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Plans ce4, '"o 7 O - ' /f8' y5O 5W 13e/el ck la NicoIi Engineering, Inc. l P O Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: 503 9 9 ( ) � ) 684 -3636 R F CFMP , STRUCTURAL CALCULATIONS OCT CITY OF TIGARD PROJECT BUILDING DIVISION FIRE DAMAGE REPAIR MCA BUSINESS CENTER 7450 SW BEVELAND ROAD, STE. 100 TIGARD, OREGON 97223 CLIENT HORIZON RESTORATION 7235 SW BONITA ROAD TIGARD, OREGON 97224 g o t N e � / 0 • 16507PE T. '4)0 N ` KE -) EXPIRES : 6 / 30 / 11 Note: Nicoli Engineering's design responsibility is limited to only those specific areas of the structure and /or project as presented herein. The attached calculations and /or construction details have been prepared for the above referenced project for the one - time -use at the noted site. JOB NO.: 09 -0910 PREPARED BY: ENK CHECKED BY: JA DATE: 10 -6 -07 PAGE 1 OF ZS • - Project: MCA BUSINESS CENTER - FIRE DAMAGE Page: 'Z L ■IIIICull Client: HORIZON RESTORATION By. ENK ENGINEERING, INC. Job No.: 09 -0910 Date: 10 -6 -09 t5 u(�. P ° PeAe ora P6 /7"-' "?-e i 1 N 1 7 IA/ A (7. z 6Ai 4 2 C/ I L7 �► ("Iv roP kr/ 1'2. Vi i = Q '69 .1 I 74 *. z5 Fe - /P 4Q �' 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 3 Nicoli Engineering, Inc. Project: MCA PO Box 23784 BLIG Tigard, OR 97281 SNOW DRIFT AT STEP IN ROOF: Ref: Wb _L W P (max. intensity) Drift Surcharge �. P (upper) �••• -.., h f ►•OOOOi•�•. d r High Roof hb P (lower) Low Roof or Deck Reference: 1998 SOSSC, 1997 UBC Appendix Chapter 16 Division 1 INPUTS: P • 26 basic ground snow load, psf. C 0.7 snow exposure cefficient, from table A -16 -A 1= 1.00 importance factor, from table A -16 -B Wb 140 not less than 50 feet or greater than 500 feet h 5 feet OUTPUTS: P Ce *I *Pg not less than 25 psf = 25 psf h 0 .43(W ^(1/3) *(P +10) ^(1/4) -1.5 = 3.93 feet D= 0.13 *P +14.0 less than or equal to 35 pcf = 17.25 pcf h P/D = 1.45 feet W lesser of 4h or 4(h h = 14.20 feet Note: If W exceeds the width of the lower roof, the drift shall be truncated at the far edge of the roof, not reduced to zero at this location. P D(h + h b ) less than or equal to Dh = 86.25 psf ft Note: If (h / h < 0.2, drift loads do not need to be considered. (h / h = 2.45 `Nico . Project: MCA BUSINESS CENTER - FIRE DAMAGE Page: 5 Client: HORIZON RESTORATION By. ENK ENGINEERING, INC. Job No.: 09 -0910 Date: 10 -6 -09 N5 , \?! ( .5 'IJ I q. co c2 (,tom a t� � ►� V,1 s 'Lj, 44 7..r -'`o )74 I .5(11°-17(r ( / ),x t ?1 1 /2 e Cry QG r, 1c •a" e a 11,w "1? ?1f2 L.= AS 6. • Ot.4. tiOt 12Ac ?,01?--c tz,4 cke7Ei f) vp, 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • � • Project: MCA BUSINESS CENTER - FIRE DAMAGE Page: 4 NNicoli Client: HORIZON RESTORATION By. ENK ENGINEERING, INC. Job No.: 09 -0910 Date: I0 -6 -09 ( 47 y W q)(.5 914 fin t9t).' 41$ Rt ) /, y �,, / CA 110 (� `J� --0 Io v!i7 1 4/1 D 1 )i f to 5c 101t?cr \✓ vim W (� � � x vti V v � 2, ' 1:1 1zT+5Q K 2 Z 1 11 ��t n j 1 / ? 2 u ( 0 2 2 7 c - / 5 1 ( 7 ) / ric7 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 NNico • Project: MCA BUSINESS CENTER - FIRE DAMAGE Page: 1 Client: HORIZON RESTORATION By. ENK ENGINEERING, INC. Job No.: 09 -0910 Date: 10 -6 -09 U 4Et 2, It= 1 -KA 17' lF • 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 . 8 COMPANY PROJECT 100441 MCA : Wo od\iVorks ® � I'1 ROOF BEAMS RB_, - .. SOFTWARE ii)T,. WOOD D(SlN RB-1 Oct. 6, 2009 09:36 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Full UDL 174.0 No Load2 Snow Full UDL 523.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : o v 0' 12' Dead 1140 1140 Live 3138 3138 Total 4278 4278 Bearing: LC number 2 2 Length 1.28 1.28 Glulam -Bal., West Species, 24F -1.8E WS, 5- 118x13 -1/2" Self Weight of 15.93 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 75 Fv' = 276 fv /Fv' = 0.27 Bending( +) fb = 989 Fb' = 2675 fb /Fb' = 0.37 Live Defl'n 0.13 = <L/999 0.40 = L/360 0.32 Total Defl'n 0.20 = L/722 0.60 = L/240 0.33 ADDITIONAL DATA: FACTORS: F CD • CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 0.969 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 12833 lbs -ft Shear : LC# 2 = D +S, V = 4278, V design = 3476 lbs Deflection: LC# 2 = D +S EI= 1891e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • COMPANY PROJECT MCA BLDG W oo d Wo WoodWorks®. ks ROOF BEAMS RB -2 • • SOP1H'AQE}pk W000 Uk'SiGN. RB-2 Oct. 6, 2009 09:40 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Full UDL 243.0 No Load2 Snow Full UDL 506.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 18' Dead 2346 2346 Live 4554 4554 Total 6900 6900 Bearing: LC number 2 2 Length 2.07 2.07 Glulam -Bal., West Species, 24F -1.8E WS, 5- 1/8x15" Self Weight of 17.7 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 116 Fv' = 276 fv /Fv' = 0.42 Bending( +) fb = 1939 Fb' = 2569 fb /Fb' = 0.75 Live Defl'n 0.46 = L/468 0.60 = L/360 0.77 Total Defl'n 0.82 = L/264 0.90 = L/240 0.91 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 0.931 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D+S, M = 31051 lbs -ft Shear : LC# 2 = D +S, V = 6900, V design = 5942 lbs Deflection: LC# 2 = D+S EI= 2594e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). • t o COMPANY PROJECT ` MCA BLDG Si Wood �'V� �V o rks ® ROOF BEAMS .sonw: fff FORW000 OFSxN RB -3 Oct. 6, 2009 09:42 Design Check Calculation Sheet • Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pat - Start End Start End tern Load/ Dead Full UDL 152.0 No Load2 Snow Full UDL 473.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0 0 0' 12' Dead 1008 1008 Live 2838 2838 Total 3846 3846 Bearing: LC number 2 2 Length 1.15 1.15 Glulam -Bal., West Species, 24F -1.8E WS, 5- 118x13 -112" Self Weight of 15.93 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 68 Fv' = 276 fv /Fv' = 0.25 Bending( +) fb = 889 Fb' = 2675 fb /Fb' = 0.33 Live Defl'n 0.12 = <L/999 0.40 = L/360 0.29 Total Defl'n 0.18 = L /805 0.60 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 0.969 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D+S, M = 11537 lbs -ft Shear : LC# 2 = D +S, V = 3846, V design = 3125 lbs Deflection: LC# 2 = D +S EI= 1891e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. • (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117 -2001 and manufactured in accordance with ANSI /AITC A190.1 -1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 11 COMPANY PROJECT _ .... "� 0 MCA BLDG ! ,41 Wo Wor RROOFBEAMS SOMME FOR WOOD DESIGN RB-4 • Oct. 6, 2009 09:47 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pat - Start End Start End tern Load3 Dead Partial UDL 107.0 107.0 0.00 8.00 No Load4 Snow Partial UDL 211.0 211.0 0.00 8.00 No Load5 Dead Partial UDL 24.0 24.0 8.00 15.50 No Load6 Snow Partial UDL 91.0 91.0 8.00 15.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Y'•` Y � - .- . r- - - . � • � r - 0' 8' 15' -6" Dead 402 779 56 Live 696 1490 184 Total 1099 2269 240 Bearing: LC number 2 2 2 Length 1.00 1.00 1.00 Cb 1.00 1.77 1.00 PSL, 2.1E, 3100Fb, 3- 1/2x11 -718" Self Weight of 12.99 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 44 Fv' = 328 fv /Fv' = 0.13 Bending( +) fb = 266 Fb' = 3440 fb /Fb' = 0.08 Bending( -) fb = 263 Fb' = 3551 fb /Fb' = 0.07 Live Defl'n 0.01 = <L/999 0.27 = L/360 0.04 Total Defl'n 0.02 = <L/999 0.40 = L/240 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 3100 1.15 - 1.00 0.964 1.00 - 1.00 1.00 - - 2 Fb'- 3100 1.15 - 1.00 0.995 1.00 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.1 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D +S, M = 1823 lbs -ft Bending( -): LC# 2 = D +S, M = 1802 lbs -ft Shear : LC# 2 = D +S, V = 1549, V design = 1222 lbs Deflection: LC# 2 = D +S EI= 1026e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. COMPANY PROJECT MCA BLDG. WoodWorks® RBOFBEAMS SVAWIfFORWUODVEDGN RB -5 Oct. 6, 2009 15:53 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Full UDL 36.0 No Load2 Snow Full UDL 75.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : o 0' 21'-6" Dead 513 513 Live 806 806 Total 1320 1320 Bearing: LC number 2 2 Length 1.00 1.00 PSL, 2.1E, 3100Fb, 2- 11/16x14" Self Weight of 11.76 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear fv = 47 Fv' = 328 fv /Fv' = 0.14 Bending( +) fb = 970 Fb' = 1351 fb /Fb' = 0.72 Live Defl'n 0.28 = L/923 0.72 = L/360 0.39 Total Defl'n 0.55 = L/472 1.08 = L/240 0.51 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 3100 1.15 - 1.00 0.379 1.00 - 1.00 1.00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.1 million - 1.00 - - - - 1.00 - - 2 Bending( +): LC# 2 = D+S, M = 7093 lbs -ft Shear : LC# 2 = D +S, V = 1320, V design = 1176 lbs Deflection: LC# 2 = D +S EI= 1291e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. • Project: MCA BUSINESS CENTER - FIRE DAMAGE Page: 1 ?j `N' CO I' Client: HOR RESTORATION By. ENK ENGINEERING, INC. Job No.: 09 -0910 Date: 10 -6 -09 • 1 015' (?(/' 1 Jr i}z "al, 5 —1' 1 LV E r T L ( T'ssI '+ arL nz- 115 w p w- 94. 191,E X1 ,75- * 5 r2, 15„ 41 'Lr k 1 /6 •r,S L ('�4-�b1L 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • . � : ;fi e TJI - Is W,.,•nae.,r. 14" TJI ® /L65 @ 24" o/c TJ -Bean® 6.30 Serial Number. User 2 10/6/2009 2:08:56 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED • Member Slope: 0112 Roof Slope0112 L 0: '0 a 21' 6" b All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 25.0 Live at 125 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live /Dead /Uplift/Total Depth 1 Timberstrand LSL Beam 3.50" Hanger 537 / 258 / 0 / 795 1 14.00" N/A Top Mount Hanger None 2 Timberstrand LSL Beam 3.50" Hanger 537 / 258 / 0 / 795 1 14.00" N/A Top Mount Hanger None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITS2.56/14 0/12 0 N/A No 0 N/A 2 Top Mount Hanger ITS2.56/14 0/12 0 N/A No 0 N/A • - Nailing for Support 1: Face: 2 -N10 , Top 4 -N10 , Member: N/A - Nailing for Support 2: Face: 2 -N10 , Top 4 -N10 , Member: N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 774 -774 2656 Passed (29 %) Rt. end Span 1 under Roof loading Vertical Reaction (Ibs) 774 774 2356 Passed (33 %) Bearing 2 under Roof loading Moment (Ft -Lbs) 4047 4047 10037 Passed (40 %) MID Span 1 under Roof loading Live Load Defl (in) 0.359 0.697 Passed (L/699) MID Span 1 under Roof loading Total Load Defl (in) 0.531 1.046 Passed (U472) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: MCA BLDG. Pete Ketchum Nicoli Engineering, Inc. PO Box 23784 Tigard, OR 97281 Phone : 503-620-2086 Fax : 503-684-3636 pketchum @nicoliengineering.com Copyright ® 2007 by iLevel ®, Federal Way, WA. TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of iLevel ®. e -I Joist °,Pro° and TJ -Pro° are trademarks of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. X: \2009 \J - 090910 Horizon Restoration - MCA Building Fire Damage \Calculations \TJI -1.sms • l ra - 1 e A TJI - 1 by W9y,,ha.•l„zr 14" TJI ® /L65 @ 24" o/c - TJ- Bearn® 6.30 Serial Number. User 2 10/620092:06:56 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 20' 11.00" ^ Max. Vertical Reaction Total (lbs) 795 795 Max. Vertical Reaction Live (lbs) 537 537 Selected Bearing Length (in) • Max. Unbraced Length (in) 62 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 251 -251 Max Shear at Support (lbs) 251 -251 Member Reaction (lbs) 251 251 Support Reaction (lbs) 258 258 Moment (Ft -Lbs) 1313 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Shear at Support (lbs) 774 -774 Max Shear at Support (lbs) 774 -774 Member Reaction (lbs) 774 774 Support Reaction (lbs) 795 795 Moment (Ft -Lbs) 4047 Live Deflection (in) 0.359 Total Deflection (in) 0.531 PROJECT INFORMATION: OPERATOR INFORMATION: MCA BLDG. Pete Ketchum Nicoli Engineering, Inc. • PO Box 23784 Tigard, OR 97281 Phone : 503 - 620 -2086 • Fax : 503-684-3636 pketchum @nicoliengineering.com Copyright ® 2007 by iLevel ®, Federal Way, WA. TJI ®,TJ -Beam and TimberStrand® are registered trademarks of iLevel ®. e -I Joist °,Pro° and TJ -Pro° are trademarks of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark. of Simpson Strong -Tie Company, Inc. X: \2009 \J - 090910 Horizon Restoration - MCA Building Fire Damage \Calculations \TJI -1.sms 1. • TJI -2 by ,•,, ,rna.l,;o. 11 7/8" TJI ® /L65 @ 24" o/c • TJ-Beam® 6.30 Serial Number: User:2 10/6/2009 2:09:34 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0112 Roof Slope0M2 �L1 El: '© b 95.6" All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 25.0 Live at 125 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Ply Depth Nailing Detail Other Width Length Live /Dead /Uplift/Total Depth 1 Timberstrand LSL Beam 3.50" Hanger 388 / 186 / 0 / 573 1 11.88" N/A Top Mount Hanger None 2 Timberstrand LSL Beam 3.50" Hanger 388 / 186 / 0 / 573 1 11.88" N/A Top Mount Hanger None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITS2.56/11.88 0/12 0 N/A No 0 N/A 2 Top Mount Hanger ITS2.56/11.88 0/12 0 N/A No 0 N/A - - Nailing for Support 1: Face: 2 -N10 , Top 4 -N10 , Member: N/A - Nailing for Support 2: Face: 2 -N10 , Top 4 -N10 , Member: N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 552 -552 2406 Passed (23 %) Rt. end Span 1 under Roof loading Vertical Reaction (lbs) 552 552 2356 Passed (23 %) Bearing 2 under Roof loading Moment (Ft -Lbs) 2058 2058 8437 Passed (24 %) MID Span 1 under Roof loading Live Load Defl (in) 0.145 0.497 Passed (U999 +) MID Span 1 under Roof loading Total Load Defl (in) 0.215 0.746 Passed (11833) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: MCA BLDG. Pete Ketchum Nicoli Engineering, Inc. PO Box 23784 Tigard, OR 97281 Phone : 503 - 620 -2086 Fax : 503-684-3636 pketchum @nicoliengineering.com Copyright © 2007 by iLevel ®, Federal Way, WA. TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of iLevel ®. e -I Joist., Pro. and TJ -Pro° are trademarks of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. y.: \2009 \J - 090910 Horizon Restoration - MCA Building Fire Damage \Calculations \TJI -2.sms ® L i i e e 1 h TJI -2 0 m,.euaar 11 7/8" TJI ® /L65 @ 24" o/c ' TJ -Beam® 6.30 Serial Number. User 2 10/6/2009 2:09:34 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 14' 11.00" ^ Max. Vertical Reaction Total (lbs) 573 573 Max. Vertical Reaction Live (lbs) 388 388 Selected Bearing Length (in) Max. Unbraced Length (in) 79 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 179 -179 Max Shear at Support (lbs) 179 -179 Member Reaction (lbs) 179 179 Support Reaction (lbs) 186 186 Moment (Ft -Lbs) 668 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Shear at Support (lbs) 552 -552 Max Shear at Support (lbs) 552 -552 Member Reaction (lbs) 552 552 Support Reaction (lbs) 573 573 Moment (Ft -Lbs) 2058 Live Deflection (in) 0.145 Total Deflection (in) 0.215 • • PROJECT INFORMATION: OPERATOR INFORMATION: MCA BLDG. Pete Ketchum Nicoli Engineering, Inc. PO Box 23784 Tigard, OR 97281 Phone: 503 -620 -2086 Fax : 503-684-3636 pketchum @nicoliengineering.com Copyright ® 2007 by iLevel ®, Federal Way, WA. TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of iLevel ®. e -I Joist.., Pre. and TJ -Pro° are trademarks of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. X: \2009 \J - 090910 Horizon Restoration - MCA Building Fire Damage \Calculations \TJI -2.sms • TJI -2 1•s" Wei!•r naeusar 11 7/8" TJI ® /L65 @ 24" o/c ' TJ -Beam® 6.30 Serial Number. User2 10/6/20092:10:09 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0112 Roof SlopeO/12 8 7 . 9 .. All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 46.0 Live at 125 % duration, 24.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live /Dead /Uplift/Total Depth 1 Timberstrand LSL Beam 3.50" Hanger 357 / 186 / 0 / 543 1 11.88" N/A Top Mount Hanger None 2 Timberstrand LSL Beam 3.50" Hanger 357 / 186 / 0 / 543 1 11.88" N/A Top Mount Hanger None HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITS2.56/11.88 0/12 0 N/A No 0 N/A 2 Top Mount Hanger ITS2.56/11.88 0/12 0 N/A No 0 N/A - - Nailing for Support 1: Face: 2 -N10 , Top 4 -N10 , Member: N/A - Nailing for Support 2: Face: 2 -N10 , Top 4 -N10 , Member: N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 502 -502 2406 Passed (21 %) Rt. end Span 1 under Roof loading Vertical Reaction (Ibs) 502 502 2356 Passed (21 %) Bearing 2 under Roof loading Moment (Ft -Lbs) 899 899 8437 Passed (11 %) MID Span 1 under Roof loading Live Load Defl (in) 0.021 0.239 Passed (U999 +) MID Span 1 under Roof loading Total Load Defl (in) 0.032 0.358 Passed (L/999 +) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: MCA BLDG. Pete Ketchum Nicoli Engineering, Inc. PO Box 23784 Tigard, OR 97281 Phone : 503 - 620 -2086 Fax : 503-684-3636 pketchum @nicoliengineering.com Copyright O 2007 by iLevel ®, Federal Way, WA. TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of iLevel ®. e -I Joist °,Pro° and TJ -Pro° are trademarks of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. X: \2009 \J - 090910 Horizon Restoration - MCA Building Fire Damage \Calculations \TJI -3.sms • A TJI -2 by Weyer Neu; d, 11 7/8" TJI ® /L65 @ 24" o/c • TJ- Beam 6.30 Serial Number. User:2 101620092:10:09PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Paget Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED • Load Group: Primary Load Group ^ 7' 2.00" Max. Vertical Reaction Total (lbs) 543 543 Max. Vertical Reaction Live (lbs) 357 357 Selected Bearing Length (in) Max. Unbraced Length (in) 93 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 172 -172 Max Shear at Support (lbs) 172 -172 Member Reaction (lbs) 172 172 Support Reaction (lbs) 186 186 Moment (Ft -Lbs) 308 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Shear at Support (lbs) 502 -502 Max Shear at Support (lbs) 502 -502 Member Reaction (lbs) 502 502 Support Reaction (lbs) 543 543 Moment (Ft -Lbs) 899 Live Deflection (in) 0.021 Total Deflection (in) 0.032 PROJECT INFORMATION: OPERATOR INFORMATION: MCA BLDG. Pete Ketchum Nicoli Engineering, Inc. PO Box 23784 Tigard, OR 97281 Phone : 503 - 620 -2086 Fax : 503-684-3636 pketchum @nicoliengineering.com Copyright ® 2007 by iLevel ®, Federal Way, WA. TJI ®,TJ -Beanie and TimberStrand® are registered trademarks of iLevel ®. e -I Joist °,Pro° and TJ -Pro° are trademarks of iLevel ®. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. X: \2009 \J - 090910 Horizon Restoration - MCA Building Fire Damage \Calculations \TJI -3.sms • Project: MCA BUSINESS CENTER - FIRE DAMAGE Page: 4? Cli HORIZON RE STORATION By ENK ENGINEERING, INC. Job No.: 09 -0910 Date: 10 -6 -09 6°1/14AAWV • 5x("r, 5‘4 7 ,7y i'5/( "1 ' � � ,.� •34&40, MI; -LZ p.:) d�Q 2 ,4(' f L,C sr, I 4 ct 0,e,g x -5s4 14 V1; iS ?t 7 2� #der 2 4\t C. olz I Q c.7t44. fy1 rzA 3 OK/ S2,"( kE tYPir, '2 ‘, ms) LUereo 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 V MCA BLDG Title : Job # 2 3X3X5/16 STEEL COLUMN Dsgnr: Date: 10:08AM, 6 OCT 09 Description : C-1 Scope Rev: 580008 • User KW-0603670, Ver 5.8.0, 1- Dec-2003 Steel Column Page 1 • (c)1983 -2003 ENERCALC Engineering Software . Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS3X3X5/16 Fy 36.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 12.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 12.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 12.000 ft Kyy 1.000 Loads Axial Load... Dead Load 3.49 k Ecc. for X -X Axis Moments 0.000 in Live Load 7.96 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Summary Column Design OK Section : TS3X3X5/16, Height = 12.00ft, Axial Loads: DL = 3.49, LL = 7.96, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 12.00ft, Y -Y = 12.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3088 0.4440 0.3339 AISC Formula H1 - 2 0.1185 0.1704 0.1281 AISC Formula H1 - 3 0.1352 XX Axis : Fa calc'd per Eq. E2.2, K *Llr > Cc YY Axis : Fa calc'd per Eq. E2.2, K *Llr > Cc • Stresses - Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 8.29 ksi 8.29 ksi 8.29 ksi 11.03 ksi fa : Actual 1.12 ksi 2.56 ksi 3.68 ksi 3.68 ksi Fb:xx : Allow [F1 -6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F1 -61 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values - F'ex : DL +LL 8,290 psi Cm:x DL +LL 0.85 Cb:x DL +LL 1.75 Fey : DL +LL 8,290 psi Cm:y DL +LL 0.85 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 11,026 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.75 F'ey: DL +LL +ST 11,026 psi Cm:y DL +LL +ST 0.85 Cb:y DL +LL +ST 1.75 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft • 0 ,, MCA BLDG Title : Job # 3X3X5/16 STEEL COLUMN Dsgnr: Date: 10:08AM, 6 OCT 09 Description : C -1 Scope : Rev: 580008 • User: KW-0603670, Ver5.8.0, 1- Dec-2003 Steel Column Page 2 • (c)1983 -2003 ENERCALC Engineering Software Description Section Properties TS3X3X5116 Depth 3.000 in Weight 10.56 # /ft Values for LRFD Design.... Thickness 0.313 in Ixx 3.580 in4 J 6.220 in4 Width 3.000 in lyy 3.580 in4 0.00 Sxx 2.390 in3 Zx 3.040 in3 Area 3.11 in2 Syy 2.390 in3 Zy 3.040 in3 Rt 1.500 in Rxx 1.070 in 0.000 Ryy 1.070 in Section Type = TS- Square • 23 COMPANY PROJECT MCA Os Wood Works® COLUMNG. COLUMNS C -2 SOF1WAMMY WOOD DFSIY.Y' C-2 Oct. 6, 2009 10:15 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pat - Start End Start End tern Loadl Dead Axial 1008 (Eccentricity = 0.00 in) Load2 Snow Axial 2836 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (Ibs): • 0' 12' Lumber Post, D.Fir -L, No.2, 4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 12.00= 12.00 [ft]; Ke x Ld: 1.00 x 12.00= 12.00 [ft]; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Axial fc = 203 Fc' = 274 fc /Fc' = 0.74 Axial Bearing fc = 203 Fc* = 1708 fc /Fc* = 0.12 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.15 1.00 1.00 0.160 1.100 - - 1.00 1.00 2 Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = D +S, P = 3899 lbs (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. • • , NNicol • P roject: MCA BUSINESS CENTER - FIRE DAMAGE Page: 2 ' Client: HORIZON RESTORATION By ENK ENGINEERING, INC. Job No.: 09 -0910 Date: 10 -6 -09 ( ', ecy, (I, S 4 + �? - '2A t ( V47 - ( , �� �°�� ^� * /0 0k , (6) fLowpf 0,e 1 1, V7l 9025 SW Center Street - PO Box 23784 Tigard Oregon 97281 • Phone: (503) 620 -2086 • Fax (503) 684 -3636 Project: MCA BUSINESS CENTER - FIRE DAMAGE Page: 2 5 `III U I I Client: HORIZON RESTORATION By. ENK ENGINEERING, INC. Job No.: 09 -0910 Date: 10 - - 09 FOULIPATvecd 1( ve9 N4c E /c7tt -0141 lz- 4-7 I 4- its s 4 trt tin ? - `c" , x ,A-t) UA15 A f 14 a A0 T i2.7 177 4- 4- 1) Tr FPC& , & W % tc-7 t7 ts- .A-0 ' 2,,Lf 16'0-0 ,Alk 1" re \ 11 L (71 el . I er5 � • rg(i) 1,4.0 � t 1J4( &: Yaf& 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 S'NI BY: NICOLL LNOINEERING; 5Q 584 3535; OCI -2/-09 10:45AM; PAGE 1 Engineering, Inc. PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax: (503) 684-3636 • • titip.O0 7 -00 / 99 FAX COVER SHEET DATE: October 27, 2009 ..TIME: 9:03 AM TO: FAX; 503-624-0523 COMPANY: Horizon Restoration PHONE: 503.620.2215 FROM: E.N. "Pete' Ketchum FAX: 503.684.3636 PHONE: 503.620,2086 RE: MCA Business Center Fire Damage Number of pages including cover sheet: 4 gutam.. . , Message as requested **PLEASE NOTE: The following document contains confidential and privileged Information, which is intended only for the individual recipient named. Unless you are such named recipient or the authorized agent thereof you are prohibited from reading, copying, distributing or otherwise disseminating such information. If you received this communication in error, please riotifythe sender immediately and return the communication via first class postage. You wilt be reimbursed for the postage costs. Thank you , . 8'ENI BY: NICOLL ENUINEEHINCi; 503 684 33; OUI-2/-09 10:4bAM; HAUt 2/4 Project: MCA puiNtss ctNi . P I RE 17AMAGE REPAIR Page: 1 OF 3 ,k '''',.q. Client: 1-401V±ON fZeTORAtION By: .11:),4 ENGINEERING, INC. Job No.: 69-MICP Date: 10-2E"-en 7 4:0 PROA=__ cr "--- " ' " "' ' '-- ' ' .: , \ ' % ° . 4 44 ,/ 16,507 I. ttl ''' . r—ii 7/v' TJI: / 2•6 is 2404. NO , Td REM4.11;4 . : -:::::-..' Ks2::. VA:4 " /8 A • '':*:. ' ::;:. ; : -,,; : :‘ _ ...„. . ...., ..... , ' ■••:: ' :'. ',; : :. ...:-.-- ' . „ 1— 7 • - 7.= - 0 14 , , • ',.:: ---------- _------- 1,04.. .....■■ ..........- "....■ .■ ••• - - j 14" Til Le. 0 / 24" O.C, (J1-1) .., , ••1' : ; - ' NELL) 5 1/45 x 13 ' CR ..—NEW 5 1/a X 15 1/2 1/2 CIL -1Bri .\\\N 4 4 C ---- . ., ., $111FSON (UT . NEW 412 HAN6EF2_ Ma 1M. 5 ttii *13 H i. ... 1/2 G L-51'1 • .; -------- • - - --__ ( RE, - 3 ) :.' ' ...i.... . - L. -..,..i. . . .,.., , :.-: .•-,•: ! Mgr _____--- , • . • ; : :• ; : • • ------ NEW 4 „ COLUMN (C ' - , , ---- 3 1/2 x • : 11 1ran F5L BE OW " : r R15 4.) , , ( , . . . . _ ... , . , P.EFER TO 61-1EET 3 CF AFFROVE n DRAWINGS FOR REMAINDER OF 1NFORM,AT I ON. EVISED ROOF PLAN R ,,, REPAIRS / MODIFICATIONS 1 -� 0025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone (503) 020-20ee Fax (503) 884-3038 1, SIN1 UY NiGULl LNCilNLLIilNCi; nua Oti4 :ib;it; 0GI-2f-O9 1U :45AM; r'ACiL 3/4 L 1 ! ® , �� li Project: MCA BUSINESS CENTER - EIRE REPAID Page: 2 OF 3 " . Client: �NpRIZON. RESTORATION By: PK ENGINEERING, INC. Job No.: m9 -O910 Date: IC-23-09 I /4" FE BE1_oW _ am3 _ n.,.,,\H i_ ,_. ------ 3/16i ROOF BEAM 1 I ROOF BEAM onot ( RB -2) (fiB -I) ,�� - - -a I I I r � ' '� / � EX fSTINC� COLUMN—'/ f i *..� BELOW ;' --- 33EAM SADDLE TO —t TOP VIEW , MIN /16 Iz MAIN. W 1 NE OO BEAM (RP -2). IN ORDER NEW I OOP BEAM- TO Us= (E) BEAM SEAT Ra -2 TO 6E (f i -1) NOT E ' (A5 EXISTING WAS) __.1 3" t / 1 1/4" 0 17: (0 0 --NEW-BE-A1=1-SEAT - EXT>= t.IC TO MATCH-- - PROVIDE NEW 1 /4" FE BEAM SEAT ISISERINdS or -. ` EXtENSiON AS NOTED FOR SUPPORT CXI tINC= S,4DDI -C_ ��, OF NOTCHED AREA. LXISTING COLUMN AND '13EAM SADDLE ELEVATION VIEW TO REMAIN. p Zti i ,s ue Pi w 16,pp7 rat ' 9R ' SED f ! , SEAT I '" Asiiik '...i.,4 .d.1 4 RE TO APPROVED DRAWiNas FOR MAINDER OP ` . 18, '' `Z` I NORMATION. !9 N. OC' te (Of II 9025 SW Center Street - PO Box 23784 Tigard, Oregon. 97281 • Phone: (503) 620 -2088 Fax (503) 684 -3836