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HomeMy WebLinkAbout1525 FARADAY AVE; STRUCT; CB010190; PermitSTRUCTURAL CALCS FOR CB010190 1525 FARADAY AVE • f I : / STRUCTURAL CALCULATIONS EMERALD LAKE CORPORATE CENTER Prepared for: Nadel Architects 5465 Morehouse Drive, Suite 165 San Diego, CA 92121 Prepared by: HOPE ENGINEERING 1301 Third Avenue, Suite 300 San Diego, CA 92101 619/232-4673 January 18, 2001 Project #200124.00 • • • STRUCTURAL CALCULATIONS EMERALD LAKE CORPORA TE CENTER Prepared for: Nadel Architects 5465 Morehouse Drive, Suite 165 San Diego, CA92121 Prepared by: Hope Engineering 1301 Third Avenue, Suite 300 San Diego, CA 92101 1/15/01 HE Project# 200124.00 1.-{fJ/ o\ f--A~ c,\tu. /l{~~01,r11-pl(l HOPE Engineering 2/8/01 STRUCTURAL CALCULATION INDEX • Project: Emerald Lake #200124.00 Designer: WAL Description Page Number Gravity Analysis Design Criteria G1 Roof Framing B2 to B32 Third Floor Framing B33 to B109 Second Floor Framing B110 to B120 Gravity Beam Design Summary B121 to B130 Gravity Beam Connections B131 to B144 Columns and Baseplates C2 to C7 Foundations -Spread Footings F2 to F11 Lateral Analysis Model -30 Views L3 to L6 Criteria, Mass, and Exposure Data L7 • Frame Model Data L8 to L25 Loads & Applied Forces L26 to L32b Diaphragm, Chords & Drag Design L33 to L44a UBC Redundancy Factors Summary L45 to L47 Center of Rigidity & Mass L48 Frame Story Shears L49 to L56d Frame Reaction Envelope L57 to L61 Drift L62 to L64 Frame Member Code Check L65 to L82 RBS Connection Check L83 to L92 Frame Stiffened Base Plate Design L93 to L98 Lateral Foundation Design L99 to L104 • Serpentine Wall Design L105 to L145 Miscellaneous Stairs M1 to M9 Emerald Lake Loads • Roof Gravity Constr. Seismic Roofing 6.0 6.0 psf Insulation 1.5 1.5 1 ½" 18 ga. Metal Deck (Type HSB) 2.9 2.9 Steel Beams & Columns 6.0 6.0 Mech./Elect./Plumb. 4.0 4.0 Ceiling 3.0 3.0 Partition 0.0 5.0 Sprinker / Misc. 1.6 1.6 DL= 25.0 0.0 30.0 psf LL= 20.0 psf (reducible) Floor Gravity Constr. Seismic Finish 1.2 1.2 1.2 psf 2½" Lt. Wt. Concrete Fill 36.7 36.7 36.7 3" 20 ga. Metal Deck (Type W3) 2.1 2.1 2.1 Steel Beams & Columns 10.0 10.0 10.0 Mech./Elect./Plumb. 5.0 5.0 Ceiling 3.0 3.0 Partition 20.0 10.0 Sprinkler/ Misc. 2.0 2.0 DL= 80.0 50.0 70.0 psf LL= 80.0 psf (reducible) • Curtain Wall DL= 300 plf • Page 1 1/9/01, 10:41 am • • • HOPE Engineering Framin~ Desi~n Criteria The entire building has been modeled on 'Ramsteel' by Ram Analysis. All of the beams and columns have been located in accordance with the framing plan. The deck spans and types have been specified for each level of the building. The dead and live loads have been placed on the plan as a uniform surface load. Live loads are reduced per UBC criteria. Various concentrated loads for specific mechanical equipment have been included. Typical joists and girders, as well as individual members have been located ( circled) on the 'beam numbers' page of the calculations. Their designs have been printed. The member sizes shown on the output reflect the member sizes shown on the framing plans . A summary of the entire building's framing design follows the specific member design output. Roof framing members are non-composite, except in the location of the mechanical areas. An analysis of our typical single shear plate connection follows the framing design. The capacity of all beam sizes have been determined and compared against actual beam shears. A plan with each member's beam shear has been provided for easy checking . B\ .Map • • HCFE RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 12/28/00 15:25:18 Floor Type: Roof -1..oA-o."'~ Di~u-MM Ir , -------·-..... : ,' T ' -==: ·--=-· ---:= _ _,_ 2._. --" ,, -, --~·'"' 1-1 --c= --,, --,---' +-: -I --=-~ -_~-7 ::: E. --, 3. /.;c ~ -:/2 -_;:__, .. ~~· -t!=:=----;-;;--L.:1-~ ..._ = " --ii... ,-CJ _c = ----~ s/ ' ' =-; 4(~ -• ----,,, !~ __ ~ -, __ • • cl -~ --~ -~ " """"-. -----·--~ -= -.JI -.,. ---, ,_ --= -->-----:~'= ~= -~ -= _.:::,. 5 -· -~ --"-----~, ,_ ----~ L- -,===== -----o/ < = -. - ,~ -a= ~-t:::::= ---+I +-' ~· ~ '~ -! : I === C -: ~ --="ij JJ;, :c '" _u--.:: :,~ ---~ . ~---~ ~ B \JJ ~ • Fl.Map • I-K)llE RAM Steel v7.0 Page 2/2 HOPE Engineering DataBase: Emerald 1 12/28/00 15:25: 18 Building Code: UBC 1 Surface Loads Label DL CDL LL Reduction MassDL psf psf psf Type psf Roof 25.0 0.0 20.0 Roof 30.0 Line Loads Label DL CDL LL Reduction MassDL k/ft k/ft k/ft Type k/ft Ll Curtain Wall 0.300 0.000 0.000 Reducible 0.300 l,o I\ 01N Is £) 1 p. C;sMl"I Le (rO"JO ~ ~ • HCFE RAM Steel v7.0 HOPE Engineering DataBase: Emerald I Building Code: UBC I Floor Type: Roof -@£An S,-z.es 1A I A.9 'i . Bi5B.7 ·: C Ii.I: ·. i',i:, • .. §I ,·,n1,e2, ~ 2 3 4 5 .w.16x2ll. ~ ~ .. W16x26 ~ W18X40 c=3t4• ~ W16x26 I ~ , W16x4Q I I I I I .w.16x2ll. ~ .w.16x2ll. ~ .w.16x2ll. .w.16.x.26. ~ .w.16.x.26. ~ .w.16.x.26. I WJBx4Q .w.1Jix26. ~ .w.16x2ll. ~ W16x26 ± W18x4Q ~ ~ F.Map D .w.Hx22. ~ .w.Hx22. .w.Hx22. .w.Hx22. .w.Hx22. U I w1ax35 l:j WJ6x26 ' ~ w1a,,40 ~I w1ax40c-1· 7 7 I -ou•>ro< B • 12/28/00 15:25:18 Cf) -f- • HCFE RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Roof -~N1 NJMBat-$ 1 A ' i A.9 1 B1-5B. @l' . .., .., 2~-------I---~----, 3~5 9 @ I 5] 91~ 4~, I 9 I ~ @ 5~ ~ I -1 I ~ ~ 5l! ~ ,.,., I ~ B ·. .Map • 01/09/01 11:07:49 D 0 67 ~~ ::-.... m • • • HCFE Floor Type: Roof Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Beam Number= 3 J-End (-0.00,160.71) 01/09/01 11:07:49 Steel Code: ASD 9th Ed . SPAN INFORMATION (ft): I-End (-0.00,132.21) Beam Size (User Selected) = W24X62 Fy = 50.0 ksi Total Beam Length (ft) = 28.51 POINT LOADS (kips): Dist DL RedLL 9.50 4.14 0.00 19.00 4.03 0.00 LINE LOADS (k/ft): Load Dist 1 0.00 2 28.51 0.00 28.51 DL 0.300 0.300 0.025 0.025 Red% NonRLL StorLL Red% 0.0 0.0 0.0 0.00 0.00 0.0 0.00 0.00 LL 0.000 0.000 0.020 0.020 Red% 0.0% 20.0% Type Red Roof RoofLL 3.31 3.22 SHEAR: Max V (DL+LL) = 11.59 kips fv = 1.14 ksi Fv = 20.00 ksi MOMENTS: Red% 20.0 20.0 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max+ 98.3 14.1 0.0 1.00 9.00 33.00 Controlling 98.3 14.1 0.0 1.00 9.00 33.00 REACTIONS (kips): Left Right DL reaction 8.73 8.70 Max +LL reaction 2.85 2.83 Max +total reaction 11.59 11.53 DEFLECTIONS: Dead load (in) at 14.25 ft = -0.236 LID = 1446 Live load (in) at 14.25 ft = -0.088 LID = 3892 Net Total load (in) at 14.25 ft = -0.324 LID = 1055 Compr Flange fb Fb 9.00 33.00 • • • Gravity Beam Desi2"n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl 01/09/0111:07:49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 6 SPAN INFORMATION (ft): I-End (-0.00,82.21) J-End (35.78,82.21) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 35.78 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% 4.00 0.00 LINE LOADS (k/ft): Load Dist 1 0.00 35.78 DL 0.250 0.250 LL 0.200 0.200 Red% 20.0% SHEAR: Max V (DL+LL) = 7.34 kips fv = 1.96 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max+ 65.6 17.9 0.0 Controlling 65.6 17.9 0.0 REACTIONS (kips): Type Roof Fv = 17.90 ksi Cb Tension Flange tb Fb 1.00 20.51 33.00 1.00 20.51 33.00 Left Right DL reaction 4.47 4.47 Max +LL reaction 2.86 2.86 Max +total reaction 7.34 7.34 DEFLECTIONS: Dead load (in) at 17.89 ft = -1.056 LID = 406 Live load (in) at 17.89 ft = -0.676 LID = 635 Net Total load (in) at 17.89 ft = -1.733 LID = 248 Compr Flange tb Fb 20.51 33.00 • • • Floor Type: Roof Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Beam Number= 13 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (-0.00,11.48) Beam Size (User Selected) = W16X26 J-End (22.98,11.48) Total Beam Length (ft) = 22.98 LINE LOADS (k/ft): Load Dist 1 0.00 22.98 DL 0.248 0.210 LL 0.199 0.168 Red% 20.0% SHEAR: Max V (DL+LL) =4.44 kips fv = 1.18 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max+ 24.8 11.3 0.0 Controlling 24.8 11.3 0.0 REACTIONS (kips): Type Roof Fv = 17.90 ksi Cb 1.00 1.00 Left Right DL reaction 2.71 2.56 Max +LL reaction 1.73 1.64 Max +total reaction 4.44 4.20 DEFLECTIONS: Dead load (in) at 11.49 ft = -0.165 LID = Live load (in) at 11.49 ft = -0.105 LID = Net Total load (in) at 11.49 ft = -0.270 LID = Fy = 50.0 ksi Tension Flange Compr Flange fb Fb fb Fb 7.75 33.00 7.75 33.00 7.75 33.00 1675 2617 1021 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering !34 DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 14 SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (-0.00,42.21) Beam Size (User Selected) = W24X62 Fy = 50.0 ksi Total Beam Length (ft) = 42.21 POINT LOADS (kips): Dist DL RedLL Red% 11.48 2.71 0.00 0.0 19.87 4.39 0.00 0.0 27.32 3.33 0.00 0.0 34.76 3.33 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL 1 0:00 0.300 0.000 42.21 0.300 0.000 2 0.00 0.025 0.020 42.21 0.025 0.020 NonRLL 0.00 0.00 0.00 0.00 Red% 0.0% 20.0% StorLL 0.00 0.00 0.00 0.00 Red% 0.0 0.0 0.0 0.0 Type Red Roof RoofLL 2.17 3.51 2.66 2.66 Red¾ 20.0 20.0 20.0 20.0 SHEAR: Max V (DL+LL) = 19.82 kips fv = 1.94 ksi Fv = 20.00 ksi MOMENTS: Span Cond Center Max+ Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction Moment kip-ft 235.7 235.7 DEFLECTIONS: (Camber= 3/4) Dead load (in) at 21.32 ft Live load (in) at 21.32 ft Net Total load (in) at 21.32 ft @ ft 19.9 19.9 Lb ft 0.0 0.0 Left Right 12.91 14.56 4.21 5.27 17.13 19.82 = -1.178 = -0.449 = -0.877 Cb 1.00 1.00 LID LID LID = = = Tension Flange fb Fb 21.59 33.00 21.59 33.00 430 1128 578 Compr Flange fb Fb 21.59 33.00 •• • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Floor Type: Roof Beam Number= 16 SPAN INFORMATION (ft): I-End (0.00,19.87) J-End (35.78,19.87) Beam Size (User Selected) = W18X40 Total Beam Length (ft) = 35.78 POINT LOADS (kips): Fy ~\O 01/09/01 11:07:49 Steel Code: ASD 9th Ed. = 50.0 ksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 22.98 2.45 0.00 0.0 0.00 0.00 0.0 1.96 20.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.00 0.093 0.074 20.0% Roof 35.78 0.093 0.074 2 0.00 0.105 0.084 20.0% Roof 22.98 0.105 0.084 3 22.98 0.091 0.073 20.0% Roof 35.78 0.091 0.073 SHEAR: Max V (DL+LL) = 8.15 kips fv = 1.44 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 79.7 22.2 0.0 1.00 13.99 33.00 13.99 33.00 Controlling 79.7 22.2 0.0 1.00 13.99 33.00 REACTIONS (kips): Left Right DL reaction 4.39 4.97 Max +LL reaction 2.81 3.18 Max +total reaction 7.20 8.15 DEFLECTIONS: Dead load (in) at 18.43 ft = -0.607 LID = 708 Live load (in) at 18.43 ft = -0.388 LID = 1106 Net Total load (in) at 18.43 ft = -0.995 LID = 432 • • • HCFE Floor Type: Roof Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald I Building Code: UBC 1 Beam Number = 30 J-End (22.98,19.87) I?\\ 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (22.98,3.08) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 16.80 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL 8.40 2.56 0.00 0.0 0.00 0.00 9.54 2.06 0.00 0.0 0.00 0.00 Red% 0.0 0.0 RoofLL 2.05 1.65 Red% 0.0 0.0 SHEAR: Max V (DL+LL) = 4.41 kips fv = 1.18 ksi Fv = 17.90 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max+ 32.8 8.4 0.0 1.00 10.26 33.00 Controlling 32.8 8.4 0.0 1.00 10.26 33.00 REACTIONS (kips): Left Right DL reaction 2.17 2.45 Max +LL reaction 1.74 1.96 Max +total reaction 3.91 4.41 DEFLECTIONS: Dead load (in) at 8.57 ft = -0.089 LID = 2256 Live load (in) at 8.57 ft = -0.071 LID = 2820 Net Total load (in) at 8.57 ft = -0.161 LID = 1254 Compr Flange fb Fb 10.26 33.00 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering HCFE DataBase: Emerald 1 Building Code: UBC 1 01/09/0111:07:49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 35 SPAN INFORMATION (ft): I-End (33.92,151.21) J-End (78.42,151.21) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 44.49 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 25.07 0.00 LINE LOADS (k/ft): Load Dist 1 0.00 2 3 44.49 0.00 0.93 0.93 44.49 DL 0.119 0.119 0.000 0.119 0.119 0.119 LL 0.095 0.095 0.000 0.095 0.095 0.095 Red% 20.0% 20.0% 20.0% Type Roof Roof Roof SHEAR: Max V (DL+LL) = 8.67 kips fv = 1.54 ksi Fv = 20.00 ksi MOMENTS: Span Cond Center Max+ Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction Moment kip-ft 96.4 96.4 DEFLECTIONS: (Camber= 3/4) Dead load (in) at 22.25 ft Live load (in) at 22.25 ft Net Total load (in) at 22.25 ft @ ft 22.2 22.2 Lb ft 0.0 0.0 Left Right 5.23 5.28 3.35 3.38 8.58 8.67 = -1.180 = -0.755 = -1.185 Cb 1.00 1.00 LID LID LID = = = Tension Flange fb Fb 16.91 33.00 16.91 33.00 453 707 451 Compr Flange fb Fb 16.91 33.00 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Roof Beam Number= 37 J-End (35.78,72.21) 01/09/01 11 :07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (35.78,42.21) Beam Size (User Selected) = W18X50 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL 10.00 9.80 0.00 0.0 0.00 0.00 20.00 9.80 0.00 0.0 0.00 0.00 Red% 0.0 0.0 RoofLL 7.84 7.84 Red¾ 40.0 40.0 SHEAR: Max V (DL+LL) = 14.51 kips fv = 2.27 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft tb Fb Center Max+ 145.1 10.0 0.0 1.00 19.58 33.00 Controlling 145.1 10.0 0.0 1.00 19.58 33.00 REACTIONS (kips): Left Right DL reaction 9.80 9.80 Max +LL reaction 4.70 4.70 Max +total reaction 14.51 14.51 DEFLECTIONS: Dead load (in) at 15.00 ft = -0.700 LID = 515 Live load (in) at 15.00 ft = -0.336 LID = 1072 Net Total load (in) at 15.00 ft = -1.035 LID = 348 Compr Flange tb Fb 19.58 33.00 • • • Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering HCFE DataBase: Emerald 1 Building Code: UBCl 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 38 SPAN INFORMATION (ft): I-End (35.78,52.21) J-End (78.42,52.21) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 42.63 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RootLL Red% 38.63 0.00 LINE LOADS (k/ft): Load Dist 1 0.00 42.63 DL 0.250 0.250 LL 0.200 0.200 Red% 20.0% SHEAR: Max V (DL+LL) = 8.74 kips fv = 1.55 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max+ 93.2 21.3 0.0 Controlling 93.2 21.3 0.0 REACTIONS (ltjps): Type Roof Fv = 20.00 ksi Cb Tension Flange fb Fb 1.00 16.34 33.00 1.00 16.34 33.00 Left Right DL reaction 5.33 5.33 Max +LL reaction 3.41 3.41 Max +total reaction 8.74 8.74 DEFLECTIONS: Dead load (in) at 21.32 ft = -1.047 LID = 489 Live load (in) at 21.32 ft = -0.670 LID = 763 Net Total load (in) at 21.32 ft = -1.717 LID = 298 Compr Flange fb Fb 16.34 33.00 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 49 SP AN INFORMATION (ft): I-End (35. 78,19.87) J-End (78.42,19.87) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 42.63 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.79 2.03 0.00 0.0 0.00 0.00 0.0 1.63 20.0 29.41 3.01 0.00 0.0 0.00 0.00 0.0 0.86 20.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 29.41 0.300 0.000 0.0% Red 42.63 0.300 0.000 2 0.00 0.089 0.071 20.0% Roof 42.63 0.089 0.071 3 0.00 0.091 0.073 20.0% Roof 7.79 0.091 0.073 4 7.80 0.081 0.065 20.0% Roof 29.40 0.081 0.065 5 29.41 0.025 0.020 20.0% Roof 42.63 0.025 0.020 SHEAR: Max V (DL+LL) = 11.44 kips fv = 2.03 ksi Fv = 20.00 ksi MOMENTS: Span Cond Center Max+ Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction Moment kip-ft 111.7 111.7 DEFLECTIONS: (Camber= 1) Dead load (in) at 21.96 ft Live load (in) at 21.74 ft Net Total load (in) at 21.74 ft @ ft 24.7 24.7 Lb ft 0.0 0.0 Left Right 6.79 8.80 3.56 2.63 10.35 11.44 = -1.488 = -0.619 = -1.107 Cb 1.00 1.00 LID LID LID = = = Tension Flange fb Fb 19.60 33.00 19.60 33.00 344 827 462 Compr Flange fb Fb 19.60 33.00 • • •• Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_ 1 Building Code: UBC 1 Floor Type: Roof Beam Number= 55 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (43.58,5.36) Beam Size (User Selected) = W24X62 J-End (65.19,6.96) Total Beam Length (ft) = 21.67 LINE LOADS (k/ft): Load Dist 1 0.00 2 21.67 0.00 21.67 DL 0.300 0.300 0.125 0.106 LL 0.000 0.000 0.100 0.084, Red% 0.0% 0.0% SHEAR: Max V (DL+LL) = 5.57 kips fv = 0.55 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max+ 29.8 10.8 0.0 Controlling 29.8 10.8 0.0 REACTIONS (kips): Type Red Roof Fv = 20.00 ksi Cb 1.00 1.00 Fy = 50.0 ksi Tension Flange fb Fb 2.73 33.00 2.73 33.00 Left Right DL reaction 4.54 4.47 Max +LL reaction 1.03 0.97 Max +total reaction 5.57 5.44 DEFLECTIONS: Dead load (in) at 10.83 ft = -0.046 LID = 5671 Live load (in) at 10.83 ft = -0.010 LID = 25505 Net Total load (in) at 10.83 ft = -0.056 LID = 4639 Compr Flange fb Fb 2.73 33.00 • • • HCFE Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number = 58 SPAN INFORMATION (ft): I-End (59.00,160.71) Beam Size (User Selected) = W24X62 J-~nd (78.42,160. 71) Total Beam Length (ft) = 19.42 LINE LOADS (k/ft): Load Dist 1 0.00 2 19.42 0.00 19.42 DL 0.300 0.300 0.144 0.144 LL 0.000 0.000 0.115 0.115 Red% 0.0% 0.0% SHEAR: Max V (DL+LL) = 5.43 kips fv = 0.53 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max+ 26.3 9.7 0.0 Controlling 26.3 9.7 0.0 REACTIONS (kips): Type Red Roof Fv = 20.00 ksi Cb 1.00 1.00 Fy = 50.0 ksi Tension Flange fb Fb 2.41 33.00 2.41 33.00 Left Right DL reaction 4.31 4.31 Max +LL reaction 1.12 1.12 Max +total reaction 5.43 5.43 DEFLECTIONS: Dead load (in) at 9.71 ft = -0.032 LID = 7375 Live load (in) at 9.71 ft = -0.008 LID = 28455 Net Total load (in) at 9.71 ft = -0.040 LID = 5857 Compr Flange fb Fb 2.41 33.00 • • • Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering HCFE DataBase: Emerald 1 Building Code: UBCl 01/09/01 11 :07:49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 59 SPAN INFORMATION (ft): I-End (65.19,19.87) J-End (65.19,6.96) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 12.92 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.46 1.82 0.00 0.0 0.00 0.00 0.0 1.45 0.0 LINE LOADS (k/ft): Load Dist 1 0.00 2 12.92 0.00 12.92 DL 0.300 0.300 0.025 0.025 LL 0.000 0.000 0.020 0.020 SHEAR: Max V (DL+LL) = 3.86 kips MOMENTS: Span Cond Moment kip-ft Red% 0.0% 0.0% fv = 0.76 ksi @ Lb ft ft Type Red Roof Fv = 19.13 ksi Cb Center Max+ 17.8 6.5 0.0 1.00 Controlling 17.8 6.5 0.0 1.00 REACTIONS (kips): Left Right DL reaction 3.01 3.01 Max +LL reaction 0.86 0.86 Max +total reaction 3.86 3.86 DEFLECTIONS: Dead load (in) at 6.46 ft = -0.023 LID = Live load (in) at 6.46 ft = -0.008 LID = Net Total load (in) at 6.46 ft = -0.032 LID = Tension Flange fb Fb 3.70 33.00 3.70 33.00 6653 18296 4879 Compr Flange fb Fb 3.70 33.00 • • • Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 63 SPAN INFORMATION (ft): I-End (78.42,43.80) J-End (108.67,43.80) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 30.25 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 26.25 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.00 0.242 0.193 20.0% Roof 30.25 0.242 0.193 SHEAR: Max V (DL+LL) = 5.99 kips fv = 1.99 ksi Fv = 18.90 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 45.3 15.1 0.0 1.00 18.76 33.00 18.76 33.00 Controlling 45.3 15.1 0.0 1.00 18.76 33.00 REACTIONS (kips): Left Right DL reaction 3.66 3.66 Max +LL reaction 2.34 2.34 Max +total reaction 5.99 5.99 DEFLECTIONS: Dead load (in) at 15.12ft = -0.789 LID = 460 Live load (in) at 15.12 ft = -0.505 LID = 719 Net Total load (in) at 15.12 ft = -1.294 LID = 281 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_l Building Code: UBC 1 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 65 SPAN INFORMATION (ft): I-End (78.42,19.87) J-End (78.42,34.13) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 14.25 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.13 6.66 0.00 0.0 0.00 0.00 0.0 5.33 20.0 SHEAR: Max V (DL+LL) = 5.46 kips fv = 1.08 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 38.9 7.1 0.0 1.00 8.11 33.00 8.11 33.00 Controlling 38.9 7.1 0.0 1.00 8.11 33.00 REACTIONS (kips): Left Right DL reaction 3.33 3.33 Max +LL reaction 2.13 2.13 Max +total reaction 5.46 5.46 DEFLECTIONS: Dead load (in) at 7.13 ft = -0.047 LID = 3642 Live load (in) at 7.13 ft = -0.030 LID = 5690 Net Total load (in) at 7.13 ft = -0.077 LID = 2221 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Floor Type: Roof Beam Number = 71 J-End (108.67,63.13) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (78.42,63.13) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 30.25 POINT LOADS (kips): Dist DL RedLL 5.75 1.56 0.00 14.75 2.41 0.00 26.25 0.00 LINE LOADS (k/ft): Load Dist 1 0.00 2 3 4 5.75 5.75 14.75 14.75 30.25 0.00 30.25 DL 0.088 0.088 0.028 0.028 0.088 0.088 0.121 0.121 Red% NonRLL StorLL Red% 0.0 0.00 0.00 0.0 0.0 0.00 0.00 0.0 LL 0.070 0.070 0.023 0.023 0.070 0.070 0.097 0.097 Red% 20.0% 20.0% 20.0% 20.0% Type Roof Roof Roof Roof RoofLL 1.25 1.93 Red% 20.0 20.0 SHEAR: Max V (DL+LL) = 8.68 kips fv = 1.54 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max+ 71.9 14.7 0.0 1.00 12.61 33.00 Controlling 71.9 14.7 0.0 1.00 12.61 33.00 REACTIONS (kips): Left Right DL reaction 5.29 4.44 Max +LL reaction 3.39 2.84 Max +total reaction 8.68 7.28 DEFLECTIONS: Dead load (in) at 14.97 ft = -0.379 LID = 958 Live load (in) at 14.97 ft = -0.243 LID = 1497 Net Total load (in) at 14.97 ft = -0.622 LID = 584 Compr Flange fb Fb 12.61 33.00 • • • Gravity Beam Desi1:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Roof Beam Number= 72 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (78.42,70.13) Beam Size (User Selected) = W8Xl 0 J-End (84.17,70.13) Total Beam Length (ft) = 5.75 LINE LOADS (k/ft): Load Dist 1 0.00 5.75 DL 0.175 0.175 LL 0.140 0.140 SHEAR: Max V (DL+LL) = 0.91 kips MOMENTS: Span Cond Moment kip-ft Red% 0.0% fv = 0.68 ksi @ Lb ft ft Type Roof Fv = 20.00 ksi Cb Center Max+ 1.3 2.9 0.0 1.00 Controlling 1.3 2.9 0.0 1.00 REACTIONS (kips): Left Right DLreaction 0.50 0.50 Max +LL reaction 0.40 0.40 Max +total reaction 0.91 0.91 DEFLECTIONS: Dead load (in) at 2.88 ft = -0.005 LID = Live load (in) at 2.88 ft = -0.004 LID = Net Total load (in) at 2.88 ft = -0.009 LID = Fy = 50.0 ksi Tension Flange Compr Flange tb Fb tb Fb 2.00 32.70 2.00 32.70 2.00 32.70 14319 17898 7955 • • • HCFE Floor Type: Roof Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Beam Number= 81 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (93.17,63.13) Beam Size (User Selected) = W14X22 J-End (93.17,84.13) Total Beam Length (ft) = 21.00 POINT LOADS (kips): Dist DL RedLL Red% 2.25 1.18 0.00 0.0 7.00 1.36 0.00 0.0 14.00 1.36 0.00 0.0 SHEAR: Max V (DL+LL) = 4.34 kips MOMENTS: Span Cond Moment kip-ft Center Max+ 20.3 Controlling 20.3 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction DEFLECTIONS: Dead load (in) at 10.29 ft Live load (in) at 10.29 ft Net Total load (in) at 10.29 ft NonRLL 0.00 0.00 0.00 StorLL 0.00 0.00 0.00 Red% 0.0 0.0 0.0 fv = 1.44 ksi Fv = 18.90 ksi @ Lb Cb ft ft 7.0 0.0 1.00 7.0 0.0 1.00 Left Right 2.41 1.48 1.93 1.19 4.34 2.67 = -0.155 LID = = -0.124 LID = = -0.279 LID = Fy = 50.0 ksi RoofLL 0.94 1.08 1.08 Red% 0.0 0.0 0.0 Tension Flange fb Fb 8.39 33.00 8.39 33.00 1624 2030 902 Compr Flange fb Fb 8.39 33.00 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering HCFE DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 82 SPAN INFORMATION (ft): I-End (93.17,70.13) J-End (108.67,70.13) Beam Size (User Selected) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 15.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 11.50 0.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.00 0.175 0.140 0.0% Roof 15.50 0.175 0.140 SHEAR: Max V (DL+LL) = 2.44 kips fv = 0.93 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 9.5 7.7 0.0 1.00 6.64 33.00 6.64 33.00 Controlling 9.5 7.7 0.0 1.00 6.64 33.00 REACTIONS (kips): Left Right DL reaction 1.36 1.36 Max +LL reaction 1.08 1.08 Max +total reaction 2.44 2.44 DEFLECTIONS: Dead load (in) at 7.75 ft = -0.076 LID = 2445 Live load (in) at 7.75 ft = -0.061 LID = 3056 Net Total load (in) at 7.75 ft = -0.137 LID = 1358 • • • Gravity Beam Desiz:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 J-End (137.99,29.06) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 89 SPAN INFORMATION (ft): I-End (108.67,44.23) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 33.02 LINE LOADS (k/ft): Load Dist 1 0.00 2 3 33.02 0.00 4.64 4.64 33.02 DL 0.112 0.112 0.000 0.112 0.112 0.112 LL 0.090 0.090 0.000 0.090 0.090 0.090 Red% 20.0% 20.0% 20.0% SHEAR: Max V (DL+LL) = 6.05 kips fv = 1.61 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max+ 49.8 16.6 0.0 Controlling 49.8 16.6 0.0 REACTIONS (kips): Type Roof Roof Roof Fv = 17.90 ksi Cb Tension Flange fb Fb 1.00 15.56 33.00 1.00 15.56 33.00 Left Right DL reaction 3.45 3.69 Max +LL reaction 2.21 2.36 Max +total reaction 5.67 6.05 DEFLECTIONS: Dead load (in) at 16.51 ft = -0.682 LID = 581 Live load (in) at 16.51 ft = -0.436 LID = 908 Net Total load (in) at 16.51 ft = -1.118 LID = 354 Compr Flange fb Fb 15.56 33.00 • • • Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 98 SPAN INFORMATION (ft): I-End (108.67,63.13) Beam Size (User Selected) = W24X62 J-End (127.97,102.21) Total Beam Length (ft) = 43.58 POINT LOADS (kips): Dist DL RedLL Red% NonRLL 12.18 6.27 0.00 0.0 0.00 22.17 6.57 0.00 0.0 32.17 7 .08 0.00 0.0 42.17 3.97 0.00 0.0 0.00 0.00 0.00 StorLL 0.00 0.00 0.00 0.00 Red% 0.0 0.0 0.0 0.0 Fy = 50.0 ksi RoofLL 5.01 5.26 5.66 3.17 Red% 40.0 40.0 40.0 40.0 SHEAR: Max V (DL+LL) = 20.95 kips fv = 2.05 ksi Fv = 20.00 ksi MOMENTS: Span Cond Center Max+ Controlling REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction Moment kip-ft 226.5 226.5 DEFLECTIONS: (Camber= 3/4) Dead load (in) at 22.01 ft Live load (in) at 22.01 ft Net Total load (in) at 22.01 ft @ ft 22.2 22.2 Lb ft 0.0 0.0 Left Right 9.73 14.16 4.67 6.80 14.40 20.95 = -1.108 = -0.532 = -0.890 Cb 1.00 1.00 LID LID LID = = = Tension Flange fb Fb 20.75 33.00 20.75 33.00 472 983 587 Compr Flange fb Fb 20.75 33.00 • • • HCFE Floor Type: Roof Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Beam Number= 102 01/09/01 11 :07:49 Steel Code: ASD 9th Ed. SP AN INFORMATION (ft): I-End (108.67,99.35) J-End (122.91,91.97) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 16.04 LINE LOADS (k/ft): Load Dist DL LL Red% 1 0.00 0.040 0.032 0.0% 13.08 0.125 0.100 2 13.09 0.125 0.100 0.0% 15.86 0.125 0.100 3 15.86 0.125 0.100 0.0% 16.04 0.000 0.000 4 0.00 0.000 0.000 0.0% 5.17 0.125 0.100 5 5.17 0.125 0.100 0.0% 16.04 0.125 0.100 SHEAR: Max V (DL+LL) = 3.25 kips fv = 1.08 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max+ 12.l 8.5 0.0 Controlling 12.1 8.5 0.0 REACTIONS (kips): Type Roof Roof Roof Roof Roof Fv = 18.90 ksi Cb 1.00 1.00 Left Right DL reaction 1.31 1.81 Max +LL reaction 1.05 1.45 Max +total reaction 2.36 3.25 DEFLECTIONS: Dead load (in) at 8.18 ft = -0.053 LID = Live load (in) at 8.18 ft = -0.043 LID = Net Total load (in) at 8.18 ft = -0.096 LID = Fy = 50.0 ksi Tension Flange Compr Flange fb Fb fb Fb 5.00 33.00 5.00 33.00 5.00 33.00 3609 4512 2005 • •• • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Roof Beam Number= 104 J-End (151.30,54.79) 01/09/01 11 :07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (114.06,74.05) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 41.92 LINE LOADS (k/ft): Load Dist 1 0.00 2 3 41.92 0.00 0.22 0.22 41.92 DL 0.125 0.125 0.000 0.152 0.152 0.125 LL 0.100 0.100 0.000 0.122 0.122 0.100 Red% 20.0% 20.0% 20.0% SHEAR: Max V (DL+LL) = 9.19 kips fv = 1.63 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max+ 95.0 20.8 0.0 Controlling 95.0 20.8 0.0 REACTIONS (kips): Type Roof Roof Roof Fv = 20.00 ksi Cb Tension Flange fb Fb 1.00 16.66 33.00 1.00 16.66 33.00 Left Right DL reaction 5.60 5.43 Max +LL reaction 3.59 3.48 Max +total reaction 9.19 8.91 DEFLECTIONS: Dead load (in) at 20.96 ft = -1.032 LID = 487 Live load (in) at 20.96 ft = -0.661 LID = 762 Net Total load (in) at 20.96 ft = -1.693 LID = 297 Compr Flange fb Fb 16.66 33.00 • • • Floor Type: Roof Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Beam Number= 108 SPAN INFORMATION (ft): I-End (125.87,5.60) J-End (142.11,37.03) Beam Size (User Selected) = W18X50 Fy Total Beam Length (ft) = 35.38 POINT LOADS (kips): 01/09/01 11:07:49 Steel Code: ASD 9th Ed. = 50.0 ksi Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.78 1.62 0.00 0.0 0.00 0.00 0.0 5.38 1.12 0.00 0.0 0.00 0.00 0.0 11.11 1.98 0.00 0.0 0.00 0.00 0.0 15.38 4.53 0.00 0.0 0.00 0.00 0.0 17.43 2.71 0.00 0.0 0.00 0.00 0.0 25.38 5.64 0.00 0.0 0.00 0.00 0.0 26.41 3.69 0.00 0.0 0.00 0.00 0.0 SHEAR: Max V (DL+LL) = 16.45 kips fv = 2.58 ksi Fv = 20.00 ksi MOMENTS: 1.29 40.0 0.89 40.0 1.58 40.0 3.62 40.0 2.17 40.0 4.51 40.0 2.95 40.0 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max+ 179.8 17.4 0.0 1.00 24.28 33.00 Controlling 179.8 17.4 0.0 1.00 24.28 33.00 REACTIONS (kips): ' Left Right DL reaction 10.17 11.11 Max +LL reaction 4.88 5.33 Max +total reaction 15.05 16.45 DEFLECTIONS: (Camber= 3/4) Dead load (in) at 17.87 ft = -1.149 LID = 369 Live load (in) at 17.87 ft = -0.552 LID = 770 Net Total load (in) at 17.87 ft = -0.950 LID = 447 Compr Flange fb Fb 24.28 33.00 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Roof Beam Number= 121 J-End (155.89,63.68) 01/09/01 11 :07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (142.11,37.03) Beam Size (User Selected) = W18X50 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL 10.00 10.85 0.00 0.0 0.00 0.00 20.00 11.07 0.00 0.0 0.00 0.00 Red% 0.0 0.0 RoofLL 8.68 8.86 Red% 40.0 40.0 SHEAR: Max V (DL+LL) = 16.28 kips fv = 2.55 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max+ 162.8 20.0 0.0 1.00 21.97 33.00 Controlling 162.8 20.0 0.0 1.00 21.97 33.00 REACTIONS (kips): Left Right DL reaction 10.92 11.00 Max +LL reaction 5.24 5.28 Max +total reaction 16.17 16.28 DEFLECTIONS: Dead load (in) at 15.00 ft = -0.782 LID = 460 Live load (in) at 15.00 ft = -0.376 LID = 959 Net Total load (in) at 15.00 ft = -1.158 LID = 311 Compr Flange fb Fb 21.97 33.00 • • • Gravity Beam Desi1:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC I 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. Floor Type: Roof Beam Number= 122 SPAN INFORMATION (ft): I-End (142.11,37.03) Beam Size (User Selected) = W18X40 Total Beam Length (ft) = 45.15 LINE LOADS (k/ft): Load Dist I 0.00 45.15 DL 0.250 0.250 LL 0.200 0.200 Red% 20.0% J-End (182.23,16.29) Type Roof Fy = 50.0 ksi SHEAR: Max V (DL+LL) = 9.26 kips fv = 1.64 ksi Fv = 20.00 ksi MOMENTS: Span Cond Center Max+ Controlling REACTIONS (kips): DLreaction Max +LL reaction Max +total reaction Moment kip-ft 104.5 104.5 DEFLECTIONS: (Camber= 3/4) Dead load (in) at 22.58 ft Live load (in) at 22.58 ft Net Total load (in) at 22.58 ft @ ft 22.6 22.6 Lb ft 0.0 0.0 Left Right 5.64 5.64 3.61 3.61 9.26 9.26 = -1.318 = -0.843 = -1.411 Cb 1.00 1.00 LID LID LID = = = Tension Flange fb Fb 18.33 33.00 18.33 33.00 411 643 384 Compr Flange fb Fb 18.33 33.00 • • • Floor Type: Roof Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Beam Number= 142 J-End (196.00,42.94) 01/09/01 11 :07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (182.23,16.29) Beam Size (User Selected) = W24X62 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 POINT LOADS (kips): Dist DL RedLL 10.00 5.64 0.00 20.00 5.64 0.00 LINE LOADS (k/ft): Load Dist 1 0.00 2 30.00 0.00 30.00 DL 0.300 0.300 0.025 0.025 Red% NonRLL StorLL Red% 0.0 0.0 0.0 0.00 0.00 0.0 0.00 0.00 LL 0.000 0.000 0.020 0.020 Red% 0.0% 20.0% Type Red Roof RoofLL 4.52 4.52 Red% 20.0 20.0 SHEAR: Max V (DL+LL) = 14.37 kips fv = 1.41 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max+ 130.9 15.0 0.0 1.00 11.99 33.00 Controlling 130.9 15.0 0.0 1.00 11.99 33.00 REACTIONS (kips): Left Right DL reaction 10.52 10.52 Max +LL reaction 3.85 3.85 Max +total reaction 14.37 14.37 DEFLECTIONS: Dead load (in) at 15.00 ft = -0.340 LID = 1060 Live load (in) at 15.00 ft = -0.140 LID = 2579 Net Total load (in) at 15.00 ft = -0.479 LID = 751 Compr Flange fb Fb 11.99 33.00 • 1-KFE RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCI Floor Type: Third -LoAo,..J1r-D, ~<.nt-fllt I I I ' IK I -1 'l '. 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I -1 L~, , , , , , , , , , ""', , , , , , , .l.:1 j ' 'I' ~r V ' ,'() ~ 1, ~ 1/ ~~~ ~ r ' ~~ ~~~0 t I/' V I/ ' ,, V V V V ' ~ ~' I/ V ~ I/ D 1 I/ ~~ V V ~ - :..u..;, I ,.! • ~ , -u......_ J~~-J \JO ~ • F.Map • 1-K)FJE RAMSteelv7.0 Page 2/2 HOPE Engineering DataBase: Emerald 1 01/09/01 11:07:49 Building Code: UBC 1 Surface Loads Label DL CDL LL Reduction MassDL psf psf psf Type psf 11111111111 Floor 80.0 50.0 80.0 Reducible 70.0 Line Loads Label DL CDL LL Reduction MassDL k/ft k/ft k/ft Type k/ft Ll Curtain Wall 0.300 0.000 0.000 Reducible 0.300 LoAp,rJ<f D1A-C:Nt.Att ~p \JJ ~ • HCFE RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl F.Map Floor Type: Third -~€1<-"' S\'Z-"c? ·r 1~ ~:~ 'i :, ~,\~~·Z,s~(8, ~ D 2 3 W18x46(2ll W24x55(23) W18x35(16) w21,so(11) W24x55(23) 4 w1e,4s !2ll I wii (2) ~ W24xss UZl -- w~i(2l W24x55 (14) ~ :;:: W24x55(23) W18x35(16) 5~ W18x46 (26) J:'. W24xss (23) W18x35(16) w,....... ~ -~ .... ., 11 W1Bx35 (16) 2 i,,18 "'1s !' % , W18x35 (16) ., ~~~ . ~ I -1 8"3 ~ _,_., .,., ~ -·~~,,, ~ w,w, "" .,, .. , ~ ~------i ~ _ W27"9419\ -'BJras~ ~ B • 01/09/01 11:07:49 Ol * • HCFE RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Third -~AM N<111f3.c:'1tS A 1-~ ' 1 A.9 ~ , B15B_.b,__; C j_ __ .........._. ___ _____. I', .. " 2 ------I---~--- •·Map D 31:l-----"----I, I 39 Ii\ 71 111 93 s;,/4._ 4 I 91 ~, 51:t-----I ~ GO 1 ~ µ"' ~~ ~ Ztl. B • 01/09/01 11:07:49 \Jj \S\) 6' • •• • Gravity Beam Desi~n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Floor Type: Third Beam Number= 7 J-End (-0.00,160.71) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (-0.00,132.21) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 28.51 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 54.76 Y bar(in) 149.10 Str (in3) 2489.29 ltr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9 .9 # of studs: Full = 82 Partial = 21 Actual= 21 Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 19.46 = 172.62 = 3252.81 = 0.75 Number of Stud Rows= 1 Percent of Pull Composite Action= 25.87 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 9.50 13.25 8.28 13.25 16.4 0.00 0.00 0.0 19.00 12.89 8.06 12.89 16.4 0.00 0.00 0.0 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.300 0.000 0.000 0.0% Red 28.51 0.300 0.000 0.000 2 0.00 0.080 0.050 0.080 16.4% Red 28.51 0.080 0.050 0.080 SHEAR: Max V (DL+LL) = 30.47 kips fv = 3.42 ksi Fv = 18.81 ksi MOMENTS: 0.00 0.00 CLL 0.000 0.000 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft Center PreCmp 82.7 InitDL 82.7 Max+ 273.4 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 273.4 fc (ksi) = 0.58 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction ft 12.8 12.8 13.8 13.8 Left 8.92 18.54 ft Right 8.84 18.43 fb Fb 8.71 33.00 22.01 33.00 24.06 45.00 22.01 33.00 0.0 0.0 CLL 0.00 0.00 Compr Flange fb Fb 8.71 33.00 • • • HCFE Gravity Beam Desi1:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Left Right Max +LL reaction 11.93 11.83 Max +total reaction 30.47 30.25 DEFLECTIONS: Initial load (in) at 14.25 ft = -0.315 LID = Live load (in) at 14.25 ft = -0.229 LID = Post Comp load (in) at 14.25 ft = -0.393 LID = Net Total load (in) at 14.25 ft = -0.708 LID = 1085 1496 870 483 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Floor Type: Third Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Beam Number= 17 J-End (35.78,31.04) 01/09/01 11 :07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (-0.00,31.04) Beam Size (User Selected) = W18X46 Fy = 50.0 ksi Total Beam Length (ft) = 35.78 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pct) 115.00 115.00 re (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 107.35 Y bar(in) = 17.06 Seff (in3) = 113.60 Str (in3) = 130.05 Ieff (in4) = 1696.61 Itr (in4) = 2161.80 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) q[l] = 8.4 q[2] = 5.9 # of studs: Max = 70 Partial= 39 Actual= 39 Number of Stud Rows = 2 Percent of Full Composite Action = 46.12 LINE LOADS (k/ft): Load Dist 1 0.00 35.78 DL 0.893 0.893 CDL 0.558 0.558 LL 0.893 0.893 Red% 20.0% Type Red SHEAR: Max V (DL+LL) = 28.77 kips fv = 4.43 ksi Fv = 20.00 ksi MOMENTS: CLL 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 89.4 17.9 13.61 33.00 InitDL 89.4 17.9 Max+ 257.4 17.9 Mmax/Seff 27.19 33.00 Mconst/Sx+Mpost/Seff 31.36 45.00 Controlling 257.4 17.9 29.42 33.00 fc (ksi) = 0.51 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 9.99 9.99 DL reaction 15.98 15.98 Max +LL reaction 12.79 12.79 Max +total reaction 28.77 28.77 DEFLECTIONS: Initial load (in) at 17.89 ft = -0.997 LID = 430 Live load (in) at 17.89 ft = -0.536 LID = 801 Post Comp load (in) at 17.89 ft = -0.787 LID = 545 Compr Flange fb Fb 13.61 33.00 • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Net Total load (in) at 17.89 ft = -1.785 LID = 241 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Floor Type: Third Gravity Beam Desii:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Beam Number = 18 J-End (22.98,11.48) 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (-0.00,11.48) Beam Size (User Selected) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 22.98 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = Seff(in3) = Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 68.93 Y bar(in) 64.20 Str (in3) Ieff (in4) = 790.51 Itr (in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 44 Partial= 14 Actual= 14 Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok = 15.16 = 80.32 = 1184.48 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 26.35 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.795 0.497 0.795 4.9% Red 0.000 22.98 0.672 0.420 0.672 0.000 SHEAR: Max V (DL+LL) = 16.90 kips fv = 4.10 ksi Fv = 19.69 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 30.3 11.3 7.69 33.00 InitDL 30.3 11.3 Max+ 94.5 11.3 Mmax/Seff 17.66 33.00 Mconst/Sx+Mpost/Seff 19.69 45.00 Controlling 94.5 11.3 17.66 33.00 fc (ksi) = 0.34 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 5.41 5.12 DLreaction 8.66 8.19 Max +LL reaction 8.24 7.79 Max +total reaction 16.90 15.98 DEFLECTIONS: Initial load (in) at 11.49 ft = -0.264 LID = 1043 Live load (in) at 11.49 ft = -0.191 LID = 1444 Post Comp load (in) at 11.49 ft = -0.266 LID = 1036 Compr Flange fb Fb 7.69 33.00 • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Net Total load (in) at 11.49 ft = -0.530 LID = 520 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desi1:n RAM Steel v7.0 HOPE Engineering HCFE DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 19 SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (-0.00,42.21) Beam Size (User Selected) = W27X94 Fy = 50.0 ksi Total Beam Length (ft) = 42.21 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 75.31 Y bar(in) 289.10 Str (in3) 5071.06 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 83 Partial = 21 Actual = 21 Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 21.08 = 334.45 = 6843.18 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 25.41 POINT LOADS (kips): Dist DL CDL 11.48 8.66 5.41 19.87 16.71 10.44 31.04 15.98 9.99 RedLL 8.66 16.71 15.98 Red% 32.7 32.7 32.7 LINE LOADS (k/ft): Load Dist 1 0.00 2 42.21 0.00 42.21 DL 0.300 0.300 0.080 0.080 CDL 0.000 0.000 0.050 0.050 NonRLL 0.00 0.00 0.00 LL 0.000 0.000 0.080 0.080 StorLL 0.00 0.00 0.00 Red% 0.0% 32.7% Red% 0.0 0.0 0.0 Type Red Red SHEAR: Max V (DL+LL) = 45.91 kips fv = 3.48 ksi Fv = 20.00 ksi MOMENTS: RoofLL 0.00 0.00 0.00 CLL 0.000 0.000 0.000 0.000 Red% 0.0 0.0 0.0 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb CLL 0.00 0.00 0.00 Compr Flange fb Fb Center PreCmp 206.3 19.9 10.19 33.00 10.19 33.00 InitDL 206.3 19.9 Max+ 618.7 19.9 Mmax/Seff 25.68 33.00 Mconst/Sx+Mpost/Seff 27.31 45.00 Controlling 618.7 19.9 25.68 33.00 fc (ksi) = 0.71 Fe = 1.35 REACTIONS (kips): • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Left Right Initial reaction 13.16 14.79 DL reaction 27.39 29.99 Max +LL reaction 14.17 15.92 Max +total reaction 41.56 45.91 DEFLECTIONS: Initial load (in) at 21.10 ft = -0.653 LID = Live load (in) at 21.10 ft = -0.453 LID = Post Comp load (in) at 21.10 ft = -0.852 LID = Net Total load (in) at 21.10ft = -1.505 LID = 776 1117 595 337 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • HCFE Gravity Beam Desi1:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Floor Type: Third Beam Number= 21 J-End (35. 78,19.87) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (0.00,19.87) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 35.78 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 97.22 Y bar(in) 125 .51 Str (in3) 1931.85 ltr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 70 Partial = 26 Actual= 26 Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok = 18.62 = 152.70 = 2762.96 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 25.58 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% 22.98 7.85 . 4.90 7.85 23.3 0.00 0.00 0.0 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.447 0.279 0.447 23.3% Red 35.78 0.447 0.279 0.447 2 0.00 0.336 0.210 0.336 23.3% Red 22.98 0.336 0.210 0.336 3 22.98 0.290 0.181 0.290 23.3% Red 35.78 0.290 0.181 0.290 SHEAR: Max V (DL+LL) = 32.80 kips fv = 4.14 ksi Fv = 20.00 ksi MOMENTS: RoofLL 0.00 CLL 0.000 0.000 0.000 0.000 0.000 0.000 Red% 0.0 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb CLL 0.00 Compr Flange fb Fb Center PreCmp 111.4 21.3 14.15 33.00 14.15 33.00 InitDL 111.4 21.3 Max+ 315.1 21.3 Mmax/Seff 30.13 33.00 Mconst/Sx+Mpost/Seff 33.62 45.00 Controlling 315.1 21.3 30.13 33.00 fc (ksi) = 0.57 Fe = 1.35 REACTIONS (kips): • • • Gravity Beam Desi211 RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Left Right Initial reaction 10.44 11.60 DL reaction 16.71 18.56 Max +LL reaction 12.82 14.24 Max +total reaction 29.52 32.80 DEFLECTIONS: Initial load (in) at 18.25 ft = -0.875 LID = Live load (in) at 18.25 ft = -0.547 LID = Post Comp load (in) at 18.25 ft = -0.814 LID = Net Total load (in) at 18.25 ft = -1.689 LID = 491 785 527 254 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. •• • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering Bf7 DataBase: Emerald 1 Building Code: UBCl 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 23 SPAN INFORMATION (ft): I-End (22.98,3.08) Beam Size (User Selected) = W16X31 J-End (22.98,19.87) Total Beam Length (ft) = 16.80 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff(in3) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 50.39 Y bar(in) 63.19 Str (in3) Ieff (in4) = 773.28 Itr (in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 51 Partial = 13 Actual = 13 Fy = 50.0 ksi Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 14.99 = = = 77.35 1125.89 0.75 Number of Stud Rows = 1 Percent of Full Composite Action= 25.92 POINT LOADS (kips): Dist DL CDL 8.40 8.19 5.12 9.54 6.61 4.13 RedLL Red% NonRLL StorLL 8.19 2.8 0.00 0.00 6.61 2.8 0.00 0.00 Red% 0.0 0.0 RoofLL 0.00 0.00 Red% 0.0 0.0 SHEAR: Max V (DL+LL) = 15.47 kips fv = 3.75 ksi Fv = 19.69 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 36.5 8.4 9.27 33.00 InitDL 36.5 8.4 Max+ 115.1 8.4 Mmax/Seff 21.85 33.00 Mconst/Sx+Mpost/Seff 24.20 45.00 Controlling 115.1 8.4 21.85 33.00 fc (ksi) = 0.46 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 4.34 4.90 DLreaction 6.95 7.85 Max +LL reaction 6.75 7.63 Max +total reaction 13.70 15.47 DEFLECTIONS: Initial load (in) at 8.57 ft = -0.143 LID = 1406 Live load (in) at 8.57 ft = -0.108 LID = 1864 Post Comp load (in) at 8.57 ft = -0.150 LID = 1345 CLL 0.00 0.00 Compr Flange fb Fb 9.27 33.00 • • • Gravity Beam Desiw 1-f(]JE RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Net Total load (in) at 8.57 ft = -0.293 LID = 687 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desii:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_l Building Code: UBC 1 J-End (78.42,151.21) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 28 SPAN INFORMATION (ft): I-End (33.92,151.21) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 44.49 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 114.02 Y bar(in) 149.17 Str (in3) 2562.32 ltr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 88 Partial = 22 Actual = 22 Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok = 21.00 = 183.81 = 3756.17 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 25.39 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.380 0.238 0.380 21.6% Red 44.49 0.380 0.238 0.380 2 0.00 0.000 0.000 0.000 21.6% Red 0.93 0.380 0.238 0.380 3 0.93 0.380 0.238 0.380 21.6% Red 44.49 0.380 0.238 0.380 SHEAR: Max V (DL+LL) = 30.16 kips fv = 3.38 ksi Fv = 18.81 ksi MOMENTS: CLL 0.000 0.000 0.000 0.000 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft Center PreCmp 117.5 InitDL 117.5 Max+ 335.4 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 335.4 fc (ksi) = 0.47 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction ft 22.2 22.2 22.2 22.2 Left 10.46 16.73 13.11 29.85 ft Right 10.57 16.91 13.25 30.16 fb Fb 12.37 33.00 .26.98 33.00 29.90 45.00 26.98 33.00 Compr Flange fb Fb 12.37 33.00 • • • HCFE Gravity Beam Desien RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 DEFLECTIONS: Initial load (in) at 22.25 ft = -1.070 LID = Live load (in) at 22.25 ft = -0.707 LID = Post Comp load (in) at 22.25 ft = -1.045 LID = Net Total load (in) at 22.25 ft = -2.115 LID = 499 756 511 252 Page 2/2 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desi2"n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald_ 1 Building Code: UBC 1 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 31 J-End (35.78,19.87) SPAN INFORMATION (ft): I-End (35.78,42.21) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 22.33 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 67.00 Y bar(in) 145.34 Str (in3) 2417.67 ltr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 70 Partial= 18 Actual= 18 Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 20.21 = 175.47 = 3444.16 = 0.75 Number of Stud Rows = 1 Percent of Full Composite Action= 25.99 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RootLL Red% 8.08 14.32 8.95 14.32 30.5 0.00 0.00 0.0 0.00 0.0 11.17 15.98 9.99 15.98 30.5 0.00 0.00 0.0 0.00 0.0 15.21 12.15 7.60 12.15 30.5 0.00 0.00 0.0 0.00 0.0 SHEAR: Max V (DL+LL) = 36.36 kips fv = 4.08 ksi Fv = 18.81 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 119.0 11.2 12.53 33.00 InitDL 119.0 11.2 Max+ 322.8 11.2 Mmax/Seff 26.65 33.00 Mconst/Sx+Mpost/Seff 29.35 45.00 Controlling 322.8 11.2 26.65 33.00 fc (ksi) = 0.54 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 13.13 13.40 DL reaction 21.01 21.45 Max +LL reaction 14.61 14.91 Max +total reaction 35.62 36.36 DEFLECTIONS: Initial load (in) at 11.17ft = -0.249 LID = 1077 Live load (in) at 11.17 ft = -0.155 LID = 1734 CLL 0.00 0.00 0.00 Compr Flange fb Fb 12.53 33.00 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Post Comp load (in) at 11.17 ft = -0.238 Net Total load (in) at 11.17 ft = -0.487 LID = 1126 LID = 551 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC I Floor Type: Third Beam Number= 32 J-End (78.42,43.80) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (35.78,43.80) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 42.63 COMPOSITE PROPERTIES-(Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 116.00 Y bar(in) 149.77 Str (in3) 2588.04 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 84 Partial = 23 Actual= 23 Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok = 21.07 = 184.04 = 3773.85 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 26.09 LINE LOADS (k/ft): Load Dist 1 0.00 42.63 DL 0.773 0.773 CDL 0.483 0.483 LL 0.773 0.773 Red% 21.0% Type Red SHEAR: Max V (DL+LL) = 29.51 kips fv = 3.31 ksi Fv = 18.81 ksi MOMENTS: CLL 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft tb Fb Center PreCmp 109.8 21.3 11.56 33.00 InitDL 109.8 21.3 Max+ 314.6 21.3 Mmax/Seff 25.20 33.00 Mconst/Sx+Mpost/Seff 27.97 45.00 Controlling 314.6 21.3 25.20 33.00 fc (ksi) = 0.43 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 10.30 10.30 DL reaction 16.48 16.48 Max +LL reaction 13.03 13.03 Max +total reaction 29.51 29.51 DEFLECTIONS: Initial load (in) at 21.32 ft = -0.918 LID = 557 Live load (in) at 21.32 ft = -0.605 LID = 845 Post Comp load (in) at 21.32 ft = -0.893 LID = 573 Compr Flange tb Fb 11.56 33.00 • • • HCFE Gravity Beam Desien RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Net Total load (in) at 21.32 ft = -1.810 LID = 283 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering HCFE DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11:07:49 Steel Code: ASD 9th Ed . Floor Type: Third Beam Number= 35 SPAN INFORMATION (ft): I-End (35.78,72.21) Beam Size (User Selected) = W24X68 J-End (35.78,102.21) Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) re (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 90.00 Y bar(in) 190.19 Str (in3) 3191.84 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 140 Partial= 35 Actual= 35 Fy = 50.0 ksi Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 20.63 = 226.26 = 4549.15 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 25.08 POINT LOADS (kips): Dist DL CDL 10.00 31.37 19.60 20.00 31.37 19.60 RedLL Red% NonRLL StorLL 31.37 40.0 0.00 0.00 31.37 40.0 0.00 0.00 Red% 0.0 0.0 RoofLL 0.00 0.00 Red% 0.0 0.0 SHEAR: Max V (DL+LL) = 50.19 kips fv = 5.36 ksi Fv = 19.76 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 196.0 10.0 15.28 33.00 InitDL 196.0 10.0 Max+ 501.9 10.0 Mmax/Seff 31.66 33.00 Mconst/Sx+Mpost/Seff 34.57 45.00 Controlling 501.9 10.0 31.66 33.00 fc (ksi) = 0.59 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 19.60 19.60 DL reaction 31.37 31.37 Max +LL reaction 18.82 18.82 Max +total reaction 50.19 50.19 DEFLECTIONS: Initial load (in) at 15.00 ft = -0.612 LID = 589 Live load (in) at 15.00 ft = -0.337 LID = 1069 Post Comp load (in) at 15.00 ft = -0.547 LID = 658 CLL 0.00 0.00 Compr Flange fb Fb 15.28 33.00 • • • Gravity Beam Desi~n HCH RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Net Total load (in) at 15.00 ft = -1.159 LID = 311 Page 2/2 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed . • • • Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering HCFE DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 44 SPAN INFORMATION (ft): I-End (35.78,19.87) Beam Size (User Selected) = W24X62 J-End (78.42,19.87) Total Beam Length (ft) = 42.63 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = Seff(in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 54.76 Y bar(in) 170.20 Str (in3) 2653.29 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Full = 56 Partial= 14 Actual= 17 Fy = 50.0 ksi Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok = 17.78 = 192.75 = 3288.18 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 35.65 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL 7.79 6.50 4.06 29.41 5.36 2.14 LINE LOADS (k/ft): Load Dist 1 29.41 2 3 4 5 42.63 0.00 42.63 0.00 7.79 7.80 29.40 29.41 42.63 DL 0.300 0.300 0.285 0.285 0.290 0.290 0.258 0.258 0.080 0.080 6.50 19.0 0.00 0.00 3.42 19.0 0.00 0.00 CDL 0.000 0.000 0.178 0.178 0.181 0.181 0.161 0.161 0.050 0.050 LL 0.000 0.000 0.285 0.285 0.290 0.290 0.258 0.258 0.080 0.080 Red% 0.0% 19.0% 19.0% 19.0% 19.0% Red% 0.0 0.0 Type Red Red Red Red Red SHEAR: Max V (DL+LL) = 33.47 kips fv = 3.28 ksi Fv = 20.00 ksi MOMENTS: RoofLL 0.00 0.00 CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Red% 0.0 0.0 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 102.7 20.4 9.41 33.00 InitDL 102.7 20.4 Max+ 323.1 21.6 Mmax/Seff 22.78 33.00 Mconst/Sx+Mpost/Seff 24.95 45.00 CLL 0.00 0.00 Compr Flange fb Fb 9.41 33.00 • • • 1-fCFE Gravity Beam Desi~n RAM Steel v7. 0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Controlling 323.1 21.6 fc (ksi) = 0. 79 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 11.14 8.23 DL reaction 19.04 17.85 Max +LL reaction 14.44 10.66 Max +total reaction 33.47 28.52 DEFLECTIONS: Initial load (in) at 21.10 ft = -0.764 LID = Live load (in) at 21.10 ft = -0.579 LID = Post Comp load (in) at 21.10 ft = -0.966 LID = Net Total load (in) at 21.10ft = -1.731 LID = 22.78 669 884 529 296 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. 33.00 • • • Gravity Beam Desii:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_! Building Code: UBCl Floor Type: Third Beam Number= 50 SP AN INFORMATION (ft): I-End (43.58,5.36) J-End (65.19,6.96) 01/09/0111:07:49 Steel Code: ASD 9th Ed. Beam Size (User Selected) = W27X94 Fy = 50.0 ksi Total Beam Length (ft) = 21.67 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 85.8 deg VERCO W3 Formlok 44.50 Y bar(in) 279.46 Str (in3) 4324.09 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Full = 57 Partial = 9 Actual = 9 Right 2.50 115.00 3.00 85.8 deg VERCO W3 Formlok = 17.64 = 314.05 = 5323.97 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 26.34 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.300 0.000 0.000 0.0% Red 0.000 21.67 0.300 0.000 0.000 0.000 2 0.00 0.401 0.251 0.401 0.0% Red 0.000 21.67 0.338 0.211 0.338 0.000 SHEAR: Max V (DL+LL) = 11.49 kips fv = 0.87 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment kip-ft Center PreCmp 13.6 InitDL 13.6 Max+ 61.0 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 61.0 fc (ksi) = 0.14 Fe = 1.35 REACTIONS (kips): Initial reaction DLreaction Max +LL reaction Max +total reaction @ ft 10.7 10.7 10.7 10.7 Left 2.57 7.37 4.12 11.49 Lb ft Right 2.43 7.14 3.89 11.03 Cb Tension Flange fb Fb 0.67 33.00 2.62 2.71 2.62 33.00 45.00 33.00 Compr Flange fb Fb 0.67 33.00 • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 DEFLECTIONS: Initial load (in) at 10.83 ft = -0.012 LID = Live load (in) at 10.83 ft = -0.015 LID = Post Comp load (in) at 10.83 ft = -0.032 LID = Net Total load (in) at 10.83 ft = -0.044 LID = 21523 17788 8134 5903 l3>lt,O Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Floor Type: Third Gravity Beam Desii:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Beam Number= 53 J-End (78.42,160.71) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (59.00,160.71) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 19.42 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) t'c (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 41.13 Y bar(in) 140.69 Str (in3) 2043.04 ltr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 38 Partial = 8 Actual= 8 Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok = 17.04 = 166.75 = 2719.97 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 25.59 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.300 0.000 0.000 0.0% Red 0.000 19.42 0.300 0.000 0.000 0.000 2 0.00 0.460 0.288 0.460 0.0% Red 0.000 19.42 0.460 0.288 0.460 0.000 SHEAR: Max V (DL+LL) = 11.85 kips fv = 1.33 ksi Fv = 18.81 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 13.6 9.7 1.43 33.00 InitDL 13.6 9.7 Max+ 57.5 9.7 Mmax/Seff 4.91 33.00 Mconst/Sx+Mpost/Seff 5.18 45.00 Controlling 57.5 9.7 4.91 33.00 fc (ksi) = 0.20 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction · 2.79 2.79 DL reaction 7.38 7.38 Max +LL reaction 4.47 4.47 Max +total reaction 11.85 11.85 Compr Flange fb Fb 1.43 33.00 • • • HCFE Gravity Beam Desi2n RAM Steel v7. 0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 DEFLECTIONS: Initial load (in) at 9.71 ft = -0.024 LID = Live load (in) at 9.71 ft = -0.025 LID = Post Comp load (in) at 9.71 ft = -0.050 LID = Net Total load (in) at 9.71 ft = -0.074 LID = 9913 9376 4626 3154 Page 2/2 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desii:n RAM Steel v7.0 HOPE Engineering HCFE DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 54 J-End (65.19,6.96) SPAN INFORMATION (ft): I-End (65.19,19.87) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 12.92 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Left 2.50 115.00 3.00 parallel VERCO W3 Fonnlok 31.38 Y bar(in) 74.01 Str (in3) Ieff (in4) = 905.06 Itr (in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 33 Partial = 9 Actual= 9 Right 2.50 115.00 3.00 parallel VERCO W3 Fonnlok = 14.71 = 88.75 = 1259.94 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 27.75 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.46 5.81 3.63 5.81 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.300 0.000 0.000 0.0% Red 0.000 12.92 0.300 0.000 0.000 0.000 2 0.00 0.080 0.050 0.080 0.0% Red 0.000 12.92 0.080 0.050 0.080 0.000 SHEAR: Max V (DL+LL) = 8.78 kips fv= 1.74 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 12.8 6.5 2.66 33.00 InitDL 12.8 6.5 Max+ 47.1 6.5 Mmax/Seff 7.64 33.00 Mconst/Sx+Mpost/Seff 8.23 45.00 Controlling 47.1 6.5 7.64 33.00 fc (ksi) = 0.24 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 2.14 2.14 DLreaction 5.36 5.36 Max +LL reaction 3.42 3.42 CLL 0.00 Compr Flange fb Fb 2.66 33.00 • • • HCFE · Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Left Right Max +total reaction 8.78 8.78 DEFLECTIONS: Initial load (in) at 6.46 ft = -0.021 LID = Live load (in) at 6:46 ft = -0.019 LID = Post Comp load (in) at 6.46 ft = -0.033 LID = Net Total load (in) at 6.46 ft = -0.055 LID = 7318 8117 4638 2839 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • HCFE Gravity Beam Desien RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Third Beam Number= 60 J-End (108.67,53.46) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (78.42,53.46) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 30.25 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f'c (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 90. 75 Y bar(in) 78.14 Str (in3) Ieff(in4) = 1081.91 Itr (in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 60 Partial = 16 Actual= 16 Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok = 17.09 = 97.83 = 1630.32 = 0.75 Number of Stud Rows = 1 Percent of Full Composite Action= 26.06 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.773 0.483 0.773 11.4% Red 0.000 30.25 0.773 0.483 0.773 0.000 SHEAR: Max V (DL+LL) = 22.06 kips fv = 4.36 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft tb Fb Center PreCmp 55.3 15.1 11.52 33.00 InitDL 55.3 15.1 Max+ 166.8 15.1 Mmax/Seff 25.62 33.00 Mconst/Sx+Mpost/Seff 28.65 45.00 Controlling 166.8 15.1 25.62 33.00 fc (ksi) = 0.42 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 7.31 7.31 DL reaction 11.70 11.70 Max +LL reaction 10.36 10.36 Max +total reaction 22.06 22.06 DEFLECTIONS: Initial load (in) at 15.12 ft = -0.616 LID = 590 Live load (in) at 15.12ft = -0.411 LID = 882 Post Comp load (in) at 15.12 ft = -0.586 LID = 620 Compr Flange tb Fb 11.52 33.00 • ••• •• Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Net Total load (in) at 15.12 ft = -1.201 LID = 302 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed . • • • Gravity Beam Desien RAM Steel v7.0 HOPE Engineering HCFE DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number = 61 SPAN INFORMATION (ft): I-End (78.42,19.87) Beam Size (User Selected) = W24X55 J-End (78.42,34.13) Total Beam Length (ft) = 14.25 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 42.76 Y bar(in) 142.57 Str (in3) 2219.91 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 45 Partial = 12 Actual = 12 Fy = 50.0 ksi Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 18.53 = 168.83 = 3019.53 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 27.15 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.13 20.78 12.99 20.78 8.8 0.00 0.00 0.0 0.00 0.0 SHEAR: Max V (DL+LL) = 19.87 kips fv = 2.23 ksi Fv = 18.81 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 46.3 7.1 4.87 33.00 InitDL 46.3 7.1 Max+ 141.6 7.1 Mmax/Seff 11.92 33.00 Mconst/Sx+Mpost/Seff 12.89 45.00 Controlling 141.6 7.1 11.92 33.00 fc (ksi) = 0.34 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 6.49 6.49 DL reaction 10.39 10.39 Max +LL reaction 9.48 9.48 Max +total reaction 19.87 19.87 DEFLECTIONS: Initial load (in) at 7.13 ft = -0.035 LID = 4946 Live load (in) at 7.13 ft = -0.031 LID = 5572 Post Comp load (in) at 7.13 ft = -0.043 LID' = 3949 Net Total load (in) at 7.13 ft = -0.078 LID = 2196 CLL 0.00 Compr Flange fb Fb 4.87 33.00 • • • Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Floor Type: Third Beam Number = 62 J-End (108.67,19.87) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (78.42,19.87) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 30.25 LINE LOADS (k/ft): Load Dist 1 0.00 2 30.25 0.00 30.25 DL 0.300 0.300 0.365 0.365 LL 0.000 0.000 0.365 0.365 Red% 0.0% 0.0% Type Red Red SHEAR: Max V (DL+LL) = 15.58 kips fv= 1.75 ksi Fv = 18.81 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center Max+ 117.8 15.1 0.0 1.00 12.40 33.00 Controlling 117.8 15.1 0.0 1.00 12.40 33.00 REACTIONS (kips): Left Right DL reaction 10.06 10.06 Max +LL reaction 5.52 5.52 Max +total reaction 15.58 15.58 DEFLECTIONS: Dead load (in) at 15.12 ft = -0.320 LID = 1134 Live load (in) at 15.12 ft = -0.176 LID = 2066 Net Total load (in) at 15.12 ft = -0.496 LID = 732 Compr Flange fb Fb 12.40 33.00 • • • Floor Type: Third Gravity Beam Desiin RAM Steel v7.0 HOPE Engineering DataBase: Emerald_ 1 Building Code: UBC I Beam Number= 66 SPAN INFORMATION (ft): I-End (78.42,63.13) J-End (108.67,63.13) 01/09/01 11:07:49 Steel Code: ASD 9th Ed . Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 30.25 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pct) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 51.37 Y bar(in) = 16.31 Seff (in3) = 120.54 Str (in3) = 144.18 leff (in4) = 1652.46 Itr (in4) = 2259.28 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) q = 8.4 # of studs: Full = 55 Partial= 11 Actual= 11 Number of Stud Rows = 1 Percent of Full Composite Action= 27.47 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.75 1.73 1.08 1.73 15.2 0.00 0.00 0.0 14.75 3.91 2.44 3.91 15.2 0.00 0.00 0.0 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.447 0.279 0.447 15.2% Red 5.75 0.447 0.279 0.447 2 5.75 0.040 0.025 0.040 15.2% Red 14.75 0.040 0.025 0.040 3 14.75 0.447 0.279 0.447 15.2% Red 30.25 0.447 0.279 0.447 4 0.00 0.387 0.242 0.387 15.2% Red 30.25 0.387 0.242 0.387 SHEAR: Max V (DL+LL) = 25.13 kips fv = .3.17 ksi Fv = 20.00 ksi MOMENTS: 0.00 0.00 CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 69.2 14.7 8.78 33.00 InitDL 69.2 14.7 Max+ 204.5 14.7 Mmax/Seff 20.36 33.00 Mconst/Sx+Mpost/Seff 22.26 45.00 Controlling 204.5 14.7 20.36 33.00 fc (ksi) = 0.61 Fe = 1.35 0.0 0.0 CLL 0.00 0.00 Compr Flange fb Fb 8.78 33.00 •• • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 REACTIONS (kips): Left Right Initial reaction 8.49 8.50 DL reaction 13.59 13.60 Max +LL reaction 11.52 11.53 Max +total reaction 25.11 25.13 DEFLECTIONS: Initial load (in) at 15.12 ft = -0.383 LID = Live load (in) at 15.12 ft = -0.310 LID = Post Comp load (in) at 15.12 ft = -0.447 LID = Net Total load (in) at 15.12 ft = -0.830 LID = 947 1172 813 437 ~1o Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desii:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_ I Building Code: UBC I Floor Type: Third Beam Number= 67 J-End (84.17,74.30) 671 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (78.42,74.30) Beam Size (User Selected) = W12X16 Fy = 50.0 ksi Total Beam Length (ft) = 5.75 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) f'c (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 17.25 Y bar(in) 25.17 Str (in3) Ieff (in4) = 216.74 Itr (in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 5 Partial= 4 Actual =4 Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok = 10.23 = 31.70 = 308.93 = 0.75 Number of Stud Rows = 1 Percent of Full Composite Action = 30.51 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.893 0.558 0.893 0.0% Red 0.000 5.75 0.893 0.558 0.893 0.000 SHEAR: Max V (DL+LL) = 5.14 kips fv = 1.95 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 2.3 2.9 1.62 33.00 InitDL 2.3 2.9 Max+ 7.4 2.9 Mmax/Seff 3.52 33.00 Mconst/Sx+Mpost/Seff 4.04 45.00 Controlling 7.4 2.9 3.52 33.00 fc (ksi) = 0.12 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 1.60 1.60 DLreaction 2.57 2.57 Max +LL reaction 2.57 2.57 Max +total reaction 5.14 5.14 DEFLECTIONS: Initial load (in) at 2.88 ft = -0.005 LID = 15009 Live load (in) at 2.88 ft = -0.003 LID = 19739 Post Comp load (in) at 2.88 ft = -0.005 LID = 14356 Compr Flange fb Fb 1.62 33.00 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Net Total load (in) at 2.88 ft = -0.009 LID = 7338 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_! Building Code: UBCl J-End (78.42,160.71) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 72 SPAN INFORMATION (ft): I-End (78.42,132.21) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 28.51 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 54. 76 Y bar(in) 149.12 Str (in3) 2490.03 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 82 Partial = 21 Actual = 21 Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 19.46 = 172.62 = = 3252.81 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 25.68 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 9.50 16.56 10.35 16.56 23.7 0.00 0.00 0.0 19.00 16.91 10.57 16.91 23.7 0.00 0.00 0.0 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.300 0.000 0.000 0.0% Red 28.51 0.300 0.000 0.000 2 0.00 0.080 0.050 0.080 23.7% Red 28.51 0.080 0.050 0.080 SHEAR: Max V (DL+LL) = 35.88 kips fv = 4.03 ksi Fv = 18.81 ksi MOMENTS: 0.00 0.00 CLL 0.000 0.000 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft Center PreCmp 104.5 InitDL 104.5 Max+ 325.1 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 325.1 fc (ksi) = 0.67 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction ft 15.7 15.7 14.7 14.7 Left 11.13 22.09 ft Right 11.21 22.21 fb Fb 11.00 33.00 26.16 33.00 28.75 45.00 26.16 33.00 0.0 0.00 0.0 0.00 Compr Flange fb Fb 11.00 33.00 • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCI Left Right Max +LL reaction 13.58 13.67 Max +total reaction 35.67 35.88 DEFLECTIONS: Initial load (in) at 14.25 ft = -0.398 LID = Live load (in) at 14.25 ft = -0.264 LID = Post Comp load (in) at 14.25 ft = -0.455 LID = Net Total load (in) at 14.25 ft = -0.853 LID = 858 1298 752 401 Page 2/2 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. • • • HCFE Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering DataBase: Emerald I Building Code: UBCl Floor Type: Third Beam Number= 76 J-End (93.17,85.46) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (93.17,63.13) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 22.33 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 39.50 Y bar(in) 74.75 Str (in3) Ieff (in4) = 946.88 Itr (in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 41 Partial = 11 Actual= 11 Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 15.41 = 90.64 = 1351.65 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 26.94 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 2.25 0.00 0.00 11.17 6.92 4.33 6.92 0.0 0.00 0.00 0.0 12.33 0.00 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.040 0.025 0.040 0.0% Red 22.33 0.040 0.025 0.040 SHEAR: Max V (DL+LL) = 7.82 kips fv = 1.55 ksi Fv = 19.13 ksi MOMENTS: 0.00 CLL 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 25.7 11.2 5.36 33.00 InitDL 25.7 11.2 Max+ 82.3 11.2 Mmax/Seff 13.21 33.00 Mconst/Sx+Mpost/Seff 14.44 45.00 Controlling 82.3 11.2 13.21 33.00 fc (ksi) = 0.34 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 2.44 2.44 DL reaction 3.91 3.91 Max +LL reaction 3.91 3.91 0.0 CLL 0.00 Compr Flange fb Fb 5.36 33.00 • • • HCFE Gravity Beam Desi~n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Left Right Max +total reaction 7.82 7.82 DEFLECTIONS: Initial load (in) at 11.17ft = -0.127 LID = Live load (in) at 11.17ft = -0.109 LID = Post Comp load (in) at 11.17ft = -0.150 LID = Net Total load (in) at 11.17ft = -0.277 LID = 2114 2453 1784 968 Page 2/2 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. • • • HCFE Floor Type: Third Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Beam Number= 77 J-End (108.67,74.30) 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (93.17,74.30) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 15.50 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 46.50 Y bar(in) 52.07 Str (in3) Ieff (in4) = 608.25 Itr (in4) Stud length (in) = 4.50 · Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 30 Partial= 9 Actual= 9 Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok = 14.35 = 65.49 = 909.85 = 0.75 Number of Stud Rows = 1 Percent of Full Composite Action = 25 .4 7 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.893 0.558 0.893 1.8% Red 0.000 15.50 0.893 0.558 0.893 0.000 SHEAR: Max V (DL+LL) = 13.72 kips fv = 3.66 ksi Fv = 17.90 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 16.8 7.8 5.24 33.00 InitDL 16.8 7.8 Max+ 53.2 7.8 Mmax/Seff 12.25 33.00 Mconst/Sx+Mpost/Seff 13.63 45.00 Controlling 53.2 7.8 12.25 33.00 fc (ksi) = 0.27 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 4.33 4.33 DL reaction 6.92 6.92 Max +LL reaction 6.80 6.80 Max +total reaction 13.72 13.72 DEFLECTIONS: Initial load (in) at 7.75 ft = -0.083 LID = 2239 Live load (in) at 7.75 ft = -0.065 LID = 2881 Post Comp load (in) at 7.75 ft = -0.089 LID = 2085 Compr Flange fb Fb 5.24 33.00 • • • Gravity Beam Desit:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Net Total load (in) at 7.75 ft = -0.172 LID = 1080 B78 Page 2/2 01/09/01 11 :07:49 Steel Code: ASD 9th Ed. • • • HCFE Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 J-End (127.97,102.21) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 88 SPAN INFORMATION (ft): I-End (108.67,63.13) Beam Size (User Selected) = W27X94 Fy = 50.0 ksi Total Beam Length (ft) = 43.58 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) re (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 108.17 Y bar(in) 293.72 Str (in3) 5436.91 Itr (in4) 4.50 Stud diam {in) Stud Capacity (kips) q = 9.9 # of studs: Full = 114 Partial = 29 Actual = 29 Right 2.50 115.00 3.00 parallel , VERCO W3 Formlok = 22.59 = 343.48 = 7562.25 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 25.49 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 12.18 20.06 12.54 20.06 40.0 0.00 0.00 0.0 0.00 0.0 22.17 21.02 13.14 21.02 40.0 0.00 0.00 0.0 0.00 0.0 32.17 22.65 14.16 22.65 40.0 0.00 0.00 0.0 0.00 0.0 42.17 12.70 7.94 12.70 40.0 0.00 0.00 0.0 0.00 0.0 SHEAR: Max V (DL+LL) = 72.48 kips fv = 5.49 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb CLL 0.00 0.00 0.00 0.00 Compr Flange fb Fb Center PreCmp 306.1 22.2 15.11 33.00 15.11 33.00 InitDL 306.1 22.2 Max+ 783.5 22.2 Mmax/Seff 32.01 33.00 Mconst/Sx+Mpost/Seff 34.62 45.00 Controlling 783.5 22.2 32.01 33.00 fc (ksi) = 0.64 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 19.46 28.31 DL reaction 31.13 45.30 Max +LL reaction 18.68 27.18 Max +total reaction 49.81 72.48 • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 DEFLECTIONS: Initial load (in) at 22.01 ft = -1.051 LID = Live load (in) at 22.01 ft = -0.607 LID = Post Comp load (in) at 22.01 ft = -0.986 LID = Net Total load (in) at 22.01 ft = -2.037 LID = 498 862 531 257 Page 2/2 01/09/01 11 :07:49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_ 1 Building Code: UBC 1 J-End (122.91,91.97) B6\ 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 92 SPAN INFORMATION (ft): I-End (108.67,99.35) Beam Size (User Selected) = Wl4X22 Fy = 50.0 ksi Total Beam Length (ft) = 16.04 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation· Decking type beff (in) = Seff (in3) = Left 2.50 115.00 3.00 90.0 deg VERCO W3 Formlok 48.12 Y bar(in) 40.62 Str (in3) Ieff (in4) = 440.75 Itr (in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 16 Partial = 10 Actual = 10 Right 2.50 115.00 3.00 90.0 deg VERCO W3 Formlok = 13.40 = 51.90 = 675.36 = 0.75 Number of Stud Rows = 1 Percent of Full Composite Action = 25. 7 6 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.129 0.081 0.129 0.0% Red 13.09 0.400 0.250 0.400 2 13.09 0.400 0.250 0.400 0.0% Red 15.86 0.400 0.250 0.400 3 15.86 0.400 0.250 0.400 0.0% Red 16.04 0.000 0.000 0.000 4 0.00 0.000 0.000 0.000 0.0% Red 5.17 0.400 0.250 0.400 5 5.17 0.400 0.250 0.400 0.0% Red 16.04 0.400 0.250 0.400 SHEAR: Max V (DL+LL) = 11.56 kips fv = 3.85 ksi Fv = 18.90 ksi MOMENTS: CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 13.4 8.5 5.56 33.00 InitDL 13.4 8.5 Max+ 43.0 8.5 Mmax/Seff 12.69 33.00 Mconst/Sx+Mpost/Seff 14.28 45.00 Controlling 43.0 8.5 12.69 33.00 fc (ksi) = 0.26 Fe = 1.35 REACTIONS (kips): Compr Flange fb Fb 5.56 33.00 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Left Right Initial reaction 2.62 3.61 DL reaction 4.20 5.78 Max +LL reaction 4.20 5.78 Max +total reaction 8.40 11.56 DEFLECTIONS: Initial load (in) at 8.18 ft = -0.107 LID = Live load (in) at 8.18 ft = -0.077 LID = Post Comp load (in) at 8.18 ft = -0.106 LID = Net Total load (in) at 8.18 ft = -0.213 LID = 1805 2498 1817 905 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desi1:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl J-End (151.30,54.79) 01/09/0111:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 95 SPAN INFORMATION (ft): I-End (114.06,74.05) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 41.92 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pct) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation 90.0 deg 90.0 deg Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 122.86 Y bar(in) = Seff (in3) = 149.72 Str (in3) = Ieff (in4) = 2603.12 Itr (in4) = Stud length (in) = 4.50 Stud diam (in) = Stud Capacity (kips) q = 8.4 # of studs: Max = 82 Partial= 24 Actual= 24 Number of Stud Rows= 1 Percent ofFull Composite Action= 25.48 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.400 0.250 0.400 23.3% Red 41.92 0.400 0.250 0.400 2 0.00 0.000 0.000 0.000 23.3% Red 0.22 0.487 0.304 0.487 3 0.22 0.487 0.304 0.487 23.3% Red 41.92 0.400 0.250 0.400 SHEAR: Max V (DL+LL) = 31.68 kips fv = 3.56 ksi Fv = 18.81 ksi MOMENTS: 21.29 184.77 3832.60 0.75 CLL 0.000 0.000 0.000 0.000 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 115.8 20.8 12.19 33.00 InitDL 115.8 20.8 Max+ 327.5 20.8 Mmax/Seff 26.25 33.00 Mconst/Sx+Mpost/Seff 29.15 45.00 Controlling 327.5 20.8 26.25 33.00 fc (ksi) = 0.43 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 11.21 10.86 DLreaction 17.93 17.38 Max +LL reaction 13.75 13.33 Max +total ireaction 31.68 30.70 Compr Flange fb Fb 12.19 33.00 • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald I Building Code: UBCl DEFLECTIONS: Initial load (in) at 20.96 ft = -0.936 LID = Live load (in) at 20.96 ft = -0.595 LID = Post Comp load (in) at 20.96 ft = -0.887 LID = Net Total load (in) at 20.96 ft = -1.822 LID = 538 845 567 276 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald_ 1 Building Code: UBCl Floor Type: Third Beam Number= 99 J-End (142.11,37.03) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (125.87,5.60) Beam Size (User Selected) = W24X76 Fy = 50.0 ksi Total Beam Length (ft) = 35.38 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 106.13 Y bar(in) 226.31 Str (in3) 4076.01 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 #ofstuds: Full = 139 Partial=51 Actual= 51 Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 20.99 = 256.00 = 5242.42 = 0.75 Number of Stud Rows = 1 Percent of Full Composite Action= 36.91 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.78 10.85 6.78 10.85 40.0 0.00 0.00 0.0 0.00 0.0 15.04 25.46 15.91 25.46 40.0 0.00 0.00 0.0 0.00 0.0 25.21 31.39 19.62 31.39 40.0 0.00 0.00 0.0 0.00 0.0 SHEAR: Max V (DL+LL) = 55.46 kips fv = 5.27 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 241.0 15.0 16.43 33.00 InitDL 241.0 15.0 Max+ 617.1 15.0 Mmax/S-eff 32.72 33.00 Mconst/Sx+Mpost/Seff 36.37 45.00 Controlling 617.1 15.0 32.72 33.00 fc (ksi) = 0.62 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 20.65 21.66 DLreaction 33.04 34.66 Max +LL reaction 19.82 20.80 Max +total reaction 52.87 55.46 DEFLECTIONS: Initial load (in) at 17.87 ft = -0.868 LID = 489 Live load (in) at 17.87 ft = -0.429 LID = 989 CLL 0.00 0.00 0.00 Compr Flange fb Fb 16.43 33.00 • • • Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Post Comp load (in) at 17 .87 ft = Net Total load (in) at 17.87 ft = -0.697 -1.565 LID = LID = 609 271 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 J-End (168.12,109.13) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 110 SPAN INFORMATION (ft): I-End (139.20,124.08) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 32.56 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 90.0 deg VERCO W3 Forrnlok 96.00 Y bar(in) 124.13 Str (in3) 1886.75 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 64 Partial = 19 Actual= 19 Right 2.50 115.00 3.00 90.0 deg VERCO W3 Forrnlok = 18.58 = 152.56 = 2753.02 = 0.75 Number of Stud Rows = 1 Percent of Full Composite Action= 26.04 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.640 0.400 0.640 8.8% Red 32.56 0.640 0.400 0.640 SHEAR: Max V (DL+LL) = 19.92 kips fv = 2.52 ksi Fv = 20.00 ksi MOMENTS: CLL 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 53.0 16.3 6.73 33.00 InitDL 53.0 16.3 Max+ 162.1 16.3 Mmax/Seff 15.67 33.00 Mconst/Sx+Mpost/Seff 17.28 45.00 Controlling 162.1 16.3 15.67 33.00 fc (ksi) = 0.31 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 6.51 6.51 DL reaction 10.42 10.42 Max +LL reaction 9.50 9.50 Max +total reaction 19.92 19.92 DEFLECTIONS: Initial load (in) at 16.28 ft = -0.354 LID = 1102 Live load (in) at 16.28 ft = -0.270 LID = 1449 Post Comp load (in) at 16.28 ft = -0.381 LID = 1027 Compr Flange fb Fb 6.73 33.00 • • • HCPE Gravity Beam Desi"n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Net Total load (in) at 16.28 ft = -0.735 LID = 532 !388 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • HCFE Gravity Beam Desii:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Third Beam Number= 111 J-End (155.89,63.68) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (142.11,37.03) Beam Size (User Selected) = W24X76 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 90.00 Y bar(in) 214.64 Str (in3) 3564.14 Itr (in4) 4.50 . Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 140 Partial= 35 Actual= 35 Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 20.37 = 253.14 = 5023.40 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 25.08 POINT LOADS (kips): Dist DL CDL RedLL Red¾ NonRLL StorLL Red¾ RoofLL Red¾ CLL 10.00 16.66 10.41 16.66 40.0 0.00 0.00 0.0 0.00 0.0 0.00 10.00 17.39 10.87 18.06 40.0 0.00 0.00 0.0 0.00 0.0 0.00 -0.68 40.0 0.00 0.00 0.0 0.00 0.0 20.00 17.38 10.86 17.38 40.0 0.00 0.00 0.0 0.00 0.0 0.00 20.00 17.38 10.86 18.06 40.0 0.00 0.00 0.0 0.00 0.0 0.00 -0.69 40.0 0.00 0.00 0.0 0.00 0.0 SHEAR: Max V (DL+LL) = 55.63 kips fv = 5.29 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center PreCmp 215.7 20.0 14.71 33.00 14.71 33.00 InitDL 215.7 20.0 Max+ 556.3 20.0 Mmax/Seff 31.10 33.00 Mconst/Sx+Mpost/Seff 33.75 45.00 Controlling 556.3 20.0 31.10 33.00 fc (ksi) = 0.63 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 21.42 21.57 DL reaction 34.28 34.52 Max +LL reaction 20.97 21.12 Max -LL reaction -0.41 -0.41 • • • HCFE Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Left Ri ht ' g Max +total reaction 55.25 55.63 DEFLECTIONS: Initial load (in) at 15.00 ft = -0.585 LID = Live load (in) at 15.00 ft = -0.337 LID = Post Comp load (in) at 15.00 ft = -0.544 LID = Net Total load (in) at 15.00 ft = -1.128 LID = 616 1068 662 319 6'10 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desi1:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 121 J-End (199.40,29.93) SPAN INFORMATION (ft): I-End (151.30,54.79) Beam Size (User Selected) = W24X76 Fy = 50.0 ksi Total Beam Length (ft) = 54.15 Cantilever on right (ft) = 9.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) re (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 90.0 deg VERCO W3 Formlok 120.00 Y bar(in) 218.59 Str (in3) 3621.14 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 Right 2.50 115.00 3.00 90.0 deg VERCO W3 Formlok = 20.18 = 259.94 = 5097.64 = 0.75 # of studs: Max = 135 Partial= 24 Actual= 24 Number of Stud Rows= 1 Percent of Full Composite Action= 25.75 POINT LOADS (kips): Dist DL CDL RedLL 0.48 -0.60 1.15 Red% 23.6 24.2 0.0 39.15 -0.12 -0.08 54.15 1.15 0.72 LINE LOADS (k/ft): Load 1 2 3 4 5 6 7 Dist 0.00 39.15 39.16 45.15 45.15 48.26 48.26 54.15 0.00 45.15 45.15 47.99 47.99 54.15 DL 0.400 0.400 0.240 0.240 0.000 0.240 0.240 0.240 0.400 0.400 0.400 0.400 0.400 0.000 CDL 0.250 0.250 0.150 0.150 0.000 0.150 0.150 0.150 0.250 0.250 0.250 0.250 0.250 0.000 NonRLL 0.00 0.00 0.00 StorLL 0.00 0.00 0.00 LL Red% 0.400 23.6% 0.400 0.240 23.6% 0.240 0.000 0.0% 0.240 0.240 0.0% 0.240 0.400 23.6% 0.400 0.400 0.0% 0.400 0.400 0.0% 0.000 Red% 0.0 0.0 0.0 Type Red Red Red Red Red Red Red SHEAR: Max V (DL+LL) = 31.69 kips fv = 3.01 ksi Fv = 20.00 ksi MOMENTS: RoofLL 0.00 0.00 0.00 CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Red% 0.0 0.0 0.0 Span Cond Moment @ Lb Cb Tension Flange CLL 0.00 0.00 Compr Flange • •• • Gravity Beam Desi2n HCJJE RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 kip-ft ft Center PreCmp 117. 9 21. 7 InitDL 117.9 21.7 Max+ 344.3 22.1 Mmax/Seff Mconst/Sx+Mpost/Seff ft Max--54.7 45.2 6.0 Right Controlling Max --54.7 fc (ksi) = 0.41 344.3 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max-LL reaction Max +total reaction DEFLECTIONS: Center span: Initial load (in) at 22.35 ft Live load (in) at 22.35 ft Post Comp load (in) at 22.35 ft Net Total load (in) at 22.35 ft Right cantilever: Init load (in) = Pos Live load (in) = Neg Live load (in) = Neg Post Comp load (in) = Neg Total load (in) = 45.2 9.0 22.1 Left Right 10.86 14.36 17.38 22.97 13.79 19.34 -0.67 -0.40 31.17 42.31 = -0.698 = -0.544 = -0.787 = -1.485 0.406 LID = -0.083 LID = 0.347 LID = 0.485 LID = 0.891 LID = 2.30 1.00 LID = LID = LID = LID = 532 2603 623 445 242 fb 8.04 18.90 20.47 3.73 3.73 18.90 776 996 689 365 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed . Fb fb Fb 33.00 8.04 33.00 33.00 45.00 33.00 3.73 33.00 30.00 3.73 29.76 33.00 • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Floor Type: Third Beam Number = 124 J-End (200.59,51.83) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (160.48,72.56) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 45.15 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pct) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation 90.0 deg 90.0 deg Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 120.00 Y bar(in) = Seff (in3) = 149.39 Str (in3) = Ieff (in4) = 2584.67 Itr (in4) = Stud length (in) = 4.50 Stud diam (in) = Stud Capacity (kips) q = 8.4 # of studs: Max = 90 Partial= 23 Actual= 23 Number of Stud Rows= 1 Percent of Full Composite Action= 25.22 LINE LOADS (k/ft): Load Dist 1 0.00 45.15 DL 0.800 0.800 CDL 0.500 0.500 LL 0.800 0.800 Red¾ 24.1% Type Red SHEAR: Max V (DL+LL) = 31.77 kips fv = 3.56 ksi Fv = 18.81 ksi MOMENTS: 21.20 184.47 3808.57 0.75 CLL 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 127.4 22.6 13.41 33.00 InitDL 127.4 22.6 Max+ 358.6 22.6 Mmax/Seff 28.81 33.00 Mconst/Sx+Mpost/Seff 31.98 45.00 Controlling 358.6 22.6 28.81 33.00 fc (ksi) = 0.48 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 11.29 11.29 DL reaction 18.06 18.06 Max +LL reaction 13.70 13.70 Max +total reaction 31.77 31.77 DEFLECTIONS: (Camber = 3/4) Initial load (in) at 22.58 ft = -1.195 LID = 454 Live load (in) at 22.58 ft = -0.758 LID = 715 Post Comp load (in) at 22.58 ft = -1.132 LID = 479 Compr Flange fb Fb 13.41 33.00 • • • Gravity Beam Desil:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald I Building Code: UBCI Net Total load (in) at 22.58 ft = -1.576 LID = 344 Page 2/2 01/09/0 I 11 :07 :49 Steel Code: ASD 9th Ed. • • • Floor Type: Third Gravity Beam Desi&:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Beam Number= 125 J-End (171.80,116.24) 01/09/0111:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (164.45,102.03) Beam Size (User Selected) = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 16.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = leff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 30.00 Y bar(in) 115.94 Str (in3) 1531.88 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 32 Partial = 8 Actual = 8 Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 15.69 = 136.71 = 2062.63 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 25.80 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.00 10.42 6.51 10.42 0.0 0.00 0.00 0.0 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.040 0.025 0.040 0.0% Red 16.00 0.040 0.025 0.040 SHEAR: Max V (DL+LL) = 11.06 kips fv = 1.40 ksi Fv = 20.00 ksi MOMENTS: 0.00 CLL 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft Center PreCmp 26.8 InitDL 26.8 Max+ 85.9 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 85.9 fc (ksi) = 0.32 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction ft 8.0 8.0 8.0 8.0 Left 3.46 5.53 5.53 11.06 ft Right 3.46 5.53 5.53 11.06 fb Fb 3.41 33.00 8.89 33.00 9.52 45.00 8.89 33.00 0.0 CLL 0.00 Compr Flange fb Fb 3.41 33.00 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 DEFLECTIONS: Initial load (in) at 8.00 ft = -0.035 LID = Live load (in) at 8.00 ft = -0.036 LID = Post Comp load (in) at 8.00 ft = -0.049 LID = Net Total load (in) at 8~00 ft = -0.084 LID = 5495 5347 3889 2277 Page 2/2 01/09/0111:07:49 Steel Code: ASD 9th Ed. • • • Gravity Beam Desi2n RAM Steel v7.0 /3,41 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 135 J-End (196.00,42.94) SPAN INFORMATION (ft): I-End (182.23,16.29) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff(in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 48.00 Y bar(in) 170.47 Str (in3) 3071.68 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 66 Partial= 50 Actual= 50 Right 2.50 115.00 3.00 27.3 deg VERCO W3 Formlok = 18.67 = 170.47 = 3071.68 = 0.75 Number of Stud Rows = 1 Percent of Full Composite Action= 76.11 POINT LOADS (kips): Dist DL CDL RedLL Red% 40.0 40.0 40.0 40.0 40.0 40.0 4.00 3.90 2.44 10.00 22.91 14.32 20.00 22.97 14.36 26.00 5.11 3.19 LINE LOADS (k/ft): Load 1 2 3 4 5 6 7 Dist 26.00 30.00 0.00 26.00 0.00 4.00 4.00 10.00 10.00 20.00 20.00 26.00 26.00 30.00 DL 0.300 0.300 0.300 0.300 0.080 0.080 0.000 0.124 0.000 0.207 0.000 0.124 0.080 0.080 3.90 23.24 -0.32 23.49 -0.52 5.11 CDL 0.000 0.000 0.000 0.000 0.050 0.050 0.000 0.078 0.000 0.129 0.000 0.078 0.050 0.050 NonRLL 0.00 0.00 0.00 0.00 0.00 0.00 StorLL 0.00 0.00 0.00 0.00 0.00 0.00 LL Red% 0.000 0.0% 0.000 0.000 0.0% 0.000 0.080 40.0% 0.080 0.000 40.0% 0.124 0.000 40.0% 0.207 0.000 40.0% 0.124 0.080 40.0% 0.080 Red% 0.0 0.0 0.0 0.0 0.0 0.0 Type Red Red Red Red Red Red Red RoofLL 0.00 0.00 0.00 0.00 0.00 0.00 CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Red% 0.0 0.0 0.0 0.0 0.0 0.0 CLL 0.00 0.00 0.00 0.00 • • • Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_ 1 Building Code: UBCl Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SHEAR: Max V (DL+LL) = 51.48 kips fv = 5.78 ksi Fv = 18.81 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft tb Fb tb Fb Center PreCmp 161.0 17.7 16.95 33.00 16.95 33.00 InitDL 161.0 17.7 Max+ 448.1 16.3 Mmax/Seff 31.54 33.00 Mconst/Sx+Mpost/Seff 37.16 45.00 Controlling 448.1 16.3 31.54 33.00 fc (ksi) = 1.00 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 17.57 18.25 DL reaction 32.62 33.69 Max +LL reaction 17.11 17.79 Max -LL reaction -0.23 -0.27 Max +total reaction 49.72 51.48 DEFLECTIONS: Initial load (in) at 15.00 ft = -0.686 LID = 525 Live load (in) at 15.00 ft = -0.294 LID = 1224 Post Comp load (in) at 15.00 ft = -0.536 LID = 671 Net Total load (in) at 15.00 ft = -1.222 LID = 295 • • • HCFE Floor Type: Third Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald_l Building Code: UBCl Beam Number= 143 SPAN INFORMATION (ft): I-End (188.83,42.15) J-End (200.38,36.18) 01/09/0 I 11 :07 :49 Steel Code: ASD 9th Ed. Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 13.00 Cantilever on right (ft) = 7.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 13.00 0.30 0.30 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.00 0.400 0.400 0.0% Red 6.00 0.400 0.400 2 6.00 0.080 0.080 0.0% Red 13.00 0.080 0.080 3 6.00 0.240 0.240 0.0% Red 11.90 0.240 0.240 4 11.90 0.240 0.240 0.0% Red 13.00 0.000 0.000 SHEAR: Max V (DL+LL) = 5.41 kips fv= 1.07 ksi Fv = 19.13 ksi MOMENTS: Span Center Cond Max+ Max- Right Max- Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction Max -total reaction DEFLECTIONS: Center span: Dead load (in) Live load (in) Net Total load (in) Right cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Pos Total load (in) Moment @ Lb kip-ft ft ft 0.5 1.1 0.0 -18.1 6.0 6.0 -18.1 6.0 7.0 -18.1 6.0 7.0 Left Right -0.31 5.11 1.20 5.11 -1.51 0.00 0.89 10.22 -1.81 5.11 at 3.57 ft = 0.002 at 3.57 ft = 0.002 at 3.57 ft = 0.004 = -0.025 LID = = -0.028 LID = = 0.003 LID = = -0.054 LID = Cb Tension Flange fb Fb 1.00 0.10 33.00 1.75 3.77 30.00 1.00 3.77 30.00 1.00 LID = 42823 LID = 29556 LID = 17487 6613 5926 57060 3126 Compr Flange fb Fb 0.10 33.00 3.77 30.00 3.77 28.24 3.77 28.24 • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl J-End (241.62,109.42) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 145 SPAN INFORMATION (ft): I-End (192.62,134.75) Beam Size (User Selected) = W24X76 Fy = 50.0 ksi Total Beam Length (ft) = 55.15 Cantilever on right (ft) = 10.00 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff(in4) = Stud length (in) = Left 2.50 115.00 3.00 90.0 deg VERCO W3 Formlok 120.00 Y bar(in) 218.45 Str (in3) 3616.03 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 Right 2.50 115.00 3.00 90.0 deg VERCO W3 Formlok = 20.18 = 259.94 = 5097.65 = 0.75 # of studs: Max = 135 Partial= 24 Actual=24 Number of Stud Rows= 1 Percent of Full Composite Action= 25.58 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 39.15 -0.52 -0.33 0.48 23.6 0.00 0.00 0.0 -1.00 24.5 0.00 0.00 0.0 55.15 1.26 0.79 1.26 0.0 0.00 0.00 0.0 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.400 0.250 0.400 23.6% Red 39.15 0.400 0.250 0.400 2 39.16 0.240 0.150 0.240 23.6% Red 45.15 0.240 0.150 0.240 3 45.15 0.000 0.000 0.000 0.0% Red 48.26 0.240 0.150 0.240 4 48.26 0.240 0.150 0.240 0.0% Red 55.15 0.240 0.150 0.240 5 0.00 0.400 0.250 0.400 23.6% Red 45.15 0.400 0.250 0.400 6 45.15 0.400 0.250 0.400 0.0% Red 48.99 0.400 0.250 0.400 7 48.99 0.400 0.250 0.400 0.0% Red 55.15 0.000 0.000 0.000 SHEAR: Max V (DL+LL) = 31.66 kips fv = 3.01 ksi Fv = 20.00 ksi MOMENTS: 0.00 0.00 0.00 CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange 0.0 0.00 0.0 0.0 0.00 Compr Flange Gravitt Beam Desi2n B\o\ HCFE RAM Steel v7.0 Page 2/2 HOPE Engineering DataBase: Emerald 1 01/09/01 11:07:49 • Building Code: UBCl Steel Code: ASD 9th Ed. kip-ft ft ft tb Fb tb Fb Center PreCmp 115.1 21.5 7.85 33.00 7.85 33.00 InitDL 115.1 21.5 Max+ 339.6 21.9 Mmax/Seff 18.66 33.00 Mconst/Sx+Mpost/Seff 20.18 45.00 Max--68.9 45.2 6.0 2.17 4.70 33.00 4.70 33.00 Right Max--68.9 45.2 10.0 1.00 4.70 30.00 4.70 28.91 Controlling 339.6 21.9 18.66 33.00 fc (ksi) = 0.41 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 10.73 14.71 DL reaction 17.17 23.53 Max +LL reaction 13.79 20.24 Max -LL reaction -0.86 -0.66 Max +total reaction 30.96 43.77 DEFLECTIONS: Center span: • Initial load (in) at 22.35 ft = -0.677 LID = 800 Live load (in) at 22.35 ft = -0.545 LID = 995 Post Comp load (in) at 22.35 ft = -0.781 LID = 694 Net Total load (in) at 22.35 ft = -1.458 LID = 372 Right cantilever: Init load (in) = 0.422 LID = 568 Pos Live load (in) = -0.121 LID = 1986 Neg Live load (in) = 0.386 LID = 622 Neg Post Comp load (in) = 0.529 LID = 454 Neg Total load (in) = 0.951 LID = 252 • • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_! Building Code: UBC 1 Floor Type: Third Beam Number= 146 J-End (199.40,29.93) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (193.92,21.50) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 10.05 COMPOSITE PROPERTIES (Not Shored): Left Concrete thickness (in) 2.50 Unit weight concrete (pct) 115.00 t'c (ksi) 3.00 Decking Orientation 33.0 deg Decking type VERCO W3 Formlok beff (in) = 27.07 Y bar(in) Seff (in3) = 73.02 Str (in3) leff(in4) = 818.46 Itr(in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) q[l] = 8.4 q[2] = 5.9 # of studs: Max = 10 Partial = 7 Actual = 7 Right 2.50 115.00 3.00 33.0 deg VERCO W3 Formlok = 13.25 = 87.40 = 1105.91 = 0.75 Number of Stud Rows= 2 Percent of Full Composite Action= 26.79 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.326 0.203 0.326 0.0% Red 0.000 10.05 0.080 0.050 0.080 0.000 SHEAR: Max V (DL+LL) = 2.45 kips fv= 0.48 ksi Fv = 19.13 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft tb Fb Center PreCmp 1.6 4.6 0.34 33.00 InitDL 1.6 4.6 Max+ 5.2 4.5 Mmax/Seff 0.85 33.00 Mconst/Sx+Mpost/Seff 0.92 45.00 Controlling 5.2 4.5 0.85 33.00 fc (ksi) = 0.03 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 0.77 0.51 DL reaction 1.22 0.81 Max +LL reaction 1.22 0.81 Max +total reaction 2.45 1.63 DEFLECTIONS: Initial load (in) at 4.92 ft = -0.002 LID = 61284 Live load (in) at 4.92 ft = -0.002 LID = 61469 Post Comp load (in) at 4.92 ft = -0.003 LID = 44705 Compr Flange tb Fb 0.34 33.00 • • • Gravity Beam Desi~n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Net Total load (in) at 4.92 ft = -0.005 LID = 25849 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering HCFE • DataBase: Emerald 1 Building Code: UBCl 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Third Beam Number= 158 SPAN INFORMATION (ft): I-End (230.16,122.10) J-End (243.93,114.98) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 15.50 Cantilever on right (ft) = 9.50 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 15.50 0.34 0.34 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist 1 0.00 2 3 4 6.00 6.00 15.50 6.00 12.90 12.90 15.50 DL 0.400 0.400 0.080 0.080 0.240 0.240 0.240 0.000 LL 0.400 0.400 0.080 0.080 0.240 0.240 0.240 0.000 Red% 0.0% 0.0% 0.0% 0.0% Type Red Red Red Red • SHEAR: Max V (DL+LL) = 7.41 kips fv = 1.47 ksi Fv = 19.13 ksi MOMENTS: Span Cond Center Max- Right Max- Controlling REACTIONS (kips): DL reaction Max +LL reaction Max -LL reaction Max +total reaction Max -total reaction DEFLECTIONS: Center span: Dead load (in) Live load (in) Net Total load (in) • Right cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Pos Total load (in) Moment kip-ft -30.0 -30.0 -30.0 at 3.51 ft at 3.51 ft at 3.51 ft = = = @ Lb ft ft 6.0 6.0 6.0 9.5 6.0 9.5 Left •Right -1.30 6.78 1.20 6.78 -2.50 0.00 -0.10 13.55 -3.81 6.78 = 0.003 = 0.004 = 0.007 -0.070 LID = -0.074 LID = 0.004 LID = = -0.144 LID = Cb Tension Flange fb Fb 1.75 6.26 30.00 1.00 6.26 30.00 1.00 LID = 21884 LID = 17771 LID = 9807 3261 3085 57060 1585 Compr Flange fb Fb 6.26 30.00 6.26 23.94 6.26 23.94 • • • HCFE Floor Type: Third Gravity Beam Desi~n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Beam Number= 159 J-End (245.33,138.37) 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (230.38,146.11) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 16.84 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Left 2.50 115.00 3.00 90.0 deg VERCO W3 Formlok 42.69 Y bar(in) 40.47 Str (in3) Ieff (in4) = 430.54 Itr (in4) Stud length (in) = 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Max = 16 Partial = 9 Actual = 9 Right 2.50 115.00 3.00 90.0 deg VERCO W3 Formlok = 13.08 = 51.41 = 651.30 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 26.21 LINE LOADS (k/ft): Load Dist 1 0.00 16.84 2 0.00 16.83 3 16.83 16.84 DL 0.000 0.348 0.349 0.349 0.349 0.000 CDL 0.000 0.218 0.218 0.218 0.218 0.000 LL 0.000 0.348 0.349 0.349 0.349 0.000 Red% 0.0% 0.0% 0.0% Type Red Red Red CLL 0.000 0.000 0.000 0.000 0.000 0.000 SHEAR: Max V (DL+LL) = 9. 78 kips fv = 3.25 ksi Fv = 18.90 ksi MOMENTS: Span Cond Moment kip-ft Center PreCmp 11.6 InitDL 11.6 Max+ 37.2 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 37.2 fc (ksi) = 0.24 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max +total reaction @ ft 8.9 8.9 8.9 8.9 Left 2.45 3.91 3.91 7.82 Lb ft Right 3.06 4.89 4.89 9.78 Cb Tension Flange fb Fb 4.81 33.00 11.02 12.38 11.02 33.00 45.00 33.00 Compr Flange fb Fb 4.81 33.00 • • • HCFE Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 DEFLECTIONS: Initial load (in) at 8.50 ft = -0.102 LID = Live load (in) at 8.50 ft = -0.076 LID = Post Comp load (in) at 8.50 ft = -0.104 LID = Net Total load (in) at 8.50 ft = -0.207 LID = 1973 2668 1940 978 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed . • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 J-End (241.62,109.42) 01/09/01 11:07:49 Steel Code: ASD 9th Ed . Floor Type: Third Beam Number= 161 SPAN INFORMATION (ft): I-End (236.14,101.00) Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 10.05 LINE LOADS (k/ft): Load Dist 1 0.00 10.05 DL 0.326 0.080 LL 0.326 0.080 Red% 0.0% SHEAR: Max V (DL+LL) = 2.45 kips fv = 0.48 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max+ 5.2 4.5 0.0 Controlling 5.2 4.5 0.0 REACTIONS (kips): Type Red Fv = 19.13 ksi Cb 1.00 1.00 Tension Flange fb Fb 1.08 33.00 1.08 33.00 Left Right DLreaction 1.22 0.81 Max +LL reaction 1.22 0.81 Max +total reaction 2.45 1.63 DEFLECTIONS: Dead load (in) at 4.92 ft = -0.003 LID = 38303 Live load (in) at 4.92 ft = -0.003 LID = 38303 Net Total load (in) at 4.92 ft = -0.006 LID = 19151 Compr Flange fb Fb 1.08 33.00 • • • Gravity Beam Desiin RAM Steel v7 .0 HOPE Engineering DataBase: Emerald_! Building Code: UBCl J-End (249.34,146.11) 01/09/01 11:07:49 Steel Code: ASD 9th Ed . Floor Type: Third Beam Number= 162 SPAN INFORMATION (ft): I-End (237.32,122.90) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 26.14 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) · = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 51.21 Ybar(in) 143.46 Str (in3) 2265.49 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 73 Partial = 19 Actual= 19 Right 2.50 115.00 3.00 27.4 deg VERCO W3 Formlok = 18.93 = 171.51 = 3137.37 = 0.75 Number of Stud Rows = 1 Percent of Full Composite Action= 26.23 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 8.71 11.25 7.03 11.25 6.2 0.00 0.00 0.0 0.00 17.43 4.89 3.06 4.89 6.2 0.00 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.300 0.000 0.000 0.0% Red 0.000 26.14 0.300 0.000 0.000 0.000 2 0.00 0.080 0.050 0.080 6.2% Red 0.000 26.14 0.080 0.050 0.080 0.000 SHEAR: Max V (DL+LL) = 23.64 kips fv = 2.65 ksi Fv = 18.81 ksi MOMENTS: Span Cond Moment kip-ft Center PreCmp 53.5 InitDL 53.5 Max+ 188.7 Mmax/Seff Mconst/Sx+Mpost/Seff Controlling 188. 7 fc (ksi) = 0.45 Fe = 1.35 REACTIONS (kips): Initial reaction DL reaction @ ft 8.7 8.7 8.7 8.7 Left 6.36 14.10 Lb ft Right 5.03 11.98 Cb Tension Flange fb Fb 5.63 33.00 15.79 33.00 16.94 45.00 15.79 33.00 0.0 0.0 CLL 0.00 0.00 Compr Flange fb Fb 5.63 33.00 • • • HCFE Gravity Beam Desi~n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Left Right Max +LL reaction 9.54 7.55 Max +total reaction 23.64 19.53 DEFLECTIONS: Initial load (in) at 12.68 ft = -0.155 LID = Live load (in) at 12.68 ft = -0.138 LID = Post Comp load (in) at 12.68 ft = -0.242 LID = Net Total load (in) at 12.68 ft = -0.396 LID = 2027 2267 1298 791 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • HCFE RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Floor Type: Second -Lo,-.p,i-J....-'D1F'{f:rMf\ A 1---' ' I 111J n1 I " A.9 \ , Bi_5~. l.1i ; C lllf lfl?iTI I I I I••' Fl •. 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M, ....... ~, ~ ' . 7Lht : B l h; is;.__,, t, Pi V V • 01/09/01 11:07:49 1..1 I -1 11 llliw..~' V ~ ""'''Ii lY ., A ,.~ t- t. ~ IB'~· 11 iii, ), ~ \'.P -0 • F.Map • 1-klJE RAM Steel v7.0 Page 2/2 HOPE Engineering DataBase: Emerald 1 01/09/01 11:07:49 Building Code: UBC 1 Surface Loads Label DL CDL LL Reduction MassDL psf psf psf Type psf 11111111111 Floor 80.0 50.0 80.0 Reducible 70.0 Line Loads Label DL CDL LL Reduction MassDL k/ft k/ft k/ft Type k/ft LI Curtain Wall 0.300 0.000 0.000 Reducible 0.300 LoA o,r-11r D,A6¥1-A11 ~.P \')j --- • HCFE RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Second -Be-11tM $,-z-es 1A, 2 3 ; A.9 W1Bx46120} ~ ~ W1Bx46120} ~ 'ti ~ 8(5B.7 W1Bx46 121) I W24x55123) W1Bx46121) W24x55123) C 4 .,. .... 11 . J I ;;;; w W24x55117) _ _ w1,1~ W~(2) !!!,~'° W24x55123) ~ ~ W/l (2) 3: 3: W24x55 114) ~ 3: W24x55123) 51t WJBx46126) J:'. W24x55123) b W24x55120) ~ W 1 Bx46 l39l u E W24xss 1m .w2.1.x: .~~··-·· B '· F.Map • 01/09/01 11:07:49 D WJBx35116) W21x50111) W27x841101 ~ ~ ..... ~ • HCFE RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Second -g€".\M N"'MSe:;t.'S> 1~' ' A.9 ·; 1 B{5B.('I: C , l,l 2w-I----=---- F.Map D 31:1-----"----1:I 39 1il 6B iii 98 44 4 ~ ~ 91 ~ d:r~ @ ' 51:1-' ' I --------"'--- ==· ~-_____.,! u________, ~~----'>.]_ ?,! _ __j._1- 7, '' 1: B SE"E" "'f 1-ll (LO fi..oO /2-Fl (2. -n p lCJ\\.. J;'V\1'1 D~I <,,.l f'P-1 NTCIIJT'.S. • 01/09/01 11:07:49 ~ ;,s • • • Gravity Beam Desii:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 01/09/01 11:07:49 Steel Code: ASD 9th Ed. Floor Type: Second Beam Number= 58 SPAN INFORMATION (ft): I-End (78.42,19.87) Beam Size (User Selected) = W24X55 J-End (78.42,34.13) Total Beam Length (ft) = 14.25 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) re (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = -Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 27.38 Y bar(in) 139.11 Str (in3) 2025.87 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 29 Partial = 8 Actual = 8 Fy = 50.0 ksi Right 2.50 115.00 3.00 parallel VERCO W3 Formlok = 16.93 = = = 161.23 2621.23 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 28.27 POINT LOADS (kips): Dist DL -CDL RedLL Red% NonRLL StorLL 7.13 12.15 7.60 LINE LOADS (k/ft): Load Dist 1 0.00 14.25 DL 0.040 0.040 12.15 0.7 0.00 0.00 CDL 0.025 0.025 LL 0.040 0.040 Red% 0.7% Red% 0.0 Type Red SHEAR: Max V (DL+LL) = 12.68 kips fv = 1.42 ksi Fv = 18.81 ksi MOMENTS: RoofLL Red% 0.00 0.0 CLL 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 27.7 7.1 2.92 33.00 lnitDL 27.7 7.1 Max+ 88.3 7.1 Mmax/Seff 7.62 33.00 Mconst/Sx+Mpost/Seff 8.15 45.00 Controlling 88.3 7.1 7.62 33.00 fc (ksi) = 0.29 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 3.98 3.98 DL reaction 6.36 6.36 Max +LL reaction 6.32 6.32 Max +total reaction 12.68 12.68 CLL 0.00 Compr Flange fb Fb 2.92 33.00 •• • • HCFE Gravity Beam Desi1:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 DEFLECTIONS: Initial load (in) at 7.13 ft = -0.021 LID = Live load (in) at 7.13 ft = -0.022 LID = Post Comp load (in) at 7.13 ft = -0.030 LID = Net Total load (in) at 7.13 ft = -0.051 LID = 8214 7760 5632 3341 ~\\S Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. • • • HCFE Floor Type: Second Gravity Beam Desi1:n RAM Steel v7.0 HOPE ~ngineering DataBase: Emerald 1 Building Code: UBC 1 Beam Number= 59 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SP AN INFORMATION (ft): I-End (78.42,19.87) Beam Size (User Selected) = W24X55 J-End (108.67,19.87) Total Beam Length (ft) = 30.25 LINE LOADS (k/ft): Load Dist 1 0.00 2 30.25 0.00 30.25 DL 0.300 0.300 0.120 0.120 LL 0.000 0.000 0.120 0.120 Red% 0.0% 0.0% SHEAR: Max V (DL+LL) = 8.17 kips fv = 0.92 ksi MOMENTS: Span Cond Moment @ Lb kip-ft ft ft Center Max+ 61.8 15.1 0.0 Controlling 61.8 15.1 0.0 REACTIONS (kips): Type Red Red Fv = 18.81 ksi Cb 1.00 1.00 Left Right DL reaction 6.35 6.35 Max +LL reaction 1.81 1.81 Max +total reaction 8.17 8.17 DEFLECTIONS: Dead load (in) at 15.12 ft = -0.202 LID = Live load (in) at 15.12 ft = -0.058 LID = Net Total load (in) at 15.12 ft = -0.260 LID = Fy = 50.0 ksi Tension Flange Compr Flange fb Fb fb Fb 6.50 33.00 6.50 33.00 6.50 33.00 1796 6286 1397 • • • Floor Type: Second Gravity Beam Desii:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_ 1 Building Code: UBC 1 Beam Number= 61 J-End (108.67,56.13) 01/09/01 11:07:49 Steel Code: ASD 9th Ed . SPAN INFORMATION (ft): I-End (78.42,56.13) Beam Size (User Selected) = W27X94 Fy = 50.0 ksi Total Beam Length (ft) = 30.25 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pct) fc (ksi) Decking Orientation Decking type beff (in) · = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 perpendicular VERCO W3 Formlok 48.00 Y bar(in) 281.60 Str (in3) 4408.80 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 8.4 # of studs: Full = 46 Partial = 10 Actual = 10 Right 2.50 115.00 3.00 perpendicular VERCO W3 Formlok = 17.88 = 316.73 = 5445.09 = 0.75 Number of Stud Rows= 1 Percent of Full Composite Action= 27.41 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.00 0.320 0.200 0.320 0.0% Red 0.000 30.25 0.320 0.200 0.320 0.000 SHEAR: Max V (DL+LL) = 9.68 kips fv = 0.73 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 22.9 15.1 1.13 33.00 InitDL 22.9 15.1 Max+ 73.2 15.1 Mmax/Seff 3.12 33.00 Mconst/Sx+Mpost/Seff 3.27 45.00 Controlling 73.2 15.1 3.12 33.00 fc (ksi) = 0.14 Fe = 1.35 REACTIONS (kips): Left Right Initial reaction 3.02 3.02 DLreaction 4.84 4.84 Max +LL reaction 4.84 4.84 Max +total reaction 9.68 9.68 DEFLECTIONS: Initial load (in) at 15.12 ft = -0.040 LID = 9136 Live load (in) at 15.12ft = -0.047 LID = 7698 Post Comp load (in) at 15.12 ft = -0.065 LID = 5599 Compr Flange fb Fb 1.13 33.00 • • • Gravity Beam Desi2n HCFE RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Net Total load (in) at 15.12 ft = -0.105 LID = 3471 Page 2/2 01/09/01 11 :07 :49 Steel Code: ASD 9th Ed. • • •• Gravity Beam Desi2n RAM Steel v7 .0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Floor Type: Second Beam Number = 80 J-End (108.67,34.13) .BI t'i 01/09/01 11:07:49 Steel Code: ASD 9th Ed. SPAN INFORMATION (ft): I-End (108.67,19.87) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 14.25 COMPOSITE PROPERTIES (Not Shored): Concrete thickness (in) Unit weight concrete (pcf) fc (ksi) Decking Orientation Decking type beff (in) = Seff (in3) = Ieff (in4) = Stud length (in) = Left 2.50 115.00 3.00 parallel VERCO W3 Formlok 27.38 Y bar(in) 137.19 Str (in3) 1907.29 Itr (in4) 4.50 Stud diam (in) Stud Capacity (kips) q = 9.9 # of studs: Full = 53 Partial= 14 Actual= 14 Right 2.50 115.00 3.00 27.3 deg VERCO W3 Formlok = 16.01 = 159.11 = 2434.16 = 0.75 Number of Stud Rows = 1 Percent of Full Composite Action = 26.42 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% 11.56 9.79 6.12 9.79 0.0 0.00 0.00 0.0 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type 1 0.00 0.040 0.025 0.040 0.0% Red 14.25 0.040 0.025 0.040 2 0.00 0.189 0.118 0.189 0.0% Red 11.56 0.000 0.000 0.000 3 11.56 0.056 0.035 0.056 0.0% Red 14.25 0.000 0.000 0.000 SHEAR: Max V (DL+LL) = 17.18-kips fv = 1.93 ksi Fv = 18.81 ksi MOMENTS: 0.00 CLL 0.000 0.000 0.000 0.000 0.000 0.000 Span Cond Moment @ Lb Cb Tension Flange kip-ft ft ft fb Fb Center PreCmp 14.3 11.6 1.51 33.00 InitDL 14.3 11.6 Max+ 45.8 11.6 Mmax/Seff 4.01 33.00 Mconst/Sx+Mpost/Seff 4.26 45.00 Controlling 45.8 11.6 4.01 33.00 fc (ksi) = 0.18 Fe = 1.35 REACTIONS (kips): 0.0 CLL 0.00 Compr Flange fb Fb 1.51 33.00 • • • Gravity Beam Desi2n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBCl Left Right Initial reaction 1.84 5.37 DL reaction 2.94 8.59 Max +LL reaction 2.94 8.59 Max +total reaction 5.88 17.18 DEFLECTIONS: Initial load (in) at 7.91 ft = -0.011 LID = Live load (in) at 7.91 ft = -0.012 LID = Post Comp load (in) at 7.91 ft = -0.017 LID = Net Total load (in) at 7.91 ft = -0.027 LID = 16045 14168 10304 6274 Page 2/2 01/09/01 11:07:49 Steel Code: ASD 9th Ed. BIZI Beam Summao: HCJ>E RAM Steel v7.0 HOPE Engineering DataBase: Emerald_l 01/09/01 11 :07 :49 • Building Code: UBCl Steel Code: ASD 9th Ed. STEEL BEAM DESIGN SUMMARY: Floor Type: Roof Bm# Length +M -M Seff Fy Beam Size Studs ft kip-ft kip-ft in3 ksi 14 42.21 235.7 0.0 131.0 50.0 W24X62 u 13 22.98 24.8 0.0 38.4 50.0 W16X26 u 16 35.78 79.7 0.0 68.4 50.0 W18X40 u 12 35.78 48.9 0.0 38.4 50.0 W16X26 u 11 35.78 48.9 0.0 38.4 50.0 W16X26 u 18 35.78 57.2 0.0 38.4 50.0 W16X26 u 19 35.78 65.6 0.0 38.4 50.0 W16X26 u 20 35.78 65.6 0.0 38.4 50.0 W16X26 u 21 35.78 65.6 0.0 38.4 50.0 W16X26 u 6 35.78 65.6 0.0 38.4 50.0 W16X26 u 9 35.78 65.6 0.0 38.4 50.0 Wl6X26 u 22 35.78 65.6 0.0 38.4 50.0 W16X26 u 7 35.78 65.6 0.0 38.4 50.0 W16X26 u 10 35.78 65.6 0.0 38.4 50.0 W16X26 u 3 28.51 98.3 0.0 131.0 50.0 W24X62 u • 23 35.78 64.0 0.0 38.4 50.0 Wl6X26 u 5 34.85 59.1 0.0 38.4 50.0 W16X26 u 8 33.92 56.0 0.0 38.4 50.0 W16X26 u 24 10.00 0.0 0.0 17.1 50.0 W12X16 u 25 10.00 0.0 0.0 17.1 50.0 W12X16 u 26 10.00 0.0 0.0 17.1 50.0 W12X16 u 27 10.00 0.0 0.0 17.1 50.0 W12Xl6 u 28 10.00 0.0 0.0 17.1 50.0 W12X16 u 29 10.00 0.0 0.0 17.1 50.0 W12X16 u 30 16.80 32.8 0.0 38.4 50.0 W16X26 u 32 20.60 18.7 0.0 38.4 50.0 W16X26 u 33 28.64 131.8 0.0 88.9 50.0 W18X50 u 35 44.49 96.4 0.0 68.4 50.0 W18X40 u 36 43.56 92.4 0.0 68.4 50.0 W18X40 u 37 30.00 145.1 0.0 88.9 50.0 W18X50 u 38 42.63 93.2 0.0 68.4 50.0 W18X40 u 39 42.63 93.2 0.0 68.4 50.0 W18X40 u 40 30.00 145.1 0.0 88.9 50.0 W18X50 u 41 42.63 93.2 0.0 68.4 50.0 W18X40 u 42 42.63 93.2 0.0 68.4 50.0 W18X40 u 43 30.00 145.1 0.0 88.9 50.0 W18X50 u • 45 42.63 93.2 0.0 68.4 50.0 W18X40 u 46 42.63 93.2 0.0 68.4 50.0 W18X40 u 47 42.63 70.8 0.0 68.4 50.0 W18X40 u 48 22.33 89.1 0.0 88.9 50.0 W18X50 u 49 42.63 111.7 0.0 68.4 50.0 W18X40 u .9\2'2- Beam Summao: HCFE RAM Steel v7.0 Page 2/10 HOPE Engineering DataBase: Emerald_ 1 01/09/01 11:07:49 • Building Code: UBCl Steel Code: ASD 9th Ed. Bm# Length +M -M Seff Ff Beam Size Studs 50 42.63 69.3 0.0 68.4 50.0 Wl8X40 u 51 42.63 81.3 0.0 68.4 50.0 W18X40 u 52 42.63 93.2 0.0 68.4 50.0 Wl8X40 u 53 42.63 90.8 0.0 68.4 50.0 Wl8X40 u 54 14.51 23.8 0.0 38.4 50.0 Wl6X26 u 55 21.67 29.8 0.0 131.0 50.0 W24X62 u 56 21.61 18.0 0.0 38.4 50.0 Wl6X26 u 57 9.50 0.0 0.0 29.0 50.0 Wl4X22 u 58 19.42 26.3 0.0 131.0 50.0 W24X62 u 59 12.92 17.8 0.0 57.6 50.0 Wl8X35 u 60 7.44 0.0 0.0 17.1 50.0 Wl2X16 u 61 10.00 0.0 0.0 17.1 50.0 W12Xl6 u 62 10.00 0.0 0.0 17.1 50.0 W12X16 u 63 30.25 45.3 0.0 29.0 50.0 W14X22 u 64 30.25 45.3 0.0 29.0 50.0 W14X22 u 65 14.25 38.9 0.0 57.6 50.0 Wl8X35 u 66 30.25 57.8 0.0 57.6 50.0 Wl8X35 u 67 30.25 33.4 0.0 29.0 50.0 W14X22 u 69 30.25 39.4 0.0 29.0 50.0 W14X22 u • 71 30.25 71.9 0.0 68.4 50.0 Wl8X40 u 72 5.75 1.3 0.0 7.8 50.0 W8Xl0 u 73 5.75 1.3 0.0 7.8 50.0 W8X10 u 74 30.25 70.5 0.0 68.4 50.0 W18X40 u 75 30.25 42.4 0.0 29.0 50.0 W14X22 u 76 30.00 125.8 0.0 131.0 50.0 W24X62 u 78 28.51 116.1 0.0 131.0 50.0 W24X62 u 79 21.00 9.5 0.0 29.0 50.0 W14X22 u 80 9.00 4.8 0.0 17.1 50.0 Wl2X16 u 81 21.00 20.3 0.0 29.0 50.0 W14X22 u 82 15.50 9.5 0.0 17.1 50.0 Wl2Xl6 u 83 15.50 9.5 0.0 17.1 50.0 Wl2X16 u 84 9.67 0.0 0.0 17.1 50.0 W12X16 u 85 9.67 0.0 0.0 17.1 50.0 Wl2X16 u 86 7.00 0.0 0.0 17.1 50.0 W12X16 u 87 16.83 7.1 0.0 29.0 50.0 W14X22 u 88 25.11 22.3 0.0 38.4 50.0 W16X26 u 89 33.02 49.8 0.0 38.4 50.0 W16X26 u 90 37.66 65.0 0.0 68.4 50.0 W18X40 u 91 12.66 12.9 0.0 57.6 50.0 W18X35 u 92 17.28 16.6 0.0 57.6 50.0 W18X35 u • 93 14.25 30.1 0.0 57.6 50.0 W18X35 u 94 21.84 15.9 0.0 38.4 50.0 W16X26 u 96 28.38 31.5 0.0 38.4 50.0 W16X26 u 98 43.58 226.5 0.0 131.0 50.0 W24X62 u 99 41.75 89.0 0.0 68.4 50.0 W18X40 u • • B\25 BeamSumman: HCJJE RAM Steel v7.0 Page 3/10 HOPE Engineering DataBase: Emerald_! 01/09/01 11:07:49 • Building Code: UBCl Steel Code: ASD 9th Ed . Bm# Length +M -M Seff Fy Beam Size Studs 100 6.07 1.6 0.0 7.8 50.0 W8Xl0 u 101 11.05 6.4 0.0 29.0 50.0 W14X22 u 102 16.04 12.1 0.0 29.0 50.0 W14X22 u 103 19.30 22.6 0.0 131.0 50.0 W24X62 u 104 41.92 95.0 0.0 68.4 50.0 W18X40 u 105 42.10 90.8 0.0 68.4 50.0 W18X40 u 106 42.29 91.6 0.0 68.4 50.0 W18X40 u 107 2.77 0.2 0.0 7.8 50.0 W8X10 u 108 35.38 179.8 0.0 88.9 50.0 W18X50 u 110 42.47 72.8 0.0 68.4 50.0 W18X40 u 111 8.59 3.2 0.0 131.0 50.0 W24X62 u 113 13.14 6.2 0.0 29.0 50.0 W14X22 u 115 42.61 66.5 0.0 68.4 50.0 W18X40 u 116 39.26 67.5 0.0 38.4 50.0 W16X26 u 117 9.82 0.0 0.0 17.l 50.0 W12X16 u 118 42.56 88.1 0.0 68.4 50.0 W18X40 u 119 45.15 104.4 0.0 68.4 50.0 W18X40 u 120 42.56 92.8 0.0 68.4 50.0 W18X40 u 121 30.00 162.8 0.0 88.9 50.0 W18X50 u • 122 45.15 104.5 0.0 68.4 50.0 W18X40 u 123 10.00 0.0 0.0 17.1 50.0 W12Xl6 u 124 10.83 8.9 0.0 131.0 50.0 W24X62 u 125 42.56 92.8 0.0 68.4 50.0 W18X40.u 126 45.15 104.5 0.0 68.4 50.0 W18X40 u 127 6.96 0.4 0.0 29.0 50.0 W14X22 u 129 42.50 87.7 0.0 68.4 50.0 W18X40 u 131 45.15 104.5 0.0 68.4 50.0 W18X40 u 132 30.00 158.1 0.0 88.9 50.0 W18X50 u 133 45.15 104.5 0.0 68.4 50.0 W18X40 u 134 45.15 104.5 0.0 68.4 50.0 W18X40 u 135 45.15 104.5 0.0 68.4 50.0 W18X40 u 136 30.00 165.5 0.0 88.9 50.0 W18X50 u 137 45.15 104.5 0.0 68.4 50.0 W18X40 u 138 24.76 28.2 0.0 38.4 50.0 W16X26 u 139 17.83 53.4 0.0 131.0 50.0 W24X62 u 140 45.15 104.5 0.0 68.4 50.0 W18X40 u 141 45.15 104.5 0.0 68.4 50.0 W18X40 u 142 30.00 130.9 0.0 131.0 50.0 W24X62 u 143 6.27 0.3 . 0.0 29.0 50.0 W14X22 u 145 32.80 173.1 0.0 88.9 50.0 W18X50 u • 146 45.15 104.5 0.0 68.4 50.0 W18X40 u 147 45.15 104.5 0.0 68.4 50.0 W18X40 u 148 5.41 0.9 0.0 17.l 50.0 W12X16 u 149 10.00 0.0 0.0 17.1 50.0 W12X16 u 150 45.15 104.5 0.0 68.4 50.0 W18X40 u B<V-t Beam Summaa: HCFE RAM Steel v7.0 Page 4/10 HOPE Engineering DataBase: Emerald_l 01/09/01 11:07:49 • Building Code: UBC 1 Steel Code: ASD 9th Ed. Bm# Length +M -M Seff Fy Beam Size Studs 152 45.15 96.5 0.0 68.4 50.0 W18X40 u 153 10.00 0.0 0.0 17.1 50.0 W12X16 u 154 10.00 0.0 0.0 17.1 50.0 W12X16 u 156 33.68 46.5 0.0 68.4 50.0 W18X40 u 157 10.00 0.0 0.0 17.1 50.0 W12Xl6 u 158 4.14 0.1 0.0 29.0 50.0 W14X22 u 160 10.00 0.0 0.0 17.1 50.0 W12X16 u 162 10.00 0.0 0.0 17.1 50.0 W12X16 u 163 16.84 10.5 0.0 17.1 50.0 W12X16 u 164 26.14 66.9 0.0 131.0 50.0 W24X62 u Floor Type: Third Bm# Length +M -M Seff Fy Beam Size Studs ft kip-ft kip-ft in3 ksi 19 42.21 618.7 0.0 289.1 50.0 W27X94 u 21 18 22.98 94.5 0.0 64.2 50.0 W16X31 u 14 21 35.78 315.1 0.0 125.5 50.0 W21X50 u 26 17 35.78 257.4 0.0 · 113.6 50.0 W18X46 u 39 2 35.78 246.2 0.0 107.9 50.0 W18X46 u 26 • 10 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 14 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 4 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 11 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 15 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 6 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 12 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 16 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 7 28.51 273.4 0.0 149.1 50.0 W24X55 u 21 22 35.78 230.0 0.0 105.0 50.0 W18X46 u 21 9 34.85 214.3 0.0 104.4 50.0 W18X46 u 20 13 33.92 203.8 0.0 104.6 50.0 W18X46 u 20 23 16.80 115.1 0.0 63.2 50.0 W16X31 u 13 25 20.60 66.2 0.0 63.5 50.0 W16X31 u 12 26 28.64 456.0 0.0 198.3 50.0 W24X68 u 34 28 44.49 335.4 0.0 149.2 50.0 W24X55 u 22 29 43.56 322.8 0.0 149.2 50.0 W24X55 u 22 30 30.00 525.4 0.0 191.3 50.0 W24X68 u 33 31 22.33 322.8 0.0 145.3 50.0 W24X55 u 18 32 42.63 314.6 0.0 149.8 50.0 W24X55 u 23 33 42.63 314.6 0.0 149.8 50.0 W24X55 u 23 • · 34 42.63 301.0 0.0 146.7 50.0 W24X55 u 14 35 30.00 501.9 0.0 190.2 50.0 W24X68 u 35 36 42.63 323.4 0.0 149.4 50.0 W24X55 u 23 37 42.63 323.4 0.0 149.4 50.0 W24X55 u 23 38 30.00 501.9 0.0 190.2 50.0 W24X68 u 35 40 42.63 323.4 0.0 149.4 50.0 W24X55 u 23 i1zs Beam Summan: HCFE RAM Steel v7.0 Page 5/10 HOPE Engineering DataBase: Emerald_ 1 01/09/01 11:07:49 • Building Code: UBCl Steel Code: ASD 9th Ed. Bm# Length +M -M Seff Fy Beam Size Studs 41 42.63 323.4 0.0 149.4 50.0 W24X55 u 23 42 42.63 279.9 0.0 148.8 50.0 W24X55 u 20 43 42.63 243.2 0.0 147.6 50.0 W24X55 u 17 44 42.63 323.1 0.0 170.2 50.0 W24X62 u 17 45 42.63 309.0 0.0 147.4 50.0 W24X55 u 17 46 42.63 316.8 0.0 149.7 50.0 W24X55 u 23 47 9.08 1.8 0.0 24.7 50.0 W12Xl6 u 6 48 3.00 0.5 0.0 12.2 50.0 W8Xl0 u 2 49 14.51 84.6 0.0 62.9 50.0 Wl6X31 u 13 50 21.67 61.0 0.0 279.5 50.0 W27X94 u 9 51 21.61 64.1 0.0 63.9 50.0 W16X31 u 13 52 · 9.08 1.8 0.0 24.7 50.0 W12Xl6 u 6 53 19.42 57.5 0.0 140.7 50.0 W24X55 u 8 54 12.92 47.1 0.0 74.0 50.0 W18X35 u 9 55 9.08 1.8 0.0 24.7 50.0 W12X16 u 6 56 3.00 0.5 0.0 12.2 50.0 W8Xl0 u 2 57 9.08 1.8 0.0 24.7 50.0 Wl2X16 u 6 58 30.25 127.0 0.0 77.9 50.0 W18X35 u 16 59 30.25 166.8 0.0 78.1 50.0 W18X35 u 16 • 60 30.25 166.8 0.0 78.1 50.0 W18X35 u 16 61 14.25 141.6 0.0 142.6 50.0 W24X55 u 12 62 30.25 117.8 0.0 114.0 50.0 W24X55 u 64 30.25 147.3 0.0 78.0 50.0 W18X35 u 16 66 30.25 204.5 0.0 120.5 50.0 W21X50 u 11 67 5.75 7.4 0.0 25.2 50.0 W12X16 u 4 68 30.25 195.2 0.0 120.5 50.0 W21X50 u 11 69 30.25 146.9 0.0 78.1 50.0 W18X35 u 16 70 30.00 348.8 0.0 150.2 50.0 W24X55 u 22 72 28.51 325.1 0.0 149.1 50.0 W24X55 u 21 73 22.33 33.7 0.0 74.7 50.0 W18X35 u 11 74 9.00 0.0 0.0 10.6 50.0 HSS8X4Xl/4 u 75 9.00 0.0 0.0 10.6 50.0 HSS8X4Xl/4 u 76 22.33 82.3 0.0 74.7 50.0 W18X35 u 11 77 15.50 53.2 0.0 52.1 50.0 W16X26 u 9 78 27.15 144.4 0.0 77.8 50.0 W18X35 u 16 79 32.40 195.4 0.0 78.2 50.0 W18X35 u 16 80 37.66 248.8 0.0 148.7 50.0 W24X55 u 21 81 12.66 13.4 0.0 73.8 50.0 W18X35 u 7 82 17.28 39.4 0.0 74.8 50.0 W18X35 u 8 83 14.25 88.2 0.0 141.2 50.0 W24X55 u 9 • 84 21.84 88.2 0.0 76.8 50.0 W18X35 u 13 86 4.50 1.5 0.0 29.0 50.0 W14X22 u 88 43.58 783.5 0.0 293.7 50.0 W27X94 u 29 89 41.75 311.3 0.0 149.2 50.0 W24X55 u 22 90 6.07 5.9 0.0 38.4 50.0 W14X22 u 4 Beam Summaa: l3J'ZL, HCFE RAM Steel v7.0 Page 6/10 HOPE Engineering DataBase: Emerald 1 01/09/01 11:07:49 • Building Code: UBC 1 Steel Code: ASD 9th Ed. Bm# Length +M -M Seff Fy Beam Size Studs 91 11.05 22.7 0.0 40.0 50.0 W14X22 u 7 92 16.04 43.0 0.0 40.6 50.0 W14X22 u 10 93 19.30 44.7 0.0 274.1 50.0 W27X94 u 7 94 11.44 7.8 0.0 29.0 50.0 W14X22 u 95 41.92 327.5 0.0 149.7 50.0 W24X55 u 24 96 42.10 316.1 0.0 149.4 50.0 W24X55 u 23 97 42.29 318.6 0.0 149.4 50.0 W24X55 u 23 98 2.77 0.8 0.0 12.4 50.0 W8X10 u 2 99 35.38 617.1 0.0 226.3 50.0 W24X76 u 51 101 42.47 263.1 0.0 147.8 50.0 W24X55 u 18 102 8.59 4.2 0.0 272.4 50.0 W27X94 u 6 104 11.67 17.2 0.0 85.3 50.0 W18X40 u 6 106 42.61 213.8 0.0 145.7 50.0 W24X55 u 14 107 38.35 235.8 0.0 147.5 50.0 W24X55 u 18 108 42.56 288.6 0.0 147.6 50.0 W24X55 u 14 109 45.15 363.4 0.0 149.9 50.0 W24X55 u 24 110 32.56 162.1 0.0 124.1 50.0 W21X50 u 19 111 30.00 556.3 0.0 214.6 50.0 W24X76 u 35 112 45.15 360.8 0.0 150.0 50.0 W24X55 u 24 • 113 42.56 275.0 0.0 147.7 50.0 W24X55 u 14 114 10.83 23.4 0.0 272.8 50.0 W27X94 u 40 115 42.56 267.7 0.0 148.4 50.0 W24X55 u 19 116 45.15 344.5 -56.5 218.6 50.0 W24X76 u 24 8.00 0.0 -56.5 117 6.59 1.3 0.0 29.0 50.0 W14X22 u 119 42.50 310.2 0.0 149.2 50.0 W24X55 u 22 121 45.15 344.3 -54.7 218.6 50.0 W24X76 u 24 9.00 0.0 -54.7 122 30.00 547.0 0.0 214.6 50.0 W24X76 u 35 123 45.15 357.4 0.0 149.3 50.0 W24X55 u 23 124 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 125 16.00 85.9 0.0 115.9 50.0 W21X50 u 8 126 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 127 30.00 478.7 0.0 219.9 50.0 W24X76 u 35 128 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 129 24.76 98.2 0.0 76.9 50.0 W18X35 u 14 130 17.83 169.4 0.0 141.3 50.0 W24X55 u 11 131 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 132 10.00 3.5 -1.6 73.2 50.0 W18X35 u 10 133 6.00 1.3 -11.2 57.6 50.0 W18X35 u • 4.00 0.0 -11.2 134 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 135 30.00 448.1 0.0 170.5 50.0 W24X55 u 50 136 6.27 1.1 0.0 29.0 50.0 W14X22 u 138 32.80 587.9 0.0 217.9 50.0 W24X76 u 37 Beam Summao !fZt HCFE RAM Steel v7.0 Page 7/10 HOPE Engineering DataBase: Emerald 1 01/09/01 11:07:49 • Building Code: UBC 1 Steel Code: ASD 9th Ed. Bm# Length +M -M Seff Fy Beam Size Studs 139 45.15 354.8 0.0 149.3 50.0 W24X55 u 23 140 10.00 2.1 -4.4 57.6 50.0 W18X35 u 141 7.21 2.6 0.0 71.9 50.0 W18X35 u 5 142 45.15 338.6 -71.2 218.4 50.0 W24X76 u 24 9.00 0.0 -71.2 143 6.00 0.5 -18.1 57.6 50.0 W18X35 u 7.00 0.0 -18.1 144 5.41 3.3 0.0 24.3 50.0 W12X16 u 3 145 45.15 339.6 -68.9 218.5 50.0 W24X76 u 24 10.00 0.0 -68.9 146 10.05 5.2 0.0 73.0 50.0 W18X35 u 7 148 45.15 334.9 0.0 149.3 50.0 W24X55 u 22 149 6.32 1.0 0.0 72.1 50.0 W18X35 u 6 151 33.68 173.9 0.0 146.6 50.0 W24X55 u 16 152 10.00 0.0 -11.2 57.6 50.0 W18X35 u 153 4.14 0.3 0.0 29.0 50.0 W14X22 u 155 6.00 0.0 -35.3 57.6 50.0 W18X35 u 9.25 0.0 -35.3 157 10.00 0.0 -9.1 57.6 50.0 W18X35 u • 158 6.00 0.0 -30.0 57.6 50.0 W18X35 u 9.50 0.0 -30.0 159 16.84 37.2 0.0 40.5 50.0 W14X22 u 9 160 6.01 1.2 0.0 57.6 50.0 W18X35 u 161 10.05 5.2 0.0 57.6 50.0 W18X35 u 162 26.14 188.7 0.0 143.5 50.0 W24X55 u 19 163 6.02 1.2 0.0 57.6 50.0 W18X35 u Floor Type: Second Bm# Length +M -M Seff Fy Beam Size Studs ft kip-ft kip-ft in3 ksi 19 42.21 618.7 0.0 289.1 50.0 W27X94 u 21 18 22.98 94.5 0.0 64.2 50.0 W16X31 u 14 21 35.78 315.1 0.0 125.5 50.0 W21X50 u 26 17 35.78 257.4 0.0 113.6 50.0 W18X46 u 39 2 35.78 246.2 0.0 107.9 50.0 W18X46 u 26 10 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 14 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 4 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 11 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 15 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 • 6 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 12 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 16 35.78 234.8 0.0 105.0 50.0 W18X46 u 21 7 28.51 273.4 0.0 149.1 50.0 W24X55 u 21 22 35.78 230.0 0.0 105.0 50.0 W18X46 u 21 9 34.85 214.3 0.0 104.4 50.0 W18X46 u 20 S/'28 BeamSumma;a: H(ff RAM Steel v7 .0 Page 8/10 HOPE Engineering DataBase: Emerald_ 1 01/09/01 11 :07:49 • Building Code: UBC 1 Steel Code: ASD 9th Ed . Bm# Length +M -M Seff Fy Beam Size Studs 13 33.92 203.8 0.0 104.6 50.0 W18X46 u 20 23 16.80 115.1 0.0 63.2 50.0 W16X31 u 13 25 20.60 66.2 0.0 63.5 50.0 W16X31 u 12 26 28.64 456.0 0.0 198.3 50.0 W24X68 u 34 28 44.49 335.4 0.0 149.2 50.0 W24X55 u 22 29 . 43.56 322.8 0.0 149.2 50.0 W24X55 u 22 30 30.00 525.4 0.0 191.3 50.0 W24X68 u 33 31 22.33 322.8 0.0 145.3 50.0 W24X55 u 18 32 42.63 314.6 0.0 149.8 50.0 W24X55 u 23 33 42.63 314.6 0.0 149.8 50.0 W24X55 u 23 34 42.63 301.0 0.0 146.7 50.0 W24X55 u 14 35 30.00 501.9 0.0 190.2 50.0 W24X68 u 35 36 42.63 323.4 0.0 149.4 50.0 W24X55 u 23 37 42.63 323.4 0.0 149.4 50.0 W24X55 u 23 38 30.00 501.9 0.0 190.2 50.0 W24X68 u 35 40 42.63 323.4 0.0 149.4 50.0 W24X55 u 23 41 42.63 323.4 0.0 149.4 50.0 W24X55 u 23 42 42.63 279.9 0.0 148.8 50.0 W24X55 u 20 43 42.63 243.2 0.0 147.6 50.0 W24X55 u 17 • 44 42.63 323.1 0.0 170.2 50.0 W24X62 u 17 45 42.63 309.0 0.0 147.4 50.0 W24X55 u 17 46 42.63 316.8 0.0 149.7 50.0 W24X55 u 23 47 9.08 1.8 0.0 24.7 50.0 W12X16 u 6 48 3.00 0.5 0.0 12.2 50.0 W8Xl0 u 2 49 14.51 84.6 0.0 62.9 50.0 W16X31 u 13 50 21.67 61.0 0.0 279.5 50.0 W27X94 u 9 51 21.61 64.1 0.0 63.9 50.0 W16X31 u 13 52 9.08 1.8 0.0 24.7 50.0 W12X16 u 6 53 19.42 57.5 0.0 140.7 50.0 W24X55 u 8 54 12.92 47.1 0.0 74.0 50.0 W18X35 u 9 55 9.08 1.8 0.0 24.7 50.0 W12X16 u 6 56 3.00 0.5 0.0 12.2 50.0 W8X10 u 2 57 9.08 1.8 0.0 24.7 50.0 W12X16 u 6 58 14.25 88.3 0.0 139.1 50.0 W24X55 u 8 59 30.25 61.8 0.0 114.0 50.0 W24X55 u 61 30.25 73.2 0.0 281.6 50.0 W27X94 u 10 63 30.25 185.2 0.0 119.6 50.0 W21X50 u 10 64 5.75 7.4 0.0 25.2 50.0 W12X16 u 4 65 30.25 195.2 0.0 120.5 50.0 W21X50 u 11 66 30.25 146.9 0.0 · 78.1 50.0 W18X35 u 16 • 67 30.00 348.8 0.0 150.2 50.0 W24X55 u 22 69 28.51 325.1 0.0 149.1 50.0 W24X55 u 21 70 22.33 33.7 0.0 74.7 50.0 W18X35 u 11 71 9.00 0.0 0.0 10.6 50.0 HSS8X4Xl/4 u 72 9.00 0.0 0.0 10.6 50.0 HSS8X4Xl/4 u E>l'Z-4 Beam Summao: H(ff RAM Steel v7.0 Page 9/10 HOPE Engineering DataBase: Emerald 1 01/09/01 11:07:49 • Building Code: UBCl Steel Code: ASD 9th Ed. Bm# Length +M -M Seff Fy Beam Size Studs 73 22.33 82.3 0.0 74.7 50.0 Wl8X35 u 11 74 15.50 53.2 0.0 52.1 50.0 W16X26 u 9 75 27.15 144.4 0.0 77.8 50.0 W18X35 u 16 76 32.40 195.4 0.0 78.2 50.0 W18X35 u 16 77 37.66 248.8 0.0 148.7 50.0 W24X55 u 21 78 12.66 13.4 0.0 73.8 50.0 W18X35 u 7 79 17.28 39.4 0.0 74.8 50.0 W18X35 u 8 80 14.25 45.8 0.0 137.2 50.0 W24X55 u 14 81 21.84 88.2 0.0 76.8 50.0 W18X35 u 13 83 4.50 1.5 0.0 29.0 50.0 W14X22 u 85 43.58 783.5 0.0 293.7 50.0 W27X94 u 29 86 41.75 311.3 0.0 149.2 50.0 W24X55 u 22 87 6.07 5.9 0.0 38.4 50.0 W14X22 u 4 88 11.05 22.7 0.0 40.0 50.0 W14X22 u 7 89 16.04 43.0 0.0 40.6 50.0 W14X22 u 10 90 19.30 44.7 0.0 274.1 50.0 W27X94 u 7 91 11.44 7.8 0.0 29.0 50.0 W14X22 u 92 41.92 327.5 0.0 149.7 50.0 W24X55 u 24 93 42.10 316.1 0.0 149.4 50.0 W24X55 u 23 • 94 42.29 318.6 0.0 149.4 50.0 W24X55 u 23 95 2.77 0.8 0.0 12.4 50.0 W8X10 u 2 96 35.38 617.1 0.0 226.3 50.0 W24X76 u 51 98 42.47 263.1 0.0 147.8 50.0 W24X55 u 18 99 8.59 4.2 0.0 272.4 50.0 W27X94 u 6 101 11.67 17.2 0.0 85.3 50.0 W18X40 u 6 103 42.61 213.8 0.0 145.7 50.0 W24X55 u 14 104 38.35 235.8 0.0 147.5 50.0 W24X55 u 18 105 42.56 288.6 0.0 147.6 50.0 W24X55 u 14 106 45.15 363.4 0.0 149.9 50.0 W24X55 u 24 107 32.56 162.1 0.0 124.1 50.0 W21X50 u 19 108 30.00 556.3 0.0 214.6 50.0 W24X76 u 35 109 45.15 360.8 0.0 150.0 50.0 W24X55 u 24 110 42.56 275.0 0.0 147.7 50.0 W24X55 u 14 111 10.83 23.4 0.0 272.8 50.0 W27X94 u 40 112 42.56 267.7 0.0 148.4 50.0 W24X55 u 19 113 45.15 344.5 -56.5 218.6 50.0 W24X76 u 24 8.00 0.0 -56.5 114 6.59 1.3 0.0 29.0 50.0 W14X22 u 116 42.50 310.2 0.0 149.2 50.0 W24X55 u 22 118 45.15 344.3 -54.7 218.6 50.0 W24X76 u 24 • 9.00 0.0 -54.7 119 30.00 547.0 0.0 214.6 50.0 W24X76 u 35 120 45.15 357.4 0.0 149.3 50.0 W24X55 u 23 121 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 122 16.00 85.9 0.0 115.9 50.0 W21X50 u 8 Beam Summaa B13o HCFE RAM Steel v7 .0 Page 10/10 HOPE Engineering DataBase: Emerald 1 01/09/01 11:07:49 • Building Code: UBC 1 Steel Code: ASD 9th Ed. Bm# Length +M -M Seff Fy Beam Size Studs 123 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 124 30.00 478.7 0.0 219.9 50.0 W24X76 u 35 125 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 126 24.76 98.2 0.0 76.9 50.0 W18X35 u 14 127 17.83 169.4 0.0 141.3 50.0 W24X55 u 11 128 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 129 10.00 3.5 -1.6 73.2 50.0 W18X35 u 10 130 6.00 1.3 -11.2 57.6 50.0 W18X35 u 4.00 0.0 -11.2 131 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 132 30.00 448.1 0.0 170.5 50.0 W24X55 u 50 133 6.27 1.1 0.0 29.0 50.0 W14X22 u 135 32.80 598.9 0.0 220.7 50.0 W24X76 u 42 136 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 137 10.00 2.1 -4.4 57.6 50.0 W18X35 u 138 7.21 2.6 0.0 71.9 50.0 W18X35 u 5 139 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 140 6.00 0.5 -18.1 57.6 50.0 W18X35 u 7.00 0.0 -18.1 • 141 5.41 3.3 0.0 24.3 50.0 W12X16 u 3 142 45.15 358.6 0.0 149.4 50.0 W24X55 u 23 143 10.05 5.2 0.0 73.0 50.0 W18X35 u 7 145 45.15 338.1 0.0 149.2 50.0 W24X55 u 22 146 6.32 1.0 0.0 72.1 50.0 W18X35 u 6 148 33.68 173.9 0.0 146.6 50.0 W24X55 u 16 149 4.14 0.3 0.0 29.0 50.0 W14X22 u 152 16.84 37.2 0.0 40.5 50.0 W14X22 u 9 153 26.14 188.7 0.0 143.5 50.Q W24X55 u 19 * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User . • • 1-KFE Floor Type: Roof A RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 A.9 "' if, lit_ w1ex2s 7k \ 9k w1s ::;; 1JL_ i,Zk \ 9k W18x40 QI W16x26 e l J:rflk_____ ..... i :~ .I W16x26 ~ I W1Gx2s ¾kI9k ~ ~ W18x40 QI Bk W16x26 3lf-r~ W16x26 • 4 Map D .I ~ W16x26 9k wrnx40 9k 16k W14x22 Gk Bk W16x26 !ll1.8x4ll. 4i;~ W16x26 J~ W16x26 81 I 9k W1Bx40 Sk !ll1.8x4ll. Bk W16x26 !ll1.8x4ll. .6k Yilix22 Slt~~ W16x26 .w.t.Bx4o. .6k Yilix22 Gk w1sx2s 61 J Zk W1Bx4o 6k. ru,4x22 Gk W16x26 ' 6kd 7k Bk W18x40 Zk -WJBx40 91 ~ Sk W14x22 , 4 Im sk~ W1Bx40 ~ 121Tak =:I W1Bx35 ill . ~ ... , .. ,. .. ~ ·a L.J6L B • 01/09/01 11:07:49 ~ ~ • HCFE Floor Type: Third 1A 2!\k Wl~§ 25k W18x46 t: ~T26k W1Bx46 27k W18x46 27k W18M~6 :l~m 'W18x46 27k W18x46 27k Wlfhs~6 4~m W18x46 27k W.18x!16 lli .w.1lM6. RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 A.9 810)3-7 "'· 24k \.30k ~ ::. "' ... ~sk I ~m-Dk W24x55 30 ... ifikt3.Qk. W24XSS 7 W24XSS W24XSS C 31k w24xss 31k I 20k wrnx35 2m W24ll55. W24ll55. W24XSS vit\o ~ ~ ~Jll< •·~Map D 30k W24xss 30k I23k W1Bx35 23k 5H-28k W18x46 281 30k W24xs5 30k j 23k W1Bx35 23k 1f Ik W24xss 27k ±2ok w1ax35 2c 29k W1Bx46 29k • ~ W24XSS Yi1Jlx35. W24XSS 1.2k .,!!.k' B • 01/09/01 11:07:49 ~ ? • HCff Floor Type: Second /' 24k l<'llDx4!i 25k WJDx46 ,;~2§k WJ8x46 2Zk W18x46 2Zk W16x46 3~m W18x46 2Zk Wl!!x46 2Zk Wllb:~6 4~2!k WJDx46 2Zk W18x46 2Zk WJ8x46 5~2~k W!Bx46 2l!k JOC1BX4!i RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 A.9 B1!1R.7 "· 24k \..3llls. ~ :E .. isk \.m, ~ ! ~ Yl'.24x55. Yl'.24x55. F.Map D w24xss 31k I 2Pk WJ8x35 20k ~ ~ ~ 1Jlt .w2ZxlM. 1Jlt ~ 3l!k YillxA5. 3l!k ~ m .ltY24llfili. B • 01/09/01 11 :07 :49 \f.'l ~ • ....... . : ..... -... .. .. ... . .. -~-.. .............. ;··· , ....... . ' . . .. .. , ... ... .. . .. . ..... ~ . ' -~ ~-~ ... . . . . . . .... . ........... -' . : : ........ · ........................... . ......... · .. : ..... : ....... : .... . ...... : ...... : .... ; ......... . • • • l ....... : ...... ..;. ........ i .... -..... . .•.• · ............... : .... ..! .. .. . ··:--.. , ................ ···· ' . . . ............... ··: ·····: .. ·: .. , ..... .. •• "•••• •••• :· • .... r•·• •••t••• . : : ' . ' ........ -. . . .. .. . ..... . . . .. ··r··· ····:··· ···:·· ... :···· .. :···---~--... :··· ' .. ... , ....................... . .... ......... : .... : ..... ;.,. . . . . .. .. . ........ .... ... . . . . . . : . : ··---~·-·· .. i ......... ····:·· . . ... ···-·· .......... - . . : .............. : .... . JOB _____________________ _ SHEET NO. _________ _ OF _______ _ HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 CALCULATED BY _________ DATE _______ _ CHECKEDBY __________ DATE _______ _ SCALE 4-52 SINGLE-PLATE SHEAR CONNECTIONS TABLE X The Allowable Loads tabulated in Table X are based on recent research at the Uni- versity of California-Berkeley* incorporating some simplified and conservative as- sumptions. Research on these connections has also been conducted at the University of Arizona.** NOMENCLATURE db= Bolt diameter, in. n = Number of bolts, in. t = Plate thickness, in. L = Plate length, in. DESIGN ASSUMPTIONS 1. Single bolt row. 2 s n s 7 2. Bolt pitch = 3 in. 3. Vertical edge distance = 1½ in. 4. Distance from the weld line to the bolt line = 3 in. 5. Shear plates are Fy = 36 ksi 6. Fillet welds are E70XX electrodes 7. ts db/2 + 1/16 in. 8. L ~ ½ T (see Part 1, Dimensions and Properties for T of beam) 9. Tabulated values are valid for composite and non-composite beams, standard or short-slotted holes, fully-tightened or snug-tight, and for all grades of beam steels and all loadings. These values may be overly conservative for snug-tight bolts in slotted holes. Currently, research is being conducted on the subject. --i···'· ··:··· .. ···:···· .... _. ........ , ....... . .... :. ········· ....... :. ...... . . . .... : . .... . . -. . . .. . ..... . ... : = ... . ... -~ . . . . , ..... : ..... : ....... . ""!"" ... :····· .. . . ·:· ·: ..... ··: ..... : : ........... ,.,. ····· ..... . .... ····-:· ..... ;_ ............. , .......... ; .. , .... . . . :····. . ........ ~.. . ... . . . .. . : ..... . :······· .. ;·-.. ·, .... : .... ·! . . . ........ , ................. . . . . ·! ... L ....... : ... . . .......... ., ...... . . ' ] . . . . . ..... ~ ....... : .. .. .L. ... . . . ' ........ : ....... : .... ·:··· ··"·i······· .. : ....... : ....... :. ..... : ..... .:, ........ . JOB, ____________________ _ • HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 . ..... ' ...... ["""""'" .... : .... : 4 -54 SHEET NO. _________ _ CALCULATED BY ________ _ CHECKED BY• _________ _ SCALE ................... ······· .... . . . ' . ······· ········· ·············· ....... . SINGLE-PLATE SHEAR CONNECTIONS TABLE X-A Allowable loads in kips n=2 L=6 ·········-·····. : ........................ : . . Plate Bolt Size, In. ... ~--. : ...... : .. .... .. . -: ..... ·.· Thickness, t o/4 ¾ 1 .. ...... . .................... . In. Load Weld Load Weld Load Weld ......... ·:·· .... · ................ . ¼ 8.2 o/,e 11.1 :y,., 14.5 1/,s o/1e 8.2 ¼ 11.1 ¼ 14.5 ¼ ...... : ....... ·····.·· .... ---······:· A325-o/a 8.2 o/,e 11.1 l½e 14.5 o/,e .. ·:--"' ....... ·;·····:·"''"""". . . N 71,s 8.2 % 11.1 % 14.5 o/a ½ --11.1 1/e 14.5 1/e 1'1-ie ----14.5 71,e ¼ 10.9 o/,s 14.8 1/,e 19.4 1/1e o/1e 10.9 ¼ 14.8 3/4 19.4 ¼ A490-% 10.9 o/1e 14.8 o/,s 19.4 o/111 N 71,e 10.9 o/a 14.8 1/a 19.4 % ½ --14.8 % 19.4 % 11/,e ----19.4 7/,e TABLE X-B Allowable loads in kips n.= 3 L=9 ' • • • '• • •••• ~· • • • •••· '• • • •' ... ', I Plate Bolt Size, In. .... : .............. :--· ':' Thickness, t ¾ 7/a 1 ...... : ·········· ··: ......... : In. Load Weld Load Weld Load Weld ¼ 16.3 1/111 22.1 1/1e 25.3 o/,11 o/,e 16.3 ¼ 22.1 ¼ 28.9 ¼ A325-% 16.3 1/,11 22.1 o/111 28.9 1/,e N 71,11 . 16.3 % 22.1 o/a 28.9 o/a . . . ..... ;·· ...... ··.·· "' .. ·.· ½ --22.1 1/e 28.9 o/a ll/i11 ----28.9 ¼11 ¼ 21.7 1/,11 26.9 1/111 25.3 o/111 5/111 21.7 ¼ 29.4 ¼ 31.6 ¼ . . ..... ..... .... .... . ..... .. ... A490-% 21.7 l½e 29.4 o/111 37.9 o/111 N 71,11 21.7 o/a 29.4 1/e 38.5 o/a .:. ... ; ..... ½ --29.4 % 38.5 o/11 "/t11 ----38.5 7/,11 AMERICAN lNsnnm: OF STEEL CoNSTRUCTION OF·-------- DATE ______ _ DATE------- f ........ : .. . --~ .......... · ....... : .. •:·· .. ······ .. .... ; .......... . . . . . .. ······· .... ·-· . . • HOPE ENGINEERING 1301 Third Ave., Ste-. 300 San Diego, CA 92101 ····:······ ... r . ........... . . .. :,···· .......... _,- JOB ____________________ _ SHEET NO. __________ OF _______ _ CALCULATEDBV _________ DATE ______ _ CHECKEDBY __________ DATE _______ _ SCALE 4-55 ..... :. ······ ... • .......... : ' SINGLE-PLATE SHEAR CONNECTIONS TABLE X-C Allowable loads in kips w . n=4 L = 12 . ........ ·;·· ............ ·.·· ... . . ... . : ..... : ........ _ ...... -~ .... ·- Plate Bolt Size, In. .......... : ...... -.. .. . ....... : .. . .................. : ...... : .......... ;. . . . Thickness, t o/4 ¼ 1 . . . . .. '. .. . ... ~ .. . ... ... ·:·· .. . : In. Load Weld Load Weld Load Weld ¼ 26.1 o/,e 35.4 o/,e 33.7 o/,o o/ia 26.1 ¼-35.4 ¼ 42.1 ¼ . ;•······ .········:· A325-o/e 26.1 1/1e 35.4 1/1t1 46.4 '½a N 71,o 26.1 o/a 35.4 o/a 46.4 o/a . . . . . .. ~ . . . .... . ... ½ --35.4 o/a 46.4 o/a Vl,o ----46.4 3/10 ¼ 34.8 o/10 35.9 o/,o 33.7 o/,o o/,e 34.8 ¼ 44.9 ¼ 42.1 ¼ A490-o/a 34.8 o/,e 47.2 1/10 50.6 o/,o N 71,o 34.8 o/a 47.2 o/a 59.0 o/e ½ --47.2 o/e 61.8 o/a o/10 ----61.8 7/,o .... · ...... : ·-··········· : .... . TABLE X-D Allowable loads in kips n=S L = 15 ill + + . . ................... . . . . . ; .... ••"i" ·····. ···!•"" . Plate Bolt Size, In . .... I ... .:, ..... . Thickness, t o/4 7/e 1 . . . In. Load Weld Load Weld Load Weld . . . . ....... ·: ............ ;·. ' -: ¼ 36.3 :y,., 44.9 o/10 42.1 o/,o ... :·. __ ,. ... ·:· .. ····:······ o/10 36.3 ¼ 49.1 ¼ 52.7 ¼ . . ······ .· ........ ·:··· ··:···· ·: A325-o/a 36.3 ¥10 49.1 1/10 63.2 '½o ' . ............................. N ¼o 36.3 o/e 49.1 o/a 64.4 o/a ½ --49.1 o/a 64.4 o/a ........... , ..... . . . ... ... . . ,, .. ··:··· ···········: '¼o ----64.4 ¼o :--···:·· ··-:-...... ,.,( ....... .. ¼ 47.6 o/10 44.9 o/1a 42.1 o/,o ¥10 48.4 ¼ 56.1 ¼ 52.7 ¼ A490-o/e 48.4 '½o 65.5 1/111 63.2 1/11, N 71,o 48.4 % 65.5 o/e 73.7 o/e ½ --65.5 o/a 84.3 o/a '¼o ----85.8 71,e AMEluCAN INsnTun: OF STEEL CoNSTRUCTION ...... · ................ : .. , ...... . . . . . .... ·.. ,. .... .. . .. ~. ······ .. • HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 4-56 JOB, _____________________ _ SHEET NO. __________ OF·-------- CALCULATED BY _________ DATE _______ _ CHECKED BY _________ _ DATE _______ _ SCALE .... i ........ ; ......... ; ... : ........ ·. ······:·. ·· ................. ··: -t m SINGLE-PLATE SHEAR CONNECTIONS TABLE X-E Allowable loads in kips ' ' . ...... ·"·:······--·.· ..... ,., .. , ··: ...... : ......... , ........ : ....... :., ...... : ...... ; .......... : ... ; . ······:·· ...... ······ ,• .... . ............ : ......... : ...... . .. ,:. ···=······ :•. ···=··· ... ......... ·:· ' ........ .! ........ ,; . ·······:·· .......... : .. -t . . . A325- N A490· N Plate Thickness, t In. ¼ o/1e % 7/115 ½ 9/\e ¼ o/,e % 7/\e ½ n=6 ¾ Load Weld 46.3 o/,e 46.3 ¼ 46.3 1¥111 46.3 % ---- 57.1 o/,e 61.8 ¼ 61.8 o/,e 61.8 % -- . ...................... : ······ ... . L = 18 Bolt Size, In. 7/n 1 . ... :····· .... ·-······.: ... Load Weld Load Weld .... ·-··. --. : .. ····· 53.8 o/111 50.6 o/111 :-· ···:" ... : ....... . 62.7 ¼ 63.2 ¼ 62.7 o/1e 75.9 ¥le 62.7 % 82.2 % 62.7 % 82.2 % --82.2 7/\e 53.8 o/,e 50.6 o/111 67.3 ¼ 63.2 1/4 80.7 o/,e 75.9 o/,e 83.7 % 88.5 % 83.7 % 101 % .. .. . .... . ... , .... o/111 ----110 7/\e ..... :_ .... : ....... : .. m . . TABLE X-F Allowable loads in kips n=7 L = 21 ...... -·· .. ········:· ..... ' Plate Bolt Size, In. .... ~ ........ :·· ..... "'' :· .. . . . . : ' Thickness, t 3/4 7/n 1 In. Load Weld Load Weld Load Weld : . . . . ........ r ......... :·· .... : . ' ¼ 56.4 o/,e 62.8 1/111 59.0 o/111 ••••••• •l i ¥ta 56.4 ¼ 76.4 1/4 73.7 ¼ A325· % > 56.4 o/,e 76.4 '½e 88.5 o/,e .. : .... : .................... . N 11/111 56.4 % 76.4 % 100 % .... : .... :. ½ --76.4 % 100 % .. ····!· .. ··: ······ ......... : .... . 9/\e ----100 11/111 ······· ..... , ................ :•• ... . . . . ¼ 66.6 o/,e 62.8 o/,e 59.0 o/,e , .. = ........ : ... l . . ¥le 75.1 ¼ 78.5 ¼ 73.7 ¼ ........... " .. : .... __ :, ....... : .. -· A490-% 75.1 ¥le 94.2 . '½e 88.5 ¥le N 7/\e 75.1 % 102 % 103 % ½ --102 % 118 % ...... ············ .................... . . ' 11/te ----133 %, .... · ......... : ....... · .... . . . . ~: AMERICAN lNsnnJTE OF STEEL CoNSTRUCTION j· ......... : .............. : ....... . !.:ii ... : ....... ; ...... L ...... + ..... . • JOB _____________________ _ HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 SHEET NO. __________ OF _______ _ CALCULATED BY ________ _ DATE _______ _ CHECKEDBY __________ DATE _______ _ SCALE .... : ......... , ....... : .... : ................ : ........ ·············· : ........... : ..... ···.·· ..... . .. .. . . .. __________ ........ i __ . __ i-----...... _ ........................ _ ·:---···-......... ;..... . .:... . .... : ........ : .......... L .... :_ ............. : ......... · ... __ ;_ ........ _____ :. .. : ............................ ; ..... . ........ : ..... , ........ .-....... ; .... SHEAR PUTE;.CONtECDON ~ CBEAM ro .. c;a.uMN.f,I..ANGE;J 0IROER) ... : . =BEAM SIZE . . 1· OF l"t · . , ..... SHEAR .. P~TE ...... A3:zSN·. ·····#·Of' ...... ···ALLOWABLE! lOAO·IN,·kips·. · ·,ACTUAL···LOAD··IN .kips··· ····· ·· · ·· : THICK. : WE~D 'F' BOL~ ; ROWS ASD TABI.£ X'(4-52) · BEAM TO. COL. 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Y'lltl, va, · ·· .... : ..... --:·· ···91e,· .. : . ···~nt,···: ....... >·s+· .... :·-········1;··········. ···van ~··fi9::z li:lpa· .. :···· ...... ···'.·-v ~· .... . . : ....... ~, ···· ........... ·:· .......... 3/e· .. : . ···i~;-,/·· ........ ··:, :······ ·: ········t ······· ·····.;,;,i···~ f>&~ ·~;p~·· .. r· .. ...; .. ·:-···········"' ..... , .. ···:····· ···:·· ···.·· , V • ·reo S/lb · e, : ........ '!. ... .. ~o.,~ .. ._ .ci.s:5 kip• V• : ..... 3-ll!J $/lb. 'l . .. I ... . ...... Voll_~ I~,? .. k!P~ ... :. : v .. • .. ···.···· .. .. ..... : ..... , ...... \.Yeh ... ' ... ; ............ s,a ..... ; .... 5/lb ;···· .. ; ... 10: ...... : ..... 1: ........ v:011 .• 1:2:J.4..klp& ... = .. . Vii ........ . . : . .. .......... : .. . .. -· . . ... ... .. ' ... ;•. .... ·-~ .. .. . . . . ... ... . . ..... '_; ... . . ... ;.. . . . '. .. . . ~ ..... : . . . ....... ~--.. . ... . . ... ' .. . .... . . . ·: ..... ~ . . ... -.. .. : . ... . . . ..... : . .. .. .. . . . ... . . . : .. . . ...... .. . . ... : ... . . . ... .. : ........ : . . ... . . . ..... . , ........ ·. . . ' ....... " . ~ . .... -· ' . . . . . . : . . ' . . .. -: .. . . . ···: ··SHEAR·Pt.:ATE·cx)NN:CTiaiSCH:DULE <BEAM·ro·COLUMN WEB> . : : . . . . · : ... ·SHEAR PLATE··:·--·f OF ·l"t . ,-·oF .. ALLOWABCE'·LOAO .. IN .kips· ..... ACTUAL '.COAEnN··.kips· .BEAM SIZE : ... '. THICK •. , .. WELD .. 'f.' ... ;~~~ .... : . ~CJ..~ ... ASD _!~8-.L~ .. XI .. & .:XI~ .(4-:-62) BEAM TO COL. FLANGE . : 11'0, Y'llO .. ·9/tJ .... ·$/lb: ... : .. :;2 ..... ' .... , .. Voll•·· : .. · ·· V • ....... . · Y'll:2, Y'll4 · · ·s11b"·:··· ····· ··9 · · ········, · Vcltl "'.° ········ ,·v·._·· ·> ... . . ·· · ······ · ··· ···· ·, ·rii6 · ... , · · · ···· · ····· · 3/e,· · ·· $i1t;;··:··· · . ·· .. r= ·· Voll• . V • : Y'lll!J, Y'l:21 9/l!J S/lb: s Voll• . V • Y'l:24 9/l!J 5/lb. b Vall• V• ~1Ib.L. ' i"l:2i 9/l!J , .. .. .. .... ....... Voll• . ........... . V ~ .............. . . reo . . .. 9/l!J ......... 5/Jb.; ...... , .. l!J . . . ........ I: ..... . Voll.s, ... ........ ..v •.... ' · ····9/l!J ····: ·· S/tb : ...... ; 'l · .. I··· · ·· Vall··•·· . =-v·•·· ... · ... . >"Gb .... · ···a1& ·· · · · s1rb ·· ·· ·;·· 10 ·· · ·· ·· · -i-· · · vo11 ·• · · :v •.... ' ...... 1 ••••• ,. • SHEAR PLATE CONNECTION SCHEDULE SHEAR PLATE I OF 1"1& # OF BEAM SIZE A325N ROWS THICK. WELD 'F' BOLTS ~.~10 s1e 5/16 2 I ~12,~14 s1e 5/16 9 I ~16 s1e 5/16 4 I ~Ie.~2I s;e 5/16 5 I ~24 s1e 5/16 6 I ~21 s1e 5/16 1 I ~o s;e 5/16 e I ~9 s;e 5/16 q I ~6 s1e 5/16 10 I • REMARKS • 1/2" 4 1/2" ~HERE POSSIBLE, 9" MIN. "F" V ~ W \ i I I I J '--I S/4M OR • . "' AISC. MIN. NIZ re. l/2"x4" 1 /U ~ ::::, l: T 4 B----t---t-.._ , l7 '-. TYP. BAR "F" TO FLANGE 4 1/2" ~HERE POSSIBLE, 9" MIN. '°I~ ...... z NI . = j: "'-'A OR AISC. MIN: TYPICAL SHEAR PLATE CONNECTION SCHEDULE 'F' 0E 5TYP001 HOPE Engineering • Designer: CPH \~~:r.;ft:_:C ;/1t:~s\'.: ·:::::·}:c1;J\ ]tift ;£}-~:. /'.i!;;{{\\ :\ff~;~:.}/ ;:11:fs~:;r /?i;~·\u W8, w10 6 3 o.50 o.787 1 4 18.89 W12, W14 9 3 0.33 1.080 1 4 38.87 W16 12 3 0.25 1.260 1 4 60.48 W18, W21 15 3 0.20 1.390 1 4 83.40 W24 18 3 0.17 1.462 1 5 131.58 • W2.7 21 3 0.14 1.530 1 5 160.65 W30 24 3 0.13 1.550 1 5 186.00 g?~t~~.(,~~::.:t :>/~:r··}::~ '>:::/!-)!;I }(:\·~;t~.\: \\:i·:;~-t:,;~? if_:~,~~,_-,··;i, ::~':.>its W8, w10 3 3 2 o.88 12.6 11.09 W12, W14 3 3 3 1.77 12.6 22.30 W16 3 3 4 2.83 12.6 35.66 W18, W21 3 3 5 3.91 12.6 49.27 W24 3 3 6 4.99 12.6 62.87 W27 3 3 7 6.07 12.6 76.48 W30 3 3 8 7.13 12.6 89.84 • JOB ____________________ _ HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 SHEETNO. __________ OF-------- CALCULATEDBY---------DATE------- 4-62 ·····:· ..... ,. ············:··· . . ....... ~. . .. . . . .. . . . . . . . .. . .... : ......... j ....... : ........ ·········:···· ·····: ................... , . ' : . .. .. . : .. . ... : ,. . . : .. . . ~--...... ; : : ............. : ...... : .......... : ..... . . . . : ....... ; ............. _,; ...... · ..... : ... -.......... ·. ·······: .. .... .. . ......... _ ............ ··: ....... : ............. · ..... : ... · ... '."'. ··-;-·· .5 C') II .Q .5 .... : ....... · .... .. C0 II .Q .... ..... .... ! ' •••••••·• ·:··· •• t ECCENTRIC LOADS ON FASTENER GROUPS TABLE XI Coefficients C R "ed . . C p l equ1r minimum = -fv fl P=CXrv n = Total number of fasteners in one vertical row P = Allowable load acting with lever arm l, in. rv = Allowable load on one fastener by Specification b C = Coefficients tabulated below. -4-b .. ~b I n In. 2 3 4 5 6 7 8 9 10 11 2 1.18 2.23 3.32 4.40 5.45 6.48 7.51 8.52 9.53 10.54 3 .88 1.n 2.83 3.91 4.99 6.07 7.13 8.17 9.21 10.24 4 .69 1.40 2.38 3.42 4.49 5.58 6.66 7.73 8.79 9.85 5 .56 1.15 2.01 2.97 4.01 5.08 6.16 7.24 8.32 9.39 6 .48 1.00 1.73 2.59 3.57 4.60 5.66 6.74 7.82 8.90 7 .41 .83 1.51 2.28 3.18 4.16 5.19 6.24 7.32 8.40 8 .36 .73 1.34 2.04 2.86 3.76 4.75 5.n 6.83 7.89 9 .32 .65 1.21 1.83 2.59 3.43 4.35 5.32 6.36 7.41 10 .29 .59 1.09 1.66 2.36 3.14 4.00 4.93 5.91 6.95 12 .24 .49 .92 1.40 2.00 2.68 3.44 4.27 5.16 6.10 14 .21 .42 .79 1.21 1.74 2.33 3.01 3.75 4.56 5.42 16 .18 .37 .70 1.06 1.53 2.06 2.67 3.33 4.06 4.85 18 .16 .33 .62 .95 1.37 1.84 2.39 3.00 3.66 4.38 20 .15 .30 .56 .85 1.24 1.67 2.17 2.72 3.33 3.99 24 .12 .25 .47 .71 1.03 1.40 1.82 2.29 2.81 3.37 28 .11 .21 .40 .61 .89 1.20 1.57 1.97 2.42 2.92 32 .09 .19 .35 .54 .78 1.05 1.38 1.73 2.13 2.57 36 .08 .17 .31 .48 .69 .94 1.22 1.54 1.90 2.29 2 1.63 2.72 3.75 4.n 5.n 6.n 7.76 8.75 9.74 10.73 3 1.39 2.48 3.56 4.60 5.63 6.65 7.65 8.66 9.66 10.65 4 1.18 2.23 3.32 4.40 5.45 6.48 7.51 8.52 9.53 10.54 5 1.01 1.99 3.07 4.16 5.23 6.29 7.33 8.36 9.39 10.40 6 .88 1.n 2.83 3.91 4.99 6.07 7.13 8.17 9.21 10.24 7 .n 1.57 2.59 3.66 4.75 5.83 6.90 7.96 9.01 10.05 8 .69 1.40 2.38 3.42 4.49 5.58 6.66 7.73 8.79 9.85 9 .62 1.26 2.18 3.19 4.25 5.33 6.41 7.49 8.56 9.63 10 .56 1.15 -2.01 2.97 4.01 5.08 6.16 7.24 8.32 9.39 12 .48 1.00 1.73 2.59 3.57 4.60 5.66 6.74 7.82 8.90 14 .41 .83 1.51 2.28 3.18 4.16 5.19 6.24 7.32 8.40 16 .36 .73 1.34 2.04 2.86 3.76 4.75 5.n 6.83 7.89 18 .32 .65 1.21 1.83 2.59 3.43 4.35 5.32 6.36 7.41 20 .29 .59 1.09 1.66 2.36 3.14 4.00 4.93 5.91 6.95 24 .24 .49 .92 1.40 2.00 2.68 3.44 4.27 5.16 6.10 28 .21 .42 .79 1.21 1.74 2.33 3.01 3.75 4.56 5.42 32 .18 .37 .70 1.06 1.53 2.06 2.67 3.33 4.06 4.85 36 .16 .33 .62 .95 1.37 1.84 2.39 3.00 3.66 4.38 AMERICAN INSTITllTE OF STEEL CoNSTKUCTION . . . ....... ., ..... :. .. .. ~ . . ..... :. .. • ••••••• r ••••••• , • • • • • •. ,: • • • :· ...... : .... :··· ............ . 12 11.54 11.26 10.89 ' 10.46 .. ·-··· .. ' 9.98 9.48 8.97 8.48 8.00 7.08 6.32 5.69 5.15 4.70 3.99 3.45 3.04 2.72 11.72 11.64 11.54 11.41 11.26 •••••• ; .................. o;--· .. ••••• 11.09 10.89 10.69 10.46 . . . .............. . 9.98 9.48 8.97 ............................. . ' 8.48 8.00 7.08 6.32 5.69 5.15 ..... : .................. ;.,, ..... . : ......... : .......... :-... . JOB ____________________ _ HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 SHEETNQ. _________ _ OF _______ _ CALCULATED BY _________ DATE ______ _ • ...... : ... · .... : .... : .... : ..... : .. :·· ... ······· .... ; . . . : : ...... : ...... :.. ........ · . ·"·:···"· ........... : ..... ·. ·····: ...... _ ........... -·>·· ·········? . . ·······;······ .;., ................... . ....... : .... -~, ....... · ·····;·······: ...... :· .... ·.· . . .... --··. ··········· : ....................... . : . ! .... : ... ; ........ : ... . -:-·-... ; ....... ; ....... ;· ............... : : ·,···· .. f .. ·-····· ;, ........ . . . .... ··: ....... ··:-· .. -·······: . . ...................... ................... . ' . . . . . . .. . --····· . . CHECKED BY _________ _ DATE------- SCALE ECCENTRIC LOADS ON WELD GROUPS TABLE XIX Coefficients C al Required Minimum C = C~Dl f--" ~ . .. .. p D=- .p CC,/ p .. .. l=--CC,D ~ p = Allowable eccentric load in kips I = Length of each weld in in. _../ ~ ~ ~ D = Number of sixteenths of an in. I.,,_, .,., In fillet weld size ,. C = Coefficients tabulated below z p -c, = Coefficient for electrode used K A 1 (see Table on p. 4-72). v -nyequa "' Ir' distances = 1.0 for E70XX electrodes. SPECIAL CASE* (Load not in plane of weld group) 4-75 P= CC,Dl Use C-values given in column headed k = 0 k a 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.2 1.4 1.6 1.8 2.0 .06 1.67 1.67 1.68 1.68 1.68 1.69 1.69 1.69 1.69 1.70 1.70 1.70 1.71 1.71 1.71 1.71 .08 1.64 1.65 1.65 1.65 1.66 1.66 1.66 1.66 1.67 1.67 1.67 1.67 1.68 1.68 1.69 1.69 .10 1.61 1.61 1.62 1.62 1.62 1.63 1.63 1.63· 1.63 1.64 1.64 1.65 1.65 1.66 1.66 1.67 .15 1.51 1.51 1.52 1.52 1.53 1.53 1.54 1.54 1.55 1.56 1.56 1.57 1.58 1.59 1.60 1.61 .20 1.39 1.39 1.40 1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.50 1.52 1.53 1.54 1.56 .25 1.26 1.27 1.28 1.30 1.31 1.33 1.35 1.36 1.38 1.39 1.41 1.43 1.45 1.47 1.49 1.50 .30 1.14 1.15 1.17 1.19 1.21 1.24 1.26 1.28 1.30 1.32 1.33 1.36 1.39 1.41 1.43 1.45 .40 .939 .951 .976 1.01 1.04 1.07 1.10 1.13 1.16 1.18 1.20 1.24 1.28 1.31 1.33 1.36 .50 .787 .792 .813 .865 .903 .941 .976 1.01 1.04 1.07 1.09 1.14 1.18 1.21 1.25 1.27 .60 .673 .679 .701 .734 .795 .834 .872 .907 .940 .970 .998 1.05 1.09 1.13 1.17 1.20 .70 .585 .592 .615 .647 .708 .748 .787 .823 .857 .888 .918 .971 1.02 1.06 1.10 1.13 .80 .517 .524 .546 .579 .636 .676 .714 .751 .786 .818 .848 .903 .952 .995 1.03 1.07 .90 .463 .469 .491 . 524 .576 .615 .654 .690 .725 .757 .788 .844 .893 .938 .978 1.02 1.00 .419 .425 .446 .478 .527 .565 .602 .638 .672 .704 .735 .791 .842 .887 .928 .965 1.20 .351 .357 .377 .406 .448 .484 .519 .553 .586 .617 .647 .702 .752 .798 .840 .878 1.40 .302 .307 .326 .352 .390 .423 .455 .488 .519 .548 .577 .631 .680 .725 .766 .805 1.60 . 265 .270 .287 .311 .344 .375 .405 .435 .465 .493 .520 .572 .619 .664 .704 .743 1.80 .236 .241 .256 .278 .308 .336 .365 .393 .421 .448 .474 .523 .569 .612 .652 .689 12.00 .213 .217 .231 .251 .279 .305 .331 .358 .384 .410 .434 .481 .526 .567 .606 .642 12.20 .193 .198 .211 .229 .254 .279 .303 .328 .353 .377 .401 .446 .488 .528 .566 .602 2.40 .177 .181 .194 .211 .234 .256 .280 .303 .327 .350 .372 .415 .456 .495 .531 .566 2.60 .164 .168 .179 .195 .216 .237 .259 .282 .304 .326 .347 .388 .428 .465 .500 .534 12.80 .152 .156 .166 .181 .201 .221 .242 .263 .284 .305 .325 .365 .402 .438 .472 .505 13.00 .142 .145 .155 .169 .188 .207 .226 .246 .266 .286 .306 .344 .380 .415 .448 .479 *Valid only when the connection material between the welds Is solid and does not bend In the plane of the welds. AMEluCAN INS'lTlVl'E OF STEEL CoNSTRUCllON : ..... : ............. : ______ _ : ...... ····· ;. ····,··· ........ . :·-... :·· ........... : ..... : ..... . : . : .............. --........... . . . : . : ... : ..... : ......... : ... . .. ······ ·-..... ·············· ' . .. . : ...... ; ........ : ......... : ....... . . . . · ....... : .. ; ...... : ............ . ................. J ...... : ...... 1. ..... . • • HOPE Engineering Designer: CPH PRO~E.CT-~,P;~()JECT.1:::11~9a:, _#'.--; IWELD CAPACITY CONNECTION>,·Sl)e~r Plate·-welded onc3-sid~s.tq Bean:a I ... ' . ' : . · ... ··,,c.:·. :·,_;·;:ASD;9th:E!diti<>l_! .. Jabl,E!XXlll,pg~:4~79.,,:::: ~(:·.:')::.:·:·· •::· ... Vll~Shape. I --.~min.· ···. 'k*L· .'. .' ·, .... k ... ,-· :·. a"*'L.-,··· \i/:·~:::.: ·:_ ><:.::.-t./:,:_ . :·\:i_,'t}.\.\' VV~l~::Sj~~ inches-· · . incti~~ :_:, . _.-_::,' 'i :fti~he'i(:: ::, ·11~9 in'. .. W8, w10 6 4.5 0.75 1.5 0.25 1.820 1 5 W12, W14 9 4.5 0.50 1.5 0.17 1.434 1 5 W16 12 4.5 0.38 1.5 0.13 1.364 1 5 W18, W21 15 4.5 0.30 1.5 0.10 1.240 1 5 W24 18 4.5 0.25 1.5 0.08 1.145 1 5 W27 21 4.5 0.21 1.5 0.07 1.072 1 5 W30 24 4.5 0.19 1.5 0.06 1.033 1 5 .. :. ·.P :. ·.· .. :·kip~-'-. 54.60 64.53 81.84 93.00 103.05 112.56 124.00 • ~ ..c.. v,l JOB, ____________________ _ • HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 .... . ... :... . . .. : ..... -~-.. . . .. ~ .. ..... : ... , ......... :·········:······ SHEET NO. _________ _ CALCULATED BY ________ _ CHECKED BY ________ _ SCALE 4-79 ......... ! .. "'"'""!" ·····:·· """:'"""" ECCENTRIC LOADS ·ON WELD GROUPS TABLE XXIII Coefficients C . . . p = Allowable eccentric load in kips ........ _. ····:···· ··.·· ··1····"· . ! . . . . . : .... t.. .. :. . .. : ..... . l = Length of weld parallel to load P, In. D = Number of sixteenths of an in . in fillet weld size C = Coefficients tabulated below . ... . .. . . .. ... . . .. : .. ·-· "" . . . ............ ~ ............ ·-· : : ' . . : . . .. . ~ .. . . . .. . . . .. .·. .. .. ... : ........... · .. , .. ; .. . [":1 C, = Coefficient for electrode used (see Table on p. 4-72) = 1.0 for E70XX electrodes xl = Distance from vertical weld to center of gravity of weld group P= CC,Dl Required Minimum C = d;Dl ·-..................... , ... xl_,,, 1-i..- ~ .. .. p D= CC,/ ,; ....... : ........ . .. .. p I= CC,D •. : .... , ....... . . k a I 0.4 0 0.1 0.2 0.3 0.5 0.6 0.7 0.8 0.9 1.0 1.2 1.4 1.6 1.8 2.0 .06 .835 .883 1.05 1.22 1.40 1.58 1.76 1.94 2.12 2.30 2.48 2.84 3.21 3.58 3.95 4.32 .08 .820 .895 1.06 1.23 1.41 1.58 1.76 1.94 2.12 2.30 2.48 2.85 3.21 3.58 3.94 4.31 .10 .804 .902 1.07 1.24 1.41 1.59 1.76 1.94 2.12 2.30 2.48 2.83 3.20 3.56 3.92 4.28 .15 .753 .895 1.06 1.22 1.39 1.56 1.73 1.90 2.07 2.24 2.42 2.76 3.11 3.46 3.81 4.16 .20 .693 .865 1.02 1.18 1,34 1.50 1.67 1.83 1.99 2.16 2.32 2.65 2.99 3.32 3.66 4.00 .25 .630 .823 .972 1.12 1.28 1.43 1.59 1.74 1.90 2.06 2.21 2.53 2.85 3.18 3.51 3.84 .30 .570 .750 .917 1.06 1.21 1.35 1.50 1.65 1.80 1.95 2.10 2.41 2.72 3.04 3.36 3.68 .40 .469 .627 .803 .934 1.07 1.20 1.33 1.47 1.61 1.74 1.89 2.17 2.47 2.77 3.08 3.39 .•.• = ........ , .•.••• , .. . ···:· .. , .................... . .50 .393 .529 .666 .819 .937 1.06 1.18 1.30 1.43 1.56 1.69 1.96 2.24 2.53 2.83 3.13 .60 .336 .453 .574 .721 .829 .939 1.05 1.17 1.28 1.40 1.53 1.78 2.05 2.32 2.61 2.90 .70 .293 .395 .502 .611 .739 .839 .942 1.05 1.16 1.27 1.39 1.63 1.88 2.1.4 2.41 2.89 .80 .259 .349 .444 .543 .664 .756 .852 .950 1.05 1.16 1.27 1.49 1.73 1.98 2.24 2.51 .90 .232 .312 .398 .488 .602 .687 .775 .867 .962 1.06 1.16 1.38 1.60 1.84 2.09 2.36 1.00 .209 .282 .360 .442 .550 .629 .711 .796 .885. .978 1.07 1.28 1.49 1.72 1.96 2.21 1.20 .176 .236 . 302 .372 .445 .536 .608 .883 .762 .844 .929 1.11 1.31 1.52 1.74 1.97 1.40 .151 .203 .260 .320 .384 .466 .530 .597 .667 .741 .818 .985 1.17 1.36 1.56 1.78 .. .... ; ........ : .... : ....... ·· .. . .... ··: .... --;·······-······ .. ····+· ..... . . . . . : . . .. : . . . . ~ ..... ··: .. . ... 1.60 .132 .178 .228 .281 .336 .412 .469 .529 .593 .660 .731 .883 1.05 1.22 1.41 1.61 1.80 .118 .158 .203 .250 .301 .369 .420 .475 .533 .595 .660 .799 .951 1.11 1.29 1.47 2.00 .106 .142 .182 . 225 .272 .334 .381 .431 .484 .541 .601 .730 .870 1.02 1.18 1.35 2.20 .097 .129 .166 .205 .247 .305 .348 .394 .444 .496 .552 .671 .802 .942 1.09 1.25 2.40 .089 .119 .152 .188 .227 .280 .320 .363 .409 .458 .510 .621 .743 .874 1.01 1.16 2.60 .082 .110 .140 .174 .210 .259 .297 .337 .380 .425 . 474 .578 .692 .815 .946 1.09 2.80 .076 .102 .130 .161 .195 .242 .277 .314 .354 .397 .442 .540 .647 .763 .886 1.02 3.00 .071 .095 .122 .151 .182 .226 .259 .294 .332 .372 .415 .507 .608 .717 .834 .958 " 0 .008 .028 .056 .088 . . 125 .163 .204 .246 .289 .333 423 .515 .609 .704 .800 OF·-------- DATE------- DATE------- ................................... .......... · ...... ... ; ... ,: ............... :., .. ............... ··· ··:··· .. . . . . .. ................. .. . ... : ... ···: ... ·····1·· ... ...... , ........ · ...... : .... ; ....... . . . ...... : ................................. . .. . : .... · ...... : ................. . ••••• •••••• ,: ••••••• :" .... J •••••••••• • • • HOPE Engineering Gravity Column Desi2n Criteria Each gravity column of the building has been designed. The axial loads for each level has been calculated by the framing program. Live loads are reduced per UBC criteria. A summary of each design has been provided. Maximum allowable stress unity values have been located (marked with star) for each column size. The designs for these specific columns have been printed for each level. The columns strength capacity is then checked. The column sizes in the model match the columns scheduled on the structural drawings. The wide flange columns are 50 ksi steel and the tube columns are 46 ksi steel. Gravity Column Baseplate Desi2n Criteria Utilizing the summarized output information from the column design, maximum axial load values have been located (marked with solid triangle) for each column size. These values were used to determine the required size and thickness of each baseplate. The steel strength is 36 ksi and the concrete strength is 3000 psi. Bearing capacity on the concrete is based on a pedestal much larger than the plate size . Cl C.:2. Gravitt Column Desi2n Summan HCFE RAM Steel v7.0 ~ T'1P. CoWMN ~.$1(:,,-l HOPE Engineering ... r1At. t,,",$t f>'-A~ "°""() DataBase: Emerald_ 1 01/09/01 11:07:49 • Building Code: UBC 1 Steel Code: ASD 9th Ed. Column Line B -6 Level p Mx My LC Interaction Eq. Angle Fy Size Roof 28.7 17.0 5.7 2 0.21 Eq Hl-3 90.0 50 W14X68 Third 120.0 13.1 3.2 3 0.33 Eq Hl-1 90.0 50 W14X68 C:2- Second 196.7 12.7 2.9 6 0.53 Eq Hl-1 90.0 50 W14X68 Column Line 35.78ft-42.21ft Level p Mx My LC Interaction Eq. Angle Fy Size Roof 47.4 27.3 12.3 5 0.23 Eq Hl-3 90.0 50 W14X90 Third 210.9 27.3 12.3 5 0.42 Eq Hl-2 90.0 50 W14X90 c.~ Second 374.3 19.0 12.3 1 0.66 Eq Hl-1 90.0 50 W14X90 Column Line 35.78ft-72.21ft Level p Mx My LC Interaction Eq. Angle Fy Size Roof 54.2 13.1 7.3 3 0.17 Eq Hl-3 . 90.0 50 W14X90 Third 243.4 13.1 7.3 3 0.42 Eq Hl-1 90.0 50 W14X90 C3 Second 418.4 0.7 7.3 6 0.67 Eq Hl-1 90.0 50 W14X90 • Column Line 35. 78ft -132.21ft Level p Mx My LC Interaction Eq. Angle Fy Size Roof 52.9 13.7 7.2 3 0.17 Eq Hl-3 90.0 50 W14X90 Third 237.7 13.7 7.2 3 0.41 Eq Hl-1 90.0 50 W14X90 C3 Second 406.8 2.6 7.2 6 0.65 Eq Hl-1 90.0 50 W14X90 Column Line 65.19ft -6.96ft Level p Mx My LC Interaction Eq. Angle Fy Size Roof 10.3 4.3 2.6 4 0.08 Eq Hl-3 4.2 50 W14X68 Third 31.0 4.3 2.6 3 0.12 Eq Hl-3 4.2 50 W14X68 C,1, Second 51.8 4.2 2.6 1 0.17EqH1-3 4.2 50 W14X68 Column Line C -6 Level p Mx My LC Interaction Eq. Angle Fy Size Roof 26.7 8.2 6.6 5 0.18 Eq Hl-3 90.0 50 W14X68 Third 95.0 8.2 7.7 4 0.29 Eq Hl-2 90.0 50 W14X68 CZ, Second 146.1 5.0 7.7 10 0.44 Eq Hl-1 90.0 50 W14X68 Column Line C -2 Level p Mx My LC Interaction Eq. Angle Fy Size • Roof 39.4 7.5 10.4 4 0.26 Eq Hl-3 90.0 50 W14X68 Third 154.5 7.5 10.4 3 0.45 Eq Hl-1 90.0 50 W14X68 CZ Second 269.6 0.4 10.4 1 0.78 Eq Hl-1 90.0 50 W14X68 • - (,~ Gravit! Column Desi1:n Summary HCFE RAM Steel v7.0 Page 2/2 HOPE Engineering DataBase: Emerald_ 1 01/09/01 11:07:49 • Building Code: UBCl Steel Code: ASD 9th Ed. Column Line C -1 Level p Mx My LC Interaction Eq. Angle Fy Size Roof 20.7 15.9 3.7 1 0.16 Eq Hl-3 90.0 50 W14X68 Third 55.7 15.9 3.7 8 0.24 Eq Hl-3 90.0 50 W14X68 Ci.. Second 126.6 15.9 3.7 1 0.37 Eq Hl-1 90.0 50 W14X68 Column Line 108.67ft-7.21ft Level p Mx My LC Interaction Eq. Angle Fy Size Roof 8.0 3.8 1.9 6 0.06 Eq Hl-3 175.0 50 W14X68 Third 23.4 3.8 1.4 3 0.09 Eq Hl-3 175.0 50 W14X68 CZ. Second 38.8 3.8 1.4 6 0.12 Eq Hl-3 175.0 50 Wl4X68 Column Line D -6 Level p Mx My LC Interaction Eq. Angle Fy Size Roof 18.1 3.5 4.1 10 0.11 Eq Hl-3 90.0 50 W14X68 Third 63.2 2.2 3.2 11 0.20 Eq Hl-3 90.0 50 W14X68 cz. Second 100.9 1.0 1.4 6 0.25 Eq HI-I 90.0 50 W14X68 • Column Line 142.11ft -37.03ft Level p Mx My LC Interaction Eq. Angle Fy Size Roof 58.8 13.8 8.8 3 0.19 Eq Hl-3 62.3 50 W14X90 Third 249.6 13.8 8.8 6 0.46 Eq Hl-1 62.3 50 W14X90 c~ Second 455.0 0.0 8.8 6 0.73 Eq Hl-1 62.3 50 W14X90 Column Line 155.89ft -63.68ft Level p Mx My LC Interaction Eq. Angle Fy Size Roof 59.9 14.0 7.8 3 0.18 Eq Hl-3 62.3 50 W14X90 Third 269.0 13.4 7.8 2 0.46 Eq Hl-1 62.3 50 W14X90 l~ Second 461.1 0.5 7.8 6 0.74 Eq Hl-1 62.3 50 Wl4X90 ~ .-. Column Line 182.23ft -16.29ft Level p Mx My LC Interaction Eq. Angle Fy Size Roof 33.9 19.7 10.8 5 0.30 Eq Hl-3 62.3 50 W14X68 Third 150.1 19.7 10.8 5 0.47 Eq Hl-2 62.3 50 W14X68 CZ Second 266.3 16.3 10.8 10 0.81 Eq Hl-1 62.3 50 W14X68 * Column Line 183.44ft -116.98ft Level p Mx My LC Interaction Eq. Angle Fy Size • Roof 61.2 14.7 9.1 2 0.19 Eq Hl-3 62.3 50 W14X90 Third 250.4 15.1 9.1 7 0.46 Eq Hl-1 62.3 50 W14X90 c~ Second 454.6 1.8 9.2 6 0.74 Eq HI-I 62.3 50 W14X90 • • • HCFE Gravity Column Desi1:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald_ 1 Building Code: UBC 1 Story level Second, Column Line C -2 Fy (ksi) = 50.00 Column Size Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) _________________ ---_ --------------------- K _____________________________________________ _ Braced Against Joint Translation _________________ _ Column Eccentricity (in) Top ____________ _ Bottom __________ _ 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 CALCULATED PARAMETERS: (DL+LL+ RF) fa (ksi) = 13.48 fbx (ksi) = 0.05 fby (ksi) = 5.17 Cb = 1.75 KL/Rx = 27.94 F'ex = 191.27 Cmx = 0.60 INTERACTION EQUATION fa/Fa = 0.63 Eq Hl-1: 0.634 + 0.001 + 0.143 = 0.778 Eq Hl-2: 0.449 + 0.002 + 0.138 = 0.589 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry F'ey Cmy = = = = = = X-Axis 14.00 1 Yes 9.52 0.00 Dead 151.04 -0.26 -5.21 0.00 0.00 21.25 30.00 37.50 68.30 32.01 0.60 Ct.\- 01/09/01 13:46:42 Steel Code: ASD 9th Ed. = W14X68 CZ.. Y-Axis 14.00 1 Yes 7.52 0.00 Live 105.39 -0.17 -5.21 0.00 0.00 Roof 13.17 0.00 0.00 0.00 0.00 • • • Gravity Column Desi1:n RAM Steel v7.0 HOPE Engineering DataBase: Emerald 1 Building Code: UBC 1 Story level Second, Column Line 155.89ft -63.68ft Fy (ksi) = 50.00 Column Size Orientation (degrees) = 62.3 INPUT DESIGN PARAMETERS: Lu (ft) _________________________________________ _ K _____________________________________________ _ Braced Against Joint Translation _________________ _ Column Eccentricity (in) Top ____________ _ Bottom __________ _ CONTROLLING COLUMN LOADS -Load Case 6: 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 CALCULATED PARAMETERS: (DL+LL+RF) fa (ksi) = 17.40 fbx (ksi) = 0.04 fby (ksi) = 1.88 Cb = 1.75 KL/Rx = 27.36 F'ex = 199.46 Cmx = 0.60 INTERACTION EQUATION fa/Fa = 0.69 Eq Hl-1: 0.695 + 0.001 + 0.042 = 0.738 Eq Hl-2: 0.580 + 0.001 + 0.053 = 0.634 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Ry F'ey Cmy = = = = = = X-Axis 14.00 1 Yes 9.51 0.00 Dead 243.34 -0.13 0.45 0.00 0.00 25.04 30.00 35.67 45.45 72.28 0.60 01/09/01 13:46:42 Steel Code: ASD 9th Ed. = W14X90 C'.? Y-Axis 14.00 1 Yes 9.76 0.00 Live 191.66 -0.40 7.37 0.00 0.00 Roof 26.07 0.00 0.00 0.00 0.00 • • • IIOlt HOPE Engineering 1301 Third Avenue San Diego, CA 92101 email: info@hopeengineering.com (619) 232-4673 Title : Emerald Lake Dsgnr: William A. Leslie, P Description : Scope: 'Rev: 510300 tuer:K\11·060154, Ver5.l.3, 22:J..,.,.1999, 111""32 (c,) 1983-99 ENERCALC Steel Column Base Pia]: Description C2 Base Plate (W14x68) (.1JJ Job# 200124.00 Date: 2:04PM, 9 JAN 01 Page 1 emenilil,lake General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width Summary Concrete Bearing Stress Actual Bearing Stress AllowperACI 10.15 Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 269.60 k 0.00 k-ft 20.000 in 20.000 in 1.500 in 96.000 in 96.000 in Thickness OK 674.0 psi 3,570.0 psi 2,100.0 psi Bearing Stress OK 17,918.8 psi 27,000.0 psi Bolt Tension OK 0.000k 5.500 k Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concretefc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area W14x68 14.040 in 10.035 in 0.720 in 0.415 in 3,000.0 psi 36.00 ksi 1.000 1.500 in 2 5.500 k 0.785 in2 Baseplate OK Full Bearing : No Bolt Tension •• • • HOPE Engineering 1301 Third Avenue San Diego, CA 92101 email: info@hopeengineering.com (619) 232-4673 Title : Emerald Lake Dsgnr: William A. Leslie, P Description : Scope: 'Rev: 510300 U!U: Klll-06015/f, Ve,-5.l.3, 22-]unrl999, llli.nd2 ( c,) 1983 ·99 ENE'RCALC Steel Column Base Pia}: Description C3 Base Plate (W14x90) c7 Job# 200124.00 Date: 2:04PM, 9 JAN 01 Page 1 emeraldtlctke General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width I Summary I Concrete Bearing Stress Actual Bearing Stress AllowperACI 10.15 Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 461.10 k 0.00 k-ft 20.000 in 20.000 in 1.sooin 120.000 in 120.000 in Thickness OK 1,152.8 psi 3,570.0 psi 2,100.0 psi Bearing Stress OK 21,523.2 psi 27,000.0 psi Bolt Tension OK 0.000 k 5.500 k Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concretefc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area W14x90 14.020 in 14.520 in 0.710 in 0.440 in 3,000.0 psi 36.00 ksi 1.000 1.500 in 2 5.500 k 0.785 in2 Baseplate OK Full Bearing : No Bolt Tension • • • HOPE Engineering Foundation Desi2n Criteria The allowable soil pressure per the soils report for this project is 2,500 psf if founded in properly compacted fill soils. This value may be increased by 400 psf and 300 psf for each additional foot of foundation depth or width, respectively, to a maximum of 5,000 psf. This value may also be increased one-third for seismic force levels. The concrete compressive strength in the footings and piers is 3,000 psi. All gravity and lateral loads are determined from the model of the structure and the footing sizes and reinforcement were determined by the foundation module of the RAM steel software. A summary of the sizes at all locations is included, as well as a detailed analysis of each footing size .. Square footings for gravity columns receive only axial loads. The moment frames have fixed-base connections to grade beam footings which resist the lateral forces. Sliding resistance is based on the soils report with a friction factor of 0.40 and passive pressure of300 pcf . A RamFounda~ Application V7.0 HOPE Engi,.,~ing Emerald La~c Corporate Center DataBase: Emerald_1 ~ C> 8 3 ] I / 0; H (D 3: 'FoanrJ<r .Stu-> H B "' 8 H Q ? 8 -r.-aa H Q 0 8 Q 0 b 0 D "' 8 0 • 02108101 1s:11:1s ~CJi: ) :7.00 ... & ~5.00 ,,; Ei 8 ~ u ~ H I I 00 H I I "' g 0 0 ,:1-;\~~ ''t, 0 ,:1-;\~~ ''b H 0 ,:1-;\~~ ''b ,:1·.E>$ca, ''b 0 .• ,-.'b~ ,.., ''b H;;;-~ L:62;. / !" g • H H H ~ RamFounda. Application V7.0 HOPE Engi "ing • • DataBase: Emerald_1 01/09/01 14:35:54 c£2 8 ~~ 0 0 0 H H H H D ~ I I Q ---,/ 7--/...___ H H H ·T JJ Q Q ~ 1 Q 0 I I I 0 tJ @ 10 Q H ~ @----(--[J4 [H H H)r 0 foac..-.i<.:r tJ vMEe(ls ~ • Spread Footi~esii:n Summary • 1-tClJE RAMFoundationv7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Date: 02/08/01 14:45:32 Orientation Dimensions (ft) fc/fy Bottom Reinforcement Top Reinforcement Grid Col/Foot Length Width Thick ksi Parallel to Parallel to Parallel to Parallel to Length Width Length Width (35.78 -42.21) 90.00/90.00 10.00 10.00 2.50 3.00/60.00 11-#7 11-#7 None None ~ (35.78 -72.21) 90.00/90.00 10.00 10.00 2.50 3.00/60.00 11-#7 11-#7 None None (35.78 -132.21) 90.00/90.00 10.00 10.00 2.50 3.00/60.00 11-#7 11-#7 None None ~ (B -6) 90.00/90.00 8.00 8.00 1.50 3.00/60.00 11-#5 12-#5 None None -+ (65.19 -6.96) 4.22/ 4.22 5.00 5.00 1.00 3.00/60.00 7-#5 6-#5 None None --> (C -6) 90.00/90.00 7.00 7.00 1.50 3.00/60.00 9-#5 9-#5 None None -+ (C -2) 90.00/90.00 9.00 9.00 2.00 3.00/60.00 11-#6 11-#6 None None (C-1) 90.00/90.00 7.00 7.00 1.50 3.00/60.00 9-#5 9-#5 None None (108.67 -7.21) 175.00/175.00 5.00 5.00 1.00 3.00/60.00 7-#5 6-#5 None None ~ (D-6) 90.00/90.00 6.00 6.00 1.00 3.00/60.00 7-#5 8-#5 None None (142.11 -37.03) 62.29/62.29 13.00 13.00 2.50 3.00/60.00 11-#8 11-#8 None None -? (155.89 -63.68) 62.29/62.29 13.00 13.00 2.50 3.00/60.00 11-#8 ll_-#8 None None (182.23 -16.29) 62.29/62.29 9.00 9.00 2.00 3.00/60.00 11-#6 11-#6 None None (183.44 -116.98) 62.29/62.29 13.00 13.00 2.50 3.00/60.00 11-#8 11-#8 None None * -Number between () in reinforcement is quantity of bars in center strip of rectangular footing ~ S~ D~l~9 DcfSl(nJ pit-,r-1n>J1"' I fou-ot-J,r-llr 2 • • • HCFE Spread Footini: Desii:n RAM Foundation v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 FOOTING DESIGN Date: 02/08/01 14:45:32 Footing# 5 Footing Column Location: _____ (35.78 -72.21) Footing Orientation (deg):_______ 90.00 Column Orientation (deg):_____ 0.00 Length (ft):____________________ 10.00 Width (ft): ____________________ . 10.00 Thickness (ft):_________________ 2.50 Bottom Rein. Parallel to Length: 11 -#7 Width: Concrete fc (ksi): 3.00 fct (ksi): CODE Density (pct): 145.00 Reinf. fy (ksi): 60. 00 INPUT DATA 11 -#7 Column Size: W14X90 Base Plate Dimensions (in) 20.00 X 20.00 Percent of overhang to assume Rigid: 50.00 LOADS Surchange (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 217.40 Pos. Live: 187.99 Neg. Live: 0.00 Pos. Roof: 23.52 Neg. Roof: 0.00 CONCRETE CAPACITY Major (Load Combo) Minor (Load Combo) Required Shear (kip) 138.29 2 142.44 2 Provided Shear: (kip) 296.10 286.32 Required Moment: (kip-ft) 611.31 2 608.35 2 Provided Moment: (kip-ft) 767.83 741.84 Required Punching Shear: (kip) 577.90 2 Provided Punching Shear: (kip) 838.64 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 11-#7 11-#7 None None Required Steel/Provided Steel {in2) Bar Spacing (in) 6.48/ 6.60 6.48/ 6.60 None None Bar Depth (in) Cover (in) SOIL CAPACITY Top NIA 11.31 11.31 26.50 25.63 Bottom: 3.00 Side: Allowable Soil Bearing Capacity (kst) ____________________ _ Max Unfactored Soil Bearing (kst) _______________________ _ Max Average Unfactored Soil Bearing (ksf) _______________ _ Max Soil Bearing for Factored Design (kst) _______________ _ Max Average Soil Bearing for Factored Design (ksf) _______ _ None None None None 3.00 (Load Combo) 4.90 4.65 4.65 6.64 2 6.64 2 • • • HCFE Spread Footin&: Desi&:n RAM Foundation v7.0 HOPE Engineering r(p Emerald Lake Corporate Center DataBase: Emerald 1 Date: 02/08/01 14:45:32 FOOTING DESIGN Footing# 7 Footing Orientation (deg):_______ 90.00 Footing Column Location:_____ (B -6) Column Orientation (deg):_____ 0.00 Length (ft):____________________ 8.00 Width (ft): ____________________ . 8.00 Thickness (ft):_________________ 1.50 Bottom Rein. Parallel to Length: 11 -#5 Width: Concrete re (ksi): 3.00 fct (ksi): CODE Density (pct): 145.00 Reinf. fy (ksi): 60.00 INPUT DATA 12 -#5 Column Size: W14X68 Base Plate Dimensions (in) 20.00 X 20.00 Percent of overhang to assume Rigid: 50.00 LOADS Surchange (ksf) Dead Load: Axial (kip) Dead Load: Pos. Live: Pos. Roof: CONCRETE CAPACITY Required Shear (kip) Provided Shear: (kip) Required Moment: (kip-ft) Provided Moment: (kip-ft) Required Punching Shear: (kip) Provided Punching Shear: (kip) REINFORCEMENT Bar Quantity/Bar Size: Required Steel/Provided Steel (in2) Bar Spacing (in) 0.000 Live Load: 137.21 57.24 Neg. Live: 8.60 Neg. Roof: Major (Load Combo) 78.75 2 130.73 205.78 2 218.01 273.71 2 323.37 Bottom Bars Parallel to Length 11-#5 3.21/ 3.41 8.94 14.63 Width 12-#5 3.54/ 3.72 8.13 14.00 0.000 0.00 0.00 Bar Depth (in) Cover (in) Top NIA Bottom: 3 .00 Side: 3.00 SOIL CAPACITY Minor 83.90 125.14 216.35 226.73 (Load Combo) 2 2 Top Bars Parallel to Length Width None None None None None None None None Allowable Soil Bearing Capacity (ksf) ____________________ _ (Load Combo) 4.30 Max Unfactored Soil Bearing (ksf) _______________________ _ 3.39 Max Average Unfactored Soil Bearing (ksf) _______________ _ 3.39 Max Soil Bearing for Factored Design (ksf) _______________ _ 4.75 2 Max Average Soil Bearing for Factored Design (ksf) _______ _ 4.75 2 • • • HCFE Spread Footin2 Desi2n RAM Foundation v7.0 HOPE Engineering F1 Emerald Lake Corporate Center DataBase: Emerald 1 Date: 02/08/01 14:45:32 FOOTING DESIGN Footing# 9 Footing Column Location:_____ (65.19 -6.96) Footing Orientation (deg):_______ 4.22 Column Orientation (deg): _____ 0.00 Length (ft):____________________ 5.00 Width(ft): __________________ .___ 5.00 Thickness (ft):_________________ 1.00 Bottom Rein. Parallel to Length: 7 -#5 Width: Concrete fc (ksi): 3.00 fct (ksi): CODE Density (pct): 145.00 Reinf. fy (ksi): 60.00 INPUT DATA 6-#5 Column Size: W14X68 Base Plate Dimensions (in) 20.00 X 20.00 Percent of overhang to assume Rigid: 50.00 LOADS Surchange (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 32.47 Pos. Live: 14.62 Neg. Live: 0.00 Pos. Roof: 1.83 Neg. Roof: 0.00 CONCRETE CAPACITY Major (Load Combo) Minor (Load Combo) Required Shear (kip) 15.74 2 17.73 2 Provided Shear: (kip) 48.19 44.69 Required Moment: (kip-ft) 23.55 2 25.79 2 Provided Moment: (kip-ft) 54.06 45.48 Required Punching Shear: (kip) 61.37 2 Provided Punching Shear: (kip) 150.66 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 7-#5 6-#5 None None Required Steel/Provided Steel (in2) Bar Spacing (in) 1.92/ 2.17 1.82/ l.86 None None Bar Depth (in) Cover (in) SOIL CAPACITY Top NIA 8.90 10.68 8.63 8.00 Bottom: 3.00 Side: Allowable Soil Bearing Capacity (ksf) ____________________ _ Max Unfactored Soil Bearing (ksf) _______________________ _ Max Average Unfactored Soil Bearing (ksf) _______________ _ Max Soil Bearing for Factored Design (ksf) _______________ _ Max Average Soil Bearing for Factored Design (ksf) _______ _ None None None None 3.00 (Load Combo) 3.40 2.10 2.10 2.94 2 2.94 2 • • • Spread Footin~ Desi~n RAM Foundation v7.0 HOPE Engineering Fd Emerald Lake Corporate Center DataBase: Emerald_ 1 Date: 02/08/01 14:45:32 FOOTING DESIGN Footing# 10 Footing Column Location: _____ (C -6) Footing Orientation (deg):_______ 90.00 Column Orientation (deg): _____ 0.00 Length (ft):____________________ 7.00 Width (ft): ____________________ . 7.00 Thickness (ft):_________________ 1.50 Bottom Rein. Parallel to Length: 9 -#5 Width: Concrete fc (ksi): 3.00 fct (ksi): CODE Density (pcf): 145.00 Reinf. fy (ksi): 60.00 INPUT DATA 9-#5 Column Size: W14X68 Base Plate Dimensions (in) 20.00 X 20.00 Percent of overhang to assume Rigid: 50.00 LOADS Surchange (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 87.26 Pos. Live: 50.41 Neg. Live: 0.00 Pos. Roof: 7.34 Neg. Roof: 0.00 CONCRETE CAPACITY Major (Load Combo) Minor (Load Combo) Required Shear (kip) 49.49 2 53.75 2 Provided Shear: (kip) 114.39 109.50 Required Moment: (kip-ft) 122.59 2 130.03 2 Provided Moment: (kip-ft) 178.71 170.86 Required Punching Shear: (kip) 191.65 2 Provided Punching Shear: (kip) 323.37 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 9-#5 9-#5 None None Required Steel/Provided Steel (in2) Bar Spacing (in) 2. 72/ 2. 79 2. 72/ 2. 79 None None Bar Depth (in) Cover (in) SOIL CAPACITY Top NIA 9.67 9.67 14.63 14.00 Bottom: 3.00 Side: Allowable Soil Bearing Capacity (ksf) ____________________ _ Max Unfactored Soil Bearing (ksf) _______________________ _ Max Average Unfactored Soil Bearing (ksf) _______________ _ Max Soil Bearing for Factored Design (ksf) _______________ _ Max Average Soil Bearing for Factored Design (ksf) _______ _ None None None None 3.00 (Load Combo) 4.00 3.18 3.18 4.50 2 4.50 2 • • • Spread Footini: Desii:n RAM Foundation v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 FOOTING DESIGN Date: 02/08/01 14:45:32 Footing# 12 Footing Orientation (deg):_______ 90.00 F coting Column Location:_ _ _ _ _ ( C -2) Column Orientation (deg):_____ 0.00 Length (ft):____________________ 9.00 Width (ft): ____________________ . 9.00 Thiclmess (ft):_________________ 2.00 Bottom Rein. Parallel to Length: 11 -#6 Width: Concrete f'c (ksi): 3.00 fct (ksi): CODE Density (pcf): 145.00 Reinf. fy (ksi): 60.00 INPUT DATA 11 -#6 Column Size: W14X68 Base Plate Dimensions (in) 20.00 X 20.00 Percent of overhang to assume Rigid: 50.00 LOADS Surchange (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 154.56 Pos. Live: 109.94 Neg. Live: 0.00 Pos. Roof: 13.74 Neg. Roof: 0.00 CONCRETE CAPACITY Major (Load Combo) Minor (Load Combo) Required Shear (kip) 98.23 2 105.15 2 Provided Shear: (kip) 207.41 199.87 Required Moment: (kip-ft) 340.61 2 355.77 2 Provided Moment: (kip-ft) 437.73 421.39 Required Punching Shear: (kip) 378.57 2 Provided Punching Shear: (kip) 547.09 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 11-#6 11-#6 None None Required Steel/Provided Steel (in2) Bar Spacing (in) 4.67/ 4.84 4.67/ 4.84 None None Bar Depth (in) Cover (in) SOIL CAP A CITY Top NIA 10.13 10.13 20.63 19.88 Bottom: 3.00 Side: Allowable Soil Bearing Capacity (ksf) ____________________ _ Max Unfactored Soil Bearing (ksf) _______________________ _ Max Average Unfactored Soil Bearing (ksf) _______________ _ Max Soil Bearing for Factored Design (ksf) _______________ _ Max Average Soil Bearing for Factored Design (ksf) _______ _ None None None None 3.00 (Load Combo) 4.60 3.73 3.73 5.27 2 5.27 2 • • • HCFE Spread Footini: Desii:n RAM Foundation v7.0 HOPE Engineering F10 Emerald Lake Corporate Center DataBase: Emerald 1 Date: 02/08/01 14:45:32 FOOTING DESIGN Footing# 15 Footing Column Location: _____ (D -6) Footing Orientation (deg):_______ 90.00 Column Orientation (deg):_. ___ 0.00 Length(ft):____________________ 6.00 Width (ft): ____________________ . 6.00 Thickness (ft):_________________ 1.00 Bottom Rein. Parallel to Length: 7 -#5 Width: Concrete fc (ksi): 3.00 fct (ksi): CODE Density (pcf): 145.00 Reinf. fy (ksi): 60.00 INPUT DATA 8-#5 Column Size: W14X68 Base Plate Dimensions (in) 20.00 X 20.00 Percent of overhang to assume Rigid: 50.00 LOADS Surchange (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 60.24 Pos. Live: 34.52 Neg. Live: 0.00 Pos. Roof: 5.13 Neg. Roof: 0.00 CONCRETE CAPACITY Major (Load Combo) Minor (Load Combo) Required Shear (kip) 39.76 2 43.18 2 Provided Shear: (kip) 57.82 53.63 Required Moment: (kip-ft) 66.36 2 71.28 2 Provided Moment: (kip-ft) 72.22 78.89 Required Punching Shear: (kip) 134.44 2 Provided Punching Shear: (kip) 150.66 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 7-#5 8-#5 None None Required Steel/Provided Steel (in2) Bar Spacing (in) 1.98/ 2.17 2.22/ 2.48 None None Bar Depth (in) Cover (in) SOIL CAPACITY Top NIA 10.90 9.34 8.63 8.00 Bottom: 3.00 Side: Allowable Soil Bearing Capacity (ksf) ____________________ _ Max Unfactored Soil Bearing (ksf) ____________ " __________ _ Max Average Unfactored Soil Bearing (ksf) _______________ _ Max Soil Bearing for Factored Design (ksf) _____ . __ . ______ _ Max Average Soil Bearing for Factored Design (ksf) _______ _ None None None None 3.00 (Load Combo) 3.70 2.92 2.92 4.21 2 4.21 2 • •• • HCPE Spread Footin2 Desi2n RAM Foundation v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Date: 02/08/01 14:45:32 FOOTING DESIGN Footing# 22 Footing Column Location: ____ . (155.89 - 63.68) Footing Orientation (deg):_______ 62.29 Column Orientation (deg): _____ 0.00 Length (ft):____________________ 13.00 Width (ft): ____________________ . 13.00 Thickness (ft):_. _______ ._______ 2.50 Bottom Rein. Parallel to Length: 11 -#8 Width: Concrete fc (ksi): 3.00 fct (ksi): CODE Density (pcf): 145.00 Rein£ fy (ksi): 60.00 INPUT DATA 11 -#8 Column Size: W14X90 Base Plate Dimensions (in) 20.00 X 20.00 Percent of overhang to assume Rigid: 50.00 LOADS Surchange (ksf) Dead Load: 0.000 Live Load: 0.000 Axial (kip) Dead Load: 239.55 Pos. Live: 208.57 Neg. Live: -1.61 Pos. Roof: 26.07 Neg. Roof: 0.00 CONCRETE CAPACITY Major (Load Combo) Minor (Load Combo) Required Shear (kip) 202.37 2 206.49 2 Provided Shear: (kip) 384.93 370.40 Required Moment: (kip-ft) 947.16 2 943.76 2 Provided Moment: (kip-ft) 1010.65 971.55 Required Punching Shear: (kip) 678.13 2 Provided Punching Shear: (kip) 835.42 REINFORCEMENT Bottom Bars Parallel to Top Bars Parallel to Length Width Length Width Bar Quantity/Bar Size: 11-#8 11-#8 None None Required Steel/Provided Steel (in2) Bar Spacing (in) 8.42/ 8.69 8.43/ 8.69 None None Bar Depth (in) Cover (in) SOIL CAPACITY Top NIA 14.90 14.90 26.50 25.50 Bottom: 3.00 Side: Allowable Soil Bearing Capacity (ksf) ____ . _______________ _ Max Unfactored Soil Bearing (ksf) ________________ . _____ . _ Max Average Unfactored Soil Bearing (ksf) _____ . ________ .. Max Soil Bearing for Factored Design (ksf) ______ . ________ _ Max Average Soil Bearing for Factored Design (ksf) _______ _ None None None None 3.00 (Load Combo) 3.53 3.17 3.17 4.34 2 4.34 2 • • • HOPE Engineering Lateral Analysis Desi~n Criteria The building was modeled on 'Ram Frame' by Ram Analysis. The program does a three- dimensional analysis of the structure. It calculates the mass of each floor based on the information we have provided. It also calculates the center of mass of each floor. The center of rigidity is inherent in the model and is not a calculated or output value. The torsional moment increase due to the accidental eccentricity is accounted for by displacing the center of mass the proper 5% dimension. This technique is· acceptable per 1997 UBC section 1631.5.6. The base shear is calculated by Ram Frame utilizing the UBC static force procedure. The story forces are then transferred vertically to each level. The period of the building is calculated by Ram Frame. This is compared with the code prescribed method A period. If the calculated period is greater than the method A period increased 30%, then the increased method A period is used for the design as required by the code. Each level is modeled as a rigid diaphragm. The program does not allow mixing of rigid and flexible diaphragms in its analysis. The roof, although a flexible diaphragm, transfers similar seismic forces to the frames as the rigid diaphragm. The lateral system consists of steel moment frames at all three stories. The moment frames have been designed to meet the reduced beam section (RBS) requirements ofFEMA 350. Analysis assumes a fixed column base resting on a stiffened base plate. The foundation module of the Ram Steel software uses the forces calculated by the lateral analysis of the model to design the grade beams . • • • HOPE Engineering The story forces are transferred to the frames through welds on the rooflevel and steel studs embedded in the concrete floor on the first and second levels. Chord and drag forces are resisted by steel beams and bolted connections at the columns at the roof level and reinforcing bars in the concrete floor at the lower levels . • .. Lr, ru .. Lr, r-=i 0 0 ' co ru ' ru r-=i 3D VrE1J •• RAM Frame.0 -Analysis Mode HOPE Engi 'ing • DataBase: Emerald_1 12/28/00 15:25:18 1_ 2. 2. • 1 ~ "'2'.:. '-::t ~ V, ' _c,.. RAM Frame.O -Analysis Mode HOPE Engi ~ing • • DataBase: Emerald_1 12/28/00 15:25:18 w :l 44 -"""' ~~ ~ 130 i 1 d ~ 4 _. J .!tl1 120 i. ~ . .d ~ 137 ~ ~~ ~ 21 ~ I ili -~ 1~ ~ ~ c:, "-:t 27 -I 44 K J\ ~v ~ ~ d ~ }t1 J . 10~ 71 _.I\ \ ofl/ I J / "-y YA ~ 39 --~~ \ \ 'l~~~jl I ~ 190 J 11l! 115 ~ RAM Frame •. O -Analysis Mode HOPE Engi ~ing • • DataBase: Emerald_1 12/28/00 15:25:18 ~ ~ G,. C :t y;) 4 ~ "' . . . 1 Ii~ r· C £+~, 3 0 5 2 107 k\ i\ t 111 ~· -r ~8 I 120 105 --------10 l'\r4 1 11~n ~ ~: t: 4 123 6 I __i..----142 I I 111 108 I I 121 98 I _i__------(74 114 118 I 106 103 97 ~ • • • HCPE Criteria, Mass and Exposure Data RAM Frame v7.0 CRITERIA: HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Rigid End Zones: Member Force Output: Include Effects: 50.00% Reduction At Face of Joint P-Delta: Yes Diaphragm: Rigid Ground Level: Base DIAPHRAGM DATA: Roof Third Second Rigid Rigid Rigid Scale Factor: 1.00 Disconnect Internal Nodes of Beams: Yes Disconnect Nodes outside Slab Boundary: Yes STORY MASS DATA: Calculated Values: Level Mass MMI Xm k-s2/ft ft-k-s2 ft Roof 35.14 252665 104.85 Third 71.43 492622 105.88 Second 68.70 479060 105.36 WIND EXPOSURE DATA: Calculated Values: Level Building Extents (ft) MinX MaxX MinY Roof -1.00 250.98 -1.14 Third -1.00 250.98 -1.14 Second -1.00 250.98 -1.14 Ym ft 81.27 80.52 81.71 MaxY 164.21 164.21 164.21 EccX ft 12.60 12.60 12.60 Expose Full Full Full L. -, 02/08/01 13:33:15 EccY Lump ft 8.27 None 8.27 None 8.27 None Parapet ft 0.00 0.00 0.00 • • • Frame Model Data RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 STORY DATA: Level Story Label Layout Type Roof 3 Roof 2 Third 1 Second FRAME MEMBERS Frame#l: Level: Roof Steel Column: # X ft 5 -0.000 8 32.996 15 58.996 Steel Beam: # X ft 4 -0.000 32.996 34 32.996 58.996 Level: Third Steel Column: # X ft 5 -0.000 8 32.996 15 58.996 Steel Beam: # X ft 8 -0.000 Third Second Y RigMaj RigMin ft in in 163.214 11.87 0.00 13.46 0.00 163.214 11.87 0.00 13.46 0.00 163.214 11.87 0.00 13.46 0.00 Y RigEnd ft in 163.214 7.86 163.214 8.19 163.214 8.19 163.214 7.86 Y RigMaj ft in 163.214 13.46 13.46 163.214 13.46 13.46 163.214 13.46 13.46 Y RigEnd ft in 163.214 7.86 Fixity xyt FFF FFF FFF FFF RigMin in 0.00 0.00 0.00 0.00 0.00 0.00 Fixity xyt FFF Height ft 14.00 14.00 14.00 Fixity xyt FFF FFF FFF FFF FFF FFF Fy Section ksi 50 W14X211 50 W14X257 50 W14X211 Fy Section ksi 50 W24X62 50 W24X62 Fixity xyt FFF FPP FFF FPP FFF FPP Fy ksi 50 50 50 Fy Section ksi Section W14X211 W14X257 W14X211 50 W27X94 02/08/01 13:33:15 Frame Model Data L-4 HCJ>E RAMFramev7.0 Page 2/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:33:15 # X y RigEnd Fixity Fy Section 32.996 163.214 8.19 FFF 27 32.996 163.214 8.19 FFF 50 W27X94 58.996 163.214 7.86 FFF Level: Second Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 5 -0.000 163.214 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP 8 32.996 163.214 13.46 0.00 FFF 50 W14X257 0.00 0.00 FPP 15 58.996 163.214 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi • 8 -0.000 163.214 7.86 FFF 50 W27X94 32.996 163.214 8.19 FFF 27 32.996 163.214 8.19 FFF 50 W27X94 58.996 163.214 7.86 FFF Frame#2: Level: Roof Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 34 150.655 146.114 11.87 0.00 FFF 50 W14X211 13.46 0.00 FFF 39 182.756 146.114 11.87 0.00 FFF 50 W14X257 13.65 0.00 FFF 43 219.422 146.114 11.87 0.00 FFF 50 W14X257 13.65 0.00 FFF 46 249.339 146.114 11.87 0.00 FFF 50 W14X211 13.46 0.00 FFF Steel Beam: # X y RigEnd Fixity Fy Section • ft ft in xyt ksi 130 150.655 146.114 7.86 FFF 50 W24X62 182.756 146.114 8.19 FFF 144 182.756 146.114 8.19 FFF 50 W24X62 219.422 146.114 8.19 FFF Frame Model Data Uo HCFE RAMFramev7.0 Page 3/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:33:15 # X y RigEnd Fixity Fy Section 159 219.422 146.114 8.19 FFF 50 W24X62 249.339 146.114 7.86 FFF Level: Third Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 34 150.655 146.114 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP 39 182.756 146.114 13.65 0.00 FFF 50 W14X257 13.65 0.00 FPP 43 219.422 146.114 13.65 0.00 FFF 50 W14X257 13.65 0.00 FPP 46 249.339 146.114 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section • ft ft in xyt ksi 120 150.655 146.114 7.86 FFF 50 W27X94 182.756 146.114 8.19 FFF 137 182.756 146.114 8.19 FFF 50 W27X114 219.422 146.114 8.19 FFF 154 219.422 146.114 8.19 FFF 50 W27X94 249.339 146.114 7.86 FFF Level: Second Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 34 150.655 146.114 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP 39 182.756 146.114 13.65 0.00 FFF 50 W14X257 0.00 0.00 FPP 43 219.422 146.114 13.65 0.00 FFF 50 W14X257 0.00 0.00 FPP 46 249.339 146.114 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP • Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 117 150.655 146.114 7.86 FFF 50 W27X94 182.756 146.114 8.19 FFF Frame Model Data Ll\ HCFE RAM Frame v7.0 Page 4/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:33:15 # X y RigEnd Fixity Fy Section 134 182.756 146.114 8.19 FFF 50 W27Xl14 219.422 146.114 8.19 FFF 150 219.422 146.114 8.19 FFF 50 W27X94 249.339 146.114 7.86 FFF Frame#3: Level: Roof Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 11 35.783 102.208 11.87 0.00 FFF 50 W14X211 13.46 0.00 FFF Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 44 35.783 102.208 7.86 FFF 50 W24X62 78.417 102.208 8.19 FFF • 77 78.417 102.208 8.19 FFF 50 W24X62 108.667 102.208 7.86 FFF Level: Third Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 11 35.783 102.208 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 39 35.783 102.208 7.86 FFF 50 W27X94 78.417 102.208 8.19 FFF 71 78.417 102.208 8.19 FFF 50 W27X94 108.667 102.208 7.86 FFF Level: Second Steel Column: # X y RigMaj RigMin Fixity Fy Section • ft ft in in xyt ksi 11 35.783 102.208 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP Steel Beam: Frame Model Data LXZ. HCFE RAM Frame v7.0 Page 5/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:33:15 # X y RigEnd Fixity Fy Section ft ft in xyt ksi 39 35.783 102.208 7.86 FFF 50 W27X94 78.417 102.208 8.19 FFF 68 78.417 102.208 8.19 FFF 50 W27X94 108.667 102.208 7.86 FFF Frame #4: Level: Roof Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 29 127.966 102.208 11.87 0.00 FFF 50 W14X211 13.46 0.00 FFF 36 169.662 90.327 11.87 0.00 FFF 50 Wl4X211 13.46 0.00 FFF Steel Beam: # X y RigEnd Fixity Fy Section • ft ft in xyt ksi 112 127.966 102.208 7.86 FFF 50 W24X62 169.662 90.327 7.86 FFF Level: Third Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 29 127.966 102.208 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP 36 169.662 90.327 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 103 127.966 102.208 7.86 FFF 50 W27X94 169.662 90.327 7.86 FFF Level: Second Steel Column: • # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 29 127.966 102.208 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP 36 169.662 90.327 13.46 0.00 FFF 50 W14X211 Frame Model Data LA:, HCFE RAMFramev7.0 Page 6/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:33:15 # X y RigMaj RigMin Fixity Fy Section 0.00 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 100 127.966 102.208 7.86 FFF 50 W27X94 169.662 90.327 7.86 FFF Frame #5: Level: Roof Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 6 0.000 0.000 11.87 0.00 FFF 50 W14X211 13.46 0.00 FFF 7 22.976 3.079 11.87 0.01 FFF 50 W14X257 13.46 0.01 FFF 14 43.578 5.361 11.85 0.02 FFF 50 W14X211 • 13.44 0.02 FFF Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 15 0.000 0.000 7.86 FFF 50 W24X62 22.976 3.079 8.19 FFF 31 22.976 3.079 8.19 FFF 50 W24X62 43.578 5.361 7.85 FFF Level: Third Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 6 0.000 0.000 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP 7 22.976 3.079 13.46 0.01 FFF 50 W14X257 13.46 0.00 FPP 14 43.578 5.361 13.44 0.02 FFF 50 W14X211 13.44 0.00 FPP • Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 20 0.000 0.000 7.86 FFF 50 W27X94 22.976 3.079 8.19 FFF Frame Model Data L-1~ HCJJE RAM Frame v7.0 Page 7/18 HOPE Engineering Emerald Lake Corporate Center ., DataBase: Emerald_! 02/08/01 13:33: 15 # X y RigEnd Fixity Fy Section 24 22.976 3.079 8.19 FFF 50 W27X94 43.578 5.361 7.85 FFF Level: Second Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 6 0.000 0.000 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP 7 22.976 3.079 13.46 0.01 FFF 50 W14X257 0.00 0.00 FPP 14 43.578 5.361 13.44 0.02 FFF 50 W14X211 0.00 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 20 0.000 0.000 7.86 FFF 50 W27X94 • 22.976 3.079 8.19 FFF 24 22:976 3.079 8.19 FFF 50 W27X94 43.578 5.361 7.85 FFF Frame#6: Level: Roof Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 28 125.870 5.597 11.87 0.00 FFF 50 W14X211 0.00 0.00 FFF 33 150.041 3.453 11.87 0.02 FFF 50 W14X257 13.46 0.02 FFF 37 174.041 0.453 11.85 0.02 FFF 50 W14X211 13.44 0.02 FFF Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 109 125.870 5.597 7.86 FFF 50 W24X62 150.041 3.453 8.19 FFF • 128 150.041 3.453 8.18 FFF 50 W24X62 174.041 0.453 7.85 FFF Level: Third Steel Column: Frame Model Data LIS" HCFE RAMFramev7.0 Page 8/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:33: 15 # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 28 125.870 5.597 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP 33 150.041 3.453 13.46 0.02 FFF 50 W14X257 13.46 0.00 FPP 37 174.041 0.453 13.44 0.02 FFF 50 W14X211 13.44 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 100 125.870 5.597 7.86 FFF 50 W27X94 150.041 3.453 8.19 FFF 118 150.041 3.453 8.18 FFF 50 W27X94 174.041 0.453 7.85 FFF Level: Second Steel Column: • # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 28 125.870 5.597 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP 33 150.041 3.453 13.46 0.02 FFF 50 W14X257 0.00 0.00 FPP 37 174.041 0.453 13.44 0.02 FFF 50 W14X211 0.00 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 97 125.870 5.597 7.86 FFF 50 W27X94 150.041 3.453 8.19 FFF 115 150.041 3.453 8.18 FFF 50 W27X94 174.041 0.453 7.85 FFF Frame #7: Level: Roof Steel Column: # X y RigMaj RigMin Fixity Fy Section • ft ft in in xyt ksi 1 -0.000 42.208 11.87 0.00 FFF 50 W14X211 13.46 0.00 FFF 2 -0.000 72.208 11.87 0.00 FFF 50 W14X257 13.46 0.00 FFF Frame Model Data L-l(g HCFE RAM Frame v7.0 Page 9/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_! 02/08/01 13:33:15 # X y RigMaj RigMin Fixity Fy Section 3 -0.000 102.208 11.87 0.00 FFF 50 W14X257 13.46 0.00 FFF 4 -0.000 132.208 11.87 0.00 FFF 50 W14X211 13.46 0.00 FFF Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 1 -0.000 72.208 8.19 FFF 50 W24X62 -0.000 102.208 8.19 FFF 2 -0.000 102.208 8.19 FFF 50 W24X62 -0.000 132.208 7.86 FFF 17 0.000 42.208 7.86 FFF 50 W24X62 0.000 72.208 8.19 FFF Level: Third Steel Column: # X y RigMaj RigMin Fixity Fy Section • ft ft in in xyt ksi 1 -0.000 42.208 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP 2 -0.000 72.208 13.46 0.00 FFF 50 W14X257 13.46 0.00 FPP 3 -0.000 102.208 13.46 0.00 FFF 50 W14X257 13.46 0.00 FPP 4 -0.000 132.208 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 1 -0.000 42.208 7.86 FFF 50 W27X94 -0.000 72.208 8.19 FFF 3 -0.000 72.208 8.19 FFF 50 W27X94 -0.000 102.208 8.19 FFF 5 -0.000 102.208 8.19 FFF 50 W27X94 -0.000 132.208 7.86 FFF Level: Second • Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 1 -0.000 42.208 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP Frame Model Data (,..\1 HCFE RAM Frame v7.0 Page 10/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:33:15 # X y RigMaj RigMin Fixity Fy Section 2 -0.000 72.208 13.46 0.00 FFF 50 W14X257 0.00 0.00 FPP 3 -0.000 102.208 13.46 0.00 FFF 50 W14X257 0.00 0.00 FPP 4 -0.000 132.208 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 1 -0.000 42.208 7.86 FFF 50 W27X94 -0.000 72.208 8.19 FFF 3 -0.000 72.208 8.19 FFF 50 W27X94 -0.000 102.208 8.19 FFF 5 -0.000 102.208 8.19 FFF 50 W27X94 -0.000 132.208 7.86 FFF Frame#S: Level: Roof • Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 18 78.417 34.130 12.15 0.00 FFF 50 Wl4X211 13.65 0.00 FFF 19 78.417 63.130 12.15 0.00 FFF 50 W14X257 13.65 0.00 FFF 20 78.417 102.208 11.87 0.00 FFF 50 W14X257 13.46 0.00 FFF Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 68 78.417 34.130 7.86 FFF 50 W24X94 78.417 63.130 8.19 FFF 70 78.417 63.130 8.19 FFF 50 W24X94 78.417 102.208 0.00 PPF Level: Third Steel Column: • # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 18 78.417 34.130 13.65 0.00 FFF 50 W14X211 13.65 0.00 FPP 19 78.417 63.130 13.65 0.00 FFF 50 W14X257 Frame Model Data UB HCFE RAMFramev7.0 Page 11/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald I 02/08/01 13:33:15 # X y RigMaj RigMin Fixity Fy Section 13.65 0.00 FPP 20 78.417 102.208 13.46 0.00 FFF 50 Wl4X257 13.46 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 63 78.417 34.130 7.86 FFF 50 W27Xll4 78.417 63.130 8.19 FFF 65 78.417 63.130 8.19 FFF 50 W27Xll4 78.417 102.208 0.00 PPF Level: Second Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 18 78.417 34.130 13.65 0.00 FFF 50 W14X211 0.00 0.00 FPP • 19 78.417 63.130 13.65 0.00 FFF 50 W14X257 0.00 0.00 FPP 20 78.417 102.208 13.46 0.00 FFF 50 W14X257 0.00 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 60 78.417 34.130 7.86 FFF 50 W27X114 78.417 63.130 8.19 FFF 62 78.417 63.130 8.19 FFF 50 W27X114 78.417 102.208 0.00 PPF Frame#9: Level: Roof Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 25 108.667 34.130 12.15 0.00 FFF 50 Wl4X211 13.65 0.00 FFF 26 108.667 63.130 12.15 0.00 FFF 50 W14X257 • 13.65 0.00 FFF 27 108.667 102.208 11.87 0.00 FFF 50 W14X211 13.46 0.00 FFF Steel Beam: Frame Model Data u~ HCFE RAM Frame v7.0 Page 12/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:33:15 # X y RigEnd Fixity Fy Section ft ft in xyt ksi 95 108.667 .34.130 7.86 FFF 50 W24X94 108.667 63.130 8.19 FFF 97 108.667 63.130 0.00 PPF 50 W24X94 108.667 102.208 0.00 PPF Level: Third Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 25 108.667 34.130 13.65 0.00 FFF 50 W14X211 13.65 0.00 FPP 26 108.667 63.130 13.65 0.00 FFF 50 W14X257 13.65 0.00 FPP 27 108.667 102.208 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP Steel Beam: • # X y RigEnd Fixity Fy Section ft ft in xyt ksi 85 108.667 34.130 7.86 FFF 50 W27X114 108.667 63.130 8.19 FFF 87 108.667 63.130 8.19 FFF 50 W27X114 108.667 102.208 0.00 PPF Level: Second Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 25 108.667 34.130 13.65 0.00 FFF 50 W14X211 0.00 0.00 FPP 26 108.667 63.130 13.65 0.00 FFF 50 W14X257 0.00 0.00 FPP 27 108.667 102.208 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi • 82 108.667 34.130 7.86 FFF 50 W27X114 108.667 63.130 8.19 FFF 84 108.667 63.130 8.19 FFF 50 W27X114 108.667 102.208 0.00 PPF Frame#lO: Frame Model Data L.io HCFE RAMFramev7.0 Page 13/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:33:15 Level: Roof Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft• in in xyt ksi 30 131.854 109.868 11.87 0.00 FFF 50 W14X211 13.64 0.00 FFF 32 145.628 136.519 11.87 0.00 FFF 50 W14X211 13.64 0.00 FFF Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 114 131.854 109.868 7.86 FFF 50 W24X62 145.628 136.519 7.86 FFF Level: Third Steel Column: # X y RigMaj RigMin Fixity Fy Section • ft ft in in xyt ksi 30 131.854 109.868 13.64 0.00 FFF 50 W14X211 13.64 0.00 FPP 32 145.628 136.519 13.64 0.00 FFF 50 W14X211 13.64 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 105 131.854 109.868 7.86 FFF 50 W27X114 145.628 136.519 7.86 FFF Level: Second Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 30 131.854 109.868 13.64 0.00 FFF 50 W14X211 0.00 0.00 FPP 32 145.628 136.519 13.64 0.00 FFF 50 W14X211 0.00 0.00 FPP • Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 102 131.854 109.868 7.86 FFF 50 W27X114 145.628 136.519 7.86 FFF Frame Model Data LJ--\ HCFE RAM Frame v7.0 Page 14/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:33:15 Frame#ll: Level: Roof Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 41 196.001 42.944 11.87 0.00 FFF 50 W14X211 13.46 0.00 FFF 42 209.775 69.595 11.87 0.00 FFF 50 W14X257 13.46 0.00 FFF 44 223.549 96.246 11.87 0.00 FFF 50 W14X257 13.46 0.00 FFF 45 237.324 122.897 11.87 0.00 FFF 50 W14X211 13.46 0.00 FFF Steel Beam: # X y RigEnd Fixity Fy Section ft ft in xyt ksi 151 196.001 42.944 7.86 FFF 50 W24X62 • 209.775 69.595 8.19 FFF 155 209.775 69.595 8.19 FFF 50 W24X62 223.549 96.246 8.19 FFF 161 223.549 96.246 8.19 FFF 50 W24X62 237.324 122.897 7.86 FFF Level: Third Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 41 196.001 42.944 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP 42 209.775 69.595 13.46 0.00 FFF 50 W14X257 13.46 0.00 FPP 44 223.549 96.246 13.46 0.00 FFF 50 W14X257 13.46 0.00 FPP 45 237.324 122.897 13.46 0.00 FFF 50 W14X211 13.46 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section • ft ft in xyt ksi 147 196.001 42.944 7.86 FFF 50 W27X94 209.775 69.595 8.19 FFF 150 209.775 69.595 8.19 FFF 50 W27X94 223.549 96.246 8.19 FFF Frame Model Data l/l/l HCFE RAM Frame v7.0 Page 15/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:33:15 # X y RigEnd Fixity Fy Section 156 223.549 96.246 8.19 FFF 50 W27X94 237.324 122.897 7.86 FFF Level: Second Steel Column: # X y RigMaj RigMin Fixity Fy Section ft ft in in xyt ksi 41 196.001 42.944 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP 42 209.775 69.595 13.46 0.00 FFF 50 W14X257 0.00 0.00 FPP 44 223.549 96.246 13.46 0.00 FFF 50 W14X257 0.00 0.00 FPP 45 237.324 122.897 13.46 0.00 FFF 50 W14X211 0.00 0.00 FPP Steel Beam: # X y RigEnd Fixity Fy Section • ft ft in xyt ksi 144 196.001 42.944 7.86 FFF 50 W27X94 209.775 69.595 8.19 FFF 147 209.775 69.595 8.19 FFF 50 W27X94 223.549 96.246 8.19 FFF 151 223.549 96.246 8.19 FFF 50 W27X94 237.324 122.897 7.86 FFF NODES: # X y z Fdtn Diaphr ft ft ft 1 0.000 0.000 42.000 N y 2 0.000 42.208 42.000 N y 3 -0.000 72.208 42.000 N y 4 -0.000 102.208 42.000 N y 5 -0.000 132.208 42.000 N y 6 -0.000 163.214 42.000 N y 7 22.976 3.079 42.000 N y 8 32.996 163.214 42.000 N y 9 35.783 102.208 42.000 N y IO 43.578 5.361 42.000 N y 11 58.996 163.214 42.000 N y • 12 78.417 34.130 42.000 N y 13 78.417 63.130 42.000 N y 14 78.417 102.208 42.000 N y 15 108.667 34.130 42.000 N y 16 108.667 63.130 42.000 N y Frame Model Data {./l? HCFE RAM Frame v7.0 Page 16/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:33:15 # X y z Fdtn Diaphr 17 108.667 102.208 42.000 N y 18 125.870 5.597 42.000 N y 19 127.966 102.208 42.000 N y 20 131.854 109.868 42.000 N y 21 145.628 136.519 42.000 N y 22 150.041 3.453 42.000 N y 23 150.655 146.114 42.000 N y 24 169.662 90.327 42.000 N y 25 174.041 0.453 42.000 N y 26 182.756 146.114 42.000 N y 27 196.001 42.944 42.000 N y 28 209.775 69.595 42.000 N y 29 219.422 146.114 42.000 N y 30 223.549 96.246 42.000 N y 31 237.324 122.897 42.000 N y 32 249.339 146.114 42.000 N y 33 0.000 0.000 28.000 N y 34 -0.000 42.208 28.000 N y 35 -0.000 72.208 28.000 N y • 36 -0.000 102.208 28.000 N y 37 -0.000 132.208 28.000 N y 38 -0.000 163.214 28.00U N y 39 22.976 3.079 28.000 N y 40 32.996 163.214 28.000 N y 41 35.783 102.208 28.000 N y 42 43.578 5.361 28.000 N y 43 58.996 163.214 28.000 N y 44 78.417 34.130 28.000 N y 45 78.417 63.130 28.000 N y 46 78.417 102.208 28.000 N y 47 108.667 34.130 28.000 N y 48 108.667 63.130 28.000 N y 49 108.667 102.208 28.000 N y 50 125.870 5.597 28.000 N y 51 127.966 102.208 28.000 N y 52 131.854 109.868 28.000 N y 53 145.628 136.519 28.000 N y 54 150.041 3.453 28.000 N y 55 150.655 146.114 28.000 N y 56 169.662 90.327 28.000 N y • 57 174.041 0.453 28.000 N y 58 182.756 146.114 28.000 N y 59 196.001 42.944 28.000 N y 60 209.775 69.595 28.000 N y 61 219.422 146.114 28.000 N y Frame Model Data L:iY HCFE RAMFramev7.0 Page 17/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:33:15 # X y z Fdtn Diaphr 62 223.549 96.246 28.000 N y 63 237.324 122.897 28.000 N y 64 249.339 146.114 28.000 N y 65 0.000 0.000 14.000 N y 66 -0.000 42.208 14.000 N y 67 -0.000 72.208 14.000 N y 68 -0.000 102.208 14.000 N y 69 -0.000 132.208 14.000 N y 70 -0.000 163.214 14.000 N y 71 22.976 3.079 14.000 N y 72 32.996 163.214 14.000 N y 73 35.783 102.208 14.000 N y 74 43.578 5.361 14.000 N y 75 58.996 163.214 14.000 N y 76 78.417 34.130 14.000 N y 77 78.417 63.130 14.000 N y 78 78.417 102.208 14.000 N y 79 108.667 34.130 14.000 N y 80 108.667 63.130 14.000 N y • 81 108.667 102.208 14.000 N y 82 125.870 5.597 14.000 N y 83 127.966 102.208 14.000 N y 84 131.854 109.868 14.000 N y 85 145.628 136.519 14.000 N y 86 150.041 3.453 14.000 N y 87 150.655 146.114 14.000 N y 88 169.662 90.327 14.000 N y 89 174.041 0.453 14.000 N y 90 182.756 146.114 14.000 N y 91 196.001 42.944 14.000 N y 92 209.775 69.595 14.000 N y 93 219.422 146.114 14.000 N y 94 223.549 96.246 14.000 N y 95 237.324 122.897 14.000 N y 96 249.339 146.114 14.000 N y 97 0.000 0.000 0.000 y 98 -0.000 42.208 0.000 y 99 -0.000 72.208 0.000 y 100 -0.000 102.208 0.000 y 101 -0.000 132.208 0.000 y • 102 -0.000 163.214 0.000 y 103 22.976 3.079 0.000 y 104 32.996 163.214 0.000 y 105 35.783 102.208 0.000 y 106 43.578 5.361 0.000 y Frame Model Data L,t,s HCJlE RAMFramev7.0 Page 18/18 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:33:15 # X y z Fdtn Diaphr 107 58.996 163.214 0.000 y 108 78.417 34.130 0.000 y 109 78.417 63.130 0.000 y 110 78.417 102.208 0.000 y 111 108.667 34.130 0.000 y 112 108.667 63.130 0.000 y 113 108.667 102.208 0.000 y 114 125.870 5.597 0.000 y 115 127.966 102.208 0.000 y 116 131.854 109.868 0.000 y 117 145.628 136.519 0.000 y 118 150.041 3.453 0.000 y 119 150.655 146.114 0.000 y 120 169.662 90.327 0.000 y 121 174.041 0.453 0.000 y 122 182.756 146.114 0.000 y 123 196.001 42.944 0.000 y 124 209.775 69.595 0.000 y 125 219.422 146.114 0.000 y • 126 223.549 96.246 0.000 y 127 237.324 122.897 0.000 y 128 249.339 146.114 0.000 y • • • • Loads and Applied Forces RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald I LOAD CASE: Seis-Member Seismic UBC 97 Static Force Procedure Zone: 4 Importance Factor: 1.000 Na: 1.000 Nv: 1.000 Special Provisions: Force Ground Level: Base Dir X y Eccent +And- +And- R 8.5 8.5 Ta Equation Std,Ct=0.035 Std,Ct=0.035 Soil Type: SD Building Period-T Method B Calculated Method B Calculated 02/08/01 13:33:15 Dir X y Ta 0.577 0.577 T T-used Cv 0.64 0.64 Ca 0.44 0.44 . I I Cal .8ZNvl/R 2.5Cal/R Cvl/RT Ft 29.74 29.74 0.740 0.740 0.927 0.751 Total Building Weight (kips) APPLIED STORY FORCES: Type: EQ_ UBC97 _ X _ +E _F Level Roof Third Second Type: EQ_UBC97_x_-E_F = 5643.44 Ht ft 42.00 28.00 14.00 Level Ht ft Roof 42.00 Third 28.00 Second 14.00 Type: EQ_ UBC97 _ Y _ +E _F Level Roof Third Second Type: EQ_UBC97_Y_-E_F Ht ft 42.00 28.00 14.00 Level Ht ft Roof 42.00 0.048 0.038 0.129 0.102 0.048 0.038 0.129 0.100 Fx kips 210.78 245.36 117.98 Fy kips 0.00 0.00 0.00 574.13 0.00 Fx kips 210.78 245.36 117.98 Fy kips 0.00 0.00 0.00 574.13 0.00 Fx kips 0.00 0.00 0.00 0.00 Fx kips 0.00 Fy kips 208.10 241.72 116.23 566.05 Fy kips 208.10 X ft 104.85 105.88 105.36 X ft 104.85 105.88 105.36 X ft 117.45 118.48 117.96 X ft 92.25 y ft 89.54 88.79 89.98 y ft 73.00 72.25 73.45 y ft 81.27 80.52 81.71 y ft 81.27 • ., • HCFE Third Second Loads and Applied Forces RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 28.00 14.00 0.00 0.00 241.72 116.23 0.00 566.05 93.29 92.76 L,i.1 Page 2/9 02/08/01 13:33:15 80.52 81.71 • • • Loads and Applied Forces RAM Frame v7.0 HOPE Engineering (..:2-8 Page 3/9 Emerald Lake Corporate Center DataBase: Emerald 1 02/08/01 13:33:15 LOAD CASE: Seis-Drift Seismic UBC 97 Static Force Procedure Zone: 4 Importance Factor: 1.000 Na: 1.000 Nv: 1.000 Special Provisions: Drift Ground Level: Base Dir X y Dir X y Eccent +And- +And- Ta 0.577 0.577 R 8.5 8.5 T 0.740 0.927 T-used 0.740 0.927 Ta Equation Std,Ct=0.035 Std,Ct=0.035 Cv 0.64 0.64 Ca 0.44 0.44 Total Building Weight (kips) = 5643.44 APPLIED STORY FORCES: Type: EQ_ UBC97 _ X _ +E _Drft Level Ht Roof Third Second ft 42.00 28.00 14.00 Fx kips 210.78 245.36 117.98 Soil Type: SD Building Period-T Method B Calculated Method B Calculated .llCaI .8ZNvI/R 2.5Cal/R Cvl/RT 0.048 0.038 0.129 0.102 0.048 0.038 0.129 0.081 Fy kips 0.00 0.00 0.00 X ft 104.85 105.88 105.36 574.13 0.00 Type: EQ_ UBC97 _X _-E _Drft Level Ht Roof Third Second ft 42.00 28.00 14.00 Type: EQ_ UBC97 _ Y _ +E _ Drft Level Ht ft Roof 42.00 Third 28.00 Second 14.00 Type: EQ_UBC97_Y_-E_Drft Level Ht ft Roof 42.00 Fx kips 210.78 245.36 117.98 Fy kips 0.00 0.00 0.00 574.13 0.00 Fx kips 0.00 0.00 0.00 0.00 Fx kips 0.00 Fy kips 172.30 193.21 92.91 458.42 Fy kips 172.30 X ft 104.85 105.88 105.36 X ft 117.45 118.48 117.96 X ft 92.25 Ft 29.74 29.74 y ft 89.54 88.79 89.98 y ft 73.00 72.25 73.45 y ft 81.27 80.52 81.71 y ft 81.27 • • • Third Second Loads and Applied Forces RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 28.00 0.00 14.00 0.00 193.21 92.91 0.00 458.42 93.29 92.76 (.,, Vi Page 4/9 02/08/01 13:33:15 80.52 81.71 • • • Loads and Applied Forces RAMFramev7.0 HOPE Engineering L-:P Page 5/9 Emerald Lake Corporate Center DataBase: Emerald 1 02/08/01 13:33:15 LOAD CASE: Seis-Fdn Seismic UBC 97 Static Force Procedure Zone: 4 Importance Factor: 1.000 Na: 1.000 Nv: 1.000 Special Provisions: Foundation Ground Level: Base Dir X y Eccent +And- +And- R 8.5 8.5 Ta Equation Std,Ct=0.035 Std,Ct=0.035 Soil Type: SD Building Period-T Method B Calculated Method B Calculated Dir X y Ta 0.577 0.577 T T-used 0.740 0.751 Cv 0.64 0.64 Ca 0.44 0.44 .llCal .8ZNvl/R 2.5Cal/R Cvl/RT Ft 0.00 0.00 0.740 0.927 Total Building Weight (kips) = 5643.44 APPLIED STORY FORCES: Type: EQ_UBC97_X_+E_Fdtn Level Ht Roof Third Second ft 42.00 28.00 14.00 Type: EQ_UBC97_X_-E_Fdtn Level Ht Roof Third Second ft 42.00 28.00 14.00 Type: EQ_UBC97_Y_+E_Fdtn Level Ht Roof Third Second ft 42.00 28.00 14.00 Type: EQ_UBC97_Y_-E_Fdtn Level Ht ft Roof 42.00 Fx kips 190.93 258.77 124.43 0.048 0.038 0.129 0.102 0.048 0.038 0.129 0.100 Fy kips 0.00 0.00 0.00 X ft 104.85 105.88 105.36 574.13 0.00 Fx kips 190.93 258.77 124.43 Fy kips 0.00 0.00 0.00 574.13 0.00 Fx kips 0.00 0.00 0.00 0.00 Fx kips 0.00 Fy kips 188.24 255.13 122.68 566.05 Fy kips 188.24 X ft 104.85 105.88 105.36 X ft 117.45 118.48 117.96 X ft 92.25 y ft 89.54 88.79 89.98 y ft 73.00 72.25 73.45 y ft 81.27 80.52 81.71 y ft 81.27 • • • Third Second Loads and Applied Forces RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 28.00 14.00 0.00 0.00 255.13 122.68 0.00 566.05 93.29 92.76 L3\ Page 6/9 02/08/01 13:33: 15 80.52 81.71 • • • HCFE Loads and Applied Forces RAMFramev7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 LOAD CASE: Wind Wind UBC97 Exposure: C Basic Wind Speed (mph): 70.0 Importance Factor: 1.000 Method 1 (Normal Force)· Mean Roof Height (ft): Top Story Height+ Parapet= 42.00 Ground Level: Base WIND PRESSURES: CeLeeward = 1.322 CqWindward = 0.8 CqLeeward = 0.5 qs = 12.60 psf Height Ce Windward Pressure ft psf 42.00 1.322 21.654 28.00 1.214 20.566 14.00 1.060 19.013 0.00 1.060 19.013 APPLIED STORY FORCES: Type: Wind_ UBC97 _ 1 _ X Level Ht Fx ft kips Roof 42.00 24.64 Third 28.00 47.43 Second 14.00 44.61 116.69 Type: Wind_ UBC97 _ 1 _ Y Level Ht Fx ft kips Roof 42.00 0.00 Third 28.00 0.00 Second 14.00 0.00 0.00 Fy kips 0.00 0.00 0.00 0.00 Fy kips 37.56 72.28 67.99 177.82 X ft 0.00 0.00 0.00 X ft 124.99 124.99 124.99 l, '2;1, Page 7/9 02/08/01 13:33:15 y ft 81.54 81.54 81.54 y ft 0.00 0.00 0.00 • • • HCFE Loads and Applied Forces RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 LOAD CASE: Seis-Member62°+ Seismic User Defined Story Forces Ground Level: Base APPLIED STORY FORCES: Type: EQ_User Level Roof Third Second Ht ft 42.00 28.00 14.00 Fx kips 96.77 112.65 54.17 263.59 Fy kips 187.25 217.97 104.81 510.03 X ft 115.01 116.04 115.52 t..')'4 Page 8/9 02/08/01 13:51:53 y ft 76.02 75.27 76.46 • • • HCFE Loads and Applied Forces RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 LOAD CASE: Seis-Member62°- Seismic User Defined Story Forces Ground Level: Base APPLIED STORY FORCES: Type: EQ_User Level Roof Third Second Ht ft 42.00 28.00 14.00 Fx kips 96.77 112.65 54.17 263.59 Fy kips 187.25 217.97 104.81 510.03 X ft 94.69 95.72 95.20 1.,:;'Z-~ Page 9/9 02/08/01 13:49:00 y ft 86.52 85.77 86.96 • 199Z Ul3C Seismic Eorce Transverse Seismic Zone = 4 z = 0.4 Soil Type = SD Ca = 0.44 * Na Cv = 0.64 * Nv R = 8.5 I = 1 Dist. from Fault A = 15.00 km Dist. from Fault B = 9.66 km Na = 1.00 Nv = 1.00 Ct = 0.035 hn = 42.00 ft T = 0.735 sec AB = 29046 sf rmax = 0.111 Rho = 1.000 • V (Eq 30-4) = 0.102 W Vmax (Eq 30-5) = 0.129 W Vmin (Eq 30-6) = 0.048 W Vmin (Eq 30-7) = 0.038 W V strength * row = 0.102 W V service * row = 0.073 W V simple (Eq 30-11) = 0.155 W • 12/28/00, 11 :44 am • 199Z UBC Seismic EQr~e Longitudinal Seismic Zone = 4 z = 0.4 Soil Type = SD Ca = 0.44 * Na Cv = 0.64 * Nv R = 8.5 I = 1 Dist. from Fault A = 15.00 km Dist. from Fault B = 9.66 km Na = 1.00 Nv = 1.00 Ct = 0.035 hn = 42.00 ft T = 0.751 sec AB = 29046 sf rmax = 0.138 Rho = 1.152 • V (Eq 30-4) = 0.100 W Vmax (Eq 30-5) = 0.129 W Vmin (Eq 30-6) = 0.048 W Vmin (Eq 30-7) = 0.038 W V strength * row = 0.115 W V service * row = 0.082 W V simple (Eq 30-11) = 0.155 W • 12/28/00, 11 :44 am • • • Emerald Lake Seismic Distribution Total SE;iismic Force (1997 USC) Transverse (rho= 1.000) IV= 0.102 Seismic Distribution Level Wx Roof 1123.78 Third 2284.59 Second 2196.36 I 5604.73 Total Seismic Force (1997 USC) Longitudinal {rho = 1.152) IV= 0.115 Seismic Distribution Level Wx Roof 1123.78 Third 2284.59 Second 2196.36 I 5604.73 X hx 42.00 28.00 14.00 X hx 42.00 28.00 14.00 5604.73 kips = 574.15 kips Wxhx Fx Sx Fox Sox SoxfSx 47199 190.95 0.170 247.23 0.220 1.29 63969 258.80 0.113 502.61 0.220 1.94 30749 124.40 0.057 483.20 0.220 3.88 141916 574.15 0.102 5604.73 kips = 647.33 kips Wxhx Fx Sx Fox Sox SoxfSx 47199 215.29 0.192 247.23 0.220 1.15 63969 291.78 0.128 502.61 0.220 1.72 30749 140.26 0.064 483.20 0.220 3.45 141916 647.33 0.115 Page 1 12/28/00, 11 :44 am • • • Company : Hope Engineering December 26, 2000 3:13 PM Designer : Winiam A. Leslie Job Number: 200124.00 Emerald Lake -Roof Diaphragm N/S Checked By: Joint Coordinates Joint Label X Coordinate (Ft) A 0 8.7 65.208 C 78.417 D+E 108.625 G 196.375 Boundary Conditions Joint Label X Translation Y Translation (K/in) A Fixed C D+E G Member Data Member Label I Joint M1 A M2 8.7 M3 C M4 D+E Basic Load Case Data BLC No. Basic Load Case Descri tion 1 Roof Areas Distributed Load Patterns Pattern Label Direction UNIFORMY y TRIANGLE1 y TRIANGLE2 y {K/in) Reaction Reaction Reaction Reaction J Joint Rotate (dearees) B.7 C D+E G Category Code None Start Magnitude (K/ft F) -1 0 -1 Y Coordinate Joint Temperature <FO CF) 0 0 0 0 0 0 0 0 0 0 Rotation CK-ft/rad) Section Set End Releases End Offsets Inactive Member I-End J-End I-End J-End Code Length SEC1 SEC1 SEC1 SEC1 Category Descri tion AVM End Magnitude (K/ft F) -1 -1 0 AVM (In) (In) (FO 65.208 13.209 30.208 87.75 Gravity Load Type Totals X y Nodal Point Dist. 5 Start Location End Location (Ftor %) (Ftor %) 0 0 0 0 0 0 Member Distributed Loads, Category : None, BLC 1 : Roof Areas Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M1 A 8.7 UNIFORMY 151.417 M1 A 8.7 TRIANGLE2 5.375 M2 8.7 C UNIFORMY 136.917 M3 C D+E UNIFORMY 82.333 M4 D+E G UNIFORMY 163.958 ====================================================== RISA-2D Version 5.1e [l:\PROJECTS\2000\200124.00\Calcs\Roof Diaphragm N-S.r2d] Page 1 Company : Hope Engineering Designer : Wirtiam A. Leslie Job Number: 200124.00 Emerald Lake -Roof Diaphragm N/S • Load Combinations December 26, 2000 3:13 PM Checked By: Num Descri tion Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 Roof Areas 1 1 1 Reactions, LC 1 : Roof Areas Joint Label X Force Y Force Moment (K) <Kl <K-ft\ A NC 5134.654 0.000 C 0.000 6673.144 0.000 D+E 0.000 10991.17 0.000 G 0.000 5932.849 0.000 Reaction Totals: 0.000 28731.81 Center of Gravity Coords (X,Y) (Ft): 100.316 0.000 • • RISA-2D Version 5.1e [l:\PROJECTS\2000\200124.00\Calcs\Roof Diaphragm N-S.r2d] Page2 • • Company : Hope Engineering Designer : William A. Leslie Job Number : 200124.00 Emerald Lake -Roof Diaphragm N/S Reactions~ LC 2 : Roof Loads Joint Label X Force Y Force Moment lK\ lK\ lK-ft\ A NC 33888.72 0.000 C 0.000 44042.75 0.000 D+E 0.000 72541.7 0.000 G 0.000 39156.8 0.000 Reaction Totals: 0.000 189630 Center of Gravity Coords (X,Y) (Ft): 100.316 0.000 January 15, 2001 10:01 AM Checked By: • ~~~~~~~=========================== RISA-2D Version 5.1 e [l:\PROJECTS\2000\200124.00\Calcs\Roof Diaphragm N-S.r2d] Page3 0 . A ,.:I C)-- 0------··- ~ ~ /2. =-72.. 5't ,, 0-· .. ------ 0--------- • j I ® ® • 8 / @ @0 0 0 I 0 A V 0 0 0 0 l/34 0 ---@ --® -0 0 0 0 ® • • I I Company : Hope Engineering Designer : William A. Leslie Job !\lumber: 200124.00 Emerald Lake -Roof Diaphragm E/W January 15, 2001 1:16 PM Checked By: Joint Coordinates Joint Label X Coordinate (Ft) 1 0 3 57 7 154.1045 Boundary Conditions Joint Label X Translation Y Translation fK/in) 1 Fixed 3 7 Member Data Member Label I Joint M1 1 M2 3 Basic Load Case Data BLC No. Basic Load Case Descri tion 1 Roof Areas Distributed Load Patterns Pattern Label Direction UNIFORMY y TRIANGLE1 y TRIANGLE2 y J Joint 3 7 fK/in) Reaction Reaction Reaction Rotate de rees Category Code None Start Magnitude {Kitt F) -1 0 -1 Y Coordinate (Ft) 0 0 0 Rotation /K-ft/radl Section Set SEC1 SEC1 Category Descri tion Joint Temperature (F) 0 0 0 End Releases I-End J-End AVM AVM Gravity End Offsets Inactive I-End J-End Code In In Load Type Totals X y Nodal Point Dist. 2 Member Length Ft 57 97.104 End ~agnitude Start Location End Location {K/ft F\ {Ft or %1 <Ft or %1 -1 0 0 -1 0 0 0 0 0 Member Distributed Loads, Category : None, BLC 1 : Roof Areas Member Label I Joint J Joint Load Pattern Label Pattern Multi lier M1 1 3 UNIFORMY 176.865 M2 3 7 UNIFORMY 185.272 Load Combinations N um D . t' escno11on nv p E WS D SRSS C D BL C Factor BLC Factor BLC Factor BLC Factor 1 I Roof Areas I I I I I 1 1 1 2 I Roof Loads I I I I I 1 1 6.6 ·=============================================== RISA-2D Version 5.1e [l:\PROJECTS\2000\200124.00\Calcs\Roof Diaphragm E-W.r2d] Page 1 Company : Hope Engineering Designer : William A.. Leslie Job J\Jumber: 200124.00 Emerald Lake· Roof Diaphragm E/W • Reactions, LC 1 : Roof Areas Joint Label X Force Y Force Moment fK) (K) CK-ft) 1 NC 2160.521 0.000 3 0.000 18606.78 0.000 7 0.000 7304.745 0.000 Reaction Totals : 0.000 28072.05 Center of Gravity Coords {X,Y) {Ft): 77.881 0.000 • January 15, 2001 1:16 PM Checked By: ·~~====:::=================================== RISA-2D Version 5.1 e [l:\PROJECTS\2000\200124.00\Calcs\Roof Diaphragm E-W.r2d] Page2 • • Company : Hope Engineering Designer : Wirliam A. Leslie Job I\Jumber: 200124.00 Emerald Lake -Roof Diaphragm E/W Reactions, LC 2 : Roof Loads Joint Label X Force Y Force Moment lK) lK) lK-fO 1 NC 14259.44 0.000 3 0.000 122804.8 0.000 7 0.000 48211.32 0.000 Reaction Totals: 0.000 185275.5 Center of Gravity Coords (X, Y) (Ft) : 77.881 0.000 January 15, 2001 1:16 PM Checked By: • ~===================================================== RISA-2D Version 5.1e [l:\PROJECTS\2000\200124.00\Calcs\Roof Diaphragm E-W.r2d] Page3 l--~ 0 @ - • @ 0 0 u . Q 0 tr @ c... s Oo ,, -.,.,i 1 __ 0 0 f" l co .. \I"-... -~ £.ri .,,. \J'\ e :I. rv ,r IV\ " ~ 0 I' It ~ rf\ r----:,.... Q, II' 1:\-(0 '- ~ ' 0 In () II ' -1-!' ~ l/\ 0 I ~ ,._ -• :r ''© 0 (\) I -l.k .... () "/1 0 . ~ 0 II tl -G ~N\ \-. w u. \'I'\ .I\ :,!._ I' N "':)-- t-r--- N 0 Q!) ......_ ~ ~ cr- O· lJ\ ~ ·-0 ~ '5-~ -Q © (). (). '5 £ ..9 c,. ' ~ rs ~ rl l"-1 ~ ... ---© ~ u. II ,, ---- -:r: \o ~ -"' ~ ,... -L ..;.. 0-VJ ::s-~ ......... 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I Roof, N/S • Span Diaphragm Span Load Length Type Depth (kips) {ft) ss,cs,sc (ft) A-C 78.26 78.42 ss 151.21 C-D&E 16.41 30.21 ss 82.33 D&E-G 94.96 87.75 ss 163.96 Roof, E/W Span Diaphragm Span Load Length Type Depth (kips) (ft) ss,cs,sc (ft) 1-3 29.50 57.00 ss 78.42 1.4-3 37.00 50.00 ss 98.79 3-7 118.74 97.10 ss 217.38 • • Emerald Lake Corporate Center Chord Forces Center or End (Max) Other Location Location Moment Chord Force Location Moment J Chord Force (ft) (k-ft) (k) (ft) (k-ft) (k) 39.21 767.11 5.07 15.10 61.96 0.75 43.88 1041.59 6.35 Center or End (Max) Other Location Location Moment Chord Force Location Moment Chord Force (ft) (k-ft) (k) (ft) (k-ft) (k) 28.50 210.19 2.68 25.00 231.25 2.34 48.55 1441.27 6.63 l--'·N Other Location Location Moment Chord Force (ft) (k-ft) (k) Other Location Location Moment Chord Force (ft) (k-ft) (k) 1/15/01, 2:04 pm JOB tr\~ LA\~ SHEETNO. _________ OF _______ _ CALCULATED BY_t,,J_f>rt-. _______ DATE__:,z,~/'-'B:C..f'-0_1 __ _ HOPE ENGINEERING 1301 Third Ave., Ste. 300 San Diego, CA 92101 .;....__ _____ ~========;; CHECKEDBY _________ DATE ______ _ SCALE . . 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' PROOUCT 201·1 !Smale SheeJs\ 205·1 !Padded\ • • • HCFE UBC Redundancy Factors Summary RAM Frame v7.0 CRITERIA: HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Rigid End Zones: Include Effects: 50.00% Reduction P-Delta: Yes Diaphragm: Rigid Ground Level: Base Level for Ab: Second Ab (ft2) = 29247.5 Load Case: S1 Level Third Second rmax Rho = = Load Case: S2 Level Third Second rmax Rho = = Load Case: S3 Level Third Second rmax Rho = = Load Case: S4 Level Third Second rmax = Rho = Seis-Member StoryV kips 463.79 584.49 0.112 1.000 Seis-Member StoryV kips 463.74 584.43 0.108 1.000 Seis-Member StoryV kips 460.35 580.62 0.138 1.155 Seis-Member StoryV kips 460.18 580.38 0.143 1.182 Scale Factor: 1.00 EQ_UBC97_X_+E_F ElementV n kips 51.78 61.41 0.112 0.105 EQ_UBC97_X_-E_F ElementV ri kips 49.93 0.108 61.01 0.104 EQ_UBC97_Y_+E_F ElementV ri kips 63.73 79.29 0.138 0.137 EQ UBC97 Y -E F ----ElementV kips 65.82 80.69 n 0.143 0.139 Load Case: S5 Level Seis-Drift StoryV kips 463.79 EQ_ UBC97 _x_ +E_Drft ElementV ri kips Third 51.78 0.112 Rhoi 0.953 0.887 Rhoi 0.914 0.880 Rhoi 1.155 1.144 Rhoi 1.182 1.159 Rhoi 0.953 Element Cols 39,43 Cols 8,15 Element Cols 28,33 Cols 33,37 Element Cols 42,44 Cols 25,26 Element Cols 2,3 Cols 2,3 Element Cols 39,43 02/08/01 13:51:53 UBC Redundanc1: Factors Summaa [,,~~ HCFE RAMFramev7.0 Page 2/3 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 Level StoryV ElementV n Rhoi Element Second 584.49 61.41 0.105 0.887 Cols 8,15 rmax = 0.112 Rho = 1.000 Load Case: S6 Seis-Drift EQ_UBC97 _X_-E_Drft Level Story V ElementV ri Rhoi Element kips kips Third 463.74 49.93 0.108 0.914 Cols 28,33 Second 584.43 61.01 0.104 0.880 Cols 33,37 rmax = 0.108 Rho = 1.000 Load Case: S7 Seis-Drift EQ_UBC97_Y_ +E_Drft Level StoryV ElementV n Rhoi Element kips kips Third 374.09 51.85 0.139 1.156 Cols 42,44 Second 470.24 64.22 0.137 1.144 Cols 25,26 • rmax = 0.139 Rho = 1.156 Load Case: S8 Seis-Drift EQ_ UBC97 _ Y _-E_ Drft Level Story V ElementV n Rhoi Element kips kips Third 373.95 53.55 0.143 1.183 Cols 2,3 Second 470.04 65.36 0.139 1.159 Cols 2,3 rmax = 0.143 Rho = 1.183 Load Case: S9 Seis-Fdn EQ_ UBC97 _X_ +E_Fdtn Level StoryV ElementV n Rhoi Element kips kips Third 457.18 50.83 0.111 0.948 Cols 39,43 Second 584.43 61.37 0.105 0.886 Cols 8,15 rmax = 0.111 Rho = 1.000 Load Case: S10 Seis-Fdn EQ_ UBC97 _X_-E_Fdtn · Level Story V ElementV n Rhoi Element • kips kips Third 457.13 49.06 0.107 0.910 Cols 28,33 Second 584.37 60.98 0.104 0.879 Cols 33,37 rmax = 0.107 UBC RedundancI Factors Summaa L~1 HCFE RAM Frame v7.0 Page 3/3 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 Rho = 1.000 Load Case: S11 Seis-Fdn EQ_UBC97_Y_ +E_Fdtn Level Story V ElementV n Rhoi Element kips kips Third 453.67 62.48 0.138 1.151 Cols 42,44 Second 580.53 79.27 0.137 1.144 Cols 25,26 rmax = 0.138 Rho = 1.151 Load Case: S12 Seis-Fdn EQ UBC97 Y -E Fdtn ----Level StoryV ElementV n Rhoi Element kips kips Third 453.50 64.54 0.142 1.178 Cols 2,3 Second 580.30 80.62 0.139 1.158 Cols 2,3 rmax = 0.142 Rho = 1.178 Load Case: S13 Seis-Member62°+ EQ_User Level StoryV ElementV n Rhoi Element • kips kips Third 465.13 63.34 0.136 1.141 Cols 42,44 Second 586.56 77.99 0.133 1.120 Cols 42,44 rmax = 0.136 Rho = 1.141 Load Case: S14 Seis-Member62°-EQ_User Level StoryV ElementV ri Rhoi Element kips kips Third 465.02 57.01 0.123 1.046 Cols 2,3 Second 586.40 69.36 0.118 1.011 Cols 2,3 rmax = 0.123 Rho = 1.046 • • • • Center of Rit:idity RAM Frame v7.0 CRITERIA: HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Rigid End Zones: Member Force Output: Include Effects: 50.00% Reduction At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Centers of Rigidity Centers of Mass Level Xr Yr Xm Ym ft ft ft ft Roof 96.89 76.54 104.85 81.27 Third 97.84 77.85 105.88 80.52 Second 97.80 79.31 105.36 81.71 02/08/01 13:33:15 Frame Sto[l:'.: Shears HCFE RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base Frame #1 Load Case: S1 Seis-Member EQ_ UBC97 _X_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 42.34 42.34 0.20 0.20 Third 80.49 38.15 -0.20 -0.41 Second 103.07 22.58 0.00 0.20 Load Case: S2 Seis-Member EQ UBC97 X -E F ----Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof 36.23 36.23 0.62 0.62 Third 68.87 32.64 -0.62 -1.24 Second 87.88 19.01 0.00 0.62 Load Case: S3 Seis-Member EQ_ UBC97 _ Y_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -15.22 -15.22 -3.69 -3.69 Third -25.08 -9.86 3.69 7.37 Second -33.48 -8.40 0.00 -3.69 Load Case: S4 Seis-Member EQ_ UBC97 _ Y _-E _F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -6.03 -6.03 -4.31 -4.31 Third -7.62 -1.59 4.31 8.62 Second -10.67 -3.05 0.00 -4.31 Load Case: S13 Seis-Member62°+ EQ_User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 4.24 4.24 -3.13 -3.13 Third 11.52 7.28 3.13 6.26 Second 13.44 1.92 0.00 -3.13 Frame Stoa Shears f..,60 HCFE RAMFramev7.0 Page 2/12 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 Load Case: S14 Seis-Member62°-EQ User Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 12.69 12.69 -3.71 -3.71 Third 27.60 14.90 3.71 7.41 Second 34.45 6.85 0.00 -3.71 Frame#2 Load Case: S1 Seis-Member EQ_UBC97_X_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 57.72 57.72 0.90 0.90 Third 113.16 55.44 -0.90 -1.80 Second 142.28 29.13 0.00 0.90 Load Case: S2 Seis-Member EQ UBC97 X -E F ----Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof 50.80 50.80 0.09 0.09 Third 99.75 48.95 -0.09 -0.18 Second 125.25 25.50 0.00 0.09 Load Case: S3 Seis-Member EQ UBC97 Y +E F ----Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -19.02 -19.02 -6.49 -6.49 Third -32.12 -13.10 6.49 12.98 Second -41.84 -9.72 0.00 -6.49 Load Case: S4 Seis-Member EQ_ UBC97 _ Y _ -E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -8.61 -8.61 -5.28 -5.28 Third -11.98 -3.37 5.28 10.56 Second -16.25 -4.27 0.00 -5.28 Load Case: S13 Seis-Member62°+ EQ_User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 7.69 7.69 -5.64 -5.64 Third 19.75 12.06 5.64 11.27 Second 23.46 3.72 0.00 -5.64 Frame Stoa Shears l,~ HCFE RAMFramev7.0 Page 3/12 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 Load Case: S14 Seis-Member62°-EQ User Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 17.26 17.26 -4.52 -4.52 Third 38.28 21.03 4.52 9.04 Second 47.02 8.74 0.00 -4.52 Frame#3 Load Case: S1 Seis-Member EQ_UBC97_X_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 6.30 6.30 0.07 0.07 Third 14.68 8.37 -0.07 -0.13 Second 24.78 10.10 0.00 0.07 Load Case: S2 Seis-Member EQ_UBC97_X_-E_F Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof 5.97 5.97 0.19 0.19 Third 14.00 8.02 -0.19 -0.37 Second 23.70 9.71 0.00 0.19 Load Case: S3 Seis-Member EQ UBC97 Y +E F ----Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -1.65 -1.65 -1.14 -1.14 Third -2.96 -1.31 1.14 2.28 Second -5.20 -2.24 0.00 -1.14 Load Case: S4 Seis-Member EQ_ UBC97 _ Y_ -E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -1.15 -1.15 -1.32 -1.32 Third -1.94 -0.78 1.32 2.64 Second -3.58 -1.64 0.00 -1.32 Load Case: S13 Seis-Member62°+ EQ_User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 1.33 1.33 -0.97 -0.97 Third 3.90 2.58 0.97 1.94 Second 6.43 2.52 0.00 -0.97 Frame Stoa: Shears L,51.. HCFE RAM Frame v7.0 Page 4/12 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 Load Case: S14 Seis-Member62°-EQ_User Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 1.78 1.78 -1.14 -1.14 Third 4.84 3.06 1.14 2.27 Second 7.92 3.07 0.00 -1.14 Frame#4 Load Case: S1 Seis-Member EQ_UBC97_X_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 12.70 12.70 -3.84 -3.84 Third 29.42 16.72 -8.19 -4.35 Second 48.92 19.51 -13.98 -5.79 Load Case: S2 Seis-Member EQ_UBC97_X_-E_F Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof 11.82 11.82 -3.74 -3.74 Third 27.74 15.92 -7.55 -3.81 Second 46.14 18.40 -13.19 -5.63 Load Case: S3 Seis-Member EQ UBC97 Y +E F ----Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -8.60 -8.60 -0.17 -0.17 Third -15.63 -7.03 7.08 7.25 Second -28.86 -13.23 8.25 1.16 Load Case: S4 Seis-Member EQ UBC97 Y -E F ----Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -7.29 -7.29 -0.31 -0.31 Third -13.11 -5.82 6.13 6.44 Second -24.68 -11.57 7.05 0.92 Load Case: S13 Seis-Member62°+ EQ_User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -2.13 -2.13 -1.89 -1.89 Third -0.98 1.15 2.78 4.67 Second -4.22 -3.24 1.21 -1.57 Frame Stoa: Shears l.,'5J H(ff RAM Frame v7.0 Page 5/12 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 Load Case: S14 Seis-Member62°-EQ_User Level Shear-X Change-X Sbear-Y Change-Y kips kips kips kips Roof -0.92 -0.92 -2.02 -2.02 Third 1.33 2.25 1.90 3.92 Second -0.38 -1.71 0.11 -1.79 Frame#S Load Case: S1 Seis-Member EQ_UBC97_X_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 39.01 39.01 5.35 5.35 Third 74.07 35.06 8.30 2.94 Second 89.23 15.16 10.67 2.38 Load Case: S2 Seis-Member EQ_ UBC97 _X_-E_F Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof 44.17 44.17 6.51 6.51 Third 84.19 40.02 8.98 2.46 Second 101.97 17.78 12.19 3.22 Load Case: S3 Seis-Member EQ UBC97 Y +E F ----Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 7.09 7.09 -2.74 -2.74 Third 12.40 5.30 5.12 7.87 Second 15.96 3.56 1.97 -3.15 Load Case: S4 Seis-Member EQ_UBC97_Y_-E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -0.67 -0.67 -4.49 -4.49 Third -2.82 -2.15 4.10 8.59 Second -3.19 -0.37 -0.31 -4.41 Load Case: S13 Seis-Member62°+ EQ User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 25.56 25.56 0.26 0.26 Third 47.64 22.09 8.59 8.33 Second 58.46 10.81 7.05 -1.55 Frame Stoa Shears 1.,6f HCFE RAMFramev7.0 Page 6/12 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 Load Case: S14 Seis-Member62°-EQ User Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 18.42 18.42 -1.34 -1.34 Third 33.64 15.22 7.65 8.99 Second 40.83 7.18 4.95 -2.71 Frame#6 Load Case: S1 Seis-Member EQ_ UBC97 _X_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 37.62 37.62 -4.08 -4.08 Third 73.09 35.46 -7.10 -3.01 Second 90.29 17.20 -9.19 -2.10 Load Case: S2 Seis-Member EQ_UBC97_X_-E_F Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof 42.58 42.58 -4.98 -4.98 Third 83.21 40.64 -7.72 -2.73 Second 103.49 20.28 -10.53 -2.81 Load Case: S3 · Seis-Member EQ_ UBC97 _Y_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -7.48 -7.48 -3.53 -3.53 Third -10.91 -3.43 5.44 8.96 Second -12.35 -1.44 1.31 -4.13 Load Case: S4 Seis-Member EQ_UBC97_Y_-E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -14.93 -14.93 -2.18 -2.18 Third -26.13 -11.19 6.37 8.54 Second -32.19 -6.06 3.32 -3.05 Load Case: S13 Seis-Member62°+ EQ_User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 11.75 11.75 -5.27 -5.27 Third 26.20 14.46 1.49 6.77 Second 33.55 7.35 -3.37 -4.86 Frame Stoa Shears L5t;.' HCFE RAM Frame v7.0 Page 7/12 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 Load Case: S14 Seis-Member62°-EQ_User Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 4.90 4.90 -4.03 -4.03 Third 12.20 7.30 2.35 6.38 Second 15.28 3.09 -1.52 -3.87 Frame#7 Load Case: S1 Seis-Member EQ_ UBC97 _x:_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -4.27 -4.27 -0.86 -0.86 Third 4.27 8.54 -1.95 -1.09 Second 0.00 -4.27 -5.89 -3.94 Load Case: S2 Seis-Member EQ_UBC97_X_-E_F Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof -4.22 -4.22 -10.30 -10.30 Third 4.22 8.45 -20.92 -10.62 Second 0.00 -4.22 -30.67 -9.75 Load Case: S3 Seis-Member EQ_UBC97_Y_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.57 0.57 61.24 61.24 Third -0.57 -1.13 116.59 55.35 Second 0.00 0.57 155.56 38.98 Load Case: S4 Seis-Member EQ_ UBC97 _ Y _ -E _F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.50 0.50 75.44 75.44 Third -0.50 -0.99 145.09 69.66 Second 0.00 0.50 192.78 47.69 Load Case: S13 Seis-Member62°+ EQ_User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -1.44 -1.44 52.42 52.42 Third 1.44 2.88 99.49 47.08 Second 0.00 -1.44 131.41 31.92 Frame Stoa Shears L-~ HCPE RAMFramev7.0 Page 8/12 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_! 02/08/01 13:51:53 Load Case: S14 Seis-Member62°-EQ_User Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -I.SO -1.50 65.47 65.47 Third 1.50 3.00 125.73 60.26 Second 0.00 -1.50 165.68 39.95 Frame#8 Load Case: S1 Seis-Member EQ_UBC97_X_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 14.49 14.49 -4.73 -4.73 Third 33.66 19.17 -6.88 -2.15 Second 39.01 5.35 -9.34 -2.45 Load Case: S2 Seis-Member EQ_ UBC97 _X_ -E _F Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof 13.52 13.52 -5.63 -5.63 Third 32.33 18.81 -8.84 -3.21 Second 37.30 4.97 -11.79 -2.95 Load Case: S3 Seis-Member EQ_ UBC97 _ Y _ +E _F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -3.92 -3.92 40.89 40.89 Third -6.64 -2.72 69.35 28.46 Second -8.17 -1.53 90.90 21.55 Load Case: S4 Seis-Member EQ_UBC97_Y_-E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -2.47 -2.47 42.25 42.25 Third -4.64 -2.16 72.29 30.04 Second -5.61 -0.97 94.58 22.29 Load Case: S13 Seis-Member62°+ EQ_User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 2.88 2.88 34.41 34.41 Third 9.15 6.26 58.84 24.43 Second 10.13 0.98 77.02 18.18 Frame Storl'.: Shears (}?~(). HCJJE RAM Frame v7.0 Page 9/12 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald I 02/08/01 13:51:53 Load Case: S14 Seis-Member62°-EQ_User Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 4.22 4.22 35.66 35.66 Third 10.99 6.77 61.54 25.88 Second 12.49 1.50 80.40 18.86 Frame#9 Load Case: Sl Seis-Member EQ_UBC97 _X_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 7.12 7.12 -5.93 -5.93 Third 21.08 13.95 -9.24 -3.31 Second 27.29 6.21 -11.80 -2.56 Load Case: S2 Seis-Member EQ_ UBC97 _X _ -E _F Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof 6.53 6.53 -5.18 -5.18 Third 20.32 13.80 -8.16 -2.99 Second 26.10 5.78 -10.36 -2.20 Load Case: S3 Seis-Member EQ_UBC97_Y_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -2.17 -2.17 39.94 39.94 Third -4.00 -1.84 73.21 33.27 Second -5.72 -1.72 95.52 22.31 Load Case: S4 Seis-Member EQ UBC97 Y -E F ----Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -1.27 -1.27 38.81 38.81 Third -2.87 -1.60 71.60 32.79 Second -3.93 -1.06 93.36 21.76 Load Case: S13 Seis-Member62°+ EQ_User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 1.17 1.17 33.41 33.41 Third 5.89 4.71 61.97 28.56 Second 7.08 1.20 81.00 19.03 Frame Stoa: Shears L,,¼¥> HCH RAMFramev7.0 Page 10/12 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13 :51 :53 Load Case: S14 Seis-Member62°-EQ_User Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 2.00 2.00 32.37 32.37 Third 6.93 4.93 60.49 28.12 Second 8.73 1.80 79.02 18.52 Frame #10 Load Case: S1 Seis-Member EQ_UBC97_X_+E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 0.70 0.70 5.48 5.48 Third 7.79 7.09 10.88 5.40 Second 7.89 0.10 15.19 4.31 Load Case: S2 Seis-Member EQ_ UBC97 _X_-E_F Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof 1.16 1.16 5.94 5.94 Third 8.19 7.03 12.06 6.12 Second 8.70 0.51 16.76 4.70 Load Case: S3 Seis-Member EQ_UBC97_Y_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 12.20 12.20 20.34 20.34 Third 22.37 10.17 46.21 25.86 Second 31.89 9.52 61.40 15.19 Load Case: S4 Seis-Member EQ UBC97 Y -E F ----Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 11.51 11.51 19.65 19.65 Third 21.78 10.27 44.43 24.78 Second 30.67 8.89 59.04 14.61 Load Case: S13 Seis-Member62°+ EQ User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 11.42 11.42 20.94 20.94 Third 23.83 12.41 46.91 25.97 Second 32.56 8.73 62.68 15.77 Frame Ston: Shears 1}6&e, HCFE RAM Frame v7.0 Page 11/12 HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:51:53 Load Case: S14 Seis-Member62°-EQ_User Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 10.78 10.78 20.30 20.30 Third 23.28 12.50 45.27 24.98 Second 31.43 8.15 60.51 15.24 Frame#ll Load Case: S1 Seis-Member EQ_ UBC97 _X_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof -1.11 -1.11 7.10 7.10 Third 12.09 13.20 14.03 6.93 Second 11.72 -0.36 22.56 8.53 Load Case: S2 Seis-Member EQ_UBC97_X_-E_F Level Shear-X Change-X Shear-Y Change-Y • kips kips kips kips Roof 4.05 4.05 16.17 16.17 Third 20.90 16.85 31.85 15.67 Second 23.87 2.98 45.96 14.11 Load Case: S3 Seis-Member EQ_UBC97_Y_ +E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 37.87 37.87 65.99 65.99 Third 61.86 23.99 126.03 60.04 Second 86.06 24.20 165.71 39.68 Load Case: S4 Seis-Member EQ_UBC97_Y_-E_F Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 30.11 30.11 52.34 52.34 Third 48.62 18.51 99.25 46.91 Second 67.80 19.18 130.56 31.30 Load Case: S13 Seis-Member62°+ EQ_User • Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Roof 34.84 34.84 64.87 64.87 Third 63.42 28.58 124.32 59.45 Second 85.89 22.47 165.38 41.06 HCFE • Load Case: S14 Level Roof Third Second • • Frame Stoa Shears RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Seis-Member62°-EQ_User Shear-X Change-X Shear-Y kips kips kips 27.70 27.70 52.32 51.24 23.53 99.67 69.08 17.85 133.02 Change-Y kips 52.32 47.35 33.35 L,'5CDO Page 12/12 02/08/01 13:51:53 Frame Reaction Envelone L,,i;-7 RAM Frame v7.0 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:51:53 Building Code: UBC 1 CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD CASES: SI Seis-Member EQ_UBC97_X_+E_F S2 Seis-Member EQ_UBC97_X_-E_F S3 Seis-Member EQ_ UBC97 _ Y _ +E _F S4 Seis-Member EQ_UBC97_Y_-E_F S13 Seis-Member62°+ EQ_User S14 Seis-Member62 ° -EQ_User REACTION MAXIMA AND MINIMA: -t= D0-.1,..,._WU> [-: \Jf<-tf'i' Frame#l: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 102 Max: 9.23 0.00 10.00 0.00 89.11 0.00 • LC: S3 S3 S3 Sl S3 S1 Min: -28.36 -0.00 -30.49 0.00 -275.09 0.00 LC: SI Sl Sl S1 S1 Sl 104 Max: 14.39 0.00 5.30 0.00 124.71 0.00 LC: S3 S3 S3 S1 S3 Sl Min: -44.36 -0.00 -16.15 0.00 -385.45 0.00 LC: Sl Sl Sl Sl Sl Sl 107 Max: 9.87 0.00 46.64 0.00 91.81 0.00 LC: S3 Sl Sl Sl S3 Sl Min: -30.36 -0.00 -15.29 0.00 -283.54 0.00 LC: Sl S3 S3 Sl Sl Sl Frame #2: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 119 Max: 8.28 0.00 9.45 0.00 79.54 0.00 LC: S3 S3 S3 S1 S3 Sl Min: -28.12 -0.00 -31.65 0.00 -271.04 0.00 LC: S1 S1 S1 Sl S1 SI • 122 Max: 12.49 0.00 4.27 0.00 109.59 0.00 LC: S3 S3 S1 Sl S3 S1 Min: -42.52 -0.00 -1.29 0.00 -373.80 0.00 LC: SI Sl S3 SI SI SI Frame Reaction Envelone l,/58 RAM Frame v7.0 Page 2/5 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:51:53 Building Code: UBCl Node Rx Ry Rz Mxx Myy Tzz 125 Max: 12.63 0.00 2.52 0.00 110.17 0.00 LC: S3 Sl S3 Sl S3 Sl Min: -42.99 -0.00 -8.41 0.00 -375.78 0.00 LC: SI S3 Sl Sl Sl Sl 128 Max: 8.44 0.00 35.78 0.00 80.20 0.00 LC: S3 SI Sl Sl S3 SI Min: -28.66 -0.00 -10.68 0.00 -273.33 0.00 LC: SI S3 S3 SI Sl Sl Frame#3: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 105 Max: 5.20 0.00 3.89 0.00 52.22 0.00 LC: S3 S3 S3 Sl S3 Sl Min: -24.78 -0.00 -17.88 0.00 -249.11 0.00 LC: Sl Sl Sl SI Sl Sl • Frame#4: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 115 Max: 14.43 6.99 10.96 41.07 143.24 0.00 LC: S3 Sl S3 S3 S3 Sl Min: -24.46 -4.12 -18.85 -70.03 -244.23 0.00 LC: Sl S3 SI SI Sl S1 120 Max: 14.43 6.99 18.85 41.08 143.27 0.00 LC: S3 Sl Sl S3 S3 Sl Min: -24.46 -4.12 -10.96 -70.04 -244.25 0.00 LC: SI S3 S3 S1 S1 S1 Frame#5: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 97 Max: 0.22 0.03 0.29 34.83 2.23 0.00 LC: S4 S4 S4 S2 S4 SI Min: -28.38 -3.80 -48.60 -0.30 -260.35 0.00 LC: S2 S2 S2 S4 S2 Sl • 103 Max: 0.74 0.08 2.48 48.70 4.75 0.00 LC: S4 S4 S4 S2 S4 S1 Min: -43.84 -5.42 -10.33 -0.64 -364.04 0.00 LC: S2 S2 S2 S4 S2 S1 Frame Reaction Envelo,ne L.-'5'1 RAM Frame v7.0 Page 3/5 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald I 02/08/01 13:51:53 Building Code: UBC I Node Rx Ry Rz Mxx Myy Tzz 106 Max: 2.23 0.20 58.93 19.92 22.68 0.00 LC: S4 S4 S2 S2 S4 SI Min: -29.75 -2.97 -2.77 -1.68 -269.77 0.00 LC: S2 S2 S4 S4 S2 S1 Frame#6: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 114 Max: 8.92 2.60 14.21 7.20 82.24 0.00 LC: S4 S2 S4 S4 S4 SI Min: -29.44 -0.79 -47.35 -23.77 -271.70 0.00 LC: S2 S4 S2 S2 S2 SI 118 Max: 13.91 4.61 2.69 10.12 115.66 0.00 LC: S4 S2 S3 S4 S4 SI Min: -44.62 -1.46 -0.53 -32.95 -376.60 0.00 LC: S2 S4 SI S2 S2 SI • 121 Max: 9.36 3.31 47.72 7.37 84.26 0.00 LC: S4 S2 S2 S4 S4 SI Min: -29.43 -1.07 -16.66 -23.80 -271.99 0.00 LC: S2 S4 S4 S2 S2 SI Frame#7: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 98 Max: 0.00 6.19 6.74 366.42 0.00 0.00 LC: SI S2 S2 S4 S2 SI Min: -0.00 -38.75 -45.96 -57.65 -0.00 0.00 LC: S3 S4 S4 S2 S4 SI 99 Max: 0.00 9.15 2.90 502.00 0.00 0.00 LC: SI S2 S4 S4 S2 SI Min: -0.00 -57.64 -0.43 -78.83 -0.00 0.00 LC: S2 S4 S2 S2 S4 SI 100 Max: 0.00 9.15 0.43 502.00 0.00 0.00 LC: S3 S2 S2 S4 S2 SI Min: -0.00 -57.64 -2.90 -78.83 -0.00 0.00 • LC: S2 S4 S4 S2 S4 SI 101 Max: 0.00 6.19 45.96 366.42 0.00 0.00 LC: S3 S2 S4 S4 S2 SI Min: -0.00 -38.75 -6.74 -57.65 -0.00 0.00 Frame Reaction Envelone t.J_,,O RAMFramev7.0 Page4/5 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:51:53 Building Code: UBC 1 Node Rx Ry Rz Mxx Myy Tzz LC: Sl S4 S2 S2 S4 Sl Frame #8: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 108 Max: 0.00 5.10 7.61 369.51 0.00 0.00 LC: Sl S2 S2 S4 S2 Sl Min: -0.00 -40.91 -60.30 -46.03 -0.00 0.00 LC: S3 S4 S4 S2 S4 S1 109 Max: 0.00 6.69 51.81 477.58 0.00 0.00 LC: S3 S2 S4 S4 S2 S1 Min: -0.00 -53.67 -6.55 -59.47 -0.00 0.00 LC: Sl S4 S2 S2 · S4 Sl 110 Max: 8.17 0.00 11.57 0.00 73.10 0.00 LC: S3 S13 S3 Sl S3 SI Min: -39.01 -0.00 -16.61 0.00 -349.01 0.00 • LC: Sl S14 SI SI Sl Sl Frame#9: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 111 Max: 0.00 5.11 8.10 373.82 0.00 0.00 LC: Sl SI SI S3 SI Sl Min: -0.00 -41.41 -61.73 -46.35 -0.00 0.00 LC: S3 S3 S3 SI S3 Sl 112 Max: 0.00 6.69 54.68 482.23 0.00 0.00 LC: SI Sl S3 S3 SI Sl Min: -0.00 -54.11 -7.16 -59.83 -0.00 0.00 LC: S3 S3 SI SI S3 S1 113 Max: 5.72 0.00 32.71 0.00 54.41 0.00 LC: S3 Sl Sl Sl S3 Sl Min: -27.29 -0.00 -0.25 0.00 -259.72 0.00 LC: Sl S3 S3 Sl Sl Sl Frame#lO: • Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 116 Max: -3.94 -7.59 -11.36 283.77 -36.44 0.00 LC: SI SI Sl S13 SI SI Min: -16.28 -31.34 -47.27 69.37 -149.06 0.00 Frame Reaction Envelone l)P\ RAMFramev7.0 Page 5/5 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald I 02/08/01 13:51:53 Building Code: UBC 1 Node Rx Ry Rz Mxx Myy Tzz LC: S13 S13 Sl3 SI S13 SI 117 Max: -3.95 -7.60 47.27 283.69 -36.46 0.00 LC: Sl SI S13 S13 SI SI Min: -16.28 -31.34 11.36 69.42 -149.02 0.00 LC: Sl3 Sl3 Sl SI S13 SI Frame#ll: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 123 Max: -2.36 -4.54 -5.23 314.10 -22.40 0.00 LC: SI SI SI S3 SI SI Min: -17.33 -33.31 -44.97 42.64 -164.99 0.00 LC: S3 S3 S3 Sl S3 Sl 124 Max: -3.49 -6.73 2.83 430.24 -30.65 0.00 LC: SI SI S3 S3 SI SI Min: -25.71 -49.56 0.33 58.36 -225.99 0.00 • LC: S3 S3 SI SI S3 SI 126 Max: -3.50 -6.73 -0.34 430.12 -30.69 0.00 LC: SI SI SI S3 Sl SI Min: -25.71 -49.55 -2.83 58.42 -225.93 0.00 LC: S3 S3 S3 SI S3 SI 127 Max: -2.37 -4.55 44.97 313.83 -22.47 0.00 LC: SI SI S3 S3 SI Sl Min: -17.31 -33.29 5.23 42.79 -164.85 0.00 LC: S3 S3 SI Sl S3 SI •• Drift L&'l- RAMFrame v7.0 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:51:53 Building Code: UBCl Steel Code: UBCl CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction Member Force Output: At Face of Joint P-Delta: Yes · Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD CASES: S5 Seis-Drift EQ_UBC97_X_ +E_Drft S6 Seis-Drift EQ_ UBC97 _X_-E _ Drft S7 Seis-Drift EQ_ UBC97 _ Y _ +E _Drft S8 Seis-Drift EQ_ UBC97 _ Y _ -E _Drft S13 Seis-Member62°+ EQ_User S14 Seis-Member62°-EQ_User RESULTS: • Location (ft): (0.000, 163.214) Story LdC Displacement Story Drift Drift Ratio X y X y X y in in in in Roof S5 1.0690 -0.0260 0.3105 -0.0051 0.0018 0.0000 S6 0.9136 -0.2003 0.2657 -0.0538 0.0016 0.0003 S7 -0.2852 0.8905 -0.0869 0.2542 0.0005 0.0015 S8 -0.0948 1.1040 -0.0315 0.3143 0.0002 0.0019 S13 0.1375 0.9299 0.0361 0.2648 0.0002 0.0016 S14 0.3525 1.1710 0.0982 0.3322 0.0006 0.0020 Third S5 0.7585 -0.0209 0.4181 -0.0091 0.0025 0.0001 S6 0.6480 -0.1465 0.3575 -0.0774 0.0021 0.0005 S7 -0.1983 0.6363 -0.1092 0.3458 0.0007 0.0021 S8 -0.0633 0.7897 -0.0350 0.4293 0.0002 0.0026 S13 0.1014 0.6651 0.0563 0.3617 0.0003 0.0022 S14 0.2543 0.8388 0.1402 0.4562 0.0008 0.0027 Second S5 0.3404 -0.0118 0.3404 -0.0118 0.0020 0.0001 S6 0.2905 -0.0691 0.2905 -0.0691 0.0017 0.0004 S7 -0.0891 0.2905 -0.0891 0.2905 0.0005 0.0017 • S8 -0.0283 0.3603 -0.0283 0.3603 0.0002 0.0021 S13 0.0451 0.3034 0.0451 0.3034 0.0003 0.0018 S14 0.1141 0.3826 0.1141 0.3826 0.0007 0.0023 Location (ft): (0.000, 0.000) Drift uP3 RAM Frame v7.0 Page 2/3 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 Building Code: UBC 1 Steel Code: UBCl Story LdC Displacement Story Drift Drift Ratio X y X y X y in in in in Roof S5 0.8469 -0.0260 0.2384 -0.0051 0.0014 0.0000 S6 0.9849 -0.2003 0.2766 -0.0538 0.0016 0.0003 S7 0.0134 0.8905 0.0027 0.2542 0.0000 0.0015 S8 -0.1556 1.1040 -0.0444 0.3143 0.0003 0.0019 S13 0.4374 0.9299 0.1216 0.2648 0.0007 0.0016 S14 0.2465 1.1710 0.0689 0.3322 0.0004 0.0020 Third S5 0.6085 -0.0209 0.3319 -0.0091 0.0020 0.0001 S6 0.7083 -0.1465 0.3857 -0.0774 0.0023 0.0005 S7 0.0108 0.6363 0.0053 0.3458 0.0000 0.0021 S8 -0.1111 0.7897 -0.0605 0.4293 0.0004 0.0026 S13 0.3158 0.6651 0.1715 0.3617 0.0010 0.0022 S14 0.1777 0.8388 0.0970 0.4562 0.0006 0.0027 Second S5 0.2766 -0.0118 0.2766 -0.0118 0.0016 0.0001 S6 0.3226 -0.0691 0.3226 -0.0691 0.0019 0.0004 • S7 0.0054 0.2905 0.0054 0.2905 0.0000 0.0017 S8 -0.0506 0.3603 -0.0506 0.3603 0.0003 0.0021 S13 0.1443 0.3034 0.1443 0.3034 0.0009 0.0018 S14 0.0807 0.3826 0.0807 0.3826 0.0005 0.0023 Location (ft): (249.339, 146.114) Story LdC Displacement Story Drift Drift Ratio X y X y X y in in in in Roof S5 1.0458 -0.3653 0.3030 -0.1153 0.0018 0.0007 S6 0.9211 -0.0914 0.2668 -0.0372 0.0016 0.0002 S7 -0.2539 1.3467 -0.0775 0.3909 0.0005 0.0023 S8 -0.1012 1.0112 -0.0329 0.2946 0.0002 0.0018 S13 0.1690 1.3880 0.0451 0.3955 0.0003 0.0024 S14 0.3414 1.0091 0.0951 0.2874 0.0006 0.0017 Third S5 0.7428 -0.2500 0.4091 -0.1408 0.0024 0.0008 S6 0.6543 -0.0542 0.3604 -0.0342 0.0021 0.0002 S7 -0.1764 0.9558 -0.0972 0.5208 0.0006 0.0031 S8 -0.0683 0.7167 -0.0377 0.3904 0.0002 0.0023 • S13 0.1239 0.9926 0.0684 0.5377 0.0004 0.0032 S14 0.2463 0.7217 0.1357 0.3902 0.0008 0.0023 Second S5 0.3337 -0.1093 0.3337 -0.1093 0.0020 0.0007 S6 0.2939 -0.0201 0.2939 -0.0201 0.0017 0.0001 Drift wl RAMFrame v7.0 Page 3/3 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:51:53 Building Code: UBC 1 Steel Code: UBC 1 Story LdC Displacement Story Drift Drift Ratio S7 -0.0792 0.4350 -0.0792 0.4350 0.0005 0.0026 S8 -0.0306 0.3263 -0.0306 0.3263 0.0002 0.0019 S13 0.0555 0.4549 0.0555 0.4549 0.0003 0.0027 S14 0.1106 0.3315 0.1106 0.3315 0.0007 0.0020 Location (ft): (174.041, 0.453) Story LdC Displacement Story Drift Drift Ratio X y X y X y in in in in Roof S5 0.8475 -0.2628 0.2386 -0.0820 0.0014 0.0005 S6 0.9847 -0.1243 0.2765 -0.0422 0.0016 0.0003 S7 0.0126 1.2090 0.0024 0.3496 0.0000 0.0021 S8 -0.1554 1.0393 -0.0444 0.3005 0.0003 0.0018 S13 0.4366 1.2497 0.1214 0.3560 0.0007 0.0021 S14 0.2468 1.0580 0.0689 0.3009 0.0004 0.0018 Third S5 0.6089 -0.1808 0.3321 -0.1010 0.0020 0.0006 • S6 0.7082 -0.0821 0.3857 -0.0472 0.0023 0.0003 S7 0.0102 0.8593 0.0050 0.4679 0.0000 0.0028 S8 -0.1110 0.7387 -0.0605 0.4021 0.0004 0.0024 S13 0.3152 0.8937 0.1712 0.4845 0.0010 0.0029 S14 0.1779 0.7571 0.0971 0.4101 0.0006 0.0024 Second S5 0.2768 -0.0798 0.2768 -0.0798 0.0016 0.0005 S6 0.3225 -0.0349 0.3225 -0.0349 0.0019 0.0002 S7 0.0052 0.3914 0.0052 0.3914 0.0000 0.0023 S8 -0.0505 0.3366 -0.0505 0.3366 0.0003 0.0020 S1-3 0.1440 0.4091 0.1440 0.4091 0.0009 0.0024 S14 0.0808 0.3469 0.0808 0.3469 0.0005 0.0021 • • • • CRITERIA: Code Check Summary RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Building Code: UBC 1 Rigid End Zones: Include Effects: 50.00% Reduction At Face of Joint Member Force Output: P-Delta: Yes Scale Factor: 1.00 Diaphragm: Rigid Ground Level: Base LOAD CASE DEFINITIONS: RI DeadLoad RAMUSER R2 PosLiveLoad RAMUSER R3 NegLiveLoad RAMUSER R4 PosRoofLiveLoad RAMUSER Sl Seis-Member EQ_UBC97_X_ +E_F S2 Seis-Member EQ_UBC97_X_-E_F S3 Seis-Member EQ_UBC97_Y_ +E_F S4 Seis-Member EQ_UBC97_Y_-E_F S13 Seis-Member62°+ EQ_User S14 Seis-Member62°-EQ_User LOAD COMBINATIONS: AISC ASD + UBC 97 1 * 1.00RI 2 * 1.00 Rl + 1.00 R2 + 1.00 R4 3 * 1.00 Rl + 1.00 R2 4 * 1.00 RI + 1.00 R3 5 * 1.00 Rl + 1.00 R4 6 * 1.00 Rl + 0.71 SI 7 * 1.00 RI + 0.71 S2 8 * 1.00 Rl + 0.83 S3 9 * 1.00 Rl + 0.84 S4 10 * 1.00 Rl + 0.82 S13 11 * 1.00 RI + 0.75 S14 12 * 1.00 RI -0.71 SI 13 * 1.00 Rl -0.71 S2 14 * 1.00 Rl -0.83 S3 15 * 1.00 Rl -0.84 S4 16 * 1.00 RI -0.82 S13 17 * 1.00 Rl -0.75 S14 18 * 0.90 RI + 0.71 SI 19 * 0.90 RI + 0.71 S2 20 * 0.90 Rl + 0.83 S3 21 * 0.90 RI + 0.84 S4 22 * 0.90 Rl + 0.82 S13 23 * 0.90 Rl + 0.75 S14 24 * 0.90 RI -0.71 SI 25 * 0.90 Rl -0.71 S2 -*Tl\f'i~ f1GMe£11. Qp1(:>.1 -:» SE'c fp.N,-0\,,) ... fo<..,,o...J,N..-~,)l"fMAft1 02/08/01 13:59:49 Steel Code: AISC ASD Rho= 1.000 Rho= 1.000 Rho= 1.155 Rho= 1.182 Rho= 1.141 Rho= 1.046 • • • Code Check Summary RAM Frame v7.0 HCFE HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Building Code: UBCI 26 * 0.90 RI -0.83 S3 27 * 0.90 RI -0.84 S4 28 * 0.90 RI -0.82 S13 29 * 0.90 RI -0.75 S14 30 * 1.00 RI + 0.75 R2 + 0.75 R4 + 0.54 SI 31 * 1.00 RI + 0.75 R2 + 0.75 R4 + 0.54 S2 32 * 1.00 RI + 0.75 R2 + 0.75 R4 + 0.62 S3 33 * 1.00 RI + 0.75 R2 + 0.75 R4 + 0.63 S4 34 * 1.00 RI + 0.75 R2 + 0.75 R4 + 0.61 S13 35 * 1.00 Rl + 0.75 R2 + 0.75 R4 + 0.56 S14 36 * 1.00 RI + 0.75 R2 + 0.75 R4 -0.54 SI 37 * 1.00 RI + 0.75 R2 + 0.75 R4 -0.54 S2 38 * 1.00 RI + 0.75 R2 + 0.75 R4 -0.62 S3 39 * 1.00 RI + 0.75 R2 + 0.75 R4 -0.63 S4 40 * 1.00 RI + 0.75 R2 + 0.75 R4 -0.61 S13 41 * 1.00 RI + 0.75 R2 + 0.75 R4 -0.56 S14 42 * 1.00 RI + 0.75 R4 + 0.54 SI 43 * 1.00 RI + 0.75 R4 + 0.54 S2 44 * 1.00 RI + 0.75 R4 + 0.62 S3 45 * 1.00 RI + 0.75 R4 + 0.63 S4 46 * 1.00 RI + 0.75 R4 + 0.61 SI3 47 * 1.00 RI + 0.75 R4 + 0.56 S14 48 * 1.00 RI + 0.75 R4 -0.54 SI 49 * 1.00 RI + 0.75 R4 -0.54 S2 50 * 1.00 RI + 0.75 R4 -0.62 S3 51 * 1.00 RI + 0.75 R4 -0.63 S4 52 * 1.00 RI + 0.75 R4 -0.61 S13 53 * 1.00 RI + 0.75 R4 -0.56 S14 54 * 1.00 RI + 0.75 R2 + 0.54 SI 55 * 1.00 RI + 0.75 R2 + 0.54 S2 56 * 1.00 RI + 0.75 R2 + 0.62 S3 57 * 1.00 RI + 0.75 R2 + 0.63 S4 58 * 1.00 RI + 0.75 R2 + 0.61 S13 59 * 1.00 RI + 0.75 R2 + 0.56 S14 60 * 1.00 RI + 0.75 R2 -0.54 SI 61 * 1.00 RI + 0.75 R2 -0.54 S2 62 * 1.00 RI + 0.75 R2 -0.62 S3 63 * 1.00 RI + 0.75 R2 -0.63 S4 64 * 1.00 RI + 0.75 R2 -0.61 S13 65 * 1.00 RI + 0.75 R2 -0.56 S14 66 * 1.00 RI + 0.75 R3 + 0.54 SI 67 * 1.00 Rl + 0.75 R3 + 0.54 S2 68 * 1.00 Rl + 0.75 R3 + 0.62 S3 69 * 1.00 RI + 0.75 R3 + 0.63 S4 70 * 1.00 RI + 0.75 R3 + 0.61 S13 LJp(o Page 2/12 02/08/01 13:59:49 Steel Code: AISC ASD Code Check Summa[I LlP? RAMFramev7.0 Page 3/12 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_! 02/08/01 13:59:49 Building Code: UBCl Steel Code: AISC ASD 71 * 1.00 Rl + 0.75 R3 + 0.56 S14 72 * 1.00 Rl + 0.75 R3 -0.54 S1 73 * 1.00 Rl + 0.75 R3 -0.54 S2 74 * 1.00 Rl + 0.75 R3 -0.62 S3 75 * 1.00 Rl + 0.75 R3 -0.63 S4 76 * 1.00 Rl + 0.75 R3 -0.61 S13 77 * 1.00 Rl + 0.75 R3 -0.56 S14 * = Load combination currently selected to use Frame#l: Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 5 20.09 79.47 0.00 11.31 0.07 12 0.10 Hl-3 50 W14X211 8 22.14 -114.27 -0.00 17.23 0.01 6 0.11 Hl-3 50 W14X257 15 15.16 -76.92 0.00 ll.11 0.02 6 0.09 Hl-3 50 W14X211 • Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 4 0.00 -88.30 0.00 11.04 0.00 6 0.25 Hl-3 50 W24X62 34 0.00 -85.94 0.00 10.90 0.00 12 0.24 Hl-3 50 W24X62 Level: Third Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 5 80.50 108.26 -1.39 18.35 0.07 36 0.17 Hl-3 50 W14X211 8 73.99 -181.61 0.11 29.51 0.01 6 0.20 Hl-3 50 W14X257 15 45.81 -120.18 0.30 18.90 0.02 6 0.16 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 8 0.00 -195.95 0.00 24.81 0.00 12 0.32 Hl-3 50 W27X94 27 0.00 -197.54 0.00 24.47 0.00 12 0.33 Hl-3 50 W27X94 Level: Second Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 5 104.26 -207.08 0.00 22.76 0.00 12 0.29 Hl-3 50 W14X211 • 8 148.54 -271.37 0.00 32.62 0.00 12 0.31 Hl-3 50 W14X257 15 78.57 208.55 0.00 23.11 0.00 6 0.27 Hl-3 50 W14X211 Code Check Summaa t.JA!:> RAMFramev7.0 Page 4/12 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13 :59:49 Building Code: UBCl Steel Code: AISC ASD Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 8 0.00 -220.00 0.00 26.17 0.00 12 0.36 Hl-3 50 W27X94 27 0.00 -228.30 0.00 26.54 0.00 12 0.38 Hl-3 50 W27X94 Frame#2: Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 34 15.53 75.83 0.00 10.62 0.15 12 0.09 Hl-3 50 W14X211 39 31.00 -164.75 -3.00 26.32 0.21 36 0.17 Hl-3 50 W14X257 43 27.47 162.96 0.78 26.17 0.06 30 0.16 Hl-3 50 W14X257 46 15.92 -71.66 0.00 9.93 0.13 6 0.09 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 130 0.00 -101.67 0.00 12.25 0.00 42 0.28 Hl-3 50 W24X62 144 0.00 -167.57 0.00 21.05 0.00 36 Q.~1:7 Hl-3 5Q W24X62 ~ • 159 0.00 -93.53 0.00 11.23 0.00 12 0.26 Hl-3 50 W24X62 Level: Third Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 34 48.92 110.77 -2.14 17.22 0.15 12 0.16 Hl-3 50 W14X211 39 106.93 265.45 -3.36 44.32 0.24 60 0.29 Hl-3 50 W14X257 43 93.47 -263.18 0.49 43.89 0.03 54 0.28 Hl-3 50 W14X257 46 46.00 -106.65 1.86 16.51 0.13 6 0.15 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 120 0.00 -251.83 0.00 28.06 0.00 54 0.41 Hl-3 50 W27X94 137 0.00 -469.54 0.00 57.62 0.00 36 0.57 Hl-3 50 W27Xl14 154 0.00 -224.95 0.00 25.18 0.00 60 0.34 Hl-3 50 W27X94 Level: Second Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 34 83.70 -201.71 0.00 21.96 0.00 12 0.27 Hl-3 50 W14X211 39 126.71 -296.39 0.00 37.28 0.00 12 0.32 Hl-3 50 W14X257 • 43 109.73 296.43 0.00 37.42 0.00 6 0.32 Hl-3 50 Wl4X257 46 77.68 199.97 0.00 21.64 0.00 6 0.26 Hl-3 50 W14X211 Code Check Summaa L-(e, '1 RAM Frame v7.0 Page 5/12 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13 :59:49 Building Code: UBC 1 Steel Code: AISC ASD Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 117 0.00 -276.10 0.00 29.70 0.00 30 0.45 Hl-3 50 W27X94 134 0.00 -489.26 0.00 59.23 0.00 60 0.60 Hl-3 50 W27X114 150 0.00 -248.97 0.00 26.92 0.00 36 0.37 Hl-3 50 W27X94 Frame#3: Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 11 47.18 -72.10 -12.80 12.95 0.11 33 0.14 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 44 0.00 -82.16 0.00 9.23 0.00 42 0.23 Hl-3 50 W24X62 77 0.00 -81.96 0.00 10.59 0.00 12 0.23 Hl-3 50 W24X62 Level: Third • Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 11 216.23 144.38 -1.59 23.78 0.15 36 0.31 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 39 0.00 -250.47 0.00 30.27 0.00 30 0.41 Hl-3 50 W27X94 71 0.00 -191.93 0.00 23.13 0.00 12 0.32 Hl-3 50 W27X94 Level: Second Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 11 384.83 -166.65 0.00 22.01 0.00 36 0.41 Hl-1 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 39 0.00 -266.67 0.00 31.12 0.00 30 0.44 Hl-3 50 W27X94 68 0.00 -219.60 0.00 24.70 0.00 12 0.36 Hl-3 50 W27X94 Frame#4: • Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 29 30.07 53.13 11.84 9.42 0.03 32 0.11 Hl-3 50 W14X211 36 53.57 -46.32 -10.39 8.31 0.10 38 0.11 Hl-3 50 W14X211 Code Check Summao: L,,10 RAM Frame v7 .0 Page 6/12 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:59:49 Building Code: UBC 1 Steel Code: AISC ASD Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 112 0.00 -64.94 0.00 5.83 0.00 36 0.18 Hl-3 50 W24X62 Level: Third Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 29 143.02 -94.56 11.42 18.58 0.02 32 0.23 Hl-3 50 W14X211 36 234.53 101.53 1.81 16.12 0.15 30 0.26 Hl-1 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 103 0.00 -192.26 0.00 19.40 0.00 36 0.32 Hl-3 50 W27X94 Level: Second Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 29 255.40 162.38 0.00 21.00 0.02 36 0.32 Hl-1 50 W14X211 • 36 416.08 -146.74 0.00 20.35 0.02 30 0.41 Hl-1 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 100 0.00 -207.51 0.00 20.20 0.00 36 0.34 Hl-3 50 W27X94 Frame#S: Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 6 23.11 67.28 0.02 9.61 0.30 13 0.09 Hl-3 50 W14X211 7 13.61 103.92 -1.85 16.31 0.05 13 0.10 Hl-3 50 W14X257 14 16.56 -66.28 -2.77 9.45 0.63 7 0.09 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 15 0.00 -73.18 0.00 10.22 0.00 7 0.20 Hl-3 50 W24X62 31 0.00 -75.98 0.00 10.94 0.00 13 0.21 Hl-3 50 W24X62 Level: Third • Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 6 72.80 110.45 -4.09 17.28 0.29 13 0.18 Hl-3 50 W14X211 7 40.77 176.06 -6.59 29.23 0.34 13 0.19 Hl-3 50 W14X257 14 52.44 -111.49 -0.79 17.37 0.06 7 0.15 Hl-3 50 W14X211 Code Check Summaa: L-1( RAM Frame v7.0 Page 7/12 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:59:49 Building Code: UBC 1 Steel Code: AISC ASD Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 20 0.00 -176.13 0.00 22.46 0.00 13 0.29 Hl-3 50 W27X94 24 0.00 -180.70 0.00 24.05 0.00 13 0.30 Hl-3 50 W27X94 Level: Second Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 6 125.18 -192.87 0.00 21.56 0.00 13 0.29 Hl-3 50 W14X211 7 68.64 -262.40 0.00 31.72 0.26 13 0.27 Hl-3 50 W14X257 14 91.67 194.55 0.00 21.94 0.59 7 0.27 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 20 0.00 -207.91 0.00 24.79 0.00 13 0.34 Hl-3 50 W27X94 24 0.00 -210.43 0.00 27.44 0.00 7 0.35 Hl-3 50 W27X94 Frame #6: • Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 28 23.65 -69.50 0.09 9.51 0.03 13 0.09 Hl-3 50 Wl4X211 33 11.47 -109.57 3.33 16.71 0.55 13 0.11 Hl-3 50 W14X257 37 18.01 70.95 -3.01 10.38 0.61 7 0.10 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 109 0.00 -75.80 0.00 10.19 0.00 7 0.21 Hl-3 50 W24X62 128 0.00 -83.09 0.00 12.20 0.00 13 0.23 Hl-3 50 W24X62 Level: Third Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 28 82.64 -116.92 0.70 18.19 0.05 13 0.18 Hl-3 50 W14X211 33 31.07 -185.32 3.60 30.23 0.26 13 0.19 Hl-3 50 W14X257 37 59.35 119.36 -2.09 18.61 0.15 7 0.17 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size • # kips kip-ft kip-ft kips kips ksi 100 0.00 -180.68 0.00 21.94 0.00 13 0.30 Hl-3 50 W27X94 118 0.00 -197.42 0.00 31.60 0.00 13 0.30 Hl-3 50 W27X94 Code Check Summary l71--RAM Frame v7.0 Page 8/12 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_! 02/08/01 13:59:49 Building Code: UBCl Steel Code: AISC ASD Level: Second Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 28 144.42 202.84 0.00 22.39 0.02 13 0.31 Hl-3 50 W14X211 33 50.52 276.56 0.00 32.79 0.64 13 0.27 Hl-3 50 W14X257 37 103.53 -199.50 0.00 22.83 0.64 7 0.28 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 97 0.00 -215.31 0.00 24.42 0.00 13 0.35 Hl-3 50 W27X94 115 0.00 -226.09 0.00 33.89 0.00 7 0.34 Hl-3 50 W27X94 Frame#7: Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 1 32.35 104.72 0.00 15.35 0.13 15 0.13 Hl-3 50 Wl4X211 2 23.91 -167.40 -0.00 25.06 0.13 9 0.16 Hl-3 50 W14X257 • 3 23.26 -160.60 0.00 23.91 0.10 9 0.15 Hl-3 50 W14X257 4 37.03 -126.69 0.00 19.94 0.04 33 0.16 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 1 0.00 -139.14 0.00 16.74 0.00 33 0.39 Hl-3 50 W24X62 2 0.00 -136.51 0.00 16.56 0.00 9 0.38 Hl-3 50 W24X62 17 0.00 -146.24 0.00 17.52 0.00 33 0.41 Hl-3 50 W24X62 Level: Third Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 1 152.79 158.04 1.31 26.83 0.13 39 0.27 Hl-3 50 W14X211 2 80.16 -279.02 -1.83 44.97 0.13 9 0.29 Hl-3 50 W14X257 3 77.65 -270.85 -1.43 43.47 0.10 9 0.28 Hl-3 50 W14X257 4 138.50 -207.87 -0.59 34.16 0.04 33 0.32 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 1 0.00 -378.78 0.00 44.60 0.00 33 0.62 Hl-3 50 W27X94 • 3 0.00 -358.95 0.00 42.29 0.00 33 0.59 Hl-3 50 W27X94 5 0.00 -346.19 0.00 41.62 0.00 33 0.57 Hl-3 50 W27X94 Level: Second Code Check Summaa LT:> RAM Frame v7.0 Page 9/12 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:59:49 Building Code: UBC 1 Steel Code: AISC ASD Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 1 190.42 -311.08 0.00 35.52 0.00 15 0.45 Hl-3 50 Wl4X211 2 137.14 447.64 0.00 51.22 0.00 9 0.46 Hl-3 50 W14X257 3 131.59 444.15 0.00 50.39 0.00 9 0.46 Hl-3 50 W14X257 4 173.16 342.15 0.00 38.07 0.00 9 0.48 Hl-3 50 W14X211 l\< Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 1 0.00 -407.03 0.00 46.83 0.00 33 0.67 Hl-3 50 W27X94~ 3 0.00 -382.46 0.00 43.91 0.00 33 0.63 Hl-3 50 W27X94 5 0.00 -382.16 0.00 43.50 0.00 9 0.63 Hl-3 50 W27X94 Frame#S: Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 18 26.48 135.86 0.00 21.10 0.13 15 0.16 Hl-3 50 W14X211 • 19 28.99 196.81 0.00 29.92 0.14 15 0.19 Hl-3 50 W14X257 20 44.82 82.89 -0.39 13.67 0.04 30 0.10 Hl-3 50 W14X257 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 68 0.00 -201.60 0.00 27.77 0.00 9 0.33 Hl-3 50 W24X94 70 0.00 -215.69 0.00 23.32 0.00 51 0.35 Hl-3 50 W24X94¥ Level: Third Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 18 103.20 202.18 1.87 30.62 0.13 15 0.29 Hl-3 50 W14X211 19 177.96 261.24 1.47 48.12 0.14 39 0.32 Hl-3 50 W14X257 20 177.26 -161.16 -0.39 27.19 0.04 30 0.23 Hl-3 50 W14X257 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 63 0.00 -549.15 0.00 63.25 0.00 57 0.73 Hl-3 50 W27X114 65 0.00 -649.73 0.00 73.36 0.00 39 0.79 Hl-3 50 W27X114 • Level: Second Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 18 159.46 -306.88 0.00 35.51 0.00 15 0.43 Hl-3 50 W14X211 19 288.30 381.34 0.00 53.34 0.00 9 0.48 Hl-3 50 W14X257 20 183.92 257.14 0.00 29.95 0.00 6 0.32 Hl-3 50 W14X257 Code Check Summa!:I L7~ RAM Frame v7.0 Page 10/12 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald_ 1 02/08/01 13:59:49 Building Code: UBC 1 Steel Code: AISC ASD Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 60 0.00 -542.22 0.00 57.64 0.00 33 0.66 Hl-3 50 W27X114 62 0.00 -651.87 0.00 73.02 0.00 63 0.79 Hl-3 50 W27Xll4~ Frame #9: Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 25 24.51 143.45 -0.00 21.70 0.02 14 0.17 Hl-3 50 W14X211 26 43.34 -165.86 0.00 22.55 0.09 8 0.17 Hl-3 50 W14X257 27 21.98 -72.27 0.00 10.10 0.05 6 0.09 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 95 0.00 -179.20 0.00 18.63 0.00 8 0.29 Hl-3 50 W24X94 97 0.00 149.14 0.00 13.54 0.00 2 0.24 Hl-3 50 W24X94 • Level: Third Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 25 88.26 194.81 1.87 29.66 0.13 15 0.27 Hl-3 50 Wl4X211 26 172.76 -206.61 -1.96 37.60 0.14 9 0.27 Hl-3 50 W14X257 27 66.42 -106.26 0.71 16.54 0.05 6 0.16 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 85 0.00 -475.46 0.00 57.12 0.00 32 0.58 Hl-3 50 W27X114 87 0.00 -383.61 0.00 38.79 0.00 62 0.51 Hl-3 50 W27X114 Level: Second Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 25 131.97 -303.39 0.00 35.06 0.00 15 0.41 Hl-3 50 W14X211 26 270.91 400.01 0.00 46.83 0.00 21 Q.42 Hl-3 ~Q W14X2.52 * 27 112.66 191.70 0.00 21.13 0.00 6 0.28 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi • 82 0.00 -459.58 0.00 51.39 0.00 57 0.56 Hl-3 50 W27X114 84 0.00 -392.97 0.00 38.59 0.00 39 0.53 Hl-3 50 W27Xll4 Frame#lO: Code Check Summaa L15 RAMFramev7.0 Page 11/12 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:59:49 Building Code: UBC 1 Steel Code: AISC ASD Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 30 24.31 -101.06 4.86 16.82 0.29 38 0.14 Hl-3 50 W14X211 32 29.11 124.20 -5.94 20.84 0.36 32 0.17 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 114 0.00 -132.69 0.00 17.31 0.00 34 0.37 Hl-3 50 W24X62 Level: Third Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 30 92.67 170.76 6.99 28.72 0.27 38 0.26 Hl-3 50 W14X211 32 104.96 -218.41 -8.74 36.27 0.32 56 0.32 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi • 105 0.00 -358.45 0.00 49.94 0.00 34 0.44 Hl-3 50 W27X114 Level: Second Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 30 124.13 -270.13 0.00 32.61 0.18 16 0.37 Hl-3 50 W14X211 32 143.68 293.83 0.00 34.77 0.20 10 0.41 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 102 0.00 -394.65 0.00 52.33 0.00 10 0.48 Hl-3 50 W27X114 Frame #11: Level: Roof Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 41 40.09 -103.23 4.33 17.60 0.25 38 0.15 Hl-3 50 Wl4X211 42 27.56 -154.89 -1.18 23.49 0.60 8 0.15 Hl-3 50 W14X257 44 26.65 -147.69 -1.11 21.59 0.63 8 0.15 Hl-3 50 W14X257 45 36.06 156.40 -6.14 23.94 0.37 32 0.21 Hl-3 50 W14X211 • Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 151 0.00 -148.87 0.00 18.69 0.00 32 0.41 Hl-3 50 W24X62 155 0.00 -137.19 0.00 17.67 0.00 32 0.38 Hl-3 50 W24X62 Code Check Summaa t.,,es, RAM Frame v7 .0 Page 12/12 HCFE HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:59:49 Building Code: UBCl Steel Code: AISC ASD Beam p Mmajor Mminor Vmajor Vminor LC Interact: Fy Size 161 0.00 -140.81 0.00 17.75 0.00 32 0.39 Hl-3 50 W24X62 Level: Third Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 41 170.73 177.88 6.54 28.71 0.46 38 0.32 Hl-3 50 W14X211 42 94.65 -257.62 -12.54 41.35 0.90 8 0.30 Hl-3 50 W14X257 44 105.33 245.62 12.67 37.81 0.91 14 0.29 Hl-3 50 W14X257 45 155.31 -250.67 -9.30 38.82 0.67 32 0.39 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 147 0.00 -359.80 0.00 48.10 0.00 8 0.59 Hl-3 50 W27X94 150 0.00 -353.19 0.00 46.43 0.00 8 0.58 Hl-3 50 W27X94 156 0.00 -405.15 0.00 61.67 0.00 62 0.61 Hl-3 50 W27X94 Level: Second • Col. p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 41 206.48 -303.68 0.00 35.05 0.18 14 0.46 Hl-3 50 Wl4X211 42 163.10 416.34 0.00 47.81 0.25 8 0.45 Hl-3 50 W14X257 44 168.61 414.61 0.00 47.41 0.24 8 0.45 Hl-3 50 W14X257 45 179.05 320.47 0.00 36.09 0.19 8 0.46 Hl-3 50 W14X211 Beam p Mmajor Mminor Vmajor Vminor LC Interact. Fy Size # kips kip-ft kip-ft kips kips ksi 144 0.00 -400.93 0.00 50.43 0.00 8 0.66 Hl-3 50 W27X94 147 0.00 -375.30 0.00 47.15 0.00 8 0.62 Hl-3 50 W27X94 151 0.00 -381.47 0.00 47.47 0.00 8 0.63 Hl-3 50 W27X94 • •• • • Member Code Check RAM Frame v7.0 HCPE HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Building Code: UBCl BEAM INFORMATION: Story Level Fy (ksi) Beam Size = Roof = 50.00 = W24X62 INPUT DESIGN PARAMETERS: Frame Number = 2 Lu for Axial (ft) _____________________________ ~ ____ _ Lu for Bending (ft) ________________________________ . K _______________________________________________ _ Braced Against Joint Translation ___________________ _ Top Flange Continuously Braced ___________________ _ Bottom Flange Continuously Braced ________________ _ CONTROLLING BEAM SEGMENT FORCES -SHEAR X-Axis 36.32 36.32 1.00 No Yes No Segment distance (ft) i -end _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 j -end ____ .. _ .. __ . __ . _ .. __ .. __ ... _ . __ ... _ .. __ . _ _ _ _ 36.67 Load Combination: 1.00 Rl + 0.75 R2 + 0.75 R4 -0.54 Sl Max Shear Vmajor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 21.05 Max Shear Vminor (kips) __ .. _. ___ .. _. _ _ _ 0.00 SHEAR CHECK: fvx (ksi) = 2.06 fvy (ksi) = 0.00 Fvx (ksi) = Fvy (ksi) = 20.00 20.00 fvx/Fvx = fvy/Fvy = CONTROLLING BEAM SEGMENT FORCES -FLEXURE Segment distance (ft) i -end ___ .. _ .. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 j -end _. __ .. _ .. _____ .. _. __ . ____ . _. _ ... ____ . __ .... _ 36.67 Load Combination: 1.00 Rl + 0.75 R2 + 0.75 R4 -0.54 Sl Axial Load (kips) _ . _ .. ___ . _ _ _ _ _ _ _ _ _ _ _ _ 0. 00 Moment Mmajor(kip-ft) _________________ -167.57 Moment Mminor (kip-ft) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 CALCULATED PARAMETERS: fa (ksi) = 0.00 Fa (ksi) = 24.77 fbx (ksi) = 15.35 Fbx (ksi) = 33.00 fby (ksi) = 0.00 Fby (ksi) = 37.50 Cb = 1.26 KL/Rx = 47.23 KL/Ry = 31.89 INTERACTION EQUATION: fa/Fa = 0.000 Eq Hl-3: 0.000 + 0.465 + 0.000 = 0.465 L..T7 02/08/01 13:59:49 Steel Code: AISC ASD Beam Number = 144 Y-Axis 3.66 3.66 1.00 0.103 0.000 No •• • • Member Code Check RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Building Code: UBC 1 COLUMN INFORMATION: Story Level Fy (ksi) Column Size = Second = 50.00 Frame Number = 7 = W14X211 INPUT DESIGN PARAMETERS: Lu (ft) _________________________________________ -__ K _______________________________________________ _ Braced Against Joint Translation ___________________ _ CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.00 Rl + 0.84 S4 X-Axis 13.44 1.63 No Shear Top Vmajor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 38.07 Vminor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 Shear Bot. Vmajor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 38.07 Vminor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 SHEAR CHECK: fvx (ksi) = 2.47 Fvx (ksi) = 20.00 fvy (ksi) = 0.00 Fvy (ksi) = 20.00 CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.00 Rl + 0.84 S4 Axial Load (kips) _________________ _ Moment Top Mmajor (kip-ft) _____________ _ Mminor (kip-ft) _____________ _ Moment Bot. Mmajor(kip-ft) _____________ _ Mminor (kip-ft) _____________ _ CALCULATED PARAMETERS: fa (ksi) = 2. 79 fbx (ksi) = 12.15 fby (ksi) = 0.00 Cb = 2.26 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Rx = 40.03 KL/Ry INTERACTION EQUATION: fa/Fa = 0.109 Eq Hl-3: 0.109 + 0.368 + 0.000 = 0.477 fvx/Fvx = fvy/Fvy = 173.16 -148.09 0.00 342.15 0.00 = 25.66 = 33.00 = 37.50 = 41.22 L1B 02/08/01 13:59:49 Steel Code: AISC ASD Column Number = 4 Y-Axis 14.00 1.00 No 0.124 0.000 • • • Member Code Check RAM Frame v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Building Code: UBC 1 BEAM INFORMATION: Story Level Fy (ksi) Beam Size = Second = 50.00 = W27X94 INPUT DESIGN PARAMETERS: Frame Number = 7 Lu for Axial (ft) __________________________________ _ Lu for Bending (ft) ________________________________ . K _______________________________________________ _ Braced Against Joint Translation ___________________ _ Top Flange Continuously Braced ___________________ _ Bottom Flange Continuously Braced ________________ _ CONTROLLING BEAM SEGMENT FORCES -SHEAR X-Axis 29.66 29.66 1.00 No Yes No Segment distance (ft) i -end _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 j -end _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 30.00 Load Combination: 1.00 Rl + 0.75 R2 + 0.75 R4 + 0.63 S4 Max Shear Vmajor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 46.83 Max Shear Vminor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 SHEAR CHECK: fvx (ksi) = 3.55 Fvx (ksi) = Fvy (ksi) = 20.00 20.00 fvx/Fvx = fvy (ksi) = 0.00 fvy/Fvy = CONTROLLING BEAM SEGMENT FORCES -FLEXURE Segment distance (ft) i -end _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 j -end _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 30.00 Load Combination: 1.00 Rl + 0.75 R2 + 0.75R4 + 0.63 S4 Axial Load (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 Moment Mmajor (kip-ft) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ -407.03 Moment Mminor (kip-(t) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 CALCULATED PARAMETERS: fa (ksi) = 0.00 Fa (ksi) = 23.81 fbx (ksi) = 20.10 Fbx (ksi) = 30.00 fby (ksi) = 0.00 Fby (ksi) = 37.50 Cb = 1.75 KL/Rx = 32.76 KL/Ry = 53.38 INTERACTION EQUATION: fa/Fa = 0.000 Eq Hl-3: 0.000 + 0.670 + 0.000 = 0.670 02/08/01 13:59:49 Steel Code: AISC ASD Beam Number = 1 Y-Axis 9.41 9.41 0.178 0.000 1.00 No • • • Member Code Check RAMFramev7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Building Code: UBC 1 BEAM INFORMATION: Story Level Fy (ksi) Beam Size = Roof = 50.00 = W24X94· INPUT DESIGN PARAMETERS: Frame Number = 8 Lu for Axial (ft) __________________________________ _ Lu for Bending (ft) ________________________________ . K _______________________________________________ _ Braced Against Joint Translation ___________________ _ Top Flange Continuously Braced ___________________ _ Bottom Flange Continuously Braced ________________ _ CONTROLLING BEAM SEGMENT FORCES -SHEAR Segment distance (ft) i -end _______________________ _ j -end ______ -------------------------------------- Load Combination: 1.00 Rl + 1.00 R4 X-Axis 38.74 38.74 1.00 No Yes No 0.00 39.08 Max Shear Vmajor (kips) _______________ _ Max Shear Vminor (kips) _______________ _ 23.32 0.00 SHEAR CHECK: fvx (ksi) = 1.86 fvy (ksi) = 0.00 Fvx (ksi) = Fvy (ksi) = 20.00 20.00 fvx/Fvx = fvy/Fvy = CONTROLLING BEAM SEGMENT FORCES -FLEXURE Segment distance (ft) i -end _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 j -end _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 39.08 Load Combination: 1.00 Rl + 0. 75 R4 -0.63 S4 Axial Load (kips) ____________________ _ Moment Mmajor (kip-ft) ________________ _ Moment Mminor (kip-ft) ________________ _ CALCULATED PARAMETERS: fa (ksi) = 0.00 Fa (ksi) fbx (ksi) = 11.66 Fbx (ksi) fby (ksi) = 0.00 Fby (ksi) Cb = 1.22 KL/Rx = 47.08 KL/Ry INTERACTION EQUATION: fa/Fa = 0.000 Eq Hl-3: 0.000 + 0.353 + 0.000 = 0.353 0.00 -215.69 0.00 = = = = 24.79 33.00 37.50 22.13 02/08/01 13:59:49 Steel Code: AISC ASD Beam Number = 70 Y-Axis 3.66 3.66 1.00 0.093 0.000 No • • • Member Code Check RAMFramev7.0 HOPE Engineering HCFE Emerald Lake Corporate Center DataBase: Emerald 1 Building Code: UBC 1 BEAM INFORMATION: Story Level = Second Frame Number = 8 Fy (ksi) = 50.00 Beam Size = W27Xl 14 INPUT DESIGN PARAMETERS: Lu for Axial (ft) __________________________________ _ Lu for Bending (ft) ________________________________ . K _______________________________________________ _ Braced Against Joint Translation ___________________ _ Top Flange Continuously Braced ___________________ _ Bottom Flange Continuously Braced ________________ _ CONTROLLING BEAM SEGMENT FORCES -SHEAR X-Axis 38.74 38.74 1.00 No Yes No Segment distance (ft) i -end________________________ 0.00 j -end _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 3 9. 08 Load Combination: 1.00 Rl + 1.00 R2 Max Shear Vmajor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 73.02 Max Shear Vminor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 SHEAR CHECK: fvx (ksi) = 4.69 Fvx (ksi) = 20.00 fvx/Fvx = fvy (ksi) = 0.00 Fvy (ksi) = 20.00 fvy/Fvy = CONTROLLING BEAM SEGMENT FORCES -FLEXURE Segment distance (ft) i -end _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 j -end _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 3 9. 08 Load Combination: 1.00 Rl + 0. 75 R2 -0.63 S4 Axial Load (kips) ____________________ _ Moment Mmajor (kip-ft) ________________ _ Moment Mminor (kip-ft) ________________ _ CALCULATED PARAMETERS: fa (ksi) = 0.00 Fa (ksi) fbx (ksi) = 26.16 Fbx (ksi) fby (ksi) = 0.00 Fby (ksi) Cb = 1.64 KL/Rx = 42.07 KL/Ry INTERACTION EQUATION: fa/Fa = 0.000 Eq Hl-3: 0.000 + 0.793 + 0.000 = 0.793 0.00 -651.87 0.00 = = = = 24.64 33.00 37.50 48.13 L,(J\ 02/08/01 13:59:49 Steel Code: AISC ASD Beam Number = 62 Y-Axis 8.74 8.74 1.00 0.235 0.000 No • • • Member Code Check RAM Frame v7.0 HCFE HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Building Code: UBCl COLUMN INFORMATION: Story Level Fy (ksi) Column Size = Second = 50.00 Frame Number = 9 = W14X257 INPUT DESIGN PARAMETERS: Lu (ft) _____________ -__ ----_ --_ -------------------- K _______________________________________________ _ Braced Against Joint Translation ___________________ _ CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.00 Rl -0.84 S4 X-Axis 13.43 1.48 No Shear Top Vmajor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 46.83 Vminor(kips) ___________ -_____ 0.00 Shear Bot. Vmajor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 46.83 Vminor (kips) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0.00 SHEAR CHECK: fvx (ksi) = 2.43 Fvx (ksi) = 20.00 fvy (ksi) = 0.00 Fvy (ksi) = 20.00 CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 0.90 Rl + 0.84 S4 Axial Load (kips) _________________ _ Moment Top Mmajor (kip-ft) _____________ _ Mminor (kip-ft) _____________ _ Moment Bot. Mmajor (kip-ft) _____________ _ Mminor (kip-ft) _____________ _ CALCULATED PARAMETERS: fa (ksi) = 3.58 fbx (ksi) = 11.57 fby (ksi) = 0.00 Cb = 2.18 Fa (ksi) Fbx (ksi) Fby (ksi) KL/Rx = 35.62 KL/Ry INTERACTION EQUATION: fa/Fa = 0.139 Eq Hl-3: 0.139 + 0.351 + 0.000 = 0.490 = = = = fvx/Fvx = fvy/Fvy = 270.91 -149.36 0.00 400.01 0.00 25.73 33.00 37.50 40.67 02/08/01 13:59:49 Steel Code: AISC ASD Column Number = 26 Y-Axis 14.00 1.00 No 0.122 0.000 • • •• RBS Connection per FEMA 350 (Section 3.5.5.1) Project Information: Project : Emerald Lake Project Number: 200124.00 Designer: William A. Leslie P.E. Description: Grid A; Roof; Exterior HOPE Engineering 1301 Third Avenue San Diego, Ca 92101 Beam Info Beam Size Beam Span= W24x62 30ft RBS Geomentry l1,, 0 Flange a = 4in 57 l1,, 0 b = 16in 67 l1,, 0 C = 1.5in 21 9.:-0 Material Properties ASTM A992 Fy = 50 ksi Ry = 1.1 RBS Check Leff= 26.69 ft Zrbs = 112.02 inA3 Cpr Factor= 1.15 Mpr = 590.5k-ft Vp = 55.3kip Mf = 645.8k-ft Mc= Mbeam = Mf/Mbeam = 682.0k-ft 806.4k-ft 0.80 < 1.0 Thus OK Strength Ratio Check Fa above= 0.00 ksi Fa below= 0.41 ksi Stg Col= 2.36> 1.0 Thus OK Web Stability bf/2tf =6.0<52/Fy =7.4 OK 09-Jan-01 Column Info Column Size: W14x211 No. of Beams at Joint= Story Height= 14ft Loading 1 Beam Uniform Load on Beam= 0.83klf Axial Load above Joint= 0 kips Axial Load Below Joint= 25.4 kips Web Connection Full-Penetration Weld -OK Panel Zone Check Srbs = 90.02inA3 Cy= 0.70(Eqn 3-4) Treq'd = 0.45 in {Eqn 3-7) Twc = 0.98 in Doubler Pl. t = Not Req'd Tcf = 1.09 in (Eqn 3-5) bf/6 = 1.17 in (Eqn 3-6) tfc = 1.56 in Req'd Continuity Pl. = Not Req'd Bracing RBS Bracing= Not Required Beam Bracing= 11.04 ft Span to Depth= 15.16> 7 thus OK Flange Stability hc/tw= 52.5<(418/Fy)A.5 =59.1 OK • • •• RBS Connection per FEMA 350 (Section 3.5.5.1) Project Information: Project : Emerald Lake Project Number: 200124.00 Designer: William A. Leslie P.E. Description: Grid A; Roof; Interior HOPE Engineering 1301 Third Avenue San Diego, Ca 92101 Beam Info Beam Size W24x62 Beam Span= 30ft RBS Geomentry 9,-0 Flange a = 4in 57 9,-0 b = 16in 67 9,-0 C = 1.5in 21 % Material Properties ASTM A992 Fy = 50 ksi Ry = 1.1 RBS Check Leff= 26.64 ft Zrbs = 112.02 inA3 Cpr Factor= 1.15 Mpr = 590.5k-ft Vp = 55.4kip Mf = 645.9k-ft Mc= 683.7k-ft Mbeam = 806.4k-ft Mf/Mbeam = 0.80 < 1.0 Thus OK Strength Ratio Check Fa above= 0.00 ksi Fa below= 0.34 ksi Stg Col= 1.47> 1.0 Thus OK Web Stability bf/2tf =6.0<52/Fy =7.4 OK 03-Jan-01 Column Info Column Size : W14x257 No. of Beams at Joint= 2 Beams Story Height= 14ft Loading Uniform Load on Beam= .83klf Axial Load above Joint= 0 kips Axial Load Below Joint= 25.4 kips Web Connection Full-Penetration Weld -OK Panel Zone Check Srbs = 90.02inA3 Cy= 0.70(Eqn 3-4) Treq'd = 0.87 in (Eqn 3-7) Twc = 1.175 in Doubler Pl. t = Not Req'd Tcf = 1.09 in (Eqn 3-5) bf/6 = 1.17 in (Eqn 3-6) tfc = 1.89 in Req'd Continuity Pl. = Not Req'd Bracing RBS Bracing= Not Required Beam Bracing= 11.04 ft Span to Depth= 15.16> 7 thus OK Flange Stability hc/tw= 52.5<(418/Fy)A.5 =59.1 OK • • • RBS Connection per FEMA 350 (Section 3.5.5.1) Project Information: Project : Emerald Lake Project Number: 200124.00 HOPE Engineering 1301 Third Avenue San Diego, Ca 92101 Designer: William A. Leslie P.E. Description: Grid A; Floor; Exterior Beam Info Beam Size Beam Span= W27x94 30ft RBS Geomentry 9,-0 Flange a = 4in 40 9,-0 b = 16in 59 9,-0 C = 1.5in 15 9,-0 Material Properties ASTM A992 Fy = 50 ksi Ry= 1.1 RBS Check Leff= 26.69 ft Zrbs = 219.50 inA3 Cpr Factor= 1.15 Mpr = 1156.9k-ft Vp = 115.7kip Mf = 1272.6k-ft Mc= 1348.3k-ft Mbeam = 1465.3k-ft Mf/Mbeam = 0.87 < 1.0 Thus OK Strength Ratio Check Fa above= 2.01 ksi Fa below= 3.61 ksi Stg Col= 2.27> 1.0 Thus OK Web Stability bf/2tf =6.7<52/Fy =7.4 OK 03-Jan-Ol Column Info Column Size : W14x211 No. of Beams at Joint= Story Height= 14ft Loading 1 Beam Uniform Load on Beam = 2.17klf Axial Load above Joint = 124.6 Axial Load Below Joint = 223.8 Web Connection Full-Penetration Weld -OK Panel Zone Check Srbs = 184.50inA3 Cy= 0.73(Eqn 3-4) Treq 1 d = 0.81 in (Eqn 3-7) Twc = 0.98 in Doubler Pl. t = Not Req'd Tcf = 1.46 in (Eqn 3-5) bf/6 = 1.67 in (Eqn 3-6) tfc = 1. 56 in kips kips Req'd Continuity Pl. = Not Req'd Bracing RBS Bracing= Not Required Beam Bracing= 16.96 ft Span to Depth= 13.37> 7 thus OK Flange Stability hc/tw= 51.9<(418/Fy)A.5 =59.1 OK • • • RBS Connection per FEMA 350 (Section 3.5.5.1) Project Information: Project : Emerald Lake Project Number: 200124.00 HOPE Engineering 1301 Third Avenue San Diego, Ca 92101 Designer: William A. Leslie P.E. Description: Grid A; Floor; Interior Beam Info Beam Size Beam Span= W27x94 30ft RBS Geomentry % Flange a = 6in 60 % b = 18in 67 % C = 2.25in 23 % Material Properties ASTM A992 Fy = 50 ksi Ry = 1.1 RBS Check Leff= 26.14 ft z.rbs = 190. 25 in"3 Cpr Factor= 1.15 Mpr = 1002.8k-ft Vp = 105.lkip Mf = 1134.lk-ft Mc= Mbeam = Mf/Mbeam = 1205.9k-ft 1465.3k-ft 0.77 < 1.0 Thus OK Strength Ratio Check Fa above= 1.65 ksi Fa below= 2.96 ksi Stg Col= 1.61> 1.0 Thus OK Web Stability bf/2tf =6.7<52/Fy =7.4 OK 03-Jan-01 Column Info Column Size : W14x257 No. of Beams at Joint= Story Height= 14ft Loading 2 Beams Uniform Load on Beam= 2.17klf Axial Load above Joint= 124.6 kips Axial Load Below Joint= 223.8 kips Web Connection Full-Penetration Weld -OK Panel Zone Check Srbs = 155.25in"3 Cy= 0.7l(Eqn 3-4) Treq 1 d = 1.35 in (Eqn 3-7) Twc = 1.175 in Doubler Pl. t = 0.18 Tcf = 1.46 in (Eqn 3-5) bf/6 = 1.67 in (Eqn 3-6) tfc = 1.89 in Req'd Continuity Pl. = Not Req 1 d Bracing RBS Bracing= Not Required Beam Bracing= 16.96 ft Span to Depth= 13.37> 7 thus OK Flange Stability hc/tw= 51.9<(418/Fy)".5 =59.1 OK • • • RBS Connection per FEMA 350 (Section 3.5.5.1) Project Information: Project : Emerald Lake Project Number: 200124.00 Designer: William A. Leslie P.E. Description: Grid C; Roof; Exterior HOPE Engineering 1301 Third Avenue San Diego, Ca 92101 Beam Info Beam Size Beam Span= W24x94 39ft RBS Geomentry !l,. 0 Flange a = 6in 66 !l,. 0 b = 18·in 74 !l,. 0 C = 2.25in 25 % Material Properties ASTM A992 Fy = 50 ksi Ry = 1.1 RBS Check Leff= 35.14 ft Zrbs = 161.72 inA3 Cpr Factor= 1.15 Mpr = 852.4k-ft Vp = 65.5kip Mf = 934.4k-ft Mc= Mbeam = Mf/Mbeam = 979.lk-ft 1338.8k-ft 0.70 < 1.0 Thus OK Strength Ratio Check Fa above= 0.00 ksi Fa below= 0.52 ksi Stg Col= 2.05> 1.0 Thus OK Web Stability bf/2tf =5.2<52/Fy =7.4 OK 09-Jan-01 Column Info Column Size : W14x257 No. of Beams at Joint= Story Height= 14ft Loading 1 Beam Uniform Load on Beam= .969klf Axial Load above Joint= O kips Axial Load Below Joint= 39.24 kips Web Connection Full-Penetration Weld -OK Panel Zone Check Srbs = 129.72inA3 Cy= 0.70(Eqn 3-4) Treq'd = 0.61 in (Eqn 3-7) Twc = 1.175 in Doubler Pl. t = Not Req'd Tcf = 1.51 in (Eqn 3-5) bf/6 = 1.51 in (Eqn 3-6) tfc = 1. 89 in Req'd Continuity Pl. = Not Req'd Bracing RBS Bracing= Not Required Beam Bracing= 15.84 ft Span to Depth= 19.25> 7 thus OK Flange Stability hc/tw= 43.8<(418/Fy)A.5 =59.1 OK • • • RBS Connection per FEMA 350 (Section 3.5.5.1) Project Information: Project : Emerald Lake Project Number: 200124.00 Designer: William A. Leslie P.E. Description: Grid C; Roof; Interior HOPE Engineering 1301 Third Avenue San Diego, Ca 92101 Beam Info Beam Size W24x94 Beam Span= 39ft RBS Geomentry 9,-0 Flange a = 6in 66 9,-0 b = 18in 74 9,-0 C = 2.25in 25 % Material Properties ASTM A992 Fy = 50 ksi Ry = 1.1 RBS Check Leff= 35.14 ft Zrbs = 161.72 inA3 Cpr Factor= 1.15 Mpr = 852.4k-ft Vp = 65.5kip Mf = 934.4k-ft Mc= Mbeam = Mf/Mbeam = 979.lk-ft 1338.Bk-ft 0.70 < 1.0 Thus OK Strength Ratio Check Fa above= 0.00 ksi Fa below= 0.46 ksi Stg Col= 1.03> 1.0 Thus OK Web Stability bf/2tf =5.2<52/Fy =7.4 OK 09-Jan-01 Column Info Column Size : W14x257 No. of Beams at Joint= 2 Beams Story Height= 14ft Loading Uniform Load on Beam= .969klf Axial Load above Joint= O kips Axial Load Below Joint= 34.52 kips Web Connection Full-Penetration Weld -OK Panel Zone Check Srbs = 129.72inA3 Cy= 0.70(Eqn 3-4) Treq'd = 1.23 in (Eqn 3-7) Twc = 1.175 in Doubler Pl. t = 0.05 Tcf = 1.51 in (Eqn 3-5) bf/6 = 1.51 in (Eqn 3-6) tfc = 1. 89 in Req'd Continuity Pl. = Not Req'd Bracing RBS Bracing= Not Required Beam Bracing= 15.84 ft Span to Depth= 19.25> 7 thus OK Flange Stability hc/tw= 43.8<(418/Fy)A.5 =59.1 OK • • • RBS Connection per FEMA 350 (Section 3.5.5.1) Project Information: Project : Emerald Lake Project Number: 200124.00 Designer: William A. Leslie P.E. Description: Grid D; Roof; Exterior HOPE Engineering 1301 Third Avenue San Diego, Ca 92101 Beam Info Beam Size W24x94 Beam Span= 39ft RBS Geomentry !!,, 0 Flange a = 6in 66 !!,, 0 b = 18in 74 !!,, 0 C = 2.25in 25 % Material Properties ASTM A992 Fy = 50 ksi Ry = 1.1 RBS Check Leff= 35.19 ft Zrbs = 161.72 inA3 Cpr Factor= 1.15 Mpr = 852.4k-ft Vp = 55.0kip Mf = 921.2k-ft Mc= 957.2k-ft Mbeam = 1338.8k-ft Mf/Mbeam = 0.69 < 1.0 Thus OK Strength Ratio Check Fa above= 0.00 ksi Fa below= 0.35 ksi Stg Col= 1.69> 1.0 Thus OK Web Stability bf/2tf =5.2<52/Fy =7.4 OK 09-Jan-01 Column Info Column Size : W14x211 No. of Beams at Joint= 1 Beam Story Height= 14ft Loading Uniform Load on Beam= .373klf Axial Load above Joint= 0 kips Axial Load Below Joint= 21.54 kips Web Connection Full-Penetration Weld -OK Panel Zone Check Srbs = 129.72inA3 Cy= 0.70(Eqn 3-4) Treq'd = 0.63 in (Eqn 3-7) Twc = 0.98 in Doubler Pl. t = Not Req'd Tcf = 1.51 in (Eqn 3-5) bf/6 = 1.51 in (Eqn 3-6) tfc = 1.56 in Req'd Continuity Pl. = Not Req'd Bracing RBS Bracing= Not Required Beam Bracing= 15.84 ft Span to Depth= 19.25> 7 thus OK Flange Stability hc/tw= 43.8<(418/Fy)A.5 =59.1 OK •• • • RBS Connection per FEMA 350 (Section 3.5.5.1) Project Information: Project : Emerald Lake Project Number: 200124.00 HOPE Engineering 1301 Third Avenue San Diego, Ca 92101 Designer: William A. Leslie P.E. Description: Grid C; Floor; Exterior Beam Info Beam Size Beam Span= RBS Geomentry a= 6in b = 18·in kips C = 2.25in kips W27x114 39ft % Flange 60 % 66 % 22 % Material Properties ASTM A992 Fy = 50 ksi Ry = 1.1 RBS Check Leff= 35.14 ft Zrbs = 232.68 inA3 Cpr Factor= 1.15 Mpr = 1226.4k-ft Vp = 91.lkip Mf = 1340.4k-ft Mc= 1402.6k-ft Mbeam = 1807.9k-ft Mf/Mbeam = 0.74 < 1.0 Thus OK Strength Ratio Check Fa above= 2.87 ksi Fa below= 4.97 ksi Stg Col= 1.30> 1.0 Thus OK Web Stability bf/2tf =5.4<52/Fy =7.4 OK 09-Jan-01 Column Info Column Size: W14x257 No. of Beams at Joint= Story Height= 14ft Loading 1 Beam Uniform Load on Beam= 1.214klf Axial Load above Joint= 216.60 Axial Load Below Joint= 375.69 Web Connection Full-Penetration Weld -OK Panel Zone Check Srbs = 188.68inA3 Cy= 0.7l(Eqn 3-4) Treq'd = 0.78 in (Eqn 3-7) Twc = 1.175 in Doubler Pl. t = Not Req'd Tcf = 1.64 in (Eqn 3-5) bf/6 = 1.68 in (Eqn 3-6) tfc = 1. 89 in Req'd Continuity Pl. = Not Req'd Bracing RBS Bracing= Not Required Beam Bracing= 17.44 ft Span to Depth= 17.15> 7 thus OK Flange Stability hc/tw= 44.6<(418/Fy)A.5 =59.1 OK • • • RBS Connection per FEMA 350 (Section 3.5.5.1) Project Information: Project : Emerald Lake Project Number: 200124.00 HOPE Engineering 1301 Third Avenue San Diego, Ca 92101 Designer: William A. Leslie P.E. Description: Grid C; Floor; Interior Beam Info Beam Size Beam Span= W27xll4 39ft RBS Geomentry ll,-0 Flange a = 6in 60 ll,-0 b = 18in 66 ll,-0 C = 2.2Sin 22 % Material Properties ASTM A992 Fy = SO ksi Ry = 1.1 RBS Check Leff= 35.14 ft Zrbs = 232.68 inA3 Cpr Factor= 1.15 Mpr = 1226.4k-ft Vp = 91.lkip Mf = 1340.4k-ft Mc= Mbeam = Mf/Mbeam = 1402.6k-ft 1807.9k-ft 0.74 < 1.0 Thus OK Strength Ratio Check Fa above= 2.29 ksi Fa below= 3.95 ksi Stg Col= 1.36> 1.0 Thus OK Web Stability bf/2tf =5.4<52/Fy =7.4 OK 09-Jan-01 Column Info Column Size : W14x257 No. of Beams at Joint= Story Height= 14ft Loading 2 Beams Uniform Load on Beam= l.214klf Axial Load above Joint= 172.98 kips Axial Load Below Joint= 298.34 kips Web Connection Full-Penetration Weld -OK Panel Zone Check Srbs = 188.68inA3 Cy= 0.71(Eqn 3-4) Treq'd = 1.55 in (Eqn 3-7) Twc = 1.175 in Doubler Pl. t = 0.38 Tcf = 1.64 in (Eqn 3-5) bf/6 = 1.68 in (Eqn 3-6) tfc = 1. 89 in Req'd Continuity Pl. = Not Req'd Bracing RBS Bracing= Not Required Beam Bracing= 17.44 ft Span to Depth= 17.15> 7 thus OK Flange Stability hc/tw= 44.6<(418/Fy)A.5 =59.1 OK • • • RBS Connection per FEMA 350 (Section 3.5.5.1) Project Information: Project : Emerald Lake Project Number: 200124.00 HOPE Engineering 1301 Third Avenue San Diego, ca 92101 Designer: William A. Leslie P.E. Description: Grid D; Floor; Exterior Beam Info Beam Size W27x114 Beam Span= 39ft RBS Geomentry ~ 0 Flange a = 6in 60 ~ 0 b = 18-in 66 ~ 0 C = 2.25in 22 ~ 0 Material Properties ASTM A992 Fy = 50 ksi Ry = 1.1 RBS Check Leff= 35.19 ft Zrbs = 232.68 inA3 Cpr Factor= 1.15 Mpr = 1226.4k-ft Vp = 89.lkip Mf = 1337.8k-ft Mc= 1396.lk-ft Mbeam = 1807.9k-ft Mf/Mbeam = 0.74 < 1.0 Thus OK Strength Ratio Check Fa above= 1.50 ksi Fa below= 2.27 ksi Stg Col= 2.24> 1.0 Thus OK Web Stability bf/2tf =5.4<52/Fy =7.4 OK 09-Jan-01 Column Info Column Size: W14x211 No. of Beams at Joint= 1 Beam Story Height= 14ft Loading Uniform Load on Beam= 1.l0lklf Axial Load above Joint= 92.97 kips Axial Load Below Joint= 140.78 kips Web Connection Full-Penetration Weld -OK Panel Zone Check Srbs = 188.68inA3 Cy= 0.71(Eqn 3-4) Treq'd = 0.80 in (Eqn 3-7) Twc = 0.98 in Doubler Pl. t = Not Req'd Tcf = 1.64 in (Eqn 3-5) bf/6 = 1.68 in (Eqn 3-6) tfc = 1.56 in Req'd Continuity Pl. = 0.47 Bracing RBS Bracing= Not Required Beam Bracing= 17.44 ft Span to Depth= 17.15> 7 thus OK Flange Stability hc/tw= 44.6<(418/Fy)A.5 =59.1 OK • • • CRITERIA: Frame Reactions RAMFramev7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald I Building Code: UBCI Rigid End Zones: Member Force Output: Include Effects: 50.00% Reduction At Face of Joint P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASES: Rl DeadLoad R2 PosLiveLoad Sl Seis-Member S2 Seis-Member S3 Seis-Member S4 Seis-Member S13 Seis-Member62°+ S14 Seis-Member62°-[F:rame· #st·~ ;;,,, -~ .. ",,_ .. _·. •""" Node 97 103 106 LdC RI R2 SI S2 S3 S4 S13 S14 Rl R2 Sl S2 S3 S4 S13 S14 RI R2 Rx kips 1.10 0.67 -24.88 -28.38 -5.05 0.22 -16.83 -11.98 -0.15 -0.06 -38.41 -43.84 -7.42 0.74 -25.65 -18.14 -0.58 -0.27 Scale Factor: 1.00 RAMUSER RAMUSER EQ_UBC97_X_ +E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_ +E_F EQ_ UBC97 _ Y _-E _F EQ_User EQ_User Ry Rz kips kips 0.15 90.47 0.09 53.28 -3.33 -42.82 -3.80 -48.60 -0.68 -8.40 0.03 0.29 -2.25 -28.63 -1.60 -20.64 -0.07 61.26 -0.04 34.85 -4.75 -8.91 -5.42 -10.33 -0.93 0.35 0.08 2.48 -3.18 -4.12 -2.25 -2.16 -0 08 PL. feftn'7:'5~ • fila'.~ .. OJ -0.04 1..\.-u6!931 Mxx kip-ft -0.70 -0.45 30.55 34.83 6.13 -0.30 20.60 14.68 -0.01 -0.06 42.71 48.70 8.37 -0.64 28.61 20.32 0.10 0.00 Myy kip-ft 5.21 3.35 -228.36 -260.35 -45.84 2.23 -153.95 -109.71 0.05 0.42 -319.24 -364.04 -62.56 4.75 -213.87 -151.91 -1.32 -0.03 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tf!S,:,it~-... .::?-" ~-\ (1,'; ,s1 ....... -.25.94 . . -2_.?9 __ . 51._7~ ,--,-~-E-~.t .... :-~~5._2~ ... ____ o._oo_~ t-tP--'JC. poi.i,.i'-3M-O ro~ iS.2-~i~~·,,,_,.:t2-7~:~;\ , , .-~ .. ~? , ..... 5~J.t .. -;:~-: ~-~M~7~..,,<,. .. ~162.:?I~;~i~''"o1.Q9b -------S3 -3.49 -0.36 8.05 2.15 -29.14 0.00 S4 2.23 0.20 -2.77 -1.68 22.68 0.00 S13 -15.98 -1.61 32.76 10.54 -142.70 0.00 S14 -10.71 -1.09 22.80 7.02 -94.99 0.00 02/08/01 13:59:49 • • • HOPE ENGINEERING 1301 Third Ave., ste. 300 San Diego, CA 92101 Job: Emerald Lake Sheet No. ______ _ Calculated By_W~A-L ___ _ 20124.00 OF ___ _ DATE 2/08/01 MOMENT FRAME STIFFENED BASE PLATE 97 UBC Strength Forces Loads and Applied Forces (Strength): Overstrength Factor 00 = 2.8 DL + LL Axial Force PoL+LL = 83.87 kip Seismic Axial Force Pea = 58.93 kip Shear Force Vu= -29.75 kip Moment Mu= -269.77 k-ft Redundacy Factor p = 1.000 Anchor Bolt Data: Bolt Diamter Plate Washer Size Number of Tension Bolts Number of Shear Bolts Bolt Embedment AnchorTensile Strength Anchor Edge dist. free end Dia= Hd = = = = Dist. Between Anchors = Effective Cone Failure Area Ap = Area of Anchor Ab = Anchor Capacity & Unity Checks: Anchor Reduction Factor cp = Steel Shear Capacity V55 = Cone. Shear Capacity cpVc = Steel Tension Capacity Pss = Cone. Tension Capacity cpPc= 1/cp (Oo T JP c) = 1/cp (00VJVc) = 1/cp[(O0T JPc)513+(O0 VJVc)513] = (OoTJP5s)2 + (00VJV55)2 = Unity Checks < 1.0 I 2.229 in 4 in 3 bolts 6 bolts 24 in 84.75 ksi 25.5 in 7.5 in 3692 in2 3.90 in2 0.65 1487.4 kip -OK 666.5 kip -OK 892.5 kip -OK 525. 77 kip -OK 0.27 < 1.0 0.12 <1.0 0.11 < 1.0 0.03 < 1.0 OK . I Welds & Base PL, Cap PL and Stiffener PL Thickness: Base Pl. Req Thickness T pl = 0.87 in Cap Pl. Req. Thickness T cap= 0.77 in -OK Stiff Pl. Axial Stress fa = 6.57 ksi Stiif Pl. Allow. Axial Stress Stiffener Plate Thickness Fa= 47.65 ksi Stiff. Pl. Local Buckling Check Length of Weld for Shear Length of Weld for Tension INOTE: Max. Downward Force Frame 5, Column 8.3 & 6.6 E3E] = 5.25 in -OK = 0.91 in -OK l Base Plate & Column Data: Plate Length Plate Width Plate Yield Stress Cap Plate Span Cap Pl. Thickness Used Height of Stiff. Plate Stiff. Pl.Buckling K-Value Stiff./Back Pl. Thickness Column Web Depth Column Flange Width Size of Weld (For Shear) Bolt Edge Distance Fnd. Comp. Strength Concrete Density Factor Bearing Surface Factor L= w= Fy = Leap= Tcap= hstiff = K= y= d= bt= = = 30 22 50 6 1.25 10 0.65 1 15.72 15.8 17 3.5 3000 1.0 2.0 Overstrength Design Forces & Comp. Block: in in ksi in in in in in in / 16" in psi Axial PoL+LL +OoPea = 248.87 kip Shear 0 0Vu = -83.30 kip Moment D0Mu = -755.36 k-ft Cone. Bearing Strength br = 3.57 ksi Depth of Comp. Block a = 2.46 in Comp. Block Force Comp= 193.09 kip Tension in Tension Bolts Tu= 50.29 kip O/Tension in T-Bolts O0Tu = 140.80 kip =Li ~ Peq Vv r \ iv.v ,-_._ . .,, ________ ,_,, __ , ___ .,,, ________ ... 0 ! c:," X" / ,,. . .,.. • • • Frame Reactions RAMFramev7.0 HCFE HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald_ 1 Building Code: UBC 1 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASES: Rl DeadLoad R2 PosLiveLoad S 1 Seis-Member S2 Seis-Member S3 Seis-Member S4 Seis-Member S13 Seis-Member62°+ S14 Seis-Member62°- Include Effects: 50.00% Reduction At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER EQ_UBC97_X_+E_F EQ_UBC97_X_-E_F EQ_UBC97_Y_+E_F EQ_ UBC97 _ Y _-E _F EQ_User EQ_User LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft Rl 0.00 0.87 'Dl. £8'IJJ9ji 5.17 -0.00 0.00 -~_;s,;"'fi.;~~ ~,~)('Z.l\ R2 o.oo o.35 u. t1iJ~,:i 2.18 -o.oo o.oo ( 1 ~) S1 0.00 5.11 8.10 -46.35 0.00 0.00 &11;>-2. 1 0 S2 -0.00 4.49 7 .12 -40. 72 0.00 0.00 !!_A. i, -3. r C, If r ~µ.e' -f $j:;f..R:~:~'{[oo~T-~·-;;4C4 r· :·· '. ~~6.-t :1~ ~'.--~ ::1-73-.82;.:~~i:J:~o; oo;~;_~:,'.;,: r-~o: 00?7 -s4" -~~",~·-o~oo··"· · -4o'.48 · · -60.25 ·36s:3·6 -· ---o.oo .· .. --·-o.oo 111 S13 -0.00 -35.12 -52.12 316.90 -0.00 0.00 S14 0.00 -34.26 -50.76 309.12 -0.00 0.00 112 Rl -0.00 2.17 250.93 2.18 -0.00 0.00 R2 -0.00 1.17 108.39 0.61 -0.00 0.00 S1 0.00 6.69 -7.16 -59.83 0.00 0.00 S2 0.00 5.87 -6.29 -52.57 0.00 0.00 S3 -0.00 -54.11 54.68 482.23 -0.00 0.00 S4 -0.00 -52.88 53.37 471.32 -0.00 0.00 S13 0.00 -45.88 46.17 408.79 -0.00 0.00 S14 0.00 -44.76 44.97 398.75 -0.00 0.00 113 Rl -1.64 0.00 89.30 0.00 -6.19 0.00 R2 -0.33 0.00 24.26 0.00 -1.09 0.00 SI -27.29 0.00 32.71 0.00 -259.72 0.00 S2 -26.10 -0.00 31.25 0.00 -248.27 0.00 S3 5.72 -0.00 -0.25 0.00 54.41 0.00 S4 3.93 0.00 1.95 0.00 37.20 0.00 S13 -7.08 -0.00 14.44 0.00 -67.42 0.00 S14 -8.73 0.00 16.46 0.00 -83.26 0.00 02/08/01 13:59:49 • • • HOPE ENGINEERING 1301 Third Ave., ste. 300 San Diego, CA 92101 Job: Emerald Lake Sheet No. ______ _ Calculated By_W......._A=L ____ _ 20124.00 OF ____ _ DATE 2/08/01 MOMENT FRAME STIFFENED BASE PLATE 97 UBC Strength Forces Loads and Aoelied Forces {Strength}: Base Plate & Column Data: Overstrength Factor 0 = 0 2.8 Plate Length L= 30 in DL + LL Axial Force PoL+LL = 72.98 kip Plate Width w= 22 in Seismic Axial Force PEQ = -61.73 kip Plate Yield Stress Fy = 50 ksi Shear Force V -u--41.41 kip Cap Plate Span leap= 2 in Moment M = u 373.82 k-ft Cap Pl. Thickness Used Teaµ= 1.25 in Redundacy Factor p= 1.155 Height of Stiff. Plate hstiff = 10 in Stiff. Pl.Buckling K-Value K= 0.65 Anchor Bolt Data: Stiff./Back Pl. Thickness y= 1 in Bolt Diamter Dia= 2.229 in Column Web Depth d= 15.72 in Plate Washer Size Hd = 4 in Column Flange Width bt = 15.8 in Number of Tension Bolts = 3 bolts Size of Weld (For Shear) = 17 / 16" Number of Shear Bolts = 6 bolts Bolt Edge Distance X= 3.5 in Bolt Embedment = 24 in Fnd. Comp. Strength fc = 3000 psi AnchorTensile Strength fut= 84.75 ksi Concrete Density Factor A= 1.0 Anchor Edge dist. free end d -e-31.5 in Bearing Surface Factor = 2.0 Dist. Between Anchors = 7.5 in Effective Cone Failure Area A= p 3692 in2 Overstrength Design Forces & Come. Block: Area of Anchor Ab= 3.90 in2 Axial PoL+LL +OoPEa = 272.62 kip Shear Do Vu= -133.92 kip Anchor Caeacit~ & Unit~ Checks: Moment DoMu = 1208.93 k-ft Anchor Reduction Factor (/J = 0.65 Cone. Bearing Strength br = 3.57 ksi Steel Shear Capacity Vss= 1487.4 kip-OK Depth of Comp. Block a= 2.32 in Cone. Shear Capacity cpVc = 666.5 kip-OK Comp. Block Force Comp= 182.13 kip Steel Tension Capacity Pss= 892.5 kip-OK Tension in Tens ion Bolts Tu= 170.88 kip Cone. Tension Capacity cpPc= 525.77 kip-NG 00 *Tension in T-Bolts OoTu = 552.62 kip 1/cp (00 T JP c) = 1.05 > 1.0 1/cp (00VJVc) = 0.20 < 1.0 1/cp[(00 T JPc)513+(00 VJVc)513] = 0.87 < 1.0 Pu $ Peq (OoT JPssf + (OoVJVss)2 = 0.39 < 1.0 Unity Checks < 1.0 I . NG, l-4~ 01<, f ,Mu ---'---------------::. 0 Vu / ,,_. -------' ' l i Welds & Base PL1 Cae PL and Stiffener PL Thickness: Base Pl. Req Thickness Tp1 = 0.59 in VT X" / ·-··/' / o" .. Cap Pl. Req. Thickness Teaµ= 0.88 in-OK Stiff Pl. Axial Stress fa= 25.80 ksi Stiif Pl. Allow. Axial Stress Fa= 47.65 ksi Stiffener Plate Thickness BB Stiff. Pl. Local Buckling Check Length of Weld for Shear L 20.61 in -NG Length of Weld for Tension 3.58 in -OK ol' <,J/ c. P. (..ln..i> <?. .Oi' I NOTE: Max. Uplift Force Frame 9, Column D & 5.5 I • • • Frame Reactions RAMFramev7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Building Code: UBCI CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Diaphragm: Rigid Ground Level: Base LOAD CASES: RI DeadLoad R2 PosLiveLoad S 1 Seis-Member S2 Seis-Member S3 Seis-Member S4 Seis-Member S13 Seis-Member62°+ S14 Seis-Member62°- ~1 • .-·-:· .. ""':'.'-·. ',".:":.f<.""'t":"-J; ; Frame #7:. -~ Node LdC Rx 98 99 Rl R2 SI S2 S3 S4 S13 S14 RI R2 SI S2 S3 S4 S13 S14 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 Include Effects: 50.00% Reduction At Face of Joint Scale Factor: 1.00 RAMUSER RAMUSER EQ_ UBC97 _X _ +E _F EQ_UBC97_)(_-E_F EQ_UBC97_Y_ +E_F EQ_UBC97_Y_-E_F EQ_User EQ_User Ry kips 2.79 1.95 1.21 6.19 -31.28 -38.75 -26.41 -33.30 -2.54 -2.38 1.74 9.15 -46.50 -57.64 -39.29 -49.54 Rz kips 151.60 103.41 0.82 6.74 -37.07 -45.96 -31.57 -39.75 134.69 92.66 -0.05 -0.43 2.34 2.90 1.99 2.50 Mxx kip-ft -1.63 1.69 -10.50 -57.65 295.57 366.42 249.97 315.19 23.69 22.70 -14.20 -78.83 404.90 502.00 342.51 431.90 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 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 0.00 0.00 0.00 0.00 0.00 100 w1q~-i.~1 tt~'~,r,:~-::·,~~1! RI -0.00 -1.71 PL t_l3:4!.0JJ 20.20 -0.00 0.00 R2 -0.00 -1.80 1..\ ... f92:ff 20.25 -0.00 0.00 (:,-~-\ (c,,') (1t,d. HOl-l~T' t'.:t.:..!,;..;;..__ ... J.... SI -0.00 1.74 0.05 -14.20 0.00 0.00 S2 -0.00 9.15 0.43 -78.83 0.00 0.00 S3 0.00 -46.50 -2.34 404.90 -0.00 0.00 ts4~·;p'?f.{"(f'"ofr~'l-:r.:tr;:,57·6w·,-,:··~~:-,:::-2 90 -·--so:fd<f;:E;-::,~'"$~roo-1\,n&"1',o oar 813 ~,_,;~:~--;~_O.OC>$.tZ~j~\9 ,-.·_·. -~(99 .... 342~5-l .. -:. ·---~5~06-~~~~)?•~'o:cio S14 -0.00 -49.54 -2.50 431.90 -0.00 0.00 02/08/01 13:59:49 Frame Reactions ~q/A RAM Frame v7.0 Page 2/2 HCJ1E HOPE Engineering Emerald Lake Corporate Center • DataBase: Emerald 1 02/08/01 13:59:49 Building Code: UBCl Node LdC Rx Ry Rz Mxx Myy Tzz 101 Rl -0.00 -5.34 134.34 32.70 -0.00 0.00 R2 -0.00 -4.44 92.98 28.66 -0.00 0.00 S1 -0.00 1.21 -0.82 -10.50 0.00 0.00 S2 0.00 6.19 -6.74 -57.65 0.00 0.00 S3 0.00 -31.28 37.07 295.57 -0.00 0.00 S4 -0.00 -38.75 45.96 366.42 -0.00 0.00 S13 0.00 -26.41 31.57 249.97 -0.00 0.00 S14 -0.00 -33.30 39.75 315.19 -0.00 0.00 • • • • • HOPE ENGINEERING 1301 Third Ave., ste. 300 San Diego, CA 92101 Job: Emerald Lake Sheet No. _______ _ Calculated By__,W'"'"A'-'=-L __ _ 20124.00 OF ____ _ DATE 2/08/01 MOMENT FRAME STIFFENED BASE PLATE 97 UBC Strength Forces Loads and Applied Forces (Strength): Overstrength Factor DL + LL Axial Force Seismic Axial Force Shear Force Moment Redundacy Factor Anchor Bolt Data: Bolt Diamter Plate Washer Size Number of Tension Bolts Number of Shear Bolts Bolt Embedment AnchorTensile Strength Anchor Edge dist. free end Dist. Between Anchors Effective Cone Failure Area Area of Anchor Oo= PoL+LL = Pea= 2.8 236.38 kip -2.90 kip Vu= -57.64 kip Mu= 502.00 k-ft p = 1.182 Dia= Hd = = = = = 2.229 in 4 in 3 bolts 6 bolts 24 in 84.75 ksi 25.5 in 7.5 in 3692 in2 3.90 in2 Anchor Capacity & Unity Checks: Anchor Reduction Factor cp = 0.65 Steel Shear Capacity 1/55 = 1487.4 kip -OK 666.5 kip -OK 892.5 kip -OK Cone. Shear Capacity cpVc = Steel Tension Capacity P ss = Cone. Tension Capacity 1/cp (00 T JP c) 1/cp (00 VJVc) 1/cp[(00T JPc)513+(00VJVc)513] (OoT JPssl + (OoVJV55) 2 Unity Checks < 1.0 cpPc= 525.77 kip-OK = 0.79 < 1.0 = 0.29 < 1.0 = 0.60 < 1.0 = 0.24 < 1.0 I OK I Welds & Base PL, Cap PL and Stiffener PL Thickness: Base Pl. Req Thickness T pt = 0.55 in Cap Pl. Req. Thickness Stiff Pl. Axial Stress Stiif Pl. Allow. Axial Stress Stiffener Plate Thickness Stiff. Pl. Local Buckling Check Length of Weld for Shear Length of Weld for Tension l NOTE: Max. Moment Frame 7, Column A & 4 Tcap= 0.96 in-OK f -a-20.45 ksi Fa= 47.65 ksi BE3 = 15.58 in -OK = 2.46 in -OK Base Plate & Column Data: Plate Length Plate Width Plate Yield Stress Cap Plate Span Cap Pl. Thickness Used Height of Stiff. Plate Stiff. Pl.Buckling K-Value Stiff ./Back Pl. Thickness Column Web Depth Column Flange Width Size of Weld (For Shear) Bolt Edge Distance Fnd. Comp. Strength Concrete Density Factor Bearing Surface Factor L= w= Fy = Leap= Tcap= hstiff = K= y= d= bt= = = 30 22 50 3 1.25 in in ksi in in 10 in 0.65 1 in 16.38 in 15.995 in 17 / 16" 3.5 in 3000 psi 1.0 2.0 Overstrength Design Forces & Comp. Block: Axial PoL+LL +OoPeo = 245.98 kip Shear 00Vu = -190.77 kip Moment D0Mu = 1661.42 k-ft Cone. Bearing Strength br = 3.57 ksi Depth of Comp. Block a = 4.58 in Comp. Block Force Tension in Tension Bolts 00 *Tension in T-Bolts Comp = 359. 73 kip Tu= 126.25 kip 00Tu = 417.84 kip Vu f '\Mu _!-._ ••• _. --· -----____ ,, _____ ,_ ------· ----~ 0 } l l i l i o" • • • HCFE Continuous Foundation Desi2n RAM Foundation v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 FOOTING DESIGN 6-f;r \ Footing # ________________ . Length (ft): ______________ _ Width (ft): _______________ . Thickness (ft): _______ ~ ___ _ Footing Orientation (deg): __ 25 109.00 6.00 2.50 62.67° Date: 02108101 14:45:32 Concrete fc (ksi) _____ 3.00 fct (ksi) __ CODE Density (pcf)_ _ 145.00 Reinf. fy (ksi)_. 60.00 LOADS Surchange (ksf) Dead Load: 0.00 Live Load: REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 26.50 Seg. Spacing Bar End Condition Num. Start/End (ft) Start/End 1 0.00/ 9.00 HIS 2 9.00139.00 SIS 3 39.00/69.00 SIS 4 69.00199.00 SIS 5 99.00/109.00 S/H Bottom Longitudinal Flexure Reinforcement: Bar Depth (in) ________________________________ 26.50 Seg. Spacing Bar End Condition Num. Start/End (ft) Start/End 1 0.001109.00 H/H Transverse Flexure Reinforcement: 0.00 Top Bars 5-#8 5-#8 5-#8 5-#8 5-#8 Bot. Bars 15-#8 Top Bar Depth (in) _________________ . 25.63 Bottom Bar Depth (in) __________________ 25.63 Seg. Segment Top Bars Bot. Bars Num. Start/End (ft) 1 0.0017.00 11-#6 11-#6 2 7.00112.00 None 12-#5 3 12.00137.00 None 37-#6 4 37.00142.00 None 12-#5 5 42.00167.00 None 37-#6 6 67.00/72.00 None 12-#5 7 72.00197.00 None 37-#6 8 97.001102.00 12-#5 12-#5 9 102.001109.00 11-#6 11-#6 Longitudinal Shear Reinforcement: Number of Shear bar legs: ____________ 2 Seg. Segment Spacing • • • Continuous Foundation Desi~n L,100 RAM Foundation v7.0 HOPE Engineering HCFE Emerald Lake Corporate Center DataBase: Emerald_ 1 Num. Start/End (ft) (in) 1 0.00/ 6.51 NotApplic. 2 12.49/17.00 NotApplic. 3 17.00/24.00 NotApplic. 4 24.00/31.00 NotApplic. 5 31.00/36.49 Not Applic. 6 42.51/48.00 NotApplic. 7 48.00/54.00 NotApplic. 8 54.00/61.00 NotApplic. 9 61.00/66.49 NotApplic. 10 72.51/78.00 NotApplic. 11 78.00/85.00 NotApplic. 12 85.00/92.00 NotApplic. 13 92.00/96.51 NotApplic. 14 102.49/109.00 NotApplic. Cover (in) Top _____ 3.00 Bottom__ 3.00 SUPPORTED MEMBERS Columns: Loe. Along Location Footing (ft): Size (196.00 -42.94) 0.00 W14X211 (209.78 -69.59) 30.00 W14X257 (223.55 -96.25) 60.00 W14X257 (237.32 -122.90) -90.00 W14X211 CONCRETE CAPACITY Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) Provided Neg. Moment (kip-ft) Req. Max Punching Shear (kip) Provided Punching Shear (kip) Longitudinal LC 139.52 32 177.66 953.20 32 Loe. (ft) 75.00 75.00 70.30 70.30 24.00 24.00 SOIL CAP A CITY 1309.86 -307.39 2 -459.56 542.03 46 911.34 9.50 9.50 Allowable Soil Bearing Capacity (ksf) __________ _ 3.7 88.8 Soil Modulus of Elasticity (ksf /ft) _____________ _ Page 2/2 Date: 02/08/01 14:45:32 Quantity None None None None None None None None None None None None None None Side _____ 3.00 Column Base Plate % Orientation (LxW) (in): Rigid 0.38 22.00x30.00 50 0.38 22.00x30.00 50 0.38 22.00x30.00 50 0.38 22.00x30.00 50 Transvers LC Loe. (ft) 308.99 2 42.00 1830.52 42.00 -7.32 172 0.00 -543.35 0.00 Max Unfactored Soil Bearing (ksf) _____________ _ Max Average Unfactored Soil Bearing (ksf) _____ _ 3.5 LC 199 2.6 • • • Continuous Foundation Desi1:n RAM Foundation v7.0 · HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 FOOTINGDESIGN 6--B-"2... Footing# ________________ . Length (ft): ______________ _ Width (ft): _______________ . Thickness (ft): ___________ _ 11 46.00 7.00 2.50 90.00° Date: 02/08/01 14:45:32 Footing Orientation (deg): __ Concrete fc (ksi) _ _ _ _ _ 3. 00 fct (ksi) __ CODE Density (pct)__ 145.00 Rein£ fy (ksi)_. 60.00 LOADS Surchange (ksf) Dead Load: 0.00 Live Load: REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 26.50 Seg. Spacing Bar End Condition Num. Start/End (ft) Start/End 1 0.00/ 8.00 HIS 2 8.00/37.00 SIS 3 37;00/46.00 S/H Bottom Longitudinal Flexure Reinforcement: Bar Depth (in) ________________________________ 26.50 Seg. Spacing Bar End Condition Num. Start/End (ft) Start/End 1 0.00/46.00 HIS Transverse Flexure Reinforcement: 0.00 Top Bars 6-#8 6-#8 6-#8 Bot. Bars 14-#8 Top Bar Depth (in) _________________ . 25.63 Bottom Bar Depth (in) __________________ 25.63 Seg. Segment Num. Start/End (ft) 1 0.00/ 6.00 2 6.00/11.00 3 11.00/35.00 4 35.00/40.00 5 40.00/46.00 Longitudinal Shear Reinforcement: Number of Shear bar legs: ____________ 2 Seg. Segment Num. Start/End (ft) 1 0.00/ 5.51 2 11.49/20.00 3 20.00/29.00 4 29.00/34.49 5 40.51/45.00 6 45.00/46.00 Cover (in) Top. _____ 3.00 Top Bars Bot. Bars 9-#6 8-#6 36-#6 None 9-#6 Spacing (in) NotApplic. Not Applic. NotApplic. NotApplic. Not Applic. NotApplic. Bottom __ 3.00 Side. ____ 3.00 9-#6 8-#6 36-#6 8-#6 9-#6 Quantity None None None None None None • • • HCFE Continuous Foundation Desi2n RAM Foundation v7.0 L(<J1... Page 2/2 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 SUPPORTED MEMBERS Columns: Location (78.42 -34.13) (78.42 -63.13) Loe. Along Footing (ft): 0.00 29.00 Size W14X211 W14X257 CONCRETE CAPACITY Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) Provided Neg. Moment (kip-ft) Req. Max Punching Shear (kip) Provided Punching Shear (kip) SOIL CAPACITY Longitudinal LC 163.54 33 207.27 1150.67 33 1241.81 -273.12 2 -551.08 689.49 33 915.49 Allowable Soil Bearing Capacity (ksf) __________ _ Soil Modulus of Elasticity (ksf /ft) _____________ _ Loe. (ft) 43.00 43.00 38.30 38.30 25.00 25.00 37.50 37.50 4.0 96.0 Date: 02/08/01 14:45:32 Column Orientation 0.00 0.00 Base Plate (LxW) (in): 22.00x30.00 22.00x30.00 % Rigid 50 50 Transvers LC Loe. (ft) 337.29 2 11.00 1780.43 11.00 -24.28 61 0.00 -445.11 0.00 Max Unfactored Soil Bearing (ksf) _____________ _ Max Average Unfactored Soil Bearing (ksf) _____ _ 3.6 LC 199 2.3 • • • Continuous Foundation Desie-n RAM Foundation v7.0 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald_ 1 FOOTING DESIGN G-B-3 Footing # ________________ . Length (ft): ______________ _ Width (ft): _______________ . Thickness (ft):____________ · Footing Orientation (deg): __ 8 91.88 8.00 3.00 0.00° Date: 02108101 14:45:32 Concrete fc (ksi) _____ 3.00 fct (ksi) __ CODE Density (pcf)_ _ 145.00 Reinf. fy (ksi)_. 60.00 LOADS Surchange (ksf) Dead Load: 0.00 Live Load: REINFORCEMENT Top Longitudinal Flexure Reinforcement: Bar Depth (in) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 32.50 Seg. Spacing Bar End Condition Num. Start/End (ft) Start/End 1 0.0019.00 HIS 2 9.00152.00 SIS 3 52.00182.00 SIS 4 82.00191.88 S/H Bottom Longitudinal Flexure Reinforcement: Bar Depth (in) ________________________________ 32.50 Seg. Spacing Bar End Condition Num. Start/End (ft) Start/End 1 0.00/91.88 H/H Transverse Flexure Reinforcement: 0.00 Top Bars 8-#8 8-#8 8-#8 8-#8 Bot. Bars 13-#8 Top Bar Depth (in) _________________ . 32.00 Bottom Bar Depth (in) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 31.50 Seg. Segment Num. Start/End (ft) 1 0.0017.00 2 7.00112.00 3 12.00149.00 4 49.00155.00 5 55.00180.00 6 80.00185.00 7 85.00191.88 Longitudinal Shear Reinforcement: Number of Shear bar legs: ____________ 2 Seg. Segment Num. Start/End (ft) 1 0.0016.01 2 12.99/16.00 3 16.00130.00 4 30.00145.00 Top Bars Bot. Bars None None None None None None None Spacing (in) NotApplic. NotApplic. NotApplic. NotApplic. 10-#7 9-#6 66-#6 11-#6 45-#6 9-#6 10-#7 Quantity None None None None • • • Continuous Foundation Desi2:n RAM Foundation v7.0 L10~ Page 2/2 HOPE Engineering Emerald Lake Corporate Center DataBase: Emerald 1 Date: 02/08/01 14:45:32 Num. Start/End (ft) 5 45.00/48.63 - 6 55.64/59.00 7 59.00/69.00 8 69.00/78.89 9 85.88/91.88 (in) NotApplic. NotApplic. NotApplic. Not Applic. NotApplic. Cover(in) Top _____ 3.00 Bottom._ 3.00 SUPPORTED MEMBERS Columns: Size Location (35.78 -102.21) (C-3) Loe. Along Footing (ft): 0.00 42.63 72.88 Wl4X211 (D-3) CONCRETE CAPACITY Req. Max Shear (kip) Provided Shear (kip) Req. Max Pos. Moment (kip-ft) Provided Pos. Moment (kip-ft) Req. Max Neg. Moment (kip-ft) Provided Neg. Moment (kip-ft) Req. Max Punching Shear (kip) Provided Punching Shear (kip) SOIL CAPACITY W14X257 W14X211 Longitudinal LC 176.93 2 290.51 1296.22 2 1443.82 -310.08 2 -902.27 677.22 2 1260.49 Loe. (ft) 15.00 15.00 8.71 8.71 24.00 24.00 9.50 9.50 Allowable Soil Bearing Capacity (ksf). _________ _ 4.3 103.2 Soil Modulus of Elasticity (ksf /ft). ____________ _ Side. ____ 3.00 Column Orientation 0.00 0.00 0.00 Quantity None None None None None Base Plate (LxW) (in): 22.00x30.00 22.00x30.00 22.00x30.00 Transvers LC Loe. (ft) 600.15 2 12.00 4015.86 12.00 0.00 -1 0.00 0.00 0.00 Max Unfactored Soil Bearing (ksf) _____________ _ Max Average Unfactored Soil Bearing (ksf). ____ _ 4.2 LC 199 2.0 % Rigid 50 50 50 LIO'> Siismik Eaktoc Ep • (Based on UBC Eq. 32-2) Attachment @ 2nd Floor Attachment@ Roof Elevations Seismic Factor Elevations Seismic Factor Attachment 12.5 ft Calc'd Fp 0.706 Attachment 40.5 ft Calc'd Fp 1.467 Roof 40.5 ft Minimum Fp 0.308 Roof 40.5 ft Minimum FP 0.308 Maximum Fp 1.760 Maximum Fp 1.760 Other Factors Fo 0.706 I Other Factors FD 1.467 ! ap 2.5 aP 2.5 Rp 3.0 Rp 3.0 Ca 0.44 Ca 0.44 Ip 1.00 Ip 1.00 Attachment @ 3rd Floor Parapet Elevations Seismic Factor Elevations Seismic Factor Attachment 25.5 ft ' Calc'd Fp 1.059 Attachment 40.5 ft Calc'd Fp 1.467 Roof 40.5 ft i Minimum Fp 0.308 Roof 40.5 ft Minimum FP 0.308 Maximum Fp 1.760 Maximum Fp 1.760 Other Factors Fn 1.059 Other Factors F,., 1.467 ap 2.5 ap 2.5 Rp 3.0 Rp 3.0 Ca b.44 Ca 0.44 Ip 1.00 ~ Ip 1.00 • A?sv""r:, 5a..t'lfl'l7 <i'J€ {.,J ktA vJ if;'! en.<.,-i> F t.( 0 e Sf • 1 /3/01, 1 :33 pm RAM AdvamFile : Serpentine Wall.AVWDate: 1/11/01 Time: 11:31:00 AM Analysis: Pdelta /\loOt'" {Jui, B€12-S • y I iml iii&! ~ lfBI r--x ! I I • --1 I tilm1ffla I Jm1fi I I ! :• Condition: dl=Dead load I ll'li!I RAM Advan~File : Serpentine Wall.AVWDate: 1/11/01 Time: 11:37:54 AM Analysis: Pdelta y !A~ !.,.. X • K \ ~O) 1 I ~,55,0) . K I K I I ! I l I I 40.5, 0) .5, 55, 0) I 40.5, 0)! I , 40.5, 0) ~5, 0) f17.5, 44.5, 0) : ~I K .5, 40.5, o) 27, 0) ~· 0) : ! ; ~. 27,0) • : ~0) ! ! : ~I , ' , ~17.5, 27, 0) :Kl3.5.0): I i . I i I '. ~13.5,0? I ' : ; 5, 13.5, 0) i \ IK il3.5, 0) ' I I \ I ; I ! ; . (0, 0, 0) p7.5, 13.5, 0) I i ·c9.~. o, o) c11,o,o) I ·c6, o, o) I (17.5, 0, 0) Condition: dl=Dead load I I I I I 1~34.5, 55, 0) ! ,t34.5, 44.5, 0) I I i (34.5, 40.5, 0) RAM AdvamFile : Serpentine Wall.AVWDate: 1/11/01 Time: 11:31:40 AM Analysis: Pdelta • y I I I ~x I ~r I •• , / I e --------,-1<:"E, 'I'--, --------JR~ I I i I v +I I I I I , , Z47;:,~ ,-,.. ' ,' ~ ' Condition: dl=Dead load ~ I V ), ~~ ~ RAM AdvamFile : Serpentine Wall.AVWDate: 1/11/01 Time: 11:29:17 AM Analysis: Pdelta y • ~x :M.17 Condition: dl=Dead load l I I&£~~~ ' '1' ·····34""' M:: - I ---~-----------·--------------! M:4: /Vl_2~ .• 2~. M?; M:6. 1e I l I ! IM"U, I ! i ;Ml,l I . I L{D1 RAM Advansale : Serpentine Wall.AVWDate: 1/11/01 Time: 11:32:44 AM Analysis: Pdelta • !y I~---~ 1~--------, j----z' X I I I ~---~' 1! ii I I I ii 1! I i I ' S5 , S6 S11 i, i !I I Uli 1! S3 Condition: dl=Dead load S4 I I I I ; I !'-------' l'-----1 I '--1 __ ___,Ii -------------- • ii II ,, i! 'I !i I; ;I n I 1· I! i ii I I i! I! Iii ii o, !,I 1 I S7 S8 S10 S9 11 1'' !i ,! iii 11 !J ,I I I I !!i I\ 1·LJLJ' r,,_:I 'I I I i:1 '-------' ! 'i .._' -------' 'In,-,! II I!: 11 II! ii ,I Ill i:: 1•1 I ;, ' 1:1 I 11 111 S13 S14 I I' S12 ! I S15 !i ' !; !1 ii ii Ii ,, ! I LJ: i' '---------' LJ1 ._i ------' Sl I' :I ' I S2 ,1 I' 11 ,; !' I I RAM AdvamFile : Serpentine Wall.AVWDate: 1/11/01 Time: 11:39:39 AM Analysis: Pdelta I y ie~ \ Z X I !• Y1 VI I V, ' I I~ I I, I . ~ I I Condition: dl=Dead load L,I I l JRAM Advan~File : Serpentine Wall.AVWDate: 1/11/01 Time: 12:06:29 PM I Analysis: Pdelta I y I , ,.I I ~ I z X I ~ !~ I . ~ N !~·lt2:8992 ' A ..... ,. . i .. . .. . . I Fi=3.54503 j I iNI I I I I I I I l , 1 I : I I :~ I I I I ; l ! >-f•"'• ;~-182 I I ! I ki, J:z::"q,629t7 ! I I I 1 11 ~! l i I I , ; l ' IN \ : l ' I I I ! I i \ \ i~l ' ' l I \.e1.i;i::;:t,0_9~i ~fz:;:0'495~52 I : I .. , Fz=•0.5 6U5 <,;! -·1 - I i <,;! Fz,;,.J~0805f I I I <,;! Fi=-0:703Q93 Condition: dl=Dead load I i I ...... ~fz;:;,1PA1.98 I ..... ~ fz~9;99~7 I I RAM AdvamFile : Serpentine Wall.AVW Date: 1/11/01 Time: 12:06:34 PM Analysis: Pdelta y -.~x • ~ I~ i i ~ \ l ~ : I . ' I I II ~: I Ni I ~ I~ I fY~-.. 5463 l i I , \ -~ i i I tr~~! I ~! ! I ~ fy=$,.ss~14 \~I : I I I I I I iN I I~!. ~ Fy=3.37296 t rY.-~;t$.sp¥$ I I i ! I t fY..;i3 .. ~., ! i • I I I ' Fy:::8.$821~ I ~ Fy~l.52128 Condition: dl=Dead load i i i RAM Advan~File : Serpentine Wall.AVWDate: 1/11/01 Time: 11:36:12 AM Analysis: Pdelta y ,_I i ~ I X I ! I I !~ I -~ ! , lrz~4782 I \'......._~ i \ Tz~33467 i \ 1 Ir .24624 \ I I I I . \ \ \ j Tr-= .897719 \ \ I I I 'lfu~023!~ \\' I \ ' \ \ i '· I \ I \ .6502p2 \ 11 i \ I \ I \ i '1 I \1 II j, ,I ,I ii ~ 77~f 1: \ I! "JI j 0.088196 \\ .I 1 T 0 ij T Tz=0 I I -0.016706! le i I I ! /Tz=0 I i ! I ! Tz=0 I .0.01 I 53 Tz=0 T I -0.014579 1 T -0.014157 I rzbo Tz=0 I I iTz=0 ! Tz=0 Condition: dl=Dead load JI Tz=0.24666 II /1 Ii I /Tz=O I Tz=0 M O D E L DAT A E C H 0 U\5' File I:\PROJECTS\2000\200124.00\Calcs\Serpentine Wall.AVW Units Kip-in Date 1/11/01 Time 11:51:56 AM • N 0 D E S Node X y z Floor [in] [in] [in] ----------------------------------------------------------------------------- 1 0 0 0 0 2 0 162 0 0 3 0 324 0 0 4 0 486 0 0 5 0 660 0 0 6 72 0 0 0 7 72 162 0 0 8 72 324 0 0 9 72 486 0 0 10 72 660 0 0 11 132 0 0 0 12 132 162 0 0 13 132 324 0 0 14 132 486 0 0 15 132 660 0 0 16 210 0 0 0 17 210 162 0 0 18 210 324 0 0 19 210 486 0 0 20 210 660 0 0 21 414 486 0 0 22 414 660 0 0 23 114 0 0 0 24 114 162 0 0 25 114 324 0 0 26 114 486 0 0 • 27 114 660 0 0 28 210 534 0 0 29 414 534 0 0 30 0 0 0 0 R E S T R A I N T S Node TX TY TZ RX RY RZ ----------------------------------------------------------------------------- 1 1 1 1 0 0 0 6 1 1 1 0 0 0 11 1 1 1 0 0 0 16 1 1 1 0 0 0 17 1 1 1 0 0 0 18 1 1 1 0 0 0 19 1 1 1 0 0 0 21 1 1 1 1 0 0 23 1 1 1 0 0 0 25 1 1 1 0 0 0 28 0 0 1 0 0 0 29 0 0 1 0 0 0 30 0 0 1 0 0 0 M E M B E R s Beam NJ NK Description Section Material ----------------------------------------------------------------------------- 1 5 10 w 12x96 A50 2 15 20 w 12x96 A50 • 3 20 22 w 12x96 A50 4 4 9 w 12x96 A50 5 14 19 w 12x96 AS0 6 19 21 w 12x96 A50 7 3 8 w 12x96 AS0 8 2 7 w 12x96 A50 9 12 17 w 12x96 A50 10 1 2 w 12x96 A50 {,(I (p 11 2 3 w 12x96 A50 12 3 4 w 12x96 A50 13 4 5 w 12x96 A50 14 6 7 w 12x96 A50 15 7 8 W 12x96 A50 16 8 9 w 12x96 A50 • 17 9 10 w 12x96 A50 18 16 17 w 12x96 A50 19 17 18 w 12x96 A50 20 18 19 w 12x96 A50 21 11 12 w 12x96 A50 22 12 13 w 12x96 A50 23 13 14 w 12x96 A50 24 14 15 w 12x96 A50 25 13 18 w 12x96 A50 26 10 27 w 12x96 A50 27 15 27 w 12x96 A50 28 9 26 w 12x96 A50 29 14 26 w 12x96 A50 30 8 25 w 12x96 A50 31 13 25 w 12x96 A50 32 7 24 w 12x96 A50 33 12 24 w 12x96 A50 34 21 29 w 12x96 A50 35 22 29 w 12x96 A50 36 19 28 w 12x96 A50 37 20 28 w 12x96 A50 LOCAL AXES ORIENTATION Beam Rotation Axes23 NX NY NZ [Deg) ----------------------------------------------------------------------------- 1 0 2 0 0 1 2 0 2 0 0 1 3 0 2 0 0 1 4 0 2 0 0 1 ••• 5 0 2 0 0 1 6 0 2 0 0 1 7 0 2 0 0 1 8 0 2 0 0 1 9 0 2 0 0 1 10 0 2 0 0 1 11 0 2 0 0 1 12 0 2 0 0 1 13 0 2 0 0 1 14 0 2 0 0 1 15 0 2 0 0 1 16 0 2 0 0 1 17 0 2 0 0 1 18 0 2 0 0 1 19 0 2 0 0 1 20 0 2 0 0 1 21 0 2 0 0 1 22 0 2 0 0 1 23 0 2 0 0 1 24 0 2 0 0 1 25 0 2 0 0 1 26 0 2 0 0 1 27 0 2 0 0 1 28 0 2 0 0 1 29 0 2 0 0 1 30 0 2 0 0 1 31 0 2 0 0 1 32 0 2 0 0 1 33 0 2 0 0 1 s H E L L S • Shell Nl N2 N3 N4 Description Material Thickness [in) ----------------------------------------------------------------------------- 1 1 6 2 7 Wall 1 2 11 16 12 17 Wall 1 3 4 9 5 10 Wall 1 4 19 21 20 22 Wall 1 5 9 26 10 27 Wall 1 ()l7 6 15 27 14 26 Wall 1 7 4 9 3 8 Wall 1 8 9 26 8 25 Wall 1 9 14 19 13 18 Wall 1 10 13 25 14 26 Wall 1 • 11 15 20 14 19 Wall 1 12 3 8 2 7 Wall 1 13 8 25 7 24 Wall 1 14 13 25 12 24 Wall 1 15 13 18 12 17 Wall 1 • • • • • File Units Date Time A I S C M E M B E R D E S I G N I:\PROJECTS\2000\200124.00\Calcs\Serpentine Wall.AVW Kip-in 1/11/01 11:53:21 AM DESIGN CODE : A S D Note.-Plane 1-2: Design for bending moment and shear force parallel to axis 2. Plane 1-3: Design for bending moment and shear force parallel to axis 3. about axis 3 about axis 2 Load conditions included in the design: -dl=Dead load MEMBER 1 Section Material Floors Fy DESCRIPTION: W 12x96 A50 0 -0 50.00 [Kip/in2] Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip) [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2) [Kip/in2] [Kip/in2) CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in) [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2) [Kip/in2) [Kip/in2] Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] 72. 00 72.00 1.00 No 0.00 (0%) -1. 03 0.20 0.15 20.00 0.03 20.00 0.01 0.00 72.00 (100%) 73.95 -0.07 0.00 27.87 0.56 33.00 13.23 1. 75 0.85 852.70 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.02 Ok MEMBER 2 DESCRIPTION: 72.00 1.00 No 0.42 0.04 20.00 0.00 3.34 0.08 37.50 23.35 2.30 0.85 273.89 Single UIB • • • W 12x96 A50 0 -0 Section Material Floors Fy 50.00 [Kip/in2J DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in) Shear [Kip] Torsion [Kip*in) CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2J [Kip/in2] Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] Plane 1-2 Plane 1-3 78.00 78.00 78.00 1.00 1.00 No No 78. 00 (100%) -1.31 -0.52 3.58 0.19 20.00 0.49 20.00 0.01 0.02 78.00 (100%) o. ci5 20.00 0.00 300.48 -16.03 -0.05 0.00 27.65 2.27 33.00 14.34 1.19 0.85 726. 56 Single 0.36 37.50 25.30 1. 78 0.85 233.37 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.08 Ok MEMBER 3 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv [Kip/in2] Plane 1-2 204.00 204.00 1.00 No 0.00 (0%) 1.46 -2.51 0.21 Plane 1-3 204.00 1.00 No 0.87 0.08 lAl°\ • • • Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance [in] Moments [Kip*in] Axial force [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2) [Kip/in2] [Kip/in2) [Kip/in2) [Kip/in2] 20.00 0.34 20.00 0.01 0.02 0.00 (0%) 300.06 -0.23 0.01 21.62 2.27 30.00 37.50 1. 74 0.85 106.22 Single 20.00 0.00 -31. 68 0. 71 37.50 66.16 1.20 0.85 34.12 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.10 Ok MEMBER 4 DESCRIPTION: W 12x96 A50 0 -0 Section Material Floors Fy 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in) [Kip] [Kip*in) CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2) [Kip/in2) [Kip/in2] Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance [in] Moments [Kip*in] Axial force [Kip] CALCULATED PARAMETERS fa Fa fb Fb [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Plane 1-2 72.00 72.00 1.00 No 0.00 (0%) 0.26 -0.47 0.04 20.00 0.06 20.00 0.00 0.00 Plane 1-3 72. 00 1.00 No 0.36 0.03 20.00 0.00 72.00 (100%) -19.46 -1.12 0.04 0.00 30.00 0.15 33.00 0.03 37.50 • • • DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] 0.00 (tension) Hl-2 = 0.01 Ok MEMBER 5 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] 13.23 23.35 1. 70 1. 58 0.85 0.85 852.70 273.89 Single Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in] Shear [Kip] Torsion [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 0.00 (tension) Hl-2 = 0.26 Ok MEMBER 6 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] 78.00 78.00 78.00 1.00 1.00 No No 78.00 (100%) -11.86 -0.57 -4.03 1. 70 20.00 0.55 20.00 0.08 0.03 78.00 (100%) 0.05 20.00 0.00 1089.29 -19.36 0.11 0.00 30.00 8.24 33.00 14.34 1. 60 0.85 726.56 Single 0.44 37.50 25.30 1.80 0.85 233.37 Single (.,,\7-( • • • DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in) Shear [Kip) Torsion [Kip*in) CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2) [Kip/in2] [Kip/in2) CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance [in] Moments [Kip*in) Axial force [Kip) CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] [Kip/in2) [Kip/in2] [Kip/in2] [Kip/in2] 0.00 (tension) Hl-2 = 0.29 Ok MEMBER 7 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] Plane 1-2 204.00 204.00 1.00 No 0.00 (0%) 5.34 0.16 0.76 20.00 0.02 20.00 0.04 0.00 0.00 (0%) 1088.05 0.00 0.00 21. 62 8.23 30.00 37.50 1. 75 0.85 106.22 Single Plane 1-3 204.00 1.00 No 0.87 0.08 20.00 0.00 -31. 55 0. 71 37.50 66.16 1. 20 0.85 34.12 Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in) CALCULATED PARAMETERS fv [Kip/in2) Fv [Kip/in2] ftor [Kip/in2] Ftor [Kip/in2] 72.00 72.00 1.00 No 0.00 (0%) -5.99 -1. 35 0.86 20.00 0.18 20.00 72.00 1.00 No 0.67 0.06 20.00 • • • SHEAR CHECK fv/Fv ftor/Ftor 0.04 0.01 0.00 --------------------------------------------·------------------- CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance Moments Axial force CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [in) [Kip*in) [Kip) [Kip/in2) [Kip/in2) [Kip/in2) [Kip/in2) [Kip/in2) 72.00 430.94 -0.01 0.00 27.87 3.26 33.00 13.23 1. 75 0.85 852.70 Single (100%) 20.55 0.46 37.50 23.35 2.16 0.85 273.89 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.11 Ok MEMBER 8 DESCRIPTION: W 12x96 A50 0 -0 Section Material Floors Fy 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in) K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in] Shear [Kip) Torsion [Kip*in] CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2) [Kip/in2] [Kip/in2) Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in) [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm [Kip/in2) [Kip/in2) [Kip/in2] [Kip/in2) Plane 1-2 Plane 1-3 72.00 72.00 72.00 1.00 1.00 No No 72.00 (100%) -1.50 -0.32 -0.73 0.21 20.00 0.10 20.00 0.01 0.01 72.00 (100%) 0.03 20.00 0.00 109.44 -5.00 0.04 0.00 30.00 0.83 33.00 13.23 1. 74 0.85 0.11 37.50 23.35 1. 34 0.85 • • • Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] 0.00 (tension) Hl-2 = 0.03 Ok MEMBER 9 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2) 852.70 Single 273.89 Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in) Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in) [Kip) [Kip*in) CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2) [Kip/in2) [Kip/in2) [Kip/in2) CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in) [Kip*in) [Kip) CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2) [Kip/in2) [Kip/in2) [Kip/in2) [Kip/in2) 0.00 (tension) Hl-2 = 0.03 Ok MEMBER 10 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2) 78.00 78.00 78.00 1.00 1.00 No No 78. 00 (100%) 1.36 -0.33 6.21 0.19 20.00 0.03 20.00 0.01 0.00 0.00 (0%) 105.94 0.02 0.00 30.00 0.80 33.00 14.34 1. 75 0.85 726. 56 Single 0.03 20.00 0.00 -5.06 0.11 37.50 25.30 1.12 0.85 233.37 Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L· [in] 162.00 162. 00 • • • Lb K Lateral bracing [in] CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in] Shear [Kip] Torsion [Kip*in] CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] 162.00 1.00 No 0.00 -1.67 0.00 0.24 20.00 0.00 20.00 0.01 0.00 (0%) 162.00 (100%) 1.00 No 0.00 0.00 20.00 0.00 269.58 -0.14 -11. 46 0.40 23.92 2.04 30.00 29.78 1. 75 0.85 168.43 Single 0.00 37.50 52.54 1. 75 0.85 54.10 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.02 (compression) Hl-3 = 0.08 MEMBER 11 Section Material Floors Fy Ok DESCRIPTION: W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Plane 1-2 162.00 162.00 1.00 No 0.00 (0%) -1. 45 1.30 0.21 20.00 0.18 20.00 0.01 0.01 Plane 1-3 162.00 1.00 No -0.04 0.00 20.00 0.00 • • • CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance [ in] Moments [Kip*in] Axial force [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 162.00 (100%) 502.02 -3.92 -8.30 0.29 23.92 3.80 30.00 29.78 1.27 0.85 168.43 Single 0.09 37.50 52.54 2.30 0.85 54.10 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.01 (compression) Hl-3 = 0.14 Ok MEMBER 12 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe [Kip/in2] Curvature INTERACTION EQUATION Plane 1-2 162.00 162.00 1.00 No 0.00 (0%) 2.81 0.88 0.40 20.00 0.12 20.00 0.02 0.01 0.00 (0%) 503.37 -6.01 0.21 23.92 3.81 30.00 29.78 1. 66 0.85 168. 43 Single Plane 1-3 162.00 1.00 No -0.03 0.00 20.00 0.00 3.43 0.08 37.50 52.54 2.09 0.85 54.10 Single • • • fa/Fa Controlling equation Status 0.01 (compression) Hl-3 = 0.14 MEMBER 13 Section Material Floors Fy Ok DESCRIPTION: W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Plane 1-2 174.00 174.00 1.00 No Distance [in) Shear [Kip) Torsion [Kip*in] 0.00 (0%) 0.25 0.03 CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance Moments Axial force CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [in) [Kip*in] [Kip] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2J 0.04 20.00 0.00 20.00 0.00 0.00 0.00 45.33 -2.68 0.09 23.29 0.34 30.00 31. 98 1. 75 0.85 146.00 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.02 MEMBER 14 Section Material Floors Fy Ok DESCRIPTION: W 12x96 A50 0 -0 50.00 [Kip/in2] (0%) Plane 1-3 174.00 1.00 No -0.07 0.01 20.00 0.00 5.70 0.13 37.50 56.43 2.30 0.85 46.90 Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] 162.00 162. 00 Lb [in] 162.00 K 1.00 1.00 Lateral bracing No No ()71 • • • Axial force CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip] [Kip/in2] [Kip/in2] (Kip/in2] [Kip/in2] [Kip/in2] -7.27 0.26 23.92 4.39 30.00 29.78 1. 73 0.85 168.43 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.01 (compression) Hl-3 = 0.17 Ok MEMBER 16 DESCRIPTION: W 12x96 A50 0 -0 Section Material Floors Fy 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb (in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance Shear Torsion CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [in] [Kip] (Kip*in] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Plane 1-2 162.00 162.00 1.00 No 0.00 2.15 1.18 0.31 20.00 0.16 20.00 0.02 0.01 (0%) Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] (Kip] 0.00 (0%) 580.20 -7.93 CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 0.28 23.92 4.39 30.00 29.78 1. 38 0.85 168.43 Single 0.01 (compression) Hl-3 = 0.17 Ok 0.31 37.50 52.54 2.30 0.85 54.10 Single Plane 1-3 162.00 1.00 No 0.13 0.01 20.00 0.00 -13.81 0.31 37.50 52.54 2.30 0.85 54.10 Single • • • MEMBER 17 DESCRIPTION: W 12x96 A50 0 -0 Section Material Floors Fy 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in] Shear [Kip] Torsion [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance [in) Moments [Kip*in] Axial force [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2) [Kip/in2] [Kip/in2) [Kip/in2] [Kip/in2] Plane 1-2 174.00 174.00 1.00 No 0.00 (0%) 1.30 -0.02 0.19 20.00 0.00 20.00 0.01 0.00 0.00 (0%) 228.93 -3.28 0.12 23.29 1. 73 30.00 31.98 1. 75 0.85 146.00 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.07 MEMBER 18 Section Material Floors Fy Ok DESCRIPTION: W 12x96 A50 0 -0 50.00 [Kip/in2] Plane 1-3 174.00 1.00 No -0.05 0.00 20.00 0.00 5.02 0.11 37.50 56.43 2.30 0.85 46.90 Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] 162.00 162.00 1.00 No 0. 00 (0%) 0.09 0.00 162.00 1.00 No 0.01 •• • • CALCULATED fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor PARAMETERS [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 0.00 (tension) Hl-2 = 0.01 Ok MEMBER 19 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] 0.01 20.00 0.00 20.00 0.00 0.00 162. 00 (100%) -14 .11 0. 64 0.02 30.00 0.11 30.00 29.78 1. 75 0.85 168.43 Single 0.00 20.00 0.00 1.17 0.03 37.50 52.54 1. 75 0.85 54.10 Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2] Fa fb 162.00 162.00 1.00 No 0.00 (0%) -0.44 -0.16 0.06 20.00 0.02 20.00 0.00 0.00 162.00 (100%) 57.82 0. 64 0.02 30.00 0.44 162.00 1.00 No 0.09 0.01 20.00 0.00 8. 71 0.20 l,,\'?l • • • Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] [Kip/in2] 0.00 (tension) Hl-2 = 0.02 Ok MEMBER 20 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2) 30.00 29.78 2.02 0.85 168.43 Single 37.50 52.54 2.30 0.85 54.10 Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L Lb K Lateral bracing [in) [in) CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in) [Kip) [Kip*in] CALCULATED PARAMETERS fv [Kip/in2) [Kip/in2) [Kip/in2] [Kip/in2] Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] [Kip/in2) [Kip/in2] [Kip/in2] [Kip/in2) 0.00 (tension) Hl-2 = 0.06 Ok MEMBER 21 DESCRIPTION: Section Material W 12x96 : A50 162.00 162.00 1.00 No 0.00 (0%) 1. 73 1. 65 0.25 20.00 0.23 20.00 0.01 0.01 162. 00 (100%) -223.66 0.64 0.02 30.00 1. 69 30.00 29.78 2.04 0.85 168.43 Single 162.00 1.00 No 0.08 0.01 20.00 0.00 4.34 0.10 37.50 52.54 2.30 0.85 54.10 Single •• • • 0 -0 Floors Fy 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in] Shear [Kip] Torsion [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance [in] Moments [Kip* in] Axial force [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Plane 1-2 Plane 1-3 162.00 162.00 1.00 No 0.00 (0%) 0.46 0.00 0.07 20.00 0.00 20.00 0.00 0.00 162.00 (100%) -75.15 -6. 72 0.24 23.92 0.57 30.00 29.78 1. 75 0.85 168.43 Single 162.00 1.00 No 0.02 0.00 20.00 0.00 3. 79 0.09 37.50 52.54 1. 75 0.85 54.10 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.01 (compression) Hl-3 = 0.03 Ok MEMBER 22 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2] [Kip/in2] Fv ftor Plane 1-2 162. 00 162.00 1.00 No 0.00 (0%) -2.80 0.33 0.40 20.00 0.04 Plane 1-3 162.00 1.00 No -0.09 0.01 20.00 ·- • • Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance Moments Axial force CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [in) [Kip*in) [Kip] [Kip/in2] [Kip/in2) [Kip/in2] [Kip/in2) [Kip/in2] 20.00 0.02 0.00 162.00 377.31 -2.34 0.08 23.92 2.85 30.00 29.78 1. 97 0.85 168.43 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0 .11 MEMBER 23 Section Material Floors Fy Ok DESCRIPTION: W 12x96 A50 0 -0 50.00 [Kip/in2) (100%) 0.00 -12.02 0.27 37.50 52.54 1. 95 0.85 54.10 Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in) Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in] Shear [Kip] Torsion [Kip*in) CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance [in] Moments [Kip*in] Axial force [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 162.00 162.00 1.00 No 0.00 (0%) -1.15 1. 99 0.16 20.00 0.27 20.00 0.01 0.01 162. 00 (100%) 559.30 -7.14 0.25 23.92 4.23 30.00 29.78 162. 00 1.00 No -0.04 0.00 20.00 0.00 3.07 0.07 37.50 52.54 1):f-1 • • • Cb Cm Fe Curvature [Kip/in2] 1.18 0.85 168. 43 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.01 (compression) Hl-3 = 0.15 Ok MEMBER 24 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] Plane 1-2 174.00 174.00 1.00 No 0.00 (0%) 3.20 -0.09 0.46 20.00 0.01 20.00 0.02 0.00 0.00 (0%) 562.42 -3.47 0.12 23.29 4.25 30.00 31.98 1. 74 0.85 146.00 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.01 (compression) Hl-3 = 0.15 MEMBER 25 Section Material Floors Fy Ok DESCRIPTION: W 12x96 A50 0 -0 50.00 [Kip/in2] 1.44 0.85 54.10 Single Plane 1-3 174.00 1.00 No 0.08 0.01 20.00 0.00 -7.09 0.16 37.50 56.43 2.30 0.85 46.90 Single Plane 1-2 Plane 1-3 • • • DESIGN PARAMETERS L [in] 78.00 78.00 Lb [in] 78.00 K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in] 78.00 (100%) Shear [Kip) Torsion [Kip*in] CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2) [Kip/in2) [Kip/in2) Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in) [Kip*in] [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2) Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe [Kip/in2] Curvature 10.09 -0.59 1.44 20.00 0.08 20.00 0.07 0.00 0.00 (0%) 785.09 -0.01 0.00 27.65 5.94 33.00 14.34 1. 75 0.85 726.56 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.20 MEMBER 26 Section Material Floors Fy Ok DESCRIPTION: W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in) Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv [Kip/in2] [Kip/in2) [Kip/in2] [Kip/in2) Plane 1-2 42.00 42.00 1.00 No 0.00 (0%) -1. 75 0.55 0.25 20.00 0.08 20.00 0.01 -0.94 0.09 20.00 0.00 32.36 0.73 37.50 25.30 2.30 0.85 233.37 Single Plane 1-3 42.00 1.00 No 0.37 0.03 20.00 0.00 l-l~ • • • ftor/Ftor CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] 0.00 42.00 (100%) 147.39 -0.12 0.00 28.87 1.11 33.00 7. 72 1.30 0.85 2505.90 Single 8.06 0.18 37.50 13. 62 1. 82 0.85 804.90 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.04 Ok MEMBER 27 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L Lb K Lateral bracing [in] [in] CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING L_oad condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] Plane 1-2 18.00 18.00 1.00 No 0.00 (0%) 2.81 0.55 0.40 20.00 0.08 20.00 0.02 0.00 0.00 (0%) 198.00 -0.12 0.00 29.56 1.50 33.00 3.31 1.13 0.85 13643.21 Single Plane 1-3 18.00 1.00 No -0.83 0.08 20.00 0.00 5.58 0.13 37.50 5.84 2.30 0.85 4382.24 Single • • • INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.05 Ok MEMBER 28 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in] Shear ' [Kip] Torsion [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 0.00 (tension) Hl-2 = 0.03 Ok MEMBER 29 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] 42.00 42.00 1.00 No 0.00 (0%) -2.54 -0.92 0.36 20.00 0.13 20.00 0.02 0.01 42.00 (100%) 85.84 0.22 0.01 30.00 0.65 33.00 7. 72 2.02 0.85 2505.90 Single 42.00 1.00 No 0.49 0.04 20.00 0.00 14.41 0.32 37.50 13.62 1. 70 0.85 804.90 Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L Lb K [in] [in] 18.00 18.00 1.00 18.00 1.00 • • • Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in] Shear [Kip] Torsion [Kip* in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2J CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 0.00 (tension) Hl-2 = 0.04 Ok MEMBER 30 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] No 0.00 (0%) 4.45 -0.92 0. 64 20.00 0.13 20.00 0.03 0.01 0.00 (0%) 165.97 0.22 0.01 30.00 1. 26 33.00 3.31 1.29 0.85 13643.21 Single No -1.38 0.13 20.00 0.01 9.22 0.21 37.50 5.84 2.30 0.85 4382.24 Single Plane 1-2 Plane 1-3 DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition dl=Dead load Distance [in] Shear [Kip] Torsion [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2) [Kip/in2) [Kip/in2) CONTROLLING FORCES -BENDING Load condition : dl=Dead load 42.00 42.00 42.00 1.00 1.00 No No 42.00 (100%) -14.41 -3.45 -1. 43 2.06 20.00 0.20 20.00 0.10 0.01 0.32 20.00 0.02 • • • Distance Moments Axial force CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [in] [Kip*in] [Kip] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 42.00 (100%) 1036.43 -90.12 -0.01 0.00 28.87 7.84 33.00 7. 72 1.37 0.85 2505.90 Single 2.03 37.50 13.62 2.30 0.85 804.90 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.29 Ok MEMBER 31 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation [Kip/in2] 0.00 (tension) Hl-2 = 0.29 Plane 1-2 Plane 1-3 18.00 18.00 1.00 No 18.00 (100%) -14.06 -1.43 2.01 20.00 0.20 20.00 0.10 0.01 18.00 (100%) 18.00 1.00 No 8.07 0.74 20.00 0.04 1036.43 90.12 0.04 0.00 30.00 7.84 33.00 3.31 1.13 0.85 13643.21 Single 2.03 37.50 5.84 2.30 0.85 4382.24 Single • • • Status Ok MEMBER 32 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip] CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] Plane 1-2 Plane 1-3 42.00 42.00 1.00 No 0.00 (0%) 0.26 -0.26 0.04 20.00 0.04 20.00 0.00 0.00 26.25 (62%) 103.69 -0.09 0.00 28.87 0.78 33.00 7. 72 1.05 0.85 2505.90 Single 42.00 1.00 No 0.31 0.03 20.00 0.00 6.45 0.15 37.50 13.62 1. 61 0.85 804.90 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.03 MEMBER 33 Section Material Floors Fy Ok DESCRIPTION: W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition : dl=Dead load Plane 1-2 Plane 1-3 18.00 18.00 18.00 1.00 1.00 No No • • • Distance Shear Torsion [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] CONTROLLING FORCES -BENDING Load condition Distance Moments Axial force dl=Dead load [in] [Kip*in] [Kip) CALCULATED PARAMETERS fa [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] 0.00 (0%) 0.34 -0.26 0.05 20.00 0.04 20.00 0.00 0.00 0.00 (0%) 105.61 -0.09 0.00 29.56 0.80 33.00 3.31 1.03 0.85 13643.21 Single -0.84 0.08 20.00 0.00 6.69 0.15 37.50 5.84 2.30 0.85 4382.24 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.00 (compression) Hl-3 = 0.03 Ok MEMBER 34 DESCRIPTION: Section Material Floors Fy W 12x96 AS0 0 -0 50.00 [Kip/in2) DESIGN PARAMETERS L [in] Lb [in) K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip) [Kip*in] CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2] [Kip/in2) [Kip/in2] Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance [in) Moments [Kip* in) Axial force [Kip] Plane 1-2 48.00 48.00 1.00 No 0.00 (0%) -0.23 1.80 0.03 20.00 0.25 20.00 0.00 0.01 Plane 1-3 48.00 1.00 No -8.27 0.75 20.00 0.04 48.00 (100%) -8.95 -274.74 -4.22 • • • CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 0.15 28.68 0.07 33.00 8.82 1. 34 0.85 1918.58 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.01 (compression) Hl-3 = 0.17 Ok MEMBER 35 DESCRIPTION: Section Material Floors Fy W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Plane 1-2 126.00 126.00 1.00 No 0.00 (0%) -0.23 1. 80 0.03 20.00 0.25 20.00 0.00 0.01 6.19 37.50 15.57 2.28 0.85 616.25 Single Plane 1-3 126.00 1.00 No -2.15 0.20 20.00 0.01 Load condition Distance Moments dl=Dead load [in] [Kip*in] [Kip] 126.00 (100%) Axial force CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status 8.95 -274.74 [Kip/in2) [Kip/in2] [Kip/in2) [Kip/in2) [Kip/in2] -4.22 0.15 25.68 0.07 33.00 23.16 2.28 0.85 278.43 Single 0.01 (compression) Hl-3 = 0.17 Ok 6.19 37.50 40.86 1. 74 0.85 89.43 Single • • • MEMBER 36 DESCRIPTION: W 12x96 A50 0 -0 Section Material Floors Fy 50.00 [Kip/in2] DESIGN PARAMETERS L [in] Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] CALCULATED PARAMETERS fv [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2) Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance [in) Moments [Kip*in) Axial force [Kip] CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2) [Kip/in2) [Kip/in2] [Kip/in2) [Kip/in2) Plane 1-2 48.00 48.00 1.00 No 0.00 (0%) 0.18 0.41 0.03 20.00 0.06 20.00 0.00 0.00 Plane 1-3 48.00 1.00 No -25.13 2.29 20.00 0.11 48. 00 (100%) 7.65 -978.17 -5.80 0.20 28.68 0.06 33.00 8.82 1. 33 0.85 1918.58 Single 22.04 37.50 15.57 2.01 0.85 616.25 Single INTERACTION EQUATION fa/Fa Controlling equation Status 0.01 (compression) Hl-3 = 0.60 MEMBER 37 Section Material Floors Fy Ok DESCRIPTION: W 12x96 A50 0 -0 50.00 [Kip/in2] DESIGN PARAMETERS L [in) Lb [in] K Lateral bracing CONTROLLING FORCES -SHEAR Load condition Distance Shear Torsion dl=Dead load [in] [Kip] [Kip*in] Plane 1-2 126.00 126.00 1.00 No 0.00 (0%) 0.18 0.41 Plane 1-3 126.00 1.00 No -7.77 • •• • CALCULATED PARAMETERS fv Fv ftor Ftor SHEAR CHECK fv/Fv ftor/Ftor [Kip/in2] [Kip/in2] (Kip/in2] (Kip/in2] CONTROLLING FORCES -BENDING Load condition dl=Dead load Distance (in] 0.03 20.00 0.06 20.00 0.00 0.00 126.00 (100%) o. 71 20.00 0.04 Moments (Kip*in] -7.65 -978.17 Axial force [Kip] -5.80 CALCULATED PARAMETERS fa Fa fb Fb DESIGN PARAMETERS KL/R Cb Cm Fe Curvature INTERACTION EQUATION fa/Fa Controlling equation Status [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] [Kip/in2] 0.20 25.68 0.06 33.00 23.16 2.30 0.85 278.43 Single 0.01 (compression) Hl-3 = 0.60 Ok 22.04 37.50 40.86 1. 76 0.85 89.43 Single • ~ I JOB HOPE ENGINEERING SHEET NO. OF 1301 3rd Ave., Ste. 300 CALCULATED BY DATE SAN DIEGO, CA 92101 CHECKED BY DATE :' SCALE 20'-0" MAX. . . , . . ;..... .. . . . . .... ~-.... . ; ............ '... ... . . .. :. ... ·-. ·:··" .. ······ :•· ··: ····: .. .. ' ·:·. , .. : ... :·· ....... . . . . . .... ...... .. . ...... . . . . . ..... ······ ..... , .. FRAMED OPNG. PER PLAN --y t,,\ I -Gl2x20."T ----1!-7 --------r- 1 I I DN I ..-------.,v /~------1-1:~~~114 ,_ , U) 01 I __ ......;...;,.,.; ~I I ,___ __ ....__ _ _..., 1/4 ~I I ---------ul I ~\ rJ I I UP lo 1/4 I I ,t-I I (Ci I x <( :r C) I C) I c.12x20.1 0,-- 1------. ------------I L ~ PLAN .... : ........ : .. -·····; ....... : ........ : ........ : ........ ···!· .. ·······-I ..... ····= ... -.... ; ..... ~-.... : ...... ; ...... : : ..... ,.. .... . . . ... :· .. .. . . .. -· .. . ... -..... -.. . ......................... . . .. . .. . . . .. . . . : ... ... . . ··-~ . . . . . . .. . .. ~--.. .. : ... . : = . • . : .••... :· ....... ·: ·•·•· ····: •·•·•·. . . . ••..•. . ., . ~ . • •.. . ·-·· •. • . ... .. ...... . .... . ... ': ......•........... : ... ·= ...... · .... : ...... : .......... ; ................ !. .. . . ... : .. . . . . .... :. ·····.. . . . . . . . . . -. ..... . . . . ..... . ... , ... , .... . .. :·· ... , ... ' ... , ....... ; ..... : ... : ....... : ........ >:i '.~ ... :~~ ..... i ...... ::Fi.t-::~ ........ . ...;.1-:~ ·-~ -.. r'f>f: .......... .. . ... ... ......... .. · ....... : ..... .'... ............ ; .......... i ...... ) .. .1~ ... ~.A ....... :.P. ~N.· .......... : ...... : .......... ; ... -f.. '-i>..... .. ... . .................................... . : . . ' ....... : ...... .... ; ........ ; ........ : -~J-2)t..--• it, .. -::1. .: .. 1i;J?,1.~1, ~ k'L.... .. :. . LO .. ; A .. .. . : .. .. .......... : ....... ! ........ : ..... '. ....... : .... ; ..... A/f.J.::~ .. L ........ ; .......... 7'.f~-e:.~ ..... : ..... : ..... _: _,,. 'o .. : ... .. .... . . .. . .. ............ . • • • • • .... • ...... ... : ......... : ...... , ............ ·: ....... c ........ 1 ..... : ...... .: ... ; ...... : .................. :. ~ .. ~ _:_ .. , 1-.l..~ .. o .... : .. :e 5.F.~.. .... ... ..... . . ., ... . . . . . . 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