.16 5.96 9.52 Rz 143.44 30.52 66.00 92.89 128.38 50.93 15.45 69.88 105.36 27.92 -7.56 64.11 111.45 106.37 69.19 56.39 23.39 115.95 82.94 43.96 10.96 70.51 103.52 25.65 -7.36 52.20 85.20 68.88 113.97 108.97 73.88 98.13 140.73 5.86 48.46 86.34 128.94 36.67 -5.93 66.66 109.26 16.99 -25.61 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C-^ -fcf Page 6/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LWA STRUCTURAL ENGINEERS Established 1979 Project By_£.Date . Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com /A>. INTEtNATONAL Frame Reactions RAM Frame v7.2 DataBase: kelJystl Building Code: UBC1 06/29/04 10:31:17 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 5.00% Reduction At Face of Joint Scale Factor: 1.00 LOAD CASES: D Lp Rip Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODAL_S RAMUSERNODAL_S EQ_UBC97_X_+E_F EQJUBC97_Y_+EJF USER SPECIFIED LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 Frame #40: Node 389 1.400D 1.400 D + 1.700 Lp + 1.700 Rip •1.400D+1.700Lp 1.4000+ 1.700 Rip 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1.250 D + 0.500 Lp + 1.000 N2 +E1 1.250 D + 0.500 Lp - 1.000 El- N2 1.250 D + 0.500 Lp - 1.0 E2 - 1.0 Nl 1.250 D + 1.0 N1+ 1.0 E2 1.250D+1.000 N2 +1.000 El 1.250 D-1.0N1- 1.0 E2 1.250 D- 1.000 N2-1.000 El 0.850 D +1.0 N1+1.0 E2 0.850 D +1.000 N2 +El 0.850 D-1.0NM.OE2 0.850 D- 1.000 N2- 1.000 El 1C 1 2 3 4 5 6 11 12 13 14 17 Rx kips -23.55 -36.05 -34.55 -25.04 -11.24 -40.57 -7.96 -37.29 -8.00 -37.33 -34.06 Ry kips -6.31 -9.66 -9.26 -6.71 -3.01 -10.87 -2.13 -9.99 -2.14 -10.00 -9.13 Rz kips 66.44 108.13 103.91 70.66 24.79 12.77 127.91 115.89 13.78 1.75 104.87 Mxx kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tzz kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 R|n Frame Reactions fiPl • m\V RAM Frame v7.2•fc •••RDM DataBase: kellystl •••MM ,-,.,,. ,-. , TT^^,,IMTEHNffCMM. RlllMlPP * Y\r|p' I IKI 1 Node LdC 18 21 22 25 26 391 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 395 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 397 1 2 3 4 5 Rx -4.72 -1.27 -30.60 -27.33 2.01 30.16 49.16 47.24 32.08 13.44 9.13 54.77 50.46 8.42 4.11 45.44 49.75 -0.20 -4.51 36.82 41.13 -33.91 -56.91 -54.46 -36.36 -43.61 -58.30 -14.34 -29.03 -37.57 -52.26 -22.99 -8.29 -27.88 -42.57 -13.30 1.39 35.96 61.02 58.35 38.63 26.95 Ry -1.27 -0.34 -8.20 -7.32 0.54 8.08 13.17 12.66 8.59 3.60 2.45 14.68 13.52 2.26 1.10 12,17 13.33 -0.05 -1.21 9.87 11.02 -9.09 -15.25 -14.59 -9.74 -11.69 -15.62 -3.84 -7.78 -10.07 -14.00 -6.16 -2.22 -7.47 -11.41 -3.56 0.37 9.64 16.35 15.63 10.35 7.22 Rz 116.90 -5.21 -17.23 85.89 97.91 52.71 80.89 77.55 56.05 29.96 97.48 11.25 78.78 22.65 90.18 71.47 3.94 7.59 75.12 56.41 -11.12 79.68 135.16 129.25 85.59 56.25 29.95 141.49 115.20 41.67 15.37 100.62 126.91 18.90 -7.39 77.85 104.15 75.33 126.46 121.02 80.78 100.30 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 2/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 |Bfcn| Frame Reactions M 1 V RAM Frame v7.2 RAM DataBase: kellystl iNTEfiNATDNAi RiiiMina P.nHp Tmn Node LdC 6 11 12 13 14 17 18 21 22 25 26 401 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 403 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 Rx 16.50 60.88 50.44 20.37 9.92 • 43.85 54.30 10.09 -0.36 33.58 44.02 -36.86 -62.95 -60.11 -39.71 -49.80 -61.77 -17.73 -29.70 -42.97 -54.93 -22.86 -10.90 -32.43 -44.40 -12.33 -0.36 37.32 63.78 60.89 40.21 29.72 18.24 62.26 50.78 22.78 11.31 43.85 55.33 12.12 0.65 33.19 44.67 Ry 4.42 16.31 13.51 5.46 2.66 11.75 14.55 2.70 -0.10 9.00 11.80 -9.88 -16.87 -16.11 -10.64 -13.34 -16.55 -4.75 -7.96 -11.51 -14.72 -6.13 -2.92 -8.69 -11.90 -3.30 -0.10 10.00 17.09 16.31 10.77 7.96 4.89 16.68 13.61 6.11 3.03 11.75 14.82 3.25 0.17 8.89 11.97 Rz 136.01 25.38 61.09 86.86 122.57 47.66 11.94 65.34 101.05 26.13 -9.58 82.81 141.52 135.11 89.22 62.66 33.94 144.70 115.98 47.27 18.55 100.60 129.32 23.61 -5.11 76.94 105.66 81.76 139.62 133.32 88.06 113.75 143.57 32.76 62.57 98.59 128.40 47.40 17.59 75.23 105.04 24.04 -5.77 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 3/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 B,n| Frame Reactions l>f fxo m 1 V RAM Frame v7.2 RAM DataBase: kellystl NTCRNOT3-WL RnilHinP Cnrle- TTRC1 Node LdC 407 1 . 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 409 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 413 1 2 3 4 5 6 11 12 13 14 17 Rx -37.28 -63.80 -60.85 -40.23 -50.78 -62.45 -17.99 -29.65 -43.85 -55.51 -22.72 -11.06 -33.20 -44.86 -12.07 -0.41 37.66 64.56 61.61 40.62 30.50 18.98 62.36 50.84 23.46 11.93 43.80 55.32 12.70 1.17 33.04 44.56 -37.33 -64.08 -61.03 -40.38 -51.28 -63.38 -17.22 -29.32 -44.31 -56.41 -22.35 Ry -9.99 -17.09 -16.30 -10.78 -13.61 -16.73 -4.82 -7.95 -11.75 -14.87 -6.09 -2.96 -8.90 -12.02 -3.23 -0.11 10.09 17.30 16.51 10.88 8.17 5.08 16.71 13.62 6.29 3.20 11.74 14.82 3.40 0.31 8.85 11.94 -10.00 -17.17 -16.35 -10.82 -13.74 -16.98 -4.61 -7.86 -11.87 -15.11 -5.99 Rz 83.58 143.28 136.72 90.14 64.40 35.56 144.95 116.10 48.77 19.93 100.47 129.32 24.89 -3.95 76.59 105.44 82.68 141.48 134.94 89.22 115.91 145.07 33.31 62.47 100.54 129.70 47.09 17.94 76.92 106.08 23.47 -5.68 83.61 143.86 136.81 90.66 66.08 39.48 141.12 114.52 50.43 23.83 98.87 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myyo.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 Page 4/6 06/29/04 10:31:17 Tzz o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00o.oo o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 |R|n Frame Reactions F&1& m 1 V RAM Frame v RAM DataBase: keL MESNATO-W RinMrncr Cc\(\e Node LdC 18 21 22 25 26 415 1 2 3 4 5 6 11 12 13 14 17 18 21 - 22 25 26 419 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 424 1 2 3 4 5 7.2 Lystl :UBC1 Rx -10.25 -33.64 -45.74 -11.69 0.41 37.66 64.82 61.63 40.85 31.26 20.77 60.59 50.10 24.21 13.72 43.05 53.54 13.45 2.96 32.29 42.77 -37.30 -64.36 -61.03 -40.63 -53.32 -67.91 -12.66 -27.25 -46.34 -60.93 -20.27 -5.68 -35.68 -50.28 -9.61 4.98 34.65 58.62 55.50 37.78 36.49 Ry -2.75 -9.01 -12.26 -3.13 0.11 10.09 17.37 16.51 10.94 8.38 5.57 16.23 33.42 6.49 3.68 11.54 14.34 3.60 0.79 8.65 11.46 -10.00 -17.24 -16.35 -10.89 -14.29 -18.20 -3.39 -7.30 -12.42 -16.33 -5.43 -1.52 -9.56 -13.47 -2.58 1.33 9.28 15.71 14.87 10.12 9.78 Rz 125.47 26.54 -0.06 74.98 101.58 82.76 142.09 135.30 89.55 117.02 147.20 31.49 61.68 101.56 131.75 46.23 16.04 77.92 108.10 22.58 -7.61 77.14 130.61 123.66 84.09 77.45 68.22 96.90 87.67 63.77 54.54 73.99 83.22 41.73 32.50 51.95 61.17 82.49 142.21 134.85 89.85 121.80 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.ooo.oo 0.00 0.00 0.00 0.00 0.00 0.00 o.oo o.oo o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00o.oo 0.00 o.oo o.oo 0.00 0.00 Page 5/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RAM INTESNATDNAi RAM Frame v7.2 DataBase: kellystl Buildine Code: UBC1 Node LdC 6 11 12 13 14 17 18 21 22 25 26 Rx 34. 40. 37. 30. 27 ' 31. 33. 20 18. 21. 24. 03 11 65 36 90 52 98 46 00 61 07 Frame Reactions Ry 9.12 10.75 10.09 8.14 7.48 8.44 9.10 5.48 4.82 5.79 6.45 157 20 56 106 142 40 4 82 118 17 -18 Rz .94 .16 .30 .39 ,54 .90 .76 .83 .97 .33 .81 Mxx 0. 0. 0. 0. 0. 0. 0. 0 0. 0. 0. 00 00 00 00 00 00 00 00 00 00 00 Myy 0 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Page 6/6 06/29/04 10:31:17 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INTERNAJOvlM Frame Reactions RAM Frame vl.2 DataBase: kellystl Building Code: UBC1 07/12/04 09:36:42 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base Include Effects: 5.00% Reduction At Face of Joint Scale Factor: 1.00 LOAD CASES: D Lp Rip Nl N2 El E2 DeadLoad PosLiveLoad PosRoofLiveLoad Seismic Y Seismic X Seismic Seismic RAMUSER RAMUSER RAMUSER RAMUSERNODALJS RAMUSERNODAL^S EQ_UBC97_X_+E_F EQ_UBC97_Y__+E_F USER SPECIFIED LOAD COMBINATIONS: 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 Fr^ijie #£: Node 420 1.400D 1.400 D + 1.700 Lp + 1.700 Rip I.400D + 1.700Lp 1.400D+1.70QRfp 1.250 D + 0.500 Lp + 1.0 Nl + 1.0 E2 1. 250 D + 0.500 Lp + 1.000 N2+E1 1.250 D + 0.500 Lp - 1.000 El- N2 1. 250 D + 0.500 Lp - 1.0E2- 1.0 Nl 1.250D + 1.0N1+1.0E2 1.250 D + 1.000 N2 + 1.000 El 1.250D- 1.0 Nl- 1.0 E2 1.250 D - 1.000 N2 - 1.000 El 0.850 D +1.0 N1+T.OE2 0.850 D +1. 000 N2 + El 0.850 D- 1.0 Nl- 1.0 E2 0.850 D- 1.000 N2- 1.000 El LF^-r* 1 2 3 4 5 6 11 12 13 14 17 Rx kips 0.00 0.00 0.00 0.00 -0.00 -0.00 0.00 0.00 -0.00 -0.00 0.00 Ry kips -21.16 -50.81 -47.12 -24.85 -85.29 -25.99 -27.06 32.23 -77.65 -18.36 39.86 Rz kips 134.10 232.60 220.20 146.49 -4.82 146.31 143.80 294.94 -30.15 120.99 269.61 Mxx kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Myy kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tzz kip-ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 HT w Frame Reactions r , .& „ Ml V RAM Frame v7.2 RAM DataBase: kellystl IWERNWO^ RnilHing Pndp- TTRP.1 Node LdC 18 21 22 25 26 422 1 2 3 4 5 6 11 12 13 14 17 18 21 22 25 26 Rx 0.00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.00 0,00 0.00 0.00 -0.00 0.00 0.00 0.00 -0.00 0.00 0.00 Ry -19.43 -71.60 -12.31 45.91 -13.38 15.98 39.99 36.95 19.02 -38.32 20.97 19.90 79.19 -44.48 14.80 73.02 13.73 -49,05 10.24 68.45 9.17 Rz 118.47 -68.46 82.68 231.30 80.16 128.76 221.86 210.23- 140.38 288.81 137.67 140.18 -10.95 264.84 113.70 -34.92 116.22 228,05 76.91 -71.71 79.43 Mxx 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 •Myy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 or y** Page 2/2 07/12/04 09:36:42 Tzz 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LWA STRUCTURAL ENGINEERS Established1979 By Project Date.. Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com 6: O T* -7./.7 tr.Cdil* C .' U " 'A M A f.f LWA STRUCTURAL ENGINEERS Established 1979 BV Project Date . Sheet No. LYONS, WARREN & ASSOCIATES, INC.subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com LWA STRUCTURAL ENGINEERS Established 1979 BV Project Date.Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com £*•if • —."*- t."2-^.t Q /W STRUCTURAL ENGINEERS LYONS, WARREN & ASSOCIATES, INC. Project _4 Established , , „ 1979 By Qfr** Date. Subject . Sheet No. —> Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com IMA STRUCTURAL ENGINEERS Established 1979 Project LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com Q w*^ f <£4A"-"A/w^;c:°" ?:. /.I. LWA STRUCTURAL ENGINEERS Established 1979 Project By &yf Date .Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com .-i. .0,,^. Tj LWA STRUCTURAL ENGINEERS Established 1979 Project _,Date..Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@Iyonswarren.com .. u 7-5,"L- ts LWA STRUCTURAL ENGINEERS Established1979 By Project Date.. Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com 3/4 174 LWA STRUCTURAL ENGINEERS Established 1979 Project . Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com ^..jfe.—...»—i- -T7' -V^ » ^/ t -(_"!"'w» ( •A '\3 '*\/ -• Xv<. LWA STRUCTURAL ENGINEERS Established1979 By Project . Date..Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com ,7^7 STRUCTURAL ENGINEERS LYONS, WARREN & ASSOCIATES, INC. Established 1979 Project . Sheet No. Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com •— - c-f-v•**"•• / ;*fyff <. Qf i~", .!;(_; 'OlA-y;, d UNA STRUCTURAL Established ^/^ ENGINEERS 1979 By fof*—Date Sheet No. LYONS, WARREN & ASSOCIATES, INC. Sub]ect Job N° 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com feWrt " ',;.£.«>,-: i&\. . ' &\u~ H.^. : . : • a, STRUCTURAL ENGINEERS LYONS, WARREN & ASSOCIATES, INC. Established 1979 Project . Date.. Sheet No. Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com • **US^~ -Cg X/M,^Sft-^.ffr'1- r-/ -ty \ f 4% ^> r-^1™^""^"}'' ^1 -i V f *•I 4tf(3* LWA STRUCTURAL ENGINEERS Established1979 Prnprt .Date .Sheet No. /-:-M LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com /Si |£ '(- <*" !5* M - •^/Uik/g^TT-^.^ 7-I tA» VfrA.V' ' !°^' LWA STRUCTURAL ENGINEERS Established 1979 Project Date.. Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 • Fax (858) 573-8998 • LWA@lyonswarren.com , a z II_. :1' LWA STRUCTURAL ENGINEERS Established 1979 Project By_S Date .Sheet No. LYONS, WARREN & ASSOCIATES, INC.Subject Job No. 9455 Ridgehaven Court, Suite 200 • San Diego, California 92123-1649 • Tel. (858) 573-8999 » Fax (858) 573-8998 • LWA@lyonswarren.com 6- 1" £p f*F 6 .[) tow* LJJ CO "i TJtOQ- co £5"3CLEoO en 0)0c 'encLU UVfc DCUJ fe UJ 7.S * PSf fr V LJJ •oCOCL co DQ.Eoo CO -L Q)CD E'DI Z LLJ QCa 15 LJ CO 03g O> OO P "D 2 © o> -D | e C/) I"1"1 m£ °So^Is O §1 IDS 0%0> PORATE CENTER • PALOMAR AIRPORT ROAD SBAD, CALIFORNIA UOHS, TTAREEN tc ASSOCUTEE. INC. S<S M«liMn kul, Slit !M Son ftna » J213-1«9 7S*DlKme |SM) 57J-B991I Foi [flMJ SJ3-6996 Consulting 1" M1N. I ,s © Tim 2-c> y m>oHen 0 Tim ->o _ r1 -J i 1 © Cog O> aS "D £ © C/3 rnm2-o> °o aS "0 5 KELLY CORPORATE GEN PARCEL 4 - PALOMAR AIRPORT ROAD CARLSBAD, CALIFORNI 5T4 £>_j CL tt: CD • J— £ 1^ £ .j CL n f|L O) I o » -a ro ""* H1 (0 - *, F w £ If " IIT •£ oC i— -CCO « Cra (fl 15•••So w >o w c TJ ^ •- 501 S wo'zf °- T3 "O £ IE !S ~' - 00 "• D K> t. *" ^, .9- £ W ^ fl) ^ O •a S *-. c a;at tf) ,o> .> I E w * S (0 T> ^> S ^ , 2 ^ f Q) •£? : H- < < i- ro g _J o^Q _j ^5-9 "o_ttl at 3 O (D .2T5E £ _c 0) _Q. U ee lines of desgin with thra>m ^ T~n1 —• _juEC _, * < t • — > » -^. !=^ -t3 JS^ -~r ^—*• C4 ,1 3^^ ^v d <ri u ^ te fit 1 1 f s V. -m Description /0)m ._?• .8 imjif $ CK "I ll -*, D; "V V- ^ -i Ta ^ 2 3 Q_ - -a •iii i 1 1 .&?$ * S i s tNQ i =? 5 <r 5 s!• §§§ ^!;;:;;.;.:$^ -'-'-'''?•:•£ | 1| ^;^ r-1• .j o . .g Ci it:1 en aJ 1 S iS s jst be negative,j unbraced lengE £ i o r- T) 2 S D] 0) ^ ~ JS eO) 0> > E g g 1 =H1 5'« i_i~ OlO O)IL m n £ <>i « B £*(M1/M2)A2 <smaller and Nro '_« + -" —. .<2i OJ ? 5 iv 0) S =^J ID + Q- K "*"_: 3 " I^ =>O o S to^ (D O cuO)TOD_ Kelly Corporate Center - Carlsbad CA Design of Framing for Stairs in Details 1 thru 6 on S4 . 1 LWA Structural Engineers - by DR1 BEAM MARK SB1 - Typical Interior Stair Stringer DATE: 7 / 12 / 2004 TIME: 3 : 23 pm L *= 11 feet RCL = 0 feet Ixx = 1 in"4 E = 29000 ksi PROGRAM INPUT DATA: SB1 - Typical Interior Stair Stringer East/Bottom 11 0 1.1 i 1 00000000 0000 .292 0 11 000000 0 0 0 0 .0 0 0 0 1 ."?4 = 36 ksi VR (KIPS) 1.61 1.28 0.96 0.64 0.32 -0.00 -0.32 -0.64 -0.96 -1.2B NOTE: NEGATIVE DEFLECTIONS ARE DOWNWARD. X (FT) o.oo 1.10 2.20 3. 3D 4.40 5.50 6.60 7.70 8.80 9. 90 VL ( KI PS ) 0.00 1.28 0.96 0.64 0.32 -0.00 -0.32 -0.64 -0.96 -1.28 ML FT-KIPS) 0.00 1.59 2.83 3.71 4 .24 4 .42 4.24 3.71 2.83 1.59 MR (FT-KIPS) 0.00 1.59 2.83 3.71 4 .24 4.42 4.24 3.71 2.83 1.59 DX (INCHES) 0.00 -1.04 -1. 97 -2.70 -3.16 -3.32 -3.16 -2.70 -1.97 -1.04 RIGHT (East/Bottom END) REACTION = 1.606 KIPS CONNECTION: LEFT REACTION = 1.606 KIPS CONNECTION: MAX. BENDING MOMENT = 4,4165 FOOT-KIPS AT X= 5.5 F£ET with unbraced length Lb = 1 FEET MAX.' SHEAR ~ 1.606 KIPS AT X= 0 FEET MAXIMUM DEFLECTION = -3.316944 INCHES AT X= 5.5 FE£T TO ACHIEVE A MAXIMUM LL DEFLECTION OF (L + RCL)/ 360 THE MINIMUM REQUIRED Ixx = 6.694196 IN"4 BEAM MARK SB1 - Typical Interior Stair Stringer DATE: 7 / 12 / 2004 TIME: 3 : 23 pm FOR AH UNBRACED LENGTH, Lb, = 1 ft. THE OPTIMUM CHANNEL SECTION REQUIRED TO RESIST M = 4.4165 ft-kips IS: MClOxft.5 Ixx = 22.1 INCHES"4 tw = .152 IN. WITH unbraced length Lb = 1 ft. THIS SECTION WILL RESIST 7-956 FT-KIPS *** SEAM SPAN L = 11 ft. RCL = 0 ft. L -i- RCL = 11 ft. Rleft = 1.606 kips Rright (East/Bottom END) =* 1.606 kips ASSUMING: Ixx = 1 in^4 IN THE INPUT DATA FOR THIS BEAM DL + LL DEFLECTION = .150088 in. {L + RCL)/ 240 = .55 LL DEFLECTION = .1110651 in. (L + RCL)/ 360 = .3666667 DL DEFLECTION = 3.902287E-02 in. Required beam mid-span camber = r? /.-! FOR CONNECTION(S) AT ONE/BOTH ENDS OF THIS OPTIMUM SECTION: Assuming 1 column (s) of 2 row(s) of 3/4 in. dia. A325N belt.:: Vblock = 10.66185 kips OK ! > Vdemanc '/bearing = 19.8512 kips OK ! > Vdemand E'iote: '/block and "-/bearing must be greater than '/demand = 1.606 kips Could use: BOLTED AISC BEARING-TYPE FRAMED BEAM CONNECTION having: (2) ANGLES 4x31/2 x 5/16 x 5.5 in. long having (1) column of ( 2 ] rows of 3/4 in. dia. A325M BOLTS OR an ALLrWELDED CONNECTION having: V 3/16 in. fillet weld A = 14.84 kips OK ! > Vdemand V 1/4 in. fillet weld A = 19.3 kips OK ! > Vdemand V 1/4 in. fillet weld B = 14.6 kips OK ! > Vdemand V 5/16 in. fillet weld B - 18.3 kips OK \ > Vdemand Where WELD A is to the SUPPORTED beam web...WELD E is to the SUPPORTING beam. Note: Capacity of welds listed must be greater than Vdemand = 1.606 kips. For bolted and welded connections you must manually check the bearing and shear capacity of the supporting-beam web. FOR AN UNBRACED LENGTH, Lb, =1 ft. THE FOLLOWING'CHANNEL SECTIONS WOULD ALSO BE ADEQUATE: C5x6-7 with Ixx = 7.49 INA4 tw = .19 IN. THIS SECTIOM WILL RESIST 5.4 FT-KIt'S **- dTL = .4428497 dLL = .3277088 dDL = .1151405 in. C6x8-2 with Ixx = 13.1 IN"4 tw = .2 IN. THIS GECTIOiS WILL RESIST 1.664001 FT-KIPS -""v dTL = .2532018 dLL = .1873693 dDL = 6.583247E-02 in. MCI0x8.4 With Ixx = 32 IN"4 tw = .177 IN. THIS SECTION WILL RESIST 11.52 FT-KIPS *+* dTL = .1036545 dLL = 7.670433E-02 dDL = 2.695017E-02 in. MC3x;8.5 with Ixx = 23.3 IH"4 tw = .179 IN. THIS SECTION WILL RESIST L0.494 FT-KIPS '*- dTL = .1423581 dLL = .105345 dDL = 3.701311E-02 in. C5x9 with Ixx = 3.9 I.N'M tw = .325 IN. THIS SECTION WILL RESIST 6,408001 FT-KIPS *''* dTL = .3726904 dLL = .2757909 dDL = 9.589948E-02 in. C7x9.8 with Ixx = 21.3 IN"4 tw = .21 IN. THIS SECTION WILL RESIST 10-944 FT-KIPS **+ dTL = .1557251 dLL = .1152366 dDL = 4.043852E-02 in. CSxlO-5 with Ixx = 15.2 IN"4 tw = .314 IN. THIS SECTIOM WILL RESIST 9.108001 FT-KIPS -"* dTL = .21322 dLL = -1614328 dDL = .0567372 in. MC12xl0.6 with Ixx = 55.4 II-P4 tw = .19 IN. ^ THIS SECTIOM WILL RESIST 16.614 FT-KIPS *" * ">~ dTL = 5.987263E-02 dLL= 4.430575E-02 dDL= 1.556688E-02 in. CSxll-5 with Ixx = 32,6 IN"4 tw = .22 IN. THIS SECTION MILL RESIST 14.652 FT-KIPS *" dTL = .1017458 dLL = .0752926 dDL= 2.645415E-02 in. MC6xl2 with Ixx = 18.7 IN~4 tw = .31 IN. THIS SECTION WILL RESIST 11.232 FT-KIPS '-' dTL = .1773767 dLL = .1312587 dDL = 4.611794E-02 in. C7-x.12.25 with Ixx - 24.2 IMrt4 tw = .314 IM. THIS SECTION WILL RESIST 12.474 FT-KIPS * "• dTL = .1370638 dLL = .1014272 dDL = 3.563659E-02 in. C6xi3 with Ixx = 17.4 Ii-r4 tw = .437 IN. THIS' SECTION WILL RESIST 10.44 FT-KIPS *" dTL = .190629 dLL= -.1410654 dDL= 4.956353E-02 in. C9xl3.4 with Ixx = 47.9 IN~4 tw = .233 IN. THIS SECTION WILL RESIST 19.08 FT-KIPS *-•*• + dTL = 6.924726E-G2 dLL = 5.124297E-02 dDL= 1.800429E-02 in. C8xl3.75 With Ixx = 36.1 IN~4 tw = .303 IN. THIS SECTION WILL RESIST 16.254 FT-KIPS *** dTL = 9.168211E-02 dLL = 6.799276E-02 dDL= 2.388935E-02 in. C7xl4.75 With Ixx = 27.2 IN"4 tw = .419 IN. THIS SECTION WILL RESIST- 14.004 FT-KIPS *** dTL = .1219465 dLL = 9.024039E-02 dDL = 3.170608E-02 in. C9xl5 with Ixx = 51 IN"4 tw = .285 IN. THIS SECTION WILL RESIST 20.34 FT-KIPS *** dTL = 6.503812E-02 dLL = 4.812821E-02 dDL = 1.690991E-02 in. MC6xl5.1 with Ixx = 25 IN"4 tw = .316 IN. THIS SECTION WILL RESIST 14.976 FT-KIPS *** dTL = .1326777 dLL= 9.818154E-02 dDL= 3.449622E-02 in. MC6xl5.3 with Ixx = 25.4 IN"4 tw = .34 IN. THIS SECTION WILL RESIST 15.246 FT-KIPS *** dTL = .1305B83 dLL = 9.663537E-02 dDL = 3.395297E-02 in. C10X15.3 with Ixx = 67.4 IN"4 tw = .24 IN. THIS SECTION WILL RESIST 24.3 FT-KIPS *** dTL = 4.921282E-02 dLL = 3.641748E-02 dDL = 1.279533E-02 in. Authorized user: David R. Littler S.E,. •c* •+• E -g C <DD) .Q 'O — !i am a •£=•c ai -¥< -° •£ •5)a. c J2 £ Q- «. '« . IT _^ ~ ~ < H < < CO -^ oi ri .•K — "D o I (UO)03 JX o e I 1a> <uai £ S J--S ^a> a> I ° S I3 O) -S2 JS S i £ Kelly Corporate Center - Carlsbad CA Design of Framing for Stairs in Details 1 thru 6 on S4.1 LWA Structural Engineers - by DRL BEAM MARK SB2 - Typical Cross Beam at Top of Interior Stair Stringers DATE: 7 / 12 / 2004 TIME: 3 : 23 pm L = 9.33 feet RCL = 0 feet Ixx = 1 in"4 E = 29000 ksi Fy = 36 ksi PROGRAM INPUT DATA: SB2 - Typical Cross Beam-at Top of Interior Stair Stringers North 9.33 0 .933 1 1 3-21 4.67 000000 0000 .272 0 9.33 000000 000000 001 .74 0 0 1 2 3 4 5 6 7 6 9 X (FT) .00 .93 .87 .80 .73 .67 .60 .53 .46 .40 .33 VL j KI PS ) 0. 2. 2. 2, 1. 1, -1. ~2 -2, -2. -2. .00 .62 .36 .11 .86 ,60 .86 .11 .37 .62 .88 VR ( KI PS ) 2 2, 2 2 1. 1. -1. -2 -2 -2 0. .87 .62 .36 .11 .86 .60 .86 .11 .37 .62 .00 ML (FT-KIPS) 0. 2. 4 . 6. 8. 10. 8. 6, 4. 2. 0. .00 .56 .89 .97 .82 .44 .84 .98 .89 .56 .00 MR (FT-KIPS) 0. 2. 4 , 6. 8. 10. 8, 6. 4. 2. 0, .00 .56 .89 .97 .82 ,44 .84 , 98 .89 .56 ,00 DX (INCHES) 0. -1. -2, -3. -4 . -4. -4 , -3, -2. "* J. - 0. .00 . 46 .79 .86 ,58 ,84 .58 .66 .79 .46 .00 NOTE: NEGATIVE DEFLECTIONS ARE DOWNWARD. RIGHT (North END) REACTION = 2.8756 KIPS LEFT REACTION = 2-87216 KIPS MAX. BENDING MOMENT = with unbraced length Lb = MAX. SHEAR = MAXIMUM DEFLECTION = CONNECTION: CONNECTION: 10.43896 FOOT-KIPS AT X= 4.665 FEET 1 FEET -2.8756 KIPS AT X= 9.33 FEET -4.635453 INCHES AT X= 4.655 FEET TO ACHIEVE A MAXIMUM LL DEFLECTION OF (L + RCL)/ 360 THE MINIMUM REQUIRED Ixx = 11.50558 INM BEAM MARK SB2 - Typical Cross Beam at Top of Interior Stair Stringers DATE: 7 / 12 / 2004 TIME: 3 : 23 pm FOR AN UNBRACED LENGTH, Lb, =1 ft. THE OPTIMUM CHANNEL SECTION REQUIRED TO RESIST M = 10.43896 ft-kips IS: MCI0x8.4 Ixx = 32 INCHEST tw -177 IN. WITH unbraced length Lb = 1 ft. THIS SECTION WILL RESIST 11.52 FT-KIPS **+ BEAM SPAN L = 9.33 ft. RCL = 0 ft. L + RCL = 9.33 ft. Rleft = 2.87216 kips Rright (North END) = 2.8756 kips ASSUMING: Ixx = 1 in"4 IN THE INPUT DATA FOR THIS BEAM DL + LL DEFLECTION = .1511019 in. (L + RCL)/ 240 = .4665 LL DEFLECTION = .1118198 in. (L -f RCL)/ 360 = .311 DL DEFLECTION = 3.928805E-02 in. FOR CONNECTION^) AT ONE/BOTH ENDS OF THIS OPTIMUM SECTION: Assuming 1 column(s) of 2 row(s| of 3/4 in. dia. A325M boles: Vblock = 12.41544 k.ips OK ! > Vdemand Ybesrinc = 23.1162 fcips OK ! > '/demand Note: Vblock and Vbear.ing must be greater than Vdemand = 2.8756 kips Could use: BOLTED AISC BEARING-TYPE FRAMED BEAM CONNECTION having: (2) ANGLES 4 x: 3 1/2 x 5/15 x 5.5 in. long having (1) column of [ 2 ) rows of 3/4 in. dia. A325N BOLTS OR an ALL-WELDED CONNECTION having: V 3/16 in- fillet weld A. = 17.28079 kips OK ! > Vdemand V 1/4 in. fillet weld A = 23.05658 kips OK ! > Vdemand V 1/4 in. fillet weld E = 14.6 kips OK ! > Vdemand V 5/16 in, fillet weld E = 18.3 kips OK ! > Vdemand Where WELD A is to the SUPPORTED beam web...WELD B is to the SUPPORTING beam. Moce: Capacity of welds listed must be greater than Vdemand = 2.8756 fcips. For bolted and welded connections you must manually check the bearing and shear capacity of the supporting-beam web. FOR AN UNBRACED LENGTH, Lb, - 1 ft. THE FOLLOWING CHANNEL SECTIONS WOULD A.LSO BE ADEQUATE: C7x9.8 with Ixx = 21-3 IN"4 tw = .21 IN. THIS SECTION WILL RESIST 10.944 FT-KIPS *** dTL = .2270166 dLL - .1679922 dDL = .0590243 in. MC12xl0.6 with Ixx = 55.4 IN'M tw = .19 IN. THIS SECTION WILL RESIST 16.614 FT-KIPS *** dTL = 8-726254E-02 dLL = 6.45890SE-02 dDL = 2.269346E-02 in. 08x11.5 with Ixx = 32.6 INA4 tw - .22 IN. ^ THIS SECTION WILL RESIST 14.652 FT-KIPS *** ^ dTL = .1453268 dLL = .1097618 dDL = 3.856496E-02 in. MC6xl2 with Ixx = 18.7 IWM tw = .31 IN. THIS SECTION WILL RESIST 11.232 FT-KIPS **" dTL = .2585803 dLL = -1913494 dDL = 6.723089E-02 in. C7xl2.25 with Ixx - 24.2 IN'"4 tw = .314 IN. THIS SECTION WILL RESIST 12.474 FT-KIPS *+* dTL = .1998121 dLL = -1478609 dDL = 5.195114E-02 in. C6xl3 with Ixx = 17.4 INA4 tw = .437 IN. THIS SECTION WILL RESIST 10.44 FT-KIPS *** dTL = .2778996 dLL = .2056457 dDL = 7 . 2253S'3E-02 in. C9.X13.4 with Ixx = 47.9 IN"M tw = .233 IN. THIS SECTION WILL RESIST 19.08 FT-KIPS *** dTL = .1009489 dLL= 7.470219E-02 dDL= 2.624671E-02 in. C8xl3.75 with Ixx = 36.1 IN"4 tw = .303 IN. THIS SECTION WILL RESIST 16.254 FT-KIPS ^* dTL = .1339461 dLL = 9.912009E-02 dDL = 3.4S2597E-02 in. C7xl4.75 with Ixx = 27.2 IN"1 4 tw = .419 IK- THIS SECTION WILL RESIST 14.004 FT-KIPS *** dTL = .177774 dLL => -1315523 dDL = 4.622123E-02 in. i,£ * a STU O MC6xl5.1 with Ixx = 25 IN"4 tw = .316 IN. THIS SECTION WILL RESIST 14.976 FT-KIPS *+* dTL = .1934181 dLL= .1-331294 dDL = 5.028871E-02 in. MC6xl5.3 with Ixx = 25.4 IN"4 tw = .34 IN. THIS SECTION WILL RESIST 15.246 FT-KIPS *** dTL = .1903722 dLL = .1408754 dDL = 4.949676E-02 in. CiOxl5.3 with Ixx = 67.4 IN"4 tw = .24 IN. THIS SECTION WILL RESIST 24.3 FT-KIPS *** dTL = 7.174262E-02 dLL= 5.308954E-02 dDL= 1.865308E-02 in. MC6xl6.3 with Ixx = 26 IN"4 tw = .375 IN. THIS SECTION WILL RESIST 15.624 FT-KIPS *** dTL = .1859789 dLL = .1376244 dDL = 4.835453E-02 in. MC7xl7.6 with Ixx = 37.6 IN~4 tw = .375 IN. THIS SECTION WILL RESIST 19.44 FT-KIPS *** dTL = .1286025 dLL= 9.516583E-02 dDL= 3.343664E-02 in. MC6xl8 with Ixx = 29.7 IN"4 tw = .379 IN. .THIS SECTION WILL RESIST 17.838 FT-KIPS *** dTL = .1628098 dLL= .1204793 dDL= 4.233056E-02 in. MC8X18-7 with Ixx = 52.5 IN~4 tw = .353 IN. THIS SECTION WILL RESIST 23.58 FT-KIPS *** dTL = 9.210386E-02 dLL = 6.815685E-02 dDL = .023947 in. C8X18.75 with Ixx = 44 IN"4 tw = .487 IN. THIS SECTION WILL RESIST 19.8 FT-KIPS *** dTL = .1098967 _dLL - 8.132353E-02 dDL = 2.857313E-02 in. Authorized user: David R. Littler S.E- 4- t 3 in "5 to * p M 10>, c E "- -tn £ o T3 d T3 ,- § * £ =5 g §• E-S> £ tn D}' o -w < H- < < w .,-: oi c5 £o -E1 Z 1 JiS tfto Ci I D) a, 0. £ E £S 1 & •Jo ^ ro1 I I CM Is O1i^ O C ^ <0 O•^ ~U c § E ff•s g -s£ = U)= ? !cy .£ £J. ^-i n\ ^ E O)TOD. (D ^ O o 13. Kelly Corporate Center - Carlsbad CA Design of Framing for Stairs in Details 1 thru 6 on S4.1 LWA Structural Engineers - by DRL BEAM MARK SB3 - Typical Exterior Stair Stringer DATE: 7 / 12 / 2004 TIME: 3 : 23 pm L = 15.5 feet RCL = 0 feet Ixx = 1 in"4 E = 29000 ksi Fy = 36 ksi PROGRAM INPUT DATA: SB3 - Typical Exterior Stair Stringer East/Bottom 15.5 0 1.55 1 1 1.27 .5 2.87 4.5 0000 0000 .136 0 4.3 .292 4.3 11.2 000 000000 0 0 1 .74 X VL VR ML MR DX (FT) (KIPS) (KIPS) (FT-KIPS) (FT-KIPS) (INCHES) 0.00 0.00 4.95 0.00 0.00 0.00 1.55 3.47 3.47 6.18 6.18 -7.53 3.10 3.26 3.26 11.39 11.39 ' -14.19 4.65 0.12 0.12 15.84 15.84 -19.22 6.20 -0.33 -0.33 15.68 15.68 -22.07 7.75 -0.78 -0.78 14.82 14.B2 -22.68 9.30 -1.23 -1.23 13.26 13.26 -21.17 10.85 -1.69 -1.69 11.00 11.00 -17.78 12.40 -2.14 -2.14 8.03 8.03 -12.62 13.95 -2.59 -2.59 4/37 4.37 -6.72 NOTE: NEGATIVE DEFLECTIONS ARE DOWNWARD. RIGHT (East/Bottom END) REACTION = 3.044147 KIPS CONNECTION: LEFT REACTION = 4.951053 KIPS CONNECTION: MAX. BENDING MOMENT = 15.84151 FOOT-KIPS AT X= 4.65 FEET' with unbraced length Lb = 1 FEET MAX. SHEAR =• 4.951053 KIPS AT X= 0 FEET MAXIMUM DEFLECTION = -22.6765 INCHES AT X= 7.75 FEET TO ACHIEVE A MAXIMUM LL DEFLECTION OF (L + RCL)/ 360 THE MINIMUM REQUIRED Ixx = 32.4786 IN1"14 BEAM MARK SB3 - Typical Exterior Stair Stringer DATE: 7 / 12 / 2004 TIME: 3 : 23 pm FOR AN UNBRACED^LENGTH, Lb, =1 ft. THE OPTIMUM CHANNEL SECTION REQUIRED TO RESIST M = 15.84151 ft-kips IS: MC12xl0.6 Ixx = 55.4 INCHES"4 tw = .19 IN. WITH unbraced length Lb = 1 ft. THIS SECTION WILL RESIST 16.614 FT-KIPS *** BEAM SPAN L = 15.5 ft. RCL = 0 ft. L + RCL = 15.5 ft. Rleft = 4.951053 kips Rright (East/Bottom END) = 3.044147 kips ASSUMING: Ixx = 1 in"4 IN THE INPUT DATA FOR THIS BEAM DL + LL DEFLECTION = .4093231 in. (L + RCL)/ 240 = .775 LL DEFLECTION = .3028991 in. (L + RCL)/ 360 = .5166667 DL DEFLECTION = .106424 in. Required beam mid-span camber = FOR CONNECTIOH(S) AT ONE/BOTH ENDS OF THIS OPTIMUM SECTION: Assuming 1 column(s) of 2 row(s) of 3/4 in. dia. A325N bolts: Vblock = 13-32731 kips OK ! > Vdemand -/bearing = 24.814 kips OK ! > Vdemand Note: Vblock and Vbearinq must be greater than Vdemand = 4.951053 kips Could use: BOLTED AISC BEARING-TYPE FRAMED BEAM CONNECTION having: (2) ANGLES 4x3 1/2 x 5/16 x 5.5 in. long having (1) column of { 2 } rows of 3/4 in. dia. A325N BOLTS OR an ALL-WELDED-CONNECTION having: V 3/16 in. fillet weld A = 18.55 kips OK ! > Vdemand V 1/4 in. fillet weld A = 24.75 kips OK ! > Vdemand V 1/4 in. fillet weld B = 14.6 kips OK ! > Vdemand V 5/16 in. fillet weld B = 18.3 kips OK ! > Vdemand Where WELD A is to the SUPPORTED beam web...WELD B is to the SUPPORTING beam. Note: Capacity of welds listed must be greater than Vdemand = 4.951053 kips For bolted and welded connections you must manually check the bearing and shear capacity of the supporting-beam web. FOR AN UNBRACED LENGTH, Lb, =1 ft. THE FOLLOWING CHANNEL SECTIONS WOUL0 ALSO BE ADEQUATE: C9X13.4 with Ixx = 47.9 IN"4 tw = .233 IN. THIS SECTION WILL RESIST 19.08 FT-KIPS **+ dTL = .4734133 dLL = .3503259 dDL = .1230875 in. C8xl3.75 with Ixx = 36.1 IN"4 tw = .303 IN. THIS SECTION WILL RESIST 16.254 FT-KIPS *** dTL = .6281579 dLL = .4648368 dDL = .163321 in. C9xl5 with Ixx = 51 IN"4 tw = .285 IN. THIS SECTION WILL RESIST 20.34 FT-KIPS *** dTL = .4446372 dLL = .3290316 dDL = .1156057 in. C10xl5.3 with Ixx = 67.4 IN"4 tw «± .24 IN. THIS SECTION WILL RESIST 24.3 FT-KIPS *** dTL = .3364466 dLL = .2489705 dDL = .0874761 in. MC6X16.3 with Ixx = 26 IN"4 tw = .375 IN. THIS SECTION WILL RESIST 15.624 FT-KIPS **- dTL = .872173 dLL = .645408 dDL = .226765 in. MC7xl7.6 with Ixx = 37.6 IN"4 tw = .375 IN. THIS SECTION WILL RESIST 19.44 FT-KIPS **•* dTL = .60309S4 dLL= .4462928 dDL= .1568056 in. MC6xl8 with Ixx = 29.7 IN"4 . tw = .379 IN. THIS SECTION WILL RESIST 17.838 FT-KIPS *** dTL - .7635185 dLL = .5650036 dDL = .1985148 in. MC8xl8.7 with Ixx = 52.5 IN"4 tw = .353 IN. THIS SECTION WILL RESIST 23.58 FT-KIPS *** dTL = .4319333 dLL = .3196307 dDL= .1123027 in. C8xl8.75 with Ixx = 44 IN"4 tw = .487 IN. THIS SECTION WILL RESIST 19.8 FT-KIPS *** dTL = .515375 dLL = .3813775 dDL = .1339975 in. MC7xl9.1 with Ixx = 43.2 IN"4 tw = .352 IN. THIS SECTION WILL RESIST 22.14 FT-KIPS *** dTL = .5249189 dLL = .38844 dDL = .1364789 in. MC8x20 with Ixx = 54.5 INA4 tw = .4 IN. THIS SECTION WILL RESIST 24.48 FT-KIPS •"* dTL = .4160825 dLL = .3079011 dDL = .1081815 in. 012x20.7 with Ixx = 129 IN~4 tw = .282 IN. THIS SECTION WILL RESIST 35.7 FT-KIPS -*" dTL = .1757858 dLL= .1300823 dDL= 4.570457E-02 in. MC7x22.7 with Ixx = 47.5 IM~4 tw = .503 IN. THIS SECTION WILL RESIST 24.48 FT-KIPS -"' dTL = .4774 dLL = .353276 ciDL = .124124 in. MC9x23.9 with Ixx = 85 IN"'4 tw = .4 IN. THIS SECTIOM WILL RESIST 34.C2 FT-KIPS *"- dTL = .2667823 dLL = .1974189 dDL= 6.936341E-02 in. r 7,G vr it/ JSraO 5Q.C fcro ro O) "(0tu Seam Analysis/CD m.cO, "ffiju Cantilevered ELU XLU IDK < 05 — 1 o: -j 2 •c no JD In E - VIe £to ~<B J( ~ cm £C i-c c r rG £ ffi 6 2 1 e|/ered ends of thThe cantile•*-' tN u> t ( I] . " . ".nust be in feet.in£D)C_cu ? CO' s> E^.£? S SI Y *^Q) ^s ffi O)CD-o 0)£ C i «T "S n for loads is £ads act downvsign conventiositive uniform loI£ WRE «^•^ *-1- ^S rr t^.g_i ri^i° —i "-ft5 J u 4)£ 3O ^rcsc.213t,0_e Ol H. u ee lines of de«gin with thm N 5- ._, 4 • — _iocc _l X .1 /— - c^ 4- cS — fr) 3 £ ce t;^1 (D^ a: ^A ^ ^ ^3Csz CiJ&v ^^?z £i 5 ^ ^st ^?fe4r.m Desctiptionm 01ajt> S .0_i __ » ^> e Mmt^t^_v; <u*T". ^' o *V ~v ^g, Oo: r^i r* %rf ?^r«s.^^^ir Uloi ^ •w_l Qi vD- <^ (O_i <^ (Oa Cs. rv_i CN rJa. <^ _i ^ a !:Si iiP:-..:;;...: .. ;j SH :;:0p: •::«:f;:-S;: |:|i| ill§ spt .^.^> :• -•:; :'O_- ^ to Cs nO Ci m <i <N CMD <^ i r^v cA ^i <^ Q $ *? s si/jilii.'^iil : -••'•: '-:' 3: %;.:-(i::." «£.: :.,-D ;S1^; :™ i:'.'::.(ji ^f ;IK^•••^Si KS- ^Cfc| ••\- ':•::•:• 5.^-;B' :|^:l ••&?& ^0r-1» i -j J3 U O E 5 O i5 u2r0> ^ 5 1 >sf be negative,unbraced lengtxftng M1/M2 mLt the ends of theE ro -Q "cV <D 2 | S E § 0,V ££ -o 2.3 For singis the larger bei, CM Mt/M2)*2 <smaller and M(r> a) + *"— , u> ^ '^i ^i^-^ <u fi •* ^ «^ o-f Q.te e r^ 311 S JS §0 o £ TO O)toD_ .£ q= o ,J *^ ra O O Required beam mid-span camber = FOR CONNECTION(S) AT ONE/BOTH ENDS OF THIS OPTIMUM SECTION: Assuming 2 column(s) of 2 row(s) of 3/4 in. dia. A325N bolus: Vblock-= 11.92444 kips OK ! > Vdemand Vbearing = 22.202 kips OK ! > Vdemand Note: Vblock and Vbearing must be greater than Vdemand = .91363 kips Could use: BOLTED AISC BEARING-TYPE FRAMED BEAM CONNECTION having: (2) ANGLES 4x3 1/2 x 5/16 x 5.5 in. long having (1) column of ( 2 ) rows of 3/4 in. dia. A325N BOLTS OR an ALL-WELDED'CONNECTION having: V 3/16 in. fillet weld A = .16.59737 kips OK ! > Vdemand V 1/4 in. fillet weld A = 22.14474 kips OK ! > Vdemand V 1/4 in. fillet weld B = 14.6 kips V 5/16 in. fillet weld B = 18.3 kips Where WELD A is to the SUPPORTED beam web...WELD E OK ! > Vdemand OK ! > Vdemand is to the SUPPORTING beam. Note: Capacity of welds listed must be greater than Vdemand = .91363 For bolted and welded connections you must manually check the • bearing and shear capacity of the supporting-beam web. kips. FOR AN UNBRACED LENGTH, Lb, = 1 SECTIONS WOULD ALSO BE ADEQUATE: ft. THE FOLLOWING CHANNEL C3x5 with Ixx = 1.85 IN"4 tw = .258 IN. THIS SECTION WILL RESIST 2.232 FT-KIPS *** dTL.= 6.221238E-02 dLL= 4.541504E-02 dDL= 1.679734E-02 C4x5.'4 with Ixx = 3.85 IN"4 tw = ,184 IN. THIS SECTION WILL RESIST 3.474 FT-KIPS *** dTL = ' 2.989426E-02 dLL = 2.182261E-02 dDL = 8.07145E-03 C3x6 with Ixx = 2.07 IN" 4 tw = .356 IN. THIS SECTION WILL RESIST 2.484 FT-KIPS *** dTL = 5.560044E-02 dLL= 4.058832E-02 dDL= 1.501212E-02 in MClGx6,5 with Ixx = 22.1 IN "4 tw = .152 IN. 'THIS SECTION WILL RESIST 7.956 FT-KIPS *** dTL = 5.207824E-03 dLL = 3.801712E-03- dDL= 1.406112E-03 in. C5x6.7 with Ixx = 7.49 IN~4 tw = .19 IN. THIS SECTION WILL RESIST 5.4 FT-KIPS *** dTL = 1.536621E-02 dLL = 1.121733E-02. dDL = 4.148876E-03 in. C4X7.25 . with Ixx = 4.59 IN"4 • tw = .321 IN. THIS SECTION WILL RESIST - 4.122 FT-KIPS *** dTL = 2.507471E-02 dLL.=~ 1'. 830454E-02 dDL= 6.77017E-03 in. C6x8.2 with Ixx = 13.1 INA4 ' tw = .2 IN. THIS SECTION WILL* RESIST •'"7. 884001 FT-KIPS *** dTL = 8.-785717E-03 dLL = 6.413574E-03 dDL = 2 - 372144E-03 in, 'MClOx8.4 with Ixx = 32 IN" 4 tw = .177 IN. THIS SECTION WILL RESIST 11.52 FT-KIPS *** dTL =.. 3.596653E-03 dLL = 2.625557Er03 dDL= 9.710963E-04 in. MC8x6.5 with Ixx'= 23.3 INA4 tw = ,179 IN. "THIS SECTION WILL RESIST. 10.494 FT-KIPS *** dTL = 4.93961E-03 dLL= 3.605915E-03 dDL= 1.333695E-03 in. C5X9 with'Ixx = 8.9 IN"4 tw = .325 IN. THIS SECTION WILL RESIST 6.408001 FT-KIPS **•*• dTL = 1.293179E-02 dLL = 9.440205E-03 dDL = 3.491582E-03 in. C7x9.8 with Ixx = 21.3 IN"4 tw = .21 IN. THIS SECTION WILL RESIST 10.944 FT-KIPS *** dTL = 5.403423E-Q3 dLL= 3.944499E-03 dDL= 1.458924E-03 in, C8xll.5 with Ixx = 32.6 IN"4 tw = .22 IN. THIS SECTION WILL RESIST 14.652 FT-KIPS *•- dTL = 3.530457E-03 dLL = 2.577234E-03 dDL = 9.532234E-04 in. C7xl2.25 with Ixx = 24.2 IN"4 tw = .314 IN. THIS SECTION WILL RESIST 12.474 FT-KIPS '" ctTL = 4.755905E-03 dLL = 3 . 471811E-03 dDL= 1.284094E-03 in. C6xl3 with Ixx = 17.4 IN"4 tw = .437 IM. THIS SECTION WILL RESIST 10.44 ET-KIPS "" dTL = 6.614535E-03 dLL= 4.828611E-03 dDL= 1.785924E-03 'in. C9>:13'. 4 with Ixx = 47.9 IN'M tw = .233 IM. THIS SECTION MILL RESIST 13.08 FT-KIPS "" dTL = 2.402775E-03 ' dLL = 1.754025E-03 dDL= 6.487491E-04 in. Authorized user: David R. Littler S-E. H o E -P - 75 ° € o o Z - ¥=§,£ S= j; = =< h- < <1- ... CO *- £N CO •^ —h- to 0= £ -g1 o; Ci E £ CJ 'S "g S Io iO) ^j m ? 7^ ^ E S « So :-s O 0) £ E S c £ m _o; i_ "° ro ;, Q1 ~ O Q- ^J *j CD C ^c -So ^e s O CD O)EC Q_ FOR CONNECTION(S) AT ONE/BOTH ENDS' OF THIS OPTIMUM SECTION: Assuming 2 column(s) of i row(s} of 3/4 in. dia, A325N belli: Vbloch = 5.90295 kips OK ! > Vdemand Vbesring = 12-0152 hips OK '. > Vdemand Note: Vblock and Vbearing must be greater than Vdemand = 1.37151 kips .Could use: BOLTED AISC BEARING-TYPE FRAMED BEAM CONNECTION having: (2) ANGLES 6x3 1/2 x 5/16 x -2.5 in. long having (1) row of (2) columns of 3/4 in. dia. A325N BOLTS OR an ALL-WELDED CONNECTION having: V 3/16 in. fillet weld A = 8.957895 kips OK ! > Vdemand V 1/4 in. fillet weld A = 12.00842 kips OK ! > Vdemand V 1/4 in. fillet weld B = 7.3 kips OK ! > Vdemand V 5/16 in. fillet weld B = 9.1 kips OK : > Vdemand Where WELD A is to the SUPPORTED beam web...WELD B iff to the SUPPORTING beam. .Mote: Capacity of welds listed must be greater than Vdemand = 1.37151 kips. For bolted and welded connections you mus^ manually check -he ,Viw,, ,„_„.be airing,-,and;4she a r^capa city of, the supporting-beam.web. •FOR'AN UNBRACED LENGTH, Lb, = 1 ft. THE FOLLOWING CHANNEL SECTIONS WOULD ALSO SE ADEQUATE: = i.404371E-02 in. MC8x8.5 ..with Ixx = 23.3 IN"4 . tw = .179 IN. ''THIS, SECT-ION WILL. RESIST 10.494, FT-KIPS; **•*• . • , ., ~d'TL',.= ;'. .Y;4ie267E-G2V dLL = 5. 4 89517E-02'*"' dDL = I.928749E-02 in. ../>;;.,;^TL =• ..19^2086'•• diL =• .143: .>••;•-"',... C7x9.-8" "with-.Jxx':= .''~21\3 INrt4 tw = -.'21-' I'M'! "'"; ' :,:'^'.»^ THIS; SECTION, .WlLLl RESIST-- -10. 944 ' FT^-KIPS '•*-**-- • • '-••- • ^•; '_'•;!•;'.dTL', ==;.'_; 8.11 4 81SE^02 ... "dLL = 6 .,004 S65E4-02 '. dDL = 2.10S553E-02 ;''• ;C6xl'6(. 5' '- with Ixx' =*; 15.2 IN"4 tw'="'. 314 IN. , ; ' ,'•' '"'' ,,".v'(-f..THIS'..SECTION' ^WlLL',RESIST , S'.lOaOOl1 FT-KI PS ..r> * • . ",.' '•"!' •: <.,-." ;,'."i': ^fL1,^''""'. 113714"2 ,:-"dLL =' 3 .'414853E-02'. ' dDL =" . 0255657:>" in." 'MC12X10.6 with Ixk = 55.4 IN"M tw = .19 IN. ,THIS SECTION'WILL RESIST 16.614 FT-KIP3 *** MC6xl2 with' Ixx = 18. 1 IN"4 tw = .31 IN. THIS. SECTION; WILL, RESIST 11.232 FT-KIPS ***• dTL = 9.243081E-02 dLL= .0683988 dDL = 2.403201E-02 1.857019E-02 in'. 07x12.25'' "with.;" Ixx =. 24.2 IN" 4 tw = .314 IN. THIS SECTION, KILL RESIST 12.474 FT-KIPS **•* dTL. = 7.142381E-Q2 , dLL = 5.285362E-02 dDL = .-" ' •,:',' \ ,,' ..•< .'?., ;;•".... . C6xl3 ; with1'' Ixx = ,17.4 IN"4 tw~ .437 IN. THIS' -SECTION' WILL RESIST, . 10. 4 4 ' FT-KIPS *** dTLi- ='', •9.,93'3657E-02 ' dLL=. 7.350906E-02 dDL= .0258275 in. , 09x13.;4'-' :with .Ixx =, - 47.9 IN" 4 - • tw = '.233 IN. . - • .;. THIS .SECTION WILL RESIST' • 19.08 FT-KIPS *** ", dTL "='V 3:608468E-02:" '.dLL = . 2. 670266E-02 - dDL= 9. 382016E-03" in'. ..'.-.C8X13.75 with Ixx" = ". 36:i IN"4'- ' tw.= .'303 IN. .'.THIS SECT ION-1; WILL 'RESIST 16.254 FT-KIPS *** ; . aTL''=" 4:.787967E-02: ;'dLL-= ' 3. 54 3096ET02 ; dDL = 1.244871E-02 in. •THIS'SECTION; WILL' RESIST"•14'.'004, F^KIPS >*•*"'' - -THIS ^SECTION-WILL' RESIST ^20:34.', FT-'KIPS **>., •'dTL •="*'•. '0338913,:.'v dLL =' 2 . 507 95'6E-'02 ''dDL.= '.,652201E-02',,-.',in'. „. 8.811737E-03 in. MC6xl5';l r • with .Ixx',=. 25 IN"4'.' '.tw='.316' IN.1 •- • ' THIS''SECTION-WILL" RESIST ..Vl'4.976 FT-KIPS *** ' ' '• ' dTL^='> 6';913B24E-02':.'-dLL =-''.0511623' • dDL = 1. 797 594E-02' 'Authorized-user :•''David R.-Littler S.E. srn $4, AX.1AU t VIVt UMP AT c?u .421 uv (4) *, II X /, Tpv 4^4 F -- 17 Kelly Corporate Center - Carlsbad CA Design of Framing for Stairs in Details 1 thru 6 on S4.1 LHA Structural Engineers - by DRL BEAM MARK SB4 - Typical Transverse Landing Angles DATE: 7 / 12 / 2004 TIME: ,3 : 23 pm L = 4.33 feet RCL = 0 feet Ixx = 1 in"4 E = 29000 ksi Fy = 36 ksi i PROGRAM INPUT DATA: SB4 -,Typical Transverse'Landing Angles NA 4.33 0 , .433. 1 1"oooooooo^ 0000 .422 .0, 4.33 000000 0 0 0 0 0 0 0 0 1 .73 X (FT) , o.oo. „. 0.-33- 0.87 1.30 1.73 2. IT 2.60 3.03 3.46 3.90 VL ( KI PS ) .. o.oo ' 0.73 0.55 0.37 0.18 0.00 -0.18 -0.37 -0.55 -0.73 VR '[KIPS) • 0.91 0.73 O'.SS' . 0.37 o.ie 0.00 -0.18 ' -0.37 -0.55 -0.73 ML' (FT-KIPS) 0.00 . 0.36 '0.63 0.83 0.95 0.99 0.95 0.83 0.63 . 0.36 MR (FT-KIPS) -. -o.oo 0.36 0.63 0.83 0.95 0.99 0.95 0.83 0.63 0.36 DX (INCHES) . o.oo. -0.04 . -0.07 -0.09 -0.11 -0.12 -0.11 -0.09 -0.07 .-0.04 NOTE: NEGATIVE DEFLECTIONS ARE DOWNWARD. RIGHT (NA END) REACTIOM = .91363 KIPS CONNECTION: . LEFT REACTION = .91363 KIPS . CONNECTION: MAX. .BENDING MOMENT. = ; . , .'9890043' FOOT-KIPS AT. X='.2.165 FEET. 'with unbraced length Lb = 1 FEET MAX. SHEAR = • ' .91363 KIPS AT X= O.FEET • ' MAXIMUM DEFLECTION =-.1150929 INCHES AT X= 2.165 FEET TO ACHIEVE A MAXIMUM LL DEFLECTION OF (L + RCL)/ 360 THE MINIMUM REQUIRED Ixx = .5821096 IN"4 BEAM MARK SB4 - Typical Transverse Landing. Angles- ' DATE: 7 / 12 / 2004' TIME: 3 : 23 pm - - - :- 'FOR. AM UNBRACED. LENGTH,' Lb, =- 1 ft'. THE OPTIMUM CHANNEL SECTION REQUIRED TO RESIST M = .9890043 ft-kips IS: ' • C3x4.1 Ixx = 1.65 INCH£S"4 tw = .17 IN". WITH unbraced length Lb = 1 ft. THIS SECTION WILL RESIST 1.98 FT-KIPS *** ' BEAM'SPAN L =" 4.33* 'ft. RCL = 0 ft." L + RCL = 4.33 ft. Rleft = .91363 kips Rrignt (NA END) = .91363 kips , ASSUMING: Ixx = 1 in"4 IN THE INPUT DATA FOR THIS BEAM DL + LL DEFLECTION = 6.933308E-02 in. (L + RCL)/ 240 = .2165 LL DEFLECTION = 5.061315E-02 in. (L + RCL)/ 360 = .1443333 DL DEFLECTION = 1.871993E-02 in. Required beam mid-span camber = FOR CONNECTION (S) AT ONE/ BOTH ENDS OF THIS OPTIMUM SECTION: Assuming 2 column (s) of 1 row(£ ) of 3/4 in. dia . A325N bolts : Vblocfc = 5.90295 kips OK ! > Vdemand ""bearing = 12.0152 kips OK ! > Vdemand Note: Vblock and Vbearing must be greater than Vdemand = 1.37151 kips Could use: BOLTED AISC BEARING-TYPE FRAMED BEAM CONNECTION having: (2) ANGLES 6x3 1/2 x 5/16 x 2.5 in. long having (1) row of (2) columns of 3/4 in. dia. A325N BOLTS OR an. ALL-WELDED CONNECTION having: V 3/16 in. fillet weld A = S. 957895 kips OK ! > Vdemand V 1/4 in. fillet weld A = 12.00642 kips OK ! > Vdemand V 1/4 in. fillet weld E * 7.3 kips OK ! > Vdemand V 5/16 in. fillet weld & = 9.1 kips OK ! > Vdemand Where WELD A is to the SUPPORTED beam web. . .WELD E is to the SUPPORTING beam. Note: Capacity of welds listed must be greater than Vdemand = 1.37151 kips. For bolted and welded connections you must manually check the bearing and shear capacity of the supporting-beam web. FOR AN UNBRACED LENGTH, Lb, = 1 ft- THE FOLLOWING CHANNEL SECTIONS WOULD ALSO BE ADEQUATE: MC10x6.5 with Ixx = 22.1 IN'4 tw = .152 IN. THIS SECTION WILL RESIST 7.955 FT-KIPS *** dTL = 7.621068E-02 dLL = 5.787591E-02 dDL= 2.033478E-02 in. C5x6.7 with Ixx = 7.49 IN'M tw = .19 IN. THIS SECTION WILL RESIST 5.4 FT-KIPS *** dTL = .2307665 dLL= .1707687 dDL= 5. 999982E-02 in. C4x7.25 with Ixx = 4.59 IN" 4 tw = .321 IN. THIS SECTION WILL RESIST 4.122 FT-KIPS *** dTL = .37657 dLL = .2786618 dDL = 9.790818E-02 in. C6x6.2 with Ixx = 13.1 INA4 tw = .2 IN. THIS SECTION WILL RESIST 7.864001 FT-KIPS *** dTL = .1319432 dLL = 9. 763797E-02 ciDL = 3.430524E-02 ir,. MC10x6.4 With Ixx = 32 IN"4 tw = .177 IN. THIS SECTION WILL RESIST 11.52 FT-KIPS *** dTL = 5.401425E-02 dLL= 3.997055E-02 dDL = 1.404371E-02 in. MC8JC8.5 with Ixx = 23,3 IN~4 tw = .179 IN. THIS SECTION WILL RESIST 10.494 FT-KIPS *** dTL = 7.41B267E-02 dLL = 5.489517E-02 dDL= 1.928749E-02 in. C5x9 with Ixx = 8.9 IN"4 tw =• .325 IN. THIS SECTION WILL RESIST 6.406001 FT-KIPS *** dTL = .1942086 dLL = .1437143 dDL = 5.049422E-02 in. C7x9.6 with Ixx = 21-3 IN^4 tw = .21 IN. THIS SECTION WILL RESIST 10.944 FT-KIPS *** dTL = 8.114618E-02 dLL = 6.004965E-02 dDL = 2.109653E-02 in. C6xl0.5 with Ixx - 15,2 IN"'4 tw = .314 IN. THIS SECTION WILL RESIST 9.108001 FT-KIPS "** dTL = .1137142 dLL = 8.414853E-C2 dDL = .0295657 in. MC12xl0.6 with Ixx = 55.4 IN"4 tw = .19 IN. - --- " .|<- KA /• I*) v. Ill THIS SECTION WILL RESIST 16.614 FT-KIPS *** 73^- ^W * *" '" dTL = 3.119S5"E-02 / cLL = 1.30&766E-02 dDL = S.111661E-C3 in. CSxll-5 with Ixx = 32.6 IN"4 tw = .22 IN. THIS SECTION WILL RESIST 1^.652 FT-KIPS "** dTL = 5.302013E-02 dLL= . '392349 dDL= 1.373523E-02 in. ST Kelly Corporate Center - Carlsbad CA Design of Framing for Stairs in Details 1 thru 6 on S4.1 LWA Structural Engineers - by DRL BEAM MARK SB5 - Beam along Exterior Edge of Stair Landing DATE: 7 / 12 / 2004 TIME: 3 : 23 pro L = 9.33 feet RCL = 0 feet Ixx = 1 in~4 E = 29000 ksi Fy = 36 ksi PROGRAM INPUT DATA: SB5 - Beam along Exterior Edge of Stair Landing North 9.33 0 .933 1 1 00000000 0000 .294 0 9.33 000000 000000 001 .74 0 01 2 3 4 5 6 7 8 9 X (FT) .00 .93 .67 .80 .73 .67 .60 .53 .46 .40 .33 VL ( KI PS ) 0.00 1.10 0.82 0.55 0.27 0.00 -0.27 -0.55 -0.62 -1.10 -1.37 ML ( FT-KIPS ) 0.00 1.15 2.05 2.69 3.07 3.20 3.07 2.69 2.05 • 1.15 0.00 MR (FT-KIPS) 0.00 1.15 2.05 2.69 3.07 3.20 3.07 2.69 2.05 1.15 0.00 VR (KIPS) 1.37 1.10 0.82 0.55 0.27 0.00 -0.27 -0.55 -0.82 -1.10 0.00 NOTE: NEGATIVE DEFLECTIONS ARE DOWNWARD. RIGHT (North END) REACTION = 1.37151 KIPS LEFT REACTION - 1.37151 KIPS MAX. BENDING MOMENT - with unbraced length Lb = MAX. SHEAR -= MAXIMUM DEFLECTION - DX (INCHES) 0.00 -0.54 -1.03 -1.41 -1.65 -1.73 -1.65 -1.41 -1.03 -0.54 0.00 CONNECTION: CONNECTION: 3.199047 FOOT-KIPS AT X= 4.665 FEET 1 FEET 1.37151 KIPS AT X- 0 FEET -1.728456 INCHES AT X= 4.665 FEET TO ACHIEVE A MAXIMUM LL DEFLECTION OF (L + RCL]/ 360 THE MINIMUM REQUIRED Ixx - 4.112725 IN"4 BEAM MARK SB5 - Beam along Exterior Edge of Stair Landing DATE: 7 / 12 / 2004 TIME: 3 : 23 pm FOR AN UNBRACED LENGTH, Lb, = 1 ft. THE OPTIMUM CHANNEL SECTION REQUIRED TO RESIST M - 3.199047 ft-kips IS: Ixx 3.85 INCHESM tw - .184 IN. WITH unbraced length Lb - 1 ft. THIS SECTION WILL RESIST 3.474 FT-KIPS *** BEAM SPAN L - 9.33 ft. RCL - 0 ft. L + RCL = 9.33 .ft. Rleft - 1.37151 kips Rright (North END) = 1.37151 kips ASSUMING: IXX = 1 in"4 IN THE INPUT DATA FOR THIS BEAM DL + LL DEFLECTION = .4489497 in. (L + RCL)/ 240 - .4665 LL DEFLECTION = -332222B in. (L + RCL)/ 360 = .311 DL DEFLECTION = .1167269 in. ft v z y K 4 ^ K . •o£ C.Os3Q.si 5£tx. <uCD »oi .£* °>O CZ HI eo: «V UVE \D& - BIN uvt -r- ELEV,.NO.; / No.1 1 H.R. ELEV. LOBBYrwi 30.3- IN LLJ •OCO D. c,g "ra•-1 CL EoO S-2r- ® CO go> .^x O)O CZ LU t>DC UJ 0> Uid/ 7- V5-H * 7 TfcV tTAVR O)COa. Kelly Corporate Center - Carlsbad CA Design of Main Lobby Stair Framinc Lyons Warren 6 Associates - by DRL BEAM HARK LSB1 - Curved Structural Tube Stringer DATE: 1 / 13 / 2004 TIME: 1 : 59 pm L ^ 15 feet RCL = 0 feet Ixx =•= 1 in~4 E = 29000 ksi Fy = 36 ksi PROGRAM INPUT DATA: LSB1 - Curved Structural Tube Stringer Top 15 0 1.5 1 1 00000000 0000 .44 0 15 000000 000000 0 0 1 .661 X (FT) 0.00 1.50 3.00 4.5Q 6.00 7.5Q 9.00 10.50 12.00 13.50 15.00 VL (KIPS) 0.00 2.64 1.98 1.32 0.66 0.00 -0.66 -1.32 -1.98 -2.64 -3.30 VR (KIPS) 3.30 2.64 1.98 1.32 0.66 0.00 -0.66 -1.32 -1.98 -2.64 0.00 ML (FT -KIPS) 0.00 4.45 7.92 10.39 11.88 12.38 11. B8 10.39 7.92 4.45 0.00 MR (FT-KIPS? 0.00 4.45 7.92 10.39 11.88 12.38 11.88 10.39 7. 92 4.45 0.00 3.3 KIPS NOTE: NEGATIVE DEFLECTIONS ARE DOWNWARD. RIGHT [Top END) REACTION = 3.3 KIPS LEFT REACTION = MAX. BENDING MOMENT = with unbraced length Lb = MAX. SHEAR = MAXIMUM DEFLECTION = CONNECTION: CONNECTION: DX (INCHES) 0.00 -5.43 -10.26 -14.05 -16.46 -17.28 -16.46 -14.05 -10.26 -5.43 0.00 12.375 FOOT-KIPS AT X= 7.5 FEET 1 FEET 3.3 KIPS AT X= 0 FEET -17.28233 INCHES AT X= 7.5 FEET TO ACHIEVE A MAXIMUM LL DEFLECTION OF (L + ROD/ 360 THE MINIMUM REQUIRED Ixx = 23.53953 IN~4 BEAM MARK LSB1 - Curved Structural Tube Stringer DATE; 7 / 13 / 2004 TIME: 1 : 59 pm FOR AN UNBRACED LENGTH, Lb, =1 ft. THE OPTIMUM CHANNEL SECTION REQUIRED TO RESIST M = 12.375 ft-kips IS: MC12X10.6 Ixx = 55.4 INCHEST tw = .19 IN. WITH unbraced length Lb = 1 ft. THIS SECTION WILL RESIST 16.614 FT-KIPS **< BEAM SPAN L = 15 ft. RCL = 0 ft. L + RCL = 15 ft. Rleft = 3.3 kips Rright (Top END) = 3.3 kips ASSUMING: Ixx = 1 in"4 IN THE INPUT DATA FOR THIS BEAM DL + LL DEFLECTION = .3119554 in. [L + RCL)/ 240 = .75 LL DEFLECTION = .2124416 in. (L + RCL)/ 360 = .5 DL DEFLECTION - 9.951376E-02 in. 0 0 p oa- tr = o- 3 ii i iim -» j* -* g f S 3! 3 3" "Q +« 1 8 - » ? F *" f 3 ' 1f 1 5 a* 3 B- £2 I**-*3 » « «MM o 1 * 1* s i *2 § 3- i M " « Z BT 10i s I *f S- * 3 ! 3 °p i * « <5" 5 <S g 5' o_ <0 C "3 = 3n n flf - 2 ffif " * S 5 1: ? " *Il- ia* i s 3 o> c B. Iff fl> & !« a. S: s • 1w 5= P- 9 5 31 1 " s1 1a ^ f C £3: O oV M- •S3 *"A" #.'- •"-' ^•k= l-;: : Ife! M S:M ffi" tt: :;:&, :rj:-" :' - ':' Si;; % *-^4> O g O '* t*Xs ^5 S to ^ G. S "5» c Cj |^::-:: ffe; ft • •;I^i; IS-': •!*:•• .:•.-^i| ;;v^::::: 2 O i- ^ S ^ [3 fc S ^ i~ci) ^ T3& ^ E ^ 7>m l/>f=N.ES.W.(S)i- *\*^1 n P |^> 71 I1* S^ 5"j£ ' r*o1 i _ I3 ?^~ '^ * ^ 1^ S ' Ic- ^Cr^ >JN — \TT > 5^ CN — ^> ^ T3 ^r P S h ;* 71 ff OS V *^~Vw Ul -P- f -f 5» 3 _^" ^X . 4* 1— 3 1 'i< ^ ?gin with thiee lines of dea6 "S n 3 3 I 5a> *•* (D na f2^ c ^ 6qW c5 ^ ,*. a H S* *1^1? s sign conventioisitlve untform lai for loads Isads act downS ° S. s» 5' o> Q. (53 ^J V J •D ? J (J M 7-The cantilesAlf toads miAll lengths rwed ends of ttvrat be entered Jrnust be in feet.llB n - 3Q 3 1*^ srs: *? 1 3iy 5n £3 i— to 3J w >3]enrnXm Cantilevered Si --*HO 1 ?o> > at 5 C. <? I i3 3"•o 5. OQ>5T sa0) w Kelly Corporate Center - Carlsbad CA Design of Main Lobby Stair Framing Lyons Warren & Associates - by DRL BEAM MARK LSB2 - Lower Straight Stair Stringer DATE: 7 / 13 / 2004 TIME: 1 : 59 prn L = 20 feet RCL = 0 feet Ixx = 1 in'4 E = 29000 ksi Fy = 36 ksi PROGRAM INPUT DATA: LSB2 - Lower Straight Stair Stringer Top 20 0 2 1 1 00000000 0000 .44 0 20 0 0 0 0 0 0 000000 001 .68 0 2 4 6 8 10 12 14 16 18 20 X (FT) .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 .00 VL (KIPS) 0.00 3.52 2.64 1.76 0.88 0.00-o.es -1.76 -2.64 -3.52 -4.40 VR (KIPS) 4.40 3.52 2.64 1.76 0.88 0.00 -0.88 -1.76 -2.64 -3.52 0.00 ML (FT-KIPS) 0.00 7.92 14.08 18.48 21.12 22.00 21.12 18.48 14.08 7.92 o.oo MR (FT-KIPS) 0.00 7.92 14.08 18.48 21.12 22.00 21.12 18.48 14.08 7.92 0.00 NOTE: NEGATIVE DEFLECTIONS ARE DOWNWARD. RIGHT (Top END) REACTION = 4.4 KIPS CONNECTION: LEFT REACTION = 4.4 KIPS CONNECTION: MAX. BENDING MOMENT = 22 FOOT-KIPS AT X= 10 FEET with unbraced length Lb = MAX. SHEAR = MAXIMUM DEFLECTION = DX (INCHES) 0.00 -17.15 -32.44 -44.41 -52.02 -54.62 -52.02 -44.41 -32.44 -17.15 0.00 1 FEET 4.4 KIPS AT X= 0 FEET -54.62069 INCHES AT X= 10 FEET TO ACHIEVE A MAXIMUM LL DEFLECTION OF (L + RCL)/ 360 THE MINIMUM REQUIRED Ixx = 55.7131 IN "4 BEAM MARK LSB2 - Lower Straight Stair Stringer DATE: 7 / 13 / 2004 TIME: 1 : 59 pm FOR AN UNBRACED LENGTH, Lb, =1 ft. THE OPTIMUM CHANNEL SECTION REQUIRED TO RESIST M = 22 ft-kips IS: C10xl5.3 IXX = 67.4 INCHES'" 4 tw = .24 IN. WITH unbraced length Lb = 1 ft. THIS SECTION WILL RESIST 24.3 FT-KIPS *** BEAM SPAN L = 20 ft. RCL = 0 f t. I. + RCL = 20 ft. Rleft = 4.4 kips Rright (Top END) = 4.4 kips ASSUMING: Ixx = 1 in^4 IN THE INPUT DATA FOR THIS BEAM DL + LL DEFLECTION = .810396 in. (L + RCL)/ 240 = 1 LL DEFLECTION = .5510693 in. (L + RCL)/ 360 = .6666667 DL DEFLECTION = .2593267 in. Required beam mid-span camber - FOR CONNECTION(S) AT ONE/BOTH ENDS OF THIS OPTIMUM SECTION: Assuming 1 column(s) of 2 row(s) of 3/4 in. dia. A325N bolts: Vblock = 16.8345 kips OK ! > Vdemand Vbearing = 31.344 kips OK ! > Vdemand Note: Vblock and Vbearing must be greater than Vdemand = 4.4 kips Could use: BOLTED AISC BEARING-TYPE FRAMED BEAM CONNECTION having: (2) ANGLES 4 x 3 1/2 x 5/16 x 5.5 in. long having [1) column of ( 2 ) rows of 3/4 in. dia. A325N BOLTS OR an ALL-WELDED CONNECTION having: V 3/16 in. fillet weld A = 23.43158 kips OK ! > Vdemand V 1/4 in. fillet weld A = 31.26316 kips OK ! > Vdemand V 1/4 in. fillet weld B - 14.6 kips OK ! > Vdemand V 5/16 in. fillet weld B = 18.3 kips OK ! > Vdemand Where WELD A is to the SUPPORTED beam web...WELD B is to the SUPPORTING beam. Note: Capacity of welds listed must be greater than Vdemand = 4.4 kips. For bolted and welded connections you must manually check the bearing and shear capacity of the supporting-beam web. FOR AN UNBRACED LENGTH, Lb, = 1 SECTIONS WOULD ALSO BE ADEQUATE: ft. THE FOLLOWING CHANNEL MC8xl8.7 with Ixx = 52.5 IN"4 tw = .353 IN. THIS SECTION WILL RESIST 23.58 FT-KIPS *** dTL = 1.040394 dLL = .707468 dDL = .3329261 MC7xl9.1 with Ixx = 43.2 IN"4 tw = .352 IN. THIS SECTION WILL RESIST 22.14 FT-KIPS *** dTL = 1.264368 dLL = .8597701 dDL = .4045977 in. MC8x20 with Ixx = 54.5 IN~4 tw = .4 IN. THIS SECTION WILL RESIST 24.48 FT-KIPS *** dTL - 1.002214 dLL = .6815059 dDL = .3207086 in. C9x20 with Ixx = 60.9 IN"4 tw = .448 IN. THIS SECTION WILL RESIST 24.3 FT-KIPS *** dTL = .6968914 dLL = .6098862 dDL = .2870053 in. C10x20 with Ixx - 78.9 IN"4 tw = .379 IN. THIS SECTION WILL RESIST 28.44 FT-KIPS *** dTL - .6922774 dLL = .4707487 dDL = .2215288 in, C12x20.7 with Ixx = 129 IN"4 tw = .282 IN. THIS SECTION WILL RESIST 38.7 FT-KIPS *** dTL - .4234162 dLL = .287923 dDL = .1354932 in. MC8x21.4 with Ixx = 61.6 IN" 4 tw = .375 IN. THIS SECTION WILL RESIST 27.72 FT-KIPS *** dTL = .8866995 dLL = .6029557 dDL = .2837438 in. MC10x21.9 with Ixx = 98.5 IN"4 tw = .325 IN. THIS SECTION WILL RESIST 35.46 FT-KIPS *** dTL = .5545248 dLL = .3770768 dDL = .1774479 in. MC7x22.7 with Ixx = 47.5 IN"4 tw = .503 IN. THIS SECTION WILL RESIST 24.48 FT-KIPS *** dTL = 1.149909 dLL = .7819383 dDL = .3679709 MC9x23.9 with Ixx = 85 IN"4 tw = .4 IN. THIS SECTION WILL RESIST 34.02 FT-KIPS *** dTL = .6425964 dLL = .4369655 dDL - .2056306 in MC10x24.9 with Ixx = 110 IN"4 tw = .377 IN. THIS SECTION WILL RESIST 39.6 FT-KIPS *** dTL = .4965517 dLL = .3376552 dDL = .1598966 in, C10x25 with Ixx = 91.2 IN"4 tw = .526 IN. THIS SECTION WILL RESIST 32.76 FT-KIPS *** dTL = .5989111 dLL = .4072596 dDL = .1916516 C12x25 with Ixx = 144 IN" 4 tw = .387 IN. THIS SECTION WILL RESIST 25.79748 FT-KIPS *** dTL = .3793103 dLL = .257931 dDL = .1213793 in. MC10x25.3 with Ixx = 107 IN" 4 tw = .425 IN. THIS SECTION WILL RESIST 38.52 FT-KIPS *** dTL = .5104737 dLL = .3471221 dDL = .1633516 MC9x25.4 with Ixx = 88 IN"4 tw = .45 IN. THIS SECTION WILL RESIST 35.28 FT-KIPS *** dTL = .6206696 dLL = .422069 dDL = .1986207 MC10x28.3 with Ixx = 118 IN"4 tw = .477 IN. THIS SECTION WILL RESIST 42.48 FT-KIPS *** dTL - .4628B72 dLL - .3147633 dDL = .1481239 in, MC10x26.5 with Ixx = 127 IN" 4 tw = .425 IN. THIS SECTION WILL RESIST 45.54001 FT-KIPS *** dTL = .4300842 dLL = .2924573 dDL = .1376269 in. C10x30 with Ixx = 103 IN"4 tw = .673 IN. THIS SECTION WILL RESIST 37.26 FT-KIPS *** dTL = .5302979 dLL = .3606026 dDL = .1696953 in. C12x30 with Ixx = 162 IN"4 tw = .51 IN. THIS SECTION WILL RESIST 48.6 FT-KIPS *** dTL = .3371648 dLL = .229272 dDL = .1078927 in. MC12x30.9 with Ixx = 183 IN"4 tw = .45 IN. THIS SECTION WILL RESIST 55.08 FT-KIPS *** dTL - .2984737 dLL = .2029621 dDL = 9.551159E-02 in. MCI3x31.8 with Ixx = 239 IN"4 tw = .375 IN. THIS SECTION WILL RESIST 66.24 FT-KIPS *** dTL = .2285385 dLL = .1554061 dDL = .0731323 in, MC12x32.9 With Ixx = 191 IN"4 tw = . 5 IN. THIS SECTION WILL RESIST 57.24 FT-KIPS *** dTL = .2859722 dLL = .1944611 dDL = .0915111 in. MC10x33.6 with Ixx = 139 IN"4 tw = .575 IN. THIS SECTION WILL RESIST 50.04001 FT-KIPS *** dTL - .3929546 dLL = .2672091 dDL = .1257455 in. C15x33.9 with Ixx = 315 IN"4 tw = .4 IN. THIS SECTION WILL RESIST 75.6 FT-KIPS *** dTL - .173399 dLL = .1179113 dDL = 5.548769E-02 in. Authorized user: David R. Littler S.E. a: 2 X oI Q. Cct ? — fe i^ *j 2g»5 :- i•<= ey. ^•= 1 iffa i fc s JE K(0 =? £l•<= P So - •* s £Si J m ig = « s LU S •§ % 1iff _ o v _£ 5 = s 5< I- < < I- w i* lii $ , ! -o £J!y>.c IB iO E«£ 1 8.£ 0)o>COQ_ Kelly Corporate Center - Carlsbad CA Design of Main Lobby Stair Framing Lyons Warren & Associates - by DRL BEAM MARK LSB3 - Stair Intermediate Landing Edge Channel DATE: 7 / 13 / 2004 TIME: 1 : 59 pm L = 5.5 feet RCL = 0 feet Ixx = 1 in"4 E = 29000 ksi Fy = 36 ksi PROGRAM INPUT DATA: LSB3 - Stair Intermediate Landing Edge Channel Interior end 5.5 0 .55 1 1 00000000 0000 .34 0 5.5 000000 000000 0 0 1 .63 X (FT) 0.00 0.55 1.10 1.65 2.20 2.75 3.30 3-85 4.40 4.95 VL (KIPS) 0.00 D.-J5 0.56 0.37 0.19 0.00 -0.19 -0.37 -0.56 -0.75 VR (KIPS) 0.94 0.75 0.56 0.37 0.19 0.00 -0-19 -0.37 -0.56 -0-75 ML (FT-KIPS) 0.00 0.46 0.82 1.08 1.23 1.29 1.23 1.08 0.82 0.46 MR (FT-KIPSJ 0.00 0.46 0.82 1.08 1.23 1.29 1.23 1.08 0.82 0.46 DX (INCHES) 0.00 -0.08 -0.14 -0.20 -0.23 -0.24 -0.23 -0.20 -0.14 -0.08 NOTE: NEGATIVE DEFLECTIONS ARE DOWNWARD. RIGHT (Interior end END) REACTION = .935 KIPS CONNECTION: LEFT REACTION = .935 KIPS CONNECTION: MAX. BENDING MOMENT = 1.285625 FOOT-KIPS AT X= 2.75 FEET with unbraced length Lb = 1 FEET MAX. SHEAR = .935 KIPS AT X= 0 FEET MAXIMUM DEFLECTION = -.2413872 INCHES AT X= 2.75 FEET TO ACHIEVE A MAXIMUM LL DEFLECTION OF (L + RCL)/ 360 THE MINIMUM REQUIRED Ixx = .8953271 IN~4 BEAM MARK LSB3 - Stair Intermediate Landing Edge Channel DATE: 7 / 13 / 2004 TIME: 1 : 59 pm FOR AN UNBRACED LENGTH, Lb, = 1 ft. THE OPTIMUM CHANNEL SECTION REQUIRED TO RESIST M = 1.285625 ft-kips IS: C3x4.1 Ixx = 1.66 INCHEST tw = .17 IN. WITH unbraced length Lb = 1 ft. THIS SECTION WILL RESIST 1.98 FT-KIPS *** BEAM SPAN L = 5.5 ft. RCL = 0 ft. L + RCL = 5.5 ft. Rleft = .935 kips Rright (Interior end END) = .935 kips ASSUMING: Ixx = 1 in~4 IN THE INPUT DATA FOR THIS BEAM DL -(- LL DEFLECTION = .145414 in. (L + RCL)/ 240 = .275 LL DEFLECTION = .0988815 in. (L + RCL)/ 360 = .1833333 DL DEFLECTION = 4.653247E-02 in. Required beam mid-span camber = FOR CONNECTION^) AT ONE/BOTH ENDS OF THIS OPTIMUM SECTION: Assuming 2 column[s) of 2 row(s) of 3/4 in. dia. A325N bolts: Vblock = 11.92444 kips OK ! > Vdernand "/bearing = 22.202 kips OK ! > Vdemand Note: Vblock and Vbearing must be greater than Vdemand = .935 kips Could use: BOLTED AISC BEARING-TYPE FRAMED BEAM CONNECTION having: (2) ANGLES 4x3 1/2 x 5/16 x 5.5 in. long having (1) column of ( 2 ) rows of 3/4 in. dia. A325N BOLTS OR an ALL-WELDED'CONNECTION having: V 3/16 in. fillet weld A = 16.59137 kips OK ! > Vdemand V 1/4 in. fillet weld A = 22.14474 kips OK ! > Vdemand V 1/4 in. fillet weld B = 14.6 kips OK ! > Vdemand V 5/16 in. fillet weld B = 18.3 kips OK ! > Vdemand Where WELD A is to the SUPPORTED beam web...WELD B is to the SUPPORTING beam. Note: Capacity of welds listed must be greater than Vdemand = .935 kips. For bolted and welded connections you must manually check the bearing and shear capacity of the supporting-beam web. FOR AN UNBRACED LENGTH, Lb, = 1 SECTIONS WOULD ALSO BE ADEQUATE: ft. THE FOLLOWING CHANNEL C3x5 with Ixx = 1.85 INA4 tw - .258 IN. THIS SECTION WILL RESIST 2.232 FT-KIPS *** dTL - .1304796 dLL - .0887261 dDL = 4.175346E-02 C4x5.4 with Ixx = 3.85 INA4 tw = .184 IN. THIS SECTION WILL RESIST 3.474 FT-KIPS *** dTL = 6.269797E-02 dLL = 4.263463E-02 dDL =2.006335E-02 in. C3x6 with Ixx = 2.07 IN^4 tw = .356 IN. THIS SECTION WILL RESIST 2.484 FT-KIPS *** dTL = .1166122 dLL = 7.929628E-02 dDL = 3.731589E-02 in. MC10x6.5 with Ixx = 22.1 IN"4 tw = .152 IN. THIS SECTION WILL RESIST 7.956 FT-KIPS *** dTL = .0109225 dLL - 7.427298E-03 dDL = 3.495199E-03 in. C5x6.7 with Ixx = 7.49 IN"4 tw = .19 IN. THIS SECTION WILL RESIST 5.4 FT-KIPS *** dTL = 3.222793E-02 dLL - 2.191499E-02 dDL = 1.031294E-02 in. C4x7.25 with Ixx = 4.59 IN" 4 tw = .321 THIS SECTION WILL RESIST 4.122 FT-KIPS *** dTL = .0525896 dLL = 3.576107E-02 dDL = IN. 1.682874E-02 in. C6x8.2 with Ixx = 13.1 IN"4 tw = .2 IN. THIS SECTION WILL RESIST 7.864001 FT-KIPS *** dTL = .0184265 dLL = 1.253002E-02 dDL = 5.89648E-03 in. MC10x8.4 with Ixx = 32 IN~4 tw = .177 IN. THIS SECTION WILL RESIST 11.52 FT-KIPS *** dTL = 7.54335E-03 dLL = 5.12947SE-03 dDL = 2.413B72E-03 in. MC8X8.5 with Ixx = 23.3 IN"4 tw - .179 IN. THIS SECTION WILL RESIST 10.494 FT-KIPS *** dTL = 1.035997E-02 dLL = 7.044776E-03 dDL =3.315189E-03 in. C5x9 with Ixx = 8.9 IN"4 tw = .325 IN. THIS SECTION WILL RESIST 6.408001 FT-KIPS *** dTL = 2.712216E-02 dLL = 1.844307E-02 dDL I.67909E-03 in. C7x9.8 with Ixx = 21.3 IN"4 tw = .21 IN. THIS SECTION WILL RESIST 10.944 FT-KIPS *** dTL = 1.133273E-02 dLL = 7.706258E-03 dDL = 3.626474E-03 in. C6xl0.5 with Ixx = 15.2 IN~4 tw = .314 IN. THIS SECTION WILL RESIST 9.108001 FT-KIPS *** dTL = 1.588074E-02 dLL = .0107969 dDL = 5.081835E-03 in. MC12xl0.6 with Ixx = 55.4 IN"4 tw = .19 IN. THIS SECTION WILL RESIST 16.614 FT-KIPS *** dTL = 4.357169E-03 dLL = 2.962875E-03 dDL= 1.394294E-03 in. 08x11.5 with Ixx = 32.6 IN"4 tw = .22 IN. THIS SECTION WILL RESIST 14.652 FT-KIPS *** dTL = 7.404516E-03 dLL = 5.035071E-03 dDL = 2.3694-35E-03 in. MC6xl2 with Ixx = 18.7 IN"4 tw - .31 IN. THIS SECTION WILL RESIST 11.232 FT-KIPS *** dTL = 1-290841E-02 dLL = 8.777715E-03 dDL = 4.130689E-03 in. C7xl2.25 with Ixx = 24.2 IN"4 tw = .314 IN. THIS SECTION WILL RESIST 12.474 FT-KIPS *** dTL - 9.974677E-03 dLL = 6.78278E-03 dDL - 3.191697E-03 in. C6xl3 With Ixx = 17.4 IN"4 tw = .437 IN. THIS SECTION WILL RESIST 10.44 FT-KIPS *** dTL = 1.387283E-02 dLL = 9.433522E-03 dDL= 4.439305E-03 in. C9xl3.4 with Ixx = 47.9 IN"4 tw = .233 IN. THIS SECTION WILL RESIST 19.08 FT-KIPS *** dTL = 5.039399E-03 dLL = 3.426791E-03 dDL= 1.612607E-03 in. C8xl3.75 with Ixx = 36.1 IN" 4 tw = .303 IN. THIS SECTION WILL RESIST 16.254 FT-KIPS *** dTL = 6.686626E-03 dLL= 4.546905E-03 dDL= 2.13972E-03 in. C7xl4.75 with Ixx = 27.2 IN"4 tw = .419 IN. THIS SECTION WILL RESIST 14.004 FT-KIPS *** dTL = B.874529E-03 dLL= 6.0346BE-03 dDL= 2.839849E-03 in. C9xl5 with Ixx * 51 IN"4 tw = .285 IN. THIS SECTION WILL RESIST 20.34 FT-KIPS *** dTL = 4.733082E-03 dLL = 3.218496E-03 dDL = 1.514586E-03 in. MC6xl5.1 With Ixx = 25 INrt4 tw - .316 IN. THIS SECTION WILL RESIST 14.976 FT-KIPS *** dTL = 9.655468E-03 dLL = 6.565732E-03 dDL= 3.089756E-03 in. MC6X15.3 with Ixx = 25.4 IN^4 tw = .34 IN. THIS SECTION WILL RESIST 15.246 FT-KIPS *** dTL = 9.503433E-03 dLL = 6.462334E-03 dDL = 3.041098E-03 in. C10xl5.3 with Ixx = 67.4 IN'4 tw = .24 IN. THIS SECTION WILL RESIST 24.3 FT-KIPS **• dTL = 3.581412E-03 dLL - 2.43536E-03 dDL = 1.146052E-03 in. Authorized user: David R. Littler S.E. vy X CO "55 i & ~_ -a Tj) O Q) 0 CO O UJ =E S f^i oo ce *;<S S- xT* 8 3 11 ul <K '<* 4 ** *&> S J2 ^ E va>reQ. Z fl Kelly Corporate Center - Carlsbad CA Design of Main Lobby Stair Framinc Lyons Warren & Associates - bv DRL BEAM MARK LSB4 - Stair Upper Exterior-side Straight Stringer DATE: 1 t 13 / 2004 TIME: 1 : 59 pro L = 12.5 feet RCL •= 0 feet Ixx = 1 in~4 E = 29000 ksi Fy = 36 ksi PROGRAM INPUT DATA: LSB4 - Stair Upper Exterior-side Straight Stringer Wall 12.5 0 1.25 1 1 4.4 12 0 0 0 0 0 0 0000 .367 0 12.5 000000 000000 001 .68 0 1 2 3 5 6 7 8 10 11 12 X (FT) .00 .25 .50 .75 .00 .25 .50 .75 .00 .25 .50 VL ( KI PS ) 0.00 2.01 1.55 1.09 0.63 0.18 -0.28 -0.74 -1.20 -1.66 -6.52 VR ( Kl PS ) 2.47 2.01 1.55 1.09 0.63 0.18 -0.28 -0.74 -1.20 -1.66 0.00 ML (FT-KIPS) 0.00 2.80 5.03 6.68 7.76 8.27 8.20 7.56 6.35 4.56 0.00 MR (FT-KIPS) 0.00 2.80 5.03 6.68 7.76 8.27 B.20 7.56 6.35 4.56 0.00 NOTE: NEGATIVE DEFLECTIONS ARE DOWNWARD. RIGHT (Wall END) REACTION = 6.517751 KIPS LEFT REACTION = MAX. BENDING MOMENT = with unbraced length Lb MAX. SHEAR = MAXIMUM DEFLECTION = 2.46975 KIPS DX (INCHES) 0.00 -2.52 -4.78 -6.58 -7.77 -8.23 -7.93 -6.67 -5.11 -2.76 0.00 CONNECTION: CONNECTION: 8.267973 FOOT-KIPS AT X= 6.25 FEET 1 FEET -6.517751 KIPS AT X= 12.5 FEET -8.229136 INCHES AT X= 6.25 FEET TO ACHIEVE A MAXIMUM LL DEFLECTION OF (L + RCL)/ 360 THE MINIMUM REQUIRED Ixx * 13.42995 IN"4 BEAM MARK LSB4 - Stair Upper Exterior-side Straight Stringer DATE: 7 / 13 / 2004 TIME; 1 : 59 pm FOR AN UNBRACED LENGTH, Lb, = 1 ft. THE OPTIMUM CHANNEL SECTION REQUIRED TO RESIST M - 8.267973 ft-kips IS: MC10X8.4 Ixx = 32 INCHES"4 tw = .177 IN. WITH unbraced length Lb * i ft. THIS SECTION WILL RESIST 11.52 FT-KIPS *** BEAM SPAN L = 12.5 ft. RCL * 0 ft. L + RCL = 12.5 ft. Rleft = 2.46975 kips Rright (Wall END) = 6.517751 kips ASSUMING: Ixx = 1 in"4 IN THE INPUT DATA FOR THIS BEAM DL + LL DEFLECTION = .2571605 in. (L + RCL)/ 240 = .625 LL DEFLECTION = .1748691 in. (L + RCL)/ 360 = .4166667 DL DEFLECTION = 8.229135E-02 in. Required beam mid-soan camber = FOR CONNECTION(S) AT ONE/BOTH ENDS OF THIS OPTIMUM SECTION: Assuming 1 columnfs) of 2 row(s) of 3/4 in. dia. A325N bolts: Vblock = 12.41544 kips OK ! > Vdemand '•/bearing = 23.1162 kips OK ! > Vdemand Note: Vblock and vbearing must be greater than Vdemand = 6.517751 kips Could use: BOLTED AISC BEARING-TYPE FRAMED BEAM CONNECTION having: (2) ANGLES 4 x 3 1/2 x 5/16 x 5.5 in. long having [l] column of ( 2 ) rows of 3/4 in. dia. A325N BOLTS OR an ALL-WELDED CONNECTION having: V 3/16 in. fillet weld A = 17,28079 kips OK ! > Vdemand V 1/4 in. fillet weld A = 23.05658 kips OK ! > Vdemand V 1/4 in. fillet weld B = 14.6 kips OK ! > Vdemand V 5/16 in. fillet weld B = 18.3 kips OK ! > Vdemand Where WELD A is to the SUPPORTED beam web...WELD B is to the SUPPORTING beam. Note: Capacity of welds listed must be greater than Vdemand = 6.517751 kips, For bolted and welded connections you must manually check the bearing and shear capacity of the supporting-beam web. FOR AN UNBRACED LENGTH, Lb, = 1 ft. THE FOLLOWING CHANNEL SECTIONS WOULD ALSO BE ADEQUATE: MC8x8.5 with Ixx - 23.3 IN"4 tw = .179 IN. THIS SECTION WILL RESIST 10.494 FT-KIPS *** dTL = .3531818 dLL = .2401636 dDL = .1130182 in. C7x9.8 with Ixx = 21.3 INA4 tw = .21 IN. THIS SECTION WILL RESIST 10.944 FT-KIPS *** dTL = .3863444 dLL = .2627142 dDL = .1236302 in. C6xl0.5 with Ixx - 15.2 IN"4 tw = .314 IN. THIS SECTION WILL RESIST 9.108001 FT-KIPS *** dTL = .5413905 dLL = .3681456 dDL = .173245 in. MC12xl0.6 with Ixx = 55.4 IN~4 tw = .19 IN. THIS SECTION WILL RESIST 16.614 FT-KIPS *** dTL = .1465403 dLL = .1010074 dDL = 4.753291E-02 in. 08x11.5 with Ixx =• 32.6 IN~4 tw - .22 IN. THIS SECTION WILL, RESIST 14.652 FT-KIPS *** dTL = .2524275 dLL = ,1716507 dDL = 8.077679E-02 in. MC6xl2 with Ixx = 18.7 IN"4 tw = .31 IN. THIS SECTION WILL RESIST 11.232 FT-KIPS *** dTL = .4400607 dLL= .2992413 dDL= .1408194 in. C7X12.25 with Ixx - 24.2 IN"4 tw - .314 IN. THIS SECTION WILL RESIST 12.474 FT-KIPS *** dTL = .3400469 dLL = .2312319 dDL = .108815 in. C6xl3 with Ixx = 17.4 IN~4 tw = .437 IN. THIS SECTION WILL RESIST 10.44 FT-KIPS *** dTL = .4729388 dLL = .3215984 dDL = .1513404 in. C9xl3.4 with Ixx = 47.9 IN"4 tw - .233 IN. THIS SECTION WILL RESIST 19.08 FT-KIPS *** dTL = .1717982 dLL = .1169228 dDL = 5.497543E-02 in. C8xl3.75 with Ixx = 36.1 IN"4 tw - .303 IN. THIS SECTION WILL RESIST 16.254 FT-KIPS *** dTL = .2279539 dLL= .1550066 dDL = 7.294525E-02 in. C7xl4.75 with Ixx = 27.2 IN~4 tw = .419 IN. THIS SECTION WILL RESIST 14.004 FT-KIPS *** dTL = .3025417 dLL = .2057284 dDL = 9.681335E-02 in. C9xl5 with Ixx = 51 IN"4 tw - .285 IN. THIS SECTION WILL RESIST 20.34 FT-KIPS *** dTL = .1613556 dLL - .1097218 dDL = 5.163379E-02 in. MC6xl5.1 with Ixx = 25 IN"4 tw = .316 IN. THIS SECTION WILL RESIST 14.976 FT-KIPS *** dTL = .3291654 dLL = .2238325 dDL = .1053329 in. MC6xl5.3 with Ixx = 25.4 IN"4 tw = .34 IN. THIS SECTION WILL RESIST 15.246 FT-KIPS *** dTL = .3239817 dLL - .2203076 dDL = .1036742 in. C10X15.3 with Ixx = 67.4 IN"4 tw = .24 IN. THIS SECTION WILL RESIST 24.3 FT-KIPS *** dTL = .122094 dLL = 8.302391E-02 dDL= 3.907Q08E-02 in. MC6xl6.3 with Ixx = 26 IN"4 tw = .375 IN. THIS SECTION WILL RESIST 15.624 FT-KIPS *** dTL = .3165052 dLL = .2152235 dDL = .1012817 in. MC7xl7.6 with Ixx = 37.6 IN"4 tw = .375 IN. THIS SECTION WILL RESIST 19.44 ET-KIPS *** dTL = .21886 dLL = .1488248 dDL = .0700352 in. MC6xl8 with Ixx = 29.7 IN"4 tw = .379 IN. THIS SECTION WILL RESIST 17.838 FT-KIPS *** dTL = .2770753 dLL= .1664112 dDL = 8.866409E-02 in. MC8xl8.7 with Ixx = 52.5 IN"4 tw = .353 IN. THIS SECTION WILL RESIST 23.58 FT-KIPS *** dTL = .1567454 dLL = .1065869 dDL = 5.015854E-02 in. C8xl8.75 with Ixx = 44 IN"4 tw = .487 IN. THIS SECTION WILL RESIST 19.8 FT-KIPS *** dTL = .1670258 dLL - .1271776 dDL = 5.984826E-02 in. MC7xl9.1 with Ixx = 43.2 IN"4 tw = .352 IN. THIS SECTION WILL RESIST 22.14 FT-KIPS *** dTL = .1904892 dLL = .1295327 dDL = 6.095656E-02 in. MC8x20 with Ixx = 54.5 IN'4 tw = .4 IN. THIS SECTION WILL RESIST 24.48 FT-KIPS *** dTL = .1509933 dLL = .1026755 dDL = 4.831786E-02 in. C9x20 with Ixx = 60.9 IN"4 tw = .448 IN. THIS SECTION WILL RESIST 24.3 FT-KIPS *** dTL = .1351254 dLL = 9.188525E-02 dDL = 4.324012E-02 in. C10X20 with Ixx = 78.9 IN"4 tw = .379 IN. THIS SECTION WILL RESIST 26.44 FT-KIPS *** dTL = .1042983 dLL = 7.092284E-02 dDL= 3.337545E-02 in. Authorized user: David R. Littler S.E. *• •4- CD £ tS * o or V & I O O a>CD(D Q- S g F 5•a — * I= 1 t I3 ? I Is 1w fcs |**• i«« £N JS Kelly Corporate Center - Carlsbad CA Design of Main Lobby Stair Framing Lyons Warren i Associates - by DRL BEAM MARK LSB5 - Stair Landing Support Angles DATE: 7 / 13 / 2004 TIME: 1 : 59 pm L - 5.33 feet RCL = 0 feet Ixx = 1 in"4 PROGRAM INPUT DATA: LSB5 - Stair Landing Support Angles NA 5.33 0 .533 1 1 00000000 0000 .22 0 5.33 000000 000000 0 0 1 .76 E = 29000 ksi 36 ksi X (FT) 0.00 0.53 1.07 1.60 2.13 2.67 3.20 3.73 4.26 4.80 5.33 VL (KIPS) 0. 0. 0. 0. 0. 0. -0. -0. -0. -0. -0. 00 47 35 23 12 00 12 23 35 47 59 VR (KIPS) 0.59 0. 47 0.35 0.23 0.12 0.00 -0.12 -0.23 -0.35 -0.47 0.00 ML (FT-KIPS) 0.00 0.28 0.50 0.66 0.75 0.78 0.75 0.66 0.50 0.28 0.00 MR (FT-KIPS) 0.00 0.28 0.50 0.66 0.75 0.78 0.75 0.66 0.50 0.28 0.00 .5863 KIPS NOTE: NEGATIVE DEFLECTIONS ARE DOWNWARD. RIGHT (NA END) REACTION = .5863 KIPS LEFT REACTION = MAX. BENDING MOMENT = with unbraced length Lb = MAX. SHEAR = MAXIMUM DEFLECTION = CONNECTION: CONNECTION: DX (INCHES) 0.00 -0.04 -0.08 -0.11 -0.13 -0.14 -0.13 -0.11 -o.oe -0.04 0.00 .7812448 FOOT-KIPS AT X= 2.665 FEET 1 FEET .5863 KIPS AT X= 0 FEET -.1377577 INCHES AT X= 2.665 FEET TO ACHIEVE A MAXIMUM LL DEFLECTION OF (L + RCL)/ 360 THE MINIMUM REQUIRED Ixx = .5892826 IN"4 BEAM MARK LSB5 - Stair Landing Support Angles DATE: 7 / 13 / 2004 TIME: 1 : 59 pm FOR AN UNBRACED LENGTH, Lb, = 1 ft. THE OPTIMUM CHANNEL SECTION REQUIRED TO RESIST M = .7812448 ft-kips IS: C3x4.Ixx = 1.66 INCHES"4 tw = .17 IN. WITH unbraced length Lb = BEAM SPAN L = Rleft = .5863 1 ft. THIS SECTION WILL RESIST 5.33 ft. RCL = 0 ft. L + kips Rright (NA END) = .5863 1.98 FT-KIPS *** RCL = 5.33 ft. kips ASSUMING: Ixx = 1 in"4 IN THE INPUT DATA FOR THIS BEAM DL + LL DEFLECTION = 8.298659E-02 in. LL DEFLECTION = 6.306981E-02 in. DL DEFLECTION = 1.991678E-02 in. (L + RCL)/ 240 = .2665 (L + RCL)/ 360 = .1776667 ff * 14 M " T * -V/"- IN. Wi-5 l.\z.t>4 . 1 v lu 4,1 IN*HutT ir •5-2,1 * </v*, 15-1 , ss V IN