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Plans (33) „ /k 57:20/6 -00 • ?57Si. Seloil-W - , r.,, - N1 tr IN (1,1 20-00-00 . SPAN SEP 'I 9 2.0lb GABLE D.R. HORTON ,I___________ PLAN A110 "B” _ 1. _ 1 . PORCH LEFT - -- - --- 1 1 . . 1 * , . I 1 , /1 ro 21 6/12 PITCH 1-0 O.H. 25# SNOW a, ..... 1 .4. _ ,__ _ .... ,I ARIEL TRUSS CO INC. (360) 574-7333 DRAWN BY: ' - - KEVIN LENDE 1 \ , i , . 1 1 1 4 ---- i - ---- -- '- - 1 -' i 4 . GA ' 1-7.7 ,..... ii. I 03 j I el' "1k6 t• .. i I L..„. ..,_,..._,..........J 2-3 JACKS 4-3 JACKS DU STRUTS 1 13-060 UPPER1SPAN , 7-08-12 1 , GABLE fo 20-00-00 SPAN GABLE ---I---- ______ ____ _ ,__ DR. HORTON I PLAN A110 "B" , PORCH RIGHT - I i 9 , ----1------- - „sr„..,---- ,-----ii -— li- 6/12 PITCH _ 1-0 0.H. 25# SNOW 1 -.0 i 1 ---,-------- - - - ------- , ARIEL TRUSS CO INC. (360) 574-7333 . 1 DRAWN BY: KEVIN LENDE 1 4 1 -4-7.14 1 II 1 4I' RIS --1(4 1 i I 1 1 1 i COL 1 1 9 11, I CD 111111Minalliaffir' 43 JACKS I 2-3 JACKS I i ADD SIR 1 13-06-00 k UPPER SPAN 1 7-08-12 1 GABLE II 111 IIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(0) 1133 3- 8=(-294) 91 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1354) 36 8- 9=(0) 753 8- 4=( 0) 456 WEBS: 2x4 DF STAND 3- 4=(-1186) 48 9- 6=(0) 1133 4- 9=( 0) 456 LOADING 4- 5=(-1186) 48 9- 5=(-294) 91 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1354) 36 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD - 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -39/ 954V -71/ 71H 5.50" 1.53 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -39/ 954V 0/ OH 5.50" 1.53 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.035" 13'- 1.7" Allowed = 0.954" MAX TL CREEP DEFL = -0.083" 13'- 1.7" Allowed = 1.272" MAX LL DEFL - -0.002" 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.015" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.024" @ 19'- 6.5" 10-00 10-00 Wind: 120 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 3' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-03-07 4-08-09 4-08-09 5-03-07 load duration factor-1.6, T T . T . End vertical(s) are exposed to wind, Truss designed for wind loads 12 12 6.00 II M 9X4 Q 6.00 in the plane of the truss only. 4 4.0" .0 M-1.5x4 M-1.5x4 3 / 5 T'�" 1 Iro B8 9B a• 7 o 8 9M-3x4 M-2.5x4 M-2.5x4 M-3x4 y j. 3' ,1 6-10-05 6-03-07 6-10-05 3' J, 3' b 1-00 20-00 1-00 ��0 PROF-- 5 N�'INEF JOB NAME: DR HORTON PLAN A110 B - Al Scale: 0.2994 '7 /0 WARNINGS: GENERAL NOTES,unless otherwise noted: CZ* .:7$ 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: A l and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. J^' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ 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). 17+& � OREGON �� DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i1 Q �Q. 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. 9 �q SEQ. : 6296459 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, ,1 f��/ A j T RAN S I D: 429603 design loads be applied to any component. and areafor"dry condition"of use. pp wedge �k p ��� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if A 1 t L fabrication,handling,shipment and installation of components. necessary.Design V P P 7. laesassumes adequate one drainage is truss,provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 1111111111111111111 TPIM/fCA in BCSI,copies of which will be furnished upon request. lines coincidenawith joint acenter lines. EXPIRES: 12/31/2016 9.Digits indicate size ofplate tino inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1E III IIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 224 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-1081) 1995 8- 3=( 0) 211 BC: 224 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1608) 286 8- 9=(-1083) 1992 3- 9=(-621) 213 WEBS: 2x4 DF STAND 3- 4=(-1010) 81 9-10=(-1083) 1992 9- 4=1 0) 538 LOADING 4- 5=(-1010) 81 10- 6=(-1081) 1995 9- 5=(-621) 213 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1608) 286 5-10=1 0) 211 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -79/ 954V -2200/ 2200H 5.50" 1.53 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 0.0" -79/ 954V -2200/ 2200H 5.50" 1.53 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.045" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.085" @ 10'- 0.0" Allowed = 1.272" MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.032" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.043" @ 0'- 5.5" 10-00 10-00 ICOND. 2: 2200.00 LBS SEISMIC LOAD. Wind: 120 mph, h=18.7ft, TCDD=4.2,BCDL=6.0, ASCE 7-10, 5-05-03 4-06-13 4-06-13 5-05-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 1iM-4x4 Q 6.00 in the plane of the truss only. 4.0" 4 ,� NN i M-2.5x4M-2.5x4 3 S lot 1 mr 8 9 10 =. 7 o M-2.5x6 M-1.5x4 M-3x8 M-1.5x4 M-2.5x6 1 J' 1 1 b 5-03-07 4-08-09 4-08-09 5-03-07 Il ) 1 1-00 20-00 1-00 _ �5 NGINEt /, JOB NAME: GR HORTON PLAN A110 B - AIDRAG Scale: 0.2994 �c? 9 �9 WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. •fr 78 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: Al D RAG 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• MJ 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). t"'� ti� DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l St,OREGON 4 • 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. 9,Q �q �. P SEQ. : 6296460 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, 4 RY 1 4j design loads be applied to any component. and are for"dry condition'of use. fr `�"' TRANS I D: 429603 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PAUL t 1 Pi fabrication,handling,shipment and installation of components. necessary. �1 V 1.. P P 7.Designlaesassumes atedadequate thdrainage 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 111111111111111 IIII I 11111111111111111 I III VIII IIII IIII TPI A?CA in SCSI copies of which will be furnished upon request. it coincideitwith joint pate center lines. EXPIRES: 12/3,X2016 9. Digits indicate size of late in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 41. 11141 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6-(0) 1133 3- 8=(-294) 91 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1354) 36 8- 9=(0) 753 8- 4=( 0) 956 I WEBS: 229 DF STAND 3- 9=(-1186) 98 9- 6=(01 1133 9- 9=( 0) 956 LOADING 4- 5=(-1186) 9B 9- 5=(-294) 91 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1354) 36 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- "_( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA M-1.5:4 or equal at non-structural Cs=1, Ce=1, Ct=1.1, I=1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -39/ 954V -71/ 71H 5.50" 1.53 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -39/ 954V 0/ OH 5.50" 1.53 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR. lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.035" @ 13'- 1.7" Allowed = 0.954" MAX TL CREEP DEFL = -0.083" 8 13'- 1.7" Allowed = 1.272" MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.015" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.024" @ 19'- 6.5" 10-00 10-00 Wind: 120 mph, h=18.-'ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-03-07 4-08-09 4-08-09 5-03-07 load duration factor=l.6, T Q T T f End vertical(s) are exposed to wind, 12 12 Truss designed for wind loads 6.00 )4 4X4 Q 6.00 in the plane of the truss only. 4 4.0" M-2.524 or equal at non-structural diagonal inlets. M-1.5x4 M 1.5x4 3 ,- 5 ‘ AA1ik N PAIIiiii_ a o0 00 i 0 m mo 1 _ 8 9 0 o M-3x4 M-2.5x4 M-2.5x4 M-3x4 1. 1. y 1. 6-10-05 6-03-07 6-10-05 b ), ), I 1-00 20-00 1-00 I. JOB NAME: DR HORTON PLAN A110 B - A2 ���NGNE6-A? u/O Scale: 0.2991 ,� 9 WARNINGS: GENERAL NOTES,unless otherwise noted: C •:$70 1✓ 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: 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 responsibility of the building designer. II e_ ` 2.Design assumes the top and bottom chords to be laterallybraced at DES. BY: MJ 3.Additional temporary bracing to insure stability during construction2 is the responsibility of the erector.Additional permanent bracing of continuousnand at 10'hin, as plywoodly dss braced throughout their length)by xImpact sheathing such l sheathing(TC)where s and/or tlrywall(BC). 9 OREGON -� DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3,2z Impact bridging or lateral bracing required where shown++ 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. / RY 1 2jxyQ SEQ. : 6296461 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, -9 5 C_ TRANS I D• 429603 design loads be applied to any component, and are for"dry condition"of use. ` S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if it 4 U L �� fabrication,handling,shipment and installation of components. neessary. 7.Designassumes atedadequate drainage iso truss,d.and This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placetl so their center I IIIA II 11 IIII II III)11111 IIIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide withizjoint center lines. EXPIRES: 12/31/2016 9. Digits indicate size of plate in inches. MiTek USA,InC./COfI puTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" Wind: 120 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. load duration factor=1.6, End verticals) are exposed to wind, TC LATERAL SUPPORT <= 12"00. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT <= 12"OC. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.l, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-00 10-00 T T T 12 12 I IM-4x4 6.00 3 6.00 4 2 00 i o 1 / ///////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////// // 5 7 M-2.5x4M-2.5x4 y 4 I I 1-00 20-00 1-00 k(cs- PROFFs JOB NAME: DR HORTON PLAN AllO B - A3 Scale: 0.3990 ,N.7 ,�N �c /O R 1% WARNINGS: GENERAL NOTES,unless otherwise noted: :1'78 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: A3 and Warnings before construction commences. building component.Applicability of design parameters and properAd 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: MJ is the res onsibir of the erector.Add'nional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V h p Ry P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact badging or lateral bracing required where shown++ ,i} 9A-�OREGONZO N. 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. : 6296462 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, '! I YV 'S9 qRY i5 C''..4 t TRANS ID: 429603 design loads be applied to any component. and are for"dry condition"of use. V • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA U L �` fabrication,handling,shipment and installation of components. ry. P Po 7.Design 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 11II VIII VIII VIII I III VIII IIII IIII TPIM?CA in BCSI copies of which will be furnished upon request. git coincide withizjoint center che. EXPIRES: 12/31/2016 9. Digitssoic,de size of tplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1968(MiTek) IIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(0) 1035 3-10=( 0) 309 BC: 2c4 DF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1280) 0 10-12=10) 1038 4-11=(-1369) 21 WEBS: 2x4 DF STAND 3- 4=(-1020) 27 12- 8=(0) 1035 10-12=1 0) 1038 LOADING 4- 5=( 0) 229 11- 5=1 -3) 269 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 229 11- 6=(-1369) 21 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1020) 27 12- 7=( 0) 309 TOTAL LOAD = 42.0 PSF 7- 8=(-1280) 0 OVERHANGS: 12.0" 12.0" 6 9=( 0) 50 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Unbalanced live loads have been Cs=1, Ce=1, Ct=1.1, I=1 considered for this design. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 62.5 LBS @ 10'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -20/ 985V -71/ 718 5.50" 1.58 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 0.0" -20/ 985V 0/ OH 5.50" 1.58 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.247" @ 13'- 1.7" Allowed = 0.954" MAX TL CREEP DEFL = -0.461" @ 13'- 1.7" Allowed = 1.272" MAX LL DEFL = -0.002" @ 21'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.012" @ 19'- 6.5" 10-00 10-00 MAX HORIZ. TL DEFL = 0.021" @ 19'- 6.5" T T ( Wind: 120 mph, h=18.7ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, 6-10-04 1-08-02 1- 05-10 6-10-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T �1-05-10f '�1-0B-02k T load duration factor=l.6, 2 12 End vertical(s) are exposed to wind, 6.00 -c 6.00 Truss designed for wind loads IIM-4X4 in the plane of the truss only. 4.0" 5 F-1( P4-3x4 rN 3 M-3x4 96 M-1.5x4 .411aa k, M-1.5x4 3 11 7 i M-2.5x4 I 0 i 0 6-00 "' 1 o � 9 - 10 12 - M-2.5x4 M-4x6 M-2.5x4+ M-4x6 M-2.5x4 y ) +62.50# y 7-00 6-00 7-00 C , y y 1-00 20-00 1-00 ���E© PRQp ss JOB NAME: DR HORTON PLAN Allo B - A4 Scale: 0.2744 �C oyGINEE, db WARNINGS: GENERAL NOTES,unless otherwise noted: 4 :.It 78 9r 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: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown C. incorporation of component is the responsibility of the building designer. c. r- - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 40 continuous sheathing such as plywood in ere and/or drywall(BC). A 'f7 OREGON DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 �1 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. 16,4/4/ 92 15 2j�� SEQ. : 6296463 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, design loads be applied to anycomponent. and are for"dry condition"of use. T RAN S I D: 429603 g DD p 6.Design assumes full bearing at all supports shown.Shim or wedge if it PA,.1 L R�� 5.CompuTms has no control over and assumes no responsibility for the necessary. v 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 8.Plates shall be located on both faces of truss,and placed so their center "IIII VIII II VIII VIII VIII VIII IIII Ill TPIANTCA 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 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 2/31.2016 IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" Wind: 120 mph, h=17.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DE 41&BTR SPACED 24.0" O.C. load duration factor=l.6, End vertical(s) are exposed to wind, TC LATERAL SUPPORT <= 12"00. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE 7-10, 25 PSF Roof Snow)Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.1, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSE LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6-09 ' T T 12 12 6.00 idM-4x4 a 6.00 3 ------------- 2 9 �� CD o CD r `,�` 1 / ///////////////////////////////////////////////////////////////////////////////////////////////////// // 5 -ro M-2.5x4 M-2.5x4 1 1 1 1 1-00 13-06 1-00 �6 c O PRQp4 eco r NGIN4 w JOB NAME: DR HORTON PLAN A110 B - Bl Scale: 0.5402 �c).0.•• v -tO •T �,� WARNINGS: GENERAL NOTES,unless otherwise noted: Q : f v 'p�' 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 J~J� ' Truss: B 1 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 lateralty braced at DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P M continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r� 1.0 DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ �v94/OREGON O 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .�y •VV'7 RY ,�(.2. SEQ. : 6296464 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(j design loads be applied to any component. and are for"dry condition"of use. �i TRANS I D 429603 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Rq U L �\ • fabrication,handling,shipment and installation of components. ry. P Po 7.Design 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 , IIIIII 11111 VIII ill VIII IIII IIII TPI WTCA in SCSI copies of which will be furnished upon request Digit coincideiiatwithizjoint center liche. EXPIRES: 12/31/2016 9. Digits idsize of tplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) s 11 IIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 7'— 8.8" Wind: 120 mph, h=17•lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #10BTR LOAD DURATION INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2r.4 DF #108TH SPACED 24.0" 0.C. load duration factor=1.6, End vertical(s) are exposed to wind, TC LATERAL SUPPORT <= 12"0C. UON. LOADING Truss designed for wind loads BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL) 7.0) ON TDP CHORD = 32.0 PSF in the plane of the truss only. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Snow: ASCE —10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1, Ce=1, Ct=1.l, I=1 complete specifications. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-10-06 3-10-06 T f '1 12 12 6.001/ Q6.00 1IM-4x4 3 2 / 4 •,.A- —.',, 0 0 1 / /////////// //// ///// ///////////////1////////////// // / 5 -moo M-2.5x4 M-2.5x4 y ,1 ), ), 1-00 7-08-12 1-00 ,c,,,tiO PROFS ecoNGfNEE' S/0 JOB NAME: DR HORTON PLAN A110 B — Cl Scale: 0.6297 �� O R 2'9 78 1-- 1. WARNINGS: GENERAL NOTES,unless otherwise noted: :1/ 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 l 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: MJ 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). 9 OREGON t" t�.. DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2 241 p �Q. 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. 9,9 �/ ,] SEQ. : 6296465 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, ` F Y •% t ...,& TRANS I D: 429603 design loads be applied to any component. and are for"dry condition" use. P� s 'I p �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or wedge if A I I L necessary. �1 V 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 8.Plates shall be located on both faces of truss,and placed so their center IIII I 11111 VIII VIII III Ill IIII IIII IIII TPI/WTCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. it. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 111 IIII III This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.8" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2s9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 256 5-3=(0) 165 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-351) 0 5-9=(0) 256 WEBS: 2x9 SF STAND 3-4=(-350) 0 LOADING TO LATERAL SUPPORT <= 12"0C. 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 SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 457V -23/ 28H 5,50" 0.73 DF ) 625) Snow: ASCE -10, 25 PSF Roof Snow(Ps) - 8.8" 0/ 323V 0/ OH 5.50" 0.52 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MCX EP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.015" @ 3'- 10.4" Allowed = 0.459" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.013" @ 1'- 11.0" Allowed = 0.239" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-10-06 3-10-06 MAX HORIZ. LL DEFL = 0.001" @ 7'- 3.2" T 1' f MAX HORIZ. TL DEFL = 0.002" @ 7'- 3.2" 12 12 Wind: 120 mph, h=17.1ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads IIM-4x9 in the plane of the truss only. 34.0" 2.0" iiri,...idiiiiiiiiii% xx o 1 MI a 1 ,-► 5 /1�/9 M-2.5x4 M-1.5x4 M-2.5x4 1, 1 1, 3-10-06 3-10-06 b J, 1, 1-00 7-08-12 JOB NAME: DR HORTON PLAN A110 B - C2 Scale: 0.5739 Vic...;.. )T i"72... WARNINGS: GENERAL NOTES,unless otherwise noted: Q :•fv N 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 J�J��EyS' 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 DES. BY: MJ 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). V �h. DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ 9,�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. P. 4/e/q G�4° (Zrr SEQ. : 6296466 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, RY 1 design loads be applied to any component, and are for"dry condition"of use. R, TRANS I D: 429603 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA U L ` fabrication,handling,shipment and installation of components. necessary.Design 7. laesassumes atedadequate drainage is truss,d.and 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 111111 IIII 1IIII(IIII VIII I III IIII IIII IIII TPI N?CA in BCSI copies of which will be furnished upon request git coincideitwith jointacenter lines. 9. Digits indicate size of plate in inches. EXPIRES: 12/$1 X16 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 4'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 224 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 17 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 341V -11/ 57H 5.50" 0.55 DF ( 625) 4'- 2.0" -26/ 111V 0/ OH 2.00" 0.18 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 4'- 3.0" 0/ 72V 0/ OH 2.00" 0.12 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = -0.012" @ 2'- 5.4" Allowed = 0.261" MAX TC PANEL TL DEFL = -0.020" @ 2'- 5.4" Allowed = 0.392" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 4'- 2.0" 4-03 MAX HORIZ. TL DEFL = -0.000" @ 4'- 2.0" T T 12 Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. el m 0 in cp N a'f 1 Eli<N 1 h4 M-2.5x4 4-02 0-01 ,6 b ), 1-00 4-03 'PROVIDE FULL BEARING;Jts:2,3,4' ���EO PROp JOB NAME: DR HORTON PLAN A110 B - Jl Scale: 0.5770 ��\� 0At9,0 /02 1p Gt. 9 WARNINGS: GENERAL NOTES,unless otherwise noted: %!8 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: J1 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. Ad _ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9!-OREGON1.°4°42.,,, 4.No b ,,rf -V ad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. L1 -r FM 1GJ � design loads be applied to any component. and are for"dry condition"of use. 'mit, J TRANS I D: 429603 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ' A UL R` necessary. ��11 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 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointanr nche. 9.Digits indicate size of plate in inches. EXPIRES: 131�2�i s MiTek USA,Inc./CompuTfUS Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 4'- 3.0" Wind: 120 mph, h=17.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC: 2x4 DF #1&BTR LOAD DURATLON INCREASE = 1.15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC: 2x4 DF #1&BTR SPACED 24.0" O.C. load duration factor=l.6, WEBS: 2x4 DF STAND End verticalis) are exposed to wind, LOADING Truss designed for wind loads LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF in the plane of the truss only. TC LATERAL SUPPORT <= 12"0C. CON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 42.0 PSF INote:Truss design requires continuous bearing wall for entire span CON. M-1.5;:4 or equal at non-structural Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) vertical members (uon). Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-03 T T 12 6.00 D M-1.5x4 3 -> W ll WWWW oo cs 0 Cl z ,r/- o f I� O laiiiim -/ // /// M-2.5x4 M-195x4 ,1 y b 1-00 9-03 �fit0 PROFes \ AN Co oGIN4 we) JOB NAME: DR HORTON PLAN A110 B - J2 Scale: 0.6205 SCh'. �9 WARNINGS: GENERAL NOTES,unless otherwise noted: Cr .,s.78 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: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper f • 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. l^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ s the res onsibil of the erector.Addhional of 2'o,c.and at 10'o.c.respectively unless braced throughout their length by V h responsibility permanentbracing 2ominuous sheathing such as sangplywoodrequired sheathing(TC)and/or drywall(BC). 9 OREGON h DATE• 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang where shown++ t 2 At" �Q- 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. ��RY t5 V SEQ. : 6296468 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, .,Q TRANS I D• 429603 design loads be applied to any component. and are for"dry condition" use.supports wedge +/I p �y` • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all su its shown.Shim or if A 1 I L `` fabrication,handling,shipment and installation of components. necessary.Design V P Po 7. laesassumes atedadequate drainage isprovided.tru , 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 11101 VIII VIII VIII 11111 VIII VIII IIII ill TPI WfCA in BCSI,copies of which will be furnished upon request. git coincideiitwithizjointfcenter lines. EXPIRES: 12/31/2016 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) s R liiiThis design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 2'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 7 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"GC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -37/ 296V -5/ 35H 5.50" 0.47 DF ( 625) 2'- 2.0" -17/ 51V 0/ OH 2.00" 0.08 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 2'- 3.0" -17/ 35V 0/ OH 2.00" 0.06 OF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.0" Allowed = 0.112" MAX TC PANEL TL DEFL = -0.002" @ 1'- 4.6" Allowed = 0.168" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-02 0-01 MAX HORIZ. LL DEFL = -0.000" @ 2'- 2.0" 1' TT MAX HORIZ. TL DEFL = -0.000" @ 2'- 2.0" 12 Wind: 120 mph, h=16.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00(2' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 -/ / o0 / o j' N O 1 0 1 ►� 04 M-2.5x4 1 ) 1 1-00 2-03 (PROVIDE FULL BEARING;Jts:2,3,41 co t� GPEF,SSyO JOB NAME: DR NORTON PLAN A110 B - J3 Scale: 0.6750 ,C? V R f.. WARNINGS: GENERAL NOTES,unless otherwise noted: �` :e!8 -Y_„,. 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• J3 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: MJ 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). v"f�4/4/4 OREGON �� DATE: 7/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '�/ Q 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. �„ry� �/q S E Q. : 6 2 9 6 4 6 9 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, $ ;y 1 Vi, design loads be applied to any component. and are for"dry condition"of use. �`I". TRANS I D: 429603 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA 1 t L 0 necessary. �14J 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 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII 11111 I III 111 (III(III TPI/WTCA in BCS(,copies of which will be furnished upon request. Digit coincide with jointcenter lines. 9.Digits indicate size of plate in inches. EXPIRES: 2/31./201 s MiTek USA,Inc./Co 1 pUTrun Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4 NOTICE OF TYPE I DECISION TEMPORARY USE PERMIT TUP2016-00023 151 HERITAGE CROSSING MODEL HOME T I G A R D 120 DAYS =January 6, 2016 SECTION I. APPLICATION SUMMARY FILE NAME: Heritage Crossing Model Home TUP2016-00023 CASE NO.: Temporary Use Permit(TUP) PROPOSAL: The applicant requests a Temporary Use Permit to construct a detached, single- family dwelling for use as a model home on Lot 58 of the approved Heritage Crossing Subdivision. APPLICANT: D.R. Horton, Inc. —Portland Attn: Dylan Gardner SE P 1 9 2016 4380 SW Macadam Avenue Suite 100CITY OF -M-4\FID Portland, OR 97239 3UILDINGa €, a4�" t OWNER: Northwest View Properties,LLC 4230 SW Galewood Street, Suite 100 Lake Oswego, OR 97035 LOCATION: 15435 SW Hall Boulevard;WCTM 2S111DA,Tax Lot 400 ZONING DESIGNATION: R-12: Medium-Density Residential District. The R-12 zoning district is designed to accommodate a full range of housing types at a minimum lot size of 3,050 square feet. A wide range of civic and institutional uses are also permitted conditionally. APPLICABLE REVIEW CRITERIA: Community Development Code Chapters 18.785.040.0 SECTION II. DECISION Notice is hereby given that the City of Tigard Community Development Director's designee has APPROVED the above request. This Temporary Use Permit shall be valid from September 14, 2016 through September 14, 2017. The findings and conclusions on which the decision is based are noted in Section IV. THIS APPROVAL SHALL BE VALID FOR 12 MONTHS (ONE YEAR) FROM THE EFFECTIVE DATE OF THIS DECISION. TUP2016-00023 HERITAGE CROSSING MODEL HOME PAGE 1 OF 3 SECTION III. BACKGROUND INFORMATION Site Information: The subject property is Lot 58 of the Heritage Crossing Subdivision, which was approved by the City of Tigard Planning Commission in February 2016 (ZON2015-00006, SUB2015-00015, and VAR2015- 00003). This approval was for a Zoning Map Amendment, Subdivision (62 single-family lots), and Special Adjustment to street standards. The subdivision is located on the west side of SW Hall Boulevard, north of SW Durham Road and south of SW Sattler Street. In March 2016, the City of Tigard Planning Division also approved 92 development adjustments to reduce the minimum required setbacks for 32 of the subdivision's lots (ADJ2016-00005 and ADJ2016- 00008 to ADJ2016-00098). The subject lot (Lot 58) was approved for reductions to: the front yard setback from 15 feet to 11.25 feet (25%); the interior side yard setbacks from 5 feet to 4 feet (20%); and the rear garage setback from 20 feet to 16 feet (20%). The Heritage Crossing Subdivision's interior lots are zoned R-12 (Medium-Density Residential), and perimeter lots are zoned R-7 (Medium Density Residential). SECTION IV. APPLICABLE REVIEW CRITERIA AND FINDINGS CHAPTER 18.785 TEMPORARY USES: 18.785.040 Approval Criteria C. Temporary sales office or model home. By means of a Type I procedure, as governed by Section 18.390.030, the Director may approve, approve with conditions or deny the use of any real property within the City as a temporary sales office, offices for the purpose of facilitating the sale of real property, or model home in any subdivision or tract of land within this City, but for no other purpose,provided the following criteria are satisfied: 1. Model house. a. The model house shall be located within the boundaries of the subdivision or tract of land where the real property to be sold is situated; and The proposed model house is located within the boundaries of the Heritage Crossing Subdivision on Lot 58.The real property to be sold includes the subject property.This criterion is met. b. The property to be used for a model house shall be a permanently designed dwelling structure. Staff reviewed the applicant's submitted site plan to confirm the property to be used for a model house will be constructed as a permanently designed dwelling structure. This criterion is met. SECTION V. PROCEDURE AND APPEAL INFORMATION Notice: Notice was posted at City Hall and mailed to: X The applicant and owners X Affected government agencies Final Decision: A Temporary Use Permit is a Type I procedure. As such, the Director's decision is final on the date it is mailed or otherwise provided to the applicant, whichever occurs first. The Director's decision may TUP2016-00023 HERITAGE CROSSING MODEL HOME PAGE 2 OF 3 14* not be appealed locally and is the final decision of the City. THIS DECISION IS FINAL ON SEPTEMBER 15, 2016 AND BECOMES EFFECTIVE ON SEPTEMBER 16, 2016 Questions: If you have any questions,please contact Lina Smith at (503) 718-2438 or LinaCS ca,tigard-or.gov. • September 15,2016 APPROVED BY: Lina Smith Assistant Planner TUP2016-00023 HERITAGE CROSSING MODEL HOME PAGE 3 OF 3