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Plans (5) / 47L /t-/-' 00(6' RF/6 Sr ) $p/ ec 2a-17 1 V N HAND N CUT e / y 3:12 Ni Pc • • k 4 A ' 1 T 1 T T 19 INT rC MIS2$ sa 6'- 1 N G 8 4 la /EMI lim N I I rn 1' __ C1 a - 1a4' a - 1 4'-0' I 16'-0' 20'-0' ®Copyright CompuTrus Inc.2006 BUILL'�R: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS DERSON 11/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND —PROJECT TITLE- REVISION-I: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER umber 16608-ANDERSON-SPRUCE VILLAGE INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD pdacd PLAN DRAWN BY:JP REVISION-2: — RESPONSIBLE RUCONNEC R OF RECORD BUILDING 1 A CHECKED BY: DESIGNER/ENGINEER IGN D A APPROVE RECORD TO w y COMPANY REVIEW AND APPROVE OF ALL S DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION 3132"= 1' s - All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. flIThis design prepared from computer input by " I JP • ER SPECIFICATIONS TRUSS SPAN 20'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 2x4 DF 116BTR LOAD DURATION INCREASE = 1.15 1-2=(-928) 218 1-6=(-356) 757 2-6=(-281) 243 2x4 DF 416BTR SPACED 24.0" O.C. 2-3=(-634) 71 6-7=(-142) 510 6-3=( 0) 443 : 2x4 DF STAND 3-4=(-208) 178 3-7=(-721) 202 LOADING 4-5=( -84) 39 7-4=(-372) 255 4TERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4TERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -82/ 720V -141/ 387H 5.50" 1.15 DF ( 625) 16'- 11.5" -298/ 931V 0/ OH 5.50" 1.49 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 9.0" -39/ 70V 0/ OH 1.00" 0.11 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 4-11-06 5-08-03 6-05-11 3-07-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 4 T 4 f f MAX LL DEFL = -0.018" @ 4'- 10.5" Allowed = 0.817" 12 5 -1 MAX TL CREEP DEFL = -0.038" @ 4'- 10.5" Allowed = 1.089" 7.00 MAX HORIZ. LL DEFL = 0.009" @ 16'- 11.5" MAX HORIZ. TL DEFL = 0.014" @ 16'- 11.5" M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. M-5x6(S) ,n 0.25" 3 0 3 r 0 N-: • M-1.5x3 0 o M-3x4 0.25" M-3x4 M-5x8(S) 1, 1 1 10-04-01 6-07-07 1' 1 20-09 'PROVIDE FULL BEARING;Jts:1,7,51 )B NAME : 16608- ANDERSON- SPRUCE VILLAGE - B3-STUB .-03'ED PR�FFSS Scale: 0.2386 C.I. NCJ'(N�[jE /02 WARNINGS: GENERAL NOTES,unless otherwise noted: �/ `I//�7I -9 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -g21 I P E us s: 83-STUB and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown 0. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 1_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(TC)end/or drywall(BC). / •W• 7E: 11/25/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown or r 6125364 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON Qj Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, AN S ID: 41318 0 design bads be applied to any component. 6. and are assumes full condition' g at all supports shown.Shim or wedge a L��y 14, 201t1Q+� S.CompuTrus has no control over and assumes no responsibility for the necessary. M V fabncation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `R R L`,. II 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I I III III III I II II I SIIII I I II TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR•1311,ESR-1968(MiTek) EXPIRES'12!31/2015 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIMJTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown ++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). X17 ��/� r; ,k(4 24::1 .S. 26. ,gyp 11111111111111 JP . . - r I . •. S . r • LUMBE SPECIFICATIONS TRUSS SPAN 36'- 0.0' IOND. 2: Desire checked for net -5 •sf urlift at 24 'oc s.acin.. TC: 2x4 DF N188TR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF N18BTR SPACED 24.0' 0.C, Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Wind: 140 mph, h=31ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12'0C. UON, LL( 25.0)+DL( 10,0) ON TOP CHORD = 35.0 PSF (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l,6, Unbalanced live loads have been TOTAL LOAD = 45,0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: Gable end truss on continuous bearing wall UDN.I C,CN,C18,CN18 or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. M,M2DHS,M1BHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 28-11-05 7-00-11 'f 1' 1' 17-03-10 11-07-11 7-00-11 12 M-5x6 12 3.00= X7.00 A. M-3x5(5) a ' • LO 0 to 0 T- co •- 2 co 1 _,., MM —/ 0 7 ° M-3x5(S) M-3x4 ; y y 18-00 18-00 1-00 36-00 t��0 P R OFFS, JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - Al Scale: 0.2402 �5 GINS Vo �� ``` llJ/l � 1. Builder G.This NOTES:unless otherwise pars noted g' 9290PE 1-- 1. Builder and erection contractor should be advisee 01 01 General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Al , and Warnings before construction commences. building component,Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to he laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by L.• continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �•• J CC DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L OREGON a �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6023890 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r� ,1 C design loads be applied to any component. and are tor"dry condition"of use. �O r 1 A 20' t�� TRANS I 0. OJ 606 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if f�f • fabrication,handling,shipment and installation of components. necessary. /. r� V 7.Desgn assumes adequate drainage is provided. � `R fl �� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ' III I I II I III I III II III TPI VJTCA in BCSI copies of which will be furnished upon request. lines coincide with join)center lines. 0.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311. -1088(MiTek) EXPIRES: 12/31/2015 IIIIIIIIII III Iris aesign prepareu Irum cum putel lllpuL uy ' JP ` " LUMBER SPECIFICATIONS TRUSS SPAN 36'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 29 2- 8=(-835) 4829 3- 8=( -601) 304 7.11=(-1550) 319 2x4 DF N1&BTR T2 SPACED 24.0' O.C. 2- 3=(-5055) 864 8- 9=(-605) 3666 8- 4=( -29) 853 - BC: 2x4 DF #1&BTR 3- 4=(-4524) 702 9-10=(-426) 2496 4- 9=(-1053) 262 WEBS: 2x4 DF STAND LOADING 4. 5=(-2990) 537 10-11=( -38) 55 9- Sc) -65) 913 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35,0 PSF 5. 6=(-1370) 312 5-10=(-1585) 342 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1567) 303 10- 6=( -50) 608 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 45.0 PSF 10- 7=( -167) 1339 OVERHANGS: 12.0' 0,0° LL = 25 PSF Ground Snow (Pig) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -311/ 1758V -80/ 2436 5.50° 2.81 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 36'- 0.0' -261/ 1605V 0/ OH 5.50' 2.57 OF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net/-5 psfl uplift at 24 'oc sOacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.315' @ 10'- 4.4" Allowed = 1.754' MAX TL CREEP DEFL = -0.819' @ 10'- 4.4' Allowed = 2.339' MAX HORIZ, LL DEFL = 0.075" @ 35'- 10.3' MAX HORIZ. TL DEFL = 0.133' @ 35'- 10.3' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=31ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 28-11-05 7-00-11 in the plane of the truss only. T T T 7-06-07 7-05-12 6-11-09 6-11-09 7-00-11 12 12 3.00 t-- M-5x6 "--.j 7.00 M-3x5 5 Y M-5x10(5 0.)25" • M-3x6 11 M-1.5x3 ,.0 0 to 0 v M 0 1 1...-. +" 'f e AWN -B o M-4x8 M-3x4 0.25"9 M-3x10 M-1.5x411 M-5x8(S) y y y y y y 10-04-07 9-03-07 9-01-11 7-02-07 b 1-00 36-00 ERs PROFFS - JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - A2 c N3INE s; Scale: 0.1839 �� 811111 02 WARNINGS: G. hRAeWOtEb,Itdless upontse parameters [t n7(1/�PE 9f A2 1. Builder and erection contractor should be commences.advised of all General Hales 1.This design Is based only upon the parameters shown and Is for an individual 93 Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibtlity of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywalllBC). DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. A- tk 4 SEQ. : 6023891 fasteners are complete and at no time should any loads grealer than 5.Design assumes trusses are to be used in a non-corrosive environment, `i0�°9 1 4 2O1 design loads be applied to any component. and are tor"dry condition"close. TRANS ID: 405606 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If I fabrication,handling,shipment and installation of components. necessary. '✓/E[?RIO-'e 7.Design assumes adequate drainage is provided. �l 6.This design is furnished subject to the limitations set forth by 8.Plates shall he located on both faces of truss,and placed so their center III I III III I III I I 1111 TPIMIrCA in BC51 copies or which will be furnished upon request lines it coincide with join)center lines. 9.Digss indicate size of plce Ie ilines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basic connector plate design values see ESR-1311.ESR-1088(Mack) EXPIRES: 12/31/2015 1111111111 JP - LUMBER' SPECIFICATIONS TRUSS SPAN 21'- 0.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 DF #18(3TR LOAD DURATION INCREASE = 1,15 BC: 2x4 DF #18BTR SPACED 24,0' O.C. Design conforms to main d cladding csisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC, UON. LOADING Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Truss designed for wind loads C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc in the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall VON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. R Refer or equal typical at stud verticals. fer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-04-06 8-07-10 ( I , -, 12 7.00 L=—" M-3x5(S) 0 a 0 r-- a N • • LO O o 0 1 M-3x5(8) 4 M-3x4 y y 7-00 14-00 k y y 1-09-12 21-00 ��ED P R OFE,S JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B1 Scale: 0.2307 .� GINS /o WARNINGS: GENERAL NOTES,unless otherwise noted Ct. =92 1•P E B1 i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing most be installed where shown•, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally at 14111...DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4.* OREGON �� 4.No load should be applied to any component until aver all bracing and 4. Installation of truss is the responsibildy of the respective contractor. A- SEQ. : 6023892 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� '7q O 1� design loads be applied to any composes_ and are for"dry condition' full b on"of use. Q 1 4 2-'3\ P1 TRANS ID: 405606 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if A h 0 fabrication,handling.shipment and installation of components. necessary, A - T R I�t' 7.Desgn assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center II I I III III I I I I I I III TPI CA in RC51 copies of which will be furnished upon request. lines coincide w h joint center lines. 9.Digits indicate size of plate in inches. MiTek USA, DC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) EXPIRES: 12/31/2015 M11111/11 This design prepared from computer input by . , JP • LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 104 2-6=(-366) 1025 3.6=(-377) 254_ BC: 2x4 DF #18BTR SPACED 24.0' O,C, 2-3=(-1212) 225 6-7=(-186) 530 6.4=( .48) 701 WEBS: 2x4 DF STAND 3-4=( -945) 91 4.7=(-849) 299 LOADING 4.5=( -130) 75 7-5=(-185) 150 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12'0C. UON. DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD . 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 21.8' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES) LL . 25 PSF Ground Snow (Pg) 0'. 0.0' -106/ 1110V -147/ 440H 5.50' 1.78 DF ( 625) Connector plats prefix designators: 21'- 0.0' -237/ 980V 0/ OH 5.50' 1.57 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacing.1 "" For hanger specs. • See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-03-11 6-10-02 A 6-10-02 MAX LL DEFL = -0.024" @ -1'- 9.8" Allowed = 0.181" '1' MAX TL CREEP DEFL = -0.031' @ -1'- 9.8' Allowed = 0.242' 12 MAX LL DEFL = -0.032' @ 7'- 2.8' Allowed = 1.004" 7.00R- M-1.5x3 MAX TL CREEP DEFL = -0.071° @ 10'. 8.8° Allowed = 1,339' -f MAX HORIZ. LL DEFL = 0.013" @ 20'- 8.5' MAX HORIZ. TL DEFL = C.020' @ 20'- 8.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0. ..74 in the plane of the truss only. o' 0 C7 N M 1.5x3 u, 0 ° M-3x4 6 0.25" M-3x4 •' M-5x10(S) y ,L 1- 10-08-13 10-03-03 y J' 1 1-09-12 21-00 ��ck 0 PRQFe JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B2 Scale: 0.2413 �c !`\�f�'�1N� %A- WARNINGS: ✓l ill// v-Q GENERAL NOTES,unless otherwise noted: �� ?92 P E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing most be installed where shown+. incorporation of component is the responsibility of the building designer. . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced Throughout their length by �_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ry-IR DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4.. `l SEQ4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 'f7 4_OREGON 1k . : 6023 893 fasteners are complete and at no time should any loads greaser than 5. Design assumes trusses are to be used in a non-corrosive environment, e design loads be applied to any component. and are for"dry condition"of use. /Q '91' 1 4 20� 1�--� TRANS ID: 405606 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppods shown.Shim or wedge it 0 fabrication,handling,shipment and installation of components. necessary. �`A R I L4 7.Design assumes adequate drainage is provided. 6, This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II I I III III I I I III III I TPINdrCA in BCSI,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES: 12/31/2015 IIIIIIIIIIIIII JP J . . . LUMBER SPECIFICATIONS TRUSS SPAN 20'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GOF/Cg=1.00 TC: 2x4 DF #1dBTR LOAD DURATION INCREASE = 1.15 1.2=(-1182) 220 I.5=(-374) 1003 2.5=(-352) 271 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 2-3=( -931) 89 5-6=(-186) 524 5-3=( -64) 685 WEBS: 2x4 DF STAND 3-4=( -128) 75 3.6=(-839) 299 - LOADING 6-4=(-185) 149 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) ;onnector plate prefix designators: 0'- 0.0" -105/ 878V -140/ 383H 5.50" 1.41 DF ( 625) .,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 20'. 9.0" -244/ 973V 0/ OH 5.50° 1.56 OF ( 625) i,M2OHS,M18HS,M16 = MiTek MT series CHECKED FOR A 20 PSF "" For hanger specs. - See approved plans OAD CHORD LOCATION(S) SPECIFIED LBYIIBC 2002AGE DQND, 2: Design checked for net -5 rsf urlift at 24 'oc sracinr, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 TL r 7-00-11 6-10-02 6-10-02 MAX LL DEFL = -0.030" @ 6'- 11.8" Allowed = 0.992" MAX CREEP DEFL = -0.069" @ 10'- 5.8' Allowed = 1.322" 12 MAX HORIZ. LL DEFL = 0.013' @ 20'- 5.5" 7.00 M-1.5x3 MAX HORIZ. TL DEFL = 0,019" @ 20'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-5x8(S) in the plane of the truss only. 0.`# 0 r` 0 N M-1.5x3 T \ .. 0 co l r., o M-3x4 6 0.25" M-3x4 e M-5x10(S) k y y 10-05-13 10-03-03 J' 20-09 ��ED P R 0FF`s, JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B3 Scale: 0.2430 �c �_,`(�y(IGIN� ,'A WARNINGS: GENERAL NOTES,unless otherwise noted- 44../ 17 • '1/1 1 -9 L7 1.evader and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual c 9 211 S P E r Truss: B3 and Warnings before construction commences, budding component.Applicabioy of design parameters and proper / 2.2x4 compression web bracing must be installed where shown 0, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at '= DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p Y P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«« OREGON �� 4.No load should be applied lo any component unlit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q SEQ. : 6023894 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, `,O�'7 r 14 201 T 1, design bads be applied to any component. and are for"dry contldion"of use. A TRANS T 1 405606 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull beanng all suppods shown.Shim or wedge d Q fabrication,handling,shipment and installation of components. necessary. '✓/ �RIO_ V 7.Design assumes adequate on drainage is oprovis.a 6.This design is furnished subject to the limitations set foM by 8. Plates shall be located on both faces of Truss.and placed so their center Hu I III III I I I I I I III TPIM/rCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center ier inches. • 9.lines of aide size of joint plate to innes. • MiTek USA,Inc.lCompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-13t1,ESR-1e88(MiTek) EXPIRES: 12/31/2015 I11111111111 JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 9.0" ICOND. 2: Design checked for netl-5 psf) uplift at 24 'oc spacing.' TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce•resisting BC: 2x4 DF 01&BTR SPACED 24.0' O.C. • system and components and cladding criteria. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Wind: 140 mph, h=24.4ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=1.6, •* For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF Truss designed for wind loads Unbalanced live loads have been in the plane of the truss only, considered for this design. LL = 25 PSF Ground Snow (Pig) __ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. Connector plate prefix designators: M-102 or equal typical at stud verticals. C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for M,M20HS,M18HS,M16 = MiTek MT series complete specifications. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 13-09-01 6-11-15 T —/ 12 7.00 177' M-3x5(S) In cD 0 N O tot F cm O —/ o M-3x55(S) 3 M-3x5 I 1. 1- 10-05-13 10-03-03 I 20-09 ��ED PROFp,s JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B4 Scale: 0.2226 �5 GINS Wo WARNINGS: GENERAL NOTES,unless otherwise noted. cc :92 GORE f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,= DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by • V p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). —. [r DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON X40 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 4 b SEQ. : 6023895 fasteners are complete end at no lime should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, G/�"�,9 1 4 1 20'� 1 design loads be applied to any component. and are for"dry condition"of use. P TRANS I D: 405 606 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ed supports shown.Shim or wedge it rt necessary. MFA R I O- fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss.and placed so their center II 11111111 111 II I I I I I III TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with loin/center lines. 0. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-teed(MiTek) ■ EXPIRES: 12/31/2015 IIIIII11111III JP _ LUMBER SPECIFICATIONS TRUSS SPAN 10'- 4.0° ICOND. 2: Design checked for net(-5 psfl uplift'at 24 'oc'spacinq.1 IC: 2x4 DF 121&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 OF all&BTR SPACED 24,0' O.C, system and components and cladding criteria. TC LATERAL SUPPORT <= 12°OC. UON. LOADING Wind: 140 mph, h=21.3ft, TCOL=4.2,8CDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+00 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1,6,loads designed for wind loads C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc Tn sse esige df ore indss adsy. M,M2OHS,M1BHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-02 5-02 T I 12 12 IIM-4x4 14.00 V/ 3 14.00 Al 41 ./111111111 , 0 V) 211111111111111111111.111==.111111.il in ,'‘- o 0 M-3x4 M-3x4 . ), 1' b 1-00 10-04 1-00 �P0 PRO FFS JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - Cl Scale: 0.3735 N GINS so �� ` lll/l �-7 WARNINGS: GENERAL NOTES,unless otherwise noted: C :92••P E 1--- Cl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown n. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at '/ DES. BY: LJ s the responsibility of the erector.Additional erma-lent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `� p y P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) CC DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0• - OREGON �VJ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 6023896 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment. 2 P} design loads be applied to any component. and are for"dry condition"of use. �/� 1 4 O1 TRANS ID: 405606 5.CompuTrus has no control over and assumes no responsibility for the 8 oecessa assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. 44 R R I1-� 9. P 7.Desgn assumes adequate drainage Is provided. 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center II I I II II III I I I I I I I III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESP-1311,ESR-19a8(MiTek) EXPIRES: 12/31/2015 IIIIIIIIIIIIII JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 4.0' IBC 2012 MAX MEMBER FORCES 4WR/GDP/Cq=1.00 TC: 2x4 DF M1813TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-6=(-23) 205 6.3=(0) 232 BC: 254 DF k18BTR SPACED 24.0' O.C. 2-3=(-381) 102 6.4.(.23) 205 WEBS: 2x4 DF STAND LOADING 4.5=( 0) 86 • TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -100/ 548V -186/ 186H 5.50' 0,88 OF ( 625) Connector plate prefix designators: 10'- 4.0" -100/ 548V 0/ OH 5.50' 0.88 DI ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MITek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, COND. 2: Desifn checked for net -5 .sf urlift at 24 'oc sracinq,1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0,002' @ -1'- 0.0' Allowed = 0.100" MAX IL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.002' @ 11'- 4.0° Allowed = 0.100' 5-02 5-02 MAX TL CREEP DEFL = -0.003° @ 11'- 4.0" Allowed = 0.133' 1 "( 1 MAX TC PANEL LL DEFL = 0.153' @ 7'- 6,4° Allowed = 0.464' 12 12 MAX TC PANEL TL DEFL = 0.393' @ 7'- 4.3' Allowed = 0.696' M-4x6 14.00 MAX HORIZ. LL DEFL = 0.002' @ 9'- 10.5' 3 14.00' 4.0' MAX HORIZ. TL DEFL = 0.002" @ 9'- 10.5' /1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, �. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 ■ C?,- 4 ' o ', - 6 0 ° M-3x4 M-1.5x3 M-3x4 - y y 5-02 5-02 k y ,1 y 1-00 10-04 WEDGE REQUIRED AT HEEL(S). 1-00 ��D PROFE-0 JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - C2 Scale: 0.3529 �(�`' ,GIN E.„0_ /09r WARNINGS: GENERAL NOTES,unless otherwise noted'. :920 S P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at d_ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `r/I • Y p g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a- DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown n i pt. OREGON�� 4.No load should be applied to any component until aler all bracing and 4.Installation of truss is the responsibility at the respective contractor. SEQ. : 6023897 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, q 1 4 20 i design loads be applied to any component. and are for"dry condition"of use. Q Q. TRANS ID: 405606 5.CompuTrus has no control over and assumes no responsibility for the 0.Design ssumes lull bearing all supports shown.Shim or wedge if 1 0 fabrication,handling, hipment and installation of components. . MFR R 11-� 9 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both laces of truss.and placed so their center I I I II II I III I I I I II. III TPI/WTCA in 8C51,copies of which will be furnished upon request. Digit coincide with joint plate in lines. 9. Digits oincide size of plce to inns. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-19B8(MiTek) EXPIRES: 12/31/2015 IIII1'1111111 JP 10-04-00 GIRDER SUPPORTING 20-09-00 IBC 2012 MAX MEMBER FORCES '4WRIGDF(Ct1=1.00 LUMBER 4PEFIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1802) 36B 1-4=(-210) 1034 4.2=(-456) 2354 BC: 2x4 DF S18BTA 2.3=(-1802) 368 4-30(.210) 1034 BC: 2x6 DF SS LOADING WEBS: 2x4 DF STAND LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0,0` TO 10'- 4.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 234,4)+DL( 179.4)= 413.8 PLF 0'- 0.0' TO 10'• 4.0' V LOCATIONS 00.00 -536/ 2468V -154/ 154H 5.50' 3.95 OFP(C625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 4.0' -536/ 2468V 0/ OH 5.50' 3.95 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,Id18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacin0•� BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=LJ24D, TL=L1180 ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3'x.131 DIA GUN MAX TL CREEP DEFL = -0.112' @ 5'• 2.0` Allowed = 0.628 nails staggered at: MAX TC PANEL LL DEFL = 0.165' @ 7'- 4.2' Allowed = 0.475' 9' oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ, LL DEFL = 0,002' @ 9'- 10.5' 9' oc in 2 row(s) throughout 206 bottom chords, MAX HORIZ, TL DEFL = 0.004' @ 9'- 10.5' 9' oc in 1 row(s) throughout 204 webs. 5-02 Design conforms to main windforce-resisting 5 02 f i' system and components and cladding criteria. T 12 12 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M 4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 load duration factor=l.6, 14.00 2 4.0° Truss designed for wind loads ► in the plane of the truss only. M.7x8 � Q o ° ��j m o ® v 10 o 1►_' 4 '`3 0 ° M-3x6 Jr J, Jr 5-02 5-02 Jr Jr 10-04 �egE0 P R OFFS, JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - C-GIRD Scale: 0.3482 �� l�l�� °r'/� WARNINGS: GENERAL NOTES,unless otherwise noted- .1 9211 O P E 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / Truss: C-GIRD and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown o. Incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `-- n. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • `t DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•u y OREGON �� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �7 r 2 A� SEQ. : 6023898 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment. G/O -7 14, O� f design loads be applied to any component. and are for"dry condition"of use. g P y 8.Design assumes lull bearing at all supports shown.Shim or wedge if f R 1�\- TRAN S ID: 405 606 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limdations set forth by 8.Plates shall be located on both laces of truss,and placed so their center 1111111 I VIII VIII VIII VIII IIII IIII TPIM/TCA in SCSI copies of which will be furnished upon request lines coincide with joint p ate inr nchs a. D'g4sindicale size nfplateini"`nes. EXPIRES: 12/31/2015 MiTek USA.Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(MiTek) PRELIMINARY 14"OPEN WEB JOIST 0 19.2"O.C. WESTLAND �_______211__A1 3121 SPRUCE VILLAGE m I I PL14.290 UPPER i F01 8/2612014 F01 F01 1 Products F01 PlotiD Length Product Plies Net Qty RM1 61-00-00 1"x 14"APA Rim Board 1 1 F01 RM1 47-00-00 1"x 14"APA Rim Board 1 1 II F01 RM1 20-00-00 1"x 14"APA Rim Board 1 1 F01 RM1 11-00-00 1"x 14"APA Rim Board 1 1 . F01 RM1 7-00-00 1"x 14"APA Rim Board 1 1 . RM1 4-00-00 1"x 14"APA Rim Board 1 1 J 01 BK1 15-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 —F0i BM15 7-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 Fo1 BK1 5-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 BM6 5-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 2 F01 I BM16 4-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1 F01 BM1 20-00-00 BBO1 1 1 F01 BM2 16-00-00 BBO1 1 1 BM5 11-00-00 BBO1 1 1 Fot BM4 10-00-00 BBO1 1 1 F01 BM3 5-00-00 BBO1 1 1 Fol • •- I F01 I I ALL BEAMS AND CONNECTORS PER ENGINEER ACCESSORIES QTY F01 r I. HD412 13 I Liam O 1 X 14 OSB RIM FOR SHEAR BLOCKING 10' m 10-02-00 I P 1 O HUC412? 2 02 �' 8-07_08 m • I ' 1-VAW �' SKI_BLOMNG FLOOR LOADING �'• RM1-RIM BOARD 40 U. F04 15 DL ..= TK F04 REFER TO STRUCTURAL PLAN FOR ADDITIONAL II I:L' It POST TRANSFER BLOCKING II F05 AND SHEAR BLOCKING REQUIREMENTS. F05 '11, I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN II p F05 I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I 1 pp M F06 LOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIPI F F06 b F06 I FO6 II F06 �° I-1/ I F -m- ;F PacIhó4!urnber � F07 f & TRUSS COMPANY JOISTWITHRIM Li g co 1 LI F07 B ■ i 14"•OPEN WEB JOIST @ 19.2"O.C. . • • • • RECEIVED PRELIMINARY in. ' ' SEP 3 0 2014 F01 � 01 a CITY OF TIGARD F01 4 WESTLAND 3121 SPRUCE VILLAGE BUILDING DIVISION F01 1 F01 PL14-290 BONUS 8/28/2014 FOt A F01 ❑ F01 Products Fot PIotID Length Product Plies Net Qty Fot RM1 36-00-00 1"x 14"APA Rim Board 1 1 Fat RM1 33-00-00 1"x 14"APA Rim Board 1 1 1 RM1 20-00-00 1"x 14"APA Rim Board 1 1 F01 rill BM5 11-00-00 1"x 14"APA Rim Board 1 1 F01 BM1 12-00-00 3-1/2 X 14 BIG BEAM 1 1 mat BM2 10-00-00 3-1/2 X 14 BIG BEAM 1 1 Eilli CC F01 ❑ ,1 1 F01 I,�i ALL REAMS AND CONNECTORS PER ENGINEER FO1 lJ ACCESSORIES QTY F01 I Q HD412 2 • z� F01 I 1 X 14 OSB RIM FOR SHEAR BLOCKING 29' 21 F01 �UU� ® HU412 1 F02 - War F02 10-02-00 --_. - --.0 61(1-BLOCKING FLOOR LOADING IBM21 sZ RM1-RIM BOARD 40 LA 15 DL , ki REFER TO STRUCTURAL PLAN FOR ADDITIONAL POST TRANSFER BLOCKING I AND SHEAR BLOCKING REQUIREMENTS. I j I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN ti I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I 'FLOOR DESIGNED TO MEET OR EXCEED L1480 DEFLECTION CRITERIA! Pacifi Lumber �' '�1, 8 TRUSS COMPANY JOIST WITH RIM • i SPRUCE VILLAGE 11-24-14 I R O S E B U R G FLOOR BEAM 1 1:42pm loft CS Beam4.605 la �■n-,�•- MnBheFngaeb4.6.1472 lS.� V Member Data • Description:Floor Beam 1 Member Type: Beam Application: Floor JAN 8 2015 Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Y OFTtG�Ri Standard Load: Moisture Condition: Dry Building Code: IBC INC '1 Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total 1T G DIVISION Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 33"Fi"F�LF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 9'10.00" 80 20 Live Additional Uniform(PLF) Top 0' 0.00" 9'10.00" 855 427 Live Point(LBS) Top 9' 6.00" 3415 0 Live 1 _ T T O 1980 / , 19 8 0 Bearings and Reactions Input Min Gravity Gravity " Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 3.147" 12390# -- 2 19' 8.000" Wall N/A N/A 1.500" 5678# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 8811# 3580# 2 4263# 1415# Design spans 19' 9.750" Product: 2.0 RigidLam LVL 5-1/4 x 18 1 ply PASSES DESIGN CHECKS Minimum 3.15"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 54604.'# 65127.'# 83% 8.84' Total Load D+L Shear 10282.# 17955.# 57% -0.06' Total Load D+L TL Deflection 0.6918" 0.9906" U343 9.49' Total Load D+L LL Deflection 0.5197" 0.6604" L/457 9.49' Total Load L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% • SIMPSON All product names are twdemarksof them respective owners FOWLER HOME DESIGN,LLC FOWLER HOME DESIGN,LLC Copynght(C)2013 by Simpson Strong-Tie Company Inc All RIGHTS RESF RVFn PORTLAND,OR "Pamng redefined a$when the member,floor lot st,beam or girder shown on this drawing meets applicable desgn cntena for Loads Loading Conditions,and Spans listed on this sheet The desgn mud be reviewed by a qualified desgner or desgn professorial as required for approval This desgn assumes product installation according to the manufacturer's sy eclficabons S P R U C E VILLAGE 1 I-24-14 R O S E B U R G FLOOR BEAM I I:42pm I ol.I CS Beam4.e15 - kmBeamElgine 4.6.1.0 Materials Database 1472 Member Data Description:Floor Beam 1 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 23.6 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 9'10.00" 80 20 Live Additional Uniform(PLF) Top 0' 0.00" 9'10.00" 855 427 Live Point(LBS) Top 9' 6.00" 3415 0 Live 1, T T / / 19 8 0 O 19 8 0 Bearings and Reactions Input Min Gravity Gravity • Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 3.147" 12390# -- 2 19' 8.000" Wall N/A N/A 1.500" 5678# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 8811# 3580# 2 4263# 1415# Design spans 19' 9.750. Product: 2.0 RigidLam LVL 5-1/4 x 18 1 ply PASSES DESIGN CHECKS Minimum 3.15"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 54604.'# 65127.'# 83% 8.84' Total Load D+L Shear 10282.# 17955.# 57% -0.06' Total Load D+L TL Deflection 0.6918" 0.9906" U343 9.49' Total Load D+L LL Deflection 0.5197" 0.6604" L/457 9.49' Total Load L Control: Positive Moment DOLs: Live=100% S now=115% Roof=125% Wind=160% SIMPSON All product names are trademarks Of their respective owners FOWLER HOME DESIGN,LLC FOWLER HOME DESIGN,LLC Copynght(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED PORTLAND,OR. Ong is defined as when the member,floor joist,beam orgirdet shown on this dawn ng meets applicable design cn ten for Loads,Loading Conditions,and Spans listed on this sheet.The ilevyn most be reviewed by a qualified designer or design profeeaonal as required for approval.This design assumes product inslallabon according to the manufacturers speclficatrons SPRUCE VILLAGE 11-24-14 R O S E B U R G FLOOR BEAM 2 I:53pm l of 1 ('S Beam4.605 IanBeamEngir 4.6.1.0 Materials Database 1472 Member Data Description:Floor Beam 2 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 20.8 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 14' 8.00" 80 20 Live Additional Uniform(PLF) Top 0' 0.00" 14' 8.00" 165 83 Live Point(LBS) Back 4'11.00" 1277 0 Live 1, T r i r 14 8 0 14 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 3578# -- 2 14' 8.000" Wall N/A N/A 1.500" 3162# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 2661# 917# 2 2245# 917# Design spans 14' 9.750" Product: 1.5 RigidLam LVL 3-1/2 x 11-7/8 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 1/2"diameter bolts at 24.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 13533.'# 30888.'# 43% 5.85' Total Load D+L Shear 3213.# 12192.# 26% -0.06' Total Load D+L TL Deflection 0.3601" 0.7406" L/493 7.33' Total Load D+L LL Deflection 0.2686" 0.4938" L/661 7.33' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners FOWLER HOME DESIGN,LLC FOWLER HOME DESIGN,LLC Copyright(C)2013 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED. - - PORTLAND,OR. "Passng is defined as when the member.floorjoil.beam or girder shown on this drawng meets applicable desgn cntena for Loads.Loading Conditions and Spans listed on this sheet The desgn must be reviewed by a qualified designer or desgn profes?,onal as required for approval.This desgn assimesproduct mlallati on according to the manufacturer's specifications SPRUCE VILLAGE 11-24-14 R O S E B U R G FLOOR BEAM 2 I:53pm loft CS Beam4.605 ' IanBeamEnBre 4.6.1.0 Materials Database 1472 Member Data Description:Floor Beam 2 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 20.8 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 14' 8.00" 80 20 Live Additional Uniform(PLF) Top 0' 0.00" 14' 8.00" 165 83 Live Point(LBS) Back 4'11.00" 1277 0 Live IN T / / 14 8 0 CD 0 / / 14 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 3578# -- 2 14' 8.000" Wall N/A N/A 1.500" 3162# -- Maximum Load Case Reactions Used for applying pant loads or line loads)to canyug members Live Dead 1 2661# 917# 2 2245# 917# Design spans 14' 9.750" Product: 1.5 RigidLam LVL 3-1/2 x 11-7/8 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 1/2"diameter bolts at 24.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 13533.'# 30888.'# 43% 5.85' Total Load D+L Shear 3213.# 12192.# 26% -0.06' Total Load D+L TL Deflection 0.3601" 0.7406" U493 7.33' Total Load D+L LL Deflection 0.2686" 0.4938" L/661 7.33' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof-125% Wind-160% SIMPSON All product names are trademarks of their respective owners FOWLER HOME DESIGN,LLC FOWLER HOME DESIGN,LLC Strong- Copyright(C)2013 by Simpson Strong-Tie Cornpany Inc ALL RIGHTS RESERVED PORTLAND,OR. Pass ng is defined as when the member,floor joist,beam or girder,gown on this drawing meets applicable des gn cn tena for Loads,Loading Conditions,and Spans limed on this sheet.The desgn mum be reviewed by a qualified desgner or des qn pmfessonal as mogul red for approval.This desgn assumes product installation according to the manufacturers specifications SPRUCE VILLAGE 11-24-14 R O S E B U R G FLOOR BEAM 3 1:34pm l of l CS Iicarn46115 krnlieam intnre 4.6.1.0 Materials Daratrase 1472 Member Data Description:Floor Beam 3 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L1360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 4.5 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 8.00" 80 20 Live Additional Uniform(PLF) Top 0' 0.00" 4' 8.00" 165 83 Live Pant(LBS) Front 0'10.00" 530 0 Live 1 T T / / 4 8 0 O 4 8 0 Bearings and Reactions Input Min Gravity Gravity • Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1277# -- 2 4' 8.000" Wall N/A N/A 1.500" 947# -- • Maximum Load Case Reactions Used for applying pent loads(or line loads)to carrying members Live Dead 1 1020# 257# 2 689# 257# Design spans 4' 9.750" Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 1 ply PASSES DESIGN CHECKS Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1273.'# 6619.'# 19% 2.09' Total Load D+L Shear 884.# 2612.# 33% -0.06' Total Load D+L TL Deflection 0.0172" 0.2406" L/999+ 2.33' Total Load D+L LL Deflection 0.0131" 0.1604" U999+ 2.33' Total Load L Control: Shear DOLs: Live=10i% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respect ve owners FOWLER HOME DESIGN,LLC Copyright(C)2013 by Simpson Shang-Te Company Inc ALL RIGHTS RESERVED FOWLER HOME DESIGN,LLC PORTLAND,OR. "passng is defined as when the member,floorjast,beam or giber,grown on thisdrewi ng meets applicable Oesgn cntena for Loads,Loading Conditions,and Spans listed on this sheet the design must be reviewed by a qualified desgner or desgn professonal as required for approval.Thisdesgn assumes product installation according to the manufacturers specifications SPRUCE VILLAGE I 1-24-14 R O S E B U R G FLOOR BEAM 3 I:34pm I of I CS Beam4.605 ' km/kern Engine 4.6.10 Materials Database 1472 Member Data Description:Floor Beam 3 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L1360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 4.5 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 8.00" 80 20 Live Additional Uniform(PLF) Top 0' 0.00" 4' 8.00" 165 83 Live Point(LBS) Front 0'10.00" 530 0 Live 1 T T / / 4 8 0 o 4 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1277# -- 2 4' 8.000" Wall N/A N/A 1.500" 947# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 1020# 257# 2 689# 257# Design spans 4' 9.750" Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 1 ply PASSES DESIGN CHECKS Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1273.'# 6619.`# 19% 2.09' Total Load D+L Shear 884.# 2612.# 33% -0.06' Total Load D+L TL Deflection 0.0172" 0.2406" L/999+ 2.33' Total Load D+L LL Deflection 0.0131" 0.1604" U999+ 2.33' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners FOWLER HOME DESIGN,LLC FOWLER HOME DESIGN,LLC ...... 4.1.4.11111P' Copyright(C)2013 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED PORTLAND,OR "Passng redefined as when the member,floorjoid,beam or girder drown on this drawing meets applicable design cntena for Loads,Loading Conditions,and Spans listed on this sheet.The desgn mud be reviewed by a qualified desgner ordesgn professional as required for approval.This desgn assumes product installation according to the manufacturer's specificabons SPRUCE VILLAGE 11-24-14 ROSE B U R G FLOOR BEAM 4 1:27pm loft CS Beam4.605 ' IanBeamFngit 4.6.1.0 Materials Database 1472 Member Data ' Description:Floor Beam 4 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 4.5 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 10' 0.00" 80 20 Live T `( / / 1000 O ! 1000 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 530# -- ' 2 10' 0.000" Wall N/A N/A 1.500" 530# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members , Live Dead 1 406# 124# 2 406# 124# Design spans 10' 1.750" Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 1 ply PASSES DESIGN CHECKS Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1345.'# 6619.'# 20% 5' Total Load D+L Shear 427.# 2612.# 16% -0.06' Total Load D+L TL Deflection 0.0794" 0.5073" U999+ 5' Total Load D+L LL Deflection 0.0607" 0.3382" U999+ 5' Total Load L Control: Positive Moment DOLs: Live=lam S now=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their re,echoe owners FOWLER HOME DESIGN,LLC Cr" FOWLER HOME DESIGN,LLC Copyright(C)2013 by Simpson Strong To Company Inc.ALL RIGHTS RESERVED PORTLAND,OR "Passng le defined as when the member.Poor lost,beam or girder,nrown on this drawing meets applicable desgn cntena for Loads,Loading Conditions.and Spans listed on this sleet The desgn must be ntviewed by a qualified desgner or desgn professonal as required for approval.This desgn acmes product Inlal cation according to the manufacturers specificanons SPRUCE VILLAGE 11-24-14 R O S E B U R G o FLOOR BEAM 4 I �7 f CS Beam4.605 kmBeamFngue 4.6.1.0 Materials Database 1472 Member Data . Description:Floor Beam 4 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 4.5 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 10' 0.00" 80 20 Live 'h T 10 0 0 10 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 530# -- , 2 10' 0.000" Wall N/A N/A 1.500" 530# -- Maximum Load Case Reactions IJssd for applying point loads(or line loads)to carrying members Live Dead • 1 406# 124# 2 406# 124# Design spans 10' 1.750" Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 1 ply PASSES DESIGN CHECKS Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1345.'# 6619.'# 20% 5' Total Load D+L Shear 427.# 2612.# 16% -0.06' Total Load D+L TL Deflection 0.0794" 0.5073" U999+ 5' Total Load D+L LL Deflection 0.060T 0.3382" U999+ 5' Total Load L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respecflve owners FOWLER HOME DESIGN,LLC FOWLER HOME DESIGN,LLC Copyright(C)2013 by Simpson Strong-Tie Company no ALL RIGHTS RESERVED PORTLAND,OR. '•Paseng.s defined as when the member,floorlorst,beam or girder Town on this drawing meets applicable desgn cetera for Loads,Loading Conditions,and Spans listed on this sheet.The desgn must be mvi ewecf by a qualified designer or desgn professorial as required for approval.This desgn assumes product installation according to the manufacturer's specifications. SPRUCE VILLAGE 1-7-15 R O S E B U R G FLOOR BEAM 5 I0:OSof I CS Beam4.605 . kmBearnEngme 4.6.1.0 Materials Database 1472 Member Data Description:Floor Beam 5 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 24.5 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 5' 0.00" 15 4.00" 80 20 Live Point(LBS) Front 5' 2.00" 12390 0 Live IJ/ T 15 4 0 O 15 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.704" 8948# -- 2 15' 4.000" Wall N/A N/A 1.500" 5116# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 8646# 302# 2 4780# 336# Design spans 15' 5.750" Product: 2.0 RigidLam LVL 3-1/2 x 14 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 1/2"diameter bolts at 24.0"oc NOTE:Connection schedule for point load from 4.17'to 6.17'requires special design consideration,consult a professional engineer. Minimum 1.70"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 45858.'# 54206.'# 84% 5.17' Total Load D+L Shear 8861.# 18620.# 47% -0.06' Total Load D+L TL Deflection 0.4933" 0.7740" U376 6.89' Total Load D+L LL Deflection 0.4765" 0.5160" U389 6.89' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners FOWLER HOME DESIGN,LLC FOWLER HOME DESIGN,LLC Copynght(C)2013 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED. PORTLAND,OR. "Passng rsdef■nod as when the member,floor tots[,beam or girder shown on this drawing meets applicable desgn cn tent for Loads,Loading Conditions,and Spansilsed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.Thisdestn assumes product installation according to the manufacturers specifications, SPRUCE VILLAGE 1-7-15 R G FLOOR BEAM 5 10:05am ROSEBURG lofl CS Beam4.605 IanBeamFngj a Materials Database 1472 Member Data Description:Floor Beam 5 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 24.5 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Wdth Start End Start End Category Replacement Uniform(PLF) Top 5' 0.00" 15' 4.00" 80 20 Live Point(LBS) Front 5' 2.00" 12390 0 Live I", T T 15 4 0 0 15 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.704" 8948# -- 2 15' 4.000" Wall N/A N/A 1.500" 5116# -- Maximum Load Case Reactions Used for applying point loads(or hne loads)to carrying members Live Dead 1 8646# 302# 2 4780# 336# Design spans 15' 5.750" Product: 2.0 RigidLam LVL 3-1/2 x 14 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 1/2"diameter bolts at 24.0"oc NOTE:Connection schedule for point load from 4.17'to 6.17'requires special design consideration,consult a professional engineer. Minimum 1.70"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 45858.'# 54206.'# 84% 5.17' Total Load D+L Shear 8861.# 18620.# 47% -0.06' Total Load D+L TL Deflection 0.4933" 0.7740" L/376 6.89' Total Load D+L LL Deflection 0.4765" 0.5160" L/389 6.89' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON AU product names are trademarks of their respecbveowners FOWLER HOME DESIGN,LLC Copyright(C)2013 by Simpson Strong.Tie Company Inc ALL RIGHTS HOME DESIGN,LLC RESERVED PORTLAND,OR. "Pang redefined eewhen the member.floor Joist.beam or girder,shown on this drawng meets applicable desgn cntene for Loads Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified desgneror desgn professonat as required for approval.This des qn assumes product installation according to the manufacturers specdmabons , SPRUCE VILLAGE 1-7-15 R S E B U R G FLOOR BEAM 6 10:25am loft CS Bcam4.605 • ktnl3camEngre 4.6.1.0 V1a¢-naIs Database 1472 Member Data • Description:Floor Beam 6 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 18.4 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 13' 9.00" 80 20 Live Additional Uniform(PLF) Top 0' 0.00" 13' 9.00" 315 158 Live Additional Uniform(PLF) Top 0' 0.00" 13' 9.00" 540 270 Live Point(LBS) Back 9' 8.00" 506 0 Live I T T I 13 9 0 0 0 13 9 0 Bearings and Reactions - Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 2.511" 9888# -- 2 13' 9.000" Wall N/A N/A 2.563" 10091# -- Maximum Load Case Reactions Used for applying porn!loads(or line loads)to canyi ng memoers Live Dead 1 6648# 3241# 2 6851# 3241# Design spans 13'10.750" Product: 2.0 RigidLam LVL 5-1/4 x 14 1 ply PASSES DESIGN CHECKS Minimum 2.51"bearing required at bearing#1 Minimum 2.56"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 34877.'# 40655.'# 85% 6.88' Total Load D+L Shear 8456.# 13965.# 60% 13.13' Total Load D+L TL Deflection 0.5057" 0.6948" L/329 6.88' Total Load D+L LL Deflection 0.3428" 0.4632" U486 6.88' Total Load L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% • SIMPSON All product names are trademarks of their respecbve owners FOWLER HOME DESIGN,LLC FOWLER HOME DESIGN,LLC copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PORTLAND,OR. —Pass ng is defined as when the member,floor joist,beam or girder,sham on this drawng meets applicable desgn cntena for Loads,Loading Conditions.and Spans listed on this sheet.The desgn must be reviewed by a qualified designer or desgn pmfessanal as required for approval.This desgn assumes product installation according to toe manufacturer's specificabons SPRUCE VILLAGE I-7-15 . R O S E B U R G FLOOR BEAM 6 10:25am loft CS Beam4.(05 . IanBeaml=ndine 4.6.I.0 Materials Database 1472 Member Data Description:Floor Beam 6 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 18.4 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 13' 9.00" 80 20 Live Additional Uniform(PLF) Top 0' 0.00" 13' 9.00" 315 158 Live Additional Uniform(PLF) Top 0' 0.00" 13' 9.00" 540 270 Live Point(LBS) Back 9' 8.00" 506 0 Live J, T T / / 13 9 0 / m 13 9 0 Bearings and Reactions - Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 2.511" 9888# -- 2 13' 9.000" Wall N/A N/A 2.563" 10091# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 6648# 3241# 2 6851# 3241# Design spans 13'10.750" Product: 2.0 RigidLam LVL 5-1/4 x 14 1 ply PASSES DESIGN CHECKS Minimum 2.51"bearing required at bearing#1 Minimum 2.56"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 34877.'# 40655.'# 85% 6.88' Total Load D+L Shear 8456.# 13965.# 60% 13.13' Total Load D+L TL Deflection 0.5057" 0.6948" 11329 6.88' Total Load D+L LL Deflection 0.3428" 0.4632" 11486 6.88' Total Load L Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners FOWLER HOME DESIGN,LLC Strong-Tie OWLER HOME DESIGN,LLC �- Copynght(Cl(C)2013 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED PORTLAND,OR "Pawing is defined as when the member,floorjoist,beam or girder shown on this drawing meets applicable design cntena for Loads,Loading Conditions and Spans tiled on this sheet.The deign must be reviewed by a qualified desgner or deign professonal as required for approval Thisdesgn assumes product installation according to the manufacturers specifcabons SPRUCE VILLAGE 1-7-15 R O S E B U R G FLOOR BEAM 7 10:28am ] of1 CS Beam4605 • kmBeamEigine 4.6.1.0 Materials Database 1472 Member Data - Description:Floor Beam 7 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 8.9 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Additional Uniform(PLF) Top 0' 0.00" 6' 8.00" 315 158 Live Additional Uniform(PLF) Top 0' 0.00" 6' 8.00" 540 270 Live T T a' / 6 8 0 6 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 2.650" 4571# -- 2 6' 8.000" Wall N/A N/A 2.650" 4571# -- Maximum Load Case Reactions . Used for applying point loads(or line loads)to carrying members Live Dead 1 3049# 1522# 2 3049# 1522# Design spans 6' 9.750" Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc Minimum 2.65"bearing required at bearing#1 Minimum 2.65"bearing requited at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7785.'# 13238.'# 58% 3.33' Total Load D+L Shear 3243.# 5225.# 62% -0.06' Total Load D+L TL Deflection 0.1036" 0.3406" L/789 3.33' Total Load D+L LL Deflection 0.0691" 0.2271" U999+ 3.33' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All pmduct names are trademarks of their respective owners FOWLER HOME DESIGN,LLC FOWLER HOME DESIGN,LLC Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PORTLAND,OR ••Pasting ildeEned as when the member.floorjost,beam or girder shown on this drawl ng meets applicable design cntena for Loads.Loading Conditions,and Spans:i sled on the sheet The design must be reviewed by a qualified designer.or design professional as required for approval.Thisdesign assumes product instal rat on according to the manufacturer'syecdicaeons. SPRUCE VILLAGE 1-7-15 R O S E B U R G FLOOR BEAM 7 10:28am Iof1 CS 13eam4.605 . kmBeamEigine 4.6.1.0 Materials Datehase 1472 Member Data Description:Floor Beam 7 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 8.9 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Additional Uniform(PLF) Top 0' 0.00" 6' 8.00" 315 158 Live Additional Uniform(PLF) Top 0' 0.00" 6' 8.00" 540 270 Live T T / / 6 8 0 0 / 6 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 2.650" 4571# -- 2 6' 8.000" Wall N/A N/A 2.650" 4571# -- Maximum Load Case Reactions Used for applying pant loads(or line loads)to carrying members Live Dead 1 3049# 1522# 2 3049# 1522# Design spans 6' 9.750" Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc Minimum 2.65"bearing required at bearing#1 Minimum 2.65"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7785.'# 13238.'# 58% 3.33' Total Load D+L Shear 3243.# 5225.# 62% -0.06' Total Load D+L TL Deflection 0.1036" 0.3406" L/789 3.33' Total Load D+L LL Deflection 0.0691" 0.2271" U999+ 3.33' Total Load L Control: Shear DOLs: Live=100% Snow==115% Roof=125% Wind=160% • SIMPSON All product names are trademarks of their respective owners FOWLER HOME DESIGN, LLC Strong-Tie FOWLER HOME DESIGN,LLC g" Copyright(C)2013 by Simpson Strong-Tie Company no ALL RIGHTS RF SFRVED PORTLAND,OR. "Passing isdefined ae when the member floor pkg.beam or girder shown on this drawing meets applicable desgn crtena for Loads Loading Condd'ons and Spans used on this street The desgn must be reviewed bye qual IFed desgner ordesgn professonal as regw red for approval.This design acmes product Insallaton according to the manufacturers spec IFcaeons SPRUCE VILLAGE 1-7-15 R O S E B U R G FLOOR BEAM 8 10:15am loft CS Beam4.605 . f®Beamagifn 4.6.1.0 MateriaLs Database 1472 Member Data Description:Floor Beam 8 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 4.5 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 3 10.00" 200 50 Live T T 3 10 0 3 10 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 506# -- - 2 3 10.000" Wall N/A N/A 1.500" 506# -- Maximum Load Case Reactions Jsed for applying point loads(or line loads)to carrying members Live Dead 1 398# 108# 2 398# 108# Design spans 3 11.750" Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 1 ply PASSES DESIGN CHECKS Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 504.'# 6619.'4 7% 1.92' Total Load D+L Shear 255.# 2612.# 9% -0.06' Total Load D+L TL Deflection 0.0046" 0.1990" U999+ 1.92' Total Load D+L LL Deflection 0.0036" 0.1326" U999+ 1.92' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% • SIMPSON All product names are trademarks of the,respechve owners FOWLER HOME DESIGN,LLC Strong-Tie Copynght(C)2013 by Simpson Strong-Tie Company Ina ALL RIGHTS RESERVEO. FOWLER HOME DESIGN,LLC PORTLAND,OR. • 'Pass rig is defined as when the member,floor foist.beam or girder,shown on this drawing meets applicable design cn ten for Loads.Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design profeseonel as required for approval.This desgn asaimesproducl installation according to the manufacturer's speci fications 7 SPRUCE VILLAGE 1-7-15 R O S E B U R G FLOOR BEAM 8 10:I5am loft CS Beam4.605 ImtBeamEigitc 4.6.1.0 Materials Database 1472 Member Data Description:Floor Beam 8 Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 4.5 PLF Filename: 3121 -FLOOR Other Loads Type Trib. Other Dead (Description) Side Begin End Vi idth Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 3 10.00" 200 50 Live T T 3 10 0 a 3 10 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 506# -- , 2 3'10.000" Wall N/A N/A 1.500" 506# -- Maximum Load Case Reactions Used for appl y mg point loads(or line loads)to carrying members Live Dead - 1 398# 108# 2 398# 108# Design spans 3 11.750" Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 1 ply PASSES DESIGN CHECKS Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 504.'# 6619.'# 7% 1.92' Total Load D+L Shear 255.# 2612.# 9p/s -0.06' Total Load D+L TL Deflection 0.0046" 0.1990" L/999+ 1.92' Total Load D+L LL Deflection 0.0036" 0.1326" U999+ 1.92' Total Load L Control: Shear DO Ls: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their especaveowners FOWLER HOME DESIGN,LLC FOWLER HOME DESIGN,LLC Copynght(C)20t3 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PORTLAND,OR. 'Passng sdef rind as when the member.floorjois,beam orgirdet grown on this drawing meets applicable deagn cntena for Loads.Loading Conditions,and Spans lilted on this sheet The deagn must0e reviewed by a qualified desgner ordeegn profess onal as required for approval.This design assumes product Insallabon according to the manufacturers specifications