The URL can be used to link to this page

Home My WebLink About5 AVALON VISTA - CALCSAQX ENGINEERING INC. 1300 Bristol Street, Suite 100 Newport Beech, CA 92660 (949) 201 7740 is Structural Corrections for JAFARI RESIDENCE LOT8A 5 AVALON VISTA PELICAN CREST 2 NEWPORT COAST, CA Z-L, February 13, 2006 AQX 2005-151 Prepared for ALPHA DESIGN GROUP f -r� ; AQX Cl NGINEE RING 1300Bristol, Suite 4260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 7- STRUCTURAL I '— I Sheet: . AQX J.N.:2005-151 BY:J.Z.s Date:2-13-06 H k2e + K`4 4- ILL k / L501) S-6-1 e LO 718 4-7 �4 Ov3( I KA'I�i5�p ftoo AQX ENGINEERING STRUCTURAL 1300Bristol, Suite #26Q1 Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 T. ZK— "vol- f f� - I Id/O f f-- V1 W6 Sheet: AQX J.N.:2005-151 By:J.Z.S Date:2-13-06 W97 4 4 jz— AP" + P' V-S L AQX ENGINEERING STRUCTURAL 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 Sheet: ;� AQX J.N.:2005-151 By:J.Z.S Date:2-13-06 AQX ENGINEERING Title : Job # I 1300Bristol, Suite #260 Dsgnr: Date: 4:08PM, 10 FEB 06 Newport Beach CA 92660 Description E-mail: info@agxengineering.com Scope Description R13-6 W/PSL BM. `General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables � a are user defined Section Name Prllm: 5.26x18.0 Center Span 26.00 ft 0.00 ft Beam Width Beam Depth 5.250 in 18.000 in ...Lu Left Cantilever ft .....Lu 0.00 ft Right Cantilever Member Type ft ...Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Load Dur. Factor 1.250 Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fe Allow 650.0 psi E 2,000.0 ksi --- -- . _... Full Length Uniform Loads Center DL 178.00 #/ft LL 155.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads _ - - -----.__. -_-- Dead Load 1,270.0lbs Ibs I Ibs Ibs P Live Load 1,105.0lbs Ibs Ibs Ibs Ibs Ibs Ib ...distance 13.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Ibs Ibs 0.000 ft 0.000ft Span= 26.O0ft, Beam Width = 5.250in x Depth = 18.1n, Ends are Pin -Pin Max Stress Ratio 0.509 : 1 Maximum Moment 43.6 k-ft Maximum Shear * 1. Allowable 85.6 k-ft Allowable Max. Positive Moment 43.58 k-ft at 13.000 ft Shear: Max. Negative Moment 0.00 k-ft at 0,000 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 85.64 fb 1,844.49 psi fv 79.87 psi Fb 3,625.00 psi Fv 362.50 psi Deflections Centrr ` Dead pan;,. De�,ection oa Ld Total Load -0.516 in -0.965 in ...Location 13.000 ft 13.000 ft ..Length/Deft 604.5 323.18 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.774 in @ Left 0.000 in @ Right 0.000 in Reactions... Left DL Right DL 5 Beam Design OK 7.5 k 34.3 k @ Left 5.52 k @ Right 5.52 k @ Left 0.000 in @ Center 0.774 in @ Right 0.000 in 2.95 k Max 5.52 k 2.95 k Max 5.52 k Deflection ...Length/Deft Right Cantilever... Deflection .,.Length/Deft 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 AQX ENGINEERING 130013ristol, Suite #260 Newport Beach CA 92660 E-mail: Info@agxengineering.com Title : Dsgnr: Description Scope: Rev: 580001 .....---- User: KW-0606105, Ver5.8.0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC En ineering Software Description RB-6 W/PSL BM. Job # Date: 4:08PM, 10 FEB 06 Page 2 2005-151. eow: Calculations LStress Caics -- Bending Analysis Ck 19,049 Le 0.000 ft Sxx 283.500 in3 Area 94.500 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 43.58 k-ft 144.25 in3 3,625.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,626.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.55 k 7.55 k Area Required 20.821 in2 20.821 in2 Fv: Allowable 362.50 psi 362.50 psi Bearing @ Supports Max, Left Reaction 5.52 k Bearing Length Req'd 1.617 in Max. Right Reaction 6.52 k Bearing Length Req'd 1.617 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 5.52 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 AQX ENGINEERING 13008ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 580001 5.8.0. Description R13-6 ALT. W/ GLB. BM. Title : Dsgnr: Description Scope : Job # Date: 4:08PM, 10 FEB 06 Page 1 2005-151. ecw: Calculati- General Information Code Ref; 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Center Span 26.00 ft .... ,Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psl Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads _ Center DL 178.00 #/ft LL 155.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft a •.�: Live Load 1,105.0lbs Ibs Ibs Ibs Ibs ...distance 13,000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Span= 26.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.670 1 Maximum Moment 43.6 k-ft Maximum Shear * 1. Allowable 65.0 k-ft Allowable Max. Positive Moment 43.68 k-ft at 13.000 ft Shear: Max. Negative Moment 0.00 k-ft at 0.000 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow 65.03 Reactions... fb 1,889.47 psi fv 81.82 psi Left DL 2.95 k Fb 2,819.92 psi Fv 300.00 psi Right DL 2.95 k Deflections ueMaction -0.587 in ...Location 13.000 ft :.,Length/Deft 531.1 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.881 in @ Left 0.000 in @ Right 0.000 in -1.099 in _ -Deflection 13.000 ft ...Length/Deft 283.93 Right Cantilever... Deflection ...Length/Defl Ibs Ibs 0.000 ft 0.000 ft Beam Design OK 5 7.5 k 27.7 k @ Left 5.52 k @ Right 5.52 k @ Left 0.000 in @ Center 0.881 in @ Right 0.000 in Max 5.52 k Max 5.52 k 0.000 in 0,000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 580001 User: KW-0606105, Ver 5.8.0 (01983-2003 ENERCALC En Description RB-6 ALT. WJ GLB. BM. Title : Dsgnr: Description Scope: Job # _ Date: 4:08PM, 10 FEB 06 General Timber Beam Page 2 ..ma ...... _..... 2005-151.ecw:Ca1cu12tinna __. ------ ---- Stress CaIcs Bending Analysis Ck 19.865 Le 0,000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 0.940 Rb 0,000 CI 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 43.68 k-ft 185.44 in3 2,819.92 psi @ Left Support 0.00 k-ft 0.00 in3 2,819.92 psi @ Right Support 0.00 k-ft 0.00 in3 2,819.92 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.55 k 7.55 k Area Required 25.158 in2 25.158 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction Max. Right Reaction Query Values ------ 5.52 k 5.52 k Bearing Length Req'd Bearing Length Req'd 1.656 in 1.656 in M, V, & D @ Specified Locations ._...................... ......... I...—._�_ , �.m� Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 5.52 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 AQX ENGINEERING 130013ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Revi 6f30001 ----- ___._...._.__._......---•---. Description Title: Job # �✓ Dsgnr: Date: 4:26PM, 10 FEB 06 Description Scope: General Timber Beam - CHECKING 6X12 AT GARAGE W/POINT LOAD General Information Section Name Prllm: 5.25x11.875 Beam Width 5.250 in Beam Depth 11.875 in Member Type GluLam Load Dur, Factor 1.000 Beam End Fixity Pin -Pin Full Length Uniform Loads Center Left Cantilever Right Cantilever Trapezoidal Loaid� #1 DL @ Left DL @ Right Point Loads Dead Load 1,600.0 s Live Load 1,400.0lbs ...distance 7.000 ft Center Span 9.00 ft .....Lu Left Cantilever ft .....Lu Right Cantilever ft .....Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fe Allow 650.0 psi E 2,000.0 ksi DL 567.00 #/ft L:_, __225.00 IN DL #/ft LL #/ft DL #/ft LL #/ft #/ft LL @ Left 402.00 #/ft LL @ Right Ibs Ibs 0.000 ft 0.000 ft #/ft Start Loc 350.00 #/ft End Loc Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft Page 1 2005-151 ecw:Calculapons allowa6les are user defined I 0.00 ft 0.00 ft 0.00 ft 0.000 ft 9.000 ft Ibs Ibs 0.000 ft 0.000 ft Beam Design 01K Span= 9,00ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.555 : 1 Maximum Moment 15.2 k-ft Maximum Shear * 1.5 -Allowable 29.8 k-ft AIJ.owable Max. Positive Moment Max. Negative Moment 15.20 k-ft at -0.00 k-ft at 5.292 ft 9.000 ft Shear: @ Left Max @ Left Support 0.00 k-ft @ Right Max @ Right Support 0.00 k-ft Camber: @ Left Max. M allow 29.82 @ Center @ Right fb 1,478.65 psi fv 161.01 psi Reactions... Left DL 3.51 k Max Fb 2,900.00 psi Fv 290.00 psi Right DL 5.00 k Max Deflections 10.0 k 18.1 k 5.36 k 8.15 k 0.000 in 0.143 in 0.000 in 5.36 k 8.15 k Center Span... De d Load Total Loadmm Left Cantilever.., Dead Load Total Loa Deflection ...Location -0.095 in 4.644 ft -0.151 in 4.680 ft Deflection 0.000 in 0Loa in ...Length/Deft 1,132.9 713.46 Length/Deft , 00 0.0 Camber ( using 1.5 * D.L. Defl ) ... Right Cantilever... @ Center 0,143 in Deflection 0.000.o in 0.000 in @ Left 0.000 in ,,.Length/Defl @ Right 0.000 in AQX ENGINEERING 13008ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: - User: Kw-0606105, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description CHECK FB-5 FOR I General Information Section Name 6.75x16.5 Beam Width 6.750 in Beam Depth 16.500 in Member Type Glul-am Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Title : Dsgnr: Description Scope General Timber Beam PLAN CHECK n Job # Date: 8:1510M, 10 FEB 06 Page 1 2005-151. cow: Calculations Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000, Base allowables are user defined I Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E 18.50 ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft , ....Lu 0.00 ft 2,400.0 psi 240.0 psi 660.0 psi 1,800.0 ksi { Full Length Uniform Loads Center DL 436.00 #/ft LL 340.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads vv,v iva Iuy Live Load 670.0lbs 1,300.0lbs 670.0lbs Ibs ...distance 6.500 ft 8.150 ft 11.750 ft 0.000 ft Span= 18.50ft, Beam Width = 6.750in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.939 : 1 Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft Beam resign OK Maximum Moment 54.9 k-ft Maximum Shear * 1.5 Allowable 58.5 k-ft Allowable Max. Positive Moment 54.92 k-ft at 8.140 ft Shear: @ Left Max. Negative Moment 0.00 k-ft at 18.500 ft @ Right Max @ Left Support 0.00 k-ft Camber: @ Left Max @ Right Support 0.00 k-ft @ Center Max. M allow 58.46 Reactions... @ Right fb 2,151.89 psi fv 123.37 psi Left DL 5.64 k Max Fb 2,290.47 psi Fv 240.00 psi Right DL 5.44 k Max Deflections Deflection -0.394 in ... Location 9.176 ft :.. Length/Defl 563.3 Camber ( using 1.6 * D.L. Defl ) ... @ Center 0.591 in @ Left 0.000 in @ Right 0.000 in 13.7 k 26.7 k 10.19 k 9.82 k 0.000 in 0.591 in 0.000 in 10.19 k 9.82 k - - - -0.715 in Deflection .+ .-- 0.000 in I VLSI Uyau 0.000 in 9.176 ft ...Length/Deft 0.0 0.0 310.58 Right Cantilever... Deflection 0.000 in 0.000 in ... Length/Deft 0.0 0.0 AQX ENGINEERING Title. Job # 1 130013ristol, Suite #260 Dsgnr: Date: 9:59PM, 10 FEB 06 Newport Beach CA 92660 Description E-mail: info@agxengineering.com Scope Rev 580001 Page 1 User: 3-206061 3ENE,Ver CALC n 1eeringSo General Footin�y Anal SiS Deli L (c)1983-2003 ENERCALC Engineering Software �1 7 2005-151.ecw:Ca1cu1a1ions Description FTG FOR STEEL COL. AT LINE 3 General Information ') Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 N PA 5000 = -a AIln..lCnil Renri.vn � men n •' Short Term Increase 1.330 Width along X-X Axis 3.000 ft Seismic Zone Length along Y-Y Axis 28.000 ft Live &Short Term Combined Footing Thickness 24.00 in Col Dim. Along X-X Axis 6.00 in fc 2,600.0 psi Col Dim. Along Y-Y Axis 12.00 in Fy 60,000.0 psi Base Pedestal Height 6.000 in Concrete Weight 145.00 pcf Overburden Weight 50.00 psf Min Steel % Rebar Center To Edge Distance 0.0014 3.50 in Loads Applied Vertical Load... Dead Load 1.500 k ...ecc along X-X Axis 0.000 in Live Load k ...ecc along Y-Y Axis 0.000 in Short Term Load 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 120.000 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 6.000 k k - Sumtrr r:28.70j0ffttFcooting, `-- Footing Design n C�I� 3.00ft x 24.Oin Thick, w/ Column Support 6.00 x 12,00in x 6.Oin high D + L DL+LL+ST Actual Allowable Max Soil Pressure 358.0 715.1 psf Max Mu 29.332 k-ft per ft Allowable 2,240.0 2,979.2-psf. Required-Steel.Area. 0.51.8.in2p_wft- . "X' Ecc, of Resultant 0.000 in 5.986 in "Y' Ecc, 0.000 in 47.886 in Shear Stresses.... Vu Vn * Phi 1-Way 13.825 85.000 psi X-X Min.'Stability Ratio 3.508 1.500 :1 2-Way 0.800 170.000 psi Y-Y Min. Stability Ratio 3.007 Footin Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn *Phi Two -Way Shear 0.80 psi 0.78 psi 0.50 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 1.63 psi 13.83 psi 8.89 psi 85.00 psi Vu @ Bottom 1.63 psi -10.62 psi -6.83 psi 85.00 psi Moments ACI C-1 ACI G-2 ACI C-3 Ru / Phi As Req'd Mu @ Left 0.02 k-ft -0.27 k-ft -0.17 k-ft 0.7 psi -0.52 in2 per ft Mu @ Right 0.02 k-ft 0.31 k-ft 0.20 k-ft 0.8 psi 0.52 in2 per ft Mu @ Top 2.29 k-ft 29.33 k-ft 18.86 k-ft 77.6 psi 0.52 in2 per ft Mu @ Bottom 2.29 k-ft -24.87 k-ft -15.98 k-ft 65.7 psi -0.52 in2 per ft vol�IIr t `� � , .LI' _%Z ..�" � � �•.... � �iC`�i l i✓ i /trp �' �: AQX ENGINEERING Title: Job# it 130013ristol, Suite #260 Dsgnr: Date: 9:59PM, 10 FEB 06 Newport Beach CA 92660 Description E-mail: info@aqxengineering.com Scope: User: KW-0606105,Ver5.8.0, 1-Dec-2003 (c)1983-2003 ENERGALC Engfriserino Software General Footing Analysis & Design Pague2 2005-151.ecw:Calclat!0ns WSEWMEMUMMAM I&MM W Description FTG FOR STEEL COL, AT LINE 3 1 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 357.99 357.99 357.99 357.99 psf DL + LL + ST 0.85 715.13 664.11 51.87 psf Factored Load Soil Pressures ACI Eq. C-1 501.19 ACI Eq. C-2 1.19 501.19 501.19 501.19 psf ______ACI C I -Eq_ . C - -3 0.76 999.98 642.84 928.64 596.98 72.53 psf 46.63 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ........... ACI C-1 & C-2 DL 1.400 Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"l "0,9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST 1.100 Used in ACI C-2 & C-3 AQX ENGINEERING 13006ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 580001 User: KW.0606105, Ver 5.8.0, 1-Dec-2003 (0983-2003 ENERCALC Engineering Software Description F13-7 Title : Dsgnr: Description Scope : GeneralTimberorsy... r /Z Job # {G (�`� Date: 10:46AM, 11 FEB 06 _. Page_._1_ ....... -.._._..-- General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base Section Name Prllm: 2,6875x11.875 Center Span 17.00 allowables are user defined Beam Width 2.688 in ft , , ...Lu Left Cantilever ft .....Lu 0.00 ft 0.00 ft Beam Depth 11.875 in Right Cantilever ft . 0.00 ft Member Type , , .Lu Truss Joist - MacMillan, Parallam 2.OE Load Dur. Factor 1,000 Fb Base Allow 2,900.0 psi Fv Allow 290.0psi Beam End Fixity Pin -Pin Fo Allow 650.0 psi E 2,000.0 ksi Point Loads "" =D�adad 345,ss 30 60 Ibs Ibs Ibs Ibs s 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 17.00ft, Beam Width = 2.688in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.139 : 1 Maximum Moment 2.1 k-ft Maximum Shear * 1. Allowable 15.3 k-ft Allowable Max. Positive Moment 2.13 k-ft at 4.488 ft Shear: Max. Negative Moment 0.00 k-ft at 17.000 ft Max @ Left Support 0.00 k-ft Camber: Max @ Right Support 0.00 k-ft Max. M allow fb 404.38 psi Fb 2,900.00 psi 15.26 fv 22.29 psi Fv 290.00 psi Reactions... Left DL Right DL Beam Design OIL 5 0.7 k 9.3 k @ Left 0.47 k @ Right 0.17 k @ Left 0,000 in @ Center 0.089 in @ Right 0.000 in 0.25 k Max 0.47 k 0.09 k Max 0.17 k Deflections Center Span... Dead Load Total Load LeftTCantile a ... Dead Load Total Load Deflection ...Location -0.059 in 7.548 ft -0.111 in Deflection 0.000 in 0.000 in ...Length/Deft 3,430.8 7,548 ft 1,835.07 ...Length/Deft 0.0 0 0 Camber (using 1.5 * D.L. Deft) .., Right Cantilever... 0.0$9 in Deflection 0.000 in 0.000 in Ltft 0.000 in ...Length/Deft 0.0 0.0 @ Right 0.000 in Stress Cal-cs Bending Analysis Ck 21.298 Cf 1,000 Le 0.000 ft Rb Sxx 63.163 in3 Area 31.914 in2 0.000 Cl 0.000 @ Center Max Moment Sxx Rea'd Allowable fb @ Left Support 2.13 k-ft 0.00 k-ft 8.81 1n3 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi 2.900.00 psi Shear Analysis Left Support @ Right Support Design Shear 0.71 k 0.26 k Area Required 2.453 in2 0,883 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.47 k 0.17 k Bearing Length Req'd 0.271 in Bearing Length Req'd 0.098 in AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: Info@agxengineering,com Rev: 580001 Description C Title : Dsgnr: Description Scope General Timber Beam Job # Date: 10:48AM, 11 FEB 06 Page -.1_.. 2005-151. eow: Calculations General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are defined user Section Name Prlim: 2.6876x11.875 Center Span 10.00 ft ...Lu 0,00 ft Beam Width 2.688 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur. Factor 1,000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 2,000.0 ksi Live Load ...distance 1,600.0 lbs "V "'' " s 2.000 ft 0.000 ft 0.000 ft 0.000 ft o.nnn Ibs Ibs Ibs ff s n nnn f+ n Ann Ib In r,- - earn Design OK Span= 10.00ft, Beam Width = 2.688in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.441 ; 1 Maximum Moment 5.4 k-ft Maximum Shear * 1,5 4.1 k Allowable 15.3 k-ft Allowable 9.3 k Max. Positive Moment Max. Negative Moment 5.44 k-ft at 0.00 k-ft at 2.000 ft Shear: 10.000 ft @ Left 2,72 k @ Right 0.68 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.075 in Max. M allow 15.26 Reactions... @ Right 0.000 in fb 1,033.51 psi fv 127.84 psi Left DL 1.44 k Max 2.72 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.36 k Max 0.68 k VYa ♦JIY,J Center Span... Dead Load Total Load �sver�ti'r` tat ate°''.. Left Cantilever... Dead Load Deflection -0.050 in -0.095 in Deflection 0.000 in Total Load 0.000 in ...Location 4.360 ft 4.360 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,398.0 1,269.50 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ QOfer 0.075 in ...Length/Deft 0.0 0.0 @ L%ft 0.000 in • Right 0.000 in Stress QOcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 63.163 in3 Area 31.914 in2 Cf 1,000 Rb 0.000 Cl 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 5.44 k-ft 22.51 in3 2,900.00 psi @ Left Support 0.00 k-ft 0,00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.08 k 1.02 k Area Required 14.069 in2 3.517 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.72 k Bearing Length Req'd 1.557 in Max. Right Reaction 0.68 k Bearing Length Req'd 0.389 in AQX ENGINEERING Title : Job # 1300Bristol, Suite #260 Dsgnr: Date: 10:50AM, 11 FEB 06 Newport Beach CA 92660 Description E-mail: info@agxengineering.com Scope : _.-- User: KW-0606105, Ver 5.8.0. 1-Dec-2003 General Timbeream Page 1 (c)1983-2003 ENERCALC Engineering Software 2005-151 ecw.Calculatwns ._ S��x��:�fi., e- - - s'e'`.�..."�.»" _ �3'?SSzGe°k�.s"w'�'f.�»�....r�N,� - -• ' `. SR;Ys."* �s Description F13-9 OM General Information Code Ref: 2001 NDS, 2003 IBC 2003 NFPA 5000. Base ai+loywables are user defined xr ....'E• Section Name Prllm: 2.6875x11.876 Center Span 17.00 ft .....Lu 0.00 ft Beam Width 2.688 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft , ....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur, Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fe Allow 650.0 psi E 2,000.0 ksi Point Loads _..'�f,�fia"td`�, adz':, zt�€;"' 'tea - ^ - �'s?;ka�•: •.�'.+a.� Dead Load 50.0 Ibs 1,350.0 Ibs .. : Ibs r-''k'"4�UR'£ ,��;�: �.: d�id�i'�. Ibs Ibs Ibs z - - .� Ibs Live Load 220.0lbs 1,180.0lbs Ibs Ibs Ibs Ibs Ibs ...distance 1.500 ft 7.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 17.00ft, Beam Width = 2.688in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.719 : 1 Maximum Moment 11.0 k-ft Maximum Shear * 1.5 2.8 k Allowable 15.3 k-ft Allowable 9.3 k Max. Positive Moment 10.97 k-ft at 7.480 ft Shear: @ Left 1.84 k Max. Negative Moment 0.00 k-ft at 17,000 ft @ Right 1.16 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.492 in Max. M allow 15.26 Reactions... @ Right 0.000 in fb 2,084.16 psi fv 86.59 psi Left DL 0.98 k Max 1.84 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.62 k Max 1.16 k Deflections Center Span... Dead Load Total Load Left Cantilever.ammwmt.. ead Load mwmu Total Load Deflection -0.328 in -0.615 in Deflection 0.000 in 0.000 in ...Location 8.160 ft 8.160 ft ...Length/Deft 0.0 0.0 ...Length/Deft 621.7 331.66 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0:000 in- 0:000- in- @ Canter 0.492 in ...Length/Deft 0.0 0.0 @ Left 0,000 in @ Right 0.000 in Stress Qalcs -------_.. _- --- - - .------- ------ Bending Analysis Ck 21.298 Le 0.000 ft Sxx 63.163 in3 Area 31.914 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sm e 'd Allowable fb @ Center 10.97 k-ft 45.39 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.76 k 1,74 k Area Required 9.529 in2 5.988 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.84 k Bearing Length Req'd 1.055 in Max. Right Reaction 1.16 k Bearing Length Req'd 0.663 in AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com _ Rev: 580001 User: KW-OG06105, ver5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description F13-10 Title : Dsgnr: Description Scope ; General Timber Beam 11j Job # Date: 10:53AM, 11 FEB 06 2005-151 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowable$ are user defined Section Name Prlim: 5.25x11.875 �— Center Span 10,00 ft Beam Width 5.250 in Beam Depth 11.875 in u Left Cantilever 0.00 ft ft • ....Lu 0.00 ft Member Type Right Cantilever ft ...Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Load Dur. Factor 1.000 Fb Base Allow 2,900.0 psi Fv Allow Beam End Fixity Pin -Pin 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksl Full Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads Live Load 2,400.0 Ibs ...distance 2.000 ft DL 370.00 #/ft_' DL #/ft LL #/ft DL #/ft LLMOM #/ft Ibs ... ,. Ibs n lbs: bs.:zr•=Ibs Ibs Ibs Ibs lbs OA00 ft 0.000 ft Ibs Ibs 0.000 ft 0.000 ft Ibs 0.000 ft 0.000 ft Beam Design O Span= 10.00ft, Beam Width = 5.250in x Depth = 11.8751n, Ends are Pin -Pin Max Stress Ratio 0.613 : 1 Maximum Moment 15.9 k-ft Maximum Shear * 1.5 11.1 k Allowable 29.8 k-ft Allowable 18.1 k Max. Positive Moment Max. Negative Moment 15.94 k-ft at 0.00 k-ft 3.760 ft Shear: @ Left 8.17 k Max @ Left Support at 0.00 k-ft 10.000 ft @Right 5.09 k Max @ Right Support 0.00 k-ft Camber: @ Left 0.000 in Max. M allow 29.82 @ Center @ Right 0.160 in 0.000 in fb 1,550.12 psi fv 177.67 psi Reactions... Left DL 4.40 k Max 09 k AQX ENGINEERING 130013ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Re4: 580001 User. KW-0606105�Ver Description FB-11 Title : Dsgnr: Description Scope: I C.�; Job # Date: 10:56AM, 11 FEB 06 2005-1 Page 1 ... ..... ------ General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined s� �� M• mar ��. Section Name Prilm: 5.25x11.875 Center Span 7.00ft .....Lu , 0.00 ft Beam Width 5.250 in Left Cantilever ft ... , .Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 2,000.0 ksi -------- ----- full Length Uniform Loads 9 M, jj Center DL 112.00 #/ft LL 160.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 7.00ft, Beam Width = 5.250in x Depth = 11.8751n, Ends are Pin -Pin Max Stress Ratio 0.183 : 1 Maximum Moment 5.4 k-ft Maximum Shear * 1.5 2•9 k Allowable 29.8 k-ft Allowable 18.1 k Max. Positive Moment 5.45 k-ft at 2.996 ft Shear: @ Left 2.23 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.91 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.034 in Max. M allow 29.82 Reactions... @ Right 0,000 in fb 629.96 psi fv 47.15 psi Left DL 1.67 k Max 2.23 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.36 k Max 1.91 k Deflections Center Spian.., e d Load Total Load Left Cantilever... Dea Load Total Load Deflection -0.022 in -0.028 in Deflection 0.000 in 0,000 in ...Location 3.360 ft 3.388 ft ...Length/Deft 0.0 0.0 ..:Length/Defl 3,748.0 2,967.80 Right Cantilever... Camber ( using 1.5 D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.034 in ...Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0,000 in ✓1 AQX ENGINEERING Title: Job # 1300Bristol, Suite #260 Dsgnr: Date: 10:57AM, 11 FEB 06 Newport Beach CA 92660 Description E-mail: info@agxengineering.com Scope : User: KW-0606105, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering software � 2005-151.ecvCalculations Description FB-12 s General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 Center Span 5.00 ft .....Lu 0.00 ft 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, No.1 Fb Base Allow 1,200.0 psi Load Dur. Factor 1.000 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Point Loads Dead Load 2,50 .Olbs Ibs Ibs Ibs Ibs Ibs - Live Load 1,500.0lbs Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 2.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 5.00ft, Beam Width = 5.500in x Depth = 11.51n, Ends are Pin -Pin Max Stress Ratio 0.412 : 1 Maximum Moment 5.0 k-ft Maximum Shear * 1.5 3.0 k Allowable 12.1 k-ft Allowable 11.4 k Max. Positive Moment 5.00 k-ft at 2.500 ft Shear: @ Left 2.00 k Max. Negative Moment 0.00 k-ft at 5.000 ft @ Right 2.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.015 in Max. M allow 12.12 Reactions... @ Right 0,000in fb 494.93 psi fv 47.43 psi Left DL 1.25 k Max 2.00 k Fb 1,200.00 psi Fv 180.00 psi Right DL 1.25 k Max 2.00 k Deflections 1¢ •__�i%':'.'.'1�.." '. a Center Span... :�i-r.3��- $�L '¢" Dead Load Total Load .. A. Left Cantilever... e � . ° . 1l`�? 1'�4�� t6t�a3 Dead Load Total Load Deflection -0.010 in -0,016 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ,..Length/Defl 0.0 0.0 ...Length/Deft 5,948.4 3,717.75 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ C&nter 0,015 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 29.614 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 5,00 k-ft 50.00 in3 1,200.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,200.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,200.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.00 k 3.00 k Area Required 16.667 in2 16.667 in2 Fv: Allowable 180.00 psi 180.00 psi Bearing @ Supports Max. Left Reaction 2.00 k Bearing Length Req'd 0.682 in Max. Right Reaction 2.00 k Bearing Length Req'd 0.582 in AQX ENGINEERING 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 6 60'. m I I -rD -rf , L'- C 0�3 rr>61 t 0 / wog�;-r r-A�-e Aj- LINT= s�s = --- 1391?;�' -� '?- -=7- Y�� &\, 'x -�<—L 4 O'H -2- 7 STRUCTURAL VAC-rfo KL -, —9 - WT- P � � � T PI red 5P a a (0 rA-r-3 LevL- Ag ff2- + '5rh�A-W— z. LAJO 0� 0 f P-b M-�-- 4-4 i 27Zj1 Sheet: AQX J.N.:2005-151 By:J.Z.S Date:2-13-06 AQX ENGINEERING 1300Bristol, Suite H260, Newport Beach, CA 92660 Tel: (949) 261-7740 i•ax: (949) 261-7760 1 C'�O STRUCTURAL (n po Ft 069, Sheet: ( I AQX J.N.:2005-151 By:J.Z.S Date:2-13-06 1,12, �11 0 AQX ENGINEERING STRUCTURAL Sheet: 20 1300Bristoi, Suite 8260, Newport Beach, CA 92660 AQX J.N.:2005-119 Tel: (949) 261-7740 Fax: (949) i261-7760 By:J.Z.S Date:1-25-06 Toe- 6 <f -Aa v P—jr-) o4,a6+� VIP L i U 4v A; 0 7 t\j C' '7 < - AJO s -cc rj or, /4D 7 AQX ENGINEERING STRUCTURAL 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 L L IVLL (13Z �= -?, "�' �3 �4'- 2 CA -I OP-1j- T-- C S --.)4 heet: AQX J.N.:2005-119 By:J.Z.S Date: 1-25-06 C') .?, DESIGN VALUES FOR SIMPSON HOLD DOWNS AND STRAPS HOLD DOWN MEMBERS - WOOD fH,PAHD22-2H:k4845# #@MIDDLE 2361#@CORNER Ti ID14: #@MIDDLE 4160#@CORNER PA28: HPA28: # (5" MIN FROM EDGE (5" IN FROM EDGE) HPA35: 5420# (5" MIN FROM EDGE) HD5A: 4010# (WITH 4X4 POST) HD8A: 7460# (WITH 4X4 POST) HD8A: 7910# (WITH 4X6 POST) HD10A: 9450# (WITH4X4POST) HD10A: HD14A: TV 9900# (WITH 4X6 POST) 11,080# (WITH4X4POST) HD14A: 13,380# (WITH 4X6 POST) [LLD 15: 15,305# (WITH 4X8 OR 6X6 POST) STEEL S/PAHD42 _ 2705#@MIDDLE S/HPAHD22 _ _ T4530#@MIDDLE` HPAHD22-2P 5160#@MIDDLE 2361#@CORNER STHD14: 5785#@MIDDLE 4160#@CORNER S/HD8: 7920# S/HD10 9900# S/HTT14 4050# S/LTT20 1750# PA28: 3685# H PA28: 4845# HPA35: 5420# STRAPS CS16 CS14 ...... 2(CS14) (3)CS14 (4X6) CM5T14 (4X4) CMST12 (4X6) CAPACITY IN WOOD 1,705# 2,490#-ST6236 4,980# 7,470#_ N 6490# 9,235# STRAPS ST6224 MST48 MST60/72 _ ST22 TS22 CAPACITY IN WOOD 2,540# 3,845# 4,200# _6.420# 1,420# _ 1,215# STRAPS ST6224 ST6236 S/MST48 S/MST60/72 CAPACITY IN 20GA STEEL 2535 32Q0 4160 5440 CAPACITY IN 18GA STEEL 2535 3465 4595 6005 FRAMING ANGLES ANn Pf ATIZc CENTER TO CENTER DIST. A35 (450#) WOOD LTP5 (630#) WOOD 48" O/C - . 35##//' _ 32"O/C 169#/' 24OC 225#/' 321131855669####/ 16" O/C 8#/' 473#P 8" O/C __ /'