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Specifications (73)
STRUCTURAL CALCULATIONS PREPARED FOR MULVANNYG2 ARCHITECTS FOR ROMANO'S MACARONI GRILL TUALATI N S,;UCTUI 4 QEo PROP (<# 51411 PE OREGON , O 3 THYT."� _^" f EXPIRES: 3' o 1 1 SEPT. 9, 2004 JOB NUMBER: 04-T066 • FROELICH CONSULTING ENGINEE31INC * * LIMITATIONS * * * ,a 7;446 ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. CmDESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY Iona RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. XMAIN OFFICE CENTRAL OREGON 6969 SW Hampton Street 231 Scalehouse Loop,Suite 101 Tigard,Oregon 97223 Bend,Oregon 97702 503.624-7005/503.624-9770 FAX 541.383-1828/541.383-7696 FAX Froelich Consulting Engineers,Inc. Client: MulvannyG2 FROELICH 6969 SW Hampton Street Project: Macaroni Grill-Tualatin T' D Oregon97223 Project Number:tt04-T066 CONSULTING P 503.624.7005 May-04 ENGINEERS INC F 503.624.9770 By: MP Design Criteria: Scope: To provide complete structural design for the wood framed structure including roof,foundation,and lateral components. General: Building Department Tualatin,Oregon Building Code 2003 International Building Code Roof Loads: Snow Load 25psf+applicable drift Roof Slope n/a Roof Deflection Limitation L/240 Special Snow/Live Load Requirements none Floor Loads: Live Load 100 psf retail Partition Load n/a Floor Deflection Limitation-Minimum n/a n/a Wind Load: Basic Wind Speed 100 mph Exposure B Wind Importance Factor 1.00 Seismic Load: Seismic Design Category D Site Class D Soils Data: Report Terra Associates,Inc. Project: T-4924 23-Oct-03 Site Class D Footing(Frost)Depth 18" Allowable Bearing Pressure 3000psf Active Pressure not given Passive Pressure not given Coefficient of Friction Against Sliding 0.3 • . FAID_ ... A1-F6 Sht c) of�_ 61111\AN 1e32s sw. MONIES r ROADLAKE Job # Off/-7 aye-0° as'osweoat v via a (n PROJECT _lv c r1�G 4 ----_ --7 ,4r1-41"-f.'") %� .. B y- / _ . Date 7/ 2-7104/ • Component weights Range Actual Remarks EPOM membrane 1 .5 PSF - --I 5-ply built up roofing 2.5 PSF j .. w Tapered styrofoam insul . .25 PSF/IN Rigid insulation 1 .5 PSF/IN y, r- cmClosed cell insulation .5 PSF/IN HAsphalt shingles 2 PSF o Shake shingles light-heavy 1 .5-3 PSF • Cement tile f 11 PSF Ballast I 6-10 PSF I I I Plywood 3 PSF/IN 1 4_57 Metal deck 1 .5-3 PSF ) U ( ' W o I I w Wood roof trusses - 3-5 PSF A/ m Steel bar joists 2.5-4 PSF 13 Timber rafters Q 1 .6-3 .2 PSF — E- • �„ I I I mT-grid plus tiles 2 PSF ) • z Sheetrock (1/2") 2. PSF 2,0 : I J Wood ceiling joists 1 PSF 1;0 d -Resilient furring channels 0 .7 P-SFI • ' I m Sprinkler system .5-1 .5 PSF /,5" HVAC ductwork + lights .5-2.5 PSF 2, a Batt or blow-in insulation .25 PSF/IN • tijH 77 i SET" 7-.7:2J3757-014r., ,c) ti• Mio -. TOTAL '2.7,p • �� USc 2,S\,6 - FAR 0 . f' BI\TR 1632595 sw, eoor+Es ca;av R0,413 Job #_ d4-'Tro , LAKE OSWEGO. OREG N 97034 all/636-0784Sh t 3 of l676-0784 By 4/0 ._ PROJECT C. 6- . LG.: Date, Component weights Range Actual Remarks EPDM membrane 1 ,5 PSF 5-ply built up roofing 2.5 PSF 2 - w Tapered styrofoam insul . .25 PSF/IN 1- Rigid insulation 1 .5 PSF/IN cD Closed cell insulation .5 P5F/IN H Asphalt shingles '. 2 PSF oShake shingles light-heavy 1 ,5-3 PSF Cement tile 11 PSF Ballast 6-10 PSF Plywood 3 FSF/IN I. • Metal deck 1 .5-3 PSF w Wood roof trusses - 3-5 FSF y Steel bar joists 2 .5-4 PSF 13 Timber rafters 1 .6-3 .2 PSF � Icr7 I I m T-grid plus tiles 2 PSF ) Z zSheetrock (1/2") 2. PSF I J Wood ceiling joists 1 PSFI d -Resilient furring channels I 0 .7 P-SFI V I H Sprinkler system .5-1 .5 PSF - NHVAC ductwork + lights .5-2.5 PSF 2 ,0 Batt or blow-in insulation .25 PSF/IN U TOTAL Jg, O -. USE (-- ) ,O ,wi) A 69 SW Hampton Street CLIENT Pt,/(f .1/.,S) 7. PAGE q / • M Tigard,Oregon 97223 I FAX 503.624.9770 PROJECT. /44-C j f�A V-) FROELICL u 1 503 624 7005 CONSULTING El 23end1 SW,OScalehregon 9770ouse Loop•Suite 101 PROJECT NUMBER TZS(j B2 ENGINEERS,INC 5.541 383 7 383.1828 696 • DATE 5" �36v BY:p `/ 7�t.----) /o0 . J 7zc ;� G ,-1,9s'• L = 23 /F.- (T2-G,) 2s_ sF 'T969 SW Hampton Street CLIENT: MyLU, 'ity/ 62_ PAGE C/ ii T Tigard,Oregon 97223 FAX 503. 70 PROJECT: /'� if. i,L.— ` �L 7J FROELICH 503.624.70057005 CONSULTING CI 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: Q —70(a(,c, Bend,Oregon 97702 ENGINEERS INC 5.383.1828 696 DATE: ly��® BY:i p -3--0.7�s , Gf2_ ,0 Oro cr �) 2_sa 7 1 SL-(2 I2e_Co" - ys 7tr I1.5 /41"'J/L(os— 32"a,r. 1-c) / 6p ()-(o (a ' 2) P a 331- rt �= (zgFEF) � a 2O 1 7 2,5-' D i-- f Psi:- IL --2-s`_ 'F p .. ys--PLf 1 z71 dj I u 5E /6'r 7i L @ 3 2"z6.c. 3:sS-STS / 6)027-1712) e-(rte wj 2,30F 1t - (RZW� LI!, 2 F I ® Ni 01 �/S PIF 1 ii(-0'' AC S` S/ G(2-?7,1) C v) f243,0, " wAr—T ..1's' `/I&'' >L/ 23 F 10' U IL/ = 2s- 1 © Zx yo 11 3 3f_ 9„ 1 S.'NGL RA(71?L @ 2V ,,r. ,* C. erRJ 1 " `'azo2 13492 14" TJI®/L65 @ 32" o/c TJ-Beam(TM)6.10 Serial Number:7002113492 Pagel EngineOVersion:37 03 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0t12 Roof SlopeO/12 4 20'6" b All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psf):25.0 Live at 115%duration,28.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Snow(1.15) 0.0 45.0 2'6" - SUPPORTS: Input Bearing Vertical Reactions(lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 3.50" 683/872/0/1555 End,TJI Blocking 1 Ply 14"TJI®/L65 2 Stud wall 3.50" 3.50" 683/779/0/1462 End,TJI Blocking 1 Ply 14"TJI®/L65 DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) 1526 1514 2444 Passed(62%) Lt.end Span 1 under Snow loading Vertical Reaction(lbs) 1526 1526 2168 Passed(70%) Bearing 1 under Snow loading Moment(Ft-Lbs) 7264 7264 9234 Passed(79%) MID Span 1 under Snow loading Live Load Defl(in) 0.410 0.669 Passed(U587) MID Span 1 under Snow loading Total Load Defl(in) 0.889 1.004 Passed(L/271) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Michael Peterson Froelich Consulting Engineers 6969 SW Hampton St. Tigard,OR 97223 Phone:(503)624-7005 mpeterson@froelich-engineers.com Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of True Joist. e-I Joist',Pro' and TJ-Pro" are trademarks of Trus Joist. F,\04_jobs\04-T066 Tualatin Mac Grill\RJ1_rev.sms to RJ1 usiness TJ-Beam(TM)6.10 SerialNumb r:7002113492 I t TJ I®/L65 @ 32" o/c User:Page 2 Engin Vers04 ion: PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version:1.10.3 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 20' 1.00" Max. Vertical Reaction Total (lbs) 1555 1462 Max. Vertical Reaction Live (lbs) 683 683 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) 850 -757 Max Shear (lbs) 856 -763 Member Reaction (lbs) 856 763 Support Reaction (lbs) 872 779 Moment (Ft-Lbs) 3903 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Design Shear (lbs) 1514 -1421 Max Shear (lbs) 1526 -1433 Member Reaction (lbs) 1526 1433 Support Reaction (lbs) 1555 1462 Moment (Ft-Lbs) 7264 Live Deflection (in) 0.410 Total Deflection (in) 0.889 PROJECT INFORMATION: OPERATOR INFORMATION: Michael Peterson Froelich Consulting Engineers 6969 SW Hampton St. Tigard,OR 97223 Phone:(503)624-7005 mpeterson@froelich-engineers.com Copyright ® 2003 by True Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist",Pro" and TJ-Pro" are trademarks of Trus Joist. F:\04_jobs\04-T066 Tualatin Mac Grill\RJ1 rev.sms ®� 404 A RJ2 diaeuser Business TJ-Beam(TM)6.10 Serial Number:7002113492 20n TJ L Open Web Truss @ 24" o/c Page User: Engin Vers04 ion:1 0. THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:1.10.3 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0112 Roof SlopeOPl2 El: ,o b 33'9" d All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psf):25.0 Live at 115%duration,28.0 Dead SUPPORTS: Input Vertical Reactions(lbs) Detail Other Width Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber beam 8.75" 844/945/0/1789 Beam 2x_Blocking 2 Glulam or solid sawn lumber beam 8.75" 844/945/0/1789 Beam 2x_Blocking -Left Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:7 3/16",Allowed choice(s):TOP(NO-NOTCH),TOP(U-CLIP) -Right Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:7 3/16",Allowed choice(s):TOP(NO-NOTCH),TOP(U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) 1725 1725 1725 Passed(100%) Lt.end Span 1 under Snow loading Moment(Ft-Lbs) 14230 14230 14343 Passed(99%) MID Span 1 under Snow loading Live Load Defl(in) 0.767 1.085 Passed(U509) MID Span 1 under Snow loading Total Load Defl(in) 1.626 1.627 Passed(L/240) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Allowable moment was increased for repetitive member usage. -Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load(plf)=106(A deeper depth truss or another series may provide greater value) PROJECT INFORMATION: OPERATOR INFORMATION: Michael Peterson Froelich Consulting Engineers 6969 SW Hampton St. Tigard,OR 97223 Phone:(503)624-7005 mpeterson@froelich-engineers.com Copyright e 2003 by True Joist, a Weyerhaeuser Business TJA"',TJL',TJLM",TJLX',TJS' and TJW' are trademarks of Trus Joist. F:\04_jobs.\04-T066 Tualatin Mac Grill\RJ2 rev.sms 7jl(�/4f RJ2 "N err 70s"134 20" TJL Open Web Truss @ 24" o/c TJ-Beam(TM)6.10 Serial Number:7002113492 PageUser:2 Engin Vers04 ion:1 0. THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version:1.10.3 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 32' 6.50" Max. Vertical Reaction Total (lbs) 1789 1789 Max. Vertical Reaction Live (lbs) 844 844 Assumed Bearing Length (in) 1.75 1.75 Max. Unbraced Length (in) 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Max Shear (lbs) 911 -911 Member Reaction (lbs) 911 911 Support Reaction (lbs) 945 945 Moment (Ft-Lbs) 7413 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Max Shear (lbs) 1725 -1725 Member Reaction (lbs) 1725 1725 Support Reaction (lbs) 1789 1789 Moment (Ft-Lbs) 14031 Live Deflection (in) 0.767 Total Deflection (in) 1.626 PROJECT INFORMATION: OPERATOR INFORMATION: Michael Peterson Froelich Consulting Engineers 6969 SW Hampton St. Tigard,OR 97223 Phone:(503)624-7005 mpeterson@froelich-engineers.com Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJH'°,TJL'",TJLM',TJLX',TJS'" and TJW' are trademarks of Trus Joist. F:\04_jobs\04-T066 Tualatin Mac Grill\RJ2 rev.sms I4/7,41dieRJ3lNumber: 16" TJL Open Web Truss 32" o/c TJ-Beam(TM)6.10 Serial Number:7002113492 User:2 Engin Version: THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version:1.10.3 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:0M2 Roof SlopeO/12 ❑' ,2❑ 2T All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psf):25.0 Live at 115%duration, 18.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Floor(1.00) 0.0 45.0 24'6" - SUPPORTS: Input Vertical Reactions(lbs) Detail Other Width Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber beam 8.75" 909/664/0/1574 Beam 2x_Blocking 2 Stud wall 5.50" 891 /752/0/1642 Wall 2x_Blocking -Left Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:7 3/16",Allowed choice(s):TOP(NO-NOTCH),TOP(U-CLIP) -Right Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:7 3/16",Allowed choice(s):TOP(NO-NOTCH),TOP(U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) 1604 1504 1504 Passed(100%) Lt.end Span 1 under Snow loading Moment(Ft-Lbs) 10045 9848 10030 Passed(98%) MID Span 1 under Snow loading Live Load Defl(in) 0.683 0.869 Passed(U458) MID Span 1 under Snow loading Total Load Defl(in) 1.193 1.303 Passed(L/262) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -Pricing Load(plf)=122(#) PROJECT INFORMATION: OPERATOR INFORMATION: Michael Peterson Froelich Consulting Engineers 6969 SW Hampton St. Tigard,OR 97223 Phone:(503)624-7005 mpeterson@froelich-engineers.com Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJH',TJL",TJLM',TJLX'",TJS" and TJW' are trademarks of Trus Joist. F:\04_jobs\04-T066 Tualatin Mac Grill\RJ3.sms ®� �j1/// RJ3 �AVGEyctftaeuser Business TJ-Beam(TM)6.10 Serial Number:7002113492 16" TJL Open Web Truss @ 32" o/c User:2 5/5/2004 10:16:28 AM Page Engine Version:1.10.3 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 26' 0.75" Max. Vertical Reaction Total (lbs) 1574 1642 Max. Vertical Reaction Live (lbs) 909 891 Assumed Bearing Length (in) 1.75 1.75 Max. Untraced Length (in) 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Max Shear (lbs) 635 -736 Member Reaction (lbs) 635 736 Support Reaction (lbs) 664 752 Moment (Ft-Lbs) 4207 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Max Shear (lbs) 635 -736 Member Reaction (lbs) 635 736 Support Reaction (lbs) 664 752 Moment (Ft-Lbs) 4207 Live Deflection (in) 0.000 Total Deflection (in) 0.510 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Max Shear (lbs) 1504 -1604 Member Reaction (lbs) 1504 1604 Support Reaction (lbs) 1574 1642 Moment (Ft-Lbs) 9866 Live Deflection (in) 0.683 Total Deflection (in) 1.193 PROJECT INFORMATION: OPERATOR INFORMATION: Michael Peterson Froelich Consulting Engineers 6969 SW Hampton St. Tigard,OR 97223 Phone:(503)624-7005 mpeterson@froelich-engineers.com Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJH'",TJL'",TJLM'",TJLX'",TJS' and TJW' are trademarks of Trus Joist. F:\04_jobs\04-T066 Tualatin Mac Grill\RJ3.sms Coq,. 11�� RJ4 1 _AV(�ycr eeuser Business TJ-Beam(TM)6.10 Serial Number:7002113492 16" TJL Open Web Truss @ 32" o/c User:2 5/13/2004 4:36:36 PM Page Engine Version:1.10.3 MEMBER IS INSUFFICIENT DUE TO LOAD Member Slope:0172 Roof Slope0/12 �' 2❑ a 27' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psf):25.0 Live at 115%duration, 18.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Floor(1.00) 0.0 45.0 24'6" - Uniform(psf) Snow(1.15) 0.0 36.0 0 To 8' Adds To SUPPORTS: Input Vertical Reactions(lbs) Detail Other Width Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber beam 8.75" 909/1332/0/2241 Beam 2x_Blocking 2 Stud wall 5.50" 891 /852/0/1743 Wall 2x_Blocking -Left Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:7 3/16",Allowed choice(s):TOP(NO-NOTCH),TOP(U-CLIP) -Right Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:7 3/16",Allowed choice(s):TOP(NO-NOTCH),TOP(U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) 2113 1245 1245 Passed(100%) Lt.end Span 1 under Dead loading Moment(Ft-Lbs) 11434 11210 10027 Failed(112%) MID Span 1 under Snow loading Live Load Defl(in) 0.683 0.869 Passed(11458) MID Span 1 under Snow loading Total Load Defl(in) 1.373 1.303 Failed(U228) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 0 o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -POTENTIAL CONFLICT WITH MANUFACTURING CAPABILITIES DUE TO MAIN PANEL LENGTH REQUIREMENTS.Contact your TJ representative for additional engineering analysis. PROJECT INFORMATION: OPERATOR INFORMATION: Michael Peterson Froelich Consulting Engineers 6969 SW Hampton St. Tigard,OR 97223 Phone:(503)624-7005 mpeterson@froelich-engineers.com Copyright e 2003 by Trus Joist, a Weyerhaeuser Business TJA',TJL'",TJLM',TJLX'",TJS' and TJW' are trademarks of Trus Joist. F:\04_jobs\04-T066 Tualatin Mac Grill\RJ4.sms 4ir4,7e4f RJ4 13 TJ-Beam(TM)6.10 Serial)Nu ``0`1B 92 16" TJL Open Web Truss @ 32" o/c Page Engine Verson:1.03 MEMBER IS INSUFFICIENT DUE TO LOAD Load Group: Primary Load Group 26' 0.75" Max. Vertical Reaction Total (lbs) 2241 1743 Max. Vertical Reaction Live (lbs) 909 891 Assumed Bearing Length (in) 1.75 1.75 Loading on all spans, LDF = 0.90 , 1.0 Dead Max Shear (lbs) 1245 -836 Member Reaction (lbs) 1245 836 Support Reaction (lbs) 1332 852 Moment (Ft-Lbs) 5604 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Max Shear (lbs) 1245 -836 Member Reaction (lbs) 1245 836 Support Reaction (lbs) 1332 852 Moment (Ft-Lbs) 5604 Live Deflection (in) 0.000 Total Deflection (in) 0.690 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Max Shear (lbs) 2113 -1705 Member Reaction (lbs) 2113 1705 Support Reaction (lbs) 2241 1743 Moment (Ft-Lbs) 11215 Live Deflection (in) 0.683 Total Deflection (in) 1.373 PROJECT INFORMATION: OPERATOR INFORMATION: Michael Peterson Froelich Consulting Engineers 6969 SW Hampton St. Tigard,OR 97223 Phone:(503)624-7005 mpeterson@froelich-engineers.com Copyright ® 2003 by True Joist, a Weyerhaeuser Business TJH'",TJL"',TJLM'",TJLX",TJS"' and TJW'" are trademarks of Trus Joist. F,\04_jobs\04-T066 Tualatin Mac Grill\RJ4.sms 110.4- 1 �jW�� RJ5 I t �" _AVGhycrhaeuser Business �� TJ-Beam(TM)6.10 Serial Number:7002113492 20TJL Open Web Truss @ 24" o/c User:2 Engin Vers04 ion:1.10.3 MEMBER IS INSUFFICIENT DUE TO LOAD Page 1 Engine Version:1.10.3 Member Slope:0t12 Roof Slope0Al2 1❑; ;2Q b 33'9" 4 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Snow(psf):25.0 Live at 115%duration,28.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Snow(1.15) 0.0 40.0 10'To 14'6" Adds To SUPPORTS: Input Vertical Reactions(lbs) Detail Other Width Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber beam 8.75" 844/1176/0/2020 Beam 2x_Blocking 2 Glulam or solid sawn lumber beam 8.75" 844/1074/0/1918 Beam 2x_Blocking -Left Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:7 3/16",Allowed choice(s):TOP(NO-NOTCH),TOP(U-CLIP) -Right Support:Top-All,Approx.clip height: 1 5/8",Approx.clip width:7 3/16",Allowed choice(s):TOP(NO-NOTCH),TOP(U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear(lbs) 1956 1956 1956 Passed(100%) Lt.end Span 1 under Snow loading Moment(Ft-Lbs) 16425 16425 13771 Failed(119%) MID Span 1 under Snow loading Live Load Defl(in) 0.767 1.085 Passed(L/509) MID Span 1 under Snow loading Total Load Defl(in) 1.867 1.627 Failed(U209) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:U360,TL:U240). -Allowable moment was increased for repetitive member usage. -Bracing(Lu):All compression edges(top and bottom)must be braced at 0 o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. -POTENTIAL CONFLICT WITH MANUFACTURING CAPABILITIES DUE TO MAIN PANEL LENGTH REQUIREMENTS.Contact your TJ representative for additional engineering analysis. PROJECT INFORMATION: OPERATOR INFORMATION: Michael Peterson Froelich Consulting Engineers 6969 SW Hampton St. Tigard,OR 97223 Phone:(503)624-7005 mpeterson@froelich-engineers.com Copyright ° 2003 by Trus Joist, a Weyerhaeuser Business TJH',TJL',TJLM',TJLX"',TJS' and TJW' are trademarks of True Joist. P:\04_jobs\04-T066 Tualatin Mac Grill\RJ5 rev.sms T IJ 64W- RJ5 TJ-Beam(TM)6.10 Serial Number:7 2`1134 2 20" TJ L Open Web Truss 24" o/c User:2 7/27/2004 3:51:14 PM Paget Engine Version:1.10.3 MEMBER IS INSUFFICIENT DUE TO LOAD Load Group: Primary Load Group 32' 6.50" Max. Vertical Reaction Total (lbs) 2020 1918 Max. Vertical Reaction Live (lbs) 844 844 Assumed Bearing Length (in) 1.75 1.75 Loading on all spans, LDF = 0.90 , 1.0 Dead Max Shear (lbs) 1142 -1040 Member Reaction (lbs) 1142 1040 Support Reaction (lbs) 1176 1074 Moment (Ft-Lbs) 9657 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Max Shear (lbs) 1956 -1854 Member Reaction (lbs) 1956 1854 Support Reaction (lbs) 2020 1918 Moment (Ft-Lbs) 16206 Live Deflection (in) 0.767 Total Deflection (in) 1.867 PROJECT INFORMATION: OPERATOR INFORMATION: Michael Peterson Froelich Consulting Engineers 6969 SW Hampton St. Tigard,OR 97223 Phone:(503)624-7005 mpeterson@froelich-engineers.com Copyright ° 2003 by Trus Joist, a Weyerhaeuser Business TJH'",TJL',TJLM',TJLX',TJS' and TJW' are trademarks of True Joist. F:\04_jobs\04-T066 Tualatin Mac Grill\RJ5 rev.sms WI-. 3'6969 SW Hampton Street CLIENT:tgkv f J 167 PAGE) / • u I- Tigard,Oregon 97223 FAX 24 704.9770 M. /., . _ k rt) FROELICH 503 624 7005 PROJECT: ''°I c.v.... 0 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: O'-" 7 4,C FAX 5 1 383 7696 02 DATE:j/ / d ENGINEERS INC 541.383.1828 11 ■ BY: A F. = a (co, n TYP. f2c7of 6i2D (i t31) PPz l .,F' 5: a w Vt = (le13f L3) ,f- (-�p_s,,-),Co7'� 7/6 FLF J, Is LL - 23 ,f F 3o' ,, = '7 S't3 2'-/ ii- 2$, Co,, i, FL, =(/V O *) = 13!3 i'- Pzez =C2g"CtO#Y ) = 23 $,-ir z 37/ 2V"6; L_ wt./OE/2' `70e.-Jf2 scop e z.) Y- 2 0 '-ca DL-. (2; f5F)(5--') -4.06 .)(rs')= 5-5-- e r- C c= (2s-- F, s'J /2 s-- P« -• -eF,4z, C 6-12-T-0 ( viva--e. (V33) �2 s, �,�, , = (2$FSyx27'' 7 SG P 2' 17 © 10, S' IZI= (2s Psr117' .) -1- (20 f '/ 6,2S -?PLf" r d 1 az - ór, F5FX�4) f (2s' F(i3') - 5 Pof L.t.z=(2 s 7.$ )/ s, = 3 25-- 7-L f- Mt,= (2 3 - 3' (13') _ ?,,,...,77:, (2S` '7F-,)(3' 13'J` s P� Zr g97 7:47, c f'S r .pL3 . - Nig �p t-L.-s 12s-0 asCVA/X 3o' 6-,t. C /AX-/v-,/t.)V % ,2 (131-1) --:517,4,-Ai = 12'-U" L= is-G5F lel) = 2/6 721F- ,471( 6 / '/ ,4 CP. (RS--) s F 1? AC= (13 �F 13' + (lG t;ic.�`/s,. " 5-35 /�C r- 0._ 12' 11- (�s � /3, - 32 S5'– "FL F = 97# I IV-6" 6969 SW Hampton Street CLIENT: /4(4 LV4IN)C 2 PAGE,�'/ II MFAXr 0d,Oregon 3..624 97970223 FROELICH 503.624.7005 PROJECT: ii,6, -7j9 '1A,1 CONSULTING 0 231 SScalehregon9ose Loop•Suite 101 PROJECT NUMBER: a ii-re: Bend,W O7u702 ENGINEERS,INC FAX 541.383.7696 541.383.1828 I DATE: `7107/ f • BY:W P c..OA)?7) P .-474/1_@ G Ca3 6) DL 2q- p5'F 27� '7 5 PP LL j -= S 1FX 27' = G 7s pl..,F 2-s' O 6 Di--2_ = &.x if V3)= 7s- R_F 27 - 3 ts7.9A)4 2#k G.4.--, I � COMPANY PROJECT July 27,2001 16:21:33 RB1_rev.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? DL Dead Full UDL 710.0 No LL Snow Full UDL 750.0 No Poinl Dead Point 1313 13.50 No Point Dead Point 2385 22.50 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : 0' 28'-3" Dead 11904 13260 Live 10594 10594 Total 22498 23854 Bearing: Length 4.0 4.2 Glulam-Simple,VG West.DF, 24F-V4, 8-314x24" Self Weight of 49.88 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 145 Fv' = 218 fv/Fv' = 0.66 Bending(+) fb = 2376 Fb' = 2370 fb/Fb' = 1.00 Live Defl'n 0.59 = L/572 0.94 = L/360 0.63 Total Defl'n 1.31 = L/258 1.88 = L/180 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 0.859 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 166349 lbs-ft Shear : LC# 2 = D+S, V = 23150, V@d = 20329 lbs Deflection: LC# 2 = D+S EI=18143.71e06 lb-in2 Total Deflection = 1.00(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:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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). ,, 1' COMPANY PROJECT May 13,2004 17:09:52 RB2.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? DL Dead Full UDL 355.0 No LL Snow Full UDL 125.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : 0 0 0' 20' Dead 3714 3714 Live 1250 1250 Total 4964 4964 Bearing: Length 1.5 1.5 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x13-1/2" Self Weight of 16.43 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 96 Fv' = 218 fv/Fv' = 0.44 Bending(+) fb = 1913 Fb' = 2741 fb/Fb' = 0.70 Live Defl'n 0.24 = <L/999 0.67 = L/360 0.36 Total Defl'n 0.94 = L/253 1.33 = L/180 0.71 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 0.993 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 24822 lbs-ft Shear : LC# 2 = D+S, V = 4964, V@d = 4406 lbs Deflection: LC# 2 = D+S EI=1891.38e06 lb-in2 Total Deflection = 1.00(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:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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 July 27,2001 16:09:39 RB3_rev.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? DL Dead Full UDL 756.0 No LL Snow Full UDL 625.0 No DL2 Dead Partial UDL 539.0 539.0 2.00 14.00 No LL2 Snow Partial UDL 325.0 325.0 2.00 14.00 No DL3 Dead Partial UDL 96.0 96.0 15.50 24.50 No Point Dead Point 897 2.00 No Poinl Snow Point 975 2.00 No Poin2 Dead Point 897 14.00 No Poin2 Snow Point 975 14.00 No Poin3 Dead Point 3714 20.50 No PoiL3 Snow Point 1250 20.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : o 0 29'-6" Dead 19503 17478 Live 13864 11674 Total 33367 Bearing: 29152 Length 5.9 5.1 Glulam-Simple,VG West.DF, 24F-V4, 8-3/4x30" Self Weight of 62.35 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 157 Fv' = 218 fv/Fv' = 0.72 Bending(+) fb = 2204 Fb' = 2307 fb/Fb' = 0.96 Live Defl'n 0.43 = L/828 0.98 = L/360 0.43 Total Defl'n 1.06 = L/333 1.97 = L/180 0.54 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 0.836 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 _ E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 241037 lbs-ft Shear : LC# 2 = D+S, V = 33367, V@d = 27455 lbs Deflection: LC# 2 = D+S EI=35436.93e06 lb-in2 Total Deflection = 1.00(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:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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). Q1 COMPANY PROJECT May 13,2004 17:40:29 RB4.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? DL Dead Full UDL 216.0 No LL Snow Full UDL 240.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : Dead 1362 1362 Live 1440 1440 Total 2802 2802 Bearing: Length 1.0 1.0 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x9" Self Weight of 10.96 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Load combinations:ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 80 Fv' = 218 fv/Fv' = 0.36 Bending(+) fb = 1458 Fb' = 2760 fb/Fb' = 0.53 Live Defl'n 0.20 = L/720 0.40 = L/360 0.50 Total Defl'n 0.39 = L/370 0.80 = L/180 0.49 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 8405 lbs-ft Shear : LC# 2 = D+S, V = 2802, V@d = 2452 lbs Deflection: LC# 2 = D+S EI= 560.41e06 lb-in2 Total Deflection = 1.00(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:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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). i ,),a COMPANY PROJECT May 13,2004 17:44:30 RB5.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? DL Dead Full UDL 539.0 No LL Snow Full UDL 325.0 No PoinL Dead Point 897 0.50 No PoinL Snow Point 975 0.50 No Poin2 Dead Point 897 12.50 No Poin2 Snow Point 975 12.50 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : z W,. 0' 13'-6" Dead 4667 4601 Live 3205 3133 Total 7872 7733 Bearing: Length 2.4 2.3 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x12" Self Weight of 14.61 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 125 Fv' = 218 fv/Fv' = 0.57 Bending(+) fb = 2090 Fb' = 2760 fb/Fb' = 0.76 Live Defl'n 0.20 = L/792 0.45 = L/360 0.45 Total Defl'n 0.54 = L/302 0.90 = L/180 0.60 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 21423 lbs-ft Shear : LC# 2 = D+S, V = 7872, V@d = 5121 lbs Deflection: LC# 2 = D+S EI=1328.38e06 lb-int Total Deflection = 1.00(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:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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). 03 COMPANY PROJECT July 27,200,1 16:15:53 RB6.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs, psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? DL Dead Full UDL 756.0 No LL Snow Full UDL 675.0 No DL2 Dead Partial UDL 75.0 75.0 12.50 16.50 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : o 0' 2T-3" Dead 11120 11140 Live 9197 9197 Total 20317 20337 Bearing: Length 3.6 3.6 Glulam-Simple, VG West.DF, 24F-V4, 8-3/4x24" Self Weight of 49.88 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Load combinations:ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 124 Fv' = 218 fv/Fv' = 0.57 Bending(+) fb = 1990 Fb' = 2378 fb/Fb' = 0.84 Live Defl'n 0.46 = L/708 0.91 = L/360 0.51 Total Defl'n 1.02 = L/319 1.82 = L/180 0.56 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 0.862 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 139322 lbs-ft Shear : LC# 2 = D+S, V = 20317, V@d = 17356 lbs Deflection: LC# 2 = D+S EI=18143.71e06 lb-int Total Deflection = 1.00(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:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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). • 969 SW Hampton Street CLIENT r'i'Ut.V4 vNYCZ. PAGE) t / TFAX 50igard,3.624.9770 Oregon 97223 p^� FROELIC'u I 503.624.7005 PROJECT '• CONSULTING 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER O y Bend,Oregon 97702 ENGINEERS INC 5383.1828 696 DATE: .5—/S16 /�� jS � BY: JVD" l74Fs P I{F Fe ( H�i) / S�A-tj = t_o'` �L = (2S Ps*i--Y1 s') + t _0 FX ID', = (2$ US Cz 2x/Z-DFSz G� = (2s r-)2:7 (z'�) 5 74 �sF xr Cl• /_DN F/teni ._ (LOA-0 73 E, e) (H-D3) SPA-0- y'-bu = C,2 PsFX/o' .E- (2 c Ps>r, 6 r� ./3o Pt r LL = C 2 C- Io') /ALF i19W e �vl -cam 6-7P-CO © CFH-D 4) COMPANY PROJECT July 27,2004 16:42:30 HD1.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? DL Dead Full UDL 628.0 No LL Snow Full UDL 338.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : t t 0' 6' Dead 1908 1908 Live 1014 1014 Total 2922 2922 Bearing: Length 1.6 1.6 Lumber n-ply, D.Fir-L, No.2, 2x12", 2-Plys Self Weight of 8.02 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help);Load combinations:ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 89 Fv' = 109 fv/Fv' = 0.82 Bending(+) fb = 831 Fb' = 1035 fb/Fb' = 0.80 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.09 Total Defl'n 0.05 = <L/999 0.40 = L/180 0.12 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 4383 lbs-ft Shear : LC# 2 = D+S, V = 2922, V@d = 2009 lbs Deflection: LC# 2 = D+S EI= 284.76e06 lb-in2/ply Total Deflection = 1.00(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.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. COMPANY PROJECT July 27,2001 16:13:29 HD2.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? DL Dead Full UDL 206.0 No LL Snow Full UDL 50.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : Dead 1247 1247 Live 287 287 Total 1535 1535 Bearing: Length 1.0 1.0 Glulam-Simple,VG West.DF, 24F-V4, 5-1/8x9" Self Weight of 10.96 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 35 Fv' = 171 fv/Fv' = 0.21 Bending(+) fb = 622 Fb' = 2160 fb/Fb' = 0.29 Live Defl'n 0.04 = <L/999 0.38 = L/360 0.09 Total Defl'n 0.19 = L/736 0.77 = L/180 0.24 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 190 0.90 1.00 1.00 1 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 1 = D only, M = 3587 lbs-ft Shear : LC# 1 = D only, V = 1247, V@d = 1085 lbs Deflection: LC# 2 = D+S EI= 560.41e06 lb-in2 Total Deflection = 1.00(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:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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). a )" COMPANY PROJECT July 27,2004 16:55:22 HD3.wwb Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? DL Dead Full UDL 430.0 No LL Snow Full UDL 250.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : I ' 0' 11'-6" Dead 2546 2546 Live 1437 1437 Total 3983 3983 Bearing: Length 1.2 1.2 Glulam-Simple,VG West.DF, 24F-V4,5-1/8x10-1/2" Self Weight of 12.78 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations:ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 94 Fv' = 218 fv/Fv' = 0.43 Bending(+) fb = 1459 Fb' = 2760 fb/Fb' = 0.53 Live Defl'n 0.11 = <L/999 0.38 = L/360 0.29 Total Defl'n 0.31 = L/450 0.77 = L/180 0.40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 11453 lbs-ft Shear : LC# 2 = D+S, V = 3983, V@d = 3377 lbs Deflection: LC# 2 = D+S EI= 889.91e06 lb-in2 Total Deflection = 1.00(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:The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases.This is conservative except where point loads occur at 1/3 points of a span(NDS Table 5.3.2). 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). 6969 SW Hampton Street CLIENT: y401—V41\1NY PAGE 1/ Tigard,Oregon 97223 FAX 503.624.9770 PROJECT:M.�j FROELICH 503.624.7005 CONSULTING 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: ()LI—TOG 67 Bend,Oregon 97702 ENGINEERS INC 5.383.1828 696 DATE: S/5—/4 BY:tip 1.--(Am),,-3 D 5T6.,J TW Ai rfo2 Lot.. (cod t F ?2_ /fT = N'-G" e= G I � P1-2.= (73-7CPI-F)(0 2-1') 9 G'72# 77uz = 7SPzir) z1)- `?7o0 DL = � s_575 LL ",91-79 F 2',35741 3 3 16r.6-C7 APPLT t o'J e 7vA N Loi p: /Vl p = (I 7/1.f 71'- 7o 72,174 = ti zo 3- nilco )777 )J P,i LtN Be,-L--N , (LL oNE E) t(263 ,A-- 441,L ('liG7y ,,rb, s-$ 37 /1 iCt- Ge Ts s"xsx A 'P GTi2 - cod tJ WCL (caL 2) T� i? 6- 3 12tt, _ /3 8-� y# ,5ryxyx /y ' Title: Job# CA'Date: 5:50PM, 28 JUL 04 Description: Scope: Rev: 580005 User.KW-0602304,Ver 5.8.0,1-Dec-2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations Description Column 1 (uniform) General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section TS5X5X1/4 Fy 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 11.500 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 11.500 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 11.500 ft Kyy 1.000 Loads Axial Load... Dead Load 26.55 k Ecc.for X-X Axis Moments 0.000 in Live Load 19.77 k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load 2.33 k Applied Moments X-X Axis Moments DL LL ST At TOP 4.20 1.79 k-ft Height Between Ends k-ft 0.000 ft At BOTTOM k-ft Summary Column Design OK Section:TS5X5X1/4, Height= 11.50ft,Axial Loads: DL= 26.55, LL= 19.77, ST= 2.33k, Ecc.= 0.000in Unbraced Lengths: X-X= 11.50ft, Y-Y= 11.50ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 0.4997 0.3026 0.8736 0.6495 AISC Formula H1 -2 0.4789 0.2709 0.7498 0.5776 AISC Formula H1 -3 XX Axis: Fa calc'd per Eq.E2-1,K*L/r<Cc YY Axis : Fa calc'd per Eq.E2-1,K*L/r<Cc Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 19.44 ksi 19.44 ksi 19.44 ksi 25.85 ksi fa:Actual 5.78 ksi 4.31 ksi 10.09 ksi 10.60 ksi Fb:xx:Allow[F1-6] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi Fb:xx:Allow[F1-7]&[F1-8] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi fb:xx Actual 7.43 ksi 3.17 ksi 10.60 ksi 10.60 ksi Fb:yy:Allow[F1-6] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi Fb:yy:Allow[F1-7]&[F1-8] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex:DL+LL 28,871 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 Fey:DL+LL 28,871 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex:DL+LL+ST 38,399 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey:DL+LL+ST 38,399 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.179 in at 6.670 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Title: Job# 0 Dsgnr: Date: 5:50PM, 28 JUL 04 Description: Scope: Rev: 580005 User.KW-0602304,Ver 5.8.0,1-Dec-2003 Steel Column Page 2 (c)1983-2003 ENERCALC Engineering Software macgriltecw:Calculations Description Column 1 (uniform) LSection Properties TS5X5X1/4 Depth 5.000 in Weight 15.59#/ft Values for LRFD Design.... Thickness 0.250 in lxx 16.900 in4 J 27.400 in4 Width 5.000 in Iyy 16.900 in4 0.00 Sxx 6.780 in3 Zx 8.070 in3 Area 4.59 in2 Syy 6.780 in3 Zy 8.070 in3 Rt 2.500 in Rxx 1.920 in 0.000 Ryy 1.920 in Section Type=TS-Square ' Title: Job# Dsgnr: Date: 5:50PM, 28 JUL 04 Description: Scope: Rev: 580005 Uses KW-0602304,Ver 5.8,0,1-Dec-2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations Description Column 1 (unbalanced) General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section TS5X5X1/4 Fy 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 11.500 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 11.500 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 11.500 ft Kyy 1.000 Loads Axial Load... Dead Load 26.55 k Ecc.for X-X Axis Moments 0.000 in Live Load 11.67 k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load 2.33 k Applied Moments X-X Axis Moments DL LL ST At TOP 4.20 5.84 k-ft Height Between Ends k-ft 0.000 ft At BOTTOM k-ft Summary Column Design OK Section:TS5X5X1/4, Height= 11.50ft,Axial Loads: DL= 26.55, LL= 11.67, ST= 2.33k, Ecc.= 0.000in Unbraced Lengths: X-X= 11.50ft, Y-Y= 11.50ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 0.4997 0.9714 0.7191 AISC Formula H1 -2 0.4789 0.9456 0.7248 AISC Formula H1 -3 0.5054 XX Axis : Fa calc'd per Eq.E2-1,K*Lir<Cc YY Axis: Fa calc'd per Eq.E2-i,K*L/r<Cc Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 19.44 ksi 19.44 ksi 19.44 ksi 25.85 ksi fa:Actual 5.78 ksi 2.54 ksi 8.33 ksi 8.84 ksi Fb:xx:Allow[F1-6] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi Fb:xx:Allow[F1-7]&[F1-8] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi fb:xx Actual 7.43 ksi 10.34 ksi 17.77 ksi 17.77 ksi Fb:yy:Allow[F1-6] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi Fb:yy:Allow[F1-7]&[F1-8] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex:DL+LL 28,871 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 Fey:DL+LL 28,871 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex:DL+LL+ST 38,399 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 Fey:DL+LL+ST 38,399 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.300 in at 6.670 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Title: Job# .2_ Dsgnr: Date: 5:50PM, 28 JUL 04 Description : Scope: Rev: 580005 Page 2 User:KW-0602304,Ver5.8.0,1-Dec-2003 Steel Column (c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations Description Column 1 (unbalanced) Section Properties TS5X5X1/4 Depth 5.000 in Weight 15.59#/ft Values for LRFD Design.... Thickness 0.250 in lxx 16.900 in4 J 27.400 in4 Width 5.000 in lyy 16.900 in4 0.00 Sxx 6.780 in3 Zx 8.070 in3 Area 4.59 in2 Syy 6.780 in3 Zy 8.070 in3 Rt 2.500 in Rxx 1.920 in 0.000 Ryy 1.920 in Section Type=TS-Square Title: Job# 33 Dsgnr: Date: 5:17PM, 27 JUL 04 Description: Scope: I Rev: 580005 User KW-0602304,Ver5.8.0,1-Dec-2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations Description Column 2 General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section TS4X4X1/4 Fy 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 11.500 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 11.500 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 11.500 ft Kyy 1.000 Loads Axial Load... Dead Load 19.50 k Ecc.for X-X Axis Moments 0.500 in Live Load 13.86 k Ecc.for Y-Y Axis Moments 0.500 in Short Term Load k Summary Column Design OK Section:TS4X4X1/4, Height= 11.50ft,Axial Loads: DL= 19.50, LL= 13.86, ST= 0.00k, Ecc.= 0.500in Unbraced Lengths: X-X= 11.50ft, Y-Y= 11.50ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 0.4858 0.3336 0.9440 0.6519 AISC Formula H1 -2 0.3688 0.2621 0.6309 0.4744 AISC Formula H1 -3 XX Axis :Fa calc'd per Eq.E2-1,K*Llr<Cc YY Axis :Fa calc'd per Eq.E2-1,K*Llr<Cc Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 16.08 ksi 16.08 ksi 16.08 ksi 21.38 ksi fa:Actual 5.43 ksi 3.86 ksi 9.29 ksi 9.29 ksi Fb:xx:Allow[F1-6] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi Fb:xx:Allow[F1-7]&[F1-8] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi fb:xx Actual 2.37 ksi 1.69 ksi 4.06 ksi 4.06 ksi Fb:yy:Allow[F1-6] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi Fb:yy:Allow[F1-7]&[F1-8] 27.60 ksi 27.60 ksi 27.60 ksi 36.71 ksi fb:yy Actual 2.37 ksi 1.69 ksi 4.06 ksi 4.06 ksi Analysis Values F'ex:DL+LL 17,954 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey:DL+LL 17,954 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex:DL+LL+ST 23,879 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 Fey:DL+LL+ST 23,879 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.085 in at 6.670 ft Max Y-Y Axis Deflection -0.085 in at 6.670 ft Title: Job# tj Dsgnr: Date: 5:17PM, 27 JUL 04 Description: Scope: Rev: 580005 User:KW-0602304,Ver 5.8.0,1-Dec-2003 Page 2 (c)1983-2003 ENERCALC Engineering Software Steel Column _ macgrill.ecw:Calculations Description Column 2 Section Properties TS4X4X1/4 Depth 4.000 in Weight 12.19#/ft Values for LRFD Design.... Thickness 0.250 in lxx 8.220 in4 J 13.500 in4 Width 4.000 in lyy 8.220 in4 0.00 Sxx 4.110 in3 Zx 4.970 in3 Area 3.59 in2 Syy 4.110 in3 Zy 4.970 in3 Rt 2.000 in Rxx 1.510 in 0.000 Ryy 1.510 in Section Type=TS-Square Title: Job# Dsgnr: Date: 5:16PM, 27 JUL 04 Description : Scope: Rev: 580000 User:KW-0602304,Ver 5.8.0,1-Dec-2003 Steel Column Base Plate (c)1983-2003 ENERCALC Engineering Software macgrilLecw:Calculations Description Typical Base Plate General Information Code Ref:AISC 9th Ed ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Loads Steel Section TS5x5x1/4 Axial Load 46.32 k Section Length 5.000 in X-X Axis Moment 0.00 k-ft Section Width 5.000 in Flange Thickness 0.250 in Plate Dimensions Web Thickness 0.000 in Plate Length 11.000 in Allowable Stresses Plate Width 11.000 in Concrete fc 3,000.0 psi Plate Thickness 0.688 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 48.000 in Dist.from Plate Edge 2.000 in Pier Width 48.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Summary 1 Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 382.8 psi Allow per ACI318-95,A3.1 Full Bearing: No Bolt Tension =0.3*f'c*Sgrt(A2/A1)*LDF 2,394.0 psi Allow per AISC J9 2,793.0 psi Plate Bending Stress Thickness OK Actual fb 29,766.8 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k COMPANY PROJECT July 28,2001 11:16:18 Tall studs at entrance tower.wwc Design Check Calculation Sheet Sizer 2002a LOADS: (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? DL Dead Axial UDL 345 (Eccentricity = 0.00 in) LL Snow Axial UDL 375 (Eccentricity = 0.00 in) Wind Wind Full Area 15.90 (16.0)* No *Tributary Width (in) MAXIMUM REACTIONS (lbs): 15'-6" Dead Live 164 164 Total 164 164 Lumber Stud, D.Fir-L, Stud, 2x6" Spaced at 16"c/c;Self Weight of 1.96 pif automatically included in loads; Pinned base; Loadface=width(b);Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 15.50= 15.50[ft]; Lateral support:top=Lb,bottom=Lb; Repetitive factor:applied where permitted(refer to online help);Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 28 Fv' = 152 fv/Fv' = 0.19 Bending(+) fb = 1009 Fb' = 1288 fb/Fb' = 0.78 Axial fc = 120 Fc' = 333 fc/Fc' = 0.36 Axial Bearing fg = 120 Fg' = 2323 fg/Fg' = 0.05 Combined (axial_ compression + s_de load bending) Eq.3.9-3 = 0.91 Live Defl'n 0.94 = L/196 1.03 = L/180 0.91 Total Defl'n 0.94 = L/196 1.03 = L/180 0.91 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 700 1.60 1.00 1.00 1.000 1.00 1.000 1.00 1.15 4 Fv' = 95 1.60 1.00 1.00 4 Fcp'= 625 1.00 1.00 - Fc' = 850 1.15 1.00 1.00 1.00 (Cp = 0.341) 2 Fc' = 850 1.60 --combined comp. + bending-- (Cp = 0.253) 3 E' = 1.4 million 1.00 1.00 4 Fg' = 2020 1.15 1.00 2 Bending(+) : LC# 4 = .6D+W, M = 636 lbs-ft Shear : LC# 4 = .6D+W, V = 164, V@d = 155 lbs Deflection: LC# 4 = .6D+W EI= 29.12e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Axial : LC# 2 = D+S, P = 989 lbs Combined : LC# 3 = D+.75(S+W), CD= 1.60 (1 - fc/FcE) = 0.72 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 969 SW Hampton Street CLIENT:Ai y/WW00/62 PAGE32-/ Tigard,Oreg97223 FAX 503.624.9770 PROJECT:it/t, _774,414_77-A.) FROELICH 503.624.7005 CONSULTING 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: 611 -0/'/ Bend,Oregon 97702 �/ l to�D FAX ENGINEERS INC 541.383.1828 696 DATE: 310r 0 BY:pip TyP. err. PM) F� ��ss� = 3� ref L _ 2,4 tt = tq_2- yb '32 y /•q X y!b cl n (cSE w P .r9 7 ' ?'sem NO QTS°D ( 2 GG = f3�y, .53136 Usf 3/ " Y 3'-6"kOPu div 3) � >e ( & : �� �� l�S /iu l2 X coniz- FIG SHS/'. -/J' lUo ccE/v7?e-Zr- 7 / couAJ7E--A r Ry sL ' Title: Job# Z Dsgnr: Date: 5:45PM, 27 JUL 04 Description: Scope: Rev: 580000 User:KW-0602304,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations Description Footing 1 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 26.550 k Footing Dimension 4.500 ft Live Load 19.770 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 5 Seismic Zone 3 Bar Size 5 Overburden Weight 50.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,500.0 psi LL&ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 5.00 in Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.438 in As to USE per foot of Width 0.284 in2 200/Fy 0.0033 Total As Req'd 1.276 in2 As Req'd by Analysis 0.0021 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0028 % Summary Footing OK 4.50ft square x 12.0in thick with 5-#5 bars Max.Static Soil Pressure 2,482.41 psf Vu:Actual One-Way 49.82 psi Allow Static Soil Pressure 3,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 2,482.41 psf Vu:Actual Two-Way 157.84 psi Allow Short Term Soil Pressure 3,990.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 7.85 k-ft/ft 7 #4's 5 #5's 3 #6's Mn*Phi:Capacity 12.45 k-ft/ft 3 #7's 2 #8's 2 #9's 2 #10's Title: Job# '-- 1 Dsgnr: Date: 5:45PM, 27 JUL 04 Description: Scope: Rev: 580000 User:KW-0602304,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 L(c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations Description Footing 2 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 19.500 k Footing Dimension 3.500 ft Live Load 13.860 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 5 Overburden Weight 50.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f'c 2,500.0 psi LL&ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 4.00 in Allowable Soil Bearing 3,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 0.907 in2 As Req'd by Analysis 0.0015 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0020 % Summary Footing OK 3.50ft square x 12.0in thick with 3-#5 bars Max.Static Soil Pressure 2,918.27 psf Vu:Actual One-Way 38.47 psi Allow Static Soil Pressure 3,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 2,918.27 psf Vu:Actual Two-Way 117.81 psi Allow Short Term Soil Pressure 3,990.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 5.55 k-ft/ft 5 #4's 3 #5's 3 #6's Mn*Phi:Capacity 9.71 k-ft/ft 2 #7's 2 #8's 1 #9's 1 #10's Title: Job# 1-10 Dsgnr: Date: 2:43PM, 5 MAY 04 Description: Scope: Rev: 580001 Page 1 User:KW-0602304,Ver 5.8.0,1-Dec-2003 General Footing Analysis & Design (c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations Description Footing 3 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 3,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 1.500 ft Seismic Zone 3 Length along Y-Y Axis 1.000 ft Footing Thickness 12.00 in Live&Short Term Combined Col Dim.Along X-X Axis 5.50 in fc 2,500.0 psi Col Dim.Along Y-Y Axis 12.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel% 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 0.387 k ...ecc along X-X Axis 6.250 in Live Load 0.350 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary Caution: X(static)ecc>Wid 1.50ft x 1.00ft Footing, 12.0in Thick, w/Column Support 5.50 x 12.00in x 0.0in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,829.3 1,829.3 psf Max Mu 0.038 k-ft per ft Allowable 3,000.0 3,990.0 psf Required Steel Area 0.022 in2 per ft "X'Ecc,of Resultant 4.826 in 4.826 in "Y'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn*Phi 1-Way 0.663 85.000 psi X-X Min.Stability Ratio No Overturning 1.500 :1 2-Way 0.889 170.000 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 0.89 psi 0.81 psi 0.27 psi 170.00 psi One-Way Shears... Vu©Left 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Right -0.66 psi -0.66 psi -0.43 psi 85.00 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Reo'd Mu @ Left -0.02 k-ft -0.03 k-ft -0.04 k-ft 0.6 psi -0.26 in2 per ft Mu @ Right 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft Mu @ Top 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft Mu @ Bottom 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft • • Title: Job# ql Dsgnr: Date: 2:43PM, 5 MAY 04 Description: Scope: Rev: 580001 2 User:KW-0602304,Ver 5.8.0,1-Dec-2003 General Footing Analysis & DesignPage (c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations — Description Footing 3 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 0.00 1,829.34 636.33 636.33 psf DL+LL+ST 0.00 1,829.34 636.33 636.33 psf Factored Load Soil Pressures ACI Eq.C-1 0.00 2,762.32 960.87 960.87 psf ACI Eq.C-2 0.00 2,561.08 890.87 890.87 psf ACI Eq.C-3 0.00 1,042.70 362.70 362.70 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"!"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"!"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 69 u g69 SW Hampton Street CLIENT: /° 4'.v iiy PAGE tia/ Tigard,Oregon 97223 I FAX 503.624.9770 _ �l PROJECT:p,G. r�'-���r1"' FROELICH 503.624.7005 �j CONSULTING 231 SW Oregon �,Y 97702 Scalehouse Loop•Suite 101 PROJECT NUMBER: ,-' Z Bend, ENGINEERS,INCFAX 541.383 541.383.1828 696 DATE: • BY: /I/41 G � - / 4 ,UT-TLFAIE-e_ <TA_= 72 PLP •q, u = so PLF <s,Fe- BBELOW> CSE- ® - IRACE---r) Cwt Z) w W= l� 9o �SP Yr 1i S G1 / oiq e caNN c7 N 4J NicicS COMPANY PROJECT June 2,2001 09:01:12 Wa112.wwb Design Check Calculation Sheet Sizer 2002a lbs LOADS: ( ,psf,or p If ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? WL Wind Full Area 15.90 (16.0)* No *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : I 0' 4' 8' Dead Live 170 Total 170 Bearing: Length 0.0 1.0 0.0 Lumber-soft, D.Fir-L, No.2, 2x4" Spaced at 16"c/c; Lateral support:top=full, bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-1997:(stress=psi,and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 22 Fv' = 152 fv/Fv' = 0.15 Bending(-) fb = 665 Fb' = 2396 fb/Fb' = 0.28 Deflection: Interior Live 0.02 = <L/999 0.20 = L/240 0.11 Total 0.02 = <L/999 0.27 = L/180 0.08 Cantil. Live 0.27 = L/175 0.40 = L/120 0.68 Total 0.27 = L/175 0.53 = L/90 0.51 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'-= 900 1.60 1.00 1.00 0.965 1.50 1.000 1.00 1.15 2 Fv' = 95 1.60 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(-) : LC# 2 = .6D+W, M = 170 lbs-ft Shear : LC# 2 = .6D+W, V = 85, V@d = 79 lbs Deflection: LC# 2 = .6D+W EI= 8.57e06 lb-int Total Deflection = 1.00(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.Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 6969 SW Hampton Street CLIENT: fr iLV/f-A/ YG2 PAGE L TgdO.7regon79770223 FROEIICH503.644005 PROJECT: NA Gi2.T7..- L --n-144,41-174-)--1/+J CONSULTING 23nd1 SW Scaleho97702use Loop•Suite 101 PROJECT NUMBER: 011_. 6 Be Oregon ENGINEERS INC 541.383.1828 696 DATE: 17* BY: 10 �7 Toc Tn' - CL0si4.,5 3'7 Psr' Rc a .prc K 5P/q 31- C'' VS' r /,o E (2-4,G4) /t/t7L DEC/& Tb S7� � 5 ru //�� 517/1. /Of- /7L= �--Z rs 3. s ' = H 2 pLF (z s Ps 3.s` = Fz..F FQ2 1� = b G7 « sw � (c /30 /CtlY 16°:--Y/241( 3Vt 3FY (290o6'ps;X'a,G7") /. sr 1h Y Sip, 4 — 5 S - 6 rz ,r Y (34 5,') 0.6) t151 = .77 Zi GL =4/yo# 7F-r-71;' 969 SW Hampton Street CLIENT: MuLVA-MlYG-2_ PAGE(-iJ/ III Wp- FAX 223 n. 03..624 97 0 AX FROELICH503.624.7005 PROJECT, ,, L ..`T"'j,vitArrstiv CONSULTING ❑ 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: a1f— 7�6J Bend,Oregon 97702 ENGINEERSINC 541.383.1828 696 DATE: 'SIS/DCF ' BY: O i! 7-1A FNca, (cvNi,) SPA-N= IV G" Vt (T2 psF 5') = 6.3 Fir DometG G1.--/1-flp2 C c LL = (2-5---IF sl = _s-PGF //aio = 0. 3« r4z = (5Y1$s:7f2) (� 'r2)1 3E1( (2? x/®6 0,�7) s = r i kz E(12.s1',z F r3C.CoCa,' YO 1 64 - Z,al 4,13 ',F,1c a= ai_.= 37s Lc� = 78.1 # //6-6 46. tis ' jooci 5 goo CV 71'6969 SW Hampton Street CLIENT: A{ti{L.-V ` -i"t' Z. PAGE q / • VC Tigard,Oregon 97223 FAX 503I•�oELl�l 1 503.624J00 24.5770 PROJECT: f , (,- .�/=-t,/4?7,,,J tONSULI II IG O Bend,Oregon 97702oop•Suite 101 PROJECT NUMBER: OZ-/_7-062 ENGINEERS,INC FAX 541.383.7 541.383.1828 696 DATE S�I 2-'i D • BY: jir/ZAJ1:: `P. --S7:c,"J (_/3C,— 2o03 > 3,1-S1-L 2,J .5 = /Oo pH )T/47)6121-4 AJcc �i4c:t-c-R. _ 1. 00 (`f 12,LE. r 6 01/, s'" 5470 5 (I 1=. C.4 rCc i/ =- 0 ( 160 9, y� ---'''Z-©/-9S n u5.7r J / ' 'Ly,�. 1) Aiarf I7,6/ !_o., C,¢". .� ��r'Ct'-/ 7." .F4 1, CorN zs k/.z-4../22G,/ --r L 0,4-0 c/9-5 s,. //Exc,�- /;G�Ac -7 Jr y 0— 30' = ;t= 1. 0 0 30'- 3S' ,L ., /.0s-- - . /.oS f ' ,„, ,g) ,.. .._.____----------6,>__--- 7- , CAS 0 �. --- _ 'PPP' PPP'/. Cos - . ..._ 0,0 ...,,,,,,,(1,. __ ...- —4---__ --- :, _ 6. - � y _O .44r a I — � . - � a � , --- 7a ,6969 SW Hampton Street CLIENT: t(G,GV CPYi. PAGE 1...(7,. FAX Aigard X5,0Oregon3624.9770 97223 nTU�i. � FROELICH 503 624 7005 PROJECT:ir G_ rd CONSULTING 0 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER O4 .7D Bend,Oregon 97702 ENGINEERS INC 583 .3 .1828 696 DATE . /'0y ' A( I BY: A M)- 7t)(:) (CoA)t LOA/05 At .7.44, 771gL 1669. 6.. ? . j (i) SE." t_/.6 �V� P4-6E5 /�a2 C0/'7ig C#44-e> �H> C4-5E / (UPPFg.): wk./ / = /s--6/I 1 .,/,i,--Le z= /276# d► w4-1.c $ " C�PP ✓ALL I 6F CA-sE I) G✓41L 7.-:-- /SY# .\, M � � 1 wAix3 = l03fr 4-11-6i'l'14 I CA-c2 d-0w441,tE IZ : L I = 620131 %G.c. 3 = T775 CA-S 3 ( PPEf2.,): t1IA-tL : 1z70 Cs r To c.-1I> t v,t-r r_ 6,•:- /sc/st C It CRE\J o 4s 3) G�/sYLL G = /2�6# CAS- 3 0-0 �: !,✓t}u S' SIS S�t ,-//f-LL = 7.5-6 - '4-5 •• SG4 5 •• if (low G1/%F-L[ s= 75-'8' t G/M-LL 6 = 622crf- 1 • TIM R Client: MulvannyG2 rQp/�r /1p Project: Macaroni Grill -Tualatin FROELICH D te:ct#: 04-T066 May-04 CONSULTING by: MP ENGINEERS,INC Design Wind Loads 2003 International Building Code, Section 1609.6 lw= 1.00 Ps=Lamba x Iw x Ps30 Basic Wind Speed: 100 mph Exposure Category: B East- West Direction Case 1 (Upper Floor) Horizontal Building dimension: 24.00 Roof Mean Height (h): 30.00 a: 2.40 ft <use smaller of a> a: 3.00 ft a: 12.00 ft <or 0.4*bldg dim. or 3ft minimum> 2a: 6.00 ft Height(ft) Zone Ps30 (psf) Lamba Ps(psf) Trib. Area Load on Wall (Ib) Wall 1 35.00 A 15.90 1.05 16.70 7.50 125.21 35.00 C 10.50 1.05 11.03 22.50 248.06 30.00 A 15.90 1.00 15.90 30.00 477.00 30.00 C 10.50 1.00 10.50 30.00 315.00 25.00 A 15.90 1.00 15.90 15.00 238.50 25.00 C 10.50 1.00 10.50 15.00 157.50 20.00 A 15.90 1.00 15.90 0.00 0.00 20.00 C 10.50 1.00 10.50 0.00 0.00 15.00 A 15.90 1.00 15.90 0.00 0.00 15.00 C 10.50 1.00 10.50 0.00 0.00 Total wall load: 1561.28 Height(ft) Zone Ps30 (psf) Lamba Ps (psf) Trib.Area Load on Wall (Ib) Wall 2 35.00 A 15.90 1.05 16.70 0.00 0.00 35.00 C 10.50 1.05 11.03 30.00 330.75 30.00 A 15.90 1.00 15.90 0.00 0.00 30.00 C 10.50 1.00 10.50 60.00 630.00 25.00 A 15.90 1.00 15.90 0.00 0.00 25.00 C 10.50 1.00 10.50 30.00 315.00 20.00 A 15.90 1.00 15.90 0.00 0.00 20.00 C 10.50 1.00 10.50 0.00 0.00 15.00 A 15.90 1.00 15.90 0.00 0.00 15.00 C 10.50 1.00 10.50 0.00 0.00 Total wall load: 1275.75 tl ■ TIMR Client: MulvannyG2 K Project: Macaroni Grill -Tualatin FROEI /�f' Project#: 04-T066 CONSULTING byte: Ma04 ENGINEERS,INC Design Wind Loads 2003 International Building Code, Section 1609.6 lw= 1.00 Ps=Lamba x Iw x Ps30 Basic Wind Speed: 100 mph Exposure Category: B East- West Direction Case I (Lower Floor) Horizontal Building dimension: 85.00 Roof Mean Height (h): 15.00 a: 8.50 ft <use smaller of a> a: 6.00 ft a: 6.00 ft <or 0.4*bldg dim. or 3ft minimum> 2a: 12.00 ft Height(ft) Zone Ps30(psf) Lamba Ps(psf) Trib.Area Load on Wall (Ib) Wall 1 35.00 A 15.90 1.05 16.70 0.00 0.00 35.00 C 10.50 1.05 11.03 0.00 0.00 30.00 A 15.90 1.00 15.90 0.00 0.00 30.00 C 10.50 1.00 10.50 0.00 0.00 25.00 A 15.90 1.00 15.90 30.00 477.00 25.00 C 10.50 1.00 10.50 30.00 315.00 20.00 A 15.90 1.00 15.90 60.00 954.00 20.00 C 10.50 1.00 10.50 152.50 1601.25 15.00 A 15.90 1.00 15.90 90.00 1431.00 15.00 C 10.50 1.00 10.50 228.75 2401.88 Total wall load: 7180.13 Height(ft) Zone Ps30(psf) Lamba Ps (psf) Trib.Area Load on Wall (lb) Wall 3 35.00 A 15.90 1.05 16.70 0.00 0.00 35.00 C 10.50 1.05 11.03 0.00 0.00 30.00 A 15.90 1.00 15.90 0.00 0.00 30.00 C 10.50 1.00 10.50 0.00 0.00 25.00 A 15.90 1.00 15.90 0.00 0.00 25.00 C 10.50 1.00 10.50 50.00 525.00 20.00 A 15.90 1.00 15.90 0.00 0.00 20.00 C 10.50 1.00 10.50 212.50 2231.25 15.00 A 15.90 1.00 15.90 0.00 0.00 15.00 C 10.50 1.00 10.50 318.75 3346.88 Total wall load: 6103.13 , o ■ TIM R Client: MulvannyG2 Project: Macaroni Grill -Tualatin FROELICH Project#: 04-T066 byte: May-04 P-04 CONSULTING ENGINEERS,INC Design Wind Loads 2003 International Building Code, Section 1609.6 Iw= 1.00 Ps=Lamba x Iw x Ps30 Basic Wind Speed: 100 mph Exposure Category: B East- West Direction Case 2 (Lower Floor) Horizontal Building dimension: 85.00 Roof Mean Height (h): 15.00 a: 8.50 ft <use smaller of a> a: 6.00 ft a: 6.00 ft <or 0.4*bldg dim. or 3ft minimum> 2a: 12.00 ft Height(ft) Zone Ps30(psf) Lamba Ps(psf) Trib.Area Load on Wall (lb) Wall 1 35.00 A 15.90 1.05 16.70 0.00 0.00 35.00 C 10.50 1.05 11.03 0.00 0.00 30.00 A 15.90 1.00 15.90 0.00 0.00 30.00 C 10.50 1.00 10.50 0.00 0.00 25.00 A 15.90 1.00 15.90 0.00 0.00 25.00 C 10.50 1.00 10.50 60.00 630.00 20.00 A 15.90 1.00 15.90 0.00 0.00 20.00 C 10.50 1.00 10.50 212.50 2231.25 15.00 A 15.90 1.00 15.90 0.00 0.00 15.00 C 10.50 1.00 10.50 318.75 3346.88 Total wall load: 6208.13 Height(ft) Zone Ps30 (psf) Lamba Ps(psf) Trib.Area Load on Wall (Ib) Wall 3 35.00 A 15.90 1.05 16.70 0.00 0.00 35.00 C 10.50 1.05 11.03 0.00 0.00 30.00 A 15.90 1.00 15.90 0.00 0.00 30.00 C 10.50 1.00 10.50 0.00 0.00 25.00 A 15.90 1.00 15.90 30.00 477.00 25.00 C 10.50 1.00 10.50 20.00 210.00 20.00 A 15.90 1.00 15.90 60.00 954.00 20.00 C 10.50 1.00 10.50 152.50 1601.25 15.00 A 15.90 1.00 15.90 90.00 1431.00 15.00 C 10.50 1.00 10.50 228.75 2401.88 Total wall load: 7075.13 S( • TIM R Client: MulvannyG2 Project: Macaroni Grill -Tualatin FROELICH Project#: 04-T066 byte: May-04 CONSULTING ENGINEERS,INC Design Wind Loads 2003 International Building Code, Section 1609.6 lw= 1.00 Ps=Lamba x Iw x Ps30 Basic Wind Speed: 100 mph Exposure Category: B North - South Direction Case 3 (Lower Floor) Horizontal Building dimension: 85.00 Roof Mean Height (h): 15.00 a: 8.50 ft <use smaller of a> a: 6.00 ft a: 6.00 ft <or 0.4*bldg dim. or 3ft minimum> 2a: 12.00 ft Height(ft) Zone Ps30 (psf) Lamba Ps (psf) Trib. Area Load on Wall (Ib) Wall 5 35.00 A 15.90 1.05 16.70 0.00 0.00 35.00 C 10.50 1.05 11.03 0.00 0.00 30.00 A 15.90 1.00 15.90 0.00 0.00 30.00 C 10.50 1.00 10.50 0.00 0.00 25.00 A 15.90 1.00 15.90 0.00 0.00 25.00 C 10.50 1.00 10.50 39.00 409.50 20.00 A 15.90 1.00 15.90 0.00 0.00 20.00 C 10.50 1.00 10.50 212.50 2231.25 15.00 A 15.90 1.00 15.90 0.00 0.00 15.00 C 10.50 1.00 10.50 318.75 3346.88 Total wall load: 5987.63 Height(ft) Zone Ps30 (psf) Lamba Ps (psf) Trib. Area Load on Wall (lb) Wall 6 35.00 A 15.90 1.05 16.70 0.00 0.00 35.00 C 10.50 1.05 11.03 0.00 0.00 30.00 A 15.90 1.00 15.90 0.00 0.00 30.00 C 10.50 1.00 10.50 0.00 0.00 25.00 A 15.90 1.00 15.90 30.00 477.00 25.00 C 10.50 1.00 10.50 67.00 703.50 20.00 A 15.90 1.00 15.90 60.00 954.00 20.00 C 10.50 1.00 10.50 152.50 1601.25 15.00 A 15.90 1.00 15.90 90.00 1431.00 15.00 C 10.50 1.00 10.50 228.75 2401.88 Total wall load: 7568.63 * TIM R Client: MulvannyG2 Project: Macaroni Grill -Tualatin FROELICH Project#: 04-T066 byte: May-04 CONSULTING ENGINEERS,INC Design Wind Loads 2003 International Building Code, Section 1609.6 Iw= 1.00 Ps=Lamba x Iw x Ps30 Basic Wind Speed: 100 mph Exposure Category: B North - South Direction Case 4 (Lower Floor) Horizontal Building dimension: 85.00 Roof Mean Height (h): 15.00 a: 8.50 ft <use smaller of a> a: 6.00 ft a: 6.00 ft <or 0.4*bldg dim. or 3ft minimum> 2a: 12.00 ft Height(ft) Zone Ps30 (psf) Lamba Ps(psf) Trib.Area Load on Wall (Ib) Wall 5 ' 35.00 A 15.90 1.05 16.70 0.00 0.00 35.00 C 10.50 1.05 11.03 0.00 0.00 30.00 A 15.90 1.00 15.90 0.00 0.00 30.00 C 10.50 1.00 10.50 0.00 0.00 25.00 A 15.90 1.00 15.90 0.00 0.00 25.00 C 10.50 1.00 10.50 39.00 409.50 20.00 A 15.90 1.00 15.90 60.00 954.00 20.00 C 10.50 1.00 10.50 152.50 1601.25 15.00 A 15.90 1.00 15.90 90.00 1431.00 15.00 C 10.50 1.00 10.50 228.75 2401.88 Total wall load: 6797.63 Height(ft) Zone Ps30 (psf) Lamba Ps (psf) Trib.Area Load on Wall (Ib) Wall6 35.00 A 15.90 1.05 16.70 0.00 0.00 35.00 C 10.50 1.05 11.03 0.00 0.00 30.00 A 15.90 1.00 15.90 0.00 0.00 30.00 C 10.50 1.00 10.50 0.00 0.00 25.00 A 15.90 1.00 15.90 0.00 0.00 25.00 C 10.50 1.00 10.50 118.25 1241.63 20.00 A 15.90 1.00 15.90 0.00 0.00 20.00 C 10.50 1.00 10.50 212.50 2231.25 15.00 A 15.90 1.00 15.90 0.00 0.00 15.00 C 10.50 1.00 10.50 318.75 3346.88 Total wall load: 6819.75 6969 SW Hampton Street CLIENT finlC\lf--Alljj Z PAGES3/ • � Tigard,Oregon 97223 FAX 503 624.9770 ��g FROELICH 503.624 7005 PROJECT: (c, J CONSULTING ❑ 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: OL1 Bend,Oregon 97702 ENGINEERS INC AX 541.383 541.383.1828 696 DATE: J)!i)l/ • BY:4// kD (coA)Tf Fad CLQ c : �),cpt 5 - c.4` l ZS coN'DST.Z'oN V 2r P2F5;sw1E1.7 - -/9. / -S: (F/ Tri L o F = 1 7--sr- d9/.a7 : 2 F- `7;;) `S' , -s c 5 T 4.)0r-- ko6r- ®,k.4)V • 969 SW Hampton Street CLIENT: MuLv�-/V / cr2. PAGE�/ • x,ETigard,Oregon 97223 'j 503.624.700 9770 PROJECT: 0.G. T,�,C 'N FROELICH /'� CONSULTING El 231 SW Scalehouse Loop•Suite 101 PROJECT NUMBER: Oef—'T 06C, Bend,Oregon 97702 ENGINEERS,INC 55/ 3ho y.383.1828 696 DATE: /� • BY: pif C ONT) - /.ZC -D5-5:r6-A-.) < T73C 2 cD03`j Fog ulf)A-Ney c ,.c ( j RmAxx) : 14f PE2 LE'1 L LotJEfe. LEVEL I d 6 6 (.: .), mAx./.0 IL r, P 1 wA L l ,(,,,, LA�?r LE tit- 2J1 2 21/ o, tog 2 i 241 12 2y o. 2O A 2-Y /2 Zy ©, 20� 1 vi, /2 211 © .20$ Gouip2 f,E-11EL. C - L JA- L 1-112- 6, L./ 1 ,^,. I 1 4/O,s 2c .s' I a,/ ill I ya,s Lill' I o-II''I p .?'I Lo,s' 38"' 0,12 RM,,,xx 0.Z,©8 17(Tgard,OregonHampton 97223Street CLIENT f'i4LV,gi\JtJY cc2 PAGES FAX 503.624.9770 PROJECT: /'�rte -- � FROELICH 503.624.7005 .. CONSULTINGa Bend Oonreg97702oop•Suite 101 PROJECT NUMBER: 01{_-77:;“ ENGINEERS INC 541.383.7 FAX 696 DATE: 5/13/0/ BY_,f A{1 ((OAT.7) VES 'Syne C7 , gpP F= (23 eFsF)(29'Z2 ' /3�z y,? , rn— .r5Yy'615'x'41) 11,Seo µT 30I LdC.J AGF - CS ,'Y-)‘) It ±:2g a MEGf/- will" = / o 44€'- �Qo +/1/W 7t )d 7980 PT- /s' 6PEft-ws LotJr� wAtts = Cl to FF )(21T7.s"Xy) -_ (16, Isirrg!' 8 T +s7'+s7') /3')(d 70o f (76 F- l Y215C7.5 `2)(4 30) = S13,y 311# H-1 = j s �c C , '°p, '> Fot.Lawl.-nJG PAPS- wsivz) x�sMc z-t/_7"A D �5rC ue '6e /LJ 23- UP' !�j's 2s3-2 ° 3Fc9 , tow514,) )3,2?3 1o t 92fo yioo Gor,� �2 A/5 13 , Title: Job# S6, Dsgnr: Date: 9:23AM, 1 JUN 04 Description: Scope: Rev: 580004 ASCE 7-02 Earthquake Load Calculations User:KW-0602304,Ver 58.0,1-Dec-2003 Page 1 (c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations Description / Seismic Calculation (ASCE7-02)1 Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604.5 "II" : All Buildings and other structures except those listed as Category I, Ill, and I Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = I ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 0.000 deg North Longitude = 0.000 deg West Location : Max. Ground Motions, 5%Damping,from USGS 1996 maps : S s = 1.053 g,0.2 sec response S 1 = 0.352 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003 IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa& Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.08 Fv = 1.70 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 &2, 2003 IBC Equations 16-38& 16-39 S Ms = Fa * Ss = 1.136 SM1 = Fv* S1 = 0.597 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 S DS=S MS* 2/3 0.757 S D1 = S M1* 2/3 = 0.398 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 NOTE!See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R" = 6.00 Building height Limits System Overstrength Factor "Wo" = 3.00 Category"A& B" Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C" Limit: No Limit Category"D" Limit: Limit=65 Category"E" Limit: Limit=65 Category"F" Limit: Limit=65 6 Title: Job# J Dsgnr: Date: 9:23AM, 1 JUN 04 Description: Scope: Rev: 580004 User:KW-0602304,Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 2 (c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations Description Seismic Calculation (ASCE7-02) Average Floor Area per Level= 6,561 ft2 User defined Shear Carrying Ia Ratio= 0.247 Reliability Factor" p"= 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 IBC 1617.4 The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period Use ASCE 9.5.5.3.2 - 1 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn" : Height from base to highest level = 30.00 "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 9.5.5.3.2-1 : Ta=Ct*(hn A x) = 0.256 "Cu"factor from Table 9.5.5.3.1 = 1.30 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed; = 0.333 sec Building Period"Ta"Calculated from Approximate Method selected = 0.256 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDS: Short Period Design Spectral Response per 9.4.1.2 = 0.757 " R" : Response Modification Factor from 9.5.2.2 = 6.00 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.13 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0.26 From Eq. 9.5.5.2.1-3 &4 Cs shall not be less than = 0.03 9.5.5.2.1 : Seismic Response Coefficient = 0.13 Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1262 from 9.5.5.2.1 W(see Sum Wi below) = 203.78 k Seismic Base Shear V= Cs*W = 25.72 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 "k" : hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)Ak Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 5 13.25 30.00 397.44 0.12 2.98 2.98 83.63 4 11.52 30.00 345.60 0.10 2.59 5.58 0.00 3 118.10 15.00 1,771.47 0.52 13.29 18.87 83.63 2 7.48 15.00 112.20 0.03 0.84 19.71 83.63 1 53.43 15.00 801.51 0.23 6.01 25.72 83.63 Sum Wi = 203.78 k Total Base Shear= 25.72 k Sum Wi*Hi = 3,428.2 k-ft Base Moment= 469.5 k-ft 6 Title: Job# CI Dsgnr: Date: 9:23AM, 1 JUN 04 Description: Scope: Rev: 580004 User:KW-0602304,Ver 5.8.0,1-Dec-2003 ASCE 7-02 Earthquake Load Calculations Page 3 (c)1983-2003 ENERCALC Engineering Software macgrill.ecw:Calculations Description Seismic Calculation (ASCE7-02) Diaphragm Forces : Seismic Design Category " „D " " " ,.E & F ASCE 7-02 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx 5 13.25 2.98 2.98 13.25 2.98 4 11.52 2.59 5.58 24.77 2.59 3 118.10 13.29 18.87 142.87 17.89 2 7.48 0.84 19.71 150.35 1.13 1 53.43 6.01 25.72 203.78 8.09 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*S DS* I*Wpx MAX Req'd Force @ Level 0.40*S DS* I*Wpx Fpx: Design Force @ Level Wpx*SUM(x->n) Fi / SUM(x->n)wi, x= Current level, n =Top Level Combination of Load Effects ASCE 7-02 9.5.2.7, 2003 IBC 1617.1.1 D Qe H &V Load Effect E Load Description Dead Load Seismic Load 1 BaseShear-sh„p,,. , pHs 0.000 =p* * D * .720 ' 'AMM 0.000 0.00025.720 EE=p*QQe e +0.200.20*SSDSS*DD == 250.000 000...000000000 .000 0.000 E=p`cue ++U.LU'SUS'u = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 FYI 75: --6A.) Or 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0.000 E=p*Qe +0.20*SDS*D = 0.000 Sfc/ -W40-C (Y2 �1 eykJ 1,Y) roe Ct- `', / l o ArD C of^.( ii o f r 4- L t- (,-) D t- L + ©. 7E 4 EksE S/ .s- : (0,7E) = (P.-7)(2S"..7701-4)= 1 , co F5 = (0,-7)(2,Ta ) ` "9k Fit = (0,7y 2,5 ‘e) ' "' k -7.-.-F3 (0,-?)13.25e) :- 9'3° , Er6969 SW Hampton Street CLIENT: /4044-,./M6 2 PAGES-et/ L Tigard,Oregon 97223 FAX 503 624 9770 FROELICH 503 624 7005 PROJECT: CONSULTING L3r1i(roSrecgaolenhM)_oop•Suite 101 PROJECT NUMBER: CLI-7-06 ENGINEERS INC F5A.4;< nU696 DATE: r2 Aloy • BY:itip LAT-MA-t- Coo77)__ 1/Fe 2 CA 6. (0/7-41'O.AJEA.77-- ofo C /G17,I,1.1) < (a,t4 (4 PPL rr -To Otire 7,0 iur-Ax, Pi2-177; Erc ) r-og t,fP Pr Poo - (0. z Y 0'75.7Y 2'1E1 o .) 37 s--0 TeyrA z 6-f plf-r-r-,-/ a540A...)rokr_s; tair9Pp ria oor S E.:7:5/417c aziTIT0A.)A-L mn rri or 5,'7A,Plield.41.L. 4-0 ti ,%1P ,7Y73 7 S-0# #- - 3?2" 1;4- rAZ) inir/47/26,/,41-L fo/2 L OLE E 7-a.00 r e 2- S'77,R_V < AlgoVr> t,tPFr61Z7 tC) — SEE 514 .1_E;41-4t41,41C"re-C FO (TYP) 7 Li -041' .57, 2_ 71a244. .7Y271 02) 12,97 2-1. .41 roa IiiPL:cr7-: DL of- Roof-- - )1? 09R-' / 1.--.7-1:77 F 77- -> AbD-riroA44-/ 44 t7."- Tcr /cat to/4o @ 2J Ij2f-61,e 23 33 oL. t OAD 4/ cot_ TO eat,i/Avy tofro 4DDX7-jo/JA-t, ilwf: 206 c : 11c- 4/0 ?0' 7-6969 SW Hampton Street CLIENT t'l,IA L VAY.ffin;167 ? PAGE ,b/ L ' p0 Tigard,Oregon 97223 l'I _5 FAX 503.624.9770 FROELICH503.624.7005 PROJECT: /V% C, , ..!-t,pr,47, ) : 01 CONSULTING 0 N3e,,,,x)vorgaolenh . _oop•Suite 101 PROJECT NUMBER !),,,J 97702 ENGINEERS INC FAX 541.383.7696 541.383.1828 DATE: / 1 • BY: / 4-7-f--‘,9-4- •D‘c.":5.7-6--1J (c_,APT) (A PPf-X. Ir1/51 Z. ()PPE/cc tr 1....ri,Jr(. A1,4 , ------ I 1 2`/' — -FIF -. ?" Pt F 03 —':) LRE ___CV (AA -- ! 7L1 I i @) CIO 1-1-NE-7 q-/) s-to,*- _ ,,.... 1 fp, .) I(VL A-A -----7---r i F__ 1.) 1-0057Z LI-u/El_ )E1 1/6--D ! 0 y r _om ---, '--4 I 0-s--- = icz. rz r I L7-NE-- Ci /Do ,) 4- n62.\ g 0'2 ' (i?Olg ) , .1-/S-:, -. -27-T- L70 r ---/-.) IS, s- ' - ,i,s' - LT-0 E (74) A/ ----7 il-;5:2-.f, ------ - -7- - 757 pip ,09/o0),0,44,. -f- 0/ ---0.)(-1-..n 75f -F = o' /1 1 PL r z -,- a t ' -4712'777F--- - -4,' li ICCE Client: MulvannyG2 Hf+xs Project: Macaroni Grill-Tualatin L=Length of individual wall Lt=Total length ofwall along gridline V= Ir FROELICHProj.#: 04-T066 hu=Height of upper wall I f T Date: Jun-04 h1=Height of lower wall M=[H(hl+hu+1)+Hf(hl)]x L CONSULTING 'force at gridline Lt by: MP Hs=Horizontal force at gridline from upper ENGINEERS INC level Mu=[Hs(hl)+Hf(hl)]x Lt V=Unit shear in wall � Ms=Overturning moment when upper wall is stacked above lower wall 2 L2 Upper Level Shear Walls and Holdowns Mu=Overturning moment when upper wall is Mr=3[(Rtrib x RoofDL)(Wtrib x Wa11DL)(Ftrib x F1oorDL)]— not stacked or does not exist 2 Rtrib,Wtrib,Ftrib=Roof,wall,and floor Roof dl: 18 psf tributary area,used for calculating dead load Tu= Mu—Mr Ts= Ms—Mr Mr=Resisting moment due to dead load L L Wall dl: 16 psf Tu=Tension ifwalls not stacked Floor dl: 12 psf Ts=Tension if walls slacked Wall L Lt hu Hf V Mu Rtrib Wtrib Ftrib Mr Tu Comments Holdowns Shearwall Grid (ft) (ft) (ft) (lb) (p11) (lb*ft) (ft) (ft) (ft) (lb*ft) (lb) 1A 24 24 15 1950 81 29250 6 15 0 66816 -1565 — 6/12 2 24 24 15 1950 81 29250 6 15 0 66816 -1565 -- 07 AA 24 24 15 1950 81 29250 6 15 0 66816 -1565 -- 6`12 B 24 24 15 1950 81 29250 6 15 0 66816 -1565 (9/r7- (----y---,--.1 ' 4. 32S* Fit ver, Co,-IP y2 3-71f �--- o ye, ..4N ?E'° ■ ERE Client: MulvannyG2 V. Project: Project: Macaroni Grill-Tualatin L=Length of individual wall V=Lt=Total length ofwall along gridline u FROELICHProj.#: 04-T066 hu=Height ofupper wall Ms=(Hs(hl+hu+l)+Hf(hl)]x L Date: Jun-04 h1=Height of lower wall Lt CONSULTINGHf=Horizontal force at gridline by: MP HHorizontal force at gridline from upper Mu=[Hs(h1)+Hf(ht)]x eel ENGINEERS,INC Lt V=Unit shear in wall Ms=Overturning moment when upper wall is Lower Level Shear Walls and Holdowns stacked above lower wall 2 Lz Mu=Overturning moment when upper wall is Mr=3[(Ririb x RoofDL)(Wtrib x Wa11DL)(Ftrib x F1oorDL)J 2 not stacked or does not exist Rtrib,Wtrib,Ftrib=Roof,wall,and floor Roof dl: 18 psf _ Mu—Mr Ms-Mr tributary area,used for calculating dead load Wall dl: 16 psf Mr=Resisting moment due to dead load Tu= L Ts= L Tu=Tension ifwalls not stacked Floor dl: 12 psf Ts=Tension if walls stacked Wall L Lt hu hl Hf Hs V Ms Mu Rtrib Wtrib Ftrib Mr Tu Ts Comments Holdowns Shearwall Grid (ft) (ft) (ft) (ft) (lb) (lb) (pif) (lb*ft) (Ib*ft) (ft) (ft) (ft) (lb*ft) (lb) (lb) lA 6 12 15 14 0 1950 163 29250 13650 6 29 2 7152 3683 0/2.2- (oh? 1 29.5 29.5 0 14 8456 0 287 118384 118384 2 20 0 103270 512 -- Hi12 4 26 41.5 0 14 7594 0 183 66608 66608 2 20 0 80219 -524 — 6,11s 15.5 41.5 0 14 7594 0 183 39708 39708 2 20 0 28510 722 — 6/i I- AA 6 12 15 14 0 1950 163 29250 13650 6 29 2 7152 3683 }Tr2Z (pit I- A 8.5 18.5 0 14 8456 0 457 54393 54393 10 20 0 12042 4982 PH Di 20.e. f 4'o.c. 6 18.5 0 14 8456 0 457 38395 38395 10 20 0 6000 5399 PH-D? 29i'o'.c.4 ,.1°o.c. 4 18.5 0 14 8456 0 457 25597 25597 10 20 0 2667 5732 9/41)55 211"0.c-4 N"o,c. D 20 68 0 14 7594 0 112 31269 31269 13 20 0 73867 -2130 — — (012 21 68 0 14 7594 0 112 32833 32833 13 20 0 81438 -2315 ///:121.416 (x/12 12 68 0 14 7594 0 112 18762 18762 13 20 0 26592 -653 6f12 • 15 68 0 14 7594 0 112 23452 23452 13 20 0 41550 -1207 6112 3 2 r04VE,2T COMP 3734t + 32i5ll = 1,011 s- 9.__) i 1 Shear Wall Schedule' ----- e WALL INFORMATION SOLE PLATE COrW.RIM JOIST CONN. TO RIM JOIST TO DBL.TOP II? A.B. COMMENTS %-'-z-Y-P,-(0..MI WINO-ON-ONE lend-cOMMN I ® -16-1' -W-OC. •5f8`A Holdown Schedulel NOLDOUJN ATTACHMENT COMMENTS 0 NOT REQUIRED (.19-16c1--NA 5-0-TOP-INTO"`DgL:'STIII `S -(II)=16-dTIAIL50,.,°BOTTOM-1NTO-DBL. A 51MRSON-MST3q STUDS-BELOW:(CENTER.STRAP;.ON: SEE-NOTES-2-4-3 F-1---00R-CAV-LT-Y-422-TOTAL-NAL-5):- (171)=16d,NAIL50-TOP-wINTO--DB1:.-5-T IDS -51.1'4145 4441) 16d-N74I-66-0-BOT OI -I I D.L?BL. ST-:IDg15Er01:17. CE1 -R"S RAP-ON SEE-NOTES 2..�4-3 FL00R"OA1"/IT'trT3'2"`TOT'At'"'I 'XItS). (24)-1&d tAM5 0` P- 1T0`D`BL:&Tt DS 4_424)-16 cl-NA I L8-0-50I-INTO-DBL. SIMPSON"MST60- STUDS-BELOW::-(-CENTER.-STi AP-ON SEE-NOTES-2-4 3 FLOOR CAV-IT`S w(48.: TOTAL.-NAI.L.S). 1249--I6d A11=5-�-xGQ IJ TC] DBLSUDS., 442496 I-IA+L-8-0a-BOTTOMC4.INTO-•DBL. 4- (2*Si MPSON-MST60 ` -BELOW 'CENTER"STR-AP-ON SEE-NOTES-2-4-3 FL~OaR-G4V-1T-1 -(48, flT L NAILS). ONE--STRAP-E cCH,-SfD OP'±1ALL. 5/8 I J ANCHOR BOLT TO FD. 4 NAIL SIMPSON HTT22 STRAPN TO DBL. STUDS W/(3) I d NAILS. STRD. HOOK EACH J-BOLT LOCAT ION. 5IM ON-5ST520ANCH9R QR s 42x24' PROVIDE-45 DOWEL .U/ rr SIMPSON-HD�IOA J- 4NCHOR-BOL EMBED-201) TO FND. STD HODIKN EA061-J QLT ‘c_~ I 4..(44-1/8-'4,-A3071-BOLTSI`T'0a~4 OST. L'OCATION:^' 114'4,-HE ':I CC'cIOR 1=rv7"""EI'1BE'D F'ROVIflE- *8-4D0WEL / t* 5IMPSON If i8" 8`'-INTO-1=T OF~FNDT°STEM-WALL 4 '(5)-I'4' STD:HOOK- -EACH A3071-BOLTS-TO-6x-POST. ANCHOR-BOLT-LOG-AVON. ( IOcIxl1 -AT OP-AND- 12-)-10dx11k2 AT (2 -SIMPSONHPT63@k BOT-T® h-P-ERNSTRAP:AxTF-kCl==1"ONE-TWIST TWIST-STRAPS- SIRAP-O--E,4G I:DEwOF-DBL JOIST. see~DE-TAIL 20/SD2: SIMPSON SST1528 ANCHOR OR 1/ '4'x24' PROVIDE *4 DOWEL W/ 3' SIMPSON PHD16 J ANCHOR BOLT (EMBED 20') TO FND. STD. HOOK e EACH J-BOLT 4 (4k) ��4'4'x3' SDS WOOD SCREWS TO 4x P T. LOCATION. ZN EMBED--IN-GONGRETE-AN NAIL-STRAP FOR°'DECK COPi "°`S"1'`STEM- IID SICIPSQ DI@RJ TO-DBt-STI,iD8-W/(25)-16d`SINKER`'N;4IL8 SUBSTITUTE-STHD40Rd W/ IMPSON-STHID10 SIMPSON--SST528 ANCHOR°-OR 11a"4'x24' PROVIDE"*5'DOWEL-W/ -1r. SIMP 50N-.HD 08,-- J-AlsI P10R-150L r(EMBED`15')-TOrFND. S1 -HOOK EACH 4 (20) 1/44,61-69-8-4.11G r, CREEI S-TO ANCHOR-BOLT-L OGATION. 4x-PE ST: NOTE: I. DBL. STUDS SHALL BE LAMINATED TOGETHER WITH I6d NAILS 6' O.G. FULL HT. (TYPICAL) C 2. AT.LOCATIONS-.WHERE END--OF SHEARWALL`S-ARE LOCATED`OVER-AN`OPENTRG OR"ON A % BEAM-MOVE-STRAP-TYPE-PIOLD-011J1s18-UP0 THAT-THE"'BOTTOM"OF- STRAE DOE&NOT EXT€IIID-INT-O-THE I ENING. 3:X---WHERE~S TRAP"HOLDDOLNS-DO-NOT ALIGxN-WITH-HOLDO.W 5 ,BEL0,4-EP EF,NAIL 8F4EARWA L 51.4EATIA1NG-TO•-000BL:E-5TUD5-BELOW. SD00I1