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0005-039 (SFD) Structural Calcs
a • • i fi r B.G.. STRUC'T'URAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 45-535 Via Corona "'tom Indian Wells, CA 92210 , (760) 568-3553 (760) 568-5681 Fax Alacano Residence Lot 26 The Traditions 52 X22 CAA01 t -k Clf- P_rest Vuksic Architects 74-020 Alessandro, Suite C Palm Desert, Ca. 92260 ob Number: 854.11 CITY OF ILA OU NTA BUILDING & SAFETY DEPT December 17 1999 A D ' FOR CONSTRUCT -JON DATE IO*LOFESS/O� S GOTT < 4 ��AIOVO, VALID ONLY IF SIGNED IN RED 4 • � 0 � 0 Loads Rafters Beams Columns Footings Wood Trusses Lateral Frames Shear Wall Schedule Table Of Contents 1-2 3-9 10-74 75-78 79-83 84-109 110-140 141-188 189-190 rnWCL,l SHEET NO. L.P,T Z(o --rlLwm*,j% B.G. STRUCTURAL JOB NO. -7 ITEM DATE EIV INFERING ENGINEER S& iD TILE }Zoo 1. r -j 61 AJe iD AJe MISC Z"o (/Z, 4e p 45- F, cp P. C. 0 12�. L -OT Z(o BIG, STRUCTURAL ENGINEERING I P�z,B f32.� .NO. �Ly4j� MAt4tLir■ � _ � _ � � � � � � ' _ � � � -, _ � � ,+ � � � � YATMLMI__� 1 J- Is 17 1 3 � Ito W. I. - - . IN 9 A �A PROJECT L.O,.r Z& ITEM TEMM JF «T B.G. STRUCTURAL ENGINEERING SHEET NO. JOB NO.��*, DATE //� a? I ENGINEER -1!;o • B. G. Stuctural Engineerig, Inc. . _ Description Rafters J2 - A Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:51AM, 17 NOV 99 Description : Scope : Span Dead Load Live Load Span J2 J3 J4 Timber Section 378.1 2x8 4x8 2x6 Beam Width in 1.500 3.500 1.500 Beam Depth in 7.250 7.250 5.500 Le: Unbraced Length ft 0.00 0.00 0.00 -X1mber-Gm psi glas-Nr�ceh, aug1as-€ir---6awhPG"1as-Fir' far , Fb - Basic Allow psi 875.0' 875.0 875.0 Fv - Basic Allow psi 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor in 1.250 1.250 1.250 Member Type Cantilever LL Defl Sawn Sawn Sawn Repetitive Status Repetitive No. . Repetitive Span Dead Load Live Load 52.00 52.00 52.00 40.00 40.00 40.00 2.00 104.00 80.00 3.00 Span ft 0.00 Uniform Dead Load #/ft 378.1 Uniform Live Load #/ft 1,509.4 Results Ratio = Bending OK Mmax g Gen er m - 30.5 @X= ft 118.8 Mmax @ Cantilever in -k Shear OK fb : Actual psi 150.00 Fb : Allowable psi 276.00 fv : Actual psi Fv : Allowable psi 52.00 52.00 52.00 40.00 40.00 40.00 2.00 104.00 80.00 3.00 1.44 3.75 0.00 -4.42 0.00 378.1 144.0 1,026.4 1,509.4 1,421.9 1,635.2 Bending OK Bending OK Bending OK 30.5 15.2 55.2 118.8 118.8 118.8 Shear OK Shear OK Shear OK @ Left Ends Center DL Def 155.00 -0.020 LL lbs 120.00 80.00 150.00 Max. DL+LL lbs 276.00 132.00 345.00 @ Right En DL lbs 156.00 364.00 195.00 LL lbs '120.00 280.00 150.00 Max. DL+LL lbs 276.00 644.00 345.00 Center DL Def in -0.020 0.001 -0.111 L/Defl Ratio. 3,619.1 84,441.6 809.0 Center LL Def) in -0.015 -0.001 -0.086 L/Defl Ratio 4,704.8 37,050.2 1,051.7 Center Total Dell in -0.035 -0.001 -0.197 Location ft 3.000 1.600 3.750 L/Defl Ratio 2,045.6 46,748.7 457.3 Cantilever DL Defl in -0.005 Cantilever LL Defl in -0.004 Total Cant. Defl in -0.008 L/Defl Ratio 5,738.3 c - d:\enerca c vuksic 854-17.ecw:Calculations er 5- U , in PROJECT ITEM.' t--:) -- - .- -- - B.G. STRU.CTURAL ' . ENGINEERIiVG I JOB NO. 6 ) I DATE Aol� T . 5 J, S f -P.O B. G. Stuctural Engineerig, Inc. Rev: 510001 Description Rafters J5 0 Title,: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 1:33PM, 17 NOV 99 Description : Scope: & Joist Timber Member Information ftl 3.50 J5 Timber Section 783.1 2x8 Beam Width in 1.500 Beam Depth in 7.250 Le: Unbraced Length ft 0.00 Tlmber Grade 118.8 ouglas Fir • Larch, Fb - Basic Allow psi 875.0 Fv -.Basic Allow psi 95.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.250 Member Type . Sawn Repetitive Status No Span It 7.00 Dead Load #/ftl 100.00 Live Load #/ft 40.00 @ X = ftl 3.50 Po :Actual psi 783.1 Fb : Allowable psi 1,312.5 lbs Bending OK fv : Actual psi 56.2 Fv : Allowable psi 118.8 LIDO Ratio 140.00 Shear OK • @ Left Ends in -0.071 350.00 LL lbs Center LL Defl 140.00 Max. DL+LL lbs 490.00 @ Right En DL lbs -0.099 350.00 LL lbs LIDO Ratio 140.00 Max. DL+LL lbs 490.00 Center OL Def in -0.071 LIDO Ratio 1,185.1 Center LL Defl in -0.028 UDefl Ratio 2,962.8 Center Total Defl in -0.099 Location ft 3.500 LIDO Ratio 846.5 c : enerca c\vuksic 854-17.ecw:Calculatlons KVV-UbUZ454, VerTO.6,u - , Wn3z C"1Fr�/ ""Rafter J6 ai TJ-BeamTM v5.42 Serial Number 0 11.875" TJI®/ProT-150 JOIST @ 24.0" o/c BEAMUSA 1001 11/17/99 2:50:12 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 Member Slope: 0 Roof Slope: 0 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: F__ Analysis for Joist Member Supporting ROOF Application. Loads(psf): 20 Live at 125% duration, 18 Dead SUPPORTS: INPUT BEARING a, a m' 12' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting ROOF Application. Loads(psf): 20 Live at 125% duration, 18 Dead SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL, OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 240 / 216 / 456 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" Right Face 240 / 216 / 456 Detail R1 SB Shear Blocking See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. - CAUTION:;Required bearing length(s) exceed the minimum shown in the TJM Builder's'guide for single family residential applications. Limits: End supports, 3.5". Intermediate supports, 3.5" with web stiffeners and 5.25" without web stiffeners. . DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 427 421 1775 Passed(24%) Lt. end Span 1 under Roof loading Reaction(lb) 427 427 1775 Passed(24%) Bearing 1 under Roof loading Moment(ft-Ib) 1202 1202 4706 Passed(26%) MID Span 1 under Roof loading Live Defl.(in) 0.064 0.375 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.121 0.562 Passed(U999+) MID Span 1 under Roof loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION Alacano Residence Lot 26 - Traditons • OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 (760)568-5681-4----------- Copyright® 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. Pro"' and TJ-BeamT are trademarks of Trus Joist MacMillan. TJI® is a registered trademark of Trus Joist MacMillan. Rafter J7 C156t7*) 2*0' 11.875" TJI®/PrOTM-350 JOIST @ 24.0" o/c TJ-BeamT v5.42 Serial Number. 0 BEAMUSA 1001 11/17/99 2:53:22 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope' 0 F_ e 18' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting ROOF Application. Loads(psf): 20 Live at 125% duration, 18 Dead SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 360 / 324 / 684 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" Right Face 360 / 324 / 684 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. - CAUTION: :Required bearing length(s) exceed the minimum shown in the TJM Builder's guide for single family residential applications. Limits: End supports, 3.5". Intermediate supports, 3.5" with web stiffeners and 5.25" without web stiffeners. DESIGN CONTROLS: MAXIMUM Shear(lb) 655 Reaction(lb) 655 Moment(ft-Ib) 2827 Live Defl.(in) Total Defl.(in) DESIGN CONTROL CONTROL 649 1775 Passed(37%) 655 1775 Passed(37%) 2827 6500 Passed(43%) 0.229 0.575 Passed(U906) 0.434 0.863 Passed(U477) LOCATION Lt. end Span 1 under Roof loading Bearing 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading MID Span 1 under Roof loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all •productsare readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Alacano Residence Lot 26 - Traditons B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 0 (760) 568-568-----------yy—ryyy Copyright O 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. ProTM and TJ-BeamTM are trademarks of Trus Joist MacMillan. TJI® is a registered trademark of Tins Joist MacMillan. D:11-DATAIBG-STRUUobslVuksic\Alacano Res. Lot 26U6.bm ���MA_/ Rafter J8 TJ-BeamTM v5.42 serial Number: 0 11.875" TJt®/ProT"" -350 JOIST @ 24.0" o/c BEAMUSA 1001 11/17/99 2:55:21 PM Page THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 4/12 Roof Slope: 4/12 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting ROOF Application. Loads(psf): 20 Live at 125% duration, 26 Dead SUPPORTS: INPUT BEARING WIDTH LENGTH JUSTIFICATION 1 2x6 Stud Wall 5.50" 5.5" Left Face 2 2x6 Stud Wall 5.50" 5.5" Right Face REACTIONS(lbs.) LIVE/ DEAD/ TOTAL DETAIL OTHER 320 / 439 / 759 Detail R1 SB Shear Blocking 320 / 439 / 759 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. - CAUTION: Required bearing length(s) exceed the minimum shown in the TJM Builder's guide for single family residential applications. Limits: End supports, 3.5". Intermediate supports, 3.5" with web stiffeners and 5.25" without web stiffeners. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 723 715 1775 Passed(40%) Lt. end Span 1 under Roof loading Reaction(lb) 723 723 1775 Passed(41%) Bearing 1 under Roof loading Moment(ft-Ib) 2756 2756 6500 Passed(42%) MID Span 1 under Roof loading Live Defl.(in) 0.158 0.804 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.374 1.072 Passed(U516) MID Span 1 under Roof loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U240, TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and . positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES.- - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. - (Minimum cut length) = (Overall horizontal length) x1.054 + 4" PROJECT INFORMATION Alacano Residence Lot 26 - Traditons C•17��7_�it�I7P.Lr�1;l\'�L�ii C�7�1� B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 (760) 568-5681------- ------- Copyright ®1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. Pro" and TJ-BeamTM are trademarks of Trus Joist MacMillan. TJI® is a registered trademark of Trus Joist MacMillan. D:\1-DATA\BG-STRUUobs\Vuksic\Nlaceno Res. Lot 26U7.bm 0 0 e 16' 1 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting ROOF Application. Loads(psf): 20 Live at 125% duration, 26 Dead SUPPORTS: INPUT BEARING WIDTH LENGTH JUSTIFICATION 1 2x6 Stud Wall 5.50" 5.5" Left Face 2 2x6 Stud Wall 5.50" 5.5" Right Face REACTIONS(lbs.) LIVE/ DEAD/ TOTAL DETAIL OTHER 320 / 439 / 759 Detail R1 SB Shear Blocking 320 / 439 / 759 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. - CAUTION: Required bearing length(s) exceed the minimum shown in the TJM Builder's guide for single family residential applications. Limits: End supports, 3.5". Intermediate supports, 3.5" with web stiffeners and 5.25" without web stiffeners. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 723 715 1775 Passed(40%) Lt. end Span 1 under Roof loading Reaction(lb) 723 723 1775 Passed(41%) Bearing 1 under Roof loading Moment(ft-Ib) 2756 2756 6500 Passed(42%) MID Span 1 under Roof loading Live Defl.(in) 0.158 0.804 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.374 1.072 Passed(U516) MID Span 1 under Roof loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U240, TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and . positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES.- - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. - (Minimum cut length) = (Overall horizontal length) x1.054 + 4" PROJECT INFORMATION Alacano Residence Lot 26 - Traditons C•17��7_�it�I7P.Lr�1;l\'�L�ii C�7�1� B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 (760) 568-5681------- ------- Copyright ®1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. Pro" and TJ-BeamTM are trademarks of Trus Joist MacMillan. TJI® is a registered trademark of Trus Joist MacMillan. D:\1-DATA\BG-STRUUobs\Vuksic\Nlaceno Res. Lot 26U7.bm 1-1 • • B. G. Stuctural Engineerig, Inc. Rev: 510001 Description Beam B1 . 11 Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:27PM, 17 NOV 99 Description : Scope : neral I Imber Beam , Beam Width 3.500 in Left Cantilever 3.50 ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 . Allowable Bm Wt. Added to Loads Fb Base Allow 875.0 psi Allowable Load Dur. Factor 1.250 Fv Allow 95.0 psi ' Beam End Fixity Pin -Pin Fc Allow 625.0 psi 1.18 k Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads 1.17 k Max @ Left Support -1.04 k -ft #1 DL @ Left 78.00 #/ft LL @ Left 60.00 #/ft Start Loc -3:500 ft DL @ Right 216.00 #/ft LL @ Right 166.00 #/ft End Loc 7.500 ft Beam Design OK Span= 7.50ft, Left Cant= 3.50ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.522 : 1 ...Location 3.991 ft 3.904 ft ...Length/Defl . ...Length/Deft 1,81.1.4 886.05 Right Cantilever... Maximum Moment 1.9 k -ft Maximum Shear * 1.5 1.6 k . Allowable 3.6 k -ft . Allowable 3.0 k Max. Positive Moment . 1.87 k -ft a 4.167 ft Shear: @ Left 1.18 k Max. Negative Moment -0.60 k -ft a 0.000 ft @ Right 1.17 k Max @ Left Support -1.04 k -ft Camber: @ Left 0.049 in Max @ Right Support 0.00 k -ft @ Center 0.075 in Max. M allow 3.63 Reactions... @ Right 0.000 in fb 731.72 psi fv 61.94 psi Left DL 1.05 k Max 1.82 k Fb 1,421.88 psi Fv 118.75 psi Right DL 0.63 k Max 1.11 k Deflection -0.050 in -0.102 in Deflection ...Location 3.991 ft 3.904 ft ...Length/Defl . ...Length/Deft 1,81.1.4 886.05 Right Cantilever... 0.0 Deflection ...Length/Deft 0.033 in 0.109 in 2,552.6 771.9 0.000 in 0.000 in 0.0 0.0 c - : enerca c vu sic 8 7.ecw:CalculationsVer b.U.5, 1 b -Jul -1 u9ts, Win3z • C7 10 B. G. Stuctural Engineerig, Inc. . ry Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:27PM, 17 NOV 99 Description Scope Rev: 510001 tjeneral I tmoer beam Description Beam 81 Ck 31.019 Rb. Cf 1.300 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 Sxx 30.661 in3 Area 25.375 in2 Max Moment Sxx Req'd Allowable fb 1.87 k -ft 15.78 in3 1,421.88 psi 1.04 k -ft 8.78 in3 1,421.88 psi 0.00 k -ft 0.00 in3 1,421.88 psi @ Left Support @ Right Support 1.57 k 1.42 k 13.236 in2 11.985 in2 118.75 psi 118.75 psi 1.82 k Bearing Length Req'd 0.831 in 1.11 k Bearing Length Req'd 0.507 in ., ., v... V vr..v.....v oa.v.w ...vn.cm V[ 1G0. 1J611G1d1V11 @ Center Span Location = 0.00 ft -1.04 k -ft 1.18 k 0.0000 in @Right Cant. Location = 0.00 ft 0.00k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -1.04 k -ft 1.18 k 0.0000 in c : enercalc vu sic 854-17.ecw: a cu ations KW-UbUZ454, Ver u - , in r� B. G. Stuctural Engineerig, Inc. Rev: 510001 Description Beam B2 13 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:30PM, 17 NOV 99 Description : Scope : ral Timber Beam Section Name bxb vca wau (:enter Span 7.50 tt .....Lu 0.00 tt Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Right Cantilever... Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Deflection Load Dur. Factor 1.250 Fv Allow 85.0 psi ...Length/Defl Beam End Fixity Pin -Pin Fc Allow 625.0* psi Wood Density 34.000 pcf E 1,600.0 ksi rapezoidal oa s #1 DL @ Left 129.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 207.00 #/ft LL @ Right 120.00 #/ft End Loc 3.750 ft #2 DL @ Left 207.00 #/ft LL @ 1eft 120.00 #/ft Start Loc 3.750 ft DL @ Right 129.00 #/ft LL @ Right 60.00 #/ft End Loc 7.500 ft Span= 7.50ft, Beam Width 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.540 : 1 Maximum Moment 2.0 k -ft Maximum Shear'` 1.5 Allowable 3.8 k -ft Allowable Max. Positive Moment 2.03 k -ft a 3.750 ft Shear:. @ Left Max. Negative Moment 0.00 k -ft a 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 3.75 Reactions... fb 876.76 psi fv 44.74 psi Left DL 0.66 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.66 k �.Z ...pa..... vca wau , vtal �. u K.cIa vanancrcI... Deflection -0.109 in -0.166 in Deflection ...Location 3.750 ft 3.750 ft ...Length/Defl ...Length/Deft 829.0 542.24 Right Cantilever... Deflection ...Length/Defl @ Right @ Left @. Center @ Right Max Max Beam Design O 1.4 k 3.2 k 0.99 k 0.99 k 0.000 in 0.163 in 0.000 in 0.99 k 0.99 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 c d:\enercaic\vuksic 854-17.ecw:Ca culations er u - in 14- B. G. Stuctural Engineerig, Inc. Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:30PM, 17 NOV 99 Description Scope • c d:\enercalc\vuksic 854-17.ecw: alcu ations er u - m Rev: 510001 General Timber Beam Description Beam B2 Stress Cales Bending Analysis Ck 25.448 Rb 0.000 Sxx 27.729 in3 Area 30.250 int Cf 1.000 Max Moment Sxx Req'd Allowable fb @ Center 2.03 k -ft 14.96 in3 1,625.00 psi @ Left Support. 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.35 k 1.35 k Area Required 12.738 in2 12.738 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing@ Supports Max. Left Reaction 0.99 k Bearing Length Req'd 0.289 in Max. Right Reaction 0.99 k Bearing Length Req'd 0.289 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.99 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in • c d:\enercalc\vuksic 854-17.ecw: alcu ations er u - m B. G. Stuctural Engineerig, Inc. Rev: 510001 Description Beam 133 Beam Width 5.500 in Beam Depth 5.500 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.250 Beam End Fixity Pin -Pin ,. Wood Density 34.000 pcf )rm Loacls aver Full Span Center DL Left Cantilever DL Right Cantilever DL is Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:44PM, 17 NOV 99 Description Scope eneral Timber Beam Left Cantilever ft .....Lu Right Cantilever ft .....Lu Douglas Fir - Larch (North), No.1 Fb Base Allow 1,300.0 psi ' Fv Allow , 85.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 169.00 #/ft LL 130.00 #/ft #/ft LL #/ft #/ft LL #/ft 0.00 ft 0.00 ft Beam Design OK c - :\enerca c vuksic 854-17.ecw:Ca culations - er . . - u - m Span= 7.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.499 :1 Maximum Moment 1.9 k -ft Maximum Shear 1.5 1.4 k Allowable 3.8 k -ft Allowable 3.2 k Max. Positive Moment 1.88 k -ft a 3.500 ft Shear: @ Left 1.07 k Max. Negative Moment 0.00 k -ft a 7.000 ft @ Right 1.07 k Max @ Left Support 0.00 k -ft Camber: @ Left 0:000 in Max @ Right Support 0.00k -ft @ Center 0.117 in Max. M allow 3.75 Reactions... @Right 0.000 in fb 811.47 psi fv 46.33 psi Left DL 0.62 k Max 1.07 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.62 k Max 1.07 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.078 in -0.136 in Deflection 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...Length/Deft 0.0' 0.0 ...Length/Deft 1,077.1 619.70 Right Cantilever... Deflection 0.000 in 0.000 in ... Length/Defl 0.0 0.0 c - :\enerca c vuksic 854-17.ecw:Ca culations - er . . - u - m IO B. G. Stuctural Engineerig, Inc. Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:44PM, 17 NOV 99 Description Scope: . Rev; 910001 General Timber.13eam Description Beam B3 11 eenatng Analysis Ck 25.448 Rb 0.000 Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Max Moment Sxx Req'd Allowable fb @ Center 1.88 k -ft 13.85 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.40 k 1.40 k Area Required 13.191 in2 13.191 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.07 k Bearing Length Req'd 0.312 in Max. Right Reaction 1.07 k Bearing Length Req'd 0.312 in .v, ., r r `/ vry u.vv rvva..v.w .•.Vn.ai. ll Vllcal VGIIGIiOVII @ Center Span Location = 0.00 ft 0.00 k -ft 1.07-k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 it 0.00 k -ft 0.00 k 0.0000 in c - d:\enercalc\vuksic 854-17.ecw: alculations er 15-Juin PROJECT A G.. STRUCTURAL ITEM ENGINEERING 1,Z--) CA S... SHEET NO. JOB NO. 17 DATE : . . v- i I 1 0 • • B. G. Stuctural Engineerig, Inc. Description . Beam B4 I.$ Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:47PM, 17 NOV 99 Description : Scope : Beam Width 5.125 in Left Cantilever 2.50 ft .....Lu 0.00 ft Beam Depth 12.000 in - Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bin Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000 pcf E . 1,800.0 ksi Trapezoidal oa s #1 DL @Left 156.00 #/ft LL @ Left 120.00 #/ft Start Loc -2.500 ft DL @ Right 156.00 #/ft LL @ Right 120.00 #/ft End Loc 0.000 ft #2 DL @ Left 156.00 #/ft LL @ Left 120.00 #/ft Start Loc 0.000 ft DL @ Right 54.00 #/ft LL @ Right 60.00 #/ft End Loc 6.000 ft Span= 6.00ft, Left Cant= 2.50ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.087 : 1 Maximum Moment -0.9 k -ft Maximum Shear" 1.5 Allowable 24.6 k -ft Allowable Max. Positive Moment 0.68 k -ft a 3.220 ft Shear: @ Left Max. Negative Moment -0.53k-ft a 0.000 ft Max @ Left Support -0.91 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 24.60 Reactions... f6 88.57 psi fv 14.35 psi Left DL 0.92 k Fb 2,400.00 psi Fv 165.00 psi Right DL 0.22 k Deflection -0.001 in -0.003 in ...Location 3.390 ft 3.119 ft ...Length/Deft .66,032.5 23,628.27 Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.9 k 10.1 k 0.86 k 0.46 k 0.001 in 0.002 in 0.000 in 1.59 k 0.40 k -0.001 in -0.004 in 63,603.9 14,629.9 0.000 in 0.000 in 0.0 0.0 c : enerca c\vuksic 854-17.ecw:Calculations KVV-ubu7454, Ver 15 -Jul- m • C7 10 I� B. G. Stuctural Engineerig, Inc. Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:47PM, 17 NOV 99 Description Scope Rev: 510001 ueneral I amber beam Description Beam B4 Ck 22.210 Rb Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 Sxx 123.000 in3 Area 61.500 in2 Max Moment Sxx Req'd Allowable fb 0.68 k -ft 3.41 in3 2,400.00 psi 0.91 k -ft 4.54 in3 2,400.00 psi 0.00 k -ft 0.00 in3 2,400.00 psi @ Left Support @ Right Support 0.88 k 0.48 k 5.348 in2 2.903 in2 165.00 psi 165.00 psi @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 1.59 k 0.40 k 0.00 ft 0.00 ft 0.00 ft Bearing Length Req'd 0.553 in Bearing Length Req'd 0.138 in -0.91 k -ft 0.86 k 0.0000 in 0.00 k -ft 0.00 k 0.0000 in -0.91 k -ft 0.86 k 0.0000 in c d: enerca c vu sic 854-17.ecw:Calculations KVV-UbUZ454, Ver , - u - , m • B. G. Stuctural Engineerig, Inc. ZO Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:49PM, 17 NOV 99 Description : Scope : Rev: 510001 ueneral I Imber beam Description Beam B5 Beam Width 5.500 in Beam Depth 11.500 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.250 Beam End Fixity Pin=Pin Wood Density 34.000 pcf Left Cantilever ft .....Lu Right Cantilever ft Lu Douglas Fir - Larch (North), No.1 Fb Base Allow 1,300.0 psi Fv Allow 85.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft Center DL 130.00 #/ft LL . 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads 679.72 Right Cantilever... Allowable Dead oa s lbs lbs lbs lbs IT Live Load 667.0 lbs lbs lbs lbs lbs lbs ...distance 6.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 2.32 k ummary 0.00 k -ft Camber: @ Left 0.000 in Beam Design OK I * Span= 12.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.594 : 1 uu ,vaoi �wuu Deflection -0.129 in -0.221 in Deflection Maximum Moment 9.7 k -ft Maximum Shear' 1.5 3.1 k . Allowable . 16.4 k -ft 679.72 Right Cantilever... Allowable 6.7 k Max. Positive Moment 9.74 k -ft a 6.250 ft Shear: @ Left 2.32 k Max. Negative Moment 0.00 k -ft a 0.000 ft @ Right 2.32 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00k -ft @ Center 0.194 in Max. M allow 16.42 Reactions... @ Right 0.000 in fb 964.45 psi fir 49.60 psi Left DL 1.37 k Max 2.32 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.37 k Max 2.32 k �••--•-r..-••••• uu ,vaoi �wuu Deflection -0.129 in -0.221 in Deflection 0.000 in 0.000 in ...Location 6.250 ft 6.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,159.4 679.72 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 c - d:\enercalc\vuksic 854- 7.ecw:Ca cu ationsVer 5.U.6, 1 5-jul-I 99b, vVin3Z • B. G. Stuctural Engineerig, Inc. Description Beam B5 S1 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:49PM, 17 NOV 99 Description Scope Ck 25.448 Rb 0.000 Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Max Moment Sxx Req'd . Allowable fb @ Center 9.74 k -ft 71.95 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.14 k 3.14 k Area Required 29.529 in2 29.529 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.32 k Bearing Length Req'd 0.676 in Max. Right Reaction 2.32 k Bearing Length Req'd 0.676 in Query a ues M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.32 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in • c : enerca c vuksic 854-1 .ecw:Ca cu ations --KW-U5U2454, ver u - in • B. G. Stuctural Engineerig, Inc. Description Beam B6 Z?-- Title zTitle : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:50PM, 17 NOV 99 Description: Scope : Section Name bxlz center Span 14.01U 1t .....Lu o.00 tt Beam VUdth 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads . Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Uniform Loads Uniform Loads Over Full Span Center DL 226.00 #/ft LL 70.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #Ift LL #/ft ummary Beam Design OK Span= 14.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.498 : 1 Maximum Moment 8.2 k -ft Maximum Shear 1.5 2.9 k Allowable A6.4 k -ft Allowable 6.7 k Max. Positive Moment 8.17 k -ft a 7.250 ft Shear: @ Left 2.25 k Max. Negative Moment 0.00 k -ft a 14.500 ft @ Right 2.25 k Max @ Left Support 0.00k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.322 in Max. M allow 16.42 Reactions... @ Right 0.000 in fb 808.89 psi fv 46.62 psi Left DL 1.75 k Max 2.25 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.75 k Max 2.25 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.215 in -0.277 in Deflection 0.000 in 0.000 in ...Location 7.250 ft 7.250 ft ...Length/Deft 0.0 0.0 ...Length/Defl 809.8 627.53 Right Cantilever:.. Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 I * c - d:\enerca c\vuksic 854-17.ecw:Calculations er . . - u - , Mn32 l� u � 0 I * B. G. Stuctural Engineerig, Inc. Z3 Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:50PM, 17 NOV 99 Description : Scope: Rev: 510001 General Timber Beam Description Beam B6 tsenaing Anaiysis Ck 25.448 Rb 0.000 Sxx 121.229 in3 Area 63.250 int Cf 1.000 Max Moment Sxx Req'd Allowable fb @ Center 8.17 k -ft 60.35 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00. in3 1,625.00 psi ' @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.95 k 2.95 k Area Required 27.751 in2 27.751 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.25 k Bearing Length Req'd 0.656 in Max. Right Reaction 2.25 k . Bearing Length Req'd 0.656 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.25 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in c :\enercalc vu Fsic 854- 7.ecw:CalculationsVer o.vb,u - m • 0 B. G. Stuctural Engineerig, Inc. Z5 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 9:42AM, 18 NOV 99 Description : Scope : Rev: 510001 General Timber Beam Description Beam B7 Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 .Max Stress Ratio 0.731 : 1 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi 24.6 k -ft Maximum Shear " Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi 7.06 k Wood Density 34.000 pcf E 1,800.0 ksi Max @ Left Support Trapezoidal oa s @ Left 0.000 in Max @ Right Support 0.00 k -ft #1 DL @ Left 390.00 #/ft LL @ Left 300.00 #/ft Start Loc 0.000 ft DL @ Right 390.00 #/ft LL @ Right 300.00 #/ft End Loc 4.500 ft #2 DL @ Left 390:00 #/ft LL @ Left 300.00 #/ft Start Loc 4.500 ft DL @ Right 78,00 #/ft LL @ Right 60.00 #/ft' End Loc 11.500 ft Live Load 2,412.Olbs lbs lbs lbs lbs lbs ...distance 4.500ft 0.000 ft 0.000ft 0.000ft 0.000 ft 0.000 ft ummary Beam Design OK Span= 11.50ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin .Max Stress Ratio 0.731 : 1 Maximum Moment 24.6 k -ft Maximum Shear " 1.5 9.3 k Allowable 38.4 k -ft Allowable 12.7 k Max. Positive Moment 24.57 k -ft a 4.508 ft Shear: @ Left 7.06 k Max. Negative Moment 0.00 k -ft a 0.000 ft @ Right 4.70 k Max @ Left Support 0.00k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.168 in Max. M allow 38.44 Reactions... @ Right 0.000 in fb 1,534.29 psi fv 120.53 psi Left DL 4.03 k Max 7.06 k Fb 2,400.00 psi Fv 165.00 psi Right DL 2.70 k Max 4.70 k Deflections Center Span... Dead Load Total Load Left Cantilever..., Dead Load Total Load Deflection -0.112 in -0.196 in Deflection 0.000 in 0.000 in ...Location 5.474 ft 5.474 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,231.4 703.53 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 c - : enercalc\vu sic 854-17.ecw:Calculations er ..5 -Jul -1998, VVin32 • 10 B. G. Stuctural Engineerig, Inc. 2(0 Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 9:42AM, 18 NOV 99 Description : Scope : Rev: 510001 General Timber Beam Description Beam B7 Ck 22.210 Rb 0.000 Sxx 192.188 in3 Area 76.875 int Cv 1.000 Max Moment Sxx Req'd Allowable fb @ Center 24.57 k -ft 122.86 in3 2,400.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 9.27 k 6.67 k Area Required 56.158 in2 40.437 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 7.06 k Bearing Length Req'd 2.459 in Max. Right Reaction 4.70 k Bearing Length Req'd 1.639 in Query Values M, V, &-D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 7.06 k 0.0000 in @ Right Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in I c d:\enercalc\vuksFc 854- 7.ecw:CalculationsVer u - in B. G. Stuctural Engineerig, Inc. Rev: 510001 Gene Description Beam B8 Z% Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 9:45AM, 18 NOV 99 Description : Scope : moer tseam Section Name bxti Span= 7.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin renter span i.uu tt ..... LU u.uu tt Beam Width 5.500 in Left Cantilever ft ......Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu. 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 - Maximum Shear ` Bm Wt. Added to Loads 1.2 k Fb Base Allow 1,300.0 psi Allowable Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 1.47 k -ft a Wood Density 34.000 pcf E 1,600.0 ksi 0.73 k [Trapezoidal Loads Max. Negative Moment -0.00 k -ft a 7.000 ft #1 DL @ Left, 78.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 156.00 #/ft LL @ Right 120.00 #/ft End Loc 5.000 ft #2 DL @ Left 156.00 #/ft LL @ Left 120.00 #/ft Start Loc 5.000 ft DL @ Right 156.00 #/ft LL @ Right 120.00 #/ft End Loc 7.000 ft [on Deflection -0.061 in Span= 7.00ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin 0.000 in 0.000 in ...Location 3.556 ft 3.556 ft ...Length/Deft Max Stress Ratio 0.391 : 1 ...Length/Deft 1,376.8 796.10 Right Cantilever... Maximum Moment 1.5 k -ft - Maximum Shear ` 1.5 1.2 k 0.0 Allowable 3.8 k -ft Allowable 3.2 k Max. Positive Moment 1.47 k -ft a 3.696 ft Shear: @ Left 0.73 k Max. Negative Moment -0.00 k -ft a 7.000 ft @ Right 0.91 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.092 in Max. M allow 3.75 Reactions... @ Right 0.000 in fb 635.12 psi fv 38.78 psi Left DL 0.42 k Max 0.73 k Fb 1,625.00 psi Fv 106.25 psi Right DL 0.52 k Max 0.91 k Deflection -0.061 in -0.106 in Deflection 0.000 in 0.000 in ...Location 3.556 ft 3.556 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,376.8 796.10 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 c - :lenercalc vu sic 854-17.ecw:Ca cu ationsVer15-Jul-1996,m l� u 1C 10 Z$ B. G. Stuctural Engineerig, Inc. Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 9:45AM, 18 NOV 99 Description: Scope Rev: 510001 General Timber Beam Description Beam B8 Ck 25.448 Rb Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 Sxx 27.729 in3 Area 30.250 in2 Max Moment Sxx Req'd Allowable fb 1.47 k -ft 10.84 in3 1,625.00 psi 0.00 k -ft 0.00 in3 1,625.00 psi 0.00 -k -ft 0.00 in3 1,625.00 psi @ Left Support @ Right Support 0.99 k 1.17 k 9.323 in2 11.040 in2 106.25 psi' 106.25 psi 0.73 k Bearing Length Req'd 0.212 in 0.91 k Bearing Length Req'd 0.264 in @ Center Span Location = 0.00 ft 0.00 k -ft 0.73 k @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k I 0.0000 in 0.0000 in 0.0000 in c : enercalc vuksic 854-17.ecw: Calculations KW -0602454, Ver u - m B. G. Stuctural Engineerig, Inc. 10 1 Rev: 510001 Description Beam B9 Z4 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 9:50AM, 18 NOV 99 Description Scope : General Timber Beam Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Maximum Moment 22.3 k -ft Maximum Shear ` Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Allowable Load Dur. Factor 1.000 Fv Allow 165.0 psi 0.0 Beam End Fixity Pin -Pin Fc Allow 560.0 psi 3.73 k Max. Negative Moment E 1,800.0 ksi Wood Density 34.000 pcf Max @ Left Support 0.00 k -ft Trapezoidal Loads @ Left 0.000 in Max @ Right Support #1 DL @ Left 78.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 260.00 #/ft LL .@ Right 200.00 #/ft End Loc 7.250 ft #2 DL @ Left 260.00 #/ft LL @ Left 200.00 #/ft Start Loc 7.250 ft DL @ Right 260.00 #/ft LL @ Right 200.00 #/ft End Loc 13250 ft #3 OL @ Left 260.00 #fft LL @ Left 200.00 #/ft Start Loc 13.250 ft DL @ Right 78.00 #/ft LL @ Right 60.00 #/ft End Loc 20.500 ft Design OK • ....•�. ..po..... Span= 20.50ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin "cOu wau I uLa1 wau Deflection -0.373 in -0.639 in Deflection Max Stress Ratio 0.592 : 1 ...Location 10.250 ft 10.250 ft ...Length/Defl 0.0 0.0 Maximum Moment 22.3 k -ft Maximum Shear ` 1.5 5.3 k Allowable 37.7 k -ft Allowable 12.7 k 0.0 Max. Positive Moment 22.30 k -ft a 10.250 ft Shear: @ Left 3.73 k Max. Negative Moment 0.00 k -ft a 20.500 ft @ Right 3.73 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.560 in Max. M allow 37.68 Reactions... @ Right 0.000 in fb 1,392.19 psi fv 68.45 psi Left DL 2.19 k Max 3.73 k Fb 2,352.70 psi Fv 165.00 psi Right DL 2.19 k Max 3.73 k • ....•�. ..po..... --- . vw. wau EVIL v 11U1WVc1... "cOu wau I uLa1 wau Deflection -0.373 in -0.639 in Deflection 0.000 in 0.000 in ...Location 10.250 ft 10.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 659.5 385.25 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 c d:\enercalc\vuksic 854-1 7.ecw:CalculationsVer 5 -Jul -1 998 -,VV in .7 E] B. G. Stuctural Engineerig, Inc. 30 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 9:50AM, 18 NOV 99 Description : Scope: Rev: 510001 General Timber Beam .� Description . Beam B9 Ck 22.210 Rb 0.000 Sxx Cv 0.980 113.73 in3 2,352.70 psi Max Moment @ Center 22.30 k -ft @ Left Support 0.00 k -ft @ Right Support 0.00 k -ft Shear Analysis @ Left Support Design Shear 5.26 k Area Required 31.892 in2 Fv: Allowable 165.00 psi Bearing @ Supports Max. Left Reaction 3.73 k Max. Right Reaction 3.73 k @Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 ft 192.188 in3 Area 76.875 in2 Sxx Req'd Allowable fb 113.73 in3 2,352.70 psi 0.00 in3 2,352.70 psi 0.00 in3 2;352.70 psi @ Right Support 5.26 k 31.892 in2 165.00 psi Bearing Length Req'd 1.301 in Bearing Length Req'd 1.301 in 0.00 k -ft 3.73 k 0.0000 in 0.00 k -ft 0.00 k 0.0000 in 0.00 k -ft 0.00 k 0.0000 in c d:\enercalc\vuksic 854-17.ecw:Calculations er .. - u - m ITEM + B.G. STR-U.CTU RAL - ENGINEERING SHEET NO -5 JOB NO. 17 DATE ENGINEER wz Sol • • • B. G. Stuctural Engineerig, Inc. -57- Title: 57Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 2:55PM, 10 DEC 99 Description : Scope: Rev: 510001 General Timber Beam Description Beam B10 Live Load 2,184.0 lbs 2,184.0 lbs lbs lbs lbs lbs ...distance 6.000 ft 14.500 ft 0.000 ft 0.000 ft 0.000 ft Beam Width 6.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 21.000 in Right Cantilever ft ...,..Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Max Stress Ratio 0.769 : 1 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Maximum Moment Load Dur. Factor 1.000 Fv Allow 165.0 psi 91.5 k -ft Allowable Beam End Fixity Pin -Pin Fc Allow 560.0 psi @ Left Wood Density 34.000 pcf E 1,800.0 ksi 12.12 k Trapezoidal oa -s#1 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support DL @ Left 186.00 #/ft LL @ Left 180.00 #/ft Start Loc 0.000 ft DL @ Right 420.00 #/ft LL @ Right 360.00 #/ft End Loc 6.000 ft #2 DL @ Left 420.00 #/ft LL @ Left 360.00 #/ft Start Loc 6.000 ft DL @ Right 420.00 #/ft LL @ Right 360.00 #/ft End Loc 14.500 ft #3 DL @ Left 420.00 #/ft LL @ Left 360.00 #/ft Start Loc 14.500 ft DL @ Right 186.00 #/ft LL @ Right 180.00 #/ft End Loc 20.500 ft Live Load 2,184.0 lbs 2,184.0 lbs lbs lbs lbs lbs ...distance 6.000 ft 14.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft summary Beam Design OK Span= 20.50ft, Beam Width = 6.750in x Depth = 21.in, Ends are Pin -Pin Max Stress Ratio 0.769 : 1 Maximum Moment 70.4 k -ft Maximum Shear " 1.5 17.0 k Allowable 91.5 k -ft Allowable 23.4 k Max. Positive Moment 70.39 k -ft a 10.250 ft Shear: @ Left 12.12 k Max. Negative Moment 0.00 k -ft a 20.500 ft @ Right 12.12 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.488 in Max. M allow 91.50 Reactions... @ Right 0.000 in fb 1,702.46 psi tv 119.88 psi Left DL 6.79 k Max 12.12 k Fb 2,213.06 psi Fv 165.00 psi Right DL 6.79 k Max 12.12 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load " Total Load Deflection -0.325 in -0.580 in Deflection 0.000 in 0.000 in ...Location 10.250 ft 10.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 756.7 424.19 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 c d:\enercalc\vuksic 854-17.ecw:Ca culationsVer b.U.6, 1 51-jul-I Ms, Wn32 • B. G. Stuctural Engineerig., Inc. 33 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 2:55PM, 10 DEC 99 Description : Scope : Rev: 510001 General Timber Beam Description Beam B10 Ck 22.210 Rb 0.000 Sxx 496.125 in3 Area 141.750 in2 Cv 0.922 Max Moment Sxx Req'd Allowable fb @ Center 70.39 k -ft 381.66 in3 2,213.06 psi @ Left Support 0.00 k -ft 0.00 in3 2,213.06 psi @ Right Support 0.00 k -ft 0.00 in3 2,213.06 psi Shear Analysis @ Left Support @ Right Support Design Shear 16.99 k 16.99 k Area Required 102.990 in2 102.990 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 12.12 k Bearing Length Req'd 3.206 in Max. Right Reaction 12.12 k Bearing Length Req'd 3.206 in uery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 12.12 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in c - d:\enercalc\vuksic 854-17.ecw:Ca culationsVer u - in t' B. G. Stuctural Engineerig, Inc. Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:43AM, 18 NOV 99 Description : Scope: 0 1 Rev: 510001 Timber Beam & Jo Description Beams B11 - B12 Timber Member Information ln- -0.008 507.50 B11 B12 Timber Section 3.25 6x6 6x8 Beam Width in 5.500 5.500 Beam Depth in 5.500 7.500 Le: Unbraced Length ft 0.00 0.00 Timber Grade 36.3 ouglas Fir • Larch ouglas Fir • Larch Fb - Basic Allow psi 1,300.0 1,300.0 Fv - Basic Allow psi 85.0 85.0 Elastic'Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 Member Type Sawn Sawn Repetitive Status No No Span ft 3.50 6.50 Dead Load #/ft 290.00 180.00 Live Load #/ft 260.00 200.00 Mmax @ Center ln- -0.008 507.50 @ X = ft 1.75 3.25 fb : Actual psi 364.5 467.1 Fb : Allowable psi 1,625.0 1,625.0 lbs in Bending OK Bending OK fv : Actual psi 35.5 36.3 Fv : Allowable psi l 106.3 106.3 962.50 1,235.00 Shear OK Shear OK • @ Left Ends in -0.008 507.50 585.UU- LL lbs 3,338.0 455.00 650.00 Max. DL+LL lbs L/Defl Ratio 962.50 1,235.00 @ Right En 'DL lbs in 507.50 585.00 LL lbs 1.750 455.00 650.00 Max. DL+LL lbs 1,581.1 962.50 1,235.00 Center DL Def in -0.008 -0.023 L/Defl Ratio 5,233.6 3,338.0 Center LL Def) in -0.007 -0.026 L/Defl Ratio 5,837.4 3,004.2 Center Total Defl in -0.015 -0.049 Location , ft 1.750 3.250 L/Defl Ratio 2,759.5 1,581.1 c :\enercaic\vukslc 854-17.ecw: Calculations KW-UbUZ454, Ver u - In B.G. STR U CTU RAL ITEM SEAM s ENGINEERING �.S ,sit. . ancci nu. 3� JOB NO. T 1 DATE ENGINEER ,fl • 10 B. G. Stuctural Engineerig, Inc. 3•!P . Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:07AM, 19 NOV 99 Description : Scope : Rey: 510001 Timber Beam R Joist Description Beams B13 - B15 mmax (W L;enter in -K B13 614 B15 Timber Section ft 6x8 6x8 6x8 Beam Width in 5.500 5.500 5.500 Beam Depth in 7.500 7.500 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade psi ouglas Fir • Larch ouglas Fir • Larch Douglas Fir - Larch Fb - Basic Allow psi 1,300.0 1,300.0 1,300.0 Fv - Basic Allow psi 85.0 85.0 85.0 Elastic Modulus ksi .1,600.0 1,600.0 1,600.0 Load Duration Factor Center LL Defl 1.250 1.250 1.250 Member Type L/Defl Ratio Sawn Sawn Sawn Repetitive Status Center Total Defl No No No Center Span Data Location ft 2.750 2.000 Span it 5.50 4.00 4.50 Dead Load #/ft 362.00 390.00 448.00 Live Load #/ft 200.00 300.00 400.00 mmax (W L;enter in -K /-D-OU lb.bb 2b.Ib @ X = ft 2.75 2.00 2.25 fb :`Actual psi 494.6 321.2 499.5 Fb : Allowable psi 1,625.0 1,625.0 1,625.0 LL lbs Bending OK Bending OK Bending OK fv : Actual psi 43.6 34.5 50.5 Fv : Allowable psi 106.3 106.3 106.3 Center DL Def in Shear OK Shear OK Shear OK @ Lett Ends . LL lbs 550.00 600.00 900.00 Max. DL+LL lbs 1,545.50 1,380.00 1,908.00 @ Right En DL lbs 995.50 780.00 1,008.00 LL lbs 550.00 600.00 900.00 Max. DL+LL lbs 1,545.50 1,380.00 1,908.00 Deflections Center DL Def in -0.024 -0.007 -0.013 L/Defl Ratio 2,739.7 6,610.7 4,041.8 Center LL Defl in -0.013 -0.006 -0.012 L/Defl Ratio 4,958.8 8,594.0 4,526.9 Center Total Defl in -0.037 -0.013 -0.025 Location ft 2.750 2.000 2.250 L/Defl Ratio 1,764.7 3,736.5 2,135.3 c - :\enercalc\vukslc 854-17.ecw:CalculationsVer 5.U.6, 15 -Jul -1995, m B.G. STR U CTU RAL ENGIREERING • rww'37 JOB NO. DATE ///r ENGINEER i LJ • • B. G. Stuctural Engineerig, Inc. Description Beams B16 - B18 3� Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Data: 1:40PM, 19 NOV 99 Description : Scope : amber Member Information In- 816 B17 B18 Timber Section 4.39 6x10 6x12 6x12 Beam Width in 5.500 5.500 5.500 Beam Depth in 9.500 11.500 11.500 Le: Unbraced Length ft 0.00 0.00 0.00 Timber Grade Bending OK ouglas Fir • Larch ouglas Fir • Larch Douglas Fir • Larch Fb - Basic Allow psi 1,300.0 1,300.0 1,300.0 Fv - Basic Allow psi 85.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor -0.020 1.250 1.250 1.250 Member Type 3,815.9 Sawn Sawn Sawn Repetitive Status -0.044 No No No Span ft 6.50 12.50 9.00 Dead Load #/ft 376.00 126.00 262.00 Live Load #/ft 320.00 140.00 220.00 Span ft 12.00 Uniform Dead Load #tftl 236.00 Uniform Live Load #/ft 200.00 Mmax C Center In- @ X = ft 3.25 6.25 4.39 Mmax @ Cantilever in -k 0.00 0.00 -10.46 fb : Actual psi 533.2 514.3 460.0 Fb : Allowable psi 1,625.0 1,625.0 1,625.0 Max. DL+LL lbs Bending OK Bending OK Bending OK fv : Actual psi 49.4 33.4 43.0 Fv : Allowable psil 106.3 106.3 106.3 L/Defl Ratio Shear OK Shear OK Shear OK @ Len Ends LL lbs 1,040.00 875.00 990.00 Max. DL+LL lbs 2,262.00 1,662.50 2,116.55 @ Right En DL lbs 1,222.00 787.50 1,703.44 LL lbs 1,040.00 875.00 1,434.44 Max. DL+LL lbs 2,262.00 1,662.50 3,137.89 Deflections Center DL Def in -0.024 -0.062 -0.031 L/Defl Ratio 3,247.5 2,417.2 3,485.5 Center LL Defl in -0.020 -0.069 -0.029 L/Defl Ratio 3,815.9 2,175.4 3,709.0 Center Total Defl in -0.044 -0.131 -0.060 Location ft 3.250 6.250 4.464 L/Defl Ratio 1,754.4 1,145.0 1,797.0 Cantilever DL Defl in 0.020 Cantilever LL Defl in 0.016 Total Cant. Defl in 0.036 L/Defl Ratio 1,337.4 c : enercalc vu sic 854-17.ecw:Calcu atlons er u f998 Winn. 2- PROJECT R 407 2!o r r12".17704% ITEM B. G. STR.U.CTU RAL. ENGINEERING - 0 LE SHEET NO. 3 9 JOB N0. 8�A. OATE ENGINEER .g, • 10 @ X = ftl 6.25 5.75 5.25 fb : Actual psil 1,078.8 864.0 1,057.0 B. G. Stuctural Engineerig, Inc. psi Titre : Alacano Residence Lot 26 - Traditio Job # 854.17 1,625.0 1,625.0 Max. DL+LL lbs Dsgnr: BG Date: 2:46PM, 19 NOV 99 Bending OK Bending OK fv : Actual psi Description 60.5 68.9 Fv : Allowable Psil Scope 106.3 106.3K Max. DL+LL Timber Beam & Joist Rev: 510001 Shear OK Shear OK Description Beams B19 - B21 im er Member Information B19 B20 B21 Timber Section 6x12 6x12 6x12 Beam Width in 5.500 5.500 5.500 Beam Depth in 11.500 11.500 11.500 Le: Unbraced Length ft 0.00 0.00 0.00 Tlmber Grade ouglas Fir • Larch ouglas Fir - Larch Douglas Fir • Larch Fb - Basic Allow psi 1,300.0 1,300.0 1,300.0 Fv - Basic Allow psi 85.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Repetitive. Status No No No Center Span Data Span ft 12.50 11.50 10.50 Dead Load #/ft 298.00 288.00 272.00 Live Load #/ft 260.00 240.00 240.00 Point #1 DL lbs 780.00 LL lbs 600.00 @ X ft 5.250 @ X = ftl 6.25 5.75 5.25 fb : Actual psil 1,078.8 864.0 1,057.0 Fb : Allowable psi 1,625.0 1,625.0 1,625.0 Max. DL+LL lbs Bending OK Bending OK Bending OK fv : Actual psi 70.1 60.5 68.9 Fv : Allowable Psil 106.3 106.3 106.3K Max. DL+LL lbs Shear O Shear OK Shear OK @Lett Ends -0.147 1,862.50 1,656.00 I,Ult$.uu LL lbs . 1,625.00 1,380.00 1,560.00 Max. DL+LL lbs 3,487.50 3,036.00 3,378.00 @ Right En DL lbs 1,862.50 1,656.00 11818.00 LL lbs 1,625.00 1,380.00 11560.00 Max. DL+LL lbs 3,487.50 3,036.00 3,378.00 Center DL Def in -0.147 -0.102 -0.096 , L/Defl Ratio 1,022.0 1,358.1 1,314.7 Center LL Defl in -0.128 -0.085 -0.081 L/Defl Ratio 1,171.4 1,629.7 1,550.4 Center Total Defl in -0.275 -0.186 -0.177 Location ft 6.250 5.750 5.250 L/Defl Ratio 545.8 740.8 711.4 c d:\enercalc vu slc 854-17.ecw:Calcu atlons KW-UbUZ454, Ver u - In rnwcvi SHEET-NO. I �r �-T��T7�S B.G. STRUCTURAL JOB NO. ITEM DATE S IN-SINEESINS ENGINEER ,G i� 10 B. G. Stuctural Engineerig, Inc. 4z Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr. BG. Date: 4:01 PM, 19 NOV 99 Description : Scope Rm 510001 Timber Beam & Joist Description Beam B22 Span ft 622 Timber Section #/ft 6X8 Beam Width in 5.500 Beam Depth in 7.500 Le: Unbraced Length ft 0.00 Timber Grade ft ouglas Fir • Larch Fb - Basic Allow psi 1,300.0 Fv - Basic Allow psi 85.0 Elastic Modulus ksi 1,600.0 Load Duration Factor . 1.250 Member Type Sawn Repetitive Status No Span ft 7.50 Dead Load #/ft 132.00 Live -Load. #/ft 120.00 Point #1 DL. lbs 920.00 LL : lbs 667.00 @ X ft 3.750 @ X = ftl 3.75 fb : Actual psi 1,104.9 Fb : Allowable psi 1,625.0 Max. DL+LL lbs Bending OK fv : Actual psi 57.7 Fv : Allowable psil 106.3 Max. DL+LL lbs Shear OK @ Lett Ends -0.076 955.00 LL lbs 783.50 Max. DL+LL lbs 1,738.50 @ Right En DL lbs 955.00 LL lbs 783.50 Max. DL+LL lbs 1;738.50 Center DL Def in -0.076 L/Defl Ratio 1,191.5 'Center LL Defl in -0.060 L/Defl Ratio 1,491.2 Center Total Defl in -0.136 Location ft 3.750 LIDO Ratio 662.3 c d: enercalc vu sic 854-17.ecw: alculations KW-UbUZ454, Ver - u - in 43 B. G. Stuctural Engineerig, Inc. Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:09PM, 19 NOV 99 Description Scope Rev; 510001 General Timber Description Beam B23 Beam Width 5.125 .in Left Cantilever 4.50 ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi 1 Beam End Fixity Pin -Pin Fc Allow 560.0 psiE Wood Density 34.000 pcf 1,800.0 ksi Trapezoidal Loads #1 DL @ Left 156.00 #/ft LL @ Left 120.00 #/ft Start Loc -4.500 ft DL @ Right 156.00 #/ft LL @ Right 120.00 #/ft End Loc 4.500 ft #2 DL @ Left 78.00 #/ft LL @ Left 60.00 #/ft Start Loc 4.500 ft DL @ Right 78.00 #/ft LL @ Right 60.00 #/ft End Loc 11.500 ft Live Load 2,940.0 lbs; lbs lbs lbs lbs lbs ...distance 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ummar Beam Design.0 Span= 11.50ft, Left Cant= 4.50ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.800 : 1 Maximum Moment 19.7 k -ft Maximum Shear" 1.5 Allowable 24.6 k -ft Allowable Max. Positive Moment 19.69 k -ft a 4.536 ft Shear: @ Left Max. Negative Moment -1.73k-ft a 0.000 ft Max @ Left Support -2.04 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 24.60 Reactions... fb 1,920.76 psi fv 128.24 psi Left DL 3.85 k Fb 2,400.00 psi Fv 165.00 psi Right DL 1.81 k @ Right @ Left @ Center @ Right Max Max 7.9 k 10.1 k 5.54 k 3.36 k 0.248 in 0.226 in 0.000 in 6.84 k 3.25 k 0.165 in 0.336 in Deflection -0.151 in -0.288 in Deflection ...Location 5.494 ft 5.431 ft ...Length/Defl ...Length/Deft 916.2 479.14 Right Cantilever... . Deflection ...Length/Defl @ Right @ Left @ Center @ Right Max Max 7.9 k 10.1 k 5.54 k 3.36 k 0.248 in 0.226 in 0.000 in 6.84 k 3.25 k 0.165 in 0.336 in 654.4 321.5 0.000 in 0.000 in 0.0 0.0 1 c : enercalc vuksic 854-17.ecw:Calcu ationsVer u - in • � Is lie B. G. Stuctural Engineerig, Inc. Title : Alacano Residence.Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:09PM, 19 NOV 99 Description Scope : Rev: 530001 li7enerali imDer Ream Description Beam 623 Stress Calcs Bending Analysis Ck 22.210 Rb 0.000 Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Max Moment Sxx Req'd Allowable fb @ Center 19.69 k -ft 98.44 in3 2,400.00 psi @ Left Support 2.94 k -ft 14.71 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.89 k 4.82 k Area Required 47.800 in2 29.200 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 6.84 k Bearing Length Req'd 2.385 in Max. Right Reaction 3.25 k Bearing Length Req'd 1.133 in uery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -2.94 k -ft 5.54 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -2.94 k -ft 5.54 k 0.0000 in c . d:\enercalc\vuksic 854 7.ecw:Ca culationsVer 5.U.6, 15 -Jul -1 99ts, Win3Z • • • B. G. Stuctural Engineerig, Inc. Rev: 510001 Description Beam B24 +CD Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:17PM, 21 NOV 99 Description : Scope: ber Beam Live Load 2,117.Olbs lbs lbs lbs ...distance' 1.000 ft 0.000 ft 0.000 ft 0.000ft Span= 5.50ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.681 : 1 Maximum Moment 4.8 k -ft Maximum Shear " 1.: Allowable 24.6 k -ft Allowable Max. Positive Moment 4.81 k -ft a 1.012 ft Shear: Max. Negative Moment 0.00 k -ft a 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow. 24.60 Reactions... fb 468.80 psi fv 112.44 psi Left DL Fb 2,400.00 psi Fv 165.00 psi Right DL Camber: 2.82 k 0.99 k lbs lbs 0.000 ft 0.000 ft @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 6.9 k 10.1 k 5.01 k 1.77 k 0.000 in 0.014 in 0.000 in 5.01 k 1.77 k ......,...r........ �......�............... Svc... Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Deflection . 0.000 in Bm M. Added to Loads Fb Base Allow 2,400.0 psi ...Length/Deft Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000 pcf E 1,800.0 ksi [TrapezoidalLoads #1 DL @ Left 210.00 #/ft LL @ Left 180.00 #/ft Start Loc 0.000 ft DL @ Right 210.00 #/ft LL @ Right 180.00 #/ft End Loc 1.000 ft #2 OL @ Left 210.00 #/ft LL @ Left 180.00 #/ft Start Loc 1.000 ft DL @ Right 132.00 #/ft LL @ Right 120.00 #/ft End Loc 5.500 ft Live Load 2,117.Olbs lbs lbs lbs ...distance' 1.000 ft 0.000 ft 0.000 ft 0.000ft Span= 5.50ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.681 : 1 Maximum Moment 4.8 k -ft Maximum Shear " 1.: Allowable 24.6 k -ft Allowable Max. Positive Moment 4.81 k -ft a 1.012 ft Shear: Max. Negative Moment 0.00 k -ft a 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow. 24.60 Reactions... fb 468.80 psi fv 112.44 psi Left DL Fb 2,400.00 psi Fv 165.00 psi Right DL Camber: 2.82 k 0.99 k lbs lbs 0.000 ft 0.000 ft @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 6.9 k 10.1 k 5.01 k 1.77 k 0.000 in 0.014 in 0.000 in 5.01 k 1.77 k ......,...r........ �......�............... Svc... Deflection -0.010 in -0.017 in Deflection 0.000 in 0.000.in ...Location 2.486 ft 2.486 ft ...Length/Deft 0.0 0.0 ...Length/Deft 6,899.0 3,873.41 Right Cantilever... Deflection . 0.000 in 0.000 in ...Length/Deft 0.0 0.0 c d:\enercalc\vuksic 854-17.ecw:Ca culations er - u - m • U-� 10 B. G. Stuctural Engineerig, Inc. Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:17PM, 21 NOV 99 Description : Scope Rev: 510001 General Timber Beam Description Beam B24 Ck 22.210 Rb Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 Sxx 123.000 in3 Area 61.500 int Max Moment Sxx Req'd Allowable fb 4.81 k -ft 24.03 in3 2,400.00 psi 0.00 k -ft 0.00 in3 2,400.00 psi 0.00 k -ft 0.00 in3 2,400.00 psi @ Left Support @ Right Support 6.92 k 2.24 k 41.911 in2 13.571 int 165.00 psi 165.00 psi 5.01 k Bearing Length Req'd 1.746 in 1.77 k Bearing Length Req'd 0.617 in .--F—.— w --- ... —I.—I JI Mal ✓GIIGIdIVI I @ Center Span Location = 0.00 ft 0.00 k -ft 5.01 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in . c - d:\enercalckvuksic 854-17.ecw:Calculations er . . u - 98 Win32-- PROJECT .. SHEET NO. j�-L-AGA'rJ"d �'�S • : JOB N0. 47 B, G, STRUCTURAL, ITEM DATE // p EN I N E E R.I N 6 ENGINEER I z L (j j. L5�"to 7f -T c_'v'!�� Z,(o F3 Z? .7 LA • B. G. Stuctural Engineerig, Inc. *b Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:28PM, 28 NOV 99 Description : Scope : Rev: 510001 General Timber Beam Description Beam B25 -. w. -r-..... _...a ... -- Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 0.000.ft 0.000ft Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Summary Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam Design OK Beam End Fixity Pin -Pin Fc Allow 560.0 psi Max Stress Ratio Wood Density 34.000 pcf E 1,800.0 ksi Trapezoidal Loads 4.5 k -ft Maximum Shear " 1.5 6.4 k #1 DL @ Left 78.00 #/ft LL @.Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 286.00 #/ft LL @ Right 220.00 #/ft End Loc 3.500 ft #2 DL @ Left 286.00 #/ft LL @ Left. 220.00 #/ft Start Loc 3.500 ft DL.@ Right 286.00 #/ft. LL @ Right 220.00 #/ft End Loc 4.500 ft -. w. -r-..... _...a ... -- Deflection -0.006 in -0.010 in Deflection Dead Loads lbs lbs lbs lbs lbs Live Load 2,117.0 lbs lbs lbs lbs lbs lbs ...distance 3.500ft 0.000.ft 0.000ft 0.000 ft 0.000 ft 0.000 ft Summary 0.0 Beam Design OK Span= 4.50ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.632 : 1 Maximum Moment 4.5 k -ft Maximum Shear " 1.5 6.4 k Allowable 24.6 k -ft Allowable 10.1 k Max. Positive Moment 4.53 k -ft a 3.492 ft Shear: @ Left 1.78 k Max. Negative Moment -0.'00 k -ft a 4.500 ft @ Right 4.79 k Max @ Left Support 0.00k=ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.009 in Max. M allow 24.60 Reactions... @ Right 0.000 in fb 441.50 psi fv 104.27 psi Left DL 1.02 k Max 1.78 k Fb 2,400.00 psi Fv 165.00 psi Right DL 2.72 k Max 4.79 k -. w. -r-..... _...a ... -- Deflection -0.006 in -0.010 in Deflection 0.000 in 0.000 in ...Location 2.466 ft 2.466 ft ...Length/Deft 0.0 0.0 ...Length/Deft 9,231.1 5,255.88 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 c d:\enercalc\vuksic 854-17.ecw:Calculations K ObUZ454,Ver5.0.6,15-Jul-1998,Win3Z • � 0 rsA B. G. Stuctural Engineerig, Inc. Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:28PM, 28 NOV 99 Description Scope Rev: 510001 .General Timber Beam Description Beam B25 Ck 22.210 Rb 0.000 Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Max Moment Sxx Req'd Allowable fb @ Center 4.53 k -ft 22.63 in3 2,400.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.36 k 6.41 k Area Required 14.304 in2 38.865 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max: Left Reaction 1.78 k Bearing Length Req'd 0.619 in Max. Right Reaction 4.79 k Bearing Length Req'd 1.669 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 It 0.00 k -ft 1.78 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in c d:\enercalc\vuksic 854-17.ecw:CalculationsVer - u - in • • B. G. Stuctural Engineerig, Inc. Rev: 510001 Description Beam B26 +q. Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:47PM, 21 NOV 99 Description : Scope : mber Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Allowable Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Allowable Load Dur. Factor 1.250 Fv Allow 85.0 psi 8.29 k -ft a Beam End Fixity Pin -Pin Fc Allow 625.0 psi 2.04 k Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads 2.68 k Max @ Left Support 0.00 k -ft #1 DL @ Left 104.00 #/ft LL @ Left 80.00 #/ft Start Loc 0.000 ft DL @ Right 260.00 #/ft LL @ Right 200.00 #/ft End Loc 14.000 ft ummary 0.229 in Max. M allow 16.42 Reactions... @ Right 0.000 in Beam Design OK Span= 14.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.505 :1 vcou Luou f ulal Luau Deflection -0.153 in -0.261 in Deflection Maximum Moment 8.3 k -ft Maximum Shear* 1.5 3.4 k Allowable 16.4 k -ft 1;100.5 643.20 Right Cantilever... Allowable 6.7 k Max. Positive Moment 8.29 k -ft a 7.448 ft Shear: @ Left 2.04 k Max. Negative Moment -0.00 k -ft a 14.000 ft @ Right 2.68 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.229 in Max. M allow 16.42 Reactions... @ Right 0.000 in fb 820.88 psi fv 53.06 psi Left DL 1.20 k Max 2.04 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.56 k Max 2.68 k �....�... ...... --- 1 vao. a WUW a WIL voIuncrcI.... vcou Luou f ulal Luau Deflection -0.153 in -0.261 in Deflection 0.000 in 0.000 in ...Location 7.112 ft 7.112 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1;100.5 643.20 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 , c : enercalc\vu sic 854-17.ecw:Calculations er - u m � 0 B. G. Stuctural Engineerig, Inc. 50 Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:47PM, 21 NOV 99 Description : Scope : Rev: 510001 Veneral I Imber Beam Description Beam B26 ' Bending Analysis Ck 25.448 Rb 0.000 Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Max Moment Sxx Req'd Allowable fb @ Center 8.29 k -ft 61.24 in3 1,625.00 psi @ Left Support . 0.0 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.76 k 3.36 k Area Required 25.951 in2 31.586 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.04 k Bearing Length Req'd 0.592 in Max. Right Reaction 2.68 k Bearing Length Req'd 0.780 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.04 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in c d:\enercalc\vuksic 854-17.ecw: alculations KVV-0602454, Ver - u - in Beam B27 S' 5.25" x 11.875" 2.0E Parallam® PSL TJ-BeamTM v5.42 Serial Number. 0 BEAMUSA 1111 11/21/99 3:49:07 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 17' 1 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration, 26 Dead, and: \• TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Tapered(plf) Roof(1.25) 80 to 200 104 to 260 0 to 17' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER 1 2x6 Stud Wall. 5.50" 5.5" Left Face 1013 / 1483 / 2497 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" Right Face 1367 / 1942 / 3309 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 3150 2611 15066 Passed(17%) Rt. end Span 1 under Roof loading Moment(ft-Ib) 11435 11435 37317 Passed(31%) MID Span 1 under Roof loading Live Defl.(in) 0.162 0.544 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.394 0.817 Passed(U497) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION Alacano Residence Lot 26 - Tradition • OPERATOR INFORMATION: B.G. Structural Engineering, Inc Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760)568-3553 (760) 568-5681 Nyyyyyyyyy—y, Copyright O 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-BeamTM is a trademark of Trus Joist MacMillan. Parallam® is a registered trademark of Trus Joist MacMillan. D:\t-DATAIBGSTRUUobs\VuksicWlacano Res. Lot 281B27.bm L a T S(0 — TQLA& ry.. � B.G. STRUCTURAL ENGINEERING Cds� E.P� l Z. '1 N X30 SHEET NO.' % Z JOB NO. DATE ENGINEER w%; S151 I q ,c..i. I -'r7T�� 214" • B. G. Stuctural Engineerig, Inc. Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:12PM, 21 NOV 99 Description Scope Description Beam B28 e 10 @ Lett Ends Mmax L uemer. B28 Timber Section lbs 6x12 Beam Width in 5.500 Beam Depth in 11.500 Le: Unbraced Length ft 0.00 Timber Grade lbs ouglas Fir • Larch Fb - Basic Allow psi 1,300.0 Fv - Basic Allow psi 85.0 Elastic Modulus ksi 1,600.0 ' Load Duration Factor in 1.250 Member Type Shear OK Sawn. Repetitive Status in No Center Span Data. ft 6.750 Span ft 13.50 Dead Load #/ft 198.00 Live Load #/ft 220.00 10 @ Lett Ends Mmax L uemer. .. in -K I 14•Li lbs -' @X= ft 6.75 2,821.50 . fb : Actual psil 942.6 LL Fb : Allowable psi 1,625.0 lbs 2,821.50 Deflections Bending OK fv : Actual psi 57.8 . UDefl Ratio Fv : Allowable psil 106.3 in -0.147 LJDefl Ratio Shear OK 10 @ Lett Ends 1,336.50 LL lbs 1,485.00 Max. DL+LL lbs 2,821.50 . @Right En DL lbs 1,336.50 LL lbs 1,485.00 Max. DL+LL lbs 2,821.50 Deflections Center DL Def in -0.133 . UDefl Ratio 1,221.1 Center LL Defl in -0.147 LJDefl Ratio 1,099.0 Center Total Defl in -0.280 Location ft 6.750 UDefl Ratio 578.4 c : enerca c vu sic 854-17.ecw:Calculatlons - er u - In C, 11 • B. G. Stuctural Engineerig, Inc. Description Beam B30 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:31PM, '21 NOV 99 Description : Scope : Beam Width 5.500 in Left Cantilever 3.50 ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Allowable Bm Wt. Added to Loads Fb Base Allow 1,300.0 psi Allowable Load Dur. Factor 1.250 Fv Allow. 85.0 psi 8.11 k -ft a Beam End Fixity Pin -Pin Fc Allow 625.0 psi 2.93 k Wood Density. 34.000 pcf E 1,600.0 ksi Trapezoidal oa s 2.26 k Max @ Left Support -2.83 k -ft #1 DL @ Left 260.00 #/ft LL @ Left 200.00 #/ft Start Loc -3.500 ft DL @ Right 156.00 #/ft LL @ Right 120.00 #/ft End Loc 14.000 ft Beam Design OK Span= 14.00ft, Left Cant= 3.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.565 : 1 0.082 in 0.176 in ...Location 7.140 ft 7.070 ft ...Length/Deft Maximum Moment 8.1 k -ft Maximum Shear " 1.5 3.8 k Allowable 16.4 k -ft Deflection Allowable 0.000 in 6.7 k Max. Positive Moment 8.11 k -ft a 7.070 ft Shear: @ Left 2.93 k Max. Negative Moment -1.64 k -ft a 0.000 ft @ Right 2.26 k Max @ Left Support -2.83 k -ft Camber: @ Left 0.123 in Max @ Right Support 0.00 k -ft @ Center 0.200 in Max. M allow 16.42 Reactions... @ Right 0.000 in fb 802.94 psi fv 60.04 psi Left DL 2.63 k Max 4.52 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.27 k Max 2.18 k Deflection -0.134 in. -0.251 in Deflection 0.082 in 0.176 in ...Location 7.140 ft 7.070 ft ...Length/Deft 1,025.2 476.0 ...Length/Defl 1,257.2 668.34 Right Cantilever... Deflection 0.000 in 0.000 in .:.Length/Deft 0.0 0.0 c - d:\enercalc\vuksic 854-17.ecw:CalculationsVer - u - in � 0 B. G. Stuctural Engineerig, Inc. Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:31 PM, 21 NOV 99 Description : Scope: Rev: 510001 veneral I Imber beam Description Beam B3O Ck 25.448 Rb 0.000 Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Max Moment Sxx Req'd Allowable fb @ Center 8.11 k -ft 59.90 in3 1,625.00 psi @ Left Support 2.83 k -ft 20.93 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.80 k 2.99 k Area Required 35.739 in2 28.146 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 4.52 k Bearing Length Req'd 1.316 in Max. Right Reaction 2.18 k Bearing Length Req'd 0.633 in Query Values k, M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft ; -2.83 k -ft 2.93 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -2.83 k -ft 2.93 k 0.0000 in c d:\enercalc\vuksic 854- 7.ecw: alculationsVer .. u - in • � 0 • B. G. Stuctural Engineerig, Inc. S Ca Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:28PM, 21 NOV 99 Description : Scope : Rev: 510001 General Timber Beam Description Beam B30 Beam Width 5.125 in Left Cantilever 3.50 ft .....Lu. 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00. ft Member Type GluLam bouglas Fir, 24F - V8 Maximum Shear * 1.5 Bm Wt..Added to Loads Fb Base Allow 2,400.0 psi 24.6 k -ft Load Dur. Factor 1.000 Fv Allow 165.0 psi Max. Positive Moment Beam End Fixity Pin -Pin Fc Allow 560.0psi Max. Negative Moment Wood Density 34.000 pcf E 1,800.0 ksi Max @ Left Support rapezoi, aLoad .s Camber: @ Left 0.103 in #1 DL @ Left 260.00 #/ft . LL @ Left 200.00 #/ft Start Loc -3.500 ft DL @ Right 156.Ob #/ft LL @ Right 120.00 #/ft End Loc 14.000 ft ummary @ Right 0.000 in fb 790.52 psi fv� 60.95 psi Left DL 2.62 k Max 4.52 k Beam Design OK . c d:\enercalc\vuksic 854-17.ecw:Calculations , er - u - in Span= 14.00ft, Left Cant= 15N, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.369 :1 Maximum Moment 8.1 k -ft Maximum Shear * 1.5 3.7 k Allowable 24.6 k -ft Allowable 10.1 k Max. Positive Moment 8.10 k -ft a 7.070 ft Shear: @ Left 2.92 k Max. Negative Moment -1.64 k -ft a . 0.000 ft @ Right 2.26 k Max @ Left Support -2.83 k -ft Camber: @ Left 0.103 in Max @ Right Support 0.00 k -ft @ Center 0.168 in Max. M allow 24.60 Reactions... @ Right 0.000 in fb 790.52 psi fv� 60.95 psi Left DL 2.62 k Max 4.52 k Fb 2,400.00 psi Fv 165.00 psi Right DL 1.27 k Max 2.17 k eflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.112 in -0.211 in Deflection 0.069 in 0.148 in ...Location 7.140 ft 7.070 ft ...Length/Defl 1,223.7 567.5 ...Length/Defl 1,500.4 796.90 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 c d:\enercalc\vuksic 854-17.ecw:Calculations , er - u - in � 0 • B. G. Stuctural Engineerig, Inc. S� Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:28PM, 21 NOV 99 Description: Scope:. Rev: 51ow1 General Timber Beam Description Beam B30 Ck 22.210 Rb Cv 1.000 @ Center @ Left Support @Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 Sxx 123.000 in3 Area 61.500 int Max Moment Sxx Req'd Allowable fb 8.10 k -ft 40.51 in3 2,400.00 psi 2.83 k -ft 14.16 in3' 2,400.00 psi 0.00 k -ft 0.00 in3 2,400.00 psi @ Left Support. @ Right Support 3.75 k 2.96 k 22.717 in2 17.912 in2 165.00 psi 165.00 psi @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 4.52 k Bearing Length Req'd 1.575 in 2.17 k Bearing Length Req'd 0.758 in 0.00 ft -2.83 k -ft 2.92 k 0.0000 in 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 0.00 ft -2.83 k -ft 2.92 k 0.0000 in c d: enerca c vuksic 854-17.ecw:Calcu ations er u -VViniz PROJECT SHEET N0. B..G. STRUCTURAL' JOB NO.O5 7 +`, ITEM DATE "�9 ENGINEERING, ENGINEER 4-(o 4'l�a C I%w7a0V `/Vj� p Beam B31 S� TJ-BeamTM v5.42 SeririallN'uvmber.0 7„ x 11.875" Z.OE Parallam® PSL BEAMUSA 1111 11/21/99 4:40:04 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 0 r- 3 - All dimensions are horizontal. 19' Overall Dimension = 22' Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration, 26 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT . Tapered(plf) Roof(1.25) 200 to 120 260 to 156 0 to 22' Replaces Point(lbs.) Roof(1.25) 1195 1710 17' Adds to SUPPORTS:. INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face, 2514 / 3639 / 6154 Detail R1 SB Shear Blocking 2 2x6 Stud Wall .5.50", 5.5" Right Face 2228 / 3219 / 5448 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 5346 5001 20089 Passed(25%) Rt. end Span 1 under Roof ALTERNATE span loading Moment(ft-Ib). 22715 22715 49756 Passed(46%) MID Span 1 under Roof ALTERNATE span loading Live Defi.(in) 0.305 0.615 Passed(L 725) MID Span 1 under Roof ALTERNATE span loading Total Defil(iri) 0.736 0.922 Passed(U300) MID Span 1 under Roof ALTERNATE span loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. - The load conditions considered in this design include Alternate member loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. , - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Alacano Residence Lot 26 - Tradition B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 (760) 568-5681-----------------4 Copyright m 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-BeamTM is a trademark of Trus Joist MacMillan. Parallam® is a registered trademark of Trus Joist MacMillan. D:11-DATAIBG-STRUUobslVuksiclNlacano Res. Lot 261B31.bm • � 0 B. G. Stuctural Engineerig, Inc. Rev: 510001 Description Beam B32 Section Name 5x1z ft .....Lu 0.00 ft Beam Width 5.500 in Beam Depth 11.500 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.250 Beam End Fixity Pin -Pin Wood Density 34.000 pcf Center DL Left Cantilever DL Right Cantilever DL 40 Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:3413M, 21 NOV 99 Description: Scope eneral Timber Beam Left Cantilever ft .....Lu 0.00 ft Right Cantilever ft .....Lu 0.00 ft Douglas Fir - Larch (North), No.1 Fb Base Allow 1,300.0 psi Fv Allow 85.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 442.00 #/ft LL 340.00 #/ft #/ft LL #/ft #/ft LL #/ft Beam Design Span= 10.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.726 : 1 V0.000 in 5.000 ft 5..000 ft ...Length/Deft 0.0 0.0 Maximum Moment 10.0 k -ft Maximum Shear * 1.5 4.9 k Allowable 16.4 k -ft 0.0 Allowable 6.7 k Max. Positive Moment 9.96 k -ft a 5.000 ft Shear: @ Left 3.98 k Max. Negative Moment 0.00 k -ft a 10.000 ft @ Right 3.98 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.138 in Max. M allow 16.42 Reactions... @ Right 0:000 in fb 986.07 psi fv 77.11 psi Left DL 2.28 k Max 3.98 k Fb . - 1,625.00 psi Fv 106.25 psi Right DL 2.28 k Max 3.98 k Deflection ...Location ...Length/Defl -0.092 in -0.161 in v. Deflection N0.000 in V0.000 in 5.000 ft 5..000 ft ...Length/Deft 0.0 0.0 1,301.8. 746.42 Right Cantilever... Deflection 0.000 in 0.000 in ...Length%Defl 0.0 0.0 c : enerca c vuksic 854- 7.ecw:Ca culationsVer 5.U.6, u - m 9 B. G. Stuctural Engineerig, Inc. Description Beam B32 (,Pi Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:34PM, 21 NOV 99 Description : Scope : Ck 25.448 Rb 0.000 Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Max Moment Sxx Req'd Allowable fb @ Center 9.96 k -ft 73.56 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.88 k 4.88 k Area Required 45.903 in2 45.903 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.98 k Bearing Length Req'd _ 1.159 in Max. Right Reaction 3.98 k Bearing Length Req'd 1.159 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.98 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @'Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in • c d:\enercalc\vuksic 854-17.ecw:Ca culations -Ver - u - in Beam B33 603 5.25" x 16" 2.0E Parallam® PSL TJ-BeamTM' v5.42 Serial Number. 0 BEAMUSA 1111 12/10/99 3:09:27 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products -by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by :the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Alacano Residence Lot 26 - Tradition B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 0 (760) 568-5681-------yy--------- Copyright O 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-BeamTM is a trademark of Trus Joist MacMillan. Parallam® is a registered trademark of Trus Joist MacMillan. D:t1-DATA%BGSTRUUobslVuksicWlacano Res. Lot 261B25.bm m 15' 6" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration, 26 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Roof(1.25) 2244 2917 4' 9" Adds to Point(lbs.) Roof(1.25) 2244 2917 12-9" Adds to Tapered(plf) Roof(1.25) 80 to 300 104 to 390 0 to 4' 9" Replaces Uniform(plf) Roof(1.25) 300 390 4' 9"'to 179" Replaces Tapered(plf) Roof(1.25) 300 to 80 390 to 104 12'9" to 166" Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 3776 / 5112 / 8888 Detail R1 SB Shear Blocking '2 2x6 Stud Wall 5.50" 5.5" Right Face 4537 / 6101 / 10638 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(Ib) 6 10558' 9966 20300 Passed(49%) Rt. end Span 1 under Roof loading Moment(ft-Ib) 36622. 36622 65538 Passed(56%) MID Span 1 under Roof loading Live Defl.(in) 0.200 •0.494 Passed(U892) MID Span 1 under Roof loading Total Defl.(in) 0.468 0.742 Passed(U380) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products -by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by :the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Alacano Residence Lot 26 - Tradition B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 0 (760) 568-5681-------yy--------- Copyright O 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-BeamTM is a trademark of Trus Joist MacMillan. Parallam® is a registered trademark of Trus Joist MacMillan. D:t1-DATA%BGSTRUUobslVuksicWlacano Res. Lot 261B25.bm Cerw7&o1*v)v*w.Beam B34 TJ-BeamTM v5.42 Serial Number. 0 5.25" x 14" 2.0E Parallam® PSL BEAMUSA 1111 12/10/99 3:49:27 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: V Loads(psf): 20 Live at 125% duration, 26 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Roof(1.25) 2660 3458 7' Adds to Uniform(plf) Roof(1.25) 180 254 0 to 14' Replaces SUPPORTS:. INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 2590 / 3668 / 6258 Detail.R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" Right Face 2590 / 3668 / 6258 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: m - 14' Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: V Loads(psf): 20 Live at 125% duration, 26 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Roof(1.25) 2660 3458 7' Adds to Uniform(plf) Roof(1.25) 180 254 0 to 14' Replaces SUPPORTS:. INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 2590 / 3668 / 6258 Detail.R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" Right Face 2590 / 3668 / 6258 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 6106 5515 17762 Passed(31 %) Lt. end Span 1 under Roof loading Moment(ft-Ib) 30549 30549 50928 Passed(60%) MID Span 1 under Roof loading Live Defl.(in) 0.168 0.444 Passed(U952) MID Span 1 under Roof loading Total Defl.(in) 0.401 0.667 Passed(U399) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY[ PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION Alacano Residence Lot 26 - Tradition • OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 (760) 568-5681---------yyy^ Copyright O 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-BeamTM is a trademark of Trus Joist MacMillan. Parallam® is a registered trademark of Trus Joist MacMillan. DA1-DATA\BGSTRUUobs\VuksicWacano Res. Lot 26\B34.bm C Beam B35 5 TJ-BeamTM v5.42 Serial "N'amber.0 .25" x 14" 2.0E Parallam® PSL BEAMUSA 1111 12/10/99 3:48:15 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 a 14' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration, 26 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Roof(1.25) 2660 3458 7' Adds to Uniform(plf) Roof(1.25) 60 146 '0 to 14' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH . JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 1750 / 2912 / 4662 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" Right Face WW / 2912 / 4662 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 4586 4290 17762 Passed(24%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 25482 25482 50928 Passed(50%) MID Span 1 under Roof loading Live Defl.(in) 0:128 0.444 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0:325 0.667 Passed(U492) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL' U360, TL:U240).. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available: Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress.Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Alacano Residence Lot 26 - Tradition B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 (760) 568-5681—y---4----------N— Copyright O 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-BeamTM is a trademark of Trus Joist MacMillan. Parallam is a registered trademark of Trus Joist MacMillan. D:11-DATA\BGSTRUUobs\VuksicWlacano Res. Lot 26\B34.bm , �s B.G. STR U CTR-R�AL JOB No�24 1 onrE `� 5 �'NEENG R.' ENGINEER f -JJ L_�.J &7 B. G. Stuctural Engineerig, Inc. Title :'Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:15PM, 10 DEC 99 Description Scope: Rev: 510001 Timber Beam & Joist Description Beam B36 Dead Load #/ftl 295:00 .Live Load #/ft 200.00 @ X = ftl B36 Timber Section psi 6x8 Beam Width in 5.500 Beam Depth in 7.500 Le: Unbraced Length ft 0.00 Timber Grade psi ouglas Fir • Larch Fb - Basic Allow psi 1,300.0 Fv - Basic Allow psi 85.0 Elastic Modulus ksi 1,600.0 Load Duration Factor in 1.000 Member Type Sawn Repetitive Status in No Dead Load #/ftl 295:00 .Live Load #/ft 200.00 @ X = ftl 3.25 fb :Actual psi 608.4 Fb : Allowable psi 1,300.0 @ Right En DL lbs. Bending OK fv : Actual . psi 47.3 Fv : Allowable psi 85.0 Deflections Shear OK @ Left Ends 958.75 LL lbs 650.00 Max. DL+LL lbs 1,608.75 @ Right En DL lbs. 958.75 LL lbs 650.00 Max. DL+LL lbs 1,608.75 Deflections Center DL Def in -0.038 L/Defl Ratio 2,036.7 Center LL DO in -0.026 L/Defl Ratio 3,004.2 Center Total DO in -0.064 Location ft 3.250 L/Defl Ratio 1,213.8 c d: enerca c vu sic 854-17.ecw: alcu ations KVV-UbUZ454, Ver15-Jul-1m ��1 C I�70WOW Beam B37 TJ-BeamTM v5.42 Serial Number: 0 5.25" x 11.875" 2.0E Parallam® PSL BEAMUSA 1111 12!10/99 4:40:07 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 e 6' 1 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration, 26 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Roof(1.25) 5534 7195 1'6" Adds to Uniform(plf) Roof(1.25) 280 449 0 to 6' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH' JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 5163 / 7027 / 12190 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" Right Face 2051 / 2979 / 5030 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 11941 11106 15066 Passed(74%) Lt. end Span 1 under Roof loading Moment(ft-lb) 13421 13421 37317 Passed(36%) MID Span 1 under Roof loading Live Defl.(in) 0.025 0.178 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.059 0.267 Passed(U999+) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL L/240). 0 . - Bracing(Lu): All compression edges (top and bottom) must be braced at 78" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION Alacano Residence Lot 26 - Tradition • OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760)568-3553 (760) 56&5681—y-4--------^ CopyrightO 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-BeamTM is a trademark of Trus Joist MacMillan. Parallam@ is a registered trademark of Trus Joist MacMillan. D:11-DATAOC—STRUUobs\VuksicWlacano Res. Lot 261B34.bm Co Beam B38 , TJ Beam"' v5.42 Serial Number: 0 5.25" x 11.875" 2.0E Parallam® PSL BEAMUSA 1111 12/10/99 4:41:38 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 a, ,a All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration, 26 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Roof(1.25) 5534 7195 4' Adds to Uniform(plf) Roof(1.25) 280 425 0 to 7' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 3310 / 4585 / 7895 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" Right Face 4184 / 5721 / 9905 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 9664 8856 15066 Passed(59%) Rt. end Span 1 under Roof loading Moment(ft-Ib) 23194 23194 37317 Passed(62%) MID Span 1 under Roof loading .Live Defl.(in) 0.057 0.211 Passed(U999+) MID Span 1 under Roof loading total Defl.(in) 0.134 0.317 Passed(U567) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Alacano Residence Lot 26 - Tradition B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 (760) 568-5681--yyy—y----4------ Copyright m 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-Beam7m is a trademark of Trus Joist MacMillan. Parallam® is a registered trademark of Trus Joist MacMillan. D:\1-DATAIBG-STRUUobs\VuksicWacano Res. Lot 26\B37.bm PROJECT 40T ZI& -.7VA'aloto ITEM. B. G. STRUCTURAL E Of NI' -N. N -EE -,R. - -G SHEET NO -10 JOB No -ft+, 17 DATE. • � 0 B. G. Stuctural Engineerig, Inc. -7f Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:58PM, 10 DEC 99 Description : Scope Rev: 510001 General Timber Beam Description Beam B39 section Name bxts 0.00 k -ft a center span a.5u n .....Lu u.uu it Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Fb 1,625.00 psi Bm Wt. Added to Loads Right DL Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal.Loads #1 DL @ Left 260.00 #/ft LL @Left 200.00 #/ft Start Loc 0.000 ft DL @ Right 208.00 #/ft LL @ Right 160.00 #/ft End Loc 5.500 ft Summary Beam Design OK Span= 5.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.315 : 1 Maximum Moment 1-:6 k -ft Maximum Shear = 1.5 Allowable 7.0 k -ft Allowable Max. Positive Moment 1.60 k -ft - a 2.706 ft Shear: @ Left @ Right @ Left @ Center @ Right Max Max Max. Negative Moment 0.00 k -ft a 0.000 ft Max @ Left Support 0.00 k -ft 0.000 in Max @ Right Support 0.00 k -ft Max. M allow 6.98 Reactions... fb 373.01 psi fv 33.50 psi Left DL Fb 1,625.00 psi Fv 106.25 psi Right DL Deflection -0.016 in -0.028 in ...Location 2.728 ft 2.728 ft ...Length/Deft 4,068.9 2,340.48 Camber: 0.69 k 0.65 k Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft 1.4 k 4.4 k 1.21 k 1.12 k 0.000 in 0.024 in 0.000 in 1.21 k 1.12k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0:0 0.0 c d: enerca c vu sic 854-17.ecw:Calcu ations er - u - m � 0 Ll 1 Z B. G. Stuctural Engineerig, Inc. Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:58PM, 10 DEC 99 Description Scope Rev: 510001 General Timber Beam Description Beam B39 Ck 25.448 Rb 0.000 Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 = Max Moment Sxx Redd Allowable fb @ Center 1.60 k -ft 11.84 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.38 k 1.33 k Area Required 13.006 in2 12.526 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.21 k Bearing Length Req'd 0.351 in Max. Right Reaction 1.12 k Bearing Length Req'd 0.327 in 'JI Mal LIOCISULAIWI I @ Center Span. Location = 0.00 ft OAO k -ft 1.21 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft' 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in c d:\enercalc vu sic 854-17.ecw:Ca culations .ver u - in Beam 640 �3 ��°�`' 5.25" x 14" 2.0E Parallam® PSL TJ-BeamTM v5.42 Serial Number. 0 BEAMUSA 1111 12110/99 5:18:37 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 All dimensions are horizontal. LOADS: Analysis for Beam Member Supporting ROOF Applicatior Loads(pso: 20 Live at 125% duration, 26 Dead, and: TYPE CLASS LIVE DEAD Point(lbs.) Roof(1.25) 5534 7195 Tapered(plo Roof(1.25) 160 to 260 208 to 338 Uniform(plf) Roof(1.25) 260 338 Product Diagram is Conceptual. Tributary Load Width: 1' LOCATION APPLICATION COMMENT 9' 6" Adds to 0 to 9'6" Replaces 9'6" to 12' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 2262 1 3079 / 5341 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 6.161" Right Face 5917 / 7830 / 13747 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. - Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROL'S: MAXIMUM DESIGN. CONTROL CONTROL LOCATION Shear(lb) 13540 12738 17762 Passed(72%) Rt. end Span 1 under Roof loading Moment(ft-Ib) 27879 27879 50928 Passed(550%) MID Span 1 under Roof loading Live Defl.(in) 0.117 0.378 Passed(U999+) MID Span 1 under Roof loading 0 Total Defl.(in) 0.273 0.567 Passed(U498) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: 0360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! -PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION Alacano Residence Lot 26 - Tradition • OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 (760) 568-5681------yy—yyy- Copyrightm 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-BeamTM is a trademark of Trus Joist MacMillan. Parallam® is a registered trademark of Trus Joist MacMillan. D:N-DATA\BG-STRUUobs\VuksicWacano Res. Lot 26\B40.bm b 12' 1 All dimensions are horizontal. LOADS: Analysis for Beam Member Supporting ROOF Applicatior Loads(pso: 20 Live at 125% duration, 26 Dead, and: TYPE CLASS LIVE DEAD Point(lbs.) Roof(1.25) 5534 7195 Tapered(plo Roof(1.25) 160 to 260 208 to 338 Uniform(plf) Roof(1.25) 260 338 Product Diagram is Conceptual. Tributary Load Width: 1' LOCATION APPLICATION COMMENT 9' 6" Adds to 0 to 9'6" Replaces 9'6" to 12' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 2262 1 3079 / 5341 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 6.161" Right Face 5917 / 7830 / 13747 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. - Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROL'S: MAXIMUM DESIGN. CONTROL CONTROL LOCATION Shear(lb) 13540 12738 17762 Passed(72%) Rt. end Span 1 under Roof loading Moment(ft-Ib) 27879 27879 50928 Passed(550%) MID Span 1 under Roof loading Live Defl.(in) 0.117 0.378 Passed(U999+) MID Span 1 under Roof loading 0 Total Defl.(in) 0.273 0.567 Passed(U498) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: 0360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! -PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION Alacano Residence Lot 26 - Tradition • OPERATOR INFORMATION: B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760) 568-3553 (760) 568-5681------yy—yyy- Copyrightm 1999 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-BeamTM is a trademark of Trus Joist MacMillan. Parallam® is a registered trademark of Trus Joist MacMillan. D:N-DATA\BG-STRUUobs\VuksicWacano Res. Lot 26\B40.bm �4 Beam B41 5.25" x 11.875" 2.0E Parallam® PSL TJ-BeamTm v5.42 Serial Number. 0 BEAMUSA 1111 12/10/99 5:20:49 PM Page 1 of 1 Build Code: 104 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 e- 6' 6" 1 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting ROOF Application. Tributary Load Width: 1' Loads(psf): 20 Live at 125% duration, 26 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Roof(1.25) 5534 7195 3' Adds to Tapered(plf]i Roof(1.25) 260 to 160 338 to 208 3' to 6' 6" Replaces Uniform(plf) Roof(1.25) 260 338 0 to 3' Replaces SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 Stud Wall 5.50" 5.5" Left Face 3823 / 5034 / 8857 Detail R1 SB Shear Blocking 2 2x6 Stud Wall 5.50" 5.5" Right Face 3226 / 4257 /.7483 Detail R1 SB Shear Blocking - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): R1. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 8651 7963 15066 Passed(53%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 20875 20875 37317 Passed(56%) MID Span 1 under Roof loading Live Defl:(in) 0.047 0.194 Passed(U999+) MID Span 1 under Roof loading Total Defl.(in) 0.108 0.292 Passed(U646) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is outputfrom software developed by Trus Joist.MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. ' This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: Alacano Residence Lot 26 - Tradition B.G. Structural Engineering, Inc. Brian Gottlieb 45-535 Via Corona Indian Wells, CA. 92210 (760)568-3553 (760) 568-5681________________— Copyright ©1999 by Trus Joist MacMilian, a limited partnership, Boise, Idaho, USA. TJ -Beam^ is a trademark of Trus Joist Macmiiian. ParallamO is a registered trademark of Trus Joist MacMillan. D:\1-DATA\BGSTRUUobsWuksic\Atacano Res. Lot 26\B40.bm Adak )JECT LoT Z!o-TRApra/cx.►S B.C.. STRUCTURAL :M �sYs` .� ENGINEERING N0. 074'117 E INEER / 0 PROJECT ITEM Poo -r s 411! B.G. S,TRU.CTU.R.AL ENG-1-NEERING, t 3 VK 'L- SHEET NO'.-? JOB N0.5` DATE 11-L-a"W-o Ids, 1..0 T Z Co -- TrA.-0 / r 0 •,+ 5 "Pa sT 5 97 WOOD POST (6X WALL) . ###### STUD GRADE d= 5.5 IN: Fc= 825 PSI Fce E= 1.4 X 10^6 PSI L L/d psi Cd= 1.00 5 10.91 3529 Cf= 1.10 6 13.09 2451 Gl D.F. #2 15.27 Fc= 1300 -PSI E= 1.6 X 10^6 PSI Cd= 1.00 Cf= 1.10 0 7 15.27 1801 8 17.45 1379 9 19.64 1089 10 21.82 882 11 24.00 729 12 26.18 613 13 28.36 522 14 30.55 450 15 32.73 392 16 34.91 345 18 39.27 272 20 43.64 221 22 48.00 182 d= 5.5 IN:_ 2X6 3X6 Fce L L/d psi 5 10.91 4033 6 13.09 2801 7 15.27 2058 8 17.45 1576 9 19.64 1245 10 21.82 1008 11 24.00 833 12 26.18 700 13 28.36 597 14 30.55 514 15 32.73 448 16 34.91 394 18 39.27 311 20 43.64 252 22 48.00 208 Fc Perpendicular 0.04"= 625 PSI Fc Perpendicular 0.02"= 456 PSI 2X6 3X6 2-2X6 4X6 3-2X6 AREA 8.25. 13.75 16.5- 19.25 24.75 Fc P P P P P 853 7.04 11.73 14.08 16.42 21.11 824 6.80 11.33 13.60 15.86 20.39 786 6.48 10.80 12.97 15.13 19.45 738 6.09 .10.14 12.17 14.20 18.26 681 5.62 9.36 11.23 13.10 16.85 618 5.10 8.50 10.20 11.90 15.30 555 4.58 7.63 9.1510.68T 13.73 494 4.08 6.80 8.16 9.52 12.24 440 3.63 6.04 7.25 8.46 10.88 391 3.23 5.38 6.45 7.53 9.68 349 2.88 4.79 5.75 6.71 8.63 312 2.57 4.29 5.15 6.01 7.72 253 2.09 3.48 4.17 4.87 6.26 208 1.72 2.86 3.43 4.01 5.15 174 1.44 2.39 2.87 3.35 4.31 625 5.16 8.59 10.31 12.03 15.47 456 3.76 6.27 7.53 8.78 11.29 2X6 3X6 2-2X6 4X6 3-2X6 AREA 8.25 13.75 16.5 19.25 24.75 Fc P P P P P 1305 10.77 17.95 21.53 25.12 32.30 1235 10.19 16.98 20.38 23.78 30.57 1144 9.44 15.73 18.87 22.02 28.31 1034. 8.53 14.22 17.07 19.91 25.60 917 7.57 12.61 15.13 17.65 22.70 803 6.62 11.04 13.25 15.45 19.87 699 5.77 9.62 11.54 13.46 17.31 610 5.03 8.38 10.06 11174 15.09 533 4.40 7.33 8.80 10.26 13.20 469 3.87 6.45 7.73 9.02 11.60 414 3.42 5.70 6.84 7.98 10.25 368 3.04 5.06 6.08 7.09 9.12 296 2.44 4.07 4.88 5.69 7.32 242 2.00 3.33 4.00 4.66 5.99 202 1.66 2.77 3.33 3.88 4.99 625 5.16 8.59 10.31 12.03 15.47 456 3.76 6.27 7.53 8.78 11.29 /-d." G,¢AJ o k -O? 210 - T(LA W 7To..J % Fos T s 97 WOOD POST (6X WALL) D.F. #1 . Fc= 925 PSI E= 1.6 X-10^6 PSI Cd= 1.00 • D.F. #SS Fc= 1100 PSI E= 1.6 X 10^6 PSI Cd= 1.00 • Fc Perpendicular 0.04"= 625 PSI Fc Perpendicular 0.02"= .456 PSI d= 5.5 IN. 6X6 6X6 6X8 6X10 6X12 Fce Fce AREA 30.25 41.25 52.25 63.25 L L/d psi Fc P P P P 5 10.91 4033 876 26.51. 36.15 45.79 55.43 6 13.09 2801 851 25.74 35.09 .44.45 53.81 7 15.27 2058 817 24.72 33.71 42.70 51.69 8 17.45 1576 775 23.44 31.97 40.49 49.02 9 19.64 1245 724 21.90 29.86 37.82. 45.78 10 21.82 1008 666 2014. 27.47 34.80 42.12 11 24.00 833 605 18.30 24.95 31.60 38.26 12 26.18 700 544 16.47 t 22.46 28.45 34.44 13 28.36 597 488 14.76 20.12 25.49 30.85 14 30.55 514 436 13.20 18.00 22.81 27.61 15 32.73 448 391 11.83 16.13 20.43 24.73 16 34.91 394 351 10.62- 14.48 18.34 22.20 18 39.27 311 286 8.64 11.78 14.93 18.07 20 43.64 252 236 7.14 9.73 12.33 14.92 22 48.00 208 198 5.98 8.15 10.32 12.50 d= 5.5 IN. 6X6 6X8 6X10 6X12 Fce AREA 30.25 41.25 52.25 63.25 L L/d psi . Fc P P P P 5 10.91 4033 1029 31.14 42.46 53.79 65.11 6 13.09 2801 991 29.99 40.89 51.80 62.70 7 15:27 2058 -941 28.47 38.83 49.18 59.54 8 17.45 1576 879 26.58 36.24 45.90 55.57 9 19.64 1245 805 24.36 .33.21 42.07 50.93 10 21.82 1008 726 21.97 29.96 37.94 45.93 11 24.00 833 648 19.59 26.72 33.85 40.97 12 26.18 700 575 17.38 23.70. 30.02 36.34 13 28.36 597 509 15.40 21.00 26.59 32.19 14 30.55 514 452 13.66 18.63 23.59 28.56 15 32.73 448 402 12.16 16.58 21.00 '25.42 16 34.91 394 359 10.86 14.81 18.76 22.71 18 .39.27 311 290. 8.78 11.98 15.17 18.37 20 43.64 252 239 7.22 9.85 12.48 15.11 22 48.00- 208 199 6.03 8.23 10.42 12.62 625 18.91 25.78 32.66 39.53 456 13.80 18.82 23.84 28.86 ALM -4-j c, R-65, LC>T Z-& T(LAtq Tlw-. ITEM • B t -C -STRUCTURAL ENCINEERINC HEE ios.o. g S� 17 SATE 'NO IN IEER A) ev [a lk P(tK, ot qv 41 LuJ Cl) 4v�v 40 00 4,, 0 47 4� i Pt OA qr j* f� LP o1v IV C-1 Ej El IL �: .41 Lo ..V m L --A ml I rnwt�SHEET H0. B.G. STRUCTURAL �y Lo'r Zrlo-'TRAAlPtonl JOB NO:.. �7'Ti'V- ITEM DATE q ENGINEERING ENGINEER/ v-c%✓�,A-�%o' CJs - . . lo T4 zt�*` CpnJrr.: 4 2 .PROJECT mor z�—rte,o s B.G. STRUCTURAL ITEM uo��S ENG.I.N:EERIN SHEET NO.: JOB N0.• DATE pp ENGINEER Q 9 � .0 Example: Fsoil = ((D - FD) 12 x ID) + ((W - FW) = 12" x IW) + SB F'soil = Fsoil - (D + 12 x (150-110)) w= WxF'soil+12 M= FbxW.xD^2+12"+6 L= (2 x M + w)^1/2 Pmax= 2 x L x w' W ") L407 Z1,6 --ra"/ F'soil (psf) 17 le0aoJ4*f 70 -J -s L (ft) Pmax i 12 .x POINT LOAD ON CONTINUOUS FOOTING FDN-1 11/21/99 . 1717 1.53 Footing'Width(FW)= 12 in. 15 Footing Depth(FD)= 12 in. 1460 Soil Beadng(SB)= 1500 psf Increase Width (IW)= 0 psf 1.53 Maximum Soil Bearing= 2000 psf Increase Depth (ID)= 200 psf 18 Plain Concrete Design: 12 1460 F'c= 2000 psi 1.53 Tension Fb= 71.55 psi PER '97 UBC, SECTION 2622(d)2. 21 Example: Fsoil = ((D - FD) 12 x ID) + ((W - FW) = 12" x IW) + SB F'soil = Fsoil - (D + 12 x (150-110)) w= WxF'soil+12 M= FbxW.xD^2+12"+6 L= (2 x M + w)^1/2 Pmax= 2 x L x w' W ") D (") F'soil (psf) w (#/ft) M ('#) L (ft) Pmax i 12 .x 12 , 1460 1460 1717 1.53 4479 15 x 12 1460 1825 2147 1.53 5598 18 x 12 1460 2190 2576 1.53 6718 21 x .12 1460 2555 3005 1.53 7838 24...x . 12 1460 2920 3435 1.53 8957 12 x 15 .1500 1500 2683 1.89 5674 15 x 15 1500 1875 3354 1.89 7093 18 x 15 1500 2250 4025 .1.89 8512 24 x 15 1500 3000 5367 1.89 11349 30 x 15 1500 3750 6708 1.89 14186 12 x 18 .. 1540 1540 3864 2.24 6900 15 x 18 1540 1925 4830 2.24 8624 18 x 18 1540 2310 5796 2.24 10349 21 x 18 1540 2695 6762 2.24 12074 24 x 18 1540 3080 7728 2.24 13799 12 x 21 1580 1580 5259 2.58 8153 15 x 21 1580 1975 6574 2.58 10192 18 x 21 1580 2370 7889 2.58 12230 21 x 21 1580 2765 9204 2.58 14268 24 x 21 1580 3160 10518 2.58 16307 12 x 24 1620 1620 6869 2.91 9435 15 x 24 1620 2025 8587 2.91 11794 18 x 24 1620 2430 10304 2.91 14153 21 x 24 1620 2835 12021 2.91 16512 24 x 24 1620 3240 13738 2.91 18871 Note: For point loads on footings with uniform loads take the difference between "w" above and the uniform load, then multiply by two and by "L" above for P'max /���•�! p,4� o� s g PAD FOOTING DESIGN 11/21/99 PDN -2 Ftg Width (FW)= 1 ft U.S.D. Factor =. 1.65 Ftg Depth -(FD)= 1 ft fc= 2000 psi Soil Bearing (SB)= 1500 psf 2 WAY Ovc = 152.1 psi Max. Soil Brg. = 2000 psf 1 WAY Ovc = 76.0 psi Incr. Width (IW)= 0 psf Incr. Depth (ID)= 200 psf .'a1 ( col. dim.) = 6 in B = Horizontal footing width vu = Applied 'ultimate unit shear due to P Max t = Vertical footing thickness Ovc = Allowable ultimate unit shear. a1 = Least column. (or base plate) dimension Mu = Applied ultimate footing moment Q net = Net allowable soil bearing capacity d = Effective depth of reinforcing steel A = Plan area of footing a2 = Effective depth of concrete stress block P max = Maximum allowable column load OMn = Allowable ultimate footing moment based upon Q net E= Embedment of Ftg. Example: Q all. {(E - FD) x ID} + {(B - FW) x 2 x IW) + SB Q net Q all. - (E x (150-110)) A = (B)^2 P max Q net x A * indicates As req'd = (4/3)*As < As min. 2 1 + indicates As req'd = As min. WAY WAY As As B E t Q net P max vu vu Mu Fy req'd # BAR used d OMn Mu/ (ft) (ft) (ft) (psf) (kip) (psi) (psi) (f -k) (ksi) (in ^2) BAR SIZE (in ^2) (in) (f -k) OMn 1.25 x . 1 1 1460 2.3 8.0 -7.6 0.2 40 0.01 * 2 4 0.40 8.3 .9.5 2% 1.5 x 1 1 1460 3.3 11.5 -4.6 0.5 40 0.02 * 2 4 0.40 8.3 9.6 5% 1.75 x 1 .1 1460 4.5 15.7 -1.5 0.8 40 0.04 * 2 4 0.40 8.3 9.6 9% 2 x 1 1 1460 5.8 20.5 1.5 11.4 40 0.07 * 2 4 0.40 8.3 9.7 14% 2.25 x 1 1 1460 7.4 25.9 4.6 2.1 40 0.11 * 2 4 0.40 8.3 9.7 21% 2.5 x 1 1 1460 9.1 32.0 7.6 3.0 40 0.16 * 2 4 0.40 8.3 9.7 31% 2.75 x 1 1 1460 11.0 38.7 10.6 4.2 40 0.23 * 2 4 0.40 8.3 9.7 43% 3- x 1 1 1460 13.1 46.1 13.7 5.6 40 0.31 * 2 4 0.40 8.3 9.7 58%. 3.25 x 1 1 1460 15.4 54.1 16.7 7.4 40 0.40 * 2 4 0.40 8.3 9.8 76% 3.5 x 1 1 1460 17.9 62.8 19.8 9.5 40 0.52 * 3 4 0.60 8.3 14.5 65% 3.75 x 1 1 1460 20.5 72.0 22.8 11.9 40 . 0.65 * 4 4 0:80 8.3 19.3 62% 4 x 1 1 1460 23.4 82.0 25.9 14.8 40 0.81 * 4 4 0.80 8.3 19.3 76% 4.25 x 1. 1 1460 26.4 95.9 30.0 18.0 60 0.68 * 4 5 1.24 8.1 42.6 42% 4.5 x 1 1 1460 29.6 107.6 33.1 21.7 60 0.82 * 4 5 1.24 8.1 42.7 51% 4.75 x 1 1 1460 32.9 119.8 '36.2 25.8 60 0.98 * 4 5 1.24 8.1 42.8 60% 5 x 1 1 1460 36.5 '132.8 39.3 30.5 60 1.16 * 4 5 1.24 8.1 43.0 71% 5.25 x 1 1 1460 40.2 146.4 42.4 35.7 60 1.36 * 5 5 1.55 8.1 53.2 67% 5.5 x 1.25 1.25 1500 45.4 99.2 29.4 42.5 60 1.16 * 5 5 1.55 11.1 74.3 57% 5.75 x 1.25 1.25 1500 49.6 108.4 31.8 49.0 60 1.34 * 5 5 1.55. 11.1 74.4 66% 6 x 1.25 1.25 1500 54.0 118.0 34.1 56.2 60 1.54 * 5 5 1.55 11.1 74.5 75% 6.5 x 1.25 1.25 1500 63.4 138.5 38.7 72.4 60 2.00 * 7 5 2.17 11.1 103.2 70% 7 x 1.5 1.5 1540 75.5 110.3 31.3 93.9 60 2.03 * 7 5 2.17 14.1 132.9 71% 7.5 x 1.5 1.5 1540 86.6 126.7 35.1 116.7 60 2.53 * 8 5 2.48 14.1 151.5 77% 8 x 1.5 1.5 1540 98.6 147.4 39.6 142.9 60 3.15 * 8 6 3.52 13.9 209.5 68% r Tk:'.)TrC,IA G►eo�— ��4 13.5"G►Ls3 w p�, IRSGjL'R- La. 4. ' LL L l SC) T L S4-5 TRUSS # I SCALE: 1/4" = 1'-0" J II 1 16'-7 1/2" z 16'-7 1/2" \ � V i ro • 2'-0 3/4' 29'-S* 33'-3" TRUSS # I SCALE: 1/4" = 1'-0" L-1 RISA -3D (R) Version 3.01 Alacano Residence Truss T-1 Units............................. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... Include Warping ................... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ Vertical Axis ..................... Job : 854.17 Page: iY Sy Date: 12/14/99 File: B85417T1 US Standard AISC 9th Edition ASD 1.333 Yes Yes 5 Yes 0.50% Y Joint Coordinates Joint -==--------- -__< . X Y z Joint No Coordinate Coordinate Coordinate Temperature ------------------ft-----------=ft------------ft--------------%F------------ 1 0.000 0.000 0.000 0.00 2 0.000 2.913 0.000 0.00 3 9.319 5.243 0.000 0.00 4 14.563 6.554 0.000 0.00 5 19.807 5.243 0.000 0.00 6 29.125 2.913 0.000 0.00 7 29.125. 0.000 0.000 0.00 8 14:563 0.000 0.000 0.00 Boundary Conditions Joint +--------- Translation --------+ +---------- Rotation ----------+ No X Y z Mx My Mz ------------ K/in-------- K/in------- K/in------ K-ft/rad--- K-ft/rad--- K-ft/rad--- 1 Reaction Reaction Fixed Fixed Fixed 7 Reaction Fixed Fixed Fixed Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress -------------- Ksi---------- Ksi---------------- 10A5%F---- K/ft3------- Ksi------ CHORD 1600.00 11154.00 0.3000 0.65000 0.036 1.68 WEB 1600.00 11154.00 0.3000 0.65000 0.036. 1.68 WEB2 1600.00 11154.00 . 0.3000 0...65000 0..036 1.68 Sections Section Database Material As As I I Torsion T Label Shape Label Area yy zz yy zz J C ----------------------------- -in 2--------------inA 4------in 4 ------in 4---- CHORD DFLARNO1K9X12 GLB-1 97.75 1.2 1.2 588.54 1077.29 1285.20 WEB DFLARNO1K9X9 GLB-2 72.25 1.2 1.2 435.01 435.01 735.16 0 RISA -3D (R) Version 3.01 Job : 854.17 Page: ,2'$(0 Date: 12/14/99 File: B85417T1 Alacano Residence Truss T-1 Members Member DL Joints x Axis Section End Releases Offsets Inactive? No I 4 J K Rotate Set I: MMM J: MMM I -End J -End Label Length- ength---------------------------------xyzxyz-xyzxyz---in-----in-------------ft--- --------------------------------- Load Pattern xyzxyz-xyzxyz --- in ----- in ------------- ft--- 1 1 1 2 WEB y y 2.91 2 2 3 CHORD WDL 9.61 3 3 4 CHORD 5 5.41 4 4 5 CHORD y 5.41 5 5 6 CHORD T J 9.60 6 6 7 WEB y y 2.91 7 1 8 CHORD 4 5 14.56 8 8 7 CHORD 1.0000 14.56 9 3 8. WEB y y 7.42 10 4 8 WEB y y 6.55 11 8 5 WEB y y 7.42 Basic Load Case Data BLC. Basic Load Case Load Type Totals No.-. Description Nodal Point Dist. Surface ---------------------------------------------------------------------------- 1 DL 4 ' 2 LL 4 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier --------------------------------------- 2 2 3 ------------------------------------ WDL 1.0000 3 3 4 WDL 1.0000 4 4 5 WDL 1.0000 5 5 6 WDL 1.0000 ____________________< Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member T J Label Multiplier 2 2 3 WLL 1.0000 3 3 4 WLL 1.0000 4 4 5 WLL 1.0000 5 5 6 WLL 1.0000 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or o -------ft or o-.-- WDL y -0.195 -0.195 0.000 0.000 WLL y -0.150 -0.150 0.000 0.000 .7 RISA -3D (R) Version 3.01 Job 854.17 Page :gl Date: 12/14/99 File: B85417T1 is Alacano Residence Truss T-1 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 TL 1 1 2 1 Y -1 CD 1.25 2 DL 1 1 Y -1 CD .9 3 LL 2 1 CD 1.25 Joint Displacements, LC 1 : TL Joint +--------- Translation --------+ +----------- Rotation ----------+ No. X Y Z X Rotate Y Rotate Z Rotate -----------in---------in---------in----------rad--------rad--------rad------ 1 0..000 0.000 0.000 0.00000 0.00000 '-0.01084 2 -0.313 -0.001 0.000 0.00000 0.00000 -0.01520 3 -0.001 -1.250 0.000 0.00000 0.00000 -0.00392 4 0.000 -1.260 0.000 0.00000 0.00000 0.00168 5 0.001 -1.250 0.000 0.00000 0.00000 0.00392 6 0.313 -0.001 0.000 0.00000 0.00000 0.01521 7 0.000 0.000 0.000 0.00000 0.00000 0.01084 8 0.000 -1.254 0.000 0.00000 0.00000 0.00000 Reactions, LC 1 TL Joint +----------- Forces -----------+ +----------- Moments ----------- ---------+No. No . X Y Z Mx My Mz -----------K ---------- K ----------K ----------- K -ft ------- K -ft ------- K -ft ----- 1 0.00 6.12 NC NC NC 0.00 7 0.00 6.12 NC NC NC 0.00 Totals: 0.00 12.24 0.00 Center of Gravity Coords (X,Y,Z) (ft) 14.663, 4.355, 0.000 ===================<.Member Section Forces, LC 1 : TL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y Z -Z Torque y -y Z -Z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 1 1- 2 1 4.63 0.00 0.00 0.00 0.00 0.00. 2 4.62 0.00 0.00 0.00 0.00 0.00 3 4.60 _0.00 0.00 0.00 0.00 0.00 4 4.59 0.00 0.00 0.00 0.00 0.00 5 4.58 0.00 0.00 0.00 0.00 0.00 -------------------------------------------------------------------------_-- 2 2- 3 1 1.11 4.44 0.00 0.00 0.00 0.00 2 0.90 3.58 0.00 0.00 0.00 -9.63 3 0.68 2.72 0.00 0.00 0.00 -17.20 4 0.47 1.86 0.00 0.00 0.00 -22.71 5 0.25 1.00 0.00 0.00 0.00 -26.15 ---------------------------------------------------------------------------- 3 3- 4 1 3.12 -3.87 0.00 0.00 0.00 -26.15 2 3.00 -4.35 0.00 0.00 0.00 -20.59 3 2.88 -4.84 0.00 0.00 0.00 -14.38 4 2.76 -5.32 0.00 0.00 0.00 -7.52 RISA -3D (R) Version 3.01. Job : 854.17 Page: -*SS Date: 12/14/99 File: B85417T1 Alacano Residence Truss T-1 Member Section Forces, LC 1 : TL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ----- --K-ft--- 5 2.64 -5.80 0.00 0.00 0.00 0.00 -----------------------------------------------------7---------------------- 4 4- 5 1 2.64 5.80 0.00 0.00 0.00 0.00 2 2.76 5.32 0.00 0.00 0.00 -7.52 3 2.88 4.84 0.00 0.00 0:00 -14.38 4 3.00 4.35 0.00 0.00 0.00 -20.59 5 .3.12 .3.87 0.00 0.00 0.00 -26.15 ---------------------------------------------------------------------------- 5 5- 6 1 0.25 -1.00 0.00 0.00 0.00 .-26.15 2 0.47 -1.86 0.00 0.00 0.00 -2.2.70 3 0.68 -2.72 0.00 0.00 0.00 -17.20 4 0.90 -3..58 0.00 0.00 0.00 -9.63 5 1.11 -4.44 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 6 6- 7 1 4.58 0.00 0.00 0.00 0.00 0.00 2 4.59 0.00 0.00 0.00 0.00 0.00 3 4.60 0.00 0.00 0.00 0.00 0.00 4 4.62 0.00 0.00 0.00 0.00 0.00 5 4.63 0.00 0.00 0.00 0.00 0.00 ---------------------------=------------------------------------------------ 7 1- 8 1 0.00 1.49 0.00 0.00 0.00 0.00 2 0.00 1.41 0.00 0.00 0.00 -5.27 3 0.00 1.32 0.00 0.00 0.00 -10.23 4 0.00 1.23 0.00 0.00 0.00 -14.88 5 - 0.00 1.15 0.00 0.00 0.00 -19.21 ---------------------------------------------------------------------------- 8 8- 7 1 0.00 -1.15 0.00 0.00 0.00 -19.21 2 0.'00 -1.23 0.00 0.00 0.00 -14.88 3 0.00 -1.32 0.00 0.00 0.00 -10.23 4 0.00 -1.41 0.00 0.00 0.00 -5.27 =--------------------------------------------------------------------------- 5 0.00 -1.49 0.00 0.00 0.00 0.00 9 3- 8 1 -5.66 0.05 0.00 0.00 0.00 0.00 2 -5.63 0.02 0.00 0.00 0.00 -0.06 3 -5.61 0.00 0.00 0.00 0.00 -0.09 4 -5.59 -0.02 0.00 0.00 0.00 -0.06 5 -5.57 -0.05 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 10 4- 8 1 9.98 0.00 0.00 0.00 0.00 0.00 2 10.01 0.00 0.00 0.00 0.00 0.00 3 10.04 0.00 .0.00 0.00 0.00 0.00 4 10.07 0.00 0.00 0.00 0.00 0.00 5 10.10 0.00 0.00 0.00 0.00 0.00 11 8----5-1 5.57 0.05 0.00 0.00 0.00 0.00 2 -5.59 0.02 0.00 0.00 0.00 -0.06 RISA -3D (R) Version 3.01 Job : 854.17 Page: .&,1 Date: 12/14/99 File: B85417T1 Alacano Residence Truss T-1 Member Section Forces, LC 1 : TL Member Joints Shear Shear Moment Moment . I- J Sec Axial y -y Z -Z' Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 3 -5.61 0.00 0.00 0.00 0.00 -0.09 4 -5.63 -0.02 0.00 0.00 0.00 -0.06 5 -5.66 -0.05 0.00 0.00 0.00 0.00 ------------------------------------------------------------- --------------- ______________________< Member Stresses, LC 1 : TL Member Shear Shear +-------------- Bending ------=-------+ Sec Axial y -y z -z y -top y -bot z -top z -bot ---------=---Ksi ------- Ksi-=--- Ksi------ Ksi------- Ksi------- Ksi------- Ksi--- 1 1 0.06 0.00 0.00 0.00 0.00 0.00 0.00 2 0.06 0.00 0.00 0.00 0.00 0.00 0.00 3 0.06 0.00 0.00 0.00 0.00 0.00 0.00 4 0.06 0.00 0.00 0.00 0.00 0.00 0.00 5 0.06 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------=------ 2 1 0.01 0.05 0.00 0.00 0.00 0.00 0.00 2 0.01 0.04 0.00 0.62 -0.62 0.00 0.00 3 4 0.01 - 0.00 0.03 0.02 0.00 0.00 1.10 1.45 -1.10 -1.45 0.00 0.00 0.00 0.00 5 0.00. 0.01 0.00 1.67 -1.67 0.00 0100 ---------------------------------------------------------------------------- 3 1 0.03 -0.05 0.00 1.67. -1.67 0.00 0.00 2 0.03 -0.05 0.00 1.32 -1.32 0.00 0.00 3 0.03 -0.06 0.00 0.92 -0.92 0.00 0.00 4 0.03 -0.07 0.00 0.48 -0.48 0.00 0.00 5 0.03 -0.07 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 4 1 0.03 0.07 0.00 0.00 0.00 0.00 0.00 2 0.03 0.07 0.00 0.48 -0.48 0.00 0.00 3 0.03 0.06 0.00 0.92 -0.92 0.00 0.00 4 0.03 0.05 0.00 1.32 -1.32 0.00 0.00 5 0.03 0.05 0.00 1.67 -1.67 0.00 0.00 ---------------------------------------------------------------------------- 5 1 0.00 -0.01 0.00 1.67 -1.67 0.00 0.00 2 0.00 -0.02 0.00 1.45 -1.45 0.00 0.00 3 0.01 -0.03 0.00 1.10 -1.10 0.00 0-00 4 0.01 -0.04 0.00 0.62 -0.62 0.00 0.00 5 0.01 -0.05 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 6 1 0.06 0.00 0.00 0.00 0.00 0.00 0.00 2 0.06 0.00 0.00 0.00 0.00 0.00 0.00 3 0.06 0.00 0.00 0.00 0.00 0.00 0.00 4 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -------5--------0_06-----0_00----0_00------0_00------0_00------0_00----- 7 1 0.00 0.02 0.00 0.00 0.00 0.00 ---- 0.00 RISA -3D (R) Version 3.01 Job : 854.17 Page: acs lJo Date: 12/14/99 .File: B85417T1 Alacano Residence Truss T-1 Member Stresses, LC 1 : TL Member . Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top z -bot ------------- Ksi------- Ksi----- Ksi------ Ksi ------- Ksi------- Ksi------- Ksi--- 2 0.00 0.02 0.00 0.34 -0.34 0.00 0.00 3 0.00 0.02 0.00 0.66 -0.66 0.00 0.00 4 0.00 0.02 0.00 0.95 -0.95 0.00 0.00 5 0.00 0.01 0.00 1.23 -1.23 0.00 0.00 ---------------------------------------------------------------------------- 8 1 0.00 -0.01 0.00 1.23 -1.23 0.00 0.00 2 0.00 -0.02 0.00 0.95 -0.95 0.00 0.00 3 0.00 -0.02 0.00 0.66 -0.66 0.00 0.00 4 0.00 -0.02 0.00 0.34 -0.34 0.00 0.00 5 0.00 -0.02 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 9 1 -0.08 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.08 0.00 .0.00 0.01 -0.01 0.00 0.00 3 -0.08 0.00 0.00 0.01 -0.01 0.00 0.00 4 -0.08 0.00 0.00 0.01 -0.01 0.00 0.00 5 -0.08 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 10 1 2 0.14 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 0.14 0.00 0.00 0.00 0.00 0.00 0.00 4 0.14 0.00 0.00 0.00 0.00 0.00 0.00 5 ---------------------------------------------------------------------------- 0.14 0.00 0.00 0.00 0.00 0.00 0.00 11 1 -0.08 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.08 0.00 0.00 0.01 -0.01 0.00 0.00 3 -0.08 0.00 0.00 0.01 -0.01 0.00 0.00 4 -0.08 0.00 0.00 0.01 -0.01 0.00 0.00 5 ----------------------------- -0.08 0.00 7---------------------------------------------- 0.00 0.00 0.00 0.00 0.00 _____________________< Member Deflections, LC 1 : TL Member +------7-- Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) -------------in---------in---------in---------rad--------------------------- 1 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 0.078 0.000 0.00000 446.6 NC 3 -0.001 0.157 0.000 0.00000 223.3 NC 4 -0.001 0.235 0.000 0.00000 148.9 NC 5 -0.001 0.313 0.000 0.00000 111.7 NC ---------------------------------------------------------------------------- 2 1 -0.304 0.075 0.000 0.00000 NC NC 2 -0.304 -0.356 0.000 0.00000 1055.9 NC 3 -0.304 -0.738 0.000 0.00000 679.1 NC 4 -0.304 -1.033 0.000 0.00000 807.4 NC 5 ---------------------------------------------------------------------------- -0.304 -1.212 0.000 0.00000 NC NC RISA -3D (R) Version 3.01 Job : 854.17 Page:I Date: 12/14/99 File: B85417T1 �. Alacano Residence Truss T-1 Member Deflections, LC 1 TL Member +--------- Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) -------------in---------in---------in---------rad--------------------------- 3 1 -0.304 -1.212 0.000 0.00000 NC NC 2 -0.305 -1.254 0.000 0.00000 1631.4 NC 3 -0.305 -1.263 0.000 0.00000 1407.1 NC 4 -0.305 -1.249 0.000 0.00000 2227.5 NC 5 -0.306 -1.222 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 4 1 0.306 -1.222 0..000 0.00000 NC NC 2 0.305 -1.249 0.000 0.00000 2227.6 NC 3 0.305 -1.263 0.000 0.00000 1407.2 NC 4 0.305 -1.254 0.000 0.00000 1631.5 NC 5 0.305 -1.212 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 5 1 0.305 -1.212' 0.000 0.00000 NC NC 2 0.304 -1.033 0.000 0.00000 807.5 NC 3 0.304 -0.738 0.000 0.00000 679.3 NC 4 0.304 -0.356 0.000 0.00000 1056.1 NC 5 0.304 0.075 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 6 1 0.001 -0.313 0.000 0.00000 NC NC 2 0.001 -0.235 0.000 0.00000 NC NC 3 0.001 -0.157 0.000 0.00000 NC NC 4 0.000 -0.078 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 5 0.000 0.000 0.000 0.00000 NC NC 7 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 -0.464 0.000 0.00000 1160.1 NC 3 0.000 -0.866 0.000 0.00000 730.3 NC 4 0.000 -1.148 0.000 0.00000 842.8 NC 5 0.000 -1.254 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 8 1 0.000 -1.254 0.000 0.00000 NC NC. 2 0.000 -1.148 0.000 0.00000 842.8 NC 3 0.000 -0.866 0.000 0.00000 730.4 NC 4 0.000 -0.464 0.000 0.00000 1160.2 NC 5 0.000 0.000 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 9 1 0.883 -0.885 0.000 0.00000 NC NC 2 0.884 -0.886 0.000 0.00000 NC NC 3 0.885 -0.887 0.000 0.00000 NC NC 4 0.885 -0.887 0.000 0.00000 NC NC 5 0.886 -0.887 0.000 0.00000 L NC NC ------------------------------------------------- 1 1.260 0.000 0.000 0.00000 NC NC 2 1.258 0.000 0.000 0.00000 NC NC 3 1.257 0.000 0.000 0.00000 NC NC 4 1.255 0.000 0.000 0.00000 NC NC RISA -3D (R) Version 3.01 Alacano Residence Truss T-1 Job : 854.17 Page: X61 Z Date: 12/14/99 File: B85417T1 Member Deflections, LC 1 TL Member +--------- Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) -------------in---------in---------in---------rad--------------------------- 5 1.254 0.000 0.000. 0.00000 NC NC ---------------------------------------------------------------------------- 11 1 -0.886 -0.887 0.000 0.00000 NC NC 2 -0..885 -0.887 0.000 0.00000 NC NC 3 -0.885 -0.887 0.000 0.00000 NC NC 4 -0.884 -0.886 0.000 0.00000 NC NC ----------=----------------------------------------------------------------- 5 -0.883 -0.885 0.000 0.00000 NC NC __________________< Member NDS Unity Checks, LC 1 : TL Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fbl' Fb2' Fv' Rb CL CP Eqn -------------------------- Ksi--- Ksi--- Ksi--- Ksi--- Ksi----------------------- 1 0.001 1 0.000z 1 1.923 1.375 3.000 3.000 0.413 2.03 1.00 0.93 3.9-3 2 0.559 5.0.132y 1 1.752 1.375 3.000 3.000 0.413 1.95 1.00 0.85 3.9-3 3 0.560 1 0.173y 5 1.9821.375 3.000 3.000 0.413. 1.95 1.00 0.96 3.9-3 4 0.565 5 0.173y 1 1.646 1.375 3.000 3.000 0.413 1.95 1.00 0.80 3.9-3 5 0.559 1 0.132y 5 1.752 1.375 3.000 3.000 0.413 1.95 1.00 0.85 3.9-3 6 0.001. 5 0.000z 1 1.923 1.375 3.000 3.000 0.413 2.03 1.00 0.93 3.9-3 7 0.410 5 0.044y 1 0.789 1.375 3.000 3.000 0.413 5.27 1.00 0.38 3.9-3 8 0.410 1 0.044y 5 0.789 1.375 3.000 3.000 0.413 5.27 1.00 0.38-3.9-3 9 0.060 3 0.002y 1 0.953 1.375 3.000 3.000 0.413 3.24 1.00 0.46 3.9-1 10 0.015 5 0.000z 1 1.145 1.375 3.000 3.000 0.413 3.04 1.00 0.56 3.9-3 11 0:060 3 0.002y 1 0.953 1.375 3.000 3.000 0.413 3.24 1.00 0.46 3.9-1 Member Section Forces,* LC 2 : DL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------ =K -ft --- 1 1- 2 1 2.88 0.00 0.00 0.00 0.00 0.00 2 2.87 0.00 0.00 0.00 0.00 0.00 3 2.86 0.00 0.00 0.00 0.00 0.00 4 2.84 0.00 0.00 0.00 .0.00 0.00 -------------------------- 5 2.83 0.00 0.00 0.00 0.00 - 0.00 .2 2- 3 1 0.69 ------------------------------------------- 2.75 0.00 0.00 0.00 0.00 2 0.56 2.24 0.00 0.00 0.00 -5.98 3 0.43 1.73 0.00 0.00 0.00 -10.74 4 0.30 1.22 0.00 0.00 0.00 -14.27 5 0.18 0.71 0.00 0.00 0.00 -16.58 ---------------------------------------------------------------------------- 3 3- 4 1 2.04 -2.49 0.00 0.00 0.00 -16.58 2 1.97 -2.78 0.00 0.00 0.00 -13.01 3 1.90 -3.07 0.00 0.00 0.00 -9.06 4 1.83 -3.35 0.00 0.00 0.00 -4.73 5 1.76 -3.64 0.00 0.00 0.00 0.00 RISA -3D (R) Version 3.01 Job : 854.17 Page: 91-15 Date: 12/14/99 File: B85417T1 Alacano Residence Truss T-1 Member Section Forces, LC 2 DL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ----- -.K-ft------- K-ft--- ---------------------------------------------------------------------------- 4 4- 5 1 1.76 3.64 0.00 0.00 0.00 0.00 2 1.83 3.35 0.00 0.00 0.00 -4.73 3 1.90 3.07 0.00 0.00 0.00 -9.06 4 1.97 2.78 0.00 0.00 0.00 -13.01 5 2.04 2.49 0.00 0.00 0.00 -16.58 ---------------------------------------------------------------------------- 5 5- 6 1 0.18 -0.71 0.00 0.00 0.00 -16.58 2 0.30 -1.22 0.00 0.00 0.00 -14.27 3 0.43 -1.73 0.00 0.00 0.00 -10.74 4 0.56 -2.24 0.00 0.00 0.00 -5.98 5 0.69 -2.75 0.00 0.00 0.00 0.00 ----------------7----------------------------------------------------------- 6 6- 7 1 2.83 0.00 0.00 0.00 0.00 0.00 2 2.84 0.00 0.00 0.00 0.00 0.00 3 2.86 0.00 0.00 0.00 0.00 0.00 4 2.87 0.00 0.00 0.00 0.00 0.00 5 2,88 7 1- 8 1 0.00 0.99 0.00 0.00 0.00 0.00 2 0.00 0.90 0.00 0.00 0.00 -3.44 3 0.00 0.81 0.00 0.00 0.00 -6.56 4 0.00 0.73 0.00 0.00 0.00 -9.37 5 0.00 0.64 0.00 0.00 0.00 -11.87 ---------------------------------------------------------------------------- 8 8- 7 1 0.00 -0.64 0.00 0.00 0.00 -11.87 2 0.00 -0.73 0.00 0.00 0.'00 -9.37 3 0.00 -0.81 0.00 0.00 0.00 -6.56 4 0.00 -0.90 0.00 0.00 0.00 -3.44 5 0.00 -0.99 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 9 3- 8 1 -3.70 0.05 0.00 0.00 0.00 0.00 2 -3.68 0.02 0.00 0.00 0.00 -0.06 3 -3.66 0.00 0.00 0.00 0.00 -0.09 4 -3.64 -0.02 0.00 0.00 0.00 -0.06 5 -3.61 -0.05 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 10 4- 8 1 6.21 0.00 0.00 0.00 0.00 0.00 2 6.24 0.00 0.00 0.00 0.00 0.00 3 6.27 0.00 0.00 0.00 0.00 0.00 4 6.30 0.00 0.00 0.00 0.00 0.00 5 6.33 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 11 8- 5 1 -3.61 0.05 0.00 0.00 0.00 0.00. 2 -3.64 0.02 0.00 0.00 0.00 -0.06 3 -3.66 0.00 0.00 0.00 0.00 -0.09 RISA -3D (R) Version 3.01 Job : 854.17 Page: �e6 6f+ Date: 12/14/99 File: B85417T1 Alacano Residence Truss T-1 Member Section Forces, LC 2 : DL .Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 4 -3.68 -0.02 0.00 0.00 0.00 -0.06 -------------------------------------------------------------------'--------- 5 -3.70 -0.05 0.00 0.00 0.00 0.00 ___________________< Member Section Forces, LC 3 : LL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K----- --- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 1 1- 2 1 1.75 0.00 0.00 0.00 0.00 0.00 2 1.75 0.00 0.00 0.00 0.00 0.00 3 1.75 0.00 0.00 0.00 0.00 0.00 4 1.75 0.00 0.00 0.00 0.00 0.00 5 1.75 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 2 2- 3 1 0.42 1.70 0.00. 0.00 0.00 0.00 2 0.34 1.35 0.00 0.00 0.00 -3.65 3 0.25 1.00 0.00 0.00 0.00 -6.46 4 5 0.16 0.07 0.65 0.30-----0_00-----0_00-------0_00------_9_57 0.00 0.00 0.00 -8.44 3 3- 4 1 1.08 -1.38 0.00 0.00 0.00 -9.57 2 1.03 -1.57 0.00 0.00 0.00 -7.58 3 0.98 -1.77 0.00 0.00 0.00 -5.32 4 0.93 -1.97 0.00 0.00 0.00 -2.79 5 0.88 -2.16 0.00 0.00 0.00 0.00 -------------------------------7-------------------------------------------- 4 4- 5 1 0.88 2.16 0.00 0.00 0.00 0.00 2 0.93 1.97 0.00 0.00 •0.00 -2.79 3 0.98 1.77 0.00 0.00 0.00 -5.32 4 1.03 1.57 0.00 0.00 0.00 -7.58 5 1.08 1.38 0.00 0.00 0.00 -9.57 ------------------------------------------------------ 5 5- 6 1 0.07 -0.30 0.00 0.00 ------------------- 0.00 -9.57 2 0.16 -0.65 0.00 0.00 0.00 -8.44 3 0.25 -1.00 0.00 0.00 0.00 -6.46 4 0.34 -1.35 0.00 0.00 0.00 -3.65 5 0.42 -1.70 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 6 6- 7 1 1.75 0.00 0.00 0.00 0.00 0.00 2 1.75 0.00 0.00 0.00 0.00 0.00 3 1.75 0.00 0.00 0.00 0.00 0.00 4 1.75 0.00 0.00 0.00 0.00 0.00 5 1.75 0.00 0.00 0.00 0.00 0.00 --------------------------------------------------- 7 1----8-1 0.00 0.50 0.00 0.00 0.00 0.00 2 0.00 0.50 0.00 0.00 0.00 -1.84 ____________________< Joint Displacements, LC 3 : LL Joint- RISA -3D (R) Version 3.01 Translation --------+ +----------- Rotation ----------+ No. X Y Job : 854.17 X Rotate Y Rotate Z Rotate ------------in---------in---------in----------rad--------rad--------rad------ Page: I -r R 5 1 0.000 0.000 0.000 0.00000 0.00000 Date: 12/14/99 2 -0.116 0.000 0.000 0.00000 0.00000 File: B85417T1 3 Alacano Residence -0.463 0.000 0.00000 0.00000 -0.00144 4 Truss T-1 -0.466 0.000 0.00000 0.00000 0.00062 5 0.001 Member Section Forces, LC 3 LL 0.00144 Member Joints 0.116 Shear Shear 0.00000 Moment Moment I- J Sec Axial Y -Y Z -Z Torque Y -Y Z -Z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 3 0.00 0.50 0.00 0.00 0.00 -3.67 4 0.00 0.50 0.00 0.00 0.00 -5.51 5 0.00 0.50 0.00 0.00 0.00 -7.34 ---------------------------------------------------------------------------- 8 8- 7 1 0.00 -0.50 0.00 0.00 0.00 -7.34 2 0.00 -0.50 0.00 0:00 0.00 -5.51 3 0.00 -0.50 0.00 0.00 0.00 -3.67 4 0.00 -0.50 0.00 0.00 0.00 -1.84 5 0.00 -0.50 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 9 3- 8 1 -1.95 0.00 0.00 0.00 0.00 0.00 2 -1.95 0.00 0.00 0.00 0.00 0.00 3 -1.95 0.00 0.00 0.00 0.00 0.00 4 -1.95 0.00 0.00 0.00 0.00 0.00 5 -1.95 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 10 4- 8 1 3.77 0.00 0.00 0.00 0.00 0.00 2 3 3.77 3.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 3.77 0.00 0.00 0.00 0.00 0.00 5 ---------------------------------------------------------------------------- 3.77 0.00 0.00 0.00 0.00 0.00 11 8- 5 1 -1.95 0.00 0.00 0.00 0.00 0.00 2 -1.95 0.00 0.00 0.00 0.00 0.00 3 -1.95 0.00 0.00 0.00 0.00 0.00 4 -1.95 0.00 0.00 0.00 0.00 0.00 5 ---------------------------------------------------------------------------- -1.95 0.00 0.00 0.00 0.00 0.00 ____________________< Joint Displacements, LC 3 : LL Joint- +--------- Translation --------+ +----------- Rotation ----------+ No. X Y Z X Rotate Y Rotate Z Rotate ------------in---------in---------in----------rad--------rad--------rad------ 1 0.000 0.000 0.000 0.00000 0.00000 -0.00397 2 -0.116 0.000 0.000 0.00000 0.00000 -0.00565 3 -0.001 -0.463 0.000 0.00000 0.00000 -0.00144 4 0..000 -0.466 0.000 0.00000 0.00000 0.00062 5 0.001 -0.463 0.000 0.00000 0.00000 0.00144 6 0.116 0.000' 0.000 0.00000 0.00000 0.00565 7 0.000 0.000 0.000 0.00000 0.00000 0.00397 8 0.000 -0.464 0.000 0.00000 0.00000 0.00000 RISA -3D (R) Version 3.01 Job : 854.17 Page: Date: 12/14/99 File: B85417T1 Alacano Residence Truss T-1 Reactions, LC 3 : LL Joint +----------- Forces -----------+ +----------- Moments----------- ---------+No. No. X Y Z Mx My_ Mz ----------- K ---------- K ---------- K ----------- K -ft ------- K -ft ------- K -ft ----- 1 0.00 2.25 NC NC NC 0.00 7 0.00 2.25 NC NC NC 0.00 Totals: 0.00 4.50 0.00 Center of Gravity Coords (X,Y,Z) (ft) . 14.674, 4.706, 0.000 Member Section Forces, LC 3 : LL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y -z-Z ------------------ --_--K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft--- 1 1- 2 1 1.75 0.00 0.00 0.00 0.00 0.00 2 1.75 0.00 0.00 0.00 0.00 0.00 3 1.75 0.00 0.00 0.00 0.00 0.00 4 1.75 0.00 0.00 0.00 0.00 0.00 5 1.75 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 2 2- 3 1 0.42 1.70 0.00 0.00 0.00 0.00 2 0.34 1.35 0.00 0.00 0.00 -3.65 3 4 0.25 0.16 1.00 0.65 0.00 0.00 0.00 0.00 0.00 0.00 -6.46 -8.44 5 0.07 0.30 0.00 0.00 0.00 -9.57 ------------------------------------------------------ 3 3- 4 1 1.08 -1.38 0.00 0.00 ---------------------- 0.00 -9.57 2 1.03 -1.57 0.00 0.00 0.00 -7.58 3 0.98 -1.77 0.00 0.00 0.00 -5.32 4 0.93 -1:97 0.00 0.00 0.00 -2.79 5 0.88 -2.16 0.00 0.00 0.00 0.00 ----------------------------- 4 4- 5 1 0.88 ----------------------------------------------- 2.16 0.00 0.00 0.00 0.00 2 0.93 1.97 0.00 0.00 0.00 -2.79 3 0.98 1.77 0.00 0.00 0.00 -5.32 4 1.03 1.57 0.00 0.00 0.00 -7.58 5 1.08 1.38 0.00 0.00 0.00 -9.57 ---------------------------------------------------------------------------- 5 5- 6 1 0.07 -0.30 0.00 0.00 0.00 -9.57 2 0.16 -0.65 0.00 0.00 0.00 -8.44 3 0.25 -1.00 0.00 0.00 0.00 -6.46 4 0.34 -1.35 0.00 0.00 0.00 -3.65 5 0.42 -1.70 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 6 6- 7 1 1.75 0.00 0.00 0.00 0.00 0.00 2 1.75 0.00 0.00 0.00 0.00 0.00 3 1.75 0.00 0.00 0.00 0.00 0.00 4 1.75 0.00 .0.00 0.00 0.00 0.00 0.00 0_00-----0_ 000_00-------0_00 ----------------5------------------------------------------------------------ 7 -----1.75 1- 8 1 ------------------ 0.00 0.50 0.00 0.00 ------- 0.00 0.00 RISA -3D (R) Version 3.01 Job : 854.17 Page : 9"7 Date: 12/14/99 File: B85417T1 Alacano Residence Truss T-1 Member Section Forces, LC 3 : LL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 2 0.00 0.50 0.00 0.00 0.00 -1.84 3 0.00 0.50 0.00 0.00 0.00 -3.67 4 0.00 0.50 0.00 0.00 0.00 -5.51 5 0.00 0.50 0.00 0.00 0.00 -7.34 ---------------------------------------------------------------------------- 8 8- 7 1 0.00 -0.50 0.00 0.00, 0.00 -7.34 2 0.00 -0.50 0.00 0.00 0.00 -5.51 3 0.00 -0.50 0.00 0.00 0.00 -3.67 4 0.00 -0.50 0.00 0.00 0.00 -1.84 5 0.00 -0.50 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 9 3- 8 1 -1.95 0.00 0.00 0.00 0.00 0.00 2 -1.95 0.00 0.00 0.00 0.00 0.00 3 -1.95 0.00 0.00 0.00 0.00 0.00 4 -1.95 0.00 0.00 0.00 0.00 0.00 5 -1.95 0.00 0.00 0.00 0.00 0.00 -------------------------------------------------------=-------------------- 10 4- 8 1 2 .3.77 3.77' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 3.77 0.00 0.00 0.00 0.00 0.00 4 3.77 0.00 0.00 0.00 0.00 0.00 5 3.77 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 11 8- 5 1 -1.95 0.00 0.00 0.00 0.00 0.00 2 -1.95 0.00 0.0.0 0.00 0.00 0.00 3 -1.95 0.00 0.00 0.00 0.00 0.00 4 -1.95 0.00 0.00 0.0'0 0.00 0.00 ---------------------------------------------------------------------------- 5 -1.95 0.00 0.00 0.00 0.00 0.00 ______________________< Member Stresses, LC 3 LL Member Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top z -bot ------------- Ksi------- Ksi----- Ksi------ Ksi------- Ksi-------Ksi ------- Ksi--- 1 1 0.02 0.00 0.00 0.00 0.00 0.00 0.00 2 0.02 0.00 0.00 0.00 0.00 0.00 0.00 3 0.02 0.00 0.00 0.00 0.00 0.00 0.00 4 .0.02 0.00 0.00 0.00 0.00 0.00 0.00 5 0.02 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 2 1 0.00 0.02 0.00 0.00 0.00 0.00 0.00 2 0.00 0.02 0.00 0.23 -0.23 0.00 0.00 3 0.00 0.01 0.00 0.41 -0.41 0.00 0.00 4 0.00 0.01 0.00 0.54 -0.54 0.00 0.00 5 ---------------=------------------------------------------------------------ 0.00 0.00 0.00 0.61 -0.61 0.00 0.00 RISA -3D (R) Version 3.01 Job : 854.17 Page: -14q5 Date: 12/14/99 File: B85417T1 Alacano Residence Truss T-1 Member Stresses, LC 3 : LL Member Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top z -bot ------------- Ksi------- Ksi----- Ksi------ .Ksi------- Ksi------- Ksi------- Ksi--- 3 1 0.01 -0.02 0.00 0.61 -0.61 0.00 0.00 2 0.01 -0.02 0.00 0.49 -0.49 0.00 0.00 3 0.01 -0.02 0.00 0.34 -0.34 0.00 0.00 4 0.01 -0.02 0.00 0.18 -0.18 0.00 0.00 5 0.01 -0.03 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 4.1 0.01 0.03 0.00 0.00 0.00 0.00 0.00 2 0.01 0.02 0.00 0.18 -0.18 10.00 0.00 3 0.01 0.02 0.00 0.34 -0.34 0.00 0.00 4 0.01 0.02 0.00 0.49 -0.49 0.00 0.00 5 0.01 0.02 0.00 0.61 -0.61 0.00 0.00 ---------------------------------------------------------------------------- 5 1 0.00 0.00 0.00 0.61 -0.61 0:00 0.00 2 0.00 -0.01 0.00 0.54 -0.54 0.00 0.00 3 0.00 -0.01 0.00 0.41. -0.41 0.00 0.00 4 0.00 -0.02 0.00 0.23 -0.23 0.00 0.00 5 0.00 -0.02' 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 6 1 0.02 0.00 0.00 0.00 0.00 0.00 0.00 2 0.02 0.00 0.00 0.00 0.00 0.00 0.00 3 0.02 0.00 0.00 0.00 0.00 0.00 0.00 4 0.02 0.00 0.00 0.00 0.00 0.00 0.00 5 0.02 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 7 1 0.00 0.01 0.00 0.00 0.00 0.00 0:00 2 0.00 0.01 0.00 0.12 -0.12 0.00 0.00 3 0.00 0.01 0.00 0.24 -0.24 0.00 0.00 4 0.00 0.01 0.00 0.35 -0.35 0.00 0.00 5 0.00 0.01 0.00 0.47 -0.47 0.00 0.00 ---------------------------------------------------------------------------- 8 1 0.00 -0.01 0.00 0.47 -0.47 0.00 0.00 2 0.00 -0.01 0.00 0.35 -0.35 0.00 0.00 3 0.00 -0.01 0.00 0.24 -0.24 0.00 0.00 4 0.00 -0.01 0.00 0.12 -0.12 0.00 0.00 5 0.00 -0.01 0.00 0.00 0.00 0.00 0.00 -----------------------------------7---------------------------------------- 9 1 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 3 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 4 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 5 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 10 1 0.05 0.00 0.00 0.00 0.00 0.00 0.00 2 0.05 0.00 0.00 0.00 0.00 0.00 0.00 3 0.05 0.00 0.00 0.00 0.00 0.00 0.00 4 0.05 0.00 0.00 0.00 0.00 0.00 0.00 RISA -3D (R) Version 3.01 Job : 854.17 Page: �3 411 Date: 12/14/99 File: B85417T1 Alacano Residence Truss T-1 Member Stresses, LC 3 : LL Member Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top z -bot ------------- Ksi------- Ksi----- Ksi------ Ksi ------- Ksi ------- Ksi------- Ksi--- 5 0.05 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 11 1 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 3 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 4 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 5 ---------------------------------------------------------------------------- -0.03 0.00 0.00 0.00 0.00 0.00 0.00 _____________________< Member Deflections, LC 3 : LL Member +--------= Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) -------------in---------in---------in---------rad--------------------------- 1 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 0.029 0.000 0.00000 NC NC 3 0:000 0.058 0.000 0.00000 NC NC 4 0.000 0.087 0.000 0.00000 NC NC 5 ------------0_000------0_116------0_000----0_00000----_-----NC ---------- NC 2 1 -0.113 0.028 0.000 0.00000 NC NC 2 -0.113 -0.132 0.000 0.00000 2812.4 NC.' 3 -0.113 -0.274 0.000 0.00000 1813.4 NC 4 -0.113 -0.383 0.000 0.00000 2163.3 NC 5 ---------------------------------------------------------------------------- -0.113 -0.449 0.000 0.00000 NC NC 3 1 -0.113 -0.449 0.000 0.00000 NC NC 2 -0.113 -0.464 0.000 0.00000 4425.9 NC 3 -0.113 -0.468 0.000 0.00000 3811.7 NC 4 -0.113 -0.462 0.000 0.00000 6027.3 NC 5 ----------------------------------------------------------7----------------- -0.113. -0.452 0.000 0.00000 NC NC 4 1 0.113 -0.452 0.000 0.00000 NC NC 2 0.113 -0.462 0.000 0.00000 6027.6 NC 3 0.113 -0.468 0.000 0.00000 3811.9 NC 4 0.113 -0.464 0.000 0.00000 4426.1 NC 5 -------------------- 0.113 -0.449 0.000 0.00000 NC NC 5 1 ------------------------------------------------------- 0.113 -0.449 0.000 0.00000 NC NC 2 0.113 -0.383 0.000 0.00000 2163.8 NC 3 0.113 -0.274 0.000 0.00000 1813.8 NC 4 0.113 -0.132 0.000 0.00000 2813.0 NC 5 0.113 0.028 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 6 1 0.000 -0.116 0.000 0.00000 301.5 NC 2 0.000 -0.087 0.000 0.00000 402.0 NC 3 0.000 -0.058 0.000 0.00000 602.9 NC RISA -3D (R) Version 3.01 Job : 854.17 Page: J-fr I a -O Date: 12/14/99 File: B85417T1 Alacano Residence Truss T-1 Member Deflections, LC 3 : LL Member +--------- Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n ( z ) -------------in---------in---------in---------rad--------------------------- 4 0.000 -0.029 0.000 0.00000 1205'.9 NC 5 0.000 0.000 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 7 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 -0.170 0.000 0.00000 3224.5 NC 3 0.000 -0.319 0.000 0.00000 2015.3 NC 4 0.000 -0.424 0.000 0.00000 2303.2 NC 5 0.000 -0.464 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 8 1 0.000 -0.464 0.000 0.00000 NC NC 2 0.000 -0.424 0.000 0.00000 2303.4 NC 3 0.000 -0.319 0.000 0.00000 2015.5 NC 4 0.000 -0.170 0.000 0.00000 3224.8 NC 5 0.000 0.000 0.000 0.00-000 NC NC ---------------------------------------------------------------------------= 9 1 0.327 -0.328 0.000 0.00000 NC NC 2 0.327 -0.328 0.000 0.00000 NC NC 3 0.327 -0.328 0.000 0.00000 NC NC, 4 0.328 -0.328 0.000 0.00000 NC NC 5 0.328 0.328 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 10 1 0.466 0.000 0.000 0.00000 NC NC 2 0.466 0.000 0.000 0.00000 NC NC 3 0.465 0.000 0.000 0.00000 NC NC 4 0.465, 0.000 0.000 0.00000 NC NC 5 0.464 0.000 0.000 0.00000 NC NC --------------------------------------------------------7------------------- 11 1 -0.328 -0.328 0.000 0.00000 NC NC 2 -0.328 -0.328 0.000 0.00000 NC NC 3 -0.327 -0.328 0.000 0.00000 NC NC 4 -0.327 -0.328 0.000 0.00000 NC NC 5 -0.327 -0.328 0.000 0.00000 NC NC -------------------------------=-------------------------------------------- __________________< Member NDS Unity Checks, LC 3 : LL Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fbl' Fb2' Fv' Rb CL CP Eqn -------------------------- Ksi--- Ksi--- Ksi--- Ksi--- Ksi-----------------_----- 1 0.000 1 0.000z 1 1.923 1.375 3.000 3.000 0.413 2.03 1.00 0.93 3.9-3 2 0.204 5 0.050y 1 1.752 1.375 3.000 3.000 0.413 1.95 1.00 0.85 3.9-3 3 0.205 1 0.064y 5 1.982 1.375 3.000 3.000 0.413 1.95 1.00 0.96 3.9-3 4 0.205 5 0.064y 1 1.646 1.375 3.000 3.000 0.413 1.95 1.00 0.80 3.9-3 5 0.204 1 0.050y 5 1.752 1.375 3.000 3.000 0.413 1.95 1.00 0.85 3.9-3 6 0.000 1 0.000z 1 1.923 1.375 3.000 3.000 0.413 2.03 1.00 0.93 3.9-3 7 0.157 5 0.015y 1 0.789 1.375 3.000 3.000 0.413 5.27 1.00 0.38 3.9-3 8 0.157 1 0.015y 1 0.789 1.375 3.000 3.000 0.413 5.27 1.00 0.38 3.9-3 RISA -3D (R) Version 3.01 Alacano Residence Truss T-1 Job : 854.17 Page: \ Date: 12/14/99 File: B85417T1 Member NDS Unity Checks, LC 3 : LL Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fbl' Fb2' Fv' Rb CL CP Eqn -------------------------- Ksi--- Ksi--- Ksi--- Ksi--- Ksi----------------------- 9 0.020 1 0.000z 1 0.953 1.375 3.000 3.000 0.413 3.24 1.00 0.46 3.9-1 10 0.002 1 0.000z 1 1.145 1.375 3.000 3.000 0.413 3.04 1.00 0.56 3.9-3 11 0.020 1 0.000z 1 0.953 1.375 3.000 3.000 0.413 3.24 1.00 0.46 3.9-1 • • �.✓ � � 'f g r !� � � t l orb TL` 138fT T� a im NoT A's, Stiff TRU55 #2 ;r 4 N 16'-11 1/2 16'-11 1/2" •-9" 15'-2 1/2" 15'-2 1/2" JTS /4 , n D m o, M 4 $3l4 �ASO, Ol, 67L B "'� 5`g" 64 sem ' TRU55 #2 ;r 4 N ` B. G. Stuctural Engineerig, Inc. Rev: 510001 General Tim Description Trusss 2 - Bottom Chord as simple span la 3 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:03PM, 14 DEC 99 Description : Scope: Beam Width 8.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 30.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Wood Density 34.000 pcf lbs s c d:\enercalc\vuksic 854-17.ecw:CalculationsVer b. . u - in Center DL 78.00 #/ft LL 60.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead oa s lbs lbs lbs lbs s Live Load 7,935.0 lbs lbs lbs lbs lbs lbs ...distance 16.417 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ummary Beam Design OR j Span= 32.00ft, Beam Width = 8.750in x Depth = 30.in, Ends are Pin -Pin Max Stress Ratio 0.813 : 1 Maximum Moment 177.0 k -ft Maximum Shear * 1.5 18.7 k Allowable 217.7 k -ft Allowable 43.3 k Max. Positive Moment 177.02 k -ft a 16.384 ft Shear: @ Left 12.44 k i Max. Negative Moment 0.00 k -ft a 32.000 ft @ Right 12.94 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.691 in Max. M allow 217.68 Reactions... @ Right' 0.000 in fb 1,618.49 psi fv 71.15 psi Left DL 7.62 k Max 12.44 k Fb 1,990.18 psi Fv 165.00 psi Right DL 7.91 k Max 12.94 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load j Deflection -0.461 in -0.764 in Deflection 0.000 in 0.000 in ...Location 16.128 ft 16.128 ft ...Length/Deft 0.0 0.0 ...Length/Defl 833.8 502.37 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 c d:\enercalc\vuksic 854-17.ecw:CalculationsVer b. . u - in • Is -`B. G. Stuctural Engineerig, Inc. L04 Title: Alacano Residence Lot 26 : Traditio Job # 854.17 Dsgnr: BG Date: 4:03PM, 14 DEC 99 Description : Scope : Rev: 510001 General Timber Beam Description Trusss 2 - Bottom Chord as simple span Ck 22.210 Rb Cv 0.829 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 Sxx 1,312.500 in3 Area 262.500 in2 Max Moment Sxx Req'd Allowable tb 177.02 k -ft 1,067.37 in3 1,990.18 psi 0.00 k -ft 0.00 in3 1,990.18 psi 0.00 k -ft 0.00 in3 1,990.18 psi @ Left Support @ Right Support 17.93 k 18.68 k 108.695 in2 113.192 in2 165.00 psi 165.00 psi , .,--`,.,r ......... �.... @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 12.44 k Bearing Length Req'd 2.539 in 12.94 k Bearing Length Req'd 2.640 in 0.00 ft 0.00 k -ft 12.44 k 0.0000 in 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 0.00 ft 0.00 k -ft 0.00 k 0.0000 in c : enercalc\vuksic 854-17.ecw: alcu ations er - u - in i �lr �� � 7g P • Coo 14 140 e. AJ P 2 3/4 -23•--4 9116' @ 'A'. 22'-0 5/8' 0 •B' 210.4 1/8' 9 *Co. TR U S S # 3' SCALE: 1/4' = 1•-0' Cc RI -r.) . o VN 1 o rA B. G. Stuctural Engineerig, Inc. Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:58PM, 14 DEC 99 Description Scope Rev: 510001 General Timber Beam Description Trusss 3 - Top Chord w/ Point Load As Simple Span Beam Width 8.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Maximum Moment 45.0 k -ft Maximum Shear " Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Allowable Load Dur. Factor 1.000 Fv Allow 165.0 psi Deflection Beam End Fixity pin -pin Fc Allow 560.0 psi 4.92 k Wood Density 34.000 pcf E 1,800.0 ksi @ Right Trapezoidal Loads Max @ Left Support 0.00 k -ft Camber: #1 DL @ Left 78.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 312.00 #/ft LL @ Right 240.00 #/ft End Loc 23.500 ft LJGOU :_VQU J,•t I U.V IUb IUb IUb IUb IUb IU, Live Load 2,676.0 lbs lbs lbs lbs lbs lbs ...distance 18.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft EMMONE mmary Beam Design OK • .... w. vr.a..... Span= 23.50ft, Beam Width = 8.750in x Depth = 15.in, Ends are Pin -Pin -W.. VP.I Y.G Y61... yc.V "UOU 1 ULQ1 l_VOU Deflection Max Stress Ratio 0.748 : 1 0.000 in 0.000 in ...Location 12.502 ft 12.502 ft Maximum Moment 45.0 k -ft Maximum Shear " 1.5 14.1 k 492.5 288.86 Allowable 60.2 k -ft Allowable 21.7 k Deflection Max. Positive Moment 45.01 k -ft a 15.886 ft Shear: @ Left 4.92 k 0.0 Max. Negative Moment -0.00 k -ft a 23.500 ft @ Right 10.07 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max.@ Right Support 0.00k -ft @ Center 0.859 in Max. M allow 60.15 Reactions... @ Right 0.000 in fb 1,646.02 psi fv 107.13 psi Left DL 2.94 k Max 4.92 k Fb 2,199.91 psi Fv 165.00 psi Right DL 5.85 k Max 10.07k • .... w. vr.a..... L _ -W.. VP.I Y.G Y61... yc.V "UOU 1 ULQ1 l_VOU Deflection -0.573 in -0.976 in Deflection 0.000 in 0.000 in ...Location 12.502 ft 12.502 ft ...Length/Deft 0.0 0.0 ...Length/Deft 492.5 288.86 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 c d: enercalc\vuksic 854-17.ecw:Ca culations er ..15 -Jul -1m 111 • 11 . B. G. Stuctural Engineeng, Inc. ro? Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:58PM, 14 DEC 99 Description : Scope: Description Trusss 3 - Top Chord w/ Point Load As Simple Span Ck 22.210 Rb 0.000 Sxx 328.125 in3 Area 131.250 in2 Cv 0.917 Max Moment Sxx Req'd Allowable fb @ Center 45.01 k -ft 245.51 in3 2,199.91 psi @ Left Support 0.00 k -ft 0.00 in3 2,199.91 psi @ Right Support 0.00 k -ft 0.00 in3 2,199.91 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.05 k 14.06 k Area Required 42.698 in2 85.218 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 4.92 k Bearing Length Req'd 1.003 in Max. Right Reaction 10.07 k Bearing Length Req'd 2.056 in Query Values I M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 4.92 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in • c -d:\enercalc\vuksic 854-17.ecw:Ca cu ations KVV-UbUZ454, Ver15-Jul-19913,in B. G. Stuctural Engineerig, Inc. 0 1 Rev: 510001 ins Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:59PM, 14 DEC 99 Description : Scope: era{ Timber Beam Description Trusss 3 - Top Chord As Simple Span Beam Design OK Span= 23.50ft, Beam Width = 8.750in x Depth = 15.in, Ends are Pin -Pin Waco wau Beam Width 8.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Allowable 60.2 k -ft Bim Wt. Added to Loads Fb Base Allow 2,400.0 psi 0.0 Load Dur. Factor 1.000 Fv Allow 165.0 psi 3.61 k Beam End Fixity Pin -Pin Fc Allow 560.0 psi @ Right 5.23 k E 1,800.0 ksi Camber: Wood Density 34.000 pcf Max @ Right Support 0.00 k -ft Trapezoidal Loads @ Center 0.525 in Max. M allow #1 DL @ Left 78.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 312.00 #/ft LL @ Right 240.00 #/ft End Loc 23.500 ft Beam Design OK • ......,. _r....... Span= 23.50ft, Beam Width = 8.750in x Depth = 15.in, Ends are Pin -Pin Waco wau Deflection -0.350 in -0.583 in Deflection Max Stress Ratio 0.435 : 1 ...Location 12.032 ft 12.032 ft ...Length/Defl 0.0 0.0 Maximum Moment 26.2 k -ft Maximum Shear * 1.5 6.8 k Allowable 60.2 k -ft Allowable 21.7 k 0.0 Max. Positive Moment 26.17 k -ft a 12.784 ft Shear: @ Left 3.61 k Max. Negative Moment. -0.00 k -ft a 23.500 ft @ Right 5.23 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.525 in Max. M allow 60.15 Reactions... @ Right 0.000 in fb 957.07 psi fv 51.76 psi Left DL 2.20 k Max 3.61 k Fb 2,199.91 psi Fv 165.00 psi Right DL 3.11 k Max 5.23 k • ......,. _r....... rv.. ...a.........,.... Waco wau Deflection -0.350 in -0.583 in Deflection 0.000 in 0.000 in ...Location 12.032 ft 12.032 ft ...Length/Defl 0.0 0.0 ...Length/Def 805.2 483.92 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 c :\enercalc\vuksic 854-17.ecw:Calculationsver 5.0.6, 115-jul-1998, vviniz 6 1C 10 B. G. Stuctural Engineerig, Inc. Description Trusss 3 - Top Chord As Simple Span 101 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 3:5913M, 14 DEC 99 Description : Scope: oc13u111y r%nalyaw Moment Shear Deflection Ck 22.210 Rb 0.000 Sxx 328.125 in3 Area 131.250 in2 Cv 0.917 0.00k -ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft Max Moment Sxx Req'd Allowable fb @ Center 26.17 k -ft 142.75 in3 2,199.91 psi @ Left Support 0.00 k -ft 0.00 in3 2,199.91 psi @ Right Support 0.00 k -ft 0.00 in3 2,199.91 psi Shear Analysis @ Left Support @ Right Support a Design Shear 5.08 k 6.79.k Area Required 30.795 in2 41.176 in2 Fv: Allowable 165.00 psi 165.00 psi Bearing @ Supports Max. Left Reaction 3.61 k Bearing Length Req'd 0.736 in Max. Right Reaction 5.23 k Bearing Length Req'd 1.067 in I, V, & D L Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.61 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k -ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00k -ft 0.00 k 0.0000 in c d:\enercalcAvuksic 854- 7.ecw:Ca culations K er - u - m M L -or s (o-" r&4AL r 1 A-.T2P--ArL BASTRU.CTU RAL , ENGINEERING L A.TEIZA-k-- SKIP cwt. �AwS.��;z��(tD� (��Iz� (5�1 L �? v 1�441 7 Alf. , IA- v1+.` • SHEET NO. JOB NO. DATE r- ot -14P I z / Z (V. 2,01 4t:. ovow ITEM elo r no—Is L11,514ralLA11— B.G. STRUCTURAL LA Vm TJVS4�� ( PAW ENGINEERING ls, (,Z/-" o/ 0 —Ads— SHEET NO. JOB NO. I -T DATE l.0T2(10 ITEM B.G. STRUCTURAL ENGINEERING L A 7 EMA-c.. 3 -)(1,0/1) .t ... opo 31.1 1 �o 3�-� r� ���q�`��3=z.�� �►v1� `off 11.9 DATE ENGINEER 8� ire �3�G►Gl3Z� C�°/1.�!> �.:. Oma}. ��'""�' � � � /4�/�Gi3Z: z ..02 3'►� rz� ���(3Z1� �5•S�L,.v$ GF7:1�8 (804/$o- FS� c Flz�� ir rl$3'r. la /gym 11 V. t Z / I. z9 o/4') /lo..G 1. 3 (7?0o/6t 3 Z� � �3.,� �. � • �8 l t.a rnw[v,i, SHEET N0. I '' B.G. STRUCTURAL JOB NO. ITEM DATE ENG I N E E R I N G ENGINEER '9 1 .. yF sjK 35 g*- - .�4-s7.�.. O G 31 Sa " I! (I1�1.�/3.��(.S�(�8 . L..�.S.St�.1��>�-z 759 -' Zf 95 -- Y 1 PROJECT r ZG- Taw ITEM ,is B.G. STRUCTURAL ENOINEER-IN1. + 7,S mo WIT.. 71 FT la -s. 21. VL �; t �w°��1 rE b1C r7) ,z 7.Z tit +I I( (,tesm,si� rt 9-z4-gl,,* A11-0 .15A- SHEET NO. 015 JOB NO. DATE 7 11 140,10 7*r 3.i . &e LD ITEM AtAtAho-iD R -&S, I'WSAIL '\A/AtA,s B.G. STRUCTURAL -ENSINIERING Jr7 s C 94- (MN) . Ft 4- # -rim C �� (41' I Z1 zi�> (�1 (, s'� (. c t7,1 icw ?,S SHEET NO..,//&. J08 NO. DATE --- :t, (49d� z-980"1 , - L (7'cv 7 S -3-G 7+z. c Ma L .9*1 7. 34-7 7e) �L { �.c,-(�:.Sl f ► � <<. o �� t rt,$)zC,�� l ��s'�. z ZZ � IZ * -�T $+770 . IN. 990:0... PROJECT: SHEET NO. l,o- Z1---fA,,4.n v?c-,s B.G. STRUCTURAL JOB NO..'45-4ro ITEM DATEINEERINGENGRING ENGINEER -� �r1�� W�tk�v 5 - • . IL q"9z? -7;-s 1''�c �2a� (S1 i' l:`7 �I,o�>(�-� i �.��1 C�$� r :2f:Ci.4$ • Z Z� �`<0 2?foo .me C. 5!0? ?Z> !g/ - 319 3. z z$ 697g" PROJECT A SHEET NO. JOB. N0. LOT -44o.—Ta.G. tzotrlo,-jS BSTRUCTURAL ITEM ENGINEERING' DATE //, 4T ENG I NEER }Z 7,5i , i 4' (MA �L 2v" n6► ei i �iy } D i A4 ❑ 4;5El ioS' Io q3) a� 4 G �1 L O - - YTGMLlIe- lo � J antti Fvu. jlg� 411C Vf.p,t V pars B.A. STRUCTURAL JOB NO. ITEM. DATE. ENGINEERING ENGINEER -�4JA-&A-s +4o ''+:*A-6i- &Aue- Ahwf c 1;73 x.,,2.1-/_.8.:85 r- ss - 4"A . (cl S-\ z- ++4,iS* /4+4 0 MOMENT BASE PLATE: Shear Wall 13 (ULTIMATE STRENGTH) = 9.5 kips LOADS AT COLUMN BASE: DESIGN BASE PLATE: P DL = 3.508 kips P LL= P EQ = 0 (max)kips M EQ = P EQ = 0 (min)kips F'c = COLUMN SIZE: w14x30 3 in. Bf = 6.73 in. D = BASE PLATE SIZE: Pu = 8.1 kips Pu = 1.4'(P(DL) + P(LL) + P(EQ)) 57.8 ft -kips _ . 8.7 kips = 1 4•P(DL) + 1 7•P(LL A- 1 B= -42 w14x30 2.698 kips 44.498 ft -kips 2.5 ksi 13.84 in. i 0 Area Req'd = Pu/(.85•.7`F'c) = 6.4 in.A2 AREA = 336 inA2 CASE 11:.9'P(DL) + 1.3'P(EQ)min Pu = 3.2 kips Mu = 57.8 IC SOLVE QUADRATIC EQUATION FOR a: A= 1 B = -42 C = 48.58 a1 = 40.81 a2 = 1.19 GOVERNS Tu = 32.3 kips TENSION - Tu = 32.3 kips Mu = 4.79 in -kips per 1" wide strip Zr = 0.133 inA3 T= 0.730 in. USE 3/4 IN. THICK PLATE USE 3 1" DIA. BOLTS GRADE A449 PER AISC 4-3, TABLE I -B = 9.5 kips GOVERNS DESIGN BASE PLATE: B= 14 in. L= 24 in. Eb = .3 in. EI = 3 in. CASE I: 1.3"(P(DL) + p(LL) +' P(EQ)max) - Pu = 8.1 kips Mu = 57.8 ft -kips LVE QUADRATIC EQUATION FOR a: A- 1 B= -42 C= 51.5481681 a1-= 40.73 a2=. 1'.27 GOVERNS Tu = 29.6 kips Tu MAXIMUM = 32.3 kips DESIGN BASE PLATE THICKNESS: COMPRESSION - f brg = 0.028 ksi < 2.13 ksi Mu = 0.36 in -kips, per 1" wide strip Zr = 0.010 in A3 T= 0.201 in. REQUIRED PLATE THK. = i 0.730 in. UPLIFT PLATE DESIGN: Tu MAX = 32.26 kips FOR 3 BOLTS, TENS.BOLT = 8.27 kips/bolt i 0 Area Req'd = Pu/(.85•.7`F'c) = 6.4 in.A2 AREA = 336 inA2 CASE 11:.9'P(DL) + 1.3'P(EQ)min Pu = 3.2 kips Mu = 57.8 IC SOLVE QUADRATIC EQUATION FOR a: A= 1 B = -42 C = 48.58 a1 = 40.81 a2 = 1.19 GOVERNS Tu = 32.3 kips TENSION - Tu = 32.3 kips Mu = 4.79 in -kips per 1" wide strip Zr = 0.133 inA3 T= 0.730 in. USE 3/4 IN. THICK PLATE USE 3 1" DIA. BOLTS GRADE A449 PER AISC 4-3, TABLE I -B U MOMENT BASE PLATE: (CONT'D) w14x30 UPLIFT PLATE DESIGN: . BEARING ON CONCRETE, Ar = 10.8 inA2 FOR 14 IN., WIDE STRIP, WIDTH REQ'D = PUNCHING SHEAR: d = 15 in. Bo= 58 in. Vu = 0.044 ksi Vu Allow. = 0.2 ksi DESIGN UPLIFT PLATE THICKNESS: Tu = 10.751724 ldps/bolt wu = 2.3039409 kips/in. S = 4 in. Mut = 10.37:in-kips ' Mut = 13.44 in -kips Mu3 = -7.17 in -kips Zr = 0.3733238 inA3 T pl = 0.6110023 in. USE 5/8 IN. THICK UPLIFT PLATE 19 0.8 in. USE 4 IN. WIDE PLATE PLATE DEPTH ADEQUATE BASE PLATE SUMMARY: w14x30 USE 3/4 IN. x 14 IN.x 24 IN. BASE PLATE WITH (6)- ' 1" GRADE A449 ANCHOR BOLTS USE 5/8 IN.x 4 IN.x 14 IN. UPLIFT PLATE EMBED UPLIFT PLATE 15 IN. MINIMUM • • B. G. Stuctural Engineerig, Inc. Rev: 510001 / Description Shear Wall 13 Short Term Increase Base Pedestal Height Seismic Zone Overburden Weight Live & Short Term Combined fc Fy Concrete Weight Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term /Z/ Title : Alacano Residence Lot 26 - Traditio Job # 854,17 Dsgnr: BG Date: 4:03PM, 26 NOV 99 Description : Scope : ng Analysis & vesign 1.330 Width along X -X Axis 2.000 ft 0.000 in Length along Y -Y Axis 14.000 ft 4 Footing Thickness 24.00 in 0.00 psf Col Dim. Along X -X Axis 14.00 in Col Dim. Along Y-Y.Axis 26.00 in 2,500.0 psi Required Steel Area 0.353 in2 60,000.0 psi Min Steel 0.0014 145.00 pcf Depth to Rebar 3.00 in 3.508 k 2.698 k k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k k ..ecc along X -X Axis 0.000 in ..ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft 44.498 k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k 4.684 k Footing Design OK 2.00ft x 14.00ft Footing, 24.Oin Thick, w/ Column Support 14.00 x 26.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 511.6 1,473.9 psf Max Mu 22.123 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.353 in2 "X' Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 45.120 in Shear Stresses.... . Vu Vn " Phi 1 -Way 21.290 85.000 psi X -X Min. Stability Ratio 1.862 1.500 :1 2 -Way 2.034 170.000 psi Y -Y Min. Stability Ratio o Overturning' c - d:\enercalc\vuksic 854- 7.ecw:Ca culations er - u - m � 0 • . B. G. Stuctural Engineerig, Inc. Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 4:03PM, 26 NOV 99 Description: Scope Rev: 510001 General Footing Analysis & Design Description Shear Wall 13 Two -Way Shear 2.03 psi 1.91 psi 0.70 psi 170.00 psi One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Top 6.10 psi 21.29 psi 10.30 psi 85.00 psi Vu @ Bottom 6.10 psi -6.71 psi -4.32 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Req'd Mu @ Left 0.03 k -ft 0.03 k -ft 0.01 k -ft 0.1 psi 0.35 in2 per ft Mu @ Right 0.03 k -ft 0.03 k -ft 0.01 k -ft 0.1 psi 0.35 in2 per ft Mu @ Top 5.93 k -ft 22.12 k -ft 10.68 k -ft '55.7 psi 0.35 in2 per ft Mu @ Bottom 5.93 k -ft -6.96 k -ft -4.49 k -ft 17.5 psi -0.35 in2 per ft Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 511.64 511.64 511.64 511.64 psf DL + LL + ST 511.64 511.64 1,473.88 0.00 psf Factored Load Soil Pressures ACI Eq. 9-1 745.21 745.21 745.21 745.21 psf ACI Eq. 9-2 716.30 716.30 2,063.43 0.00 psf ACI Eq. 9-3.. 373.76 373.76. 1,076.67 0.00 psf ACI 9-1 & 9-2 LL 1.700 ACI 9-1 & 9-2 ST 1.700 ....seismic = ST " : 1.100 ALA 9-2 group Factor 0.750 UBC 1921.2.7 1.4" Factor 1.400 ACI 9-3 Dead.Load Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-3 Short Term Factor 1.400 c d:\enercalc\vuksic 854-17.ecw:CalculationsVer5-Jul-1in Lo a."ITto-y's B.G. STRUCTU-RAL . -ITEM ENSIN E -E R I NO N 0 .4F =Fi (��� (�,: s� � � ? Ci► l�. (��''(, s) �. Vis', t i �� �--�� DATE o— c a < A16141.4 4.1 SAA ITEM B. G. STR U.CTU RAL ENGINEERING bfittl Nu. 17 JOB NO. /7 - ENGINEER 61d+7 "1 f 41L S7 -TOO OO r' l f J?611) 0 3 0 c AdAeA-WO .9-615, Y -,0 -r 9A. � 1*2AA,.v ITEM B.G. STRU.CTURAL IN-0-1-NEERING a*D V OqP+A.) ..4 FT. TE . c (i$-(31 -f, e j ("ls.lY-$sA C. 0 ZL ITEM A,LA 44vJ0 L-v*r IS40- rp-Ao flicks 5VOWA,4L .WA -6-,S -751 "oj2 \,O"/ 04 B.G. STRUCTURAL ENSINEERING- NOz /Z& JOB [DATE V C-+ r A9. s S 9-b A-c--� x°10='� 3� (G/�'> Z .:js-(o,4-0�� Foy/.��¢° /S`�� r Z� < Nc��-��t it L,6 rnwc�, i SHEET NO. B.G. STRUCTURAL. JOBN° 8ns 17 ITEM _ �q �j2 Wlo�-tti, 5 NSE E R I N -G ENGINEER EN GiS �415iz:zCg,7z�(����� - - L. ( tC�.s . Cl 0 MOMENT BASE PLATE: Shear Wall 26 (ULTIMATE STRENGTH) 0.66 GOVERNS LOADS AT COLUMN BASE: 15.9 kips P DL = 1.605 kips P LL = P EQ = 0 (max)ldps MEQ = P EQ = 0 (min)ldps F'c = COLUMN SIZE: w10x22 0.25 in -kips per I" wide strip Bf = 5.75 in. D = BASE PLATE SIZE: 0.166 in. Pu = 1.4*(P(DL) + P(LL) + P(EQ)) REQUIRED PLATE THK. = 0.630 in. w10x22 1.235 kips 21.536 ft -kips 2.5 ksi 10.17 in. 4.0 kips 1.4*P(DL) + 1.7*P(LL) 4.3 kips GOVERNS DESIGN BASE PLATE: B= 14 in. L= 22 in. Eb = 3 in. :'.' - 7 EI = 3 in. CASE-[- 1.3•(P(DL) + p(LL) + P(EQ)max) Pu = 3.7 kips.: Mu = 28.0 ft -kips VE QUADRATIC EQUATION FOR a` A= 1 B = -38 C= 24.5712672 61 = 37.34 a2 = 0.66 GOVERNS Tu = 15.9 kips 37.37 Tu MAXIMUM= 17.2 kips DESIGN BASE PLATE THICKNESS: COMPRESSION - f brg = 0.0.14 ksi < 2.13 ksi mu =: 0.25 in -kips per I" wide strip Zr = 0.007 inA3 T= 0.166 in. REQUIRED PLATE THK. = 0.630 in. UPLIFT PLATE DESIGN: Tu MAX = FOR 3 BOLTS, TENS./BOLT = lie 17.15 kips 4.40 kips/boft vzvr4 uVrIPA Area Req'd = Pu/(.85*.7*F'c) 2.9 in.A2 AREA = 308 inA2 CASE 11:.9*P(DL) + 1.3*P(EQ)min Pu = 1.4 kips Mu = 28.0 K SOLVE QUADRATIC EQUATION FOR a: A= 1 B = -38 C = 23.36 a1 = 37.37 a2 = 0.63 GOVERNS Tu = 17.2 kips TENSION - Tu = 17.2 kips Mu = 3.57 in -kips per 1" wide strip Zr = 0.099 inA3 T = 0.630 in. USE 3/4 IN. THICK PLATE USE 3 1" DIA. BOLTS GRADE A449 PER AISC 4-3, TABLE I -B MOMENT BASE PLATE: (CONT'D) w10x22 UPLIFT PLATE DESIGN: BEARING ON CONCRETE, Ar = 5.8 in A2 FOR 14 IN., WIDE STRIP, WIDTH REQ'D = PUNCHING SHEAR: d = 15 in. Bo = 58 in. Vu = 0.023 ksi Vu Allow. = 0.2 ksi DESIGN UPLIFT PLATE THICKNESS: Tu = 5.7172674 Rips/bolt wu = 1.2251287 kips/in. S = 4 in. Mut = 5.51 in -lips Mu2 = 7.15 in -kips Mu3 = -3.81 in -kips Zr = 0.1985162 in"3 T pl = 0.4455516 in. USE 1/2 IN. THICK UPLIFT PLATE • 0.4 in. USE 4 IN. WIDE PLATE PLATE DEPTH ADEQUATE BASE PLATE SUMMARY: w10x22 USE 3/4 IN. x 14 IN.x 22 IN. BASE PLATE WITH (6)- 1" GRADE A449 ANCHOR BOLTS USE 1/2 IN.x 4 IN.x 14 IN. UPLIFT PLATE EMBED UPLIFT PLATE 15 IN. MINIMUM i Z.q • • B. G. Stuctural Engineerig, Inc. i3-0 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 5:28PM, 26 NOV 99 Description : Scope : Rev: 510001 ueneral rooting Analysis & ueslgn . Description Shear Wall 26 Short Term Increase Base Pedestal Height Seismic Zone Overburden Weight Live & Short Term Combined t'c Fy Concrete Weight Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term 1.330 Width along X -X Axis 2.000 ft 0.000 in Length along Y -Y Axis 10.000 ft 4 Footing Thickness 24.00 in 0.00 psf Col Dim. Along X -X Axis 14.00 in Actual Col Dim. Along Y -Y Axis 26.00 in 2,500.0 psi 1,416.9 psf Max Mu 9.058 k -ft 60,000.0 psi Min Steel 0.0014 145.00 pcf Depth to Rebar 3.00 in 1.605 k 1.235. k k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k k .ecc along X -X Axis 0.000 in .ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft 21.536 k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k 2.051 k """"""'r I Footing Design OK 2.00ft x 10.00ft Footing, 24.Oin Thick, w/ Column Support 14.00 x 26.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 432.0 1,416.9 psf Max Mu 9.058 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.353 in2 "X Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 35.608 in Shear Stresses.... Vu Vn * Phi 1 -Way 10,678 85.000 psi X -X Min. Stability Ratio 1.685 1.500 :1 2 -Way 0.752 170.000 psi Y -Y Min. Stability Ratio o Overturning c :\enercalc\vuksic 854-17.ecw:Calculations er - u - in 3? B. G. Stuctural Engineerig, Inc. Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 5:28PM, 26 NOV 99 Description Scope Re�: 5,000, General Footing Analysis & Design Description Shear Wall 26 Two -Way Shear 0.75 psi 0.72 psi 0.27 psi 170.00 psi RL + LL + ST One -Way Shears... 1,416.88 0.00 psf Factored Load Soil Pressures Vu @ Left 0.00 psi 0.00 psi 0.00 psi 85.00 psi 623.32 psf ACI Eq. 9-2 Vu @ Right 0.00 psi 0.00 psi 0.00 psi 85.00 psi 333.22 333.22 Vu @ Top 1.81 psi 10.68 psi 5.56 psi 85.00 psi Vu @ Bottom 1.81 psi -3.49 psi -2.24 psi 85.00 psi 1.700 ACI 9-3 Dead Load Factor Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Reg'd ....seismic = ST " : Mu @ Left 0.02 k -ft 0.02 k -ft 0.01 k -ft 0.0 psi 0.35 in2 per ft Mu @ Right : 0.02 k -ft 0.02 k-ff 0.01 k -ft 0.0 psi 0.35 in2 per ft Mu @ Top 1.66 k -ft 9.06 k -ft 4.70 k -ft 22.8 psi 0.35 in2 per ft Mu @ Bottom 1.66 k -ft -3.11 k -ft -2.00 k -ft 7.8 psi -0.35 in2 per ft Soil Pressure Summary DL + LL 432.00 432.00 432.00 432.00 psf RL + LL + ST 432.00 432.00 1,416.88 0.00 psf Factored Load Soil Pressures ACI Eq. 9-1 623.32 623.32 623.32 623.32 psf ACI Eq. 9-2 604.80 604.80 1,983.63 0.00 psf ACI Eq. 9-3 333.22 333.22 1,092.91 0.00 psf AC Factors per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1:700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST " : 1.100 li c d:\enercalc\vuksic 854-17.ecw:Calculations -Ver5-Jul-1m LvT UP - {LI B.G. STRUCTURAL ITEM OL EA.G I-N�Ef R I N G SMEETNO. j3Z DATE ENGINEER 3 3 Vis' C►z,s� (iii .:.... . I ITEM AdAcAvJO Lo T r-& — -rZA-".P7 0 77- I I aj] r'iOtr- B.G. -STRU.CTU RAL Ell.-GINEERINS vc- Mo c -7 —tet C. ob C 0,\ 4 1. -7. (1 4>t +I qq: t Z,) L 3 sz, 5 -7 54 bmttl mu. JOB NO. DATE m ITEM AdACA,F-O- PC -5. L -DT 7-&— I-RAuvoris. -5sVfiVA-&- \^/Au.,S B.G. STRU.CTU RAL E -It.-G-1S :NEERIN \.-.. IIA wS --e Z I&T SHEET N0. JOB N0. DATE 5-3 Ark7 V4 + 7 O -k LL PROJECT SHEET NO. f S /drl.�.Q�n. WT - B.G. STR U CTU RAL NO.8 , ITEM DATE SSR- Wl.in;5 E//-91 I N EE R I N G ENGINEER ��� 7rT ¢� Z '3.076 sz- - PROJECT ITEM B.G. STRUPUR L ENGINEERINS 7'z f MS 57 sp- 3415Z Z5 ZbA SHEET NO../, 75—BN o. DATE ro ........., . Ak.i"4.V. Faars - ,� B.G. STRUCTURAL ITEM EN -G- ME E.RUNG 0 SHEET NO../,3.7 JOO NO. b54, I DATE z moi,? S x."12 (�r�.�j. (�pp7�� P fo (Z5) �►- i 3ry (moi i.:, x.:435 ��Yl lo4�a�f�t 52�.? 4 T. l8r 87. z ►� rr1 (:�p to 7m + N-1 �� � �g'c�lL(, s ; �; g c�\ s- 5�p f n f�t.,�Q Gov PUS-- LW r Z4 'rog4Q147C ITEM ---- --�10 s B.G. STRUCTURAL - -------- Nf. UPLIFT CALCULATIONS:, UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 11/26/99 ALLOWABLE SOIL BEARING ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. (W/SHORT TERM INCR.) = 1995 PSF. 7 LINE NUMBER = SHEAR WALL LENGTH = —6 FT. SHEAR WALL LENGTH = 7 FT. UPPER LEVEL PL. HT. = UPPER LEVEL UNIT SHEAR = 0 PLF. TOTAL LOWER LEVEL UNIT SHEAR = 780 UPPER LEVEL PL. HT- = 0 FT. LOWER LEVEL PL. HT. = 12 FT. TOTAL LOWER LEVEL UNIT SHEAR = 398 PLF. UPPER LEVEL DL = 0 PLF. OTM = LOWER LEVEL PL. HT. = 12 FT. LOWER LEVEL: PLF. RM (AT UPPER LEVEL SILL PL.) = 5.9 UPPER LEVEL DL = 0 PLF. OTM = 33.4 FT -KIPS LBS. LOWER LEVEL DL = 104 PLF. RM (AT UPPER LEVEL SILL PL.) = 8.0 FT -KIPS DDT LOWER LEVEL DL AT END OF WALL = WALL DL := 17 PSF. NET LOWER LEVEL UPLIFT = 3639 LBS. 0 ADD'L UPPER LEVEL DL AT END OF WALL= 0 LBS.. FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP DD'L LOWER LEVEL DL AT END OF WALL= 0 LBS. FOUNDATION: n (Y OR N) FTG. WT. = ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 37.6 FT -KIPS 1.91 ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 76.1 FT -KIPS FT. USE STRAP TO UPPER LEVEL? n (Y OR N) FTG. WT. = 525 PLF. INTERIOR FTG. ? FOOTING LENGTH = 15.00 FT. F.S. = 2.02 >=1.50, O.K. FOOTING WIDTH = 12 IN. L (cantilever) = 4.0 FT. FOOTING DEPTH = 12 IN. SOIL BRG. = 1833 PSF. O.K. INTERIOR FTG. ? n (Y OR N) SOIL BRG. RESULTANT IS OUT OF MID 113 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 4.2 FT -KIPS USE 14-b 8 APNM962W HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 12.6 FT -KIPS (GOV.) 12 IN.. W X 12 IN. D G.B. W/ i, —* 5 . T & B As (GR40) = 0.77 IN. -2 (EXTEND GRADE BEAM 4 FEET MINIMUM As (GR60) = 0.52 IN. -2 BEYOND. END OF SHEAR WALL) UPLIFT CALCULATIONS:, (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 1126/99 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995 PSF. LINE NUMBER = 7 SHEAR WALL LENGTH = —6 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 780 PLF. LOWER LEVEL PL. HT. = 12 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = 56.2 FT -KIPS LOWER LEVEL DL = 104 PLF. RM (AT UPPER LEVEL SILL PL.) = 5.9 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 8385 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. DDT LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: - ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 65.5 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 125.0 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 750 PLF. FOOTING LENGTH = 17.00 FT. F.S. = 1.91 >=1.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 5.5 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1651 PSF. O.K. INTERIOR FTG. ? n (Y OR N) SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO 'UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 11.3 FT -KIPS i USE HD>NP2)1oA HOLDOWN AT FOUNDATION W/ 'M (cant) SOIL BRG. = 20.7 FT -KIPS (GOV.) 18 IN. W X 18 IN. D G.B. W/ 3 —'7S T & B As (GR40) = 0.70 IN."2 (EXTEND GRADE BEAM 5.5 FEET MINIMUM As (GR60) = 0.47 IN."2 BEYOND END OF SHEAR WALL) ikc.0*�� Lo u'P—TaA4rmis dp L vio, -T B.G. STRUCTURAL ENGINEERING /317 DATE //_ ENGINEER k m UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 1126/99 62.5 FT -KIPS IN."2 ALLOWABLE SOIL BEARING RM = 150.2 FT -KIPS (W1 SHORT TERM INCR.) = 1995 PSF. 1050 LINE NUMBER = 24 FOOTING LENGTH = 1.6.00 FT. F.S. = SHEAR WALL LENGTH = 7 FT.. FOOTING WIDTH = 18 IN. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. PSF. O.K. TOTAL LOWER LEVEL UNIT SHEAR = 687 PLF. OUT OF MID 1/3 j LOWER LEVEL PL. HT. = 11 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = 52.9 FT -KIPS LOWER LEVEL DL = 78 PLF. RM (AT UPPER LEVEL SILL PL.) = 6.9 FT -KIPS WALL DL = 117 PSF. NET LOWER LEVEL UPLIFT= 6570 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. IN."2 DD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: UPLIFT CALCULATIONS: ADD'L UPPER LEVEL RES. MOMENT= 0 -FT-KIP OTM = 62.5 FT -KIPS IN."2 ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 150.2 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 1050 PLF. 1995_ FOOTING LENGTH = 1.6.00 FT. F.S. = 2.40 >=1.50, O.K. � LINE NUMBER =- FOOTING WIDTH = 18 IN. L (cantilever) = 4.5 FT. ' FOOTING DEPTH = 18 IN. SOIL BRG. = 1754 PSF. O.K. INTERIOR FTG.-? y (Y OR N) SOIL BRG. RESULTANT IS OUT OF MID 1/3 j PLF. USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = 10.6 FT -KIPS 0 USE, HD710&HOEDOWN AT FOUNDATIQNW/ M (cant) SOIL BRG. = 15.7 FT -KIPS (GOV.) ; TOTAL LOWER LEVEL UNIT SHEAR = 18 IN. W X 18 IN. D G.B. W/ 3 - *9- T & B As (GR40) = 0.53 IN. -2 (EXTEND GRADE BEAM 4.5 FEET MINIMUM As (GR60) = 0.35 IN."2 BEYOND END OF SHEAR WALL) UPPER LEVEL DL = 0 PLF. OTM = 112.1 FT -KIPS - ---— L-OWER-L-EVEL-DL --76—PL-F -R1V A-T-UPPE-R-LEVEL-Sit-L-Pt)=-383—FTRIPS UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT) 1128/99 FT -KIPS (GOV.) 0.34 IN."2 0.23 IN."2 ALLOWABLE SOIL BEARING (W/ SHORT TERM INCR.) = 1995_ PSF. LINE NUMBER =- SHEAR WALL LENGTH = 16 FT. UPPER LEVEL UNIT SHEAR = 0 PLF. UPPER LEVEL PL. HT. = 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 584 PLF. LOWER LEVEL PL. HT. = 12 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = 112.1 FT -KIPS - ---— L-OWER-L-EVEL-DL --76—PL-F -R1V A-T-UPPE-R-LEVEL-Sit-L-Pt)=-383—FTRIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 4616 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 ' LBS. DD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 130.8 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 332.7 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 1050 PLF. FOOTING LENGTH = 23.00 FT. F.S. = 2.54 >=1.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 3.5 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1778 PSF. O.K. INTERIOR FTG. ? y (Y OR N) SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP M (cant) UPLIFT = USE HDIR$A HOLDOWN AT FOUNDATION W/ M (cant) SOIL BRG. = 18 IN. W X 18 IN. D G.B. W/ 3 - 6'$ T &.B As (GR40) = (EXTEND GRADE BEAM 3.5 FEET MINIMUM As (GR60) = BEYOND END OF SHEAR WALL) 6.4 FT -KIPS 10.2 FT -KIPS (GOV.) 0.34 IN."2 0.23 IN."2 Aa,^(..4f..t7D LOT up'- m ITEM B.G. STRUCTURAL ENGINEERING SHEET NO. /+: JOB N0. S ll+ 1 -` DATE r d1j INTERIOR FTG. ? n (Y OR N) SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP 11.8 M (cant) UPLIFT = UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 12/11/99 M (cant) SOIL BRG. = 11.7 FT -KIPS 18 IN. W X 18 IN. D G.B. W/ f —* 5j T & B (W/ SHORT TERM INCR.) = ALLOWABLE SOIL BEARING 0.39 - (EXTEND GRADE BEAM 4 FEET MINIMUM As (GR60) = (W/ SHORT TERM INCR.) = 1995 PSF. SHEAR WALL LENGTH = LINE NUMBER =. r,. UPPER LEVEL UNIT SHEAR =. SHEAR WALL LENGTH = 5.5 FT. UPPER LEVEL PL. HT.- UPPER LEVEL UNIT SHEAR = 0 PLF. TOTAL LOWER LEVEL UNIT SHEAR = UPPER LEVEL PL. HT. = 0 FT. LOWER LEVEL PL. HT. = TOTAL LOWER LEVEL UNIT SHEAR = 557 PLF. UPPER LEVEL DL = LOWER LEVEL PL. HT. = 12 FT. LOWER LEVEL: FT -KIPS LOWER LEVEL DL = UPPER LEVEL DL =, 0 PLF. OTM = 36.8 FT -KIPS LOWER LEVEL DL = 78 PLF. RM (AT UPPER LEVEL SILL PL.) = 4.5 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 5862 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. ADD'L UPPER LEVEL RES. MOMENT = DD'L LOWER LEVEL DL AT END OF WALL = 0 LBS. FOUNDATION: FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 42.9 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 79.4 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 750 PLF. FOOTING LENGTH = 13.50 FT. F.S. = 1.85 >=1.50, O.K. FOOTING WIDTH = 18 IN. L (cantilever) = 4.0 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1746 PSF. O.K. INTERIOR FTG. ? n (Y OR N) SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP 11.8 M (cant) UPLIFT = 6.0 FT -KIPS USE HDOSM2A HOLDOWN AT FOUNDATION WI As (GR60) = M (cant) SOIL BRG. = 11.7 FT -KIPS 18 IN. W X 18 IN. D G.B. W/ f —* 5j T & B (W/ SHORT TERM INCR.) = As (GR40) = 0.39 IN. -2 (EXTEND GRADE BEAM 4 FEET MINIMUM As (GR60) = 0.26 IN. -2 BEYOND END OF SHEAR WALL) SHEAR WALL LENGTH = -Tf FT. UPPER LEVEL UNIT SHEAR =. 0 PLF. (GOV.) UPLIFT CALCULATIONS: (IF ONE STORY BLDG., INPUT ZERO FOR ALL UPPER LEVEL INPUT.) 12/11199 M (cant) SOIL BRG. = 11.8 FT -KIPS (GOV.) As (GR40) = 0.39 ALLOWABLE SOIL BEARING As (GR60) = 0.26 IN."2 (W/ SHORT TERM INCR.) = 1995 PSF., LINE NUMBER = 41 SHEAR WALL LENGTH = -Tf FT. UPPER LEVEL UNIT SHEAR =. 0 PLF. UPPER LEVEL PL. HT.- 0 FT. TOTAL LOWER LEVEL UNIT SHEAR = 540 PLF. LOWER LEVEL PL. HT. = 12 FT. LOWER LEVEL: UPPER LEVEL DL = 0 PLF. OTM = 35.6 FT -KIPS LOWER LEVEL DL = 78 PLF. RM (AT UPPER LEVEL SILL PL.) = 4.5 FT -KIPS WALL DL = 17 PSF. NET LOWER LEVEL UPLIFT = 5658 LBS. ADD'L UPPER LEVEL DL AT END OF WALL = 0 LBS. DD'L LOWER LEVEL DL AT END OF WALL = 0 ' LBS. FOUNDATION: ADD'L UPPER LEVEL RES. MOMENT = 0 FT -KIP OTM = 41.6 FT -KIPS ADD'L LOWER LEVEL RES. MOMENT = 0 FT -KIP RM = 106.8 FT -KIPS USE STRAP TO UPPER LEVEL ? n (Y OR N) FTG. WT. = 1050 PLF. FOOTING LENGTH = 13.50 FT. F.S. = 2.57 >=1.50, O.K. FOOTING WIDTH= 18 IN. L (cantilever) = 4.0 FT. FOOTING DEPTH = 18 IN. SOIL BRG. = 1663 PSF. O.K.- .K:INTERIOR INTERIORFTG. ? y (Y OR N) -SOIL BRG. RESULTANT IS OUT OF MID 1/3 USE NO UPPER LEVEL TIE DOWN STRAP USE HDPM S�4 HOLDOWN AT FOUNDATION WI 18 IN. W X 18 IN. D G.B. W/ 3 — *S' T & B (EXTEND GRADE BEAM 4 . FEET MINIMUM BEYOND END OF SHEAR WALL) M (cant) UPLIFT = 8.4 FT -KIPS M (cant) SOIL BRG. = 11.8 FT -KIPS (GOV.) As (GR40) = 0.39 IN. -2 As (GR60) = 0.26 IN."2 �LL Zzo t.Illi. 26'-6' W-4, 1/2- . F /2- .F t I W'd S S 9 1J14 % o FRAME I ' N y � FIN. FLR. �'/ © © FIN. FLR. -- — -- — — -- — m FRAME #2 L --- SCALE: 1/4' = 1'-0' • �J RISA -3D (R) Version 3.01 Alcano Residence Frame #2 Units.......................•.•••. Steel Code ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... Include Warping ................... No. of Sections for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ Vertical Axis ..................... Job : 854.17 Page: 14-2, Date: 12/14/99 File: 13854-172 US Standard AISC 9th Edition ASD 1.333 Yes Yes 5 Yes 0.506 Y Joint Coordinates Joint X Y z Joint No Coordinate Coordinate Coordinate Temperature ------------------ ft ------.------ft -------- ---- ft -------------- %F------------ 1 0.000 0.000 0.000 0.00 2 -1.250 11.330 0.000 0.00 3 0.000 11.330 0.000 0.00 4 26.500 11.330 0.000 0.00 5 4=0.830 11.330 0.000 0.00 6 40.830 0.000 0.000 0.00 7 26.500 0.000 0.000 0.00 < Boundary Conditions Joint +--------- Translation --------+ +---------- Rotation ----------+ No X Y z Mx My Mz ----------- K/in------- K/in------- K/in--- =--K-ft/rad--- K-ft/rad--- K-ft/rad--- 1 Reaction Reaction Fixed Fixed Fixed 6 Reaction Reaction Fixed Fixed Fixed 7 Reaction Reaction Fixed Fixed Fixed __________________________< Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10A5%F---- K/ft3------- Ksi------ A36 29000.00 11154.00 0.3000 0.65000 0.490 36.00 A500 29000.00 11154.00 0.3000 0.65000 0.490 36.00 Sections Section Database Material As As I I Torsion T Label Shape Label Area yy zz yy zz J C ------------------------------in A 2 --------------in A 4 ------ inA A 4 ------in 4 ---- COL W14X68 A36 20.00 1.2 1.2 121.00 723.00 3.02 COL2 W12X72 A36 21.10 1.2 1-.2 195.00 597.00 2.93 BM W14X53 A36 15.60 1.2 1.2 57.70 541.00 1.94 RISA -3D (R) Version 3.01 Job 854.17 Page: �2' 143 Date: 12/14/99 File: B854-172 Alcano Residence Frame #2 Members Member Joints x Axis Section End Releases Offsets Inactive? No I J K Rotate Set I: MMM J: MMM I -End J -End Label Length --------------------------------- xyzxyz-xyzxyz--- in ----- in ------------- ft --- 1 1 3 COL2 11.33 2 2 3 BM 1.25 3 3 4 BM 26.50 4 .4 5 BM 14.33 5 5 6 COL 11.33 6 4 7 COL 11.33 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. Surface ---------------------------------------------------------------------------- 1. DL 1 4 3 2 LL 1 4 3 3 LAT 1 Joint Loads/Enforced Displacements, BLC 1 Joint Is this a Load or Direction Number a_.Displacement? (X,Y,Z,Mx,My,Mz) Magnitude ------------------------------------------------------- K,K-ft,in,rad--------- 4 L Y -3.458 Member Point Loads, BLC 1 Joint Loads/Enforced Displacements, BLC 2 Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude ----------------------------------- ------------------- K,K-ft,in,rad------- 4 L Y -2.660 Joints Member I J Direction Magnitude Location --.-----------------------------------K,.K-ft ----------- ft or o-----------_--- 3 3 4 Y -3.458 7.583 3 3 4 Y -3.458 14.333 3 3 4 Y -3.458 21..083 4 4 5 Y -3.458 6.750 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 WDL 1.0000 3 3 4 WDL 1.0000 4 4 5 WDL 1.0000 Joint Loads/Enforced Displacements, BLC 2 Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude ----------------------------------- ------------------- K,K-ft,in,rad------- 4 L Y -2.660 RISA -3D (R) Version 3.01 Job : 854.17 Page: X14i' Date: 12/14/99 File: B854-172 Alcano Residence Frame #2 Member Point Loads, BLC 2 ______________=<.Joint Loads/Enforced Displacements, BLC 3 >________________ Joint Joints Translation --------+ Number Member I I J Direction Magnitude Location ------------------------------------- X Rotate K,K-ft-----------ft or *i --------------- 3 3 4 Y -2.660 7.583 3 3 4 Y -2.660 14.333 3 3 4 Y -2.660 21.083 4 4 5 Y -2.660 6.750 ____________________< or o--- Member Distributed Loads, BLC 2 Y -0.290 -0.290 0.000 Joints WLL Load Pattern Pattern 0.000 Member I J Label Multiplier 5 ---------------------------------------------------------------------------- 2 2 3 WLL 1.0000 BLC Fac BLC Fac 3 3 4 WLL 1.0000 yy 4 4 5 WLL 1.0000 3 DL+.7LL+2.25LAT 1 1 2 .7 3 2.25 ______________=<.Joint Loads/Enforced Displacements, BLC 3 >________________ Joint Is this a Load or . Direction Translation --------+ Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude No. ------------------------------------------------------ Y K,K-ft,in,rad---- X Rotate 3 L X 8.240 1 0.000 -------------------< Load Patterns 0.000 0.00000 Pattern Magnitudes Locations 0.264 Label Dir Start End Start. End 0.00000 ------------------- K/ft,F---------- K/ft,F----------- ft or o -------ft or o--- WDL Y -0.290 -0.290 0.000 0.000 WLL Y -0.220 -0.220 0.000 0.000 Load.Combinations 0.00000 -0.00003 5 0.256 -0.002 RWPE No. Description BLC Fac- BLC Fac BLC Fac ----------------------7----------------------------------------------------- BLC Fac BLC Fac SSdv 1 DL+LAT 1 1 3 1 Y -1 yy 2 TL 1 1 2 1 Y -1 y 3 DL+.7LL+2.25LAT 1 1 2 .7 3 2.25 Y -1 yy 4 DL 1 1 Y -1 y 5 LL 2 1 y 6 LAT 3 1 yy Joint Displacements, LC 1 : DL+LAT Joint +--------- Translation --------+ +----------- Rotation ------------ No. X Y Z X Rotate Y Rotate Z Rotate -----------in---------in---------in----------rad--------rad--------rad------ 1 0.000 0.000 0.000 0.00000 0.00000 -0.00180 2 0.264 0.032 0.000 0.00000 0.00000 -0.00228 3 0.264 -0.002 0.000 0.00000 0.00000 -0.00228 4 0.257 -0.004 0.000 0.00000 0.00000 -0.00003 5 0.256 -0.002 0.000 0.00000 0.00000 -0.00087 RISA -3D (R) Version 3.01 Job : 854.17 Page: e 14.5 Date: 12/14/99 File: B854-172 Alcano Residence Frame #2 Joint Displacements, LC 1 : DL+LAT Joint +--------- Translation --------+ +----------- Rotation ----------+ No.. X Y Z X Rotate Y Rotate Z Rotate ----------- in --------- in --------- in ---------- rad -------- rad -------- rad ------ .6 0.000 0.000 0.000 0.00000 0.00000 -0.00230 7 0.000 0.000 0.000 0.00000 0.00000 -0.00266 Reactions, LC 1 : DL+LAT Joint +----------- Forces -----------+ +----------- Moments----------- ---------+No. No. X -Y Z Mx My M z ----------- K ---------- K ------ ----K ----------- K -ft ------- K -ft ------- K -ft ----- 1 0.92 8.40 NC NC NC 0.00 .6 -3.23 7.42 NC NC NC 0.00 7 -5.92 18.27 NC NC NC 0.00 Totals: -8.24 34.08 0.00 Center of Gravity Coords (X,Y,Z) (ft) 20.388, 10.938, 0.000 Member Section Forces, LC 1 : DL+LAT Member Joints Shear Shear Moment Moment I- J Sec Axial. y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- X -ft --- 1 1- 3 1. 8.40 -0.90 0.00 0.00 0.00 0.00 2 8.19 -0:90 0.00 0.00 0.00 2.55 3 7.99 .-0.90 0.00 0.00 0.00 5.10 4 7.79 -0.90 0.00 0.00 0.00 7.65 ---------------------------------------------------------------------------- 5 7.58 -0.90 0.00 0.00 0.00 10.20 2 2- 3 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.11 0.00 0.00 0.00 0.02 3 0.00 -0.21 0.00 .0.00 0.00 0.07 4 0.00 -0.32 0.00 0.00 0.00 0.15 5 0.00' -0.43 0.00 0.00 0.00 0.27 ----------------------------------------------------------------------------- 3 3- 4 1 9.16 7.15 0.00 0.00 0.00 10.47 2 9.16 4.88 0.00 0.00 0.00 -29.39 3 9.16 -0.85 0.00 0.00 0.00 -34.60 4 9.16 -6.58 0.00 0.00 0.00 -2.28 ---------------------------------------------------------------------------- 5 9.16 -12.31 0.00 0.00 0.00 67.58 4 4- 5 1 3.23 1.73 0.00 0.00 0.00 0.07 2 3.23 0.50 0.00 0.00 0.00 -3.91. 3 3.23 -4.19 0.00 0.00 0.00 -2.06 4 3.23 -5.42 0.00 0.00 0.00 15.15 5 3.23 -6.65 0.00 0.00 0.00. 36.76 --------------------------------------------7------------------------------- 5 5- 6 1 6.65 -3.24 0.00 0.00 0.00 -36.76 2 6.84 -3.24 0.00 0.00 0.00 -27.57 3 7.03 -3.24 0.00 0.00 0.00 -18.38 4 7.23 -3.24 0.00 0.00 0.00 -9.19 5 7.42 -3.24 0.00 0.00 0.00 0.00 ____________________< Member Stresses, LC 1': DL+LAT Member RISA -3D (R) Version 3.01 +-------------- Bending --------------+ Sec Axial Job : 854.17 z -z y -top y -bot z -top z -bot Page: 9rI4lo Ksi------- Ksi----- Ksi------ Ksi------- Ksi------- Ksi-------- Ksi--- Date: 12/14/99 1 0.40 -0.21 0.00 0.00 File: B854-172 0.00 Alcano Residence 2 0..39 -0.21 0.00 Frame #2 0.31 0.00 0.00 3 0.38 -0.21 Member Section Forces, LC 1 : DL+LAT Member Joints 0.00 Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- 0.36 K -------- K -------- K ------- K -ft ------ K -ft ------- K-ft--- ---------------------------------------------------------------------------- 6 4- 7 1 17.50 -5.96 0.00 0.00 0.00 -67.51 0.00 2 17.69 -5.96 0.00 0.00 0.00 -50.63 3 17.88 -5.96 0.00 0.00 0.00 -33.75 0.00 4 18.08 -5.96 0.00 0.00 0.00 -16.88 ---------------------------------------------------------------------------- 5 18.27 -5.96 0.00 0.00 0.00 0.00 ____________________< Member Stresses, LC 1': DL+LAT Member Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top z -bot -------------- Ksi------- Ksi----- Ksi------ Ksi------- Ksi------- Ksi-------- Ksi--- 1 1 0.40 -0.21 0.00 0.00 0.00 0.00 0.00 2 0..39 -0.21 0.00 -0.31 0.31 0.00 0.00 3 0.38 -0.21 0.00 -0.63 0.63 0.00 0.00 4 0.37 -0.21 0.00 -0.94 0.94 0.00 0.00 5 0.36 -0.21 0.00 -1.26 1-.26 0.00 0.00 -----------------------------------------------------------------------=---- 2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.02 0.00 0.00 0.00 0.00 0.00 3 0.00 -0.05 0.00 -0.01 0.01 0.00 0'.00 4 0.00 -0.07 0.00 -0.02 0.02 0.00 0.00 5 0.00 -0.10 0.00 -0.04 0.04 0.00 0.00 ---------------------------------------------------------------------------- 3 1 0.59 1.67 0.00 -1.62 1.62 0.00 0.00 2 0.59 1.14 0.00 4.54 -4.54 0.00 0.00 3 0.59 -0.20 0.00 5.34 -5.34 0.00 0.00 4 0.59 -1.53 0.00 0.35 -0.35 0.00 0.00 ---------------------------------------------------------------------------- 5 0.59 -2.87 0.00 -10.43 10.43 0.00 0.00 4 1 0.21 0.40 0.00 -0.01 0.01 0.00 0.00 2 0.21 0.12 0.00 0.60 -0.60 0.00 0.00 3 0.21 -0.98 0.00 0.32 -0.32 0.00 0.00 4 0.21 -1.26 0.00 -2.34 2.34 0.00 0.00 ---------------------------------------------------------------------------- 5 0.21 -1.55 0.00 -5.68 5.68 0.00 0.00 5 1 0.33 -0.67 0.00 4.28 -4.28 0.00 0.00 2 0.34 -0.67 0.00 3.21 -3.21 0.00 0.00 3 0.35 -0.67 0.00 2.14 -2.14 0.00 0.00 4 0.36 -0.67 0.00 1.07 -1.07 0.00 0.00 ---------------------------------------------------------------------------- 5 0.37 -0.67 0.00 0.00 0.00 0.00 0.00 6 1 0.87 -1.23 0.00 7.87 -7.87 0.00 0.00 2 0.88 -1.23 0.00 5.90 -5.90 0.00 0.00 3 0.89 -1.23 0.00 3.93 -3.93 0.00 0.00 4 0.90 -1.23 0.00 1.97 -1.97 0.00 0.00 RISA -3D (R) Version 3.01 Job : 854.17 Page: Date: 12/14/99 File: B854-172 Alcano Residence Frame #2 Member Stresses, LC 1 : DL+LAT Member Shear Shear +-------------- Bending --------------+ .Sec Axial y -y z -z y -top y -bot z -top z -bot ------------- Ksi------- Ksi----- Ksi------ Ksi------- Ksi------- Ksi------- Ksi--- 5 0.91 -1.23 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- ___________________< Member Deflections, LC 1 : DL+LAT Member +--------- Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) -------------in---------in---------in---------rad--------------------------- 1 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 -0.061 0.000 0.00000 2236.4 NC 3 -0.001 -0.124 0.000 0.00000 1099.7 NC 4 -0.001 -0.191 0.000 0.00000 713.5 NC 5 -0.002 -0.264 0.000 0.00000 515.8 NC ---------------------------------------------------------------------------- 2 1 0.264 0.032 0.000 0.00000 NC NC 2 0.264 0.024 0.000 0.00000 NC NC 3 0.264 0.015 0.000 0.00000 NC NC 4 0.264 0.007 0.000 0.00000 NC NC 5 0.264 -0.002 0.000 0.00000 NC NC -----------------------------=--------------------------------------------- 3 1 0.2 64 - 0.002 0.000 0.00000 NC NC 2 0.262 -0.170 0.000 0.00000 1901.7 NC 3 0.260 -0.213 0.000 0.00000 1514.5 NC 4 0.259 -0.106 0.000 0.00000 3106.3 NC ---------------------------------------------------------------------------- 5. 0.257 -0.004 0.000 0.00000 NC NC 4 1 0.257 -0.004 0.000 0.00000 NC NC 2 0.257 -0.002 0.000 0.00000 NC NC 3 0.257 0.005 0.000 0.00000 NC NC 4 0.256 0.013 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 5 0.256 -0.002 0.000 0.00000 NC NC 5 1 0.002 -0.256 0.000 0.00000 NC NC 2 0.001 -0.213 0.000 0.00000 6392.0 NC 3 0.001 -0.152 0.000 0.00000 5593.0 NC 4 0.000 -0.079 0.000 0.00000 8948.7 NC 5 0.000 0.000 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 6 1 0.004 -0.257 0.000 0.00000 NC NC 2 0.003 -0.232 0.000 0.00000 3481.0 NC 3 0.002 -0.173 0.000 0.00000 3045.9 NC 4 0.001 -0.092 0.000 0.00000 4873.4 NC ----------------------------------------=----------------------------------- 5 0.000 0.000 0.000 0.00000 NC NC Joint Displacements, LC 2 : TL Joint +--------- RISA -3D (R) Version 3.01 X Y Z X Rotate Y Rotate Z Rotate -----------in---------in---------in----------rad--------rad--------rad------ Job : 854.17 1 0.000 0.000_ 0.000 0.00000 Page: i7'14 0.00042 2 0.045 0.028 0.000 0.00000 0.00000 Date: 12/14/99 3 0.045 -0.003 0.000 0.00000 0.00000 -0.00211 File: B854-172 0.041 Alcano Residence 0.00000 .0.00088 5 0.041 -0.001 0.000 Frame #2 -0.00001 6 0.000 0.000 0.000 0.00000 0.00000 Member AISC Unity Checks, LC 1 : DL+LAT >________________ Member Joints Unity Shear Fb Fb Cm Cm ASD I = J. Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn --------------------------------------- Y Z Mx Ksi--- Ksi--- Ksi---------------------- 1 1 3 0.052 5 0.011 ly 24.02 35.99 31.67 1.75 0.85 0.85 H1-2 2 2 3 0.001 5 0.005 5y 27.74 35.99 31.67 1.75 0.85 0.85 H1-2 3 3 4 0.428 5 0.149 5y 5.06 35.99'28.79 1.59 0.85 0.85 H1-1 4 4 5 0.204 5 0.081 5y 16.04 35.99 28.79 1.75 0.85 0.85 H1-2 5 5 6 0.160 1 0.035 ly 22.40 35.99 28.79 1.75 0.85 0.85 H1-2 6 4 7 0.304 1 0.064 ly 22.40 35.99 28.79 1.75 0.85 0.85 H1-2 Joints Material Takeoff, LC 1 : DL+LAT Section Database I- J Sec Axial y -y z -z Total y -y Total ---------------------- Set Shape K -ft ------- Length 1 Weight 16.16 -4.73 0.00 ----------------------------------- 0.00 0.00 ft ---------------- K ------------.---------- COL W14X68 0.00 22.66 13.39 1.54 3 COL2 W12X72 0.00 11.33 0.81 15.55 -4.73 0.00 BM W14X53 40.17 42.08 2.23 Total Wts: 4.59 Joint Displacements, LC 2 : TL Joint +--------- Translation --------+ +----------- Rotation ----------+ No. X Y Z X Rotate Y Rotate Z Rotate -----------in---------in---------in----------rad--------rad--------rad------ 1 0.000 0.000_ 0.000 0.00000 0.00000 0.00042 2 0.045 0.028 0.000 0.00000 0.00000 -0.00211 3 0.045 -0.003 0.000 0.00000 0.00000 -0.00211 4 0.041 -0.008 0.000 0.00000 0.00000 .0.00088 5 0.041 -0.001 0.000 0.00000 0.00000 -0.00001 6 0.000 0.000 0.000 0.00000 0.00000 -0.00042 7 0.000 0.000 0.000 0.00000 0.00000 -0.00079 Reactions, LC 2 : TL Joint +------------ Forces -----------+ +----------- Moments ----------+ No. X Y Z Mx My Mz ----------- K ---------- K ---------- K ----------- K -ft ------- K -ft ------- K -ft ----- 1 4.73 16.16 NC NC NC 0.00 6 -0.94 5.36 NC NC NC 0.00 7 -3.79 35.12 NC NC NC 0.00 Totals: 0.00 56.64 0.00 Center of Gravity Coords (X,Y,Z) (ft) 20.355, 11.094, 0.000 Member Section Forces, LC 2 TL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K--- ----- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 1 1- 3 1 16.16 -4.73 0.00 0.00 0.00 0.00 2 15.95 -4.73 0.00 0.00 0.00 13.39 0 3 15.75 -4.73 0.00 0.00 0.00 26.78 4 15.55 -4.73 0.00 0.00 0.00 40.17 ______________________< Member Stresses, LC 2 : TL Member RISA -3D (R) Version 3.01 +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top Job : 854.17 ------------- Ksi------- Ksi----- Ksi------ Ksi------- Ksi------- Ksi------- Ksi--- 1 1 0.77 Page: 0.00 0.00 0.00 0.00 0.00 2 0.76 Date: 12/14/99 0.00 -1.65 1.65 0.00 0.00 3 0.75 File: B854-172 0.00 Alcano Residence 3.30 0.00 0.00 4 0.74 -1.08 0.00 Frame #2 4.95 0.00 0.00 5 0.73 -1.08 0.00 -6.59 6.59 Member Section Forces, LC 2 TL 0.00 Member Joints 0.00 0.00 Shear Shear 2 Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 5 15.34 -4.73 0.00 0.00 0.00 53.56 -----------=---------------------------------------------------------------- 2 2- 3 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.18 0.00 0.00 0.00 0.03 3 0.00 -0..35 0.00 0.00 0.00 0.11 4 0.00 -0.53 0.00 0.00 0.00 0.25 5 0.00 -0.70 0.00 0.00 0.00 0.44 ---------------------------------------------------------------------------- 3 3- 4 1 4.73 14.64 0.00 0.00 0.00 54.00 2 4.73 10.91 0.00 0.00 0.00 -30.64 3 4.73 1..06 0.00 0.00 0.00 -55.89 4 4.73 -8.79 0.00 0.00 0.00 -16.65 5 4.73 -18.64 0.00 0.00 0.00 87.06 ----------------------.---------=-------------------------------------------- 4 4- 5 1 0.94 9.60 0.00 0.00 0.00 43.98 2 0.94 7.58 0.00 0.00 0.00 13.22 3 0.94 -0.56 0.00 0.00 0.00 -7.77 4 0.94 -2:57 0.00 0.00 0.00 -2.16 5. 0.94 4.59 0.00 0.00 0.00 10.67 ----------=----------------------------------------------------------------- 5 5- 6 1 4.59 -0.94 0.00 0.00 0.00 -10.67 2 4.78 -0.94 0.00 0.00 0.00 -8.01 3 4.98 -0.94 0.00 0.00 0.00 -5.34 4 5.17 -0.94 0.00 0.00 0.00 -2.67 ---------------------------------------------------------------------------- 5 5.36 -0.94 0.00 0.00 0.00 0.00 6 4- 7 1 34.35 -3.80 0.00 0.00 0.00 -43.08 2 34.54 -3.80 0.00 0.00 0.00 -32.31 3 .34.73 -3.80 0.00 0.00 0.00 -21.54 4 34.93 -3.80 0.00 0.00 0.00 -10.77 ---------------------------------------------------------------------------- 5 35.12 -3.80 0.00 0.00 0.00 0.00 ______________________< Member Stresses, LC 2 : TL Member Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top z -bot ------------- Ksi------- Ksi----- Ksi------ Ksi------- Ksi------- Ksi------- Ksi--- 1 1 0.77 -1.08 0.00 0.00 0.00 0.00 0.00 2 0.76 -1.08 0.00 -1.65 1.65 0.00 0.00 3 0.75 -1.08 0.00 -3.30 3.30 0.00 0.00 4 0.74 -1.08 0.00 -4.95 4.95 0.00 0.00 5 0.73 -1.08 0.00 -6.59 6.59 0.00 0.00 ---------------------------------------------------------------------------- 2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 -0.04 0.00 0.00 0.00 0.00 0.00 3 0.00 -0.08 0.00 -0.02 0.02 0.00 0.00 RISA -3D (R) Version 3.01 Job : 854.17 Page: Date: 12/14/99 File: B854-172 Alcano Residence Frame #2 Member Stresses, LC 2 : TL Member Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top z -bot ------------- Ksi------- Ksi----- Ksi------ Ksi ------- Ksi------- Ksi------- Ksi--- 4 0.00 -0.12 0.00 -0.04 0.04 0.00 0.00 5 0.00 -0.16 0.00 -0.07 0.07 0.00 0.00 ----------------------- 1 1 0.30 ---------------------------------------------------- 3.41 0.00 -8.34 8.34 0.00 0.00 2 0.30 2.54 0.00 4.73 -4.73 0.00 0.00 3 0.30 0.25 0.00 8.63 -8.63 0.00 0.00 4 0.30 -2.05 0.00 2.57 -2.57 0.00 0.00 5 0.30 -4.34 0.100 -13.44 13.44 0.00 0.00 4 1 7 ------------------------------------------------------------------ 0.06 2.24 0.00 -6.79 6.79 0.00 0.00 2 0.06 1.77 10.00 -2.04 2.04 0.00 0.00 3 0.06 -0.13 0.00 1.20 -1.20 0.00 0.00 4 0.06 -0.60 0.00 0.33 -0.33 0.00 0.00 5 0.06 -1.07 0.00 -1.65 1.65 0.00 0.00 --------------------7------------------------------------------------------- 5 1 0.23 -0.19 0.00 1.24 -1.24 0.00 0.00 2 0.24 -0.19 0.00 0.93 -0.93 0.00 0.00 3 4 0.25 0.26 -0.19 -0.19 0.00 0.00 0.62 -0.62 0.31 -0.31 0.00 0.00 0.00 0.00 5 0.27 -0.1'9 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 6 1 1.72 -0.78. 0.00 5.02 -5.02 0.00 0.00 2 1.73 -0.78 0.00 3.76 -3.76 0.00 0.00 3 1.74 -0.78 0.00 2.51 -2.51 0.00 0.00 4 1.75 -0.78 0.00 1.25 -1.25 0.00 0.00 5 ---------------------------------------------------------------------------- 1.76 -0.78 0.00 0'.00 0.00 0.00 0.00 _____________________< Member Deflections, LC 2 : TL Member +--------- Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) -------------in---------in---------in---------rad--------------------------- 1 1 0.000 0.000 0.000 0.00000 NC NC 2 -0.001 '0.016 0.000 0.00000 8687.8 NC 3 -0.002 0.021 0.000 0.00000 6607.2 NC 4 -0.003 0.004 0.000 0.00000 NC NC 5 -0.003 -0:045 0.000 0.00000 3047.2 NC ---------------------------------------------------------------------------- 2 1 0.045 0.028 0.000 0.00000 NC NC 2 0.045 0.020 0.000 0.00000 NC NC 3 0.045 0.012 0.000 0.00000 NC NC 4 0.045 0.004 0.000 0.00000 NC NC 5 0.045 -0.003 0.000 0.00000 NC NC 3 1 0.045 -0.003 0.000 - 0.00000 - NC NC 2 0.044 -0.227 0.000 0.00000 1433.0 NC RISA -3D (R) Version 3.01 Job : 854.17 Page: -I-etSl Date: 12/14/99 File: B854-172 Alcano Residence Frame #2 Member Deflections, LC 2 : TL Member +--------- Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) -------------in---------in---------in---------rad---------------- ----------- 3 0.043 -0.332 0.000 0.00000 ! 975.1 NC 4 0.042 -0.196 0.000 0.00000 1679.5 NC 5 0.041 -0.008 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 4 1 0.041 -0.008 0.000 0.00000 NC NC 2 0.041 0.004 0.000 0.00000 NC NC 3 0.041 -0.003 0.000 0.00000 NC NC 4 0.041 -0.003 0.000 0.00000 NC NC 5 0.041. -0.001 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 5 1 0.001 -0.041 0.000- 0.00000 NC 'NC 2 0.001 -0.037 0.000 0.00000 NC NC 3 0.001 =0.028 0.000 0.00000 NC NC 4 0.000 -0.015 0.000 0.00000 NC NC 5 0.000 0.000 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 6 1 0.008 -0.041 0.000 0.00000 NC NC 2 0.006 -0.056 0.000 0.00000 5455.3 NC 3 0.004 -0.049 0.000 0.00000 4773.3 NC 4 0.002 -0.028 0.000 0.00000 7637.4 NC 5 0.000 0.000 0.000 0.00000 NC NC ---------------------------------------------------------------------------- __________________< Member AISC Unity Checks, LC 2 : TL Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk. Loc Chk Loc Fa yy zz Cb yy zz Eqn --------------------------------------- Ksi--- Ksi--- Ksi---------------------- 1 1 3 0.311 5 0.075 ly 18.02 27.00 23.76 1.75 0.85 0.85 H1-2 2 2 3 0.003 5 0.011 5y 20.81 27.00 23.76 1.75 0.85 0.85 H1-2 3 3 4 0.782 5 0.302 5y 3.79 27.00 17.51 1.21 0.85 0.85 H1-2 4 4 5 0.317 1 0.155 ly 12.03 27.00 21.60 1.51 0.85 0.85 H1-2 5 5 6 0.068 1 0.013 ly 16.81 27.00 21.60 1.75 0.85 0.85 H1-2 6 4 7 0.312 1 0.054 ly 16.81 27.00 21.60 1.75 0.85 0.85 H1-2 Material Takeoff, LC 2 : TL Section Database Total Total Set Shape Length Weight -----------------------------------ft----------------K---------------------- COL W14X68 22.66 1.54 COL2 W12X72 11.33 0.81 BM W14X53 42.08 2.23 Total Wts: 4.59 0 RISA -3D (R) Version 3.01 Job : 854.17 Page: >V97 -- Date: 9ZDate: 12/14/99 File: B854-172 Alcano Residence Frame #2 Member AISC Unity Checks, LC 3 : DL+.7LL+2.25LAT Member Joints. Unity Shear Fb Fb Cm Cm ASD I J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn ---------- ----------------------------- Ksi--- Ksi--- Ksi---------------------- 1 1 3 0.022 5 0.001 ly 24.02 35.99 31.67 1.75 0.85 0.85 H1-1 2 .2 3 0.002 5 0.008 5y 27.74 35.99 31.67 1.75 0.85 0.85 H1-2 3 3 4 0.769 5 0.237 5y 5.06 35.99 28.79 1.75 0.85 0.85 H1-1 4 4 5 0.435 5 0.156 5y 16.04 35.99 28.79 2.03 0.85 0.85 Hl -2 5 5 6 0.339 1 0.074 ly 22.40 35.99 28.79 1.75 0.85 0.85 H1-2 6 4 7 0.583 1 0.126 ly 22.40 35.99 28.79 1.75 0.85 0.85 H1-2 Reactions, LC 4 DL Joint +----------- Forces -----------+ +----------- Moments----------- No. ---------+No. X Y Z Mx My Mz ----------- K ---------- K ---------- K ----------- K -ft ------- K -ft ------- K -ft ----- 1 2.76 9.83 NC NC NC 0.00 6 -0.55 3.50 NC NC NC 0.00 7 -2.21 20.75 NC NC NC 0.00 Totals: 0.00 34.08 0.00 Center of Gravity Coords (X,Y,Z) (ft) : 20.388, 10.938, 0.000 Reactions, LC 5 : LL Joint +----------- Forces ----- -----+ +----------- Moments ----------+ No. X Y Z Mx My Mz ----------- K ---------- K ---------- K ----------- K -ft ------- K -ft ------- K -ft ----- 1 1.97 6.33 NC NC NC 0.00 6 -0.39 1.86 NC NC NC 0.00 7 -1.59 14.37 NC NC NC 0.00 Totals: 0.00 22.56 0.00 Center of Gravity Coords.(X,Y,Z) (ft) : 20.304, 11.330, 0.000. Reactions, LC 6 : LAT Joint +----------- Forces -----------+ +----------- Moments ----------+ No. X Y Z Mx My Mz ----------- K ---- ------ K ---------- K ----------- K -ft ------- K -ft ------- K -ft ----- 1 -1.85 -1.42 NC NC NC 0.00 6 -2.67 3.89 NC NC NC 0.00 7 -3.73 -2.47 NC NC NC 0.00 Totals: -8.24 0.00 0.00 Center of Gravity Coordinates (X,Y,Z) : No Calculation • 153 FRAME CONNECTION DESIGN: (per SAC 96-03) Frame #2- Geometry• Beam = w14x53 Column = w14x68 Fyb = 50 ksi Fyc = 50 ksi db = 13.92 in. do = 14.04 in. bfb = 8.06 in. bfc = 10.04 in. tfb = 0.66 in. tfc = 0.72 in. Ab = 15.6 in.112 Ac = 20 in.112 Zb = 87.1 in.^3 Zc = 115 in.^3 twc = 0.42 in. # of.beams @ Joint = 1 Lph = 16.98 in. (distance from face of column to plastic hinge) CL to CL beam span = 26.5 ft. L'= 22.500 ft Hct = 6 ft. dp =. 15.92 in. ht = 0.000 ft Hcb = 11.33 ft. hb = 5.002 ft Loading: Loading over L' span: (from CL of left column) w1=0.510klf P1=6.118K x1=7.58 ft. w2 = 0.000 klf P2 = 6.118 K x2 = 14.3 ft. .w3 = 0.000 klf P3 = 6.118 K x3 = 21.1 ft. R4=0K x4=Oft. -oading over cover plate span: (from CL of left column) w1=0.510k1f P1=0K x1=Oft. w2 = 0.000 klf P2 = 0 K x2 = Oft. w3 = 0.000 klf P3 = 0 K x3 = Oft. Determine Probable Plastic Moment at Hinges: Mpr = B*Mp = B*Zb*Fyb B = 1.2 Mpr = 5226 K -in Determine Shear at Hinges: Vp = 2*Mpr/L' + Vgl(max) Vgl = Shear due to gravity loading Vgl(left) = 14.03 K Vgl(right) = 15.80 K Vp=54.51K. 9 1154 - Find Moment at Column Face: Mf = Mpr + Vp*Lph + Mcp Mcp = Moment due to loading over cover plate portion Mf = 6152.1 K -in Find Moment at CL of Column: Mc = Mpr + Vp*(Lph+dc/2) Mc = 6534.2 K -in Check Strong Column - Weak beam: Vf = 0 K fat = 0 ksi ht = 0.000 ft Vc = 86.04 K fab = 0.52 ksi hb = 5.002 ft Mct = 0.0 K -in dp = 15.92 in. Mcb = 5164.4 K -in Sum Mc = 5164.4 K -in Eqn. 7.5.2.5-1-4 = 1.102 > 1.0 O.K. Cover Plate Design: 0 fb = Mf/S < 40ksi. (neglect web) Sreq'd. = 153.8 in.^3 Top Plate Bottom Plate t=1in. t=1in. L = 13.5 in. L = 13.5 in. NA = 7.96 in. Ix' _ { Sx = 171.7 in.^3 O.K. 0 L` COLUMN PANEL CHECK: BEAM DATA: w14x53 Db = 13.92 in. Bfb = 8.06 in. Tfb = 0.66 in. COL.DATA: w14x68 Dc = 14.04 in. Twc = 0.415 in. Tfc = 0.72 in. T = 11.04 in. Kc = 1.5 in. Bfc= 10.035 in. DOUBLER PLATE CHECK: Mc = 410.14 ft -K Vcol = 72.4 K F = 386.44 K Va = 314.04 K tz= (dz+wz)/90= UBC 22* V= .55*Fy*do*t*(1+(3*bc*tcf^2)/(db*dc*t)) V= 384.11 K ZONE THICKNESS O.K. Tdpl = 0.500 in. = DBL.PL. THK. WELD CHECK: VERTICAL WELD: Vbd = (Va*.95*Db*Tdpl)/((Dc-2*Tfc)*(Tw+Tdpl) = 180.10 k fv = Vbd/(.95*Db+Tfb+5*Kc) 8.42 k/in. Fd = Mp*TdpV(.95*Db*(Tw+Tdpl) 16.95 k fh = Fd/(Tfb+5*Kc) 2.08 k/in. fr (fv^2+fh^2)^.5 .= 8.67 k/in. VELD STRESS = fr/Tdpl 17.35 ksi < 19.8 ksi o.k. HORIZONTAL WELD: Vmax = TW*Dc*.55*Fy = 115.37 k M =(Vmax*.95*Db*H*12/(#(H*12-.95*Db))/12 163.06 k -ft. M resultant = Mb -M 247.0767 k -ft. fh = M res/(H*(Dc-2*Tfc)) 3.92 k/in. MIN. FILLET = fh/1.58 k per 16th in. 2.48 /16 in. 0.16 in. 0.42 0.28 O.x COLUMN STIFFNER CHECK: Twc = 0.42 in. Twc > (Bfb*Tfb)/(Tfb+5*Kc) > 9.62 in. Twc > (Dc*Bfb*Tfb*(36)^.5/4100)^ > 0.00 in. Tfc = 0.72 in. Tfc > .4(Bfb"Tfb)^.5 > 4.24 in. STIFFNER PLATE REQUIRED � 0 • FRAME CONNECTION DESIGN: (per SAC 96-03) Frame #2 Geometry: Beam = w14x53 Column = w12x72 Fyb = 50 ksi Fyc = 50 ksi db = 13.92 in. do = 12.25 in. bfb = 8.06 in. bfc = 12.04 in. tfb = 0.66 in. tfc = 0.67 in. Ab = 15.6 in.^2 Ac = 21.1 in.^2 Zb = 87.1 in.^3 Zc = 108 in.^3 twc = 0.43 in. # of beams @ Joint = 1 Lph = 16.98 in. (distance from face of column to plastic hinge) CL to CL beam span = 26.5 ft. L'= 22.649 ft Hct = 0 ft. dp = 15.92 in. ht = 0.000 ft Hcb = 11.33 ft. hb = 5.002 ft Loading: Loading over L' span: (from CL of left column) w1=0.510k1f P1=6.118K x1=7.58 ft. w2 = 0.000 klf P2 = 6.118 K x2 = 14.3 ft. w3 = 0.000 klf P3 = 6.118 K x3 = 21.1 ft. P4=0K x4=Oft. -oading over cover plate span: (from CL of left column) w1=0.510klf P1 OK x1=0ft. w2 = 0.000 klf P2= OK x2 = Oft. w3 = 0.000 klf P3 = 0 K x3 = Oft. Determine Probable Plastic Moment at Hinges: Mpr = B*Mp = B*Zb*Fyb B= 1.2 Mpr = 5226 K -in Determine Shear at Hinges: Vp = 2*Mpr/L' + Vgl(max) Vgl = Shear due to gravity loading Vgl(left) = 14.08 K Vgl(right) = 15.83 K Vp = 54.29 K Find Moment at Column Face: Mf = Mpr + Vp'Lph + Mcp Mcp = Moment due to loading over cover plate portion Mf = 6148.3 K -in Find Moment at CL of Column: Mc = Mpr+ Vp"(Lph+dc/2) Mc = 6480.3 K -in Check Strona Column - Weak beam: Vf = 0 K fat = 0 ksi ht = 0.000 ft Vc = 85.33 K fab = 0.52 ksi hb = 5.002 ft Mct = 0.0 K -in dp = 15.92 in. Mcb = 5121.7 K -in Sum Mc = 5121.7 K -in Eqn. 7.5.2.5-1-4 = 1.043 > 1.0 O.K. Cover Plate Desian: 0 fb = Mf/S < 40ksi. (neglect web) Sreq'd. = 153.7 in.^3 Top Plate Bottom Plate t= 1 in. t= 1 in. L = 13.5 in. L = 13.5 in. NA = 7.96 in. Ix' _ J Sx = 171.7 in.^3 O.K. 0 • C COLUMN PANEL CHECK: BEAM DATA: w14x53 Db = 13.92 in. Bfb = 8.06 in. Tfb = 0.66 in. COL. DATA: 156 w12x72 Dc = 12.25 in. Twc = 0.43 in. Tfc = 0.67 in. T = 9.5 in. Kc = 1.375 in. Bfc= 12.04 in. DOUBLER PLATE CHECK: Mc = 409.89 ft -K Vcol = 72.4 K F = 386.20 K Va = 313.84 K tz= (dz+wz)/90= UBC 22' V= .55*Fy*do*t*(1+(3*bc*tcf^2)/(db*dc*t)) V= 387.44 K ZONE THICKNESS O.K. Tdp1= 0.625 in. = DBL.PL. THK. WELD CHECK: VERTICAL WELD: Vbd = (Va*.95*Db*Tdpl)/((Dc-2*Tfc)*(Tw+Tdpl) 225.36 k fv = Vbd/(.95*Db+Tfb+5*Kc) 10.86 k/in. Fd = Mp*TdpV(.95*Db*(Tw+Tdpl) 18.36 k fh = Fd/(Tfb+5*Kc) = 2.44 k/in. fr = (fV^2+fh^2)^.5 = 11.13 k/in. VELD STRESS = fr/Tdpl 17.80 ksi < 19.8 ksi o.k. HORIZONTAL WELD: Vmax = Tw*Dc*.55*Fy 104.30 k M =(Vmax*.95*Db*H*12/(#(H*12-.95*Db))/12 = 147.41 k -ft. M resultant = Mb -M 262.4713 k -ft. fh = M res/(H*(Dc-2*Tf6)) 4.81 k/in. MIN. FILLET = fh/1.58 k per 16th in. 3.04 /16 in. = 0.19 in. 0.43 0.26 O.K. COLUMN STIFFNER CHECK: Twc = 0.43 in. Twc > (Bfb"Tfb)/(Tfb+5*Kc) > 9.83 in. Twc > (Dc*Bfb*Tfb*(36)^.5/4100)^ > 0.00 in. Tfc = 0.67 in. Tfc > .4(Bfb*Tfb)^.5 > 4.24 in. STIFFNER PLATE REQUIRED • Footing Design OK 4.50ft.x 4.50ft Footing, 18,Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high DL+LL B. G. Stuctural Engineerig, Inc. Actual Title : Alacano Residence Lot 26 - Traditio Job # 854.17 M& Soil Pressure 1,015.5 1,268.4 psf Dsgnr: BG Date: 11:20AM, 14 DEC 99 Allowable 1,500.0 Description Required Steel'Area 0.252 in2 _"X' Ecc, of Resultant Scope: 1.515 in "Y' Ecc, of Resultant 0.000 in Rev: 510001 General Footing Analysis & Design Vn * Phi Description Frame 2 - Pad Footing Left Column General Information 85.000 psi X -X Min. Stability Ratio o Overturning 1.500 :1 AllowaDle.5oil Bearing 1,500.0 pst Ulmensions... 17.825 Short Term Increase 1.330 Width along X -X Axis 4.500 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 4.500 ft Seismic Zone 4 Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 0.00 in Live & Short Tenn Combined Col Dim. Along Y -Y Axis 0.00 in fc 2,500.0 psi Fy 60,000.0 psi Min Steel 0.0014 Concrete Weight 145.00 pcf Depth to Rebar 3.00 in Loads Applied Vertical Load... Dead Load 9.830 k ...ecc along X -X Axis 0.000 in Live Load 6.330 k ...ecc along Y -Y Axis 0.000 in Short Term Load 1.420 k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term 1.850 k k • Footing Design OK 4.50ft.x 4.50ft Footing, 18,Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable M& Soil Pressure 1,015.5 1,268.4 psf Max Mu 3.518 k -ft Allowable 1,500.0 1,995.0 psf Required Steel'Area 0.252 in2 _"X' Ecc, of Resultant 0.000 in 1.515 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi 1 -Way . 7.554 85.000 psi X -X Min. Stability Ratio o Overturning 1.500 :1 2 -Way 25.300 .170.000 psi Y -Y Min. Stability Ratio 17.825 c - d: enerca c vuksic 854-17.ecw:Calculations KVM502454, Ver ..b, 1 5-jul-i 99125, M32 /6110 B. G. Stuctural Engineerig, Inc. Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:20AM, 14 DEC 99 Description Scope Rev: 510001 General Footing Analysis & Design Description Frame 2 - Pad Footing Left Column Two -Way Shear 25.21 psi 25.30 psi 11.14 psi 170.00 psi One -Way Shears... Vu @ Left 6.43 psi 7.55 psi 3.36 psi 85.00 psi Vu @ Right 6.43 psi 5.35 psi 2.30 psi 85.00 psi Vu @ Top 6.43 psi 6.45 psi 2.83 psi 85.00 psi Vu @ Bottom 6.43 psi 6.45 psi 2.83 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Req'd Mu @ Left 3.07 k -ft 2.63 k -ft 1.14 k -ft 15.1 psi 0.25 in2 per ft Mu @ Right 3.07 k -ft 3.52 k -ft . 1.57 k -ft 17.4 psi 0.25 in2 per ft Mu @ Top 3.07 k -ft 3.08 k -ft 1.35 k -ft 15.2 psi 0.25 in2 per ft Mu @ Bottom 3.07 k -ft 3.08 k -ft 1.35 k -ft 15.2 psi 0.25 in2 per ft Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 1,015:52 1,015.52 1,015.52 1,015.52 psf DL + LL + ST 902.93 11-268.36 1,085.65 1,085.65 psf Factored Load Soil Pressures ACI Eq. 9-1 1,515.51 1,515.51 1,515.51 1,515.51 psf ACI Eq. 9-2 1,264.10 1,775.71 1,519.91 1,519.91 psf ACI Eq. 9-3 -r -ACI, 607.82. 853.81 730.81 730.81 psf ACI Factors (pie applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST * : 1.100 • c - d:\enercalc\vuksic 854-17.ecw:Calcu1ations er .. 5 -Jul -1 99B -,W in • • • B. G. Stuctural Engineerig, Inc. r -&T Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:20AM, 14 DEC 99 Description : Scope : Rev: 510001 General Footing Analysis & Design Description Frame 2 - Pad Footing Center Column Short Term Increase Base Pedestal Height Seismic Zone Overburden Weight Live & Short Tenn Combined fc Fy Concrete Weight Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Tenn Applied Shears.. Dead Load Live Load Short Term 1.330 Width along X -X Axis 6.500 ft 0.000 in Length along Y -Y Axis 6.500 ft 4 Footing Thickness 18.00 in 0.00 psf Col Dim. Along X -X Axis 0.00 in Col Dim. Along Y -Y Axis 0.00 in 2,500.0 .psi Required Steel Area 0.252 in2 60,000.0 psi Min Steel 0.0014 145.00 pcf Depth to Rebar 3.00 in 20.750 k 14.370 k 2.470 k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k 3.730 k ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 6.50ft x 6.50ft Footing, 18.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,048.7 1,229.4 psf Max Mu 7.195 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.252 in2 "X' Ecc, of Resultant 0.000 in 1.435 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi 1 -Way 15.295 85.000 psi X -X Min. Stability Ratio o Overturning 1.500 :1 2 -Way 56.996 170.000 psi Y -Y Min. Stability Ratio 27.173 c - d:\enercalc\vuksic 854-17.ecw:Calculations er - u in � 0 B. G. Stuctural Engineerig, Inc. Description Frame 2 - Pad Footing Center Column r.&z, Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:20AM, 14 DEC 99 Description : Scope : Two -Way Shear 57.00 psi 56.09 psi 23.59 psi 170.00 psi One -Way Shears... Vu @ Left 14.17 psi 15.30 psi 6.50 psi 85.00 psi Vu @ Right 14.17 psi 12.59 psi 5.24 psi 85.00 psi Vu @ Top 14.17 psi 13.94 psi 5.87 psi 85.00 psi Vu @ Bottom 14.17 psi 13.94 psi 5.87 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Re4'd Mu @ Left 6.68 k -ft 5.96 k -ft 2.48 k -ft 33.0 psi 0.25 in2 per ft Mu @ Right 6.68 k -ft 7.20 k -ft 3.05 k -ft 35.5 psi 0.25 in2 per ft Mu @ Top 6.68 k -ft 6.58 k -ft 2.77 k -ft 33.0 psi 0.25 in2 per ft Mu @ Bottom 6.68 k -ft 6.58 k -ft 2.77 k -ft 33.0 psi 0.25 in2 per ft Soil ressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 1,048.74 1,048.74 1,048.74 1,048.74 psf DL + LL + ST 984.96 1,229.44 1,10720 1,107.20 psf Factored Load Soil Pressures ACI Eq. 9-1 1,570.28 1,570.28 1,570.28 1,570.28 psf ACI Eq. 9-2 1,378.95 1,721.22 1,550.09 1,550.09 psf ACI Eq. 9-3 640.16 799.06 719.61 719.61 psf Factors per AU, applied intemally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST " : 1.100 c - :\enerca c vuksic 854-17.ecw:Calculations er - u - m • • B. G. Stuctural Engineerig, Inc. Rev: 510001 uenera Description Frame 2 - Pad Footing Right Column Short Term Increase Base Pedestal Height Seismic Zone Overburden Weight Live & Short Term Combined Pc Fy Concrete Weight Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term !03 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:21AM, 14 DEC 99 Description : Scope : Il� 1.330 Width along X -X Axis 4.000 ft 0.000 in Length along Y -Y Axis 4.000 ft 4 Footing Thickness 18.00 in 0.00 psf Col Dim. Along X -X Axis 0.00 in Allowable Col Dim. Along Y -Y Axis 0.00 in 2,500.0 psi 0.252 in2 "X' Ecc, of Resultant 60,000.0 psi Min Steel 0.0014 145.00 pcf Depth to Rebar 3.00 in 3.500 k 1.860 k 3.890 k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k 2.670 k ...ecc along X -X Axis . 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Anis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 4.00ft x 4:00ft Footing, 18.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 552.5 1,171.1 psf Max Mu 2.336 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.252 in2 "X' Ecc, of Resultant 0.000 in 3.775 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ` Phi 1 -Way 5.291 85.000 psi X -X Min. Stability Ratio o Overturning 1.500:1 2 -Way > 12.904 170.000 psi Y -Y Min. Stability Ratio 6.357 c d:lenercalc vu sic 854-17.ecw: a culationsVer 5.0.b, I 5-jul-1 995, Win3z Uj B. G. Stuctural Engineerig, Inc. . I &�, '+ Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:21AM, 14 DEC 99 Description Scope : Rev: 510001 General Footing Analysis & Design Description Frame 2 - Pad Footing Right Column Two -Way Shear 8.03 psi 12.90 psi 8.57 psi 170.00 psi 552.50 552.50 One -Way Shears... 552.50 psf DL + LL + ST 420.16 1,171.09 795.62 795.62 psf Vu @ Left 2.15 psi 5.29 psi 3.50 psi 85.00 psi 808.37 808.37 Vu @ Right 2.15 psi 1.60 psi 1.07 psi 85.00 psi 1,113.87 1,113.87 psf Vu @ Top 2.15 psi 3.45 psi 2.29 psi 85.00 psi ACI Factors per AU, applied Vu @ Bottom 2.15 psi 3.45 psi 2.29 psi 85.00 psi ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Reo'd 1.700 Mu @ Left 1.01 k -ft 0.90 k -ft 0.60 k -ft 5.0 psi 0.25 in2 per ft Mu @ Right 1.01 k -ft 2.34 k -ft 1.55 k -ft 11.5 psi 0.25 in2 per ft Mu @ Top 1.01 k -ft 1.62 k -ft 1.07 k -ft 8.0 psi 0.25 in2 per ft Mu @ Bottom 1.01 k -ft 1.62 k -ft 1.07 k -ft 8.0 psi 0.25 in2 per ft Soil Pressure Summary oervice Loaa .*.)oil rressures Len rugnt lop bottom DL + LL 552.50 552.50 552.50 552.50 psf DL + LL + ST 420.16 1,171.09 795.62 795.62 psf Factored Load Soil Pressures ACI Eq. 9-1 808.37 808.37 808.37 808.37 psf ACI Eq. 9-2 588.22 1,639.53 1,113.87 1,113.87 psf ACI Eq. 9-3 387.09 1,078.91 733.00 733.00 psf ACI Factors per AU, applied internally o entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST' : 1.100 c : enerca c vu sic 854-17.ecw:Calcu ations - er .. - u - in S02I P N . V- f d � N ate -�- .�► ,, �W S02I P N . 0 P m N .;;I • N 0 P m N .;;I • • • RISA -3D (R) Version 3.01 Alcano Residence Frame #6 Job : 854.17 Page: 1&G Date: 12/14/99 File: B854-176 Units .................. US Standard Steel Code ........................ AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear Deformation......... Yes Include Warping....... Yes No. of Sections for Member Calcs.. 5 Do Redesign ....................... Yes P -Delta Analysis Tolerance........ 0.50% Vertical Axis ..................... Y Joint Coordinates Joint X Y z Joint No Coordinate Coordinate Coordinate Temperature ------------------ft------------ft------------ft---------------%F------------ 1 0.000 0.000 0.000 0.00 2 0.000 12.500 0.000 0.00 3 6.670 12.500 0.000 0.00 4 26.170. 12.500 0.000 0.00 5. 32.840 12.500 0.000 0.00 6 6.670 14.750 0.000 0.00 7 16.420 17.500 0.000 0.00 8 26.170 14.750 0.000 0.00 9 32.840 0.000 0.000 0.00 10 26.170 0.000 0.000 0.00 11 6.670 0.000 0.000 0.00 _______ Boundary Conditions >___________=_______________ Joint +-------.-- Translation --------+ +-------- Rotation ----------+ No X Y z Mx My Mz ----------- K/in------- K/in------- K/in------ K-ft/rad--- K-ft/rad--- K-ft/rad--- 1 Reaction Reaction � Fixed Fixed Fixed 9 Reaction Reaction Fixed. Fixed Fixed 10 Reaction Reaction Fixed Fixed Fixed 11 Reaction . Reaction Fixed Fixed .Fixed Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label. Modulus Modulus Ratio Coef. Density •Stress ------------- Ksi---------- Ksi---------------- 10A5%F---- K/ft3------- Ksi------ A36 29000.00 11154.00 0.3000 0.65000 0.490 36.00 A500 29000.00 11154.00 0.3000 0.65000 0.490 36.00 Sections Section Database Material As. As I I Torsion T Label Shape Label Area yy zz yy zz J C ------------------------------inA2-------------- inA4------ inA4------ inA4---- COL W14X48 A36 14.10 1.2 1.2 51.40 485.00 1.46 COL2 TU5X5X6 A36 6.58 1.2 1.2 22.80 22.80 38.20 RISA -3D (R) Version 3.01 Job : 854.17 Page: X2'1 GI Date: 12/14/99 File: B854-176 Alcano Residence Frame #6 Sections Section Database Material As As I I Torsion T Label Shape Label Area yy zz yy zz J C ------------------------------in..2--------------in 4 ------in 4 ------in 4 ---- BM W10X33 A36 9.71 1.2 1.2 36.60 170.00 0.58 Members Member Joints x Axis Section End Releases Offsets Inactive? No I J K Rotate Set I: MMM J: MMM I -End J -End Label Length --------------------------------- xyzxyz-xyzxyz--- in ----- in-------------ft--- 1 1 2 COL2 y 12.50 2 2 3 BM 6.67 3 3 4 BM 19.50 4 4 5 BM 6.67 5 5 9 COL2 y 12.50 6 3 11 COL 12.50 7 6 3 COL 2.25 8 6 7 BM 10.13 9 7 8 BM 10.13 10 8 4 COL 2.25 11 4 10 COL 12.50 ___________________< Basic Load Case Data >_____-------- Basic ____ __Basic Load Case. Load Type Totals No. Description Nodal Point Dist. Surface ---------------------------------------------------------------------------- 1 DL 5 4 2 LL. 5 4 3 LAT 1 Joint Loads/Enforced Displacements, BLC 1 Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad------ 2 L Y -3.250 6 L Y -2.554 7 L Y -1.383 8 L Y -3.079 5 L Y -3.177 Member Distributed Loads, BLC 1 Joints Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 WDL 1.0000 8 6 7 WDL 1.0000 9 7 8 WDL. 1.0000 4 4 5 WDL 1.0000 RISA -3D (R) Version 3.01 Job : 854.17 Page: 2,1&5 Date: 12/14/99- File: 2/14/99File: B854-176 Alcano Residence Frame #6 Joint Loads/Enforced Displacements, BLC 2 Joint Is this a Load or Direction Load Pattern Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude ------------------------------------- Multiplier ----------------- K,K-ft,in,rad-- 2 L Y -2.500 6 L Y -1.965 7 L Y -1.064 B. L Y -2.369 5 L Y -2.443 Member Distributed Loads, BLC 2 Joint Loads/Enforced Displacements, BLC 3 Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K,K-ft,in,rad --------- 2 L X 8.500 Load Patterns Pattern. Magnitudes Locations Label Dir Start End Start End ---=---------------- K/ft,F---------- K/ft,F----------- ft or o ------- ft or o--- WDL Y -0.104 -0.104 0.000 0.000 WLL Y -0.080 -0.080 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv -----------------------------7---------------------------------------------- 1 DL+LAT 1 1 3 1 Y -1 yy 2 TL 1 1 2 1 Y -1 y 3 DL+.7LL+2.25LAT 1 1 2 .7 3 2.25 Y -1 yy 4 DL 1 1 Y -1 y 5 LL 2 1 y 6 LAT 3 1 yy Joint Displacements, LC 1 : DL+LAT Joint Joints Translation Load Pattern Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 WLL 1.0000 8 6 7 WLL 1.0000 9 7 8 WLL 1.0000 4 4 5 WLL 1.0000 Joint Loads/Enforced Displacements, BLC 3 Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K,K-ft,in,rad --------- 2 L X 8.500 Load Patterns Pattern. Magnitudes Locations Label Dir Start End Start End ---=---------------- K/ft,F---------- K/ft,F----------- ft or o ------- ft or o--- WDL Y -0.104 -0.104 0.000 0.000 WLL Y -0.080 -0.080 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv -----------------------------7---------------------------------------------- 1 DL+LAT 1 1 3 1 Y -1 yy 2 TL 1 1 2 1 Y -1 y 3 DL+.7LL+2.25LAT 1 1 2 .7 3 2.25 Y -1 yy 4 DL 1 1 Y -1 y 5 LL 2 1 y 6 LAT 3 1 yy Joint Displacements, LC 1 : DL+LAT Joint +--------- Translation --------+ +----------- Rotation ----------+ No. X Y Z X Rotate Y Rotate Z Rotate ----=------in---------in---------in----------rad--------rad--------rad--=--- 1 0.000 0.000 0.000 0.00000 0.00000 -0.00408 2 0.613 0.000 0.000 0.00000 0.00000 0.00055 3 0.610 -0.002 0.000 0.00000 0.00000 -0.00162 RISA -3D (R) Version 3.01 Job : 854.17 Page: Date: 12/14/99 File: B854-176 Alcano Residence Frame #6 Joint Displacements, LC 1 : DL+LAT Joint +--------- Translation --------+ +----------- Rotation ----------+ No. X Y Z X Rotate Y Rotate Z Rotate -----------in-'--------in---------in----------rad--------rad--------rad------ 4 0.609 -0.002 0.000 0.00000 0.00000 -0.00174 5 0.609 -0.006 0.000 0.00000 0.00000 0.00063 6 0.648 -0.002 0.000 0.00000' 0.00000 -0.00133 7 0.651 -0.018 0.000 0.00000 0.00000 0.00061 8 0.654 -0.003 0.000 0.00000 0.00000 -0.00141 9 0.000 0.000 0.000 0.00000 0.00000 70.00406 10 0.000 0.000 0.000 0.00000 0.00000 -0.00508 11 0.000 0.000 0.000 0.00000 0.00000 -0.00514 Reactions, LC 1 DL+LAT Joint +----------- Forces -----------+ +----------- Moments----------- ---------+No. No. X, Y Z Mx My M z ----------- K ---------- K ---------- K ----------- K -ft ------- K -ft -------- K -ft ----- 1 0.00 0.50 NC NC NC 0.00 9 0.03 7.40 NC NC NC 0.00 10 -4.15 6.27 NC NC NC 0.00 11 -4.38 6.50 NC NC NC 0.00 Totals: -8.50 20.67 0.00 Center of Gravity Coords (X,Y,Z) (ft) : 16.610, 13.415, 0.000 Member Section Forces, LC 1 DL+LAT Member Joints Shear Shear Moment Moment I- J Sec Axial y -y Z -Z Torque y -y Z -Z --------- ------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 1 1- 2 1 0.50 0.00 0.00 0.00 0.00 0.00 2 0.43 0.00 0.00 0.00 0.00 0.00 3 0.36 0.00 0.00 0.00 0.00. 0.00 4 0.29 0.00 0.00. 0.00 0.00 0.00 --------------7------------------------------------------------------------- 5 0.22 0.00 0.00 0.00 0.00 0.00 2 2- 3 1 8.50 -3.03 0.00 0.00 0.00 0.00 2 8.50 =3.26 0.00 0.00 0.00 5.25 3 8.50 -3.49 0.00 0.00 0.00 10.88 4 8.50 -3.72 0.00 0.00 0.00 16.89 ---------------------------------------------------------------------------- 5 8.50 -3.95 0.00 0.00 0.00 23.28 3 3- 4 1 1.18 -1.42 0.00 0.00 0.00 -15.74 2 1.18 -1.58 0.00 0.00 0.00 -8.42 3 1.18 -1.74 0.00 0.00 0.00 -0.32 4 1.18 -1.90 0.00 0.00 0.00 8.57 ---------------------------------------------------------------------------- 5 1.18 -2.06 0.00 0.00 0.00 18.24 4 4- 5 1 -0.03 -3.03 0.00 0.00 0.00 -23.27 2 -0.03 -3.26 0.00 0.00 0.00 -18.02 3 -0.03 -3.49 0.00 0.00 0.00 -12.40 4 -0.03 -3.72 0.00 0.00 0.00 -6.39 RISA -3D (R) Version 3.01 Job : 854.17 Page: 5-17o Date: 12/14/99 File: B854-176 Alcano Residence Frame #6 Member Section Forces, LC 1 DL+LAT Member Joints Shear Shear Moment Moment I- J 'Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 5 -0.03 -3.95 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 5 5- 9 1 7.12 0.00 0.00 0.00 0.00 0.00 2 7.19 0.00 0.00 0.00 0.00 0.00 3 7.26 0.00 0.00 0.00 0.00 0.00 4 7.33 0.00 0.00 0.00 0.00 0.00 5 7.40 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 6 3- 11 1 t 5.90 -4.40 0.00 0.00 0.00 -55.02 2 6.05 -4.40 0.00 0.00 0.00 -41.26 3 6.20 -4.40 0.00 0.00 0.00 -27.51 4 6.35 -4.40 0.00 0.00 0.00 -13.75 5 6.50 -4.40 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 7 6- 3 1 3.26 2.94 0.00 0.00 0.00 -9.39 2. 3.29 2.94 0.00 0.00 0.00 -11.04 3 3.32 2.94 0.00 0.00 0.00 -12.70 4 3.34 2.94 0.00 0.00 0.00 -14.35 5 3.37 2.94 0.00 0.00 0.00 -16.00 ---------------------------------------------------------------------------- 8 6- 7 1 3.02 -0.12 0.00 0.00 0.00 -9.39 2 2.93 -0.45 0.00 0.00 0.00 -8.67 3 2.83 -0.79 0.00 0.00 0.00 -7.11 4 2.74 -1.12 0.00 0.00 0.00 -4.70 ---------------------------- 5 2.65 -1.45 0.00 0.00 0.00 -1.44 9 7- 8 1 3.39 ------------------------------------------------- -1.19 0.00 0.00 0.00 -1.44 2 3.48 -1.52 0.00 0.00 0.00 1.99 3 3.58 -1.86 0.00 0.00 0.00 6.27 4 3.67 -2.19 0.00 0.00 0.00 11.40 5 3.77 -2.52 0.00 0.00 0.00 17.37 ---------------------------------------------------------------------------- 10 8- 4 1 6.53 -2.95 0.00 0.00 0.00 -17.37 2 6.56 -2.95 0.00 0.00 0.00 -15.71 3 6.58 -2.95 0.00 0.00 0.00 -14.05 4 6.61 -2.95 0.00 0.00 0.00 -12.39 5 6.64 -2.95 0.00 0.00 0.00 -10.72 ---------------------------------------------------------------------------- 11 4- 10 1 5.67` -4.18 0.00 0.00 0.00 -52.24 2 5.82 -4.18 0.00 0.00 0.00 -39.18 3 5.97 -4.18 0.00 0.00 0.00 -26.12 4 6.12 -4.18 0.00 0.00 0.00 -13.06 5 6.27 -4.18 0.00 0.00 0.00 0.00 RISA -3D (R) Version 3.01 Job : 854.17 Page: 171 Date: 12/14/99 File: B854-176 Alcano Residence Frame #6 Member Stresses, LC 1 : DL+LAT Member Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top z -bot ------------- Ksi----- -.-Ksi----- Ksi------ Ksi------- Ksi------- Ksi------- Ksi--- 1 1 0.08 0.00 0.00 0.00 0.00 0.00 0.00 2 0.06 0.00 0.00 0.00 0.00 0.00 0.00 3 0.05 0.00 0.00 0.00 0.00 0.00 0.00 4 0.04 0.00 0.00 0.00 0.00 0.00 0.00 5 0.03 0.00 0.00 0.00 0.00 0.00 0.00 --------------------------------------------7------------------------------- 2 1 0.88 -1.29 0.00 0.00 0.00 0.00 0.00 2 0.88 -1.39 0.00 -1.80 1.80 0.00 0.00 3 0.88 -1.48 0.00 -3.74 3.74 0.00 0.00 4 0.88 -1.58 0.00 -5.80 5.80 0.00 0.00 5 0.88 -1.68 0.00 -7.99 7.99 0.00 0.00 ---------------------------------------------------------------------------- 3 1 0.12 -0.60 0.00 5.40 -5.40 0.00 0.00 2 0.12 -0.67 0.00 2.89 -2.89 0.00 0.00 3 0.12 -0.74 0.00 0.11 -0.11 0.00 0.00 4 0.12 -0.81 0.00 -2.94 2.94 0.00 0.00 5 0.12 -0.88 0.00 -6.26 6.26 0.00 0.00 ----------------------- 4 1 0.00 ----------------------------------------------------- -1.29 0.00 7.99 -7.99 0.00 0.00 2 0.00 -1.39 0.00 6.19 -6.19 0.00 0.00 3 0.00 -1.48 0.00 4.26 -4.26 0.00 0.00 4 0.00 -1.58 0.00 2.19 -2.19 0.00 0.00 5 0.00 -1.68 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 5 1 1.08 0.00 0.00 0.00 0.00 0.00 0.00 2 1.09 0.00 0.00 0.00 0.00 0.00 0.00 3 1.10 0.00 0.00 0.00 0.00 0.00 0.00 4 1.11 0.00 0.00 0.00 0.00 0.00 0.00 5 1.13 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 6 1 0.42 -1.13 0.00 9.39 -9.39 0.00 0.00 2 0.43 -1.13 0.00 7.04 -7.04 0.00 0.00 3 0.44. -1.13 0.00 4.69 -4.69 0.00 0.00 4 0.45 -1.13 0.00 2.35 -2.35 0.00 0.00 5 0.46 -1.13 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 7 1 0.23 0.75 0.00 1.60 -1.60 0.00 0.00 2 0.23 0.75 0.00 1.88 -1.88 0.00 0.00 3 0.24 0.75 0.00 2.17 -2.17 0.00 0.00 4 0.24 0.75 0.00 2.45 -2.45 0.00 0.00 5 0.24 0.75 0.00 2.73 -2.73 0.00 0.00 ---------------------------------------------------------------------------- 8 1 0.31 -0.05 0.00 3.23 -3.23 0.00 0.00 2 0.30 -0.19 0.00 2.98 -2.98 0.00 0.00 3 0.29 -0.33 0.00 2.44 -2.44 0.00 0.00 4 0.28 -0.48 0.00 1.61 -1.61 0.00 0.00 RISA -3D (R) Version 3.01 Job : 854.17 Page: R 17 Z Date: 12/14/99 File: B854-176 Alcano Residence Frame #6 Member Stresses, LC 1 .: DL+LAT Member Shear Shear +----------- --- Bending --------------+ .Sec Axial y -y z -z y -top y -bot z -top z, -bot -------------Ksi ------- Ksi----- Ksi------ Ksi ----- =-Ksi------- Ksi------- Ksi--- 5 0.27 -0.62 0.00 0.49 -0.49 0.00 0.00 ---------------------------------------------------------------------------- 9 1 0.35 -0.51 0.00 0.49 -0.49 0.00 0.00 2 0.36 -0.65 0.00 -0.68 0.68 0.00 0.00 3 0.37 -0.79 0.00 -2.15 2.15 0.00 0.00 4 0.38 -0.93 0.00 -3.91 3.91 0.00 0.00 5 0.39 -1.07 0.00 -5.96 5.96 0.00 0.00 ------------------------- 10 1 0.46 -------------------------------------------------- -0.76 0..00 2.96 -2.96 0.00 0.00 2 0.47 -0.76 0.00 2.68 -2.68 0.00 0.00 3 0.47 -0.76 0.00 2.40 -2.40 0.00 0.00 4 0.47 -0.76 0.00 2.11 -2.11 0.00 0.00 5 0.47 -0.76 0.00 1.83 -1.83 0.00 0.00 ----------------------------------------------------------7----------------- 11 1 0.40 -1.07 0.00 8.91 -8.91 0.00 0.00 2 0.41 -1.07 0.00 6.68 -6.68 0.00 0.00 3 0.42 -1.07 0.00 4.46 -4.46 0.00 0.00 4 0.43 -1.07 0.00 2.23 -2.23 0.00 0.00 5 ------------- 0.44 --------------------------------------------------------------- -1.07 0.00 0.00 0.00 0.00 0.00 ___________________< Member Deflections, LC 1 : DL+LAT Member +--------- Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) -------------in---------in---------in---------rad--------------------------- 1 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 -0.153 0.000 0.00000 NC NC 3 0.000 -0.306 0.000 0.00000 NC NC 4 0.000 -0.460 0.000 0.00000 NC NC 5 0.000 -0.613 0.000 0.00000 NC NC ---------------------------------------------------------------------=------ 2 1 .0.613 0.000 0.000 0.00000 NC NC 2 0.612 0.013 0.000 0.00000 6018.4 NC 3 0.611 0.020 0.000 0.00000 3731.1 NC 4 0.611 0.017 0.000 0.00000 4218.9 NC 5 0.610 -0.002 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 3 1 0.610 -0.002 0.000 0.00000 NC NC 2 0.610 -0.038 0.000 0.00000 6635.5 NC 3 0.610 -0.003 0.000 0.00000 NC NC 4 0.610 0.033 0.000 0.00000 6591.4 NC 5 0.609 -0.002 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 4 1 0.609 -0.002 0.000 0.00000 NC NC 2 0.609 -0.024 0.000 0.00000 3862.0. NC 3 0.609 -0.028 0.000 0.00000 3346.7 NC RISA -3D (R) Version 3.01 Job : 854.17 Page: ,8'.173 Date: 12/14/99 Alcano Residence File: B854-176 Frame #6 Member Deflections, LC 1 DL+LAT Member +--------- Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) ------------- in --------- in --------- in --------- rad ---=----------------------- 4 0.609 =0.020 0.000 0.00000 5316.2 NC 5 0.609 -0.006 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 5 1 0.006 -0.609 0.000 0.00000 246.2 NC 2 0.004 -0.457 0.000 0.00000 328.3 NC 3 0.003. -0.305 0.000 0.00000 492.4 NC 4 0.001 -0.152 0.000 0.00000 984.8 NC 5 0.000 0.000 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 6 1 0.002 -0.610 0.000 0.00000 NC NC 2 0.002 -0.515 0.000 0.00000 2597.0 NC 3 0.001 -0.371 0.000 0.00000 2272.4 NC 4 0.001 -0.194 0.000 0.00000 3635.8 NC 5 ---------------------------------------------------------- 0.000 0.000 0.000 0.00000 NC NC 7 1 0.002 -0.648 0.000 0.00000 ------------------ NC NC 2 0.002 -0.639 0.000 0.00000 NC NC 3 0.002 -0.630 0.000 0.00000 NC NC 4 0.002 -0.620 0.000 0.00000 NC NC 5 ---------------------------------------------------------------------------- 0.002 -0.610 0.000 0.00000 NC NC 8 1 0.623 -0.178 0.000 0.00000 NC NC 2 0.623 -0.207 0.000 0.00000 4859.2 NC 3 0'.622 -0.217 0.000 0.00000 3960.6 NC 4 0.622 -0.211 0.000 0.00000 5916.3 NC 5 ---------------------------------------------------------------------------- 0.622 -0.195 0.000 0.00000 NC NC 9 1 .0.632 0.159 0.000 0.00000 NC NC 2 0.631 0.180 0.000 0.00000 7129.0 NC 3 0.631 0.196 0.000 0.00000 4125.6 NC 4 0.631 0.199. 0.000 0.00000 4401.0 NC 5 ---------------------------------------------------------------------------- 0.630 0.175 0.000 0.00000 NC NC 10 1 0.003 -0.654 0.000 0.00000 NC NC 2 0.003 -0.644 0.000 0.00000 NC NC 3 0.002 -0.633 0.000 0.00000 NC NC 4 0.002 -0.621 0.000 0.00000 NC NC 5 --------------------------------------------- 0.002 -0.609 0.000 0.00000 m NC NC 1 0.002 -0.609 0.000 :0.00000 NC NC 2 0.002 -0.512 0.000 0.00000 2735.3 NC 3 0.001 -0.367 0.000 0.00000 2393.4 NC 4 0.001 -0.191 0.000 0.00000 3829.4 NC ------5-------0_000- 0.000------0000----0_00000----------NC----------NC Joint Displacements, LC 2 : TL Joint +--------- Translation --------+ +----------- RISA -3D (R) Version 3.01 X Y Z X Rotate Y Rotate Z Rotate -----------in---------in---------in----------rad--------rad--------rad------ Job : 854.17 0.000 0.000 0.000 0.00000 0.00000 0.00001 2 -0.002 -0.005 0.000 Page: Arl 1,+ 0.00000 -0.00005 3. -0.002 -0.003 0.000 0.00000 0.00000 0.00009 4 Date: 12/14/99 -0.004 0.000 0.00000 0.00000 -0.00009 5 0.002 -0.005 0.000 File: B854-176 0.00000 Alcano Residence 6 -0.007 -0.004 0.000 0.00000 0.00000 0.00004 7 0.000 -0.037 Frame #6 0.00000 0.00000 0.00000 8 0.007 -0.004 0.000 0.00000 0.00000 -0.00004 9 0.000 0.000 Member AISC Unity Checks, LC 1 : DL+LAT Member Joints 0.000 Unity 0.00000 Shear 11 Fb Fb Cm Cm ASD I - J Chk Loc. Chk Loc Fa yy zz Cb yy zz Eqn --------------------------------------- No. X Y Z Mx Ksi--- Ksi--- Ksi---------------------- 1 1 2 0.010 1 0.000 ly 7.66 31.67 31.67 1.75 0.85 0.85 H1-1 2 2 3 0.283 5 0.087 5y 24.52 35.99 31.67 1.75 0.85 0.85 H1-2 3 3 4 0.222.5 0.00 0.046 5y 9.52 35,.99 28.79 2.30 0.85 0.85 H1-2 4 4 5 0.252 1 0.087 5y 24.52 35.99 31.67 1.75 0.85 0.85 H2-1 5 5 9 0.147 5 0.000 ly 7.66 31.67 31.67 1.75 0.85 0.85 H1-1 6 3 11 0.341 1 0.059 ly 18.25 35.99 28.79 1.75 0.85 0.85 H1-2 7 6 3 0.094 5 0.039 ly 27.7.0 35.99 31.67 1.24 0.85 0.85 H1-2 8 6 7 0.123 1 0.032 5y 21.18 35.99 28.79 1.60 0.85 0.85 H1-2 9 7 8 0.221 5 0.056 5y 21.18 35.99 28.79 1.84 0.85 0.85 H1-2 10 8 4 0.110 1 0.039 ly 27.70 35.99 31.67 1.22 0.85 0.85 H1-2 11 4 10 0.323 1 0.056 ly 18.25 35.99 28.79 1.75 0.85 0.85 H1-2 _________________< Material Takeoff, LC 1 : DL+LAT Section Database Total Total Set Shape Length Weight ----------------------------------- ft----------------K---------------------- COL W14X48 29.50 1.42 COL2 TU5X5X6 25.00 0.56 BM WlOX33 53.10 1.75 Total Wts: 3.73 Joint Displacements, LC 2 : TL Joint +--------- Translation --------+ +----------- Rotation ----------+ No. X Y Z X Rotate Y Rotate Z Rotate -----------in---------in---------in----------rad--------rad--------rad------ 1 0.000 0.000 0.000 0.00000 0.00000 0.00001 2 -0.002 -0.005 0.000 0.00000 0.00000 -0.00005 3. -0.002 -0.003 0.000 0.00000 0.00000 0.00009 4 0.002 -0.004 0.000 0.00000 0.00000 -0.00009 5 0.002 -0.005 0.000 0.00000 0.00000 0.00006 6 -0.007 -0.004 0.000 0.00000 0.00000 0.00004 7 0.000 -0.037 0.000 0.00000 0.00000 0.00000 8 0.007 -0.004 0.000 0.00000 0.00000 -0.00004 9 0.000 0.000 0.000 0.00000 0.00000 -0.00001 10 0.000 0.000 0.000 0.00000 0.00000 0.00002 11 0.000 0.000 0.000 0.00000 0.00000 -0.00002 Reactions, LC 2 TL Joint +----------- Forces -----------+ +----------- Moments ----------+ No. X Y Z Mx My Mz ----- ------K ---------- K ---------- K ----------- K -ft ------- K -ft ------- K -ft ----- 1 0.00 6.73 NC NC NC 0.00 9 0.00 6.61 NC NC NC 0.00 10 0.14 10.63 NC NC NC 0.00 11 -0.14 9.72 NC NC NC 0.00 Totals: 0.00 33.70 0.00 RISA -3D (R) Version 3.01 Job : 854.17 r Page: Date: 12/14/99 File: B854-176 Alcano Residence Frame #6 Reactions, LC 2 : TL Joint +----------- Forces -----------+ +----------- Moments----------- ---------+No. No.X Y Z Mx My M z ----------- K ---------- K ---------- K ----------- K -ft ------- K -ft ------- K=ft----- Center of Gravity Coords (X,Y,Z) (ft) 16.625, 13.683, 0.000 Member Section Forces, LC 2 : TL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ---------------------- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 1 1- 2 1 6.73 0.00 0.00 0.00 0.00 0.00 2 16.66 0.00 0.00 0.00 0.00 0.00 3 6.59 0.00 0.00 0.00 0.00 0.00 4 6.52 0.00 0.00 0.00 0.00 0.00 5 6.45 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 2 2- 3 1 0.00 0.70 0.00 0.00 0.00 0.00 2 0.00 0.34 0.00 0.00 0.00 -0.87 3 0.00 --0.02 0.00 0.00 0.00 -1.13 4 0.00 -0.38 0.00 0.00 0.00 -0.79 5 0.00 -0.75 0.00 0.00 0.00 0.15 ---------------------------------------------------------------------------- 3 3- 4 1 -4.61 0.32 0.00 0.00 0.00 1.38 2 -4.61 0.16 0.00 0.00 0.00 0.19 3 -4.61 0.00 0.00 0.00 0.00 -0.21 4 -4.61 -0.16 0.00 0.00 0.00 0.17 5 -4.61 -0.32 0.00 0.00 0.00 1.34 -------------------------------=-------------------------------------------- 4 4- 5 1 0.00 0.74 0.00 0.00 0.00 0.08 2 0.00 0.37 0.00 0.00 0.00 -0.85 3 0.00 0.01 0.00 0.00 0.00 -1.17 4 0.00 -0.35 0.00 0.00 0.00 -0.89 5 ---------------------------------------------------------------------------- 0.00 -0.71 0.00 0.00 0.00 0.00 5 5- 9 1 6.33 0.00 0.00 0.00 0.00 0.00 2 6.40 0.00 0.00 0.00 0.00 0.00 3 6.47 0.00 0.00 0.00 0.00 0.00 4 6.54 0.00 0.00 0.00 0.00 0.00 5 6.61 0.00 0.00 0.00 0.00 0.00 ------------------------------- 6 3- 11 1 9.12 --------------------------------------------- 0.14 0.00 0.00 0.00 -1.72 2 9.27 -0.14 0.00 0.00 0.00 -1.29 3 9.42 -0.14 0.00 0.00 0.00 -0.86 4 9.57 -0.14 0.00 0.00 0.00 -0.43 5 9.72 -0.14 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 7 6- 3 1 7.94 4.48 0.00 0.00 0.00 7.12 2 7.97 4.48 0.00 0.00 0.00 4.60 3 8.00 4.48 0.00 0.00 0.00 2.09 4 8.02 4.48 0.00 0.00 0.00 -0.43 RISA -3D (R) Version 3.01 Job : 854.17 Page: 1.-r 1,7(a Date: 12/14/99 File: B854-176 Alcano Residence Frame #6 Member Section Forces, LC 2 : TL Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z ------------------ ---- K -------- K -------- K ------- K -ft ------ K -ft ------- K -ft --- 5 8.05 4.48 0.00 0.00 0.00 -2.95 ---------------------------------------------------------------------------- 8 6- 7 1 5.24 2.08 0.00 0.00 0.00 7.12 z -z y -top 2 5.09 1.55 0.00 0.00 0.00 2.52 Ksi--- .3 1.02 4.94 1.02 0.00 0.00 0.00 -0.74 2 1.01 4 4.79 0.49 0.00 0.00 0.00 -2.67 1.00 0.00 5 4.64 -0.03 0.00 0.00 0.00 -3.25 -----------------=--7------------------------------------------------------- 9 7- 8 1 4.64 0.04 0.00 0.00 0.00 -3.25 0.00 0.00 2 4.79 -0.49 0.00 0.00 0.00 -2.68 0.00 0.00 3 4.94 -1.02 0.001 0.00 0.00 -0.76 -0.30 0.00 4 5.09 -1.55 0.00' 0.00 0.00 2.49 0.00 0.00 5 5.23 -2.08 0.00 0.00 0.00 7.09 ---------------=------------------------------------------------------------ 10 8- 4 1 8.87 -4.48 0.00 0.00 0.00 -7.09 ---------------------------------------------------------------------------- 3 1 -0.47 2 8.90 -4.48 0.00' 0.00 0.00 -4.57 -0.47 0.07 3 8.92 -4.48 0.00 0.00 0.00 -2.05 0.00 0.00 4 8.95 -4.48 0.00 0.00 0.00 0.46 5 8.98 -4.48 0.00 0.00 0.00 2.98 ----------------'------------------------------------------------------------ 11 4- 10 1 10.03 0.14 0.00 0.00 0.00 1.72 2 10.18 0.14 0.00 0.00 0.00 1.29 3 10.33 0.14 0.00 0.00 0.00 0.86 4 10.48 0.14 0.00 0.00 0.00 0.43 5 10.63 0.14 0.00 0.00 0.00 0.00 Member Stresses, LC 2 : TL Member Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top z -bot ------------- Ksi------- Ksi----- Ksi------ Ksi------- Ksi------- Ksi------- Ksi--- 1 1 1.02 0.00 0.00 0.00 0.00 0.00 0.00 2 1.01 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 0.00 4 0.99 0.00 0.00 0.00 0.00 0.00 0.00 5 0.98 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 2 1 0.00 0.30 0.00 0.00 0.00 0.00 0.00 2 0.00 0.14 0.00 0.30 -0.30 0.00 0.00 3 0.00 -0.01 0.00 0.39 -0.39 0.00 0.00 4 0.00 -0.16 0.00 0.27 -0.27 0.00 0.00 5 0.00 -0.32 0.00 -0.05 0.05 0.00 0.00 ---------------------------------------------------------------------------- 3 1 -0.47 0.14 0.00 -0.47 0.47 0.00 0.00 2 -0.47 0.07 0.00 -0.07 0.07 0.00 0.00 3 -0.47 0.00 0.00 0.07 -0.07 0.00 0.00 11 • • Alcano Residence Frame #6 RISA -3D (R) Version 3.01 Member Stresses, LC 2 : TL Job : 854.17 Page: I -r 1'1 � Date: 12/14/99 File: B854-176 Member Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top z -bot ------------- Ksi------- Ksi----- Ksi------ Ksi------- Ksi-------- Ksi------- Ksi--- 4 -0.47 -0.07 0.00 -0.06 0.06 0.00 0.00 5 -0.47 -0.14 0.00 -0.46 0.46 0.00 0.00 ---------------------------------------------------------------------------- 4 1 0.00 0.31 0.00 -0.03 0.03 0.00 0.00 2 0.00 0.16 0.00 0.29 -0.29 0.00 0.00 3 0.00 0.01 0.00 0.40 -0.40 0.00 0.00 4 0.00 -0.15 0.00 0.30 -0.30 0.00 0.00 5 0.00 .-0.30 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------= 5 1 0.96 0.00 0.00 0.00 0.00 0.00 0.00 2 0.97 0.00 0.00 0.00 0.00 0.00 0.00 3 0.98 0.00 0.00 0.00 0.00 0.00 0.00 4 0.99 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- 6 1 0.65 -0.04 0.00 0.29 -0.29 0.00 0.00 2 0.66 -0.04 0.00 0.22 -0.22 0.00 0.00 3 0.67 -0.04 0.00 0.15 -0.15 0.00 0.00 4 0.68 -0.04 0.00 0.07 -0.07 0.00 0.00 ---------------------------------------------------------------------------- 5 0.69 -0.04 0.00 0.00 0.00 0.00 0.00 7 1 0.56 1.15 0.00 -1.21 1.21 0.00 0.00 2 0.57 1.15 0.00 -0.79 0.79 0.00 0.00 3 0.57 1.15 0.00 -0.36 0.36 0.00 0.00 4 0.57 1.15 0.00 0.07 -0.07 0.00 0.00 5 0.57 1.15 0.00 0.50 -0.50 0.00 0.00 ---------------------------------------------------------------------------- 8 1 0.54 0.89 0.00 -2.45 2.45 0.00 0.00 2 0.52 0.66 0.00 -0.86 0.86 0.00 0.00 3 0.51 0.44 0.00 0.26 -0.26 0.00 0.00 4 0.49 0.21 0.00 0.92 -0.92 0.00 0.00 ---------------------------------------------------------------------------- 5 0.48 -0.01 0.00 1.12 -1.12 0.00 0.00 9 1 0.48 0.02 0.00 1.12 -1.12 0.00 0.00 2 0.49 -0.21 0.00 0.92 -0.92 0.00 0.00 3 0.51 -0.43 0.00 0.26 -0.26 0.00 0.00 4 0.52 -0.66 0.00 -0.86 0.86 0.00 0.00 5 0.54 -0.88 0.00 -2.43 2.43 0.00 0.00 ---------------------------------------------------------------------------- 10 1 0.63 -1.15 0.00 1.21 -1.21 0.00 0.00 2 0.63 -1.15 0.00 0.78 -0.78 0.00 0.00 3 0.63 -1.15 0.00 0.35 -0.35 0.00 0.00 4 0.63 -1.15 0.00 -0.08 0.08 0.00 0.00 5 0.64 -1.15 0.00 -0.51 0.51 0.00 0.00 ---------------------------------------------------------------------------- 11 1 0.71 0.04 0.00 -0.29 0.29 0.00 0.00 RISA -3D (R) Version 3.01 Job : 854.17 Page: Dater 12/14/99 File: B854-176 Alcano Residence Frame #6 Member Stresses, LC 2 : TL Member Shear Shear +-------------- Bending --------------+ Sec Axial y -y z -z y -top y -bot z -top . z -bot --*----------- Ksi------- Ksi----- Ksi------ Ksi ------ -Ksi ------- Ksi------- Ksi--- 2 0.72 0.04 0.00 -0.22 0.22 0.00 0.00 3 0.73 0.04 0.00 -0.15 0.15 0.00 0.00 4 0.74 0.04 0.00 -0.07 0.07 0.00 0.00 5 ---------------------------------------------------------------------------- 0.75 0.04 0.00 0.00 0.00 0.00 0.00 _____________________< Member Deflections, LC 2 : TL Member +--------- Translation ---------+ .Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) -------------in---------in---------in---------rad--------------------------- 1 1 0.000 0.000. 0.000 0.00000 NC NC 2 -0.001 0.000 0.000 0.00000 NC NC 3 -0.003 0.001 0.000 0.00000 NC NC 4 -0.004 0.001 0.000 0.00000 NC NC 5 -0.005 0.002 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 2 1 -0.002 -0.005 0.000 0.00000 NC NC 2 -0.002 -0.006 0.000 0.00000 NC NC 3 -0.002 -0.006 0.000 0.00000 NC NC 4 -0.'002 -0.005 0.000 0.00000 NC NC 5 -------------------------------------=-------------------------------------- -0.002 -0.003 0.000 0.00000 NC NC 3 1 -0.002 -0.003 0.000 0.00000 NC NC 2 -0.001 -0.002 0.000 0.00000 NC NC 3 0.000 -0.003 0.000 0.00000 NC NC 4 0.001 -0.002 0.000 0.00000 NC NC 5 ---------------------------------------------=------------------------------ 0.002 -0.004 0.000 0.00000 NC NC 4 1 0.002 -0.004 0.000 0.00000 NC NC 2 0.002 -0.005 0.000 0.00000 NC NC 3 0.002 -0.006 0.000 0.00000 NC NC 4 0.002 -0.006 0.000 0.00000 NC NC 5 ----------------------------------------------------------------------=----- 0.002 -0.005 0.000 0.00000 NC NC 5 1 0.005 -0.002 0.000 0.00000 NC NC 2 0.004 -0.001 0.000 0.00000 NC NC 3 0.003 -0.001 0.000 0.00000 NC NC 4 0.001 0.000 0.000 0.00000 NC NC 5 ---------------------------------------------------------------------------- 0.000 0.000 0.000 0.00000 NC NC 6 1 0.003 0.002 0.000 0.00000 NC NC 2 0.003 0.000 0.000 0.00000 NC NC 3 0.002 -0.001 0.000 0.00000 NC NC 4 0.001 -0.001 0.000 0.00000 NC NC 5 ---------------------------------------------------------------------------- 0.000 0.000 0.000 0.00000 NC NC RISA -3D (R) Version 3.01 Job : 854.17 Page: 1-< 1'701 Date: 12/14/99 File: 13854-176 Alcano Residence Frame #6 Member Deflections, LC 2 : TL >===========---------- Member +--------- Translation ---------+ Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) ------------ -in---------in---------in---------rad--------------------------- 7 1 0.004 0.007 0.000 0.00000 NC NC .2 0.004 0.006 0.000 0.00000 NC NC 3 0.004 0.005 0.000 0.00000 NC NC 4 0.004 0.003 0.000 0.00000 NC NC 5 0.003 0.002 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 8 1 -0.008 -0.002 0.000 0.00000 NC NC 2 -0.008 -0.008 0.000 0.00000 NC NC 3 -0.009 -0.020 0.000 0.00000 NC NC 4 -0.009 -0.031 0.000 0.00000 NC NC 5 -0.010 -0.035 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 9 1 0.010 -0.035 0.000 0.00000 NC NC 2 0.009 -0.031 0.000 0.00000 NC NC 3 0.009 -0.020 0.000 0.00000 NC NC 4 0.008 -0.008 0.000 0.00000 NC NC 5 0.008 -0.002 0.000 0.00000 NC NC ---------------------------------------------------------------------------- 10 1 0.004 -0.00.7 0.000 0.00000 NC NC .2 0.004 -0.006 0.000 0.00000 NC NC 3 0.004 -0.005 0.000 0.00000 NC NC 4 0.004 -0.003 0.000 0.00000 NC NC 5 0.004 -0.002 0.000 0.00000 NC NC ------------------------------------------------------------- ---------- 11 1 0.004 -0.002 0.000 0.00000 NC NC 2 0.003 0.000 0.000 0.00000 NC NC 3 0.002 0.001 0.000 0.00000 NC NC 4 0.001 0.001 0.000 .0.00000 NC NC 5 0.000 0.000 0.000 0.00000 NC NC -7-------------------------------------------------------------------------- __________________< Member AISC Unity Checks, LC 2 : TL Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn --------------------------------------- Ksi--- Ksi--- Ksi---------------------- 1 1 1 2 0.178 1 0.000 ly 5.75 23.76 23.76 1.75 0.85 0.85 H1-1 2 2 3 0.016 3 0.022 5y 18.40 27.00 23.76 1.00 0.85 0.85 H2-1 3 3 4 0.044 1 0.010 ly 7.14 27.00 21.60 1.01 0.85 0.85 H2-1 4 4 5 0.017 3 0.022 ly 18.40 27.00 23.76 1.00 0.85 0.85 H2-1 5 5 9 0.175 5 0.000 ly 5.75 23.76 23.76 1.75 0.85 0.85 H1-1 6 3 11 0.059 1 0.002 ly 13.69 27.00 21.60 1.75 0.85 0.85 H1-1 7 6 3 0.077 1. 0.080 ly 20.78 27.00 23.76 2.24 0.85 0.85 H1-2 8 6 7 0.138 1 0.061 ly 15.89 27.00 21.60 2.29 0.85 0.85 H1-2 9 7 8 0.138 5 0.061 5y 15.89 27.00 21.60 2.29 0.85 0.85 H1-2 10 8 4 0.080 1 0.080 ly 20.78 27.00 23.76 2.24 0.85 0.85 H1-2 11 4 10 0.064 1 0.002 ly 13.69 27.00 21.60 1.75 0.85 0.85 H1-1 • RISA -3D (R) Version 3.01 Job : 854.17 Page: jr IlSo Date: 12/14/99. File: B854-176 Alcano Residence Frame #6 Material Takeoff, LC 2 : TL Section Database Total Total Set Shape Length Weight ----------------------------------- ft---------------- K---------------------- COL W14X48 29.50 1.42 COL2 TU5X5X6 25.00 0.56 BM W10X33 53.10 1.75 Total Wts: 3.73 Member AISC Unity Checks, LC 3 : DL+.7LL+2.25LAT Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn --------------------------------------- Ksi--- Ksi--- Ksi---------------------- 1 1 2 0.012 5 0.000 ly 7.66 31.67 31.67 1.75 0.85 0.85 H2-1 2 2 3 0.636 5 0.188 5y 24.52 35.99 31.67 1.75 0.85 0.85 H1-2 3 3 4 0.492 5 0.094 5y 9.52 35.99 28.79 2.30 0.85 0.85 H1-2 4 4 5 0.573 1 0.190 5y 24.52 35.99 31.67 1.75 0.85 0.85 H2-1 5 5 9 0.2.72 5 0.000 ly 7.66 31.67 31.67 1.75 0.85 0.85 H1-1 6 3 11 0.755 1 0.132 ly 18.25 35.99 28.79 1.75 0.85 0.85 H1-2 7 6 3 0.195 5 0.059 ly 27.70 35.99 31.67 1.15 0.85 0.85 H1-2 8 6 7 0.307 1 0.070 5y 21.18 35.99 28.79 1.67 0.85 0.85 H1-2 9 7 8 0.450 5 0.104 5y 21.18 35.99 28.79 1.81 0.85 0.85 H1-2 10 8 4 0.221 1 0.060 ly 27.70 35.99 31.67 1.15 0.85 0.85 H1-2 11 4 10 0.722 1 0.126 ly 18.25 35.99 28.79 1..75 0.85 0.85 H1-2 Reactions, LC 4 : DL Joint +----------- Forces -----------+ +----------- Moments ----------+ No. X Y Z Mx My Mz ----------- K ---------- K ---------- K ------------ K -ft ------- K -ft ------- K -ft ----- 1 0.00 3.96 NC NC NC 0.00 9 0.00 3.89 NC NC NC 0.00 10 0.07 6.67 NC NC NC 0.00 11 -0.07 6.15 NC NC NC 0.00 Totals: 0.00 20.67 0.00 Center of Gravity Coords (X,Y,Z) (ft) 16.610, 13.415, 0.000 -------------------------< Reactions, -------------- LC 5 : LL Joint +--`--------- Forces -----------+ +----------- Moments ----------+ No. X Y Z Mx My Mz ----------- K ---------- K ---------- K ----------- K -ft- ------ K -ft ------- K -ft ----- 1 0.00 2.77 NC NC NC 0.00 9 0.00 2.72 NC NC NC 0.00 10 0.07 3.97 NC NC NC 0.00 11 -0.07 3.57 NC NC NC' 0.00 Totals: 0.00 13.03 0.00 Center of Gravity Coords (X,Y,Z) (ft)': 16.650, 14.108, 0.000 • • • RISA -3D (R) Version 3.01 Job : 854.17 Page: 1-e' 1$1 Date: 12/14/99 File: B854-176 Alcano Residence Frame #6 Reactions, LC 6 LAT Joint +----------- Forces -----------+ +----------- Moments ----------+ No. X Y Z Mx My Mz ----------- K ---------- K ---------- K ----------- K -ft ------- K -ft ------- K -ft ----- 1 -0.01 -3.43 NC NC NC 0.00 9 0.01 3.48 NC NC NC 0.00. 10 -4.21 -0.39 NC NC NC 0.00 11 -4.29 0.34 NC NC NC 0.00 Totals: -8.50 0.00 0.00 Center of Gravity Coordinates (X,Y,Z) : No Calculation • • 1$z - FRAME CONNECTION DESIGN: (per SAC 96-03) Frame #6 Geometry: Beam = w10x33 Column= w14x48 Fyb = 50 ksi Fyc = 50 ksi db = 9.73 in. do = 13.79 in. bfb = 7.96 in. bfc = 8.03 in. tfb = 0.44 in. tfc = 0.60 in. Ab = 9.71 in.^2 Ac = 14.1 in.^2 Zb = 38.8 in.^3 Zc = 78.4 in.^3 twc = 0.34 in. # of beams @ Joint = 1 Lph = 15.93 in. (distance from face of column to plastic hinge) CL to CL beam span = 19.5 ft. L' = 15.695 ft Hct = 0 ft. dp = 11.23 in. ht = 0.000 ft Hcb = 12.5 ft. hb = 5.782 ft Loading.• Loading over L' span: (from CL of left column) w1=0.184k1f P1=2.447K x1=9.75 ft. w2 = 0.000 kif P2 = 0 K x2 = Oft. w3 = 0.000 klf P3 = 0 K x3 = Oft. P4 = 0 K x4 = Oft. -oading over cover plate span. (from CL of left column) w1=0.184kif P1=0K x1=Oft. w2 = 0.000 kif P2 = 0 K x2 = Oft. w3 = 0.000 klf P3 = 0 K x3 = 0 ft. Determine Probable Plastic Moment at Hinges: Mpr = B*Mp = B*Zb*Fyb B = 1.2 Mpr = 2328 K -in Determine Shear at Hinges: Vp = 2*Mpr/L' + Vgl(max) Vgl = Shear due to gravity loading Vgl(left) = 2.67 K Vgl(right) = 2.67 K Vp = 27.39 K 0 Find Moment at Column Face: Mf = Mpr + Vp`Lph + Mcp Mcp = Moment due to loading over cover plate portion Mf = 2764.5 K -in Find Moment at CL of Column: Mc = Mpr + Vp"(Lph+dc/2) Mc = 2953.2 K -in Check Strona Column - Weak beam: Vf = 0 K fat = 0 ksi ht = 0.000 ft Vc = 36.63 K fab = 0.52 ksi hb = 5.782 ft Mct = 0.0 K -in dp = 11.23 in. Mcb = 2541.8 K -in Sum Mc = 2541.8 K -in Eqn. 7.5.2.5-1-4 = 1.526 > 1.0 O.K. Cover Plate Design: Sreq'd. = 69.1 in.^3 Top Plate t = 0.75 in. L = 13.5 in. NA = 5.62 in. L` fb = Mf/S < 40ksi. (neglect web) Bottom Plate t = 0.75 in. L = 13.5 in. Ix' = 478.1 in.^4 Sx = 85.1 in.^3 O.K. BE • • is COLUMN PANEL CHECK: BEAM DATA: w10x33 Db = 9.73 in. Bfb = 7.96 in. Tfb = 0.435 in. COL. DATA : w14x48 Dc = 13.79 in. Twc = 0.34 in. Tfc = 0.595 in. T = 11.04 in. Kc = 1.375 in. Bfc= 8.03 in. DOUBLER PLATE CHECK: Mc = 184.30 ft -K Vcol = 29.5 K F = 246.17 K Va. = 216.68 K tz= (dz+wz)/90= UBC 22, V= .55*Fy*do*t*(1+(3*bc*tcf^2)/(db*dc*t)) V= 247.85 K ZONE THICKNESS O.K. Tdpl = 0.250 In. = DBL.PL. THK. WELD CHECK: VERTICAL WELD: Vbd = (Va*.95*Db*Tdpl)/((Dc-2*Tfc)*(Tw+Tdpl) 67.36 k fv = Vbd/(.95*Db+Tfb+5*Kc) 4.07 Win. Fd = Mp*TdpV(.95*Db*(Tw+Tdpl) = 8.45 k fh = Fd/(Tfb+5*Kc) 1.16 k/in. fr - (fV^2+fh^2)^ 5 4.23 k/in. VELD STRESS = fr/Tdpl = 16.92 ksi < 19.8 ksi o.k. HORIZONTAL WELD: Vmax = Tw*Dc*.55*Fy = 92.83 k M =(Vmax*.95*Db*H*12/(#(H*12-.95*Db))/12 82.50 k -ft. M resultant= Mb -M 101.8013 k -ft. fh = M res/(H*(Dc-2*Tfc)) = 1.40 k/in. MIN. FILLET = fh/1.58 k per 16th in. 0.88 /16 in. 0.06 in. 0.34 0.24 O.K. r COLUMN STIFFNER CHECK: Twc = 0.34 in. Twc > (Bfb*Tfb)/(Tfb+5*Kc) > 7.08 in. Twc > (Dc*Bfb"Tfb*(36)^.5/4100)^ > 0.00 in. Tfc = 0.60 in. Tfc > .4(Bfb*Tfb)^.5 > 3.52 in. STIFFNER PLATE REQUIRED 0 B. G. Stuctural Engineerig, Inc. f8� Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:24AM, 14 DEC 99 Description : Scope : Rev: 510001 General Footing Analysis & Design Description Frame6 - Pad Footing TS Columns Short Term Increase Base Pedestal Height Seismic Zone Overburden Weight Live & Short Term Combined fc Fy Concrete Weight, Dead Load Live Load Short Term Load Applied Moments.. Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term 1.330 Width along X -X Axis 3.500 ft 0.000 in Length along Y -Y Axis 3.500 ft 4 Footing Thickness 18.00 in 0.00 psf Col Dim. Along X -X Axis 0.00 in Allowable Col Dim. Along Y -Y Axis 0.00 in 2,500.0 psi 0.252 in2 I "X' Ecc, of Resultant 60,000.0 psi Min Steel 0.0014 145.00 pcf Depth to Rebar 3.00 in 3.960 k 2.770 k 3.430 k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k 0.010 k ..ecc along X -X Axis 0.000 in ..ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 3.50ft x 3.50ft Footing, 18.Oin Thick, wl Column Support 0.00 x O.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 766.9 1,049.0 psf Max Mu 1.781 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.252 in2 I "X' Ecc, of Resultant 0.000 in 0.014 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi 1 -Way 3.233 85.000 psi X -X Min. Stability Ratio o Overturning 1.500:1 2 -Way 13.654 170.000 psi Y -Y Min. Stability Ratio o Overturning cd:\enercalc\vuksic 854-17.ecw:CalculationsVer - u - in • I gG� B. G. Stuctural Engineerig, Inc. Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:24AM, 14 DEC 99 Description Scope Rev: 510001 General Footing Analysis & Design Description Frame6 - Pad Footing TS Columns Two -Way Shear 9.84 psi 1.3.65 psi 8.03 psi 170.00 psi One -Way Shears... Vu @ Left 2.32 psi 3.23 psi 1.90 psi 85.00 psi Vu @ Right 2.32 psi 3.22 psi 1.89 psi 85.00 psi Vu @ Top 2.32 psi 3.23 psi 1.90 psi 85.00 psi Vu @ Bottom 2.32 psi 3.23 psi 1.90 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Req'd Mu @ Left 1.28 k -ft 1.77 k -ft 1.04. k -ft 8.8 psi 0.25 int per ft Mu @ Right 1.28 k -ft 1.78 k -ft 1.05 k -ft 8.8 psi 0.25 int per ft Mu @ Top 1.28 k -ft 1.78 k -ft 1.05 k -ft 8.8 psi 0.25 in2 per ft Mu @ Bottom 1.28 k -ft 1.78 k -ft 1.05 k -ft 8.8 psi 0.25 in2 per ft Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 766.89 766.89 766.89 766.89 psf DL + LL + ST 1,044.79 1,048.99 1,046.89 1,046.89 psf Factored Load Soil Pressures ACI Eq. 9-1 1,141.48 1,141.48 1,141.48 1,141.48 psf ACI Eq. 9-2 1,462.70 1,468.58 1,465.64 1,465.64 psf ACI Eq. 9-3 876.93 880.45 878.69 878.69 psf I Factors per app ie -internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST * : 1.100 10 c nerca c vu sic 8 4-17.ecw:Caiculations er u- m • B. G. Stuctural Engineerig, Inc. /87 Title : Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:25AM, 14 DEC 99 Description : Scope : Rev: 510001 Veneral I-ooting Analysis & uesign Description Frame 6 - Pad Footing WF Columns Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term 6.670 k 3.970 k 0.390 k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k 4.290 k ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 4.50ft x 4.50ft Footing, 18.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high Short Term Increase 1.330 Width along X -X Axis 4.500 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 4.500 ft Seismic Zone 4 Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 0.00 in Live & Short Term Combined Col Dim. Along Y -Y Axis 0.00 in Pc 2,500.0 psi Shear Stresses.... Vu Vn " Phi Fy 60,000.0 psi Min Steel 0.0014 Concrete Weight 145.00 pcf Depth to Rebar 3.00 in Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term 6.670 k 3.970 k 0.390 k Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k 4.290 k ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 4.50ft x 4.50ft Footing, 18.Oin Thick, w/ Column Support 0.00 x O.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 742.9 1,185.9 psf Max Mu 2.955 k -ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.252 in2 "X Ecc, of Resultant 0.000 in 5.003 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn " Phi 1 -Way 6.582 85.000 psi X -X Min. Stability Ratio o Overturning 1.500:1 2 -Way 16.537 170.000 psi Y -Y Min. Stability Ratio 5.397 c - d:\enercalc\vuksic 854-17.ecw:Ca cu ations KVV-UbUZ454, Ver 5.0.6, 1 5 -Jul -1 995, Win , i • 0 1] B. G. Stuctural Engineerig, Inc. Description Frame 6 - Pad Footing WF Columns /8-21 Title: Alacano Residence Lot 26 - Traditio Job # 854.17 Dsgnr: BG Date: 11:25AM, 14 DEC 99 Description : Scope: Two -Way Shear 16.54 psi 15.87 psi 6.73 psi 170.00 psi One -Way Shears... Vu @ Left 4.20 psi 6.58 psi 2.94 psi 85.00 psi Vu @ Right 4.20 psi 1.47 psi 0.45 psi 85.00 psi Vu @ Top 4.20 psi 4.02 psi 1.69 psi 85.00 psi Vu @ Bottom 4.20 psi 4.02 psi 1.69 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Req'd Mu @ Left 2.01 k -ft . 0.91 k -ft 0.32 k -ft 9.9 psi 0.25 in2 per ft Mu @ Right 2.01 k -ft 2.96 k -ft 1.32 k -ft 14.6 psi 0.25 in2 per ft Mu @ Top 2.01 k -ft 1.93 k -ft 0.82 k -ft 9.9 psi 0.25 in2 per ft Mu @ Bottom 2.01 k -ft 1.93 k -ft 0.82 k -ft 9.9 psi 0.25 in2 per ft Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 742.93 742.93 742.93 742.93 psf DL + LL + ST 338.49 1,185.90 762.19 762.19 psf Factored Load Soil Pressures ACI Eq. 9-1 1;098.92 1,098.92 1,098.92 1,098.92 psf ACI Eq. 9-2 473.88 1,660.25 1,067.07 1,067.07 psf ACI Eq. 9-3 230.56 807.76 519.16 519.16 psf kCI Factors per AU, applied internally to entered oa s ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 ....seismic = ST " : 1.100 c d:\enercalc\vuksic 854-17.ecw:Ca culationsVer u in Shear Wall Schedule Per 1997 UBC Shear walls to span from sill plate to double top plate. Shear walls to be continuous above and below all openings. Exterior walls to be: 7/8" thk. stucco w/ Portland cement plaster w/ 1.4# per sq. yd., 17ga.* galv. wire lath and 16 ga. Staples (w/ 7/8"' legs) at 6" o/c. E.N. & 12" o/c. F.N. * Plywood as furring Walls: 4, 8, 10, 14, 15, 16, 20, 21, 22, 25, 31, 33, 35 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 6" o/c edges & 12" o/c field 5/8" dia. A.B. at 32" o/c. w/ 2"x2"x3/16" washers Shear transfer: Sill nailing -16d at 5" o/c Solid blocking - "Simpson" A35 at 24" o/c each block TJI block- 4-16d each block '2 Walls: 5, 9, 28, 29, 32, 36 3/8" thick wall sheathing, exp: 1 w/ 8d nails at 4" o/c edges & 12" o/c field 5/8" dia. A.B. at 24" o/c. w/ 2"x2"x3/16" washers Shear transfer: Sill nailing -16d at 3.5" o/c Solid blocking - "Simpson" A35 at 16" o/c each block TJI block- 4-16d each block 3 Walls: 1, 2, 3, 6, 11, 12, 17, 18, 19, 23, 30 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 3" o/c edges & 12" o/c field 5/8" dia. A.B. at 12" o/c. w/ 2"x2"x3/16" washers Shear transfer: Sill nailing -16d at 3" o/c staggered Solid blocking - "Simpson" A35 at 12" o/c each block TJI block- 6=16d each block 4 Walls: 34, 37, 38, 39, 40, 41 1/2" thick wall sheathing, exp. 1 w/ 8d nails at 2" o/c edges & 12" o/c field .5/8" dia. A.B. at 24" o/c. w/ 2"x2"x3/16" washers 3x sill plate & top plate 3x studs & blocking at all panel edges Shear transfer: Sill nailing - 2 rows 16d at 4" o/c staggered Solid blocking - "Simpson" A35 at 8" o/c each block TJI block- 8-16d each block 0 • Walls: 7, 24 3/8" thick wall sheathing, exp. 1 each side w/ 8d nails at 3" o/c edges & 12" o/c field 3/4" dia. A.B. at 16" o/c. w/ 2"x2"x3/16" washers 3x sill plate & top plate 3x studs & blocking at all panel edges Shear transfer: Sill nailing — 2 rows 16d at 3" o/c staggered Solid blocking — "Simpson" A35 at 6" o/c each block TH block -10-16d each block As