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Specifications , ... -..... ..-. o.„,w,. DEC 15 l' e E L2 C P E 7 VE 5 ; (5c36- pp". :,-. i ' ❖. ❖.,.•••., ❖:❖ : :+ . ❖. ❖ : ❖. ❖.• 20L .. .. .. ... .. .. .. ... CITY OF TIGARD .. ;:; ............ ;.... -..4D. PACIFIC BUILDING 5Y5TEM5 MANUFACTURED BY TRUSS -T STRUCTURES, INC. 2100 N. PACIFIC HWY. WOODBURN, OREGON 0 11011 PHONE 503 / q81 -(581 4 ISA Inc. Fabricator Inspection Program FA -405 (See Web At www.lasonline.org) - c RECEIVED c a. 4 DEC 15 2005 GUSTOMER I- 0 Oregon Pacific Construction o o CITY OF TIGARD S . Pacific Hwy. BUILDING DIVISION O S Hy - . C - >, het ep Woodburn OR �� . _ ... , < m but i 5 Z ap PROJECT ,, 7139 • • , A. Hornell LLG C o tr necc igar . Td OR ORFG fo A,, ' /0 5 4 J05 No. 05 -634( - ,Le tit'�� jvP- 1 L.t Cl I Expires 12/31 /o(' I BUILDING DATA Width (ft) = S0 Length (ft) = 48 Eave Height (ft) = 22.5 / 22.5 Roof Slope (rise /12) = 1.0:12 / 1.0:12 APPROVED PLANS Dead Load (psf ) = 2 INCLUDE UN- ATTACHED: SPECIFICATION BOOK Live Load (psf ) = 20 STRUCTURAL CALCS Gollat. Load (psf ) = 5 GEOTECH REPORT � MISC DOCUMENTS Snow Load (psf ) = 25 t Wind Speed(mph) = 100 co • Wind Code = IBC 03 t' c_ c '5 N O closed /Open = Closed C a ® 0 Exposure = G co 1-::: c.) td) h Importance - Wind = 1.30 P o ®�Y Importance -. Seismic = 1.00 0 o N. cd OFF Seismic Zone /Gatagory D' Q om . �, , j Seismic Goeff (Fo *55) = 1.140 0 < 1• • r ` • Page 1 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 'r.� 4, we :'°"•' ... Project Hornell LLC Date 7/14/2005 '� �'��,� Location Designed JN Z4; � ,,�,,,,� r � Tigard, O re g on 4n By Size 80 x 48 x 22.5 Checked By • Table Of Contents TABLE OF CONTENTS 1 - 1 Design Calculation 2 - 18 Roof Design 19 - 39 Sidewall Design @ Line A 40 - 43 Sidewall Design @ Line E 44 - 46 Endwall Design @ Line 1 47 - 58. Endwall Deisgn @ Line 3 • 59 - 70 • Rigid Frame Design @ Line 2 71 - 85. Design Warning 86 - 87 • • • 3g, 60, 176_ • Page 2 Of 87 ✓ er Customer Oregon Pacific Construction Job No 05 -6349 q�, Project Hornell LLC Date 7/14/2005 .;3 sr ` Location Tigard, Oregon Designed By JN MYM Size 80 x 48 x 22.5 Checked By • • Pacific Building Systems 2100 N Pacific Hwy Woodburn, OR 97071 STRUCTURAL DESIGN CALCULATIONS FOR Oregon Pacific Construction 180 S. Pacific Hwy. Woodburn, OR 97071 Hornell LLC Tigard, Oregon 05 -6349 • BUILDING DATA Width (ft) = 80.0 Length (ft) = 48.0 Eave Height (ft) = 22.5/ 22.5 Roof Slope (rise /12 ) = 1.00/ 1.00 Dead Load (psf ) = 2.0 Live Load (psf ) = 20.0 Collat. Load (psf ) = 5.0 Snow Load (psf ) = 25.0 Wind Speed(mph ) = 100.0 Wind Code = IBC 03 Closed /Open = C Exposure = C Importance - Wind = 1.30 Importance - Seismic = 1.00 Seismic Zone = D • '/ Page 3 Of 87 y Customer Oregon Pacific Construction Job No 05 -6349 $v ; Project Hornell LLC Date 7/14/2005 Loc ation � �••� � ��• T i gard, Oregon Designed By JN A. . . •••.A•tiSSL•�:�d•J.•4•i :ti.MiP.A'•e ., Size 80 x 48 x 22.5 Checked By Seismic Coeff (Fa *Ss) = 1.14 Designer = 7/14/05 05 -6349 Design Loads For Each Building Component: 7/14/05 9:49am FRONT SIDEWALL: BASIC LOADS: Edge Strip Ratio Basic Wind_Load_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 26.0 0.75 1.00 4.80 1.00 1.00 1.00 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long 22.7 -24.8 .. Girt /Header 28.1 -30.4 .. Panel 22.7 -24.8 .. Jamb 46.8 -28.6 .. Parapet BACK SIDEWALL: BASIC LOADS: EdgeStrip_Ratio Basic WindLoad_Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 26.0 0.75 1.00 4.80 1.00 1.00 1.00 WIND PRESSURE /SUCTION: Wind Wind Wind • / Page 4 Of 87 ✓° C Customer Oregon Pacific Construction Job No 05 -6349 • ....ONO . •y . r, 1 �� Project Hornell LLC Date 7/14/2005 N 0 Location Tigard, Oregon Designed By JN rarta kantlf gfeaSta ___ Size 80 x 48 x 22.5 Checked By 05 -6349 Design Loads For Each Building Component: 7/14/05 9:49am Press Suct Long 22.7 -24.8 .. Girt /Header 28.1 -30.4 .. Panel 22.7 -24.8 .. Jamb 46.8 -28.6 .. Parapet LEFT ENDWALL: BASIC LOADS: EdgeStrip_Ratio Dead Collat Live Snow Basic Wind Load Ratio Zone Col/ Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 5.0 20.0 25.0 26.0 0.75 1.00 4.80 1.00 1.00 1.00 BASIC LOADS AT EAVE: Seis_Coeff Seis Load --- Torsion - -- Frame Brace Frame Brace Wind Seismic . 0.161 0.304 2.49 4.69 0.00 0.00 WIND PRESSURE /SUCTION: Wind Wind Press Suct 22.7 -24.8 .. Column 22.7 -24.8 .. Girt /Header 22.7 -24.8 .. Jamb 28.1 -30.4 .. Panel 46.8 -28.6 .. Parapet WIND COEFFICIENTS: Surf Rafter Wind 1 Rafter Wind 2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.35 -0.56 0.00 0.00 2 -1.16 -0.67 -0.80 -0.31 -1.16 -0.67 -1.16 0.00 3 -0.67 -1.16 -0.31 -0.80 -0.67 -1.16 -1.16 0.00 4 0.00 0.00 0.00 0.00 -0.56 0.35 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Snow/ Rafter Wind Brace Wind Long Column Wind 1 Aux_Load No. Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 ' ' Page 5 Of .87 :S' F. Customer Oregon Pacific Construction Job No 05 -6349 .� rr1 �� °P0 ti ,; � ° Project Hornell LLC Date 7/14/2005 .v t . Location Designed JN yi � a•0r ; 0 Ti gar d , O rego n By 5 Size 80 x 48 x 22.5 Checked By 05 -6349 Design Loads For Each Building Component: 7/14/05 9:49am 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 .4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00. 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 RAFTER DESIGN LOADS: Load Snow/ Rafter Wind 1 RafterWind_2 Long 1 Aux _ Load No Id Dead Coll Live Left Right Left Right Wind Seis 1 Id Coef 14 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0..00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 7 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 8 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 9 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 10 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 11 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 12 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No.. Add _ Load Aux Id Name Load Id Coeff 7 1 E1PAT_SL 1 1 1 0.50 2 E1PAT_SL 2 1 2 0.50 3 E1PATSL 3 1 3 0.50 4 E1PAT_SL 4 1 4 0.50 5 E1PAT_SL 5 2 1 0.50 2 0.50 6 E1PAT_SL 6 2 2 0.50 3 0.50 7 E1PATSL 7 2 3 0.50 4 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dxl Dx2 .. Dist A Page 6 Of 87 n , Customer Oregon Pacific Construction Job No 05 -6349 **1 '; Project Hornell LLC Date 7/14/2005 . ,! Location Designed JN d •• • •� . .. e•M ` .� T O regon 9n By Size 80 x 48 x 22.5 Checked By 05 -6349 Design Loads For Each Building Component: 7/14/05 9:49am 14 1 2 D -0.49 -0.49 0.08 0.00 20.07 2 2 D -0.49 -0.49 0.08 20.07 40.14 3 3 D -0.49 -0.49 -0.08 0.00 20.07 4 3 D -0.49 -0.49 -0.08 20.07 40.14 5 1 DEAD I 0.00 -2.20 0.00 0.00 11.00 6 1 COLLAT I 0.00 -0.63 0.00 0.00 11.00 7 1 LIVE I 0.00 -15.75 0.00 0.00 11.00 8 2 DEAD I 0.00 -4.14 0.00 0.00 11.00 9 2 COLLAT I 0.00 -1.20 • 0.00 0.00 11.00 10 2 LIVE I 0.00. -30.00 0.00 0.00 11.00 11 2 WINDL1 D -0.19 -0.19 0.00 40.00 40.14 12 2 WINDL2 D -0.26 -0.26 0.00 40.00 40.14 13 3 WINDR1 D -0.26 -0.26 0.00 0.00 0.14 14 3 WINDR2 D -0.19 -0.19 0.00 0.00 0.14 RIGHT ENDWALL: BASIC LOADS: Edge Strip Ratio Dead Collat Live Snow Basic Wind_LoadRatio Zone Col/ Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 5.0 20.0 25.0 26.0 0.75 1.00 4.80 1.00 1.00 1.00 BASIC LOADS AT EAVE: Seis_Coeff Seis_Load --- Torsion - -- Frame Brace Frame Brace Wind Seismic 0.161 0.304 1.79 3.38 0.00 0.00 WIND PRESSURE /SUCTION: Wind Wind Press Suct 22.7 -24.8 .. Column 22.7 -24.8 .. Girt /Header 22.7 -24.8 .. Jamb 28.1 -30.4 .. Panel 46.8 -28.6 .. Parapet WIND COEFFICIENTS: Surf Rafter Wind _1 Rafter Wind 2 Bracing Wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.35 -0.56 0.00 0.00 Page 7 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 ttt 42;; grow o Project Hornell LLC Date 7/14/2005 S L ocation Designed JN 1 �•Y.v. %.. .. Ti gar d , O regon 9n By Size 80 x 48 x 22.5 Checked By 05 -6349 Design Loads For Each Building Component: 7/14/05 9:49am 2 -1.11 -0.65 -0.75 -0.29 -1.11 -0.65 -1.11 0.00 3 -0.65 -1.11 -0.29 -0.75 -0.65 -1.11 -1.11 0.00 4 0.00 0.00 0.00 0.00 -0.56 0.35 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Snow/ Rafter Wind Brace Wind Long Column_Wind I Aux Load No. Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 '1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 RAFTER DESIGN LOADS: Load Snow/ Rafter Wind _ 1 Rafter Wind 2 Long 1 Aux Load No Id Dead Coll Live Left Right Left Right Wind Seis 1 Id Coef 14 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 7 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 8 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 9 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 10 1.00 1 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 11 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 12 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coeff 7 1 E2PATSL 1 1 1 0.50 2 E2PATSL 2 1 2 0.50 3 E2PATSL 3 1 3 0.50 4 E2PAT_SL 4 1 4 0.50 5 E2PAT SL 5 2 1 0.50 Page 8 Of 87 ti Customer Oregon Pacific Construction Job No 05 -6349 �1 d••iMOdi•••A� S i • •;QQQ• i' .. • • � . y ti v: Project Hornell LLC Date 7/14/2005 p s Loca tion Designed By JN Tigard, O re g on twa fi I'd Size 80 x 48 x 22.5 Checked By 05 -6349 Design Loads For Each Building Component: 7/14/05 9:49am 2 0.50 6 E2PAT_SL 6 2 2 0.50 3 0.50 7 E2PATSL 7 2 3 0.50 4 0.50 • ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dxl Dx2 .. Dist 23 1 2 D -0.31 -0.31 0.08 0.00 20.07 2 2 D -0.31 -0.31 0.08 20.07 40.14 3 3 D -0.31 -0.31 -0.08 0.00 20.07 4 3 D -0.31 -0.31 -0.08 20.07 40.14 5 1 DEAD I 0.00 -2.20 0.00 0.00 11.00 6 1 COLLAT I 0.00 -0.63 0.00 0.00 11.00 7 1 LIVE I 0.00 -15.75 0.00 0.00 11.00 8 2 DEAD I 0.00 -4.14 0.00 0.00 11.00 9 2 COLLAT I 0.00 -1.20 0.00 0.00 11.00 10 2 LIVE I 0.00 -30.00 0.00 0.00 11.00 11 3 DEAD I 0.00 -4.14 0.00 0.00 11.00 12 3 COLLAT I 0.00 -1.20 0.00 0.00 11.00 13 3 LIVE I 0.00 -30.00 0.00 0.00 11.00 14 4 DEAD I 0.00 -4.14 0.00 0.00 11.00 15 4 COLLAT I 0.00. -1.20 0.00 0.00 11.00 16 4 LIVE I 0.00 -30.00 0.00 0.00 11.00 17 5 DEAD I 0.00 -2.20 0.00 0.00 11.00 18 5 COLLAT I 0.00 -0.63 0.00 0.00 11.00 19 5 LIVE I 0.00 -15.75 0.00 0.00 11.00 20 2 WINDL1 D -0.17 -0.17 0.00 40.00 40.14 21 2 WINDL2 D -0.17 -0.17 0.00 40.00 40.14 22 3 WINDR1 D -0.17 -0.17 0.00 0.00 0.14 23 3 WINDR2 D -0.17 -0.17 0.00 0.00 0.14 ROOFDES: BASIC LOADS: Dead Collat Live Snow Basic Wind Load Ratio Surface Load Load Load Load Wind Deflect Factor Friction 2.0 5.0 20.0 25.0 26.0 0.75 1.00 0.00 - -- -Edge Strip - -- - -Seis Coeff- % Page 9 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 '�• • + ro Project Hornell LLC Date 7/14/2005 ;$ r &V Location Desi Designed JN Tigard, Or 4n By Size 80 x 48 x 22.5 Checked By 05 -6349 Design Loads For Each Building Component: 7/14/05 9:49am Width Purlin Panel Frame Brace Snow 4.80 0.17 1.00 0.147 0.304 0.00 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Suct_Roof 9.9 -28.1 .. Purlins 0.0 -43.5 .. Gable Extensions 12.5 -30.7 Panels 10.4 -7.5 -18.0 .. Long Bracing, Building 15.9 -11.2 .. Long Bracing, Wall Edge Zone 46.8 -28.6 20.8 .. Long Bracing, Facia /Parapet PURLIN DESIGN LOADS: Surf No. Load Live/ Wind Wind Aux Load Id Loads Id Dead Collat Snow Press Suct Id Coef 2 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0 0.00 3 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0 0.00 BRACING DESIGN LOADS: Surf No. Load Live/ Wind Wind Seis Aux Load Id Loads Id Dead Collat Snow Press Suct Load Id Coef 2 4 1 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 0.00 0.50 1.00 1.00 0.00 0 0.00 3 1.00 1.00 1.00 0.50 0.50 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 1.00 0 0.00 3 4 1 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 0.00 0.50 1.00 1.00 0.00 0 0.00 3 1.00 1.00 1.00 0.50 0.50 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 1.00 0 0.00 RIGID FRAME #1: BASIC LOADS: Basic •Defl Dead Live Snow Collateral Wind Ratio 2.0 20.0 25.0 5.0 26.0 0.75 * Page. 10 Of 87 • Customer Oregon Pacific Construction Job No 05 -6349 0 ;2 • . 0004% •� • + o : �� , Project Hornell LLC Date 7/14/2005 Ao . . �;� Location Tigard, Oregon Designed By JN Ma :4 •% `• =611146% Size 80 x 48 x 22. 5 Y Checked By Design Loads For Each Building Component: 7/14/05 9:49am BASIC LOADS AT EAVE: - - -- Seismic Weak_Axis L Weak Axis _R -- Torsion -- -EW Brace- - Load SpcEP Coef Wind Seis Wind Seis Wind Seis Wind Seis 2.64 7.48 1.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1 - -Wind 2 - -- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.22 -0.47 0.58 -0.11 -0.70 -0.70 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.70 -0.70 0.00 ' 3 -0.55 -0.87 -0.19 -0.51 -0.70 -0.70 0.00 • 4 -0.47 0.22 -0.11 0.58 -0.70 -0.70 0.00 DESIGN LOADS: Load Live/ Live - Wind_1 -- - Wind_2 -- Long_Wind - Seismic -- Aux_Load No. Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coef 23 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00. 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.50 0.00 0.00 1.000.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 .1.00 0.00 0.00 0.00 0.00 0 0.00 14 1.15 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.34 0 0.00 15 1.15 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.34 0 0.00 16 0.86 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.34 0 0.00 17 0.86 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.34 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 20 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0 0.00 21 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0 0.00 22 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc . �� R Page 11. Of 87 lv' ; Customer Oregon Pacific Construction Job No 05 -6349 { � j Project Hornell LLC Date 7/14/2005 e 4 ' 0 Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Design Loads For Each Building Component: 7/14/05 9:49am Add Id Id Type Type W1 W2 Co Dll D12. .. Dist . 21 1 2 WINDL1 D -0.25 -0.25 0.000 40.00 40.14 2 2 WINDL2 D -0.25 -0.25 0.000 40.00 40.14 3 3 WINDR1 D -0.25 -0.25 0.000 0.00 0.14 4 3 WINDR2 D -0.25 -0.25 0.000 0.00 0.14 5 1 DEAD C 0.00 -4.40 0.00 0.00 11.00 6 1 COLLAT C 0.00 -1.26 0.00 0.00 11.00 7 1 LIVE C 0.00 -31.50 0.00 0.00 11.00 8 1 DEAD I 0.00 -8.28 0.00 0.00 11.00 9 1 COLLAT I 0.00 -2.40 0.00 0.00 11.00 10 1 LIVE I 0.00 -60.00 0.00 0.00 11.00 11 2 DEAD I 0.00 -5.90 0.00 0.00 11.00 12 2 COLLAT I 0.00 -1.80 0.00 0.00 11.00 13 2 LIVE I 0.00 -43.00 0.00 0.00 11.00 14 3 DEAD I 0.00 -4.14 0.00 0.00 11.00 15 3 COLLAT I 0.00 -1.20 0.00 0.00 11.00 16 3 LIVE I 0.00 -30.00 0.00 0.00 11.00 17 4 DEAD C 0.00 -2.20 0.00 0.00 -11.50 18 4 COLLAT C 0.00 -0.63 0.00 0.00 - 11.50 19 4 LIVE C 0.00 -15.75 0.00 0.00 -11.50 20 1 SEIS C 2.64 0.00 0.00 0.00 11.00 21 4 SEIS C 2.64 0.00 0.00 0.00 -11.50 05 -6349 Reactions, Anchor Bolts, & Base Plates: 7/14/05 9:49am FoundationLoads(k ) Frame Col Max Pos Val Max NegVal Anc. Bolt Base Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick 1 E 12 2.7 -1.9 13 -2.5 -2.0 4 0.750 7.00 8.50 0.375 10 0.0 24.0 1 D 12 5.6 -7.8 13 -5.1 -7.5 4 0.750 7.00 9.00 0.500 10 0.0 50.1 12 5.6 -7.8 1 C 12 6.1 -7.2 13 -5.6 -9.5 4 0.750 7.00 9.00 0.375 10 0.0 12.6 1 B 14 5.6 -11.9 13 -5.1 -11.6 4 0.750 7.00 9.00 0.375 1(7- 10 0.0 14.7 14 5.6 -11.9 1 A 14 2.7 -4.1 13 -2.5 -4.2 4 0.750 7.00 8.50 0.375 • Page 12 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 efmrai is o••• •: Project Hornell LLC Date 7/14/2005 L ocation Designed JN Ti gard, Oregon 4n By Size 80 x 48 x 22.5 Checked By 05 -6349 Reactions, Anchor Bolts, & Base Plates: 7/14/05 9:49am 10 0.0 5.5 3 A 12 2.7 -0.1 13 -2.5 -0.2 4 0.750 7.00 8.50 0.375 10 0.0 22.2 3 B 12 5.6 -3.0 13 -5.1 -2.8 4 0.750 7.00 9.00 0.500 10 0.0 44.9 12 5.6 -3.0 3 C 12 6.1 -0.1 13 -5.6 -1.5 4 0.750 7.00 9.00 0.500 10 0.0 43.6 3 D 14 5.6 -3.0 13 -5.1 -2.8 4 0.750 7.00 9.00 0.500 10 0.0 44.9 14 5.6 -3.0 3 E 14 2.7 -0.2 13 -2.5 -0.3 4 0.750 7.00 8.50 0.375 10 0.0 22.2 - 2 E 1 7.0 14.8 2 -7.7 18.6 4 0.750 6.00 11.00 0.500 3 1.3 49.3 4 4.0 -10.2 2 A 5 7.7 7.8 •6 -7.0 12.1 4 0.750 6.00 11.00 0.500 7 -1.3 29.3 8 -4.0 -12.6 2 @ 20.0 9 0.0 -2.5 9 0.0 -2.5 4 0.750 10.00 10.50 0.750 10 0.0 90.2 2 @ 40.0 9 0.0 -2.6 9 0.0 -2.6 4 0.750 8.00 10.50 0.500 10 0.0 71.2 2 @ 60.0 11 0.0 -6.4 11 0.0 -6.4 4 0.750 6.00 10.50 0.625 10 0.0 56.6 Load Load Id Combination • 1 0.86DL +0.86CL +1.34Seis_R 2 DL +LL /2 +WL2 3 DL +CL +LL +WR2 /2 4 DL +LnWndR 5 DL +LL /2 +WR2 6 0.86DL +0.86CL +1.34Seis L 7 DL +CL +LL +WL2 /2 8 DL +LnWndL 9 DL +WR1 10 DL +CL +LL 11 DL +WL1 • • o Page 13 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 Nom =PK iii Me " ; ` ft "1"... Project Hornell LLC Date 7/14/2005 W .m� Designed JN • s Location , woo,. � 4 �� Ti gard, Oregon � By ' Size 80 x 48 x 22.5 Checked By 05 -6349 Reactions, Anchor Bolts, & Base Plates: 7/14/05 9:49am 12 DL +WL1 +WS 13 LL ±WP +LnWndL 14 DL +WRI BRACING /PANEL SHEAR REACTIONS: Reactions(k ) Panel - -- Wall -- Col - - -- Wind - - -- -- Seismic - -- Shear Loc Line Line Horz Vert Horz Vert (lb /ft) L_EW 1. E 1.67 1.88 1.25 1.41 D 1.67 1.88 1.25 1.41 B 1.67 1.88 1.25 1.41 A 1.67 1.88 1.25 1.41 F SW A 2 ,3 9.66 8.39 3.34 2.90 REW 3 A 3.33 3.76 1.79 2.02 B 3.33 3.76 1.79 2.02 B SW E 3 ,2 9.66 8.39 3.34 2.90 05 -6349 Additional Reactions Report: 7/14/05 9:49am Rigid Frame Column Reactions Frame Col - -- Dead - -- Collateral - -- Live - -- --Live R-- -Wind L1-- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2 E -0.1 5.7 0.1 2.7 -0.6 39.3 0.3 0.5 -5.2 -10.6 2 A 0.1 3.4 -0.1 2.0 0.6 22.3 -0.3 6.6 -6.1 -0.8 2 @ 20.0 0.0 10.3 0.0 5.5 0.0 74.4 0.0 -1.3 0.0 -9.4 2 @ 40.0 0.0 8.1 0.0 4.8 0.0 58.3 0.0 7.5 0.0 -10.7 I ., Page 14 Of 87 t N Customer Oregon Pacific Construction Job No 05 -6349 ...,..11:4 1 a .,..v. .• .• • ••• J0 1 . Project Hornell LLC Date 7/14/2005 4 ? , � Location Tigard, Oregon Designed By JN '4 wm0 45RMO EE A Size 80 x 48 x 22.5 Checked By 05 -6349 Additional Reactions Report: 7/14/05 9:49am 2 9 60.0 0.0 6.4 0.0 4.3 0.0 45.9 0.0 16.8 0.0 -12.8 Frame Col -Wind R1-- -Wind L2-- -Wind R2 -- Seismic L- Seismic R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2 E 6.1 -0.8 -7.3 -6.7 4.0 3.1 -5.3 -5.6 5.3 5.6 2 A 5.2 -10.6 -4.0 3.1 7.3 -6.7 -5.3 5.6 5.3 -5.6 2 @ 20.0 0.0 -12.8 0.0 -4.7 0.0 -8.1 0.0 6.7 0.0 -6.7 2 @ 40.0 0.0 -10.7 0.0 -5.4 0.0 -5.4 0.0 0.0 0.0 0.0 2 @ 60.0 0.0 -9.4 0.0 -8.1 0.0 -4.7 0.0 -6.7 0.0 6.7 Frame Col - LnWind 1- - LnWind 2- Ln Seismic Line Line Horz Vert Horz Vert Horz Vert 2 E 4.1 -15.9 4.1 -15.9 0.0 -2.9 2 A -4.1 -15.9 -4.1 -15.9 0.0 -2.9 2 @ 20.0 0.0 -9.2 0.0 -9.2 0.0 0.0 2 8 40.0 0.0 -10.3 0.0 -10.3 0.0 0.0 2 @ 60.0 0.0 -9.2 0.0 -9.2 0.0 0.0 Endwall Column Reactions - Out_Of_Plane- Frame Col Dead Collat Live - Brc_WindL- - Brc_WindR- Wind_P Wind S Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz 1 E 2.9 1.4 19.7 1.7 -6.6 0.0 -1.0 -2.5 2.7 . 1 D 5.8 3.4 40.9 0.0 -11.7 1.7 -9.3 -5.1 5.6 1 C 1.5 1.9 9.3 0.0 -8.7 0.0 -8.7 -5.6 6.1 1 B 1.6 2.2 10.9 1.7 -9.3 0.0 -11.7 -5.1 5.6 1 A 0.7 0.8 4.0 0.0 -1.0 1.7 -6.6 -2.5 2.7 3 A 2.8 1.1 18.3 3.3 -6.7 0.0 2.0 -2.5 2.7 3 B 5.3 2.6 37.0 0.0 -4.5 3.3 -8.4 -5.1 5.6 3 C 5.2 2.4 35.9 0.0 -5.3 0.0 -5.3 -5.6 6.1 3 D 5.3 2.6 37.0 0.0 -4.6 0.0 -8.3 -5.1 5.6 3 E 2.7 1.1 18.3 0.0 -1.8 0.0 -2.9 -2.5 2.7 ' ` Page 15 Of 87 d • Customer Oregon Pacific Construction Job No 05 -6349 ti „ Project Hornell.LLC Date 7/14/2005 4 E � � Locat Designed JN Ti gar d , O regon BY Size 80 x 48 x 22.5 Checked By 05 -6349 Additional Reactions Report: 7/14/05 9:49am Endwall Column Reactions Frame Col -Raf Wind L- - Raf_Wind_R- -- Seismic_L- -- Seismic_R- WindLn Line Line Horz Vert Horz Vert Horz Vert Horz Vert Vert 1 E 0.0 -4.7 0.0 -2.9 0.0 -1.4 0.0 1.6 -4.9 1 D 0.0 -13.5 0.0 -7.4 0.0 1.5 0.0 -1.5 -13.3 1 C 0.0 -8.7 0.0 -8.7 0.0 -0.2 0.0 -0.2 -11.0 1 B 0.0 -7.4 0.0 -13.5 0.0 -1.5 0.0 1.5 -13.3 1 A 0.0 • -2.9 0.0 -4.7 0.0 1.6 0.0 -1.4 -4.9 3 A 0.0 -2.9 0.0 -1.8 0.0 -2.0 0.0. 2.2 -3.0 3 B 0.0 -8.3 0.0 -4.6 0.0 1.9 0.0 -2.1 -8.1 3 C 0.0 -5.3 0.0 -5.3 0.0 0.1 0.0 -0.1 -6.7 3 D 0.0 -4.6 0.0 -8.3 0.0 0.0 0.0 0.0 -8.1 3 E 0.0 -1.8 0.0 -2.9 0.0 0.0 0.0 0.0 -3.0 Frame Col - -Aux 1 - -- - -Aux 2 - -- - -Aux_ 3 - -- - -Aux 4 - -- - -Aux 5 - -- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 1 E 0.0 2.2 0.0 -0.3 0.0 0.1 0.0 0.0 0.0 2.0 1 D 0.0 3.1 0.0 2.7 0.0 -0.4 0.0 0.1 0.0 5.7 1 C 0.0 -0.5 0.0 2.8 0.0 2.8 0.0 -0.5 0.0 2.3 1 B 0.0 0.1 0.0 -0.4 0.0 2.7 0.0 3.1 0.0 -0.3 1 A 0.0 0.0 0.0 0.1 0.0 -0.3 0.0 2.2 0.0 0.1 3 A 0.0 1.4 0.0 -0.2 0.0 0.0 0.0 0.0 0.0 1.2 3 B 0.0 2.0 0.0 1.7 0.0 -0.3 0.0 0.1 0.0 3.7 3 C 0.0 -0.3 0.0 1.8 0.0 1.8 0.0 -0.3 0.0 1.5 3 D 0.0 0.1 0.0 -0.3 0.0 1.7 0.0 2.0 0.0 -0.2 3 E 0.0 0.0 0.0 0.0 0.0 -0.2 0.0 1.4 0.0 0.0 Frame Col --Aux 6 - -- - -Aux_ 7 - -- Line Line Horz Vert Horz Vert 1 E 0.0 -0.2 0.0 0.1 • . ' Page 16 Of 87 N Customer Oregon Pacific Construction Sob No 05 -6349 . , Project Hornell LLC Date 7/14/2005 .: f,:: Location Tigard, Oregon Designed By JN ORMoNt Size 80 x 48 x 22.5 Checked By 05 -6349 Additional Reactions Report: 7/14/05 9:49am 1 D 0.0 2.3 0.0 -0.3 1 C 0.0 5.6 0.0 2.3 1 B 0.0 2.3 0.0 5.7 1 A 0.0 -0.2 0.0 2.0 3 A 0.0 -0.1 0.0 0.0 3 B 0.0 1.5 0.0 -0.2 3 C 0.0 3.6 0.0 1.5 3 D 0.0 1.5 0.0 3.7 3 E 0.0 -0..1 0.0 1.2 05 -6349 Seismic Design Report: 7/14/05 9:49am Building Data Code =IBC 03 Length = 48.00 Width = 80.00 Left Eave Height = 22.50 Right Eave Height = 22.50 Seismic Formula Rigid frame, endwall frame, wind bent, wind column & base reactions Shear Force, E = Rho *0.667 *Ie *Fa *Ss *W /(R *1.4) Diagonal bracing, splice at rigid frame & wind bent knee Shear Force, Em = Omega *0.667 *Ie *Fa *Ss *W /R Note: The value of E is included as E /1.4 Zone /Design Category= D Fa *Ss = 1.140 Ie = 1.000 Rho = 2- 20 /(RMax *SQRT(Width *Length)) Seismic Dead Load, W • �, Page 17 Of 87 To Customer Oregon Pacific Construction Job No 05 -6349 MiMiO °i °• c R •"' Project Hornell LLC Date 7/14/2005 0 • i : 4 Location T igard, Oregon D By JN sk •r• a @ .s•. •, - a Size 80 x 48 x 22.5 Checked By 05 -6349 Seismic Design Report: 7/14/05 9:49am Snow Factor = 0.000 - • Roof Dead +Collat = 7.00 (psf ) Frame Dead 2.00 (psf ) Roof Total = 9.00 (psf ) , Weight= 35.52 (k ) L_EW Dead = 2.00 (psf ) , Weight= 1.93 (k ) R EW Dead = 2.00 (psf ) , Weight= 1.93 (k ) F _ SW Dead = 2.00 (psf ) , Weight= 1.08 (k ) B SW Dead = 2.00 (psf ) , Weight= 1.08 (k ) Total = 41.55 (k ) Seismic Forces • Roof Bracing R = 5.0 , Rho = 1.35, RMax = 0.50, Omega= 2.00 W = 39.39 (k ) Force, Em = 11.97 (k ) Sidewall Bracing Front R = 5.0 , Rho = 1.35, RMax = 0.50, Omega= 2.00 W = 22.74 (k ) Force, Em = 6.91 (k ) Force, E = 3.34 (k ) Back R = 5.0 , Rho = 1.35, RMax = 0.50, Omega= 2.00 W = 22..74 (k ) Force, Em = 6.91 (k ) Force, E = 3.34 (k ) Endwall Bracing Left R = 5.0 , Rho = 1.48, RMax = 0.63, Omega= 2.00 W = 15.43 (k ) Force, Em = 4.69 (k ) . Force, E = 2.49 (k ) Right R = 5.0 , Rho = 1.48, RMax = 0.63, .Omega= 2.00 W = 11.12 (k ) Force, Em = 3.38 (k ) Force, E = 1.79 (k ) Rigid Frames R = 3.5 ', Rho = 1.48, RMax = 0.63, Omega= 1.00 Frame 1 W = 22.94 (k ) • • • Page 18 Of 87 4 Customer Oregon Pacific Construction Job No 05 -6349 , . ? �4 ......1 °�'A� Project Hornell LLC Date 7/14/2005 4 4 tgeags4 . •; Location T igard, Oregon Designed By JN 4 : A JAW WMZIN OMAN Size 80 x 48 x 22.5 Checked By 05 -6349 Seismic Design Report: 7/14/05 9:49am Force, E = 5.28 (k ) • End Plates Frame Omega= 3.00 • • • Page 19 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 0 a.:74: ♦� 064W ❖:. ♦ 0 • • .! { ti j ,� ; Project Hornell LLC Date 7/14/2005 ? y� Location Tigard, Oregon Designed By JN ••A♦0• d it eo • 00 000.♦ +44 1► � Size 80 x 48 x 22.5 Checked By 05 -6349 Roof Design Code 7/14/05 9:49am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : AISI89 BUILDING CODE: Wind Code : IBC Year : 03 Seismic Zone : D MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29000 (ksi ) 05 -6349 Purlin Design Report 7/14/05 9:49am ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 4.80) PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 8Z14 7.00 4.42 1 0 26.8 26.8 1 2 8Z14 23.00 1.33 4.42 1 1 93.2 93.2 2 3 8Z14 23.00 1.33 4.42 1 1 93.2 93.2 4 8Z14 1.00 4.42 1 0 3.8 3.8 Page 20 Of 87 • Customer Oregon Pacific Construction Job No 05 -6349 .o..•.a y �' Project Hornell LLC Date 7/14/2005 y r o: Location Designed JN `7 Ti gar d , O regon By Size 80 x 48 x 22.5 Checked By 05 -6349 . Purlin Design Report 7/14/05 9:49am Total(lb)= 217.0 Purlin DL= 0.91 (psf ) LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left' MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.83 0.00 0.00 0.00 2.90 2 1.37 -1.67 -1.86 2.90 -3.78 9.75 6.19 8.55 3 1.98 1.80 -1.25 8.55 6.03 -5.46 14.12 0.07 4 0.14 0.00 0.07 0.00 1.00 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f-k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.83 4.63 0.18 RS 2.90 5.87 0.49 RS 0.22 0.37 1.12 2 RL -1.67 4.63 0.36 RL 6.19 6.69 0.93 RL 0.99 -0.58 1.84 3 LL 1.80 4.63 0.39 LL 6.03 6.69 0.90 LL 0.96 -0.95 1.84 4 LS 0.14 4.63 0.03 LS 0.07 6.69 0.01 LS 0.00 0.16 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.B) Span Lap Shear(k ) Shear Ratio Id Left Right . Left Right 2 1.60 0.60 3 1.60 0.60 • • Page 21 Of 87 II Customer Oregon Pacific Construction Job No 05 -6349 ` . , Project Hornell LLC Date 7/14/2005 ? ` a A - - 1 z * Location Tigard, Oregon Designed By JN Ab.O•O.. d �' . ! • 0•i.• i 4 Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am LOAD COMBINATION # 2 : DL +CL +WP PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.22 2 0.65 -0.96 -1.06 0.22 -2.66 8.79 3.52 4.87 3 1.07 0.97 -0.65 4.87 3.51 -2.77 14.32 0.04 4 0.07 0.00 0.04 0.00 1.00 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 'RS -0.06 6.18 0.01 RS 0.22 7.82 0.03 LS 0.00 0.57 1.68 2 RL -0.96 6.18 0.16 RL 3.52 8.91 0.39 RL 0.18 -0.37 2.76 3 LL 0.97 6.18 0.16 LL 3.51 8.91 0.39 LL 0.18 -0.22 2.76 4 LS 0.07 6.18 0.01 LS 0.04 8.91 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.8) Span Lap Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.91 0.26 3 0.91 0.26 LOAD COMBINATION # 3 : DL +WS Page 22 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 " o�•v• ° . ! Project Hornell LLC Date 7/14/2005 .tit AS.••O�i '� Location Designed JN ,�, Tigard, Oregon By '.; OA6 l 400•E ••�•i•�•i % - - Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am PURLIN ANALYSIS: • Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 1.28 0.00 .0.00 0.00 -4.49 2 -1.24 1.26 1.41 -4.49 2.17 10.75 -4.71 -6.49 3 -1.61 -1.45 1.05 -6.49 -4.45 4.69 13.92 -0.06 4 -0.12 0.00 -0.06 0.00 1.00 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 1.28 6.18 0.21 RS -4.49 8.91 0.50 RS 0.30 . 0.37 1.68 2 RL 1.26 6.18 0.20 RL -4.71 8.91 0.53 RL 0.32 0.21 2.76 3 LL -1.45 6.18 0.24 MS 4.69 6.24 0.75 LL 0.30 0:90 2.76 4 LS -0.12 6.18 0.02 LS -0.06 8.91 0.01 LS 0.00 -0.15 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.8) Span Lap Shear(k ) Shear_Ratia Id Left Right Left Right 2 1.22 0.34. 3 1.22 0.34 05 -6349 Purlin Design Report 7/14/05 9:49am • • Page 23 Of 87 Customer Oregon Pacific Construction Job No 05-6349 • !Onwwl E ME M Project Hornell LLC Date 7/14/2005 o v 14. m.0 c _ y t 3+ Loation Designed By JN �, 8 Tigard, O re g on 4n By 8 Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am ROOF PURLIN . DESIGN RUN # 1, SURFACE # 2 PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1' 8Z14 7.00 4.42 8 0 26.8 214.5 1 2 8Z14 23.00 1.33 4.42 8 1 93.2 745.6 2 3 8Z14 23.00 1.33 4.42 8 1 93.2 745.6 4 8Z14 1.00 4.42 8 0 3.8 30.6 Total(lb)= 1736.3 Purlin DL= 0.91 (psf ) LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right • Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.83 0.00 0.00 0.00 2.90 2 1.37 -1.67 -1.86 2.90 -3.78 9.75 6.19 8.55 3 1.98 1.80 -1.25 8.55 6.03 -5.46 14.12 0.07 4 • 0.14 0.00 0.07 0.00 1.00 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f-k ) - - -- Mom +Shr Deflection(in) • �• Page. 24 Of 87 i Customer Oregon Pacific Construction Job No 05 -6349 r AOWdiW i . . $ • . .� +, •! Project Hornell LLC Date 7/14/2005 ti; Wrorro 1 Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am Id Loc Calc Allow UC Loc Calc Allow UC •Loc UC Calc Allow 1 RS -0.83 4.63 0.18 RS 2.90 5.87 0.49 RS 0.22 0.37 1.12 2 RL -1.67 4.63 0.36 RL 6.19 6.69 0.93 RL 0.99 -0.58 1.84 3 LL 1.80 4.63 0.39 LL 6.03 6.69 0.90 LL 0.96 -0.95 1.84 4 LS 0.14 4.63 0.03 LS 0.07 6.69 0.01 LS 0.00 0.16 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.8) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.60 0.60 3 1.60 0.60 LOAD COMBINATION # 2 : DL +CL +WP PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.22 2 0.65 -0.96 -1.06 0.22 -2.66 8.79 3.52 4.87 3 1.07 0.97 -0.65 4.87 3.51 -2.77 14.32 0.04 4 0.07 0.00 0.04 0.00 1.00 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 6.18 0.01 RS 0.22 7.82 0.03 LS 0.00 0.57 1.68 \ J< ' ` , Page 25 Of 87 V. Customer Oregon Pacific Construction Job No 05 -6349 °01 y '4' Wi Project Hornell LLC Date 7/14/2005 ; oN� ,1 L � • _ Loca T O regon Desi ed By JN s \ Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am 2 RL -0.96 6.18 0.16 RL 3.52 8.91 0.39 RL 0.18 -0.37 2.76 3 LL 0.97 6.18 0.16 LL 3.51 8.91 0.39 LL 0.18 -0.22 2.76 4 LS 0.07 6.18 0.01 LS 0.04 8.91 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.8) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.91 0.26 3 0.91 0.26 LOAD COMBINATION # 3 : DL +WS PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 1.28 0.00 0.00 0.00 -4.49 2 -1.24 1.26 1.41 -4.49 2.17 10.75 -4.71 -6.49 3 -1.61 -1.45 1.05 -6.49 -4.45 4.69 13.92 -0.06 4 -0.12 0.00 -0.06 0.00 ' 1.00 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 1.28 6.18 0.21 RS -4.49 8.91 0.50 RS 0.30 0.37 1.68 2 RL 1.26 6.18 0.20 RL -4.71 8.91 0.53 RL 0.32 0.21 2.76 3 LL -1.45 6.18 0.24 MS 4.69 6.24 0.75 LL 0.30 0.90 2.76 4 LS -0.12 6.18 0.02 LS -0.06 8.91 0.01 LS 0.00 -0.15 t Page 26 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 �'�''' i 00�i9'6 '' a Project Hornell LLC Date 7/14/2005 4 0 .: A Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.8) Span LapShear(k ) Shear Ratio Id Left Right Left Right . 2 1.22 0.34 3 1.22 0.34 05 -6349 Purlin Design Report 7/14/05 9:49am ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 8Z14 7.00 4.42 8 0 26.8 214.5 1 2 8Z14 23.00 1.33 4.42 8 1 93.2 745.6 2 3 8Z14 23.00 1.33 4.42 8 1 93.2 745.6 4 8Z14 • 1.00 4.42 8 0 3.8 30.6 Total(lb)= 1736.3 Purlin DL= 0.91 (psf ) • LOAD COMBINATION # 1 : DL +CL +LL 140. .t ' Page 27 Of 87 �� y �•,' Customer Oregon Pacific Construction Job No 05 -6349 4,3 MX Project Hornell LLC Date 7/14/2005 �3 h •,� Locat • T Oregon Designed By JN z: Size 80 x 48 x 22.5 Checked By . 05 -6349 Purlin Design Report 7/14/05 9:49am • PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.83 0.00 0.00 0.00 2.90 2 1.37 -1.67 -1.86 2.90 -3.78 9.75 6.19 8.55 3 1.98 1.80 -1.25 8.55 6.03 -5.46 14.12 0.07 4 0.14 0.00 0.07 0.00 1.00 0.00 • STRENGTH /DEFLECTION: Span Shear(k ) Moment(f-k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.83 4.63 0.18 RS 2.90 5.87 0.49 RS 0.22 0.37 1.12 2 RL -1.67 4.63 0.36 RL 6.19 6.69 0.93 RL 0.99 -0.58 1.84 3 LL 1.80 4.63 0.39 LL 6.03 6.69 0.90 LL 0.96 -0.95 1.84 4 LS 0.14 4.63 0.03 LS 0.07 6.69 0.01 LS 0.00 0.16 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.8) Span Lap Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.60 0.60 3 1.60 0.60 LOAD COMBINATION # 2 : DL +CL +WP • • PURLIN ANALYSIS: • '' Page 28 Of 87 �," m Customer Oregon Pacific Construction Job No 05 -6349 y 14 w . Project Hornell LLC Date 7/14/2005 , r 4 Location Tigard, Oregon Designed By JN �•� Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.22 2 0.65 -0.96 -1.06 0.22 -2.66 8.79 3.52 4.87 3 1.07 0.97' -0.65 4.87 3.51 -2.77 14.32 0.04 4 0.07 0.00 0.04 0.00 1.00 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f-k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 6.18 0.01 RS 0.22 7.82 0.03 LS 0.00 0.57 1.68 ,2 RL -0.96 6..18 0.16, RL 3.52 8.91 0.39 RL 0.18 -0.37 2.76 3 LL 0.97 6.180.16 LL 3.51 8.91 0.39 LL 0.18. -0.22 2.76 4 LS 0.07 6.18 0.01 LS 0.04 8.91 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.8) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.91 0.26 3 0.91 0.26 LOAD COMBINATION # 3 : DL +WS PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Page 29 Of 87 • 1 Customer Oregon Pacific Construction Job No 05-6349 e ° ••• ';S yr` Project Hornell LLC Date 7/14/2005 j LAWYMY Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 1.28 0.00 0.00 0.00 -4.49 2 -1.24 1.26 1.41 -4.49 2.17 10.75 -4.71 -6.49 3 -1.61 -1.45 1.05 -6.49 -4.45 4.69 13.92 -0.06 4 -0.12 0.00 -0.06 0.00 1.00 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 1.28 6.18 0.21 RS -4.49 8.91 0.50 RS 0.30 0.37 1.68 2 RL 1.26 6.18 0.20 RL -4.71 8.91 0.53 RL 0.32 0.21 2.76 3 LL -1.45 6.18 0.24 MS 4.69 6.24 0.75 LL 0.30 0.90 2.76 4 LS -0.12 6.18 0.02 LS -0.06 8.91 0.01 LS 0.00 -0.15 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.8) Span Lap Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.22 0.34 3 1.22 0.34 05 -6349 Purlin Design Report 7/14/05 9:49am ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 4.80) • • • Page 30 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 t r....* 'r" Project Hornell LLC Date 7/14/2005 A 4,,,,,,,,,,,,m Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 8Z14 7.00 4.42 1 0 26.8 26.8 1 2 8Z14 23.00 1.33 4.42 1 1 93.2 93.2 2 3 8Z14 23.00 1.33 4.42 1 1 93.2 93.2 4 8Z14 1.00 4.42 1 0 3.8 3.8 Total(lb)= 217.0 Purlin DL= 0.91 (psf ) LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.83 0.00 0.00 0.00 2.90 2 1.37 -1.67 -1.86 2.90 -3.78 9.75 6.19 8.55 3 1.98 1.80 -1.25 8.55 6.03 -5.46 14.12 0.07 4 0.14 0.00 0.07 0.00 1.00 0.00 ,,i( STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.83 4.63 0.18 RS 2.90 5.87 0.49 RS 0.22 0.37 1.12 2 RL -1.67 4.63 0.36 RL 6.19 6.69 0.93 RL 0.99 -0.58 1.84 3 LL 1.80 4.63 0.39 LL 6.03 6.69 0.90 LL 0.96 -0.95 1.84 4 LS 0.14 4.63 0.03 LS 0.07 6.69 0.01 LS 0.00 0.16 • Page 31 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 oova °°. v P' q; Project Hornell LLC Date 7/14/2005 m 1 `, Location Designed JN _ ti Mkt) T O regon 9n By ..scvoa� ti ,r.h, s Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.8) Span Lap Shear(k ) Shear Ratio Id Left Right Left Right 2 1.60 0.60 3 1.60 0.60 LOAD COMBINATION # 2 : DL +CL +WP PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup. Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.22 2 0.65 -0.96 -1.06 0.22 -2.66 8.79 3.52 4.87 3 1.07 0.97 -0.65 4.87 3.51 -2.77 14.32 0.04 4 0.07 0.00 0.04 0.00 1.00 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f-k ) - - -- Mom +Shr Deflection(in) Id •Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 6.18 0.01 RS 0.22 7.82 0.03 LS 0.00 0.57 1.68 2 RL -0.96 6.18 0.16 RL 3.52 8.91 0.39 RL 0.18 -0.37 2.76 3 LL 0.97 6.18 0.16 LL 3.51 8.91 0.39 LL 0.18 -0.22 2.76 4 LS 0.07 6.18 0.01 LS 0.04 8.91 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: , . ' Page 32 Of 87 .-' gg Customer Oregon Pacific Construction Job No 05 -6349 b ti P roject Hornell LLC Date 7/14/2005 � a _ � Location Desi ed JN wkgawc o, ....0w.• 3 o• ,. :: .... , • v Tigar O regon 4n By , Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am Bolt = 0.500 (Gr8.8) Span Lap Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.91 0.26 3 0.91 ' 0.26 LOAD COMBINATION # 3 : DL +WS PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 1.28 0.00 0.00 0.00 -4.49 2 -1.24 1.26 1.41 -4.49 2.17 10.75 -4.71 -6.49 3 -1.61 -1.45 1.05 -6.49 -4.45 4.69 13.92 -0.06 4 -0.12 0.00 -0.06 0.00 1.00 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow 00 Loc Calc Allow UC Loc UC Calc Allow 1 RS 1.28 6.18 0.21 RS -4.49 8.91 0.50 RS 0.30 0.37 1.68 2 RL 1.26 6.18 0.20 RL -4.71 8.91 0.53 RL 0.32 0.21 2.76 3 LL -1.45 6.18 0.24 MS 4.69 6.24 0.75 LL 0.30 0.90 2.76 4 LS -0.12 6.18 0.02 LS -0.06 8.91 0.01 LS 0.00 -0.15 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (Gr8.8) Span Lap_Shear(k ) Shear_Ratio • Page 33 Of .87 'r 141 ••••••••••••3: S Customer Oregon Pacific Construction Job No 05 -6349 •iN00A•00� • ❖'.Mr '0 Project Hornell LLC Date 7/14/2005 � +.. Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Purlin Design Report 7/14/05 9:49am Id Left Right Left Right 2 1.22 0.34 3 1.22 0.34 05 -6349 Roof Panel Report 7/14/05 9:49am PANEL DATA: Part Type Gage Yield 26 PBR PR 26.00 80.00 MOMENTS & DEFLECTIONS: Moment(ft- lb /ft) Surf Purlin Load Support Midspan --- Deflect(in) - -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio 2 4.417 D +L 56.0 160.4 0.35 -40.3 132.4 0.30 -0.06 0.353 0.18 D +WP 30.3 213.8 0.14 -21.8 176.5 0.12 -0.03 0.589 0.05 D +WS -59.9 176.5 0.34 43.1 213.8 0.20 0.08 0.589 0.13 3 4.417 D +L 56.0 160.4 0.35 -40.3 132.4 0.30• -0.06 0.353 0.18 D +WP 30.3 213.8 0.14 -21.8 176.5 0.12 -0.03 0.589 0.05 D +WS -59.9 176.5 0.34 43.1 213.8 0.20 0.08 0.589 0.13 05 -6349 Roof Diagonal Bracing Report 7/14/05 9:49am PANEL SHEAR: Allow = 0.0 Calc • Customer Oregon Pacific Construction Job No 05 -6349 Page 34 Of 87 . ° li F orel Project Hornell LLC Date 7/14/2005 ` Location Designed 311 ° • ° N ) Tigard, Oregon By Size 80 x 48 x 22.5 Checked By 05 -6349 Roof Diagonal Bracing Report 7/14/05 9:49am Wind =137.5 Seismic =103.1 DIAGONAL BRACING: Brace_Tension(k ) Bay BraceLoc. Diag_Brace - - -- Wind - - -- - -- Seismic -- Max Id. Start End Type Size Part Calc Allow Calc Allow UC 2 0.00 20.00 C 0.500 1/2 Cab 8.60 13.45 6.45 13.45 0.64 20.00 40.00 C 0.250. 1/4 Cab 2.97 3.33 2.16 3.33 0.89 40.00 60.00 C 0.250 1/4 Cab 2.97 3.33 2.16 3.33 0.89 60.00 80.00 C 0.500 1/2 Cab 8.60 13.45 6.45 13.45 0.64 05 -6349 Sidewall Diagonal Bracing Report 7/14/05 9:49am PANEL SHEAR: Wall Wind Seismic Id Calc Calc Allow "k 2 201.3 144.0 10D.0 q 4 201.3 144.0 100.0 11 ./ DIAGONAL BRACING: Brace_Tensio (k ) Wall Bay Level DiagBrace - - -- Wind - - -- - -- eismic -- Max Id Id Height Type Size Part Calc Allow Ca c Allow UC 2 2 11.00 R 0.750 3/4 ROD 10.55 11.25 -75 -14.35 0.94 22.50 R 0.750 3/4 ROD 10.52 11.25 7.53 14.35 0.94 1 4 - ,& l , oZ 94--y,1 4 1 11.00 R 0.750 3/4 ROD 10.55 11.25 7.55 14.35 0.94 22.50 R 0.750 3/4 ROD 10.52 11.25 7.53 14.35 0.94 BASE REACTIONS: Wall Bay Col Wind Max Seismic Max Id Id Id Horz Vert( + / -) Horz Vert( + / -) Page 35 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 � �; Project Hornell LLC Date 7/14/2005 $ _ - : 04: Location Tigard, Oregon Designed By JN O d0.9 * Size 80 x 48 x 22.5 Checked By 05 -6349 Sidewall Diagonal Bracing Report 7/14/05 9:49am 2 2 2 -9.66 8.39 -3.34 2.90 2 2 3 9.66 8.39 3.34 2.90 4 1 1 -9.66 8.39 -3.34 2.90 4 1 2 . 9.66 8.39 3.34 2.90 05 -6349 Braced Purlin Report 7/14/05 9:49am Surf Span Brace Purlin Load - - -- Axial(k ) - - -- -- Moment(f -k ) -- Axl +Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC 2 2 20.0 8Z14 1 2.51 20.05 0.13 -4.49 8.91 0.50 0.59 2 2.51 20.05 0.13 -3.15 8.91 0.35 0.45 3 1.26 20.05 0.06 4.71 8.91 0.53 0.53 4 1.64 20.05 0.08 1.43 8.91 0.16 0.23 2 3 20.0 8Z14 1 4.79 20.05 0.24 3.05 6.24 0.49 0.74 2 4.79 20.05 0.24 0.92 6.24 0.15 0.39 3 2.39 20.05 0.12 4.68 8.91 0.53 0.61 4 4.65 20.05 0.23 1.42 8.91 0.16 0.39 2 2 40.0 8Z14 1 1.32 20.05 0.07 -3.60 8.91 0.40 0.43 2 , 1.32 20.05 0.07 -2.52 8.91 0.28 0.32 3 0.66 20.05 0.03 3.78 8.91 0.42 0.40 4 0.83 20.05 0.04 1.15 8.91 0.13 0.15 2 3 40.0 8Z14 1 1.32 20.05 0.07 2.45 6.24 0.39 0.42 2 1.32 20.05 0.07 0.74 6.24 0.12 0.17 3 0.66 20.05 0.03 3.75 8.91 0.42 0.40 4 1.50 20.05 0.08 1.14 8.91 0.13 0.19 Surf Span Brace Purlin Load - - -- Axial(k ) - - -- -- Moment(f -k ) -- Axl +Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC 3 2 40.0 8Z14 1 1.32 20.05 0.07 -3.60 8.91 0.40 0.43 2 1.32 20.05 0.07 -2.52 8.91 0.28 0.32 3 0.66 20.05 0.03 3.78 8.91 0.42 0.40 4 0.83 20.05 0.04 . 1.15 8.91 0.13 0.15 3 3 40.0 8Z14 1 1.32 20.05 0.07 2.45 6.24 0.39 0.42 2 1.32 20.05 0.07 0.74 6.24 0.12 0.17 3 0.66 20.05 0.03 3.75 8.91 0.42 0.40 Page 36 Of 87 ? Customer Oregon Pacific Construction Job No ' 05 -6349 .��0�° i . ;� � Project Hornell LLC Date 7/14/2005 ti _ Location Tigard, Oregon Designed By JN 1 .. •.. . y ,,00L.: g o: Size 80 x 48 x 22.5 Checked By 05 -6349 Braced Purlin Report 7/14/05 9:49am 4 ' 1.50 20.05 0.08 1.14 8.91 0.13 0.19 ' 3 2 60.0 8Z14 1 2.51 20.05 0.13 -4.49 8.91 0.50 0.59 2 2.51 20.05 0.13 -3.15 8.91 0.35 0.45 3 1.26 20.05 0.06 4:71 8..91 0.53 0.53 4 1.64 20.05 0.08 1.43 8.91 0.16 0.23 3 3 60.0 8Z14 1 4.79 20.05 0.24 3.05 6.24 0.49 0.74 2 4.79 20.05 0.24 0.92 6.24 0.15 0.39 3 2.39 20.05 0.12 4.68' 8.91 0.53 0.61 4 4.65 20.05 0.23 1.42 8.91 0.16 0.39 05 -6349 Eave Strut Report 7/14/05 9:49am • • • Wall Bay Eave Bay Axial Calc Axial Axial ' Id Id Size Width Wind Seis Allow Ratio 2 1 8216 24.00 1.80 0.98 18.68 0.10 ' 2 2 8Z16 24.00 4.20 3.39 18.68 0.22 - Added Purlin Strut - - -- 2 2 8Z16 24.00 4.20 3.39 14.35 0.29 4 • 2 8Z16 24.00 1.80 0.98 18.68 0.10 4 1 8Z16 24.00 4.20 3.39 18.68 0.22 - Added Purlin Strut - - -- 4 1 8Z16 24.00 4.20 ' 3.39 14.35 0.29 • 05 -6349 Wall Strut Report 7/14/05 9:49am Wall Bay Bay Strut Strut AxialCalc Axial Axial Id Id Width Locate Size Wind Seis Allow Ratio • • Page 37 Of 87 • 1! Customer Oregon Pacific Construction Job No 05 -6349 °.•oyi.°•a Project Hornell LLC Date 7/14/2005 mml Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By . 05 -6349 Wall Strut Report 7/14/05 9:49am 2 2 24.00 11.00 10Z12 9.66 6.91 10.79 0.90 4 1 24.00 11.00 10Z12 9.66 6.91 10.79 0.90 05 -6349 Strut Bolt Report 7/14/05 9:49am EAVE STRUTS: Wall FrmLine - -- -Bolt Selected ---BoltCapacity--- Id Id Type No. Type Dia Wshr Calc Allow Ratio 2 1 EW 2 Gr8.8 0.500 1 1.80 5.72 0.31 2 2 RF 2 Gr8.8 0.500 1 4.20 5.72 0.73 2 3 EW 2 Gr8.8 0.500 1 4.20 5.72 0.73 4 1 EW 2 Gr8.8 0.500 1 1.80 5.72 0.31 4 2 RF 2 Gr8.8 0.500 1 4.20 5.72 0.73 4 3 EW 2 Gr8.8 0.500 1 4.20 5.72 0.73 PURLIN STRUTS AT EAVE: Surf FrmLine Bay Brace - - -- Bolt_Selected Load ---Bolt Capacity--- Id Id Type Id Loc No. Type Dia Wshr Id Calc Allow Ratio 3 2 RF 80.00 2 Gr8.8 0.500 1 1 4.20 5.72 0.73 3 3 EW 80.00 2 Gr8.8 0.500 1 1 4.20 5.72 0.73 2 2 RF 0.00 2 Gr8.8 0.500 1 1 4.20 5.72 0.73 2 3 EW 0.00 2 Gr8.8 0.500 1 1 4.20 5.72 0.73 PURLINS: Surf Frm_Line Brace ----Bolt Selected Load ---BoltCapacity--- Id Id Type Loc No. Type Dia Wshr Id Calc Allow Ratio Page 38 Of 87 e' Customer Oregon Pacific Construction Job No 05 -6349 I . ;::..........4.40 r . 0�0 S r . • J 1. , Project Hornell LLC Date 7/14/2005 .,., Location Designed ,IN , A ' o.•q ' . g..• , ; Tigar O regon 9n By . 1 Size 80 x 48 x 22.5 Checked By . 05 -6349 Strut Bolt Report 7/14/05 9:49am 2 1 EW 20.00 2 Gr8.8 0.500 1 1 2.51 7.15 0.35 2 2 RF 20.00 2 Gr8.8 0.500 1 1 6.60 7.15 0.92 2 3 EW 20.00 2 Gr8.8 0.500 1 1 6.60 7.15 0.92 2 1 EW 40.00 .2 Gr8.8 0.500 1 1 1.32 7.15 0.18 2 2 RF 40.00 2 Gr8.8 0.500 1 1 2.27 7.15 0.32 2 3 EW 40.00 2 Gr8.8 0.500 1 1 2.27 7.15 0.32 3 1 EW' 40.00 2 Gr8.8 0.500 1 1 1.32 7.15 0.18 3 2 RF 40.00 2 Gr8.8 0.500 1 1 2.27 7.15 0.32 3 3 EW 40.00 2 Gr8.8 0.500 1 1 2.27 7.15 0.32 3 1 EW 60.00 2 Gr8.8 0.500 1 1 2.51 7.15 0.35 3 2 RF 60.00 2 Gr8.8 0.500 1 1 6.60 7.15 0.92 3 3 EW 60.00 2 Gr8.8 0.500 1 1 6.60 7.15 0.92 WALL STRUTS: Wall FrmLine Bay Brace ----Bolt Selected ---BoltCapacity--- Id Id Type Id Loc No. Type Dia Wshr Calc Allow Ratio 2 2 RF 11.00 2 Gr8.8 0.500 1 9.66 10.01 0.97 2 3 EW 11.00 2 Gr8.8 0.500 1 9.66 10.01 0.97 4 1 EW 11.00 2 Gr8.8 0.500 1 9.66 10.01 0.97 4 2 RF 11.00 2 Gr8.8 0.500 1 9.66 10.01 0.97 05 -6349 Roof Design Weight Summary 7/14/05 9:49am Roof Purlins = 3906.60 Eave Struts = 293.76 Struts = 455.52 Roof Bracing = 63.95 Wall Bracing = 314.59 Total = 5034.41 05 -6349 Roof Design Warning Report 7/14/05 9:49am • Page 39 Of 87 Ilmwww Customer Oregon Pacific Construction Job No 05 -6349 4........., t es0 o , Project Hornell LLC Date 7/14/2005 . 1601�'� L ocation Desi ed JN [ 4 • Tigard, Oregon 4n BY ms. S R Size 80 x 48 x 22.5 Checked By - • 05 -6349 Roof Design Warning Report 7/14/05 9:49am No Warnings • • • • Page 40 Of 87 ' Customer Oregon Pacific Construction Job No 05 -6349 Project Hornell LLC Date 7/14/2005 y : Location Tigard, Oregon Designed By JN wA ..ma. . go, ti Size 80 x 48 x 22.5 Checked By 05 -6349 Sidewall Design Code 7/14/05 9:48am, • STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : AISI89 • BUILDING CODE: Wind Code : IBC Year : 03 Seismic Zone : D MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29000 (ksi ) 05 -6349 Flush Girt Design Report 7/14/05 9:48am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 4 5 6 1 6 3.333 6.667 10.000 13.333 16.667 20.000 2 6 3.333 6.667 10.000 13.333 16.667 20.000 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 4 5 6 1 6 23.67 23.67 23.67 23.67 23.67 23.67 2 6 23.67 23.67 23.67 23.67 23.67 23.67 GIRT SIZE: . Bay No. Girt Id Id Girt 1 2 3 4 5 • 6 • • Page 41 Of 87 0 Customer Oregon Pacific Construction Job No 05 -6349 .�or�.e '• ° Project Hornell LLC Date 7/14/2005 M Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Flush Girt Design Report 7/14/05 9:48am 1 6 6014 6014 6014 6014 6014 6014 2 6 6014 6014 6014 6014 6014 6014 GIRT INSIDE FLANGE BRACE: No._Brace /Bay 1 2 0 0 GIRT ACTIONS: Bay Girt Ld ---- Shear(k ) - -- -- Moment(f -k ) -- --- Deflect(in) -- Id Id Id Calc Allow 00 Calc Allow UC Calc Allow UC 1 1 WP 0.90 8.54 0.10 -5.30 6.22 0.85 -2.64 3.16 0.84 WS -0.98 8.54 0.11 5.79 6.22 0.93 2.88 3.16 0.91 1 2 WP 0.90 8.54 0.10 -5.30 6.22 0.85 -2.64 3.16 0.84 WS -0.98 8.54 0.11 5.79 6.22 0.93 2.88 3.16 0.91 1 3 WP 0.90 8.54 0.10 -5.30 6.22 0.85 -2.64 3.16 0.84 WS -0.98 8.54 0.11 5.79 6.22 0.93 2.88 3.16 0.91 1 4 WP -0.90 8.54 0.10 -5.30 6.22 0.85 -2.64 3.16 0.84 WS -0.98. 8.54 0.11 5.79 6.22 0.93 2.88 3.16 0.91 1 5 WP -0.90 8.54 0.10 -5.30 6.22 0.85 -2.64 3.16 0.84 WS -0.98 8.54 0.11 5.79 6.22 0.93 2.88 3.16 0.91 1 6 WP -0.78 8.54 0.09 -4.64 6.22 0.75 -2.31 3.16 0.73 WS 0.86 8.54 0.10 5.06 6.22 0.81 2.52 3.16 0.80 2 1 WP 0.90 8.54 0.10 -5.30 6.22 0.85 -2.64 3.16 0.84 WS -0.98 8.54 0.11 5.79 6.22 0.93 2.88 3.16 0.91 2 2 WP 0.90 8.54 0.10 -5.30 6.22 0.85 -2.64 3.16 0.84 WS -0.98 8.54 0.11 5.79 6.22 0.93 2.88 3.16 0.91 2 3 WP 0.90 8.54 0.10 -5.30 6.22 0.85 -2.64 3.16 0.84 WS -0.98 8.54 0.11 5.79 6.22 0.93 2.88 3.16 0.91 2 4 WP 0.90 8.54 0.10 -5.30 6.22 0.85 -2.64 3.16 0.84 WS -0.98 8.54 0.11 5.79 6.22 0.93 2.88 3.16 0.91 2 5 WP 0.90 8.54 0.10 -5.30 6.22 0.85 -2.64 3.16 0.84 WS -0.98 8.54 0.11 5.79 6.22 0.93 2.88 3.16 0.91 2 6 WP 0.78 8.54 0.09 -4.64 6.22 0.75 -2.31 3.16 0.73 WS 0.86 8.54 0.10 5.06 6.22 0.81 2.52 3.16 0.80 05 -6349 Wall Panel Report 7/14/05 9:48am Page 42 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 � • i00 • iPi4 • i '• .;� 0 • .• i • �. . . r Project Hornell LLC Date 7/14/2005 ti y L cation o Tigard, Oregon Designed By JN 0. 0•�i0' �i��ii� �i ? "Oi�SNi; •a Size 80 x 48 x 22.5 Checked By 05 -6349 Wall Panel Report 7/14/05 9:48am PANEL DATA: Bay Part Type Gage Yield 1 26 PBR PR 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft- lb /ft) Span Span LD Support Midspan --- Deflect(in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 3.33 WP 33.0 213.8 0.15 -24.3 176.5 0.14 -0.02 0.44 0.05 WS -35.7 176.5 0.20 26.3 213.8 0.12 0.02 0.44 0.06 2 3.33 WP 33.0 213.8 0.15 -10.6 176.5 0.06 -0.01 0.44 0.01 WS -35.7 176.5 0.20 11.5 213.8 0.05 0.01 0.44 0.01 3 3.33 WP 26.6 213.8 0.12 -13.7 176.5 0.08 -0.01 0.44 0.02 WS -28.8 176.5 0.16 14.8 213.8 0.07 0.01 0.44 0.02 4 3.33 WP 26.6 213.8 0.12 -13.0 176.5 0.07 -0.01 0.44 0.02 WS -28.8 176.5 0.16 14.0 213.8 0.07 0.01 0.44 0.02 5 3.33 WP 27.5 213.8 0.13 -12.5 176.5 0.07 -0.01 0.44 0.02 WS -29.8 176.5 0.17 13.5 213.8 0.06 0.01 0.44 0.02 6 3.33 WP 27.5 213.8 0.13 -15.1 176.5 0.09 -0.01 0.44 0.03 WS -29.8 176.5 0.17 16.3 213.8 0.08 0.01 0.44 0.03 7 1.83 WP 20.5 213.8 0.10 -3.8 176.5 0.02 0.00 0.24 0.00 WS -22.2 176.5"0.13 4.1 213.8 0.02 0.00 0.24 0.00 05 -6349 Weight Summary 7/14/05 9:48am Girts = 912.78 Frame Openings = 0.00 Page 43 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 3: Project Hornell LLC Date 7/14/2005 9 '+ $ Location � g Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 912.78 05 -6349 Sidewall Design Warning Report 7/14/05 9:48am • .. No Warnings • • • Page 44 Of 87 me Customer Oregon Pacific Construction Job No 05 -6349 4............•.w.0 0 WI . 4Mi Project Hornell LLC Date 7/14/2005 s' ra Location Tigard, Oregon Designed By JN Noow,8'' �rswSfs Size 80 x 48 x 22.5 Checked By • 05 -6349 Sidewall Design Code 7/14/05 9:48am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : AISI89 BUILDING CODE: Wind Code : IBC Year . 03 Seismic Zone : D MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29000 (ksi ) 05 -6349 Flush Girt Design Report 7/14/05 9:48am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 1 3 7.333 12.333 17.333 2 3 7.333 12.333 . 17.333 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3. 1 3 23.67 23.67 23.67 2 3 23.67 23.67 23.67 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 • • Page 45 Of 87 ti Customer Oregon Pacific Construction_ Job No 05 -6349 �MOOOOM. � � •M.O�.'. POOJ0..0'P .� . 40 7 Project Hornell LLC Date 7/14/2005 , ` � P. � y 0 . OOOMOJOMOi Location Designed JN T O regon 9n By 0 0...0° % w Size 80 x 48 x 22.5 Checked By 05 -6349 Flush Girt Design Report 7/14/05 9:48am • • 1 3 8Z12 8Z12 8Z12 2 3 8Z12 8Z12 8Z12 GIRT INSIDE FLANGE BRACE: No._Brace /Bay • 1 2 2 2 GIRT ACTIONS: Bay Girt Ld ---- Shear(k ) -- Moment(f -k ) -- --- Deflect(in) -- Id Id Id Calc Allow •UC Calc Allow UC Calc Allow UC 1 1 WP -1.66 16.30 0.10 -9.80 13.98 0.70 -1.67 3.16 0.53 WS -1.81 16.30 0.11 10.71 11.11 0.96 1.82 3.16 0.58 1 2 WP 1.34 16.30 0.08 -7.95 13.98 0.57 -1.35 3.16 '0.43 WS -1.47 16.30 0.09 8.68 11.11 0.78 1.48 3.16 0.47 1 3 WP 1.37 16.30 0.08 -8.08 13.98 0.58 -1.37 3.16 0.44 WS 1.49 16.30 0.09 8.83 11.11 0.79 1.50 3.16 0.48 2 1 WP -1.66 16.30 0.10 -9.80 13.98 0.70 -1.67 3.16 0.53 • WS -1.81 16.30 0.11 10.71 11.11 0.96 1.82 3.16 0 :58 2 2 WP 1.34 16.30 0.08 -7.95 13.98 0.57 -1.35 3.16 0.43 WS -1.47 16.30 0.09 8.68 11.11 0.78 1.48 3.16 0.47 2 3 WP 1.37 16.30 0.08 -8.08 13.98 0.58 -1.37 3.16 0.44 WS 1.49 16.30 0.09 8.83 11.11 0.79 1.50 3.16 0.48 05 -6349 Wall Panel Report 7/14/05 9:48am • PANEL DATA: Bay Part Type Gage Yield 1 26 PBR PR 26.00 80.0 MOMENTS & DEFLECTION: • Page 46 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 r ;' ' • ° • ° n Project Hornell LLC Date 7/14/2005 3 � '� Location Designed JN gLatt V � Tigar O regon 9n By Size 80 x 48 x 22.5 Checked By 05 -6349 Wall Panel Report 7/14/05 9:48am Moment(ft- lb /ft) Span Span LD Support Midspan --- Deflect(in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 7.33 WP 140.8 213.8 0.66 -125.0 176.5 0.71 -0.59 0.98 0.61 WS -152.3 176.5 0.86 135.3 213.8 0.63 0.64 0.98 0.66 2 5.00 WP 140.8 213.8 0.66 -7.9 176.5 0.04 0.05 0.67 0.07 WS - 152.4 176.5 0.86 8.6 213.8 0.04 -0.05 0.67 0.08 3 5.00 WP 70.7 213.8 0.33 -35.9 176.5 0.20 -0.06 0.67 0.10 WS -76.5 176.5 0.43 38.8 213.8 0.18 0.07 0.67 0.10 4 4.50 WP 70.7 213.8 0.33 -40.2 176.5 0.23 -0.06 0.60 0.10 WS -76.5 176.5 0.43 43.5 213.8 0.20 0.07 0.60 0.11 05 -6349 Weight Summary 7/14/05 9:48am Girts = 761.12 Frame Openings = 0.00 761.12 05 -6349 Sidewall Design Warning Report 7/14/05 9:48am .. No Warnings Page 47 Of 87 ' Customer Oregon Pacific Construction Job No 05 -6349 � o .: ° � • ' Project Hornell LLC Date 7/14/2005 od�l L ocat i on Desi ed JN Tigard, O reg on 4n B1' • y . *••••• i ♦' •••titer . 0 wow, : P • Size 80 x 48 x 22.5 Checked By 05 -6349 Endwall Design Code 7/14/05 9:48am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : AISI89 BUILDING CODE: Wind Code : IBC Year : 03 Seismic Zone : D MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29000 (ksi ) 05 -6349 Column & Rafter Design 7/14/05 9:48am MEMBER SIZES: Member Member Member --- Web_Size -- - Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Col -1 0.7 W8X10 7.48 0.170 3.94 0.205 21.2 212.2 Col -2 20.0 W8X18 7.48 0.230 5.25 0.330 22.8 410.9 Col -3 40.0 W8X18 7.48 0.230 5.25 0.330 24.5 440.9 Col -4 60.0 .W8X18 7.48 0.230 5.25 0.330 22.8 410.9 Col -5 79.3 W8X10 7.48 0.170 3.94 0.205 21.2 212.2 Raf -1 W8X15 7.48 0.245 4.02 0.315 40.1 602.1 Raf -2 W8X15 7.48 0.245 4.02 0.315 40.1 602.1 Total= 2891.26 DESIGN ACTIONS /STRESSES: Page 48 Of 87 P Pip q .. • Customer Oregon Pacific Construction Job No 05 -6349 s �j Project Hornell LLC Date 7/14/2005 •: ♦: b. r r♦ r. - :; . Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Column & Rafter Design 7/14/05 9:48am - -- Axial(k ,ksi ) -- - -- Shear(k ,ksi ) -- - Moment(f -k ,ksi )- Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress Col -1 1 24.04 8.12 13.61 0.00 0.00 20.00 0.00 0.00 20.42 Col -1 2 7.99 2.70 18.15 -2.72 2.14 26.66 14.42 -22.16 27.22 Col -1 3 11.76 3.97 18.15 -2.72 2.14 26.66 14.42 -22.16 27.22 Col -1 4 -4.41 -1.49 39.99 2.49 1.96 26.66 -13.20 -20.28 27.22 Col -1 5 -4.30 -1.45 39.99 -2.72 2.14 26.66 14.42 -22.16 27.22 Col -1 6 -2.41 -0.81 39.99. -2.72 2.14 26.66 14.42 -22.16 27.22 Col -1 7 4.31 1.46 18.15 0.00 0.00 26.66 0.00 0.00 27.22 Col -1 8 5.88 1.99 18.15 0.00 0.00 26.66 0.00 0.00 27.22 Col -2 1 50.08 9.52 19.04 0.00 0.00 20.00 0.00 0.00 29.02 Col -2 2 14.56 2.77 25.38 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -2 3 18.84 3.58 25.38 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -2 4 -12.05 -2.29 39.99 5.10 2.96 26.66 -29.08 -22.96 38.69 Col -2 5 -12.34 -2.35 39.99 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -2 6 -6.17 -1.17 39.99 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -2 7 10.63 2.02 25.38 0.00 0.00 26.66 0.00 0.00 38.69 Col -2 8 9.09 1.73 25.38 0.00 0.00 26.66 0.00 0.00 38.69 Col -3 1 12.62 2.40 17.85 0.00 0.00 20.00 0.00 0.00 29.02 Col -3 2 -3.00 -0.57 39.99 -6.07 3.53 26.66 37.20 -29.37 38.69 Col -3 3 -3.01 -0.57 39.99 -6.07 3.53 26.66 37.20 -29.37 38.69 Col -3 4 -9.92 -1.89 39.99 5.56 3.23 26.66 -34.05 -26.88 38.69 Col -3 5 -7.65 -1.45 39.99 -6.07 3.53 26.66 37.20 -29.37 38.69 Col -3 6 -7.64 -1.45 39.99 -6.07 3.53 26.66 37.20 -29.37 38.69 Col -3 7 3.13 0.59 23.79 0.00 0.00 26.66 0.00 0.00 38.69 Col -3 8 3.13 0.59 23.79 0.00 0.00 26.66 0.00 0.00 38.69 Col -4 1 14.74 2.80 19.04 0.00 0.00 20.00 0.00 0.00 29.02 Col -4 2 -0.71 -0.13 39.99 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -4 3 -4.99 -0.95 39.99 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -4 4 -12.05 -2.29 39.99 5.10 2.96 26.66 -29.08 -22.96 38.69 Col -4 5 -6.17 -1.17 39.99 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -4 6 -12.34 -2.35 39.99 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -4 7 3.75 0.71 25.38. 0.00 0.00 26.66 0.00 0.00 38.69 Col -4 8 5.29 1.00 25.38 0.00 0.00 26.66 0.00 0.00 38.69 Col -5 1 5.46 1.84 13.61 0.00 0.00 20.00 0.00 0.00 20.42 Col -5 2 1.68 0.57 18.15 -2.72 2.14 26.66 14.42 -22.16 27.22 Col -5 3 -2.30 -0.78 39.99 -2.72 2.14 26.66 14.42 -22.16 27.22 Col -5 4 -4.41 -1.49 39.99 2.49 1.96 26.66 -13.20 -20.28 27.22 Col -5 5 -2.41 -0.81 39.99 -2.72 2.14 26.66 14.42 -22.16 27.22 Col -5 6 -4.30 -1.45 39.99 -2.72 2.14 26.66 14.42 -22.16 27.22 • Page 49 Of 87 - Customer Oregon Pacific Construction Job No 05 -6349 Emu staxm Project Hornell LLC Date 7/14/2005 ; •> a ?; Eye Location T Oregon Designed By JN wirmA! Size 80 x 48 x 22.5 Checked By 05 -6349 Column & Rafter Design 7/14/05 9:48am Col -5 7 3.05 1.03 18.15 0.00 0.00 26.66 0.00 0.00 27.22 Col -5 8 1.48 0.50 18.15 0.00 0.00 26.66 0.00 0.00 27.22 Raf -1 1 0.56 0.13 20.34 -7.52 4.11 20.00 26.19 -26.63 30.00 Raf -1 2 -0.74 -0.17 39.99 6.38 3.48 26.66 -22.98 -23.37 39.99 Raf -1 3 -0.89 -0.20 39.99 3.34 1.82 26.66 -12.26 -12.47 39.99 Raf -1 4 0.59 0.13 27.72 4.22 2.30 26.66 -15.45 -15.72 39.99 Raf -1 5 -0.43 -0.10 39.99 1.21 0.66 26.66 -6.80 -6.92 39.99 Raf -1 6 0.42 0.09 20.80 -7.32 4.00 20.00 22.22 -22.60 30.00 Raf -1 7 0.55 0.12 20.34 6.59 3.59 20.00 21.10 -21.46 30.00 Raf -1 8 0.34 0.08 20.34 -4.59 2.50 20.00 16.97 -17.26 30.00 Raf -1 9 0.37 0.08 20.34 -4.68 2.55 20.00 16.62 -16.90 30.00 Raf -1 10 0.60 0.13 20.34 -7.57 4.13 20.00 27.12 -27.58 30.00 Raf -1 11 0.52 0.12 20.34 -6.52 3.56 20.00 22.20 -22.58 30.00 Raf -1 12 0.36 0.08 20.34 -4.61 2.52 20.00 15.37 -15.63 30.00 Raf -1 13 1.13 0.25 27.11 -1.82 0.99 26.66 6.35 -6.46 39.99 Raf -1 14 2.57 0.58 27.72 -1.76 0.96 26.66 6.10 -6.20 39.99 Raf -2 1 0.56 0.13 20.34 7.52 4.11 20.00 26.19 -26.63 30.00 Raf -2 2 -0.89 -0.20 39.99 -3.34 1.82 26.66 -12.26 -12.47 39.99 Raf -2 3 -0.74 -0.17 39.99 -6.38 3.48 26.66 -22.98 -23.37 39.99 Raf -2 4 -0.43 -0.10 39.99 -1.21 0.66 26.66 -6.80 -6.92 39.99 Raf -2 5 0.59 0.13 27.72 -4.22 2.30 26.66 -15.45 -15.72 39.99 Raf -2 6 0.37 0.08 20.34 4.68 2.55 20.00 16.62 -16.90 30.00 Raf -2 7 0.34 0.08 20.34 4.59 2.50 20.00 16.97 -17.26 30.00 Raf -2 8 0.55 0.12 20.34 -6.59 3.59 20.00 21.10 -21.46 30.00 Raf -2 9 0.42 0.09 20.80 7.32 4.00 20.00 22.22 -22.60 30.00 Raf -2 10 0.36 0.08 20.34 4.61 2.52 20.00 15.37 -15.63 30.00 Raf -2 11 0.52 0.12 20.34 6.52 3.56 20.00 22.20 -22.58 30.00 Raf -2 12 0.60 0.13 20.34 7.57 4.13 20.00 27.12 -27.58 30.00 Raf -2 13 2.57 0.58 27.72 1.76 0.96 26.66 6.10 -6.20 39.99 Raf -2 14 1.13 0.25 27.11 1.82 0.99 26.66 6.35 -6.46 39.99 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl +Mom Shr +Mom Max DC Col -1 1 0.60 0.00 0.00 0.60 0.60 Col -1 2 0.15 0.08 0.81 0.90 0.90 Col -1 3 0.22 0.08 0.81 1.01 1.01 Col -1 4 0.04 0.07 0.74 0.74 0.74 . ► Page 50 Of 87 q Customer Oregon Pacific Construction Job No 05 -6349 „ :), Project Hornell LLC Date 7/14/2005 • •3 . v. Location Tigard, Oregon Designed By JN E Size 80 x 48 x 22.5 Checked By 05 -6349 Column & Rafter Design 7/14/05 9:48am Col -1 5 0.04 0.08. 0.81 0.81 0.81 Col -1 6 0.02 0.08 0.81 0.81 0.81 Col -1 7 0.08 0.00 0.00 0.08 0.08 Col -1 8 0.11 0.00 0.00 0.11 0.11 Col -2 1 0.50 0.00 0.00 0.50 0.50 Col -2 2 0.11 0.12 0.65 0.72 0.72 Col -2 3 0.14 0.12 0.65 0.76 0.76 Col -2 4 0.06 0.11 0.59 0.59 0.59 Col -2 5 0.06 0.12 0.65 0.65 0.65 Col -2 6 0.03 0.12 0.65 0.65 0.65 Col -2 7 0.08 0.00 0.00 0.08 0.08 Col -2 8 0.07 0.00 0.00 0.07 0.07 Col -3 1 0.13 0.00 0.00 0.13 0.13 Col -3 2 0.01 0.13 0.76 0.76 0.76 Col -3 3 0.01 0.13 0.76 0.76 0.76 Col -3 4 0.05 0.12 0.69 0.69 0.69 Col -3 5 0.04 0.13 0.76 0.76 0.76 Col -3 6 0.04 0.13 0.76 0.76 0.76 Col -3 7 0.03 0.00 0.00 0.03 0.03 Col -3 8 0.03 0.00 0.00 0.03 0.03 Col -4 1 0.15 0.00 0.00 0.15 0.15 Col -4 2 0.00 0.12 0.65 0.65 0.65 Col -4 3 0.02 0.12 0.65 0.65 0.65 Col -4 4 0.06 0.11 0.59 0.59 0.59 Col -4 5 0.03 0.12 0.65 0.65 0.65 Col -4 6 0.06 0.12 0.65 0.65 0.65 Col -4 7 0.03 0.00 0.00 0.03 0.03 Col -4 8 0.04 0.00 0.00 0.04 0.04 Col -5 1 0.14 0.00 0.00 0.14 0.14 Col -5 2 0.03 0.08 0.81 0.83 0.83 Col -5 3 0.02 0.08 0.81 0.81 0.81 Col -5 4 0.04 0.07 0.74 0.74 0.74 Col -5 5 0.02 0.08 0.81 0.81 0.81 Col -5 6 0.04 0.08 0.81 0.81 0.81 Col -5 7 0.06 0.00 0.00 0.06 0.06 Col -5 8 • 0.03 0.00 0.00 0.03 0.03 Raf -1 1 0.01 0.21 0.89 0.89 0.89 Raf -1 2 0.00 0.13 0.58 0.59 0.59 Raf -1 3 0.01 0.07 0.31 0.31 0.31 Raf -1 4 0.00 0.09 0.39 0.40 0.40 Raf -1 5 0.00 0.02 0.17 0.17 0.17 • • Page 51 Of 87 a w Customer Oregon Pacific Construction Job No 05 -6349 1 ,..............4 y �. r. r • r Project Hornell LLC Date 7/14/2005 44 y Location Tigard, Oregon Designed By JN d0.00N. ....v.... lix e Jw:v:i X Size 80 x 48 x 22.5 Checked By 05 -6349 Column & Rafter Design 7/14/05 9:48am Raf -1 6 0.00 0.20 0.75. 0.76 0.76 Raf -1 7 0.01 0.18 0.72 0.72 0.72 Raf -1 8 0.00 0.13 0.58 0.58 0.58 Raf -1 9 0.00. 0.13 0.56 0.57 0.57 Raf -1 10 0.01 0.21 0.92 0.92 0.92 Raf -1 11 0.01 0.18 0.75 0.75 0.75 Raf -1 12 0.00 0.13 0.52 0.52 0.52 Raf -1 13 0.01 0.04 0.16 0.17 0.17 • Raf -1 14 0.02 0.04 0.16 0.17 0.17 Raf -2 1 0.01 0.21 0.89 0.89 0.89 • Raf -2 2 0.01 0.07 0.31 0.31 0.31 Raf -2 3 0.00 0.13 0.58 0.59 0.59 Raf -2 4 0.00 0.02 0.17 0.17 0.17 Raf -2 5 0.00 0.09 0.39 0.40 0.40 Raf -2 6 0.00 0.13 0.56 0.57 0.57 Raf -2 7 0.00 0.13 0.58 0.58 0.58 Raf -2 8 0.01. 0.18 0.72 0.72 0.72 Raf -2 9 0.00 0.20 0.75 0.76 0.76 Raf -2 10 0.00 0.13 0.52 0.52 0.52 Raf -2 11 0.01 0.18 0.75 0.75 0.75 Raf -2 12 0.01 0.21 0.92 0.92 0.92 Raf -2 13 0.02 0.04 0.16 0.17 0.17 Raf -2 14 0.01 0.04 0.16 0.17 0.17 MEMBER DEFLECTIONS /COLUMN REACTIONS: Mem Load Deflection(in) Reaction(k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) Col -1 1 0.00 2.12 0.00 24.04 0.00 Col -1 2 0.98 2.12 2.72 6.11 1.67 Col -1 3 0.98 2.12 2.72 11.76 0.00 Col -1 4 -0.90 2.12 -2.49 -2.00 0.00 Col -1 5 0.98 2.12 2.72 -1.88 0.00 Col -1 6 0.98 2.12 2.72 0.00 0.00 Col -1 7 0.00 2.12 0.00 2.90 1.25 Col -1 8 0.00 2.12 0.00 5.88 0.00 Col -2 1 0.00 2.28 0.00 50.08 0.00 Co1-2 2 1.25 2.28 5.57 14.56 0.00 Col -2 3 1.25 2.28 5.57 16.96 1.67 Col -2 4 -1.14 2.28 -5.10 -7.50 0.00 • . ^ . ^ 52 Of 87 • Page . x' Customer Oregon Pacific Construction Job No 05-6349 (3, 0 Mli: eiVan Project Hornell LLC Date 7/I4/2005 ��~ _ � ,� �o�a�� -_ zigaru Oregon Designed By JN RW4 �� M --- � ' Size 80 x 48 x 22.5 Checked By 05 Column & Rafter Design 7/I4/05 9:48am Col-2 5 1'25 2.28 5.57 -7.79 0'00 y Col-2 6 1.25 2'28 5.57 -1.62 0.00 Col-2 7 0.00 2.28 0.00 I0'63 0.00 Col-2 8 0'00 2.28 0.00 7.69 1,25 Col-3 1 0'00 2.45 0'00 I2'62 0.00 Col-3 2 1.68 2.45 6'07 -2.56 0'00 Col-3 3 1.68 2.45 6.07 -2.57 0,00 Col-3 4 -1.54 2.45 -5.56 -9'48 0.00 Col-3 5 1.68 2.45 6.07 -7.21 0'00 Col-3 6 1.68 2.45 6'07 -7'20 0.00 Col-3 7 0'00 2.45 0.00 3.13 0,00 Col-3 8 0.00 2.45 0.00 3'13 0.00 Col-4 1 0'00 2.28 0'00 14.74 0'00 Col-4 2 1.25 2.28 5.57 -2.18 1.67 Col-4 3 1.25 2.28 5.57 -4.58 0'00 Col-4 4 -1.14 2.28 -5'10 -11.64 0,00 Col-4 5 1.25 2.28 5.57 -5'76 0'00 Col-4 6 1.25 2.28 5.57 -11'93 0.00 Col-4 7 0.00 2.28 0.00 2,35 1,25 ' Col-4 8 0'00 2.28 0.00 5.29 0.00 Col-5 1 0'00 2.12 0.00 5.46 0'00 Col-5 2 0'98 2.12 2.72 1.68 0'00 Col-5 3 0,98 2.12 2.72 -3.97 1.67 Col-5 4 -0'90 2'12 -2.49 -4.20 0'00 Col-5 5 0.98 2.12 2.72 -2'20 U'UO Col-5 6 0'98 2.12 2.72 -4'08 0'00 Col-5 7 0'00 2.12 0.00 3'05 0'00 Col-5 8 0.00 2'12 0'00 0,07 1.25 Raf-1 1 -0'69 1.33 Raf-1 2 0'40 2'00 Raf-1 3 0.24 2.00 Raf-1 4 0'25 2'00 8af-1 5 0.09 2'00 Raf-1 6 -0'80 1'33 Raf-1 7 -0'48 I']] Raf-1 8 -0.46 I']] Raf-1 9 -0.41 1.33 Raf-1 10 -0.66 1'33 Raf-1 11 -0.36 1.33 Raf-1 12 -0'45 1.33 Raf-1 13 -0'I7 I'33 • Page 53 Of 87 • Customer Oregon Pacific Construction Job No 05 -6349 ramm Project. Hornell LLC Date 7/14/2005 • ``: Location Tigard, Oregon Designed By JN 1 •r••: C UM& 1‘!Ni4N011 C hecked B Size 80 x 48 x 22.5 By c 05 -6349 Column & Rafter Design 7/14/05 9:48am Raf -1 14 -0.16 1.33 Raf -2 1 -0.69 1.33 Raf -2 2 0.24 2.00 Raf -2 3 0.40 2.00 Raf -2 4 0.09 2.00 Raf -2 5 0.25 2.00 Raf -2 6 -0.41 1.33 Raf -2 7 -0.46 1.33 Raf -2 8 -0.48 1.33 Raf -2 9 -0.80 1.33 Raf -2 10 -0.45 1.33 Raf -2 11 -0.36 1.33 Raf -2 12 -0.66 1.33 Raf -2 13 -0.16 1.33 Raf -2 14 -0.17 1.33 05 -6349 Rafter Splice Report 7/14/05 9:48am Splice - Surface- - -- Plate - -- Design Load---- ---- Bolts(A325 ) - - -- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 F 3 0.0 6.0 0.625 11 0.5 6.5 22.2 1 0.750 0.00 3.50 2 0.9 4.8 -12.3 1 0.750 0.00 3.50 05 -6349 Base Plate & Anchor Bolt Design , 7/14/05 9:48am Column Base Max_Reactions(k ) -- Plate_Size(in) -- - Bolts(A36 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col -1 7.9 24.0 -1.5 2.4 7.0 8.5 0.375 2 0.750 4.00 Col -2 8.1 50.1 -5.8 4.4 7.0 9.0 0.500 2 0.750 4.00 Col -3 8.1 12.6 -7.1 4.6 7.0 9.0 0.375 2 0.750 4.00 Col -4 8.1 14.7 -8.9 4.4 7.0 9.0 0.375 2 0.750 4.00 Col -5 7.9 5.5 -3.2 ,2.4 . 7.0 8.5 0.375 2. 0.750 4.00 • Page 54 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 • + : Project Hornell LLC Date 7/14/2005 0 . ! Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05-6349 Flush Girt Design Report 7/14/05 9:48am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 4 1 4 7.333 12.333 17.333 22.333 2 4 7.333 12.333 17.333 22.333 • 3 4 7.333 12.333 17.333 22.333 4 4 7.333 12.333 17.333 22.333 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 4 1 4 19.153 19.153 19.153 13.754 2 4 4.458 4.458 4.458 12.000 3 4 5.458 5.458 19.667 19.667 4 4 19.153 19.153 19.153 13.754 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 4 1 4 8Z12 8Z14 8Z14 8Z16 2 4 8Z16 8Z16 8Z16 8Z16 3 4 8Z16 8Z16 8Z12 8Z14 4 4 8Z12 8Z14 8Z14 8Z16 GIRT INSIDE FLANGE BRACE: No.Brace /Bay 1 2 3 4 1 1 1 1 GIRT ACTIONS: Bay Girt Ld -- Shear(k ) - -- -- Moment(f -k ) -- --- Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1 WP 1.34 16.30 0.08 -6.42 13.98 0.46 -0.71 2.55 0.28 . Page 55 Of 87 q Customer Oregon Pacific Construction Job No 05 -6349 �. 7 j ;: •l Location Project Hornell LLC Date 7/14/2005 � � a ;v Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Flush Girt Design Report 7/14/05 9:48am WS -1.46 16.30 0.09 7.01. 8.64 0.81 0.78 2.55 0.31 1 2 WP 1.09 6.18 0.18 -5.20 8.91 0.58 -0.80 2.55 0.31 WS -1.19 6.18 0.19 5.69 6.12 0.93 0.88 2.55 0.34 1 4 WP -0.53 3.15 0.17 -1.83 6.88 0.27 -0.18 1.83 0.10 WS 0.58 3.15 0.18 2.00 4.68 0.43 0.20 1.83 0.11 2 1 WP 0.31 3.15 0.10 -0.35 6.88 0.05 0.00 0.59 0.01 WS 0.34 3.15 0.11 0.38 6.88 0.06 0.00 0.59 0.01 2 2 WP 0.25 3.15 0.08 -0.28 6.88 0.04 0.00 0.59 0.00 WS -0.28 3.15 0.09 0.31 6.88 0.04 0.00 0.59 0.01 2 4 WP 0.58 3.15 0.18 -1.73 6.88 0.25 -0.13 1.60 0.08 WS 0.63 3.15 0.20 1.89 6.16 0.31 0.14 1.60 0.09 3 1 WP 0.38 3.15 0.12 -0.52 6.88 0.08 -0.01 0.73 0.01 WS -0.42 3.15 0.13 0.57 6.69 0.09 0.01 0.73 0.01 3 2 WP 0.31 3.15 0.10 -0.42 6.88 0.06 -0.01 0.73 0.01 WS -0.34 3.15 0.11 0.46 6.69 0.07 0.01 0.73 0.01 3 3 WP 2.39 16.30 0.15 -9.19 13.98 0.66 -1.15 2.62 0.44 WS -2.61 16.30 0.16 10.04 13.98 0.72 1.25 2.62 0.48 3 4 WP 0.95 6.18 0.15 -4.66 8.91 0.52 -0.76 2.62 0.29 WS -1.03 6.18 0.17 5.09 6.12 0.83 0.83 2.62 0.32 4 1 WP 1.34 16.30 0.08 -6.42 13.98 0.46 -0.71 2.55 0.28 WS -1.46 16.30 0.09 7.01 8.64 0.81 0.78 2.55 0.31 4 2 WP 1.09 6.18 0.18 -5.20 8.91 0.58 -0.80 2.55 0.31 WS -1.19 6.18 0.19 5.69 6.12 0.93 0.88 2.55 0.34 4 4 WP 0.53 3.15 0.17 -1.83 6.88 0.27 -0.18 1.83 0.10 WS 0.58 3.15 0.18 2.00 4.68 0.43 0.20 1.83 0.11 05 -6349 Door Jamb & Header Summary 7/14/05 9:48am • Page 56 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 •vi v. ° ° d ° �' •d Project Hornell LLC Date 7/14/2005 Q �' .e Location Designed JN r • , , Tigar O regon 9n By Size 80 x 48 x 22.5 Checked By 05 -6349 Door Jamb & Header Summary 7/14/05 9:48am JAMB /HEADER LAYOUT: Bay 'Member Member Member Member Id Id Size Length Weight 2 Jamb -L C8x13.75 23.25 319.6 Jamb -R C8x11.5 24.25 278.8 Header 8c14 12.00 46.0 3 Jamb -L 8c14 17.33 66.4 Jamb -R 8c12 17.33 92.9 Header 8c14 12.00 46.0 STRENGTH /DEFLECTION: Bay Member Ld ---- Shear(k ) - - -- - -- Moment(f -k ) -- Mom+ Deflect(in) Id Id Id Calc Allow UC Calc Allow UC Shear Calc Allow 2 Header WP -0.16 6.17 0.03 -0.48 9.36 0.05 0.00 -0.03 1.60 WS 0.17 6.17 0.03 0.52 8.65 0.06 0.00 0.03 1.60 3 Jamb -L WP -1.38 6.17 0.22 -5.97 9.36 0.64 0.24 -0.77 2.31 WS 1.50 6.17 0.24 6.52 7.72 0.84 0.29 0.84 2.31 Jamb -R WP -1.77 16.30 0.11 -7.67 13.71 0.56 0.18 -0.72 2.31 WS 1.93 16.30 0.12 8.38 10.93 0.77 0.21 0.78 2.31 Header WP -0.23 6.17 0.04 -0.68 9.36 0.07 0.00 -0.04 1.60 WS 0.25 6.17 0.04 0.74 7.38 0.10 0.00 0.05 1.60 STRENGTH /DEFLECTION: Bay Member Ld Shear(k ) - - -- - - -- Moment(f -k ) - -- --- Deflect(in)-- Id Id Id Load Calc Allow UC Load Calc Allow UC Calc Allow UC 2 Jamb -L WP -2.24 1.0 19.2 0.05 -13.03 -17.3 28.8 0.60 -0.91 3.10 0.29 WS 2.45 1.1 19.2 0.06 14.24 -18.9 20.8 0.91 0.99 3.10 0.32 Jamb -R WP -2.06 1.3 19.2 0.07 -12.51 -18.4 28.8 0.64 -1.05 3.23 0.32 WS 2.25 1.4 19.2 0.07 13.67 -20.1 20.0 1.01 1.15 3.23 0.35 05 -6349 Endwall Diagonal Bracing Summary 7/14/05 9:48am • Page 57 Of 87 Customer Oregon Pacific Construction J o b No 05 -6349 I . onwrmi ` , r , y Project Hornell LLC Date 7/14/2005 - °. , �` ... "" • Designed JN g Location Ti Ore 3n By Size 80 x 48 x 22.5 Checked By 05 -6349 Endwall Diagonal Bracing Summary 7/14/05 9:48am PANEL. SHEAR WITH NO BRACING: Panel Shear Allow = 100.0 Calc = 83.8 • DIAGONAL BRACING REQUIRED: BraceTension(k ) Bay Level DiagBrace - - -- Wind - - -- - -- Seismic -- Max Id Height Type Size Part Calc Allow Calc Allow UC 1 11.00 R 0.500 1/2 ROD 1.90 5.03 2.67 6.42 0.42 22.33 R 0.500 1/2 ROD 1.93 5.03 2.72 6.92 0.92 4 22.33 R 0 142 - ROD 2-7-5.1 5-A-3 3--5 4 6.42 Q. 5 5 0,625- " A„ 7.o6 7,Q1 '- 5 o,qo /t COLUMN BASE REACTIONS: Bay Col Wind Max Seismic Max Id Id Horz Vert( + / -) Horz Vert( + / -) - -- - - -- - - -- - - -- 1 1 -1.67 1.88 -1.25 1.41 1 2 1.67 1.88 1.25 1.41 4 4 -1.67 1.88 • -1.25 1.41 4 5 1.67 1.88 1.25 1.41 05 -6349 Wall Panel Report 7/14/05 9:48am • PANEL DATA: Bay Part Type Gage Yield 1 26 PBR PR 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft- lb /ft) Span Span LD Support Midspan --- Deflect(in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 7.33 WP 140.7 213.8 0.66 -125.1 176.5 0.71 -0.59 0.98 0.61 • Page 58 Of 87 .' Customer Oregon Pacific Construction Job No 05 -6349 SA M% S • ,yi! yy ! �41). � ' ', Project Hornell LLC Date 7/14/2005 , Location Tigard, Oregon -Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Wall Panel Report 7/14/05 9:48am WS -152.2 176.5 0.86 135.3 213.8 0.63 0.64 0.98 0.66 2 5.00 WP 140.7 213.8 0.66 -7.5 176.5 0.04 0.05 0.67 0.07 WS - 152.2 176.5 0.86 8.2 213.8 0.04 -0.05 0.67 0.08 3 5.00 WP 68.3 213.8 0.32 -36.6 176.5 0.21 -0.07 0.67 0.10 WS -73.9 176.5 0.42 39.6 213.8 0.19 0.07 0.67 0.11 4 5.00 WP 68.3 213.8 0.32 -32.9 176.5 0.19 -0.06 0.67 0.08 WS -73.9 176.5 0.42 35.6 213.8 0.17 0.06 0.67 0.09 5 1.82 WP 42.4 213.8 0.20 9.6 213.8 0.05 0.00 0.24 0.02 WS -45.9 176.5 0.26 -10.4 176.5 0.06 -0.01 0.24 0.02 05 -6349 Endwall Design Warning Report 7/14/05 9:48am .. No Warnings 05 -6349 Endwall Weight Summary 7/14/05 9:48am FORCED SPACING: Total Column Weight = 1687.10 Total Rafter Weight = 1204.16 Total Girt Weight = 874.70 Total Door Jamb Weight = 849.66 Total Bracing Weight = 83.18 Total Clips Weight = 69.30 Total Endwall Weight = 4768.10 • Page 59 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 Si ...... ! ' 4 . ei. r ] ,. .... Project Hornell LLC Date 7/14/2005 I� ° .' I a Location Tigard, Oregon Designed By JN ; $ Size 80 x 48 x 22.5 Checked By 05 -6349 Endwall Design Code 7/14/05 9:49am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89. Cold Formed Steel : AISI89 BUILDING CODE: . Wind Code : IBC Year : 03 Seismic Zone : D MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29000 (ksi ) 05 -6349 Column & Rafter Design 7/14/05 9:49am MEMBER SIZES: Member Member Member --- Web_Size -- - Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Col -1 0.7 W8X13 7.48 0.230 4.00 0.255 21.2 275.8 Col -2 20.0 W8X18 • 7.48 0.230 5.25 0.330 22.8 410.9 Col -3 40.0 W8X18 7.48 0.230 5.25 0.330 24.5 440.9 Col -4 60.0 W8X18 7.48 0.230 5.25 0.330 22.8 410.9 Col-5 79.3 W8X10 7.48 0.170 3.94 0.205 21.2 212.2 Raf -1 W8X10 7.48 0.170 3.94 0.205 40.1 401.4 Raf -2 W8X10 7.48 0.170 3.94 0.205 40.1 401.4 Total= 2553.53 DESIGN ACTIONS /STRESSES: • Page 60 Of 87 FA Customer Oregon Pacific Construction Job No 05 -6349 PBS* �j • Project Hornell LLC Date 7/14/2005 VOMMA r A Location Tigard, Oregon Designed By JN v. WOR4i ;wow* r Size 80 x 48 x 22.5 Checked By 05 -6349 Column & Rafter Design 7/14/05 9:49am -- -Axial (k ,ksi ) -- -- -Shear (k ,ksi ) -- - Moment (f -k ,ksi )- Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress Col -1 1 22.22 5.79 13.67 0.00 0.00 20.00 0.00 0.00 20.93 Col -1 2 9.01 2.35 18.23 -2.72 1.58 26.66 14.42 -17.46 27.90 Col -1 3 13.91 3.62 18.23 -2.72 1.58 26.66 14.42 -17.46 27.90 Col -1 4 -2.69 -0.70 39.99 2.49 1.45 26.66 -13.20 -15.98 27.90 Col -1 5 -2.62 -0.68 39.99 -2.72 1.58 26.66 14.42 -17.46 27.90 Col -1 6 0.99 0.26 18.23 -2.72 1.58 26.66 14.42 -17.46 27.90 Col -1 7 3.92 1.02 18.23 0.00 0.00 26.66 0.00 0.00 27.90 Col -1 8 6.06 1.58 18.23 0.00 0.00 26.66 0.00 0.00 27.90 Col -2 1 44.93 8.54 19.04 0.00 0.00 20.00 0.00 0.00 29.02 Col -2 2 19.30 3.67 25.38 -5.57 3.24 26.66 31.77 - 25.08 38.69 Col -2 3 19.20 3.65 25.38 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -2 4 -7.34 -1.40 39.99 5.10 2.96 26.66 -29.08 -22.96 38.69 Col -2 5 -7.51 -1.43 39.99 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -2. 6 -3.85 -0.73 39.99 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -2 7 9.86 1.87 25.38 0.00 0.00 26.66 0.00 0.00 38.69 Col -2 8 7.89 1.50 25.38 0.00 0.00 26.66 0.00 0.00 38.69 Col -3 1 43.59 8.29 17.85 0.00 0.00 20.00 0.00 0.00 29.02 Col -3 2 17.88 3.40 23.79 -6.07 3.53 26.66 37.20 -29.37 38.69 Col -3 3 17.97 3.42 23.79 -6.07 3.53 26.66 37.20 -29.37 38.69 Col -3 4 -6.04 -1.15 39.99 5.56 3.23 26.66 -34.05 -26.88 38.69 Col -3 5 -4.67 -0.89 39.99 -6.07 3.53 26.66 37.20 -29.37 38.69 Col -3 6 -4.59 -0.87 39.99 -6.07 3.53 26.66 37.20 -29.37 38.69 Col -3 7 7.79 1.48 23.79 0.00 0.00 26.66 0.00 0.00 38.69 Col -3 •8 7.49 1.42 23.79 0.00 0.00 26.66 0.00 0.00 38.69 Col -4 1 44.93 8.54 19.04 0.00 0.00 20.00 0.00 0.00 29.02 Col -4 2 19.24 3.66 25.38 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -4 3 15.54 2.95 25.38 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -4 4 -7.34 -1.40 39.99 5.10 2.96 26.66 -29.08 -22.96 38.69 Col -4 5 -3.80 -0.72 39.99 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -4 6 -7.51 -1.43 39.99 -5.57 3.24 26.66 31.77 -25.08 38.69 Col -4 7 7.89 1.50 25.38 0.00 0.00 26.66 0.00 0.00 38.69 Col -4 8 7.98 1.52 25.38 0.00 0.00 26.66 0.00 0.00 38.69 Col -5 1 22.15 7.48 13.61 0.00 0.00 20.00 0.00 0.00 20.42 Col -5 2 10.08 3.41 18.15 -2.72 2.14 26.66 14.42 -22.16 27.22 Col -5 3 8.91 3.01 18.15 -2.72 2.14 26.66 14.42 -22.16 27.22 Col -5 4 -2.69 -0.91 39.99 2.49 1.96 26.66 -13.20 -20.28 27.22 Col -5 5 0.93 0.31 18.15 -2.72 2.14 26.66 14.42 -22.16 27.22 Col -5 6 -2.66 -0.90 39.99 -2.72 2.14 26.66 14.42 -22.16 27.22 . . * ^ Page 61 Of 87 ." Customer Oregon Pacific Construction Job No 05-6349 �~ ` Project Hornell LLC Date 7/14/2005 ■ � Location - Ti garu, uzeqoo Designed By JN n .mgmg &max « Size 80 x 48 x 22'5 Checked By 05-6349 Column & Rafter Design 7/I4/05 9:49am Col-5 7 3.83 1.29 18.15 0'00 0'00 26.66 0'00 0'00 27.22 Col-5 8 3'86 1'30 18.15 0.00 0'00 26.66 0'00 0.00 27.22 Raf-1 1 0'36 0'12 20'03 -4.82 3.79 20'00 16.78 -25.78 28.65 Raf-1 2 -0.46 -0.I6 39.99 3.88 3'05 26.66 -I3'99 -21.49 38.19 Raf-1 3 -I'05 -0.36 39'99 2'06 1.62 26.66 -7'50 -II'52 38.19 Raf-1 4 0'36 0.I2 27.34 2.50 1.97 26'66 -9.17 -14'09 38.19 Raf-1 5 -0.76 -0.26 39.99 0.70 0.55 26.66 -4'00 -6.15 38.19 Raf-1 6 0.27 0.09 20'51 -4.69 3.69 20'00 14.24 -21.88 28.65 Raf-1 7 0'34 0'12 20'03 4.22 3.32 20,00 13.52 -20,77 28.65 Raf-1 8 0'22 0'07 20,03 -2.94 2.31 20'00 I0'88 -16'7I 28.65 Raf-1 9 0.24 0'08 20.03 -3'00 2.36 20'00 10'65 -16.36 28.65 8af-1 10 0.36 0,I2 20'03 -4.85 3.82 20.00 17.37 -26.69 28.65 Raf-1 11 0.33 0'I1 20'03 -4.17 3.28 20,00 14.22 -21.85 28.83 Raf-1 12 0.23 0'08 20,03 -2.95 2.32 20.00 9.85 -15.13 28.65 Raf-1 13 -1'26 -0.43 39.99 -1.17 0'92 26.66 4.09 -6.29 38'I9 Raf-1 14 1.84 0.62 27.34 -1.13 0.89 26.66 3.91 -6.01 38.19 Raf-2 1 0.36 0'I2 20.03 4.82 3.79 20,00 16.78 -25.78 28.65 Raf-2 2 -0.56 -0'19 39.99 -2.06 1.62 26.66 -7.50 -11.52 38.19 Raf-2 3 -0.96 -0'32 39.99 -3.88 3'05 26'66 -13.99 -21'49 38'I9 Raf-2 4 -0'26 -0'09 39.99 -0.70 0'55 26.66 -4'00 -6.15 38.19 Raf-2 5 -0.66 -0.22 39.99 -2.50 1'97 26.66 -9.17 -I4'09 38.19 Raf-2 6 0'23 0'08 20'03 3'00 2'36 20'00 10'65 -16.36 28.65 Raf-2 7 0'21 0'07 20'03 2.94 2,31 20,00 10'88 -16'71 28.65 Raf-2 8 0,35 0.12 20'03 -4.22 3.32 20,00 13.52 -20.77 28'65 Raf-2 9 0.27 0'09 20'5I 4.69 3.69 20'00 14.24 -21'88 28.65 Raf-2 10 0.21 0'07 20'03 2.95 2.32 20'00 9.85 -15.13 28.65 Raf-2 11 0'33 0.11 20'03 4.17 3.28 20'00 14.22 -21.85 28.83 Raf-2 12 0'38 0'I3 20'03 4.85 3.82 20'00 17.37 -26.69 28.65 Raf-2 13 -0'97 -0,33 39.99 I,13 0.89 26.66 3.91 -6'0I 38.19 Raf-2 14 0.82 0'28 26.70 1.17 0.92 26.66 4'09 -6.28 38'I9 STRESS RATIO: Mom Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Max UC Col-1 1 0'42 0'00 0.00 0.42 0.42 Col-1 2 0.I3 0'06 0'63 0,70 0.70 Col-1 3 0.20 0'06 0'63 0.80 0.80 Col-1 4 0.02 0'05 0'57 0.57 0.57 . ' Page 62 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 • `oewpA4 a *ow:* B �! Project Hornell LLC Date 7/14/2005 • •i fr,L J•iO4ii4i - - 3 * , M 3 Lo Tigard, Oregon Designed By JN rA MM. MANY 3::ANDMW Size 80 x 48 x 22.5 Checked By 05 -6349 Column & Rafter Design 7/14/05 9:49am Col -1 5 0.02 0.06 0.63 0.63 0.63 Col -1 6 0.01 0.06 0.63 0.63 0.63 Col -1 7 0.06 0.00 0.00 0.06 0.06 Col -1 8 0.09 0.00 0.00 0.09 0.09 Col -2 1 0.45 0.00 0.00 0.45 0.45 Col -2 2 0.14 0.12 0.65 0.77 0.77 Col -2 3 0.14 0.12 0.65 0.77 0.77 Col - 4 0.03 0.11 0.59 0.59 0.59 Col -2 5 0.04 0.12 0.65 0.65 0.65 Col -2 6 0.02 0.12 0.65 0.65 0.65 Col -2 7 0.07 0.00 0.00 0.07 0.07 Col -2 8 0.06 0.00 0.00 0.06 0.06 Col -3 1 0.46 0.00 0.00 0.46 0.46 Col -3 2 0.14 0.13 0.76 0.87 0.87 Col -3 3 0.14 0.13 0.76 0.87 0.87 Col -3 4 0.03 0.12 0.69 0.69 0.69 Col -3 5 0.02 0.13 0.76 0.76 0.76 Col -3 6 0.02 0.13 0.76 0.76 0.76 Col -3 7 0.06 0.00 0.00 0.06 0.06 Col -3 8 0.06 0.00 0.00 0.06 0.06 Col -4 1 0.45 0.00 0.00 0.45 0.45 Col -4 2 0.14 0.12 0.65 0.77 0.77 Col -4 3 0.12 0.12 0.65 0.72 0.72 Col -4 4 0.03 0.11 0.59 0.59 0.59 Col -4 5 0.02 0.12 0.65 0.65 0.65 Col -4 6 0.04 0.12 0.65 0.65 0.65 Col -4 7 0.06 0.00 0.00 0.06 0.06 Col -4 8 0.06 0.00 0.00 0.06 0.06 Col -5 1 0.55 0.00 0.00 0.55 0.55 Col -5 2 0.19 0.08 0.81 0.96 0.96 Col -5 3 0.17 0.08 0.81 0.93 0.93 Col -5 4 0.02 0.07 0.74 0.74 0.74 Col -5 5 0.02 0.08 0.81 0.82 0.82 Col -5 6 0.02 0.08 0.81 0.81 0.81 Col -5 7 0.07 0.00 0.00 0.07 0.07 Col -5 8 0.07 0.00 0.00 0.07 0.07 Raf -1 1 0.01 0.19 0.90 0.90 0.90 Raf -1 2 0.00 0.11 0.56 0.56 0.56 Raf -1 3 0.01 0.06 0.30 0.30 0.30 Raf -1 4 0.00 0.07 0.37 0.37 0.37 Raf -1 5 0.01 0.02 0.16 0.16 0.16 r • • Page 63 Of 87 Customer • Oregon Pacific Construction Job No 05 -6349 .> 1 v ��• ° °' Project Hornell LLC Date 7/14/2005 .s .4 .8 ffi v � �•��..� Location Tigard, Oregon Designed By JN ' Size 80 x 48 x 22.5 Checked By 05 -6349 Column & Rafter Design 7/14/05 9:49am Raf -1 6 0.00 0.18 0.76 0.77 0.77 Raf -1 7 0.01 0.17 0.73 0.73 0.73 Raf -1 8 0.00 0.12 0.58 0.58 0.58 Raf -1 9 0.00 0.12 0.57 0.57 0.57 Raf -1 10 0.01 0.19 0.93 0.94 0.94 Raf -1 11 0.01 0.16 0.76 0.76 0.76 Raf -1 12 0.00 0.12 0.53 0.53 0.53 Raf -1 13 0.01 0.03 0.16 0.17 0.17 Raf -1 14 0.02 0.03 0.16 0.17 0.17 Raf -2 1 0.01 0.19 0.90 0.90 0.90 Raf -2 2 0.00 0.06 0.30 0.30 0.30 Raf -2 3 0.01 0.11 0.56 0.56 0.56 Raf -2 4 0.00 0.02 0.16 0.16 0.16 Raf -2 5 0.01 0.07 0.37 0.37 0.37 Raf -2 6 0.00 0.12 0.57 0.57 0.57 Raf -2 7 0.00 0.12 0.58 0.58 0.58 Raf -2 8 0.01 0.17 0.73 0.73 0.73 Raf -2 9 0.00 0.18 0.76 0.77 0.77 Raf -2 10 0.00 0.12 0.53 0.53 0.53 Raf -2 11 0.01 0.16 0.76 0.76 0.76 Raf -2 12 0.01 0.19 0.93 0.94 0.94 Raf -2 13 0.01 0.03 0.16 0.16 0.16 Raf -2 14 0.01 0.03 0.16 0.17 0.17 MEMBER DEFLECTIONS /COLUMN REACTIONS: Mem Load Deflection(in) Reaction(k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) Col -1 1 0.00 2.12 0.00 22.22 0.00 Col -1 2 0.76 2.12 2.72 5.25 3.33 Col -1 3 0.76 2.12 2.72 13.91 0.00 Col -1 4 -0.70 2.12 -2.49 -0.21 0.00 Col -1 5 0.76 2.12 2.72 -0.14 0.00 Col -1 6 0.76 2.12 2.72 0.99 0.00 Col -1 7 0.00 2.12 0.00 1.90 1.79 Col -1 8 0.00 2.12 0.00 6.06 0.00 Col -2 1 0.00 2.28 0.00 44.93 • 0.00 Col -2 2 1.25 2.28 5.57 19.30 0.00 Col -2 3 1.25 2.28 5.57 15.44 3.33 Col -2 4 -1.14 2.28 -5.10 -2.79 0.00 . ° • Page 64 Of 87 ~ / Customer Oregon Pacific Construction Job No 05-6349 Project Hornell LLC Date 7/14/2005 �� ' Location Tigard, Oregon Designed By am ;--- ----- -- Size 80 x 48 x 22.5 Checked By . 05-6349 Column & Rafter Design 7/14/05 9;49am Col-2 5 1.25 2.28 5.57 -2.96 0'00 Col-2 6 1'25 2.28 5.57 0,7I 0.00 Col-2 7 0.00 2.28 0'00 9'86 0'00 Col-2 8 0.00 2.28 0,00 5.87 1'79 . Col-3 1 0'00 2.45 0.00 43.59 0'00 Col-3 2 1.68 2.45 6'07 17.88 0,00 Col-3 3 1.68 2.45 6'07 17'97 0.00 Col-3 4 -1.54 2.45 -5.56 -1.46 0'00 Col-3 5 1.68 2.45 6'07 -0'09 0.00 Col-3 6 1.68 2.45 6.07 0.00 0.00 Col-3 7 0'00 2.45 0.00 7.79 0'00 . Col-3 8 0.00 2.45 0.00 7.49 0'00 Col-4 1 0.00 2.28 0,00 44.93 0.00 Col-4 2 1'25 2.28 5.57 19.24 0,00 Col-4 3 1.25 2.28 5.57 15'54 0.00 Col-4 4 -1.14 2'28 -5.10 -2.79 0,00 Col-4 5 1'25 2'28 5.57 0,75 0'00 Col-4 6 1'25 2.28 5.57 -2.96 0'00 Col-4 7 0'00 2'2B 0.00 7.89 0.00 Col-4 8 0.00 2.28 0'00 7.98 0,00 Col-5 1 0.08 2'12 0'00 22.15 0.00 Col-5 2 0.98 2'12 2.72 10.08 0.00 Col-5 3 0.98 2'12 2.72 8'91 0.00 Col-5 4 -0.90 2.12 -2.49 -0.28 0.00 Col-5 5 0.98 2.12 2.72 0,93 0'00 Col-5 6 0'98 2.12 2.72 -0'25 0'00 Col-5 7 0.00 2.12 0'00 3.83 0'00 Col-5 8 0'00 2.12 0.00 3.86 0'00 Raf-1 1 -0'69 1.33 Raf-1 2 0.38 2'00 ' 8af-1 3 0.23 2'00 Raf-1 4 0.23 2'00 Raf-1 5 0.0B 2.00 Raf-1 6 -0'80 I']] Raf-1 7 -0'48 1.33 Raf-1 8 -0.46 1.33 Raf-1 9 -0.41 1'33 Raf-1 10 -0.66 1.33 Raf-1 11 -0'36 1.33 Raf-1 12 -0.45 1.33 Raf-1 13 -0.17 1'33 . Page 65 Of 87 :f m i Customer Oregon Pacific Construction Job No 05 -6349 � �9 . +,. er"""m Project Hornell LLC Date 7/14/2005 '3 S • X Location Tigard, Oregon Designed By JN 4 Size 80 x 48 x 22.5 Checked By 05 -6349 Column & Rafter Design 7/14/05 9:49am Raf -1 14 -0.16 1.33 Raf -2 1 -0.69 1.33 Raf -2 2 0.23 2.00 Raf -2 3 0.38 2.00 Raf -2 4 0.08 2.00 Raf -2 5 0.23 2.00 Raf -2 6 -0.41 1.33 Raf -2 .7 -0.46 1.33 Raf -2 8 -0.48 1.33 Raf -2 9 -0.80 1.33 Raf -2 10 -0.45 1.33 Raf -2 11 -0.36 1.33 Raf -2 12 -0.66 1.33 Raf -2 13 -0.16 1.33 Raf -2 14 -0.17 1.33 05 -6349 Rafter Splice Report 7/14/05 9:49am Splice - Surface- - -- Plate - -- Design Load---- ---- Bolts(A325 ) - - -- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 F 3 0.0 6.0 0.500 11 0.3 4.2 14.2 1 0.750 0.00 3.50 3 1.0 2.9 -7.5 1 0.750 0.00 3.50 05-6349 Base Plate & Anchor Bolt Design '7/14/05 9:49am Column Base Max_Reactions(k ) -- Plate_Size(in) -- - Bolts(A36 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col -1 8.0 22.2 -0.2 3.2 7.0 8.5 0.375 2 0.750 4.00 Col -2 8.1 44.9 -2.2 4.9 7.0 9.0 0.500 2 0.750 4.00 Col -3 8.1 . 43.6 -1.1 4.6 7.0 9.0 0.500 2 0.750 4.00 Col -4 8.1 44.9 -2.2 4.2 7.0 9.0 0.500 2 0.750 4.00 Col -5 7.9 22.2 -0.2 2.0 7.0 8.5 0.375 2 0.750 4.00 • • Page 66 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 •••••X- 3 • •••• •• ° Project Hornell LLC Date 7/14/2005 X 4 S o vr•r• ,� : •' t � Location Tigard, Oregon Designed By JN $ mewl • • : oy �• POP 0 Size 80 x 48 x 22.5 Checked By 05 -6349 Flush Girt Design Report 7/14/05 9:49am GIRT LOCATION: Bay No. .Girt Id Id Girt 1 2 3 4 1 4 7.333 12.333 17.333 22.333 2 4 7.333 12.333 17.333 22.333 3 4 7.333 12.333 17.333 22.333 4 4 7.333 12.333 17.333 22.333 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 4 1 4 19.153 19.153 19.153 13.754 2 4 7.458 19.667 19.667 19.667 3 4 19.667 19.667 19.667. 19.667 4 4 19.153 19.153 19.153 13.754 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 4 1 4 8Z12 8Z14 8Z14 8Z16 2 4 8Z16 8Z12 8Z14 8Z14 3 4 8Z12 8Z14 8Z14 8Z14 4 4 8Z12 8Z14 8Z14 8Z16 GIRT INSIDE FLANGE BRACE: No.Brace /Bay 1 2 3 4 1 1 1 1 GIRT ACTIONS: Bay Girt Ld -- Shear(k ) - -- -- Moment(f -k ) -- --- Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1 WP 1.34 16.30 0.08 -6.42 13.98 0.46 -0.71 2.55 0.28 • . r' t Page 67 Of 87 v/ n Customer Oregon Pacific Construction Job No 05 -6349 r . � j �, I Project Hornell LLC Date 7/14/2005 • •� 'i0A4000ijpj - - e� 'v IA �'4 Location Tigard, Oregon Designed By JN ' Size 80 x 48 x 22.5 Checked By 05 -6349 Flush Girt Design Report 7/14/05 9:49am WS -1.46 16.30 0.09 7.01 8.64 0.81 0.78 2.55 0.31 1 2 WP 1.09 6.18 0.18 -5.20 8.91 0.58 -0.80 2.55 0.31 WS -1.19 6.18 0.19 5.69 6.12 0.93 0.88 2.55 0.34 1 4 WP -0.53 3.15 0.17 -1.83 6.88 0.27 -0.18 1.83 0.10 WS 0.58 3.15 0.18 2.00 4.68 0.43 0.20 1.83 0.11 2 1 WP 0.52 3.15 0.17 -0.97 6.88 0.14 -0.03 0.99 0.03 WS -0.57 3.15 0.18 1.06 5.96 0.18 0.03 0.99 0.03 2 2 WP 1.88 16.30 0.12 -8.52 13.98 0.61 -1.00 2.62 0.38 WS -2.06 16.30 0.13 9.31 13.98 0.67 1.09 2.62 0.42 2 3 WP 1.12 6.18 0.18 -5.49 8.91 0.62 -0.89 2.62 0.34 WS -1.22 6.18 0.20 6.00 6.12 0.98 0.98 2.62 0.37 2 4 WP 0.95 6.18 0.15 -4.66 8.91 0.52 -0.76 2.62 0.29 WS -1.03 6.18 0.17 5.09 6.12 0.83 0.83 2.62 0.32 3 1 WP 1.38 16.30 0.08 -6.77 13.98 0.48 -0.79 2.62 0.30 WS -1.50 16.30 0.09 7.39 8.64 0.86 0.87 2.62 0.33 3 2 WP 1.12 6.18 0.18 -5.49 8.91 0.62 -0.89 2.62 0.34 ws -1.22 6.18 0.20 6.00 6.12 0.98 0.98 2.62 0.37 3 4 WP 0.95 6.18 0.15 -4.66 8.91 0.52 -0.76 2.62 0.29 WS -1.03 6.18 0.17 5.09 6.12 0.83 0.83 2.62 0.32 4 1 WP 1.34 16.30 0.08 -6.42 13.98 0.46 -0.71 2.55 0.28 WS -1.46 16.30 0.09 7.01 8.64 0.81 0.78 2.55 0.31 4 2 WP 1.09 6.18 0.18 -5.20 8.91 0.58 -0.80 2.55 0.31 WS -1.19 6.18 0.19 5.69 6.12 0.93 0.88 2.55 0.34 4 4 WP 0.53 3.15 0.17 -1.83 6.88 0.27 -0.18 1.83 0.10 WS 0.58 3.15 0.18 2.00 4.68 0.43 0.20 1.83 0.11 05 -6349 Door Jamb & Header Summary 7/14/05 9:49am Page 68 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 1"4.0% VA44% Project Hornell LLC Date 7/14/2005 �,, „ Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Door Jamb & Header Summary 7/14/05 9:49am JAMB /HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight 2 Jamb -L 8c14 12.33 47.2 Jamb -R 8c14 12.33 47.2 Header 8c14 10.00 38.3 STRENGTH /DEFLECTION: Bay Member Ld ---- Shear(k ) - - -- --- Moment(f -k )-- Mom+ Deflect(in) Id Id Id Calc Allow UC Calc Allow UC Shear Calc Allow 2 Jamb -L WP -0.84 6.17 0.14 -2.59 9.36 0.28 0.05 -0.17 1.64 WS 0.92 6.17 0.15 2.83 7.72 0.37 0.06 0.18 1.64 Jamb -R WP -1.26 6.17 0.20 -3.88 9.36 0.42 0.11 -0.25 1.64 WS 1.38 6.17 0.22 4.24 7.72 0.55 0.13 0.28 1.64 Header WP -0.25 6.17 0.04 -0.61 9.36 0.07 0.00 -0.03 1.33 WS 0.27 6.17 0.04 0.67 7.38 0.09 0.00 0.03 1.33 05 -6349 Endwall Diagonal Bracing Summary 7/14/05 9:49am PANEL SHEAR WITH NO BRACING: Panel Shear Allow = 100.0 Calc = 48.3 DIAGONAL BRACING REQUIRED: /6 ro 1;0 1531 BraceTensio (k ) Bay Level Di Brace - - -- - - -- Wind - - -- - -- eismic- Max Id Height Type Si e Pa t Calc Allow Ca c All w UC 1 11.00 R 0.500 2 ROD 3.79 5.03 ,0.7 0,N 22.33 R 0.500 1/2 ROD 3.86 5.03 3.92 6.42 0.77 I Page 69 Of 87 Customer . Oregon Pacific Construction Job No 05 -6349 6 °vti `S,ti Project Hornell LLC Date 7/14/2005 . 1. �� ArhrA : �"�� Location Tigard, Oregon Designed By JN ro.• s °o. o. y ,• Size 80 x 48 x 22.5 Checked By 05 -6349 Endwall Diagonal Bracing Summary 7/14/05 9:49am COLUMN BASE REACTIONS: Bay Col Wind Max Seismic Max Id Id Horz Vert( + / -) Horz Vert( + / -) - -- - - -- - - -- - - -- 1 1 -3.33 3.76 -1.79 2.02 1 2 3.33 3.76 1.79 2.02 05 -6349 Wall Panel Report 7/14/05 9:49am PANEL DATA: Bay Part Type Gage Yield 1 26 PBR PR 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft- lb /ft) Span Span LD Support Midspan --- Deflect(in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 7.33 WP 140.7 213.8 0.66 -125.1 176.5 0.71 -0.59 0.98 0.61 WS -152.2 176.5 0.86 135.3 213.8 0.63 0.64 0.98 0.66 2 5.00 WP 140.7 213.8 0.66 -7.5 176.5 0.04 0.05 0.67 0.07 WS -152.2 176.5 0.86 8.2 213.8 0.04 -0.05 0.67 0.08 3 5.00 WP 68.3 213.8 0.32 -36.6 176.5 0.21 -0.07 0.67 0.10 WS -73.9 176.5 0.42 39.6 213.8 0.19 0.07 0.67 0.11 4 5.00 WP 68.3 213.8 0.32 -32.9 176.5 0.19 -0.06 0.67 0.08 WS -73.9 176.5 0.42 35.6 213.8 0.17 0.06 0.67 0.09 5 1.82 WP 42.4 213.8 0.20 9.6 213.8 0.05 0.00 0.24 0.02 WS -45.9 176.5 0.26 -10.4 176.5 0.06 -0.01 0.24 0.02 05 -6349 Endwall Design Warning Report 7/14/05 9:49am • Page 70 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 Project Hornell LLC Date 7/14/2005 Lo cation Designed Tigard, O regon 9n By JN Size 80 x 48 x 22.5 Checked By .. No Warnings 05 -6349 Endwall Weight Summary 7/14/05 9:49am FORCED SPACING: Total Column Weight = 1750.75 Total Rafter Weight = 802.77 Total Girt Weight = 1193.18 Total Door Jamb Weight = 132.77 Total Bracing Weight = 41.59 Total Clips Weight = 56.10 Total Endwall Weight = 3977.17 • ' Page 71 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 e 'dy' Project Hornell LLC Date 7/14/2005 •� v � Location Tigard, Oregon Designed By JN •..w „ mr, y Size 80 x 48 x 22.5 Checked By 05 -6349 Rigid Frame Design Code 7/14/05 9:49am • STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : AISI89 BUILDING CODE: Wind Code : IBC Year : 03 .Seismic Zone : D Seismic Coef : 1.14 MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29000 (ksi ) 05 -6349 Transverse Stiffener Report 7/14/05 9:49am No Stiffeners Required. • 05 -6349 Interior Column Design 7/14/05 9:49am • COLUMN SIZE: Col Col Col Col Web - - -- --- Flange - -- Id Loc. Size Len Depth Thick Width .Thick 1 20.0 W10X22 21.6 9.45 0.240 5.75 0.360 2 40.0 W10X22 23.3 9.45 0.240 5.75 0.360 3 60.0 W10X22 21.6 9.45 0.240 5.75 0.360 • • . Page 72 Of 87 . m Customer Oregon Pacific Construction Job No 05 -6349 to • Project Hornell LLC Date 7/14/2005 o , ; rt� •mo�• Location Tig Oregon Designed By JN i Size 80 x 48 x 22.5 Checked By 05 -6349 Interior Column Design 7/14/05 9:49am COLUMN DESIGN: Actions Axial_Stress Bend Stress Col Col Col Load' Axl. Mom Calc Allow Calc Allow Max _ UC Id Loc. Size Id k f -k ksi ksi ksi ksi Sec UC 1 20 W10X22 1 90.2 0.0 13.90 14.88 -0.01 37.50 36 0.94 2 -7.8 0.0 -1.21 39.99 0.00 49.99 37 0.03 3 -11.2 0.0 -1.73 39.99 0.00 49.99 37 0.04 4 85.5 0.0 13.18 19.83 -0.01 49.99 36 0.66 5 83.8 0.0 12.92 19.83 -0.01 49.99 36 0.65 6 38.1 0.0 5.87 19.83 0.00 49.99 36 0.30 7 34.7 0.0 5.35 19.83 0.00. 49.99 36 0.27 8 5.6 0.0 0.86 19.83 0.00 49.99 36 0.04 9 -6.5 0.0 -1.00 39.99 0.00 49.99 37 0.03 10 87.9. 0.0 13.54 19.83 -0.01 49.99 36 0.68 11 86.2 0.0 13.28 19.83 -0.01 49.99 36 0.67 12 42.8 0.0 6.60 19.83 0.00 49.99 36 0.33 13 39.5 0.0 6.08 19.83 0.00 49.99 36 0.31 14 27.1 0.0 4.18 19.83 0.00 49.99 36 0.21 15 9.2 0.0 1.42 19.83 0.00 49.99 36 0.07 16 22.5 0.0 3.47 19.83 0.00 49.99 36 0.17 17 4.6 0.0 0.71 19.83 0.00 49.99 36 0.04 18 -7.6 0.0 -1.17 39.99 0.00 49.99 37 0.03 19 - 7.6 0.0 -1.17 39.99 0.00 49.99 37 0.03 20 85.6 0.0 13.20 19.83 -0.01 49.99 36 0.67 21 85.6 0.0 13.20 19.83 -0.01 49.99 36 0.67 22 38.4 0.0 5.91 19.83 0.00 49.99 36 0.30 23 38.4 0.0 5.91 19.83 0.00 49.99 36 0.30 2 40 W10X22 1 71.2 0.0 10.97 14.88 -0.01 37.50 39 0.74 2 -9.0 0.0 -1.38 39.99 0.00 49.99 40 0.03 3 -9.0 0.0 -1.38 39.99 0.00 49.99 40 0.03 4 65.9 0.0 10.15 19.83 -0.01 49.99 39 0.51 5 65.9 0.0 10.15 19.83 -0.01 49.99 39 0.51 6 26.6 0.0 4.09 19.83 0.00 49.99 39 0.21 7 26.6 0.0 4.09 19.83 0.00 49.99 39 0.21 8 2.7 0.0 0.42 19.83 0.00 49.99 39 0.02 9 2.7 0.0 0.42 19.83 0.00 49.99 39 0.02 10 68.5 0.0 10.56 19.83 -0.01 49.99 39 0.53 11 68.5 0.0 10.56 19.83 -0.01 49.99 39 0.53 12 31.8 0.0 4.91 19.83 0.00 49.99 39 0.25 • *, Page 73 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 s ' Park �� ; ; , Project Hornell LLC Date 7/14/2005 o .` ,) Location Tigard, Oregon Designed By JN moo:: graW Size 80 x 48 x 22.5 Checked By 05 -6349 Interior Column Design 7/14/05 9:49am 13 31.8 0.0 4.91 19.83 0.00 49.99 39 0.25 14 14.9 0.0 2.29 19.83 0.00 49.99 39 0.12 15 14.9 0.0 2.29 19.83 0.00 49.99 39 0.12 16 11.1 0.0 1.71 19.83 0.00 49.99 39 0.09 17 11..1 0.0 1.71 19.83 0.00 49.99 39 0.09 18 -8.6 0.0 -1.32 39.99 0.00 49.99 40 0.03 19 -8.6 0.0 -1.32 39.99 0.00 49.99 40 0.03 20 66.1 0.0 10.18 19.83 -0.01 49.99 39 0.51 21 66.1 0.0 10.18 19.83 -0.01 49.99 39 0.51 22 27.0 0.0 4.16 19.83 0.00 49.99 39 0.21 23 27.0 0.0 4.16 19.83 0.00 49.99 39 0.21 3 60 W10X22 1 56.6 0.0 8.72 14.88 0.00 37.50 42 0.59 2 -11.0 0.0 -1.70 39.99 0.00 49.99 43 0.04 3 -7.6 0.0 -1.18 39.99 0.00 49.99 43 0.03 4 50.2 0.0 7.74 19.83 0.00 49.99 42 0.39 5 51.9 0.0 8.00 19.83 0.00 49.99 42 0.40 6 16.5 0.0 2.55 19.83 0.00 49.99 42 0.13 7 19.9 0.0 3.07 19.83 0.00 49.99 42 0.15 8 -6.3 0.0 -0.97 39.99 0.00 49.99 43 0.02 9 1.7 0.0 0.26 19.83 0.00 49.99 42 0.01 10 52.6 0.0 8.10 19.83 0.00 49.99 42 0.41 11 54.3 0.0 8.36 19.83 0.00 49.99 42 0.42 12 21.3 0.0 3.28 19.83 0.00 49.99 42 0.17 13 24.6 0.0 3.79 19.83 0.00 49.99 42 0.19 14 3.4 0.0 0.52 19.83 0.00 49.99 42 0.03 15 21.3 0.0 3.28 19.83 0.00 49.99 42 0.17 16 -4.7 0.0 -0.73 39.99 0.00 49.99 43 0.02 17 18.2 0.0 2.80 19.83 0.00 49.99 42 0.14 18 -7.4 0.0 -1.14 39.99 0.00 49.99 43 0.03 19 -7.4 0.0 -1.14 39.99 0.00 49.99 43 0.03 20 52.0 0.0 8.02 19.83 0.00 49.99 42 0.40 21 52.0 0.0 8.02 19.83 0.00 49.99 42 0.40 22 20.2 0.0 3.11 19.83 0.00 49.99 42 0.16 23 20.2 0.0 3.11 19.83 0.00 49.99 42 0.16 05 -6349 Interior Column Cap Plate 7/14/05 9:49am Col Cap Col - Plate(in) -- Load(k ,f -k ) - - -- Bolts(A325 ) - - -- Id Type Depth Width Thick Id Axial Shear Moment Row Diam Space Gage • . t 1' Page 74 Of 87 i Customer Oregon Pacific Construction Job No 05 -6349 j `i �.. °y � Project Hornell LLC Date 7/14/2005 o y y °p Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Interior Column Cap Plate 7/14/05 9:49am 1 P- 10.17 7.000 0.375 3x -11.2 0.0 0.0 2 0.625 0.00 3.50 2 P- 10.17 7.000 0.375 3x -9.0 0.0 0.0 2 0.625 0.00 3.50 3 P- 10.17 7.000 0.375 2x -11.0 0.0 0.0 2 0.625 0.00 3.50 x Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) WELDS: ----Outside Flange--- ---- InsideFlange - - -- Web Col Shear.(k /in ) Shear(k /in ) Shear(k /in ) Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 1 0.188 F1 0.40 2.78 0.188 F 0.20 2.78 0.188 Fl 0.40 2.78 2 0.188 Fl 0.32 2.78 0.188 F 0.16 2.78 0.188 F1 0.32 2.78 3 0.188 Fl 0.39 2.78 0.188 F1 0.39 2.78 0.188 F1 0.39 2.78 05 -6349 Base Plate and Anchor Bolt Design 7/14/05 9:49am BASE PLATE & BOLT SIZE: -- Column_Base -- -- Plate Size(in) -- -- Bolts(A36 )- Loc. Typ Depth Width Length Thick Row Diam Gage Left P 10.5 6.0 11.00 0.500 2 0.750 4.00 Right P 10.5 6.0 11.00 0.500 2 0.750 4.00 IC -1 P 10.2 10.0 10.50 0.750 2 0.750 4.00 IC -2 P 10.2 8.0 10.50 0.500 2 0.750 4.00 IC -3 P 10.2 6.0 10.50 0.625 2 0.750 4.00 BASE REACTIONS: - Column -Max Comp- -Max Tens- -Max Shear - Weak_Axis -- Loc. Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Tens Moment • I Page 75 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 '4 ed a � Project Hornell LLC Date 7/14/2005 � $ a,. Location Tigard, Oregon Designed By JN e:ff weft. Size 80 x 48 x 22.5 Checked By 05 -6349 Base Plate and Anchor Bolt Design 7/14/05 9:49am Left 1 47.7 19x -10.2 19x 10.5 0.0 0.0 Right 1 27.7 18x -12.6 18x 10.5 0.0 0.0 IC -1 1 90.2 3x -2.5 1 0.0 0.0 0.0 IC -2• 1 71.2 3x -2.6 1 0.0 0.0 0.0 I0-3 1 56.6 2x -6.4 1 0.0 0.0 0.0 x Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) WELDS: Outside Flange To Base Inside Flange To Base Web To Base Base Shear(k /in ) Shear(k /in ) Shear(k /in ) Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow Left 0.188 F1 0.64 2.78 0.188 F2 0.32 2.78 0.188 F1 0.78 2.78 Right 0.188 F1 0.78 2.78 0.188 F2 0.39 2.78 0.188 F1 0.78 2.78 IC- 1 0.188 F1 0.09 2.78 0.188 F1 0.09 2.78 0.188 F1 0.09 2.78 IC- 2 0.188 F1 0.09 2.78 0.188 F1 0.09 2.78 0.188 F1 0.09 2.78 IC- 3 0.188 F1 0.23 2.78 0.188 F1 0.23 2.78 0.188 F1 0.23 2.78 05 -6349 Bolted- End -Plate Design 7/14/05 9:49am Splice Member Web - Splice(in)- Ten - -- Load(k ,f -k ) -- ---- Bolts(A325 ) Id Typ Loc. Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage - -- -- - -- - -- - - -- 1 PSS 1- 2 22.00 6.0 0.625 Top(b)x 1 20 227 2 0.875 4.00 3.50 Bot(a)x -1 -12 209 2 0.875 4.00 3.50 2 -EE 4- 5 22.08 6.0 0.500 Top 1 -1 10 33 2 0.750 4.00 3.50 Bot 18x -10 -4 18 1 0.750 4.00 3.50 3 PSS 7- 8 22.00 6.0 0.625 Top(a)x 1 -19 217 2 0.875 4.00 3.50 Bot(b)x -1 13 220 2 0.875 4.00 3.50 (a)Moment= Dx( 1 .2 +0.2xSds) +0.5xL +3x1.4xSeismic L (b)Moment= Dx( 1 .2 +0.2xSds) +0.5xL +3x1.4xSeismic R • • Page 76 Of 87 Customer Oregon Pacific Construction Job No 05 -6349 fil bil Project Hornell LLC Date 7/14/2005 y < ` L ocation Designed JN • � Tigard, Oregon BY >7 &a • .v.. a ore .x u : 3 Size 80 x 48 x 22.5 Checked By 05 -6349 Bolted - End -Plate Design 7/14/05 9:49am 'x Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) WELDS: . • • Outside Flange ToBep Inside Flange To_Bep Web ToBep Splice Shear(k /in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 1 L .250* F2 7.76 3.71 0.250 F2 7.13 3.71 0.188 F2 0.34 2.78 1 R 0.250* F2 7.76 3.71 0.250 F2 7.13 3.71 0.188 F2 0.34 2.78 2 L 0.188 F2 1.48 2.78 O. 88 F2 0.62 2.78 0.188 F2 0.22 2.78 2 R 0.188 F2 1.48 2.78 0.18 F2 0.62 2.78 0.188 F2 0.22 2.78 3 L 0.250' F2 7.39 3.71 0.250 F2 7.50 3.71 0.188 F2 0.32 2.78 3 R 0.250 F2 7.39. 3.71 0.250 F2 7.50 3.71 0.188 F2 0.32 2.78 • i r7 'r b 'r Ve4 - 0, 3 75 . P D 05 -6349 Stiffener Report 7/14/05 9:49am Stiffener Yield = 50.0 (ksi ) • STIFFENER SIZE: - - -- Stiffener - -- Web -Stiffener_Size(in)- Location No. Depth Width Thick Length Left Col 1 22.00 3.00 0.250 22.00 Right Col 1 22.00 3.00 0.250 22.00 Int Col 1 1 22.08 3.00 0.250 22.08 Int Col 3 1 22.08 3.00 0.250 22.08 . • STIFFENER DESIGN: • ` Page 77 Of 87 ;, Fa Customer Oregon Pacific Construction Job No 05 -6349 000000..m •0•i0 i' paw •1 '+ Project Hornell LLC Date 7/14/2005 A ° ' �" r i Location �,�, �• 8 J Tigard, Oregon Designed By ,IN ... �,m ., o ,o.; dry X Size 80 x 48 x 22.5 Checked By 05 -6349 Stiffener Report 7/14/05 9:49am Stiffener - -- Tension(k ) - - -- - Compression(k ) -- Max Location Load Calc Allow Load Calc Allow UC Left Col 16 38.1 71.4 15. 40.3. 69.3 0.58 Right Col 17 39.0 71.4 .14 39.0 69.3 0.56 Int Col 1 0 0.0 71.4 1 19.1 69.3 0.28 Int Col 3 0 0.0 71.4 1 20.8 69.3 0.30 WELDS: --- Stiff_ToFlg /EP - -- Stiff _To_Web---- Stiffener Shear(k /in ) Shear(k/in ) Location Size Typ Calc Allow Size Typ CalcAllow Left Col 0.250 F2 3.17 3.71 0.188 Fl 0.92 2.78 Right Col 0.250 F2 3.25 3.71 0.188 Fl 0.89 2.78 Int Col 1 0.188 F2 0.00 2.78 0.188 F1 0.43 2.78 Int Col 3 0.188 F2 0.00 2.78 0.188 F1 0.47 2.78 05 -6349 Flange Brace Report 7/14/05 9:49am Flange Brace Yield= 36.0 ksi Girt /Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (Gr8.8) Surf No Web Brace Brace Conn Id Brace Loc Side Part Depth Dist Force UC UC 1 1 2 2 L2X2X1 /8 16.49 30.00 0.34 0.10 0.09 2 4 1 2 L2X2X1 /8 22.00 30.00 0.31 0.09 0.08 4 2 L2X2X1 /8 22.00 30.00 0.04 0.01 0.01 7 2 L2X2X1 /8 22.00 30.00 0.07 0.02 0.02 9 2 L2X2X1 /8 22.00 30.00 0.10 0.03 0.03 3 4 1 2 L2X2X1 /8 22.00 30.00 0.10 0.03 0.03 _ • 1 • Page 78 Of 87 • 2 Customer Oregon Pacific Construction Job No 05 -6349 It :.* pi I., ,,,,.., ., Project Hornell LLC Date 7/14/2005 1 �' Loca • �* Ti gar d , Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Flange Brace Report 7/14/05 9:49am 3 2 L2X2X1 /8 22.00 30.00 0.07 0.02 0.02 6 2 L2X2X1/8 22.00 30.00 0.05. 0.01. 0.01 9 2 L2X2X1 /8 22.00 30.00 0.30 0.09 0.08 4 1 2 2 L2X2X1 /8 16.49 30.00 0.34 0.10 0.09 • 05 -6349 Weld Report: Web To Flange 7/14/05 9:49am ---- Max Weld_Shear Weld Provided Member Segment Section Load Shear Size Shear No. Id Id Id Id (k /in ) (in) (k /in ) Type Side 1 1 1 12 0.67 0.188 3.71 F 1 2 2 7 1 0.24 0.188 2.78 F 1 3 3 12 1 0.29 0.188 2.78 F 1 4 4 17 1 0.31 0.188 2.78 F 1 5 5 22 • 1 0.31 0.188 2.78 F 1 6 6 23 1 0.33 0.188 • 2.78 F 1 7 7 28 14 0.29 0.188 3.71 F 1 8 8 34 • 13 0.64 0.188 3.71 F 1 05 -6349 Special Segment Report 7/14/05 9:49am FLANGE PLATE:(a) -- Initial -- - Required -- Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 6.0 0.250 6.0 0.250 Rt Col 6.0 0.250 6.0 0.250 • (a)DS BUILD(frame37) =2 .. see help. • • • Page 79 Of 87 . Customer Oregon Pacific Construction Job No 05 -6349 ti , a, ?; , Project Hornell LLC Date 7/14/2005 �, - - 2�a1• Location Designed • $ � ' T O regon 3n By JN Size 80 x 48 x 22.5 Checked By 05 -6349 Design Summary Report 7/14/05 9:49am 05 -6349 Design Summary Report 7/14/05 9:49am FRAME: Id = 1 Type = RF Line Id= 2 MEMBERS: Mem Segl Flange IWeb_Depth' Plate Thickness 1 MaxUCV 1 MaxUCO 1 Max_UCI Id Id 1 Len WidlStrt Endl Web O -flg I- flglId Ld UcvlId Ld Ucolld Ld Uci 1 1 21.9 6.0 10.0 22.0 0.188 0.250 0.250 6 22 0.22 6 16 0.72 4 15 0.91 2 2 . 3.7 6.0 22.0 22.0 0.188 0.250 0.250 7 1 0.32 7 16 0.70 7 15 0.74 3 3 14.0 6.0 22.0 22.0 0.188 0.250 0.250 12 1 0.38 9 14 0.54 9 17 0.61 • 4 4 20.1 6.0 22.0 22.0 0.188 0.250 0.250 17 1 0.40 17 1 0.27 13 14 0.46 5 5 20.1 6.0 22.0 22.0 0.188 0.250 0.250 22 1 0.40 22 1 0.30 22 15 0.47 6 6 14.0 6.0 22.0 22.0 0.188 0.250 0.250 23 1 0.43 26 15 0.56 26 16 0.60 7 7 3.7 6.0 22.0 22.0 0.188 0.250 0.250 28 14 0.28 28 17 0.72 28 14 0.72 8 8 21.9 6.0 22.0 10.0 0.188 0.250 0.250 29 22 0.22 29 17 0.73 31 14 0.87 COLUMNS: Col Mem' 1 Max Axial 1 Max Shear 1 MaxUCO 1 MaxUCI Id Idl Locate Size 1 Id Ld UC 1 Id Ld UC 1 Id Ld Ucol Id Ld Uci 1 9 20.0 W10X22 35 1 0.93 35 1 0.00 36 1 0.94 35 1 0.93 2 10 40.0 W10X22 38 1 0.74 38 1 0.00 39 1 0.74 38 1 0.74 3 11 60.0 W10X22 41 1 0.59 41 1 0.00 42 1 0.59 41 1 0.59 LOAD COMBINATIONS: 1 - DL +CL +LL 14 - 1.15DL +1.15CL +1.34SEIS 15 - 1.15DL +1.15CL- 1.34SEIS 16 - 0.86DL +0.86CL +1.34SEIS 17 - 0.86DL +0.86CL- 1.34SEIS 22 - DL +LL /2 +LW1 WEIGHTS: " Page 80 Of 87 i. Customer Oregon Pacific Construction Job No 05 -6349 CAW* A 1 P• . 0. • �i 1 V. Project Hornell LLC Date 7/14/2005 4 • .: j +.A•..eoA,Q.; . - 7 Location Designed JN �.ti .... ti .�A Tigard, Oregon g 4n By $ Size 80 x 48 x 22.5 Checked By 05 -6349 Design Summary Report 7/14/05 9:49am Member 1 2 3 4 5 6 7 8 Weight (lb) 456 89 339 486 486 339 89 456 Column 1 2 3 Weight (lb). 476 513 476 Total Weight (lb) Frame Members = 2740 Interior Col. = 1465 Conn. Plates = 337 Base Plates = 64 Trans Stiff = 0 4606 REACTIONS: (Sidewall Columns) Load Left Column Right_Column Id Fx(k ) Fy(k ) Fz(k ) M(f -k ) Fx(k ) Fy(k ) Fz(k ) M(f -k ) 1 -0.64 47.73 0.00 0.00 0.64 27.74 0.00 0.00 2 -5.32 -4.87 0.00 0.00 -5.97 2.62 0.00 0.00 3 5.97 4.99 0.00 0.00 5.32 -7.24 0.00 0.00 4 -3.25 42.43 0.00 0.00 -2.39 27.36 0.00 0.00 5 2.39 47.36 0.00 0.00 3.25 22.43 0.00 0.00 6 -5.62 14.77 0.00 0.00 -5.67 13.79 0.00 0.00 7 5.67 24.63 0.00 0.00 5.62 3.93 0.00 0.00 8 -7.43 -1.00 0.00 0.00 -3.86 6.49 0.00 0.00 9 3.86 8.86 0.00 0.00 7.43 -3.37 0.00 0.00 10 -4.31 44.37 0.00 0.00 -1.33 29.30 0.00 0.00 11 1.33 49.29 0.00 0.00 4.31 24.37 0.00 0.00 12 -7.73 18.65 0.00 0.00 -3.56 17.66 0.00 0.00 13 3.56 28.50 0.00 0.00 7.73 7.80 0.00 0.00 14 -7.12 2.21 0.00 0.00 -7.03 13.72 0.00 0.00 15 7.03 17.22 0.00 0.00 7.12 -1.29 0.00 0.00 16 -7.11 -0.24 0.00 0.00 -7.04 12.15 0.00 0.00 17 7.04 14.77 0.00 0.00 7.11 -2.86 0.00 0.00 18 4.01 -10.18 9.66 0.00 -4.01 -12.55 9.66 0.00 • I Page 81 Of 87 P Customer Oregon Pacific Construction Job No 05 -6349 •. • .0 0•• .•. �: r A....•:4 ti v r Project Hornell LLC Date 7/14/2005 feaevh Location Designed • „•� Ora* � � • • � s � i Tigar O regon 4n By JN • Size 80 x 48 x 22.5 Checked By 05 -6349 Design Summary Report 7/14/05 9:49am 19 4.01 -10.18 9.66 0.00 -4.01 -12.55 9.66 0.00 20 1.41 39.77 4.83 0.00 -1.41 19.78 4.83 0.00 21 1.41 39.77 4.83 0.00 -1.41 19.78 4.83 0.00 22 3.71 9.46 9.66 0.00 -3.71 -1.38 9.66 0.00 23 3.71 9.46 9.66 0.00 -3.71 -1.38 9.66 0.00 REACTIONS: (Interior Columns) Load Col 1 Col _ 2 Id Fx(k ) Fy(k ) Fz(k ) M(f -k ) Fx(k ) Fy(k ) Fz(k ) M(f -k ) 1 0.00 90.23 0.00 0.00 0.00 71.21 0.00 0.00 2 0.00 0.89 0.00 0.00 0.00 -2.59 0.00 0.00 3 0.00 -2.48 0.00 0.00 0.00 -2.59 0.00 0.00 4 0.00 85.51 0.00 0.00 0.00 65.86 0.00 0.00 5 0.00 83.82, 0.00 0.00 0.00 65.86 0.00 0.00 6 0.00 38.11 0.00 0.00 0.00 26.56 0.00 0.00 7 0.00 34.74 0.00 0.00 0.00 26.56 0.00 0.00 8 0.00 5.61 0.00 0.00 0.00 2.70 0.00 0.00 9 0.00 2.25 0.00 0.00 0.00 2.70 0.00 0.00 10 0.00 87.87 0.00 0.00 0.00 68.51 0.00 0.00 11 0.00 86.18 0.00 0.00 0.00 68.51 0.00 0.00 12 0.00 42.83 0.00 0.00 0.00 31.85 0.00 0.00 13 0.00 39.46 0.00 0.00 0.00 31.85 0.00 0.00 14 0.00 27.10 0.00 0.00 0.00 14.86 0.00 0.00 15 0.00 9.22 0.00 0.00 0.00 14.86 0.00 0.00 16 0.00 22.52 0.00 0.00 0.00 11.11 0.00 0.00 17 0.00 4.64 0.00 0.00 0.00 11.11 0.00 0.00 18 0.00 1.15 0.00 0.00 0.00 -2.18 0.00 0.00 19 0.00 1.15 0.00 0.00 0.00 -2.18 0.00 0.00 20 0.00 85.64 0.00 0.00 0.00 66.07 0.00 0.00 21 0.00 85.64 0.00 0.00 0.00 66.07 0.00 0.00 22 0.00 38.37 0.00 0.00 0.00 26.97 0.00 0.00 23 0.00 38.37 0.00 0.00 0.00 26.97 0.00 0.00 Load Col _3 Id Fx(k ) Fy(k ) Fz(k ) M(f -k ) 1 0.00 56.61 0.00 0.00 2 0.00 -6.41 0.00 0.00 3 0.00 -3.04 0.00 0.00 t a Page 82 Of 87 1 C ustomer O regon Pacific Construction J No 0 5 -6349 4•i• Oi.• 1 . , % • . , ,�i • `: Project Hornell LLC Date 7/14/2005 e•.1 Location Designed JN t &mow yebt,z2 Reams, ��,s Tigard, O re g on 9n By - Size 80 x 48 x 22.5 Checked By 05 -6349 Design Summary Report 7/14/05 9:49am 4 0.00 50.21 0.00 0.00 5 0.00 51.90 0.00 0.00 6 0.00 16.54 0.00 0.00 7 0.00 19.91 0.00 0.00 8 0.00 -1.69 0.00 0.00 9 0.00 1.68 0.00 0.00 10 0.00 52.57 0.00 0.00 11 0.00 54.26 0.00 0.00 12 0.00 21.26 0.00 0.00 13 0.00 24.63 , 0.00 0.00 14 0.00 3.38 0.00 0.00 15 0.00 21.26 0.00 0.00 16 0.00 0.27 0.00 0.00 17 0.00 18.15 0.00 0.00 18 0.00 -2.79 0.00 0.00 19 0.00 -2.79 0.00 0.00 20 0.00 52.02 0.00 0.00 21 0.00 52.02 0.00 0.00 22 0.00 20.16 0.00 0.00 23 0.00 20.16 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Vertical Defl Load @ Top Of Col @ Midspan Of Col Id Left Right LT -1 1 -2 2 -3 3 -RT 1 -0.31 -0.31 -0.10 -0.13 -0.10 -0.12 2 1.75 1.76 -0.07 0.06 -0.02 0.11 3 -1.84 -1.83 0.11 -0.02 0.06 -0.08 4 0.58 0.59 -0.13 -0.09 -0.10 -0.06 5 -1.21 -1.20 -0.03 -0.13 -0.06 -0.15 6 1.62 1.63 -0.11 0.01 -0.06 0.06 7 -1.97 -1.96 0.08 -0.07 0.03 -0.12 8 1.76 1.75 -0.07 0.04 -0.04 0.11 9 -1.83 -1.83 0.11 -0.04 0.05 -0.08 10 0.58 0.59 -0.13 -0.10 -0.11 -0.06 11 -1.21 -1.21 -0.04. -0.14 -0.07 -0.15 12 1.63 1.62 -0.11 -0.01 -0.07 0.06 13 -1.96 -1.96 0.07 -0.09 0.01 -0.12 14 4.20 4.20 -0.28 0.04 -0.10 0.22 15 -4.31 -4.31 0.23 -0.10 0.05 -0.28 ,, r Page 83 Of 87 . : Customer Oregon Pacific Construction Job No 05 -6349 :F°47 '� 8.9;•0 • .••.•0•. • ` � , Proj Hornell LLC ect Date 7/14/2005 Location Desi ed JN o� 9 Tigard, Oregon BY S ize 80 x 48 x 22.5 Checked By 05 -6349 Design Summary Report 7/14/05 9:49am 16 4.21 4.21 -0.27 0.05 -0.09 0.23. 17 -4.29 -4.29 0.23 -0.09 0.06 -0.27 18 -0.05 -0.02 -0.01 0.02 0.03 -0.01 19 -0.05 -0.02 -0.01 0.02 0.03 -0.01 20 -0.32 -0.30 -0.09 -0.11 -0.08 -0.12 21 -0.32 -0.30 -0.09 -0.11 -0.08 -0.12 22 -0.19 -0.15 -0.04 -0.03 -0.01 -0.06 23 -0.19 -0.15 -0.04 -0.03.-0.01 -0.06 DEFLECTIONS RATIO: Lateral Defl Vertical Defl Load @ Top Of Col @ Midspan Of Col Id Left Right LT -1 1 -2 2 -3 3 -RT 1 834 855 2522 1907 2467 2054 2 149 148 3313 3984 13445 2195 3 142 143 2144 11327 3772 3199 4 452 443 1889 2680 2360 4244 5 216 218 6882 1842 ,3937 1614 6 162 160 2196 23989 4287 3792 7 133 134 3197 3360 9411 1982 8 149 149 3300 5749 6602 2201 9 143 143 2149 6047 5318 3187 10 449 445 1887 2429 2163 423 11 216 217 6855 1720 3418 1612 • 12 161 161 2190 28257 3222 3809 . • 13 133 133 3209 2669 34273 1978 14 62 62 864 5448 2464 1069 15 60 60 1051 2345 4889 853 16 62 62 884 4669 2628 1036 . 17 61 61 1023 2527 4349 875 18 5011 12283 "29573 10146 8883 22415 19 5011 12283 29573 10146 8883 22415 20 814 877 2529 2226 3027 2059 21 814 877 2529 2226 3027 2059 22 1412 1734 5336 9029 21608 4230 23 1412 1734 5336 9029 21608 4230 MAX DEFLECTION: • Type Deflect Span /Deflect Limit � - r . Page 84 Of 87 W Customer Oregon Pacific Construction Job No 05 -6349 Project Hornell LLC Date 7/14/2005 ti C �: sv..osoo � L ocation Designed JN � : � �: 4.2 , •a � Tigar O regon � By A Size 80 x 48 x 22.5 Checked By 05 -6349 Design Summary Report 7/14/05 9:49am Live Vertical -0.10 2389. 180. Horizontal Drift -4.31 61. 60. P -DELTA CHECK: Design Load Load P,Axial Moment Deflect Stability_Coeff Id k f -k in Cd Calc Limit Left Column: 15 10.22 73.51 -4.309 3.00 0.017 0.500 Right Column: 14 9.97 -73.51 4.200 3.00 0.016 0.500 05 -6349 Flange Hole Check 7/14/05 9:49am INSIDE FLANGE CHECK: Col Mem Seg Sec - -- Flange - -- Hole Max UC Id Id Id Id Width Thick Dia Limit Load UC UC /Limit 1 3 3 18 6.000 0.250 0.688 0.835 20 0.16 0.19 1 4 4 20 6.000 0.250 0.688 0.835 20 0.18 0.21 2 4 4 28 6.000 0.250 0.688 0.835 5 0.14 0.17 2 5 5 31 6.000 0.250 0.688 0.835 21 0.14 0.17 3 5 5 39 6.000 0.250 0.688 0.835 20 0.22 0.27 3 6 6 41 6.000 0.250 0.688 0.835 20 0.20 0.24 05 -6349 Rigid Frame Clearances 7/14/05 9:49am VERTICAL CLEARANCE: Location Span X_Coord Y_Coord . ' Page 85 of 87 • . • 4 Customer Oregon Pacific Construction Job No 05 -6349 AVMs k .' ., Project Hornell LLC Date 7/14/2005 Location Designed JN 0 yy �{ + ' ' Tigar O rego n 3n By ' r" , ^ 1 .0 N . • ..,4 ♦ • igm .! .. Size 80 x 48 x 22.5 Checked By 05 -6349 Rigid Frame Clearances 7/14/05 9:49am Left_Col 241.94 30.50 241.94 Right_Col 241.94 929.50 241.94 Midspan ' 279.39 480.00 279.39 Int_Col 1 259.16 240.00 259.16 Int_Col 2 279.16 480.00 279.16 Int_Col 3 259.16 720.00 259.16 HORIZONTAL CLEARANCE: Location Span X_Coordl X_Coord2 Left_Col - IntCol 1 209.50 30.50 240.00 Int_Col 1 - IntCol 2 240.00 240.00 480.00 Int_Col 2 - Int_Col 3 240.00 480.00 720.00 Int_Col 3 - Right Col 209.50 720.00 929.50 • 05 -6349 Rigid Frame Design Warnings . 7/14/05 9:49am WARNING: Spl: ce # Inade•., e Weld WARNING: Splic- # In_equate Weld O • • • ' • Page 86 Of 87 a ; Customer Oregon Pacific Construction Job No 05 -6349 r e .„, , ,• Project Hornell LLC Date 7/14/2005 r j �• Location Tigard, Oregon Designed By JN 0 Size 80 x 48 x 22.5 Checked By 05 -6349 Design Warning Summary 7/14/05 9:49am DESIGN CONTROL LEFT ENDWALL .. No Warnings FRONT SIDEWALL • .. No Warnings RIGHT ENDWALL .. No Warnings BACK SIDEWALL .. No Warnings ROOF .. No Warnings COMPONENT .. No Warnings PARTITION WALL , - ---"---- /1 .---"'' Page 87 Of 87 _...._ Customer Oregon Pacific Construction Job No 05-6349 -' A • • ef4 VOW( 9WW■ — ....w,429i kg Sae" t rawm4 Project Hornell LLC Date 7/14/2005 D 11 4 0 4 mwm* * "A ;;;;ZX Location Tigard, Oregon Designed By JN Size 80 x 48 x 22.5 Checked By 4 . .. No Warnings SOLDIER DESIGN • .. No Warnings r CRANE DESIGN .. No Warnings RIGID FRAME #1 WARNING: -c-tdate Weld WARNING: I.-segue - Weld (*._ S 0 -..!' , t •..r.) ./.., P Vir ORF l'IN . 1 <1 I ? L' 4 ... M. LEW I Dpires 12/31/ 0(o • • . . • • • • ...._ 111.1 • RECEIVED [J-1-ECEIIVED 57 DEC 1 5 2006 AV CITY OF TIGARD /9erzey , /IA) Z BUILDING DIVISION ,L4 k/ 71 '-'7Pt "hiC / r/‘,9 6.6. 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'9v6 $6 ,. ay/ a s . � I� �i� rte'' � �, z J GL-4 ,/� /Sr1 - SPA 61 J ry /� , -(f a .G / / �G 2;6 e Z - / " — ! y 5 r ' 5 111 1 • k g r v , 6 - 5, 4- / Y /W,/ cr■ /41 "l r q,.lk 35. ?(r 2Y 4 ff tic // � ti � c 7 :., ` 44744 - 44"4'. ---- tr CdH' A4-4 C C- dr /0 .f nra Pi.> 02 1'',917, 11‘747,-=4,- 2x fS a 7 :q.ti 11 r i 6 1 47 l 7 rf M' f' /9.. :4:r (Ear - FILE NO. 0- 5-42.4 1 s SHEET NO. e / NOM- MADE BY `.` " DATE I G I N I E R S 7,74.%)4: SALEM, OREGON CLIENT /�.' d PROJECT NY?74i::, , '/ec s:: '(1 AO 2 1 .T� — w RECEIVED •• ... "' ... DEC 15 200' ,. .. .. oa �. •........ : .- .- .....: :❖.- .- .- .- . -. -. ❖S . -. -.- .- . -:.;: CITY OF T I G AR D • :.: :•;••••••••••• •••••••••- •••••••�•••� ,••••••••••••••• -•• BUILDING DIVISION PACIFIC BUILDING SYSTEMS MANUFACTURED BY TRUSS -T STRUCTURES, INC. 2100 N. PACIFIC HWY. WOODBURN, OREGON 0 17071 PHONE 503 / q8I -x581 ISA Inc. Fabricator Inspection Program FA -405 (See Web At www.iasonline.org) CUSTOMER Ore on Pacific Construction 80 S. Pacific Hwy. Woodburn OR . RECEIVED PROJECT e 7139 F, . Hornell LLG r r JUL 1 5 2005 Tigard OR A, aRF , o Co t t n, Inc. JOB No. 05 -634 i.. /?. LEt 4A 0 Cl `Pr I Expires 12/31/ 0(p 1 BUILDING DATA Width (ft) = 80 Length (ft) = 48 Eave Height (ft) = 22.5 / 225 Roof Slope (rise /12) = 1.0:12 / 1.0:12 Dead Load (psf ) = 2 Live Load (psf ) = 20 Collat. Load (psf ) = 5 Snow Locvl (psf ) = 25 Wind Speed(mph) = 100 Wind Code = IBC 03 Closed /Open = Closed Exposure = C Importance - Wind = 130 Importance Seismic = 1.00 Seismic Zone /Category = D - Seismic Coeff (Fo *Ss) = 1.140 • J Page 1 Of 41 Customer Oregon Pacific Construction g Job No 05- 6349MZ pv 0irOJii��''J � A�• `P. •ii'�Ji�'' 0 V 9 ,e Project Hornell LLC MEZ Date 7/14/2005 , ' , F �" Location Designed By JN Size 24 x 80 x 11.7 Checked By Table Of Contents • TABLE OF CONTENTS 1 - 1 Design Calculation 2 - 13 Mezzanine Joist Design • 14 - 25 Mezz Support Beams at Lines A &E 26 - 32 Mezz Support Beams at Lines B -D 33 - 39 Design Warning . 40 - 41 • Mezz GeAmA Ce lyta t\s # 'h wit,i C4wm45 4Z • • fq, • Y } Page 2 Of 41 • Customer Oregon Pacific Construction Job No 05- 6349MZ . � ` Project Hornell LLC MEZ Date 7/14/2005 ` Location Designed By JN Size 24 x 80 x 11.7 Checked By •t Pacific Building Systems 2100 N Pacific Hwy Woodburn, OR 97071 STRUCTURAL DESIGN CALCULATIONS FOR Oregon Pacific Construction 180 S. Pacific Hwy. Woodburn, OR 97071 Hornell LLC MEZ 05- 6349MZ • BUILDING DATA Width (ft) = 24.0 Length (ft) = 80.0 Eave Height (ft) = 11.7/ 11.7 Roof Slope (rise /12 ) = 0.00 Dead Load (psf ) = 15.0 Live Load (psf ) = 125.0 Collat. Load (psf ) = 5.0 Wind Load (psf ) = 0.0 Wind Code = IBC 03 Closed /Open = C Exposure = C Importance - Wind = 1.30 Importance - Seismic = 1.00 Seismic Zone = D Seismic Coeff (Fa *Ss) = 1.14 • Page 3 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ t ..•..M...• '•40.04: .. J.O. •i } Project Hornell LLC MEZ Date 7/14/2005 0 r , � A 4 Location Designed By JN 4 Size 24 x 80 x 11.7 Checked By Designer = 7/14/05 05- 6349MZ Design Loads For Each Building Component: 7/14/05 9:06am FRONT SIDEWALL: • BASIC LOADS: Edge Strip_Ratio Basic Wind Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 0.0 0.75 1.00 3.00 1.00 1.00 1.00 .WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long 10.0 -10.0 .. Girt /Header 10.0 -10.0 .. Panel 10.0 -10.0 .. Jamb 0.0 0.0 .. Parapet BACK SIDEWALL: BASIC LOADS: Edge_ Strip_ Ratio Basic Wind _ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 0.0 0.75 1.00 3.00 1.00 1.00 1.00 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long • • • .• � Page 4 Of 41 re. Customer Oregon Pacific Construction Job No 05- 6349MZ .,.,. °, RAM r . * ' Project Hornell LLC MEZ Date 7/14/2005 �. s '''py..,, ; Location Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ • Design Loads For Each Building Component: 7/14/05 9:06am 10.0 -10.0 .. Girt /Header 10.0 -10.0 .. Panel 10.0 -10.0 .. Jamb 0.0 0.0 .. Parapet LEFT ENDWALL: BASIC LOADS: Edge Strip Ratio Dead Collat Live Snow Basic Wind Load Ratio Zone Col/ Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 15.0 5.0 125.0 0.0 0.0 0.75 1.00 3.00 1.00 1.00 1.00 BASIC LOADS AT EAVE: Seis_Coe.ff Seis_Load --- Torsion - -- Frame Brace Frame Brace Wind Seismic 0.109 0.304 0.00 0.12 0.00 0.00 WIND PRESSURE /SUCTION: Wind Wind Press Suct 10.0 -10.0 .. Column 10.0 -10.0 .. Girt /Header 10.0 -10.0 .. Jamb 10.0 -10.0 .. Panel 10.0 -10.0 .. Parapet WIND COEFFICIENTS: Surf Rafter_Wind Rafter_Wind Bracing Wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.33 -0.54 0.00 0.00 2 -1.06 -1.06 -0.70 -0.70 -1.06 -1.06 -1.06 0.00 3 0.00 0.00 0.00 0.00 -0.54 0.33 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load No. Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 6 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 Page 5 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ 0•iO40�'i004i' MA 4•i • 0 • • '! sf �I a Project Hornell LLC MEZ Date 7/14/2005 • ii i 4 •i' 4i 4.01 . 4Wi ' • ' '` �,; Location Designed By JN S∎ Size 24 x 80 x 11.7 Checked By 05- 6349MZ. Design Loads For Each Building Component: 7/14/05 9:06am 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 RAFTER DESIGN LOADS: Load Snow/ Rafter Wind 1 Rafter Wind 2 Long. 1 Aux Load No Id Dead Coll Live Left Right Left Right Wind Seis 1 Id Coef 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 • RIGHT ENDWALL: BASIC LOADS: Edge Strip Ratio Dead Collat Live Snow Basic Wind_ Load Ratio Zone Col/ Load Load . Load Load Wind Deflect Factor Width Girt Panel Jamb 15.0 5.0 125.0 0.0 0.0 0.75 1.00 3.00 1.00 1.00 1.00 BASIC LOADS AT EAVE: Seis_Coeff Seis_Load --- Torsion - -- Frame Brace Frame Brace Wind Seismic 0.109 0.304 0.00 0.12 0.00 0.00 WIND PRESSURE /SUCTION: Wind Wind Press Suct 10.0 -10.0 .. Column 10.0 -10.0 .. Girt /Header 10.0 -10.0 .. Jamb 10.0 -10.0 .. Panel 10.0 -10.0 .. Parapet WIND COEFFICIENTS: Surf Rafter_Wind Rafter Wind 2 Bracing Wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.33 -0.54 0.00 0.00 2 -1.06 -1.06 -0.70 -0.70 -1.06 -1.06 -1.06 0.00 3 0.00 0.00 0.00 0.00 -0.54 0.33 0.00 0.00 ' Page 6 Of 41 ' S Customer Oregon Pacific Construction Job No 05- 6349MZ •; °0 ° �� °� Project Hornell LLC MEZ Date 7/14/2005 I: i O.hO•iA F Location Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ Design Loads For Each Building Component: 7/14/05 9:06am COLUMN & BRACING DESIGN LOADS: Load Snow/ Rafter Wind Brace Wind Long Column_Wind I Aux No. Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 6 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 RAFTER DESIGN LOADS: Load Snow/ Rafter Wind 1 Rafter_Wind_2 Long 1 Aux No Id Dead Coll Live Left Right Left Right Wind Seis 1 Id Coef 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3. 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 ROOFDES: BASIC LOADS: Dead Collet Live Snow Basic Wind Load Ratio Surface Load Load Load Load Wind Deflect Factor Friction 15.0 5.0 125.0 0.0 0.0 0.75 1.00 0.00 - - -- Edge_Strip - - -- Seis_Coeff- % Width Purlin Panel Frame Brace Snow 3.00 0.17 1.00 0.118 0.304 0.00 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Suct Roof 0.0 0.0 .. Purlins 0.0 0.0 .. Gable Extensions 10.0 -10.0 .. Panels 0.0 0.0 0.0 .. Long Bracing, Building 0.0 0.0 .. Long Bracing, Wall Edge Zone 0.0 0.0 0.0 .. Long Bracing, Facia /Parapet PURLIN DESIGN LOADS: o . i Page 7 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ ft. � Project Hornell LLC MEZ Date 7/14/2005 �� • Location Designed By JN gctrivi Size 24 x 80 x 11.7 Checked By 05- 6349MZ Design Loads For Each Building Component: 7/14/05 9:06am Surf No. Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id Coef 2 1 1 1.00 1.00 1.00 0.00 0.00 0 0.00 BRACING DESIGN LOADS: Surf No. Load Live/ Wind Wind Seis Aux Id Loads Id Dead Collat Snow Press Suct Load Id Coef 2 4 1 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 0.00 0.50 1.00 1.00 0.00 0 0.00 3 1.00 1.00 1.00 0.50 0.50 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 1.00 0 0.00 RIGID FRAME #1: BASIC LOADS: Basic Defl Dead Live Snow Collateral Wind Ratio 15.0. 125.0 0.0 5.0 0.0 0.75 BASIC LOADS AT SAVE: - - -- Seismic Weak Axis L Weak Axis R -- Torsion -- - EWBrace -- Load SpcEP Coef Wind Seis Wind Seis Wind Seis Wind Seis 0.46 1.92 1.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1 --Wind 2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.87 -0.87 -0.51 -0.51 -0.70 -0.70 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DESIGN LOADS: Load Live/ Live - Wind_1 -- - Wind_2 -- Long_Wind - Seismic -- Aux_Load No. Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coef 23 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 • Page 8 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ .� s ;�0' ' ' ' °' ` � n'' Project Hornell LLC MEZ Date 7/14/2005 d : +, o; Location Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ Design Loads For Each Building Component: 7/14/05 9:06am 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 14 1.15 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00'0.00 0.00 1.34 0 0.00 15 1.15 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.34 0 0.00 16 0.86 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.34 0 0.00 17 0.86 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.34 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 20 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0 0.00 21 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0 0.00 22 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 RIGID FRAME #2: BASIC LOADS: Basic Defl Dead Live Snow Collateral Wind Ratio 15.0 125.0 0.0 5.0 0.0 0.75 BASIC LOADS AT EAVE: - - -- Seismic Weak Axis _L Weak Axis _R -- Torsion -- - EWBrace -- Load SpcEP Coef Wind Seis Wind Seis Wind Seis Wind Seis 0.86 3.59 1.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -0.87 -0.87 -0.51 -0.51 -0.70 -0.70 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DESIGN LOADS: Load Live/ Live -Wind 1-- - Wind_2 -- Long_Wind - Seismic -- Aux Load No. Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coef 23 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.000.00 0.00 0.00 0.00 0 0.00 ri 1 • Page 9 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ ❖.e�'.' ;� $ y v MT:* Project Hornell LLC MEZ Date 7/14/2005 e, o• •yys• �,� fi S - - Location .Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ Design Loads For Each Building Component: 7/14/05 9:06am 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.50 0.000.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0 0.00 • 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00. 0.00 0.00 0 0.00 14 1.15 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.34 0 0.60 15 1.15 1.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.34 0 0.00 16 0.86 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.34 0 0.00 17 0.86 0.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.34 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 20 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0 0.00 21 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0 0.00 22 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 05- 6349MZ Reactions, Anchor Bolts, & Base Plates: 7/14/05 9:06am Foundation Loads(k ) Frame Col Max _PosVal Max _NegVal Anc. Bolt Base Plate Line Line • Id Horz Vert Id Horz Vert No. Diam Width Len Thick *1 Frame Lines :1 5 *2 Frame Lines :2 3 4 Load Load Id Combination 1 0.86DL +0.86CL +1.34Seis_R 2 0.86DL +0.86CL +1.34Seis L . 3 DL +CL +LL +LnWndR /2 • T 1 Page 10 Of 41 i Customer Oregon Pacific Construction Job No 05- 6349MZ �� ` Project Hornell LLC MEZ Date 7/14/2005 .� 2� pa �yy k �i�i1 i,' � ''�'' Location Designed By JN 5 SiEi is •� r..e. Size 24 x 80 x 11.7 Checked By 05- 6349MZ Reactions, Anchor Bolts, & Base Plates: 7/14/05 9:06am 4 DL +WR1 +WS 5 DL +WP +LnWndL BRACING /PANEL SHEAR REACTIONS: Reactions(k ) Panel - -- Wall -- Col - - -- Wind - - -- -- Seismic - -- Shear Loc Line Line Horz Vert Horz Vert (lb /ft) L EW 1 Rigid Frame At Endwall F SW A 2 ,3 0.00 0.00 2.67 1.31 R EW 5 Rigid Frame At Endwall B_SW B 3 ,2 0.00 0.00 2.67 1.31 05- 6349MZ Additional Reactions Report: 7/14/05 9:06am Rigid Frame Column Reactions Frame Col - -- Dead - -- Collateral - -- Live - -- --Live R-- -Wind L1 -- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Frame .Col -Wind R1-- -Wind L2 -- - Wind_R2 -- Seismic L- Seismic R- _ Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Frame Col - LnWind1- - LnWind2- LnSeismic Line Line Horz Vert Horz Vert Horz Vert ti Page 11 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ re:Mo OBE Project Hornell LLC MEZ Date 7/14/2005 Location Designed By JN by .a Size 24 x 80 x 11.7 Checked By 05- 6349MZ Additional Reactions Report: 7/14/05 9:06am *1 Frame Lines :1 5 *2 Frame Lines :2 3 4 Endwall Column Reactions -Out Of Plane- Frame Col Dead Collat Live -Brc Wind L- -Brc Wind R- Wind _P Wind _S Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz Endwall Column Reactions Frame Col - Raf_Wind - Raf_Wind_R- -- Seismic_L- -- Seismic WindLn Line Line Horz Vert Horz Vert Horz Vert Horz Vert Vert 05- 6349MZ Seismic Design Report: 7/14/05 9:06am Building Data Code =IBC 03 Length = 80.00 Width = 24.00 Left Eave Height = 11.67 Right Eave Height = 11.67 • Page 12 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ Maw• 3 � ; 7- Project Hornell LLC MEZ Date 7/14/2005 3 4•' f ° � Location Designed By JN y 0 AN �� •W i 01=0 Size 24 x 80 x 11.7 Checked By 05- 6349MZ Seismic Design Report: - 7/14/05 9:06am Seismic Formula Rigid frame, •endwall frame, wind bent, wind column & base reactions Shear Force, E = Rho *0.667 *Ie *Fa *Ss *W /(R *1.4) Diagonal bracing, splice at rigid frame & wind bent knee Shear Force, Em = Omega *0.667 *Ie *Fa *Ss *W /R Note: The value of E is included as E /1.4 Zone /Design Category= D Fa *Ss = 1.140 Ie = 1.000 Rho = 2- 20 /(RMax *SQRT(Width *Length)) Seismic Dead Load, W Roof Dead +Collat = 20.00 (psf ) Frame Dead = 2.00 (psf ) Roof Total = 22.00 (psf ) , Weight= 42.24 (k ) L_EW Dead = 2.00 (psf ) , Weight= 0.28 (k ) R_EW Dead = 2.00 (psf ) , Weight= 0.28 (k ) F SW Dead = 2.00 (psf ) , Weight= 0.93 (k ) B Dead = 2.00 (psf ) , Weight= 0.93 (k ) Total = 44.67 (k ) Seismic Forces Roof Bracing R = 5.0 , Rho = 1.09, RMax = 0.50, Omega= 2.00 W = 42.80 (k ) Force, Em = 13.01 (k ) Sidewall Bracing Front R = 5.0 , Rho = 1.09, RMax = 0.50, Omega= 2.00 • W = 22.61 (k ) Force, Em = 6.87 (k ) Force, E = 2.67 (k ) Back R = 5.0 , Rho = 1.09, RMax = 0.50, Omega= 2.00 W = 22.61 (k ) Force, Em = 6.87 (k ) 11 [ Page 13 Of 41 .j Customer Oregon Pacific Construction Job No 05- 6349MZ °'0 "' r v r`''''" Project Hornell LLC MEZ Date 7/14/2005 3 A% Location Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ Seismic Design Report: 7/14/05 9:06am Force, E = 2.67 (k ) Rigid Frames R = 3.5. , Rho = 1.00, RMax = 0.25, Omega= 1.00 Frame 1 W = 5.93 (k ) Force, E = 0.92 (k ) Frame 2 W = 11.09 (k ) Force, E = 1.72 (k ) End Plates Frame Omega= 3.00 • • . Page 14 Of 41 K Customer Oregon Pacific Construction Job No 05- 6349MZ • 000 •• • • t • • e 0 Pi Project Hornell LLC MEZ Date 7/14/2005 titi i •y Location Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ Roof Design Code 7/14/05 9:06am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : AISI89 BUILDING CODE: Wind Code : IBC Year : 03 Seismic Zone : D MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29000 (ksi ) 05- 6349MZ Purlin Design Report 7/14/05 9:06am ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 3.00) PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 10C14 0.38 1.33 2 0 1.7 3.4 1 2 10C14 19.46 1.33 2 1 89.3 178.6 2 3 10C14 19.67 1.33 2 1 90.3 180.5 3 4 10C14 19.67 1.33 2 1 90.3 180.5 4 5 10C14 19.46 1.33 2 1 89.3 178.6 Y t e Page 15 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ 1 .0 00...4. h�', 1 ....s. ' ♦00• ( , .; Project Hornell LLC MEZ Date 7/14/2005 4 .. o . or000. , 1 • y �. Location Designed By JN t Size 24 x 80 x 11.7 Checked By • 05- 6349MZ Purlin Design Report 7/14/05 9:06am 6 10C14 0.38 1.33 2 0 1.7 3.4 Total(lb)= 725.2 Purlin DL= 3.44 (psf ) LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.88 -1.88 0.01 -9.14 9.73 0.00 3 1.90 -1.90 0.00 -9.35 9.83 0.00 4 1.90 -1.90 0.00 -9.35 9.83 0.00 5 1.88 -1.88 0.00 -9.14 9.73 0.01 6 0.07 0.00 0.01 0.00 0.38 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 3.65 0.02 RS 0.01 9.87 0.00 LS 0.00 0.06 2 LS 1.88 3.65 0.51 MS -9.14 9.87 0.93 LS 0.00 -0.91 0.97 3 RS -1.90 3.65 0.52 MS -9.35 9.87 0.95 LS 0.00 -0.96 0.98 4 RS -1.90 3.65 0.52 MS -9.35 9.87 0.95 LS 0.00 -0.96 0.98 5 RS -1.88 3.65 0.51 MS -9.14 9.87 0.93 LS 0.00 -0.91 0.97 6 LS 0.07 3.65 0.02 LS 0.01 9.87 0.00 LS 0.00 0.06 ------------------------------------------------------------------------------ 05- 6349MZ Purlin Design Report 7/14/05 9:06am • Page 16 Of 41 • 4 Customer Oregon Pacific Construction Job No 05- 6349MZ 4 e ? Project Hornell LLC MEZ Date 7/14/2005 y r ; , Location Designed By JN 40 N `�i4 ti iA •M 'J y� NNW Neaf.� FS�.e www. Size 24 x 80 x 11.7 Checked By 05- 6349MZ Purlin Design Report 7/14/05 9:06am • ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 • PURLIN LAYOUT: . Bay Span Purlin Span - -- Lap(ft) -- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 10C14 0.38 1.33 13 0 1.7 22.4 1 2 10C14 19.46 1.33 13 1 89.3 1161.1 2 3 10C14 19.67 1.33 13 1 90.3 1173.5 3 4 10C14 19.67 1.33 13 1 90.3 1173.5 4 5 10C14 19.46 1.33 13 1 89.3 1161.1 6 10C14 0.38 1.33 13 0 1.7 22.4 Total(lb)= 4713.9 Purlin DL= 3.44 (psf ) LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: • Shear (k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.88 -1.88 0.01 -9.14 9.73 0.00 3 1.90 -1.90 0.00 -9.35 9.83 0.00 4 1.90 71.90 0.00 -9.35 9.83 0.00 5 1.88 -1.88. 0.00 -9.14 9.73 0.01 6 0.07 0.00 0.01 0.00 0.38 0.00 • • • Page 17 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ . may ; Project Hornell LLC MEZ Date 7/14/2005 I' Location Designed By JN C . Size 24 x 80 x 11.7 Checked By 05- 6349MZ Purlin Design Report 7/14/05 9:06am STRENGTH /DEFLECTION: Span Shear(k ) Moment(f-k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 3.65 0.02 RS 0.01 9.87 0.00 LS 0.00 0.06 2 LS 1.88 3.65 0.51 MS -9.14 9.87 0.93 LS 0.00 -0.91 0.97 3 RS -1.90 3.65 0.52 MS -9.35 9.87 0.95 LS 0.00 -0.96 0.98 4 RS -1.90 3.65 0.52 MS -9.35 9.87 0.95 LS 0.00 -0.96 0.98 5 RS -1.88 3.65 0.51 MS -9.14 9.87 0.93 LS 0.00 -0.91 0.97 6 LS 0.07 3.65 0.02 LS 0.01 9.87 0.00 LS 0.00 0.06 05- 6349MZ Purlin Design Report 7/14/05 9:06am ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 3.00) PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 10C14 0.38 1.33 2 0 1.7 3.4 1 2 10014 19.46 1.33 2 1 89.3 178.6 2 3 10014 19.67 1.33 2 1 90.3 180.5 3 4 10014 19.67 1.33 2 1 90.3 180.5 4 5 10C14 19.46 1.33 2 1 89.3 178.6 6 10C14 0.38 1.33 2 0 1.7 3.4 Total(lb)= 725.2 Purlin DL= 3.44 (psf ) Page 18 Of 41 • Customer Oregon Pacific Construction Job No 05- 6349MZ • .d ., Project Hornell LLC MEZ Date 7/14/2005 Location Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ Purlin Design Report 7/14/05 9:06am • LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 1.88 -1.88 0.01 -9.14 9.73 0.00 3 1.90 -1.90 0.00 -9.35 9.83 0.00 4 1.90 -1.90 0.00 -9.35 9.83 0.00 5 1.88 - 1.88 0.00 -9.14 9.73 0.01 6 0.07 0.00 0.01 0.00 0.38 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f-k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS. -0.07 3.65 0.02 RS 0.01 9.87 0.00 LS 0.00 0.06 2 LS 1.88 3.65 0.51 MS -9.14 9.87 0.93 LS .0.00 -0.91 0.97 3 RS -1.90 3.65 0.52 MS -9.35 9.87 0.95 LS 0.00 -0.96 0.98 4 RS -1.90 3.65 0.52 MS -9.35 9.87 0.95 LS 0.00 -0.96 0.98 . 5 RS -1.88 3.65 0.51 MS -9.14 9.87 0.93 LS 0.00 -0.91 0.97 6 , LS 0.07 3.65 0.02 LS 0.01 9.87 0.00 LS 0.00 0.06 05- 6349MZ Roof Diagonal Bracing Report 7/14/05 9:06am PANEL SHEAR: Allow = 0.0 Calc Wind = 0.0 • • Page 19 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ .,� off$. Project Hornell LLC MEZ Date 7/14/2005 o * ♦ Location Designed By JN t ♦00'01 ,♦ • • ♦ f tiL ♦•♦ ♦i ♦i ♦A!u4�i♦iS Size 24 x 80 x 11.7 Checked By 05- 63.9MZ Roof Diagonal Bracing Report 7/14/05 9:06am/ Seis - ' c = 0.0 / DIAGONAL B'•`CING: Brace_Tension(k ) Bay Brace Loc. Diag Brace - - -- Wind - - -- - -- Seism' -- Max Id Start End Type Size Part Calc Allow Calc a low UC 2 0.00 24.10 C 0.250 1/4 Cab 0.00 3.33 0.10 3.33 0.00 05- 6349MZ Si.ewall Diagonal Bracing Report 7/14/05 9:06am PANEL SHEAR: Wall Wind Seismic Id Calc Calc Allow 2 0.0 85.9 100.0 4 0.0 85.9 100.0 DIAGONAL BRACING: Brace_Tension(k ) Wall Bay Level Diag_Brac- - - -- Wind - - -- - -- Seismic -- Max Id Id Height Type Size .rt Calc Allow Calc Allow UC 2 2 11.67 C 0.37 3/8 Cab 0.00 7.70 7.66 7.70 0.99 4 3 11.67 C 0 75 3/8 Cab 0.00 7.70 7.66 7.70 0.99 BASE REACTIONS: Wall Bay Col Wind Max Seismic Max Id Id Id .orz Vert( + / -) Horz Vert( + / -) 2 2 2 0.00 0.00 -2.67 1.31 2 2 0.00 0.00 2.67 1.31 4 3 3 '0.00 0.00 -2.67 1.31 4 3 4 0.00 0.00 2.67 1.31 7 t ' Page 20 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ S r�$ ��•,. ; Project Hornell LLC MEZ Date 7/14/2005 4 .' . + Location Designed By JN '`.'r'r •.`m ns Size 24 x 80 x 11.7 Checked By =t . 05- 6349MZ Braced Purlin Report 7/14/05 9:06am Surf Span Brace Purlin Load - - -- Axial(k ) - - -- -- Moment(f -k ) -- Axl +Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC 05- 6349MZ Front Sidewall Eave Strut Report 7/14/05 9:06am Wall Bay Eave Load - - -- Axial(k ) - - -- -- Moment(f -k ) -- Axl +Mom Id Id Size Id Calc Allow UC Calc Allow UC UC 2 1 10C14 1 0.00 25.50 0.00 -0.47 13.16 0.04 0.04 2 0.00 25.50 0.00 -2.44 13.16 0.19 0.19 3 0.00 25.50 0.00 -4.57 13.16 0.35 0.35 4 1.76 25.50 0.07 -0.63 13.16 0.05 0.12 2 2 10C14 1 0.00 25.43 0.00. -0.48 13.16 0.04 0.04 2 0.00 25.43 0.00 -2.50 13.16 0.19 0.19 3 0.00 25.43 0.00 -4.67 13.16 0.36 0.36 4 5.11 25.43 0.20 -0.64 13.16 0.05 0.25 2 3 10C14 1 0.00 25.430.00 -0.48 13.16.0.04 0.04 2 0.00 25.43 0.00 -2.50 13.16 0.19 0.19 3 0.00 25.43 0.00 -4.67 13.16 0.36 0.36 4 3.44 25.43 0.14 -0.64 13.16 0.05 0.18 2 4 10C14 1 0.00 25.50 0.00 -0.47 13.16 0.04 0.04 2 0.00 25.50 0.00 -2.44 13.16 0.19 0.19 3 0.00 25.50 0.00 -4.57 13.16 0.35 0.35 4 1.76 25.50 0.07 -0.63 13.16 0.05 0.12 05- 6349MZ Purlin Design Report 7/14/05 9:06am EAVE STRUT i T r . Page 21 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ " ,j " Project Hornell LLC MEZ Date 7/14/2005 Location Designed By J N :,. "...o 4 k...,k,... _ Size 24 x 80 x 11.7 Checked By 05- 6349MZ Purlin Design Report 7/14/05 9:06am WALL #2 • PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 10C14 0.38 0.67 1 0 1.7 1.7 1 2 10C14 19.46 0.67 1 1 89.3 89.3 2 3 10C14 19.67 0.67 1 1 90.3 90.3 3 4 10C14 19.67 0.67 1 1 90.3 90.3 4 5 10C14 19.46 0.67 1 1 89.3 89.3 6 10C14 0.38 0.67 1 0 1.7 1.7 Total(lb)= 362.6 Purlin DL= 6.89 (psf ) LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap. Sup 1 0.00 -0.04 0.00 0.00 0.00 0.01 2 0.94 -0.94 0.01 -4.57 9.73 0.00 3 0.95 -0.95 0.00 -4.67 9.83 0.00 4 •0.95 -0.95 0.00 -4.67 9.83 0.00 5 0.94 -0.94 0.00 -4.57 9.73 0.01 6 0.04 0.00 0.01 0.00 0.38 0.00 STRENGTH /DEFLECTION: Page 22 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ Project Hornell LLC MEZ Date 7/14/2005 a y Location Designed By JN MR*N. 6P707:::80 wow* - s Size 24 x 80 x 11.7 Checked By 05- 6349MZ Purlin Design Report 7/14/05 9:06am Span Shear(k ) Moment(f-k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow U0 Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 3.65 0.01 RS 0.01 9.87 0.00 LS 0.00 0.03 2 LS 0.94 3.65 0.26 MS -4.57 9.87 0.46 LS 0.00 -0.46 0.97 3 RS -0.95 3.65 0.26 MS -4.67 9.87 0.47 LS 0.00 -0.48 0.98 4 RS -0.95 3.65 0.26 MS -4.67 9.87 0.47 LS 0.00 -0.48 0.98 5 • RS -0.94 3.65 0.26 MS -4.57 9.87 0.46 LS 0.00 -0.46 0.97 6 LS 0.04 3.65 0.01 LS 0.01 9.87 0.00 LS 0.00 0.03 05- 6349MZ Back Sidewall Eave Strut Report 7/14/05 9:06am Wall Bay Eave Load - - -- Axial(k ) - - -- -- Moment(f -k ) -- Axl +Mom Id Id Size Id Calc Allow UC Calc Allow UC UC 4 4 10C14 1 0.00 25.50 0.00 -0.47 13.16 0.04 0.04 2 0.00 25.50 0.00 -2.44 13.16 0.19 0.19 3 0.00 25.50 0.00 -4.57 13.16 0.35 0.35 4 1.76 25.50 0.07 -0.63 13.16 0.05 0.12 4 3 10C14 1 0.00 25.43 0.00 -0.48 13.16 0.04 0.04 2 0.00 25.43 0.00 -2.50 13.16 0.19 0.19 3 0.00 25.43 0.00 -4.68 13.16 0.36 0.36 4 • 5.11 25.43 0.20 -0.64 13.16 0.05 0.25 4 2 10C14 1 0.00 25.43 0.00 -0.48 13.16 0.04 0.04 2 0.00 25.43 0.00 -2.50 13.16 0.19 0.19 3 0.00 25.43 0.00 -4.68 13.16 0.36 0.36 4 3.44 25.43 0.14 -0.64 13.16 0.05 0.18 4 1 10C14 1 0.00 25.50 0.00 -0.47 13.16 0.04 0.04 2 0.00 25.50 0.00 -2.44 13.16 0.19 0.19 3 0.00 25.50 0.00 -4.57 13.16 0.35 0.35 4 1.76 25.50 0.07 -0.63 13.16 0.05 0.12 05- 6349MZ Purlin Design Report 7/14/05 9:06am Page 23 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ cm A /i.4,54:4:9R,,,,,N.:.,,0 '' Project Hornell LLC MEZ Date 7/14/2005 J g f Location Designed By JN � � zoo* ■ ..•'. 010 .04•.' 1i :'uS•Qa.�°.'i 4 Size 24 x 80 x 11.7 Checked By 05- 6349MZ Purlin Design Report 7/14/05 9:06am SAVE STRUT WALL #4 PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 10C14 0.38 0.67 1 0 1.7 1.7 4 2 10C14 19.46 0.67 1 1 89.3 89.3 3 3 10C14 19.67 0.67 1 1 90.3 90.3 2 4 10C14 19.67 0.67 1 1 90.3 90.3 1 5 10C14 19.46 0.67 1 1 89.3 89.3 6 10C14 0.38 0.67 1 0 1.7 1.7 Total(lb)= 362.6 Purlin DL= 6.88 (psf ) LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.04 0.00 0.00 0.00 0.01 2 0.94 -0.94 0.01 -4.57 9.73 0.00 3 0.95 -0.95 0.00 -4.68 9.83 0.00 4 0.95 -0.95 0.00 -4.68 9.83 0.00 5 0.94 -0.94 0.00 -4.57 9.73 0.01 6 0.04 0.00 0.01 0.00 0.38 0.00 Page 24 Of 41 • FM Customer Oregon Pacific Construction Job No 05- 6349MZ W O . V4 ..0 • ..g �q •` . '* N E Project Hornell LLC MEZ Date 7/14/2005 ti 0 VI 1f$ e. ,t4 v Location Designed By JN • Size 24 x 80 x 11.7 Checked By 05- 6349MZ Purlin Design Report 7/14/05 9:06am STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 3.65 0.01 RS 0.01 9.87 0.00 LS 0.00 0.03 2 LS 0.94 3.65 0.26 MS -4.57 9.87 0.46 LS 0.00 -0.46 0.97 3 LS 0.95 3.65 0.26 MS -4.68 9.87 0.47 LS 0.00 -0.48 0.98 4 LS 0.95 3.65 0.26 MS -4.68 9.87 0.47 LS 0.00 -0.48 0.98 5 RS -0.94 3.65 0.26 MS -4.57 9.87 0.46 LS 0.00 -0.46 0.97 6 LS 0.04 3.65 0.01 LS 0.01 9.87 0.00 LS 0.00 0.03 05- 6349MZ Strut Bolt Report 7/14/05 9:06am EAVE STRUTS: Wall Frm_Line ---- Bolt_Selected ---Bolt Capacity-- - Id Id Type No. Type Dia Wshr Calc Allow Ratio 2 1 RF 2 Gr8.8 0.500 1 1.76 7.15 0.25 2 2 RF 2 Gr8.8 0.500 1 5.11 7.15 0.72 2 3 RF 2 Gr8.8 0.500 1 5.11 7.15 0.72 2 4 RF 2 Gr8.8 0.500 1 3.44 7.15' 0.48 2 5 RF 2 Gr8.8 0.500 1 1.76 7.15 0.25 4 1 RF 2 Gr8.8 0.500 1 1.76 7.15 0.25 4 2 RF 2 Gr8.8 0.500 1 5.11 7.15 0.72 4 3 RF 2 Gr8.8 0.500 1 5.11 7.15 0.72 4 4 RF 2 Gr8.8 0.500 1 3.44 7.15 0.48 4 5 RF 2 Gr8.8 0.500 1 1.76 7.15 0.25 05- 6349MZ Roof Design Weight Summary 7/14/05 9:06am • • Page 25 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ + evatea Ata ....9:9771 Project Hornell LLC MEZ Date 7/14/2005 °' pp Location Designed By JN r Size 24 x 80 x 11.7 Checked By • 05- 6349MZ Roof Design Weight Summary 7/14/05 9:06am Roof Purlins = 6164.37 Eave Struts = 725.22 Roof Bracing = 7.56 Wall Bracing, = 24.34 Total = 6921.49 05- 6349MZ Roof Design Warning Report 7/14/05 9:06am .. No Warnings • • • • • • Page 26 Of 41 ' •S Customer Oregon Pacific Construction Job No 05- 6349MZ �3 maim Project Hornell LLC MEZ Date 7/14/2005 .. y ,t + Location Designed By JN Wank' ', AMMO $3 Size 24 x 80 x 11.7 Checked By 05- 6349MZ Rigid Frame Design Code 7/14/05 9:06am STRUCTURAL CODE: Design Basis :. WS Hot Rolled Steel : AISC89 Cold Formed Steel : AISI89 BUILDING CODE: Wind Code : IBC Year : 03 Seismic Zone : D • Seismic Coef : 1.14 MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29000 (ksi ) 05- 6349MZ Transverse Stiffener Report 7/14/05 9:06am No Stiffeners Required. 05- 6349MZ Base Plate and Anchor Bolt Design 7/14/05 9:06am BASE PLATE & BOLT SIZE: BASE REACTIONS: WELDS: • Page 27 Of 41 ti Customer Oregon Pacific Construction Job No 05- 6349MZ ;, p ,; Project Hornell LLC MEZ Date 7/14/2005 A 44 o . L ocat i on a . , .�; .•; �,o , . Designed By JN , �s Size 24 x 80 x 11.7 Checked By 05- 6349MZ Base Plate and Anchor Bolt Design 7/14/05 9:06am Outs ide_Flange_To_Base Inside_ Flange_ To_ Base Web_To_Base Base Shear(k /in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 05- 6349MZ' Bolted - End -Plate Design 7/14/05 9:06am Splice Member Web - Splice(in)- Ten - -- Load(k ,f-k ) -- ---- Bolts(A325 ) Id Typ Loc. Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage - -- -- - -- - -- - - -- WELDS: Outside Flange To_Bep Inside FlangeTo_Bep Web ToBep Splice Shear(k /in ) Shear(k/in ) • Shear(k /in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 05- 6349MZ Stiffener Report 7/14/05 9:06am Stiffener Yield = 50.0 (ksi ) STIFFENER SIZE: - - -- Stiffener - -- Web - Stiffener _ Size(in)- Location No. Depth Width Thick Length STIFFENER DESIGN: • ■ • '• • Page 28 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ 0 Project Hornell LLC MEZ Date 7/14/2005 },•� W �• Location Designed By JN 4 410.8:4:g14 Ns�V — — Size 24 x 80 x 11.7 Checked By 05- 6349MZ Stiffener Report 7/14/05 9:20am Stiffener - -- Tension(k ) - - -- - Compression(k ) -- Max Location Load Calc Allow Load Calc Allow UC • 05- 6349MZ Flange Brace Report 7/14/05 9:20am Flange Brace Yield= 36.0 ksi Girt /Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (Gr8.8) Surf No Web Brace Brace Conn Id Brace Loc Side Part Depth Dist Force UC UC 2 0 05- 6349MZ Design Summary Report 7/14/05 9:20am FRAME: Id = 1 Type = BM Line Id= 1 5 MEMBERS: Mem Segi Flange IWeb_Depthl Plate Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidIStrt EndJ Web 0 -flg I- flgIId Ld UcvIId Ld UcolId Ld Uci 1 1 24.0 5.5 15.0 15.0 0.250 0.345 0.345 6 1 0.28 3 1 1.01 3 1 1.01 HOT ROLLED MEMBERS: Surf Member Member Id Id Size • . Page 29 Of 41 ' Customer Oregon Pacific Construction Job No 05- 6349MZ 0 Project Hornell LLC MEZ Date ' 7/14/2005 CN o N % 1 ti� Location Designed By JN SCR ••. 9 • 4P o• . .ae•�y' Size 24 x 80 x 11.7 Checked By 05- 6349MZ Design Summary Report 7/14/05 9:06am Surf Member Member Id Id Size • 2 1 W16X26 LOAD COMBINATIONS: 1 - DL +CL +LL • WEIGHTS: • Member 1 Weight (lbr 616 Total Weight (lb) Frame Members = 616 Interior Col. = 0 Conn. Plates = 0 Base Plates = 0 Trans Stiff = 0 616 REACTIONS: (Sidewall Columns) Load Left_ Column Right_Column • Id Fx(k ) Fy(k ) Fz(k ) M(f -k ) Fx(k ) Fy(k ) Fz(k ) M(f -k ) 1 0.00 18.58 0.00 0.00 0.00 18.58 0.00 0.00 2 0.00 2.20 0.00 0.00 0.00 2.20 , 0.00 0.00 3 0.00 2.20 0.00 0.00 0.00 2.20 0.00 0.00 4 0.00 18.58 0.00 0.00 0.00 18.58 0.00 0.00 5 0.00 18.58 0.00 0.00 0.00 18.58 0.00 0.00 6 0.00 10.07 0.00 0.00 0.00 10.07 0.00 0.00 7 0.00 10.07 0.00 0.00 0.00 10.07 0.00 0.00 8 0.00 2.20 0.00 0.00 0.00. 2.20 0.00 0.00 9 0.00 2.20 0.00 0.00 0.00 2.20 0.00 0.00 10 0.00 18.58 0.00 0.00 0.00 18.58 0.00 0.00 11 0.00 18.58 0.00 '0.00 0.00 18.58 0.00 0.00 12 0.00 10.07 0.00 0.00 0.00 10.07 0.00 0.00 • • . ti . Page 30 Of 41 ■ Customer Oregon Pacific Construction Job No 05- 6349MZ ' ?o. a • �....ti, "r 0 � ° �� ° '�' ,' Project Hornell LLC MEZ Date 7/14/2005 0 m X: "' may. - - 2 y • 4 .ti Locatio Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ Design Summary Report 7/14/05 9:06am 13 0.00 10.07 0.00 0.00 0.00 10.07 0.00 0.00 14 -1.23 3.25 0.00 0.00 0.00 3.25 0.00 0.00 15 1.23 3.25 0.00 0.00 0.00 3.25 .0.00 0.00 16 -1.23 2.43 0.00 0.00 0.00 2.43 0.00 0.00 17 1.23 2.43 0.00 0.00 0.00 2.43 0.00 0.00 18 0.00 2.20 0.00 0.00 0.00 2.20 0.00 0.00 19 0.00 2.20 0.00 0.00 0.00 2.20 0.00 0.00 20 0.00 18.58 0.00 0.00 0.00 18.58 0.00 0.00 21 0.00 18.58 0.00 0.00 0.00 18.58 0.00 0.00 22 0.00 10.07 0.00 0.00 0.00 10.07 0.00 0.00 23 0.00 10.07 0.00 0.00 0.00 10.07 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 0.00 0.00 -1.36 2 0.00 0.00 -0.16 3 0.00 0.00 -0.16 4 0.00 0.00 -1.36 5 0.00 0.00 -1.36 6 0.00 0.00. -0.74 7 0.00 0.00 -0.74 , 8 0.00 0.00 -0.16 9 0.00 0.00 -0.16 10 0.00 0.00 -1.36 11 0.00 0.00 -1.36 12 0.00 0.00 -0.74 13 0.00 0.00 -0.74 14 0.00 0.00 -0.24 15 0.00 0.00 -0.24 16 0.00 0.00 -0.18 . 17 0.00 0.00 -0.18 18 0.00 0.00 -0.16 19 0.00 0.00 -0.16 20 0.00 0.00 -1.36 21 0.00 0.00 -1.36 22 0.00 0.00 -0.74 23 0.00 0.00 -0.74 • Page 31 Of 41 ��•,,' Customer Oregon Pacific Construction Job No 05- 6349MZ .` A ., Project Hornell LLC MEZ • Date 7/14/2005 x Location Designed By JN Size 24 x 80 x 11.7 Checked By • 05- 6349MZ Design Summary Report 7/14/05 9:06am DEFLECTIONS RATIO: Lateral Defl • Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 99999 99999 212 2 99999 99999 1794 3 99999 99999 1794 4 99999 99999 212 5 99999 99999 212 6 99999 99999 391 • 7 99999 99999 391 8 99999 99999 1794 9 99999 99999 1794 10 99999 99999 212. 11 99999 99999 212 12 99999 99999 391 13 99999 99999 391 14 -99999 99999 1212 15 99999 99999 1212 16 99999 99999 1621 17 99999 99999 1621 18 99999. 99999 1794 19 99999 99999 1794 20 99999 99999 212 21 99999 99999 212 • 22 99999 99999 391 23 99999 99999 391 • • MAX DEFLECTION: Type Deflect Span /Deflect Limit - Live Vertical -1.15 250. 240. Horizontal Drift 0.00 99999. 60. • 05- 6349MZ Flange Hole Check 7/14/05 9:06am • • Page 32 Of 41 t oo Customer Oregon Pacific Construction Job No 05- 6349MZ Ammffiro 5 j ` •• •' • Project Hornell LLC MEZ Date 7/14/2005 g ; Location Designed By JN • ❖. X; kagif k .p....p•• Size 24 x 80 x 11.7 Checked By 05- 6349MZ Rigid Frame Clearances 7/14/05 9:06am VERTICAL CLEARANCE: Location Span X Coord Y Coord Left_Col '114.31 114.31 Right_Side 114.31 288.00 ' 114.31 Midspan • HORIZONTAL CLEARANCE: Location Span X_Coordl X_Coord2 Left Col - Right_Side 288.00 288.00 • 05- 6349MZ Rigid Frame Design Warnings 7/14/05 9:06am .. No Warnings • • • • Page 33 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ • o tiso.•.v m i ) *MR; ' Project Hornell LLC MEZ Date 7/14/2005 Location Designed By JN r40-; ' TO'nr! [ •''lii''4's.■"'' - Size 24 x 80 x 11.7 Checked By • 05- 6349MZ Rigid Frame Design Code 7/14/05 9:06am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : AISI89 BUILDING CODE: Wind Code : IBC Year : 03 Seismic Zone : D Seismic Coef : 1.14 MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29000 (ksi ) 05- 6349MZ Transverse Stiffener Report 7/14/05 9:06am No Stiffeners Required. • 05- 6349MZ Base Plate and Anchor Bolt Design 7/14/05 9:06am BASE PLATE & BOLT SIZE: BASE REACTIONS: WELDS: • • , r, Page 34 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ A ti Project Hornell LLC MEZ Date 7/14/2005 • : ,'. Locati Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ Base Plate and Anchor Bolt Design 7/14/05 9:06am Outside_ Flange_ To_ Base Inside Flange_ To_ Base Web To Base Base Shear(k /in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Allow Size Typ Calc Allow, Size Typ Calc Allow 05- 6349MZ Bolted- End -Plate Design 7/14/05 9:06am Splice Member Web - . Splice(in)- Ten - -- Load(k ,f -k ) -- ---- Bolts(A325 ) Id Typ Loc. Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage WELDS: Outside Flange To_Bep. Inside Flange To Bep Web To Bep Splice Shear(k /in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 05- 6349MZ Stiffener Report 7/14/05 9:06am Stiffener Yield = 50.0 (ksi ) STIFFENER SIZE: - - -- Stiffener - -- Web -Stiffener _ Size(in)- Location No. Depth Width Thick Length STIFFENER DESIGN: r •'' ° Page 35 Of 41 • Customer Oregon Pacific Construction Job No 05- 6349MZ • .4$ 1 1,4 " '� l ' � ' •" $ Project Hornell LLC MEZ Date 7/14/2005 • N ♦ {` Location Designed By JN ,e `§• eees�v �'•�'e�i Size 24 x 80 x 11.7 Checked By dasse • 05- 6349MZ Stiffener Report 7/14/05 9:20am Stiffener - -- Tension(k ) - - -- - Compression(k ) -- Max Location Load Calc Allow Load Calc Allow UC 05- 6349MZ Flange Brace Report 7/14/05 9:20am Flange Brace Yield= 36.0 ksi Girt /Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (Gr8.8) Surf No Web Brace Brace Conn Id Brace Loc Side Part Depth Dist Force UC UC 2 0 05- 6349MZ Design Summary Report 7/14/05 9:20am FRAME: Id = 2 Type = BM Line Id= 2 3 4 MEMBERS: Mem Segl Flange IWeb_Depth! Plate_Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt End! Web O -flg I- flglId Ld UcvlId Ld UcolId Ld Uci 1 1 24.0 7.0 15.0 15.0 0.345 0.565 0.565 1 1 0.34 4 1 1.02 4 1 1.02 HOT ROLLED MEMBERS: Surf Member Member Id Id Size r Page 36 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ Step , . y . ? • I A r Project Hornell LLC MEZ Date 7/14/2005 S ! e Location Designed By JN ti Size 24 x 80 x 11.7 Checked By 05- 6349MZ Design Summary Report 7/14/05 9:06am Surf Member Member Id Id Size 2 1 W16X45 No. Cycles For Plate Optimization= 6 LOAD COMBINATIONS: 1 - DL +CL +LL WEIGHTS: Member 1 Weight (lb) 1072 Total Weight (lb) Frame Members = 1072 Interior Col. = 0 Conn. Plates = 0 Base Plates = 0 Trans Stiff = 0 1072 REACTIONS: (Sidewall Columns) Load Left Column Right_Column Id Fx(k ) Fy(k ) Fz(k ) M(f -k ) Fx(k ) Fy(k ) Fz(k ) M(f -k ) 1 0.00 35.34 0.00 0.00 0.00 35.34 0.00 0.00 2 0.00 4.14 0.00 0.00 0.00 4.14 0.00 0.00 3 0.00 4.14 0.00 0.00 0.00 4.14 0.00 0.00 4 0.00 35.34 0.00 0.00 0.00 35.34 0.00 0.00 5 0.00 35.34 0.00 0.00 0.00 35.34 0.00 0.00 6 0.00 19.14 0.00 0.00 0.00 19.14 0.00 0.00 7 0.00 19.14 0.00 0.00 0.00 19.14 0.00 0.00 8 0.00 4.14 0.00 0.00 0.00 4.14 0:00 0.00 9 0.00 4.14 0.00 0.00 0.00 4.14 0.00 0.00 • Y ..m r, Page 37 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ 4 � f, `; Project . Hornell LLC MEZ Date 7/14/2005 • 0 S Location Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ Design Summary Report 7/14/05. 9:06am • 10 0.00 35.34 0.00 0.00 0.00 35.34 0.00 0.00 11 0.00 35.34 0.00 0.00 0.00 35.34 0.00 0.00 12 0.00 19.14 0.00 0.00 0.00 19.14 0.00 0.00 13 0.00 19.14 0.00 0.00 0.00 19.14 0.00 0.00 14 -2.30 6.14 0.00 0.00 0.00 6.14 0.00 0.00 15 2.30 6.14 0.00 0.00 0.00 6.14 0.00 0.00 16 -2.30 4.59 0.00 0.00 0.00 4.59 0.00 0.00 17 2.30 4.59 0.00 0.00 0.00 4.59 0.00 0.00 18 0.00 4.14 0.00 0.00 0.00 4.14 0.00 0.00 19 0.00 4.14 0.00 0.00 0.00 4.14 0.00 0.00 20 0.00 35.34 0.00 0.00 0.00 35.34 0.00 0.00 21 0.00 35.34 0.00 0.00 0.00 35.34 0.00 0.00 22 0.00 19.14 0.00 0.00 0.00 19.14 0.00 0.00 • 23 0.00 19.14 0.00 0.00 0.00 19.14 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 0.00 0.00 -1.31 2 0.00 0.00 -0.15 3 0.00 0.00 -0.15 4 0.00 0.00 -1.31 5 0.00 0.00 -1.31 6 0.00 0.00 -0.71 7 0.00 0.00 -0.71 8 0.00 0.00 -0.15 9 0.00 0.00 -0.15 10 0.00 0.00 -1.31 11 0.00 0.00 -1.31 12 0.00 0.00 -0.71 13 0.00. 0.00 -0.71 14 0.00 0.00 -0.23 15 0.00 0.00 -0.23 16 0.00 0.00 -0.17 17 0.00 0.00 -0.17 18 0.00 0.00 -0.15 19 0.00 0.00 -0.15 20 0.00 0.00 -1.31 s . . #:1! (. • Page 38 Of 41 '' Customer Oregon Pacific Construction Job No 05- 6349MZ ; 7:1 . rC 'i 4 dd0♦ 46Ji1 V0 : 't, i Project Hornell LLC MEZ Date 7/14/2005 ', r ollaft Location Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ Design Summary Report 7/14/05 9:06am 21. 0.00 0.00 -1.31 22 0.00 0.00 -0.71 23 0.00 0.00 -0.71 DEFLECTIONS RATIO: • Lateral Defl . • Load @ Top Of Col Vert Defl • Id Left. Right @ Midspan • 1 99999 99999 219 2 99999 99999 1878 3 99999 99999 1878 4 99999 99999 219 5 99999 99999 219 6 99999 99999 406 7 99999 99999 406 8 99999 99999 1878 9 99999 99999 1878 10 99999 99999 219 11 99999 99999 219 12 99999 99999 406 13 99999 99999 406 14 99999 99999 1266 15 99999 99999 1266 • 16 99999 99999 169• 17 99999 99999 1693 18 99999 99999' 1878 19 99999 99999 1878 20 99999 99999 219 21 99999 99999 219 22 99999 99999 406 23 99999 99999 406 MAX DEFLECTION: Type Deflect Span /Deflect Limit Live Vertical -1.11 259. 240. Horizontal Drift 0.00 99999. 60. • • •* �; c Page 39 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ I V A ;� Project Hornell LLC MEZ Date 7/14/2005 s 4 10 } � W 0 Location Designed By JN Mv..• 3 •'• 1 v57s!•'•:$ Size 24 x 80 x 11.7 Checked By 05- 6349MZ Flange Hole Check 7/14/05 9:06am 05- 6349MZ Rigid Frame Clearances 7/14/05 9:06am VERTICAL CLEARANCE: Location Span X Y Left_Col 113.87 113.87 Right_Side 113.87 288.00 113.87 Midspan HORIZONTAL CLEARANCE: Location Span XCoordl X_Coord2 Left Col - Right Side 288.00 288.00 05- 6349MZ Rigid Frame Design Warnings 7/14/05 9:06am .. No Warnings • ak_ . Page 40 Of 41 `K7' Customer Oregon Pacific Construction Job No 05- 6349MZ c v Project Hornell LLC MEZ Date 7/14/2005 0 . .1 Locatio Designed By JN Size 24 x 80 x 11.7 Checked By 05- 6349MZ . Design Warning Summary 7/14/05 9:06am • DESIGN CONTROL LEFT ENDWALL .. No Warnings FRONT SIDEWALL .. No Warnings RIGHT ENDWALL .. No Warnings BACK SIDEWALL .. No Warnings ROOF .. No Warnings COMPONENT .. No Warnings PARTITION WALL . • .a ►ti Page 41 Of 41 Customer Oregon Pacific Construction Job No 05- 6349MZ ;.w.o• ;1 r .oR *NM Project Hornell LLC MEZ Date 7/14/2005 3 , � • • ' • Location Designed By JN X10021" YS g.�'.m`ti'+Ni. W Size 24 x 80 x 11.7 Checked By .. No Warnings • SOLDIER DESIGN • • .. No Warnings CRANE DESIGN • No Warnings RIGID FRAME #1 .. No Warnings RIGID FRAME #2 • .. No Warnings • • • • ,.4 44 5 -6 r7 /5 42 - - -- - - M - . ? .eav — dI ;S. Y - , a CL . o t '� 7 3)- T A . ,,25614> . 0. W U M EZZANINE T - .. . BEAM CO 11 W ' N 1 CO CD C Z w _ CZ tlI k.. _ _ - CI COL. 3 3 " eto MEZZ. BEAM CONNECTION • r/ r, g 139 '' G. . 3 x 3x / • r MEZZANINE NINE �Q �i "., /6 A q'' 1 I E,xpirr;5 12/31 %_ . . _ COL. -- A325 I,4 - — MEZZ. BEAM CONNECTION .