Loading...
05-3945 (RER) Truss Calcsc-,© P 7(;7,e -. 7` 4neiij 4 T.)-BeamV 6.16 Serial Numb' 00Zo _% 9112" TJ I®110 @ 24" o/c User 25 IPRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE 1 Engine V Page APPLICATION AND LOADS LISTED w Member Slope: OM2 Roof Slope0M2 c d 12-9" i All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Top Flange Top Flange Support Flanges Analysis is for a Joist Member. Slope Wood Species 1 Top Mount Hanger ITT9.5 0/12 0 N/A No Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 15.0 Dead N/A SUPPORTS: Douglas Fir Vertical Reaction (tbs) 414 414 1688 Passed (25%) Input Bearing Vertical Reactions (lbs) Ply Depth Nailing Detail Other Live Load Deft (in) Width Length Live/Dead/UpiMrotal Depth 1 Glulam or solid sawn lumber beam 5.50" Hanger 255 /19110/446 1 9.50" N/A Top Mount Hanger None 2 Glulam or solid sawn lumber beam 5.50" Hanger 255 /19110 / 446 1 9.50" NIA Face Nail Hanger None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Flanges Offset Slope Wood Species 1 Top Mount Hanger ITT9.5 0/12 0 N/A No 0 Douglas Fir. 2 Face Mount Hanger IUT9 0/12 0 No N/A WA Douglas Fir -Nailing for Support 1: Face: 2-N10, Top 4-N10, Member. 2-N10 -Nailing for Support 2: Face: 8-N10, Top WA, Member. 2-N10 DESIGN CONTROLS: Maximum Design Control Control Shear (lbs) 414 -414 1525 Passed (27%) Vertical Reaction (tbs) 414 414 1688 Passed (25%) Moment (Ft -Lbs) 1225 1225 2975 Passed (41%) Live Load Deft (in) 0.142 0.394 Passed (U999+) Total Load Defl (in) 0.248 0.592 Passed (0572) ;13LUJILDINGTY OF LAFUI�TPTA Location ®vED Rt. end Span 1 unde IRdln Bearing 2 under RMR §�N R CTIO MID Span 1 under Roof I ad' MID Span 1 under Roo MID Span 1, un"�Tfioo -Deflection Criteria: STANDARD(L1.1/360,T1.1/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at Y W o/c unless detailed otherwise. P r attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IVPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and cede 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 TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Damico Residence 44090 Camino La Cresta La Quinta Ca. 92253 OPERATOR INFORMATION: Bob Sipovac Sipovac Construction Inc. 72651 Theodora Ln. Palm Desert, Ca 92260 Phone: 760-567-2347 Fax :760-779-9525 bsipovao@earthlink.net Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro" and TJ -Proms are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. G:\Design BusinessVXtive2005Jobs\44090 Camino La Cresta\Documents\Notes\damiCo Joist.sms 40n� TJ-Beam®6.16Serial Numw002-1 91/A TJI®110 @ 24" o/C "�2 Pane z 6�nine v ','M.PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 11' 10.00" ^ )Iax. Vertical Reaction Total (lbs) 446 446 Max. Vertical Reaction Live (lbs) 255 255 Selected Bearing Length (in) Max. Unbraced Length (in) 44 Loading on all spans,. LDF = 0.90 1.0 Dead Design Shear (lbs) 178 -178 Max Shear (lbs) 178 -178 Member Reaction (lbs) 178 178 Support Reaction (lbs) 191 191 Moment (Ft -Lbs) 525 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear- (lbs) 414 -414 Max Shear (lbs) 414 -414 Member Reaction (lbs) 414 414 Support Reaction (lbs) 446 446 Moment (Ft -Lbs) 1225 Live Deflection (in) 0.142 Total Deflection (in) 0.248 PROJECT INFORMATION: Damico Residence 44090 Camino La Cresta La Quinta Ca. 92253 n OPERATOR INFORMATION: Bob Sipovac Sipovac Construction Inc. 72651 Theodora Ln. Palm Desert, Ca 92260 Phone: 760-567-2347 Fax :760-779-9525 bsipovac@earthlink.net Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pros and TJ -Pros are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. G:\Design Business\Active2005Jobs\44090 Camino La Cresta\Documents\Notes\damico Joist.sms U=09S7A'N IamTM (24F -1.8E Framing DF) use: s1 Engine V b�l`�.-PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page APPLICATION AND LOADS LISTED Member Slope: 0112 Roof Slopeo/12 6 2i• 3.. All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary. Load Width: 14' Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 15.0 Dead SUPPORTS: Input Bearing_ Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplifffotal 1 Stud wall 5.5(Y" 3.00" 3815 / 3189 / 0 / 7004 By Others - Rim 1 Ply 1 1/4" x 18" 1.3E TimberStrandO LSL 2 Stud wall 5.50" 3.00" 3815 / 3189 / 0 / 7004 By Others - Rim 1 Ply 1 1/4" x 18" 1.3E TimberStrand® LSL 'DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 6833 -5997 16088 Passed (37%) Rt. end Span 1 under Roof loading Moment (Ft -Lbs) 45409 45409 69148 Passed (66%) MID Span 1 under Roof loading Live Load Defl (in) 0.654 0.886 Passed (U488) MID Span 1 under Roof loading Total Load Defl (in) 1.201 1.329 Passed (U266) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LI-1/360,TI-1240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 22' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ennr-wryer NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ 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 TJ Associate. -Piot all oroducts are readi!v available. Check with your supplier or, TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -The analysis presented is appropriate for Classic Glulam"A beams by Weyerhaeuser. PROJECT INFORMATION: Damico Residence 44090 Camino La Cresta -L%a,Ouinta-Ca:.92253 Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business TJ -Beam® is a registered trademark of Trus Joist. Classic Glulam is a trademark of Weyerhaeuser. OPERATOR INFORMATION: Bob Sipovac Sipovac Construction Inc. 7.2651 Theodor_ Lr±- PaUii Desert, Ca 92260 Phone: 760-567-2347 Fax :760-77.9-9525 bsipova�earthlink.net G:\Design Business\Active2005Jobs\44090 Camino La Cresta\Documents\Notes\damico Beam_l.sms #en-- €a-a6.*s1A'N' IamTm (24F -1.8E Framing DF) Pap2 Engine V2 �l'.PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page APPLICATION AND LOADS LISTED 26.' 7_0.0" ^ -Max. Vertical Reaction Total (lbs) 7004 7004 Max. Vertical Reaction Live (lbs) 3815 3815 Required Bearing Length in 3:.00 (W) 3%.00 (W), Max. Unbraced Length (in) 275 Design Shear(lbs)- _ 2731 -2731 Max Max Shear (lbs) 3111 -3111 Member Reaction (lbs) 3111 3111 Moment (Ft -Lbs) 20676 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Wcs;n Shear (lbs.) 5997 -5997 Max Shear (lbs) 6833 -6833 Member Reaction .(lbs) 6833- 68.33 Support Reaction (lbs) 7004 7004 Moment (Ft -Lbs) 45409 Live Deflection= (in)0-.654 Total Deflection (in) 1.201 MKWECT NFORNIATION: Damico Residence 44090 Camino La Cresta La uuinta:Ca :92253. i�rERATOR INFORMATION: Bob Sipovac Sipovac Construction Inc. 72651 7 demcf_-;_r Palm Desert; Ca 92260 Phone: 760-567-23-47 Fax :760-779-9525 bs=v$4eartiiiink: net Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business TJ --Beam isa registered trademark of Trus Joist. Classic Glulam- is a trademark of Weyerhaeuser. G:\Design Businets\Active2005Jobs\44090 Camino La Cresta\Documents\Notes\damico Beam—l.sms "gi06. SArDN GlulamTm (24F -1.8E Framing DF) User. z Page 1 Engine V e &PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: OM2 Roof SlopeOM2 _ d -14'8112" ' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 14' Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions fibs) Detail Other Width Length Live/Dead/UplffVrotal 1 Stud wall 5.50" 1.59" 2059/1648 / 0/ 3707 By Others None 2 Stud wall 5.50" 1.59" 2059 /1648 / 0 / 3707 By Others None DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 3539 -3035 9384 Passed (32%) Rt. end Span 1 under Roof loading Moment (Ft -Lbs) 12423 12423 25266 Passed (49%) MID Span 1 under Roof loading Live Load Dell (in) 0.256 0.468 Passed (U657) MID Span 1 under Roof loading Total Load Dell (in) 0.462 0.702 Passed (L/365) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:U360,TL:L/240). -Bracing(Lu): All compression edges .(top and bottom) must be braced at 14' 8" o/c unless detailed otherwise. Pro -per attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ 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 TJ Associate. -Not all products• are readily available. Check with your supplier or TJ technicat'representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -The analysis presented is appropriate for Classic GlutamTm beams by Weyerhaeuser. PROJECT INFORMATION: - Damico Residence 44090 Camino La Cresta -La-Quinta-Ca. 92253 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business TJ -Beam® is a registered trademark of Trus Joist. Classic Glulam is a trademark of Weyerhaeuser. Bob Sipovac Sipovac Construction Inc. 72651 Theodora Ln: Palm Desert, Ca 92260 Phone: 760-567-2347 Fax :760-779-9525 -bsipovac@earthlink.net `'� Glulam"m (24F -1.8E Framing DF) User.2 Page 2 Engine Y sraa v=PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED T. —cad Group, 14' U. So" Max. Vertical Reaction Total (lbs) 3707 3707 Max. Vertical Reaction Live (lbs) 2059 2059 Required Bearing Length -in- 1:59 (Y4 1": 5s.(w Max. Unbraced Length (in) 177 LoadLoa`rig on all pan LDF = 0,.901.0 Dcad, Design Shear (lbs) ,1349 -1349 Max Shear (lbs) 1573 -1573 Member Reaction (lbs) 1573 1573 Support. Regqt gn (lbs-) . 1.60 4164.E Moment (Ft -Lbs) 5522 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs-) 3035. -3035. Max Shear (lbs) 3539 -3539 Member Reaction. (.lbs). 3539. 3539. Support Reaction (lbs) 3707 3707 Moment (Ft -Lbs) 12423 Live Deflection (in-) 0.256 Total Deflection (in) 0.462 PROJECT INFORMATION: Damico Residence 44090 Camino La Cresta La Ouinta Ca. 92253 Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business TJ -Beam® is a registered trademark of Trus Joist. Classic`Glulam is a trademark of Weyerhaeuser. OPERATOR INFORMATION: Bob Sipovac Sipovac Construction Inc. 72651-Theod6ra.t; . Palm Desert, Ca 92260 Phone:760-567-2347 Fax :760-779-9525 -bsipovac@earthlink.net _ UM6.xAQN . Glularn"m (24F -1.8E Framing DF) 1.PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0M2 Roof Slope0M2 Rp ,® d 12' 6112" i All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 14' Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift(Total 1 Stud wall 5.50" 1.50" 1756 /1405 / 0 / 3161 By.Others None 2 Stud wall 5.50" 1.50" 1756 /1405 / 0 / 3161 By Others None DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 2993 -2489 9384 Passed (27%) Rt. end Span 1 under Roof loading Moment (Ft -Lbs) 8885 8885 25266 Passed (35%) MID Span 1 under Roof loading- Live1oad Defl (in) 0.131 0.396 Passed (U999+) MID Span 1 under Roof loading Total Load Deft (in) 0.236 0.594 Passed (U603) MID Span 1 under Roof loading -Deflection Criteria: STANDARD(LL:L/360;TL:L/240). =Bracing(Lu): Ail_compression_edges.(top_and-bottom): must be braced at 12' 6" o/c unless detailed otherwise_ Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software .will_be_accomplished_in_accordance with TJ_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 TJ Associate. -Not all products are readily available. Check with your supplier or TJ,technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom.product listed above. -The analysis presented is appropriate for Classic GlulamTm beams by Weyerhaeuser. PROJECT INFORMATION: Damico Residence 44090 Camino La Cresta La•Quinta.Ca. 92253 Copyright O 2004 by Trus Joist, a Weyerhaeuser Business TJ -Beam® is a registered trademark of Trus Joist. Classic Glular is a trademark of Weyerhaeuser. OPERATOR INFORMATION: Bob Sipovac Sipovac Construction Inc. 72651. Theodora. Ln. Palm Desert, Ca 92260 Phone: 760-567-2347 Fax :760-779-9525 bsipovac@earthlink.net G:\Design Business\Active2005Jobs\44090 Camino La Cresta\Documents\Notes\damico Beam_3.sms T N'6i�- GlulamT"" (24F 1.8E Framing DF_) P�2 =v1PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED / Max. Vertical Reaction Total (lbs) 3161 3161 Max. Vertical Reaction Live (lbs) 1756 1756 Required Bearing Length in 1.50(W) 1.50(w) Max. Unbraced Length -(in) 151 Design Shear (lbs) 1106 -1106 Max Shear (lbs.). 13.3.0 -1330 Member Reaction (lbs) 1330 1330 SRC3^.s* .Re -^ti^ y-'.�-.�-c Moment (Ft -Lbs) y 3949 ' Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Design. Shear (-lbs) 2489 -2489 Max Shear (lbs) 2993 -2993 Member Reaction.( -lbs) 2993 2993 Support Reaction (lbs) 3161 3161 Moment (Ft -Lbs) 8885 Live Deflection (in) 0.131 Total Deflection (in) 0.236 FROJECT II'r—ONGIATrON: Damico Residence 44090 Camino La Cresta -La Quirita•°Ga: yJ1�s --OPERATOR -INFORMATION: Bob_Sipovac Sipovac Construction Inc. -,7265.-1, Ameocora Ln. Palm Desert, Ca 92260 Phone-: 76M67-234-7 Fax 60-5672341- Fax :760-779-9525 ,b-siipovab@earthfi'nk.net Copyright ® 2004 by True Joist, a Weyerhaeuser Business ?`J-BeamV is a registered trademark of Trus Joist. Classic GLulam- is a trademark of Weyerhaeuser. G:\Design Business\Hctive2oo5Jobs\44090 Camino La Cresta\Documents\Notes\damico Beam-3.sms ®n`''��e ia-8 6.N9�Ffa�' & id Sawn Hem -Fir #1 "ser, 3=PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Pege , rime v APPLICATION AND LOADS LISTED Member Slope: OM2 Roof SlopeOM2 -Deflection Criteria:. STANDARD(LL11360,TLU240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 10' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. -Analysis based on vertical toads only and assumes structural supports as noted in the input. Axial bads are not considered,in.this analysis. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ 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 TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. -Allowable Stress Design methodology was used for Building Code UBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: Damico Residence 44090 Camino La Cresta La Quinta Ca. 92253 OPERATOR INFORMATION: Bob Sipovac Sipovac Construction Inc. 72651 Theodora Ln. Palm Desert, Ca 92260 Phone :-760.567-2347 Fax :760-779-9525 bsipovac@earthlink.net Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business G:\Design Business\Active2005Jobs\44090 Camino La Cresta\Documents\Notes\damico Joist.sms d 10'10 314' -----� All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 14' Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Uve/Dead/Up[Wotal 1 Stud wall 5.50" 1.50" 1525 /1203 / 0 / 2728 By Others None 2 Stud wall 5.50" 1.50" 1525 / 1203 / 0 / 2728 By Others None DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 2561 -2102 3048 Passed (69%) Rt. end Span 1 under Roof loading Moment (Ft -Lbs) 6550 6550 9049 Passed (72%) MID Span 1 under Roof loading Live Load Deft (in) 0.135 0.341 Passed (U909) MID Span 1 under Roof loading Total Load Deft (in) 0.241 0.511 Passed (U508) MID Span 1 under Roof loading -Deflection Criteria:. STANDARD(LL11360,TLU240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 10' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. -Analysis based on vertical toads only and assumes structural supports as noted in the input. Axial bads are not considered,in.this analysis. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ 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 TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -Solid sawn lumber analysis is in accordance with 1997 NDS methodology and is solely presented for comparison purposes. Program limitations and assumptions about this analysis are available through the software's On-line Help. Trus Joist does not warrant the analysis nor the performance of solid sawn lumber materials. -Allowable Stress Design methodology was used for Building Code UBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: Damico Residence 44090 Camino La Cresta La Quinta Ca. 92253 OPERATOR INFORMATION: Bob Sipovac Sipovac Construction Inc. 72651 Theodora Ln. Palm Desert, Ca 92260 Phone :-760.567-2347 Fax :760-779-9525 bsipovac@earthlink.net Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business G:\Design Business\Active2005Jobs\44090 Camino La Cresta\Documents\Notes\damico Joist.sms 47% / ;6. s Je,._.__gg- "Wid Sawn Hem -Fir #1 User 1e9e z ��na v `.PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED =au Grouo:- Primary Load .Group ^ 10-' 2.75" ^ • Max. Vertical Reaction Total (lbs) 2728 2728 Max. Vertical Reaction Live (lbs) 1525 1525- Required.Bearing Length in 1.50(W) Max. Unbraced Length (in) 131 Loadina on all s_oans. LDF - 0.90 , 1,0 Dead Design Shear (lbs) 927 -927 Max -Shear (lbs) 1129 -1129 Member Reaction (lbs) 1129 1129 Support:Reaction (lbs) 1203 1203 Moment (Ft -Lbs) 2888 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs) 2102 -2102 Max Shear (lbs) 2561 -2561 Member Reaction.(lbs) 2561 2561 Support Reaction (lbs) 2728 2728 Moment (Ft -Lbs) 6550 Live Deflection (in) 0:135 Total Deflection (in) 0.241 PROJECT INFORMATION: Damico Residence 44090 Camino La Cresta La Quinta Ca. Vi�t3 OPERATOR INFORMATION: Bob Sipovac Sipovac Construction Inc. 72651'Theodora Ln. Palm Desert, Ca 92260 Phone: 760-567-2347 Fax :760-779-9525 ps,ipovac@earthlink.net. Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business G:\Design Business\Active2005Jobs\44090 Camino La Cresta\Documents\Notes\damico Joist.sms