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Specifications 1. ,---- - , I r— — I I / \ V\ 1 w __, b ' .0 .- I - _ _ _ _ . A I U _ - - -- - -- --- - - --- - _ _ _ .--, 1 Xi , , I t =1=Z -1 r- ------- - ---- --- - - - - = - : - - - - - - - --- ------ -- ; 1 41 9 < 0 1 1 ALH.- 0 I I up A , 1 1 „ 11 11 I / / . ,' 0) ‘1 ) h3 01.1.4 I -- . I 1 - .J11 ' -; . ,JA- 1 0 \ , i-i ...c. co I , I Z C 9_ CD m I; V V . L EA 4 t (0 CO N 6 O " Lk •,___v rn N 71 t ‘'' g 0 , 0 --I . ......- 71 1 1 1 1 1 1 1 1 \ —› co 4.5 Pitch 1'9" Tails C/2 xi C=3 M 7"1/2 Heel Ht. < > 00 co 0 1 8-6-0 z Tecna Industries, Inc. 2083 Colvin Court Name: Parr Lumber- Newberg Quatrefoil, Inc.-Capsouto Residence McMinnville Address: MM Construction Development OR 97128 8735 SW Reiling tecna@onlinemac.com Tigard Job: Telephone: 503-472-8880 OR 97224 7959 Fax: 503-472-2790 Telephone: 503-756-6236 Steve Malone nk locsion: Ft:Ijobs17900.7‘ 1 1_ , Scale: 1 : 48 I Date: 10/20/2006 Drawn By: dw - t i MiTek • POWER TO PERFORM." MiTek Industries, Inc. " 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: 7959 Fax 916/676 -1909 Quatrefoil, Inc. - Capsouto Residence The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Tecna Industries. Pages or sheets covered by this seal: R23193767 thru R23193777 My license renewal date for the state of Oregon is June 30, 2008. <<- PR OFk- c �5 � 16890PE 9 � N v ko OREGON QT.' F�sf -� IC �1nT 06 /30/08 October 23,2006 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular b uilding is the responsibility of the building designer, per ANSI/TPI -1995 Sec. 2. r Jab Truss Truss Type piy Ply Quatrefoil, Inc. - Capsouto Residence 7959 G11 CAL HIP 1 1 R23193768 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128, Dean Wegner 6.200 a Jul 13 2005 MiTek Industries, Inc. Fri Oct 20 09:27:27 2006 Page 1 I -1 -9-0 I 3-9-8 I 7-5-9 f1-0-7 10-5-9 11-0-7 14-8-8 I 18-6-0 I 20-3-0 I 1 -9-0 3-9-8 3-8-1 0-6-14 2 -5-2 0-6-14 3-8-1 3-9-8 1 -9-0 Scale = 1:36.9 5x6 7 5x6 = 5 4 • 4.50 12 � f , 13 14 1 �d.� 1.5x4 1.5x4 3 8 rJ ;' • N 2 \ 9 .I pp —t'�°�Y a . �J 10 d O I 5x6 = 12 16 17 18 1 5x6 = 3x7 = 3x4 = I 7 -5-9 { 11-0-7 I 186-0 I 7-5-9 3-6-13 7 -5-9 Plate Offsets (X, Y): [6:0- 3- 0,0 -1 -8( LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deb Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.10 11 -12 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.60 Vert(TL) -0.22 2 -12 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.06 9 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 97lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 7 -1 -2 oc bracing. WEBS 2X4DFStdG REACTIONS (lb /size) 2= 1815/0 -5-8, 9= 1815/0 -5-8 Max Horz2= 63(Ioad case 7) Max Uplift2=- 825(Ioad case 5), 9=- 825(load case 6) Max Grav2= 1968(load case 2), 9= 1968(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/47, 2 -3 =- 3514/1513, 3- 4=- 3482/1598, 4 -5=- 29/0, 4-13=-3238/1538, 13 -14 =- 3238/1538, 14 -15 =- 3238/1538, 6 -15= 3238/1538, 6-7= 29/0, 6-8 =- 3486/1600, 8-9 =- 3515/1515, 9-10 =0/47 BOT CHORD 2- 12=- 1349/3123, 12 -16 =- 1430/3234, 16- 17=- 1430/3234, 17 -18=- 1430/3234, 11- 18=- 1430/3234, 9 -11 =- 1312/3124 WEBS 3- 12=- 152/444, 4-12 =- 144/496, 6 -12 =- 219/209, 6-11 =- 131/496, 8-11 =- 154/447 NOTES 1) Wind: ASCE 7 -98; 100mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Partially Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� PR Of � C s 1S 1 non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. \� NGIN�F �0 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the CO: G 9 responsibility of the fabricator to increase plate sizes to account for these factors. k4 / y 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. l6$ / �• " r 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c' 11) Girder carries hip end with 8-0-0 end setback. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 555 lb down and 307 lb up at A 'O ), OR / ,�J A. 10- 10 -11, and 555 lb down and 307 lb up at 7 -7 -5 on top chord. The design/selection of such connection device(s) is the responsibility .r9 : In 2 1 � 4, of thers. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). � E'R ^( S - ‘ LOAD CASE(S) Standard Continued on page 2 [ EXPIRATION DATE: 06/30/08 J October 23,2006 ■ A WARNING • Verify deafen Parameters and READ NOTES ON TIM AND INCLUDED ffi788 REFERENCE PAGE MD•7473 BEFORE USE. Mg Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek „ is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB -89 and BCS11 Building Component 7777 Greenback Lane, Suite 109 Safely Informatlon available from Truss Plate Institute. 583 D Drive, Madison, WI 53719. Citrus Heights, CA, 95610 Job . - Truss - Truss Type Qty Ply Quatrefoil, Inc.-Capsouto Resldence - 7959 G11 CAL HIP 1 1 823193768 Job Reference (optional) • TECNA INDUSTRIES, McMINNVILLE. OR 97128. Dean Wegner 6.200 s Jul 13 2005 MiTek Industries. Inc. Fri Oct 20 09:27:27 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4 =-64, 4 -5 =64, 46 = -32, 6-7=-64, 6- 10 = -64, 2- 16=- 48(F = -28), 16-18=-168(F=-148), 9- 18=- 48(F = -28) Concentrated Loads (lb) • Vert: 4= -555 6 =555 • • • • • • • 1 1 A WARNING - Vert& design parameters and READ NDIE8 ON 7W8 AND INCLUDED DETER REFERENCE PAGE M8747.9 BEFORE USE. 111111 - Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown MiTek is for lateral support of Individual web members only. Additional temporary bracing to insuro stability during construction Is the responsibililty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding , 0ee,pe,,.- fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Cdteda, DSB -89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute. 583 D'Onotrlo Drive, Madison, WI 53719. - Citrus Heights, CA, 95610 • [Job Truss Truss Type Ory Ply Quatrefoil, Inc.- Capsouto Residence R23193769 Jt JACK 2 1 Job Reference (optional) TECNA INDUSTRIES, MCMINNVILLE, OR 97128, Dean Wegner 6.200 a Jul 13 2005 MITek Industries. Inc. Fri Oct 20 09:27:27 2006 Page 1 -1-9 -0 2-0-0 6-0-7 i 1 - 9 - 0 2 - 0 - 0 4 - 0 - 7 3 , Scale c 1:15.5 • 4.50 FIT 04 N 2 • 1 I •• • 4 3x611 2-0-0 2-0-0 Plate Offsets (X X): [5:0- 3- 8,0 -1 -8] • LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) 0.01 4-5 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.22 Vert(TL) -0.01 4-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 15 lb BCDL 10.0 g LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purtins, except BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 XX 6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb /size) 5= 310/0 - 5 - 8, 3= 144 /Mechanical, 4 =75 /Mechanical Max Horz5= 130(load case 5) Max Uplift5=- 157(load case 5), 3=- 81(load case 5), 4=- 55(load case 7) Max Grav5= 373(load case 7), 3= 144(load case 1), 4= 75(load case 1) • FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2 -5 =- 350/182, 1 -2 =0/79, 2-3=-78/38 BOT CHORD 4 -5 =0/0 NOTES 1) Wind: ASCE 7 -98; 100mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Partially Exp. 3) This truss has been designed for greater of min roof live load of 19.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. \t‘?;' PROF ss 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GIV / 7) A plate rating reduction of 20% has been applied for the green lumber members. C� N F9 �� 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. EQ • : • 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard op cb 00 0- •N 19 ( = ER 21 440 EXPIRATION DATE: 06/30/08 J October 23,2006 • WARHIND - Verify/ daalgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. Design valid for use only with Muck connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTe k • is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , O1f1 fabrication, quality control, storage• delivery• erection and bracing. consult ANSI /TPI1 Quality Criteria, D5B -89 and BCSII Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onotdo Drive. Madison, WI 53719. Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply Quatrefoil, Inc.-Capsouto Residence R23193770 ' 7959 J2 JACK 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE. OR 97128, Dean Wegner 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Oct 20 09:27:28 2006 Page 1 I -1-9-0 I 2-0-0 I 4-0-7 1-9-0 2-0-0 2-0-7 Scale: 1' =1' I ri 4.50 rw • 2 d ,' .....i j 1 4 I 11 2-0-0 I ' 2-0.0 Plate Offsets (Y)5:0-3-8,0-1-8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) 0.00 4-5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.23 Vert(TL) 0.00 4-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 12 lb BCDL 10.0 9 LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc puriins, except BOT CHORD 2 X 4 OF No.18Btr G end verticals. WEBS 2 X 6 OF SSG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb /size) 5= 301/0 -5-8, 3 =89 /Mechanical, 4= 11/Mechanical Max Horz5= 101(load case 5) Max Uplift5=- 169(load case 5), 3=- 50(load case 5), 4=- 59(load case 7) • Max Grav5= 371(load case 7), 3= 89(Ioad case 1), 4= 31(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2 -5 =- 277/153, 1 -2 =0/79, 2 -3 =53/23 BOT CHORD 4 -5 =0/0 NOTES 1) Wind: ASCE 7 -98; 100mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Partially Exp. 3) This truss has been designed for greater of min roof live load of 19.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. � tip e . s s � 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Q% F 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GIN / 7) A plate rating reduction of 20% has been applied for the green lumber members. c,: � E � '9 O� 8) Refer to girder(s) for truss to truss connections. • 9 9) Refer to girder(s) for truss to truss connections. ] . r 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / LOAD CASE(S) Standard - If - .o ORE r ;•1 cb 9 T FM : E R 2 C EXPIRATION DATE: 06/30/08 j October 23,2006 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC RETERENCE PAGE MD•7473 BEIORE USE. Ng Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and is for an Individual budding component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown MiTek , is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labdcation. quality control, storage, delivery• erection and bracing. consult ANSI/M11 Quality Criteria. OSB -139 and BCS11 Butding Component 7777 Greenback Lane. Suite 109 Solely Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Citrus Heights. CA, 95610 `Job Truss Truss Type City Ply Quatrefoil, Inc.-Capsouto Residence R23193771 7959 J3 JACK 2 1 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128, Dean Wegner 8.200 a Jul 13 2005 MITek Industries, Inc. Fri Oct 20 09:27:28 2006 Page 1 -1 -9-0 i 2-0-0 3 ' 2}0 -7—. 1 -9-0 2-0-0 0-0 / Scale = 1:8.6 4.50 12 / 2 al � , d a 1 • / 6..... - ,141 i ql 4 I 3z8 I 2-0-0 27 2-0-0 0-0-7 -' Plate Offsets (X,11)_[5:0- 3- 8,0 -1 -8] . LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) 0.00 4-5 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.19 Vert(TL) 0.00 4-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 9 lb BCDL 10.0 atrix) Wei 9 • LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 6 DF SSG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb /size) 5= 273/0 -5-8, 4=- 12/Mechanical, 3= 16/Mechanical Max Horz5= 65(load case 5) Max Uplift5=- 170(load case 5), 4= -45(load case 7), 3=- 52(load case 7) Max Grav5= 383(load case 7), 4= 25(load case 2), 3= 16(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension . TOP CHORD 2 -5= 303/137, 1 -2 =0/79, 2- 3 = -35/2 BOT CHORD 4 -5 =0/0 NOTES 1) Wind: ASCE 7 -98; 100mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. . 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Partially Exp. 3) This truss has been designed for greater of min roof live load of 19.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. .� E9 P R,OF F s s 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Q � 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G IIV / 7) A plate rating reduction of 20% has been applied for the green lumber members. �� E �'9 �� 8) Refer to girder(s) for truss to truss connections. y 9) Refer to girder(s) for truss to truss connections. 1�90PE r I 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard . 0.1 ' 0) TF 8 2 C 'W FR S. SNN <4, EXPIRATION DATE: 06/30/08 • October 23,2006 ■ 1 A WARNING - Vert* deafgn parameters and READ N078S ON THIS AND INCLUDED MITRE REFERENCE PAGE NI 7473 BEFORE US& D Mr esign valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual budding component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown MiTe k ' Is for lateral support of Individual wob mombers only. Additional temporary bracing to Insure stability during construction Is the responslbililty of the erector. Additional permanent bracing of,the overall structure Is the responsibility of the building designer. For general guidance regarding .ar.ra fe.re.ea.r. fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-119 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison. WI 53719. Citrus Heights, CA, 95610 [ 7 959 b 'cuss Type ay Ply Quatrefoil, Inc.-Capsouto Residence 34 [ I MONO TRUSS 2 1 R23193772 Job Reference (optional) TECNA INDUSTRIES, McMINNVILLE, OR 97128, Dean Wegner - 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Oct 20 09:27:29 2006 Page 1 -1 -9-0 I 1 -10-15 20- 8-0-0 1-9-0 1 -10-15 0-1-8 5-11 -9 Scale = 1:15.8 3 4.50 I Of 2 . J, G Ail .4— mob_ 6 4 • 5x8 II I 8-0-0 8-0-0 Plate Offsets (X f_(5:0- 2- 5,0.0 -9] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) - 0.09 4-5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) - 0.26 4-5 >355 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 ' Horz(TL) TL ) 0.02 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 6 DF SSG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb /size) 5= 272/0 -5-8, 4 =59 /Mechanical, 3= 61/Mechanical Max Horz5= 73(load case 5) • Max Uplift5=- 168(load case 5), 3=- 26(Ioad case 7) Max Grav5= 375(load case 7), 4= 123(load case 2), 3= 132(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/79, 2 -3 =- 18/45, 2 -5 =- 277/151 BOT CHORD 5- 6 =0/0, 4-6=0 /0 • NOTES 1) Wind: ASCE 7 -98; 100mph; h =20ft; TCDL -4.Opsf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Partially Exp. 3) This truss has been designed for greater of min roof live load of 19.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. �� PROF SS , 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. - .? F 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gt N F 7) A plate rating reduction of 20% has been applied for the green lumber members. t�� N F9 8) Refer to girder(s) for truss to truss connections. 4 4 2 y 9) Refer to girder(s) for truss to truss connections. ] �.5. r 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard / 03 i• 0''' •N .�cb EXPIRATION DATE: 06/30/08 October 23,2006 / I A WARNING - Vert&✓ dealgn parameters and READ NOTES ON TILLS AND INCLUDED SITTER' REFERENCE PAGE ND.7473 BEFORE ME. i i r Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an Individual building component. I l Applicability of design paromenters and proper incorporation of component B responsibility of building designer - not truss designer. Bracing shown MiTek . is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllly of the erector. Additional permanent bracing of the overall structure is the responslbtity of the building designer. For general guidance regarding .o.se,cs..• fabrication. quality control. storage, delivery, erection and bracing; consult ANSI/IPI1 Quality Wilda, DSB -89 and BCSI1 Bonding Component 7777 Greenback Lane, Suite 109 Safety lnformaflon available from Truss Plate Institute, 5B3 D•Onofrio Drive. Madison. WI 53719. Citrus Heights, CA. 95810 "Job Truss TNSS Type Qty Ply Quatrefoil. lnc.Capsouto Residence R23193773 • 7959 J5 MONO TRUSS 2 1 Job Reference (optional) TECNA INDUSTRIES. McMINNVILLE, OR 97128, Dean Wegner 8.200 a Jul 13 2005 MRek Industries. Inc. Fri Oct 20 09:27:29 2006 Page 1 -1 -9-0 { 3-10.15 4r7 840 1-9-0 3 -10-15 0-1-8 3-11 -9 Scale = 1:15.8 3 4.50 12 2 • ld 6 4 3x7 H • 8-0-0 I 8-0-0 Plate Offsets (X,):[5:0-3-1 1,0-1 -8] LOADING (psf) 5.0 2 SPACING 2 -0-0 CSI DEFL in (lac) I /deb Ud 'PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.38 Vert(LL) - 0.10 4-5 >908 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.33 Vert(TL) - 0.30 4-5 >304 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 20 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 6 DF SSG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb /size) 5= 344/0 -5-8, 4 =64 /Mechanical, 3= 113 /Mechanical • Max Horz5= 101(load case 5) Max Uplift5=- 192(Ioad case 5), 3=- 58(load case 5) Max Grav5= 367(load case 7), 4= 129(load case 2), 3= 113(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/79, 2- 3= 44/31, 2 -5 =- 269/144 BOT CHORD 5- 6 =0/0, 4 -6 =0/0 NOTES 1) Wind: ASCE 7 -98; 100mph; h =loft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Partially Exp. 3) This truss has been designed for greater of min roof live load of 19.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. �� Q' N �9 PR OF F S �+ 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t;IN ' � E 9 7) A plate rating reduction of 20% has been applied for the green lumber members. �� Ci 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 16: • P • 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / LOAD CASE(S) Standard }� C� 111 R S. EXPIRATION DATE: 06/30/08 October 23,2006 • 4 WARMNO - per♦ jt design parameters and READ NOTES ON IWO AND INCLUDED MYER REFERENCE PAGE M77-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, OSB -89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onohio Drive. Madison, WI 53719. Citrus Heights, CA, 95810 Job Truss Truss Type Oty Ply Quatrefoil, Inc.-Capsouto Residence 7959 J8 MONO TRUSS 2 1 R23193774 Job Reference (optional) TECNA INDUSTRIES. McMINNVILLE. OR 97128. Dean Wegner 8.200 s Jul 13 2005 MiTek Industries, Inc. Fri Oct 20 09:27:29 2008 Page 1 -1-9-0 6-0-7 8-0-0 1 -9-0 8-07 3 1 -11 -9 ''U Scale = 1:16.8 4.50 Fir 2 Ilia c 1 ) Id • 6 4 ', ' 3x6 I I • 8-0-0 8-0-0 Plate Offsets (X,Y)_[5:0- 3- 8.0 -1 -81 TC DL ING(ps2 0 • SPACING 2 -0-0 CSI DEFL in (loc) l/defl Ud . PLATES GRIP (Roof Snow =25.0) Plates Increase 1.15 TC 0.38 Vert(LL) 0.13 4 -5 >719 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.35 4 -5 >264 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 6 DF SSG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb /size) 5=409/0-5-8. 4=74/Mechanical, 3= 165 /Mechanical • Max Horz5= 130(load case 5) Max Uplift5=- 229(load case 5), 4=- 27(load case 5), 3=- 95(load case 5) Max Grav5= 409(load case 1), 4= 135(load case 2), 3= 165(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/79, 2- 3=- 71/45, 2 -5 =- 329/167 BOT CHORD 5- 6 =0/0, 4 -6 =0 /0 NOTES • 1) Wind: ASCE 7 -98; 100mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. • 2) TOLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Partially Exp. 3) This truss has been designed for greater of min roof live load of 19.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. .t� EO PR OF `S S 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Q1 F 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GIN / �2 7) A plate rating reduction of 20% has been applied for the green lumber members. G �C.N E �9 8) Refer to girder(s) for truss to truss connections. y 9) Refer to girder(s) for truss to truss connections. .8 '• E (- 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • LOAD CASE(S) Standard 0o O',' % N .56 T ,'441 21 (4° A. MF EXPIRATION DATE: 06/30/08 October 23,2006 WARMNO • Verb design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE ME•7473 BEFORE USE. litat Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responslblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdterla• DSB•89 and BCSI1 Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 563 D'Onofrfo Drive, Madison, WI 53719. Citrus Heights. CA. 95610 • . . [ b Truss FTruse Type sty Ply Quatrefoil, Inc.- Capsouto Residence 7959 J7 MONO TRUSS 2 1 R23193775 Job Reference (optional) TECNA INDUSTRIES. McMINNVILLE, OR 97128. Dean Wegner 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Oct 20 09:27:30 2006 Page 1 -1.9-0 I 8-0-0 61-7 1 -9-0 8-0-0 0-0-7 1.5x4 I I Scale = 1:22.4 • 5 4 ' 4.50 1 3 m r n' i 2 • 3x4 % 3x4 6 3x5 II 1.5x4 II I 8.40 8-0-0 Plate Offsets (X,Y)_[2:0- 2- 0,0 -2 -14] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) 0.17 2 -6 >537 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.50 2 -6 >186 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 35 lb BCDL 10.0 LUMBER • BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.18Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 DF Std -G 4 -0-11 REACTIONS (Ib /size) 2=449/0-5-8, 6= 332 /Mechanical Max Horz2= 144(load case 5) Max Uplift2=- 242(load case 5), 6=- 207(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/37, 2- 3=- 109/0, 3-4 =- 61/65, 4-5= 12/0, 4-6 =- 255/142 BOT CHORD 2 -6 =0 /0 NOTES 1) Wind: ASCE 7 -98; 100mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Partially Exp. 3) This truss has been designed for greater of min roof live load of 19.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the • responsibility of the fabricator to increase plate sizes to account for these factors. �� P R O � 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ? ' ss F 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� C D �GINE / O2 y 7) A plate rating reduction of 20% has been applied for the green lumber members. 9 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. C C 16 / 1 r LOAD CASE(S) Standard • / O e..t , 9( MFRS -c EXPIRATION DATE: 06/30/08 J October 23,2006 I A WARNING • Vertf* design parameters and READ NOTES ON THIS AND INCLUDED NITSE REFERENCE PAGE AO•7473 BEFORE USE lilt Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual balding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek is for lateral support of Indvidual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , 1a Ke fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/7P11 Quality Criteria, DSB -89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information .available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. WI 53719. Citrus Heights, CA, 95610 [ 7 959 ob Truss - Truss Type - 0ty Ply Quatrefoil. Inc. - Capsouto Residence J8 MONO TRUSS 1 1 823193776 Job Reference (optional) TECNA INDUSTRIES. McMINNVILLE, OR 97128. Dean Wegner 6.200 a Jul 13 2005 MITek Industries. Inc. Fri Oct 20 09:27:30 2006 Page 1 -1-9-0 I 8-0-o I 9-4-3 1-9-0 8-0-0 1-4-3 5 • 1.5x4 I I re Scale = 1:22.8 4 4.50 FlY II • 3 I 5 2 / = 3x4 3x4 6 3x5 I I 1.5x4 I I I 8-0-0 I 8-0-0 Plate Offsets (NY): [2:0-2-0,0-2-14) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) 0.17 2-6 >537 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.50 2-6 >186 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCLL 0.0 Code IBC2003/TPI2002' 37 lb (Matrix) BCDL 10.0 M ) Weight LUMBER BRACING TOP CHORD 2 X 4 DF No. &Btr G TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 DF Std -G 4 -0-11 REACTIONS (lb /size) 2= 438/0 -5.8, 6= 426 /Mechanical Max Horz2= 160(load case 5) Max Uplift2=- 231(load case 5), 6=- 250(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/37, 2- 3=- 104/0, 3-4 =- 81/68, 4-5 =- 65/0, 4-6 =- 349/186 . BOT CHORD 2 -6 =0/0 NOTES 1) Wind: ASCE 7 -98; 100mph; h =20ft; TCDL= 4.0psf; BCDL= 2.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -98; Pf=25.0 psf (flat roof snow); Exp B; Partially Exp. 3) This truss has been designed for greater of min roof live load of 19.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. �� PR s� 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. l F 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GIN / 7) A plate rating reduction of 20% has been applied for the green lumber members. �� Ci � 8) Refer to girder(s) for truss to truss connections. 4 4 / �y 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. C r 1 6 ! "f'• r LOAD CASE(S) Standard 9� 1‘6, B Ft 1 �� M F R S.l‘ a EXPIRATION DATE: 06/30/08 October 23,2006 1 I A WARNING • Vert& design parameters and READ NOTES ON MIS AND INCLUDED MIIER RSPERENCE PAGE 11117473 BEFORE USE. Mt Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTe k • is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respornlbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection' and bracing, consult ANSI/TPI1 Quality Criteria, DSB -B9 and BCSi1 Building Component 7777 Greenback Lane, Suite 109 • Safety Information available from Truss Plate Institute. 583 D'Onotrlo Drive, Madison. WI 53719. Citrus Heights, CA, 95610 • Job - Truss Truss Type ay Ply Quatrefoil, Inc.Capsouto Residence R23193777 7959 R1 ROOF TRUSS 3 1 Job Reference (optional) 7ECNA INDUSTRIES. McMINNVILLE. OR 97128. Dean Wegner 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Oct 20 09:27:31 2006 Page 1. -1 -9-0 1 4-9-4 1 9-3-0 I 13-8-12 1 18-6-0 { 20-3 -0 { 1 -9-0 4-9-4 ' 4-5-12 4 -5-12 4 -9-4 - 1-9-0 Scale = 1:35.7 4x4 = 5 4.501 1.5x4 1.5x4 4 8 4 4 s 3 7 2 8 c = SO 9I' Il o d G 3x4 % 3x4 � O = 10 5x6 5x8 = • 3x7 = I 9-3-0 1 18-8 -0 I . 9-3-0 9-3-0 Plate Offsets (X,Y)_[2:0 -1- 14,0 -2 -8], [8:0 -1- 14,0 -2 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in floc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) 0.11 8-10 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.42 Vert(TL) -0.28 2 -10 >807 180 TCDL 7.0 Rep Stress lncr YES WB 0.20 • Horz(TL) 0.04 8 n/a n/a T/ BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight: 82 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G • BOT CHORD Rigid ceiling directly applied or 8-4-14 oc bracing. WEBS 2 X 4 DF Sid G SLIDER Left 2 X 4 DF Std -G 2 -5-6, Right 2 X 4 DF Std -G 2 -5-6 REACTIONS (lb /size) 2= 889/0 -5-8, 8= 889/0 -5-8 Max Horz2=- 75(load case 8) Max Uplift2= -471(load case 7), 8= -471(load case 8) Max Grav2= 997(load case 2), 8= 997(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/37, 2- 3=- 1457/643, 3-4=-1357/657, 4-5 =- 1109/559, 5-6 =- 1109/559, 6 -7 =- 1357/657, 7- 8=- 1456/643, 8-9=0/37 BOT CHORD 2- 10=- 610/1273, 8-10=-543/1273 WEBS 4- 10=-458 /185, 5-10 =- 265/446, 6-10 =- 458/186 . NOTES • . 1) Wind: ASCE 7 -98; 100mph; h =20ft; TCDL= 4.0psf; BCDL= 2.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and • right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL =1.15 plate grip DOL =1.15. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Partially Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.5 psf or 2.00 times flat roof load of 25.0 psf on overhangs ' "\CC �Efl P R lopes, non - concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the \D 4GIA]EF /O responsibility of the fabricator to increase plate sizes to account for these factors. C7 �C. 9 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �+ / � 'y 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 68'' 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard - - o OR moos MFR • I EXPIRATION DATE: 06/30/08 October 23,2006 • • 1 ► A WARNING - Perini design Parameters and READ NO788 ON THIS AND INCLUDED H TEE REFERENCE PAGE 117 -7473 BEFORE U8& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbllllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing. consult ANSI /9P11 Qualify Criteria. DSB -B9 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Citrus Heights, CA, 95610 Symbols Numbering System ® General Safety Notes ' PLATE LOCATION AND ORIENTATION _♦ 3 Center plate on joint unless x, y Failure to Follow Could Cause Property 4 offsets are indicated. 6 -4 -8 dimensions shown in ft -in- sixteenths Damage or Personal Injury r �� Dimensions are in ft in- sixteenths. I (Drawings not to scale) 11:61‘. and f Apply ull py lates embed to both sides teeth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI1. 0 1 „ 2. Truss bracing must be designed by on engineer. For - /16 " 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never El - p Q stack materials on inadequately braced trusses. ce 4. Provide copies of this truss design to the building FOr 4 x 2 OrientatlOn, locate O designer, erection supervisor, property owner and plates 0-'41' from outside O IL\41111,ph a all other interested parties. edge of truss. F- C7 co-? C5 O 5. Cut members to bear tightly against each other. . BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the • � joint and embed fully. Knots and wane at joint 8 7 6 5 required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. • Plate location details available in MiTek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE 8. shall not not exceed 1 at moisture .lumber time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the late CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular N UMBERS /LETTERS. 10. Camber is a non - structural consideration and is the dicular responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that ./ Indicated by symbol shown and /or ESR -131 1, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 9730, 95 -43, 96 -31, 9667A 13. Top chords must be sheathed or puffins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior ( react supports ion ) occur section i Icons ndicates vary j but ©2006 MiTek ® All Rights Reserved approval of an engineer. . joint ( number where bearings occur. 17. Install and load vertically unless indicated otherwise. ■-® ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal m 19 Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. kliTek BCSI1: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet MII -7473 INSPECTION REQUIRED = - - - - - - 'Approved plans - _ _ _., - -- - =_ • - - SPECIAL Code GENERAL NO LES _ - - - - - = shall be n j ob s afe - ! • State of Oregon Specialty A ,t • _ y pRI� _ 1. . Landscape Architect is not respon for existi . ' ' D-4-- - ' ;---... ___ tnvey,.the.contractor shall verify all existing _ ' ' � .- - F� conditions, including location of property I. lines, prior to '� ❑ Bolts Installed In Concrete .. - _ .. .. A • . �`i beginning any work. Report any discrepancies 'to the ' Vii ' �' • ? ' 0 Special Moment-Restating concrete F �� . _ - _ - - . - _ .. owner immediately. • - • .. _ .>\ �O o isp. 2 Contractor shall verify the location of all underground :I. A L ❑ Reinforcing Steel & Prestressing Steel Tendon. - - . utilities, lines,. pipes, vaults. or boxes prior to excavation I - - Ea. S trata rral welding , known existing utility elements shall- Any damage to any known • • be repaired properly and immediately at the Contractors ❑ Hi _ - expense-and.at no additional cost to the Owner. QUa / Inc.. � l� 1 3. Contractor shall not willfully proceed with construction o" 'Sp70° Planning • when it is obvious that unknown obstructions and/or . 4 t le ❑ Structural WNW/ 4 SE So Ave Portland, Oregon 9rts • . 'r (5 s SS:Fa o e 60 S ,_ (S 3)- S 34 Canal. etr „ � ' differences exist that may not have been known during • ❑ Reinfoiped Gifpsurn - J �,L ` - the design. Contractor shall assume all responsibility for �A1, . - ❑ Insulating Concrete F® all necessary revisions due to failure to give such notice. - CI? - ` - 4.. Prior to removing any existing features, contractor shall ❑ Spray r1PP Fire•Resttirt Id1a1tM91i g Y g V " review extent of demolition with Owner. • �.�I ' ❑ PF..ngs, Drilled Piers and Caissons - 5. . Co.::ractor shall protect all existing features to remain ��II �� from damage during construction. Any damage to V/ ' 0 ' 771 i Gradin ' • � y7 _ p ) existing features designated to remain i.e curbs, walks, b Excavation and - v • plant material lawn or fences shall be re ❑ repaired or 'PO . replaced by the Contractor at no expense to the Owner. - • ❑ mole . _ i • 6. . Contractor shall remove from the site and legally dispose _ - ..�..�. of all debris and excavated material not required for fill. s ,, - j �] Other lnspectiottS - No rubbish or debris shall be buried on the site. O • cd bp • - I — oa All work shall conform to the requirements of the latest adopted , - editions of the 2005 State of Oregon Residential Specialty Code „ C - Z - poT1� U - - - -- - - lT . + • and all other local and state codes and ordinances and regulations. .. . _1401-1 1:1 a .. _/ , ...I J Th is permit does not authorize the violation of an - rights of holders of private easements. The ap- - . ' - • g∎ - plicant is urged to contact any such parties and ' a j 3 • a a N secure thier approval before commencing work. • ^ - o v7 - - - - -- — C,•. .' T l Cr) - - - 1 5 ; - — OFFIC COPY c,�, o� 1S TP 1`' • LIABILITY - The City of Tigard and its - � "� 52 46 • • • i'l�POS> Y 9 employees shall not be- • • • aes/E.R�D sit ca-I responsible for discrepancies E. $AINN V - - which may appear herein. OREGON tiW I }...•64.._!-- it. 1_ ?171 - O ° CITY OF TIGARD _ -- • • — Approved (X DATE: - q ' �J' �0(O • .. - Conditionally Approved ( )' For only the wo as described PERMIT NO. " • See Letter to: Follow i l' �� ' -� , Address shall be posted �! ��,^ �� ll;,�, . and visible from street. Fi panci Job Aress• . �Q Oate: 5 �: L • • - ior to occuy. . i . . 4 - . .. * • �:.. . - - �.Ji - • - - . _ . . ...it.,rva law A . . .. .. ... _ ., . _ .. ... . 4 , 4 Quab 4ric . - ' it - __ . 11 . . _ _ . . _ �• Landseve .�. -�� • 404 SE So Ave. Oregon 97225 TeL (So3) 2 -5 6- 8 955.Far 4o3) 256 -346o . i Z AG OF HD US " k 1 ; 4D L iA 1 1, . mo . ba ,.. . - (,,,(,17.7. rose -sEroN - - cp • . - . t/1 N • . p I - 24'' 4 % 3o" PF-EP Gor4C9- 1-E . . • .. . . *- FOa'lt- WI SINFGON CA3 (0(0 . . � . - Pos-r [31�SE • b�A I..) > • _ . _ N(- E PAYED- a� H Nur , . 1 ,.1 tl . • . s�n�r 0 . - I ,i ..... . = ar iP SPE • .. `^ D i� 24 ¢ x oo . CI • • (o DfP Got-i�PTE F-04 -k I - --4 .- , , 514- C C) Y \Ved `(\\- I _ ' _ o pIST-P4U 3`` :lJ�( \G U�,Y,�-" os ` - , 352 - I ` .' _ . • Su, L.9 SeC �3 • . E. BAINNSON 8 — — --- , 1": • yl -r1 l g =d+ �'- �''i /- 5 : '7� OREGON � . ____\ -- S� /26/ .�, . `.AE .0 10‘9.- �� ' fi A i V - ~ D ATE: q • I3 • 20 (ID . AD SCALE: I /I" ; j' - o" _ 0 .PLAN-/ y�A1-£ : Vi-u=-/L - - -.T. - . _T __ �� - - -- - - - SHEET: L . 2 , .2 • • • • ' . .. . • . • • .. • • _. . . . .. . V " 04.44. • Q uar J n c. - . .z • Ave = 404 SE So Pqr id, O�egoa 9 7sz5 • .: • W " I �r �I t �� TeL (So3�:5 8 9SS �5 9 3) 256-346o s ^, .,,. , . . . • • . . • V N • ! / :s e-ndie- ,3\kixs.6..5\CiLlYk.6. rip . ors . v° - = 0 4 ,:„, 0. ,36d-5vkYt Pas tio . . / 7 ,...„-----------7-4. .7-,,,n,f4,9./vs.td• _.____.„_________ u „ pQi ,,.1r 4u-a. P, .p.0 6 - = _ �� .4TH -- :_ : I -� 0 al - -- -------- ---=-_ __1_1 - -- _ - CI In Cm) . t■ 00 I _� :�� . • se Ti- 1 n Fr 4 .352 i Zfriff-t-V--.*_- — BRIAN E. BAINNSON , �. u f �, -�' �-,� / OREGON I� Fr (o L - tell 2 •10,4 07/26/1996 • 0_ Nr' e%/g�7o71 -- .- nom bL�v ,/- / -- — A ' t//ss-i-a , virs A- froo ‘,.51-1,c: Jr / ,_ gv „ - SATE: 9 • 13.2ceo • • SCALE:, 1/4 • SHEET: L-•3 • . . .__________. ___.... ...... ..... . ... • ' . _ 44 . 2 - . I . , ' 1 - J. - 'w ... - — I Quatrefoil, fripa-itre • --- kikt li/HeoLe #0- Iv I _AV 1 , lpl , rii4c, • , ftip • ' .- i4e1,5j 141 ..141Pecrag- 71/77:17riw #A7-1 e !NW il Inc. . .., ...- lvw-T #4' )gerzav) _ I indsfri d A.eq..)r-c _ ..._ ..---- .....„---.77• Waco-a -----_____ _ .._ __... . Dedgn • Landscape Architecture • Space Flaming • -. ---- - • .. / - . _ ----- . — _ 4 SE 8o Ave. Portland, Oregon 97225 , . ..- . -- - " )f & b41,7445 I 4 , - t i Tel: (503) 2564955 Fax (503) 256-3460 - - 1111A.5 )0.Z, , p.. L. 35 , . N. v y \G .0\ii---$2_.C±INN -- . • ...-- -, ._ ..- , itg,Jel..E -4/4 - eitlm to ,m5.7 ,„._„ . . , , _ C1:1,i0. "A G., 14-rp.H P 'Iv tv f 1 • . -----------------____, ----------- , CD •.1- (NI -, , .. ,- P:Alpfogi ioo-r 17-0446tria,c-poH 5,40_v+) . _ ,, . . ,. ..- -, s ..,.-, „-...,------,-_,..-, ...- ..7 ,z . 4. 'H re-.e7-1)/-1 Of 1 4 J47151 = ON -3 904 *air ----- i -- % - ' -1% l'' 0 '1 0 4 41 ve;JA-ii- S ner. 1. - Alltl . .. 1m cu = pe.ilizr.,e_ t-4 _z., cm/74 t-troi-i_A. 1 1. . int ba . . _ _ • - - - a 4f, lir 06itri ri..A-To - oaNee , -- •imi (1.) _,,-j , . NA ri-YweivgD - sit _H__ii_zie \ J •--- --.4, it III ...4.,,,...,14 S VaAu Law\ WI 0 6' U III I II I I I I I Cill) 493 I P: I IIRI . _. . 1 !4I.M.61 1if 6 ilfACIA.- i y -=--- — - - ! il.m :, ill 7 3'/ M. 110 cz-v A II 1 k \i,,,,,cta,s .,,,, 1 -.A, _ • 6-1.:,,grer-,..„ , T -__:_op_04.40•1_-_.c.4mi _ _ tit5dil--.,:.:;•, _ . - --.p44..464.,• 14 101x Isywecuo - ' L ttl es • stt/P5v i--I • , © - :b . - .." - Pte.- PifYi*var- - - - alalptes - _ - wir 0 _ 1 4- 044Ze.... io' A.S/LE 47q1iStre- i +4 • bl) s ...Z - /4X4 PT .= ryv. \ - • " -10eX57 iv - -iii - •- r - NI , - I■ taarigS) W 511 a-by L.Loputell./ (Ar az X OWS - • • © _ , 01. Isl WI . , • . . 4 War &ZoLgt1145 - - - ---_ :. 1:114 • tgri rie-orqr fro% e 4.- i, V * D ; ` 1..T \T :\x■\6\w" t I - • n 1 1 li . 11 en • z.. _ CI) • - " ;l _,, ( - x PI z E 1 _ta-16 • . . r _ . 4... 00 V , - C4\ 0 V re.-- .•wpri 40 •-4/ Wiltd•H - -. - --. It Govrit., RA ..- ' .-- I• • - 1 \ 4E7 r70-c7 7,14. /H eatips.rea . .. ., _____. . • IS! 4. (4)-*di VONT; f •e- - - 03 10,s-7.- 1VA 4 • 352 - - . . N . _NAINE" 50/i- - _ • i • , • - . , . 112161.-V a fz'P 091 . _ 4 Vffle--75 - V V _ . 1.0 Oer ?won H e. IN upots12-11i-b,a9 • . . -.1 . . - .. 1 NA-rive 4 _..e BRIAN E. BAINNSON P -. ..- 1 . —\--- — , 3" T-A;ni.-itnurA. . to C.) - i - e- • - r4N 'A -. OREGON - .-4.1. 'V ' . ..._ 4/ - - _, 4` . 1 Ve t - - - - _ • . j 4prz A ltOw - - - - . .. . _ . ... . _.. . . 0 J7 A--A' 0 z17t-1 ATE -el . j3.200 _ _ ---- 4A .=• ' , . . . - -- CAL,E _ . _ _ _ • - . • . ...._ . - - - - - - SHEET: LA . _ • - • .. . .. . . • • • .. . . �,_ - '0, �.f s Quatrefoil, Inc. )— - .. Demon . um...e And*ecare . Space F vii g Q. 0 404 SE 8o Ave. Portland, Oregon gTszs Tel: ( 256 -89ss Far (go) 296 -346o t\ . . . 4D N E d V N i � 6M ae, Q om QJ = 0 • = to- 7 _ fir ! - - 4e I I ;-. • N /to • 173b 3/ 7N .10?1-T E-` oA _ MillIMIN� __ H 4 6' ` � - I � - �� % F�- M 0 Yv w�u -� .S pam O 1 ab..\ ct: kr) ____: ./ — - 11. er, / - E11 C.) cir) � _ - --- � _ 352 U I; .., -- __ _ . — do _ • BRIAN E. BAINNSON 3` ��.� �,� - OREGON Al :�; ,` 4ial,&. _ �- _ ig S _ ` G " d4L _ . 1)1._ S5. -1 ma1 S DATE q • i3 .20049 1 ''Il h..I? 1l SCALE:' 1/4' ' -o" V : / " . _ _ . .,.... SHEET: L.5 ___ - . ... -. - _____ _ GENERAL NOTES: I. Landscape Architect is not responsible for existing 4 conditions survey, the contractor shall verify all existing M conditions, including location of property lines, prior to I � v' ` Owner beginning any work. Report any discrepancies to the ! 'r . ' • immediately. e >\ / . ;' i 2. Contractor shall verify the location of all underground . r ,, ��LL utilities, lines, pipes, vaults, or boxes prior to excavation. INN Any damage to any known existing utility elements shall • be repaired properly and immediately at the Contractors Quafrefojj,, 1 Inc. expense and at no additional cost to the Owner. 3. Contractor shall not willfully proceed with construction o "� � � ` � fOC d Space Oregon when it is obvious that unknown obstructions and/or 4 04 SE Se A ve. Portland Oregon 97srs TeE (t03) =564955 Fa (so3) :56 - 346o • differences exist that may not have been known during the design. Contractor shall assume all responsibility for A , all necessary revisions due to failure to give such notice. V/ 4. Prior to removing any existing features, contractor shall C N review extent of demolition with Owner. N. S. Co.:_ractor shall protect all existing features to remain _ _ _ _ _ from damage during construction. Any damage to V/ = 1 ^ / I y7 t existing features designated to remain i.e. curbs, walks, o Ft b0 r tu plant material, lawn or fences shall be repaired or replaced by the Contractor at no expense to the Owner. WI o 0 . 6. Contractor shall remove from the site and legally dispose Is ittop 4 of all debris and excavated material not required for fill. V/ No rubbish or debris shall be buried on the site. al A ; D All work shall conform to the requirements of the latest adopted O editions of the 2005 State of Oregon Residential Specialty Code � uu - G - - -- - - - ' and all other local and state codes and ordinances and regulations. +4 C rlN p rr ■ ' 1v O a4 0 Nik. N CA 3 ONI n n N RECEIVED en M ( __ __ r SE? 20 2006 T 1 �� SrOr CITY OF TIGARD `■/ 00 \ BU ILDIPJG DIVISION Q��S��c� r T +7 L 46 }'F-0POSE -P �� _ CITY OF TIGARD •SITE PLAN REVIEW CA/EA-F-17 S I`-E BUI LDING PERMIT NO.:'g(�.4.1A16'DQj/c/ , E . BAINNSON V . PLANNING DIVISION: Required Setbacks: �A roved OREGON z W p ❑Not Approved So 7/26/19% Side: ( Street Side: �� 5 I TF .ri, �1 1 Front. Ga _ Rear: r 4 G ' i °r* Visual Clearance: Q • Aoved . - _ pp ❑ Not Approved � � �" ? �� _ 0 " Maximum Building Height feet CWS Service Provider Letter Required: 1 � � DAM: q ' I � ' �0(D :14es 0 No • 4 �` B ❑ Received D ate : q(� /0 b SCALE:_ 1" = 2.0 " �� ENGiNEERI DEPARTMENT: • " ms -.. Actual Slope: ____ % D Approved ❑ Not Approved 0 `�' Site Plan: Approved No Approved SHEET: . 1,,,,, ri Bv: l �..". .... Date: /2 - �C�6 L 1 S` otc . 4v D - si _ a S a sue ' Itl Y AA pas&o Ccue E cml?lt i oth •--fic)otclYlq • I. CALCULATIONS FOR 10/16/2006 CAPSOUTO RESIDENCE pg. 1 of-4 • COVERED TERRACE STRUCTURAL CALCULATION • FOR • CAPSOUTO RESIDENCE Sc.J�Ic./ NCI 8735 SW REILING � � 100 0_ 004/.40 TIGARD, OR • � v DESCRIPTION 1:4E ,� V Open porch (covered terrace) Roof beams and lateral load design OCT 18 2006 (house roof truss design by truss manufacturer —N., r tsS3 . Or ii�ur� g W TTT T)TATrZ - Dili ITRTry1' DESIGN CONDITIONS Roof 18 psf DL 25 psf Snow Floor 15 psf DL 40 psf LL Deck 8 psf DL 60 psf LL Wind Load V3s = 100 mph Exposure B Seismic Zone 3 • Ss= 1.05 S1 = 0.4 soil class D Allowable Soil Bearing 1500 psf (clay, silty clay) " �R�� PR Op CONTENTS G I N 4 pages beam calculations C?. dv 19105PE -y e .` 3 pages hand calculations 7 total pages - j, ENGINEERING CONTACT O OR EGuN DANIEL A. SCHUTTER, P.E. � 41.- i5, A 2216 THORNE STREET A. sC NEWBERG, OREGON 97132 Expires: 3 08 (503) 538 -6097 1 a. General All structural member sizes, species, and grade shall meet or exceed the specified requirements shown in these calculations. All connection details shall meet or exceed the specified requirements shown in these calculations. All manufactured components shall be installed according to manufacturers installation guidelines. Any building structure component not specified in these calculations shall be constructed according to the prescriptive section of applicable codes. Any changes or modifications to the design or construction of structural components specified in these calculations shall be reviewed .. and approved by the Engineer of record or other qualified Registered Professional Engineer. Any structural elements that are part of the new structure but not specified in these calculations should be sized and constructed to The owner shall be responsible for insuring all construction work is accomplished with a building permit issued by the local building Design Codes: International Building Code (Oregon Structural Specialty Code) Current Edition rA ANSI / AF &PA NDS for Wood Construction 1997 CABO One and Two Family Dwelling Code • • • CALCULATIONS FOR 10/16/2006 CAPSOUTO RESIDENCE pg. 2 of 4 COVERED TERRACE • Design Conditions: Basic Wind Speed = 80 mph • Stagnation Pressure= 1 Exposure = hilly and wooded equal to level/flat urban area - IBC. Table 16G 0 -15ft• to20ft to25ft to30ft 40ft to60ft to80ft Height Exposure gust factor = 0.62 0.67 0.72 0.76 0.84 0.95 1.04 Floor LL = 40 psf Roof Pitch = 8 :12 Roof LL = 16 psf for trib. Area <200 sq ft 14 psf for trib. Area 201 to 600 sq ft 12 psf for trib. Area > 600 sq ft Snow load = 25 psf subgrade material = clay (select clay, sand, gravel, or rock) Allowable bearing pressure per UBC Table 18-I -A = 1000 psf Dead Load Calc. Roof Roof Int. Walls Deck ceiling Ext. Walk Floor (1/2 "gyp bare 2x6 2x10 (1/2 "gyp. brc 2x6 Carpeted Framing 2.5 3.2 1.6 3.5 3.2 1.6 5 sheathing 2.2 2.4 4.5 1.8 1.8 underlayment 2 Siding 10 Insulation 1.5 1.2 0.6 • Gyp board 3 - 5 2.5 2.5 2.5 Carpet / pad - 1.5 elec / plumbing 1 1 1 1 • 1 • 1 Shingles _ 7.5 7.8 Total (psf) 17.7 14.4 7.6 8 7.9 17.5 13:8 Shingles assumes composition roofing at 3 psf actual surface area x2 or one layer of tile exterior walls assume 10 psf stucco 2 a. Beam Design B1 - open porch eve beam Beam Span = 12.5 ft • Beam DL = 9 lbs. /ft Cd = 0.9 Wall DL = 0 lbs./ft Cd = 0.9 Floor Span = 0.0 ft Floor DL = 15 psf Cd = 0.9 Floor LL = 40 psf Cd = 1 Ceiling Span = 0 ft Ceiling DL = 7 psf Cd = 0.9 Roof Span = 18 ft • Eve overhang = 2.5 ft • Roof DL = 18 psf Cd = 0.9 Roof pitch = 5 :12 Roof Tributary Area = 143.75 Roof SL = 25 psf UBC97 Table 16C Cd = 1.15 sec2316 Load = DL 190.13 lbs./ft UBC97 1612.3.1 (12 -7) Load = DL + LL + (roof LL or Snow Load) = 490.13 lbs./ft UBC97 1612.3.1 (12-8) Load = DL + (Wind or E/1.4) = lbs. /ft UBC97 1612.3.1 (12 -9) Load = 0.9DL + or - E/1.4 lbs./ft UBC97 1612.3.1 (12 -10) Maximum Load from values above = 490.13 lbs./ft Max bending moment = 9573 ft lbs. 2 b. Beam Type glulam Beam Size (width) 3.125 in (depth) 12 In Fb = 2400 psi Glulam F24-V4 or equal Cv = 1:39 but not > 1.0 Allowable moment = 15000 OK 6 2 c. Check deflection E= 1800000 psi allow deflection = I/ 360 (I/360 for floor, I/240 for roof with plaster ceiling, I/180 for roof) delta = 0.20 in for live load only allow delta = 0.42 in ok • • • CALCULATIONS FOR 10/16/2006 • CAPSOUTO RESIDENCE pg. 3 of 4 • COVERED TERRACE - 2 d. Shear at Support Shear stress = 103 psi ok Fv allow = 190 psi Fc (perpen. to grain) = 650 Min Bearing Area = 3.125 in wide 1.51 in long • Fc (parallel to grain) = 1650 2 e. Column Design Column unbraced - use Cp • • Col. Load this beam = 3063 lbs Col. Load adjacent beam = 0 lbs Total Column load = 3063 lbs Column size 3.5 in by 3"5 iwgdeein the unbraced direction) fc = — 924 (factored by Cp) Fc = 1300 Hem-fir No. 2 or better column length = 9 ft Ke = 1 pinned both ends Kel/d = 30.86 < 50 c = 0.8 1.8 for sawn, .85 for round piles, .9 for glue lam) KcE = 0.3 (for visually graded) E = 1.2E+06 psi Cp 0.27 " Allowable load = 4311 ok . provide standard Simpson post base and post cap or cripple stud/king stud and sheathing to prevent rotation 3 a. Beam Design B2 - porch front edge Beam Span = 18 ft Beam DL = 9 lbs./ft Cd = 0.9 Wall DL = 0 .lbs./ft Cd = 0.9 Floor Span = 0.0 ft Floor DL = 15 psf Cd = 0.9 Floor LL = 40 psf Cd = 1 Ceiling Span = 0 ft Ceiling DL = 7 psf Cd = 0.9 • Roof Span = 5 ft Eve overhang = 2.5 ft Roof DL = 18 psf Cd = 0.9 Roof pitch = 12 :12 Roof Tributary Area = 90.00 Roof SL = 25 psf UBC97 Table 16C Cd = 1.15 sec2316 Load = DL 60.13 lbs./ft UBC97 1612.3.1 (12 -7) Load = DL + LL + (roof LL or Snow Load) = 218.82 lbs./ft UBC97 1612.3.1 (12-8) Load = DL + (Wind or E/1.4) = lbs. /ft UBC97 1612.3.1 (12 -9) Load = 0.9DL + or - E/1.4 lbs. /ft UBC97 1612.3.1 (12 -10) Maximum Load from values above = 218.82 lbs./ft • Max bending moment = 8862 ft lbs. 3 b. Beam Type glulam Beam Size (width) 3.125 in (depth) 12 in Fb = 2400 psi Glulam F24-V4 or equal Cv = 1.34 but not > 1.0 Allowable moment = 15000 OK 3 c. Check deflection • E= 1800000 psi allow deflection = I/ 360 (1/360 for floor, 1/240 for roof with plaster ceiling, 1/180 for roof) • delta = 0.46 in for live load only allow delta = 0.60 in ok • 3 d. Shear at Support Shear stress = 70 psi ok Fv allow = 190 psi Fc (perpen. to grain) = 650 • I• • • CALCULATIONS FOR 10/16/2006 CAPSOUTO RESIDENCE pg. 4 of 4 COVERED TERRACE Min Bearing Area = 3.125 in wide 0.97 in long Fc (parallel to grain) = 1650 • 3 e. Column Design Column unbraced - use Cp square steel tubing column Col. Load this beam = 1969 lbs • Col. Load adjacent beam = 3000 lbs max Column load = 4969 lbs . , • M max = 3600. ft lbs • col. Type from table 31 Column size 4x4x1/4 • Sxx = 4 inA3 area = 3.54 in ^2 fa = 1404 psi fb = 10800 psi I (height) = 9 ft K = 2.1 assumes fixed at base and pinned with translation at top see (AISC Table c 1.8.1) Fy = . 36000 psi for ASTM A501 Cc= 126 • ' • r= 1.5 in • KI • 226.8 in KI/r = 151 Kl/r is > Cc (per AISC 1.5.1.3) Fa = 6525 psi fa/Fa = 0.22 use ISC 1.6-la or b Fex = 6525 Fb = 21600 psi 0.6 Fb 0.76 < 1 ok for Cm = .85 see AISC 1.6.1 3 g. Footing size Allowable foundation pressure = 1500 psf • Footing load = • 4969 lbs. min. Foundation area = 3.31 sq ft min Foundation size = 21.84 inches square Make footing = 22 inches long by 22. inches wide ok footing thickness = • 12 use 2 ft dia. Pier - 5 ft. 4 inches deep • • • • • 1 C,..„ p. s o u'- 0 P .4 s. 4444eaG clef - , X06 f i 1 - • T,3 1 . O 0 Q L i O 5 co c O L 3:3:1 .- ... ...... © Li� : � 0 pp ��, ° �� 6 a k 5 q o 'oo 3 6 fit, /. p " 9 b$ 2 4 42 l'2.O " / » 4> f : 1 ° 3 X " l,. 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