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Plans • W D Y structural. Civil Engineers RE OBI Ittj STRUCTURAL CALCULATIONS ®F �eGiAC�� FOR BuILD ® ®N SHILO INN TIGARD — NEW ENTRY DOOR TIGARD, OREGON September 25, 2008 1*1 1Z17,40S_ 52799 R Z 1 v --1N 14 , l00 xi 1 `S E . eNc 'SIRES: 06-30-204 DESIGN PARAMETERS: 2007 Oregon Structural Specialty Code ROOF LOAD 15 psf DL 25 psf LL (Snow) per IBC 1608.1 GROUND SNOW 20 psf + Drifting per ASCE 7, Sec. 7 IMPORTANCE I = 1.0 FLOOR LOAD 12 psf DL UNITS 40 psf LL WIND F,...,.�.... BASIC WIND SPEED 80 mph (Fastest Mile) EXPOSURE anry, ®F GATED IMPORTANCE I = 1.00 Approved Conditionally Approda„..•.... See Letter to: FOltoW [ CONTENTS: ""'' • " ' permit N r: l s� - 41- � SHEETS 1 to 7 A• 1. �• 17�Te �ti�►• ` G By: 4117: .„ 11 :Fw . 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U`�i t� z K �. v c ., rb I. o �.S.0 P�....... _ .. - - • • . . . . a 6443 SW Beaverton- Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com I eve by Weyerhasustr 2 11/16" x 9 1/4" 2.0E Parallam® PSL TJ -Beare 6.30 Serial Number: User:2 9122/20083:42:31 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED ©, Product Diagram is Conceptual LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 5' 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 Uniform(plf) Floor(1.00) 256.4 72.0 0 To 6' Adds To SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 1.56" 1369 /419/0/ 1788 A3: Rim Board 1 Ply 1 3/4" x 9 1/4" 1.9E Microllam® LVL 2 Stud wall 3.50" 1.56" 1369 / 419 / 0 / 1788 A3: Rim Board 1 Ply 1 3/4" x 9 1/4" 1.9E Microllam® LVL -See iLevel® Specifier's /Builder's Guide for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 1689 -1155 4811 Passed (24 %) Rt. end Span 1 under Floor loading Moment (Ft -Lbs) 2393 2393 9542 Passed (25 %) MID Span 1 under Floor loading Live Load Defl (in) 0.038 0.142 Passed (U999 +) MID Span 1 under Floor loading Total Load Deft (in) 0.050 0.283 Passed (U999 +) MID Span 1 under Floor loading - Deflection Criteria: STAN DARD(LL:L/480,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 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 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. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION:. Robert lwai WDY, Inc. 6443 SW Beaverton Hillsdale Hwy Suite 210 Portland, OR 97221 Phone : (503) 203-8111 Fax : (503) 203-8122 robert@wdyi.com Copyright ° 2007 by iLevel°, Federal Way, WA. Parallam° is a registered trademark of iLevel °. • COMPANY PROJECT 1 I WoodWorks® SOFTWARE FOR WOOD DESIGN Sep. 22, 2008 15:54 C-1 wwc Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Dead Dead Axial (Ecc. = 0.00") 756 lbs Snow Snow Axial (Ecc. = 0.00") 3372 lbs MAXIMUM REACTIONS (lbs): co t: 0 T-6" Lumber n-ply, D.Fir-L, No.2, 2x4", 2-Plys Self-weight of 2.49 plf included in loads; Pinned base; Loadface = width(b); Built-up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 7.50= 7.50 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value. Design Value Analysis/Design Axial fc = 395 Fc' = 647 fc/Fc' = 0.61 Axial Bearing fc = 395 Fc* = 1785 fc/Fc* = 0.22 , ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/CF CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.15 1.00 1.00 0.363 1.150 - - 1.00 1.00 2 Fc* 1350 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 2 Axial : LC #2 = D+S, P = 4147 lbs Kf = 1.00 (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. COMPANY PROJECT 0 WoodWorks® SOFTWARE WOOD DESIGN Sep. 22, 2008 16:01 kingstuds.wwc Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ftj Magnitude Unit tern Start End Start End Wind Wind Full UDL 49.0 plf MAXIMUM REACTIONS (lbs): 0' 7%0" Dead Live 184 184 Total 184 1 84 Lumber n-ply, D.Fir-L, No.2, 2x4", 1-ply Self-weight of 1.25 plf included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 7.50= 7.50 [ft]; Lateral support: top = Lb, bottom = Lb; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 53 Fv' = 288 fv/Fv' = 0.18 Bending(+) fb = 1350 Fb' = 2160 fb/Fb' = 0.63 Axial fc = 2 Fc' = 621 fc/Fc' =. 0.00 Axial Bearing fc = 2 Fc* = 1397 fc/Fc* = 0.00 Combined (axia: compression + s..de load bending) Eq.3.9-3 = 0.63 Live Defl'n 0.41 L/221 0.50 = L/180 0.81 Total Defl'n 0.41 = L/221 0.50 = L/180 0.81 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL/C? CF Cfu Cr Cfrt Ci LC# Fv' 180 1.60 1.00 1.00 1.00 1.00 2 Fb'+ 900 1.60 1.00 1.00 1.000 1.500 1.00 1.00 1.00 1.00 2 Fc' 1350 0.90 1.00 1.00 0.445 1.150 - 1.00 1.00 1 Fc'comb 1350 1.60 - 0.270 2 E' 1.6 million 1.00 1.00 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - 1.00 1.00 2 Fc* 1350 0.90 1.00 1.00 1.150 - 1.00 1.00 1 Shear : LC #2 = .6D+W, V = 184, V design = 184 lbs Bending(+): LC #2 = .6D+W, M = 345 lbs-ft Deflection: LC #2 .6D+W El = 9e06 lb Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC #1 D only, P = 9 lbs Combined LC #2 = .6D+W; (1 - fc/FCE) = 1.00 - (D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. . , ,. I I of b�'3F�' .ri.,�vp -4'G 73�'e34?i z • ' / - - \ . I 0 AREA OF WORK ' I t e c t u r e • A1.0 — ';q 'Em,O7472t< ' — — — — — _ _ _ J ICJ 22F.,:;1'.5 f SIMPSON A34 CLIP \ 4 - - • ;G; "' TRIMMER STUD TO HEADER I N I ,1 .____. . r t _ a iii OIL , ; v ; , A �' 3U LO , - -- - r _ 1 1111;L: T - . • .•.. ® NORTH C���rrr 2265 • KEL Y J. EDWA x 6 u . 3 ., 0 O% j z CONTEXT PLAN , ® C� %r,I � • '• _ = VERIFY EXIST. CONT. RIM 01'0 ® (III;�1IlIIII1IIIIII: I ® • 4 -- w BOARD. NOTIFY ARCHITECT • 1.0 © � � I NEW KI NG STUD & • OR ENGINEER OF NOT CONT. . ( . 1.0 0 l '2 T _ Z 1) RIMIv1ER STUDS (N) 2'—' X 9 PPSL ___ 7 J Al, I 16 4 • • - 3 w w • I�4 (4) SIMPSON 0 � ,�' I I � rd " SDS • • • — iiu1i4- 1,' - - ---i SCREWS@ • • 0 „ , r�� 16" 0.C. TIGARD INN. O w I� I > �/ J � /F G� I �„ SHORE EXIST SLIDING DOOR • s® 1 ,�e � -� , JOISTS AS REQ'D • • r e HANG EXISTING EXISTING MASONRY ' t FLR JOISTS TO NEW STUCCO ..: : �, � ; , . NEW HEADER W/ TIGARD, OR \ \ JAMB DETAIL ,..:•.i.# SIMPSON LU210 ® f a HANGERS 0 E NT ._ 1 0 7Y ELEVATION , 1- _1._0" *, �0 • ie° = GYPSUM WRAPS NEW KING STUD & (2) I I BETWEEN WALL & TRIMMER STUDS DOOR FRAME f R" • I /���/ �� 1:111111 THRESHOLD T AA Job No: 0803 r - - 141):1 o I File No: I � j � f �!'il'8�! I I ���� • ----� E I .� � a Date: 09/25/2008 O NNW 11 I IC 1 © OO ( j" �� © FUR TO ALIGN W/� ; • / \ a Rev: .3 `f ` 1.0 � I6 / ' 64D ` 1.0 t 4 I / - ( EXISTING MASONRY/ `` 41.0 II cn f ♦, OVERALL F MIN. ,' !'W J JAMB DETAIL HEAD / SILL DETAIL i I' A1.0 - 4131 EN T -0, PLAN \ , KEYNOTES: vz° \ j SYMBOL DESCRIPTION SYMBOL DESCRIPTION 1 EXISTING TO'BE DEMOLISHED SHOWN 6 NEW 6' -0" WIDE BESAM UNISLIDE TELESCOPIC 'OVERHEAD NORTH DASHED. i CONCEALED' DOOR. FULL BREAKOUT W/ OPTIONAL ELECTRIC 2 MAINTAIN & PROTECT EXISTING. CARRIAGE LOCK AND CONVENIENCE UNIT. Sheet No: O NEW STUCCO SURFACING. O MATCH AND REPLACE TILE AT DEMOLISHED WALL. ti O REPAIR ANY ;LAB DEMO. O REMOVE & REINSTALL EXIST. TOP PLATE AS REQ'D TO INSTALL • . 8 NEW HEADER. STRAP SPLICES IN PLATE 2/ SIMPSON LSTA15 ° O SIGN BY OTHERS, N.I.C. STRAP ON INSIDE FACE. 12 0 . t