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Nava Contracting & Engineering, Inc. 2833 N.E.Weidler St.,Portland,Oregon 97232 eaP2 }-C.61203 Ph:(503)238-0633 ;Fax:(503)238-0533 /?.Z/O Sc(Icy Z. 1el&g f /2J Client: Gary Brashear By: Matthew V.Nava,P.E. Page / Project: Coffee Ruh Date: 07/15/2009 COVER SHEET Description: Vertical Analysis and Design RECEIVED Location: Portland, Oregon NoV 0 3 2009 Designer: Provided by Client CITY OFTIGARD BUILDING DIVISION Design Basis: Code: Oregon Structural Specialty Code 2008 Wind: 100 mph 3sec gust, Exposure B Seismic Zone: D2 Snow: 25 psf Floor Live: 40 psf Roof Dead Load: 15 psf Notes: 1. Timber connection hardware as indicated shall be from Simpson Strong Tie. Install hardware in accordance with Simpson installation requirements as provided in the most current manufacturers catalogs. 2. All Architectural considerations, including stairs and hand railings and their connections, interior and exterior finishes, fire ratings, flashing, weatherproofing, egress requirements, setbacks requirements, etc are by others. Following Calculations and Design have been prepared by the undersigned: Matthew V. Nava, P.E. Registration No. 13703 State: Oregon Expiration Date: 12/31/2010 PRo�. F ,�' � To d � d� 3 .: 703 I'• • �As 'EWv Nava Contracting & Engineering, Inc. 2833 N.E.Weidler St.,Portland,OR 97232 Ph: (503)238-0633 ;Fax:(503)238-0533 Client: Gary Brashear By: Matthew V. Nava, P.E. Page: .L Project: Coffee Rush Date: 10/28/2009 x L.. C k J- i I I . _ I 1 IXL Z _- � _ _ -- Y Y - - f -- t FouuDc mu c es Nava Contracting & Engineering, Inc. . 2833 N.E.Weidler St.,Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 ' Client: Gary Brashear By: Matthew V. Nava, P.E. Page: '3 Project: Coffee Rush Date: 10/28/2009 n uxa Dr I-IvIZ z Lk _ i'\1-1 if _ R3 ��2 .- " A i5 IA I E E n I c 1 0 q r IL 0. $1 4 67,8,__ 0 0 i I ,, 1TIf2ESTRDa'Y,�1' H �$ 04 v1 1 `' o ova p ( ` % il V ),( a 5 x, — k WI 9 ttJ'' �r x u 9 cd cc ct o 9 �t i_ U� `l '1 .� D MI ty O era ,ram/ .r_M. t .�` C U. _ 1 I Q „ L. " � ` � 111 A hI Q � r. - _ , ., L �-- L Lp_� DP"x13 l -�•� ..1121 PFLUc8 • ELF ux8 ' i DF yyr2 1 fo1,,?� . 1S 7- a r_ FLOOR PLAN Nava Contracting & Engineering, Inc. - 2833 N.E.Weidler St_, Portland,OR 97232 Ph: (503)238-0633 ;Fax:(503)238-0533 - Client: Gary Brashear By: Matthew V. Nava, P.E. Page: O. Project: Coffee Rush Date: 10/28/2009 \i `Q m 1 1 . "� I pF 2s(c 2c0F — Q...4FTE.KS Q 1la" o.C, 0 - ^ J x - __I_ o CV 74 r.,4+ l 1 ROOF PLAN S:x_J '--k-- P = 25 ps. V\J. : -t2, u , — 1 .5 .L-13 i''o -- \ ,S i _ 3y/ Nz�440 : .'+3( 2 . ') (. 2.u3)- 1--5 a vim-c, .al . a : a 6 , C\1.25) = 1-.25 9SQ OSt= 50 ^�c �U�w \.or \k) - 1--\A, , yC\ _ t1 Q+ • Main Roof Rafters 1 1/2" x 9 1/4" 1-6E Solid Sawn Douglas Fir#2 @ 16" o/c TJ-BeearOC B.25$arIRI Nurnbwr; Ober.2 1fl21toa05;24:2f PIN THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN F g1 E glwVeebn:®.35o CONTROLS FOR THE APPLICATION AND LOADS LISTED riember Slope: 0 12 Roo' Slope0 12 1, All dimensions are horizon:al, oroduc'Diagram is Concei-:ual, LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psf):50.0 Live at 115%duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibe) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.50" 367/110 I 0/477 By Other-Rim 1 Ply 1 3/4"x 9 1/4"1.9E Microllemle LVL 2 Stud wall 3,50" 1.50" 367/110/0/477 By Others -Rim 1 Ply 1 3/4"x 9 1/4"1,9E Microllam®LVL DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 459 -385 1915 Passed(20%) Rt.end Span 1 under Snow loading Vertical Reaction(Ibs) 459 459 956 Passed(48%) Bearing 2 under Snow loading Moment(Ft-Lbs) 1213 1213 2268 Passed(54%) MID Span 1 under Snow loading Live Load Defl(in) 0,119 0.353 Passed(IJ999+) MID Span 1 under Snow loading Total Load Defl(in) 0.155 0.629 Passed(U822) MID Span 1 under Snow loading - -Deflection Criteria:STANDARD(LL:L/360,TL:U240), -Allowable moment was increased for repetitive member usage, -Bracing(Lu):All compression edges(top and bottom)must be braced at 11'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability, -The allowable shear GEMS(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase. -Analysis based on vertical loads only and assumes structural supports as noted in the input Axial loads are not considered in this analysis. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevele. iLevell)warrants the sizing of its products by this software will be accomplished in accordance with Lavelle 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 an level®Associate. -Not all products are readily available. Check with your supplier or iLevei®technical representative for product availability. -THIS ANALYSIS FOR ILevelle PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NOS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber materiel listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matthew Nava Project!Coffee Rush Nava Contracting&Engineering, Inc Date: 10/29l2009 2833 NE weidler St Portland,OR 97232 Phone;(503)238-0833 Fax :(503)238-0533 nevaengrlgmail.ocm copeelst m 2009 yy :tsOa1e, san•p.:t Spay, se.. \\Navy-01\eompanytfiteA 050ph iu\p_M23C. Contrtctore\Gary Hrnthear\eorrww Ruch\FOi inMOYnartere.nmt eveMain Roof Rafters -19 by Weyerhaeuser 1 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir#2 @ 16" o/c TJ-Beana 6.35 Serial Number: User:2 10/2920092:16:51 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Paget EngineVersiorr6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 10' 7.00" ^ Max. Vertical Reaction Total (lbs) 477 477 Max. Vertical Reaction Live (lbs) 367 367 Selected Bearing Length (in) 1.50(W) 1.50(W) Max. Unbraced Length (in) 132 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 89 -89 Max Shear at Support (lbs) 106 -106 Member Reaction (lbs) 106 106 Support Reaction (lbs) 110 110 Moment (Ft-Lbs) 280 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 385 -385 Max Shear at Support (lbs) 459 -459 Member Reaction (lbs) 459 459 Support Reaction (lbs) 477 477 Moment (Ft-Lbs) 1213 Live Deflection (in) 0.119 Total Deflection (in) 0.155 PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax :503-238-0533 navaengr@gmail.com Copyright n 2009 by iLevela, Federal Way, WA. 7 A Floor Joists TJ-semen 5.35 Serial Number: 1IIZ" x 9 1/4" 9.6E Solid SawnDouglas Fir#2 @ 16" o/c ueer.2 11/2/200s5.25.1epu THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pape 7 Ermine VaBlen-e.35.0 - CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 0 12'— 6 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas(psf):40,0 Live at 100%duration, 12.0 Dead SUPPORTS: Input Searing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/UplifVTotal 1 Stud wall 3.50" 1.50" 320/96/0!416 By Otheni-Rim 1 Ply 1 3/4"x 91/4"1.9E Microllan®LVL 2 Stud wall 3.50" 1.50" 320/96/0/416 By Othem-Rim 1 Ply 1 3/4"x 9 1/4"1.9E Microllam®LVL PESIGN CONTROLS', Maximum Design Control Result Location Shear(Ibs) 402 -342 1685 Passed (21%) Rt.end Span 1 under Floor loading Vertical Reaction(Ibs) 402 402 958 Passed(42%) Bearing 2 under Floor loading Moment(Ft-Lbs) 1183 1163 1972 Passed(59%) MID Span 1 under Floor loading Live Load Defl(in) 0.136 0.386 Passed(U999+) MID Span 1 under Floor loading Total Load Defl(in) 0.177 0.579 Passed(U783) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:L/360,TL:U240), -Allowable moment was increased for repetitive member usage. -Bracing(Lu):All compression edges(top and bottom)must be braced at 12'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. ADDITIONAL NOTES; -JMPORTANTI The analysis presented is output from software developed by iLevel®. ;Level®warrants the sizing of its products by this software will be accomplished in accordance with iLevel®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 an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, Solid sawn lumber analysis is in accordance with 2001 NOS methodology, -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Client Gary Brashear Project Coffee Rush Matthew Nava Date: 10/29/2009 Nava Contracting&Engineering, Inc 2833 NE waidler St Portland,OR 97232 Phone;(503)238-0633 Fax :(503)238-0533 navaengr'@gmail.com Copyright O 2009 by 1Levn.l.w. Fedor"]. way, NA. \\N"va-01\campany[z>.ne1090pnsa\v_M0sc. Cont:actor,\Gery Bragheer\corset AUnh\Flhoraoi,e[a,=na eve Floor Joists by Weyerhaeu==r 1 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir#2 @ 16" o/c TJ-Beam 6.35 Serial Number. User..2 10/29/2009215:05PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pape Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 11' 7.00" Max. Vertical Reaction Total (lbs) 416 416 Max. Vertical Reaction Live (lbs) 320 320 Selected Bearing Length (in) 1.50(W) 1.50(W) Max. Unbraced Length (in) 144 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 79 -79 Max Shear at Support (lbs) 93 -93 Member Reaction (lbs) 93 93 Support Reaction (lbs) 96 96 Moment (Ft-Lbs) 268 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 342 -342 Max Shear at Support (lbs) 402 -402 Member Reaction (lbs) 402 402 Support Reaction (lbs) 416 416 Moment (Ft-Lbs) 1163 Live Deflection (in) 0.136 Total Deflection (in) 0.177 PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax :503-238-0533 navaengr@gmail.com Copyright 0 2009 by iLevel®, Federal Way, WA. R1 mTJAearrm 8,36 gerfai Number 3 Pcs of 1 112" x 9 114" 1-6E Solid Sawn Douglas Fir#2 User.2 11012002528;03PM THIS PRODUCT MEETS OR. EXCEEDS THE SET DESIGN Page 1 Engine Version;6,35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED 011 Procluc:cisgran, is f-"onser:alal. LOAD$: Analysis is for a Drop Beam Member, Tributary Load Width: 1'4" Primary Load Group-Office Bldgs-Offices(psf):50.0 Live at 100%duration, 15,0 Dead,20.0 Partition Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 94.0 64.0 0 To 11' Adds To Uniform(plf) Snow(1.15) 0.0 80.0 0 To 11' Adds To SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.50" 884/1103/0/1987 By Others None 2 Stud wall 3.50" 1.50" 884/1103/0/1987 By Others None DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 1927 -1603 5744 Passed(28%) Rt.end Span 1 under Snow loading Moment(Ft-Lbs) 5138 5138 6804 Passed(76%) MID Span 1 under Snow loading Live Load Defl(in) 0.099 0.350 Passed(L/999+) MID Span 1 under Snow loading Total Load Deft(in) 0.222 0,533 Passed(U578) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL;LI36O,TL:U240). -Allowable moment was increased for repetitive member usage. -Bracing(Lu):Ail compression edges(top and bottom)must be braced at 11'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear, -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 assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered. ADDITIONAL NOTES: -IMPORTANT! The analysis presented Is output from software developed by iLevet®. iLevel®warrants the sizing of its products by this software will be accomplished in accordance with iLevel&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 an iLevelii Associate. -Not all products are readily available. Check with your supplier or iLevele technical representative for product availability. -THIS ANALYSIS FOR iLeven PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in -accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analy;:ing the solid sawn lumber material listed above. -Note:See Lavoie Specifier's/Builder's Guide for multiple ply connection. -PROJECT INFORMATION: OPERATOR Client- Gary Brashear (NFORMATION: Project:Coffee Rush Matthew Nava Date: 10/29/2009 Nava Contracting&Engineering, Inc 2833 NE wieldier St Portland,OR 97232 Phone:(503)238-0633 Fax :(503)238-0533 navaengr@gmaii.corn copyright a 2009 by sr..e.,eitn, bedorat Nay, WA, \\Neva-01tcompnyfilaa\53cphia\o_K;5c. Cohtrnctors\nary Draahear\corfee 3818h\31.388 111 R1 �i� by Weverhaeuse, 3 Pcs of 1 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir#2 TJ-Beam 6.35 Serial Number User 2 10129120092:13:24 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN - Paget Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 10' 8.00" Max. Vertical Reaction Total (lbs) 1987 1987 Max. Vertical Reaction Live (lbs) 884 884 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 132 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 890 -890 Max Shear at Support (lbs) 1070 -1070 Member Reaction (lbs) 1070 1070 Support Reaction (lbs) 1103 1103 Moment (Ft-Lbs) 2852 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1186 -1186 Max Shear at Support (lbs) 1425 -1425 Member Reaction (lbs) 1425 1425 Support Reaction (lbs) 1470 1470 Moment (Ft-Lbs) 3801 Live Deflection (in) 0.041 Total Deflection (in) 0.164 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 1603 -1603 Max Shear at Support (lbs) 1927 -1927 Member Reaction (lbs) 1927 1927 Support Reaction (lbs) 1987 1987 Moment (Ft-Lbs) 5138 Live Deflection (in) 0.099 Total Deflection (in) 0.222 PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax :503-238-0533 navaengr@gmail.com Copyright 0 2009 by iLevel®, Federal Way, WA. ■ ( eve R2 ay Weyer haeuser 3 1/2" x 11 1/4" 1.6E Solid Sawn Douglas Fir#2 TJ-Beam 6.35 Serial Number: User:2 10/29/2009 2:25:50 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN - Page 1 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED • PE g' Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width:6' Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Snow(1.15) 1031 449 4' - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.50" 1476/550/0/2025 By Others-Rim 1 Ply 1 3/4"x 11 1/4"1.9E Microllam®LVL 2 Stud wall 3.50" 1.50" 1476/550/0/2025 By Others-Rim 1 Ply 1 3/4"x 11 1/4"1.9E Microllame LVL DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 1972 -1630 5434 Passed(30%) Rt.end Span 1 under Snow loading Moment(Ft-Lbs) 5198 5198 6806 Passed(76%) MID Span 1 under Snow loading Live Load Defl(in) 0.053 0.256 Passed(U999+) MID Span 1 under Snow loading Total Load Defl(in) 0.074 0.383 Passed(U999+) MID Span 1 under Snow loading - -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 8'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. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel#warrants the sizing of its products by this software will be accomplished in accordance with iLevel 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 an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax :503-238-0533 navaengr@gmail.com Copyright © 2009 by iLevel®, Federal Way, WA. ' R2 by Waw=rnaeu=er 3 1/2" x 11 1/4" 1.6E Solid Sawn Douglas Fir#2 TJ-Beam 6.35 Serial Number User:2 10/29/2009 2:25:50 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN - Page 2 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 7' 8.00" Max. Vertical Reaction Total (lbs) 2025 2025 Max. Vertical Reaction Live (lbs) 1476 1476 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 96 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 450 -450 Max Shear at Support (lbs) 536 -536 Shear Within Span (lbs) -225 Member Reaction (lbs) 536 536 Support Reaction (lbs) 550 550 Moment (Ft-Lbs) 1458 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1115 -1115 Max Shear at Support (lbs) 1456 -1456 Shear Within Span (lbs) -225 Member Reaction (lbs) 1456 1456 Support Reaction (lbs) 1510 1510 Moment (Ft-Lbs) 3222 Live Deflection (in) 0.028 Total Deflection (in) 0.049 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 1630 -1630 Max Shear at Support (lbs) 1972 -1972 Shear Within Span (lbs) -740 Member Reaction (lbs) 1972 1972 Support Reaction (lbs) 2025 2025 Moment (Ft-Lbs) 5198 Live Deflection (in) 0.053 Total Deflection (in) 0.074 PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax :503-238-0533 navaengr@gmail.com Copyright ® 2009 by itevel®, Federal Way, WA. a �1 Iti=11 I, R3 evwevz«dEU5Pr 3 1/2" x 7 1/4" 1.6E Solid Sawn Douglas Fir #2 TJ-13eam®6.35 Serial Number: User:2 10/29/2009 2:27:53 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED a�o Al.-3.6"_i Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width:6' Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Floor(1.00) 884 1103 1' - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 1.50" 1071 /949/0/2021 By Others None 2 Stud wall 3.50" 1.50" 653/427/0/1079 By Others None DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 1968 1736 3045 Passed(57%) Lt.end Span 1 under Floor loading Moment(Ft-Lbs) 1529 1529 2905 Passed(53%) MID Span 1 under Floor loading Live Load Defl(in) 0.007 0.106 Passed(U999+) MID Span 1 under Floor loading Total Load Defl(in) 0.013 0.158 Passed(U999+) MID Span 1 under Floor loading -Deflection Criteria:STANDARD(LL:U360,TL:U240).Additional checks follow. -TL:0.313" -Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6"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. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel®warrants the sizing of its products by this software will be accomplished in accordance with iLevel®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 an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. • -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax :503-238-0533 navaengr@gmail.com Copyright o 2009 by iLevel®, Federal Way, WA. \ eve R3 by Weyerhaeuser 3 1/2" x 7 1/4" 1.6E Solid Sawn Douglas Fir #2 TJ-Bearn®6.35 Serial Number. User:2 10/29120092:27:63PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN - - Page 2 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 3' 2.00" Max. Vertical Reaction Total (lbs) 2021 1079 Max. Vertical Reaction Live (lbs) 1071 653 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 42 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 879 -357 Max Shear at Support (lbs) 936 -414 Shear Within Span (lbs) 871 Member Reaction (lbs) 936 414 Support Reaction (lbs) 949 427 Moment (Ft-Lbs) 753 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1736 -795 Max Shear at Support (lbs) 1968 -1026 Shear Within Span (lbs) 1703 Member Reaction (lbs) 1968 1026 Support Reaction (lbs) 2021 1079 Moment (Ft-Lbs) 1529 Live Deflection (in) 0.007 Total Deflection (in) 0.013 PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax : 503-238-0533 navaengr@gmail.com Copyright ® 2009 by iLevel®, Federal Way, WA. ` 5 _ eve R4 Wererba user 3 1/2" x 7 1/4" 1.6E Solid Sawn Douglas Fir#2 TJ-Bean®605 Serial Number: User 2 10/29/20392:29:27 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0/2 Roof Slope012 f❑ 2❑ 5. All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width:6' Primary Load Group-Snow(psf):50.0 Live at 115%duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/DeadlUplift/Total 1 Stud wall 3.50" 1.50" 750/240/0/990 By Others None 2 Stud wall 3.50" 1.50" 750/240/0/990 By Others None DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 924 -635 3502 Passed(18%) Rt.end Span 1 under Snow loading Moment(Ft-Lbs) 1078 1078 3341 Passed(32%) MID Span 1 under Snow loading Live Load Defl(in) 0.018 0.156 Passed(U999+) MID Span 1 under Snow loading Total Load Defi(in) 0.024 0.233 Passed(U999+) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:U360,TL:U240).Additional checks follow. -TL:0.313" -Bracing(Lu):All compression edges(top and bottom)must be braced at 5'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 loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel®warrants the sizing of its products by this software will be accomplished in accordance with iLevel®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 an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax :503-238-0533 navaengr©gmail.com Copyright C 2009 by iLevel®, Federal Way, WA. R4 by Wererha£Y5Pr 3 1/2" x 7 1/4" 1.6E Solid Sawn Douglas Fir #2 TJ-Beam®6.35 Serial Number: User:2 10/29/2009 2:29:27 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ' Page 2 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 4' 8.00" Max. Vertical Reaction Total (lbs) 990 990 Max. Vertical Reaction Live (lbs) 750 750 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 60 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 154 -154 Max Shear at Support (lbs) 224 -224 Member Reaction (lbs) 224 224 Support Reaction (lbs) 240 240 Moment (Ft-Lbs) 261 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 635 -635 Max Shear at Support (lbs) 924 -924 Member Reaction (lbs) 924 924 Support Reaction (lbs) 990 990 Moment (Ft-Lbs) 1078 Live Deflection (in) 0.018 Total Deflection (in) 0.024 PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax : 503-238-0533 navaengr@gmail.com Copyright 0 2009 by iLevelS, Federal Way, WA. • eve Roof Rafters 1 112" x 5 1/2" 1.6E Solid Sawn Douglas Fir#2 @ 16" o/c TJ-Beam®6.35 Serial Number: User.2 10/29200912:53.22 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page, Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:012 Roof Slope0.12 1-1114 PI FA g• All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psf):25.0 Live at 115%duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live(DeadiUpliff/Total 1 Stud wall 3.50" 3.50" 133/80/0/213 By Others None 2 Stud wall 3.50" 3.50" 133/80/0/213 By Others None DESIGN CONTROLS: Maximum Design Control Result Location Shear(Ibs) 202 -173 1139 Passed(15%) Rt.end Span 1 under Snow loading Vertical Reaction(Ibs) 202 202 2231 Passed(9%) Bearing 2 under Snow loading Moment(Ft-Lbs) 383 383 948 Passed(40%) MID Span 1 under Snow loading Live Load Defl(in) 0.075 0.253 Passed(U999+) MID Span 1 under Snow loading Total Load Defl(in) 0.119 0.379 Passed(U763) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Allowable moment was increased for repetitive member usage. • -Bracing(Lu):All compression edges(top and bottom)must be braced at 8'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 loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel warrants the sizing of its products by this software will be accomplished in accordance with iLevel®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 an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project: Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone: 503-238-0633 Fax :503-238-0533 navaengr@gmail.com Copyright © 2009 by iLevel®, Federal way, WA. eve Roof Rafters by Weyerhaeuser 1 1/2" x 5 1/2" 1.6E Solid Sawn Douglas Fir#2 @ 16" o/c TJ-Beam®6.35 Serial Number: User 2 ionszao912:53:23PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 7' 7.00" ^ Max. Vertical Reaction Total (lbs) 213 213 Max. Vertical Reaction Live (lbs) 133 133 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 96 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 65 -65 Max Shear at Support (lbs) 76 -76 Member Reaction (lbs) 76 76 Support Reaction (lbs) 80 80 Moment (Ft-Lbs) 144 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 173 -173 Max Shear at Support (lbs) 202 -202 Member Reaction (lbs) 202 202 Support Reaction (lbs) 213 213 Moment (Ft-Lbs) 383 Live Deflection (in) 0.075 Total Deflection (in) 0.119 PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering • Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax :503-238-0533 navaengr@gmail.com Copyright 0 2009 by iLeveis, Federal Way, WA. 1,9 ee, Ridge Beam 2 Pcs of 1 112" x 9 1/4" 1.6E Solid Sawn Douglas Fir#2 TJ-Beam 6.35 Serial Number: User:2 10/29/2009 2:05:26 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • Pagel Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:012 Roof Stope0.12 x❑ b 11" d All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 7'6" Primary Load Group-Snow(psf):25.0 Live at 115%duration, 10.0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 1.50" 1031 /449/0/1480 By Others None 2 Stud wall 5.50" 1.50" 1031 /449/0/1480 By Others None DESIGN CONTROLS: Maximum Design Control Result Location Shear(lbs) 1390 -1149 3830 Passed(30%) Rt.end Span 1 under Snow loading Moment(Ft-Lbs) 3592 3592 3944 Passed(91%) MID Span 1 under Snow loading Live Load Defl(in) 0.152 0.344 Passed(L/816) MID Span 1 under Snow loading Total Load Defl(in) 0.218 0.517 Passed(U569) MID Span 1 under Snow loading - -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 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 loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. -Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by'Level®. iLevel®warrants the sizing of its products by this software will be accomplished in accordance with iLevel®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 an iLevel®Associate. -Not all products are readily available. Check with your supplier or iLevel®technical representative for product availability. -THIS ANALYSIS FOR iLevel®PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. -Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. -Note:See iLevel®Specifier's/Builder's Guide for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax :503-238-0533 navaengr@gmail.com Copyright © 2009 by iLevel®, Federal Way, WA. • eveRidge Beam byWeyerhaeuser 2 Pcs of 1 1/2" x 9 1/4" 1.6E Solid Sawn Douglas Fir#2 TJ-Bearne 6.35 Serial Number. User 2 10/29/2009 2:05:26 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN • Page 2 Engine Version:6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 10' 4.00" Max. Vertical Reaction Total (lbs) 1480 1480 Max. Vertical Reaction Live (lbs) 1031 1031 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 132 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 348 -348 Max Shear at Support (lbs) 422 -422 Member Reaction (lbs) 422 422 Support Reaction (lbs) 449 449 Moment (Ft-Lbs) 1089 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 1149 -1149 Max Shear at Support (lbs) 1390 -1390 Member Reaction (lbs) 1390 1390 Support Reaction (lbs) 1480 1480 Moment (Ft-Lbs) 3592 Live Deflection (in) 0.152 Total Deflection (in) 0.218 PROJECT INFORMATION: OPERATOR INFORMATION: Client: Gary Brashear Matt Nava Project:Coffee Rush Nava Engineering Date: 10/29/2009 2833 NE Weidler St. Portland,OR 97232 Phone:503-238-0633 Fax :503-238-0533 navaengr@gmail.com Copyright 0 2009 by iLevele, Federal Way, WA.