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Plans (13) ST O 1 --0C+.-Y-1 In s s& 1fAifveys- 14 & ' 35'-0" 15'-0" 20'-0" RECEIVED 6'HEEL HEIGHT 3/12 WITH 7-0 OH TO MATCH 4/128'HEEL 7-0OH MAR 18 2015 r - TY ' TIGARD 4 BU La, G DIVISION Io to 3:12 CN Cel LL LL ilz : ; / / / 4:12 / e 4 4 e 4 1 ' ° , I • v rn .,,,:? 4 M d i f 1 a i . h? LNnv in tr) r gou- u1 s I iEi i . I 4,12 5: 12 :12 HUS26 5:12 5 12 HLJ326 — I _ i t `av 1, t 1- M ¢, / - -. B2 (2) 4 4 r `i iv, N '.5 1 - 5.12 - . aLpQ v fCV / / Q / 2 K1 -\ 14'-8" 15'-0" L 25'-0" 10'-0' 35'-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 03/11/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE. ENGINEERED STRUCTURAL y REVISION-1: DRAWINGS INFORMFOR ATION. FECFURTHER umber J-1843 STONE BRIDGE INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD a 1 PLAN: DRAWN BY:JP REVISION-2: ' RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 4 M P A N Y 327 / J-1843 CHECKED BY: REVIEW AND APPROVE OF ALL ;S, DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1 1111Mill This design prepared from computer input by JR LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.I TC: 2;:4 nDDF rl&fiTk; LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting 2x4 NODE STAND T2 SPACED 24.0" O.C. BC: 2x4 NODE H1&BTR system and components and cladding criteria. LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), BC LATERAL SUPPORT .= 12"0C. ZION. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. • Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 Truss designed for 4o2 outlookers. 2':4 let-ins 4.00 of the same size and grade as structural top - chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. -- 2 2 M-3x6+ �u co co M-3x6+ 0 ti11 1 O 3 4 b ,1 1 1-00 3-00 ��,Eo.PROtt' JOB NAME : J-1843 STONE BRIDGE - Al Scale: 0.7615 �N ` °� 4,, SS // lir' WARNINGS: 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: A 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. ,�fr.� ,f - - • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / rte!= DES. B Y: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by O /,�' 3/11/2015 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .n ' OREGON �C(y DATE: /1 1/2 01 5 the overall structure is the responsibility of the building designer. 3.2x 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. /O -7 y ,�4 r rLO� �-L.. S E Q. : 6205468 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' design loads be applied to any component. and are for"dry condition"of use. TRANS I 0: 918791 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full hearing at all supports shown.Shim or wedge if T. P R II.L, necessary. 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 II I I I I III I 11111 I I Ii TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. V r1 t-r r�Oi �1 9.Digits indicate size of plate in inches. EXPIRES:12/3 11201'5 MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111 I II This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2::4 KDDF R1.BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=(-26) 29 2-3=1-189) 89 BC: 2x4 ROOF IuBTR SPACED 24.0" O.C. 2-3=1-70) 167 4-5=( -90) 85 WEBS: 2x4 RODE STAND 3-4=1-43) 32 LOADING TC LATERAL SUPPORT "= 12"0C. UON. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF - BC LATERAL SUPPORT ,= 12"0C. UON. UL 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) LETIN.S: 1-05-06 0-00-00 0'- 0.0" -55/ 283V -15/ 47H 3.50" 0.45 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 0.0" -14/ 119V 0/ OH 5.50" 0.19 RIDE ( 625) OVERHANGS: 12.0" 0.0" • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' " For hanger specs. - See approved plans REQUIREMENTS OF IEC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 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 = 0.009" @ 1'- 6.5" Allowed = 0.113" 1-07-10 1-04-06 19AX TL CREEP DEFL = -0.009" @ 1'- 6.5" Allowed = 0.150" '1 1' 1' 12 MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 4 -/ Truss designed for wind loads in the plane of the truss only. M-3x4 3 co co0 o f iii01000 iiijill ti 0 ill i Zi>Q " 5 M-3x5 M-1.5x3 ,1 b 1-00 3-00 � ,R0.'PROFFS JOB NAME : J-18 4 3 STONE BRIDGE - A2 Scale: 0.6269 !N R si°2 -- �, (� �i . WARNINGS: GENERAL NOTES,unless otherwise noted: :' T 72 v 41PE 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 , I Truss: A 2 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2s4 compression web bracing must be installed where shown t. 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,7 :*% -> DES. B Y: LA 2'o.c.and at 10'c.c.respectively unless braced throughout their length by n • (r is the responsid6ry of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 717 A_OREGON Co DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3,2a Impact bridging or lateral bracing required where shown** .L �'• " ' 'AIX 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. .v 9.j. (�'; SEQ. : 6205469 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, V'. y:�i f� design loads be applied to any component. and are for"dry condition"of use. 41 ' `- TRAN S I D: 418791 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 R`L, necessary. 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 laces of truss,and placed so their center IIII I III 1111111 I VIIIIII I I I I I I 11 I III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. o:1231/20 n15 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) EX PIRES EMI This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 NODE 011171; LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting _ 2z4 NODE STAND T3, T9 SPACED 24.0" C.C. BC: 2>:4 NODE 0111TR system and components and cladding criteria. LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TO LATERAL SUPPORT '= 12"00. UON. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MW FRS(Dir), BC LATERAL SUPPORT c= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, Unbalanced live loads have beenp considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x6+ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-00 5-00 complete specifications. 1 1 1 • LM-4x8+ f M 1 0 M-3:z6+ M-3x6+ _ -/ a, I 1 m lII II 3 0 o _ A /////////////////////////////////////////////////////////////////////////////// 4 5 . 1 l b 1-00 10-00 1-00 <Os°.PRo��s. •JOB NAME : J-1843 STONE BRIDGE — B1 Scale: 0.6553 �C `� 1/159 I-."$' WARNINGS: GENERAL NOTES,unless otherwise noted: �9� PE 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual ,i' Truss: B1 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. ,oe ;P�!'-- -. " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /- ' ! n. DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.r,and at 10'o.c.respectively unless braced throughout their length by d e continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON 40' DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '752- 4 � 4SEQ. : 6205470 .No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. //�, ,7 rL(� h, 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 any component. and are for"dry condition"of use. TRANS I D: 418 7 91 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 �R RI L- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. B.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 11 111 111 101110 II II II TPIMfTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1 W8(MiTek) IIIIII II This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2-4 RODE 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( -15) 28 1-7=(-55) 371 1-2=(-495) 110 BC: 2x4 RUDE 41/BTR SPACED 24.0" O.C. 2-3=(-444) 128 7-5=1-56) 371 7-3=( 0) 218 WEES: 2::4 RUDE STAND 3-4=(-444) 120 4-5=)-656) 190 LOADING 4-5=( -88) 202 TC LATERAL SUPPORT '= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5-6=( 0) 43 " BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LOTION: 2-00-00 2-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" • 0'- 0.0" -50/ 420V -33/ 268 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -74/ 546V 0/ OH 5.50" 0.87 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: D- r - • o • (-5 ftnik rtimil BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.034" @ 1'- 9.2" Allowed = 0.454" 5-00 5-00 MAX TL CREEP DEFL = 0.037" @ 1'- 9.2" Allowed = 0.606" '( '' MAX LL DEFL = 0.002" @ 11'- 0.0" Allowed = 0.100" 1-10-09 3-01-07 -01-07 1-10-09 MAX TL CREEP DEFL = -0.003" @ 11'- 0.0" Allowed = 0.133" f f 'f T '1 MAX HORIZ. LL DEFL = 0.002" @ 9'- 6.5" 12 12 MAX HOOIZ. TL DEFL = 0.004" @ 9'- 6.5" 5.00L- a 5.00 Design conforms to main windforce-resisting I IM-4x4 system and components and cladding criteria. 3 4.0" Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� (A.11 Heights), Enclosed, Cat.2, Exp.B, MWFR81Dirl, 11 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r M-3x91.0" M-3x4 2 q o 0 CO 44, m � 0111 0 !!5 M-3x6 M-1.5::3 M-3x.6 l 1 /, 5-00 5-00 .1 ). 10-00 1-00 co • PRo e- JOB NAME : J-1843 STONE BRIDGE - B2 ,.c.;-, . '"' R s!a Scale: 0.4890 c . ` /1/` le v4-- Scale: '92ooPE WARNINGS: GENERAL NOTES,unless otherwise noted: • 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: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper wp`r 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 "r%„ _ ,� DES. BY: LA2'o.c.and at 10'o.c.respectively unless braced throughout their length by - • 'C ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,-774' A_OREGON �C(%' DATE: 3/11/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ '7 �c' 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. / Q� SEQ. : 6205471 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 y.14., 2 Q�' design loads be applied to any component. and are tor"dry condition"of use. �A TRANS I D: 418791 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 "r RR-1 L�; nfabrication,handling,shipment and installation of components. Designeesary. 7. laesassumes adequate one d th lac a is truss,d.and 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 MEI VIII 111 III III 111111 II IIIITPIANTCA 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) EX PI RES:1 ZI31I2Q1 5 - IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2;:4 KDDF HI&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting - BC: 2x4 KDDF 81&6TR SPACED 29.0" O.C. system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, TO LATERAL SUPPORT ":= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed', Cat.2, Exp.!, MWFRS(Dir), BC LATERAL SUPPORT <= 12"00. MON. DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, t4-1.5x4 or equal at non-structural vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x5 min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 5-00 5-00 - 1' 1' 1' M-9x8 29.0" • cm M-3x5+ 6.)" M-3x5+ M 3s:6+ 13 M 3x6+ 1110 !ilk/ m i • m Om I I !' I I m /////////////////////////////////////////////////////////////////////////////// 4 M-1.5x3 1' ,1 b 5-00 5-00 1 .1 ) ), 1-00 10-00 1-00 �q c O PROfF,, JOB NAME : , J-1843 STONE BRIDGE - ClC1 Scale: 0.5798 (N 9s/°'L li1E WARNINGS: GENERAL NOTES,unless otherwise noted: �� t 92.1 P E '9f 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: Cl 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. � -'" y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,. -fl!I!t° w , DES. B Y: LA 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 A Q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7/.' A_OREGON bs- C(/ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x 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. •SEQ. : 6205472 //�. "7;y 20� -.1.. 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 4,, �j 4 design loads be applied to any component. and are for"dry condition"of use. /),q TRANS I D: 1 S 7 91 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 1/ R R'UX, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the!nutations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III Ell 111 III I I I III I II TPI/WTCA in BCSI,copies of which will be furnished upon request. logs coincide with joint center lines. EXPIRES:12/31./2015 9.Digits indicate size of late in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 111010111 III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 15'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0D TC: 2:'.4 ROOF 976BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 43 2- 9=(-225) 898 2- 3=( -620) 150 BC: 2::4 ROOF 416BTR SPACED 24.0" 0.0. 2- 3=1-470) 162 9-10=(-225) 898 3-10=1 -306) 213 WEBS: 2c4 ROOF STAND 3- 4=(-731) 192 10- 7=(-211) 740 10- 4=1 -26) 293 LOADING 4- 5=1-723) 184 10- 5=1 -140) 161 TC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-859) 274 6- 7=1-1046) 337 BC LATERAL SUPPORT c= 12"0C. 0ON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -88) 197 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 43 LETINS: 0-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 14-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -113/ 701V -52/ 52H 71.50" 1.12 KDDF I 625) vertical members (uon). 5'- 11.5" 0/ 67V 0/ OH 71.50" 0.11 KDDF ( 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 15'- 6.0" -120/ 762V 0/ OH 5.50" 1.22 KDDF ( 625) considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.031" @ 11'- 9.0" Allowed = 0.454" MAX TL CREEP DEFL = -0.057" @ 11'- 9.0" Allowed = 0.606" MAX LL DEFL = 0.002" @ 16'- 6.0" Allowed = 0.100" 7-09 7-09 MAX TL CREEP DEFL = -0.003" @ 16'- 6.0" Allowed = 0.133" T T 1' 3-07-06 4-01-10 3-11-06 1-11-01 1-10-09 MAX HORIZ. LL DEFL = 0.010" @ 15'- 0.5" T T I' '( ' .' MAX HORIZ. TL DEFL = 0.016" @ 15'- 0.5" 11M-4x4 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" M-3x9 .' M-3x5 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, M 1.5x9 r� M 1.5x9 M 3x5 load duration factor=l.6, M 3x5000. End vertical(s) are exposed to wind, M-3x4 1 / M-1.5x3 Truss designed for wind loads m 8 5 in the plane of the truss only. 0 M-3x5+ M 3x4 1-2.5::4 or equal at non-structural diagonal inlets. 'i' 14-1.5x3 d , 44111111 6 Truss designed for 4x2 outlookers. 2;:9 tet ins of the same size and grade as structural top ® chord. Insure tight fit at each end of let-in. o �� Outlookers must be cut with care and are ( 8 o permissible at inlet board areas only. i- O F 2 ii,,,,,,i�ii,,,,,, ,,,,, iiiiiiiii,,,,,,uii 1 10 7 -f o 9 M-498 M-3x6 M-5x6 1 }. y 7-09 7-09 .6 I, L ), 1-00 15-06 1-00 JOB NAME : J-1843 STONE BRIDGE - D1 ,�D.,�ROFs 5 " IN si . Scale: 0.3350 � _ � �� �� WARNINGS: GENERAL NOTES,unless otherwise noted: '92 IPE 'S'� 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 / _ ` Tr US s: D1 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 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. B Y: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'TY OREGON, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. •/.• qf - ,� �� S E 6205473 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. '../6 / q 4. • 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 1,4,:.2 Q design loads be applied to any component. and are for"dry condition"of use. "•�� TRANS I D: 418791 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 '*', RIA- 2 necessary. 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 MN VIII 11 I IIII IIII 1111110111111111 TPINYfCA in BGSI,copies of which will be furnished upon request, fines coincide with joint acenter inches.9.lions indicate sizethof plate tino nines. EXPIRES:12/31/201'5 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 JP LUMBER SPECIFICATIONS 15-06-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2t4 NODE 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-9774) 2186 1-6=1-1912) 8606 2-6=1-134) 706 BC: 2>:6 NODE SS 2-3=1-9776) 2212 6-7=(-1404) 6490 6-3=1-986) 4394 WEBS: 2:4 NODE STAND LOADING 3-4=1-9776) 2212 7-5=(-1912) 8606 3-7=(-986) 4394 LL = 25 PSF Ground Snow (Pg) 4-5=1-9774) 2186 7-4=1-134) 706 TC LATERAL SUPPORT '= 12"0C. UON. TC UNIX LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 15'- 6.0" V BC LATERAL SUPPORT ,.= 12"OC. UON. BC UNIF LL( 475.0)+DL( 343.01= 818.0 PLF 0'- 0.0" TO 15'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA i 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x:.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1528/ 6836V -44/ 44H 5.50" 10.94 NODE ( 625) nails staggered: 15'- 6.0" -1528/ 6835V 0/ OH 5.50" 10.94 KDDF ( 625) 9" oc in 1 rowlsl throughout 2:c4 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 6" oc in 2 row(s) throughout 2s8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. a VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 10'- 1.4" Allowed = 0.729" MAX TL CREEP DEFL = -0.185" @ 10'- 1.4" Allowed = 0.972" MAX HORIZ. LL DEFL = 0.020" @ 15'- 0.5" MAX HORIZ. TL DEFL = 0.034" @ 15'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-09 7-09 1 T Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-01-09 3-07-07 3-07-07 4-01-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ( 1 { f i load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 5.00 V" M-5x8 - 35.00 Truss designed for wind loads 3 8 Q„ 1,? in the plane of the truss only. M-1.5x3 2.9" M-1.5x3 N 2 4 , 44 v* 0 `!-, )4-8::14 M-8x19 �� 1 o f\ - 1'1 I,1 �' o 1',' 6 7 ',5 -/ (4-5x10 M-5x10 ), 1 1 5-04-10 9-08-12 5-09-10 1 1 15-06 JOB NAME : J-1843 STONE BRIDGE - D2 Scale: 0.3780 , wo C,,, � .1I ,Y9:'" * WARNINGS: GENERAL NOTES,unless otherwise noted: 1192PE r' 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: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. '.4I," 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at {! !!' DES. BY: LA 2'a.c.and at I0'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). . "y� 4OREGON, ,�4,i DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+,- �D . 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6205474fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a ve environment, <0 .41'14, 20. `A.- ,�„ tlesign loads be applied to any component. and are for"dry condition"of use. /1 Qj TRANS I D: 418791 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 cR R I�� necessary. 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 III I 11111 111 II I I I I 111 11111 I I III TPIANTCA in BCSI,copies of which will be furnished upon request. linescoincide with joint center lines. g.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:/2015 IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" ICO ND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. TC: 2>.4 KDDF tilBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce resisting BC: 2:1 NODE 41&6TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT ,.= 12"OC. UON. LOADING Wind: 140 mph, h=22.ift, TCGL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPOPT 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.6, MW FRSIGir), " IL ON BOTTOM CHORD - 10.0 PSF " For hander specs. - See approved plans TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads considered for this design. in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3z6+ min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 20-00 19-09 I . f 13-09-05 6-07-11 6-07-11 13-01-05 T 4 '( 1' 12 12 4.00 v 2M-4x8+ a 4.00 M M-3x5(5) -3x5(5) r 1 r- I M-3_<6+ M-3x6+ orr . ' 3 �0 o N 1 4 . . 6 5 --,,c, M-3x5(S) I .1 1, 22-00 19-09 " 3. y 2-00 39-09 • JOB NAME : J-1843 STONE BRIDGE - El Scale: 0.2011 4���' ,.AGI/�i7 s`PE t' WARNINGS: GENERAL NOTES,unless otherwise noted: 0 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: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2e4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ,c- • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /,M41!!"F%•_. > DES. B Y: LA �'zoo and at 10'o.c.respectively unless braced throughout their length by O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `'y7 OREGON_ ((j. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ L 'b 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/,}+ Q 4. Q y t},,:2 design loads be applied to any component. and are for"dry condition"of use. +' TRANS I D: 418 7 91 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 4G'R R L�. fabrication,handling,shipmentDesign and installation of components. necessary. assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B,plates shall be located on boththtruss,of truss,and placed so their center IIIIII VIII I III IIII I III I III IIII III TPHWTCA ie BCSI,copies of which will be tarnished upon request. lines coincide with joint center lines. ..g.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7888(MiTek) IIIIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2:':4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 9=1-655) 3305 2- 3=(-3502) 761 7- 8=1-3002) 538 - BC: 224 !ODE 6168T0 SPACED 24.0" O.C. 2- 3=( -561) 240 9-10=1-545) 2969 3- 9=( -152) 186 WEBS: 2c4 NODE STAND 3- 4=1-3417) 675 10-11=)-520) 2933 9- 4=( 0) 456 LOADING 4- 5=1-2477) 566 11- 8=(-641) 3197 4-10=( -857) 269 TC LATERAL SUPPORT '= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2476) 576 10- 5=( -186) 1176 BC LATERAL SUPPORT .= 12"0C, ION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3343) 674 10- 6=( -819) 258 TOTAL LOAD = 42.0 PSF 7- 8=1 -462) 233 6-11=( 0) 419 OVERHANGS: 24.0" 0.0" 11- 7=( -106) 176 LL = 25 PSF Ground Snow (Pg) •' For hander specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -295/ 1906V -96/ 1108 5.50" 3.05 KDDF ( 625) 39'- 9.0" -210/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP PEEL = -0.043" 0 -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.255" @ 20'- 0.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.516" @ 20'- 0.0" Allowed = 2.589" MAX HORIZ. LL DEFL = 0.092" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.153" @ 39'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=l.6, End vertical(s) are exposed to wind, 20-00 19-09 Truss designed for wind loads f in the plane of the truss only. 6-05-15 6-10-01 6-08 6-07 6-07 6-07 1 1 T f I' T 1' 12 12 4.00 li- M-4x6 . 4.00 4.0" M-5x8(S) 5 .r' M-5x8(S) 0.25" 3.0" 0.25" 4 ' 6 i j M-4x4 3 + 7 t4-1.5::3 M-1.5x3 ,/ ,� 1/ 9 i' 11 8cc o I4-5x6 M-3x4 d.25" M-3x4 MSHS-5x8 M-5x8(S) 1 1 1 1' 1' 9-11-04 10-00-12 9-09-12 9-11-04 1 .1 1' 2-00 39-09 JOB NAME : J-1843 STONE BRIDGE - E2 / c�����4..pN O s��.L Scale: 0.1470 �J920 qc 9 WARNINGS: GENERAL NOTES,unless otherwise noted: • r YL � 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual ' Truss: E 2 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 s` s ' DES. BY: LA 2'c.c.and at 10'c.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). �yG ",AOREGON, ��(/ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -.. D 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. / ''/),* 2.0 i(); SEQ. : 6205476 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, -0.AI� 14,.:. design loads be applied to any component. and are for"dry condition"of use. '✓/�' TRANS I D: 418791 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 R R�4 necessary, 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 III I El I II I 111 II 11 1 I III TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Tines. EXPIRES: �f! i 7 9.Digits indicate size of plate in inches. Cn P(RC.7.12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII II 111 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 45'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2:"4 KDDF 1114STR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 58 2-12=1-1436) 561 12- 3=(-2422) 974 9-17=( 0) 272 BC: 2::4 CHF 11I6BTR SPACED 24.0" O.C. 2- 3=) -557) 1559 12-13=1-1269) 495 3-13=8-13801 3789 9-i0=1-3682) 1230 WEBS: 2y4 KOH' STAND; 3- 4=1-2534) 993 13-14=( -883) 2472 13- 4=( -824) 421 2::4 NUDE' 01&BTR A LOADING 4- 5=(-3043) 1238 14-15=( -928) 2633 4-14=8 -172) 479 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSP 5- 6=(-3094) 1347 15-16=1-1072) 3087 14- 5=1 -520) 327 - TC LATERAL SUPPORT <= 12"0C. TON. DL ON BOTTOM CHORD = 10.0 PSP 6- 7=(-2477) 1140 16-17=(-1189) 3491 14- 6=1 -237) 528 BC LATERAL SUPPORT <= 12"0C. 00N. TOTAL LOAD = 45.0 PSE 7- B=(-2519) 1096 17-10=1-1186) 3496 6-15=( -637) 423 8- 9=(-3336) 1307 15- 7=( -489) 1252 OVERHANGS: 24.0" 24.0" LL = 25 POE Ground Snow )Pg) 9-13=1 -620) 378 15- 8=1 -965) 422 10-11=1 0) 75 8-16=( 0) 371 - BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=( -419) 128 LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -269/ 54V -96/ 1130 5.50" 0.09 KDDF ( 625) 5'- 2.8" -280/ 2573V 0/ OH 5.50" 3.85 KDDF ( 625) 45'- 0.0" -213/ 1997V 0/ OH 5.50" 3.19 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.047" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.268" @ 25'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.517" @ 31'- 10.9" Allowed = 2.606" MAX LL DEFL = 0.045" @ 47'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.047" @ 47'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.050" @ 2'- 6.4" Allowed = 0.321" MAX TC PANEL TL DEFL = 0.062" @ 2'- 6.4" Allowed = 0.481" MAX HORIZ. LL DEFL = -0.065" @ 44'- 6.5" MAX HORIZ. TL DEFL = 0.109" @ 44'- 6.5" 18-00 7-00 20-00 Design conforms to main windforce-resisting 5-01 6-04-10 6 02 14 T 7-03-08 9-03-13 1D 06 03 T system and components and cladding criteria. 5-04-08 6-04-10 6-02-14 3-06 3-06 6-07-07 6-69-03 6-07-07 T Wind: 140 mph, h=22.7ft, TCUL=6.0,BCDL=6.0, ASCE 7-10, 1' '9 T 9 .9 T '0 T .9 (All Heights), Enclosed, Cat.2, Exp.B, t4WFRS(Dir), 12 12 12 load duration factor=l.6, 3.00,-- M-1.5x4 4.00 M-4x6 o 4.00 End vertical(s) are exposed to wind, 11-1.5x9 M-3x6Truss designed for wind loads 9.0" in the plane of the truss only. M-3x5 7 M-3x6 14-2.5;:4 or equal at non-structural diagonal inlets. P1 Sx6(S) M-3x46 14-5x6 �� b1 3x9 Truss designed for 4x2 outlookers. 2r:4 let-ins 3.0" e M-3x5(5) )4 1.5:•:9 P4 3:t 5 0.25" of the same size and grade as structural top P4-3::5 9 9M-4X10 chord. Insure tight fit at each end of let-in. M 4':10 ` Outlookers must be cut with care and are permissible at inlet board areas only. 14-3x3 5 �0 .. i _ - co - 1 0 12 3 11 1b 16 11 '10 o M-3::4 M-1.5x4 6.25" M-3x8 0.25' M-3x4 M-1.5x3 IIM-6x6 M-7x8(5) M-5x8(S) 1� 5-02-12 6-02-14 6-04-10 7-01-12 6-10-15 6-05-11 6-07-07 y y 2-00)PROVIDE FULL BEARING;Jts:2,12,101 45-00 2-00 .Pp�PRpE. JOB NAME : J-1843 STONE BRIDGE - F1 Scale: 0.1278 � �N /0. �, .///1 WARNINGS: GENERAL NOTES,unless otherwise noted: 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: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown i*. incorporation of component is the responsibility of the building designer. xr aAMP"' ._ • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,/•S C+a -.e -' DES. B Y: LA 2'e.c.and at 10'o.c.respectively unless braced throughout their length by 0 !1 .Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa0(BC). 'y, OREGON. C(J DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ L �, �� 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ‘74i0/1°,44-- 26. 4,,,. S E Q. : 6205477 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 1.4, . design loads be applied to any component. and are for"dry condition"of use. /� '��'" TRANS I D: 418791 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 FR R 1 L�-: fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Pates shall be located on both faces of truss,and placed so their center MIR Eli Ili IIII III I III IIII TPIMITCA in SCSI,copies of which will be furnished upon request git coincideictwith joint ate inr lines. ❑RCe 9.Digits indicate size of plate in inches. EXPIRES':12/3112015 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 45'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91GBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 58 2-12=(-1436) 561 12- 3=(-2422) 974 9-17=( 0) 272 - BC: 2x4 NUDE 911E7R SPACED 24.0" O.C. 2- 3=( -557) 1559 12-13=1-1269) 495 3-13=(-13801 3789 9-10=1-3682) 1230 WEBS: 2r4 NUDE STAND; 3- 4=(-2534) 993 13-14=1 -883) 2472 13- 4=( -824) 421 2x4 ODE 91&BTR A LOADING 4- 5=(-3043) 1238 14-15=1 -928) 2633 4-14=( -172) 479 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-3094) 1347 15-16=1-1072) 3087 14- 5=( -520) 327 TC LATERAL SUPPORT 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2477) 1140 16-17=(-11891 3491 14- 6=1 -237) 528 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 45.0 PSF 7- 8=(-2519) 1096 17-10=(-1186) 3496 6-15=) -637) 423 8- 9=(-3336) 1307 15- 7=( -489) 1252 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) 9-10=1 -620) 378 15- 8=1 -965) 422 10-11=( 0) 75 8-16=( 0) 371 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=( -419) 128 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. - THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -269/ 54V -96/ 1136 5.50" 0.09 KDDF ( 625) 5'- 2.8" -280/ 2573V 0/ OH 5.50" 3.85 KDDF ( 625) 45'- 0.0" -213/ 1997V 0/ OH 5.50" 3.19 KDDF ( 625) • 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.047" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.268" @ 25'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.517" @ 31'- 10.9" Allowed = 2.606" MAX LL DEFL = 0.045" @ 47'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.047" @ 97'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.050" @ 2'- 6.4" Allowed = 0.321" MAX TC PANEL TL DEFL = 0.062" @ 2'- 6.4" Allowed = 0.481" MAX HORIZ. LL DEFL = -0.065" @ 44'- 6.5" MAX HORIZ. TL DEFL = 0.109" @ 44'- 6.5" 18-00 7-00 20-00 Design conforms to main windforce-resisting 11-08-04 6-03-12 1 7=00 9-05-13 10 06 03 1 system and components and cladding criteria. 5-04-08 6-04-10 6-02-14 f 3-06 3-06 6-07-07 6-b7-07 6-09-03 Wind: 140 mph, h=22.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, T 1' (' .f .' . T .( f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 12 12 12 load duration factor=l.6, 3.00 c--- 4.00 L--- M-4x6 - 4.00 End vertical(s) are exposed to wind, Truss designed for wind loads 4.0" in the plane of the truss only. 7 -4f M-5r:6(S) 6 M-3x4 M 5x6 3.0" e M-3x5(5) 0.25" '_ 4 / M-4x10 +7 M-4,10'_ __-----1---- , w ii�` M-1.5x3 tm DT � -� o n 2 i 12 �3. 5" 1 16 17 10 14-3x4 14-1.5x4 2 3x8 0.25 M-3x4 M-1.5x3 HM-6x6 M-7x8(S) M-5x8(S) L L L L L L L 5-02-12 6-02-14 6-04-10 7-01-12 6-10-15 6-05-11 6-07-07 L L L 2-00 PROVIDE FULL BEARING;Jts:2,12,101 45-00 2-00 4E,0 PROF. 0- g N `S/ JOB NAME : J-1843 STONE BRIDGE - F2 , . -.‹,,t13,9, a . Scale: 0.1270 44 - WARNINGS: GENERAL NOTES,unless otherwise noted: 2 e WE 9f 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: F2 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 atu"„,„,4,.."....:: v" !1. DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 •K. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). 'S7 . OREGON. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ bu 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. •';/O �,j! ,�, , 2� �,. SEQ. : 6205478 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, A design loads be applied to any component. and are for"dry condition"of use. j11 1t `- T RAMS I D: 418791 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 4TR R t =-, . necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I 11 I II I I I I I III I III TPIMfTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Tines. 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:12/31'/2015 II I III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 44'- 9.0" IBC 2012 MAX MEMBER FORCES 414R/DDF/Cq=1.00 TC: 2o4 KDDF BI&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 58 2-11=(-1392) 547 11- 3=(-2396) 988 15- 9=( -333) 181 BC: 2::4 'ODE N16BTR SPACED 24.0" C.C. 2- 3=( -581) 1515 11-12=1-1227) 481 3-12=1-14071 3761 9-16=( 0) 265 WEBS: 2x4 NUDE STAND; 3- 4=(-2545) 996 12-13=1 -931) 2487 12- 4=( -817) 428 9-10=1-3243) 1034 2x4 NUDE HICBTR A LOADING 4- 5=1-3031) 1233 13-14=1 -921) 2615 4-13=( -166) 465 LL) 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-3081) 1343 14-15=1-1052) 3036 13- 5=( -518) 328 TC LATERAL SUPPORT n= 12"OC. 0ON. DL ON BOTTOM CHORD = 10.0 PSP 6- 7=(-2453) 1128 15-16=1-1157) 3358 13- 6=( -234) 534 BC LATERAL SUPPORT 12"00. UON. TOTAL LOAD = 45.0 PSF 7- 8=)-2495) 1084 16-10=1-1154) 3362 6-14=1 -641) 421 8- 9=1-3280) 1281 14- 7=( -485) 1238 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -488) 440 14- 8=( -929) 407 3-15=( 0) 350 - `- For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -255/ 69V -33/ 113H 5.50" 0.11 KDDF ( 625) 5'- 2.8" -277/ 2546V 0/ OH 5.50" 3.81 KDDF ( 625) 44'- 9.0" -194/ 1738V 0/ OH 5.50" 2.78 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.047" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.259" @ 25'- 0.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.494" @ 25'- 0.0" Allowed = 2.589" MAX TC PANEL LL DEFL = 0.050" @ 2'- 6.4" Allowed = 0.321" MAX TC PANEL TL DEFL = 0.002" @ 2'- 6.4" Allowed = 0.481" MAX HORIZ. LL DEFL = -0.064" @ 44'- 3.5" MAX HORIZ. TL DEFL = 0.105" @ 44'- 3.5" Design conforms to main windforce-resisting 18 00 7-00 19-09 system and components and cladding criteria. 1 T T Wind: 140 mph, h=22.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 11-08-04 6-03-12 7-00 9-05-13 10-03-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 5-04-08 6-04-10 6-02-14 3-06 3-06 " 6-07-07 6- 7-07� 6-06-03 load duration factor=l.6, q 4' 7' .1 1 '1' f T End vertical(s) are exposed to wind, 12 12 12 Truss designed for wind loads 3.001" 4.00 M-4x6 ---:4.00 in the plane of the truss only. 4.0" 7 M-3x4 M-5x6(S) 6 M5x6 3.0" M-3x4 o e M-3x5(5) 0.25" 4 M 4x10 M-4o10 + ` M1.5x3 zm � 13 0.25' M-3x4 M-116 5x3 t4SHS 5x810 �c, HM-3x4 M ll-1.5x4 02.25" M-3x8 M-7x8(S) M-5x8(S) b 1 1 ,6 1, 1 .1- 5-07-17 6-02-14 6-04-10 7-01-12 6-10-15 6-05-11 6-04-07 1 2-00 PROVIDE FULL BEARING;Jts:2,11,10] 44-09 �� ��4.PR QFFss JOB NAME : J-1843 STONE BRIDGE - F3 Scale: 0.1371 �;...' `'''317/1/3.61 '1...,,. WARNINGS: GENERAL NOTES,unless otherwise noted: j 920*PE f 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 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. B Y: LA 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by O ' Q' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). .ORN EGO DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2w Impact bridging or lateral bracing required where shown++ �` 7, �D A,4/./ 4SEQ. : 6205479 .No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / 9.,y, - .20. �.-1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a ms ve environment, Q' • y't�r O • T• TRANS I D: 418791 design loads be applied to any component and are for"dry condition"of use. 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 �'R MO.' c necessary. _ • 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 111111 VIII I III III 111111111 I VIIIIIII III IIII TPI NIfCA in 8C61 copies of which will be furnished upon request, git coinciat withzjoint tecenter che. e.Digits indicate size of plate in inches. EXPIRES12J31/2015' MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1E111111 This design prepared from computer input by JP i LUMBER SPECIFICATIONS TRUSS SPAN 44'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2z4 KDDF it&ETR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 58 2-11=(-1392) 547 11- 3=(-2396) 988 15- 9-( -333) 181 - BC: 2.44 KDDF 81RBTR SPACED 24.0" O.C. 2- 3=( -581) 1515 11-12=1-1227) 481 3-12=1-1407) 3761 9-16=( 0) 265 WEBS: 2:.4 5DOF STAND; 3- 4=(-2545) 906 12-13=1 -931) 2487 12- 4=( -017) 428 9-10=1-3243) 1034 2s.4 RDDF Ul&BTR A LOADING 4- 5=(-3031) 1233 13-14=( -921) 2615 4-13=( -166) 454 LL( 25.0)+DLI 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-3081) 1343 14-15=1-1052) 3036 13- 5=( -518) 328 TO LATERAL SUPPORT .= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2453) 1120 15-16=(-1157) 3358 13- 6=( -234) 534 BC LATERAL. SUPPORT 12"0C. 00N. TOTAL LOAD = 45.0 PSF 7- 8=1-2495) 1084 16-10=1-1154) 3362 6-14=( -641) 421 8- 9=1-3280) 1281 14- 7=1 -485) 1238 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -488) 440 14- 8=) -929) 407 8-15=( 0) 350 14-I.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA For hangzr specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -255/ 69V -83/ 113H 5.50" 0.11 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5'- 2.8" -277/ 2546V 0/ OH 5.50" 3.81 KDDF ( 625) 44'- 9.0" -194/ 1738V 0/ OH 5.50" 2.78 KDDF ( 625) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing i VERTICAL DEFLECTION LIIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.047" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.259" @ 25'- 0.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.494" @ 25'- 0.0" Allowed = 2.589" MAX TC PANEL LL DEFL = 0.050" @ 2'- 6.4" Allowed = 0.321" MAX TC PANEL TL DEFL = 0.062" @ 2'- 6.4" Allowed = 0.481" MAX HORIZ. LL DEFL = -0.064" @ 44'- 3.5" MAX HORIZ. TL DEFL = 0.105" @ 44'- 3.5" Design conforms to main windforce-resisting 18-00 7-00 19-09 system and components and cladding criteria. f 'f T T 5-01 6-04-10 6-02-14 3-06-14 3-06-14 6-07-02 6-06-13 Wind: 140 mph, h=22,7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, T 5-04-08 T 6-04=10 1 6-02-14 1 3-06 1 3-06 T 6-07-07 4 6=07=07 1 6-06-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, T 1' '( T 1 1' T 1 4 End vertical(s) are exposed to wind, 12 12 12 Truss designed for wind loads 3.00 r = 4.00 v M-3x5 M-4x6 a 4.00 in the plane of the truss only. M-1.5x4 M-1.5x4 Truss designed for 4x2 outlookers. 2x4 let-ins M 1.5x9 M-3x6 M-3x754 M-3x5 !4-1.5x4 M-3x6 of the same size and grade as structural top M-3x6 i4 3x4 R. M-3x5 M-1.5x4 chord. Insure tight fit at each end of let-in. 14-_1.5x4 P4-3x5 M 3`:6 6 = M-3x9 Outlookers must be cut with care and are M 5x6(5) M 5x65 3•� 8 M-3x6 permissible at inlet board areas only. •M-1.5x4 !4-3:.:5 _: _ M 3x5(S) 0.25" i4-3x5 4 ", M-4x10 M 9::10 a'�. 3 M-1.5x3 9 3:.5 �' • o, a� I _�, I 1\ o �E �2 1M-i.5x4 .25" M 3x8 0.25�� M-3x4 M-116 5x3 MSHS-5x80 0 M-7x8(S( M-5x8(5) 5-02-12 6-02-14 6-04-10 7-01-12 6-10-15 6-05-11 6-04-07 6 .1 y o. 2-00 PROVIDE FULL BEARING;Jts:2,11,101 44-09 �,?,0 PRO FFS JOB NAME : J-1843 STONE BRIDGE - F4 .� E /N " ' si . Scale: 0.1361 �� `f1llf� re WARNINGS: GENERAL NOTES,unless otherwise noted X72�.�1P� 1.Builder and erection contractor should be advised 01 311 General Notes 1.This design is based any upon the parameters shown and is for an individual •� Truss: F9 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. B Y: LA 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 ® Q"• continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ''y' OREGON. �(v DATE: 3/11/2015 the overall structure is the responsibthry of the building designer. 3.2x Impact bridging or lateral bracing requited where shown++ r �� 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. :47041,41)„;, Q: -}. SEQ. : 6205980 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: , ? `i ' TRANS I D: 418791 design loads be applied to any component. and are for"dry condition"of use. c 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppons shown.Shim or wedge if R.R,''L`,.; necessary. •. 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 111 II 1111111 I I 1111I 111 1III1111 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. c� i�f/ i n 9.Digits indicate size of plate in inches. EX P)��c.'IGl31/201.5 MiTek USA,Inc./CompuTrus Software 7.6.7(1 Lj-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII III This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: Dxl CORP H16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windiorce-resisting BC: 2o4 NODE 71OBTR SPACED 24.0" O.C. WEBS: 2;:4 EDRF STAND system and components and cladding criteria. LOADING Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.D, ASCE 7-10, TC LATER?L SUPPORT 12"0C. DON. 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 (All Heights), Enclosed, Cat.2, E}:p.8, MWFRS(Dirl, TOTAL LOAD = 42.0 PSF load duration factor=1.6, H-1.5.4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow IPg) Truss designed for wind loads in the plane of the truss only. _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. hearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-04 7-04 T 1. T M-4x8 24.0" M-3x5 i M-3r,5 6.D" CD M-3x5 M-3x5 CD ftil M-3x6+ 1 M-3x6+ 3 m — 'ou o o o —T ® \ 0 M-1.5x3 7 1, 7-04 7-04 ), * 1' 1-00 14-08 1-00 JOB NAME : J-1843 STONE BRIDGE - G1 Scale: 0.4954 �� /J 2 WARNINGS: GENERAL NOTES,unless otherwise noted: s 92®I P E 9 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: G1 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 ,,s"..7/1/11,„:" DES. B Y: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by O is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or 0 . 9� A_OREGON. ��(/ 3her s rywall(BC). • _5? DATE: /11/2 01 S the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ - � 4.No load should be applied to any component until after all bracing and 4. Installation o1 truss is the responsibility of the respective contractor. / 9 SEQ. : 6205481 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 y 14 2°� P • design loads be applied to any component. and are for"dry condition"of use. .� TRANS I D: 418791 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 tR R I GX. necessary. . 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 he located on both faces of truss,and placed so their center III I II I III III III 1# I1 I Ell! TPINVTCA 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,Ino.ICompuTfuS Software 7.6.7(1 L)-Z 10,For basic connector plate design values see ESR-1311,ESR-1088(MITek) EX PI RES:'12/31/2015 , IIIIIIIIIIII This design prepared from computer input by JP LUMBER SPECIFICATIONS 14-08-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2o4 KDDF PIGBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9598) 2136 1- 6=1-1968) 8452 6- 2=( -526) 2468 BC: 2x8 ROOF SS 2- 3=(-7220) 1636 6- 7=(-1844) 8336 2- 7=(-1972) 472 WEBS: 2r.4 EDIT STAND; LOADING 3- 4=(-7220( 1636 7- 8=(-1844) 8336 7- 3=(-1190) 5296 2::4 AIDE STUD A LL = 25 PSF Ground Snow (Pg) 4- 5=(-9598) 2136 8- 5=(-i868) 8452 7- 4=(-1972) 472 TC UNIT LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 8.0" V 4- 8=1 -526) 2468 TC LATERAL SUPPORT 12"OC. DON. BC UNIT LL( 475.0)+DL( 343.0)= 818.0 PLF 0'- 0.0" TO 14'- 8.0" V BC LATERAL SUPPORT i2"OC. DON. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ,- ( 2 I complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. r BOTTOM CHORD CHECKED FOR IIPSF LIVE LOAD. TOP 0'- 0.0" -1996/ 6468V -91/ 41H 5.50" 10.35 KDDF ( 625) AClach 2 ply with 3"x.131 DIA GUN 14'- 8.0" -1446/ 6468V 0/ OH 5.50" 10.35 KDDF ( 625) �� nails staggered: 9" oc to 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. oc in 1 cowls) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.079" @ 7'- 4.0" Allowed = 0.688" MAX TL CREEP DEFL = -0.160" @ 7'- 4.0" Allowed = 0.917" MAX HORIZ. LL DEFL = 0.020" @ 14'- 2.5" MAX HORIZ. TL DEFL = 0.034" @ 14'- 2.5" Design conforms to main windforce-resisting 7-04 7-04 system and components and cladding criteria. 9 T T 9-01-11 3 02-05 3-02-05 9 O1 11 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,( ,( ,� ,( ,( (All Heights), Enclosed, Cat.2, Exp.B, 14WFRS(Dir)) load duration factor=l.6, 12 12 5.00V M-4x6 X5.00 End vertical(s) are exposed to wind, Truss designed for wind loads 4.0" in the plane of the truss only. ,_ 3 .f , 1' M-3x6 M-3x6 2 3.0" 4 0 4D CO 0 �' 14-7x16 M-7x16 i i I I CO o qh fl ( o0 1,_-'' 8 7 8 i.... .-5 M-3x10 M-8x10 M-3x10 1. y ,l 3-11-15 3-04-01 3-04-01 3-11-15 14-08 • JOB NAME : J-1843 STONE BRIDGE - G2 Scale: 0.3909 �� /J � ���, • WARNINGS: GENERAL NOTES,unless otherwise noted: '�� 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: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 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. B Y: LA 2'o.c,and at 10'o.c.respectively unless braced throughout their length by OREG�N c(/� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/11/2015 the overall structure is the responsibility of the building designer, 3.20 Impact bridging or lateral bracing required where shown++ 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. ./ -7.1 y, Off', SEQ. : 6205482 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, d 14, 2 A�' design loads be applied to any component. and are for"dry condition"of use. /j Q�`- TRAM S I D: 918791 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beanng at all supports shown.Shim or wedge if 'R fl',' necessary. 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 III I II I I II I 1101111 III I I I II TPUWTCA m BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) Page 1 N:\JOBS Stone Bridge\1843\1843 Beams\327 BEAM 1.dsn RECEIVED LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/09/15 15:34:04 WARNING MAR 18 2015 *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY CITY OF TIGARD BUILDING DIVISION *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 327 FLOOR BEAM 1 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 18" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 5.000' 0.000' SIDE L/360 L/240 ROOF 30 15 40.000' 5.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 11770 54521 9660 0.430 0.751 ALLOWABLE 35438 59083 17955 0.642 0.963 STRESS INDICES 0.332 0.923 0.538 L/537 L/308 LOAD CASE 4 4 4 4 4 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 337.5 PLF 0.000 20.000 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 20.000 +ALL 1 *UNIF DEAD FLOOR SIDE 37.5 PLF 0.000 20.000 +ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 20.000 +1 1 UNIF LIVE ROOF TOP 506.3 PLF 0.000 20.000 +1 1 *UNIF LIVE FLOOR SIDE 75.0 PLF 0.000 20.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 20.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 Page 2 •327 BEAM 1.dsn • +3 1 *UNIF LIVE FLOOR SIDE 100.0 PLF 0.000 20.000 44 1 UNIF LIVE ROOF TOP 675.0 PLF 0.000 20.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION' FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 50178 9011 1.00 2 23255 4176 0.90 3 27887 5138 1.00 4 54521 9660 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 10833 10833 2 5020 5020 3 6020 6020 4 11770 11770 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 5020 5020 2 5020 5020 3 5020 5020 4 5020 5020 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5813 5813 2 0 0 3 1000 1000 4 6750 6750 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 9.000 9.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.371 0.642 L/623 0.691 0.963 L/334 2 1 0.000 0.642 0.320 0.963 L/722 0.320 0.480 3 1 0.064 0.642 L/3623 0.384 0.963 L/602 4 1 0.430 0.642 L/537 0.751 0.963 L/308 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.849 0.502 2 0.437 0.258 3 0.472 0.286 4 0.923 0.538 SLENDERNESS RATIO = 3.43 LIMIT = 1U.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR Page 3 327 BEAM .l.dsn . UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 'N:\JOBS' Stone Bridge\1843\1843 Beams\327 BEAM 2.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/09/15 15:34:42 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 327 FLOOR BEAM 2 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 14" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 0.000' TOP L/360 L/240 ROOF 30 15 0.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6365 27978 6220 0.107 0.152 ALLOWABLE 35438 37048 13965 0.308 0.463 STRESS INDICES 0.180 0.755 0.445 L/1037 L/729 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD *** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER. *** COMPRESSION EDGE BRACING REQUIRED AT 52" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 10.000' TOTAL SPAN: 10.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.000 +ALL 1 UNIF WEIGHT BEAM 21.0 PLF 0.000 10.000 ALL 1 *CONC DEAD FLOOR SIDE 3210.0 LBS 5.000 1 1 *CONC LIVE FLOOR SIDE 8560.0 LBS 5.000 Page 2 327 BEAM 2.dsn • 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 5.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 27978 6220 1.00 2 8183 1940 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 6365 6115 2 2085 1835 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2085 1835 2 2085 1835 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 4280 4280 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 9.000 9.000 CONCENTRATED LOADS SPAN TYPE W1 (LBS) Xl (FT) MIN BRG (IN) 1 DEAD 3210.0 5.000 3.000 1 LIVE 8560.0 5.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.107 0.308 L/1037 0.152 0.463 L/729 2 1 0.000 0.308 0.045 0.463 L/2451 0.045 0.068 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.755 0.445 2 0.245 0.154 SLENDERNESS RATIO = 2.67 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 'N:\JOB§ Stone Bridge\1843\1843 Beams\327 BEAM 3.dsn • LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/09/15 15:35:36 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 327 FLOOR BEAM 3 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 19.000' 5.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5084 18226 4971 0.359 0.507 ALLOWABLE 15750 27280 11845 0.489 0.733 STRESS INDICES 0.323 0.668 0.420 L/490 L/347 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 8" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 8" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** COMPRESSION EDGE BRACING REQUIRED AT 71" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 15.000' TOTAL SPAN: 15.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 180.0 PLF 0.000 15.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 15.000 +1 1 *UNIF LIVE FLOOR SIDE 480.0 PLF 0.000 15.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 15.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 18226 4971 1.00 Page 2 327 BEAM ,3.dsn 2 5320 1451 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5084 5084 2 1484 1484 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1484 1484 2 1484 1484 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3600 3600 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.000 4.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.359 0.489 L/490 0.507 0.733 L/347 2 1 0.000 0.489 0.148 0.733 L/1189 0.148 0.222 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.668 0.420 2 0.217 0.136 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 •N:\JOBS Stone Bridge\1843\1843 Beams\327 BEAM 4.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/09/15 15:35:00 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 327 FLOOR BEAM 4 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 8.000' 16.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3863 10630 3779 0.187 0.261 ALLOWABLE 7875 18187 7897 0.375 0.563 STRESS INDICES 0.491 0.584 0.479 L/724 L/517 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** COMPRESSION EDGE BRACING REQUIRED AT 84" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 11.500' TOTAL SPAN: 11.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 180.0 PLF 0.000 11.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 11.500 +1 1 *UNIF LIVE FLOOR SIDE 480.0 PLF 0.000 11.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 11.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 10630 3779 1.00 2 3036 1079 0.90 Page 2 327 BEAM A.dsn . UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 3863 3863 2 1103 1103 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1103 1103 2 1103 1103 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2760 2760 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.187 0.375 L/724 0.261 0.563 L/517 2 1 0.000 0.375 0.075 0.563 L/1811 0.075 0.112 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.584 0.479 2 0.185 0.152 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 •N:\JOBS Stone Bridge\1843\1843 Beams\327 BEAM 5.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/09/15 15:35:16 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 327 FLOOR BEAM 5 STATE: OR CODE: IRC PRODUCT: 1-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 13.500' SIDE L/360 L/240 ROOF 30 15 4.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2536 6130 2365 0.122 0.230 ALLOWABLE 2625 9093 3948 0.328 0.492 STRESS INDICES 0.966 0.674 0.599 L/963 L/513 LOAD CASE 3 3 3 3 3 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 70" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 10.000' TOTAL SPAN: 10.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING WI W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR SIDE 101.3 PLF 0.000 10.000 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 10.000 +ALL 1 UNIF DEAD ROOF TOP 30.0 PLF 0.000 10.000 +ALL 1 UNIF WEIGHT BEAM 5.9 PLF 0.000 10.000 +1 1 UNIF LIVE FLOOR SIDE 202.5 PLF 0.000 10.000 +1 1 UNIF LIVE ROOF TOP 45.0 PLF 0.000 10.000 12 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 10.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.000 +3 1 UNIF LIVE FLOOR SIDE 270.0 PLF 0.000 10.000 +4 1 UNIF LIVE ROOF TOP 60.0 PLF 0.000 10.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 5858 2210 1.00 2 2867 1038 0.90 Page 2 327 BEAM 5.dsn 3 6130 2365 1.00 4 3592 1273 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2423 2423 2 1186 1186 3 2536 2536 4 1486 1486 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1186 1186 2 1186 1186 3 1186 1186 4 1186 1186 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1237 1238 2 0 0 3 1350 1350 4 300 300 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.000 2.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.112 0.328 L/1051 0.220 0.492 L/537 2 1 0.000 0.328 0.108 0.492 L/1097 0.108 0.161 3 1 0.122 0.328 L/963 0.230 0.492 L/513 4 1 0.027 0.328 L/4336 0.135 0.492 L/875 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.644 0.560 2 0.350 0.292 3 0.674 0.599 4 0.395 0.322 SLENDERNESS RATIO = 6.79 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 •N:\JOBS Stone Bridge\1843\1843 Beams\327 BEAM 6.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/09/15 15:35:52 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 327 FLOOR BEAM 6 STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 16.000' SIDE L/360 L/240 ROOF 30 15 0.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5905 43389 11010 0.504 0.837 ALLOWABLE 8859 47475 15960 0.657 0.985 STRESS INDICES 0.667 0.914 0.690 L/470 L/282 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 10" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 10" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. *** COMPRESSION EDGE BRACING REQUIRED AT 29" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 337.7 PLF 0.000 5.000 +ALL 1 *UNIF DEAD FLOOR SIDE 120.0 PLF 0.000 20.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.000 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 20.000 ALL 1 CONC DEAD ROOF TOP 2359.0 LBS 5.000 1 1 UNIF LIVE ROOF TOP 506.5 PLF 0.000 5.000 +1 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 20.000 Page 2 327 BEAM E.dsn 1 1 CONC LIVE ROOF TOP 3538.5 LBS 5.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 5.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 5.000 +3 1 *UNIF LIVE FLOOR SIDE 320.0 PLF 0.000 20.000 4 1 UNIF LIVE ROOF TOP 675.3 PLF 0.000 5.000 4 1 CONC LIVE ROOF TOP 4718.0 LBS 5.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 43389 11010 1.00 2 17526 4485 0.90 3 31453 7639 1.00 4 40358 10032 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 12394 5905 2 5124 2304 3 8324 5504 4 11617 3905 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 5124 2304 2 5124 2304 3 5124 2304 4 5124 2304 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 7270 3601 2 0 0 3 3200 3200 4 6493 1602 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.750 2.250 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2359.0 5.000 3.000 1 LIVE 4718.0 5.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW_ L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.504 0.657 L/470 0.837 0.985 L/282 2 1 0.000 0.657 0.334 0.985 L/709 0.334 0.501 3 1 0.319 0.657 L/741 0.652 0.985 L/363 4 1 0.355 0.657 L/665 0.689 0.985 L/343 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . Page 3 . 327 BEAM 6.dsn STRESS INDICES CASE MSI VSI 1 0.914 0.690 2 0.410 0.312 3 0.663 0.479 4 0.850 0.629 SLENDERNESS RATIO = 3.05 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS Stone Bridge\1843\1843 Beams\327 BEAM 7dsn.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/09/15 15:36:10 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 327 FLOOR BEAM 7 STATE: OR CODE: IRC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 2.000' TOP L/360 L/240 ROOF 30 15 3.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2113 10279 1897 0.263 0.780 ALLOWABLE 4594 18187 7897 0.661 0.991 STRESS INDICES 0.460 0.565 0.240 L/904 L/305 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD *** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER. *** COMPRESSION EDGE BRACING REQUIRED AT 88" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 XI (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 5.000 20.000 +ALL 1 UNIF DEAD ROOF TOP 22.5 PLF 0.000 20.000 +ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 20.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 20.000 ALL 1 *CONC DEAD FLOOR SIDE 59.2 LBS 5.000 Page 2 •327 BEAM 7dsn.dsn +1 1 UNIF LIVE ROOF TOP 33.8 PLF 0.000 20.000 +1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 20.000 1 1 *CONC LIVE FLOOR SIDE 118.4 LBS 5.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 20.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 20.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 5.000 +3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 20.000 3 1 *CONC LIVE FLOOR SIDE 157.8 LBS 5.000 +4 1 UNIF LIVE ROOF TOP 45.0 PLF 0.000 20.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 10279 1897 1.00 2 6863 1299 0.90 3 9209 1695 1.00 4 9068 1700 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 1827 2113 2 1101 1446 3 1619 1886 4 1551 1896 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1101 1446 2 1101 1446 3 1101 1446 4 1101 1446 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 726 667 2 0 0 3 518 439 4 450 450 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.500 1.750 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 59.2 5.000 3.000 1 LIVE 157.8 5.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. LI? ACTUAL ALLOW. LI? INSTANT LONG-TERM 1 1 0.263 0.661 L/904 0.780 0.991 L/305 2 1 0.000 0.661 0.517 0.991 L/460 0.517 0.775 3 1 0.182 0.661 L/1305 0.699 0.991 L/340 4 1 0.169 0.661 L/1411 0.686 0.991 L/347 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** Page 3 327 BEAM 7dsn.dsn **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.565 0.240 2 0.419 0.183 3 0.506 0.215 4 0.499 0.215 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION_ IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 ' N:\JOB'S Stone Bridge\1843\1843 Beams\327 BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2013.4 03/09/15 15:22:08 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2013.4 EXPIRES ON 3/31/2015. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 327 ROOF BEAM A STATE: OR CODE: IRC PRODUCT: 3-PLY 1-3/4" X 9-1/2" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 5.000' 0.000' 0.00 TOP L/240 L/180 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 1268 6260 1171 0.370 0.625 ALLOWABLE 5906 17898 9476 0.994 1.325 STRESS INDICES 0.215 0.350 0.124 L/645 L/362 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES CONNECTION *** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** COMPRESSION EDGE BRACING REQUIRED AT 200" O.C. OR LESS. *** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ.FT) STRUCTURAL GEOMETRY SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 37.5 PLF 0.000 20.000 +ALL 1 UNIF WEIGHT BEAM 14.3 PLF 0.000 20.000 1 1 UNIF LIVE ROOF TOP 75.0 PLF 0.000 20.000 Page 2 327 BEAM A.dsn • +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 20.000 3 1 UNIF LIVE ROOF TOP 48.0 PLF 0.125 2.625 4 1 UNIF LIVE ROOF TOP 48.0 PLF 17.375 19.875 5 1 UNIF LIVE ROOF TOP 48.0 PLF 8.750 11.250 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 6260 1171 1.00 2 2556 485 0.90 3 2635 597 1.00 4 2635 597 1.00 5 3115 545 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 1268 1268 2 518 518 3 629 526 4 526 629 5 578 578 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 518 518 2 518 518 3 518 518 4 518 518 5 518 518 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 750 750 2 0 0 3 112 8 4 8 112 5 60 60 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.370 0.994 L/645 0.625 1.325 L/382 2 1 0.000 0.994 0.255 1.325 L/935 0.255 0.383 3 1 0.010 0.994 L/24945 0.264 1.325 L/902 4 1 0.010 0.994 L/24945 0.264 1.325 L/902 5 1 0.047 0.994 L/5047 0.302 1.325 L/789 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.350 0.124 2 0.159 0.057 Page 3 '327 BEAM A.dsn 3 0.147 0.063 4 0.147 0.063 5 0.174 0.058 SLENDERNESS RATIO = 1.81 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.