The URL can be used to link to this page

Specifications 15352 VA) Ocicocur, vvi el , I z- ozo ZTO RECEIVED 5t7-Cr 08 2012 12' -0• i 10•-0• i 8•-0• 1 19'-6" CITY OFTIGARD BUILDING DIVISION _ � 17 / _ i ' 3 a -\ 12 (2) I 1 AS,N _1 '2! !1 1 M �� M■ ASJ2 1110,01 • • r I - 4:12 eza II1M !MM!EIINIMM IME! ji J2 —_ _ _ IIJ I'' Jg ! A MIL J5 A EEL i l' A 11111 J5 J7 '�I'! ! I I■I■I � J> �rrlrl�l I■■I Ja CA �M = M�� co jg _ � Imrlm III 1■ _ Jai g3 s n 1.1111107 i: .. MIMI j4 0.SJ2 ■/ i '"lI � I Iiimis If _ il 8J2 _ ANTI Nil 1 IMMINIRIN : EN SJ1 ;7, 41* Ellti I I '. VIM ri'm I Aro # g , g / / O VA'• 11 ► 15 -81@' 1 c` a 1 / g a S 2s••e• I 20'-e• 5C1-0• © Copyright CompuTrus Inc. 2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE 10/05/12 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL ' NI fit . l PROJECT TITLE: REVISION -1: DRAWINGS FOR ALL FURTHER inenber ' J -1454 STONE BRIDGE INFORMATION. BUILDING RESPONSIBLE FOR ALL NON -TRUSS I DESIGNER/ENGINEER OF RECORD , NI PLAN: DRAWN BY: JP REVISION -2: TO TRUSS CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO PLAN 244 / A CHECKED BY REVIEW AND APPROVE OF ALL O T I i *. COMPANY " DELIVERY LOCATION: SCALE: REVISION -3: DESIGNS PRIOR TO CONSTRUCnoN ' , Ct 1 V . � " � l , 3/32" = 1' All designs are property of - Pacific Lumber and Truss. All designs are null and void if not fabricated by - Pacific Lumber and Truss. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER • LUMBER SPECIFICATIONS - TRUSS SPAN 10' 0.0° IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -24) 36 2- 8 =( -212) 482 2- 3=( -661) 355 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. 2- 3 =( -131) 147 8- 6 =( -212) 482 8- 4 =( 0) 226 WEBS: 2x4 KDDF STAND 3- 4 =( -539) 249 5- 6c( -661) 395 LOADING 4- 5 =( -539) 249 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -131) 147 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -24) 38 TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -91/ 534V -40/ 40H 3.50' 0.85 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 10'- 0.0' -91/ 534V -40/ 40H 3.50' 0.85 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = Miiek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. ICONO. 2: Design checked for net( -5 Oaf) 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 DEFL = - 0.003' @ -1'- 0.0' Allowed = 0.133' 5 - 5 MAX LL DEFL = - 0.023' @ 1'- 10.0' Allowed = 0.471' I I I MAX TL DEFL = - 0.026' @ 5'- 0.0' Allowed = 0.628' MAX LL DEFL = - 0.002' @ 11'- 0.0' Allowed = 0.100' 1 - - 3 - - 3 - - 1 MAX TL DEFL = - 0.003' @ 11'- 0.0' Allowed = 0.133' T I I f f MAX HORIZ. LL DEFL = - 0.004' @ 9'- 8.5' 12 12 MAX HORIZ. TL DEFL = 0.006' @ 9'- 8.5' 4.00 a 4.00 This truss does not include any time dependent deformation for long term loading (creep) in the M - 4x6 total load deflection. The building designer shall verify that this parameter fits with the 4 4.0" intended use of this component. I II NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. M - 2.5X4 M - 2.5x4 Design conforms to main windforce- resisting system and components and cladding criteria. 3.0" Wind: 110 mph, h =25ft, TCDL=4.2,BCDL =6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, co dal „ Cote � o interior zone, load duration factor =1.6 milll co o I Li I o 2> 8 - 6 M -3x6 M -1.5x3 M -3x6 b 3 y 5 -00 5 -00 3, 3, 3, 3, 1 -00 10 -00 1 -00 ��O PROFESS,, JOB NAME: J -1454 STONE BRIDGE - Al Scala: 0.5D33 � '� ;� 1 � '' p " i eti • • w , !( 1 WARNINGS: GENERAL NOTES, unless otherwise noted: � 1. Builder and erection contractor should be advised o1 all General Notes 1. This truss design is adequate for the design parameters shown. Review ,t : a. f ,, �,s11 ! � . r� a/ Truss: Al and Warnings before construction commences. and approval Is the responsibility of the building designer, not the / + OR 2. 214 compression web bracing must be installed where shown +- truss designer or truss engineer. ''.6% }J 3. All lateral torte resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 11 ' X Cgb , r 9Z DES. BY: BC stability ' o.c. and at 10' o.c. respectively unless braced throughout their length by y s, Q •� 6 r _ y ty bradn 9 must be designed 1 8 by designer 0 of complete W structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). '.)",,$";%';g1 _ - DATE : 10 / 8 / 2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown 0 + Ff 1 7I �' 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. S 4243 . D A O v v . SEQ.: 5317373 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non - corrosive environment, Y .Q1 / V ( j , design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and ere for dry condition" of use. ('?d G am° O TRANS ID: 350977 6. Design assumes full bearing at all supports shown. Shim or wedge if _ necessary, t fabrication, handling, shipment and Installation of components. 7, Design assumes adequate drainage Is provided. ( I SI ONAL . CXP) RFS 63 - 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located VV on both faces of truss. and placed so their center 1,9 / / �` /' .. - - - - TPINVTCA in IIIIII IIIII IIIII IIIII 110 011 III IIII IIII MiTek SA, Inc SCSI. CompuTrus I Softw a 764(11) E request. 0. F bails incate s ize of pp p in i values see ESR -1711, ESR -1988 (MlTeir) EXPIRES ' r r 3 r y CC IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 10-00-00 TERMINAL HIP SETBACK 5 -00 -00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1,00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1,15 (Non -Rep) 1- 2 =( -24) 36 2- 8 =( -157) 1055 2- 3 =( -1308) 218 BC: 2x4 KDDF N1 &BTR 2- 3 =( -130) 154 8- 6 =( -157) 1055 8- 4 =( 0) 307 WEBS: 2x4 KDDF STAND; LOADING 3- 4 =( -1161) 178 5- 6 =( -1308) 218 2x6 KDDF 112 A LL = 25 PSF Ground Snow (Pg) 4- 5 =( -1161) 178 TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0' V 5- 6 =( -130) 154 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0) +DL( 35.0)= 35.0 PLF 0'- 0.0° TO 10'- 0.0' V 6- 7 =( -24) 36 BC LATERAL SUPPORT <= 12'0C. UON. TC CONC LL( 333.3) +DL( 93.3)= 426.7 LBS @ 5'- 0.0° LETINS: 2-00-00 2 -00 -00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 12.0' REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -125/ 822V -40/ 40H 3.50' 1.32 KDDF ( 625) 10'- 0.0' -125/ 822V -40/ 40H 3.50' 1.32 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series ICOND. 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 DEFL = - 0.003' @ -1'- 0.0' Allowed = 0.133' 5 5 MAX LL DEFL = - 0.041' @ 5'- 0.0' Allowed = 0.471' MAX TL DEFL = - 0.076' @ 5'- 0.0' Allowed = 0.628' MAX LL DEFL = - 0.002' @ 11'- 0.0' Allowed = 0.100' 1 - - 3 - - / 3 - - 1 - - MAX TL DEFL = - 0.003' @ 11'- 0.0' Allowed = 0.133' f f 1 426.7011 ' 1' MAX HORIZ. LL DEFL = 0.008' @ 9'- 8.5' 12 ♦ 12 MAX HORIZ. TL DEFL = 0.013' @ 9'- 8.5' 4.0017 Z1 4.00 This truss does not include any time dependent deformation for long term loading (creep) in the M -4x6 total load deflection. The building designer shall verify that this parameter fits with the 4.0° 4 �/ intended use of this component., - NOTE: Design assumes 'Dry Doug. Fir Lumber' used y throughout. Not to exceed 19% moisture content. UM M - 2.5X4 M - 2.5x4 Design conforms to main windforce- resisting system and components and cladding criteria. A 3.0" Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 co o - o CD 11 © II o 21 8 - 6 M -3x6 M -1.5x3 M -3x6 y Scale: 3' 0 .5 0 J 5 -00 5 -00 1 1 -00 10 -00 -33 00 �� PROFFp ' p, 301� *Q ` g - 7 I��, ,. \y eti �� F sirs JOB NAME: w +� J -1454 STONE BRI - AH1 ,�� 1 0 ji ; < /;'-'c •'' 1 � WARNINGS: GENERAL NOTES, unless otherwise noted: - 4 7,'Er t 1x � � 1. Builder and erection contractor should be advised of MI General Notes 1. This truss design is adequate for the design parameters shown, Review . / O R Truss : AH 1 and Warnings before construction commences. end approval is theresponsibilly of the building designer, not the j 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. - j'''' f ' i/ Q7 2. Design assumes the top and bottom chords to be laterally braced at elements such as temporary and permanent ✓ , a 3. All lateral force resisting < z DES. BY • B C 2' o.c. and al 10' o.c. respectively unless braced throughout their length by :. � {) A ' C �c • stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywali(BC). 4 r y f x .� r 2 6 r � � DATE: 10/8/2012 CompuTrus assumes no responsibility for such radng. 3. 2x Impact bridging or lateral bracing required where shown ++ .:: 4. No load should be applied to any component until aver all bracing and 4. Installation of truss is the responsibility of the respective contractor. = „(a ^ : 243 '° r (J ,, �.1 � t . SEQ.: 5317374 fasteners are complete and at no time should any loads greater than 5- Design assumes trusses are to be used in a non - corrosive environment, , �1 . f TRANS ID: 35097 7 i Q 1 x G design bads be appaed to any component. 5, CompuTrus has no control over and assumes no responsibility for the end are for 'dry condition" b of use. Q 51 - ' fv ,% J 8 Desi assumes fulull bearin et all su shown Shim or wed if fabrication, handlin shi moot and installation of com onents. 7 necessary. p _ K EXPIR S cc 3ry0�yf - Design assumes adequate drainage Is provided. } SrOl1 - _ F V �J VI - 0. P P 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss. end placed so their center f � / / I 7 �' ;`;. -a. � 111 111101110111 VIII VIII IIII I TPI/WTCA in BCSI, copies of which will be furnished upon request. Ines coincide with joint center lines. { EXPIRES r � � 9. Digits Indicate size of plate in Inches. MiTek USA, InC. /CompuTfus Software 7.6.4 1L - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq =1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2 =( -24) 36 2- 5 =( -81) 30 2.3= (•189) 134 BC: 2x4 KDDF 0168TR SPACED 24.0' O.C. 2 -3 =( -123) 169 WEBS: 2x4 KDDF STAND 3.4 =( -29) 76 i LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SOAR. (SPECIES) LETINS: 1-07-04 1-07-04 0'- 0.0' -41/ 293V -81/ 31H 3.50' 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9' -114/ 54V 0/ OH 1.50' 0.09 KDDF ( 625) OVERHANGS: 12.0' 0.0' 5'- 0.0' 0/ 49V -811 . 31H 5.50' 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc COND 2: Desi n checker fo to -5 is plift at 24 'oc spacing.) M,U2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.002' @ -1'• 0.0' Allowed = 0.100' MAX TL DEFL = - 0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = - 0.002' @ 1'- 5.4' Allowed = 0.078' 1 11 11 MAX TL DEFL = - 0.002' @ 1'- 5.4' Allowed = 0.104' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.128' '' T MAX BC PANEL TL DEFL = - 0.013' @ 2'- 6.4' Allowed = 0.255' MAX HORIZ. LL DEFL = 0.001' @ 1'- 10.9° 12 MAX HORIZ. TL DEFL = 0.001' @ 1'- 10.9' 4.00 L This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. M -2.5x4 NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. '' Design conforms to main windforce- resisting r system and components and cladding criteria. '` o Wind: 110 mph, h =2Oft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, E Cat.2 ' - Exp.B, NWFRS, co o interior zone, load duration factor =l.6 o 2111M1 5 M -3x6 ,1 y 1. 1 -00 !PR FULL BEARING:Jts:2.4.51 5-00 �� Eo PROFFSS JOB NAME •. J -1454 STONE BRIDGE - AJ1 Scale: 0.6887 . � W , �� 4�. $ ' . 1 / ' 1 ! ' WARNINGS: GENERAL NOTES, unless otherwise noted. t" I i < <,,, Air if 1. Builder and erection contractor shou be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review * ; _ a nd Warnings before construction commences- and approval is the responsibility of the building designer, not the „ 1 t . T Truss : AJ 1 truss designer or truss engineer. DR r o N 2. 2x4 compression web bracing must be Installed where shown +. ✓ 2. Design assumes the top and bottom chords to be laterally braced at G`' ,,^ . , G DES. BY BC 3 An lateral force resisting elements such as temporary and permanent Q Y �g P 2' o.c. and at 10' o.c, respectively unless braced throughout their len gtth by / ,, stabigry bradng must be designed by designer of complete structure. continuous sheathing such as plywood sheething(lC) and/or drywall(BC). y'* .e1 z 6 r - V DATE: 10/8/2012 CompuTrus Po h for such bradng. uTrus assumes no res nsibiD bridging required <f 1 i 9 3. 2x Impact Pe 9� 0 or lateral bracing eq uired where shown L f 4. No load should be applied to any component until after all bradng and 4. Installation of truss Is the responsibility of the respective contractor- * 24243 D A O - S EQ.: 5317375 fasteners are complete and at no time should any loads greeter than 5. Design assumes trusses are to be used In a non - corrosive environment. / and are for condition' of use. design loads be applied to any component. 'dry . l� � :�! 8 Design assumes fug bearing at e8 supports shown. Shim or wedge if . TRANS ID: 350977 5. CompuTrus has no control over and assumes no respansibliry for the y . u f fabrication, handlin shi ment and installation of com nents. necessary. r p� pp g, p p 7. Design assumes adequate drainage is provided. / t n V I QI7A� _, EXP � R S 6130113 8. This design is furnished subject la the limitations net forth by 8. Plates shag be located on both faces of truss, and placed no their center f ,�} / ! ! �� ' i ( � " ' - - ` IIIIII I III IIIII IIIII IIIII III I IIIII IIII IIII TPI/VyrCA In BCSI, copies of which will be tarnished upon request. Digs coiddde with joint center lines. � 9. Digits Indicate size of plate ate In inches. MiTek USA, Inc. /CompuTrus Software 7.6.4(11..) 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) EXPIRES l' El IIIIIII11111111 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq =1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2 =( -24) 38 2- 5 =( -54) 19 2 -3 =( -173) 118 BC: 2x4 KDDF fl168TR SPACED 24.0' O.C. 2.3 =( -127) 154 WEBS: 2x4 KDDF STAND 3.4 =( -31) 38 LOADING TC LATERAL SUPPORT <= 12 °OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2 -00 -00 2 -00 -00 0'- 0.0' -64/ 325V -55/ 20H 3.50' 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -75/ 119V 0/ OH 1.50' 0.19 KDDF ( 625) OVERHANGS: 12.0' 0.0' 5'- 0.0' 0/ 49V -55/ 20H 5.50' 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND, 2: Design checked for net( -5 psf) uplift at 24 'oc spacing,] M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.002' @ -1'- 0.0" Allowed = 0.100° 3 -11 -11 MAX TL DEFL = - 0.003" @ -1'- 0.0" Allowed = 0.133° '1 f MAX LL DEFL = 0.024' @ 1'- 10.0' Allowed = 0.178' MAX TL DEFL = - 0.029' @ 1'- 10.0' Allowed = 0.237' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.028' 12 MAX TL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.038° 4.00 i MAX HORIZ. LL DEFL = 0.007' @ 3'- 10.9' MAX HORIZ. TL DEFL = 0.009' @ 3'- 10.9' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the -V intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used M - 2.5x4 0 throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting systd onents d cladding criteria. Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior em en zone, comp load dura factor =l.6 OD �I 0 11110 1.1111°61 ' o ll 2 ►t ►t5 M -3x6 y 1- y 1 -00 5 -00 IPROVIDE FULL BEARING:Jts:2.4 sI ] OI L x � PRO JOB NAME: J -1454 STONE BRIDGE - AJ2 Scale: 0.6383 , '_ 4"7..- VI `, ..r p , 7 ; 1 ,/ Y WARNINGS: GENERAL NOTES, unless otherwise noted: ,r I ' 1 N, A 1 --- � f i ' 1. Builder and erection contractor should be advised of an General Notes 1. This truss design Is adequate for the design parameters shown. Review , *. � aa�/7��_1 e, .1. 1,' Truss: AJ 2 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the is* L + - �R + c i 2. 2x4 compression web bracing must be Installed where shown +_ truss designer or truss engineer. t r/ E `J 2 Desi assumes the to and bosom chords to be laterally braced at , Z� a 0 � 3. All lateral force resisting elements such as temporary and permanent ,� t'i"^ G a ' DES. BY : BC stabitiry bracing must be designed by designer of complete structure. . 2' o and al 10' o.c. respectively unless braced throughout their length by Ft l3 Q }� 7 • 26. _ -' C r.)� continuous r such as plywood w and/or drywag(BC). .v • :r/ . f 4,r �^ .'.. , - �v DATE : 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 21 Impact bridging or bracing lateral bracing required aired where here s shown ++ P C//�� 4. No load should be applied to any component until after all bredng and 4. Installation of truss Is the responsibility of the respective contractor. s 24243 • � D 4: 0 � � S EQ corrosNe environment. 3 i 1 �1 (� J I Z ! design loads be applied to any component. 5. CompuTrus has no control over and assumes no respons b tiry for the and are for 'dry condition' of use. 0 4t(JC'i O J I v, 6. Design assumes fun beating et an supports shown. Shim or wedge it { : TRANS ID: 350977 ': shipment components. necessary. Po nents. 7. Design assumes adequate drainage is provided. " ANAL ` fabrication, handlin 9' p ment and installation of EXPIRES 6/30113 _ , , 6. This design is furnished subject to the limitations set forth by S. Plates shag be located on both faces of truss, and placed so their center r J` ' ' y, �' •+ , .. IIIIII VIII VIII VIII VIII II I VIII IIII IIII TPIIWTCA In BCSI, copies of which will be famished upon request. noes coincide with joint censer lines. (} G' ) (/ , 9. Digits indicate size of plate in Inches. 1 MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311,ESR -1 988 (MiTek) �lx1 AE.� r 3 111111111111111 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -24) 36 2 -5 =(0) 0 2.3= (•195) 140 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3 =( -122) 167 WEBS: 2x4 KDDF STAND 3 -4 =( -18) 20 y LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 1-04-13 1 -04 -13 0'- 0.0' -78/ 263V -21/ 6H 3.50' 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2' 0/ 19V 0/ OH 5.50' 0.03 KDDF ( 625) OVERHANGS: 12.0' 0.0' 1'- 11.7' -25/ 54V -21/ 6H 1.50° 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL - Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND, 2: Design checked for net(-5 DO) uplift at 24 °oc spacing J M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 1 -11 -11 AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = - 0.002° @ -1'- 0.0" Allowed = 0.100' T f MAX TL DEFL = - 0.003' @ -1'- 0.0' Allowed = 0.133° MAX LL DEFL = - 0.003° @ 1'- 3.1' Allowed = 0.063' 12 MAX TL DEFL = - 0.003° @ 1'- 3.1' Allowed = 0.083' 4.0017 MAX HORIZ. LL DEFL = 0.002° @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.002' @ 1'- 10.9" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the ' intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. M - 2.5x4 Design conforms to main windforce- resisting system and components and cladding criteria. /' r Wind: 110 mph, h =2Oft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, iii 00 01 ox interior, Cat.2, Exp.B, ionRS, o interior zone, load duration factor =l.6 m o o ill 2►�� 511020.0 M -3x6 1- 1- y 1 -00 2 -00 'PROVIDE FULL BEARING:Jts:2,5.41 0 PROFF ,,et p, iv i ii , , , ,, G 1N6 - 4t: ` �1C 1 ` , ., JOB NAME: J -1454 STONE BRIDGE - ASJ1 .� J Scale: 0.6932 tali W r x . E� l -, WARNINGS: GENERAL NOTES, unless otherwise noted: ` , A a r i �, • 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review e /■ a . rr Y S Truss : ASJ 1 and Warnings before construction commences, and approval is the responsibility of the building designer, not the v J ) t (�R: N 2. 204 compression web bracing must be installed where shown +, truss designer or truss engineer. srf 3 2. Design assumes the top and bottom chords to be laterally braced at 7 3. Al lateral force resisting elements such as temporary and permanent 1 . ' "'r U °J + . DES . BY: BC stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c, respectively unless braced throughout their length by Q - . 6 r continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). _ V DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bradng required mired s where shown i/ r ,y, 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. & -242 p (,/ J I . o J, / / . SEQ.: 5317378 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. y Ry� �'7 S x •. / . design loads be applied to any component. and are for "dry condition' of use. _ O . '61 TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes lug bearing at all supports shown. Shim or wedge if necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. T S1 ONAI.f' , EX PI RES 6130! 13 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 �. a J^� ; - Illlil I II IIIII IIIII VIII VIII'III'III'III TPI/VJTCA in BCSL copies of which will r burnished Jut 9. Digits Indicate size plate Inches. L) For basic connector plate e design values see ESR -1311, ESR -1988 (MiTek) + IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2 =( -24) 36 2.5 =(0) 0 2 -3 =( -173) 118 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2 -3 =( -127) 154 WEBS: 2x4 KDDF STAND 3 -4 =( -31) 36 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0' -91/ 295V -34/ 11H 3.50' 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2' 0/ 19V 0/ OH 5.50' 0.03 KDDF ( 625) OVERHANGS: 12.0' 0.0' 3'- 11.7' -56/ 119V -34/ 11H 1.50' 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND, 2: Design checked for net( -5 psf) uplift at 24 'oc spacing,) M,M2OHS,U18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = - 0.002' @ -1'- 0.0' Allowed = 0.100' 3 -11 -11 MAX . TL DEFL = - 0.003' @ -1'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = 0.000° @ 0'- 6.8' Allowed = 0.048' MAX BC PANEL TL DEFL = - 0.000' @ 1'- 0.4' Allowed = 0.064' 12 MAX HORIZ. LL DEFL = 0.007' @ 3'- 10.9' 4.001 MAX HORIZ. TL DEFL = 0.009' @ 3'- 10.9' This truss does not include any time dependent . deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. M-2.5X4 Design conforms to main windforce- resisting 1 system and components and cladding criteria. ■ r Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 o Pr o it 262:41 5 M -3x6 1- y 1- /, 1 -00 2 -00 1 -11 -11 (PROVIDE FULL BEARJNG:Jts:7.5.41 r '.` A , -' V PROFS -- J OB NAME : J -1454 STONE BRIDGE - ASJ2 . 4 w 1 �� ,!w ;h� i 44 Scale: 0.6385 1 i t w C.c / 1 r 1 WARNINGS: GENERAL NOTES, unless otherwise noted: a J , ..x � © E ff 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review fy 1 Aar Truss: ASJ 2 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the y ` ' 1 1 r 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. "� s ✓ OR' c} 3. All lateral farce resisting elements such as temporary and 2. Design assumes the top and bottom chords to be laterally braced at t . x1 L 9 P ry permanent . v t/ DES . BY: BC 2' continuous and et 10' o.c. such respectively plywood unless braced throughout their length by J ' dt { 1� ♦ v DATE : 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. � stability bracing must be designed by designer of complete structure. g plywood sheathin C and /or d wall C . ? a `n ,�` ' 26 r . U continuous t 1 0 ' o.c such as t 2x Impact bridging or lateral bracing required where a s hown i ry ) "( ( ' f ( J `` P 4. No load should be applied to any component until aver all bracing and 4. Installation of truss is the responsibility of the respective contractor, 24243 � ^ • o U� �i. SEQ.: 5317379 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used In a non-corrosive environment, Q 7 �('► �'i l ` .- p design loads be applied to any component. and are for "dry condition' of use. '' 'O 41 4bI S C G- ,-„ TRANS ID: 350977 5. CompuT us lies no control over end assumes no responsibility for ilia e. Des gn assumes full bee ng at ell supports shown. Shim or wedge II fabrication, handling, components. ne', �, _ EXPIRES 9, shi p ment and Installation of P onents. 7. Desc n assumes adequate drainage is provided. 'r` ,, S �v� 1 rv a � �� ` § 613011 - S. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, placed so their center P uss, and (k� j y - - - " ' ` Ill (III VIII VIII VIII VIII 11111 III (III TPINYTCA In BCSI, copies of which will be furnished upon request Digs coincide with joint center lines. f �! U ( -` - N ` 9. Digits Indicate size of plate te in inches. /j MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) EXPIRES �' / ( / / IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 30'- 1.5° IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 TC: 2x4 KDDF #1 &BTR; LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =( -414) 62 1 -11 =( -902) 6250 1- 2 =( -6712) 970 7 -15 =( -156) 1584 2x6 KDDF #1 &BTR T2 SPACED 24.0' O.C. 2- 3 =( -8510) 1152 11 -12 =( -1502) 10946 2 -11 =( -206) 2050 15- 8 =( -104) 1262 BC: 2x6 KDDF #1 &BTR 3- 4 =( -8056) 1084 12 -13 =( -1600) 11710 11. 3 =( -154) 1514 WEBS: 2x4 KDDF.STAND; LOADING 4- 5 =(- 11036) 1508 13 -14 =( -1600) 11710 11- 4 =( -3460) 500 2x4 DF -STAND A LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -9280) 1260 14 -15 =( -1238) 9092 4.12 =( -58) 794 DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -6212) 812 15- 9 =( -724) 5278 12- 5 =( -806) 108 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8 =( -6598) 868 13- 5 =( -152) 1632 BC LATERAL SUPPORT <= 12'0C. UON. 8- 9 =( -5878) 826 5.14 =( -2930) 406 LL = 25 PSF Ground Snow (Pg) 9 -10 =( -48) 72 14- 6 =( -186) 1684 ADDL: TC UNIF LL+DL= 160.0 PLF 7'- 9.0' TO 14'- 8.0' V 6 -15 =( -3468) 510 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC UNIF LL +DI= 50.0 PLF 0'- 0,0' TO 14'- 8.0' V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ADDL: TC CONC LL +DL= 598.0 LBS @ 7'- 9.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: BC CONC LL +DL= 1467.0 LBS @ 14'- 8.0' 0'- 0.0° -512/ 3730V -56/ 87H 5.50' 5.97 KDDF ( 625) OVERHANGS: 0.0' 24.0' 30'- 1.5° .422/ 2945V -56/ 87H 5.50' 4.71 KDDF ( 625) '• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9 P pP P REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND, 2: Design checked for net/ -5 nsf) uplift at 24 'oc spacing.) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. M,M20HS,M18HS,M16 = M1Tek MT series MAX LL DEFL = 0.165' @ 14'- 10.5' Allowed = 1.460' MAX TL CREEP DEFL = - 0.790' @ 14'- 10.5' Allowed = 1.947' ( 2 ) complete trusses required. MAX LL DEFL = - 0.018' @ 32'- 1.5' Allowed = 0.200° Join together 2 ply with 16d Common nails staggered at MAX TL DEFL = - 0.020' @ 32'- 1.5' Allowed = 0.267' 9' oc throughout 2x4 top chords, 2 rows 9' oc throughout 2x6 top chords, MAX HORIZ. LL DEFL = - 0.038' @ 29'- 8.0' 2 rows -9' oc throughout 2x6 bottoo chords, MAX HORIZ. TL DEFL = 0.101' @ 29'- 8.0' ' 9' oc throughout webs. - NOTE: Design assumes 'Dry Doug. Fir Lumber' used •• - HANGER BY OTHERS TO APPLY throughout. Not to exceed 19% moisture content. CONC. LOAD(S) EQUALLY TO ALL MEMBERS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cet.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 • 7 -07 -03 14 -06 -10 7 -11 -11 598# 12 12 4.00 M -5x8 M -3x6 M -4x8 M -3x6 M -5x6 -')4.00 T 2 M- 3x8 Meg M -1,5x3 M -4x6 i - M -3x6 co of m rn ] WI cm i Ell �_ o ° , T M -4x8 M- 2.5x4 M- 7x8(S) 0.25° -M -4x4 M -4x8 +•1467# y y y 30 -01 -08 2 -00 TPIIWfCA in BCSI, copies of which will be furnished upon request. � s� 1 � 1 ;� � '`' ' 1N � JOB NAME: J-1454 STONE BRIDGE - BH1 Sale, 0.2,20 � '�� w � � O . it / • 4 � . - ,A WARNINGS: GENERAL NOTES, unless otherwise noted: 46 ' � 1 ,P �� 1. Builder and erection contractor should be advised of an General Notes t. This truss design Is adequate for the design parameters shown. Review ,1 v s,�,_ ;, 1 s1 Truss : BH1 and Warnings before construction commences., + truss designer or truss engineer. and approval is the responsibilty of the building designer, not the 2 ` i rr' A r^ipp Q 6 tY n 2. 2x4 compression web bracing must be installed where shown . a 3. All lateral force resisting elements such as temporary end permanent 2. o.c. and at 10' o.c. respectively assumes the top and unless braced throughout chords to be laterally braced at their length 3 yyi ' y ui8 >• ,a . 26 ' S DES . BY : BC stab i bradn must be desi ned dasi oar o(com Isle structure. 2 ' 2 ty 9 ( ). e) /01 ty e m b1' m P continuous sheathing such as plywood i and /or drywallBC). / r7 y�1� DATE • 10 / 8 / 2012 CompuTrus assumes no respnnslblity for such bracing. 3. 2x Impact bridging or lateral bracing required wired where here s shown * �1 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - 24243 (! /1 ! SEQ , ( i A O design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for 'dry condition' of use. � - 9, TRANS ID: 350977 / /Z p IVI•r�L �'" w 6. Design assumes full beating aB supports shown. Shim or wedge if necessary. Or y.� ` EXPIRES fabrication, handling, shipment and installation of components. 7- Design assumes adequate drainage is provided. i ,� , V ,£ /fir R iceC S 61 [ - �O� - 6. This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of buss. and placed so their center t V /r1 l ( �/ ! 7 ,�,�, 'f" - - IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Di ,[I /3 Ines coincide with joint center fines. 9 . g 'ds indicate size of p late in inches 10. For basic connector plate design values see ESA-1311, ESR -1988 (MiTek) EXPIRES MITek USA, Inc. /CompuTrus Software 7.6.4(1 L) -E IIIIIIIIIIIII11 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 30'- 1.5' IRC 2009 MAX MEMBER FORCES 4WR /ODF /Cq =1.00 TO: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -42) 14 1 -14 =( -675) 1788 1- 2 =( -2198) 843 BC: 2x4 KDDF N18BTR SPACED 24.0' 0.C. 2- 3 =( -2042) 770 14.15=( -1115) 3186 3.14 =( -140) 596 WEBS: 2x4 KDDF STAND 3- 4 =( -2463) 854 15 -16 =( -1110) 3217 14- 4 =( -8) 378 LOADING 4- 5 =( 0) 0 16.12 =( -624) 2029 14- 6 =( -975) 349 TC LATERAL SUPPORT <= 12 °OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6 =( -2320) 805 6 -15 =( 0) 227 BC LATERAL SUPPORT <= 12 °OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -3275) 1070 15- 7=( 0) 198 TOTAL LOAD = 42.0 PSF 7- 9 =( -2413) 789 7 -16 =( -930) 361 8- 9 =( 0) 0 9.16 =( 0) 411 NOTE: 2x4 BRACING AT 24 "OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9 -10 =( -2562) 834 16.10 =( -177) 575 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10 -11 =( -2266) 724 11.12 =( -2661) 1123 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11 -12 =( -376) 485 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 12.13 =( -48) 72 LETINS: 1-10-09 2 -00 -00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 0.0' 24.0' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) •• For hanger specs. - See approved plans 0'- 0.0' -236/ 1265V -93/ 38H 5.50' 2.02 KDDF ( 625) Connector plate prefix designators: 30'- 1.5' -287/ 1505V -93/ 38H 5.50' 2.41 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net/ -5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.244' @ 14'- 10.5' Allowed = 1.460' MAX TL DEFL = - 0.409' @ 14'- 10.5' Allowed = 1.947' MAX LL DEFL = - 0.036' @ 32'- 1.5' Allowed = 0.200' MAX TL DEFL = - 0.041' @ 32'- 1.5' Allowed = 0.267' MAX HORIZ. LL DEFL = 0.058' @ 29'- 8.0' MAX HORIZ. TL DEFL = 0.097' @ 29'- 8.0' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 9 - - 10 - - 9 - - intended use of this component. 1 1 - 041 - - 3 - - 2 - - 2 - - 5 - - 2 - - 2 - - 3 - - 1 - 091 - 01 NOTE: host assumes 'Dry Doug. Fir Lumber' used - d - f T 1' - 1' 1 f i' throughout. Not to exceed 19% moisture content. 12 12 Design conforms to main windforce- resisting 4.001 a 4.00 system and components and cladding criteria. -4X6 5 8 M - 4X6 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, M - 2.5x4 M - 2.5x4 Enclosed, Cat.2 Exp.B, MWFRS, 6 7 interior zone, load duration factor =l.6 ° M -1.5x3 , M-1.5x3 M -3x6 D M -3x6 1 o r .�� c, r oo i , - e "' ■ 3 o 0 1" 14 15 'f 16 - �o --, --, 12 M -4x8 M -3x8 0.25e M -3x8 M -4x6 M- 5x6(S) l ,1 1 1 l 7 -00 -08 7 -10 7 -10 7 -05 1• .1 y 30 -01 -08 '0 �rz � : < e9' JQr�o�FSS� �rINS N JOB NAME: J -1454 STONE BRIDGE - BH2 - Ai� w r, :' Scale: 0.24051 �� ' Q 3 • � ( �5 iR r ( �� ', . WARNINGS: GENERAL NOTES, unless otherwise noted: < � � 1r A r r S 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review y $ !y , 5, � 4 Truss : BH2 and Wamings before construction commences. and approval is the responsibrtity of the building designer, not the e Ja G 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. r . �J Q} � r + 3. At lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bosom chords t o be laterally braced at £ j� . ,It DES. BY: BC stablaty braving most be designed by designer of complete structure 2' a.c. and at 10' o.c. respec6vey unless braced throughout their length by t (' Y . Z �1 ' ''',5:3 Ar . continuous sheathing such as plywood sheathing(TC) and/or drywa8 C). •t, rt �/ c, -^} ",..+� DATE : 10/8/2012 CompuTrus assumes no responsibity for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ �r - ` V ` ( 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. .24243 '� f "4? S EQ. : 5317381 fasteners are complete and at no time should any . bads greater than 5. Design assumes trusses are to be used In a noncorrosive environment, R q . p1'� design loads be applied to any component. end ere for'dry condition" at use. R o rsrE �, •' !v r / . TRANS ID: 350977 5. CompuT us has no control over and assumes en responsiblty for the 6. Design assumes fun bearing at all supports shown. Shim or wedge it necessary. S fabrication, handling, shipment and installation 7. Design assumes adequate drainage is provided. 'T on of components. g 4 g '5 O1R'A 1 ' -' '= EXPIRES 6/3011 - 6. s of truss, and placed s their center x. - ' 6. This design is famished subject to the limitations set forth by Plates shall be located on both face 27 +5 , ;r -r �'� - 111111 I III 011 IIIII IIIII II 11111 HI III IIII TPIANrt A In SCSI, copies of which will be furnished upon request Ines coincide wi joint center lines. ,,� �(, 9. Digits indicate size fe of plate e in inches. MiTek USA, Inc./CompuTrus Software +7,6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1998 (Mira) EXPIRES q - Hi /. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 30'- 1.0' IRC 2009 MAX MEMBER FORCES 4WR /ODF(Cq =1.00 TC: 2x4 KDDF R18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( .44) 18 1 -14 =( -773) 1756 1- 2 =( -2179) 970 BC: 2x4 KDDF g18BTR SPACED 24.0' 0.C. 2- 3 =( -2013) 886 14.15 =( -1431) 3175 3.14 =( .220) 614 WEBS: 2x4 KDDF STAND 3- 4 =( -2447) 1029 15 -16 =( -1429) 3209 14- 4 =( -55) 373 LOADING 4- 5 =( 0) 0 16 -12 =( -747) 2025 14- 6 =( .979) 5f5 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6 =( -2306) 973 6.15 =( 0) 229 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -3266) 1387 15- 7 =( 0) 196 TOTAL LOAD = 42.0 PSF 7- 9 =( -2409) 966 7 -16 =( -927) 520 8- 9 =( 0) 0 9 -16 =( -47) 409 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10 =( -2558) 1020 16.10 =( -239) 574 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10 -11 =( -2263) 863 11 -12 =( -2657) 1264 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11 -12 =( -378) 485 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 12 -13 =( -48) 72 LETINS: 1 -10 -02 2.00.00 - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 0.0' 24.0' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M -1.5x4 or equal at non - structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) q 0'- 0.0' -301/ 1264V -133/ 55H 5.50' 2.02 KDDF ( 625) vertical members (uon). 30'- 1.0' -349/ 1503V -133/ 55H 5.50' 2.40 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc !COND. 2: Design checked for net( -5 Psi) uplift at 24 'oc spacing.] M,M20HS,M18HS,1116 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 ** For hanger specs. - See approved plans MAX LL DEFL = 0.279' @ 14'- 10.0' Allowed = 1.458' MAX TL DEFL = - 0.408' @ 14'- 10.0' Allowed = 1.944' MAX LL DEFL = - 0.036' @ 32'- 1.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ 32'- 1.0' Allowed = 0.267' MAX HORIZ. LL DEFL = - 0.064' @ 29'- 7.5' Step - flat top chord to be braced by MAX HORIZ. TL DEFL = 0.096' @ 29'- 7.5' overframing top chords of jacks at 24 oc. This truss does not include any time dependent Use M - 4x4 at each built - hip ear. deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11 - - 6 - 11 - - NOTE: Design assumes 'Dry Doug. Fir Lumber' used T 1 - ,f f throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting 7 - 8 - system and components and cladding criteria. f T f f Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 12 12 Enclosed, Cat.2 Exp.B, MWFRS, 4.001 -- 1 4.00 interior zone, load duration factor =1.6 M -4x6 M -4x6 M -1.5x3 , !A-1.5x3 M -3x6 M -3x6 - �T O �� ° ee - o M -4x8 M -3x8 0.25' M -3x8 M -4x6 M- 5x6(S) - J- 1 30 -01 2- r _ RED PROP ' ' JOB NAME: J-1454 STONE BRIDGE - BH `" .'' r�?' f o�� `�' „ r .1,1. .1,1. Scale 0.2282 i� i WARNINGS: G ENERAL NOTES, unless otherwise noted: z i , 1 ,,,i A O tai � • 1. Builder and erection contractor should be advised of as General Notes 1. This truss design is adequate for the design parameters shown. Review . Truss : BH3 and Warnings before construction commences. end approval Is the responsibility of the building designer, not the f t r - OR't IN 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. =- r 2- Design assumes the top and bosom chords to be laterally braced at 1 ( 3. All lateral force resisting elements such as temporary and permanent � r'' �J ' 2 DES. BY: BC - 2' and at 10' c.c. respectively p unless braced throughout their length by % . Q -, 4 Y 26 _ �, V stability Medng must be designed by designer a1 complete structure. continuous 9 plywood sheathing(TC) ) ry t a /, . 1 uous sheethin such as ood sheathin C and/or d 4I �,� t T responsibility DATE : 10/8/2012 CompuTrus assumes no o N for such bracing. g 3. 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. � ::::7 �D /1 J 0Y \' , SEQ. : 531 7382 . fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. ;:ilf::ittb .�(' '1 / �/ / / end are for "d condition' of use G \ � A „ , - - ` !L p,� . Z T RANS I D : 350977 design loads be applied to any component ry , + „0 (' 5. CompuTrus has no control aver and assumes no responsibility for the 6. Desin assumes full bearing et e0 supports shown. Shim or wedge If fabrication, halides 9. P p shl mast and Instalation of com onents. necessary. 7. Design assumes adequate drainage is provided. [� _ v RES c e 1 V r ,# .* �!`� r�L..�7 V��Q' S 8. 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 /A 7 ; IIIIII I II IIIII I II I IIIII IIII IIIII IIII IIII TPIANTCA in BCSI, copies of which will ba furnished upon request. lines coidciae with Joint aeninr che. / V G' 9. Fur basic indicate ecofat denin vas: 18. For b �n / . 3 MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - asic conon nectoor plate design (Wok) values see ESR-1311, (Wok) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER' SPECIFICATIONS 30-01-08 GIRDER SUPPORTING 21-06-08 FROM 0 -00 -00 TO 21-03-00 IRC 2009 MAX MEMBER FORCES 4WRIDDF /Cq =1.00 TC: 2x4 KDDF H168TR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =(- 14650) 2058 1 -11 =( -1860) 13300 11- 2 =( -118) 1268 9 -16 =( -112) 212 BC: 2x8 KDDF #16BTR 2- 3 =(- 14114) 1988 11.12 =( -1854) 13230 2 -12 =( -28) 190 WEBS: 2x4 KDDF STAND LOADING 3- 4 =(- 12328) 1734 12 -13 =( -1858) 13220 12- 3 =( -204) 1792 LL = 25 PSF Ground Snow (P9) 4- 5 =( 0) 0 13 -14 =( -1652) 11680 3.13 =( -1830) 288 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 30'- 1.5' V 4- 7 =(- 11672) 1634 14 -15 =( -1910) 13488 13- 4 =( -384) 3234 BC LATERAL SUPPORT <• 12'0C. UON. BC UNIF LL( 244.3) +DL( 186.1)= 430.4 PLF 0'- 0.0' TO 21'- 3.0' V 6- 7 =( 0) 0 15 -16 =( -1764) 12592 13- 7 =( -386) 60 BC UNIF LL( 0.0) +DL( 20.0)= 20.0 PLF 21'- 3.0' TO 30'- 1.5' V 7- B =(- 12450) 1768 16-10=(-1760) 12586 7 -14 =( -422) 3280 • 8- 9= (- 14418) 2046 14- 8= (.2048) 316 NOTE: 2x4 BRACING AT 24'OC UON. FOR ADDL: BC CONC LL +DL= 1833.0 LBS @ 22'- 3.0' 9 -10 =(- 13674) 1922 8 -15=( -236) 2030 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 9 =( -198) 1170 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0' -. 0.0' -1035/ 7414V -113/ 99H 5.50' 11.86 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 30'- '1.5' -794/ 5670V -113/ 99H 5.50' 9.07 KDDF ( 625) M,M20HS,M18HS,1116 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at [COND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing,' 9' oc throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 2 rows 9' oc throughout 2x8 bottom chords, MAX LL DEFL = - 0.257' @ 13'- 1.5' Allowed = 1.460' * *- HANGER BY OTHERS TO APPLY 9' oc throughout webs. MAX TL CREEP DEFL = - 0.755' @ 17'- 4.3' Allowed = 1.947' CONC. LOAD(S) EQUALLY TO MAX HORIZ. LL DEFL = 0.057' @ 29'- 8.0° ALL MEMBERS. . MAX HORIZ. TL DEFL = 0.115' @ 29'- 8.0' 0 0 9 7 NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. 13 - - 2 - - 13 - - Design conforms to main windforce- resisting - .f - f system and components and cladding criteria. T 4-06-11 T 3 -11 -14 4 -01 -10 2 -09 -10 4 -01 -10 3 -11 -14 4 -11 -03 f T f f f f f T Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 13 -01 -08 13 -06 • 4.00i� M18HS -7x16 M18HS -7x16 a q,00 • • M -3x4 "M-4x4 M -2 °5x4 M -2.5x4 M -10x14 M -5x12 co o \� o Y o Y o ® g� o ® all c, , ' i o 1 ** in 11 I [1 12 u 13 In 14 � 15 16 F10 � M -3x8 M -4x8 =M-8x8 M -6x8 M -4x8 M -1.5x3 M18HS- 7x16(S) I I I J' * y* *41833# y y 4 -04 -15 3 -10 -02 4 -03 -06 4 -09 -12 4 -01 -10 3 -10 -02 4 -09 -07 * I I 13 -07 -08 16 -06 - y . ip PROFFS 30-01-08 p ION ; � � � _ INS ` z . JOB NAME: J -1454 STONE BRIDGE - BH4 • w'I, ; �' s t ,, <4. F• Scale: 0.2237 ��' 1l ( , , t , / 1 �; WARNINGS: GENERAL NOTES, unless otherwise noted: ■ -, �0 , �� ' 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review > y r Truss : BH4 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the I ! : ` t e N 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. / �,. OR' 2. Design assumes the top end bottom chords to be laterally braced at y `7 3. AD lateral force resisting elements such as temporary and permanent .i d G 4 Y 1 ,, . DES. 8Y: BC stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by !' ; • . continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). � '�' 4 _./ 26 ! 4 9 DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown c + "PI 7, �' ,e t' / -`' ` 4. No load should be applied to any component until after all bredng and 4. Installation of truss Is the responsibility of the respective contractor. "' 24243 - /t • 1 O W SEQ.: 5317383 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-corrosive environment, ?, '� ,� .2'1 :Y •1 J { , - / I design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. V �5 !J q f 7i TRANS ID: 350977 6. Design assumes full bearing at all supports shown. Shim or wedge If fabrication, handling, shipment components. necessary. 1��lIU p t -' Evp�r EXPIRES p ment and installation of W nents. 7. Design assumes adequate drainage Is provided. { , '�I�IY 6 130113 .. 6. This design is fumished subject to the limitations set forth by H. Plates shall be located on both faces of truss, and placed so their center /rt G'� I'7 - " -`'` IIIIII I III IIIII IIIII IIIII IIIII IIIII IIII IIII TPIMIiCA In SCSI, copies of which will ba furnished upon request. Digs coincide with joint center lines. EXPIAE$ ,a. / 9. Digits indicate size of plate in Inches. MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1898 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2.5 =( -147) 55 2.3 =( -639) 443 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3 =( 7364) 523 WEBS: 2x4 KDDF STAND 3.4 =( -68) 147 LOADING 7 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 1-07-02 1-07-02 0'- 0.0' -112! 620V -1481 55H 5.50' 0.99 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9' -183! 97V 0! OH 1.50' 0.15 KDDF ( 625) OVERHANGS: 24.0' 0.0' 8'- 0.0' 0/ 78V -148/ 55H 5.50' 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net( -5 osf) uplift at 24 'oc spacing, M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.005' @ 1'- 5.4' Allowed = 0.070' MAX TL DEFL = 0.005' @ 1'- 5.4' Allowed = 0.093' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.278' MAX BC PANEL TL DEFL = - 0.103' @ 4'- 1.4' Allowed = 0.455' MAX HORIZ. LL DEFL = - 0.004' @ 1'- 10.9' MAX HORIZ. TL DEFL = - 0.005' @ 1'- 10.9' 1 This truss does not include any time dependent T ' deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 4.00 intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting system and components and cladding criteria. M - 2.5x4 . Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =t.6 v T /- CO o CO o CD m 2 �� 5 M -3x6 y y y 2 - 'PROVIDE FULL BEARING:Jts:2.4.5I 8 - , ® ,:,r �� Rt O PROFj rSS f 1141 - JOB NAME : J -1454 STONE BRIDGE - BJ1 4 1,v f 1' ,- ,-1� ,�c F , ° Scale: 0.5688 1 L )I ° , I V '' a v Z 1 . � I 1 WAR GENERAL NOTES, otherwise d o es ' I V. a 3 1 t. Builder and erection contractor should be advised of all General Notes 1. This truss s design is adequate Is adequatrf e for the design parameters shown. Review :t / G � . � , Truss: BJ 1 and Warnings before construction commences. and approval Is the responsibilty of the budding designer, not the , d,- OR ' a iN 2. 2x4 compression web bracing must be Installed where shown +. truss designer or truss engineer. r � rt s. 2 Desi assumes the lop and bottom chords to be laterally braced at t 3 1 ( � . DES. BY BC 3 All lateral force resisting elements such as temporary end permanent �J ; 2 o.c. and at 10 c.c. respectively unless braced throughout their length by / ,, 4 Q L stebl6ly bracing must be designed by designer of complete structure. continuous sheathing wall SC). , 4 . 7 t '' 26' " U 9 such as plywood sheathing(TC) C 9R ) and/or ry ( > = j,.` 7I DATE: 10 / 8 / 2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown « t w !�� ` 4. No load should be applied to any component until alter all bredng and 4. Installation of truss is the responsibility of the respective contractor. 2 4243 Q 11 0 1 1 /�.1+1 SEQ.: 5317384 fasteners are complete and at no time should any loads greater than 5. Design assumes non- corrosive trusses ere to be used in a nonorrosive environment. :t E '�� f� r .d'f �'i , /' TRANS ID: 350977 /2. g, p design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the end are for condition" of use. G+''"" - 8 Design assumes fun bearing at all supports shown. Shim or wedge if ' p fabrication, handling, shipment and Installation of co necessary. O t r�4 '' EXPIRES 3 g�3Q11 my yta. 7. P lates assumes c shell be located o tedonedt both h lacinace Is es of truss f truss and f tlt Sf ON ,� Itil -S ... 6. This design is furnished subject to the limitations sal forth by a. Peles nd placed so their center 10/8/ ,..p r ' - 111110111111111111 IIIII IIIII 11111 11 ill TPIMlTCA In SCSI, copies of which will furnished upon request. lines coincide with joint center lines. Eg + HT " � 9. Digits indicate size of plate In Inches. MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1968 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF N188TR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -5 =( -121) 44 2.3 =( -610) 424 BC: 2x4 KDDF 018BTR SPACED 24.0' O.C. 2 -3 =( -378) 545 WEBS: 2x4 KDDF STAND 3 -4 =( -39) 104 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0' -103/ 548V -121/ 44H 5.50' 0.88 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -154/ 113V 0/ OH 1.50' 0.18 KDDF ( 625) OVERHANGS: 24.0' 0.0' 8'- 0.0' 0/ 78V -121/ 44H 5.50' 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing,' M,M2OHS,M1BHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL ='- 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.044' @ 1'- 10.0' Allowed = 0.170' MAX TL DEFL = - 0.043' @ 1'- 10.0' Allowed = 0.226' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.178' MAX BC PANEL TL DEFL = - 0.103' @ 4'- 1.4' Allowed = 0.455' 3 MAX HORIZ. LL DEFL = 0.018' @ 3'- 10.9' T f MAX HORIZ. TL DEFL = 0.018' @ 3'- 10.9' 12 This truss does not include any time dependent 1 4.00t 2 deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used . -/ throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting . system and components and cladding criteria. M - 2.5x4 0 Wind: 110 mph, h =loft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, v Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 /- r co 0 ° II 2 x xs M -3x6 y J y 2 -00 •:I I .:: ,.• • . 8 -00 s .r ' o� : ►N�; JOB NAME: J -1454 STONE BRIDGE - BJ2 i r� Scale: 0.5688 1 A v ct , (1 1 0 ,, WARNINGS: GENERAL NOTES, unless olherwlse noted: • ♦ } e„i . '� U c 1 1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown- Review "e 'Z.4• Truss: BJ 2 and Warnings before construction commences. and approval is the responsibility of the building designer, not the sl l , QR� 't � � . N Oj j rV 2. 2x4 compression web bracing must be Installed where shown +. truss designer or truss engineer. ,e b 2. Design assumes the top end bottom chords to be laterally braced at eT, 3, All lateral force resisting elements such as temporary and permanent i I t !J ' .. }� DES. BY • BC 2' o.c. and at 10' o.c. respectively unless braced throughout their length by g such as plywood sheathing(TC) ) ry wail C !�v} ‘1::): f � 2 • stability hradng moat be designed by designer of complete structure. continuous sheathing end /or d . ^5` CompuTrus assumes no responsibility for such bracing. 3. ) •v +fit �4 , •' 1 1 T • DATE: 10/8/2012 P P h . In 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, t. 24243 fasteners are complete and at no time should any loads greater than SEQ.: 5317385 5. Design assumes busses Cr e to be used In a non -corrosive environment, ; ,) - _ A, °I: %' / Z TRANS ID: 350977 end are for "d condi tion' of use. ��yy,,., ,,�lJ'T &rx� �� c design loads be applied to any component. ry , $, (� �L 6. Design assumes foil bearing at a0 supports shown. . Shim or wedge if 5. CompuTms has no control over end assumes no reaponsibi6ty for the shipment and l statation of components. De fabrication. handlin bt g• P P 7. Design assumes Plates adequate aedooth drainage i sea. - 6. This design faces `i V `�IVfllw - EXP 6I3QI13 Is furnished subject to the limitations set forth ^ - ". • - - - - - 11111111311111141111 I by 9. Plates shag be located on both laces of truss, and placed so their center /.^ / (f J 7 � , -r - TPI/WTCA In SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. f / Q (!� "� "� ^ 9. lines indicate size of plate center inches. MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - -10. For basic connector plate design values see ESR -1311, ESR -1998 (MiTek) [Exp(RES 1 {� / • ' IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq =1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2- 5 =( -94) 33 2 -3 =( -617) 430 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C. 2 -3= (•377) 543 WEBS: 2x4 KDDF STAND 3 -4 =( -47) 70 _ LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0' -122/ 576V -95/ 33H 5.50' 0.92 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'. 10.9' -119/ 177V 0/ OH 1.50' 0.28 KDDF ( 625) OVERHANGS: 24.0' 0.0' 8'- 0.0' 0/ 78V -95/ 33H 5.50' 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING YET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 msf) uplift at 24 'oc sgacing.1 Y,M20HS,U18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.115' @ 1'• 10.0' Allowed = 0.270' MAX TL DEFL = - 0.122' @ 1'. 10.0' Allowed = 0.359' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TL DEFL = 0.000' @ 0'. 0.0' Allowed = 0.105' 5 - MAX HORIZ. LL DEFL = 0.045' @ 5'. 10.9' r MAX HORIZ. TL DEFL = 0.047' @ 5'- 10.9' 12 This truss does not include any time dependent 4.00 deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. I �� Design conforms to main windforce - resisting system and components and cladding criteria. M - 2.5x4 v Wind: 110 mph, h =25ft, TCDL= 4.2,BCOL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, r o interior zone, load duration factor =1.6 N co Pr O mil O m r- 2 ME ► � 5 --/- M -3x6 y J• )- 2 -00 . • :: 8 -00 • �O P el JO NAME : J -1454 STONE BRIDGE - BJ3 Scale: 0.5438 � � , � '' �p _ � ;tail " �' ► A WARNINGS: GEN NOTES, unless otherwise noted: � ' tr I . z 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review ,,i, � ti , • Truss : BJ 3 and Warnings before construction commences. and approval is the responsibilly of the building designer, not the >� { x - OR I i , • 2. 2a4 compression web bracing must be Installed where shown +. truss designer or truss engineer. t t {, v . QJ 2. Design assumes the top and bottom chords to be laterally braced at , i 3. All lateral force resisting elements such as temporary and permanent +? { 1 y OJ ,• DES . BY: BC stability bracing must be designed by designer of complete structure. T o•cn and at 10 o.c. respectively unless braced throughout their length by J �xs � } 2 6. , U • continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). y' . , J . ! i.. 7 ,.� DATE : 10/8/2012 CompuTrus assumes no responsibility for such bracing 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. { 24243 S EQ.: 5317386 TRANS ID: 350977 ."' ti fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a noncorrosive environment. „ i 1 R � . (1 ' 1. , C:111)1/4- tV �� / I /Z and ere for - dry condition' of use. „ , design loads be applied to any component. d G� 6. Design assumes full bearing at all supports shown. Shim or wedge If 5. CompuTms has no control over and assumes no responsib Dry for the 9• shipment fabrication, handtn corn ne sessary. p p EXPIRES P ment end installation of components. 7. Design assumes adequate drainage Is provided. Sr ON AI. .,�; XPIREES S 6130/1 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 4 • . , , t., - IIIII 1nIII�',' I II IIIII IIIII IIIII IIIII IIIII IIII IIII TPI/WfCA in SCSI, copies of which will be furnished upon request Ines coincide with joint center lines. IO (Z • 9. Digits Indicate size of f p plate te in inches. l MiTek USA, Inc./CompuTrus Software 7.6.4(1L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) EXPIRES ,! IIIIIIIIIIIIiOI This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF qi &BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -5 =(0) 0 2.3=( -629) 440 BC: 2x4 KDDF k1 &BTR SPACED 24.0' O.C. 2 -3 =( -373) 539 WEBS: 2x4 KDDF STAND 3.4 =( -62) 75 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2 -00 -00 2-00-00 0'- 0.0' -154/ 624V -68/ 22H 5.50' 1.00 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 78V 0/ OH 5.50' 0.12 KDDF ( 625) OVERHANGS: 24.0' 0.0' 7'- 11.7' -113/ 242V -68/ 22H 1.50' 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. (CORD. 2: Design checked for net (-5 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( psf) uplift at 24 'oc spacing, P M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LLnL /240, TL =11180 AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.222' @ 1'- 10.0' Allowed = 0.354' MAX TL DEFL = - 0.277' @ 1'- 10.0' Allowed = 0.472' MAX HORIZ. LL DEFL = 0.085' @ 7'- 10.9' MAX HOR1Z. TL DEFL = 0.105' @ 7'- 10.9' 7 - 11 - 11 T l' This truss does not include any time dependent deformation for long term loading (creep) in the 12 total load deflection. The building designer 4,00 shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used �) throughout. Not to exceed 19% moisture content. 0 Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, v Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 M -2.5x4 0 th solo iiiiiii f- co o IFS' o m 2 ► 5 1111ETEO M -3x6 1 1 y 2 - IPROVIDF FUI L BEARING:Jts:2.5.41 8 - .. , o PROE • JOB NAME •. J -1454 STONE BRIDGE - BJ4 _.„ w fiA. ;, � - (., -- Scale: 0.5188 ,f 1� e � O r / (� WARNINGS: GENERAL NOTES, unless otherwise noted: .- �� ' . I. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review and Warnings before construction commences. and approval �', r s a res onsibm `. Truss: BJ4 a PP is the P ty of the building designer, p not the �'a r QR'coN 2. 2a4 compression web bracing must be installed where shown •. truss designer or truss engineer. d ✓ 1111 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at , r t b &4 / DES. BY: BC stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by y J A , continuous sheathing such as plywood ing(TC) and/or drywall(BC), '1! ,,/ f. f q A l' i ., _ .rf . r 26 r 1 9P U DATE : 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2r Impact bridging or lateral bracing required aired 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. 24243 „H,t ! SEQ.: 5317387 fasteners ere complete end et no time shou ld any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. 0 /. A . J JO design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsib fry for the g supports g and are for 'dry ry condition' of use. !�"`� ,.(� G" f �6 f l0- TRANS ID: 350977 6. Design assumes fun bearing at all su cis shown. Shim or wed a it - fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage Is provided. r sr UNAI. EXPIRES RES 61301 i 3 6. This design Is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss. and placed so their center ,9 ((/ / 7 J - IIIIII I III VIII VIII (IIII VIII VIII IIII IIII l U ( (i 7PI/WTCA In S CSI, copies of which win be furnished upon request. Ines coincide with joint center fines. '" - ` 9. Dlgi[s Indicate size of plate in inches. M iTek USA, Inc, /CompuTrus Software 7.6.4(1 L) 10. For basic connector nt center design values see ESR -1311, ESR -1988 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: . 2x4 KDDF 018BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -6 =(0) 0 2 -3 =( -621) 431 BC: 2x4 KDDF g18BTR SPACED 24.0' O.C. 2 -3 =( -376) 541 WEBS: 2x4 KDDF STAND 3.4 =( -55) 90 LOADING 4.5 =( -89) 45 - TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LETINS: 2-00-00 2 -00 -00 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -143/ 594V -81/ 28H 5.50' 0.95 KDDF ( 625) OVERHANGS: 24.0' 0.0' 7'- 9.2' 0/ 78V 0/ OH 5.50' 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2' -247/ 526V 0/ OH 1.50' 0.67 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 9'- 11.7' -110/ 52V -81/ 28H 1.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. �CDND. 2; Design checked for net( -5 psf) uplift at 24 'oc spacin0,1 VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.152' @ 1'- 10.0' Allowed = 0.354' . MAX TL DEFL = - 0.170' @ 1'- 10.0' Allowed = 0.472' MAX HORIZ. LL DEFL = 0.059' @ 7'- 11.2' MAX HORIZ. TL DEFL = 0.064' @ 7'- 11.2' 9 - - This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 4.00E ' intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting 0 system and components and cladding criteria. . Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, v Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 M -5x6 00 0 o II 2' 6' M -3x6 y y y y 2 -00 8 -00 1 -11 -11 IPROVIDF Full RFARING:Jts:2.6.4.5) rr r, -- O ., j � . V PROF�cSS� • JOB NAME: J -1454 STONE BRIDGE - BJ5 �� h, , v ) -, , 7. Scale: 0 "4546 1 A WARNINGS: GENERAL NOTES, unless otherwise noted: . I `� ,. l'' J ' - l 1 1. Builder and erectio contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review t ,, .� 1 _ 4/ Truss • BJ 5 end Wammgs before construction commences. and approval Is the responsibi5ty of the building designer, not the , .l 4�' OR t N ' 2. 2x4 compression web bracing must be installed where shown •, truss designer or truss engineer. 1-4 2. Design assumes the top and bottom chords to be laterally braced at a (> DES. BY BC st 3 lateral rcs resisting elements such as temporary and permanent 2• o.c. and al 10' o.c. respectively unless braced throughout their length M "5 /,$ - Q r 7 g stability brabracing must ba designed by designer of complete st ructure . continuous sheathing II - ! * T - 26. - U ` DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or + 9 such as plywood sheathing(TC) C gR 1 andlor rye( BC ) . a .yr? 'A4 9 , r lateral bradng required where shown • SEQ 4. No load should be applied to any component until after eP bracing and 4. Installation of truss is the responsibility of the respective contractor. 24243 ' " , f O A a�I!0!13 R 7 S E Q no time should any loads greater than 5. Design assumes trusses are to be used In a non-corrosive environment, ,J t, j _ J design loads be applied to any component. and for "dry condition' of use. are e t. ,{ �� necessary. /� /o /� TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsibility for the 6. Des ar assumes full bearing at as supports shown. Shim or wedge d Q J fabrication, handling, shipment and installation of components. 9. P W 7. Design assumes cnehinaeiprovided. � ''I 5 '57 0 ff L ,... EXPIR o ` 6 _3 6. This design is furnished subject to the limitations set forth by a. Plates shad be located ated o on bototh facc o es of truss, { ss, and placed so their center (� 12 IIIIIIIIIII VIII V III VIII V IIIIIII IIII IIII '' ... TPIiWI - CA In SCSI, copies of which will be furnished upon request. toes coincide with joint center lines. " 9. Digits indicate size of plate in inches. M iTek USA, Inc. /CompuTrus Software 7.6.4(1L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) EXPIRES 3 _... IIIIIIIIIHIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IRC 2009 MAX MEMBER FORCES 4WRIDDF /Cq =1.00 TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -7 =(0) 0 2 -3 =( -622) 431 BC: 2x4 KDDF f!1 &BTR SPACED 24.0° O.C. 2 -3 =( -376) 541 WEBS: 2x4 KDDF STAND 3 -4 =( -55) 90 LOADING 4 -5 =( -88) 35 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5 -6 =( -72) 48 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 2 -00 -00 2-00-00 BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0° 24.0° 0'- 0.0 -144/ 597V -94/ 28H 5.50° 0.96 KDOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.2' 0/ 78V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 7'- 11.2' -247/ 526V 0/ OH 1.50' 0.67 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 9'- 11.7' -111/ 310V -94/ 28H 1.50' 0.40 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L1180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.148' @ - 1'- 10.0' Allowed = 0.354° MAX TL DEFL = •0.170' @ 1'- 10.0° Allowed = 0.472' MAX LL DEFL = - 0.038' @ 11'- 11.7' Allowed = 0.200' MAX TL DEFL = - 0.043' @ 11'- 11.7' Allowed = 0.267' MAX HORIZ. LL DEFL = 0.057' @ 7'- 11.2' MAX HORIZ. TL DEFL = 0.064' @ 7'- 11.2' This truss does not include any time dependent . 11 - - deformation for long term loading (creep) in the T '( total load deflection. The building designer shall verify that this parameter fits with the 12 intended use of this component. 4.00 17 NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. 0 Design conforms to main windforce- resisting system and components and cladding criteria. 0 v Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, r` interior zone, load duration factor =1.6 0 m- M -5x6 m deorit co o /- 2► 7► M -3x6 y J y ), 2 - 8 (PROVIDE FULL BEARING:Jts:2.7.4,5J 3 - - �o PROF JOB NAME: J-1454 STONE BRIDGE - BJ6 - ..� w • ∎� V 1 ' 0 `' e ti F Scale: 0.3917 - 1 l- ce / i � - , WARNINGS: GENERAL NOTES, unless otherwise noted: , + � 1 �, -� 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review - 1 .. O` .� „ „ ,- Truss: BJ 6 and Warnings before construction commences. and approval is the responsibility of the building designer, not the • `, g-1 Z f ^ • N • 2. 2x4 compression web bracing must be installed where shown +" truss designer or truss engineer. Xl �� /// /� ' k. `JR� Q) . All lateral force resistin elements such as tam 2. Design assumes the top and bottom chords to be laterally braced at 3 g porary and permanent I . y, . i 4' 6J ` G . .; DES. BY: BC 2' ,j o.c. and al 10' a.c. respectively such braced throughout their length by { • / g Y BY: stability bracing must be designed by designer of complete structure. continuous sheathln plywood and /or d wa0 F ) ' BC . .±:t.4•• d a. DATE : 10/8/2012 Com P uTrus assumes no responsibility 26 r for such bracing. 3. 2x Impact Ply sheathing(TC) ry ( e f, � 3 p act brid in g" hi or lateral bracing required where shown ++ 11 "� l� j 4 � 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �• 1 / d /1 0. v SEQ.: 5317389 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in anon- corrosNe environment, 10....... 4240 �('1 t • - 4 , J O `' � i design loads be applied to any component. and are for "dry condition" of use. i 0 f5 , tv �, /2- TRANS ID: 350977 6. CompuTws has no control over and assumes no responsibility for the 6. Design assumes fun bearing at an supports shown. Shim or wedge If necessary. ,� Vp1L7C C pp t fabrication, handling. shipment and installation of components, Design adequate drainage provided. ( S I 1 o .; /',r`!1'. [�.S 6�J - 7. De n assumes ode uete dra ma a Is rovided. ®1• �+ 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed no their center / G /Q / (J // I Z - -- _ IIIIiI I III VIII VIII VIII VIII VIII IIII IIII TPIANTCA in BCSI, copes of which w 0 be furnished upon request. Digs indicate with joint p an lines. . 9. Digits indicatt e size of plate te I in In inches. q MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1888 (MITek) EXPIRES ' i n /3 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 1'- 7.5' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -22) 21 1.4 =(0) 0 1- 2 =( -52) 52 BC: 2x4 KDDF 818BTR SPACED 24.0' O.C. 2 -3 =( -9) 8 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12•OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF • LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -16/ 89V -12/ 5H 5.50' 0.14 KDDF ( 625) LETINS: 0-09-15 0-09-15 1'- 4.7' Of 14V 0/ OH 5.50' 0.02 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 7.2' -161 32V -12/ 5H 1.50' 0.05 KDDF ( 625) •` For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: 'COND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL LL DEFL = 0.000' @ 1'- 0.4' Allowed = 0.052' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TC PANEL TL DEFL = 0.000' @ 1'- 0.4' Allowed = 0.079• MAX HORIZ. LL DEFL = 0.001' @ 1'- 6.4° MAX HORIZ. TL DEFL = 0.001" @ 1'- 6.4' 1 - 07 - 03 This truss does not include any time dependent T f deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 4.00 intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting system and components and cladding criteria. . Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 M -2.5x4 '' v r M co o 0 c) II� 0 1" 4► =� M -3x8 i y 1 -07 -08 'PROVIDE FULL BEARING;Jts:1,4,3I .Rv..D PROF,c0 JOB NA J -1454 STONE BRIDGE - BSJ1 . Scale: 0.6867 4\9 li f r i' Q � , • � / ) WARNINGS: GENERAL NOTES, unless otherwise noted: - `ilk ,a • , /r a t ,� , . 1. Budder and erection contractor should be advised of WI General Notes 1. This truss design is adequate for the design parameters shown. Review „ T a t I' t Truss: BSJ1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the ' „ ,. a - ' OR C II N 2. 2x4 compression web bracing must be Installed where shown +- truss designer or truss engineer. c/ P f . y t/ a7 2. Design assumes the top and bottom drords to be laterally braced at t - Y G l lateral DES. BY: BC 3 st Ery breang be d fined by des finer ofreomplete swcNre, 2' o.c. and at 10' o.c. respectively unless braced throughout their length by t r Q 2 6 '" C. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). .: . ) h f t x ., - DATE • 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bradng required where here shown + + n - //y s`a 4. No load should be applied to any component until after all bradng end 4. Installation of truss is the responsibility of the respective contractor. 24243 , i1 • � O � � SEQ .: 5317391 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. e design loads be eppaed to any component. and are for 'dry condition" of use. 0 R (S . .'.1 • -- l � /� fi Design assumes Tull bearing at as supports shown. shim or wedge If T RANS I D : 350977 5, CompuTrus has no control aver and assumes no responsibility for the necessary. 14 fabrication, handling. shipment and Installation of components. 7. Design assumes adequate drainage is provided. 1 • 1 ,. ' 'tOiVAI. , ; EXPIRES 5/30113 6. This design Is furnished subject to the IMtations set forth by 8 / f(r !7 . Plates shall be located on both faces of truss, end placed so their center !a ,,,, r - - - Iillll Ell VIII VIII VIII VIII 11111111111 7PINVECA in BCSI, copies of which f t b famished upon request. Ines coincide with joint center lines. EXPIRES 9. Digds indicate size of plate in inches. MiTek USA, Inc. /CompuTrus Sof 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.2' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF @1 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -36) 36 1 -4 =(0) 0 1.2 =( -46) 47 BC: 2x4 KDDF @18BTR - SPACED 24.0' O.C. 2- 3 =( -30) 30 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <• 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -42/ 149V -25/ 10H 5.50' 0.24 KDDF ( 625) LETINS: 1 -10 -09 1-10-09 1'- 4.7' 0/ 14V 0/ OH 5.50' 0.02 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.2' -47/ 100V -25/ 10H 1.50' 0.16 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing. M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 •' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.018' @ 1'- 8.2' Allowed = 0.092' 3 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = 0.016" @ 1'- 8.2" Allowed = 0.123' MAX BC PANEL LL DEFL = 0.000' @ 0'- 8.4' Allowed = 0.035' MAX BC PANEL TL DEFL = - 0.000' @ 0'- 11.1' Allowed = 0.047' 12 MAX HORIZ. LL DEFL = - 0.009' @ 3'- 6.4° 4.0012 MAX HORIZ. TL DEFL = - 0.008' @ 3'- 6.4' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting M -2.5x4 , system and components and cladding criteria. Ti Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, c Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 CO r 0 o co, IP. 1 4► M=3x8 y y ,1 , 1 -07 -08 1 -11 -11 • (PROVIDE FULL BEARING:Jts:1,4,31 2 , jj PROFESS , JOB NAME: J -1454 STONE BRIDGE - BSJ2 P IaI��, c � �� Scale: 0,6277 tab w fa r c f I WARNINGS: GENERAL NOTES, unless otherwise noted: ' • e \ } _ 0 1 �, , (1 1. Builder er and erection contractor should be advised of General Notes 1. This truss design Is adequate for the design parameters shown. Review ;�, t7 : - , Truss: BSJ 2 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the I } n L ' OR CS N r 2. 2x4 compression web bracing must be installed where shown +, buss designer or truss engineer. 3. M lateral force resistin elements such as temporary and 2. Design assumes the top end bottom chords to be laterally at 0 g Po ry permanen i J '/...(1 `. G C9 , . DES. BY ' BC 2' o.c. and et 10' o.c. respectively plywood s respectively unless braced throughout their length by ➢ # O ( 7 stability bracing must be designed by designer of complete structure. continuous sheathing such as -- 'et s`+`i :.. 1 Lf - , - 26 r � � responsibility sheathing( TC) and/or d rywaG(BC). P uTros assumes no W tY for such bracing. 4. lu Impact b blares prating required where shown + 4 No load should be applied to any component until after all bradng and 4. Ire of or of truss Is s the responsibility of of t the respective c contractor. a` 2424 0 . I � . _ � r DATE: 10/8/2012 C am 7 . SEQ .: 5317392 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, S(1 ' , A • J O H design loads be applied to any component. 5. CompuTrus has no control over end assumes no responsibility for the and are for "dry condition' of use. 6. Design assumes full bearing et all supports shown. Shim or wedge it a t5 '1' �,G" �,: o / e / (Z TRANS I D : 350977 t ` necessary. " - qq - !� fabrication, handling, shipment and installation of components. 7- Design assumes adequate drainage is provided. , St ONAL .. EXPIRES 6/30113 - 8. This design Is lumished subject to the limitations set forth by a. Plates shall be located on both faces of truss, and placed so their center /;1 f (( ' f J - " '� - - IIIIIIIIIII IIIII IIIII IIIII IIII IIIII III 11 V / U n TPINVTCA In SCSI, copies of which wig be furnished upon request. Gies coinc de with joint center lines. I 8. Digits Indicate size of plate in Inches. M ITek USA Ir1C. /COfTIpUTfUS S0f1Waf0 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311,ESR -1888 (MITek) F,RPIRE3t , f I 3 IIIIIIIIIII0 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.2' IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 TC: 2x4 KDDF #1 &BTR LOAD DURATION INCREASE = 1.15 1.2 =( -33) 33 1 -4 =(0) 0 1- 2 =( -65) 66 BC: 2x4 KDDF 1118BTR SPACED 24.0' O,C. 2- 3 =( -51) 50 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -72/ 212V -38/ 16H 5.50' 0.34 KDDF ( 625) LETINS: 1 -10 -09 1 -10 -09 1'- 4.7' 0/ 14V 0/ OH 5.50' 0.02 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.2' -77/ 165V -38/ 16H 1.50' 0.26 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett -5 gsfl uplift at 24 'oc sgacinq J M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. .. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000° @ 0'- 5.5' Allowed = 0.035° 5 - - AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = 0.088" @ 1'- 8.2' Allowed = 0.192' T r MAX TL DEFL = 0.078' @ 1'- 8.2" Allowed = 0.257' MAX BC PANEL TL DEFL = - 0.000' @ 0'- 11.1' Allowed = 0.047' 12 MAX HORIZ. LL DEFL = - 0.046' @ 5'- 6.4' 4.001 MAX HORIZ. TL DEFL = - 0.041' @ 5'- 6.4' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. '' Design conforms to main windforce - resisting system and components and cladding criteria. M v Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat,2 Exp.B, MWFRS, n interior zone, load duration factor=1.6 O co cm co O In O O� I .i 1 4 M -3x8 1- J- I 1 -07 -08 3 -11 -11 (PROVIDE FULL BEARING :Jts;1.4,31 0 PROF JOB NAME: J-1454 STONE BRIDGE BSJ3 .� ,: Scale: 0,5999 & W N Q / ( 1 0! , WARNINGS: GENERAL NOTES, unless otherwise noted ♦ V �,- •,,, � ( 1 8 I. Builder and erection contractor should be advised of an General Notes 1. This truss design is adequate for the design parameters shown. Review V - . j.. .j Truss: BSJ 3 and Warnings before construction commences- and approval is Ore responsibility of Ore building designer, not the 3,[t' S R .� N 2. 23(4 compression web bracing must be Installed where shown +, truss designer or truss engineer. // . {4 ii 2. Design assumes the top and bottom chords to he lateraly braced al 3. All Wend force resisting elements such as temporary and pemtanent r '4 DES . BY , BC y ^B hY g p 2'o.c. and at 10' o.c. respectively unless braced throughout their length by J Q Y 2 6 " U slabl6 bred must be des ned deal ner of corn late structure. continuous sheathin such a5 od sheathin C and/or d `t DATE ' 10 / 8 / 2012 CompuTrus assumes no responsiblily for such bracing. 1. 2x impact bridging o r lateral bredg PMn required wher ef ) e shown « « rywancec >. ,f t ♦� ; l,�- ..e 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. t 24243 SEQ . : 5317393 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used Ina non -corrosive environment. ) R � �p . R . TRANS I D : 350977 J 0 :;1..-.:1/ r/ / � design loads be applied to arty component. 5. CompuTrua has no control over end assumes no responsibility for the and ere for - dry condition of use. G! W 6. Design assumes Nn bearing et ell supports shown. Shim or wedge if _ labdcation, handling, o necessary. C g. shi P ment and installation of components. 7. Design assumes adequate drainage is provided. } I S1 d1V NAL - r EXQ � {IFS 6/30/ 13 8. This design is furnished subject to the limitations set forth by 8. Plates shah be located on both laces of truss, and placed so their center /6 ` J I n 'r ' - . ��, �.,� / 't IIIIII (III VIII VIII VIII VIII VIII HMI TPINVTCA In SA, Inc which request. CompuT s Software 7.6.4(1 L) 1 0. Digits r basic connector ector te - tines coincide with joint center lines. 01 values see ESR -1311, ESR -1988 (MiTek) gx f 3 IIHUIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6.5' IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 TC: 2x4 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1- 2 =) -48) 72 2- 8 =( -205) 1504 2- 3 =( -2129) 825 BC: 2x4 KDDF 81 &BTR SPACED 24.0' O.C. 2- 3 =( -366) 508 8- 9 =( -175) 1187 4- 8 =( -138) 143 WEBS: 2x4 KDDF STAND 3- 4 =( -1662) 429 9 -10 =( -140) 480 B- 5 =( 0) 368 LOADING 4- 5 =( -1550) 368 5- 9 =( -632) 214 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF • 5- 6 =( -950) 308 9- 6 =( -94) 824 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -122) 141 6.10 =( -888) 196 TOTAL LOAD = 42.0 PSF 10- 7 =( -138) 139 LETINS: 2-00-00 0 -00.00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -206/ 1173V -128/ 150H 5.50' 1.88 KDDF ( 625) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 21'- 6.5' -121/ 976V -128/ 150H 5.50' 1.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net( -5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' 17 - 4 - - MAX LL DEFL = - 0.120' @ 5'- 8.4' Allowed = 1.031' MAX TL DEFL = - 0.192' @ 5'- 8.4' Allowed = 1.375° 3 - - 13 - - 4 - - MAX HORIZ. LL DEFL = 0.017' @ 21'- 3.0' 1 3 9 15 5 - 5 - T 4 - - .( MAX HORIZ. TL DEFL = 0.028" @ 21'- 3.0' T T T ') - This truss does not include any time dependent 12 12 deformation for long term loading (creep) in the 4.00 a 4.00 total load deflection. The building designer M - 4x6 shall verify that this parameter fits with the intended use of this component. 6 NOTE: Design assumes °Dry Doug. Fir Lumber' used IN throughout. Not to exceed 19% moisture content. al Design conforms to main windforce- resisting I M - 1.5x3 system and components and cladding criteria. 1 M - 2.5x4 -•On . Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 M -1.5x3 01 M- 3x6(5) M -3x6 *M ` - °./ 2 - 8 ® 9 10 -. M -3x8 M -2.5x4 M- 3x6(S) M -2.5x4 M -2.5x4 b .)- y 1 7 -02 -03 7 -02 -03 7 -02 -03 y J• J 12 -00 11 -06 -08 2 -00 21 -06 -08 y " �9 O PRO • ss 117N� 17 �,�r • �� iN� JOB NAME : J -1454 STONE BRIDGE - Cl � w f � = . It/ . k. F S cale: 0,2657 - 1 i Q r ,�, WARNINGS: GENERAL NOTES. unless otherwise noted: 1: a �� T � � , / Cl 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review . y Truss : C and Warnings before construction commences. and approval Is the responsib Dry of the building designer, not the 1riJ' ; # s ` pk r o N 2. 2x4 compression web bracing must be Installed where shown t. truss designer or truss engineer. ;� / � 3. Atl lateral force resisting elements such as temporary and permanent p 2. Design assumes the top and bottom chords to be laterally braced at x , pore 2• o.c. and at 10' o.c. respective unless braced throughout their ten i 1 : '` -' Z 6 g DES. BY: BC staWDty bracing must be designed by designer of complete structure- ty g 9fh � ti hy Y t r� continuous sheathing such as plywood sheathing(TC) and/or drywatl(BC). •4 1,145,i•* + - _ .� - -- 'S ' . DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2a Impact bridging or lateral bracing required where shown v * G l n ( ii , 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 24243 V SEQ.: 5317394 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used Ina non-corrosive environment. ,a . R ktt V ; +- A . ,� 01'� 1 design loads be applied to any component. 5. CompuTrus has no control aver and assumes no responsib Dry for the and are for - dry condition' of use. ;„ �. TRANS ID: 350977 ! v X Z 6 Design assumes full bearing at all supports shown. Shim or wedge if _ q necessary. � fabrication, handling, shipment end installation of components. 7. Design assumes adequate drainage Is provided. S1ONAL y EXPIRES 6I30f 13 8. 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 17 , g IIIIII Ilill VIII VIII VIII IIII VIII I II IIII 7PI/WTCA in SCSI, copies of which will be furnished upon request. Ines coincide with Joint center lines. I I !i E - a. Digits indicate size of plate in inches. /j / MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) g?fp(pE9 (� J5 f 3 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6.5' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF M1 &BTR LOAD DURATION INCREASE = 1.15 1. 2 =( -41) 5 1- 7 =( -243) 1504 1- 2 =( -1734) 558 9- 6 =( -138) 139 BC: 2x4 KDDF #IBBTR SPACED 24.0' O.C. 2- 3 =( -1662) 519 7- 8 =( -180) 1187 3- 7 =( -138) 143 WEBS: 2x4 KODF STAND 3. 4 =( -1550) 445 8- 9 =( -141) 480 7- 4 =( -5) 368 LOADING 4- 5 =( -950) 321 4. 8= -632) 231 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -122) 141 8- 5= -108 824 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 9 =( -888) 208 TOTAL LOAD = 42.0 PSF LETINS: 2 -00 -00 0-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) •. For hanger specs. - See approved plans 0'- 0.0' -126/ 929V -115/ 150H 5.50' 1.49 KODF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 21'- 6.5' -124/ 976V -115/ 150H 5.50' 1.56 KODF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net( -5 psfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L /180 MAX LL DEFL = - 0.091' @ 5'- 8.4' Allowed = 1.031' MAX TL DEFL = - 0.158' @ 5'- 8.4' Allowed = 1.375' 17 - 4 - - MAX HORIZ. LL DEFL = 0.017' @ 21'- 3.0' T -f -f MAX HORIZ. TL DEFL = 0.028' @ 21'- 3.0' 3 - 11 - 10 13 - 03 - 06 4 - 03 - 08 This truss does not include any time dependent 1 - - 3 - - 5 - 5 - 4 - - deformation for long term loading (creep) in the f T 1' . f .( total load deflection. The building designer 12 shall verify that this parameter fits with the 12 1 4.00 2 4.00 intended use of this component. M - 4x6 NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. 4 .0" 5 , i' -- • Design conforms to main windforce- resisting tin! system and components and cladding criteria. M - 1.5x3 Wind: 110 mph, hC= MWF DL =6.0, ASCE 7 -05, Enclosed, at.2 , Cat.2 Exp.B, MWFAS, M - 2.5x4 . 0" - interior zone, l Exp. oad duration factor =1.6 0 M -1.5x3 r M- 3x6(5) \ N s, M -3x4 fir' -4 - co o=_ T e�I 1 -= 7 8 .. g M -3x6 M -2.5x4 M- 3x6(S) M -2.5x4 M -2.5x4 7-02-03 7 -02 -03 7 -02 -03 .1 / l 10 -00 11 -06 -08 / / 21 -06 -08 ��EO PROI N. 301/4, rF � G1N� ". , l ° ..w v . it, err F: �_ JOB NAME: J-1454 STONE BRIDGE - C2 sale: 0.27,6 .E r p w , Mk WARNINGS: - GENERAL NOTES, unless otherwise noted II / , . C2 I. and . } • n � Truss : C 2 end Warnings before construction commences. and approval is the responsibi5y of the building designer, not the 0 i� 4 .X I . ` OR! C e N Q7 2. 2x4 compression web braving must he Installed where shown «. truss designer or truss engineer. /// f iJ 2. Design assumes the top and bottom chords to be laterally braced at ,r - (J 3. All lateral force resisting elements such as temporary and permanent T o.c. and at 10' o.c. respectively unless braced throughout their ten by continuous sheathing such as plywood sheathing(TC) and/or drywall( C). �. 4 i J Q C � g Z DES. BY: BC h 9 designed by designer stabs bradng must be or structure. f: f , t 3 ` ;L . ) 2 6 r : -' " U 9 0 complete W DATE : 10/8/2012 CompuTrus assumes no responsibilty for such bracing. 3. 20 Impact bridging or lateral bradng required where shown « « `` �� 4. No load should be applied to any component until after all bracing and 4. Installation of toss is the responsibility of the respective contractor. '24243 GA it • 0 � aS E Q . : 5317395 fasteners are com late and at no time should an y loads greater than 5. Design assumes trusses are to be used in a non - emulsive environment. rC1 y r- �7 fV � design loads be applied to any component and are for "dry condition" of use. `'Q CG+ °° f TRANS ID: 350977 5. CompuTrus has no control over end assumes no responsibility for the 6. Des tin a ssumes WO bearing at as supports shown. Shim or wedge II f fabrication, hoodo9. shipment com necessary. c� (O �'t NAL 1 ' EXPIRES p P ment and installation of components. 7. Design assumes adequate drainage is provided. , s E S 6/3 13 - 6. This design Is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, and placed so their center /0 8 / 7 .v '1: " - 1111111111011111111 TPIANTCA In BCSI, copies of which will be furnished upon request. Digs indicate with joint center lines. v U ! , 9. Digits Indicate size of plate ate in inches. MiTek USA, Inc. /CompuTrus Software 7.6.4(10 10. For basic connector plate design values see ESR -1311, ESR -1988 (MITek) EXPIRES (? > IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 21-06-08 MONO HIP SETBACK 6 -00 -00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR /DOF/Cq =1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) : 1- 2 =( -48) 72 2- 7 =( -908) 3508 2- 3 =( -3752) 952 5 -10 =( -3788) 1198 BC: 2x4 KDDF H18BTR 2- 3 =( -560) 130 7- 8 =( -1446) 4754 7- 3 =( -74) 740 10- 6 =( -290) 176 WEBS: 2x4 KDDF STAND LOADING 3- 4 =( -3508) 908 8- 9 =( -1446) 4754 7- 4 =( -1384) 578 LL = 25 PSF Ground Snow ,(P9) 4- 5 =( -3584 ) 1094 9 -10 =( -1096) 3484 8- 4 =( 0) 288 TC LATERAL SUPPORT 24'0C. UON. TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6 =( -46) 44 4- 9 =( -1258) 378 BC LATERAL SUPPORT <= 12 °OC. UON. TC UNIF LL( 100.0) +DL( 28.0)= 128.0 PLF 6'- 0.0' TO 21'- 6.5' V 9- 5 =( 0) 706 BC UNIF LL( 0.0) +DL( 40.0)= 40.0 PLF 0'- 0.0' TO 21'- 6.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 250'.0) +DL( 70.0)= 320.0 LBS @ 6'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -443/ 1966V -56/ 71H 5.50' 3.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 6.5' -577/ 1833V -56/ 71H 5.50' 2,93 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. OVERHANGS: 24.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net( -5 psfl uplift at 24 'oc spacing,.) •. For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 Connector plate prefix designators: MAX LL DEFL = - 0.018' @ -2'- 0.0' Allowed = '0.200' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. MAX TL DEFL = - 0.020' @ -2'- 0.0' Allowed = 0.267' M,M2OHS,1118HS,M16 = MiTek MT series Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = - 0.118' @ 10'- 8.9' Allowed = 1.031' 9' oc throughout 2x4 top chords, MAX TL DEFL = - 0.197' @ 10'- 8.9' Allowed = 1.375° 9' oc throughout 2x4 bottom chords, 9' oc throughout webs. MAX HORIZ. LL DEFL = 0.033' @ 21'- 3.0' MAX HORIZ. TL DEFL = 0.054' @ 21'- 3.0' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used • throughout. Not to exceed 19% moisture content. T 5 - - T 15 - - f Design conforms to main windforce - resisting system and components and cladding criteria. 5 - 03 - 04 5 - 05 - 11 5 - 05 - 11 5 - 03 - 15 +320# Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 12 Enclosed, Cat.2 Exp.B, MWFRS, 4.00 7 interior zone, load duration factor =1.6 M -4x M -3x8 M -3x8 M -1.5x3 4 5 8 -Y M -1.5x3 m + 0 0 • v 0 co� N 2' 7 8 9 •" 10 M -3x6 M -2,5x4 M -1.5x3 M -2.5x4 M -3x8 M18HS- 3x18(S) y y y 1• y 5 -06 -12 ' 5 -02 -03 5 -02 -03 5 -07 -07 y 1 y 14 -00 9 -06 -08 y y y . 2 -00 21 -06 -08 _ z., ,. T. - v PRO/�'p s. r m p JOH . -.: GtiNF /U z. JOB NAME: J -1454 STONE BRIDGE - CH1 ,t "J. w If /�? :'�� :'' Scale: 0.2917 1 1 Q (,r ' I � ; WARNINGS: GENERAL NOTES, unless otherwise noted: I A 1 f1 . r , 1. Builder and erection contra should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review r /' S ,; � a! , Truss: CH1 and Warnings before construction commences, and approval is the responsibilty of the building designer, not the ,) i. O t N 2. 2u4 compression web bracing must be Installed where shown +, truss designer or truss engineer. i ; f V 2. Design assumes the top and bottom chords to be laterally braced at ;n ! 4 1 Qv 3. AB lateral force resisting elements such as temporary and permanent 4 , �!� 1C .- r"' DES. BY: BC 2' o.c. and at 10' o.c. respectively unless braced throughout their length by /t, 26 r :4\ V - stablFry bracing must be designed by designer o1 complete structure. continuous sheathing such as plywood sheathing(TC) and /or drw all(BC). 1 DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. So Impact bridging or lateral bracing rquired where shown + + 17 1, v +. T� f C 4. No bad should be applied to any component until after ail bracing and 4. Installation of truss is the responsibility of the respectve contractor. 24243 .' f0 ^ r �. 04p SE . : 5317396 fasteners are complete and at no ume should any loads greater than 5. Design assumes trusses are to b e used in a non corrosive environment, • /t g i v I ,� y 1 design loads be applied to any component. 5. and are for "dry condition" of use. r (v � ( Z TRANS ID: 350977 Cem Trus has no control over and assumes no rea 6. Design assumes full bearing et all supports shown. Shim or wedge if pa panall bty tar the necessary. [� - fabdwuon, handling, shipment and Installation of components. 7. Desi n g assumes aria uate dralna a q 9 is P ro V )' `F X PR ES 6130113 1 / 1 V N - • 6. This design Is furnished subject to the limitations set forth by 6. Plates shall be located on both laces o buss, and placed so their center !� / (// J - - - ' ' II IIII I III VIII I III VIII VIII VIII IIII IIII TPI/WTCA In BCSI, copies of which will be tarnished upon request. Foes coincide with Joint center ones o I 9. Digits indicate size of plate in inches. MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic n connector plate design values see ESR -1311, ESR -1998 (MTek) Ex�f)AES , 3 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6,5' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq =1.00 TC: 2x4 KDDF #1 &BTR LOAD DURATION INCREASE = 1.15 • 1. 2 =( .48) 72 2- 8 =( -417) 1643 2. 3 =( -1881) 731 11. 7 =( -144) 90 BC: 2x4 KDDF g1&BTR SPACED 24.0' O.C. 2- 3 =( -532) 267 8- 9 =( -623) 2271 8- 3 =( -10) 381 WEBS: 2x4 KDDF STAND 3- 4 =( 0) 0 9 -10 =( -623) 2271 8- 5 =( -721) 222 LOADING 3. 5 =( -1643) 515 10 -11 =( -415) 1697 9- 5 =( 0) 192 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -1744) 514 5.10 =( -568) 222 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -41) 42 10- 6 =( -9) 368 TOTAL LOAD = 42.0 PSF 6 -11 =( -1846) 508 NOTE: 2x4 BRACING AT 24'0C UON. FOR • LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -220/ 1156V -96/ 71H 5.50' 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 21'- 6.5' -140/ 897V -96/ 71H 5.50' 1.44 KDDF ( 625) OVERHANGS: 24.0' 0.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP n " For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. ICOND 2: Design checked for net( -5 oaf) uplift at 24 'oc spacin 9J Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = - 0,041' @ -2'- 0,0' Allowed = 0.267' MAX LL DEFL = -0 "110' @ 10'- 8,9' Allowed = 1,031' MAX TL DEFL = - 0.187' @ 10'- 8.9' Allowed = 1,375' MAX HORIZ. LL DEFL = 0.031' @ 21'- 3.0' MAX HORIZ. TL DEFL = 0.052' @ 21'- 3.0' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 7 - - 13 - - intended use of this component. T T f 5 - - 2 - - 2 - - 5 - - 5 - - NOTE: Design assumes 'Dry Doug. Fir Lumber' used T f f r f f throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting 6 - system and components and cladding criteria. T T Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 12 Enclosed, Cat.2 Exp.B, MWFRS, 4 "00 interior zone, load duration factor =1.6 4 M -4x12 M -3x8 M -3x6 M -1.5x3 _ 5 s 7 M - 1.5x3 �� & in O 0 m _ ' N yi. 2 B 9 10 • 11 M -3x6 M -2.5x4 M -1.5x3 M -2.5x4 M -3x6 M- 3x6(S) J. b y J 1- 5-06-12 5 -02 -03 5 -02 -03 5 -07 -07 y i 1• 14 -00 9 -06 -08 , J- 1- 2.00 21 -06 -08 - :r j oN ' CC PROF,�ss • JOB NAME: J -1454 STONE BRIDGE - CH2 Scale: 0.2646 4 IL, w 1 , - LI 4, . 47 miL WARNINGS: GENERAL NOTES, unless otherwise noted: t ' t+u �] 1. Builder and erection contractor should be advised of an General Notes 1, This truss design is adequate for the design parameters shown. Review t ? 1 �1.y �.r r 1, Truss: C 112 and Warnings before construction commences- and approval is the responsibility of the building designer, not the I O R• e e N • 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. ', v �.7 2. Design assumes the top and bottom chords to be laterally braced at x� fY v C/ 3. All lateral force resisting elements such as temporary and permanent J vl. �J ' ;t" ; DES. BY ' BC 2' ac. and at 10' o.c. respectively unless braced throughout their length by Q Y stebi6ry b racing must be destined by designer of complete structure, continuous sheathing such as plywood shealhing(TC) and/or drywall ) ; C . -'x kty 26 r - V CompuTrus assumes n o responsibility for such bracing. 3. 2x impact bridging or lateral bracing required where shown ++ .;i.., �'° t DATE: 10/8/2012 �� '/ r "j 4, No load should be eppfied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 24243 0 S EQ.: 531 7397 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, .; 1 � t l - ! , �c'S / 1 Z TRANS I D : 350977 design loads be applied to any component 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. G" �• " - JO Y\ Design assumes full bearing at all supports shown. Shim or wedge if +'- necessary. t1. ,� fabrication, handling, shipment and Instigation of components. 7- Design assumes adequate drainage Is provided. ° S tv r � 11 f7A t tr .R EXPIRES 6130! 13 IIInII',' 8. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both laces of truss, and placed so their center 10/g/ 1 /- { -.� 1 -, - IIIIII I I,I VIII Ilil VIII VIII VIII IIII IIII TPI/WTCA in SCSI, copies or which will be furnished upon request. Does coincide with Joint center lines. 9. lines coincide with plate late in Inches. 10. w + MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - For basic connector p � xp(R�� le design values see ESR -1311, ESR -1988 (MiTek) 'P /, IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6.5' IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 TC: 2x4 KDDF H1 &BTR LOAD DURATION INCREASE = 1.15 1. 2 =( -48) 72 2- 8 =( -517) 1643 2- 3 =( -1881) 869 11- 7 =( -144) 92 BC: 2x4 KDDF H1 &BTR SPACED 24.0' O.C. 2- 3 =( -536) 267 _ 8. 9 =( -824) 2271 8- 3 =( -51) 381 WEBS: 2x4 KDDF STAND 3- 4 =( 0) 0 9 -10 =( -824) 2271 8- 5 =( -721) 329 LOADING 3- 5 =( -1643) 615 10 -11 =( -497) 1697 9- 5 =( 0) 192 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -1744) 602 5 -10 =( -568) 343 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -41) 42 10- 6 =( -55) 368 TOTAL LOAD = 42.0 PSF 6.11 =( -1846) 597 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL. 0'- 0.0' -258/ 1156V -136/ 71H 5.50' 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 21'- 6.5' -167/ 897V -136/ 718 5.50° 1.44 ODE ( 625) OVERHANGS: 24.0' 0.0° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net( -5 psfl uplift at 24 'oc spaCinp.� M -1 .5x4 or equal at non - structural AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. M vertical members (uon). VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 •" For hanger specs. = See approved plans MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041° @ -2'- 0.0' Allowed = 0,267' Connector plate prefix designators: MAX LL DEFL = 0.117' @ 10'- 8.9' Allowed = 1.031' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = - 0.187' @ 10'- 8.9' Allowed = 1.375' M,M2OHS,M18HS,M16 = MiTek MT series Step -up flat top chord to be braced by MAX HORIZ. LL DEFL = 0.031' @ 21'- 3.0' overframing top chords of jacks at 24'oc. MAX HORIZ. TL DEFL = 0.052' @ 21'- 3.0' Use M -4x4 at each built -up hip ear. This truss does not include any time dependent deformation for long term loading (creep), in the total load deflection. The building designer shall verify that this parameter fits with the 9 - - 11 - - intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used T 5 - - T 4 - - , 02 - 5 - - , 5 - - ,. throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting 6 - system and components and cladding criteria. T •( Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 12 Enclosed, Cat.2 Exp.B, MWFRS, 4.00 D interior zone, load duration factor =l.6 M-1.5x3 M -4x12 M -3x8 M -3x6 M -1 °5x3 + o . v CO/ 0 O cm � _ ° 2 8 9 10 • 11 M -3x6 M -2.5x4 M -1.5x3 M -2.5x4 M -3x6 M- 3x6(S) y y 1 1- 1- 5-06-12 5 -02 -03 5 -02 -03 5 -07 -07 y ,1 1 14 -00 9 -06 -08 ), y 3- 2 -00 21-06-08 , , , .DPROpp , JOB NAME: J-1454 STONE BRIDGE - CH3 ,,. 4 11 / 4 , ' Scale: 0,2521 lip f Q G� i l k I WARNINGS: GENERAL NOTES, unless otherwise noted: .-* A � • q 1. Builder and erection contractor should be advised of as General Notes 1. This truss design is adequate for the design parameters shown. Review , ,. t I 1 1 �, , k r Truss: C H 3 and Warnings before construction commences. and approval is the responsibility of the building designer, not the - 1 � � ' - OR' N 2. 2a4 compression web bracing must be Installed where shown +. truss designer or truss engineer. �,, `, V tJJ iii r ■ 3. Ap lateral force resisting elements such as temporary and permanent 2. Design assumes the lop and bottom chords to be laterally braced at sg r (f// �� DES. BY: BC stabi6ry bradng must be designed by designer of complete structure. 2 ' o.c. and el V o.c. respectively unless braced throughout their length by J y Q L Y 26 r U continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). er { ! '' 1 _ " DATE: 10/8/2012 CompuTrus assumes no responsibi5ry for such bradng. 3. 2s Impact bridging or lateral bradng required where shown + + a,V lr C /� 4. No load should be ripened to any component until after all bradng and 4. Installation of truss is the responsibirity of the respective contractor. L 24243 ' �d q , 0 1 C\ A S E Q rs are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a nun -corrosive environment, I v ( , ( 2. TRANS ID: 350977 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsib 6ry for the and are for "dry condition' of use. 0 R (ST - . 6/30/13 6. Design assumes lull bearing et alt supports shown. Shim or wedge it � .R,• necessary. fabrication, r fabrication, handling, shipment and Installatlon of components. 7. Design assumes adequate drainage Is provided. � � , '1 0 NAL � . // � 8. � EXP I RFS - 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 / f 7 _ Itill T PI/WICA in SCSI, copies of which win be tumished upon request Imes coincide with joint center lines. l _ /C� .. x 11111111311111111111 9. Digits indicate size late in Inches. EXPIRES 2 M iTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 1 0. For basic connector plate design values see ESR -1311. ESR -1968 (MiTek) MINIM - IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6.5' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2- 8 =( -600) 1643 2- 3 =( -1881) 952 11- 7 =( -144) 90 BC: 2x4 KDDF k16BTR SPACED 24.0' 0,C. 2- 3 =( -540) 267 8- 9 =( -1023) 2271 8- 3 =( -98) 381 WEBS: 2x4 KDDF STAND 3- 4 =( -1643) 697 9 -10 =( -1023) 2271 8- 4 =( -721) 455 LOADING 3- 5 =( 0) 0 10 -11 =( -606) 1697 9- 4 =( 0) 192 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6 =( -1744) 716 4 -10 =( -568) 435 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -41) 42 10- 6 =( -91) 368 TOTAL LOAD = 42,0 PSF 6.11 =( -1846) 714 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -289/ 1156V -81/ 71H 5.50' 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 21'- 6.5' -199/ 897V -81/ 71H 5.50' 1.44 KDDF ( 625) OVERHANGS: 24.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M -1.5x4 or equal at non - structural AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. ICOND. 2: Design checked for net( -5 psfl uplift at 24 'oc spacing.I vertical members (uon), VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' 'f For hanger specs. - See approved plans MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' Connector plate prefix designators: MAX LL DEFL = 0,132' @ 10'- 8.9' Allowed = 1,031° C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = - 0.187' @ 10'- 8.9' Allowed = 1,375' M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = - 0.034' @ 21'- 3.0' MAX HORIZ. TL DEFL = 0.052' @ 21'- 3.0' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 11 - - 9 - - intended use of this component. T T T NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content, 6 - Design conforms to main windforce - resisting T T system and components and cladding criteria. 12 4.00 7 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 M -4x12 M -3x8 M -3x6 M -1.5x3 M -1.5x3 •_' ." + o v O m, O N © U © , ( Of . IM -3x6 M -2.5x4 M -1.5x3 M -2.5x4 M -3x6 M- 3x6(S) y J. 1• 12 -00 9 -06 -08 J I 21 -06 -08 - tc` �r c p PR0 ps N.70 1 , �, F : JOB NAME : J -1454 STONE BRIDGE - CH4 ,�� I ' ` ■ ' Scale: 0.2710 �- ,_ 1 '1N t r �!' � � � ��,t �� i Ip V A d � � ( 1 WARNINGS: GENERAL NOTES, unless otherwise noted: , -. ' ` 0 ' • �' � I. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate tel the design parameters shown. Review 1 I� ?, Z ' �1 Truss: CH4 and Warnings before construction commences. and approval is the responsibility of the building designer, not the n r O R , t a N , 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. ,r OR Q3 2. Design assumes the top end bottom chords to be laterally braced at . DES. BY BC 3 AO lateral force resisting elements such as temporary and permanent p• o.c. end et 10' o.c. respectively unless braced throughout their length by ,, co J y . � L G C �' 2 v � , • U 2 staW6ry bredng must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 'if r 4NY C :\ DATE • 10/8/2012 CompuTrus assumes no responsibily for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ///y1 ` 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, t ' 2 CJ ^A 7 S EQ.: 5317399 fasteners are complete and at no Urns should any loads greater than 5. Design assumes trusses are to be used in a non - corrosive environment, '', 3 R , A. J 0� , design loads be applied to any component. end ere for "dry condition' of use. ' , .._ 0 i � i .; v G rZ TRANS ID: 350977 5. CompuTrus has no control over end assumes no responsibiry for the a. Da tin assumes fug bearing at all supports shown. Shim or wedge it fabrication, handi n components. e �/p f� 1 g• shipment end Installation of P onents. 7. Design a ass. p� sumes adequate drainage Is provided. e -` EX IRE C+ 6 / 30 - . This design Is furnished subject to the Imitations set forth by B. Plates shag be located on both laces of truss, end placed so their center / 'i f (J ( I-' - 7 -n - III I VIII VIII VIII VIII VIII VIII till IIII TPI/WTCA In BCSI, copies of which will be furnished upon request. Ones coincide with joint center lines. ;, -, • 9. 0 For Digits Indico size plate design vas. 10. 1 EXPIRES 2 s - / - 5 ` 3' MITek USA, Inc. /CompuTrus Software 7,6.4(1 L) - For basic connector plate design gn values see ESR -1311, -1888 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6.5° IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2- 8 =( -663) 1643 2- 3 =( -1881) 1016 11- 7 =( -144) 83 BC: 2x4 KDDF N18BTR SPACED 24.0' 0.C. 2- 3 =( -542) 267 8- 9 =( -1179) 2271 8- 3 =( -135) 381 WEBS: 2x4 KDDF STAND 3- 4 =( -1643) 761 9 -10 =( -1179) 2271 8. 4 =( -721) 555 LOADING 3- 5 =( 0) 0 10 -11 =( -746) 1697 9- 4 =( 0) 192 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6 =( -1744) 857 4.10 =( -568) 451 BC LATERAL SUPPORT <= 12 °OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -41) 43 10- 6 =( -96) 368 TOTAL LOAD = 42.0 PSF 6 -11 =( -1846) 865 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED - LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -315/ 1156V -121/ 71H 5.50' 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 21'- 6.5' -237/ 897V -121/ 71H 5.50° 1.44 KDDF ( 625) OVERHANGS: 24.0' 0.0" M -1.5x4 or equal at non - structural BOTTOM CHORD CHECKED FOR 10PAC LIOE LOAD. TOP ICOND. 2: Design checked for nett -5 soft uplift at 24 "oc spacing.! q AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 "" For hanger specs. - See approved plans MAX TL DEFL = - 0.041° @ -2'- 0.0' Allowed = 0.267' Connector plate prefix designators: MAX LL DEFL = 0.145" @ 10'- 8.9' Allowed = 1.031' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Step -up flat top chord to be braced by MAX TL DEFL = - 0.187" @ 10'- 8.9' Allowed = 1.375" M,M2OHS,M18HS,M16 = MiTek MT series overframing top chords of jacks at 24 °oc. MAX HORIZ. LL TEFL = - 0.037' @ 21'- 3.0' MAX HORIZ. TL DEFL = 0.052" @ 21'- 3.0' Use M -4x4 at each built-up hip ear. This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 13 - - 7 - - shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes °Dry Doug. Fir Lumber' used 6 - throughout. Not to exceed 19% moisture content. 12 Design conforms to main windforce- resisting 4.00 D M - 1.5x3 system and components and cladding criteria. Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 M -4x12 M -3x8 M -3x6 M -1 °5x3 ® 8 . o v 0 CO/ o a g Dirt i= r �N M -3x6 M -2.5x4 M -1.5x3 M -2.5x4 M -3x6 M- 3x6(S) ), y 12 -00 9 -06 -08 ,l- 21-06-08 , f' " 0 P ROFA: - JOB NAME: J-1454 STONE BRIDGE - CH scale: 0.2710 w `. r � , , WARMNGS: GENERAL NOTES, unless otherwise noted: ' + � . � A 1. Builder and erection contractor should be advised of an General Notes 1. This truss design is adequate for the design parameters shown. Review r Al;: Truss: CH5 and Warnings before construc5on commences. and approval is the responsibility of the building designer, not the 'J r - 1 R1 ' ` N 2. 2x4 compressor web bracing must be Installed where shown +, truss designer or truss engineer. +� ' " 3. All lateral force resistin elements such es tam ra and 2. Design assumes the top and bottom chords to be laterally braced at .y fa 7 DES. BY: BC g r ry pstrucnent 2 ' o.c. and at ip' o.c. respectively unless braced throughout their length :%:' br e .- 9 l 26, 4 ' C_1 stability bracing must be designed by designer of complete structure. c continuous sheathing such as plywood sheathing(TC) ) and /er drywall(BC). R _ DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing ng 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. 5. 24 243 O "A SEQ.: 5317400 I sleners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -c rosive environment, �. Yl �4 {� 1 , Q� • design loads be applied to any component. and are for "dry condition" of use. Q c = . I 6 c /2- 6. Design assumes full bearing at al supports shown. Shim or wedge if {/.�, TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsibility for the necessary. �'[ p fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. ) V ly V1ON1.� A�„ i_. A '-XP'RE5 6�3a' J 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 /0/S/ / 7 - " IIIIII I III V III III I VIII VIII III 1111 !III TPI/WTCA in SCSI, copies of which will be furnished upon request. Dies coincide with joint center lines. 1 9. 0 Digits indicate size of plate inches. M iTek USA, Inc. /CompuTrus Software 7.6.4(1L) to. For basic connector plate e design values see ESR-1311, ESR-1988 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 21'- 6.5' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2- 7 =( -215) 1568 2- 3 =( -1736) 640 9- 6 =( -155) 752 BC: 2x4 KDDF 416BTR SPACED 24.0' 0.C. 2- 3 =( -571) 205 7- 8 =( -218) 1563 7- 3 =( 0) 342 6 -10 =( -866) 257 WEBS: 2x4 KDDF STAND 3- 4 =( -830) 314 0. 9 =( -113) 352 3- 8 =( -920) 202 LOADING 4- 5 =( -709) 258 9.10 =( -117) 107 8- 4 =( -86) 117 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6 =( -348) 199 8- 5 =( -127) 654 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 9 =( -651) 172 . TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -203/ 1162V -122/ 153H 5.50' 1.86 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 6.5' -119/ 892V .122/ 153H 5.50' 1.43 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. OVERHANGS: 24.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP �COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) " For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 Connector plate prefix designators: MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = - 0.068" @ 7'- 10.6' Allowed = 1.031' MAX TL DEFL = - 0.113' @ 7'- 9.4' Allowed = 1.375' MAX HORIZ. LL DEFL = 0.019' @ 21'- 4.7' MAX HORIZ. TL DEFL = 0.032' @ 21'- 4.7' This truss does not include any time dependent 15 - 2.06 - 3 - - deformation for long term loading (creep) in the 'f • T T '1 total load deflection. The building designer 12 12 shall verify that this parameter fits with the 4.001 1 4.00 intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used M - 4x6 M - 6x8 throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting r� M - 2.5x4 system and components and cladding criteria. ;do / Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 M -3x8 M - 1,5x3 + v car C, g M -3x6 M -1.5x3 M- 3x6(S) M -3x8 M -2.5x4 M -1.5x3 J- y y 10 -00 11 -06 -08 y 1- ` 21-06 -08 - r :.. PR S EC? OF`cS JOB NAME: J -1454 STONE BRIDGE - CH6 _ ��w�� Th, . t` 5� 6 1 4e.' sw . Scale: 0.2739 i 4 4 1 -,, , N , ( i i :� � WARNINGS: GENERAL NOTES, unless otherwise noted: . / a tr , i 1. Builder and erection contrac should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review a' / /// 4 ¢ .yr x Truss: CH 6 and Warnings before construction commences. end approval is the responsibility of the building designer, not the y - 7 A, tJ OR1, , tb • t russ designer or truss engineer. - 2. 2x4 compression web bracing must be installed where shown +. ,�' 2. Design assumes the top and bottom chords to be laterally braced at _ ✓ -2 ' ,) 3. All lateral b acin resisting elements such as temporary and permanent ;t - Q - G 6 V 2' o.c. and at 10' o.c. respectively respectively yvm unless braced • throughout their length by , l yy , Jq`., DES. BY : BC stabi6ry bracing must be designed by designer of complete structure. continuous sheathing such as plod sheathing(TC) and/or drywall(BC). ! t u r• 1 rf r DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + f _` C., • 4. No load should be applied to any component until aver all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 .- e � C•� 242 corrosive environment, '� , r J r ;/ /z SEQ.: 5317401 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a TRANS ID: 350977 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for - dry condition' of use. 8 Design assumes tug bearing at a0 supports shown. shim or wedge it a OC) a - O � C _ necessary. c rt? EX C I fabrication, handling, shipment end Installation of components. 7. Design assumes adequate drainage is provided. 6 i ° S N A I. - `!\ P �RC -S 6r�o� . This design is furnished subject to the limitations set forth by 8. Plates shall be located both laces of truss, and placed so their center ` ,. . „�, ,. r - " 111111111111111 VIII VIII 1111 VIII IIII IIII MiT USA, lnc/CompuT S which Software 7 furnished 6. 4 1 L E n request. 1 0. For coicconnedor plate center design values see ESR -1311, ESR -1988 (Wok) I E � EX 3 9. Digits indicate size of late in Inches. In IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.9' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -8 =(0) 0 2 -3 =( -613) 416 BC: 2x4 KDDF N18BTR SPACED 24.0' 0.C. 2 -3 =( -370) 544 WEBS: 2x4 KDDF STAND 3 -4 =( -50) 110 LOADING 4 -5 =( -78) 69 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6 =( -105) 45 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6 -7 =( -130) 55 TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2 -00 -00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -143/ 542V -129/ 47H 5.50° 0.87 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 5'- 9.2' 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -170/ 363V 0/ OH 1.50' 0.46 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2' -104/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 13'- 11.2' -123/ 263V 0/ OH 1.50' 0.34 KDDF ( 625) 17'- 1.9' -36/ 80V -129/ 47H 1.50' 0.13 KDDF ( 625) ICOND. 2: Design checked for net( -5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 ' MAX LL DEFL = - 0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = - 0.041' @ -2'- 0.0° Allowed = 0.267" MAX LL DEFL = - 0.080' @ 1'- 10.0' Allowed = 0.254' MAX TL DEFL = - 0.083' @ 1'- 10.0' Allowed = 0.339' MAX HORIZ. LL DEFL = 0.032' @ 5'- 11.2" MAX HORIZ. TL DEFL = 0.033' @ 5'- 11.2' 11 - - 5 - - This truss does not include any time dependent T 17 - - T 1 deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the -/ intended use of this component. r∎ NOTE: Design assumes 'Dry Doug. Fir Lumber' used 12 throughout. Not to exceed 19% moisture content. 4.00 M - 3Xfi S Design conforms to main windforce- resisting %' system and components and cladding criteria. *I* Wind: 110 mph, h =25ft, TCOL= 4.2,BCDL =6.0, ASCE 7 - 05, o Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 v 0 M -5x6 VOX m 2' 8'''' M -3x6 y J b y 2 -00 6 -00 11 -01 -15 IERQV1DE .fULL_BEAB1Hg;Its.z..8,gr5.,61I j . • V PRO / '-., JOB NAME: J-1454 STONE BRIDGE - CJ9 Scale: 0.3042 � � � , 1 r d _ WARNINGS GENERAL NOTES, unless otherwise noted: '� `� .-+ �a � ' 1 1. Builder and erection contractor should be advised of all General Notes 1. TNs truss design Is adequate for the design parameters shown Review -1 Tr u s s ` CJ 9 and Warnings before construction commences. and approval is the responsibility of the building designer, not the • ` O a N 2. 2z4 compression web bracing must be installed where shown • tmss designer or truss engineer. O iJI'k 3. All lateral force resisting elements such as temporary end 2. Design assumes the top and bottom chords to be lateraly braced at g permanent a �! DES. BY: BC stabiity bracing must be designed by designer of complete structure. 2 sc. and at 10' o.c. respectively unless braced throughout their length by e /1x 6 � r C om uTms assumes no res nslNfi for such continuous sheathing such as plywood ing(TC and/or drywall(BC). -71 . -,� _ � ' C V DATE : 10/8/2012 p Po tY brscin g. 3. 2z Impact bridging or lateral bracing required aired shown where shown + + . m'- 4 ' 7 /� 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. ff 24243 D SEQ 5. Design assumes trusses are to be used In a noncorrosive environment, f A , J O : - , . design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsiWiy for the and are for 'dry condition" of use. ` G " : " /0 6 7 12, TRANS ID: 350977 6. Design assumes lull bearing at all supports shown. g hown. Shim or wedge if ,i necessary. provided. b tt - fabrication, handing, shipment and Installation of components. Design adequate 9 of Sf �° . XP I RES 130 6. This design 3 Is furnished subject to the limitations set forth by 7. Desi n assumes cat uete drains a Is truss, r 9 ON i.r i_ _ . 11011101111111111111111111111111111111111 1 Y 8. Plates Shea be located on both laces o truss. and placed so their center !.9 - (V ' 17 ; TPIANTCA in BCSI, copies of which will be furnished upon request, fines coincide with joint center lines. i VV / O.!' (� _ -� l 9. Digits indicate size of plate In Inches. n ^ y, MITek USA, InC. /COmpuTrua Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311. ESR -198e (MiTek) EXPIRES ' / / - (IIII 1111IIII This design prepared from computer input by PACIFIC LUMBER • LUMBER SPECIFICATIONS TRUSS SPAN 15'- 8.5' IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 TC: 2x4 KDDF (118BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2.7 =( -246) 810 2.3 =( -1450) 700 BC: 2x4 KDDF 11188TR SPACED 24.0' O.C. 2 -3 =( -362) 522 7 -6 =( -251) 808 7 -4 =( 0) 360 WEBS: 2x4 KDDF STAND 3 -4 =( -919) 306 5.6 =( -983) 336 LOADING 4 -5 =( -918) 303 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5 -6 =( -22) 4 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2 -00 -00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0' 0'- 0.0' -167/ 910V -66/ 52H 5.50' 1.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 8.5' -86/ 660V -66/ 52H 5.50' 1.06 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. . C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,6116 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing./ •• For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041" @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.135' @ 1'- 10.0' Allowed = 0.740' MAX TL DEFL = - 0.117' @ 1'- 10.0' Allowed = 0.986' MAX HORIZ. LL DEFL = 0.009' @ 15'- 3.0' MAX HORIZ. TL DEFL = 0.015' @ 15'- 3.0' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 7 - 7 - - intended use of this component. T T T NOTE: Design assumes 'Dry Doug. Fir Lumber' used 1 - - 5 - - 5 - - 1 - - throughout. Not to exceed 19% moisture content. T f f 1 f Design conforms to main windforce- resisting 12 12 system and components and cladding criteria. 4.0017 M - 4x6 a 4.00 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 4 .0 Enclosed, Cat.2 Exp.B, MWFRS, it interior zone, load duration factor =l.6 Ii 3.0" M -2.5x4 M -2.5x4 co co D o c,,,, �2 -= 7 �° M -3x6 M -1.5x3 M -3x6 y y ), 7 -11 7 -09 -08 J. 1• 1' 2 -00 15-08-08 „ x - 9,Ep PROFFss,. JOB NAME: J -1454 STONE BRIDGE - D1 Scale: 0.3502 1 A Q i ( }� . WAWARNINGS: GENERAL NOTE9 unless otherwise noted: � e , .a � a ` 1 � r , � 1. Builder and erection contractor should be advised of an General Notes 1. This truss design is adequate for the design parameters shown. Review m `` a r 1. Truss: D1 and Warnings before construction commences. and approval Is the responsibimy of the building designer, not the r / ° OR.' N 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. /fir V V <b 2. Design assumes the top and bottom chords to be laterally braced at ''"''';?,A...,. (t �� 3. All lateral force resisting elements such as temporary and permanent f o.c. and et 10 o.c. respectively '` . Q a DES . BY: BC stab 6 N bracing designed by designer must be al complete structure. P ry unless braced throughout g B their leftgth 9 s Y 2 6. U g 0 P late 2' continuous sheathing such as plywood sheathing(TC) and/or drywall( C). 44:1 .- i -f . „ .` DATE: 10/8/2012 CompuTrus assumes no responsibility foi such bracing. 3. 2x Impact bridging or lateral bredng required where shown + + L 4. No load should be applied to any component until after all bredng and 4. Installation of truss is the responsibility of the respective contractor. , 24243 L, 0 � � SEQ.: 5317404 fasteners are complete and et no time should any loads greater than 5. Design assumes Trusses are to be used In a non - corrosive environment, TRANS ' ID: 350977 A . O end ere for 'dry condition' of use. Q . design loads be applied to any component. /v � � /� J 5. CompuTrus has no control over and assumes no responsibilry for the 6. Design assumes tali bearing et all supports shown. Shim or wedge if necessary. �'1 / fabrication, hendang, shipment and Installation of components. 7. Design assumes adequate drainage Is provided. I1 , • EXPIRES 6M 13 6. This design is furnished subject to the limitations net forth by 8. Plates shall be located on both faces of truss, end placed so their center /V I .'1 / i (i (/ / 1 7 TPIi NTCA in SCSI copies of which wig be furnished upon request MiT ek USA, Inc. /CompuTrus Software 7.6.4(1L) -E lines coincide with joint center fines. l �II�I� I 1111111111 �II�� I�I� IIIII I�I� �II� , 7 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1711, ESR -19118 (MRek) EXPIRES 4 n IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 15 -08 -08 HIP SETBACK 6-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =( -48) 72 2- 7 =( -481) 2347 2- 3 =( -2602) 524 BC: 2x4 KDDF #18BTR 2- 3 =( -533) 212 7- 8 =( -638) 2612 7- 3 =( -6) 465 WEBS: 2x4 KDDF STAND LOADING 3- 4 =( -2347) 481 8- 6 =( -485) 2317 7- 4 =( -389) 209 LL = 25 PSF Ground Snow (Pg) 4. 5 =( -2317) 485 4- 8 =( -393) 203 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0' V 5- 6 =( -381) 167 8- 5 =( -6) 464 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0) +DL( 28.0)= 128.0 PLF 6'- 0.0' TO 9'- 8.5' V 5- 6 =( -2181) 429 TO UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 9'- 8.5" TO 15'- 8.5' V BC UNIF LL( 0.0) +DL( 40.0)= 40.0 PLF 0'- 0.0° TO 15'- 8.5' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24 °OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0) +DL( 70.0)= 320.0 LBS @ 6'- 0.0' 0'- 0.0' -277/ 1503V -56/ 41H 5.50' 2.41 KDDF ( 625) TC CONC LL( 250.0) +DL( 70.0)= 320.0 LBS @ 9'- 8.5' 15'- 8.5' -213/ 1258V -56/ 41H 5.50' 2.01 KDDF ( 625) OVERHANGS: 24.0' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' '� For hanger specs. - See approved plans MAX LL DEFL = - 0.088' @ 6'- 0.0' Allowed = 0.740' MAX TL DEFL = - 0.140' @ 6'- 0.0' Allowed = 0.986' MAX HORIZ. LL DEFL = 0.028' @ 15'- 3.0' MAX HORIZ. TL DEFL = 0.045' @ 15'- 3.0' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 5 3 - - 5 - - intended use of this component. '( '( 1' -( NOTE: Design assumes 'Dry Doug. Fir Lumber' used 5 - - 2 - - 1 - - 5 - - throughout. Not to exceed 19% moisture content. 1 320# ' 1ti20# ' Design conforms to main windforce- resisting 12 ♦ ♦ 12 system and components and cladding criteria. 4.00 a 4.00 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, M - 4x12 M - 4x12 interior zone, load duration factor =1.6 M - 2.5x4 4 M -1.5x3 M -1.5x3 11 I co o ao 2 "= 7 8 6•• 8 , -/ 0 M -4x6 M -2.5x4 M -2.5x4 M -4x6 1- y J. 1- . 5 -06 -12 4 -08 -08 5 -05 -04 1- y y 2 -00 15 -08 -08 ,.; „, PROr• JOB NAME: J -1454 STONE BRIDGE - DH1 .� A fl �� o. , J � " �F • " ? ' Scale: 0.3627 , 1 •f r. i i I a py WARNINGS: GENERAL NOTES, unless otherwise noted. •1 * ,'S ti,, • O 1* -� �' { I. Builder and erection contractor should be advised of en General Notes 1. This truss design Is adequate for the design parameters shown. Review f. r Z Ti Truss: DH 1 and Warnings before construction commences. and approval is the responsibilily of the building designer, not the J j . t • - OR e 6 N 2. 254 compression web bracing must be installed where shown +. truss designer or truss engineer. t r' fi, ✓ P � 3. All lateral l force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced al r ; p DES. BY: BC s tability bredng must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by / (' ti continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). q +' .`f 26 r - U DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2s Impact bridging or lateral bredng required where shown ++ • 4f l f . 7L f/� - -. , `C , C 4. No load should be applied to any component until On all bracing and 4. Installation of truss is the responsibility of the respective contractor. 24243 d A O� ^A ✓ S E time should any loads greater than 5. Design assumes trusses are to be used In a noncorrosive eow onmenI w ''1 J for design loads be applied to any component. "dry condition' of use. ?f_ Q[,� �. TRANS ID: 350977 5. Com and are puTrus has no control over and assumes no responsibility for the 6. Design assumes on bearing el eg supports shown. Shim ar wedge it fabrication, handling, shipment and installation of components. necessary. ' ` g• P P 7. Design assumes adequate drainage is provided. EXPIRES 6/30! I3 I b 6. This design Is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and so their center laced �1 (/ i7 '' 's- 11111 VIII I III VIII VIII V III IIII IIII 7PIIWTCA in BCSI, copies of which will be famished upon request. fines coincide with joint center fines. p 1 Jl [) I f t 9. 10. Digits indicate size pa t dInInches. 10. MiTek USA, Inc./CompuTrus Software 7.6.4(1 L) - For basic connector plate deslgn values see ESR -1311, ESR -1968 (MITek) IIItIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.9' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -6 =(0) 0 2 -3=( -614) 427 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2.3 =( -377) 544 WEBS: 2x4 KDDF STAND 3 -4 =( -45) 65 LOADING 4 -5 =( -70) 28 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12 "OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2 -00 -00 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0° -144/ 545V -66/ 22H 5.50' 0.87 KDDF ( 625) OVERHANGS:. 24.0° 0.0' 5'- 9.2° 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -170/ 364V 0/ OH 1.50' 0.47 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 7'- 9.9' -36/ 28V -66/ 22H 1.50" 0.04 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 'COND. 2: Design checked for net( -5 psfl uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.081' @ 1'- 10.0' Allowed = 0.254' MAX TL DEFL = - 0.085' @ 1'- 10.0' Allowed = 0.339' 7 - - MAX HORIZ. LL DEFL = 0.032' @ 5'- 11.2' T MAX HORIZ. TL DEFL = 0.033' @ 5'- 11.2' 12 This truss does not include any time dependent 4.00 deformation for long term loading (creep) in the . total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting r i system and components and cladding criteria. o Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, M - 5x6 0 interior zone, load duration factor =l.6 s- co o ,.111 o �m 2111EZEO BORMA M -3x6 b ,/ y y 2 -00 6 -00 1 -09 -15 r I ". • ' • ' PR0Pp JOB NAME: J -1454 STONE BRIDGE - DJ sale: 0.5182 � �p �, , WARNINGS: - GENERAL NOTES, unless otherwise noted: di I v - ( I I. Builder and erection contractor should be advised of at General Notes 1. This truss design Is adequate for the design parameters shown. Review - ) t y, .� ,Z Truss : DJ 4 and Warnings before construction commences, and approval is the responsibihly of the building designer. not the 4 r. ' QR to 2. 2x4 compression web bracing must be installed where shown «, truss designer or truss engineer. V 1, O 2. Design assumes the top and bottom chords to be laterally braced at far k # Q • & 3. AU lateral force resisting elements such as temporary and permanent o.c. and et 10 o.c. respectively unless braced throughout their length by ! r ' DES. BY : BC steG6ry bracing must be designed by designer of complete structure. 2' re. continuous sheathing such as plywood sheathing(TC) andfor drywan((B Y/ C). . r r #,E ctyt" ' ,9 ' ' ' U DATE : 10/8/2012 CompuTrus assumes no responsibllty for such bracing. 3. 2x Impact bridging or lateral bracing required where shown « « L� - ` - 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. 24 243 , D /1 A. o�� SEQ. : 5317406 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 - R •'1 ' -- N r an d are f "d condition" o f use. pp r . - tz TRANS ID: 350977 design loads be applied to any component. ' f 6. Design assumes fun bearing at all supports shown. Shim or wedge If 5. CompuTrus has no control over and assumes no responsibility for the necessary. h 6 c 3 ) This of the • is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center r . b" r�- ,F - TPI/WTCA In SCSI, copies of which writ be tarnished upon request. lines coincide with joint center tines. IV!a ( I _ I IIIIII I IIVIII VIII 111111011111111 IIII For 9. Digits indicate size of plate inches' 2 Mi USA, Inc. /CompuTrus Software 7,6.4(1L) - 10 . For basic connector plate te d design n values see ESR-131 1, ESR-1988 (MiTek) EXPIRES Z a+f /. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -5 =(0) 0 2 -3 =( -610) 429 BC: 2x4 KDDF 111 &BTR SPACED 24.0' O.C. 2 -3 =( -382) 545 WEBS: 2x4 KDDF STAND 3 -4 =( -38) 39 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = " 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2-00-00 2 -00 -00 0'- 0.0° -161/ 488V -41/ 11H 5.50' 0.78 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2' 0/ .18V 0/ OH 5.50' 0.03 KDDF ( 625) OVERHANGS: 24.0' 0.0' 3'- 11.7° -53/ 113V -41/ 11H 1.50' 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector C,CN,C18,CN no prefix designators: = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 18 )COND, 2: Design checked for net( -5 asft uplift at 24 "oc spacing.I M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L/180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.036° @ -2'- 0.0' Allowed = 0.200" . MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267° MAX TC PANEL LL DEFL = - 0.000' @ 1'- 6.3' Allowed = 0.129' MAX TC PANEL TL DEFL = - 0.000' @ 1'- 6.3' Allowed = 0.193' MAX HORIZ. LL DEFL = 0.018' @ 3'- 10.9' MAX HORIZ. TL DEFL = 0.018' @ 3'- 10.9' 12 This truss does not include any time dependent 4.0017 deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used M - 2.5x4 throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting .4. system and components and cladding criteria. Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MINERS, interior zone, load duration factor =1.6 co 0 0 1 1 M -3x6 1 1 y 2 -00 1 -11 -11 )PROVIDE FULL BEARING.) Q, - P % ]O NE , •�° siGiNF :u JOB NAME : J -1454 STONE BRIDGE - DSJ2 Sale: Q.9537 4 9 / , , . r p ; � w j WARNINGS: GENERAL NOTES, unless otherwise noted: a � _ �� '� 11 1. Builder and erection contractor should be advised of an General Notes 1. This truss design is adequate for the design parameters shown. Review ,+ y Y; a 1 Truss: DSJ2 and Warnings before construction commences. and approval is the responsilaIty of the budding designer, not the ' rtl t t ' OR: tow 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. Me p an tf 4 43 2. Design assume tad bottom chords to be laterally braced at 3 AB lateral force resisting elements such es temporary and permanent i ; f b G Oj - ! + ' � . DES . BY' BC stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by / ��• 2 continuous sheathing such as plywood sheathing(TC) and/or drywall(EC). f "t1 �. aE ,t DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ fl J YL f' ` 4. No load should be applied to any component until after all bradng and 4. Installation of truss is the responsibility of the respective contractor. - 24243 ;' , r0 7 SEQ.: 5317408 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a noncorrosive environment .� R 4- A . JOY‘' �.. / design loads be applied to any component. 5. CompuTrus has no control over end assumes no responsib Ery for the and are for 'dry condition of use. 6. Design assumes tun beating at at supports shown. Shim or wedge if " O � M 'R ( 6 / . z. TRANS ID: 350977 x necessary. EXPIRES 6/30113 fabrication, handling, shipment and installation 7 ation of components. Design assumes adequate drainage Is provided. /V .8/12. Sf�11.� E t.. S -- , , , ., 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 ,9 n .. =. IIIIII I III VIII )III VIII III II I )III )III 7PI/WTCA in SCSI, copies of which w 0 be furnished upon request tines coincide with joint center lines. 1 ` ' , 9. Digits Indicate size of plate in inches. n / MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) EXPIRES ' At / 3, IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 13 -00 -00 GIRDER SUPPORTING 34-03-00 FROM 6 -00 -00 TO 13 -00 -00 IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 204 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =( -7296) 1014 1- 6 1 -914) 6632 6- 2 1 0) 264 BC: 2x8 KDDF #18BTR 2. 3 =( -7624) 1058 6-71 -918) 6630 2- 7 =( -108) 656 WEBS: 2x4 KDDF STAND; LOADING 3- 4 =( -7620) 1056 7-81-1128) 8136 7- 3v) -602) 4588 2x4 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4- 5 =( -9062) 1260 8- 5 =( -1138) 8244 7- 4 =( -1044) 164 TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 13'- 0.0' V 4- 8 1 -172) 1578 TC LATERAL SUPPORT <= 12'OC. VON. BC UNIF LL( 0.0) +DL( 20.0)= 20.0 PLF 0'- 0.0' TO 6'- 0.0' V BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 403.1) +DL( 294.1)= 697.2 PLF 6'- 0.0' TO 13'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: ADDL: BC CONC LL +DL= 2886.0 LBS @ 6'- 0.0' 0'- 0.0" -457/ 3308V -57/ 57H 5.50" 5.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus,.Inc 13'- 0.0' -747/ 5411V -57/ 57H 5.50" 8.66 KDDF ( 625) • M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL c trusses required. y2 sses reg REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for nett -5 osf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION � 2 ) complete 2 000hthtoughouto2x8hobottomnchordstaggered at AND CONCURRENTLY. MAXLLDEF00 = 0.047" LIMITS: 6! 8 0 Allowed 0.604' 9' oc throughout webs. MAX TL CREEP DEFL = - 0.203' @ 6'- 6.0" Allowed = 0.806' MAX HORIZ. LL DEFL = - 0.010' @ 12'- 6.5' 6 6 MAX HORIZ. TL DEFL = 0.027' @ 12'- 6.5' ( NOTE: Design assumes 'Dry Doug. Fir Lumber' used • 3 - - 2 - - r 2 - - 3 - - throughout. Not to exceed 19% moisture content. 12 12 Design conforms to main windforce- resisting system and components and cladding criteria. 4.00 a 4.00 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, M - 4x6 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 * *- HANGER BY OTHERS TO APPLY 4.0" CONC. LOAD(S) EQUALLY TO 3 ' ALL MEMBERS. I I M -2.5x4 IS' M -2.5x4 a? A 3.0" M -7x14 M -7x14 I , I I + o , II I , o I ° I I °- I I o O CD /- n� o 1 < 6 7 8 X5 M -3x8 M -8x10 M -3x8 - * *2886# b J- y y . ,I- 3-07-13 2 -10 -03 2 -10 -03 3 -07 -13 y 13 -00 t ev. < ,,t „ , . - .$) P R OFp - p,.301 c : (5t 4i- F / 0 JOB NAME: J -1454 STONE BRIDGE - EGIRD sp ,, Scale: 0.4816 1 ./..„: Q x (` // t = WARNINGS: GENERAL NOTES, unless otherwise noted: ` v a , �'1 • 1 , 1. Builder and erection contractor should be advised of alt General Notes 1. This truss design Is adequate for the design parameters shown. Review ,, ?L1� i ti , . Truss: EGIRD and Warnings before construction commences. and approval Is the rasponsiblly of the building designer, not the > s ' p O R! * N 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. :, rtT ' ✓ 1J op All lateral force resisting elements such es temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 3. l 'k Y DES. BY' BC 2' o.c. and al 10' o.c. respectively unless braced throughout their length by J ✓ s Q • , ( h' ` r „s stablily bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). q N ° ' a , _ 6 r - .t� DATE: 10/8/2012 Com p Po N bracing. of rus assumes no res nsib i for such Impact required =Fp l 7 ; g 3. 2x P act bdd m 9 9 or lateral bracing 9 w where shown « + :r / /n1 P 7 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. . C. 24243 V /1 n it TRANS ID: 350977 SEQ.: 5317409 fasteners a complete and al no time should any loads greater than 5. Design assumes trusses are to be used In a non -corrosive environment. 4 . 5 ( � * }l J tJ t / ' design loads be applied to any component. CompuTn s has no control over and assumes no responsiblily for the : are ss for "dry umes fug bearing at all supports Shim or wed 6. Design a g condition" of use. g pports shown. wedge if i Q t:[ jj5" ,G� r !v G �i 5 . �� A� � fabrication, handtin g, shipment corn Design ass umes adequate drainage is provided. 61 0N AL EX PIRES v p ment and installation of components. 7. D D esign ass � � EXPIRES [_ J �6 130t 13 8. 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 / f '" - lH I VIII VIII VIII VIII VIII VIII till IIII TPI 1MCA in BCSI, copies of which will be furnished upon request tines coincide with joint center lines. Y i 9. Digits indicate size of plate in inches. , MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) E)(P(AE°g �j ( J / IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 13 -00 -00 HIP SETBACK 6-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =( -48) 72 2 -11 =( -219) 1357 2- 3 =( -1845) 404 BC: 2x4 KDDF #1 &BTR 2- 3 =( -373) 500 11 -12 =( -299) 1778 4 -11 =( -82) 603 WEBS: 2x4 KDDF STAND LOADING 3- 4 =( -1542) 258 12- 9 =( -217) 1360 11- 5 =( -87) 135 LL = 25 PSF Ground Snow (Pg) 4- 5 =( -1869) 306 11- 6 =( -1) 12 - TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0' V 5- 6 =( -1784) 295 6 -12 =( -98) 128 BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 100.0) +DL( 28.0)= 128.0 PLF 6'- 0.0' TO 7'- 0.0' V 6- 7 =( -1860) 301 12- 7 =( -79) 591 TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 7'- 0.0' TO 13'- 0.0' V 7- 8 =( -1545) 255 8- 9 =( -1848) 401 BC UNIF LL( 0.0) +DL( 40.0)= 40.0 PLF 0'. 0.0' TO 13'- 0.0' V 8. 9 =( -373) 500 NOTE: 2x4 BRACING AT 24'OC UON. FOR 9 -10 =( -48) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0) +DL( 70.0)= 320.0 LBS @ 6'- 0.0' TC CONC LL( 250.0) +DL( 70.0)= 320.0 LBS @ 7'- 0.0' . BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2 -00.00 2-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -215/ 1256V -56/ 56H 5.50' 2.01 KDDF ( 625) OVERHANGS: 24.0' 24.0' 13'- 0.0' -215/ 1256V -56/ 56H 5.50' 2.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. ICOND. 2: Design p OJ C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc gn checked for net( -5 sfl uplift at 24 °In spacin M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.052' @ 6'- 0.0' Allowed = 0.604' MAX TL DEFL = - 0.081' @ 6'- 0.0' Allowed = 0.806' MAX LL DEFL = - 0.036' @ 15'- 0.0' Allowed = 0.200' • MAX TL DEFL = - 0.041° @ 15'- 0.0' Allowed = 0.267' MAX HORIZ. LL DEFL = 0.014' @ 12'- 6.5' 5 - - T - - 0 5 - - r MAX HORIZ. TL DEFL = 0.022' @ 12'- 6.5' 1 - - 0 - - 3 - - 1 - - 3 - - 0 - - 1 - - This truss does not include any time dependent deformation for long term loading (creep) in the T 320# 4320# total load deflection. The building designer 12 ♦ 12 shall verify that this parameter fits with the 4.00 i 4.00 intended use of this component. M - 4x6 M - 6x8 NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19°v moisture content. girt Design conforms to main windforce- resisting system and components and cladding criteria. M - 1.5x3 M - 1.5x3 ----IM . z: - 4x4 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, "-. 1.� interior zone, load duration factor =1.6 vg. m ift . 17i I� o IM IMMEM1 ems 8 ,- m 0 �o 2� 11 12 �9 M -3x6 M -3x8 M -2.5x4 M -3x6 y ), y 5 -05 2 -03 -12 5 -03 -04 y y .)' ), 2 -00 13 -00 2 -00 a JOB NAME : J -1454 STONE BRIDGE - EH1 � w I) , . . GC' , 'LG1N �` Scale: 0.3938 & 0 Q� j + Ilk, WARNINGS: GENERAL NOTES, unless otherwise noted: 1 i a A 7' - � ' + 1. Builder and erection contractor should be advised of a8 General Notes 1. This truss design Is adequate for the design parameters shown. Review � , T ` g , ..� x t Truss : E H 1 and Warnings before construction commences. and approval Is the responsibility of the building designer. not the 0 't 4'''' r1R r I 2. 2x4 compression web bracing must be Installed wher +. truss designer or truss engineer. U • 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 4 • G Z;"0. . , ✓G ® DES . BY: BC stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' c.c. respectively unless braced throughout their length by /t ;. Q tg ; continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). •,l �6. DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + +( ( f ` �� 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. x 24243 '� A fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a SEQ.: 5317410 non environment. � , ( 1 A , c design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for 'dry condition` of use. • 6. Design assumes full bearing at all supports shown. Shim or wedge if ,'; C) ,{ �j QH '` G" ;,, - • ryry t� C 7/2 TRANS ID: 350977 �� - _ , , • 7. necessary. n fabrication, handling, shipment and Installation of components. drainage is provided. 3p Cp 6! JO� Design assumes adequate , a. f 6. This design Is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, and placed so their center 0 /g / J f 7 �� V ,�� L r v� �� -��7 ,r.- A A , - ,r: IIIIII I II VIII VIII VIII I III VIII IIII IIII - -^ - TPIIWTCA In BCSI, copies of which will be furnished upon request. Gres coincide with joint center lines. 1 ! / (� 9. Digits Indicate size of plate In Inches. M iTek USA, Inc./CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) �XPIRE9 �� - IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR)DDF /Cq =1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2 -10 =( -702) 2891 2- 3 =( -3151) 973 7. 8= (•3151) 973 BC: 2x4 KDDF 818BTR SPACED 24.0' 0.C. 2- 3 =( -546) 216 10 -11 =( -710) 2668 3 -10 =( -69) 132 WEBS: 2x4 KDDF _STAND 3- 4 =( -3069) 731 11 -12 =( -559) 2041 10- 4 =( 0) 295 LOADING 4- 5 =( -2612) 687 12.13 =( -710) 2668 4.11 =( -537) 200 • TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -2612) 687 13- 8= (•702) 2891 11- 5 =( -108) 754 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -3069) 731 5.12 =( -108) 754 TOTAL LOAD = 42.0 PSF 7- 8 =( -546) 216 12- 6 =( -537) 200 OVERHANGS: 24.0' 24.0' B- 9 =( -48) 72 6 -13 =( 0) 295 LL = 25 PSF Ground Snow (Pg) 13- 7 =( -69) 132 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -249/ 1725V -128/ 128H 5.50' 2.76 KDDF ( 625) 34'• 6.0' -249/ 1725V -128/ 128H 5.50° 2.76 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 = - 0.036' @ -2'• 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = •0.198' @ 20'- 8.4' Allowed = 1.679' MAX TL DEFL = - 0.323' @ 20'- 8.4' Allowed = 2.239' MAX LL DEFL = - 0.036' @ 36'- 6.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ 36'- 6.0' Allowed = 0.267' MAX HORIZ. LL DEFL = 0.069' @ 34'- 0.5' MAX HORIZ. TL DEFL = 0.112' @ 34'- 0.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 17 - 17 - shall verify that this parameter fits with the intended use of this component. 5 - - 5 - - 5 - 5 - 5 - - 5 - - NOTE: Design assumes 'Dry Doug. Fir Luober' used "( T '( '( f 4' 4' throughout. Not to exceed 19% moisture content. 12 4.00G M 2 4.00 Design conforms to main windforce- resisting system and components and cladding criteria. M - 5X6(S) 4 .0 M - 5X6(S) Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, (r! Enclosed, Cat.2 Exp.B, MWFRS, 0.25" interior zone, load load factor =1.6 � - =M-4x4 M -4x4 10 \ M -1.5x3 co 0 2 - 10 11 12 13 8 0 M -5x6 M -2.5x4 M -2.5x4 M -2.5x4 M -2.5x4 M -5x6 M18HS- 3x18(S) y 1 y )• 1• ), y 6-10-13 6 -10 -13 6 -1Q -13 6 -10 -13 6 -10 -13 y b y y 19-03 y 19-03 y p PROF 2 -00 34 -06 2 -00 -' �5l I JOB NAME: J-1454 STONE BRIDGE - F1 w ��- ,. w � ee � ' Scale: 0.1697 . 8 {y . r r � Q I 1 I A WARNINGS: GENERAL NOTES, unless otherwise noted: , / `tS „ I ` }t -- I1' ' � , C 1. Builder and erection contractor should be advised of as General Notes 1. This truss design la adequate for the design parameters shown. Review r r i R ,, .� Truss : f 1 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the - J y�J p - (1}� r ' 2. 2x4 compression web bracing must be Installed where shown r. truss designer or truss engineer. % r . A . - • - ` +R e • `v 2. Design assumes the top and bosom chords to be laterally braced at 7 3. All lateral force resisting elements such as temporary and permanent !. v ' O DES. BY: BC 2' o.c. and at 10' o.c. respectively unless braced throughout their length by p lam+ t Q )' 7 staW6ty bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). l ar 26 , U DATE: 10/8/2012 CompuTrus assumes no responsiNlly for such braving. 3. 2o Impact bridging or lateral bracing required where shown .. # { ' b b i L � f 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. 24243 D /1 H� S EQ. : 5317412 fasteners are complete end at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, /? � /2- � design loads be applied to any component. and are for 'dry condition' of use. 0 D��' O ! ) TRANS ID: 350977 5. CompuT us has no control over and assumes no responsib lity for the 6. Design assumes fun bearing at an supports shown. Shim or wedge it t .41 R - necessary. ' " f r fabrication. handling, shipment and Installation of components. 7. Design assumes adequate drainage Is provided. i I S �� NAL • _. ' L ' EXPIRES 6/30113 -. 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 - - - Mill IIIII IIIII 11111111 IIIII IIII IIII TPINYTCA In BCSI, copies of which wig be furnished upon request. tines coincide with Joint center lines. ( EXPIRES � 9, Digits Indicate size of plate In Inches. MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MITek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 34-06-00 GIRDER SUPPORTING 30-03-00 FROM 7 -10 -00 TO 11 -10 -00 IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x6 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2= (- 28167) 3900 1 -10 =( -3630) 26280 1- 2 =(- 28167) 3900 6.14 =( -201) 120 BC: 2x10 DF SS 2- 3 =(- 29220) 4074 10 -11 =( -3636) 26289 10- 2 =( -219) 117 14- 7 =( -105) 207 WEBS: 2x4 KDDF STAND; LOADING 3- 4= (- 24576) 3417 11.12 =( -3819) 27417 2 -11 =( -270) 1653 7 -15 =( -309) 102 2x4 KDDF 1416BTR A LL = 25 PSF Ground Snow (Pg) 4- 5 =(- 14883) 2061 12.13 =( -3156) 22737 11- 3 =( -480) 3663 15- 8 =( -174) 1212 TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 34'- 6.0' V 5- 6= (•14892) 2061 13.14 =( -1956) 14157 3 -12 =( -4821) 699 8 -16 =( -546) 132 TC LATERAL SUPPORT <= 12 °OC. UON. BC UNIF LL( 0.0) +DL( 20.0)= 20.0 PLF 0'- 0.0' TO 7'- 10.0' V 6- 7 =(- 14958) 2073 14.15 =( -1956) 14157 12- 4 =( -1398) 10470 8- 9 =(- 14013) 1944 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 353.1) +DL( 260.1)= 613.2 PLF 7'- 10.0' TO 11'- 10.0' V 7- 8 =(- 14907) 2064 15-16=(-1809) 13083 4 -13 =(- 11574) 1644 BC UNIF LL( 0.0) +DL( 20.0)= 20.0 PLF 11'- 10.0' TO 34'- 6.0' V 8- 9 =(- 14013) 1944 16- 9 =( -1803) 13059 13- 5 =( -1188) 9039 Connector plate prefix designators: 13- 6 =( -180) 348 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ADDL: BC CONC LL +DL= 3738.0 LBS @ 6'- 10.0' M,M2OHS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL +DL= 7438.0 LBS @ 12'- 8.5' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 3) com late trusses re wired. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) '11' q L1 ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -1507/ 10913V -125/ 125H 5.50' 17.46 DF ( 625) Join together 3 ply with 16d Common nails staggered RB UIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 34'- 6.0' -764/ 5534V -125/ 125H 5.50' 8.85 DF ( 625) 2 rows 9' oc throughout 2x6 top chords, "" " 9'rocsthroughoutowebsut 2x10 bottom chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L /180 MAX LL DEFL = 0.178' @ 12'- 3.6' Allowed = 1.679' MAX TL CREEP DEFL = - 0.858' @ 12'- 3.6• Allowed = 2.239' 4 •- HANGER BY OTHERS TO APPLY CONC.LOAD(S) EQUALLY MAX HORIZ. LL DEFL = - 0.038' @ 34'- 0.5' TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. TL DEFL = 0.100 @ 34'• 0.5' THAT CONNECTION TRANSFER LOAD TO PLY OPPOSITE HANGER. +2x4 web brace required. Laterally brace to roof diaphragm. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. T 17 - 03 T 17 - 03 Design conforms to main windforce resisting 4 - - 3 - - 4 - - 4 - - 4 - - 4 - - 3 - - 4 - - system and components and cladding criteria. T 1' '' T T T T T '( Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 12 12 Enclosed, Cat.2 Exp.B, MWFRS, 4.00 f7 M - 4x8 a 4.00 interior zone, load duration factor =1.6 4.0" A . M -6x8 M -2.5x4 =M -4x4 M -2.5x4 M -4x12 M -3x8 M -10x18 M -10x14 M -3x8 a ■� ' M -3x8 o �� D o _ -_ BM - o 1 10 11 12 13 14 15 16 9 M -1.5x3 M -4x12 '• M-5x14 M-7x8 M-2.5x4 M -2.5x4 M -1.5x3 O MSHS- 9x18(S) J. b *'4,3738# ' *47438# J. ) y J' 1 4-09-03 2-10-10 4 -07 - 4 -11 -06 4 -11 -06 4 -07 -13 2 -10 -10 4 -09 -03 y J' y 16 -00 18 -06 y y _ 34-06 ,�. .~:.r RHO :1.2. R60::::,(), JOB NAME: J-1454 STONE BRIDGE - F -GIRD � 1 < `� � Sc ale: 0.1990 � , 1e :I oz 7 _ rlt WARNINGS: GENERAL NOTES, unless otherwise noted: 1 e , e r " � 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review ,/ ' �i 1.a . , Truss : F -GIRD and Warnings before construction commences, and approval Is the responsiblily of the building designer, not the ' 3 i . �' ✓ ^ . 2. 2x4 compression web bracing must be Installed where shown •. truss designer or truss engineer. =1 y ` / 2. Design assumes the top and bottom chords to be laterally braced at i �+= c 3. At temporary lateral force resisting elements such as tempora and permanent a. ,/;,..,IV, (J 1: ^ .� � DES. BY: BC s teWiry bracing must be designed by designer of complete structure. 2' o.c, and at 10' o.c. respectively unless braced throughout their length by � continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). . -: ', J ,..:4;"' , DATE : 10/8/2012 CompuTrus assumes no responsibilty for such bracing. 3. 2x Impact bridging or lateral bracing required where shown • • / /y C 4. Na load should be ripened to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. r- �1 24243 v , (/ ^ • C/N. S E "� /? ,�C► �1 design toads be applied to any component. and are for - dry condition" of use. rO '�� 1y� ;�, (0 /g / I Z 6. Design assumes fun bearing at all supports shown. Shim or wedge If - �C� J TRANS ID: 350977 S. CompuTrus has no control over and assumes no responsib ily for the C4 6/30113 g, shipment fabrication, handlin components. ne C -Tat p ment and Installation of mponents. 7- Design assumes adequate drainage is provided. ,t 'I 1 �� ^ EXPIRES . 6. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces o truss, and placed so their center /, / y / 1� IIIIII IIIII IIIII IIIII IIIII IIIII IIIII III (III TPIANTCA In BCSI, copies of which will be furnished upon request Ines coincide with joint center lines. V U ( J 9. Digits indicate size of plate In Inches. ;:fili MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR- 1311,ESR- 1988(MiTek) EXPIRES IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER - LUMBER SPECIFICATIONS 34-03-00 MONO HIP SETBACK 6 -00 -00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x6 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =( -36) 38 9.10 =( -2244) 6918 1- 9 1 -342) 200 13- 5 1 -44) 750 2x4 KDDF N1 &BTR T3 2- 3 1 .7166) 2288 10.11 =( -3590) 11160 9- 2 1-7348) 2390 5-14.(-4752)'1678 BC: 2x6 KDDF N1 &BTR LOADING • 3- 4 =(- 11260) 3590 11 -12 =( -3978) 12524 2.10 1 -286) 1630 14- 6 =( -414) 1792. WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5 =(- 10958) 3404 12 -13 =( -3978) 12524 10- 3=( -4226) 1378 2x4 DF STAND A TC UNIF LL( 100.0) +0L( 28.0)= 128.0 PLF 0'- 0.0' TO 28'- 3.0' V 5- 6 1 -6380) 1810 13 -14 =( -3396) 10844 3.11 1 0) 656 TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 28'- 3.0' TO 34'- 3.0" V 6- 7 1 -6910) 1970 14- 7 =( -1810) 6380 11- 4=(-1334) 408 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0) +DL( 40.0)= 40.0 PLF 0'- 0,0' TO 34'- 3.0' V 7- 8 =( -48) 72 12- 4v 0) 330 BC LATERAL SUPPORT <= 12'0C. UON. 4 -13 =( -1684) 606 TC CONC LL( 250.0) +DL( 70.0)= 320.0 LBS @ 28'- 3.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0° -932/ 2886V -48/ 74H 5.50' 4.62 KDDF ( 625) 34'- 3.0' -789/ 3042V -48/ 74H 5.50' 4.87 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 0.0' 24.0' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. (COND. 2; Design checked for net( -5 psfl uplift at 24 'oc spacing.' Connector plate prefix designators: ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL= L/240, TL=L /180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = - 0.486' @ 17'- 6.1' Allowed = 1.667' M,M20HS,M18HS,M16 = MiTek MT series 2 rows 9' oc throughout 2x6 top chords, MAX TL DEFL = - 0.813' @ 17'- 6.1' Allowed = 2.222' 9' oc throughout 2x4 top chords, MAX LL DEFL = - 0.018' @ 36'- 3.0' Allowed = 0.200' •• For hanger specs. - See approved plans 2 rows 9' oc throughout 2x6 bottom chords, MAX TL DEFL = - 0.020' @ 36'- 3.0' Allowed = 0.267' 9' oc throughout webs. MAX HORIZ. LL DEFL = 0.082' @ 33'- 9.5' MAX HORIZ. TL DEFL = 0.137' @ 33'- 9.5' This truss does not include any time dependent deformation for long term loading (creep) in the . total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting 28 5 system and components and cladding criteria. T T fWind: 110 mph, h =25ft, TCDL= 4,2,BCDL =6.0, ASCE 7-05, 10 - 18 - 6 - Enclosed, Cat.2 Exp.B, MWFRS, 5 -09 -07 5 -09 -07 5 -11 -03 5 -11 -03 5 -05 -15 5 -03 -12 T interior zone, load duration factor =l.6 T 1 T T T .L3h# T 12 M- 5x6(S) . M 5x6 a 4.00 M -1.5x3 M -4x8 M -3x8 M -3x8 M -3x8 1 - 7 3 4 5 4 k &1-4X6 o N� 9 1D 11 g � 12 13 14 'S 7 1 . M -4x8 M -3x8 M -2.5x4 M -1.5x3 M -2.5x4 M -3x8 M18HS- 5x16(S) y J J- y J. )- y 6 -00 -15 5 -09 -07 5 -07 -11 5 -07 -11 5 -09 -07 5 -03 -12 y J- 1- 16-00 20-03 J y )• . 34 - WEDGE REQUIRED AT HEEL (S).,��ti3P�� • P► 30�jN�� , � G � N � F . ' ff : JOB NAME: J-1454 STONE BRIDGE - FH1 w r, I . 4' Scale: 0.2052 Q ` � / f ) /Y < WARNINGS: GENERAL NOTES, unless otherwise noted: r r \, ti jr, A 1Y 1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review r ' t . >, tq ,' , Truss: FH 1 and Warnings before construction commences. and approval s the responsid8ry of the budding designer, not the �►, , l/- r 0R, . N 2. 2x4 compression web bracing must be installed where shown •, truss designer or truss engineer. f4 permanent . 2. Design assumes the lop and bottom chords to be laterally braced at 3 AR lateral force resisting elements such as temporary and pe ! G O DES. BY . BC stability bracing . roust be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 3 / 3 ,() o Y 26. U continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). q, 174 4� f - DATE . 10/8/2012 CompuTrus assumes no responsibiiy for such bracing. 3. 2x Impact bridging or lateral bracing required where shown - • i G r _`' /� 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. 't 24243 O a,1, �V S EQ non-corrosive environment. .. � 1 ,., + 1 • j design bads be applied to any component. and are for "dry condition of use. O SLl , y .. _ !v, /z TRANS ID: 350977 5. CompuTrus has no control over end assumes no responsibility for the 6. Design assumes fug bearing at all supports shown. Shim or wedge If . necessary. T1A.�, t k t fabrication, handling, shipment and Installation of components. 7- Design assumes adequate drainage le provided. 1 ,, 'SrV ITA� EXPIRES RES 61301 1 3 6. This design is lumished subject to the limitations set forth by 8. Plates shad be located on both faces of truss, end placed no their center /.9 / (/ � 1-7 , _ ,. . - ? " IIIIII VIII VIII VIII VIII IIII VIII ilil IIII M i T P e SA, lnc S ( Software 7.6.4( L) - request. 1 0. For basic connector pp plata design values see ESR -1311, ESR -1988 (WINO int center Ines. ! EXPIRES 9. Digits indicate size of late In Inches. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 34'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -145) 50 1 -10 =( •732) 2304 1- 2 =( -2516) 806 13- 7 =( -48) 524 BC: 2x4 KDDF d18BTR SPACED 24.0' O.C. 2- 3 =( -2968) 795 10.11= (•1072) 4184 2 -10 =( -1) 540 7- 8 =( -2950) 1059 WEBS: 2x4 KDDF STAND 3- 4 =( -2779) 730 11 -12 =( -1072) 4184 10- 3 =( -51) 542 LOADING 4- 5 =( -4199) 1054 12.13 =( -1062) 4187 10- 4 =( -1522) 370 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -2855) 702 13- 8 =( -659) 2505 11- 4 =( 0) 248 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -3047) 760 4 -12 =( -8) 27 TOTAL LOAD = 42.0 PSF 7- 8 =( -444) 371 12- 5 =( 0) 244 8- 9 =( -48) 72 5.13 =( -1473) 390 NOTE: 2x4 BRACING AT 24'0C VON. FOR LL = 25 PSF Ground Snow (Pg) 6 -13 =( -40) 568 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 0.0' 24.0' 0'- 0.0' -196/ 1439V -54/ 69H 5.50' 2.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 3.0' -247/ 1676V -54/ 69H 5.50' 2.68 KDDF ( 625) •' For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. Connector plate prefix designators: [COND. 2: Design checked for net( -5 psf) uplift at 24 °oc spacing.] C,CN,C18,CN18 or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.336' @ 20'- 1.6" Allowed = 1.667' MAX TL DEFL = - 0.563' @ 20'- 1.6' Allowed = 2.222' MAX LL DEFL = - 0.036' @ 36'- 3.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ 36'- 3.0' Allowed = 0.267° MAX HORIZ. LL DEFL = 0.088' @ 33'- 9.5' MAX HORIZ. TL DEFL = 0.146' @ 33'- 9.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. 7 - - 18 - - 7 - - Design conforms to main windforce - resisting .' system and components and cladding criteria. 3 - 00 - 09 4 - 08 - 02 6 - 6 - 5 - 4 - - 3 - - Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, 12 Enclosed, Cat.2, Exp.B, MFRS, 12 interior zone, load duration factor =1.6 4.00 ° 4.00 M -5x6 M -4x8 =M-4x4 M -5x6 4 5 =M -4x4 � ' M -3x8 + + co 8,.... ° 1 10 1 ' 1 12 G 13 - 8 Imam M -4x8 M -4x8 M -1.5x3 M -2.5x4 M -4x8 M -5x6 M18HS- 5x16(S) y J J- y J J 7 -02 6 -06 -11 6 -04 -15 6 -08 -07 7 -05 1. J y 18 -03 18 -00 34-03 u q..oll `, - ( ��PRpF-,A'` � � s - s p, ] 0 1�� s ue . , .'" ' G � "o JOB NAME: J -1454 STONE BRIDGE - FH2 - J � f w > J� , 05_; �•` ' Scale: 0.2094 tk io t ( I � , 1. + WARNINGS: GENERAL NOTES, unless oUerwtse noted: - 1 ' 1 � ( `7777 • 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review J �� a / � t1 Truss : FH2 and Warnings before construction commences. and approval Is the responsibilty of the building designer, not the r f_ � S ) 1. v OR , - t f r assumes top and om chords era 2. 2x4 compression web bradng must be Installed where shown +. truss designer or buss engineer. 3. Au lateral force resisting elements such'as temporary and 2. Design a the td boshords to be laterally braced at • I4 f v g po ry permanent t a" G DES. BY: BC stab illy bradng must be designed by designer of complete structure. Z o.c. and at 10' o.c. respectively unless braced throughout their length by / 4 �} 1.26 r �� V � , continuous sheathing such as plywood ing(rC) and/or drywall(BC). - ( . r , @> .� f DATE : 10/8/2012 CompuTrus assumes no responsibilily for such bradng. 3. 2x Impact bridging or lateral bradng required quired aired where shown ++ ,f . 4. SEQ .: No load should be appled to any component until after all bradng and 4. Installation of truss Is the responsibility of the respective contractor. .24243 r 4/ t1 � >�� 5317415 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a nun-corrosive environment. /Q, J 0 design loads be applied to any component. "' �� ,� ry l p / (Z TRANS ID: 350977 5. CompuTrus has no control over and assumes no res 6. Design assumes full bearing at all supports shown. Shim or wedge if y� x. p ponsibi6ry for the and are for "dry condition" of use. necessa a- _ fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. ,�• V r 0NA3-+e ' EXPIRES I SES 6/ 301 13 . 8. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both laces of truss, and placed so their center a 1 / f , -r" II "* I - _ IIII I III IIIII IIIII IIIII IIIII I III IIII IIII M SA S which 7.6.4) E n request. 1 0. For basic connector plate values see ESR -1311, ESR -1988 (MiTek) , �EXPIAES l 1 g /. - 9. Digits Indicate size of late in inches. / J • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER . LUMBER SPECIFICATIONS TRUSS SPAN 34'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1. 2 =( -145) 58 1 -12=( -856) 2304 1- 2e( -2516) 939 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2- 3 =( -2968) 1007 12 -13 =( -1350) 4184 2 -12 =( -94) 540 WEBS: 2x4 KDDF STAND 3- 4 =( 0) 0 13.14 =( -1350) 4184 12- 3 =( -45) 542 LOADING 3- 5 =( -2779) 941 14.15 =( -1341) 4187 12- 5 =( -1522) 443 • TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -4199) 1333 15.10 =) -798) 2505 13- 5 =( 0) 248 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8 =( -2855) 917 5.14 =( -16) 42 TOTAL LOAD = 42.0 PSF 7- 8 =( 0) 0 14- 6 =( 0) 244 8- 9 =( -3047) 978 6.15 =( -1473) 460 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9 -10 =( -449) 371 8 -15 =( -36) 568 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11 =) -48) 72 15- 9 =( -130) 524 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9 -10 =( -2950) 1199 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. OVERHANGS: 0.0' 24.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 0'- 0.0' -260/ 1439V -94/ 39H 5.50' 2.30 KDDF ( 625) Connector plate prefix designators: 34'- 3.0' -311/ 1676V -94/ 39H 5,50' 2.68 KDDF ( 625) C,CN,C18,CN18 or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net( -5 nsfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = - 0.336' @ 20'- 1.6' Allowed = 1.667' MAX TL DEFL = - 0.563" @ 20'- 1.6' Allowed = 2.222' MAX LL DEFL = - 0.036" @ 36'- 3.0' Allowed = - 0.200' MAX TL DEFL = - 0.041" @ 36'- 3.0" Allowed = 0.267' MAX HORIZ. LL DEFL = 0.088' @ 33'- 9.5' MAX HORIZ. TL DEFL = 0.146' @ 33'- 9.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. - NOTE: Design assumes 'Dry Doug. Fir Lumber' used 9 - - 14 - - 9 - - throughout. Not to exceed 19% moisture content. f 1 .f f Design conforms to main windforce- resisting 3 -00 -09 4 -03 -03 2 -04 -15 4 -00 6 -08 -07 3 -10 -04 2 -04 -15 3 -11 -02 3 -07 -10 system and components and cladding criteria. 'f '( '1 T 1 T T T T T 7 - 8 00 Wind: 110 mph, h =25ft, TCOL= 4.2,BCOL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, !MFRS, 'f 'f T T interior zone, load duration factor =1.6 12 12 4.00 M -5)(6 M 5x6 M -4x8 = M -4x4 a 4.QD M -4x4 M -3x8 ° Y* 12 13 14 15 - lo M -4x8 M -4x8 M -1.5x3 M -2.5x4 M -4x8 M -5x6 M18HS- 5x16(S) ), J- ). y J- ), y 7 -02 6 -06 -11 6- 04 -15 6-08-07 7 -05 y y 18 -03 18 -00 y y 34-03 2 00 n . �� EO P ; N 30I� � .,. ��. �� , 4. JOB NAME •. J -1454 STONE BRIDGE - FH3 " t O � �• �; ? Scale: 0.1844 i /' WARNINGS: GENERAL NOTES, unless otherwise noted: ♦ , • / , ? c j - / , r 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for Me design parameters shown. Review r }' + �, z' Truss: FH3 and Warnings before construction commences, and approval is the reaponsib fity of the building designer, not the 3 . - OR e O • 2x4 2. compression web bracing most be installed where shown -c. truss designer or truss engineer. ♦ 2. Design assumes the top and bottom chords to be laterally braced at .+ t t 3. Ag lateral force resisting elements such as temporary and permanent - .fi v(e it G ' 1�j . DES. BY: BC stability bracing must be designed by designer of complete structure. 2' o.c. and at 10 o.c. respectively unless braced throughout their length by Li.. V � 26 continuous sheathing such es plywood sheathing(TC) andlor drywa8(BC). t .11 !, 7 ^y , r _ ■ • ..� - . t V DATE: 10/8/2012 CompuTru where s assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + L ` 4. No load should be applied to any component until after all bradng and 4. Installation of truss Is the responsibility of the respective contractor. 24243 � V Al 3 �1 � . SEQ.: 5317416 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment. Y 4l design bads be applied to any component. 5. Cor puTms has no control over and assumes no responsiblity for the and are for "dry condition" of use. ' O ` •A, (s -j- .. r A'i OtP -' !V 6 / t 1, TRANS ID: 350977 6 Design assumes fug bearing at all supports shown. Shim or wedge If ,4„... fabrication, hendln shipment and Installation of components. necessary. pr p g• p 7. Design assumes adequate drainage is provided. ,q + V `ONnL .. - "` EXPIRES 6/30113 - 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, end placed so their center /. / (/ / ! 7 - - . V (y! !(� n /2 IIIIII VIII VIII V III VIII VIII VIII III IIII TPINVICA in SCSI, copies of which will be furnished upon request fines coincide with joint center lines. 1 8xa)ASS (� ' 1 / 9. Digits Indicate with of plate In Inches. MiTek USA, InC. /COmpuTluS Software 7.6.4(1 L) 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) r IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 34'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF #1 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -145) 70 1.12 =( -982) 2304 1- 2= (•2516) 1073 BC: 2x4 KDDF #1 &BTR SPACED 24.0' 0.C. 2- 3 =( -2968) 1203 12 -13 =( -1688) 4184 2 -12 =( -162) 540 WEBS: 2x4 KDDF STAND 3- 4 =( 0) 0 13 -14 =( -1688) 4184 12- 3 =( -84) 542 LOADING 3- 5= (•2779) 1129 14 -15 =( -1677) 4187 12- 5 =( -1522) 605 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= (•4199) 1670 15 -10 =( -933) 2505 13. 5 =( 0) 248 BC LATERAL SUPPORT <= 12 °OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8 =( -2855) 1102 5 -14 =( -30) 62 TOTAL LOAD = 42.0 PSF 7- 8 =( 0) 0 14- 6 =( 0) 244 8- 9= (•3047) 1172 6 -15 =( -1473) 624 NOTE: 2x4 BRACING AT 24 °OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9 -10 =( -455) 371 8 -15 =( -80) 568 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10 -11 =( -48) 72 15- 9 =( -187) 524 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9 -10= (•2950) 1338 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. OVERHANGS: 0.0' 24.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M -1.5x4 or equal at non - structural AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 0'- 0.0' -325/ 1439V -134/ 55H 5.50' 2.30 KDDF ( 625) vertical members (uon). 34'- 3.0' -374/ 16764 -134/ 55H 5.50' 2.68 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: 'COND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 M,M20HS,M18HS,M16 = Mirk MT series MAX LL DEFL = 0.363' @ 20'- 1.6' Allowed = 1.667' MAX TL DEFL = - 0.563' @ 20'- 1.6' Allowed = 2.222' MAX LL DEFL = - 0.036' @ 36'- 3.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ 36'- 3.0' Allowed = 0.267' MAX HORIZ. LL DEFL = - 0.094' @ 33'- 9.5' MAX HORIZ. TL DEFL = 0.146' @ 33'- 9.5' Step -up flat top chord to be braced by . overframing top chords of jacks at 24 "oc. This truss does not include any time dependent deformation for long term loading (creep) in the Use M-4x4 at each built -up hip ear. total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 11 10 - 11 - - NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. 3 - - 4 - - 4 - 2 - - 6 - - 2 - - 4 - 3 - - 3 - - Design conforms to main windforce- resisting T f 1' T T f T T f T system and components and cladding criteria. 7 8 - - Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 1' T -f T Enclosed, Cat.2 Exp.B, MWFRS, 12 M - 4x8 = M - 4x4 12 interior zone, load duration factor =l.6 4.00 M 5x6 M 14.00 5 6 = M -4x4 `` M -3x8 / � o iiiiiiihkhl . ��'�.__. Imo - __.�� 8 1 ** 12 13 14 15 X 10 1 °o M -4x8 M -4x8 M -1.5x3 M -2.5x4 M -4x8 M -5x6 M18HS- 5x16(S) y 7 -02 6 -06 -11 6- 04 -15, 6 -08 -07 7 -05 y y 18 -03 18 -00 1 y 34 -03 2 -00 ;„, .. . -a „AD PR0i ]OI �N . i i t • -: GI N6- 4 , s o JOB NAME: J-1454 STONE BRIDGE - FH4 :�� w r p c.' : ' � � ` - Scale: 0.1844 M / � W 1 U U l a ir jr I A. . WARNINGS: GENERAL NOTES, unless otherwise noted: ■ � °' (1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review �,;. dr Truss : FH4 end Warnings before construction commences, and approval is the responsibility of the building designer, not the 0 7 „ p ✓ t /1'1 .° N , co 2. 204 compression web bracing must be Installed where shown •, truss designer or truss engineer. ° 3. All lateral force resisting elements such as temporary and 2. Design assumes the lop and bottom chords to be laterally braced at' L G g p ry permanent � DES. BY : BC stability bracing most be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout g their length / S r 1 9 ( ff . � continuous sheathing such as plywood sheathing(TC) and /or drywall( BC). r d/ k .�,► , 2 6'r 1' *.J DATE : 10/8/2012 CompuTrus assumes no responslbiBy for such bracing. 3. 20 Impact bridging or lateral bracing required where shown ++ //j ♦ �1 5317417 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. : 24243 fa Q.J, S EQ . : 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 , { { 11 • design loads be applied to any component. 5 p responsibility CompuTrus has no control over and assumes no for the and are for "dry condition" of use. 8. x, • ' Ott._ yy ^ ., necessary. " to/ % (12„ TRANS ID: 350977 5. Com res ty Design assumes fug bearing at all supports shown. Shim or wedge if � y' l S IGNAL fabrication, handling, shipment and Installation of components. Design q drainage S`GN*A e . EX p1� g 613011 n assumes adequate l . 7. 6. This design Is furnished subject to the [Imitations set forth by 8. Plates shall be located on both oth fa a a Is r faces o truss. uns, e, !:9 and placed so their center / S(/ / v1y / ` IIIIII III VIII III VIII VIII VIII IIII IIII TPINVTCA in SCSI, copies of which will be furnished upon request Digs coincide with joint center fines. d / U t G 7 1 Alr /3 9. Digits indicate size of plate te in Inches, n ` MiTak USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 jMITek) gxR(RE.1( ( ' IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2 -13 =( -1059) 2506 2- 3 =( -2941) 1479 BC: 2x4 KDDF ff1 &BTR SPACED 24.0' O.C. 2- 3 =( -457) 380 13.14 =( -2056) 4261 3.13 =( -251) 547 WEBS: 2x4 KDDF STAND 3- 4=( -3077) 1367 14 -15 =( -2056) 4261 13- 4 =( -137) 57 LOADING 4- 6 =( 0) 0 15 -16 =( -2051) 4238 13- 5 =( -1494) 833 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5 =( -2882) 1286 16.11 =( -1077) 2526 14- 5 =( 0) 246 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8 =( -4252) 2044 5.15 =( -53) 69 TOTAL LOAD = 42.0 PSF 8- 9 =( -2882) 1288 15- 8 =( 0) 251 7- 9 =( 0) 0 8 -16 =( -1474) 830 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10 =( -3075) 1368 9.16 =( -143) 576 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11 =( -462) 371 16.10 =( -235) 524 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11 -12 =( -48) 72 10 -11 =( -2951) 1489 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. OVERHANGS: 24.0' 24.0' - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M -1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) vertical members (uon). 0'- 0.0' -438/ 1677V -69/ 66H 5.50' 2.68 KDDF ( 625) Connector plate prefix designators: 34'- 6.0' -438/ 1677V -69/ 66H 5.50' 2.68 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series '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 = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0° Allowed = 0.267' MAX LL DEFL = 0.418' @ 20'- 4.6' Allowed = 1.679' MAX TL DEFL = - 0.580' @ 20'- 4.6' Allowed = 2.239' MAX LL DEFL = - 0.036' @ 36'- 6.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ 36'- 6.0' Allowed = 0.267° MAX HORIZ. LL DEFL = - 0.106' @ 34'- 0.5' MAX HORIZ. TL DEFL = 0.151' @ 34'- 0.5' • This truss does not include any time dependent deformation for long term - loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 13 6 13 11 11 intended use of this component. T •( T j' NOTE: Design assumes 'Dry Doug. Fir Lumber' used 3 - - 4 - - 6 - - 6 - - 0 - - 6 - - 3 - - 3 - - throughout. Not to exceed 19% moisture content. ' ' T f If ' f 1 ' Design conforms to main windforce- resisting 8 - 8 system and components and cladding criteria. • - r Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 12 12 Enclosed, Cat.2 Exp.B, MWFRS, 4.00 M - 5X6 M - 5X6 a 4.00 interior zone, load duration factor =1.6 M - 4x8 =111 • 5 8 • • M -4x6 1^ + ^ M -4x6 co 0 co cyr • 0 2 1 3 14 15 16 '11 0 M -5x6 M -4x8 M -1.5x3 M -2.5x4 M -4x8 M -5x6 M18HS- 5x16(S) y 7 -05 6 -06 -11 6- 04 -15, 6 -08 -07 7 -05 y 1 > 20 -06 18 -00 y ; 2 -00 34 -06 2 -00 H N J .: ¢ EQPROF,c s s Cl � ∎ , 5 . , iN� z JOB NAME: J-1454 STONE BRIDGE - FH5 sale, 0.1697 '4 , IN p,.30 . p" ' " i , , 4 `� WARNINGS: GENERAL NOTES, unless otherwise noted: - V 1 v, •A ; f 1 � , /f 1. Builder and erection contractor should be advised of an General Notes I. This truss design Is adequate for the design parameters shown. Review , +, *�y , � y " % , .• Truss: FH5 and Wamings before construction commences. and approval is the responsibility of the building designer, not the v a OR' tot.) 2. 2x4 compression web bradng must be installed where shown +, truss designer or truss engineer. / 4 ✓ 3. All lateral torte resisting elements such as temporary and permanent n ra 2. Design assumes the top and bottom chords to be laterally braced at ,,: t ,, G T o.c. and at 10' o.c. respectively 9 length unless braced throughout their ten 9lh /A dJ DES. BY : BC stability bradng must be designed by designer of complete structure. +' 26 r �. continuous sheathing such as piyword sheathing(TC) and/or dryvrall C). «i) ,t� , } 1' * �f DATE . 10/8/2012 CompuTrus assumes no responsibibly 2x for such bradng. 3. Impact bridging or lateral bradng required where shown • . ` 4. No load should be applied to any component until ever all bracing and 4. Installation of truss is the responsibify of the respective contractor. 24243 ��0 C � S EQ.: 5317418 fasteners ere complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non - corrosive environment, s R . it v ��/ /z G � .r A QOM end are for condition" of use. . TRANS ID: 350977 design bads be applied to any component. y j.. O 4tI 8 Design assumes full bearing at all supports shown. Shim or wedge if _ 5. CompuTrus has no control over and assumes no responslb firy for the i - - • necessary. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage N provided. / I S ., ` EXp{ RES 6130113 _ . • 6. This design is furnished subject to the limitation, set forth by a. Plates shell be located on both laces of truss, and placed so their center Ir / /7 n (/ '' , 111111111111110111111 TPI/WfCA in BCSI, copies of which wit be furnished upon request. fines indicate with joint center lines. IV Ex / pI ( R (/ E� 1 R / 9. Digits Indicate size of plate In inches. ' MiTek USA, Inc. /COfnpuTrus Software 7.6.4(1 L) 10. For basic connector plate design values see ESR -1311, ESR -1988 (Weir) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2 -13 =( -1208) 2506 2- 3 =( -2941) 1635 BC: 2x4 KDDF p1 &BTR SPACED 24.0' O,C. 2- 3 1 -462) 380 13.14 =( -2473) 4261 3 -13 =( -303) 547 WEBS: 2x4 KDDF STAND 3- 4 =( -3077) 1573 14 -15c( -2473) 4261 13- 4 =( -213) 572 LOADING 4- 5 1-2882) 1480 15 -16=( -2464) 4238 13- 5 =( -1494) 1076 TC LATERAL SUPPORT <= 12 °OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6 =( 0) 0 16.11 =( -1227) 2526 14- 5 =( 0) 246 BC LATERAL SUPPORT <= 12 °OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8 =( -4252) 2457 5.15 =( -60) 88 TOTAL LOAD = 42.0 PSF 7- 9 =( 0) 0 15- 8 =( 0) 251 8. 9 =( -2882) 1481 8 -161-1474) 1068 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10 =( -3075) 1574 9 -16 1 -218) 576 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11 =) -468) 371 16 -10 =( -286) 524 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11 -12 1 -48) 72 10 -11 =( -2951) 1645 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. OVERHANGS: 24.0' 24.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M -1.5x4 or equal at non - structural AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) vertical members (uon). 0'- 0.0' -502/ 1677V -109/ 40H 5.50' 2.68 KDDF ( 625) Connector plate prefix designators: 34'- 6.0' -502/ 1677V -109/ 40H 5.50' 2.68 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.' • VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.036' @ -2'- 0.0° Allowed = 0.200' MAX TL DEFL = - 0.041" @ -2'- 0.0° Allowed = 0.267' MAX LL DEFL = 0.472' @ 20'- 4.6° Allowed = 1.679' MAX TL DEFL = - 0.580' @ 20'- 4.6" Allowed = 2.239' MAX LL DEFL = - 0.036' @ 36'- 6.0° Allowed = 0.200' Step -up flat top chord to be braced by MAX TL DEFL = - 0.041' @ 38'- 6.0' Allowed = 0.267' overframing top chords of jacks at 24 "oc. MAX HORIZ. LL DEFL = - 0.119' 6 34'- 0.5' Use M -4x4 at each built -up hip ear. MAX HORIZ. TL DEFL = 0.151' @ 34'- 0.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 15 - - 2 - - 15 - 11.11 shall verify that this parameter fits with the intended use of this component. 3 - 03=09 4 - - 6 - - 1 - 013 - 081 - - 6 - - 3 - - 3 - - NOTE: Design assumes 'Dry Doug. Fir Lumber' used T T T T f -( ' . I throughout. Not to exceed 19% moisture content. 8 -00 8 -00 Design conforms to main windforce- resisting system and components and cladding criteria. 12 12 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 4,00 7 4 4.00 Enclosed, Cat.2 Exp.B, MWFRS, M - 5x6 M 5X6 interior zone, load duration factor =1.6 s M -4x6 , M-4x6 _ o o ��` tom. : /� o 0 2 13 14 � 15 16 '11 0 M -5x6 M -4x8 M -1.5x3 M -2.5x4 M -4x8 M -5x6 M18HS- 5x16(S) y 7 -05 6 -06 -11 6.04 -15 6 -08 -07 7 -05 y 1 ), 20-06 18-00 /, J, . - - 2 -00 34 -06 2 -00 ' �{ w- e' N s ,9, pro/ , • - JOB NAME: J -1454 STONE BRIDGE - FH6 Scale: 0.,697 f. O rr WARNINGS: GENERAL NOTES, unless otherwise noted: +n , t . � ` � Zs ^ � �', , 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review 1 M . Truss: FH6 and Warnings before construction commences. and approval is the responsiblity of the building designer, not the + ' I OR N a 2. 2x4 compression web bracing must be Installed where shown truss designer or truss engineer. T. / .1? V V t1 3. All lateral force resisting elements such es temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at y i %„� G DES . BY: BC N stabii bracing g must be designed by 9 P des/ nor of com late structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by aR / u, Q 1 � / . � continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 1[. ,i. AAl 26, r . ' ,tv DATE : 10/8/2012 CompuTrus assumes no responsibiiy for such bracing. 3. 2x Impact bridging or lateral bracing required where shown * * !/ � "' _ `` f • SEQ.: 5317419 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. '+." 24243 ' �O � � fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a nosive environment, `!' , (� �' R , , Q i x design loads be applied to any component. and are for 'dry condition" of use. O j `r5'!'1�C+" ... (0 /�f (f Z 6 Design assumes fug beefing at all supports shown. Shim or wedge i1 _ TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsibility for the necessary. ee 1 �tAt . - ` /fir ! 1 \ L - r pC 6/3011 1 fabrication. handling, shipment and installation of components. 7. q I� V _ yfi S 6 9 Design assumes adequate a Is provided. I V y - B. This design Is famished subject to the imitations set forth by 8. Plates shell be located on n both oth fa g V laces of truss, and placed so their center /,'1 1 b /' 7 -, , <; - ' IIIIIIIH1I11111111111lll IIHilllIVllll M T T p e USA, tnc .f CompuTrus l Software f 7.6.4(1L) upon - request. For basic coincide size oro 9. Digits indic platedesignvaluesseeESR- 1311,ESR- 1988(MiTek) I EXPIRES ' 4 /. 1 ze of late In Inches. 1 0. . IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER • LUMBER SPECIFICATIONS TRUSS SPAN 17'- 1.9' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1.2 =( -48) 72 2 -8 =(0) 0 2.3 =( -613) 416 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2 -3 =( -370) 544 WEBS: 2x4 KDDF STAND 3.4 =( -50) 110 LOADING 4.5v( -78) 69 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5 -6 =( -105) 45 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.7 =( -130) 55 TOTAL LOAD = 42.0 PSF LETINS: 2 -00 -00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -143/ 542V -129/ 47H 5.50" 0.87 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 5'- 9.2' 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc 5'- 11.2' -170/ 363V 0/ OH 1.50' 0.46 KODF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2' -104/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 13'- 11.2' -123/ 263V 0/ OH 1.50' 0.34 KDDF ( 625) 17'- 1.9' -36/ 80V -129/ 47H 1.50' 0.13 KDDF ( 625) ' ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200° MAX TL DEFL = - 0.041° @ -2'- 0.0' Allowed = 0.267° MAX LL DEFL = - 0.080" @ 1'- 10.0' Allowed = 0.254° MAX TL DEFL = - 0.083' @ 1'- 10.0' Allowed = 0.339' MAX HORIZ. LL DEFL = 0.032' @ 5'- 11.2" MAX HORIZ. TL DEFL = 0.033' @ 5'- 11.2° 11 - - 5 - - This truss does not include any time dependent T T - 1' deformation for long term loading (creep) in the 17 total load deflection. The building designer shall verify that this parameter fits with the -/ intended use of this component. ;I NOTE: Design assumes "Dry Doug. Fir Lumber' used 12 throughout. Not to exceed 19% moisture content. 4.00 Design conforms to main windforce- resisting M - 3X6(S) :I system and components and cladding criteria. rl GO Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, o interior zone, load duration factor =1.6 v 0 to M -5x6 cox- o z M -3x6 y ), ), 1 2 -00 6 -00 11 -01 -15 [P E_EU1L_BEARING ,Lts.:2 4.545,.7] ;d� - , VD PROFps‘ . JOB NAME: J -1454 STONE BRIDGE - FJ9 a t, I _� , .' - Scale: 0.3042 1 ( ) l 1 WARNINGS: GENERAL NOTES, unless otherwise noted: -� of - 'l • 1. Builder and erection contractor should be advised of General Netes 1. This truss design is adequate for the design parameters shown. Review ,v 1 a� o ,. It r ^ Truss: FJ 9 and Warnings before constmchon commences. and approval is the responsibility of the building designer, not the ` a OR 2. 2,4 compression web bracng must be installed where shown +, truss designer or truss engineer. 'Ff.', t ' �• 1J t as / 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chards to be laterally braced at .m Goo (� p� 2 , DES. BY' BC 2' o.c. and at 10' o c. respectively unless braced throughout their length by 4-i ,t , Q • 4 y q stability b racing must be designed by designer of complete sWChrre, continuous sheathing such as plywood sheathing(TC) and/or drywall (BC). t ,a .1 r - .c DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + `g ' �' + ^ `' '�1.7 -. - 7` 4. No load should be applied to any component until alter all bracing and 4. Installation of truss is the responsibility of the respective contractor, t, 24243 /t rt �^ SEQ.: 5317420 fasteners are complete and at no time should any b non- corrosive greater than 5. Design assumes trusses are to be used In a nonorrosive environment, y l V design loads be applied to any component. CompuT us has no control over and assumes no responsibility for the and are for "dry condition" of use. ' -1q t C�� ,,, f v � � , TRANS ID: 350977 6 Design assumes full bearing at at supports shown. Shim or wedge d +e tab rication, handling, shipment and Installation of components. - necessary. A� EXPIRES Cam+ 7. Design assumes adequate drainage Is provided. v iO AL - lL�t �G...7 �� 6. This design is furnished subject to the fimitaHons set forth by 8. Plates shall be located on both faces of truss, and placed so their center /, ) (r / f� x� . - _ - '� IIIIII I III VIII VIII VIII 111111 II IIII TPI k U Ain BCSI. copies al which w 8 be furnished upon request, Ines coincide with joint center lines. 1 / � O Xp) I RE I 1 9. Digits indicate size of plate in inches. MITe USA, InC. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIIIII11111 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 6 -09 -08 MONO HIP SETBACK 6-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WRIDDF(Cq =1.00 TC: 2x4 KDDF 41 &BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1.2 =( -428) 373 1 -4 =( -194) 367 2 -4 =( -420) 278 BC: 2x4 KDDF N1&BTA 2.3 =( -96) 133 4 -3 =( -399) 173 . WEBS: 2x4 KDDF STAND; LOADING 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12 °OC. UON. TC UNIF LL( 100.0) +DL( 28.0)= 128.0 PLF 6'- 0.0' TO 6'- 9.5° V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0) +DL( 40.0)= 40.0 PLF 0'- 0.0' TO 6'- 9.5' V 0'- 0.0° -34/ 382V -59/ 85H 3.50' 0.61 KDDF ( 625) 6'- 9.5' -156/ 708V -59/ 85H 5.50' 1.13 KDDF ( 625) For hanger specs. - See approved plans TC CONC LL( 250.0) +DL( 70:0)= 320.0 LBS @ 6'- 0.0' Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net( -5 psfl uplift at 24 'oc spacing.' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek NT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX BC PANEL LL DEFL = - 0.052' @ 3'- 4.8" Allowed = 0.289' ' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = - 0.062' @ 3'- 4.8" Allowed = 0.386' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. . MAX HORIZ. LL DEFL = 0.002° @ 6'- 6.0° MAX HORIZ. TL DEFL = 0.003' @ 6'- 6.0' This truss does not include any time dependent deformation for long term loading (creep) in the • total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 12 4.00 NOTE: Design assumes °Dry Doug. Fir Lumber° used throughout. Not to exceed 19.6 moisture content. 4320# Design conforms to main windforce- resisting system and components and cladding criteria. M - 1.5x4 Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, -' Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 II M -1.5x3 CD ° N M -3x4 cm O d El M -2.5x4 ° X .. -/ 1 y 6 -09 -08 - Ri3OPROrp; JOB NAME: J -1454 STONE BRIDGE - G1 .� w /' + ' l - , � � A ! Scale: 0.6700 WARNINGS: GENERAL NOTES, unless otherwise noted / .� 1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review do e� Truss: G1 and Warnings before construction commences. and approval Is the responnsibrtty of the building designer, not the V 4 <' z > OR ' f N 2. 204 compression web bracing must be installed where shown +, truss designer or truss engineer. r /// OR' Q7 . At lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at .i . g0, 3. DES. BY • BC 2' o.c. and at 10' o.c. respectively unless braced throughout their length by j ( ti� �+ • slabigty bracing must be designed by designer al complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). ,if #• ): ?}, .�J 2�' r �V DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ///y .: 5317422 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. - 24243 / /1 r � 'K S Ltd fasteners are complete and at no me should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. ...° R C ,,. it JOT,' ! , f and are for condition" fog b art of use. C} r '! `Ec � v t TRANS ID: 350977 design loads be applied to any component, ry y, v , y 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes fug bearing at all supports shown. Shim or wedge it necessary. _ '[/�CV�,D n ' fabrication, handing, shipment and installation of components. 7. Design assumes adequate drainage Is provided. , V 'NA� EXPIRES 6/30113 6. This design is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, and placed so their center /0/8/14 I � ° -- " IIIIII III VIII VIII VIII VIII V III IIII IIII TPII U Ain BCSI, copes of which will be furnished upon i n request. Ines coincide with joint center lines. 1 EXPIRES � 9. Digits indicate size of plate c In inches. MiTek USA, Inc. /Com uTrus Software 7.6.4 1 L - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 1111lllllllll This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 6-09-08 STUB MONO HIP SETBACK 6-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq =1.00 TC: 2x4 KDDF (11 &BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1.2 =( -569) 126 1.4 =( -77) 483 4 -2 =( -276) 161 BC: 2x4 KDDF N18BTR 2 -3 =( -483) 68 4- 5 =( -41) 57 4 -3 =( -66) 618 WEBS: 2x4 KDDF STAND; LOADING 3 -5 =( -678) 166 . 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 5'- 3.2' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 24'0C. UON. TC UNIF LL( 100.0) +DL( 28.0)= 128.0 PLF 5'- 3.2' TO 6'- 9.5' V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 0.0) +DL( 40.0)= 40.0 PLF 0'- 0.0' TO 6'- 9.5' V" 0'- 0.0° -34/ 438V -49/ 59H 3.50' 0.70 KDDF ( 625) 6'- 9.5' -167/ 686V -49/ 59H 5.50' 1.10 KDDF ( 625) TC CONC LL( 250.0) +DL( 70.0) 320.0 LBS @ 5'- 3.2' NOTE: 2x4 BRACING AT 24'0C UON. FOR ICOND. 2: Design checked for nett -5 PO) uplift at 24 'oc 9maciog.l ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = - 0.011° @ 5'- 3.5° Allowed = 0.302" +' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.024° @ 2'- 6.9' Allowed = 0.377' Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. LL DEFL = 0.002' @ 6'- 7.7' M,M2OHS,M18HS,1116 = MiTek MT series MAX HORIZ. TL DEFL = 0.003' @ 6'- 7.7° This truss does not include any time dependent 5 - - 1 - - deformation for long term loading (creep) in the total load deflection. The building designer 320# shall verify that this parameter fits with the 12 intended use of this component. 4.00 NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce - resisting . system and components and cladding criteria. M - 4x6 Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, M - 2.5x4 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6' e s M -3x4 0 (- O 0� 1 ►t 4 •• 5 -f M -2.5x4 M -1.5x3 • y J" 1' 4 -10 -04 1 -11 -04 y y 6 - - WEDGE REQUIRED AT HEEL(S). • tOPRO /p -, , 1�N 1 . ' �5 " GINS d' JOB NAME: J -1454 STONE BRIDGE - GH1 . Scale: 0.5635 1 ./ _ c / 1 ti k WARNINGS: GENERAL NOTES, unless otherwise noted: 4■ , I T' , . °' 3 •41,k,. 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review ,i ',x.., � (1 ' ° Truss : GH 1 and Warnings before construction commences. and approval is the responsib lity of the building designer, not the - T t N 43 r 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. 2. Design e top and bottom to be laterally braced at v A 3. AA lateral force resisting elements such as temporary and nnanent ,; 1 ra gn assumes om chords G Y 2' o.c. and at 1I7 o.c. respectively unless braced throughout their length by continuous sheathing such as plywood € //,.%.,. � Q DES. BY : BC stedfiry bracing must be designed by designer of complete structure. B r 26. U .,S( , J v, r ` '1G. _ - ..- '` DATE : 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required aired sheathing(TC) and/or drywaA C). 5; where shown • t. sr 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibiGry of the respective contractor. R 24243 • ' J 0� c SEQ.: 5317423 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. p('t 'w G design loads be eppted to any component. and are for "dry condition" of use. t (� f51 10/8/ / a AN TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsibility far the 6. Design assumes MU bearing at e0 supports shown. Shim or wedge if necessary. • fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. ) .1 S i ' O t > EXPIRES 6130113 _ , 6. This design Is furnished subject to the limitations set forth by 8. Plates shag / be located on both laces of truss, and placed so their center ,9 / V { 7 a • - - I 11111111101111111111 VIII III I I III !III !III TPINVTCA In SCSI, copies of which win be furnished upon request. Ines Indicate coincide with joint center fines. IV Q ( I (!i rt ,r a v 9. Digits size of plate te in Inches. h MiTek USA, Inc. /CompuTrus Software +7.6.4(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1966 (MiTek) EXPIRES l' IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2009 MAX MEMBER FORCES 4WRIDDF /Cq =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2 =( -48) 72 2 -4 =( -114) 41 BC: 2x4 KDDF #1 &BTR SPACED 24.0' O.C. 2- 3 =( -59) 105 • TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0': 0.0' -130/ 488V -114/ 42H 3.50' 0.78 KDDF ( 625) 1'- 10.9' -99/ 84V 0/ OH 1.50' 0.13 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V -114/ 42H 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =LI180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.036' @ -2'- 0.0° Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TL DEFL = - 0.041' @ -2'- 0.0" Allowed = 0.267' MAX TC PANEL LL DEFL = - 0.006' @ 0'- 11.6" Allowed = 0.076' MAX BC PANEL TL DEFL = 0.010' @ 1'- 9.4" Allowed = 0.315' MAX BC PANEL LL DEFL = 0.019' @ 2'- 7.4" Allowed = 0.236° MAX BC PANEL TL DEFL = - 0.024' @ 3'- 0.4" Allowed = 0.315" 1 -11 -11 . 1 'i MAX HORIZ. LL DEFL = 0.001° @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.001' @ 1'- 10.9' 12 This truss does not include any time dependent 4.0017 deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCOL= 4.2,BCDL =6.0, ASCE 7 -05, co Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 ' uo m o 0 o Z >C4 -/ M -2.5x4 y 3- 3- 2 -00 'PROVIDE FULL BEARING:Jts:2.3,J 6 - • • V PROFESS . JOB NAME: J -1454 STONE BRIDGE - GJ 1 � �w �'� � . ' ( ,�� - Scale: 0.6681 1i'- Q / I0. WARNINGS: GENERAL NOTES, unless othere., noted fl I `� ' t 1 .,' 1. Builder end erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review air t , ., . Truss: GJ 1 and Wam'ngs before construction commences. and approval Is the responsibility of the building designer, not the 4'] , O R N . 2. 204 compression web bracing must be Installed where shown +. truss designer or truss engineer. i i ` . O . 2. Design r r aced at 3 lateral force resisting elements such as temporary and permanent 9 assumes the top end bottom ch o rds to be laterally b a .n, � r � �j cso . M DES . BY' BC slabihty bradng must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by J�•, (- Y 26 r 1 Q � continuous sheathing such as plywood sheathing(TC) and/or drywali(BC). . y� r/ g + . , DATE: 10/8/2012 CompuTrus assumes no responsiMBry for such bracing. 3. 2x ImImpact b dging or lateral bracing required where e s shown •+ + 1j h ` 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. ,. . 24243 J - - ` �7 . SEQ.: 5317424 fasteners are complete and at no tim should any loads greater than 5. Design assumes trusses are to be used In a non -conosive environment. "� r (� , R , J d L Lc desi loads be applied to any component. and are for 'dry condition' of use. ' -! �° j !S - t 1. f C f - s . TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes lull bearing at supports shown. Shim or wedge If labdcation, handling, om necessa j O 1 ' 9 shl p ment and Installation of components. 7 Design assumes adequate drainage Is provided. S wNflL - EXPIRES ! f R ti `s Q��'" - 6. This design Is furnished subject to the limitations set forth by 8. Plates shag h I i be located on both laces of truss, and placed so their center V / 7 , ' '4 - - IIIIII VIII VIII I III VIII VIII VIII IIII IIII M MiTek SA /CompuT S i Softw e 7.6.4(1 L E n request 1 0. For connector Ones r basic joint center lines. design valu see ESR -1311, ESR- 1988 (MOW) t EXPIRES - , � 9. Digits Indicate size of late in Inches. II1IIIIII1111II This design prepared from computer input by PACIFIC LUMBER • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2- 4 =( -87) 30 BC: 2x4 KDDF 818BTR SPACED 24.0' O.C. 2- 3 =( -56) 67 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -120/ 494V -88/ 31H 3.50' 0.79 KDDF ( 625) 3'- 10.9' -88/ 119V 0/ OH 1.50' 0.19 KDDF ( 625) • Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 59V -88/ 31H 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M19HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING NET. 'COND. 2: Design checked for net( -5 osfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = - 0.036' @ -2'- 0.0° Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = - 0.041' @ -2'- 0.0° Allowed = 0.267' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' MAX TL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105' 3 - - MAX BC PANEL LL DEFL = - 0.031' @ 2'- 7.4' Allowed = 0.236' I '( MAX BC PANEL TL DEFL = - 0.040' @ 2'- 9.9' Allowed = 0.315' 12 MAX HORIZ. LL DEFL = 0.001' @ 3'- 10.9' 4.00 MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9' . This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. - NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. 6 m Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6 "0, ASCE 7 -05, CD Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 U, co o, -/ c) ► M O00.44 M -2.5x4 2 - 'PROVIDE FULL BEARING:Jts:2,3.41 6 - ;, , RE P ROFF s 1014; fl$ ,'r ��' C� 4 •, s JOB NAME: J -1454 STONE BRIDGE - GJ2 Scale 0.6681 . y4 . 1 `W . r '?' Q .�f . A- WARNGS: GENERAL NOTES, unless otherwise noted: r - 1 1 , • ' NI 1. Builder end erection contractor should be advised of an General Notes I. This truss design is adequate for the design parameters shown. Review � I '...11' .'�, � � 1' 1 s and approval is the responsibility of the building designer, not the j ��J ,ft Truss: GJ 2 and Warnings before construction commences. truss designer or truss engineer. % it f 1 ✓ OR' toil c , 2. 2x4 compression web bracing must be installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at a1x- i ` 4 DES. BY ' BC 3 All lateral force resisting elements such as temporary and permanent o.c. and at 10' o.c. respectively unless braced throughout their length by such as plywood sheethln C ' ' G l. Q S' • I✓ � g 't stability bracing bracing must be designed by designer of complete structure. continuous sheathing and/or drywall(BC). C . t Z6, U _ g(' DATE • 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impel bridging or lateral bracing required wherr shown ) r . 7i 9 x 3 e shown ++ 7, 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 4243 D /1 J ^� r � SEQ.: 5317425 fasteners are complete and at no time should any loads greater than 5. Desl n assu"dmes trusseon" s are of tube use. used Ina non - corrosive environment, _ y y� . Cl 'l V (0/8/ /z TRANS ID: 350977 design loads be applied to any component, 5. CompuTrus has no control over and assumes no responsibility for the and ere for ry conditi :. ( 5'" ,z ,- '- 8. Design assumes full bearing at all supports shown. Shim or wedge if '�' sr necessary. fabrication. handling, shipment and Installation of components. 7. Design assumes adequate drainage Is provided. } I y ONa, , EXPIRES 6/30113 ' 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 /,9 S/ / / 7 '.0' r; 111111 I III IIIII IIIII VIII I I IIIII IIII IIII TPIANiCA in BCSI, copes of which wig he furnish (d upon request. Digits coindde with Jo center lines. •; 9. tries I ndicate size of plate plate In inches. ^ �, MiTek USA, Inc. /Corn uTrus Software 7.6.4 1 L - 10. For basic co plate design values see ESR -1311, ESR -1988 (MiTek) (V (} I (/ EXPIRES f / . IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2009 MAX MEMBER FORCES 4WRIDDF /Cq =1.00 TC: 2x4 KDDF N1 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2- 4 =( -61) 43 3 -4 =( -186) 137 BC: 2x4 KDDF q1 &BTR SPACED 24.0' O.C. 2- 3 =( -80) 125 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -137/ 540V -62/ 67H 3.50' 0.86 KDDF ( 625) OVERHANGS: 24.0' 0.0' 6'- 0.0' -29/ 245V -62/ 67H 5.50' 0.39 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2; Design checked for net( -5 osf) uplift at 24 'oc spacing.' M,M20HS,M18HS,1116 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 •• For hanger specs. - See approved plans MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = - 0.041' @ -2'- 0.0° Allowed = 0.267' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TC PANEL LL DEFL = - 0.118' @ 2'- 10.1' Allowed = 0.344' MAX TC PANEL TL DEFL = - 0.126' @ 2'- 10.1' Allowed = 0.516' T 6 - 1' MAX HORIZ. LL DEFL = 0.000' @ 0'- 3.5' MAX HORIZ. TL DEFL = 0.000" @ 0'- 3.5' 12 4.00 L This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer M -1.5x3 shall verify that this parameter fits with the . intended use of this component. NOTE: Enclosed, Design Cat.2 assumes Exp.B, 'Dry Doug. MWFRS, Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting system and components and cladding criteria. u) Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, o interior zone, load duration factor =1.6 cm e; . 111 O 4 M -2.5x4 M -1.5x3 y b 1 2 -00 6 -00 { , ' ot�o PROP ' copies of which will be furnished upon di � 6 12- JOB NAME: J-1454 STONE BRIDGE - GJ4 r, w '�` / �� F Scale: 0.6431 1 i Q 0 : ! w t ' WARNINGS: GENERAL NOTES, unless otherwise noted: 1 � ( . 1. Builder end erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review ; : � S y. � Y Truss : GJ 4 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the V I '. y tF - " ; OR' e O 2. 2x4 compression web bracing must be installed where shown •. truss designer or truss engineer. ,r l Q) t 3. All lateral force resisting 2. Design assumes the top and bottom chords to be laterally braced at n J i g elements such as temporary po ry end permanent s �''° r �, F • . ; ' DES . BY : BC stab lily bracing o.c. and et 10' o respectively ng must be designed by designer of complete structure. p ly unless braced throughout g their length rr ` < C Y 26 , �„ V continuous sheathing such as plywood sheathing(TC) and/or drywall( a BC). q C DATE : 10/8/2012 CompuTrus assumes no responsibility for such bredng. 3. 2, Impact bridging or lateral bracing required where shown + + it t / -, SEQ.: 5317426 4. No load should be applied to any component until after all braving and 4. Installation of truss is the responsibility of the respective contractor. 24243 "` , �Q � � fasteners are complete and at no time should any loads greater than 5. Design assumes trusses ere to be used in a corrosive environment. '' '9 O k tbIS SC 3 A , , 0� design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition' of use. ! �C/�,(Qj- -' �7 ' TRANS ID: 350977 6. Design assumes lull bearing at all supports shown. Shim or wedge it f tJ n 61J011 - fabrication, and installation of components. 7 • De sign assumes adequate drainage Is provided. necessary. tion, handling, shipment ne ti V p EXPIRES 8. 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 rv/ I� j () ( •I' dNAL, ;y /� - 1 (1 /'7 'r . # -. T PINVTCA In SCSI, co on re oast. tines coincide with joint center lines. I (i IIIIIII[Ill IIIIIIIIIIIIhilllilllllllll P p q 1 . . 9. Digits Indicate size of plate In inches. MiTek USA, Inc./CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, -1988 (MiTek) � �__ / 3 _ II'IIII11111 1 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF #1 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2 -4 =(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2.3 =( -74) 75 • TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -145/ 541V -61/ 20H 3.50' 0.87 KPDF ( 625) 5'- 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -69/ 167V -61/ 20H 1.50' 0.27 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,1118HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267° MAX TC PANEL LL DEFL = - 0.068' @ 3'- 1.2' Allowed = 0.354 ". MAX TC PANEL TL DEFL = - 0.091' @ 3'- 3.8' Allowed = 0.531" 5 -11 -11 T •( MAX HORIZ. LL DEFL = 0.000' @ 0'- 3.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 3.5' 12 This truss does not include any time dependent 4.00 ' deformation for long term loading (creep) in the total load deflection. The building designer • shall verify that this parameter fits with the intended use of this component. -s NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. '' Design conforms to main windforce- resisting system and components and cladding criteria. V) Wind: 110 mph, h =15ft, TCDL= 4.2,BCOL =6.0, ASCE 7 -05, T Enclosed, Cat.2 Exp.B, MWFAS, c, interior zone, load duration factor =1.6 0 CV to r/- C) 0 M. 4 � -V M -2.5x4 ,1 b 1- 2 -00 ' ;'V r , • 6 -00 • ‹CEO PRO! c gy p. ]Olyj�; ,,''. 5 GINk-F ° ' '' W /� ��' <�; x't�� + JOB NAME: J -1454 STONE BRIDGE - GJ5 .� • Scale: 0.6306 e i` 1 A cd 1 ti ) WARNINGS: GENERAL NOTES, unless otherwise noted: a h � � � � 1. Builder and erection contra should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review , L ��, 4 � ^n Truss : GJ 5 and Warnings b construction commences. and approval is the responsibility of the building designer, not the '.'' Z lJR 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. ' ,." t -'., �. i J Q7 2. Design assumes the top and bosom chords to be laterally braced at 'VP .� G 3. An lateral force resisting elements such as temporary and permanent 'V v 2 � : DES. BY ' BC slebifi IY bracing must be designed by designer complete 2 continuous and at 10' o.c. respectively unless braced throughout their ten th by 7 / ' Q r , g 9 of P late structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). � ,,a7 i _ • $ R - �� w DATE : 10/8/2012 C ompuTrus assumes no responsibility for such bracing. 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. 24243 a 4 / ! • � ® . SEQ .: 5317427 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosNe environment. ! 1 ' ( C�� 1 ; : - 1 v i design loads be applied to any component. and are for "dry condition' of use. ^ _ .r TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes lull bearing at ell suppo is shown. Shim or wedge if S V q c! fabrication, and installation of components. 7. Design assumes adequate drainage is provided. catian, handling, shi necessary. �1l7Ay 7.� t y V � � �i. 1� V! ,�, GX 8. 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 10/8( . -r - 1IIIIIIiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�III l 77 a TPINYTCA in BCSI, copies of which will be furnished upon request. tines coincide with joint center lin es. 'G a' ,-� / ^y, 0 For b i ndicate size plate plate In inches. ) ! / MITek USA, InciCompuTrus Software 7.6.4(1 L) -E 10. For basic connector i to design values see ESR -1311, ESR -1988 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF 111 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2 -4 =(0) 0 BC: 2x4 KDDF 111 &BTR SPACED 24.0' O.C. • 2- 3 =( -54) 45 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) *DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA • DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0' -172/ 513V -34/ 9H 3.50' 0.82 KDDF ( 625) 1'- 9.2° -83/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -36/ 50V -34/ 9H 1.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for nett -5 osf) uplift at 24 'tic spacing.' VERTICAL DEFLECTION LIMITS: LL =L/240, TL =L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX TC PANEL LL DEFL = - 0.004' @ 0'- 11.6' Allowed = 0.076' 1 -11 -11 MAX TC PANEL TL DEFL = - 0.004' @ 1'- 0.4' Allowed = 0.114' MAX HORIZ. LL DEFL = - 0.000' @ 1'- 10.9' 12 MAX HORIZ. TL DEFL = - 0.000' @ 1'- 10.9' 4.00 L This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce - resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, el Enclosed, Cat.2 Exp.B, MWFRS, '' interior zone, load duration factor =1.6 o o� ►� 4► M -2.5x4 1- J- 1- 2-00 2 -00 P OV DUL BEARIN G;Jts:2,4,J i x R ip PRO / p , p FfN JO \� GENE �/v JOB NAME: J -1454 STONE BRIDGE - GSJ1 - J; " .� w, li .r- ,7 r IQ .' ti p F ' Scale: 0.7237 WARNINGS: GENERAL NOTES, unless otherwise noted: � ` �� 14 � � 1 t II 1. Builder and erection contractor should be advised of all General Notes 1- This truss design is adequate for the design parameters shown. Review t 4 0 Truss: GSJ 1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the y ORi • N 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. •' I 10. aY l ✓ t/ 2. Design assumes the top and bottom chords to be laterally braced at ry 3. All lateral force resisting elements such as temporary and permanent i t DES. BY • BC 2' o.c. and at 10' o.c- respectively ti Ply sheathing(TC) rywali(BC). ii vely unless braced throughout their length by k / k°�� . h 0 • stability bracing must be designed by designer al complete structure. continuous sheathing such as wood and /or d '1 26 r ;� ,fl -. y y ca DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + - Ka h j 4. No load should be applied to any component until It all bracing and 4- Installation of truss is the responsibility of the respective contractor. '24243 �1 SEQ.: 5317430 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a noncorrosive environment. 4 r li A• J Q 1 � f / / design loads be applied to any component. 5 CompuTrus has no control over and assumes no responsibility and are for "dry condition" of use. 6. r a!S �' .. (v TRANS Z ID: 350977 - Com res ty for the Design assumes lull bearing pp ng at all supports shown. Shim or wedge If - V - necessary. w. E fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. {* S ih rV �ypt,, -` XP I R F 6/30/13 _ 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 f'/ ' /' 7 ' ' TPIiWTCA In BCSI, copies of which will be lurnishetl upon request. tines coincide with joint center lines. IV ( (� '� �> � - �r IIfIII IIII II II IIIII IIIII I III IIIII IIII IIII p ( ) 9. Digits scico ec Pate e in ncvas to. (M IN 1 / M iTek USA, Inc. /Com uTrus Software 7.6.4 1L - For basic conn necto tor latei g n values sea ESR -1311, ESR -1988 ,Tek ) • IIIII1E1111 This design prepared from computer input by PACIFIC LUMBER - LUMBER SPECIFICATIONS TRUSS SPAN 3'• 11.7' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2 -4 =(0) 0 BC: 2x4 KDDF 818BTR SPACED 24.0' O.C. 2.3=( -55) 53 • TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -175/ 521V -47/ 14H 3.50' 0.83 KDDF ( 625) 1'- 9.2' -74/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -46/ 100V -47/ 14H 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. CO I 2: Design eck'd o le -5 .5 u. _ t at _4 'oc s.acinl. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. • MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' 12 MAX BC PANEL LL DEFL = - 0.005' @ 0'- 10.9' Allowed = 0.048' 4.00 L MAX BC PANEL TL DEFL = - 0.005' @ 0'- 10.9' Allowed = 0.064" MAX HORIZ. LL DEFL = 0.000' @ 0'- 3.5' MAX HORIZ. TL DEFL = 0.000' @ 0'- 3.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. - NOTE: Design assumes 'Dry Doug. Fir Lumber' used '' co throughout. Not to exceed 19% moisture content. Design conforms to main windforce - resisting system and components and cladding criteria. N . 0 Wind: 110 mph, h =15ft, TCOL= 4,2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, Lo interior zone, load duration factor =1.6 cx Ingl 0 o � 4 ><:, M -2.5x4 y J. 1- 1 2 -00 2 -00 1 - - ., . O PRO/- N JON � -,.-- _ s; U • tw r' ;v G,IN JOB NAME: J-1454 STONE BRIDGE GSJ2 .. � 1 ' `' = �' � `` Scale: 0.7514 � 1 1N rr; '1 lfi 1 In, e� V ,' 7,.. v 1 WARMNGS: GENERAL NOTES, unless otherwise ncted: x ♦ a / (1 I. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review � �„ . x I' Truss: GSJ 2 and Warnings before construction commences. and approval is the responsibility of the building designer, not the ? OR{ 2. 2x4 compression web bracing must be Installed where shown •, truss designer or truss engineer. .' d 2. Design assumes the top end bottom chords to be laterally braced at ) ;., - t II 3 AR lateral force resisting elements such as temporary and permanent S +�' ` 6 J 2' o.c. and at 10' o.c. res cove unless braced throughout theft length / . DES • BY : BC stebi A Wadn must be desl ned desl net of com late structure. ly ° ° .+ ` t r 26. U ' ty 9 9 by such P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). rya _3] ?/ set p e g �f DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ //1 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 4 - 24243 G 4:! /1 • 1 O�`�'A� st SEQ .: 5317431 fasteners are complete and . no lime should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, R� ST � V ��/ /� design loads be applied to any component. and are for - dry of . a Design assumes NR bearing et t all j ( all supports shown. Shim or wedge I( G� - _ _ - - TRANS ID: 350977 5. CompuT us has no control over end assumes no responsibility for the full b ,r { lebdca8 9. P Po 7. Design assumes adequate drainage is provided. an, handling, shipment end installation of components. necessary. 4 0N AL r- RE C 3 . XQI I IL =S �1I011 - `. 8. This design is furnished subject to the limitations net forth by 8. Plates shall be located on both laces of truss, and placed so their center 10/8/a • 40N t 1 AL •7 L ,! 11111110111111111101111111111 (Oil (III 1611 M T e I/VVTCA In SA, lnc S ( Software 7.6.4(1 L) E request 10. For basic co connector 9. Dig plate design values see ESR -1311, ESR -1988 (MiTek) EXPIRES RES l' 1g /3 I Digits Indicate size of late in Inches. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq =1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 I.2 =( -48) 72 2.6 =( -184) 394 2 -3 =( -914) 718 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2.3 =( -371) 538 4 -6 =( -432) 202 WEBS: 2x4 KDDF STAND 3 -4 =( -440) 315 6 -5 =( -160) 118 LOADING 4 -5 =( -113) 123 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0 -00 -00 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -150/ 692V -83/ 125H 5.50' 1.11 KDDF ( 625) OVERHANGS: 24.0' 0.0° 10'- 0.0' -50/ 412V -83/ 125H 5.50' 0.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL •' For hanger specs. - See approved plans REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.! C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 M,M20HS,N18HS,M16 = MiTek NT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX TL DEFL = 0.043' @ 1'- 10.0' Allowed = 0.606' MAX BC PANEL LL DEFL = - 0.278' @ 5'- 1.0' Allowed = 0.428' MAX HORIZ. LL DEFL = 0.004' @ 9'- 8.5' 1 - - 3 5 - MAX HORIZ. TL DEFL = 0.005' @ 9'- 8.5' 1 1' 1 1 This truss does not include any time dependent 12 deformation for long term loading (creep) in the 4.00 I:= M - 1.5x3 total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Y NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting M - 1.5X3 system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, CD Enclosed, Cat.2, Exp.B, MFRS, ii .� o interior zone, load duration factor =1.6 v M -2.5x4 O CO 2 , .6 M -3x6 M -2.5x4 y /, 1 9 -08 -08 0 -03 -08 1 1 y 2 -00 10 -00 s '�Vo PR ()FA. P* 3 OHA, s r : . . 4,01, . F t9 - JOB NAME: J -1454 STONE BRIDGE - H1 Scale: 0.4533 �� w t ;' a , F j ' / WARNINGS: GENERAL NOTES, unless otherwise noted: ,v A - 1. Builder and erection contractor should be advised of as General Notes 1. This truss design is adequate for the design parameters shown. Review I i Truss : 1 and Warnings before construction commences. and approval is the responsdfry of the building designer, not the 1 Q R . 2. 2x4 compression web bracing must be Installed where shown +. truss designer or truss engineer. /// ✓ f Q) 3. An lateral force resisting elements such as temporary permanent 2. Design assumes the top and bosom chords to be Iaterelly braced ai poary an anen n z G 4b DES . BY: BC 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 9 plywood / o 1 r v� ; • stebitlry bracing must be designed by designer of complete structure. continuous sheathing such as ood sheathin 9(r ) C and /or d ryvran(BC). - ' " r �6 r V c DATE : 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + 4. No load should be appsed to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 24243 �+ G fd � S fasteners are 5. Design assumes trusses are to be used in a non-corrosive environmen SEQ.: 5317432 as ers a wmplete and at no time should any loads greater than g L, /P� r A . 0 and are for •d condition of use. 5``Q � (018/ r' (Z design loads be appled to any component "dry - Q `�yf . - TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsibility for the O. Design assumes full bearing at an supports shown. Shim or wedge If installation of components. • De sign ary. fabrication, handling, shipment and installation SI'T E',�:Q E 6/301 8. 7. Design assumes adequate drainage Is provided. / 1 V Nn� `` 1 J VV II VV! 8. 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 /� 1 g/ I� ,:,,. . -:: " 11111111111111111111 V / T PINVECA In BCSI, copies of which will be furnished upon request. li coincide with joint center lines. J - 9. Digits Indicate size of plate in inches. n / "� MITek USA, Inc. /CompuTrus Software 7.6.4(1 L) -E 10. For basic connector plate design values see ESR -1311, EBR -1968 (MITek) EXPIRES �/ 1 IIIIIIIIIIIIIII 1 This design prepared from computer input by • PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.0' 1RC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2.4 =( -73) 57 3 -4 =( -245) 168 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2.3 =( -95) 144 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -141/ 604V -75/ 88H 3.50' 0.97 KDDF ( 625) OVERHANGS: 24.0' 0.0' 7'- 10.0' -38/ 322V -75/ 88H 5.50' 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) " For hanger specs. - See approved plans ICOND. 2: Design checked for net( -5 Del uplift at 24 'oc spacing l Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL =L/240, TL =L /180 M,M2OHS,1118HS,M16 = MiTek MT series MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TC PANEL LL DEFL = - 0.298' @ 3'- 11.7' Allowed = 0.473' MAX TC PANEL TL DEFL = - 0.381' @ 3'- 11.7' Allowed = 0.709' MAX HORIZ. LL DEFL = 0.001' @ 0'- 3.5' MAX HORIZ. TL DEFL = 0.001' @ 0'- 3.5' 7-10 This truss does not include any time dependent 'l' '' deformation for long term loading (creep) in the 12 total load deflection. The building designer 4.00 shall verify that this parameter fits with the M intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. I Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, v interior zone, load duration factor =1.6 CD N ul o I II o 1117.7-41 4 M -2.5x4 M-1.5x3 1 y y 2.00 7 -10 ,s :t H ti �pS 0 PROFF JOB NAME: J -1454 STONE BRIDGE - H4 :- ` . iu : �. Scale: 0.5678 ' 1 i ) � . WARNINGS: GENERAL NOTES, unless otherwise noted: e nd Warnin before construction commences. and approval is the res i° I f 1 � ,, 4 p I 1 � , Truss: H4 en n of the buildin , � , 1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review v f ,,y c+ nsibl ' 9 desi ner 9 not the OR' •N 2. 204 compression web bracing most be Installed where shown +, truss truss engineer. � 2. Design ✓ $ . gn n the top r. chords to be lateral braced et F . 3. Al lateral force resisting elements such s i temporary and permanent o . G �� ■ DES . BY ' BC assumes no 2 end at 10 o.c. respectively unless braced throughout ut their length by . / f - * DATE: 10/8/2012 p responsibility steWlty bradng must be designed by designer of complete sWcture. continuous uous sheathin d IIEC . r • t 26 ` - V ` CompuTrus res onsibiG for such bracing. 3. impact bodging or lateral pradng ood required sheathing(TC) C gR ) and/or M`'a ( ) i.. =!f f �. o %t + `.• '/ A l „� tity where shown ca f ir `` 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is s the responsibility of of the respective contractor. t 24243 Q /t . O3 �v , SEQ.: 5317433 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 \ 7g / iZ design loads be applied to any component. necessary. end are for - dry condition' of use. , _ (�!� ji $T - • - TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge it • yp„ `J [� fn1 r0 11r71 � `" EX I RES �/p EXPIRES fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. S 6/3 6. This design is furnished subject to the limitations sat forth by 8. Plates shall be located on both laces of truss, end placed so their center /;1 / �( 1 1 J �, / tr= y / - - IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII TPINYTCA In nc./ copies of which will be furnished upon request. Ines coincide with joint center lines. EXPIRES fv I 9. Digits indicate size of plate in inches. Miiek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF #1 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2- 4 =( -94) 33 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. 2- 3 =( -62) 81 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -133/ 487V -94/ 33H 3.50' 0.78 KDDF ( 625) 1'- 10.9' -76/ 71V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 0.0' 0/ 43V -94/ 33H 5.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267° 1.11.11 MAX TC PANEL LL DEFL = - 0.006° @ 0'- 11.6' Allowed = 0.076' MAX TC PANEL TL DEFL = - 0.006' @ 0'- 11.6' Allowed = 0.114' MAX BC PANEL LL DEFL = 0.014' @ 2'- 2.4' Allowed = 0.186' MAX BC PANEL TL DEFL = - 0.015' @ 2'- 4.4' Allowed = 0.249' 12 4.00 MAX HORIZ. LL DEFL = 0.001' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.001' @ 1'- 10.9' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce - resisting system and components and cladding criteria. CO ..c) ' Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, o - interior zone, load duration factor =1.6 M -2,5x4 1 J- 1 2 - 'PROVIDE FULL BEARING:Jts:2,3.4I 5 c �'a _. 4 . ji PROFp . JOB NAME: J -1454 STONE BRIDGE - HJ1 w ,, ' ,- ,,= - c, 0 G`" .. , Scale: 0.7262 . 1 f ', Ct I j 1 i _ ir WARNINGS: GE NOTES, unless otherwise noted: ` ' , 'S lr 1. Builder and erection contractor should be advised of all General Notes 1. This truss design N adequate for the design parameters shown. Review - f +h, 1E dor Truss: HJ 1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the q OR, t i o N 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. ll f ,, jJ Qty 3. All lateral lone resisting elements such as temporary end permanent 2. Design assumes the top and bottom chords to be laterally braced at ,,r ' ✓G DES. BY , BC 2' o.c. and at 10' o.c. respectively unless braced throughout their lenggth by 1x ® ', , • r' � • slabiGy bredng must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). r . ' , *' r V DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + � � ' � (' r �'t 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. 24243 `�° (J.� SEQ.: 5317434 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosNa environment, 1.3 ,.{'► r A j OV design loads be applied to any component. and are for "dry full bearing of use. 0.4..... ✓ ` MIS iv 12 TRANS ID: 350977 6. CompuT us has no control over and assumes no responsibility for the 6. Design assumes lull bearing at all supports shown. Shim or wedge if E fabrication, handling, shipment and Installation of components. necessary. N '1"‘S3 � ES+ 6 /301 3• . Design assumes adequate drainage provided. VrYr1� „�, EXPIRES V/ 1 - 7 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 1,9 (/ / 1 7 ,, J - 11111111111111 I TPINVTCA in SCSI, copies of which will be furnished upon request. Digs coincide n with joint p plate i In an lines. 1V {) l 0 9. Digits indicate size of f a Inches. 10. EXPIRES 1 MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - For basic connector plate design values see ESR -1 ]71, ESR -1989 (MiTek) E {0[ IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2 =( -48) 72 2.4 =( -87) 22 BC: 2x4 KDDF R16BTR SPACED 24.0° O.C. 2- 3 =( -57) 57 TC LATERAL SUPPORT <= 12 °0C. UON. LOADING • BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -128/ 490V -68/ 22H 3.50' 0.78 KDDF ( 625) 3'- 10.9' -59/ 113V 0/ OH 1.50' 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 0.0' 0/ 54V -68/ 22H 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,U16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net( -5 psf) uplift at 24 '0C spacing.) VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.028' 3 - - MAX TL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.038' MAX BC PANEL LL DEFL = - 0.022' @ 2'- 2.4' Allowed = 0.186' MAX BC PANEL TL DEFL = - 0.026' @ 2'- 4.4' Allowed = 0.249' 12 MAX HORIZ. LL DEFL = 0.001° @ 3'- 10.9' 4.00 l7 - MAX HORIZ. TL DEFL = 0.001' @ 3'- 10.9' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the • intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used • throughout. Not to exceed 19% moisture content. • Design conforms to main windforce- resisting '' c3 system and components and cladding criteria. n Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, ° Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 rz o� ► / 4 s M -2.5x4 y )- y 2 -00 •:Q r :: t .• 5 -00 ,� IZ PROF,c�� • r, l0$ 1. � � ,' O - JOB NAME: J-1454 STONE BRIDGE - HJ2 Scale: 0.6762 �� w ,,,,211. tip � i A , 1r WARNINGS: GENERAL NOTES, unless otherwise noted: 1 I ` � � p * � , 1 I 1 WARNINGS: 1. Builder and erection contractor should be advised of an General Notes 1. This truss design is adequate for the design parameters shown. Review . x s , T russ : HJ 2 and Warnings before construction commences. and approval is the responsib Dry of the building designer, not the V (� N 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. , . f d Q3 2. Design assumes the lop and bottom chords to be laterally braced at v �, 3. All lateral force resisting elements such as temporary and permanent , o.c. and at 10' o.c. respective +} r u -. DES . BY: BC stability bracing must be designed by designer of complete structure. continuous sheathin such as ctive wood sheathing(TC) C nless braced throughout drywall( their length by ff r /ix r'•�;- , r 0 .� 26' - � V e plywood eR > rywan(ec). y DATE: 10/8/2012 CompuTrus assumes no responsibl5ry Inc such bracing. 3. 2x Impact bridging or lateral bracing required where shown+ • G- - r ' 4. No load should be appbed to any component until after all bracing and 4. Installation of truss is the responsibiny of the respective contractor. 24243 D i1 . � O� � � r SEQ.: 5317435 fasteners are complete and et no lime should any beds greater than 5. Design assumes tnrsses are to be used in a non-corrosive environment. }, '.� ST> � �1 /� ( (�� design loads be applied to any component. 5. Co and are for "dry condition' of use. tt� S O 8 Design assumes N8 bearing at an supports shown. Shim or wedge If O _ TRANS ID: 350977 mpu Trus has no control over and assumes no responsibility for the necessary. 1" �y fabrication, handbn 7. Design assumes adequate drainage is provided. g, shipment and installation of components. . DD s I ON . A . EXPIRES 6/3011 - n e. This design is famished subject to the limitations set forth by 8. Plates shat be located on both laces of buss, and placed so their center /rt /g / 1 7 .t, .r , IIIIII I II VIII VIII VIII VIII V III IIII IIII TPINYICA in SCSI, coplP of which will furnished on request Digs coincide with t center i inrnch v 9. o indicate size o n c For in nches. a XPiREB /.,.. / 7 MiTek USA, InC. /COm UTfU3 Software 7.6.4 1 L - 10. For basic connector to design values see ESR -1311, ESR -1988 ITek • IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0' IRC 2009 MAX MEMBER FORCES 4WRIDDF/Cq =1.00 TC: 2x4 KDDF #1 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -48) 72 2- 4 =( -54) 35 3 -4 =( -154) 99 BC: 2x4 KDDF R1 &BTR SPACED 24.0' O.C. 2- 3 =( -74) 108 WEBS: 2x4 KDDF STAND LOADING ' TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -136/ 510V -56/ 56H 3.50' 0.82 KDDF ( 625) OVERHANGS: 24.0' 0.0' 5'- 0.0' -24/ 203V -56/ 56H 5.50' 0.32 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or - no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net( -5 psfl uplift at 24 'oc spacing.I M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL= L1240, TL =LI180 '• For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TC PANEL LL DEFL = - 0.066' @ 2'- 4.6' Allowed = 0.274' 5 - MAX TC PANEL TL DEFL = - 0.068' @ 2'- 4.6' Allowed = 0.411' T r MAX HORIZ. LL DEFL = 0.000' @ 0'- 3.5' 12 MAX HORIZ. TL DEFL = 0.000' @ 0'- 3.5' 4.00 L This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. -, NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting system and components and cladding criteria. ul Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, IIWFRS, interior zone, load duration factor =1.6 u7 m 0 o� ► 4 M -2.5x4 M -1.5x3 1 ), y 2 -00 5 -00 _: Ell PROF,c ' ' • Q► ] ON; - V �5" ry4N fi c SS" . ; JOB NAME: J -1454 STONE BRIDGE - HJ3 Scale: Q- 6,62 e , ' -, " ':c = � � - ''`� 1r ► (� „ WARNINGS: GENERAL NOTES, unless otherwise noted: -. ' , \ l ' i v }z ( ,• r 1. Builder and erection contractor should be advised of e8 General Notes 1. This truss design Is adequate for the design parameters shown. Review , r ? a3 / Truss : HJ 3 and Wamings before construction commences, and approval is the responsibility of the building designer, not the I C' j - ^r] a N 2. 904 compression web bracing must be installed where shown +, truss designer or truss engineer. V "r1 Qy 3. AU lateral force resisting elements such as temporary end permanent 2. Design assumes the top and bottom chords to be laterally braced at �, � s � . DES . BY: BC stability bracing most be designed by designer of complete structure. 2' o.c. and at 10 o.c. respectively unless braced throughout their length by J . ) q " continuous sheathing such as plywood sheathing(TC) and/or drywall (BC) C . • t`? ' r 26. U DATE : 10/8/2012 CompuTrus assumes no responsiGfiry for such bracing. 3. 2v Impact bridging or lateral bracing required where shown ++ � r/ - ' i ` 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. Y 24243 w /p O. S EQ.: 5317436 fasteners are complete and at no time shou ld any loads greater than 5. Design assumes trusses are to be used in a nonc J Q � . , orrosive environment. , (� design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. ;4� `IS � ?(� jj' ^ !� ��( , 1 Z TRANS ID: 350977 6. Design assumes full bearing et all supports shown. Shim or wedge It ," _. { J" 'M . necessary. .6/30/ 1 1 fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 4 0NAL _ �!`V � t { �CC C -S . 1 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 / 0 E/ 17 '' IIII II IIIII IIIII IIIII IIIII I III IIIII IIII IIII TPIN upon request. copies re VTCA in BCSI, co les of which will be furnished u q 1 Q (i AWL' ' Ames coincide with oint center lines. 0 9. Digits indicate size plate in vas. 10. MITek USA, Inc. /CompuTrus Software 7.6.4(1 L) - E For basic connector p or plate e design gn values see ESR -1311, ESR -1988 (MITek) 1111011101111 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.0' COND, 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.' TC: 2x4 KDDF Y18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N18BTR SPACED 24.0° O.C. NOTE: Design assumes Dr Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce- resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF P considered for this design. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2 Exp.B, MWFRS, Connector plate prefix designators: interior zone, load duration factor =1,6 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. M,M2OHS,Y18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M -1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. Truss designed for wind loads in the plane of the truss only. 9 -09 9 -09 '1 1' 1' 12 IIM -4x4 12 4.00 17 -3 4.00 DESIGN ASSUMES SHEATHING .--m TO ONE FACE BY OTHERS. /- AaIIIIIIIIIIIIIIIIhhllh co co o • - I 4 5 y i' y y 2 -00 19 -06 2 -00 ,_ '' . � p PROF,c�s JOB NAME: J -1454 STONE BRIDGE - I1 `W v . Scale: 0.3758 y II. � / ' Q r , ' Ot ; ,` WARNINGS: GENERAL NOTES, unless otherwise noted: «. 0 x -- � �� . / 1 ` - I. Builder and erection contractor should be advised of an General Notes 1. This truss design Is adequate for the design parameters shown. Review .p ` ' " Truss : I1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the ?� I J ,� QR. t • t 1 2. 2x4 compression web bracing must be Installed where shown •. truss designer or truss engineer. =" ... 2. Design assumes the top and bosom chords to be laterally braced at p (J 3. All lateral force resisting elements such as temporary and permanent d .4b o 2' . } o.c. and at 10' o.c. respeasvely unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). i 7 e> /)s „ .Z '� _ �+. . DES . BY: BC stability bradng most be designed by designer of complete structure. 2 26 ° C ompu7ms assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bradng required where shown • • ` /� i, - �' '1 DATE: 10/8/2012 v h g p g g 9 q X4 0h - V `�� 4. No load should be applied to any component until after all bradng and 4. Installation of truss is the responsibility of the respective contractor. 24243 V it . r SEQ.: 5317438 fasteners are complete and at no time should any loads cm ads greater than 5. Design assumes trusses are to be used In a nonorsNe environment. ,� R � r 10/8/1Z. TRANS ID: 350977 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsiblty for the and are for "dry condition" of use. B Q � - O ' Design assumes lull bearing et en supports shown. Shim or wedge II necessary. �s / r1p�p 11 Cc fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage Is provided. V s fv�Ay ,.k XP EXPIRES �i =S 6!30113 - 6. This design is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, and placed so their center iv :E/ + (, ' f - J � .,, IIIIII VIII VIII VIII VIII IIlII VIII IIII IIII 7PIANTCA In nc./ copies or which w ll be furnished upon request. Ines coindde with joint center lines. l �I h / 9. Digits Indicate she of plate In Inches. 10. Y r MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) xp IIIIIIIIIII11 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 • TC: 2x4 KDDF H1 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -57) 84 B- 9 =( -180) 412 8- 2 =(- 1153)- 546 11- 6=( -484) 2397 BC: 2x4 KDDF #1 &BTR SPACED 24.0' O.C. 2- 3 =( -2873) 764 9 -10=( -687) 2765 2- 9 =( -484) 2397 6 -12 =( -1152) 546 WEBS: 2x4 KDDF STAND; 3- 4 =( -2444) 729 10 -11 =( -687) 2765 9- 3 =( -179) 154 2x4 KDDF STUD A; LOADING 4- 5 =( -2444) 729 11 -12 =( -180) 412 3 -10 =( -426) 51 '2x6 KDDF #2 B LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -2873) 764 10. 4 =( -246) 1258 DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -57) 84 10- 5 =( -426) 51 TC LATERAL SUPPORT 0= 12'0C. UON. TOTAL LOAD = 42.0 PSF 5 -11 =( •179) 154 BC LATERAL SUPPORT <= 12'0C. UON. - LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0° 24.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -189/ 1053V -21/ 123H 5.50' 0.71 KDDF (1485) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 19'- 6.0' -189/ 1053V -21/ 123H 5.50' 0.71 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =LI180 MAX LL DEFL = - 0.030' @ -2'- 0.0' Allowed = 0.200' . MAX TL DEFL = - 0.034° @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.194" @ 9'- 9.0' Allowed = 0.929" MAX TL DEFL = - 0.328° @ 9'- 9.0' Allowed = 1.239" MAX LL DEFL = - 0.030' @ 21'- 6.0' Allowed = 0.200' MAX TL DEFL = - 0.034' @ 21'- 6.0' Allowed = 0.267° MAX HORIZ. LL DEFL = 0.100° @ 19'- 3.2° MAX HORIZ. TL DEFL = 0.169• @ 19'- 3.2' 9 - 9 - This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 5 - 4 - 4 - 5 - shall verify that this parameter fits with the '( 1' T . •( intended use of this component. 12 12 NOTE: Design assumes 'Dry Doug. Fir Lumber' used 4:0017 M - 4x6 1 4.00 throughout. Not to exceed 19% moisture content. 4 Design conforms to main windforce- resisting ,O system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, M - 3x6 M - 3x6 Enclosed, Cat.2 Exp.B, MWFRS, 3.0" interior zone, l oad duration factor =1.6 r� ee , mii 10 • M -5x14 M -5x8 M -5x14 Mos mf- 9 11 - _ - -_ 12 ° B M -6x8 M -6x8 � � . .B � M -1.5x3 M -1.5x3 0 2 "50 - 2.50 0 12 12 ; 1' J° J ) 4 -11 -08 4 -09 -08 4 -09 -08 4 -11 -08 J- 1 J. J.- 1 2 -00 9 -09 9 -09 2 -00 y J. y y 2 -00 - 19 -06 2 -00 �� • 0PROFe, �' J O!f � � ". -, , � . - - - • • , , ` ° / ° JOB NAME : J -1454 STONE BRIDGE - I2 , 4N- " w r ,w , , ( co Scale: 0.2750 � 1 1 1 - - .... / 1 � WARNINGS: GENERAL NOTES, unless otherwise noted: Bti ✓ 1. Builder and erection contractor should be advised bf all General Notes 1. This truss design is adequate for the design parameters shown. Review , -„ i°' C ?; s1 Truss : I 2 - and Wamings before construction commences. end approval Is the responslbiety of the building designer, not the y p ✓ 0R ,� N 2. 2x4 compression web bracing must be installed where shown +. - truss designer or truss engineer. ✓ LJI'l L , 2. Design assumes the lop and bottom chords to be laterally braced at t ' tw Q 3. Alt lateral force resisting elements such as temporary and permanent $ji F. .. -1/ �O� - / . ) i. r DES . BY : BC 2' o.c. and at 10' c.c. respectively unless braced throughout then' length by such as r v� t •� 6 >,r • stability bracing must be designed by designer of complete structure. continuous sheathing �' responsibility C ora uTrus assumes no Plying r -,`! �. , y ,t DATE : 10/8/2012 P p ly for such bradn 0 3. In Impacth of or lateral brbracing ng re requaireed d w where here s shown wn ++ drywell(BC). (j�/y ' "' �♦ra 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. ' 2424 - (,/ �1 a,), SEQ.: 531743 9 fasteners are complete and at no time shou ld any loads greater than 5. Design assumes trusses are to be used In a noncorrosive environment, g t J" , R J " O 1 design loads be applied to any component, and are for "dry condition" of use. O �✓ j IA J ^'� ' � � \ } V ¢( . % } ,<,, !o Y` / /z TRANS 350977 5. CompuT us has no control over and assumes no responsibility tar the 6. pecessa ssumes lull beabearing at a8 supports shown. Shim or wedge it / t 'm �+ fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. '' C+l� ` p J �!30t i 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 10/6 //2' ,;. r / r ' - - 11111111111111011111111 I TPINVTCA In nc./ copies of which will r furnished upon request. noes coincide with joint center lines. � I 9. Digits Indicate size of plate in inches. MiTek USA InC.ICompuTrus Software e 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIiIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF #1 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -2878) 927 7. 8 =( -110) 313 7- 1 =( -872) 345 4 -10 =( -179) 154 BC: 2x4 KDDF M1 &BTR SPACED 24.0' O.C. 2- 3 =( -2446) 797 8- 9 =( -865) 2769 1- 8 =( -727) 2402 10- 5 =( -526) 239B WEBS: 2x4 KDDF STAND; 3- 4 =( -2446) 793 9 -10 =( -734) 2766 8. 2 =( -180) 164 5.11 =( -1170) 558 2x4 KDDF STUD A; LOADING 4- 5 =( -2875) 812 10 -11 =( -185) 418 2- 9=s-451 138 2x6 KDDF N2 B LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -57) 84 9- 3 =(.297) 1260 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 4 =( -426) 51 TOTAL LOAD = 42.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 0.0' 24.0' 0'- 0.0' -114/ 811V • -81/ 123H 5.50' 0.55 KODF (1485) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 6.0' -191/ 1069V -81/ 123H 5.50' 0.72 KDDF (1485) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL =L/240, TL =L/180 MAX LL DEFL = - 0.195' @ 9'- 9.0' Allowed = 0.929' MAX TL DEFL = - 0.328' @ 9'- 9.0' Allowed = 1.239' MAX LL DEFL = - 0.030' @ 21'- 6.0 "_ Allowed = 0.200' MAX TL DEFL = - 0.034' @ 21'- 6.0' Allowed = 0.267' MAX HORIZ. LL DEFL = 0.100' @ 19'- 3.2' MAX HORIZ. TL DEFL = 0.169' @ 19'- 3.2' This truss does not include any time dependent deformation for long term loading (creep) in the 9 - 9 - total load deflection. The building designer T T i shall verify that this parameter fits with the 5 - 4 - 4 - 5 - intended use of this component. T f 1 1 1 ' NOTE: Design assumes 'Dry Doug. Fir Lumber' used 12 12 throughout. Not to exceed 19% moisture content. 4.00 L' M - 4x6 a 4.00 Design conforms to main windforce- resisting 4.0" system and components and cladding criteria. 3 , S Wind: 110 mph, h =15ft, TCDL =4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, M 3x6 ' M 3x6 interior zone, load duration factor =1.6 y 3.0° 9 • M -5x14 M -5x8 M -5x14 8 10 __ 11 co • 7 �- M -6x8 M -6x8 _ B o M -1.5x3 M -1.5x3 0 2.50 2.50 - 12 12 y J- - y y 4 -11 -08 4 -09 -08 4 -09 -08 4 -11 -08 y J- y 1' 9 -09 9 -09 2 -00 ; ), y 19 -06 2 -00 • 4, » PROPp" • p � � . , _. JOB NAME: J -1454 STONE BRIDGE - I3 a ' 4 ti � ' Scale: 0.2961 1 •/ Q ,v / � r 1 1 WARMNGS: GENERAL NOTES, unless otherwise noted i - v ° I ' - 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review a y cult Z• .� t ; � , . illi 4 Truss : 13 and Warnings before construction commences. and appro Is the responsibity of the building designer, not the x - d 2. 204 compression web bracing must be installed where shown «, truss designer or truss engineer. r ' rr OR 2. Design assumes the top and bottom chords to be laterally braced at 'S } C• 3. All lateral force resisting elements such as temporary and permanent ,r• s v © g DES. BY: BC 2' o.c. and at 10' o.c. respectively respectively unless braced throughout their length by /� )' Motility bracing must be designed by designer of complete structure. continuous sheathing d II C . ° I CompuTrus assumes no responsibility for such bracing. 1. 2x Impact bridging or lateral bracing sheathin g required where sham �' 26. - U DATE: 10/8/2012 plywood g() and /or m+a ce > st f y .t • e sho+ + �• basic � f 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. r 24243 . �b f N SEQ.: 5317440 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. 11 R M 0 - , 8 j f !z TRANS ID: 350977 and are for "d co ndition' 01 use. rv Design loads be applied to any component. D' O �fST 6. Design ass fug bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no respons b fiy for the+ �� y � .[ �` f• C 1 fabrication. handling, shipment and Instigation of components. 7. D D assumes adequate drainage is provided. S / V ) � 1 Nlnr` r p LY' _ EXPIR V�30 - 6. This design is furnished subject to the limitations set forth by 8. Plates shag be located on both faces of truss, and placed so their center /0/ U/ I'7 " 1111111111111111111111111111111 MiTek USA, lnC. /CompuT S I SoftW Software 7.6.4(1 L)•_E request iT For co nector 9. Digpla 1 0. te design values see ESR -1311, ESR -1988 (MiTek) f M / 3 _ , its Indicate size of late in inches. 111111111111 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 8-00-00 GIRDER SUPPORTING 15-10-00 IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF q1 &BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1 -2 =( -1954) 277 1 -4 =( -258) 1743 4 -2 =( -115) 1287 BC: 2x6 KDDF #1&BTR 2.3 =( -87) 107 4 -5 =( -251) 1665 2 -5 =( -1836) 267 WEBS: 2x4 KDDF STAND; LOADING 5 -3 =( -114) 78 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 172.9) +DL( 137.6)= 310.5 PLF 0'- 0.0' TO 8'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12'OC. UON. 0'- 0.0' -211/ 1529V -71/ 99H 5.50' 2.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0' -208/ 1467V -71/ 99H 5.50' 2.35 KDDF ( 625) Single member as shown. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Hangers attached to the bottom chord will have 1.5' max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net( -5 nsfl uplift at 24 'oc spacing.' •• For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= L1240, TL =L(180 MAX LL DEFL = - 0.024' @ 4'- 0.0' Allowed = 0.354' Connector plate prefix designators: MAX TL DEFL = - 0.040' @ 4'- 0.0' Allowed = 0.472' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = 0.006' @ 7'- 8.5' MAX HORIZ. TL DEFL = 0.010' @ 7'- 8.5' This truss does not include any time dependent deformation for long term loading (creep) in the 4 - - 3 - - total load deflection. The building designer '( -( .( shall verify that this parameter fits with the 12 intended use of this component. • 4.00 NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. M - 1.5x3 Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, If Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 M - 3x6 cx co OD CD Ca I ® ° ® :1Mi I 1 ► 4 •• 5 M -8x10 M -3x8 M -5x8 y J 1 4 -00 -01 3 -11 -15 8 -00 WEDGE REQUIRED AT HEEL(S). f PRO/ JOB NAME: J-1454 STONE BRIDGE - I-GIRD Scale: 0.5484 y w / li 1 ■ WARNINGS: GENERAL NOTES, unless otherwise noted: V l A ;c - 06 6 1. B and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review r r 'ZI a . Truss : I -GIRD and Warnings before construction commences. and approval Is the responsibility of the budding designer, not the " ' '' ^R.* r 2. 2x4 compression web bracing must be installed where shown +, truss designer or buss engineer. ,�� . , ,, OR ' !}� 2. Design assumes the top and bottom chords to be laterally braced at ., a 3. An lateral force resisting elements such as temporary and permanent (� -'F d , .` ry DES. BY: BC stability bracing must be designed by designer of complete structure. 2' o and at 10 o.c. respec unless braced throughout their length by continuous / Q , G � �. • ,� ; tinuous sheathing such as plywood sheathing(TC) and /or drywall( 6 / . yt(j r C). , .r 2 6 r U DATE : 10/8/2012 CompuTrus assumes no responsibmty for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ tf ' j `` � es 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. 24243 �(! SEQ.: 5317441 fasteners are complete end at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment. A , ( ► TRANS ID: 350977 CompuTrus A , 1� design loads be applied to any component. and are for 'dry condition' of use. r ' Q IS ,G" v 1 Z 6. Design assumes full bearing at all supports shown. Shim or wedge if �?'- 5. has no control over end assumes no for the necessary. fabrication, handing, shipment and Installation of components. 7. Design assumes adequate drainage is provided. S`V pr�•11 NAt. ,2 EXPIRES 61 30113 -. 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 // Q (jj (i K I 7 - y w = - 111111 VIII I III VIII VIII I III VIII IIII IIII TPINVrCA in BCSI, copies of which will be lurnlahed upon request. Digs coincide with joint center lines. I 9 - 9. ODigitsIndicatt e size of plate te In inches. n MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MITek) E XPIRES 4 1 ( / 3 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER - LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -5 =( -107) 38 2 -3 =( -633) 445 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3 =( -342) 484 WEBS: 2x4 KDDF STAND 3 -4 =( -73) 101 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1 -03 -12 1 -03 -12 0'- 0.0' -136/ 600V -108/ 39H 5.50' 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9' -183/ 69V 0/ OH 1.50' 0.11 KODF ( 625) OVERHANGS: 24.0' 0.0' 6'- 0.0' 0/ 58V -108/ 39H 5.50' 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc COND. 2: Design checked for net( -5 osfl uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.036' @ -2'- 0,0' Allowed = 0.200' MAX TL DEFL = - 0.041" @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.008° @ 1'- 2.1' Allowed = 0.070' 1 - - MAX TL DEFL = 0.009' @ 1'- 2.1' Allowed = 0.093' i MAX LL DEFL -= 0.000' @ 0'- 0.0' Allowed = 0.178' MAX BC PANEL TL DEFL = - 0.026' @ 3'- 1.4' Allowed = 0.321' 12 MAX HORIZ. LL DEFL = - 0.007' 0 1'- 10.9' 4.00 7 MAX HORIZ. TL DEFL = - 0.008' @ 1'- 10.9' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used M - 2.5x4 - throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting v system and components and cladding criteria. A- 1110 r Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, o Enclosed, Cat.2 Exp.B, MWFRS, co interior zone, load duration factor =1.6 0 mg o I 2x 5 M -3x6 J y 2 - (PROVIDE FULL BEARING:Jts:2.4.51 6 - �. 30H ., o PROFFss� � t� -; GiNE- „ W /. ,vq <4 , , y: ' 2 ok JOB NAME: J-1454 STONE BRIDGE - J1 sale, Q -668, p ; i , WARNINGS: GENERAL NOTES, unless otherwise noted: ' 0 0 7" T I 1 t • I 1. Builder and erection contractor should be advised of an General Notes 1. This truss design Is adequate for the design parameters shown. Review i f + �, . j , t' n � •- Truss: J 1 and Warnings before construction conanences. and approval is the responsibility of the building designer, not the 1 t 2 OR! 0 2. 204 compression web bracing most be Installed where shown •. truss designer or truss engineer. -� • rnk ✓ '� 2. Design assumes the top and bottom chords to be laterally braced at . V T,. /h i (� 3. An lateral force resisting elements such as temporary and permanent t () ' DES. BY: BC stabi6 h bracing must be d of corn structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as pywood sheathing(TC) and/or drywall(BC). 1 , I+ tf ' Q'� Y Z6 r �- v g es9 ned by desi ner 9 P lete .t V DATE: 10 / 8 / 2012 CompuTrus assumes no responsibifily for such bracing. 3. 2x Impact bridging or lateral bradng required where shown r * L,/� r 4. No load should De eppfied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. r: 24243 (/ H� � SEQ .: 5317442 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used In a non-corrosive environment. ,4 i ! R Al �. J 0 /J iV / � design loads be appried to any component and are for 'dry condition" of use. O S G� - O TRANS I D : 350977 5. CompuTrus has no control over and assumes no responsib 6ry for the 6. Design assumes full bearing et e0 supports shown. Shim or wedge it ' ks ( necessary. c. _ C fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. SIONAL0.. EXPIRES 6130113 - S S . This design is furnished subject to the limitations set forth by . Plates shag be located on both faces o1 truss, and placed so their center ( 1 � / /7 , - , , u ; - - (IIIIII VIII VIII VIII VIII IIII VIII IIII IIII TPI/ U Ain nc. copies of which will r furnished upon request. fines coincide with joint P center Ines. fVV �� x�( I R / 9. Digits indicate size of late In inches. . J j,, MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR- 1985 (MiTek) MINIM This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2.5 =( -81) 27 2 -3 =( -610) 429 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3 =( -382) 545 WEBS: 2x4 KDDF STAND 3.4 =( -38) 60 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2 -00 -00 2 -00 -00 0'- 0.0' -123/ 528V -81/ 28H 5.50' 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -86/ 113V 0/ OH 1.50' 0.18 KDDF ( 625) OVERHANGS: 24.0' 0.0' 6'- 0.0' 0/ 58V -81/ 28H 5.50' 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND, 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L1180 AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041° @ -2'- 0.0' Allowed = 0.267° MAX LL DEFL = - 0.044' @ 1'- 10.0" Allowed = 0.170' MAX TL DEFL = - 0.044" @ 1'- 10.0' Allowed = 0.226' 3 - - MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078" MAX TL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105' 12 MAX HORIZ. LL DEFL = 0.018' @ 3'- 10.9' 4.00 7 MAX HORIZ. TL DEFL = 0.018" @ 3'- 10.9' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. M - 2.5x4 0 Design conforms to main windforce- resisting system and components and cladding criteria. wr 001 7 Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =l.6 o o o 11 2► ►'S M -3x6 1 J y 2 -00 (PROVIDE FULL BEARING:Jts:2.4.5I 6 -00 ti�E PRO FFS` JOB NAME: J -1454 STONE BRIDGE - J2,�, �� ` ��ti ' � � � ��' Scale: 0.6181 ti, � Q i � - - r , \ WARNINGS: GENERAL NOTES, unless otherwise noted: ♦ y `- a t � I 1 . 1 1. Builder and erection contractor should be advised of an General Notes 1. This truss design is adequate for the design parameters shown. Review <t '� S y, � ` - i • Truss : J2 and Warnings before construction commences. and approval is the responsibibty of the building designer, not the / '44' p r-�h r , / 2. 2x4 compress web bracing must be installed where shown +, truss designer or truss engineer. =' ` ✓ iJR 3. An lateral and permanen l force resisting elements such as temporary t 2 . Design assumes the top and bottom chords to be lateraly braced al rl '"..1.1' G DES . BY: B 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 1 /{ i 4 ; • slebilty bracing must be designed by designer of complete structure. continuous sheathing plywood in such as e responsibility shoed where and /or drywall(BC). ( l/ 5 26 r �U DATE : 10/8/2012 C om P uTrus assumes no F onsibip ty for such bracing. 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. t 24243 O fb A SEQ.: 5317443 fasteners are complete and at no time should any . loads non- corrosive greater than 5. Design assumes trusses are to be used In In nonorrosive environment, ,t` /4 • JOY " design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibilty for the and are for 'dry condition" of use. O R tST ..C'1 ! . , (v / % f 2 TRANS I D : 350977 6. Desi assumes fug bearing at all supports shown. Shim or wedge If �(QQ 7. fabrication, handling, shipment and Installation of components, Design ry' assumes adequate drainage •, ' ( "S i Q ^ 6��}" _ p � V t s o ftru idea. t S 6. This design Is famished subject to the limitations set forth by 8. Plates shall hall b be located on n both bath faces of truss, and placed so their center II �� QQ • ' r - - III III II IIIII III I IIIII VIII VIII (III (III TPI/WTCA In SCSI, copies of which will be furnished upon request. pigs coincide with joint center lines. //12' V /Q - ' 9. Digits indicate size of f p plate te in Inches. MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MITek) f Exl�1REs J , {� r - EXPI "SL IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -5 =(0) 0 2 -3 =( -617) 439 BC: 2x4 KDDF NISBTR SPACED 24.0° O.C. 2.3 =( -379) 543 WEBS: 2x4 KDDF STAND 3 -4 =( -47) 54 LOADING ' TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2 -00 -00 2 -00 -00 0'- 0.0' -148/ 556V -55/ 17H 5.50° 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) OVERHANGS: 24.0' 0.0' 5'- 11.7' -83/ 177V -55/ 17H 1.50' 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oG spacigg.l M,M2OHS,M18HS,1116 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' 5 MAX LL DEFL = - 0.119' @ 1'- 10.0' Allowed = 0.254' MAX TL DEFL = - 0.125' @ 1'- 10.0' Allowed = 0.339' I 'I MAX HORIZ. LL DEFL = 0.046' @ 5'- 10.9' 12 MAX HORIZ. TL DEFL = 0.049' @ 5'- 10.9' 4.00 17 This truss does not include any time dependent deformation for long term loading (creep) in the • total load deflection. The building designer shall verify that this parameter fits with the intended use of this conponent. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce - resisting system and components and cladding criteria. M - 2.5x4 v Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, N- Enclosed, Cat.2, Exp.B, MWFRS, ° interior zone, load duration factor =l.6 cm co I G i O ir 2I•� 5�� M -3x6 y b ), 2 -00 •;r I t • 6 -00 s � O PROpp '-., P►30114, , o � 45 JOB NAME: J-1454 STONE BRIDGE - J3 ,., .�� -. w.l�� v1'r� <_ ; 4 . `�` Scale: 0.6056 1 rA v 1 )� WRNINGS: GENERAL NOTES, unless otherwise noted: , / ` � t� � , 11 I. Builder and erection contractor should be advised of an General Notes 1. This truss design Is adequate for the design parameters shown. Review - _.r , d, 0R, - ' Truss : J3 and Warnings before construction commences- and approval Is the responsibility of the building designer, not the 7 , • Z tow 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. d. 0/ 4 , ', c ,. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at � 'Lx �j • DES . BY : BC stability bracing must be designed by designer of complete structure. 7 o.c. and at 10' o.c- such as unless braced throughout their length by / -, r 7 8 continuous sheathing such as plywood ing(rC) and/or drywall(BC). I J.r is = li. + , 26 r DATE : 10 / 8 / 2012 CompuTrus assumes no responsibility for such bracing- 3. 2x Impact bridging or lateral bracing required aired where shown ++ { r 4. No load should be applied to any component unit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - 24243 (1 S EQ .: 5317444 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses ere to be used In a non -corrosive environment , . k � ('1 TRANS I D : 350977 �. J 0 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the end ere to,'dry condition of use. !4 O j � �C'�' G" � . J /z 6 Desi assumes fug beating at all supports shown. Shim or wedge if S fabrication, handlin components. necessary. 0• shipment and Installation o1 po nents. 7. Design assumes adequate drainage is provided. Z r' , S �dNAL EXPIRES 6130113 6. This design is furnished subject to the limitations set forth by B. Plates shag be located on both laces of truss, and placed so their center 'I IV / � r - - - _ TPIIWTCA in BCSI, copies of which will be famished upon request. lines. U l I (� 111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII For b g. sIndicate ecoa1atdIng nas - NI /3 Mi USA, Inc./CompuTrus Software 7.6.4(1 L) - 1 0. For basic connector plate e design Ines coincide with joint center lin values see ESR -1311, ESR -1988 (MiTek) EXPIRES IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IRC 2009 MAX MEMBER FORCES 4WRIDDF/Cq =1.00 TC: 2x4 KDDF #1 &BTR - LOAD DURATION INCREASE = 1.15 1 -2 =) -48) 72 2.6 =(0) 0 2 -3 =( -614) 427 BC: 2x4 KDDF N1 &BTR SPACED 24.0' O.C. 2 -3 =( -378) 544 WEBS: 2x4 KDDF STAND - 3 -4 =( -45) 65 LOADING 4.5 =( -70) 28 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12 °OC. UON. DL ON BOTTOM CHORD = 10.0 PSF ' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LETINS: 2 -00 -00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -1441 545V -67/ 22H 5.50' 0.87 KDDF ( 625) OVERHANGS: 24.0' 0.0' 5'- 9.2' 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -169/ 360V 0/ OH 1.50' 0.46 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 7'- 11.7' -25/ 35V -67/ 22H 1.50' 0.06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. IIOND, 2: Design checked for nett -5 psfl uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L1180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.082' @ 1'- 10.0' Allowed = 0.254' MAX TL DEFL = - 0.085° @ 1'- 10.0' Allowed = 0.339' 7 - - MAX HORIZ. LL DEFL = 0.033' @ 5'- 11.2' '( - MAX HORIZ. TL DEFL = 0.034' @ 5'- 11.2' 12 This truss does not include any time dependent 4.00 deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 0 NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 195 moisture content. rj Design conforms to main windforce- resisting system and components and cladding criteria. v Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, o Enclosed, Cat.2 Exp.R, MWFRS, M - 5x6 interior zone, load duration factor =1.6 c rlY o m 2 0E7E4 8 ►a M -3x6 1' b J. y 2 -00 6 -00 1 -11 -11 (PROVIDE FULL BEARING:Jts:2.6.4.51 3> ti �� PRO i 1O / � ` t a ° ' � °GtNfic�; � JOB NAME: J -1454 STONE BRIDGE - J4 ,� w 1h C - , : A Scale: 0.5206 ! T. WARNINGS: GENERAL NOTES, unless otherwise noted: �� 11 �! 1. Builder and erection contractor should be advised of an General Notes 1. This truss design is adequate for the design parameters shown. Review + � ." dx Truss : J4 and Warnings before construction commences. and approval is the responsibility of the building designer, not the I 1 ;: 2 OR r C • 2. 2x4 compression web bracing must be Installed where shown •, truss designer or truss engineer. x 1 Jr� Q3 3. Ag lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at ,yr dG DES . BY: BC stabit ty bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by x } / � ' � continuous sheathing such as plywood sheathing(TC) and /or drywali(BC), qr t j., # • y • ..� 26, ,' � V , DATE : 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown • • G 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. 24243 , lb 1 c]. SEQ.: 5317445 fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a non-corrosive environment. .q - ' O { design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. " ' Design assumes bearing at supports shown. Shim or wedge ��' Q ` jt {� ^'�'�,G' " /U �p / /2 TRANS ID: 350977 8 Desi full bt ati ts sh Shid if ' ' ' a_ S VI ♦rt fabrication. handling, shipment and Installation of components. 7. ry - � 1 �� A �"" /1��I�F..] �/ �j c 6/30113 . P assumes adequate drainage Iss a. - 6. This design is furnished subject to the limitations set forth by 8. Plates es shall be located on both laces of f truss, placed so their center P 10 and u �7 � 7PI In SCSI, copies o f which will be furnished upon request. lines coincide with Dint center lines. U / I L 1 1111111111111411111111 u P P 9. Digits Indicate size of plate in inches. MiTek USA, Inc./CompuTrus which Software furnished L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 WOOF #1&BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -6 =(0) 0 2.3 =( -613) 426 BC: 2x4 KDDF q1 &BTR SPACED 24.0° O.C. 2 -3 =( -378) 544 WEBS: 2x4 KDDF STAND 3 -4 =( -45) 65 LOADING 4 -5 =( -79) 37 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2 -00 -00 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pp) 0'- 0.0' .141/ 539V -81/ 28H 5.50' 0.86 WOOF ( 625) OVERHANGS: 24.0' 0.0' 5'- 9.2' 0/ 58V 0/ OH 5.50' 0.09 KODF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -180/ 383V 0/ OH 1.50' 0.49 KODF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 9'- 11.7' -40/ 107V -81/ 28H 1.50' 0.17 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY, 'COND. 2: Design checked for net( -5 osf) uplift at 24 'oc spacing.) ' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.085' @ 1'- 10.0' Allowed = 0.254' MAX TL DEFL = - 0.087' @ 1'. 10.0° Allowed = 0.339" MAX HORIZ. LL DEFL = 0.034' @ 5'- 11.2' MAX HORIZ. TL DEFL = 0.034' @ 5'- 11.2' 9 - - This truss does not include any time dependent f T deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 4.00 -/ intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used ) throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: � 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, v Enclosed, Cat.2 Exp.B, MWFRS, 0 1 interior zone, load duration load M -5x6 °' o Flird o m 2► 6 =� M -3x6 y y ), 2-00 6 -00 IPROvIDE FULL BEARING:Jts:2.6.4.51 3 -11 -11 I ti �tO PROFFS O JOB NAME: J -1454 STONE BR - J5 �� w� 1 j ;►. �� "�.� Scale: 0.4546 tw f � l. ` 1 1 .' � . 1 i WARNINGS: GENERAL NOTES, unless otherwise noted: / Ill.:. . =t k ( 1 1. Bulkier end erection contractor should be advised of as General Notes 1. This truss design Is adequate for the design parameter: shown. Review ) 'w . � Truss : J 5 and Warnings before construction commences. and approval is the responsiM6ly of the building designer, not the I •" N QR. � N 2. 2z4 compression web bracing must be Installed where shown +. truss designer or truss engineer. w ; . ✓ 47 2. Design assumes the top and bosom chords to be laterally braced at DES. BY: BC 3 An lateral force resisting elements such as temporary and permanent o.c. end at 10' o.c. respectively unless braced throughout their length by z y / ;. O �/ Y 26 � U 9 � .. • steblfity bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). <i( .' 7 R' - DATE : 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown * a ',r T d. Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contactor. 24243 fD A J 0 . SEQ.: 5317446 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a corrosive environment, R �'i ) r,•! design bads be applied to any component. end are tor'dry condition' of use. h a tCts t l !c • p, /2- TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsib Gty for the 6. Design assumes fun bearing at all supports shown. Shim or wedge if necessary. I p EXPIRES fabrinatlon, handling, shipment and Installation of components. 7, Design assumes adequate drainage Is prov ! V l0N`a� ' - I S 6/30113 8. This design Is furnished subject to the limitations set forth by . B. Plates shad be located on both faces of truss, and placed so their center /,'1 (J )/ 7 ,E TPIANTCA in SCSI, copies of which will be furnished upon request, lines coincide with joint center lines. I (i r IIIIII III IIIII 1110 1011 1E11 IIII 111 9 Digits indicate size plate g III ( cvas EXPIRES ` MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - E 10. For basic connector p or plate te design design values ties ESR -1311, ESR -1986 (MiTek) r IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF 141 &BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -7 =(0) 0 2.3 =( -613) 427 BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. 2 -3 =( -378) 544 WEBS: 2x4 KODF STAND 3.4 =( -45) 72 LOADING 4 -5 =( -78) 33 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6 =( -95) 40 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 2 -00 -00 2 -00 -00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0' 0'- 0.0' -142/ 541V -94/ 33H 5.50° 0.87 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 5'- 11.2' -174/ 372V Of OH 1.50' 0.48 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 9'- 11.2° -84/ 220V 0/ OH 1.50' 0.28 KDDF ( 625) M,M2OHS,M18HS,1116 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11'- 11.7' -23/ 49V -94/ 33H 1.50' 0.08 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. ICOND. 2: Design checked for net( -5 psfl uplift at 24 'oc spacing] VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = - 0.084' @ 1'- 10.0' Allowed = 0.254' MAX TL DEFL = - 0.087' @ 1'- 10.0' Allowed = 0.339' MAX HORIZ. LL DEFL = 0.033' @ 5'. 11.2' MAX HORIZ. TL DEFL = 0.034' @ 5'- 11.2° This truss does not include any time dependent deformation for long term loading (creep) in the 11 -11 -11 total load deflection. The building designer -1 '( shall verify that this parameter fits with the intended use of this component. 4.00 12 0 NOTE: Design assumes 'Dry Doug. Fir Lumber' used �t throughout. Not to exceed 19% moisture content. Design conforms to main windforce- resisting li • system and components and cladding criteria. Wind: 110 mph, h =25ft, TCOL= 4.2,BCDL =6.0, ASCE 7.05, v Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1-6 h o v M -5x6 i 2 7* m M -3x6 y 1. 1' y 2 -00 6 -00 5 -11 -11 )PEOVIDF FULLBEARINS;Jts12,1,4.,5,6] 4 g,O PROFA: ' . JOB NAME: J -1454 STONE BRIDGE - J6 �w �' c? JOB , S 0.3917 I ' ti / Q � WARNINGS: GENERAL NOTES, unless otherwise noted: _ � I a c ti 1. Builder and erection contractor should be advised of ail General Notes 1. This truss design Is adequate for the design parameters shown. Review r , It:, � •I. 9 T r ii S S : J6 and Warnings before construction commences. and approval is the responsibility of the building designer, not the / .d ,t OR, N 2. 2x4 compression web bracing must be Installed where shown +. truss designer or truss engineer- + X, co uTrus has no control over end assumes no 3. A0 lateral force resisting elements such es temporary and permanent 2. Design assumes the tap and bottom chords to be laterally braced at 3 z s G DES. BY BC stabi6ry bradn / � ,; Q Ag ; • g nwst be designed by designer o /complete structure. 2' o end at 10' o.c. respectively unless braced throughout their let gg th by � continuous sheathing such as bracing plywood sheathing(TC) and/or drywati(BC). ,f f i e, ' - U - DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bradng required where shown + + / 1 $ ' l�/ - V ��. bracing x 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. 24243 Q /b ; ' ' �1 _,, S EQ .: 5317447 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used Inc noncorrosive environment, , ( , ,j �N design loads be applied to any component. 5. end ere for "dry condition" of use. 8, m Q , ` 15ItT - t 10 r / f Z TRANS ID: 350977 Corn responsibility Design assumes lull bearing at all supports shown. Shim or wedge if p ponsibi6 for the necessary. `L � , Y , S n x fabrication handsng, shipment and Installation of components. 7. Design ssumes adequate drainage is provided. n i P' ,,._ �� '°'rQNAt • EXP I RE'S Vl3016/30113 . - . 6 9 1 . This design is furnished subject to the limitations set forth by 8. Plates shall be located an both faces o buss, and placed so their center r �,�1 (j) 7 1111111111111111111 TPIANfCA In SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. / U (} ( I Z Ice y " " 9. Digits Indicate size of plate in Inches. MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design val see ESR -1311, ESR -1988 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF R1 &BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -7 =(0) 0 2.3 =( -614) 420 BC: 2x4 KDDF 111 &BTR SPACED 24.0' 0.C. 2 -3 =( -372) 544 WEBS: 2x4 KDDF STAND 3 -4 =( -45) 86 LOADING 4 -5 =( -78) 48 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6 =( -106) 47 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF . - LETINS: 2-00-00 2.00 -00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0,0' 0'- 0.0' -143/ 543V -107/ 39H 5.50' 0.87 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 58V Of OH 5.50' 0.09 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 5'- 11.2' -167/ 356V Of OH 1.50' 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 9'- 11.2" -119/ 289V 0/ OH 1.50' 0.37 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7' -52/ 110V -107/ 39H 1.50' 0.18 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 'COND. 2: Design checked for net( -5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.036' @ -2'- 0.0" Allowed = 0.200' NAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' NAX LL DEFL = - 0.082' @ 1'- 10.0' Allowed = 0.254' MAX TL DEFL = - 0.085' @ 1'- 10.0' Allowed = 0.339' MAX HORIZ. LL DEFL = 0.032' @ 5'- 11.2' MAX HORIZ. TL DEFL = 0.033' @ 5'- 11.2' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 13 - - shall verify that this parameter fits with the ' - intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used 12 , throughout. Not to exceed 19% moisture content. 4.0017 Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =25ft, TCDL= 4.2,BCOL =6.0, ASCE 7 -05, 1,1 Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 co 0 uo M -5x6 co S • [ m ,e M -3x6 y 1 y y 2 -00 6 -00 7 -11 -11 , ) 111" 1 Z 1 ) !" . 111 4 ''. ' S':',:g.:=AN4'. : JOB NAME: J -1454 STONE BRIDGE - J7 GENERAL unless � . A. o � / ' Scale: 0.3483 � 1 WARNINGS. a S , ' i � )O _.._.„ r1 • 1 , ` 1. Builder and erection contractor should be advised of a General Notes 1. This truss design Is adequate for the design parameters shown. Review x 1 1e,/ Q. � lz � ' , Truss: J 7 and Warnings before construction commences. • and approval is the responsibility of the building designer, not the y ! QR. rj 2. 2x4 compression web bracing must be Installed where shown +. buss designer or truss engineer. r' f ✓ 2. Design assumes the top and boftom chords to be laterally braced at 0 3. All lateral Icing resisting elements such as temporary and permanent ".3 " `+' G h a ply unless braced throughout dry length ). c end at 1p' t (' - DES. BY : BC stab firy bracing must be designed by designer of complete structure. continuous mucus sheethl him respectively such as wood sheathing(TC) C and/or d 11e (fj ) C . $:, .. },G Y 26 r U re pty e() ry a €t !! #..� . t r't DATE: 10/8/2012 CompuTrus assumes no responsidfiry for such bracing. 3. br Impact bridging or lateral bracing required where shown ++ n 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibitty of the respective contractor. r- 24243 40 A 1 O �' z `ry . SEQ. : 5317448 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. ,+(1 J / v design loads be applied to any component. 5. CompuTme has no control aver and assumes no responsibility for the Design and are assumes lug bear ing for - dry full ari ng et all supports shown. Shim or wedge it h of use. 6. D y ; Q„, SF { j G" ,i. M r � C / / fabrication, handling, components. Decessary. sign g. shi P ment and Installation of P° nents. 7. n e essary sumesadequatedrainageisprovided. i ,� ..� ' -. � TRANS ID: 350977 EXPIRES 6 1 3 0113 9. This design Is furnished subject to the limitations se f rih by 8. Plates shall be located on both faces of buss, and placed no their center / r - T PIAMCA in BCSI, copies of which win be furnished upon request. tines coincide with joint center fines. / 1 U . I ' 111111IIIIIIIIIIlillIIIIIIII IIIIIIIIIIIII For b 9. indicate size plate design s ve EXPIRES / , Mi USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector r plate e design gn values see ESR -1311, ESR -1988 (MITek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7' IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2 -8 =(0) 0 2 -3 =( -614) 417 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2 -3 =( -371) 544 WEBS: 2x4 KDDF STAND 3 -4 =( -46) 101 LOADING 4 -5 =( -78) 61 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5 -6 =( -105) 45 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.7 =( -124) 51 TOTAL LOAD = 42.0 PSF LETINS: 2 -00 -00 2 -00 -00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0• 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0° -143/ 542V -121/ 44H 5.50' 0.87 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 5'- 9.2' 0/ 58V 0/ OH 5.50° 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -169/ 361V 0/ OH 1.50° 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2° -107/ 266V 0/ OH 1.50' 0.34 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 13'- 11.2" -107/ 228V 0/ OH 1.50' 0.29 KDDF ( 625) 15'- 11.7" -351 35V -121/ 44H 1.50" 0.06 KDDF ( 625) ICOND. 2: Design checked for net -5 .sf u.lift at 24 'oc s.acin.. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200" MAX TL DEFL = - 0.041' @ -2'- 0.0° Allowed = 0.267' MAX LL DEFL = - 0.080' @ 1'- 10.0' Allowed = 0.254' MAX TL DEFL = - 0.083' @ 1'- 10.0' Allowed = 0.339' MAX HORIZ. LL DEFL = 0.032' @ 5'- 11.2' MAX HORIZ. TL DEFL = 0.033' @ 5'- 11.2' This truss does not include any time dependent 15 -11 -11 deformation for long term loading (creep) in the T T total load deflection. The building designer shall verify that this parameter fits with the -/ intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used 4.00 D 12 throughout. Not to exceed 19% moisture content. �, Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 - 05, ,i v Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 to :i M -5x6 GOA CD M -3x6 2-00 6 -00 9 -11 -11 (PROVIDE FULL BEARING•Jts•2.8.4.5.6.7I i 'ik? PR • JOB NAME: J -1454 STONE BRIDGE - J8 w �' 1= ,� e F Scale: 0.3193 . ► � c C I, WARNINGS: GENERAL NOTES, unless otherwise noted; �'v r ` , � O I 1 T - ' � � i • O 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review ,, y / - / ,..1.. tli Truss: J8 and Warnings before construction commences. and approval is the responsibility of the building designer, not the y$. A ORj t * N 2. 2x4 compression web bradng must be Installed where shown +, truss designer or truss engineer. a e , Jr� t}3 . 2. Design assumes the top end bottom chords to be laterally braced at ,�r ✓ c , 3 Af lateral force resisting elements such as temporary end permanent r DES. BY • BC 2' o.c. and at 10' o.c. respectively unless braced throughout their length by i % G{ `. + � -- ( • s tability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). .ti . . J. y`)' - r 1 v' DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + fit $T � L f / I ' /y -` C 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibifr of the respective contractor. r 24243 CJ S E 1 'j 4. J O� , desi loads be applied to any component. and are for "dry condition' of use. Q ` ` ri m " ' ,C+ `" � \� IL' � 6 / f Z TRANS ID: 350977 5. CompuTrus has no control over and assumes no respons bif ty for the 6. Design assumes full bearing et all supports shown. Shim or wedge If c µ � �� fabrication, handling, shipment and Installation of components. 7. necessary. n t 1 v p,y7'sS t �Q' + 1 `1 a 9' shi p adequate drainage V r O Ay.. 111- 111F0d . subject limitations 6. This design Is furnished ct to the tions set forth by 8. Plates shag be located on both faces of truss, and placed so their center 1. - " (IIIII IIIII IIIII IIIII III I I III IIIII 111 1111 TPI WTCA in SCSI, copies which will tarnished upon request. Design assumes is provided. Ones coincide with joint center lines. I ( ., ,, .' • 9. 0 Fur indicate size of td Inches. 10. MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - E For basic connector plate ate design v ign values see ESR-1311, ESR-1988 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER • LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF q1 &BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2.5 =(0) 0 2.3 =( -637) 447 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3 =( -353) 501 WEBS: 2x4 KDDF STAND 3.4 =( -72) 56 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 1 -04 -15 1-04-15 0'- 0.0' -187/ 560V -28/ 6H 5.50' 0.90 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2' 0/ 18V 0/ OH 5.50' 0.03 KDDF ( 625) OVERHANGS: 24.0' 0.0' 1'- 11.7' -183/ 68V -28/ 6H 1.50' 0.11 NODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net( -5 osfl uplift at 24 "'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' 1 11 11 MAX TL DEFL = - 0.041' @ -2'- 0.0° Allowed = 0.267' MAX LL DEFL = - 0.008' @ 1'- 3.3' Allowed =' 0.054' I '( MAX TL DEFL = 0.008' @ 1'- 3.3' Allowed = 0.072' 12 MAX HORIZ. LL DEFL = - 0.006' @ 1'- 10.9' 4.00 L MAX HORIZ. TL DEFL = - 0.007' @ 1'- 10.9' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. M Design conforms to main windforce- resisting system and components and cladding criteria. ■ Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, c: Enclosed, Cat.2, Exp.B, MWFRS, o interior zone, load duration factor =1,6 co o Mr 2 ►�VI 511110- M -3x6 3 3, 3 2 -00 2 -00 (PROVIDE FULL BEARING:Jts:2.5,41 • ' EXPIRE � PROF'p P* 3 ON� �� w r ��rv , . ° . JOB NAME: J-1454 STONE BRIDGE - SJ1 Scale: 0.6898 �� w ' e p U w A; WARNINGS: GENERAL NOTES, unless otherwise noted: « ,� ,,., t ri: 1Y . • � f 1 V . 8 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review ,., f e iI Ic y , ` � f der Truss: SJ 1 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the - - OR! c • N 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. t - ✓ 4J 2. Design assumes the top and bottom chords to be laterally braced at • , 3. All lateral force resisting elements such as temporary and permanent : 3 r t � I ) cg DES. BY: BC stability bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by l 113 ( ' 26 r U continuous sheathing such as plywood w )end /or drywall(BC). e7 $q , g vn :. 'SZ 4 DATE: 10/8/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging Sr lateral bracing required aired where here shown ++ G , � y f� 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. 24243 CJ A • J OIA SEQ.: 5317450 fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used In a noncorrosive environment, $ R / / design loads be applied to any component. nece end ere ssa fory. r "dry condition" of use. O 4b (STE0 ,r /J/ g. i Z TRANS ID: 350977 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes foil bearing at all supports shown. Shim or wedge it fabrication, handit g, shipment h t�C P ment and installation of components. 7. Design assumes adequate drainage is provided. �� Sl Vilrfl )n/•yAp��p � ;; !7 r S 6/30/13 - 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 r;1 (l ,• ,- A - -" III I III VIII III I VIII (III VIII (III (III TPIANTCA In SCSI, copies of which w g famished upon request. Ines coincide with joint center lines. I Q /2 ‘ 9. Digits Indicate size of plate in inches. n / MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) EXPIRES (• RI / 3 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF 01 &BTR LOAD DURATION INCREASE = 1.15 1 -2 =) -48) 72 2 -5 =(0) 0 2 -3 =( -610) 429 BC: 2x4 KDDF 41 &BTR SPACED 24.0' O.C. 2.3 =( -382) 545 WEBS: 2x4 KDDF STAND 3.4 =( -38) 39 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF . BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LETINS: 2 -00 -00 2-00-00 0'- 0.0' -161/ 488V -41/ 11H 5.50' 0.78 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2' 0/ 18V 0/ OH 5.50' 0.03 KDDF ( 625) OVERHANGS: 24.0' 0.0' 3'- 11.7' -53/ 113V -41/ 11H 1.50' 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc g M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L /180 AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = - 0.036' @ -2'- 0.0' Allowed = 0.200' 3 MAX TL DEFL = - 0.041' @ -2'- 0.0' Allowed = 0.267' MAX TC PANEL LL DEFL = - 0.000' @ 1'- 6.3' Allowed = 0.129' T T MAX TC PANEL TL DEFL = - 0.000' @ 1'- 6.3' Allowed = 0.193' 12 MAX HORIZ. LL DEFL = 0.018' @ 3'- 10.9' 4.00 L MAX HORIZ. TL DEFL = 0.018' @ 3'- 10.9' This truss does not include any time dependent . deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. M -2.5x4 '' Design conforms to main windforce- resisting v system and components and cladding criteria. Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Minal01111111i .-- Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 A- m 0 dill G 2 ► / 5► ■1 • M -3x6 y ), y 1 2-00 2 -00 1 -11 -11 (PROVIDE FULL BEARING;Jts:2,5,4I . • • ..D PR Opp - P J OHN .5 . �� F; � iN� s �Q JOB NAME: J-1454 STONE BRIDGE - SJ2 -�� )' F � Scale: 0.6522 � f © rr 1 !, WARNINGS: GENERAL NOTES, unless otherwise noted: ` 1z (1 . ' SJ2 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review (y Truss : SJ 2 and Wamings before construction commences. and approval is the responsibility of the building designer, not the r , .� t OR ' N 2. 2x4 compression web bracing must be Installed where shown +. truss designer or truss engineer. 4., iJ11 q, elements such as tam 2. Design assumes the top and bottom chords to be laterally braced at 1 g porary and permanent DES. BY: BC stab F 3. M lateral force resisting b acing must be designed bl designer of complete structure, nth. and at 1a' respectively braced and their length continuous , !.� -< Q �,. 1 '� ;' ma sheathing suer h plywood ooe (TC) and/or r dryvrd8(BC). ' ). t . - z 6 r DATE : 10/8/2012 CompuTrus assumes no responsibility for such bracing. 2 Impact bracing. 3. 2x mpact t bridging or lateral l bracing required aired where ere shown shown ++ ' 41 •�:• -� j _, � 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. � 24243 .i•- �- �D J, SEQ.: TRANS ID: 3 50977 �l� 5317451 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses ere to be used in a non - corrosive environment, , R - , A. J O { x design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsiblFry for the and are for 'dry condition" of use. , ' �l ,� ,, �y - '12- 6. Design assumes full beefing at all supports shown. Shim or wed if � necessary. CC fabrication. handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. i � fvl ♦ON t F' Ay 6;3°1(1‘);/6-'( I3Q I "1 6. This design is furnished subject to the limitations set forth by _ B. Plates shag be located on both faces of truss, and placed so their center !,9 G? ' j I „(, EXP � RES (IIIII I III IIIII III I IIIII I III III (III TPI/ Ain SCSI, copies of which will furnished upon request. Foes coincide with joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA, Inc./CompuTrus Software 7.6.e 7.6.4(1 L) -E 10. For basic c connector plate design values values see ESR -1311, ESR -1988 !V (MiTek) EXPIRES IIIIIIIIIIIIIII • This design prepared from computer input by PACIFIC LUMBER • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF N1 &BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -48) 72 2.6 =(0) 0 2.3 =( -616) 439 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2 -3 =( -379) 543 WEBS: 2x4 KDDF STAND 3 -4 =( -46) 55 -iii LOADING 4 -5 =( -18) 12 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12 'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2 -00 -00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -147/ 554V -58/ 17H 5.50' 0.89 KDDF ( 625) OVERHANGS: 24.0' 6.0" 5'- 9.2" 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0° -83/ 178V -58/ 17H 1.50' 0.23 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net( -5 psf) uplift at 24 woo spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.036° @ -2'- 0.0° Allowed = 0.200' MAX TL DEFL = - 0.041" @ -2'- 0.0" Allowed = 0.267' 6 MAX LL DEFL = - 0.123° @ 1'- 10.0" Allowed = 0.254° MAX TL DEFL = - 0.129" @ 1'- 10.0" Allowed = 0.339' T T MAX LL DEFL = - 0.000° @ 6'- 6.0° Allowed = 0.050' 12 MAX TL DEFL = - 0.000° @ 6'- 6.0" Allowed = 0.067' 4.00 MAX HORIZ. LL DEFL = 0.048' @ 5'- 11.2' MAX HORIZ. TL OEFL = 0.050' @ 5'- 11.2' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the '' intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. M - 5x6 o Design conforms to main windforce- resisting system and components and cladding criteria. (NI Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MINERS, interior zone, load duration factor =1.6 0 s co l o m 2 ►' 6I• M -3x6 y y ), ), 2 - 'PROVIDE FULL BFARING:Jts:P.6.41 6 - 0 - JOB NAME: J-1454 STONE BRIDGE - SPJ1 �,, w f� � 0� ,`4, ` Scale: 0.5852 T I � r � (� 1 (,. /� r :11:. WARNINGS: GENERAL NOTES, unless otherwise noted: contractor � `' 1. Builder and erection ntractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review ? h, ^n ♦♦ Truss : S PJ 1 and Warnings before construction commences. and approval is the responslbibty of the building designer, not thee =" `Jn N 2. 2x4 compression web bracing must be installed where shown +. - Miss designer or truss engineer. . r �# tJ �j 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top end bottom chords Ia be laterally braced at ,� _ c ('f p�� ; ' ma r DES . BY : BC stad6ry 2' o.c. and at 10' o.c. respectively unless braced throughout their length by � bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywa6(BC). €f f a r .d Y �� r � DATE: 10 / 8 / 2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bradng required 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. •� 24243 /f N ^A S E Q .: 5317452 fasteners are . o y g m lete and at no time should an loads realer than 5. Design assumes trusses are to be used In a non-corrosive environment. f ,t ��p design loads be a plied to any component. t. and are for "dry condition" of use. ° a t 4 j STE0 �} - . -. !v �� (7 i TRANS I D : 350977 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at as supports shown. Shim or wedge if fabrication, handling, shipment components. eossary. [. t ' ! V P Rrr 6r 30 R} C S / 0 P ment and installation of Po nents. 7. D Design assumes adequate drainage Is provided. s 3 v �O froN �Is, ` 1 6. This design is furnished subject to the limitations not forth by 8. Plates shag be located on both faces of truss, and placed so their center / / / ) 7 IIIIII II II VIII TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc /CompuTrus Software 7.6.4(1 L) - foes Digits coincide s ector de with joint center hoes. 10 / 8 / 2, ; :- _ L pp / III VIII VIII VIII IIII IIII 10. F basic connector plate values see ESR -1311, ESR -1988 (MiTek) EXPIRES 1 g �3 �2 s v✓ ? I /14 s o I Z - erc it A MICHAEL K. BROWN,,S.E. RECEIVED 5346 E. Branchwood Dr., Boise, ID 83716 208- 850 -7542, mikebrown.se @gmail.com NOV 08 2012 C IN DNI ON BUl LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 83, ARLINGTON HEIGHTS TIGARD, OR ENGR. JOB # DM12 -105 FFP DATE' Prepared for: StoneBridge Homes, NW, LLC Plan #: 244 OTE: 1454 Date: 10 -11 -2012 The following calculations are for retaining walls, lateral wind and seismic engineering only. Gravity loading and the design of foundations (beyond the retaining walls) are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. shall have no obligation of liability, whether arising in contract (including warranty), Tort (including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage __ 1 f � MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208- 850 -7542 mikebrown.se @gmail.com • Job Name: Lot 83, Arlington Heights By: MKB CoreJob Number: DM12 -105 Date: Oct., 2012 Code Basis of Design: Latest Adopted Version of O.R.S.C. and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. ASCE 7 used. Wind: 100 MPH 3 second gust, Exposure B, 4:12 Pitch roof Per ASCE 7 Figure 6 -2: Zone A: 22 PSF Zone B: 0 Zone C: 14.6 Zone D: 0 For Zones A and B, a =10% of least horizontal dimension or 0.4h (h =mean roof height), but not less than 3'. Least horizontal dimension = 50 feet Therefore, use a = 5 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C) /overall length: = 16.1 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: = 0 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 9 feet Total Wind Force at Upper Level = 3216 #, or 64 PLF Side to Side: Horizontal Dimension = 40 Feet Average force on projected wall = 16.5 PSF Average force on projected roof = 0.00 PSF Projected Average Roof height = 7 Feet Total Wind Force at Upper Level = 2632 #, or 66 PLF MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com lob Name: Lot 83, Arlington Heights By: MKB Core Job Number: DM12 -105 Date: Oct., 2012 Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 16.1 PSF Projected Length = 50 Feet Total Wind force at Main Level = 7638 #, or 153 PLF Total Wind force Upper and Main = 10854 # Side to Side: Averag force on projected wall = 16.5 PSF Projected Length = 57 Feet Total Wind force at Main Level = 8908 #, or 156 PLF Total overall side to side wind force = 11540 Pounds Seismic Loading: D seismic design category per O.R.S.0 Sps = .83, R = 6.5, W = weight of structure V = [1.2 Sp x 1.4)] W V =.110W • Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load = 12 psf Seismic Front to Back: Tributary Roof Length = 45 Feet Tributary Floor Length = 40 Feet Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 92.73 plf > 64 plf, therefore seismic gov Wfloor = 92.07 plf < 153 plf, therefore wind gov Total Seismic Load = 9240 Pounds < 10854 Therefore Wind Gov. overall MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 83, Arlington Heights By: MKB Core Job Number: DM12 -105 Date: Oct., 2012 Seismic Side to Side: Tributary Roof Length = 50 Feet Tributary Floor Length = 50 Feet Equiv. Trib Int wall Length = 5 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 99.66 plf > 66 plf, therefore seismic gov. Wfloor = 95.04 plf < 156 plf, therefore wind gov. Total Seismic Force = 8286.3 Pounds, < 11540 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 93 * 25 ft = 2318 # Total Shear Wall Length = 24 Feet V =P /L = 97 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 4 Feet Shortest Wall Length 24 Feet Trib Floor Area = 0 Feet Mot = 18546 LB FT Factored Dead Load 94 PLF Mr = 26957 LB FT T = -350 LB No Uplift Line B: P= 93 * 25 ft = 2318 # Total Shear Wall Length = 24 Feet V =P /L = 97 PLF Use A wall No Uplift • • MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 83, Arlington Heights By: MKB Core Job Number: DM12 -105 Date: Oct., 2012 Line 2: P= 100 * 20 ft= 1993# Total Shear Wall Length = 20 Feet V =P /L = 100 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 20 Shortest Wall Length 2.5 Feet Trib Floor Area = 0 Mot = 1993 LB FT Factored Dead Load 238 PLF Mr = 743 LB FT T = 500 LB No Uplift Line 4: P= 66 * 20 ft= 1316# Total Shear Wall Length = 20 Feet V =P /L = 66 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Shortest Wall Length 2 Feet Trib Floor Area = 0 Mot = 1053 LB FT Factored Dead Load 76 PLF Mr= 151 LB FT • T = 451 LB Perp Wall and HDR to Resist 2nd Floor / Low Roof Wall Line: Front to Back: Line A: P = 153 * 25 ft + 1608 = 5427 # Total Shear Wall Length = 24 Feet V =P /L = 226 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 4 Feet Shortest Wall Length 24 Feet Trib Floor Area = 2 Feet Mot = 48843 LB FT Factored Dead Load 115 PLF Mr = 33178 LB FT T = 653 LB No Uplift Line B: P = 153 * 25 ft + 1608 = 5427 # Total Shear Wall Length = 25 Feet V =P /L = 217 PLF Use A wall MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 83, Arlington Heights By: MKB Core Job Number: DM12 -105 Date: Oct., 2012 Wall Height = 9 Feet Trib Roof Area = 4 Feet Shortest Wall Length 25 Feet Trib Floor Area = 2 Feet Mot = 48843 LB FT Factored Dead Load 115 PLF Mr = 36000 LB FT T = 514 LB Perp Wall and HDR to Resist Side to Side: Line 1: P = 100 * 8 ft + 0 = 797 # Total Shear Wall Length = 7 Feet V =P /L = 114 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 3.5 Feet Trib Floor Area = 0 Feet Mot = 3588 LB FT Factored Dead Load 83 PLF Mr = 507 LB FT T = 880 LB Use Type 5 HD Line 2: P = 156 * 18 ft + 1316 = 4129 # Total Shear Wall Length = 8.5 Feet V =P /L = 486 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 3.5 Feet Trib Floor Area = 9 Feet Mot = 15301 LB FT Factored Dead Load : 310 PLF Mr = 1896 LB FT T = 3830 LB Use HD Type 6 Line 3: P = 156 * 22 ft + 0 = 3438 # Total Shear Wall Length = 24 Feet V =P /L = 143 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 12 Feet Trib Floor Area = 17 Feet Mot = 15471 LB FT Factored Dead Load : 187 PLF Mr = 13478 LB FT T = 166 LB No Uplift Line 4: P = 156 * 11 ft + 1316 = 3035 # Total Shear Wall Length = 11 Feet V =P /L = 276 PLF Use c wall MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se@gmail.com Job Name: Lot 83, Arlington Heights By: MKB Core Job Number: DM12 -105 Date: Oct., 2012 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 2 Feet Trib Floor Area = 17 Feet Mot = 4966 LB FT Factored Dead Load 205 PLF Mr= 410 LB FT T = 2278 LB Use HD Type 2 Basement Level Front to Back: Line A: P = 153 * 25 ft + 4523 = 8341.5 # Total Shear Wall Length = 33 Feet • V =P /L = 253 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 4 Feet Shortest Wall Length 33 Feet Trib Floor Area = 4 Feet Mot = 75074 LB FT Factored Dead Load 130 PLF Mr = 70567 LB FT T = 137 LB No Uplift Line B: P = 153 * 25 ft + 2171 = 5989.8 # Total Shear Wall Length = 20 Feet V =P /L = 299 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 4 Feet Shortest Wall Length 20 Feet Trib Floor Area = 4 Feet Mot = 53908 LB FT Factored Dead Load 130 PLF Mr = 25920 LB FT T = 1399 LB Use type 1 HD Side to Side: Line 1: P = 156 * 8 ft + 797 = 2047 # Total Shear Wall Length = 7 Feet V =P /L = 292 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 3.5 Feet Trib Floor Area = 7.5 Feet Mot = 9214 LB FT Factored Dead Load • 137 PLF Mr = 838 LB FT T = 2393 LB Use'Type 2 HD MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 83, Arlington Heights By: MKB Core Job Number: DM12 -105 Date: Oct., 2012 Line 2: P = 156 * 16 ft + 4129 = 6629 # Total Shear Wall Length = 8.5 Feet V =P /L = 780 PLF Use G wall Wall Height = 9 Feet Trib Roof Area = 24 Feet Shortest Wall Length 3.5 Feet Trib Floor Area = 9 Feet Mot = 24568 LB FT Factored Dead Load 346 PLF Mr= 2117 LB FT T = 6415 LB Use HD Type 3 Line 3: P = 156 * 10 ft + 3438 = 5001 # Total Shear Wall Length = 50 Feet V =P /L = 100 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 50 Feet Trib Floor Area = 30 Feet Mot = 45007 LB FT Factored Dead Load ; 281 PLF Mr = 351000 LB FT T = -6120 LB No Uplift MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 83, Arlington Heights By: MKB Core Job Number: DM12 -105 Date: Oct., 2012 Lateral at Deck: Roof Level: No walls and 4:12 slope roof. Wind loads are minimal compared to Seismic. Roof Weight = 1500 pounds Lateral Load, P = 165 Pounds Use Knee Braces: P - � Each knee brace in tension only and at 45 degrees. Force in each brace = 194 Pounds Balcony Level: Size of Balcony is twice roof above. Weight is approximately, if not lighter. Assume same...conservative. Load at Balcony will be 3x the load at roof = 582 Pounds Capacity of #10 screw in Hem Fir = 101 pounds /screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 3.599843 Use 6 #10 screws Load at Deck will be 4x the roof = 775.6461 Required number of screws = 7.679664 Use 8 #10 screws See attached for 6x6 post check • MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 83, Arlington Heights By: MKB Core Job Number: DM12 -105 Date: Oct., 2012 Lateral at Deck: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf (match interior live load) 2x8 at 16 "o.c., OK 15' V 18' -6" V= 0.11[9psf(15'/2)(18.5')] + Ti 812.6 Pounds 813# 1 Fil 8' -0" 6' 6 " Lateral Force to be resisted by (2) tension braces. Assume Equal rigidity and therefore forces. Each brace to resist 813 # /2 = 406.3 pounds horizontal Axial force in brace = 537.2 Pounds 2x6 bracing with (8) #10 screws, OK X' bracing to be taken to bottom of wood posts, therefore no additional lateral loads on post (axial only). LOWER FLOOR PLAN SCALE 118 MAIN FLOOR PLAN UPPER FLOOR PLAN 1.411111111111117111 r lIU11111u1.,. ;.111111111711111111171111 I IMM1111117111u. 111111111 J11iV. 11111111111111111111111I 1.. w•n1n.111 �I 1Pluu1un.4b 111 11111 ,111111I11111111 111111111111111,_ v , ii! U l i I1iIII I 1111M1 l l. .•1111111 11111111111111111111111111111 CPI 1111111111IIliII11 111111111111 111111111,._ .0".. 1111111111111111111111111111Ii1 1IIIi 111111111111111111111u111u._ . 111111111::!. 111111111111111111111111171111111111 :! !111111111111111111111111111111 cliii1111 1u 1 1 1 1:iill�.,_ 1 iI i ii ] 1111111111 11111111 11111111 11111111111 11111111u1111111111111u111111r �.. • 111111111111 11' 1 1Ii:! 111 11111111 111111111111', 1111111111. ` 1 11144 1111111111111111111111111Mrii 1111/111 i . .. 111111111111111111111111 !1111111111111111111111111111 111111111111111111111111 ;111111111 11. -. 111111111111IiIiu; 1111111111111111111 111:;_ 11111111 1111111111111111111111111 11111i:,�11111111111111 � 1 111 I !�1j111I111111111111111111111.1 11111111111111111 111111111111111111111111111111111111111111111111111111 111111, _ i1111P 111111111111111., - 1111 1111 111111111111111171111 %,:;a 1 1s /WI 1m1 a111uluNUm11uiielii 111 n uu u1nl ilmilicaiim.i111:L11: 111111111111111111... _ ... 1111111111111111... ...111111111111111111117111 / 1111111111111111111 111111111111111111111114 : 11111111111111 a 1111111111111111I11111111111q. TO run 1.1w1 'L' ;.'I I - - - _ I'I'I'''I .• � IOIIo111111111111111111u171u 1 7 1111 7 1111111111�11111111111111111r1: 111111111111111p1111111114: .111 It III= ■ ■ ■ ■ I I — ■ie inn me 11I11111111111 1C� '1111 IM411111 11111111111111111111 4 1111111111111111111111115 ; 111/1111 11V{��l� 11... 1� tl1l11l1ti1111�Ip111111111111111111111111111111111111117 41111111111I11111 111 ilmi u ...rut v - _,� . 1 "•11i�I�IIt111111114t1Milli ■ n1101111� I III f/ � 1. 2111 �1111i11111j1111111 1111�1 i111l1 i111�1 il ii fpI . In . ... imi111: :11111111 1111 1111111111111111 11111ini . n.., : _ m' L ■1 1111111111111111111111111111111 11111111111111111111111111111. ■ ��, �. �. 41. 11111 _, _ _ RP Pun I. �- - -- "'1111111111111111111111 1V -L' — — 1• ■ - 1 .. I tor RAW /11 • b I=lmilso a l=1=1=1=1=1�• 1 1d • �- I II II II -• _ �o _ Rd 1 . _ _, IRPUn _ Y -L ■ FRONT ELEVATION C !!_ — 1 , MD= n1. waa w - 1 . ® ®® REAR ELEVATION PLAN 244 4,780 SO. Ff. Iir11. ,._ • .a. I 11••1 u1.,.. .� - G` ..:: - ill alcr l I I u•111 nI,U111 i m n11.111. _ ill I1 11111111 1ill n '11 .1 b. . 1111 . 1 nt a11111l 1111 .n111111,1111,1111,1111,1p.. ,..i 11 11,1111111111111111,1111111111.. 1,1, 1 1I l l�l�tl' p,11111 11 111,. 1111 .1111.111,1111, 114: .111,111111 X111 •1 111"111M 11 I !.: I...:..�.i.. ..1111 II 11111111 11111 1111 111111111111111111111 1111 11111111111111111111•:::..11111 uhill111111i.. p � 11 11111 • 1:!11 111.. . OM � ... i . 04 i liu uinl':':' Iiill imim1ii111iun11 IVI4i111i1ta :V111lu:VM:M1.n J r- W-1, c , try, ;r1 ° " ,ry iirrY;ipti.., i�l;rr�,r:Ste.;i ®gym 1 .1111111 1 111111111111111111 1,,1n .$, rr "' ,. " " "'' ®gym .1 .1111.1,1 1111.111,.1111. 1- rt n 111ti.: {fl'1fL'' �i il El 7 � 44 "...• s. II I 1 I ∎ -4- � ll —1 ""21.U1) I ■ I II11111111111111111111111111 ,al ELEVATION - a — x T VATIpN 1 1 I PLAN 244 4,780 SO. FT. SHEARWALL SCHEDULE MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACIT`r A 1 6" OSB (1) SIDE 8d 6" 12" z' Dia. A.B. @ 42" o/c 16d @ 6" o/c A35 @ 18" o/c 237 B 1 6" OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 24" o/c (m) 16d @ 4" o/c A35 @ 14" o/c 367 C OSB (1) SIDE (e,f) 8d 3" 12" -" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 470 t 6" z D 1 6" OSB (1) SIDE (e,f) 8d 2" 12" z" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 623 E 1 6" OSB (2) SIDE (d,e,f) 8d 6" 12" z" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 474 F 1 6" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7" o/c 735 G 6" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2" Dia. A.B. @ 10" o/c (m) 16d @ 3" o /c(2)rows staggered A35 @ 5" o/c 939 H 1 6" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2" Dia. A.B. @ 8" o/c (m) 16d @ 2" o /c(2)rows staggered HGA1OKT @ 7" o/c 1246 Notes: a) C -D, D -C Sheathing, plywood panel siding and other grades covered in UBC Standard 23 -2. All wall construction to conform to OSSC Table 2306.4.1. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3 "x3 "x/" plate washers req'd at all shear wall A.B. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H -F. m) See plan for walls where seismic design shear is greater than 350 plf (ASD). 3x or 2x flat blkg at panel edges, Stagger nails. Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour HDU2- SDS2.5 OR 1 PHD2 -SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL 2 HDU4-SDS2.5 OR (2)2x 4545 3270 SSTB16L SSTB2OL PHD5 S D S3 3 HDU8- SDS2.5 (3)2x 7870 5665 SSTB28L MB E DI D INNTO TO CON C. A36 THREADED ROD w/ HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ BOTT. 4 HDU11- SDS2.5 (1)6x 9535 6865 1 "DIA.x42 "A36 1 "DIA.x42 "A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14- SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT AND HEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24" EMBEDPROVIDE 24" EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1. Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. '4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. 1-1,,mu IR rN Hr Inc Drvn uno ALLS ALLS DIRECTLY AGAINST Y AGAINST ST THE OUTSIDE THE SHEATH ING JOI AND STS 8/W/ 12 THE SHEATHING NAILS TO L O \ \ I I I ._ _ - - - - r \ I SLAB SHALL HAVE A MIN. THICKNESS OF 3 1/2" 0 ANY iN I I POINT lo III I • I I I II II II I 11 --\—e9, --\—e9, ■ I r i _ I L ! I I I I I I ! I 1 INTERIOR FOUNDATION WALLS SHALL BE 2X6 CONSTRUCTION W/ STUDS 0 12" O.C. W/ I ID OW JOISTS ABOVE. STRUCTURALATTYPE I I SHEATHING REQUIRED ON ALL WALLS BELOW INTERIOR FOUNDATION WALLS SHALL BE 2X6 j o' GARAGE FRAMING. 1) .•1 4 # D JOTS • 1 I. - I I CONSTRUCTION W/ STUDS 0 12" O.C. W/ I SEE SUPPORTED GARAGE DETAIL I DOUBLE TOP PLATE. MATCH LOCATION CF JOISTS ABOVE. STRUCTURAL TYPE 'A' SHEATHING REQUIRED ON AU. WALLS BELOW GARAGE FRAMING. 11L__ — — I— I s 0 / I _ L— 1 N r I I PLYWOOD SHALL BE PLACED W/ ITS co LONG DIMENSION PERPENDICULAR TO THE I JOISTS THERE SHALL BE 2 LAYERS OF 6 MIL CLEAR ■ — — I — — �i VISOUEEN OVER THE PRESSURE TREATED \ \ L I rI 1111 I PLYWOOD. JOINTS SHALL BE LAPPED 0 2' \ DRIVEWAY SHALL SLOPE IN SUCH A MANNER THAT THERE SHALL BE CAULKING, WEATHER -SEAL, OR OTHER NO WATER IS CHANNELED INTO THE JOINT BETWEEN APPROVED METHOD 0 THE FRONT OF THE SLAB 0 THE THE GARAGE FLOOR AND THE DRIVEWAY ALL END JOINTS IN NE PLYWOOD SHALL BE OVER FRAMING GARAGE DOOR TO LIMIT THE AMOUNT OF WATER RUNNING MEMBERS UNDER THE SLAB AND THE FOUNDATION AND ONTO OR AGAINST THE WORD FOUNDATION. IF AU. WOOD IN THIS AREA IN NOT PRESSURE TREATED, A / 30-6" METHOD SHALL BE EMPLOYED (SUCH AS SPACING) TO ALLOW ANY MINOR AMOUNTS OF WATER PENETRATING TO THE INSIDE FRONT OF THE GARAGE FOUNDATION WALL, FROM GROUND SEEPAGE, FROM INSTANCE, FROM CONTACTING THE WOOD FOUNDATION SUPPORTED GARAGE FRAMING Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Garage Floor Framing By: MKB Job Number: Date: April, 2012 Garage Floor Dead Loads: 4 -1/2" Concrete = 145 *(4.5/12) = 54.375 PSF 3/4" Ply Sheathing = 2.5 (2) 2x12 at 12" o.c. = 9 Misc. = 1.5 Total = 67.375 , Use 70 PSF Live Load = 50 PSF Concentrated Load = 2,000 Pounds over 6" square and 9' apart 3 Load Cases: 1. All Uniform Load: D + L = 70 + 50 1 T 2. Concentrated Load 5' Apart: 2 2k 2k 9' D =70 it n 3. Concentrated Load at Center: 2k D = 70 7V� RIB T T ( Use (2) 2x12 HF s.s. at 12" o.c.l See Enercalc Outputs Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se@gmail.com Job Name: Garage Floor Framing By: MKB Job Number: Date: April, 2012 Check punching shear between joists: 6 " wide 4.5 " deep total width of effected area is 6" + 2(4.5 ") = 15 ", which is greater than the 12" spacing, so okay Vc = 4((fc) ^.5)bd b= 42 ", perimeter distance d= 4.5 " fc = 2000 psi Vc = 33809 pounds > 3400 pounds, therefore okay = 1.7 *2,000 pounds Wood Beam File: C:Vutichael K. Br S.EIDMH1Generic Retaining Wailslgeneric garage toor.ec6 ENERCALC, INC. 1983 -2011, Build:6.11.6.23, Ver..6.11.6.23 Lic. # : KW -06005725 Licensee : CORE ENGINEERING PLLC Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 - 05 Analysis Method : Allowable Stress Design Fb - Tension 1,400.0 psi E : Modulus of Elasticity Load Combination :2006 IBC & ASCE 7-05 Fb - Compr 1,400.0 psi Ebend -xx 1,600.0ksi Fc - Prll 1,500.0 psi Eminbend - xx 580.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : Select structural Fv 150.0 psi Ft 925.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral - torsion buckling Repetitive Member Stress Increase L(2) • D(0:07) * V V ■ V v • • ( ~ 2 -2x12 • Span = 12.0 ft • • Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.070 ksf, Tributary Width = 1.0 ft Point Load : L = 2.0 k @ 6.0 ft DESIGN SUMMARY Design OK ;Maximum Bending Stress Ratio = 0.855 1 Maximum Shear Stress Ratio = 0.402 : 1 Section used for this span 2 -2x12 Section used for this span 2 -2x12 fb : Actual = 1,376.71 psi fv : Actual = 60.31 psi • • FB : Allowable = 1,610.00psi Fv : Allowable = 150.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft ' Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.220 in Ratio = 654 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.278 in Ratio = 518 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C C C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D Length = 12.0 ft 1 0.148 0.106 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,610.00 0.36 15.87 150.00 +D +L+H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.855 0.402 1.000 1.000 1.150 1.000 1.000 7.26 1,376.71 1,610.00 1.36 60.31 150.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.750S +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.7505+0.750W +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750Lr+0.750L+0.5250E +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.150 1.000 1.000 Wood Beam File: C: Michael K Bro S.EIDMH\Generic Retaining Wallsigeneric garage Eoor.ec6 ENERCALC, INC. 1983 -2011, Build:6.11.623, Ver.6.11.6.23 Lic. # : KW -06005725 Licensee : CORE ENGINEERING PLLC Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C C C t Mactual tb- design Fb -allow Vactual fv- design Fv -allow Length = 12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Deft Location in Span Load Combination Max. " +" Deft Location in Span D +L 1 0.2779 6.060 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.420 1.420 D Only 0.420 0.420 L Only 1.000 1.000 D +L 1.420 1.420 Wood Beam iel K. Brown, S.EIDMH rojec 12012 Pts\DM12- 0271414- 2281Calcs \Garage Floor per ORSC \gene c garage floor.ec6 ENERCALC, INC. 1983-2011, Build:6.12.3.14, Ver.6.12.3.14 Lic. # : KW- 06005725 Licensee i CORE ENGINEERING PLLC Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds 9' apart (12' span) near end of support for shear. Material Properties Calculations per NDS 2005, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 1,400.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 1,400.0 psi Ebend- xx 1,600.0 ksi Fc - PrIl 1,500.0 psi Eminbend - xx 580.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : Select structural Fv 150.0 psi Ft 925.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Repetitive Member Stress Increase • • . D(0.07) ' V V i i i . \ 2 -2x12 7'\ Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.070 ksf, Tributary Width = 1.0 ft Point Load: L= 2.Ok @0.50ft Point Load: L= 2.Ok @9.50ft DESIGN SUMMARY _._.... Design OK Maximum Bending Stress Ratio = 0.588 1 Maximum Shear Stress Ratio = 0.600: 1 Section used for this span 2 - 2x12 Section used for this span 2 - 2x12 fb : Actual = 947.42 psi fv : Actual = 89.94 psi FB : Allowable = 1,610.00psi Fv : Allowable = 150.00 psi Load Combination +D+L +H Load Combination +D +L +H Location of maximum on span = 9.480ft Location of maximum on span = 11.100 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.158 in Ratio = 909 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.216 in Ratio = 667 Max Upward Total Deflection 0.000 in Ratio = 0 <240 • Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C EN C C m C t CL M fb Fb V fv Fv +D 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.148 0.106 1.000 1.000 1.150 1.000 1.000 1.000 1.26 238.93 1610.00 0.36 15.87 150.00 +D+L+H 1.000 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.588 0.600 1.000 1.000 1.150 1.000 1.000 1.000 5.00 947.42 1610.00 2.02 89.94 150.00 +0+0.750Lr+0.750L41 1.000 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.466 0.476 1.000 1.000 1.150 1.000 1.000 1.000 3.96 750.20 1610.00 1.61 71.42 150.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.466 0.476 1.000 1.000 1.150 1.000 1.000 1.000 3.96 750.20 1610.00 1.61 71.42 150.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.466 0.476 1.000 1.000 1.150 1.000 1.000 1.000 3.96 750.20 1610.00 1.61 71.42 150.00 +D+0.750L+0.750S+0.750W +H 1.000 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.466 0.476 1.000 1.000 1.150 1.000 1.000 1.000 3.96 750.20 1610.00 1.61 71.42 150.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.466 0.476 1.000 1.000 1.150 1.000 1.000 1.000 3.96 750.20 1610.00 1.61 71.42 150.00 Wood Beam ENERCALC, K. Brown, S.EIDMH\2012 Projects\DM12- 0271414- 2281Calcs \Garage Floor per ORSC\generic garage floor.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.3.14, Ver:6.12.3.14 Lic, # : KW- 06005725 Licensee t CORE ENGINEERING PLLC Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds 9' apart (12' span) near end of support for shear. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C C C t CL M fb Fb V Iv Fv +D+0.750L+0.750S+0.5250E +H 1.000 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.Oft 1 0.466 0.476 1.000 1.000 1.150 1.000 1.000 1.000 3.96 750.20 1610.00 1.61 71.42 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 0.2158 6.420 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.753 2.087 D Only 0.420 0.420 L Only 2.333 1.667 D+L 2.753 2.087 Wood Beam File: C:1Micha K. Br S.EIDMH1Generic Retaining Walls'generic garage 1oorec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Lic. # : KW -06005725 Licensee : CORE ENGINEERING PLLC Description : Garage Floor Joist with Uniform Live Load 12 span Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination :2006 IBC & ASCE 7 -05 Fb - Compr 900.0 psi Ebend- xx 1,600.0ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral - torsion buckling Repetitive Member Stress Increase D(0.07) i L(0.05) i * * i � 2 -2x12 x : :••. • / \ Span = 12.0 ft L� .• Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.070, L = 0.050 ksf, Tributary Width = 1.0 ft DESIGN SUMMARY Design OK ;Maximum Bending Stress Ratio = 0.396 1 Maximum Shear Stress Ratio = 0.151: 1 Section used for this span 2 -2x12 Section used for this span 2 -2x12 fb : Actual = 409.60 psi fv : Actual = 27.20 psi FB : Allowable = 1,035.00 psi Fv : Allowable = 180.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 ' Maximum Deflection Max Downward L +Lr +S Deflection 0.041 in Ratio = 3487 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.099 in Ratio = 1453 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C C C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D Length = 12.0 ft 1 0.231 0.088 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,035.00 0.36 15.87 180.00 +D +L+H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.396 0.151 1.000 1.000 1.150 1.000 1.000 2.16 409.60 1,035.00 0.61 27.20 180.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750Lr+0.750L+0.750W +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.7505+0.750W +H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.150 1.000 1.000 Length = 12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 Wood Beam File: C:1Michael K. Brown, \Generic Retaining Wallsgeneric garage 5oor.ec6 ENERCALC, INC. 1983 -2011, Build:6.11.6.23, Ver.6.11.6.23 Lc. # : KW- 06005725 Licensee; CORE ENGINEERING PLLC Description : Garage Floor Joist with Uniform Live Load 12' span Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 0.0991 6.060 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.720 0.720 D Only 0.420 0.420 L Only 0.300 0.300 D+1. 0.720 0.720 Use menu item Settings > Printing & Title Block Title : 5'-0" Wall Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5' -0" retained This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria Soil Data Allow Soil Bearing = 1 500.0 £ Retained Height = 5.00 ft g p sf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf /ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem f. Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs • Used Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft - - Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft , Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem • has been increased 1.00 Footing Type PP by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction - Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft = 0.00 Overturning = 4.52 OK Wall Material Above "Ht" = Concrete Sliding = 1.64 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 6.43 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,365 psf OK fb /FB + fa/Fa = 0.407 Soil Pressure @ Heel = 189 psf OK Total Force @ Section lbs = 801.8 Allowable = 1,500 psf Moment....Actual ft-#= 1,421.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,638 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 227 psf Shear Actual psi = 16.7 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 12.00 Lateral Sliding Force = 706.4 lbs LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in ° 6.00 less 100% Passive Force = - 0.0 lbs Hook k e me dme base c ed by stby ress stress ratio less 100% Friction Force = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5 : 1 Stability = 0.0 lbs OK f m psi Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Load Factors Short Building Code IBC 2009,ACI Dead Load 1.200 Equi v. Solid Thick. = Term Factor = ea Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu item Settings > Printing & Title Block Title 5' -0" Wall Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5' -0" retained This Wall in File: g: \structural projects \projects\2012 projects \131 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Footing Dimensions & Strengths Footing Design Results Toe Width = 0.00 ft To Hee Heel Width = 4.25 Factored Pressure = 1,638 227 psf Total Footing Width = 4.25 Mu' : Upward = 0 0 ft4 Footing Thickness = 12.00 in Mu' : Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1 -Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 © 18.00 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S'* Fr Key: No key defined Summa of Overturnin a & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-0 lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 1,970.8 Surcharge Over Toe = Total 706.4 O.T.M. 1,489.1 Stem Weight(s) = 550.0 0.33 183.3 Earth © Stem Transitions= _ = Footing Weigh' = 637.5 2.13 1,354.7 Resisting /Overturning Ratio = 4.52 Key Weight = Vertical Loads used for Soil Pressure = 3,301.7 lbs Vert. Component = Total = 3,301.7 lbs R.M.= 6,735.3 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: • Use menu Item Settings > Printing & Title Block Title : 5' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects\bl RetainPro 10 (e) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria 1 Soil Data I 747 Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf___-- - Wall Equivalent Fluid Pressure Method all height above soil = 0.50 ft Heel Active Pressure = 35.0 psf /ft 4. . . Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf " Soil Density, Toe = 110.00 pcf , ,, FootingjjSoil Friction = 0.350 -a' Soil height to ignore . for passive pressure = 12.00 in A ?. *: z::. ^ Surcharge Loads h Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.389 Added seismic base force 157.6 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae - Ka = 0.112 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weight Seismic Load 0 F / W Weight Multiplier = 0.400 g Added seismic base force 157.1 lbs Use menu item Settings > Printing & Title Block Title : 5' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5' -0" retained with seismic This Wall in File: g: \structural projects \ projects \2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License : KW -06069393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Design Summary Stem Construction Top Stem a,,,ma,. _._z tia ��.__ «•a Stem OK Wall Stability Ratios Design Height Above Ftg ft = 0.00 Overturning = 2.55 OK Wall Material Above "Ht" = Concrete Sliding = 1.13 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 Ibs Rebar Spacing = 18.00 ...resultant ecc. = 10.64 in Rebar Placed at = Center Design Data Soil Pressure © Toe = 1,777 psf OK fb /FB + fa /Fa = 0.712 Soil Pressure © Heel = 0 psf OK Total Force @ Section Ibs 1,175.9 Allowable = 1,995 psf Moment....Actual ft-# = 2,488.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,132 psf Moment Allowable = 3,493.2 ACI Factored © Heel = 0 psf Shear Actual psi = 21.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in = 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 16.67 LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,021.1 Ibs HOOK EMBED INTO FTG in = 6.00 less 100% Passive Force = - 0.0 Ibs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,155.6 Ibs p s p y Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5 : 1 Stability = 376:1 lbs NG fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.200 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Footing Design Results Width dth _ 0.00 ft ....x_. Toe ..�._ r ° Heel Heel Width = 4.25 Factored Pressure = 2,132 0 psf Total Footing Width = 4.25 Mu' : Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1 -Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 © 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 © 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 © Btm.= 3.00 in Toe: Not req'd, Mu < S " Fr • Heel: Not req'd, Mu < S' Fr Key: No key defined Use menu item Settings > Printing & Title Block Title : 5' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... . 5' -0" retained with seismic This Wall in File: g:\structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Summa of Overturnin ' & Resistin • Forces & Moments Hw+iNUT4^i�ti a . .. :im- .nsay. OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-it Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 157.6 3.60 567.3 Soil Over Toe = 1,970.8 Seismic Stem Self Wt = 220.0 3.75 825.0 Surcharge Over Toe = Total 1,021.1 O.T.M. 2,645.7 Stem Weight(s) = 550.0 0.33 183.3 Earth @ Stem Transitions = = Footing Weight = 637.5 2.13 1,354.7 Resisting /Overturning Ratio = 2.55 Key Weight = Vertical Loads used for Soil Pressure = 3,301.7 Ibs Vert. Component = Total = 3,301.7 Ibs R.M.= 6,735.3 If seismic included the min. OTM and sliding ' Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: • Use menu item Settings > Printing & Title Block Title : 6' -0" Wall Page: to set these five lines of Information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6' -0" retained This Wall in File: g: \structural projects \projects\2012 projects\bl RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License : KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria ` Soil Data 1 Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf - _- - Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft la Heel Active Pressure = 35.0 psf /ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.350 0- Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 has been increased by a factor of 1.00 Footing Type Base Above /Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in _ Design Summary I Stem Construction 0 Top Stem --. Stem OK Wall Stability Ratios Design Height Above FtE ft = 0.00 Overturning = 4.63 OK Wall Material Above "Ht" = Concrete Sliding = 1.57 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00 ...resultant ecc. = 6.34 in Rebar Placed at = Center Soil Pressure @ Toe = 1,391 psf OK Design Data Soil Pressure @ Heel = 312 psf OK + fa /Fa = 0.541 1,500 psf Tottal al Force @ Section Ibs= 1,130.2 sf Allowable = Moment.... Actual ft-#= 2,382.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,670 psf Moment Allowable = 4,407.9 ACI Factored @ Heel = 374 psf Shear Actual psi = 23.5 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in = 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 12.65 LAP SPLICE IF BELOW in= Lateral Sliding Force = 946.6 Ibs HOOK EMBED INTO FTG in = 6.00 less 100% Passive Force = - 0.0 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,490.4 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5 : 1 Stability = 0.0 Ibs OK fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Use menu item Settings > Printing & Title Block Title : 6' -0" WaII Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6' -0" retained • This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Footing Dimensions & Strengths Footing Design Results �.,,.�,.- �� .. , �.,.�... . �R H ., Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 1,670 374 psf Total Footing Width = 5.00 Mu' : Upward = 51 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 6 534 ft-# Mu: Design = 46 534 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 0.00 37.11 psi • Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 © 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S • Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING • Force Distance Moment • Force Distance Moment Item Ibs ft ft-# . Ibs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = ' Axial Live Load on Stem = = Soil Over Toe = 2,695.0 Surcharge Over Toe = Total 946.6 O.T.M. 2,312.7 Stem Weight(s) = 650.0 0.58 379.2 Earth © Stem Transitions = = = Footing Weight = 750.0 2.50 1,875.0 Resisting /Overturning Ratio = 4.63 Key Weight = Vertical Loads used for Soil Pressure = 4,258.3 Ibs Vert. Component = Total = 4,258.3 Ibs R.M.= 10,710.1 • Axial live load. NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block Title : 6' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987-2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria 1 Soil Data 1 e Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf - - Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf /ft Slope Behind Wall = 0.00: 1 = -i Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf ' Soil Density, Toe = 110.00 pcf FootingljSoil Friction = 0.350 fi : Soil height to ignore for passive pressure = 12.00 in ! •*�, Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 0 has been increased by a factor of 1.00 Footing Type Base Above /Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.389 Added seismic base force 214.5 Ibs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae - Ka = 0.112 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weight Seismic Load I F / W Weight Multiplier = 0.400 g Added seismic base force 185.7 Ibs Use menu item Settings > Printing & Title Block Title : 6'-0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License : KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.68 OK Wall Material Above "Ht" = Concrete Sliding = 1.11 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 4,258 Ibs Rebar Spacing = 14.00 ...resultant ecc. = 11.10 in Rebar Placed at = Center Soil Pressure @ Toe = 1,802 psf OK Design Data Soil Pressure @ Heel = 0 psf OK Total + fa/Fa = 0.2 1 995 psf Total Force @ Section lbs = 1,612.1 .1 Allowable = Moment....Actual ft-# = 4,026.6 Soil Pressure Less Than Allowable • ACI Factored @ Toe = 2,163 psf Moment Allowable = 4,407.9 ACI Factored @ Heel = 0 psf Shear Actual psi = 29.0 Footing Shear © Toe = 0.0 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in = 4.00 LAP SPLICE IF ABOVE in = 21.38 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,346.8 Ibs HOOK EMBED INTO FTG in = 7.39 less 100% Passive Force = - 0.0 Ibs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,490.4 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 529.8 Ibs NG fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Strengths I Footing Design Results Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 2,163 0 psf Total Footing Width = 5.00 Mu' : Upward = 66 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 6 534 ft-# Mu: Design = 61 534 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 0.00 37.11 psi Key Depth - 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 © 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Use menu item Settings > Printing & Title Block Title : 6' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987-2011, Build 10.12.1.13 License : KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Summa of Overturnin ' & Resistin ' Forces & Moments N - L.6 .tmN�VAex�y+zJ eei+a.A'��'+ +a�a.��as�i. rtb.. = !n�mai .x?vY+: .. t.i�l. .4 .r- <;:3t+.q+. u;Y'Y. xH'. F.'..:bia*,.s'.�%s.V'.wC ="... ✓,.43'.x+_ .. wv, ... �t f+hi - OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2 7,972.7 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 214.5 4.20 900.8 Soil Over Toe = 2,695.0 Seismic Stem Self Wt = 260.0 4.25 1,105.0 Surcharge Over Toe = Total 1,346.8 O.T.M. 4,002.8 Stem Weight(s) = 650.0 0.58 379.2 Earth @ Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting /Overturning Ratio = 2.68 Key Weight = Vertical Loads used for Soil Pressure = 4,258.3 Ibs Vert. Component = Total = 4,258.3 Ibs R.M.= 10,710.1 If seismic included the min. OTM and sliding * Axial live Toad NOT included in total displayed, or used for overtuming ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block Title : 7'-0" Wall Page: to set these five lines of information Job # : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7' -0" retained This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License : KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria Soil Data ; , Allow Soil Bearing = 1,500.0 psf �� Retained Height = 7.00 ft g p 4 Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf /ft Slope Behind Wall = 0 , = - Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft ° Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf VA Soil Density, Toe = 110.00 pcf - FootinglISoil Friction = 0.350 Soil height to ignore for passive pressure = 12 °00 in '. Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0..0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type by a factor of Base Above /Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summa Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overtuming = '5.11 OK Wall Material Above "Ht" = Concrete Sliding = 1.59 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 Ibs Rebar Spacing = 8.00 ...resultant ecc. = 5.90 in Rebar Placed at = Center Soil Pressure © Toe = 1,383 psf OK Design Data fb /FB + fa /Fa = 0.512 Soil Pressure © Heel = 472 psf OK Total Force © Section Ibs = 1,514.5 Allowable = 1,500 psf Moment....Actual ft-# = 3,700.2 Soil Pressure Less Than Allowable ACI Factored © Toe = 1,660 psf Moment Allowable, = 7,221.8 ACI Factored © Heel = 566 psf Shear Actual psi = 31.6 Footing Shear © Toe = 0.0 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 49.5 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in = 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 12.00 Lateral Sliding Force = 1,221.8 Ibs LAP SPLICE IF BELOW in= less 100% Passive Force = - 0 °0 Ibs HOOK EMBED INTO FTG in = 6.00 less 100% Friction Force = - 1,947.8 Ibs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5 : 1 Stability = 0.0 Ibs OK fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Use menu item Settings > Printing & Title Block Title : 7' -O" Wall Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7' -0" retained This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License : KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Footing Dimensions & Strengths Footing Design Results Toe Width ..__, 0.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 1,660 566 psf Total Footing Width = 6.00 Mu' : Upward = 204 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 23 748 ft-# Mu: Design = 181 748 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 0.00 49.52 psi Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr _ Key: No key defined Summa of Overturnin • & Resistin ' Forces & Moments < A.0 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 3,721.7 Surcharge Over Toe = Total 1,221.8 O.T.M. 3,393.9 Stem Weight(s) = 750.0 0.83 625.0 Earth @ Stem Transitions= = = Footing Weight = 900.0 3.00 2,700.0 Resisting /Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure = 5,565.0 Ibs Vert. Component = Total = 5,565.0 Ibs R.M.= 17,353.8 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block Title : 7' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License : KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria I Soil Data 1 Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf — _ Equivalent Fluid Pressure Method 1;:: Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf /ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootinglISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in `E ;4, w +3.z Surcharge Loads i Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 it/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding & Overtuming ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overtuming The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above /Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.389 Added seismic base force 280.1 Ibs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae - Ka = 0.112 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weight Seismic Load 0 F / W Weight Multiplier = 0.400 g Added seismic base force 214.3 Ibs Use menu item Settings > Printing & Title Block Title : 7' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7' -0" retained with seismic This Wall in File: g:\structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 3.01 OK Wall Material Above "Ht" = Concrete Sliding = 1.13 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00 ...resultant ecc. = 10.99 in Rebar Placed at = Center Soil Pressure @ Toe = 1,777 psf OK Design Data Total Soil Pressure @ Heel = 78 psf OK T + fa /Fa 0.8 1 995 psf Total Force © Section Ibs = 2,116.6 .6 Allowable = Moment....Actual ft-#= 6,094.0 Soil Pressure Less Than Allowable ACI Factored © Toe = 2,133 psf Moment Allowable = 7,221.8 AC1 Factored @ Heel = 93 psf Shear Actual psi = 37.8 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in = 4.00 • LAP SPLICE IF ABOVE in = 19.75 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,716.3 lbs HOOK EMBED INTO FTG in= 6.84 less 100 Passive Force = - 0.0 Ibs Lap splice above base reduced by stress ratio less 100% % Friction Force = - 1,947.8 Ibs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5 : 1 Stability = 626.6 lbs NG fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Load Factors Short Building Code IBC 2009,ACI Dead Load 1.200 Equi v. Solid Thick. = Term Factor = Live Load 1.200 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wnd, W 1.600 Concrete Data Seismic, E 1.000 Fy psi = 2,500.0 Fy psi = 60,000.0 Footing Dimensions & Strengths Footing Design Results 4. Toe Width = 0.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 2,133 93 psf Total Footing Width = 6.00 Mu' : Upward = 259 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 23 748 ft-# Mu: Design = 237 748 84 Key Width = 0.00 in Actual 1 -Way Shear = 0.00 49.52 psi Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 © 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 © 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu <S'Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Use menu item Settings > Printing & Title Block Title : 7' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects\b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License : KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318 08,ACI 530 - 08 License To : CORE ENGINEERING Summa of Overturnin' & Resistin' Forces & Moments " ' raw.l +. OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3. 13,336.0 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 280.1 4.80 1,344.7 Soil Over Toe = 3,721.7 Seismic Stem Self Wt = 300.0 4.75 1,425.0 Surcharge Over Toe = Total 1,716.3 O.T.M. 5,756.5 Stem Weight(s) = 750.0 0.83 625.0 Earth © Stem Transitions = = = Footing Weight = 900.0 3.00 2,700.0 Resisting /Overturning Ratio = 3.01 Key Weight = Vertical Loads used for Soil Pressure = 5,565.0 Ibs Vert. Component = Total = 5,565.0 Ibs R.M.= 17,353.8 If seismic included the min. OTM and sliding * Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: • Use menu item Settings > Printing & Title Block Title : 8' -0" Wall Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8' -0" retained This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (e) 1987 -2011, Build 10.12.1.13 License : KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psf /ft Wg Slope Behind Wall = 0.00 : 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in idt I r f 1 Surcharge Loads 0 Lateral Load Applied to Stem = Adjacent Footing Load ' Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing T Axial Load Applied to Stem by a factor of 9 yp e Base Above /Below Soil - 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Desk n Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 5.11 OK Wall Material Above "Ht" = Concrete Sliding = 1.55 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 6,769 Ibs Rebar Spacing = 10.00 ...resultant ecc. = 5.74 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,430 psf OK Design Data Soil Pressure @ Heel = 576 psf OK fb /FB + fa /Fa = o.5 1,500 psf Total Force @ Section Ibs = 1,954.9 .9 Allowable = Moment....Actual ft-# = 5,430.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,715 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 691 psf Shear Actual psi = 26.3 Footing Shear @ Toe = 0.6 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in = 6.19 LAP SPLICE IF ABOVE in = 13.20 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,532.0 Ibs HOOK EMBED INTO FTG in = 6.00 less 100% Passive Force = - 0.0 Ibs Lap splice above base reduced by stress ratio less 100% Friction Force = - 2,369.2 Ibs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5:1 Stability = 0.0 Ibs OK fm psi = Fs psi = Solid Grouting = Use Half Stresses = - Modular Ratio 'n' Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Use menu item Settings > Printing & Title Block Title : 8' -0" Wall Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0" retained This Wall in File: g:\structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License : KW -06069393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Footing Dimensions & Strengths Footing Design Results i . Toe Width = ..4a 0.75 ft Toe ,,,. -b... Heel Heel Width = 6.00 Factored Pressure = 1,715 691 psf Total Footing Width = 6.75 Mu' : Upward = 472 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 51 910 ft-# Mu: Design = 421 910 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 0.63 60.82 psi Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 © 18.00 in rc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 © 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S " Fr Key: No key defined Summary of Overturnin' & Resistin • Forces & Moments H .a�. OVERTURNING . RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = • Axial Live Load on Stem = = Soil Over Toe = 4,693.3 Surcharge Over Toe = Total 1,532.0 O.T.M. 4,768.0 Stem Weight(s) = 850.0 1.08 920.8 Earth © Stem Transitions = = = Footing Weight = 1,012.5 3.38 3,417.2 Resisting /Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure = 6,769.2 Ibs Vert. Component = Total = 6,769.2 Ibs R.M.= 24,373.6 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block Title : 8'-0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects\b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria Soil Data — Allow Soil Bearing = 1,995.0 ,.� _� -- Retained Height = 8.00 ft 9 psf P Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf /ft Slope Behind Wall = 0.00 : 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf te At FootingIISoil Friction = 0.350 Soil height to ignore r for passive pressure = 12.00 in ` Surcharge Loads 0 Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft . Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overtuming The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A pplied to Stem has been increased 1.00 Footing Type by a factor of Base Above /Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 354.6 Ibs Design - ' = ti 0.166 g �> Ka for static earth pressure = 0.277 Difference: Kae - Ka = 0.112 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weight Seismic Load F / W P Weight Multiplier = 0.400 g Added seismic base force 242.9 Ibs • Use menu item Settings > Printing & Title Block Title : 8' -0" Wall with seismic Page: to set these five lines of information Job # : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Design Summary Stem Construction R Top Stem �E.<... ...._.a_ Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overtuming = 3.06 OK Wall Material Above "Ht" = Concrete Sliding = 1.11 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 6,769 Ibs Rebar Spacing = 10.00 ...resultant ecc. = 11.40 in Rebar Placed at = Edge Design Data Soil Pressure © Toe = 1,850 psf OK fb /FB + fa /Fa = 0.911 Soil Pressure © Heel = 156 psf OK Total Force © Section Ibs = 2,689.5 Allowable = 1,995 psf Moment....Actual ft-#= 8,769.3 Soil Pressure Less Than Allowable Moment Allowable = 9,623.1 ACI Factored @ Toe = 2,219 psf ACI Factored © Heel = 187 psf Shear Actual psi = 30.9 Footing Shear @ Toe = 0.8 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 21.32 LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,129.5 Ibs HOOK EMBED INTO FTG in= 7.84 .less 100 Passive Force = - 0.0 Ibs Lap splice above base reduced by stress ratio less 100 /u Friction Force = - 2,369.2 Ibs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5 : 1 Stability = 825.0 Ibs NG fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Wind, W 1.600 Concrete Data Pc psi = 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths - Footing Design Results • Toe Width = 0.75 ft Toe Heel Heel Width = 6.00 Factored Pressure = 2,219 187 psf Total Footing Width = 6.75 Mu' : Upward = 603 0 ft- Footing Thickness = 12.00 in Mu' : Downward = 51 910 ft-# Mu: Design = 552 910 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 0.83 60.82 psi Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 © 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S' Fr • Heel: Not req'd, Mu < S * Fr Key: No key defined Use menu item Settings > Printing & Title Block Title : 8' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318 08,ACI 530 - 08 License To : CORE ENGINEERING Summa of Overturnin s & Resistin • Forces & Moments a . ., a,F, �w6AMERA- »M2Na^•4 �t�e k. �w3bflA�1axY � i . v. w .?s OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# . Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = • Axial Live Load on Stem = Seismic Earth Load = 354.6 5.40 1,914.6 Soil Over Toe = 4,693.3 Seismic Stem Self Wt = 340.0 5.25 1,785.0 Surcharge Over Toe = Total 2,129.5 O.T.M. 7,957.6 Stem Weight(s) = 850.0 1.08 920.8 Earth © Stem Transitions = = = Footing Weight = 1,012.5 3.38 3,417.2 Resisting /Overturning Ratio = 3.06 Key Weight = Vertical Loads used for Soil Pressure = 6,769.2 Ibs Vert. Component = Total = 6,769.2 Ibs R.M.= 24,373.6 If seismic included the min. OTM and sliding • Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block Title : 9' -0" Wall Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9' -0" retained This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License : KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria Soil Data a. "..3, - Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf /ft . , Slope Behind Wall = 0.00:1 A = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf if , FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in PAIWIMPAR Surcharge Loads 1 Lateral Load Applied to Stem . Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding & Overtuming ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overtuming The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased by a factor of 1.00 Footing Type pp Base Above /Below Soil Axial Dead.Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction -- Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft = 0.00 Overturning = 5.80 OK Wall Material Above "Ht" = Concrete Sliding = 1.58 OK Thickness = 10.00 • Rebar Size = # 5 Total Bearing Load = 8,482 Ibs Rebar Spacing = 10.00 ...resultant ecc. = 4.09 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,331 psf OK Design Data Total + fa /Fa = 0.588 Soil Pressure © Heel = 789 psf OK 1.3 1,500 Total Force @ Section Ibs= 2,451.3 Allowable = psf Moment....Actual ft-# = 7,628.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,598 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 947 psf Shear Actual psi = 24.9 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in = 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 13.76 LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,877.3 Ibs HOOK EMBED INTO FTG in= 6.03 less 100% Passive Force = - 0.0 Ibs La splice above base reduced b stress ratio less 100% Friction Force = - 2,968.6 Ibs p p y Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5: 1 Stability = 0.0 Ibs OK fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' Load Factors Short Term Factor = Building Code IBC 2009,ACI ead Load 1.200 Equiv. Solid Thick. = D ea Load 1.200 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 • Use menu item Settings > Printing & Title Block Title : 9' -0" Wall Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9' -0" retained This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06069393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Footing Dimensions & Strengths Footing Design Results , . Toe Width ...� _, _, „,�K_ . �. 1.25 , ,_. , Toe Heel Heel Width = 6.75 Factored Pressure = 1,598 947 psf Total Footing Width = 8.00 Mu' : Upward = 1,222 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 141 1,120 ft-# Mu: Design = 1,081 1,120 ft4 Key Width = 0.00 in Actual 1 -Way Shear = 7.41 74.32 psi Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm: 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft4 Ibs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 5,857.5 Surcharge Over Toe = Total 1,877.3 O.T.M. 6,469.7 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= = = Footing Weight = 1,200.0 4.00 4,800.0 Resisting /Overturning Ratio = 5.80 Key Weight = Vertical Loads used for Soil Pressure = 8,481.7 Ibs Vert. Component = Total = 8,481.7 Ibs R.M.= 37,503.9 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block Title : 9' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987.2011, Build 10.12.1.13 License : KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf . Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.350 PA Soil height to ignore • for passive pressure = 12.00 in Surcharge Loads 1 Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 it/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe. = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity • = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1. has been increased by a factor of 1.00 Footing Type Line Load pP Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 437.7 lbs E Ka for static earth pressure = 0.277 Design Kh -- 0.166 g Difference: Kae - Ka = 0.112 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weight Seismic Load F / W Weight Multiplier = 0.400 g Added seismic base force 339.3 Ibs Use menu Item Settings > Printing & Title Block Title : 9' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9' -0" retained with seismic This Wall in File: g: \structural projects \ projects \2012 projects \b1 RetainPro 10 (e) 1987 -2011, Build 10.12.1.13 License : KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Design Summa Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above RE ft = 0.00 Overturning = 3.39 OK Wall Material Above "Ht" = Concrete Sliding = 1.12 Ratio < 1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 8,482 Ibs Rebar Spacing = 10.00 ...resultant ecc. = 10.57 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,760 psf OK fb /FB + fa /Fa = 0.970 Soil Pressure © Heel = 360 psf OK Total Force Section Ibs = 3,425.7 Allowable = 1,995 psf Moment....Actual ft-# 12,581.6 Soil Pressure Less Than Allowable ACI Factored © Toe = 2,113 psf Moment Allowable = 12,971.1 ACI Factored © Heel = 432 psf Shear Actual psi = 29.8 Footing Shear © Toe = 10.0 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in = 8.19 LAP SPLICE IF ABOVE in = 22.70 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 2,654.3 lbs HOOK EMBED INTO FTG in = 8.26 less 100% Passive Force = - 0.0 Ibs Lap splice above base reduced by stress ratio less 100% Friction Force = - 2,968.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5 : 1 Stability = 1,012:8 lbs NG fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Strengths a, Footing Design Results T. Toe Width = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 2,113 432 psf Total Footing Width = 8.00 Mu' : Upward = 1,582 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 141 1,120 ft-it Mu: Design = 1,441 1,120 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 9.96 74.32 psi Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 © 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 © 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm: 3.00 in Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined Use menu item Settings > Printing & Title Block Title : 9' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Summa of Overturnin • & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft • ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 437.7 6.00 2,626.4 Soil Over Toe = 5,857.5 Seismic Stem Self Wt = 475.0 5.75 2,731.3 Surcharge Over Toe = Total 2,654.3 O.T.M. 11,047.0 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions = = Footing Weight = 1,200.0 4.00 4,800.0 Resisting /Overturning Ratio = 3.39 Key Weight = Vertical Loads used for Soil Pressure = 8,481.7 Ibs Vert. Component = Total = 8,481.7 Ibs R.M.= 37,503.9 If seismic included the min. OTM and sliding *Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: • Use menu item Settings > Printing & Title Block Title : 10' -0" Wall Page: to set these five lines of information Job # : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10' -0" retained This Wail in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License : KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf , ir Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure - 35.0 psf /ft Slope Behind Wall = 0.00 : 1 = ttt Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft IL. Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in,., Yn i Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Load = 0.0 #/ft Adjacent Footing Load 0 = .0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem :' been increased 1.00 Footing Type Line Load by a factor of Base Above /Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summa s Stem Construction w Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overtuming = 5.58 OK Wall Material Above "Ht" = Concrete Sliding = 1.55 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 Ibs Rebar Spacing = 7.50 ...resultant ecc. = 4.26 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,444 psf OK Design Data Soil Pressure @ Heel = 878 psf OK fb /FB + fa /Fa 0.610 1,500 P Total Force © Section Ibs = 3,003.6 Allowable = sf Moment....Actual ft-# = 10,351.5 Soil Pressure Less Than Allowable Moment Allowable = 16,968.2 ACI Factored © Toe = 1,733 psf ACI Factored © Heel = 1,054 psf Shear Actual psi = 30.6 Footing Shear © Toe = 7.4 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 74.1 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in = 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 14.28 Lateral Sliding Force = 2,324.3 Ibs LAP SPLICE IF BELOW in = less 100% Passive Force = - 45.1 Ibs HOOK EMBED INTO FTG in = 6.21 less 100% Friction Force = - 3,555.6 Ibs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5 : 1 Stability = 0.0 Ibs OK fm psi = Fs psi = Solid Grouting = Use Half Stresses = . Load Factors Modular Ratio 'n' = Building Code IBC 2009,ACI Short Term Factor - Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 I Use menu item Settings > Printing & Title Block Title : 10' -0" Wall Page: to set these five Tines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10' -0" retained This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Footing Dimensions & Strengths Footing Design Results Toe Width 1.50 ft Toe ..�. � Heel Heel Width = 7.25 Factored Pressure = 1,733 1,054 psf Total Footing Width = 8.75 Mu' : Upward = 1,905 0 ft-# Footing Thickness = 14.00 in Mu' : Downward = 236 1,318 ft-# Mu: Design = 1,669 1,318 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 7.43 74.12 psi Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 18.00 in f c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr . Key: No key defined Summa of Overturning & Resistin' Forces & Moments .r Mrirvht=a e &- �.i�k.+m ,.nt -. ... ,. aA€M.ac&r e-m.. n._ e. +. r. 3?Y L i.'avyR. A-'➢ r .,. OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 7,058.3 Surcharge Over Toe = Total 2,324.3 O.T.M. 8,916.0 Stem Weight(s) = 1,312.5 1.92 2,515.6 Earth © Stem Transitions = = = Footing Weight = 1,531.3 4.38 6,699.2 Resisting /Overturning Ratio = 5.58 Key Weight = Vertical Loads used for Soil Pressure = 10,158.8 Ibs Vert. Component = Total = 10,158.8 Ibs R.M.= 49,752.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings > Printing & Title Block Title : 10' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (e) 1987 -2011, Build 10.12.1.13 License: KW -06069393 Cantilevered•Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Criteria Soil Data r ,,�, ;. �.. gi: Retained Height = 10.00 ft Allow Soil Bearing = 1,995.0 psf Yli Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method PA Heel Active Pressure = 35.0 psf /ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = . 250.0 psf /ft pe Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in i Surcharge Loads , Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 It Axial Load Applied to Stem :, has been increased 1.00 Footing Type Line Load by a factor of Base Above /Below Soil Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 545.8 Ibs Design Kh 0.166 g ,� —, Ka for static earth pressure = 0.277 Difference: Kae - Ka = 0.112 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weight Seismic Load F P / W P Weight Multiplier = 0.400 g Added seismic base force 375.0 Ibs ,i. • Use menu Item Settings > Printing & Title Block Title : 10' -0" Wall with seismic Page: to set these five lines of information Job # • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10' -0" retained with seismic This Wall in File: g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 License: KW -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Design Summary Stem Construction Top Stem ._.r9... w Stem OK Wall Stability Ratios Design Height Above FtE ft = 0.00 Overturning = 3.32 OK WaII Material Above "Ht" = Concrete Sliding = 1.11 Ratio < 1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 Ibs Rebar Spacing = 7.50 ...resultant ecc. = 11.42 in Rebar Placed at = Edge Design Data Soil Pressure © Toe = 1,919 psf OK fb /FB + fa /Fa = 0.990 Soil Pressure © Heel = 403 psf OK Total Force © Section lbs = 4,145.2 Allowable = 1,995 psf Moment....Actual ft-#= 16,806.9 Soil Pressure Less Than Allowable ACI Factored © Toe = 2,303 psf Moment Allowable = 16,968.2 ACI Factored @ Heel = 484 psf Shear Actual psi = 35.9 Footing Shear @ Toe = 10.1 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 74.1 psi OK Wall Weight = 125.0 • Allowable = 75.0 psi Rebar Depth 'd' in = 8.19 • Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 23.18 LAP SPLICE IF BELOW in = Lateral Sliding Force = 3,245.1 lbs HOOK EMBED INTO FTG in = 8.57 ' less 100% Passive Force = - 45.1 Ibs ' La splice above base reduced b stress ratio less 100% Friction Force = - 3,555.6 Ibs p p y Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Ibs OK Masonry Data ....for 1.5 : 1 Stability = 1,266.9 lbs NG fm psi= Fs psi = . Solid Grouting = Use Half Stresses = Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi= 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Strengths Footing Design Results Toe Width = _,...,. 1.50 ft Toe ar ..y� Heel Width = 7.25 Factored Pressure = 2,303 484 psf Total Footing Width = 8.75 Mu' : Upward = 2,474 0 ft-# Footing Thickness = 14.00 in Mu' : Downward = 236 1,318 ft-# Mu: Design = 2,237 1,318 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 10.06 74.12 psi Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 © 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 © 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm: 3.00 in Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S' Fr Key: No key defined Use menu item Settings > Printing & Title Block y i Title • 10' -0" Wall with seismic Page: to set these five lines of information Job"# • Dsgnr: DNS Date: 20 JUN 2012 for your program. - if., Description.... 10' - 0" retained with seismic , , This. in g: \structural projects \projects\2012 projects \b1 RetainPro 10 (c) 1987 -2011, Build 10.12.1.13 -" ' ' . License: KW -06059393 Cantilevered:Retaining Wall Design • C IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Summa of Overturnin • & Resistin ' Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft4 Ibs ft ft# Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.5 39,114.9 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 545.8 6.70 3,657.0 Soil Over Toe = 7,058.3 Seismic Stem Self Wt = 525.0 6.42 3,368.8 Surcharge Over Toe = Total 3,245.1 O.T.M. 14,979.2 Stem Weight(s) = 1,312.5 1.92 2,515.6 Earth @ Stem Transitions = = = Footing Weight = 1,531.3 4.38 6,699.2 Resisting /Overturning Ratio = 3.32 Key Weight = Vertical Loads used for Soil Pressure = 10,158.8 Ibs Vert. Component = Total = 10,158.8 Ibs R.M.= 49,752.1 If seismic included the min. OTM and sliding * Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: 1 5352 3ti/ Oa_kVovL4 PI AAS Page 1 N: \JOBS Stone Bridge \1454 \1454 Beams \FLOOR BEAM A.dsn f 2 2-- no - .2_8'0 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 20:33:06 RECEIVED WARNING 8 * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY NOV O 2012 * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. LP WILL MAKE AVAILABLE TO CITY OFTIGARD ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN BUILDING DI\► ISION 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: 1454 FLOOR BEAM A 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 20.000' 0.000' 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 12009 57502 10784 0.442 0.786 ALLOWABLE 12797 59083 17955 0.642 0.963 STRESS INDICES 0.938 0.973 0.601 L/522 L/294 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. * ** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 19.500' TOTAL SPAN: 19.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 259.0 PLF 0.000 13.500 +ALL 1 *UNIF DEAD FLOOR SIDE 150.0 PLF 0.000 19.500 / Page 2 FLOOR BEAM A.dsn +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 19.500 +ALL 1 UNIF WEIGHT BEAM 27.0 PLF 0.000 19.500 ALL 1 CONC DEAD ROOF TOP 868.3 LBS 13.500 1 1 UNIF LIVE ROOF TOP 388.5 PLF 0.000 13.500 +1 1 *UNIF LIVE FLOOR SIDE 300.0 PLF 0.000 19.500 1 1 CONC LIVE ROOF TOP 1302.5 LBS 13.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 19.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 13.500 +3 1 *UNIF LIVE FLOOR SIDE 400.0 PLF 0.000 19.500 4 1 UNIF LIVE ROOF TOP 518.0 PLF 0.000 13.500 4 1 CONC LIVE ROOF TOP 1736.7 LBS 13.500 * 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 57502 10784 1.00 2 25142 4668 0.90 3 43670 8518 1.00 4 49761 8972 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 12009 10155 2 5254 4513 3 9154 8413 4 10361 8136 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 5254 4513 2 5254 4513 3 5254 4513 4 5254 4513 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 6755 5642 2 0 0 3 3900 3900 4 5107 3623 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.250 2.750 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 868.3 13.500 2.500 1 LIVE 1736.7 13.500 2.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.442 0.642 L/522 0.786 0.963 L/294 2 1 0.000 0.642 0.344 0.963 L/672 0.344 0.516 Page 3 FLOOR BEAM A.dsn 3 1 0.255 0.642 L/906 0.599 0.963 L/386 4 1 0.335 0.642 L/690 0.679 0.963 L/340 * * ** 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 0.973 0.601 2 0.473 0.289 3 0.739 0.474 4 0.842 0.500 SLENDERNESS RATIO = 3.43 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. r Page 1 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 20:16:35 WARNING. * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 FLOOR BEAM B STATE: OR CODE: IRC PRODUCT: 1 -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 14.500' 20.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3341 5498 3240 0.071 0.098 ALLOWABLE 3609 9093 3948 0.229 0.344 STRESS INDICES 0.926 0.605 0.821 L/1146 L/828 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 * ** COMPRESSION EDGE BRACING REQUIRED AT 81" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 7.000' TOTAL SPAN: 7.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR SIDE 258.8 PLF 0.000 7.000 +ALL 1 UNIF WEIGHT BEAM 5.9 PLF 0.000 7.000 +1 1 UNIF LIVE FLOOR SIDE 690.0 PLF 0.000 7.000 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 5498 3240 1.00 2 1524 898 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS Page 2 CASE BRG #1 BRG #2 1 3341 3341 2 926 926 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 926 926 2 926 926 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 2415 2415 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.750 2.750 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.071 0.229 L/1143 0.098 0.344 L/826 2 1 0.000 0.229 0.027 0.344 L/2980 0.027 0.041 * * ** 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 0.605 0.821 2 0.186 0.253 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. Pagel LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 20:43:06 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 FLOOR BEAM C STATE: OR CODE: IRC PRODUCT: 3 -PLY 1 -3/4" X 11 -7/8" LP LVL 2650Fb -1.9E DESIGN CRITERIA FOR ClMBINATION 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' 18.000' SIDE L/360 L/240 ROOF 30 15 5.000' 4.000' 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 5360 19831 4986 0.316 0.589 ALLOWABLE 16734 27280 11845 0.505 0.757 STRESS INDICES 0.320 0.727 0.421 L/575 L/309 LOAD CASE 1 1 3 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 2 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 6" 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 15.500' TOTAL SPAN: 15.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 135.0 PLF 0.000 15.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 15.500 +ALL 1 UNIF DEAD ROOF TOP 67.5 PLF 0.000 15.500 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 15.500 +1 1 *UNIF LIVE FLOOR SIDE 270.0 PLF 0.000 15.500 Page 2 +1 1 UNIF LIVE ROOF TOP 101.3 PLF 0.000 15.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 15.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 15.500 +3 1 *UNIF LIVE FLOOR SIDE 360.0 PLF 0.000 15.500 +4 1 UNIF LIVE ROOF TOP 135.0 PLF 0.000 15.500 * 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 19831 4971 1.00 2 9186 2260 0.90 3 19508 4986 1.00 4 13057 3149 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 5360 5360 2 2483 2483 3 5273 5273 4 3529 3529 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 2483 2483 2 2483 2483 3 2483 2483 4 2483 2483 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 2877 2877 2 0 0 3 2790 2790 4 1046 1046 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.250 4.250 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.316 0.505 L/575 0.589 0.757 L/309 2 1 0.000 0.505 0.273 0.757 L/667 0.273 0.409 3 1 0.306 0.505 L/593 0.579 0.757 L/314 4 1 0.115 0.505 L/1582 0.388 0.757 L/469 * * ** 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 0.727 0.420 Page 3 2 0.374 0.212 3 0.715 0.421 4 0.479 0.266 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 l LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 20:57:40 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 FLOOR BEAM D 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' 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 3934 10060 3748 0.064 0.094 ALLOWABLE 11156 18187 7897 0.258 0.388 STRESS INDICES 0.353 0.553 0.475 L/1459 L/988 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 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 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 8.000' TOTAL SPAN: 8.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) Page 2 ALL 1 UNIF DEAD ROOF TOP 120.0 PLF 5.000 8.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 5.000 8.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 8.000 ALL 1 *CONC DEAD FLOOR SIDE 1461.8 LBS 5.000 1 1 UNIF LIVE ROOF TOP 180.0 PLF 5.000 8.000 1 1 *CONC LIVE FLOOR SIDE 2923.6 LBS 5.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 5.000 8.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 5.000 3 1 *CONC LIVE FLOOR SIDE 3898.2 LBS 5.000 4 1 UNIF LIVE ROOF TOP 240.0 PLF 5.000 8.000 * 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 8766 3368 1.00 2 3183 1269 0.90 3 10060 3748 1.00 4 3750 1590 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 1917 3763 2 719 1497 3 2181 3934 4 854 2082 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 719 1497 2 719 1497 3 719 1497 4 719 1497 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1198 2266 2 0 0 3 1462 2436 4 135 585 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.750 4.250 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1461.8 5.000 2.500 1 LIVE 3898.2 5.000 2.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.052 0.258 L/1780 0.083 0.388 L/1126 2 1 0.000 0.258 0.030 0.388 L/3065 0.030 0.046 3 1 0.064 0.258 L/1459 0.094 0.388 L/988 Page 3 4 1 0.006 0.258 L/15745 0.036 0.388 L/2565 * * ** 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 0.482 0.426 2 0.194 0.179 3 0.553 0.475 4 0.206 0.201 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 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 21:07:29 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 FLOOR BEAM E 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' 15.500' SIDE L/360 L/240 ROOF 30 15 8.000' 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 8557 33536 8375 0.527 0.922 ALLOWABLE 25594 37048 13965 0.617 0.926 STRESS INDICES 0.334 0.905 0.600 L/422 L/241 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 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 MA':.UFACTURER 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 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 19.000' TOTAL SPAN: 19.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) • Page 2 +ALL 1 *UNIF DEAD FLOOR SIDE 116.3 PLF 0.000 19.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 4.000 19.000 +ALL 1 UNIF DEAD ROOF TOP 60.0 PLF 0.000 19.000 +ALL 1 UNIF WEIGHT BEAM 21.0 PLF 0.000 19.000 ALL 1 *CONC DEAD FLOOR SIDE 1086.5 LBS 4.000 +1 1 *UNIF LIVE FLOOR SIDE 232.5 PLF 0.000 19.000 +1 1 UNIF LIVE ROOF TOP 90.0 PLF 0.000 19.000 1 1 *CONC LIVE FLOOR SIDE 2173.1 LBS 4.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 19.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 19.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 4.000 +3 1 *UNIF LIVE FLOOR SIDE 310.0 PLF 0.000 19.000 3 1 *CONC LIVE FLOOR SIDE 2897.5 LBS 4.000 +4 1 UNIF LIVE ROOF TOP 120.0 PLF 0.000 19.000 * 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 32555 7807 1.00 2 14422 3190 0.90 3 33536 8375 1.00 4 19554 4161 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 8103 6532 2 3324 3011 3 8557 6566 4 4464 4151 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 3324 3011 2 3324 3011 3 3324 3011 4 3324 3011 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 4779 3521 2 0 0 3 5232 3555 4 1140 1140 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 6.500 5.000 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1086.5 4.';00 2.500 1 LIVE 2897.5 4.000 2.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM Page 3 1 1 0.499 0.617 L/445 0.894 0.926 L/249 2 1 0.000 0.617 0.395 0.926 L/563 0.395 0.592 3 1 0.527 0.617 L/422 0.922 0.926 L/241 4 1 0.139 0.617 L/1595 0.534 0.926 L/416 * * ** 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 0.879 0.559 2 0.433 0.254 3 0.905 0.600 4 0.528 0.298 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 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 22:47:08 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 FLOOR BEAM F STATE: OR CODE: IRC PRODUCT: 1 -PLY 1 -3/4" X 11 -7/8" LP LVL 2650Fb -1.9E DESIGN CRITERIA FOR C(.,MBINATION 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' 14.500' SIDE L/360 L/240 ROOF 30 15 9.000' 34.500' 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 4367 7049 3288 0.070 0.124 ALLOWABLE 4594 9093 3948 0.229 0.344 STRESS INDICES 0.951 0.775 0.833 L/1152 L/652 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 * ** COMPRESSION EDGE PRACING REQUIRED AT 57" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 7.000' TOTAL SPAN: 7.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 326.3 PLF 0.000 7.000 +ALL 1 UNIF DEAD FLOOR SIDE 108.8 PLF 0.000 7.000 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 7.000 +ALL 1 UNIF WEIGHT BEAM 5.9 PLF 0.000 7.000 +1 1 UNIF LIVE ROOF TOP 489.4 PLF 0.000 7.000 +1 1 UNIF LIVE FLOOR SIDE 217.5 PLF 0.000 7.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 7.000 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.000 +3 1 UNIF LIVE FLOOR SIDE 290.0 PLF 0.000 7.000 +4 1 UNIF LIVE ROOF TOP 652.5 PLF 0.000 7.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. Page'2 SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 7049 3288 1.00 2 3056 1396 0.90 3 4694 2371 1.00 4 6742 2944 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 4367 4367 2 1893 1893 3 2908 2908 4 4177 4177 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1893 1893 2 1893 1893 3 1893 1893 4 1893 1893 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 2474 2474 2 0 0 3 1015 1015 4 2284 2284 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.500 3.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.070 0.229 L/1149 0.124 0.344 L/651 2 1 0.000 0.229 0.054 0.344 L/1502 0.054 0.080 3 1 0.029 0.229 L/2801 0.082 0.344 L/978 4 1 0.065 0.229 L/1245 0.118 0.344 L/681 * * ** 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 "ANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.775 0.833 2 0.373 0.393 3 0.516 0.600 4 0.741 0.746 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 • Page 3 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 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 23:01:38 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 FLOOR BEAM G STATE: OR CODE: IRC PRODUCT: 3 -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' 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 7180 23749 6911 0.194 0.323 ALLOWABLE 32484 27280 11845 0.385 0.578 STRESS INDICES 0.221 0.871 0.583 L/713 L/430 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 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. * ** 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 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 12.000' TOTAL SPAN: 12.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) • Page 2 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 4.000 ALL 1 UNIF DEAD ROOF TOP 97.7 PLF 0.000 4.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 12.000 ALL 1 CONC DEAD ROOF TOP 2126.0 LBS 4.000 ALL 1 *CONC DEAD FLOOR SIDE 1191.0 LBS 4.000 1 1 UNIF LIVE ROOF TOP 146.5 PLF 0.000 4.000 1 1 CONC LIVE ROOF TOP 3189.0 LBS 4.000 1 1 *CONC LIVE FLOOR SIDE 2382.0 LBS 4.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 4.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 4.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 4.000 3 1 *CONC LIVE FLOOR SIDE 3176.0 LBS 4.000 4 1 UNIF LIVE ROOF TOP 195.3 PLF 0.000 4.000 4 1 CONC LIVE ROOF TOP 4252.0 LBS 4.000 * 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 23749 6911 1.00 2 9339 2791 0.90 3 17177 4962 1.00 4 20714 6114 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 7180 3299 2 2977 1344 3 5095 2403 4 6463 2892 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 2977 1344 2 2977 1344 3 2977 1344 4 2977 1344 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 4202 1955 2 0 0 3 2117 1059 4 3486 1548 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 8.250 2.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2126.0 4.000 2.750 1 DEAD 1191.0 4.000 2.750 1 LIVE 4252.0 4.000 2.750 1 LIVE 3176.0 4.000 2.750 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION Page . 3 CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.194 0.385 L/713 0.323 0.578 L/430 2 1 0.000 0.385 0.128 0.578 L/1082 0.128 0.192 3 1 0.105 0.385 L/1316 0.233 0.578 L/594 4 1 0.154 0.385 L /901 0.282 0.578 L/492 * * ** 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 0.871 0.583 2 0.380 0.262 3 0.630 0.419 4 0.759 0.516 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 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 23:11:46 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 GARAGE HEADER BEAM H 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' 0.000' TOP L/360 L/240 ROOF 30 15 0.000' 8.000' 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 2742 8925 2587 0.278 0.464 ALLOWABLE 3938 18187 7897 0.546 0.819 STRESS INDICES 0.696 0.491 0.328 L/707 L/424 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 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. * ** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. * ** NO WALL LOAD WAS USED. STRUCTURAL GEOMETRY SPAN 1 16.500' TOTAL SPAN: 16.50 FT LOAD PATTERNS Page 2 CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 60.0 PLF 0.000 16.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 16.500 ALL 1 CONC DEAD FLOOR TOP 594.8 LBS 3.500 +1 1 UNIF LIVE ROOF TOP 90.0 PLF 0.000 16.500 1 1 CONC LIVE FLOOR TOP 1189.6 LBS 3.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 16.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 3.500 3 1 CONC LIVE FLOOR TOP 1586.2 LBS 3.500 +4 1 UNIF LIVE ROOF TOP 120.0 PLF 0.000 16.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 8925 2587 1.00 2 3540 999 0.90 3 7491 2252 1.00 4 7492 1863 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2742 1714 2 1062 719 3 2311 1056 4 2052 1709 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1062 719 2 1062 719 3 1062 719 4 1062 719 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1680 995 2 0 0 3 1250 336 4 990 990 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.500 1.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 594.8 3.500 2.500 1 LIVE 1586.2 3.500 2.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL AI. ?OW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.278 0.546 L/705 0.464 0.819 L/423 2 1 0.000 0.546 0.186 0.819 L/1055 0.186 0.279 Page 3 3 1 0.163 0.546 L /1201 0.348 0.819 L/563 4 1 0.209 0.546 L/936 0.395 0.819 L/497 * * ** 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 0.491 0.328 2 0.216 0.141 3 0.412 0.285 4 0.412 0.236 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 USES 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 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 23:17:32 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 FLOOR HEADER BEAM H1 STATE: OR CODE: IRC PRODUCT: 2 -PLY 1 -3/4" X 9 -1/2" 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' TOP L/360 L/240 ROOF 30 15 6.000' 7.500' 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 2891 5602 2281 0.071 0.132 ALLOWABLE 3938 11932 6318 0.262 0.394 STRESS INDICES 0.734 0.470 0.361 L/1323 L/718 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 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. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 8.000' TOTAL SPAN: 8.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 120.0 PLF 0.000 8.000 +ALL 1 UNIF DEAD ROOF TOP 101.3 PLF 0.000 8.000 Page 2 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.000 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 8.000 +1 1 UNIF LIVE FLOOR TOP 240.0 PLF 0.000 8.000 +1 1 UNIF LIVE ROOF TOP 151.9 PLF 0.000 8.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.000 +3 1 UNIF LIVE FLOOR TOP 320.0 PLF 0.000 8.000 +4 1 UNIF LIVE ROOF TOP 202.5 PLF 0.000 8.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 5602 2281 1.00 2 2564 1048 0.90 3 5045 2055 1.00 4 4134 1685 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2891 2891 2 1323 1323 3 2603 2603 4 2133 2133 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1323 1323 2 1323 1323 3 1323 1323 4 1323 1323 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1568 1568 2 0 0 3 1280 1280 4 810 810 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 0.071 0.262 L/1323 0.132 0.394 L/718 2 1 0.000 0.262 0.060 0.394 L/1568 0.060 0.090 3 1 0.058 0.262 L/1621 0.119 0.394 L/797 4 1 0.037 0.262 L/2561 0.097 0.394 L/973 * * ** 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 Page 3 1 0.469 0.361 2 0.239 0.184 3 0.423 0.325 4 0.346 0.267 SLENDERNESS RATIO = 2.71 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 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 23:22:12 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 FLOOR HEADER BEAM H2 STATE: OR CODE: IRC PRODUCT: 2 -PLY 1 -3/4" X 9 -1/2" 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 20.000' 10.000' TOP L/360 L/240 ROOF 30 15 43.500' 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 5200 8027 3809 0.072 0.122 ALLOWABLE 5250 11932 6318 0.212 0.319 STRESS INDICES 0.991 0.673 0.603 L /1061 L/623 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MO':ENT 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 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. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 6.500' TOTAL SPAN: 6.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 326.3 PLF 0.000 6.500 +ALL 1 UNIF DEAD FLOOR TOP 225.0 PLF 0.000 6.500 Page 2 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 6.500 +1 1 UNIF LIVE ROOF TOP 489.4 PLF 0.000 6.500 +1 1 UNIF LIVE FLOOR TOP 450.0 PLF 0.000 6.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.500 +3 1 UNIF LIVE FLOOR TOP 600.0 PLF 0.000 6.500 +4 1 UNIF LIVE ROOF TOP 652.5 PLF 0.000 6.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 8027 3809 1.00 2 3315 1577 0.90 3 6324 3003 1.00 4 6588 3128 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 5200 5200 2 2147 2147 3 4097 4097 4 4268 4268 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 2147 2147 2 2147 2147 3 2147 2147 4 2147 2147 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 3053 3053 2 0 0 3 1950 1950 4 2121 2121 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 0.072 0.212 L /1060 0.122 0.319 L/622 2 1 0.000 0.212 0.050 0.319 L/1507 0.050 0.076 3 1 0.046 0.212 L/1660 0.096 0.319 L/790 4 1 0.050 0.212 L/1526 0.100 0.319 L/758 * * ** 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 Page 3 1 0.673 0.603 2 0.309 0.277 3 0.530 0.475 4 0.552 0.495 SLENDERNESS RATIO = 2.71 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 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/29/12 02:40:08 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 FLOOR BEAM I STATE: OR CODE: IRC PRODUCT: 1 -PLY 7" X 14" LP LVL 2950Fb -2.0E 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 20.000' 13.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 9122 41847 8849 0.594 0.842 ALLOWABLE 36750 54990 18947 0.631 0.946 STRESS INDICES 0.248 0.761 0.467 L/382 L/269 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 * ** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 19.500' TOTAL SPAN: 19.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR SIDE 247.5 PLF 0.000 19.500 +ALL 1 UNIF WEIGHT BEAM 28.0 PLF 0.000 19.500 +1 1 UNIF LIVE FLOOR SIDE 660.0 PLF 0.000 19.500 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 19.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 41847 8849 1.00 2 12325 2606 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS Page 2 CASE BRG #1 BRG #2 1 9122 9122 2 2687 2687 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 2687 2687 2 2687 2687 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 6435 6435 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 7.000 7.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.594 0.631 L/382 0.842 0.946 L/269 2 1 0.000 0.x-31 0.248 0.946 L/915 0.248 0.372 * * ** 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 0.761 0.467 2 0.249 0.153 SLENDERNESS RATIO = 2.00 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 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/29/12 02:48:59 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2013. 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: 1454 FLOOR HEADER BEAM H3 STATE: OR CODE: IRC PRODUCT: 2 -PLY 1 -3/4" X 9 -1/2" 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 13.000' 2.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2638 8078 2285 0.333 0.469 ALLOWABLE 3938 11932 6318 0.413 0.619 STRESS INDICES 0.670 0.677 0.362 L/445 L/317 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 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. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 12.500' TOTAL SPAN: 12.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 112.5 PLF 0.000 12.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 12.500 +1 1 UNIF LIVE FLOOR TOP 300.0 PLF 0.000 12.500 Page 2 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 12.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 8078 2285 1.00 2 2336 666 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2638 2638 2 763 763 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 763 763 2 763 763 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1875 1875 2 0 0 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 0.333 0.413 L/445 0.469 0.619 L/317 2 1 0.000 0.413 0.136 0.619 L/1095 0.136 0.203 * * ** 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 0.677 0.362 2 0.218 0.117 SLENDERNESS RATIO = 2.71 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 LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 09/28/12 17:51:27 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 201_.1 EXPIRES ON 3/31/2013. 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: 1454 ROOF HEADER 1 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 0.000' 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 4470 12114 3787 0.194 0.296 ALLOWABLE 6891 17898 9476 0.516 0.688 STRESS INDICES 0.649 0.677 0.400 L/639 L/419 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. * ** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. * ** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER '1.5 X 2.5 FT (6.25 SQ FT) STRUCTURAL GEOMETRY SPAN 1 10.500' TOTAL SPAN: 10.50 FT Page 2 LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 259.0 PLF 5.000 10.500 +ALL 1 UNIF WEIGHT BEAM 14.3 PLF 0.000 10.500 ALL 1 CONC DEAD ROOF TOP 868.3 LBS 5.000 1 1 UNIF LIVE ROOF TOP 518.0 PLF 5.000 10.500 1 1 CONC LIVE ROOF TOP 1736.7 LBS 5.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 5.000 10.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 5.000 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.208 2.708 4 1 UNIF LIVE ROOF TOP 120.0 PLF 7.854 10.354 5 1 UNIF LIVE ROOF TOP 120.0 PLF 3.738 6.237 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 12114 3787 1.00 2 4164 1311 0.90 3 4378 1351 1.00 4 4353 1573 1.00 5 4843 1453 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2559 4470 2 903 1540 3 1161 1581 4 943 1800 5 1060 1682 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 903 1540 2 903 1540 3 903 1540 4 903 1540 5 903 1540 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1656 2930 2 0 0 3 258 42 4 40 260 5 158 143 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 868.3 5.000 2.500 1 LIVE 1736.7 5.000 2.500 • Page 3 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.194 0.316 L/639 0.296 0.688 L/419 2 1 0.000 0.516 0.102 0.688 L/1214 0.102 0.153 3 1 0.006 0.516 L/19308 0.108 0.688 L/1144 4 1 0.006 0.516 L/19740 0.108 0.688 L/1144 5 1 0.016 0.516 L/7668 0.118 0.688 L/1048 * * ** 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 0.677 0.400 2 0.259 0.154 3 0.245 0.143 4 0.243 0.166 5 0.271 0.153 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 USE 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. AA S 1 ,2 © l 2 - c O ( 53C2_ Svt/ Oak oi, PC y . RESIDENTIAL ENERGY C HECKLIST M ASURE9 . Floors Fenestration Walls Ceilin ■s I -IVAC Lly. Misc._ . v N < m ,- co of — c a < a < co C a D • cn O < o ' Q. 7 Q- O O ( Jt o UJ (I 5(1 A ? m rn 9 o co o E 1 A _ a o i (D a a 1 n D. D. w n n =: I n =: c S. o C ( , i. ii o al N ❑ O -' V Q (D ( D ca o ( p - M cu C (1) FIT cn a rn t° n N (n a u, m m 3 to a a v o o N ( 4,1 g -, g v J v ' o- . z m ,n m cn o cn N C° ca o o o w a -rr a �, n u , o U o D I I a w a m rn `" -d I n v a N co s N m T io co o n v - al (D 7. _ o o n 0, co N = pj - N — ( D a (e o_ 4J (D (C r C N (n (p o ,U o m -, ° a ,, 1, C a C o 2 2, C m o a) `a (a n' o < - a o w rr b) x , -7 - o o m o Co o .P ,T T , w co .b. r J o 'a m > o a 3 2 u, = a c, •' cn — w w n, �' N - c-, cr W T Co u, c Additional Measure Path o u, o cn N > O .c------ .c------ y ' '■■■■ i,■: �.-tiiN .. i , ( " 1 i efficienc H V A C ■■■: Y f Nos). N� a 4 t � ti�� r r� �t;} � in GrwK .■■ ■ t s.. _ . �. p A 2a High efficiency ducts- certified- sealed 1 ■■■■1 " } { ! "� p� �'{ �'� +t� 2b High efficiency ducts '� =' ts -all inte.rior ..■ ■■�■■ �.•• • , _ „T 111111111P.4111111111111111111= i'` ..!� Y-y - i 4 � -:��• 1 -� I- ci (y � �il I,4 �ls ,: High efficiency building envelope 4a tonal elec ht ductles fie or ht pumphi eii Itg P ' hi111r 1 ' 1 ■ �: ■■■■ ■■� .■'w. -" ' ht sAL ="` ' `° I.: iim [..a?, larL , . � r„ l a �( High efficiency windows /ceilings /lighting .■� f' �'y ` 4,a h High efficiency windows /ceilings /water htg ■■.FI ;■■ �� ■ mo t( �t s cy +j rkl' 7 High efficiency water heaang/lighting ■■■■s s , 1 I' .I k 9,1 4i , �' '? 1 �. �.� �1 sb�� ■��.:JC +et . 8 Solar photovoltaic ■■■■ , !� �■ �- i< :17.4,..,..T.4: tl�cr;: s bra; 9 Solar water heating ,_ � :x, , ..=a,.: 3.,,, 4 a Skylights -r, vinyl, wood, or thermally broken aluminum franies and low- emissivity coatings shall be deemed to satisfy this requirement if total skylight arca ing(ed is 2% or less of total heated space floor area. a Hinged doors only - does not include sliding glass doors. Sliding glass doors are categorized with windows_ Glazing that is either double pane with low-e coaLingtr re z surface, or triple pane shall be deemed to comply with this U -0.40 requirement. Z e o Must have a U- factor of 0.047 or less. See Table N1104.1(2) for acceptable assembliestU- factors. R -38 standard scissors truss is U- 0.042. 10 -inch deep rafter vaulted ceiling with R -30 is U -0.033 and complies with this requirement. Must have a U- factor of 0 -031 or less. See Table N1104.1(2) for acceptable assemblies/CI-factors.. CI CI catust have a U- factor of 0.02 v or less. See Table Ni N1104,1(2) for acceptable assemblies/U- factors. e G Air handler must be sealed combustion air unit with air supply ducted from outdoors and is located within the conditioned space when all interior duck are utilize N z