Loading...
Plans • • 1 5370 sv\/ ©c,kwtov.f RI A/is r 12. - 2 - 5 I l P r nPIT1� ! 31 2012 66-8 3/a' 13 UILDT :� L VIIR01 ° 10' -0• I 48-0• 1 6'-8 we 45-9• 5-8 3/4• , e 11111= _TM - N k Mil i� - , W/IIPPMI. -- 0 I WSDII � HUS28 4:12 m ilzij O 8:1 K4 9 .._ 11,111 i l I �+ I \ 8:12 4 LU871 I • • :12 IQ (3) , I m B2 I K3 (4) 4., 8' 1 ' 1 D2 4) A Eek ' K2 (2) � D1(3 4 0.12 p 23• -10• 4' -0• I 8' -0• 2T -2• di D .. I 23• -10• I i a'-0 3l4• ® Copyright CompuTrus Inc. 2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES 09/14/12 TRUSS CALLCULATIoSAND ENGINEERED STRUCTURAL PROJECT TITLE; REVISION -1: DR FURTHER p 4-a u J -1453 STONE BRIDGE HOMES INFORMATION. R R OF RECORD DESIGNEPJE GSIE RD RESPONSIBLE FOR ALL NON -TRUSS ■ PLAN: DRAWN BY: JP REVISION - 2: TO TRUSS CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO 170 -OP12 / A CHECKED BY: REVIEW AND APPROVE OF ALL \ [ O M P A N Y DELIVERY LOCATION: SCALE: REVISION -3: DESIGNS PRIOR TO CONSTRUCTION. & TRUSS 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. GampuTfus, Inc. Custom Software Engineering Manufacturing WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' and 10' o.c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and /or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non - corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR -2529 (CompuTrus) and /or ESR - 1311, ESR- 1988(MiTek). (c op PROFe es ` C.440, ���`�� �� GIN�C � ` LO : o ago :. � c ,, e �, u y e. ' = Z C ` y a, n OREGON _� ,-a d ) R v , • " Q Ak IOIVA1. !EXPIRES 12/31/13 I EXPIRES 6/10/13 I IIIIIIIIIIIIIII ( ►/71 . This design PACIFIC LUMBER prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 18'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -42) 50 2- 8 =( -697) 855 2- 3 =( -1051) 889 BC: 2x4 KDDF N1SBTR SPACED 24.0' 0.C. 2- 3 =( -208 141 8- 6 =( -697) 855 3- 8 =( -218) 266 WEBS: 2x4 KDDF STAND 3- 4= -820 608 8- 4= -132) 425 LOADING 4- 5= -820 608 8- 5= -218) 267 - TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -208 141 5- 6= -1051 889 BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -42) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M -1.5x4 or equal at non - structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) vertical-members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -228/ 870V -100/ 100H 5.50' 1.39 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 18'- 0.0' -228/ 870V -100/ 100H 5.50' 1.39 KDDF ( 625) C,CN C18,0(118 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M26HS,M18HS,M16 = MiTek Mt series AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. t'1 • 1 ' 1 ' ' 1 - ' I' 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' MAX LL DEFL = 0.041' @ 9'- 0.0' Allowed = 0.854' MAX TL DEFL = - 0.040' @ 9'- 0.0' Allowed = 1.139° MAX LL DEFL = 0.002' @ 19'- 0.0' Allowed = 0.100' MAX TL DEFL = - 0.003' @ 19'- 0.0' Allowed = 0.133' 9 - 9 - MAX HORIZ. LL DEFL = - 0.019' @ 17'- 6.5' MAX HORIZ. TL DEFL = 0.019' @ 17'- 6.5' 4 - - 4 - - 4 - 4 - This truss does not include any time dependent T r T T T deformation for long term loading (creep) in the total load deflection. The building designer M 4X4 shall verify that this parameter fits with the intended use of this component. 4.0° NOTE:Design assumes moisture content does M - 3x81 ' M - 3x6 not exceed 19% at time of manufacture. 0, Truss designed for wind loads in the plane of the truss only. M -1.5x4 M -1.5x4 m.2.5 2.5x4 sy M- 3x6 < < M -3x6 Design conforms and nf compo t ne o nts and claddi main windforce- ng criter sisti M Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7.05, 1,4 41eg Enclosed, Cat.2, Exp.B, MWFRS gable end zone, load duration factor =1.6 M - 1.5X4 ,M Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top � > chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. co -/. 0 0 il c.,._ c.,._ 2 a 8 �6 - o M -3x6 M -3x8 M -3x6 • � �) PROFS 1' -`�- •"GtP16* . '' 9 -00 9 -00 4 Cn � � F. b y y y ` r l � 1 ' 1 - 1 -00 18 -00 1 -00 k, } � 4R'e • �, • N .r. � � p a .J :�, gm; JOB NAME: J -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - Al ` v I O�, G� � '' Z' Scale: 0.3239 WARNINGS: GENERAL NOTES, unless otherwise not r +- I . ' `� '� A : 6 � � � /4 ' 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review Truss: Al and Warnings before construction commences. and approval is the responsibility of the building designer, not the r truss designer or truss engineer. , >;r. EXPIRES 6 1301 I3 .. . 2. 2x4 compression web bracing must be Ins where shown +. ? wig 3. All lateral force resisting elements such as temporary and permanent 2. 2' n c att 10' o.c. resp covey nless through ut eirr length by ..)< f -r{ tam >' DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywali(BC). ' ' 7 ' DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ a 2 4243 R` 4. No load should be appfed to any component until after at bracing end 4. Installation of truss is the responsibihy of the respective contractor. ' 7s � > it SEQ.: 5297816 fasteners are complete and at no time should any loads tioads greater than 5. Design assumes trusses are of to be used in a non - corrosive environment. - 3, - o ,, `�� „ design loads be appled to any component, and are for 'dry condin' use. , i , TRANS ID: 349235 6. Design assumes fug bearing at all supports shown. Shim or wedge 11 5 . CompuTrus has no control over and assumes no responsibility for the necessary. wt Of ♦AL fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. a / / 4 //2' i! ..' r. -K 6. This design Is furnished subject to the limitations net forth by 8. Plates shall be located on both faces of truss, and placed so their center II / '..a - 111E1E1111E11H TPI/WICA In BCSI, copies of e USA, Inc. /CompuT 5 6.4(1 E equesl. 1 0. For baassic joint center lines. design values see ESR -1311, ESR -1988 (MiTek) EXPIRES 9. Digits indicate sloe of plate in inches. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 18'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq =1.00 TC: 2x4 KDDF 81 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -36) 50 2 -10 =( -359) 812 2- 3 =( -1195) 627 BC: 2x4 KDDF N1 &BTR SPACED 24.0" O.C. 2- 3= -149 202 10- 8 =( -359) 812 4 -10 =( -171) 141 WEBS: 2x4 KDDF STAND 3- 4= -9B2) 448 10- 5= 8 395 LOADING 4- 5= -808) 313 10- 6= -171 141 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -808) 313 7- 8= -1195 627 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-982) 448 TOTAL LOAD = 42.0 PSF 7- 8 =( -149) 202 LETINS: 2-00-00 2 -00 -00 8- 9 =( -36) 50 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0' 12.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -128/ 870V -100/ 100H 5.50' 1.39 KDDF 625) M,M26HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 18'- 0.0' -128/ 870V -100/ 100H 5.50' 1.39 KDDF ( 625) 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 =L/180 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 = 0.055' @ 9'- 0.0' Allowed = 0.854' MAX TL DEFL = - 0.082' @ 9'- 0.0' Allowed = 1.139' MAX LL DEFL = - 0.002' @ 19'- 0.0' Allowed = 0.100' 9 - 9 - MAX TL DEFL = - 0.003' @ 19'- 0.0' Allowed = 0.133" T f 1' MAX HORIZ. LL DEFL = - 0.012' @ 17'- 6.5' 1 - 2 - 4 - 4 - 2 - 1 - MAX HORIZ. TL DEFL = 0.018' @ 17'- 6.5' This truss does not include any time dependent 12 12 M - deformation for long term loading (creep) in the 6.00 L- �1 6.00 total load deflection. The building designer shall verify that this parameter fits with the 4.0" 6 intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce- resisting system and components and cladding criteria. M - 1.5x4 M - •5x4 Wind: 110 mph, h =25ft, TCOL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 4. M -2.5x4 :-2.5x4 el 3 co/ /- �m o I o 0 2-=- 10 � 8 �o M -3x6 M -3x8 M -3x6 y y l ��D PRpF6ss gy, 9 -00 9 -00 �GlNFk...'. p U, ' y y J y v • 1 -00 18 -00 1 -00 `b 1r o .. JOB NAME: J-1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - A2 .4Q w Al '�� ° �r26' Scale: 0.3239 ' .�' u , io _:._.. �'t �� ,, q , WARMNGS: GENERAL NOTES, unless otherwise noted: " r � / / / 4, 7r� 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 ., q 1 . 4 1' OF Truss: A2 and Warnings before construction commences. and approval is the responsibility of the building designer, not the C 6/30/ 13 2. 2x4 compression web bracing must be installed where shown +. buss designer or truss engineer. �Y IBC = 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top end bottom chords to be laterally braced at DES. BY LJ 2' o and et 10' a c. respectively unless braced throughout their length by i'• • stability bracing must be designed by designer of complete structure. '�' t N continuous sheathing such as plywood and /or drywall(BC). DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required mired where where shown shown «+ t ?S pp any component g ob 4. No load should be a Bed to an corn nent until after an bracin and 4. Installation of truss is the res ty of tae res p octive on 24243 SEQ.: 5297817 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to to be e used used In a non-corrosive environment, ment, `� �® 4�f �.O design loads be epphed to any component. 0 end are for'dry condition" of use. 6. 4 TRANS ID: 349235 . CompuTrus has no control over and assumes na responsibility for the . Design assumes full bearing supports shown. Shim or wedge If S !�A' necessary. fabrication, handling, shipment and installation of components. 7. Design sumes adequate drainage is provided. f/ r v TA � `'. - 8. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center ! / 7 j'� , c -_ I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINWCA in BCSI, copies of which will be furnished upon request, fines coincide with joint center lines. 9. Digits Indicate size of plate in inches. bosuns /, MiTek 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 6'- 0.0' '0 • I .i r , . 1 - ' t. TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 NOTE:Designassumes moisture content does BC: 2x4 KDDF f118BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. . 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 Truss designed for wind loads in the plane of the truss only. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix desi nators: TOTAL LOAD = 42.0 PSF Design conforms to main windforce- resisting C,CN,C18,CN18 (or no prefix = CompuTrus, Inc system and components and cladding criteria. M,M2OHS,M18HS,M16 = MiTek M series LL = 25 PSF Ground Snow (Pg) Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Enclosed, Cat.2, Exp.B, MFRS, REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. gable end zone, load duration factor =1.6 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. M -152 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 4.00 c= 12 complete specifications. Truss designed for 4x2 outlookers. 2x4 let -ins of. the same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are M - 2.5X4 permissible at inlet board areas only. M - 3x6 elil co co p 0 N =M -4x4 ill II • - i/- IMI co . IS11 ell a. o�%%////////// / / / / / / / /// / / / / / /O / / / / / /// / / / //% ' . 3 M -2.5x4 ), J 3, 1-00 6 -00 PROF . �5 Fky,p• t4 pINF 4 � ( 1 ! 1 . t ,. __ . JOB NAME! J-1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - B1 'a , r ' Scale: 0.7137 Q' 1 , required where fQ �S WARNINGS: GENERAL NOTES, unless otherwise noted ,� f ' -, ' Q - 0 5/ /4"/ f B1 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review Truss : B 1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the F 613011 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. a p i' " EXPIRES , • 3. An lateral force resisting elements such as temporary and permanent 2. Design assumes the top end bosom chords to be laterally braced at f, `;, .. DES. BY: LJ 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 1 stability bracing must be designed by designer of complete structure. 4: ..pj l / 1r. as DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. continuous 2x x Impact sheathing bridging eain or lateral b b such r reywg sheathing(TC) w and/or drywall(BC). mpact where shown + * i, 24243 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibiity of the respective contractor. �,, SEQ.: 529781 fasteners are complete and at no time should any bads greater than 5. Design assumes trusses non- corrosive are to be used In a nonorrosive environment, .' Q ktISTE ? design loads be applied to any component. 5. p p CompuTrus has no control over and assumes no responsibility and are for "dry condition' of use. onsibili - l �•�� TRANS ID: 349235 Cora res for the 8. Design assumes fun bearing at all supports shown. Shim or wedge if Jf+ p necessary. / 1 0 N AL fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. tg 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 / i I r C- t I f TPI/WTCA In SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. I IIIInn VIII VIII VIII VIII VIII VIII 111 IOII MiTek USA, Inc. /CompuTrus Software +7.6.4(1 L) - 0. FFor connectorple e values see ESR -1311, �><plRea 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 =( -24) 38 2- 4 =( -58) 42 3 -4 =( -179) 152 BC: 2x4 KDDF @1 &BTR SPACED 24.0' O.C. 2- 3 =( -75) 118 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 SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -84/ 402V -59/ 67H 5.50' 0.64 KDDF 625 OVERHANGS: 12.0' 0.0' 6'- 0.0' -28/ 236V -59/ . 67H 5.50' 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.' C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,016 = 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 1OPSF LIVE LOAD. TOP MAX TL DEFL = - 0.003' @ -1'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TC PANEL LL DEFL = 0.086' @ 3'- 4.0' Allowed = 0.344' . MAX TC PANEL TL DEFL = - 0.097' @ 3'- 1.6' Allowed = 0.516' 6 - 00 T I' MAX HORIZ, LL DEFL = 0.000' @ 0'- 5.5' 12 MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' 4.00 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 -1.5x4 3 NOTE:Design assumes moisture content does not exceed 19'a at time of manufacture. III Design conforms to main windforce- resisting w system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, • u) Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration load 0 N RR ,-� X 11 CD 1 , ' 0 2 ►� -V M -2.5x4 M -1.5x4 1 -00 6 -00 ( c.51. RO 6'. S ,a { 0 P + W 1, ), + © VG O) 26 k cb cj. , ` JOB NAME: J-1453 STONE BRIDGE HOMES - PLAN 170 -OP12 - B2 t ' A 0 ,, ` ' � S Scale: 0.6387 • Q` 4 „ / � � 3 . . 0 lt. b� WARNINGS: GENERAL NOTES, unless otherwise noted: ± r / ! 1 fa •2 1. Builder and erection contractor should be advised of all General Notes 1. This buss design Is adequate for the design parameters shown. Review q C - 1 ft Truss : B2 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the EXPIRES V truss 2. 2x4 compression web bracing must be Installed where shown +. 2. Des go ass times the top and bottom chords to be laterally braced at a A ..144.4 . . - 3. All lateral force resisting elements such as temporary and permanent DES. BY: LJ stability bracing most be designed by designer of complete structure. 2' o.c. and at 10' o.c. res N unless braced throughout their length by ) , � ' continuous sheathing such h an as plywood sheathing(TC) nd /or drywall(BC). DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where here shown shown ++ c 24243 ? ' o n 4 No load should be appted to any component until after all bracing and 4. Installation of truss is the responsibibty of the respective contractor. 2 r . SEQ.: 529701 9 fasteners are complete and at no time should any loads greeter Than 5. Design assumes busses ere to be used In a non corros ve environment, ' e •rt` '� design loads be eppbed to any component. e l re for "dry condition" of use. ' TRANS ID: 349235 5. CompuTrus has no control over and assumes no responsibility for the 6, Design assumes full bearing at all supports shown. Shim or wedge If Sf . necessary. I ®NAL. fabrication, handling, shipment and installation of components. r 1 n Is furnished subject to the limitations set forth by 7. P lates assumes adequate ot hloa c drainage is of truss. a 6. This design 1 / )� T ' -. rf .r �Y.' IIIIII IIII VIII VIII VIII VIII VIII IIII IIII g 1 Y 6. Plates shall be located with joint on both faces of truss. end placed so their center f . TPIIWTCA in SCSI, copies of which will be furnished upon request. tines coincide with joint center ones. 9. Digits indicate size of plate in inches. EXPIRES ( 3 MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1966 (MITek) 1 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 23'- 10.0" ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing.I TC: 204 KDDF 816BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF N1 &BTR SPACED 24.0' O.C. not exceed 19% at time of manufacture. - 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 Truss designed for wind loads in the plane of the truss only. DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main windforce- resisting Connector plate prefix designators: TOTAL LOAD = 42.0 PSF system and components and cladding criteria s corn . C,CN,C (or no prefix) = CompuTrus, Inc y p g M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL gable end zone, load duration factor =l.6 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP as structural top chord. Connect with M -3x6 AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY, min typical 36 "oc (uon). Gable end truss on continuous bearing wall UON. M -1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 11 -11 11 -11 T 1' T M -4x6 ae M - 5x6+ M - 5x6+ Mil /111111=11 I 4,,,kive o� o,— 1111 ae o M- 3x6(S) 9 .p PRO F�Cs y y 10 -00 13 -10 1-06 23 -10 .. f�r ,fm- 1 ; /�„ p . J ® „: & a/ O •�i NQs JOB NAME: J-1453 STONE BRIDGE HOMES PLAN 170 -0P12 C1 Scale: 0.3311 Q"' lit , O 3 �r , O w 4 • WARNINGS: GENERAL NOTES, unless otherwise noted: , -. �' f j r< 1,•z 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 t.° / T russ : C and Warnings before construction commences. and approval is the responsibility of the building designer, not the # l G V p pr C �Q �! JOI 2. 2x4 compression web bracing must be installed where shown +, ' truss designer or truss engineer. • x ; �./ `/�i" 1 of -+7 2. Design assumes the top and bottom chords to be laterally braced at /3 3. All lateral force resisting elements such as temporary and permanent '-' ',q15'45.' DES. BY: LJ - 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 • N 9 Y 9 mP continuous sheathing such plywood s and/or d BC). DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ t. �q 24243 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of f the the respective contractor, actor, - .Tf� � f 1 , S EQ .: 5297820 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a noncorrosive environment. - design loads be appled to any component. end ere far "dry condition" al use. t �� • 6. Design assumes full bearing at all supports shown. Shim or wedge II re TRANS I D : 349235 5. CempaT ue has na con(rel aver and aasumea na reaponallHl ry tar ti e ), "SjpN1A ///;;; j 1 fabrication, handling, shipment and installation of components. 7. Design sign ry assumes adequate drainage is provided. � /� l ( �_ „ �, t '' -: - ll 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 NV / 7 / I `' : ill VIII VIII VIII VIII 11111 VIII IN IIII TPIECA in BCSI, copies of which will be furnished upon request. Digs coincide with joint center lines. 9. Digits indicate size of plate In inches. EXPIRES ! 3 • MiTek USA, Inc. /CompuTrus Software +7.6.4(1 L) - 1o. 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 23'- 10.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF/Cq =1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -36) 50 2 -10 =( -468) 1319 2- 3 =( -1831) 761 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2- 3= -149 204 10 -11=S-343 943 4 -10 =( -230) 178 WEBS: 2x4 KDDF STAND . 3- 4= -15771 576 11- 8 =1 -4685 1319 10- 5 =( _51) 493 LOADING 4- 5= -1438 480 5 -11 =( 57 493 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= •1438 480 11- 6 =( -230 178 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -1577) 576 7- 8 =( -1831) 761 LET INS: 2 -00 -00 2-00-00 TOTAL LOAD = 42.0 PSF 7- 8= -149) 204 8- 9= 36) 50 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0° 12.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector latee prefix designators: LIVE LOAD AT LOCATIONS SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C , C CN 1 Y r n Nref MT no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -1621 1174V -129/ 129H 5.50' 1.88 KDDF 625 23'- 10.0' -1621 1174V -129/ 129H 5.50' 1.88 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 = - 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL DEFL = - 0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = - 0.129' @ 15'- 10.7' Allowed = 1.146' MAX TL DEFL = - 0.204' @ 15'- 10.7' Allowed = 1.528' MAX LL DEFL = - 0.002' @ 24'- 10.0' Allowed = 0.100' MAX TL DEFL = - 0.003' @ 24'- 10.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.022' @ 23'- 4.5' MAX HORIZ. TL DEFL = 0.035' @ 23'- 4.5' 11 - 11 - This truss T '( I deformation d for long a term d loadin g i(cree p ) i n n the 12 M 12 total load deflectin. The building designer 6.00 V Q 6.00 shall verify that this parameter fits with the intended use of this component. 4.0" ^`^ NOTE:Design assumes moisture content does It not exceed 19% at time of manufacture. 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, MFRS, M - 1.5X4 M - 1.5X4 interior zone, load duration factor =l.6 %M -4x4 -M-4x4 i 'llIf'' et ---/ c M -3x6 M -2.5x4 M- 3x6(S) M -2.5x4 M -3x6 - PROF y ,. y � �G1I\ � . D y . 10 -00 13 -10 1 ,�, 1 -00 23 -10 1 -06 p. 's : ~r .,-,.: s � � II ti � �» G OR 'N , w � , W z >� �, er : eY26,''1' . JOB NAME: J -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - C2 �� a .� �s� Scale: 0.2498 WARNINGS: GENERAL NOTES, unless otherwise noted: rI _ • - it 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 r f t1' Truss : C2 and Warnings before construction commences. and approval is the responsibility of the building designer, not the .� G�/ E�� R� Cr3�r ) 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. fr ,f,, t J V - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at E� s+.� 7,?* DES. BY • L 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) end /or drywall(BC). t a 5 • stability bracing must be designed by designer of complete structure, . } 7 .. DATE : 9/14/2012 CompuTms assumes no responsibtty for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ''. '.$ 2.4243 4. No load should be applied to any component until after an bracing end 4. Installation of truss Is the responsibility of the respective contractor. 1 x L . SEQ.: 5297821 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used Ina non-corrosive environment, \bIS1v y } design loads be applied to any component. and are for "dry condition' of use. TRANS ID: 349235 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge If S f • fabrication, handling, shipment and Installation of components. necessary. I is ON/1 - - �_' 7. Design assumes adequate drainage Is provided. G/ 1 ( ' , p S. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center I . � / 1 ` I, copies of IIIIII VIII III VIII VIII VIII VIII IIII IIII M e SA, lnC us I Soflware 7.6.4(1 L) E n request 1 0. For basic connector 9. Dig design values see ESR -1311, ESR -1988 (MiTek) EXPIRES l3 its Indicate size of plate In Inches. 11111110111 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0' IRC 2009 MAX MEMBER FORCES 4WRIDDF /C =1.00 TC: 2x4 KDDF #1 &BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -89) 109 6 -4 =( -128) 138 1 -6 1 -85) 61 WEBS: 2x4 K DF STAND SPACED 24.0' O.C. 3.4 =( -164) 208 3.4=(-312) 351 • LOADING 4 -5 =( -36 50 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 0-00-00 2 -00.00 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -34/ 202V -95/ 62H 5.50' 0.32 KDDF 625 ) OVERHANGS: 0.0' 12.0' 5'- 0.0' -591 358V -95/ 62H 5.50' 0.57 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. 1,1 • 1. .1 t' . . r' - . . 'r. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= 11240, TL =LI180 M,M2HS,M18HS,M16 = MiTek M serries ies C,CN C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = - 0.002' @ 6'- 0.0' Allowed = 0.100' b 12 MAX TL DEFL = - 0.003' @ 6'- 0.0' Allowed = 0.133' MAX BC PANEL LL DEFL = - 0.010' @ 2'- 5.0' Allowed = 0.193' M 1.5x4 \I 6.00 MAX BC PANEL TL DEFL = - 0.020' @ 2'- 5.0' Allowed = 0.258' / - MAX HORIZ. LL DEFL = - 0.001' @ 4'- 6.5' MAX HORIZ. TL DEFL = 0.001' @ 4'- 6.5' 3 This truss does not include any time dependent I 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 - 1.5x4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. N M-2.5x4 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, 1411111111111 -/ interior zone, Toad duration factor =l .6 op ` m M -2.5x4 M -3x6 � PROS S ': , .... 5 -00 1 -06 s JOB NAME: J-1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - D1 Scale: 0.6519 lite Th. � ' � 0, ' , ip .�' %, 0 1 - I' A. JCY 1,., WARNINGS: GENERAL NOTES, unless otherwise noted: r " > ( /�" / /Z t. Builder and erection contrador should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review ., Truss : D1 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the EXPIRE -S 2. 2x4 compression web bracing most be Installed where shown +, truss designer or truss engineer. re's N I { -.l.r" 1 RL -S • 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., k ,_ . 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywatl(BC). - r) f'1 ^- ,y, s DES . BY : LJ stability bracing must be designed by designer of complete ststructure. DATE: 9/14/2012 CompuTms assumes no responsibinty for such bracing. 3. 2x Impact bridging or lateral bracing required where shown • + & l 24243 ac 4. No load should be applied to any component until after an bracing and 4. Installation of truss Is the responsibility of the respective contractor. , ra S EQ : : 5297822 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. + Qd- y G design bads be applied to any component, and are for "dry condition" of use. g L A l TRANS I D : 349235 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if SIO ♦ t necessary. • M. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage Is provided. I / ' 1111111 0. This design Is furnished subject to the Iimitetlons set forth by 8. Plates shell be located d on both le ces of truss, end placed so their center II II VIII VIII VIII VIII VIII IIII IIII M IT e USA, InC us will ( Software 7.6.4(1 L) E request. 10. For Software basic co design values see ESR -1311, ESR -1988 (MiTek) EXp1R S �'� int center lines. 9. Digits Indicate size of plate In Inches. ._._ IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0° IRC 2009 MAX MEMBER FORCES 4WRIDDF /Cq =1.00 TC: 204 KDDF &1 &BTR - LOAD DURATION INCREASE = 1.15 1 -2 =( -55) 68 5.3 =( -41) 93 1 -5 =( -52) 37 BC: 2x4 KDDF k1 &BTR SPACED 24.0' O.C. 2-3=(-162) 205 5 -2= 73 27 WEBS: 2x4 KDDF STAND 3.4 =) -36) 50 2 - =) -232) 242 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 OVERHANGS: 0.0' 12.0' 0'- 0.0' -211 117V -611 42H 5.50' 0.19 KDDF 625 LL = 25 PSF Ground Snow (Pg) 3'- 0.0' -53/ 298V -61/ 42H 5.50' 0.48 KDOF ( 625 Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2?HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICQND. 2: Design checked for net(•5 psf�llplift at 24 'oc specing.l hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 •• For haft 9 P pP P BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.002' @ 4'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = - 0.003' @ 4'- 0.0' Allowed = 0.133' 12 MAX BC PANEL LL DEFL = - 0.002' @ 1'- 5.0' Allowed = 0.094' 6.00 MAX BC PANEL TL DEFL = - 0.003' @ 1'- 5.0' Allowed = 0.126' MAX HORIZ. LL DEFL = 0.000' @ 2'- 6.5' MAX HORIZ. TL DEFL = 0.000' @ 2'- 6.5' This truss does not include any time dependent M - .5x4 deformation for long term loading (creep) in the /- total load deflection. The building designer s it hall verif that t par fits IPIIIIIIIIIIIIII41111*illIl use of this component. NOTEn s ture content with the oes d M - 2.5x4 not 1if manufacture. Design ctmworce- resisting system and components and cladding criteria. 6.0, ASCE 7 -05, N O N Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL = EnclosedpS, interior zone, load duration factor =1.6 ao iborm m 0 M -2.5x4 M -3x6 y J- y 3 -00 1 -06 4� .O PROFES 5� 'p c 1 �li 6' ,�^ ' � w o � r2s � - J OB NAME: J -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - D2 � ,. -1�Gi , ,, ,., Scale: 0.7125 , , o i ' A � 1 , 4 .JOH N ' q i, v „ WARNINGS: GENERAL NOTES, unless otherwise noted: : • " , � , _. 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review { - Truss: D2 and Warnings before construction commences. and approval is the responsibility of the building designer. not the » v EXPIRES 613Q11 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. - • 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at /� DES; BY: LJ stability bracing must be designed by designer of complete structure. 7 o.c. and at 10' o.c. respectively unless braced throughout their length by x111 �� continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE : 9/14/2012 CompuTws assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown +-r t. 24243 td 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. - 71 S E _p d tSl 0 / TRANS ID: 349235 design bads be applied to any component. and are for "dry condition" of use. =1 , i 5. CompuTrus has no control over and assumes no responsibility for the e. Design assumes full bearing at all supports shown. Shim or wedge if Sf A, d iing, shipment and Installation of components. necessary. assumes NI/12,' t ( Q ♦AL fabrication, handing, 7. P lates assumes cated on both is of provided. and y 9. This design Is furnished subject to the 9Mlellons set forth by 8. Plates shall be located on both feces of Wss and dated so their center ' IIIIIIVIIIVIIIIIIIIVIIIVIII IIII IIIIIIII V / _. .. TPI/VYTCA In BCSI, copies of which will be furnished upon reque lines coincide with joint center lines. ExNIRF 4 9. ()Os 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, -1998 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' 1 1 1 'rr l r re • . ' • S. TC: 2x4 KDDF q1 &BTR LOAD DURATION INCREASE = 1.15 VERTICAL DEFLECTION LIMITS: LL=L/240, TL =L/180 BC: 2x4 KDDF q1 &BTR SPACED 24.0" O.C. MAX LL DEFL = 0.001' @ 0'- -9.0' Allowed = 0.075" WEBS: 2x4 KDDF STAND LOADING MAX TL DEFL = - 0.001' @ 0'- -9.0° Allowed = 0.100° LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF MAX LL DEFL = 0.001' @ 8'- 9.0' Allowed = 0.075' TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF MAX TL DEFL = - 0.001° @ 8'- 9.0' Allowed = 0.100' BC LATERAL SUPPORT <= 12'0C. VON. TOTAL LOAD = 42.0 PSF MAX HORIZ. LL DEFL = •0.001' @ 7'- 11.8' M -1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) MAX HORIZ. TL DEFL = 0.001° @ 7'- 11.8' vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL This truss does not include any time dependent Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. deformation for long term loading (creep) in the C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc total load deflection. The building designer M,M2OHS,M18HS,1116 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP shall verify that this parameter fits with the AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. intended use of this component. 4 4 - NOTE:Design assumes moisture content does T f - -( not exceed 19% at time of manufacture. 4 - 3 Truss designed for wind loads in the plane of the truss only. T T T 12 Design conforms to main windforce- resisting M - 4x6 system and components and cladding criteria. N12.00 34.0" Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =8.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, AK gable end zone, load duration factor =1.6 M - 3x6 ��� M -3 Note:Truss design requires continuous bearing wall for entire span UON. 3.1"M Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tight fit at each end of let -in. M - .5x4 Outlookers must be cut with care and are permissible at inlet board areas only. 4 +� 41, 6 M -3x6- M -3x6- co ' ,'M - 4x4 Al i t 1L‘‘ s ,\M -4x4 Jo o� I -/ o M -1 y l y � c.DPROF 5 • 4-00 4 -09 '� ' 0-09 8 -00 00 9 � �'� �� �) iA Ii. - • JOB NAME: J-1453 STONE BRIDGE HOMES PLAN 170 -0P12 El Scale: 0.4200 : N - - A ! ' 0 1 1r , `., S Q f � O �N WARNINGS: GENERAL NOTES, unless otherwise noted: • 3 A . ' 5 1 /1 '"� ; 2 C 1. Builder and erection contractor should , 1 I ,, be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review . . � - Truss: E l and Warnings before construction commences, and approval Is the responsibility of the building designer, not the " j 6/3011 2. 2x4 compression web bracing most be Installed where shown +. truss designer or truss engineer. EXPIRES _.. 3. At lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bosom chords to be laterally braced at /, / ,.. DES. BY: LJ 2' o.c. and at 10' o.c. respectively unless braced throughout their length by u ...!/.41. r stability bracing must be designed by designer of complete structure. Of I continuous shea such as plywood sheathing(TC) and/or drywall(BC). i DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ . '24243 4. No load should be applied to any component until after an bracing and 4. Installation of truss Is the responsibitly of the respective contractor. t �.f1 .r' S EQ . 5297824 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 d - C r" j, ) ., design loads be applied to any component. and are for "dry condition" of use. ,a ,,, 8. Design assumes lull bearing at at supports shown. Shim or wedge if TRANS ID: 349235 5. CompuTrus has no control over and assumes no responsibility for the neceaaa ` 1 _ fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. G i/�r 1 • j `� -, `� 6. This design is furnished subject to the imitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center / / - l. t I 111111 VIII 11111 11111 VIII VIII VIII 1111 IIII TPIAMCA In SCSI copies of which will furnished upon request. Di indicate coincide with joint center lines. 9. Digits indicatt e size of f p plate te in Inches. EXPIRES MiTek USA, Inc./CompuTrus Software +7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311. ESR -1888 (MiTek) 111111111111111 LUMBER SPECIFICATIONS 8 -00 -00 GIRDER SUPPORTING 45 -09 -00 IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1 -2 =( -2698) 386 1 -4 =( -282) 1696 4 -2 =( -460) 3746 BC: 2x8 KDDF 1/1 &BTR 2 -3 =( -2698) 386 4 -3 =( -282) 1696 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'0C. UON. 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 BC LATERAL SUPPORT <= 12 °0C. UON. BC UNIF LL( 546.9) +DL( 391.9)= 938.8 PLF 0'- 0.0' TO 8'- 0.0° V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES plate prefix designators: 0'- 0.0" -554/ 4011V -109/ 109H 5.50" 6.42 KDDF 625 Connector P P 9 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0' -554/ 4011V -109/ 109H 5.50° 6.42 KDDF ( 625 C,CN C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M26HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP ICOND. 2: Design checked for net( -5 psf) uplift at 94 'oc spacing.' S 2) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = - 0.015° @ 4'- 0.0° Allowed = 0.354' 9' oc throughout 2x4 top chords, MAX TL DEFL = - 0.026' @ 4'- 0.0° Allowed = 0.472' � 2) rows @ 4' oc throughout 2x8 bottom chords, ' oc throughout webs. MAX HORIZ. LL DEFL = 0.002" @ 7'- 6.5' 4 - 4 - MAX HORIZ. TL DEFL = 0.004° @ 7'- 6.5' r This truss does not include any time dependent 12 12 deformation for long term loading (creep) in the M load deflection. The building designer 12.00 12.00 shall verify that this parameter fits with the 24.0" intended use of this component. Al NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 M -10x10 M -10x10 2xwedge 2xwedge 8 _ ® - -_ . ° o ��G1N6p M - 5x10 OR. e•N ; 4 -00 4-00 - -4. JO .. /; 8 -00 EXPIRES 6/30113 -_ ti9 • JOB- NAME: J -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - E - GIRD Scale: 0.4603 ; , . � 21e WARNINGS: GENERAL NOTES, unless otherwise noted: . yf 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 '; ' f � l , Truss: E -GIRD and Warnings before construction commences. and approval is the responsibility of the building designer, not the „ , 2. 2x4 compression web bracing must be Installed where shown +. truss designer or truss engineer. k !F: 3. All lateral force force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at g e f)= 3. 5 DES. BY : LJ 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). 24243 DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + f 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. of SEC): : 5297825 • fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for "dry condition" of use. 5"l TRANS ID: 349235 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing all supports shown. Shim or wedge if U p + y _ l ()NAL necessary. / f j`1 5 ,� fabrication, handling, shipment and installation atian of components. 7. Design assumes adequate drainage Is provided. r 1 1 lc ; O ' . . 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 / 111111 VIII VIII VIII (IIII VIII VIII IIII IIII TPIMITCA in SCSI, copies of which vAll be famished upon request lines coincide w th joint center 1 � 2 ' 8 l 9, Digits indicate size of plate in inches. ches. G CompuTrus, Inc. Software 7.6.4(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) end /or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIII11 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' ICOND. 2: Design checked for net( -5 psfl uplift at 24 'oc s cRa ina.l TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF q1 &BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) CHORD = 32.0 PSF Truss designed for wind loads in the plane of the truss only. BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Design conforms to main windforce-resisting LOAD = 42.0 PSF 9 g M -1.5x4 or equal at non - structural system and components and cladding criteria. vertical members (uon). LL = 25 PSF Ground Snow (Pg) Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Enclosed, Cat.2, Exp.B, MWFRS C,CN C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. gable end zone, load duration actor =1.6 M,M26HS,M18HS,M16 = MiTek MT series ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous • AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. bearing wall for entire span UON. 4 -00 4 -00 T 1' 1' M -5x10 5 a" III M -3x6 6 M 3x6 L S M -4x6+ �� FA Al Al z , �1� M -4x6+ � co o� m = � _,- o • M -1 y 4 -00 J 4 -00 y �� �aPROFE6s y 1' J i' s GINE '. 0 -09 8 -00 0 -09 ( e � -bIA'1 r•N r ' hz y - OR' JOB NAME: J-1453 STONE BRIDGE .HOMES PLAN 170 -0P12 H1 Scale: 0.4859 Q' , G /p � WARNINGS: GENERAL NOTES, unless otherwise noted: ., ,� H1 1. Builder and erection contractor should be advised of all General Notes 1, This buss design is adequate for the design parameters shown. Review 1 ,1. - - - Truss: H 1 and Warnings before construction commences. and approval is the res nsiblA building 9 of the buildin designer. not the EXPIRES RCS 6/30/ 3 2. 204 compression web bracing must be installed where shown +- truss designer or truss enginee , ,,14. /�r L 3. All lateral force r esisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at > /4vt'rr, DES. BY: LJ stability li bracing designed by designer P must be de ned b desi ner o! complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout (heir ten by continuous sheathing such as plywood sheathing(TC) end /or drywall( ). ;. ,; - , r 1: S:v w ) - f r .> C DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2r Impact bridging or lateral bracing required where shown ++ 24243 4. No load should be appAed to any component until after an bracing and 4. Installation of truss Is the responsiblity of the respective contractor. 1� ,.( '� fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non-corrosive environment, SEQ.: 5297826 '' r Q t`marii ,,+. design toads be applied to any component. 5. and are for "dry condition" of use. 6. TRANS ID: 349235 CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at eA suppo is shown. Shim or wedge 1! h1 fabrication, handling, shipment com e r , { s QI•A1w M ,� P ment and Installation of components. 7. Design assumes adequate drainage is a provided. / /f f ....,, r ' ' 5 ti. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces o f truss, and placed so their center 7 / ('1 b ;,< -• I IIIIII 11 01 11111 110111 1EVIII VIII 1111 1111 TPIM/rCA in SCSI, copies of which will be furnished upon request. On coincide with joint In in lines. 9. Digits indicate size of f plate plate in Inches. EXP)R g MiTek USA, Inc./CompuTrus Software +7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1988 (MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /Cq =1.00 TC: 2x4 KDDF #186TR LOAD DURATION INCREASE = 1.15 1- 2 =( -45) 60 2- 8 =( -249) 304 3- 8 =( -276) 347 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2- 3 =( -551) 507 8- 9 =( -250) 123 8- 4= (•119) 334 WEBS: 2x4 KDDF STAND 3- 4 =( -454) 372 9.10 =( -102) 123 4 -10=( -334) 295 LOADING 4- 5 =( -175) 195 10- 6 =( -164) 122 10- 5 =( -319) 391 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= (•265) 310 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =1 -45) 60 TOTAL LOAD = 42.0 PSF OVERHANGS: 9.0' 9.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M -1.504 or equal at non - structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -194/ 655V -138/ 8511 5.50' 1.05 KDDF ( 625) Unbalanced live loads have been REQUIREMENTS OF INC 2009 AND INC 2009 NOT BEING MET. 7'- 6.5' -58/ 145V -250/ 61H 155.50' 0.23 KDDF ( 625) 13'- 7.9' -191/ 735V -88/ 257H 155.50° 1.18 KDDF ( 625) considered for this de sign. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20'- _6.0' -125/ 412V -60/ 180H 155.50° 0.66 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1COND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacinu.I N,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 10 - 10 MAX LL DEFL = - 0.001° @ 0'- -9.0' Allowed = 0.075° - MAX TL DEFL = - 0.001' @ 0'• -9.0' Allowed = 0.100' 5 - - 5 - - 5 - 5 - 10 - 12 MAX LL DEFL = 0.014° @ 5'- 0.5' Allowed = 0.354' T f f f f MAX LL DEFL = - 0.001' @ 21'• 3.0' Allowed = 0.075" MAX TL DEFL = - 0.001° @ 21'- 3.0' Allowed = 0.100" 12 M - 3x6 M =3x6 i2 MAX BC PANEL TL DEFL = - 0.016' @ 3'- 1.9' Allowed = 0.416' 12.00 V. M - 4x6 12.00 � adequate n assumes s ^ MAX HORIZ. LL DEFL = - 0.005' @ 20'- 5.8' 4.0" MAX HORIZ. TL DEFL = 0.005' @ 20'- 5.8' . 4 )� This truss does not include any time dependent 1 a deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the M - 3x6 M -3x6 M - 1.5x4 M - 1,5X4 intended use of this component. 1( +2x4 web brace required. Laterally brace to roof diaphragm. M - 3x6 M - 3x6 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M - 1.5x4 M - 1.5x4 Truss designed for wind loads in the plane of the truss only. �� Design conforms to main windforce- resisting system and components and cladding criteria. M - 1.5x4 ' M - 1.5x4 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, gable end zone, load duration factor =l.6 04 M -2.5x4 or equal at non - structural diagonal inlets. o M - 4x6 ` `` I 11/111 '. I -3X6 o Truss designed for 4x9 k 2x4 let-Pns of the same size and grade ade as as structural to sie o chord. Insure tight fit at each end of let in. co - • g Outlookers must be cut with ca .Id are M - 4X6 9 0.25" 1 U p ermissible at inlet boar ''M-4x4 <(.? ..1 ' � , M-5x12(S) �GtNr� 4 $. '• °. y J')' i' i' � l ti 1 , li. 6 -10 -02 0 -08 -06 6 -01 -06 6 -10 -02 . ), y -t. 4 AO 0-09 20-06 0-09 j O ke h • �OR'teN JOB NAME: : J -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - I S ale, 0.2019 - '�, ',A O , Lf � R Jo ��� ,� WARNINGS: GENERAL NOTES, unless otherwise noted: " r/ I ` .. ; 0 Gj f? Z 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 h , , _ _ Truss : I1 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the / } ; Ya EXPIRES s 1 C7301 13 2. 2x4 compression web bracing most be Installed where shown +, truss designer or truss engineer. 2 Desi assumes the top and bosom chords to be laterally ce brad at /,: - 3. All lateral force resisting elements such as temporary and permanent '� DES. BY: LJ 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 T" BY: continuous sheathing such as plywood shealhing(TC) and/or drywall(BC). 4( / 0`2 DATE! 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ ti, 24243 i O 4 No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibilty of the respective contractor. SEQ.: 5297027 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 O 4''4. 15 0 r design bads be applied to any component. 5 and are for "dry condition of use. 6 TRANS ID: 349235 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if 4 t r.1 necessary. I ANAL+ , fabrication, handling, I ling, shipment and installation of components. 7. Design q 0 ade drainage is provided. 1 t ` r a if. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, end placed so their center , 1 G r ' F '�c '4.. ' f ! f � IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WTCA in BCSI. copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of f plate In Inches. MiTek USA, Inc. /CompuTrus Software +7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -19e8 (MiTek) E Xp(RES 1 V �( /- 1 IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER . LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.8' IRC 2009 MAX MEMBER FORCES 4WR /DDF /C =1.00 TC: 2x4 KDDF //AB:BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -52) 44 2.4 =( -54) 48 3 -4 =( -177) 230 BC: 2x4 KDDF #16BTR SPACED 24.0' 0.C. 2- 3 =( -69) 162 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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0' -152/ 413V -55/ 97H 3.50' 0.66 KDDF 625 OVERHANGS: 14.8' 0.0' 5'- 8.8' -66/ 233V -55/ 97H 5.50' 0.37 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) veica or equal non- structural ICOND. 2: Design checked for net( -5 psf) uplift at 24 •pc s acp ing.l vertical (u on). members on). 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 Connector plate prefix designators: MAX LL DEFL = 0.007' @ -1'- 2.8' Allowed = 0.123' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = 0.007' @ -1'- 2.8' Allowed = 0.165' M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TC PANEL LL DEFL = 0.107' @ 3'- 1.3' Allowed = 0.325' MAX TC PANEL TL DEFL = 0.097' @ 3'- 1.3' Allowed = 0.487' 5 - 08 - 12 T -r MAX HORIZ. LL DEFL = 0.000' @ 0'- 3.5' 12 MAX HORIZ. TL DEFL = 0.000' @ 0'- 3.5' 4.00 c- This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer M - 1.5x4 shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does M - 3x6 3 -/ not exceed 19% at time of manufacture. Design conforms to main windforce - resisting I system and components and cladding criteria. W ind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, M - 1.5x4 Enclosed, Cat.2, Exp.B, MWFRS ct gable end zone, load duration actor =1.6 o Truss designed for wind loads in the plane of the truss only. M - 3x6 N Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tight fit at each end of let -in. rn _�� - Outlookers must be cut with care and are - /- m m permissible at inlet board areas only. o� MI ► 14 M -2.5x4 M -1.5x4 1 -02 -13 5 -08 -12 ����OPROFE:' C� ;C' 5 . q 3O OR'teN a, ; JOB NAME: J-1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - G2 44.9 I w , , " 0 - - 5 14 9 - -.. - � 9 . .. Scale: 0.6556 Q` \ � ,� i / � 1 , /� � J �'` 5 . WARNINGS: GENERAL NOTES, unless otherwise noted: f O / . O - .. � / /4 / %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 . -. � - - G G2 , Truss : G2 and s before construction commences, and approval is the responsibility of the building designer, not the �/ p R r L -S 6!301 13 2. 204 compression web bracing must be installed where shown +, truss designer or truss engineer. e / 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at / ( DES. BY : LJ stability bracing 9 bracin must be designed by designer P des! ner 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 £ F DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ t. 24243 i. • 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 i!• SEQ.: 5297828 EA1 d.. r R - ` t'RC + ` � r � fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. end are for "dry condition' of use. F TRANS ID: 349235 5. CompuTrus has no control over and assumes no responsibility for the 6, Design assumes full bearing at all supports shown. Shim or wedge if r t � / � fabrication, handling, shipment and Installation of components. necessary. { , .. 0 7�l1.tr . 7. Design assumes adequate drainage is provided. y / � 9 ,< . 6. This design is furnished subject to the limitations net forth by 8. Plates shall be located on both faces of truss, and placed so their center 1 !r '� • , --r 3 tt' 111111 IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII TPl WTCA In SCSI copies of which will be furnished upon request Gigs coincide r s 9. Digits indicate size ze Joint center of plate einr nchs. in inches. EXPIRES 3 MITek USA, Inc./CompuTrus Software +7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -19811 (MiTek) 1 . -- IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.8' IRC 2009 MAX MEMBER FORCES 4WR /D0F /C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2 =( -30) 44 2.4 =( -54) 40 3 -4 =( -177) 148 BC: 2x4 KDDF H1 &BTR SPACED 24.0' 0,C. 2- 3 =( -71) 113 WEBS: 2x4 KDDF STAND TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) 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 SQ.IN. (SPECIES) OVERHANGS: 14.8° 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -921 413V -55/ 64H 3.50' 0.66 KDDF 625 5'- 8.8' -271 233V -55/ 64H 5.50' 0.37 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (P9) I 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 psf) uplift at 74 'oc spacing.) 11,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L1180 hanger specs. - See approved fans MAX LL DEFL = - 0.005' @ -1'- 2.8' Allowed = 0.123' •• For haft g P pP P BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = - 0.006' @ -1'- 2.8' Allowed = 0.165' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TC PANEL LL DEFL = 0.076' @ 3'- 1.3' Allowed = 0.325' 5 - - MAX TC PANEL TL DEFL = - 0.090' @ 2'- 11.0' Allowed = 0.487' '( I MAX HORIZ. LL DEFL = 0.000' @ 0'. 3.5' 12 • MAX HORIZ. TL DEFL = 0.000' @ 0'- 3.5' 4.00 v 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 M - 1.5x4 intended use of this component. 3 -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, MFRS, interior zone, load duration factor =1.6 N O N .� I Cr) O 1 �� 4 M -2.5x4 M -1.5x4 • y 1.02 -13 y 5 -08 -12 y <-,%pPROFF�s' . 'GINe ' ,� N. 3 1 Y�r ORS a�N /` 1 � ,,. JOB NAME: J -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - G1 'a p s � Scale: 0.6556 4, �� �,� Qq JON a / . WARNINGS: GENERAL NOTES, unless otherwise noted: - ,//4/ lZ G1 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 9 s� 111 _ . - Truss: G 1 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the Ey p I RE=S 613011. 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. [> r � 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and . bottom chords to be laterally braced at /1 , DES. BY : LJ 2' o.c. and at 10' o.c. respectively unless braced throughout their length by i • stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). •f! I'7 F"':: , DATE: 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 24243 b 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibibry of the respective contractor. r SEQ.: 5297829 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, O sM 3 . ' design bads be appfied to any component. and ere far "d ry condihan" of use. k. necessary. TRANS ID: 349235 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes 1 umes full bearing at all supports shown. Shim or wedge it SI QNA * z? fabrication, handlin shipment and installation of components. Design ''11 4 7. Design assumes adequate drainage is provided. G/ /4 / i� x •y,. ; 6. This design is furnished subject to the limitations set forth by 8. Plates shell be located on both feces or truss, and placed so their center ( ( I I .- "JUL': IIIIII VIII V III VIII VIII VIII VIII IIII IIII TPIMITCA In SCSI. copies of which will be furnished upon request. Gies coincide with joint center fines. ! 3 tEMErdii 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) w 11111111111 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 =( -311) 196 1.4 =( -79) 155 4.2 =(0) 182 BC: 2x4 KDDF 1418BTR SPACED 24.0' O.C. 2 -3 =( -311) 196 4- 3 =( -79) 155 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' -129/ 336V -124/ 124H 3.50' 0.54 KDDF 625 11-1.5x4 or equal at non - structural 8'- 0.0' -129/ 336V -124/ 124H 3.50' 0.54 KDDF ( 625 vertical members (uon). LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICO ND. 2: Design checked for ne t a uplift 24 'oc spacing.I C,CN C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 11,1120HS,M18HS,1116 = MiTek M series MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.075° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.075' 4 - 4 - MAX TL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.100' '' '( 1' MAX TC PANEL TL DEFL = - 0.038' @ 2'- 1.8' Allowed = 0.481' M - 5x10 MAX HORIZ. LL DEFL = - 0.001' @ 7'- 8.5' MAX HORIZ. TL DEFL = 0.001' @ 7'- 8.5' � 5 :e • 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 moisture content does not exceed 19% at time of manufacture. 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, gable end zone, load duration factor =1.6 Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material Ai as structural top chord. Connect with M -3x6 M - min typical 36'oc (uon). o� ! , o o� 4 m3 o 1 :5x4 J. y V PROF 4-00 4 -00 ' < F`SS11� 0 -09 8 -00 0 -09 44 f . , ! ) I - - -- - 11 1" 1) ' ; � � • P;. J aIi 1 + ,, : -- F OR' a N �� ►+ � x O < N 6 '� JOB NAME: J -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - F1 W � C ' 2 '�° Scale: 0.4701 'k r /Q O O S WARNINGS: GENERAL NOTES, unless otherwise noted: - * / , ' < , 1,., i. - 1. Bulkier and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown, Review n Truss : I C, 1 and Wamings before construction commences. and approval is the responsibility of the building designer, not the 0 EX 14 C yr / 3 2. 2x4 compression web bracing must be Installed where shown a. truss designer or truss engineer. kt I EXPIRES 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at / _ DES. BY: LJ 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 shealhing(TC)and /or drywall /BC). °' , &1+ t M. - 613 V l'7 ;� DATE: 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown a + C- 24243 9'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. 1r ,.(') S EQ.: 5297830 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive a , ' ,,,8887 L �f ,G" } design bads be applied to any component. 5 and are for "dry condition' of use. TRANS ID: 349235 5. CompuTrus has no control over and assume, no responsibility for the e. Design assumes full bearing at all supports shown. Shim or wedge if o� A� f fabrication, handling, shipment and Installation of components. necessary. ( 1 , e 1 ®I�A4 7. 8. Design assumes adequate drainage s of truss, and placed so their center is pr 1 /'11lI t rr 1: . 8. This design is furnished subject to the limitations set forth by Plates shall be located on both face - 1111111111 IIIIII IIIII IIIII IIIII IIIII IIII IIII TPI/WTCA in SCSI, copies of which will be furnished upon request. Digits indicate coincide with p h Joint center lines. e. Digits ndicicatt e size of plate te in inches. EXPIRES _ 3 MiTek USA, Inc. /CompuTrus SOffwafe +7.6.4(1 L) - 10. For basic connector plate design values see ESR -1311, ESR -1888 (MiTek) r / 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 H18BTR LOAD DURATION INCREASE = 1.15 1.2 =( -49) 60 2.6 =( -61) 139 6 -3 =(0) 182 BC: 2x4 KDDF N1 &BTR SPACED 24.0' O.C. 2 -3 =( -305 187 6- 4 =( -61) 139 WEBS: 2x4 OF STAND; 3 -4 =( -305) 187 2x4 KDDF STAND A LOADING 4.5 =1 49 60 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12 "OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12 "OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 9.0° 9.0" LL = 25 PSF Ground Snow.(Pg) 0'- 0.0' -64/ 421V -109/ 109H 3.50' 0.67 KDDF 625 8'- 0.0' -64/ 422V -109/ 109H 3.50" 0.67 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M26HS,M18HS,M16 = MiTek MT series t 1 l r r - tr 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 = 0.001° @ 0'- -9.0' Allowed = 0.075' MAX TL DEFL = - 0.001' @ 0'- -9.0' Allowed = 0.100' 4 - 4 - MAX LL DEFL = 0.001' @ 8'- 9.0° Allowed = 0.075' 1' , ' MAX TL DEFL = - 0.001' @ 8'- 9.0' Allowed = 0.100' MAX TC PANEL LL DEFL = - 0.038' @ 2'- 1.8° Allowed = 0.331' 12 M 12 MAX TC PANEL TL DEFL = - 0.043' @ 2'- 1.8' Allowed = 0.497° 12.00 / N 12.00 MAX HORIZ. LL DEFL = 0.001' @ 7'- 8.5' 3 4.0' MAX HORIZ. TL DEFL = 0.001' @ 7'- 8.5' I\ This truss does not include any time dependent cp deformatio for long term loading (creep) in the tota l o ad deflection, The building designer shall ve rif y that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. De sign 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, interior zone, load duration factor =1.6 �I >< 1E1 o c) )A- z s � �� M -3x6 M -1.5x4 M -3x6 y 4 -00 J 4 -00 y ‹ QF� s. , y ), y :0 G tPJ� 4,... 0 - 8 WEDGE REQUIRED AT HEEL(S). 0 - 4� 4 ' ` tt i 1 1 (� P 7O JOB NAME: J-1453 STONE BRIDGE HOMES - PLAN 170-0P12 - F2 Scale: 0.4608 Q' `o ' A. a -,. 9 k7 • a ,), • I • ... . 4. JO '6, i r - ' iz WARNINGS: GENERAL NOTES, unless otherwise noted: . '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 l :r' - ' Truss: F2 and Warnings bnfcin on commences. and approval is the tr s responsibility of the building designer, not the EXPIRES / - 2. 2x4 compression web bracing web bracing g must t truss be installed where shown • C. truss designer or s engg ineeneer. r � 6�3�/ 2. Design 3. All lateral force resisting elements such as temporary and permanent p and bottom chords to be laterally braced at ' g assumes the top }a . " DES. BY : LJ stability bracing must be designed by designer of complete structure, 2' o.c. and at 10' o.c. such a tivey unless braced throughout their length by t i a " Pk • continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). " r DATE: 9/.14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown • • i 24243 * 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibi6y of the respective contractor. 1, ;71::).3„ SEQ.: 5297831 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, fit design loads be applied to any component. and are for "dry condition" of use. , 6. Design assumes full bearing at all supports shown. Shim or wedge it C " TRANS ID 349235 5. CompuTrus has no control over and assumes no responsibility for the necessary. { SIONA'1 fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. /q; if/ r ° . .a .' 6. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center I / � / - ` i'`%` IIIIII VIII VIII VIII VIII VIII VIII I II IIII TPINVTCA In SCSI, copies of which will be furnished upon request, lines c Indicate with joint center tines. / 3 9. Di Indicatt e site 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) t II01111IIIIIII 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 W18BTR LOAD DURATION INCREASE = 1.15 1 -2=1 -49) 60 2- 5 =( -66) 140 5 -3 =(0) 182 BC: 2x4 KDDF W18BTR SPACED 24.0' O.C. 2.3 =( -307) 196 5- 4 =( -66) 140 WEBS: 2x4 OF STAND; 3.4= -304) 186 2x4 KDDF STAND A LOADING LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -66/ 430V -109/ 109H 3.50' 0.69 KDDF 625) OVERHANGS: 9.0' 0.0' LL = 25 PSF Ground Snow (Pg) 8'- 0.0' -45/ 335V -109/ 109H 3.50' 0.54 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 1 • 1 . , ,. C;CN C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. .' ,. - et 24 °ac s acp ino�l M,M2bHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'- -9.0' Allowed = 0.075' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TL DEFL = - 0.001' @ 0'- -9.0' Allowed = 0.100' MAX TC PANEL LL DEFL = - 0.038' @ 2'- 1.8' Allowed = 0.331' 4 - 4 - MAX TC PANEL TL DEFL = - 0.043' @ 2'- 1.8' Allowed = 0.497' MAX HORIZ. LL DEFL = - 0.001' @ 7'- 8.5' 12 M - 4X6 12 MAX HORIZ. TL DEFL = 0.001' @ 7'- 8.5' 12.00 / \ 12.00 This truss does not include any time dependent 3 4.0' deformation for long term loading (creep) in the IC total load deflection. The building designer , [t l l shall verify that this parameter fits with the intended use of this component. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, MINERS, interior zone, load duration factor =1.6 o �� II IN O CO o iML = W o M -3 x6 M -1.5x4 M -3x6 4 -00 4 -00 4i''S` PROF J. 0 - y 8 - WEDGE REQUIRED AT HEEL(S). y G � \''• s. ■ ''_ D� Q� � i A p . 7 Oft �� i OR' S gam` _ JOB NAME: J -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - F3 - 1 p 1; q ._ as, - .\ ' Scale: 0.4601 Q' • h , � JOHN y 1 µ1; a WARNINGS: GENERAL NOTES, unless otherwise notedi s F - e ` -, � .. �. ry 1. Builder and erection contractor should be advised of all General Notes 1- This truss design is adequate for the design parameters shown. Review ' . - - - Truss : I C3 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the to i p RE 5 6'130/' , 2. 2x4 compression web bracing must be installed where shown .. truss designer or truss engineer. ,. 'i EXPIRES - 2. Design assumes the top and bottom chords to be laterally braced at / -• 3. An lateral force resisting elements such as temporary and permanent 'h ,1 , DES. BY: LJ stalfi bracing must be designed b designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by jti ,T;, N 9 9 Y 9 P continuous sheathing such as plywood sheathing(TC) and /or drywall(BC), DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown . + 24243 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. SEQ.: 5297832 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a noncorrosive environment. ,, OIJ 1 G1 ^� r TRANS ID: 34 9235 design bads be applied to any component. end ere tar'dry condition' of use. R 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all Supports shown. Shim or wedge if t g, shi pment and installation of components. 7. fabrication, handling, necessary. r / 1 0 1 NAL Design assumes adequate drainage Is provided, r ^� 8. This design Is furnished subject to the Imitations net forth B. Plates shall be located on both feces of truss, and placed so their center t �� L . �s "� _ by IIIIII II II VIII VIII VIII VIII VIII IIII IIII TPINVTCA In SCSI, copies of which will be furnished upon request, Indicate coincide v joint a to nr Ines. 9. For Digits Indicatt e size of f p plate te In Inches. • 10- For J EXPIRES MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 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 8'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DOF/Cq =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 . 1 -2 =( -299) 191 1-4=(-68) 134 4 -2 =(0) 178 BC: 2x4 KDDF $11 &BTR SPACED 24.0' O.C. 2 -3 =( -296) 190 4- 3 =( - 134 WEBS: 2x4 OF STAND; 2x4 KDDF STAND A; LOADING 2x6 DF SS B LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC LATERAL SUPPORT <= 12 °OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0' -47/ 343V -113/ 109H 5.50' 0.55 KDDF 625 BC LATERAL SUPPORT <= 12'0C. UON. 8'- 0.0' -45/ 329V -113/ 109H 3.50' 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,CI8;CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc spacing,' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX TC PANEL LL DEFL = - 0.035' @ 5'- 10.2° Allowed = 0.331' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = - 0.041' @ 5'- 10.2' Allowed = 0.497' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX HORIZ. LL DEFL = - 0.001' @ 7'- 8.5' 4 - 4 - r MAX HORIZ. TL DEFL = 0.001' @ 7'- 8.5' 12 12 This truss does not include any time dependent M - 4x6 deformation for long term loading (creep) in the 12,00 V \ 12,00 total load deflection. The building designer 2 4.0" shall verify that this parameter fits with the intended use of this component. 8 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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, interior zone, load duration factor =1.6 0 o i I un o 1... 4 ►'_ 3 -/ M -3x6 M -1.5x4 M -3x6 y 4 -00 y 4- 00 �pPRa/'�6s y 8 WEDGE REQUIRED AT HEEL(S). y 4 _ � ,rj �� �` gy p , . 3011 OR 0,, / / , JOB NAME: J-1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - F4 Scale: 0.4608 Q' Q� , . i0 26 , ~ WARNINGS: GENERAL NOTES, unless otherwise noted: • rr_ � - J • " rf 14, /Z wi d 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 ;'' , Truss: F4 and Wamings before construction commences. and approval is the responsibility of the building designer, not the a EXPIRES 6/30/13 re 2. 2x4 compression web bracing must be Installed where shown •. truss designer or truss engineer. s ;5 1 i ! Y � - 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bosom chords to be laterally braced at 11 i DES. BY: LJ 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 qf continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). f . ;' '..4, fix. DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 1:• 24243 S EQ.: 5297833 4. No load should be appied to any component until aver all bracing and 4. Installation of truss Is the responsibiity of the respective contractor. O ,b • r G" ,. fasteners are complete and at no time should any loads greater than 5. Design assumes Susses are to be used In a non-corrosive environment, 4 design bads be appied to any component. erel e re for 'dry condition" of use. 4+ TRANS ID: 349235 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes fun bearing at all supports shown. Shim or wedge It S fabrication, handling, shipment and installation of components. 7. D De r .1 h1 1 jONAL essessary. ign assumes adequate drainage is provided. ' / / ". .;. ,, • 4. 6. This design is furnished subject to the imitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center f 1 i ( ! `�' Cam• 111111111111111111111 M T SA Inc /CompuT s which Softw will be furnished upon a 7.6.4(1 L) E request 10. Fm basic con ector design values see ESR -1311, ESR -1986 (MITek) ,��N 9. Digits indicate size of plate in inches. III IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER r LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0' TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF A1&BTR SPACED 24.0' 0.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING g Design conforms to main windforce• resistin BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding esxstin DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42,D PSF considered for this design. Wind: 110 mph, h =30ft, 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: gable end zone, load duration actor =1.6 C,CN C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper to chords require same material M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. as structural top chord. Connect with i1-3x6 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36'oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Truss designed for wind loads in the plane of the truss only. Gable end truss on continuous bearing wall UON. . M -1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 23 -00 23 -00 III T 1' 1' 14 -00 -11 8 -11 -05 8 -11 -05 -r 14 -00 -11 r ...,. ,,,,, 12 M -4x6 12 6.00 V 2 ii II: 6.00 1 i-% M -3x -3x6 M- 3x6(S) - 3x6(5) • f ....„ ,.......„ o M 3x4 - I,�I1I I I` co o ,1..., M- 3x6(S) M- 3x6(S) �E- $:s M 11' N 4, 1 ', A, .lilt+, 1, 16 -00 14 -00 16-00 r, 1 -06 46 -00 t . <zI Qt' �. V � � ,a O N + �I � s . a G tr z6, ` g , �v� J NAME: J-1453 STONE BRIDGE HOMES PLAN 170-0P12 K1 Scale: 0.1814 Q" , O Li � � ��yy 1 q WARNINGS: GENERAL NOTES, unless othenMse noted: ' r � � ,�, � ,l- �'I J 1( / aZ V 1. Builder and erection contractor should be advised of all General Notes 1. This truss design N adequate for the design parameters shown. Review d .t .- - - Truss: K 1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the � EXPIRES Rr C J 6'30! 2. 2n4 compression web bracing must be Installed where shown .. truss designer or truss engineer. n .� G F" 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 1 i. DES. BY: LJ stabili ty bracing 9 by designer P must be designed b desl ner of complete structure. T o.c. and 01 10' o.c. respectively unless braced throughout their length by tt t f 4y t ; ° continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 9/14/2012 CompuTrus assumes no respons bitty for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ l _q 24 T 4. No load should be appaed to any component until after all bracing and 4. Installation of truss is the responsibitly of the respective contractor. . "2f . t �(1 •° S EQ.: 5297834 fasteners are complete and at no time should any loads greater than 5. Design assumes busses ere f to be used In a non-corrosive environment, h - ! • - 4 t D� on' o use. design loads be appBed to any co are for "dry cond , 3. T RANS ID: 349235 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if `sloNAL s necessary. / �11 ( I fabdcation, handing, shipment and installation of components. 7. Design assumes adequate drainage is provided. /I T / i ;,1- 1 , 6. This design Is furnished subject to the imitations set forth by 9. Plates shall be located on both faces of truss, and placed so their center ll / l4^ .- 1 " 11111111111111111 TPIANTCA In SCSI, copies of which w ll be famished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate to inches. EXPIRE$ y f MiTek USA, InC. /COmpUTrus SOftwafe +7,6.4(1 L) - 10. For basic connector plate design values see ESR -1 at 1, ESR -1966 (MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DDF /C =1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -55) 76 2 -10 =( -910) 3074 2- 3 =( -3237) 938 7 -14 =( 0) 325 BC: 2x4 KDDF H18BTR SPACED 24.0' 0.C. 2- 3= -688 217 10-11=(-912) 3071 10- 3 =( 0) 325 7- 8 =( -3237) 938 WEBS: 2x4 KDDF STAND 3- 4= -3129 972 11 -12 =( -826) 2694 3.11= 458 99 LOADING 4- 5= -2410 802 12 -13 =( -826) 2694 11- 4= 0 475 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +D1( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2410 802 13 -14 =( -912) 3072 4 -12 =( -957) 275 BC OVERHANGS: SUPPORT <= 12'OC U DL ON BOTTOM = 42.0 PSF 8- 8 =I 3655) 217 14- 8 =( -910) 3074 . -16 =€ -9571 1655 LL = 25 PSF Ground Snow (Pg) 14 3 13- 7 =( -458) 99 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;816 = MiTek Mt series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -302/ 2257V -245/ 245H 5.50' 3.61 KDDF ( 625) 46'- 0.0' -302/ 2257V -245/ 245H 5.50' 3.61 KDDF ( 625) ICOND. 2: Design checked for net( -5 psf) uplift at 24 °oc s acp ire I VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = - 0.011" @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = - 0.013' @ -1'- 6.0' Allowed = 0.200" MAX LL DEFL = - 0.242" @ 23'- 0.0' Allowed = 2.254' MAX TL DEFL = - 0.383" @ 23'- 0.0" Allowed = 3.006' MAX LL DEFL = - 0.011' @ 47'- 6.0' Allowed = 0.150' MAX TL DEFL = - 0.013' @ 47'- 6.0" Allowed = 0.200' MAX HORIZ. LL DEFL = 0.107' @ 45'- 6.5' MAX HORIZ. TL DEFL = 0.168' @ 45'- 6.5° 23 - 23 - This truss does not include any time dependent deformation for long term loading (creep) in the 14 - - 8 8 - - 14 - - total load deflection. The building designer shall verify that this parameter fits with the 7 - 08 7 - 09 - 12 f 7 - 06 - 04 7 - 06 - 04 7 - 09 - 12 7 intended use of this component. T T T T T 1' 1' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 C;7- M - 4x6 6.00 Design conforms to main windforce- resisting 4.0" system and components and cladding criteria. 5 .s( looppr Wind: 110 mph, h =30ft, TCOL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2 Exp.B, MWFRS, M - 3x6(S) M - 3x6(5) interior zone, load duration factor =1.6 M M -2.5x4 !A - 5x10 M -5x10 M -1:5x4 M -1.5x4 M -1.5x4 M -1.5x4 co • co 4 �Ep PRpfiF o 2 .i - 1 0 1 1z R 1'q � 8 o �Gj � � Q M -5x6 M -1.5x4 b.25" M -3x8 0.2 M -1.5x4 M -5x6 C7 . ‘NE ' M- 5z6(S) M- 5x6(S) 4 , y r 4, ct. l; ) e / 1 J. y J. J )- 1- � 1 7 -08 7 -06 -04 7 -09 -12 7 -09 -12 7 -06 -04 7 -08 ,- ; R.; „, 1 -06 - 46 -00 1 -06 p. JOIf OR ' ,� ` $ � a� ' f JOB NAME: J. -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - K2 - A • 8 w •, ''1 0 ' _ ' ° - - ... '� f/:4 Scale: 0.1319 ' Q 1 1; /� I , WARNINGS: GENERAL NOTES unless otherwise noted: � �, � . J / 1 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 q % _ - ' Truss : K2 and Warnings before construction commences. and approval is the responslbitty of the building designer, not the EY.PI RFS 6!30 3 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. } ;�7 ,,, _ - - 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 gg u1 / c i - .,: DES. BY: L J stability bracing must be designed by designer of complete structure, as plywood drywall(BC). 2' o and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such 2 y " BY: whore shown end /or {. DATE: 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required aired where shown ++ 24243' SEQ.: 5297835 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. �& ��III���� •ta.�e41 design loads be applied to any component. 5. and are for "dry condition" of use. fasteners are complete and al no time should any loads greater than 5. Design assumes trusses are to be used In a non-corrosive environment, 8. J t Grp TRANS ID: 349235 CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown. Shim or wedge If s° necessary. 1 oN{�t. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. G t /1 ( {'' 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 1 r 1(, I ' tli EXPIRES R 1II I II II III I IIII VIII II II VIII I VIII TPI/WTCA in USA, IOC pUTrus Software 7.6.4(1 L) E request 10. Far basic connector design values see ESR -1711, ESR -1985 gdiTek) int center lines. 9. Digits indicate size of plate In Inches. , IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 45'- 9.0' IRC 2009 MAX !EMBER FORCES 4WR/DDF /C =1.00 TC: 2x4 KDDF R1 &BTR LOAD DURATION INCREASE = 1.15 1- 2= -55) 76 2- 9 =( -908 3055 2- 3 =( -3225) 937 12- 7=(((( -393) 100 BC: 2x4 WOOF #16BTR SPACED 24.0° O.C. 2- 3= -686 216 9-10= -910 3052 9- 3= 0 325 7 -13 =I 0) 319 -302 WEBS: 2x4 KODF STAND 3- 4= -3105 971 10 -11= -825 2673 3 -10= -459 99 7- 8= 9 789 LOADING 4- 5= -2386 801 11 -12= -825 2652 10- 4= 0 476 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2386 801 12-13= -911 2968 4 -11= -958 274 BC LATERAL SUPPORT <= 12 °OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -3080) 971 13- 8 =( -909) 2970 11- 5 =( -304 1633 TOTAL LOAD = 42.0 PSF 7- 8= -534 355 11- 6= -928 274 OVERHANGS: 18.0' 0.0' 6 -12= 0 442 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN C18,CN18 (or no xres = orspuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0' -302/ 2251V -245/ 228H 5.50' 3.60 KDDF ( 625) M,M2OHS,411BHS,1116 = MiTek UT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 45'- 9.0' -264/ 2077V -245/ 228H 5.50' 3.32 KDDF ( 625) ICOND. 2: Design checked for net( -5 psfl uplift at 24 'oc specina.l VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 • MAX LL DEFL = - 0.011' @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = - 0.013' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = - 0.234' @ 23'- 0.0' Allowed = 2.242' MAX TL DEFL = - 0.371' @ 23'- 0.0" Allowed = 2.989' MAX HORIZ. LL DEFL = 0.104' @ 45'- 3.5° MAX HORIZ. TL DEFL = 0.165' @ 45'- 3.5' This truss does not include any time dependent i deformation for long term loading (creep) in the • total load deflection. The building designer 23 22 - shall verify that this parameter fits with the '( - - intended use of this component. 14 8 - 11 - 05 8 - 11 - 05 13 - 09 - 11 NOTE:Design assumes moisture content does 7 - 7 - - 7 - - 7 - - 7 - - 7 - not exceed 19% at time of manufacture. f T f f f f I Design conforms to main windforce- resisting 12 12 system and components and cladding criteria. 6.00 � M - 4x6 Q 6.00 Wind: 110 mph, h =30ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 4.0" Enclosed, Cat.2 Exp.B, MWFRS, 5 « interior zone, load duration factor =l.6 M- 3x6(5) 3 ' 1 M- 3x6(5) M -2.5x4 M -2 .5x a s +1 M -5x10 M -5x10 M -1.5x4 + -1.5x4 M -1 "5x4 + + M -1 "5x4 co g yp PROP6- I 2 � M 5x6 M -1.5x4 b M 3x8 0.2 M 1 M 5x8 - '-c•? � �GiNF's _' il M- 5x6(5) M- 5x6(5) I ,A; J J- y J J.. J° y � �" J y 7 -08 7 -06 -04 7-09-12 7 -09 -12 7-06-04 7 -05 y « <,_, �s „V • _ JO OR:' ± s eN j 1 -06 45 -09 N. � ���. � � � � r"� .�! 9 , ' JOB NAME: J-1453 ST BRIDGE HOMES - PLAN 170 -0P12 - K3 Scale: 0.1345 � 1 W e �'K? ` c� , - G I WARNINGS: GENERAL NOTES, unless otherwise noted: • r ' ,°_ � �,� A ON ! f / t u( %� 1. Builder and erection contractor should be advised of all General Notes 1. This buss design Is adequate for the design parameters shown. Review ■■�T /1� • s 4% - V Truss: K3 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the -� EXPIRES 6130 13 2.2x4 compression web bracing must be Installed where shown +. truss designer or truss engineer. 4 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top end bottom chords to be laterally braced at it /a., . DES. BY " LJ 2' o.c. and at 10' o.c. respectively unless braced throughout their length by M stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). ` @I' /f 14 - c,' DATE: 9/14/2012 CompuTms assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bredng required where shown «+ i. 24243 4. No toed should be applied to any component until ever an bracing and 4. Installation of buss Is the respo uty of the respective contractor. SEQ. : 5297836 fasteners are complete and at no time should any loads greater than 5. n n assumes trusses s usses are to be used In a non corros ve environment. 1 Q, � `1 0 design beds be eppBed to any component. 5. end are for - dry condition' of use., � TRANS ID: 349235 CompuTrus has no control over and assumes no responsibility for the 6. Design assumes lull bearing at all supports shown. Shim or wedge If t y fabrication. hendang, shipment and installation of components. 7. Design assumes adequate drainage is provided. G I I J - Q ♦ � ' ' 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 I ./ I III / : 411111 ' IIIIIIIIIIIIIIIIVIIIVIIIII1IIIIIIIII IIII TPIANTCA In SCSI, espies of which will be furnished upon request. ones coincide with joint center tines. 9. Digits Indicate size of plate to Inches. EXPIRES y f / • M iTek USA, Inc. /CompuTrirs 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 45'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF /Cq =1.00 l TC: 2x4 KDDF N1 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -686) 436 1- 8 =( -940) 3055 1- 2 =( -2947) 736 5 -11 =( 0) 441 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2- 3= -3105 985 8- 9= -942) 3052 8- 2= 0 325 11- 6 =( -392) 99 WEBS: 2x4 KDDF STAND 3. 4= -2386 807 9 -10= -837) 2673 2- 9= -459 121 6 -12-1 0) 319 LOADING 4- 5= -2386 808 10 -11= -831) 2652 9- 3= 0 476 6- 7 =( -3029) 795 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -3080 977 11 -12= -917) 2968 3 -10= -95B 283 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF. 6- 7 =( -534) 356 12- 7 =( -915) 2970 10- 4= -310 1633 TOTAL LOAD = 42.0 PSF. 10- 5= -928) 274 •• For hanger specs. - See approved plans Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN C18,CN18 or no prefix =CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2IHS,MlBHS,l16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -265/ 2075V -230/ 228H 5.50' 3.32 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 45'- 9.0' -265/ 2077V -230/ 228H 5.50' 3.32 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10.PSF. Iii • P .l 1 . r r - r r - 'r. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = - 0.232' @ 23'- 0.0' Allowed = 2.242' MAX TL DEFL = - 0.369' @ 23'- 0.0' Allowed = 2.989' MAX HORIZ. LL DEFL = 0.104' @ 45'- 3.5' MAX HORIZ. TL DEFL = 0.165' @ 45'- 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. T 23-00 22 -09 r f NOTE:Design assumes moisture content does 14 - - 8 - - 8 - - 13 - - not exceed 19% at time of manufacture. 7 - 7 - 12 7 r 7 - 04 7 7 - r Design conforms to main windforce- resisting T r r r system and components and cladding criteria. 12 12 Wind: 110 mph, h =30ft, TCDL= 4.2,BC11=6.0, ASCE 7 -05, 6.00 M - 4x6 6.00 Enclosed, Cat.2 Exp.B, MWFRS, 4.0" interior zone, load duration factor =1.6 M- 3x6(5) 3 ' i M- 3x6(5) M -2.5x4 M -2.5x4 • +1 M -5x10 >14414.1444.-1.5x4 5x10 M -1.54 M -1.5x4 M -1.5x4 + • .• D PROP 6- 1 � e 1 Tis 1 2 „ o �.�F _ F tZ S 1 M -5x6 M -1.5x4 0.25 M -3x8 0.25 M -1.5x4 M -5x8 0 C � UINFF � . �' . M- 5x6(S) M- 5x6(S) ., ti I • J y y y y y y ce ?& 1 , '.. ,/�_�: J. 7 -08 7 -06 -04 7 -09 -12 7 -09 -12 7 -06 -04 7 -05 y ti 4 45"09 • JD.Ff v OR b eN P12 - „�tiq yr ,' i --. ©-v �L "26 � ° ' JOB NAME: J-1453 STONE BRIDGE HOMES - PLAN 17P12 0-0 K4 Scale: 0.1400 Q° t� LI a � J ° r WARNINGS: GENERAL NOTES, unless otherwise noted. T `` 0 ,� � " � ( f !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 r Truss: K4 and Warnings before construction commences. and approval is the responsibility of the building designer, not the # I ' EXPIRES 6/30/1 2. 2x4 compression web bradng must be Installed where shown +, truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : LJ 3 All lateral farce resisting elements such es temporary end permanent #3 ' o.c. and at 10' o.c. respectively unless braced throughout their length by stad6ry bracing muss be designed by designer of complete structure. 2 continuous sheathing such es plywood sheathing(TC) and /or drywall(BC). 'tT't7 -.% DATE: 9/14/2012 - CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + .c 24243 .r 4. No load should be applied to any component until after at bracing and 4. Installation o1 truss is the responsibility of the respective contractor. S E trusses are to be used in a non - corrosive environment. Y ' � tlS1Ev4� design loads be applied to any component. and are for "dry condition' of use. TR ID: 349235 5. Comps us has no control over and assumes no respons b rty for the 6. Design assumes full Dearing r all supports shown. Shim or wedge if s`f 1 necessary. 0NRy fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 1 y. - ' 6. 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 I1 If/ / (. . j - iv . 1111111111111111 TPIANTCA In SCSI; copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES , 4 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 -1989 (MiTek) % • IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER ` LUMBER SPECIFICATIONS TRUSS SPAN 45'- 9.0' I • I. '.r I , . r - - . , ' .1. TC: 2x4 KDDF #1 &BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 81 &BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce- resisting DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'0C. UON: LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42,0 PSF considered for this design. Wind: 110 mph, h =30ft, 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: gable end zone, load duration factor =1.6 CON C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M26HS,M18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x6 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36'oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Truss designed for wind loads in the plane of the truss only. • Gable end truss on continuous bearing wall UON. M -1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for • complete specifications. 23 -00 22 -09 14 -00 -11 8 -11 -05 8 -11 -05 13 -09 -11 • 12 M -4)(6 12 • 6.00 C 77. ` 6.00 % M -3x6 M - ,, M3x6 - 3x6(S) M- 3x6(S) M -4x6+ ` M- 4x8+ CO = Mm MM 3 0 ii M- 3x6(S) M-3x6(S) , PRO . G • . ;'` V.r b y y r ,. 1 ''' A te 16-00 14 -00 15-09 . 1, 6 45 -09 : -- OR' •N JOB NAME: J -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - K5 --, .4 . w d � 26. ' ,. Scale: 0.1850 Q' t� ✓ 0 'k . , : 1 p 0 f' , A . .10 H , WARMNOS: GENERAL NOTES, unless otherwise noted; Y �yi-,, V 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review ��II e1 q . ,. - 1. OP Truss: K5 and Warnings before construction commences. and approval is the responsibility of the building designer, not the Fe. 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. EXPI R L' = - 6/30/ 13 - p a 2. Design assumes the top and bottom chords to be laterally braced at /` / - - DES. BY LJ 3. All lateral force resisting elements such as temporary and permanent( ,� F 2' o.c. end et 10' o.c. respectively unless braced throughout their left by slebility bredng must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) end /or drywall( C). 41 tl DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown 4 + Z 44 24243 +' 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. -` SEQ.: 5297838 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a noncorrosive environment, ; 01 TRANS ID: 349235 t design loads be applied to any component. end are for 'dry condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the - 8. Design assumes lull bearing at all supports shown. Shim or wedge If 5 d o a +� labdcation, handling, shipment and Installation of components. et forth necessary. , !`I L. , 7. Design assumes adequate drainage is provided. /y' ) ( , 2 . .- 8. This design is furnished subject to the limitations set by 8. Plates shall be located on both faces of Mos, and placed so their center I 1,T 1 - IIIIIIIIIII IIIII IIIII IIIII IIIII III IIII M e USA, lnc,CompuTrua I SmRware ft + 7 6 E egaeat 1 0. For basic connector plate 9. Digits design values see ESR -1311, ESR -1988 (MiTek) , EY'p(AE`S i i ► /3 ts Indicate size of plate In inches. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 20 -06 -00 GIRDER SUPPORTING 45 -09 -00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF q1 &BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =(- 10430) 1464 1- 6 =( -1036) 6936 2- 6 =( -598) 4830 BC: 2x8 KDDF #1&BTR 2- 3=(( - 6968))) 990 6- 7= - 1038))) 6950 2- 7= -3150 442 WEBS: 2x4 KDDF STAND' LOADING 3- 4 =( -6968) 990 7- 8 =I -1038) 6950 7- 3= -1236 9376 2x4 KDDF STUD A; LL = 25 PSF Ground Snow (Pg) 4- 5 =(( -10430 1464 8- 5= -1036 6936 7- 4= -3150 442 2x4 KDDF H1 &BTR B TC UNIF LL( 50.0) +DL( 14.0) = 64.0 PLF 0'- 0.0' TO 20'- 6.0' V 8- 4= -598 4830 BC UNIF LL( 546.9) +DL( 391.9)= 938.8 PLF 0'- 0.0' TO 20'- 6.0' V TC LATERAL SUPPORT <= 12'00. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. 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° -1419/ 10278V -253/ 253H 5.50' 16.45 KDDF 625) Connector plate prefix designators: 20'- 6.0' -1419/ 10278V -253/ 253H 5.50' 16.45 KDDF ( 625) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M26HS,M18HS,M16 = MiTek M series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. ICOND. 2: Design checked for net( -5 psf) uplift at 24 'oc s acp ing l ( 2 ) complete trusses required. DEFLECTION LIMITS: LL= 1/240, TL =L /180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = - 0.085' @ 10'- 3.0' Allowed = 0.979' 9' oc throughout 2x6 top chords, MAX TL DEFL = - 0.143' @ 10'- 3.0' Allowed = 1.306' (2) rows @ 4' oc throughout 2x8 bottom chords, 9' oc throughout webs. MAX HORIZ. LL DEFL = 0.025° @ 20'- 0.5' MAX HORIZ. TL DEFL = 0.042' @ 20'- 0.5' T 10 T 10 f This truss does not include any time dependent 5 - - 4 - - 4 - - 5 . . deformation for long term loading (creep) in the f f f f total load deflection. The building designer shall verify that this parameter fits with the 12 M - 5x10 12 intended use of this component. 12.00 V N 12.00 +2x4 web brace required. Laterally brace to roof diaphragm. 3 5.0" NOTE:Design assumes moisture ,, t( E not exceed19% attimeofmanufacture. �� . 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, Cat.2 Exp.B, MWFRS, . interior zone, load duration factor =1.6 M -3x8 M -3x8 i .. - L *..• ., '-'M -10x10 lY11 \`M -10x10 III co A61111111111111111bLMAiiiiiillillilllikAil■ 1 __ r• 6 r-- 7 8 n. "5 M -5x12 M -7x12 M -5x12 M-7x12(S) `s pRGF y 5 -05 -02 y 4 -09 -14 y 4 -09 -14 1 5 -05 -02 y �� • l J' y y' r - V 14 -00 6 -06 � y 1- 1 I, 20' 06 na ,', •sk r , ]O OR! t0N a, . � / ' v JOB NAME: J -1453 STONE BRIDGE HOMES - PLAN 170 -0P12 - I -GIRD Scale: 0.1975 Q` ' ° M r' �4. J01'ti q / r4 WARNINGS: GENERAL NOTES, unless otherwise noted: ... r'/ , ' J ! / 17i 1. Builder and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review H ,l ' t ' x - Truss : I -GIRD and Warnings before construction commences. and approval Is the responsibility building designer. not the of the buildin desi E XPI RE S C 1J�/ OO 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss enginee r�� 6ttI - 2. Design assumes the top and bottom chords to be laterally braced at e / DES. BY L 3 Ail lateral force resisting elements such as temporary and permanent o.c. and at 10' o.c. respecsvey unless braced throughout their length by 3 v „r `'' �: • • stability bradng must be designed by designer of complete structure. continuous sheathing such as plywood shealhing(TC) and /or drywall(BC), '"f l 1'7 DATE : 9/14/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x PP any Impact bridging or lateral bracing required where shown ++ c- P 9 9 9 re q 4 No load should be Bed to component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Y Po nent 0 P y res P SEQ.: 5297839 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. '' $�� �" 24243 !�� r3 g design bads be applied to a any component. . and are for "dry condition" of use. TRANS I D : 349235 5. CompuTrus has no control over and assumes no res onsibili for the 6 Design assumes fug beefing et all supports shown. Shim or wedge If Sf fabrication, handling, shipment and installation 7 nn of components. necessary. / r I' ONAL Design assumes adequate drainage is provided. �yf , y truss, 6. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center 7 Plates , y. . r1 1 IfIIII VIII V III VIII VIII VIII VIII )III )III 7PI WTCA in SCSI, copes of which will be furnished upon request. Gigs c with jof p inr n che. 9. Digits Indicate size of plate in Inches. �Xp1R�� 1 {( ( 3 • MiTek USA, Inc. /CompuTrus Software 7.6.4(1 L) - 10. Far basic connector plate design values see ESR -1311, ESR -1988 (MITek) ! R _ • • 1 • X 93 3\„/ Qak ©► - P 1 /14 S sr26 I2 - C1025 J MICHAEL K. BROWN, S.E. T 5346 E. Branchwood Dr., Boise, ID 83716 RECEIVE A% 208 - 850 -7542 () �; T 01 2012 Mikebrown.se @gmail.com CITY OF TIGARD BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 82, ARLINGTON HEIGHTS TIGARD, OR ENGR. 30B # DNI12 - 097 t o. no �fl v � x - d P S q. 0 s . vii. FRATION I Prepared for: StoneBridge Homes, NW, LLC Plan #: 170op12 OTE: 1453 Date: 09 -24 -2012 The following calculations are for Basement Retaining Walls, lateral wind and seismic engineering only. Gravity loading and the design of foundations (with the exception of 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 • Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 82, Arlington Heights By: MKB Core Job Number: DM12 -097 Date: September, 2012 Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: ASCE 7 Wind: 100 MPH 3 second gust, Exposure B, 7:12 Pitch roof (average) Per ASCE 7 Figure 6 -2: Zone A: 17.8 PSF Zone B: 12.2 Zone C: 14.2 Zone D: 9.8 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 = 40 feet Therefore, use a = 4 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C) /overall length: 14.9 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: = 10.28 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 11 feet Total Wind Force at Upper Level = 6910 #, or 173 PLF Side to Side: Horizontal Dimension = 51 Feet Average force on projected wall = 14.8 PSF Average force on projected roof = 10.18 PSF Projected Average Roof height = 6 Feet Total Wind Force at Upper Level = 6126 #, or 120 PLF Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 82, Arlington Heights By: MKB Core Job Number: DM12 -097 Date: September, 2012 Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 14.9 PSF Projected Length = 50 Feet Total Wind force at Main Level = 7087 #, or 142 PLF Total Wind force Upper and Main = 13997 # Side to Side: Averag force on projected wall = 14.8 PSF Projected Length = 57 Feet Total Wind force at Main Level = 7995 #, or 140 PLF Total overall side to side wind force = 14121 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 = 50 Feet Tributary Floor Length = 50 Feet Equiv. Trib Int wall Length = 25 Feet Trib. Ext upper wall Height = 4 Feet Trib: Ext lower wall Height = 4.5 Feet Wroof = 100.98 plf < 173 plf, therefore Wind Gov Wfloor = 105.27 plf < 142 plf, therefore wind Gov. Total Seismic Load = 8250 Pounds < 13997 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 82, Arlington Heights By: MKB Core Job Number: DM12 -097 Date: September, 2012 Seismic Side to Side: Tributary Roof Length = 40 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 = 102.96 plf < 120 plf, therefore Wind Gov. Wfloor = 101.64 plf < 140 plf, therefore wind Gov. Total Seismic Force = 10230 Pounds, < 14121 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 173 * 20 ft = 3455 # Total Shear Wall Length = 17 Feet V =P /L = 203 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 17 Feet Trib Floor Area = 0 Feet Mot = 27642 LB FT Factored Dead Load 76 PLF Mr = 10924 LB FT T = 983 LB No Uplift Line B: • P = 173 * 20 ft = 3455 # Total Shear Wall Length = 27 Feet V =P /L = 128 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 82, Arlington Heights By: MKB Core Job Number: DM12 -097 Date: September, 2012 Line 1: P = 120 * 23 ft = 2763 # Total Shear Wall Length = 23 Feet V =P /L = 120 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 22 Shortest Wall Length 4 Feet Trib Floor Area = 0 Mot = 3844 LB FT Factored Dead Load 256 PLF Mr = 2045 LB FT T = 450 LB Perp wall and Header to Resist Uplift Line 3: P = 120 * 23 ft = 2763 Total Shear Wall Length = 15 Feet V =P /L = 184 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 8 Shortest Wall Length 2.5 Feet Trib Floor Area = 0 Mot = 3684 LB FT Factored Dead Load 130 PLF Mr = 405 LB FT T = 1311 LB Use Type 5 HD 2nd Floor / Low Roof Wall Line: Front to Back: Line A: P = 142 * 22 ft + 3455 = 6573.48 # Total Shear Wall Length = 37 Feet V =P /L = 178 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 14 Feet Trib Floor Area = 2 Feet Mot = 22385 LB FT Factored Dead Load 97 PLF Mr = 9526 LB FT T = 919 LB No Uplift Line B: P = 142 * 22 ft + 3455 = 6573.48 # Total Shear Wall Length = 40 Feet V =P /L = 164 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 82, Arlington Heights By: MKB Core Job Number: DM12 -097 Date: September, 2012 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 20 Feet Trib Floor Area = 2 Feet Mot = 29581 LB FT Factored -Dead Load 97 PLF Mr = 19440 LB FT T = 507 LB No Uplift Side to Side: Line 1: P = 140 * 17 ft + 2763 = 5147 # Total Shear Wall Length = 7 Feet V =P /L = 735 PLF Use G wall Wall Height = 9 Feet Trib Roof Area = 23 Feet Shortest Wall Length 2 Feet Trib Floor Area = 7 Feet Mot = 13236 LB FT Factored Dead Load 322 PLF Mr= 644 LB FT T = 6296 LB Use HD Type 3 Line 2: P = 140 * 25 ft + 0 = 3507 # Total Shear Wall Length = 18 Feet V =P /L = 195 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 8 Feet Trib Floor Area = 15 Feet Mot = 14026 LB FT Factored Dead Load 173 PLF Mr = 5530 LB FT T = 1062 LB Use HD Type 1 Line 3/3.1 • P = 140 * 12 ft + 2763 = 4446 # Total Shear Wall Length = 9 Feet V =P /L = 494 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 2 Feet Trib Floor Area = 2 Feet Mot = 8892 LB FT Factored Dead Load 97 PLF Mr= 194 LB FT T = 4349 LB Use HD Type 3 + Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se@gmail.com Job Name: Lot 82, Arlington Heights By: MKB Core Job Number: DM12 -097 Date: September, 2012 Lower Level /Daylight Basement Front to Back: Line A: P = 142 * 22 ft + 2487 = 5605.543 # Total Shear Wall Length = 13 Feet V =P /L = 431 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 13 Feet Trib Floor Area = 4 Feet Mot = 50450 LB FT Factored Dead Load : 112 PLF Mr = 9430 LB FT T = 3155 LB Use Type 2 HD Line B: P = 142 * 22 ft + 3122 = 6240.683 # Total Shear Wall Length = 19 Feet V =P /L = 328 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 19 Feet Trib Floor Area = 4 Feet Mot = 56166 LB FT Factored Dead Load : 112 PLF Mr= 20144 LB FT T = 1896 LB Use Type 1 HD Side to Side: Line 1: P = 140 * 13 ft + 5147 = 6971 # Total Shear Wall Length = 17 Feet V =P /L = 410 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 23 Feet Shortest Wall Length 4 Feet Trib Floor Area = 14 Feet Mot = 14761 LB FT Factored Dead Load : 373 PLF Mr= 2981 LB FT T = 2945 LB Use HD Type 3 Line 2: P = 140 * 13 ft + 3507 = 5330 # Total Shear Wall Length = 40 Feet V =P /L = 133 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 82, Arlington Heights By: MKB Core Job Number: DM12 -097 Date: September, 2012 Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 8 Feet Trib Floor Area = 15 Feet Mot = 9594 LB FT Factored Dead Load 173 PLF Mr = 5530 LB FT T = 508 LB No Uplift Lateral at Deck: Roof Level: No walls and 6:12 slope roof. Wind loads are minimal compared to Seismic. Roof Weight = 2700 pounds Lateral Load, P = 297 Pounds Use Knee Braces: --> • Each knee brace in tension only and at 45 degrees. Force in each brace = 349 Pounds Main Level: Size of Balcony matches roof above. Weight is approximately, if not lighter. Assume same...conservative. Load at Balcony will be twice the load at roof = 698 Pounds Capacity of #10 screw in Hem Fir = - 101 pounds /screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 4.319811 Use 6 #10 screws See attached for 6x6 post check Lower Level: Load at this level is 3 times the roof level = 1047 pounds, but has (2) braces in tension Force to be resisted at each knee brace = 524 pounds < 698 pounds Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se@gmail.com Job Name: Lot 82, Arlington Heights By: MKB Core Job Number: DM12 -097 Date: September, 2012 Deck Level: 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 10' V 18' -0" V= 0.11[9psf(12'/2)(18.5')] +891 990.0 Pounds > 990# 9' -0" 9' -0" Typical Bay Force at Each Brace = 495.0 pounds horizontal (tension Only): 2 bays Axial force in brace = 700.0 Pounds 2x6 bracing with (8) # 10 screws X' bracing to be taken to bottom of wood posts, therefore no additional lateral loads on post (axial only). Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 =7542 mikebrown.se @gmail.com Job Name: Lot 82, Arlington Heights By: MKB Core Job Number: DM12 -097 Date: September, 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 Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se@gmail.com Job Name: Lot 82, Arlington Heights By: MKB Core Job Number: DM12 -097 Date: September, 2012 12' V 18' -0" V= 0.11[9psf(12'/2)(18')] = 106.9 Pounds 107# 11 0. I NV 18' 9' 9' Lateral Force to be resisted by (1) tension brace. Axial force in brace = 160.1 Pounds 2x4 bracing with 1/4" diameter bolt, OK X' bracing to be taken to bottom of wood posts, therefore no additional lateral loads on post (axial only). h ' L Pr " 1 Hi 7 . ---] _ -- 1 I L .. i . ' I 1 1[ —": 1 1 • • I 1 ii 11 d r-- ] OL—LF n 11 IT = L- ..-. .= a,- I, IN —1 r -,---- ---v----1 li I fi 11 1 . Li r, IIMUR I • 119 : - L. 1 ! 1 11 ii-. I i I 0 91 trei ir.r ILA r _.id V [IN ii. LOWER H OOR PLAN Mild N 0.000 r: AN UPPER FLOOR PLAr, *SQUARE FOOTAGE IS AN ESTIMATED IT nIA1RE . r+ . r..w rww .w.w wrrw.w r. .� - +.. • •w r �� rr MAY VARY. M 1w w mos. � _ ■Iwl�wrw wwwl • WIMPY IOW wl wfw 1 I f t f I ARE ESTIMATES II IIIII IIl1I1 /1/44I IIII /411111141 /11111 /IntI�IIIII /IrIIIIIO 1 11 IIIII III /1111 1111114 II '" �DI ARE p I E li g p Y. Ep pR rAPFIO .;,111111 I141I111U11�41I111114111 1I1111111/111111111/1�1 111 /IAIIIII41Q1 IAIIINI III /IIIII1111y / ' � ' I I W '" LOR Rf YAS&M @ II! I�runU�41 I I /IIII /1I1r111 1 I /IIIII 11 I IIIII/In I ! I /1`111 /I I 11111 1 1 1 / II 111 i r i? & IN FIAEr n&RE ui 11 11111.1 / 11�IIuIIIIII IIII I /II IUII / /III.I.111u1/1 ,iiliiii11/IIIr , � a I � ' ,� ' 11 11� 1 I IA 1M 1 V INCLUDED IS AN ADDITIONAL CHARGE F 1 1 /111(1 /,11 ■1111 I IIII/( II 11/(1!1 /IIIII/ , A r f, • '"IIw II III IIIII I NOME CURL S NOT RAT. •AAd j� 1 II Y 1 a 1 1 �1 Ii Ii ! DTEaau R OF Os 1 H Al (III 1 1111 I /IUII IIiiu uiDhI 1 i 111 1 1 1 u1 111 I 111!!!, II 11 11/11 I ARE ESTIMATES of Ial1R TAI IIIII 11111�141IIIIIfIl11Al /IA1 I Ill �1 /1 Illll I 1 11 �fE c rE �i�a 119 NOME IM11 USX 11111.11111111111 Ill El -1 RA.I T I/I1IIIIII 1 I I I iu IIIIII /111111 I I I I II I N I1�II III II ( , m i l l ' , — . }n . ,. II l (■■IUII /IIIII I�II1 1 /111 1 /111(1NIUII 4111111 I lIIllfl III /I 1111'" .1nrmlin t11 51�1 iv r 1 Ir I . 11 /11`fII NOTE: IIIII II 1111 /11111■11� I14�II1 "11IIiIIII /11111lIIIII /114IIIIIUI I II /II]I � EIGHT FOOT HEADER HEIGHT /111/1 /111 111111111111111P II1/IIIIIIIIIII /muIIiIiuI1111IR' ii L " 7 IT rf "'__. '.. 1 NiNINiiiiii J III THROUGHOUT MAIN FLOOR. 11/11 111/ 1 11/41 1 , i 'II14 1 11 1111/111111 I a ' 14II111 41I1. /441 ,iI A �,. 1 i A 41 r 111111 1II11141nnn► irj au. Inn 1111 I / 1111 /111 um IA 1 11 11111111 III 1 " iYna nan1 B il l 1Q1II .111!11111 viii �a ��IIIII . M i l l i: : i 1 1 1MIii. 11 1 _ � "VIII /1111' TOP PLATE HEIGHT 1 X111111 I _ __ • 1In11I I iii IIIIP IiINIIIIII ' p.. 18' - 2. w I 1111� 11111111 (III 1�111 III 1Fi1 1II 111111 �Ilwlam , 11111iii ' I IIIII IIIIIN1111 ��iliil IN 1111 III = nlllml �� I 11111111101 1 8 :1 . "" , GRIMM I_�� ; IRAN IHIImI �IO R 1 i N1n lriul 1111RRI 11iNIp1E ' � I I III I i 1 1 111111111 111111111 11111111111111111111 .mnunl, 41111111111. I 1 1111 R. 1 AN Z E 1111111111110;511.11111111114111 , 111maw ' 'IN ANIn NM ' ;iunauun I i 11411441 /I I 11116111:141470:1111,11 1 - ow m ammo 1 it I I, I I I 'I /(III ellyil11 / i Linn °> al sue:' _— _Ii _ I TIN Il� all O O 11 /11111 /IIIII EII�■ rl�l 1r RI�� 1rI I rrl App (III /IIIII�11111�IIIII /I .N N.w/wrt.wl., + wlrlr Jll Il iuuiul 111U /411n U PPER RNISHED FLR HE GHT i11 In1111II1fu�1IIii ii i i1 141 IIII111/11 4I/ i1111 /111IIIIuI —A re — 'ilI /41II/il1►/IIIIIIIIIIIII1111in rh (Ill 4I11141I i 1 Il I/(Illlli 1 .1 1 4 11 1 11 11 11/IIII'' . J / . II I I !II I Il 1 1I (111 11114i 11 11 _ I Tm -T_ I _. oo© II 11111 11111 ■; TOP � - gyp Ur) - 1111. - IIM - ■■ 17_ nil n ICI : .. a 1111 11�� �; 111 111 111 • 11...-- \ : . i 1 N - . I J ' MAIN FINISHED FLR. HEIGHT . BY iliEiinni'i1i'Ini'ili��1111i1 F �i1' il.ilit'iii,iiiir,lii':�niiiikf i` PLAN No. 170 -0112 t. 111 .fllnlll I 11'l�Gf.I n ■ QI .I 1 11 1 4 11 ,lN1T[�I n n t h: u. r A INJU nn CIVVI lm IIIII I. IAVIlw .N A, DRAWN : r.a 11 l I ,nnnllA nn.111 I n, 1 nn I I f i, r.. , K.K. al. (Ilnn .1l Illlla 1 7,.nIR1 n 1Il. Y.HII Men , l tt .�11 ...Ili I r . .,W WWI: r r nr, � n, l I uu. uull u 1Z.'" 111. ,uE Irt l .11t, Inuu ,tnulm ltuu.,f DATE: 9�10�1i I ■,. 7.1 rE OR. 11.111. N ,Into 111f1( .'n. I I nl I. I nII.I an,tl. u 'Ii UN, yn.. II. SCALE: 1/4� =1� -0 Oil II mlln r Inn Il, a o ■ 11,1 i i 1 1 ' °f .... ii mti'ii 41 7 11 P QV I T A rn' r PRE: 1453- 1700P12- u nlnLnhex,I. uuu x,N ,r, n uNUel' DRAWING LIT I .IIIII II ,_�_ ill „ _. --o-----1--- II4. ,4z 11 , r ' , N EXTERIOR . 11Nam n niUll 11 tIt .111 r�.> ELEVATION .�L _ I:I�Rf lft .! 1 = rr— ___, � 1 1 : r. Wlll lE TI I :s, �,, .:'ji Ia fare P '- - ....._______ .,,„...,_5:.,,..y___ _ 5-- f.__�� ( � — SHEET Na 1 ''II ___ _ - _ ._ _ __ _L,, - i _.. --- -- _— 170 0 •SQUARE FOOTAGE IS AN ESIWATED FIGURE IT NOTE: MAY VARY. EIGHT FOOT HEADER HEIGHT "iitavosseE CAMS THROUGHOUT MAIN FLOOR. w mamas -,°ti "rii ' i rr it i i >; i Irr� o IS AN ADDITIONAL CHARGE F HONE s r'' ✓ N lr1 1 i 1 1 111 1 11 11 I 1 • 1 1 617E IS NOT FLAT. 6 r 1111 1 111 11 1 111. •AROHREOURAL rnNOS �' ,,r` I . .N - _._._._.._. .I III I Jlf1r111 Ir 11 1 1� 1 1 ARE E SILL LO S OF HOw °`.,,- FIOYE vatl LoaK. I .,,� - -� 1111 1111 1 (I I 1 ,, 6 Z 1 11 111 rn 1i 11 ► , 11 1 1 1 11 1 i l l u III uT __�__ -.._� — _ __ - . I ,I i 1 1 1 ( I 1 1 1 so t it. ~� 11111 � 1 r 11 1� lrll1�j � 1 r 111111 1 , r" 1 i I ..� 1 11111111.1 1 1I i ' - _-_.__._�_ .W ___._ __..._ 1, � w ' I ' R w _ _ —_ _ ,z _ run I II I I ��— r � - -,,, �- � - r. In l ti l 11111 Intl � II I 1 i z w . - I , Il'' 1 € 1 11 , €1 n iYi 1 r11 11111 i,, It 1111111131111 jil Mil 0 0 s ---- ...— _________ - _ —^ _._. __._.�,.,% � ___ _ _� ^__ __._. � � 11111111111111141111111 rr uu 1 � r , l Z _____ ,_____ r ii E 1 : — Li - - i_ _ �� _ __..._________ . ._ _ Ei a EN 1rt ;1; , 1 1,1_::31.. b ilir 14 111 ; I 1 1 Y } � -_- 1 - - PLAN No. 170 -0P12 ✓ L t l. t p"I T liti > T i1n q 1 1 — ...;!3. DRAWN BY: K.K. a� - ■1 nui�nli I e a • tf �• I nlup F^^" 16 I ni n4 tll yy 1 f t �! n.Yiu�#kuF11 � DATE 9/10/1i "-✓" r s 1 rat a nllljon r asln 1 �' fiVn �a, .�piLui� E 1/4 =1 uii ' u,n I urti�u f 1 $ 1 1 I I t ' SCALE: ______ _ ___ -1 ` 1 Fl Ilny .' ]� n 1. Hn i ir$ i .rl 21F I VA A�l�n a ir FILE: 1453- 1700P12 –s ^' ∎ ii Inn a1 n II $ I .......... ", DRAWINGS' _,--:-->------- a, Inl . nRtnwcnm�iwaml 1 . r� ' r h.? 1 ,?�? 11 ��3 EXTERIOR ?,: �, . .. ._-_— ...- _- - - -_ -- .----.---= �� 1, _... a i ��� � ELEVATION --\--„„. i ._____,R. _T., iio,,,,p,,i,,,,,ir .., \..„,.... — - - SHEET No. - nl IsIh':At1t mom. ( r SHEARWALL SCHEDULE (a -m) 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) CAPACITY A 1 6" OSB (1) SIDE 8d 6" 12" ' 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 1 6" OSB (1) SIDE (e,f) 8d 3" 12" z" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 470 D ( 1s i " OSB (1) SIDE (e,f) 8d 2" 12" 2" 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 i' 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 ' Dia. A.B. @ 10" o/c (m) 16d @ o/c(2)rows ' A35 @ 5" o/c 939 G 1 6" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" " " 3" 2 s staggered �� 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/a" 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 1 HDU2- SDS2.5 OR (2)2x 3075 2215 SSTB14 SSTB2OL PHD2 -SDS3 2 HDU4- SDS2.5 OR PHD5-SDS3 (2)2x 4545 3270 SSTBI6L SSTB2OL 3 HDU8- SDS2.5 (3)2x 7870 5665. SSTB28L 7 /8 "DIA.x24" MIN EMBED INTO CONC. A36 THREADED ROD w/ HEAVY SQ. NUT AND BP7/8 -2 BEARING PLATE WASHER p 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 ANDHEAVY 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. � | ' ! � | || | | | -- --' --' --' --- ^- --� -- --' -- _-~ | ` | |� � | U| ' | ' _ � -- l_ l| I. _J | [-' -' -- -- --- - -- '- - - �- --' --' ' -- _ J | i | | | � | ' | L- -__ -- | r ' | ' | -L'[_ __� _- | - 1 E | [- -- — / _ /xv | ' NY • I � / | i iIIIIIII IIILiIII I | | ITS | | ^- _ -- ..E ;TS | / [---- � | (2) 2x1� �2 DF JOISTS (4, 12" r | | J�. | / ` ' ^ -- �� � | --- --- | | | / | | | | � � . | | A, .EM L_ EAR '-- -- -- -- - -' -- -- -- -- -- --' - - - '- - � —1 TED ' oo' | | � / �___ | -] | ! I �--- | . | | L. _ | | �— __ DOD ' | | |UvG ERS i - [ � ' ,._ '-- __ __ __ __ _. -_ '_ '-- _ --� --' --- �� -- �� � �--`~ �] ' �.- ~ _ �� . - - | | __ � 7 [- R OTHER | I | B @ THE : | | RUNNING ONTO OR | | NDAT1UN. :AJED A �[ . �_ -- --- —_— — — ' ' / � — '_----- — �� �� �NG) T0 -- — — ---- — �� \TING TO )N WAI I . DRIVEWAY SHALL SLOPE IN SUCH A MANNER THAT 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: Feb., 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 20" square and 5' apart 3 Load Cases: 1. All Uniform Load: D + L = 70 + 50 T fi 2. Concentrated Load 5' Apart: 2 2k 2k 5' D =70 T T 3. Concentrated Load at Center: 2k D = 70 EtMtZ!rZVIPZ�� :: sue: T T Use (2) 2x12 DF #2 at 12" o.c. See Enercalc Outputs Wood Beam File: C:1Michael K. Brown, S.EIDMH12012 P 0141456- 243B1Calcs\gene c garage floor.ec6 ENERCALC, INC. 1983-2011, Build:6.11.5.23, Ver:6.11.4.1 Lic. # : KW- 06005725 Licensee : CORE ENGINEERING PLLC Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds 5' apart 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 1,600.0 ksi Fc - Pr!! 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.Opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Repetitive Member Stress Increase . L(2) L(2) . . I D(0.07) , $ * * * i 2 -2x12 Span = 8.0 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 @ 1.750 ft Point Load: L = 2.0 k @ 6.750 ft DESIGN SUMMARY Design OK 'Maximum Bending Stress Ratio = 0.673 1 Maximum Shear Stress Ratio = 0.578: 1 Section used for this span 2 - 2x12 Section used for this span 2 - 2x12 fb : Actual = 696.24 psi fv : Actual = 104.03 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 = 2.200ft Location of maximum on span = 7.080 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.070 in Ratio = 1376 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.081 in Ratio = 1183 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 r C m C t Mactual tb-design Fb -allow Vactual fv- design Fv -allow +D Length = 8.0 ft 1 0.103 0.053 1.000 1.000 1.150 1.000 1.000 0.56 106.19 1,035.00 0.22 9.58 180.00 +D+L +H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.673 0.578 1.000 1.000 1.150 1.000 1.000 3.67 696.24 1,035.00 2.34 104.03 180.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 +D+0.750Lr+0.750L+0.750W +H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 Wood Beam File: Michael K. Brown S P -0141456- 243B1Calcsleneric garage fbor.ec6 ENERCALC, INC. 1983-2011, Build:6.11.5.23, Ver6.11.4.1 Lic. # : KW- 06005725 Licensee : CORE ENGINEERING PLLC Description : Garage Floor Joist with Concentrated Loads of 2,000 pounds 5' apart Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C C m C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D+0.750L+0.750S+0.5250E+FI 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "- Defl Location in Span Load Combination Max. " +" Defl Location in Span D +L 1 0.0811 3.960 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.155 2.405 D Only 0.280 0.280 L Only 1.875 2.125 D +L 2.155 2.405 • • Wood Beam File: C:1MIchael K. Brown, S P -0141456- 243BICalcslgeneric garage floor.ec6 ENERCALC, INC. 1983-2011, Build:6.11.5.23, Ver..6.11.4.1 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 900.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 900.0 psi Ebend - xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0 ksi 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 L(2) D(0 07) i i i 2 2 -2x12 • Span = 8.0 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 @4.0ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.835 1 Maximum Shear Stress Ratio = 0.300 : 1 Section used for this span 2 - 2x12 Section used for this span 2 -2x12 fb : Actual = 864.71 psi fv : Actual = 54.03 psi FB : Allowable = 1,035.O0psi Fv : Allowable = 180.00 psi Load Combination +D+L +H Load Combination +D+L +H Location of maximum on span = 4.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.065 in Ratio = 1472 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.077 in Ratio = 1252 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 r C m C t Mactual fb -design Fb -allow Vactual fv- design Fv -allow +D Length = 8.0 ft 1 0.103 0.053 1.000 1.000 1.150 1.000 1.000 0.56 106.19 1,035.00 0.22 9.58 180.00 +D+L+H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.835 0.300 1.000 1.000 1.150 1.000 1.000 4.56 864.71 1,035.00 1.22 54.03 180.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 +D+0.750Lr+0.750L+0.750W +H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 +13+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length = 8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 +0+0.750L+0.7505+0.5250E+H 1.000 1.150 1.000 1.000 • Wood Beam File: C:1Michael K. Brown, S.EIDMH12012 Projects \ DM12 - 014145&. 243B1Calcs lgeneric garage floor.ec6 ENERCALC, INC. 1983-2011, Build:6.11.5.23, Ver:6.11.4.1 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 m C t Mactual fb -design Fb -allow Vactual fv- design Fv -allow Length = 8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. =" Defl Location in Span Load Combination Max. " +^ Defl Location in Span D+L 1 0.0766 4.040 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.280 1.280 D Only 0.280 0.280 L Only 1.000 1.000 D+L 1.280 1.280 Wood Beam ENERCALC, INC. 1983 -2011, Build:6.11.6.16, Ver.6.11.6.16 Lie. # : KW- 06005725 Licensee CORE ENGINEERING PLLC Description : Garage Floor Joist with Uniform Live Load 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.Oksi 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 L(0.05) • 2 , . . • * V i V i 2 -2x12 • • Span = 8.50 ft • 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 = 0.1991 1 Maximum Shear Stress Ratio = 0.098 : 1 Section used for this span 2 - 2x12 Section used for this span 2 - 2x12 fb : Actual = 205.51 psi fv : Actual = 17.68 psi FB : Allowable = 1,035.00psi Fv : Allowable = 180.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 4.250ft Location of maximum on span = 7.565 ft i Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.010 in Ratio = 9813 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.025 in Ratio = 4089 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 r C m C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D Length = 8.50 ft 1 0.116 0.057 1.000 1.000 1.150 1.000 1.000 0.63 119.88 1,035.00 0.23 10.31 180.00 +D +L41 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.199 0.098 1.000 1.000 1.150 1.000 1.000 1.08 205.51 1,035.00 0.40 17.68 180.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D+0.750L+0.7505+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D+0.750Lr+0.750L+0.750W +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D+0.750L+0.750S+0.750W +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D+0.750Lr+0.750L+0.5250E +H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.150 1.000 1.000 Length = 8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 Wood Beam ENERCALC, INC. 1983 -2011, Build:6.11.6.16, Ver.6.11.6.16 Lic. # : KW -06005725 Licensee : CORE ENGINEERING PLLC Description : Garage Floor Joist with Uniform Live Load Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. " +" Defl Location in Span D +L 1 0.0249 4.293 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.510 0.510 D Only 0.298 0.298 L Only 0.213 0.213 D +L 0.510 0.510 Wood Column File: C:1Michael K Brown, S.EIDMH12 Projects1DM12 -076 1432.2811Calcslgeneric garage floor.ec6 ENERCALC, INC. 1983-2011, Build:6.12.3.14, Ver.6.12.3.14 Lic. # : KW- 06005725 Licensee : CORE ENGINEERING PLLC Description : Deck Column with knee brace General Information Calculations per 2005 NDS, ASCE 7 -05 Analysis Method : Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading /Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn ( Used for non slender calculations) Exact Width 5.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Fb Tension 850 psi Fv 150 psi Area 30.250 in ^2 Cf or Cv for Compression 1.0 Ix 76.255 in "4 Cf or Cv for Tension 1.0 Fb - Compr 850 psi Ft 525 psi Fc - PrIl 1300 psi Density 27.7 pcf ly 76.255 in "4 Cm :Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Fc - Perp 405 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf : Built -up columns 1.0 NDS 15.3.2 Basic 1300 1300 1300 ksi Use Cr : Repetitive ? No (non only) Minimum 470 470 Brace condition for deflection (buckling) along columns : Load Combination 2006 IBC & ASCE 7 -05 X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 58.189 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, D =1.70, Lr =1.0, L = 2.0 k BENDING LOADS... Lat. Point Load at 8.0 ft creating Mx -x, E = 0.50 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2866 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.70E+H Top along Y -Y 0.40 k Bottom along Y -Y 0.10 k Goveming NDS Formla Comp + Mxx, NDS Eq. 3.9 - 3 Top along X - X 0.0 k Bottom along X - X 0.0 k Location of max.above base 7.987 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y -Y 0.1061 in at 5.705 ft above base Applied Axial 1.758 k for load combination : E Only Applied Mx 0.5591 k -ft Applied My 0.0 k -ft Along X -X 0.0 in at 0.0 ft above base Fc : Allowable 1,300.0 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.06171 : 1 Bending Compression Tension Load Combination +D+0.70E +H Cf or Cv : Size based factors 1.000 1.000 Location of max.above base 10.0 ft Applied Design Shear 9.256 psi Allowable Shear 150.0 psi Load Combination Results Maximum Axial + Bendino Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.04471 PASS 0.0 ft 0.0 PASS 10.0 ft +D+L +H 0.09557 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr +H 0.07014 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L +H 0.1019 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+H 0.08285 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.70E +H 0.2866 PASS 7.987 ft 0.06171 PASS 10.0 ft +D+0.750Lr+0.750L+0.750W+H 0.1019 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750L+0.750S+0.750W +H 0.08285 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.5250E+H 0.2239 PASS 7.987 ft 0.04628 PASS 10.0 ft +D+0.750L+0.7505+0.5250E +H 0.2203 PASS 7.987 ft 0.04628 PASS 10.0 ft +0.60D+0.70E +H 0.2854 PASS 7.987 ft 0.06171 PASS 10.0 ft Wood Column File: C: 1MichaelK Brown, S. EIDMH12012Projects1DM12 - 0761432- 2811Calrs\generic garage floor.ec6 ENERCALC, INC. 1983-2011, Build:6.12.3.14, Ver.6.12.3.14 '? Lic., #: KW- 06005725 ' . _ °_ ' . ' - . _, licensee:', CORE;ENGINEERING °PL "LC' Description : Deck Column with knee brace Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination © Base © Top © Base © Top © Base D Only k k 1.758 k L Only k k 2.000 k Lr Only k k 1.000 k L+Lr k k 3.000 k E Only k 0.100 0.400 k k D +Lr k k 2.758 k D+L k k 3.758 k D+L +Lr k k 4.758 k D+E k 0.100 0.400 k 1.758 k D+L+E k 0.100 0.400 k 3.758 k D+Lr+E k 0.100 0.400 k 2.758 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.106 in 5.705 ft D +Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+E 0.0000 in 0.000 ft 0.106 in 5.705 ft D+L+E 0.0000 in 0.000 ft 0.106 in 5.705 ft D+Lr+E 0.0000 in 0.000 ft 0.106 in 5.705 ft Sketc Y Max Loads I - . C . o. Z 6u6 5 50,n Loads are total entered value. Arrows do not reflect absolute direction. 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 I Soil Data I Allow Soil Bearing = 1,500.0 psf Retained Height = 5.00 ft 9 P V -' 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 i,C f w Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf :�,f, Soil Density, Toe = 110.00 pcf FootingilSoil Friction = 0.350 td..... Soil height to ignore l for passive pressure = 12.00 in = � Surcharge Loads Lateral Load Applied to Stem i 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 Design Summary I Stem Construction 0 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 LAP SPLICE IF ABOVE in= 12.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 706.4 lbs 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 = - 1,155.6 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 fm psi = Fs psi = Solid Grouting = Use Half Stresses = Load Factors Modular Ration' = Short Building Code IBC 2009,ACI Dead Load 1.200 Equi v. Solid Thick. Term Factor = 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 : 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 Footing Dimensions & Strengths Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 1,638 227 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 Summa of Overturnin ' & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# 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 Weight = 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\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 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 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 pd Soil Density, Toe = 110.00 pd FootingIiSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 Mt 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 A lied 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 0 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 -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 = 2.55 OK Wall Material Above "Ht" = Concrete Sliding = 1.13 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs 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 lbs = 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 lbs 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 = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 376.1 lbs NG fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ration' = 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, VV 1.600 Concrete Data Pc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Strengths Footing Design Results i% Toe Width = 0.00 ft Toe 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.... 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 -06069393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318 08,ACI 530 - 08 License To : CORE ENGINEERING Summary of Overturning & Resisting Forces & Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# 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 = 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 lbs Vert. Component = Total = 3,301.7 lbs 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 a in > Printing & Title Block : 6' -0" W all Pa S tt gs g Tit Page: 9 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 Criteria 3 Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf - -- Wall Equivalent Fluid Pressure Method all 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 4 , 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 r Surcharge Loads r;- Lateral Load Applied to Stern Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 *fit 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 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 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction :. Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc 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 Total + fa /Fa = 0.0 1,500 psf Total Force © Section Ibs= 1,130.2 .2 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 lbs 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 lbs OK Masonry Data ....for 1.5 : 1 Stability = 0.0 lbs OK fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ration' _ 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 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 \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 4 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 Pc = 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 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs 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 = = 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 lbs Vert. Component = Total = 4,258.3 lbs 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 Soil Data k Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method kV Heel Active Pressure = 35.0 psf /ft Slope Behind Wail = 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 It FootingllSoil Friction = 0.350 Soil height to ignore • for passive pressure = 12.00 in "'_ 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 has been increased 1.00 Footing T Axial Load Applied to Stem by a factor of 9 yp e Dead Load = 0.0 lbs = 0.0 ft D Base Above /Below Soil • Axial Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio - - 0.300 Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 214.5 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 `? F / W Weight Multiplier = 0.400 g Added seismic base force 185.7 lbs 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 \projects12012 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 lbs Rebar Spacing = 14.00 ...resultant ecc. = 11.10 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,802 psf OK fb /FB + fa/Fa = 0.913 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 1,612.1 Allowable = 1,995 psf Moment....Actual ft-#= 4,026.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,163 psf Moment Allowable = 4,407.9 ACI Factored (CO 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 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 21.38 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,346.8 lbs HOOK EMBED INTO FTG in = 7.39 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 lbs OK Masonry Data ....for 1.5 : 1 Stability = 529.8 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 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 Footing Design Results Toe Width `._,... 0.25 ft Toe Heel 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 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs 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 lbs Veil. Component = Total = 4,258.3 lbs R.M.= 10,710.1 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: • • 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 1 Soil Data I - Retained Height = 7.00 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 4' Slope Behind Wall = 0.00: 1 = 11 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 a�iv A � � < 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 A lied 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 I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 5.11 OK Wall Material Above "Ht" = Concrete Sliding = 1.59 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00 ...resultant ecc. = 5.90 in Rebar Placed at = Center Design Data Soil Pressure © Toe = 1,383 psf OK fb /FB + fa /Fa = 0.512 Soil Pressure © Heel = 472 psf OK Total Force (g Section lbs = 1,514.5 Allowable = 1,500 psf Moment....Actual ft-#= 3,700.2 Soil Pressure Less Than Allowable Moment Allowable = 7,221.8 ACI Factored © Toe = 1,660 psf ACI Factored (g 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 lbs LAP SPLICE IF BELOW in = less 100% Passive Force = - 0.0 lbs HOOK EMBED INTO FTG in = 6.00 less 100% Friction Force = - 1,947.8 lbs Lap splice above base reduced by stress ratio 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 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, Concrete Data nd, W 1.600 fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 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 Footing Dimensions & Strengths Footing Design Results i __ 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 • 8 Resistin • Forces S Moments w. tw- >.{m,.. a? i- .�.n.e_�.yµ i/sYk. ✓s. +x A - s- 'V...r♦ .a'.i.4 u, n.5 s�a_t _0 i'+.�+.. . gay, -± �t's..a.v.R. i. i, avo.. 'FV.:+4r.. X 4". A3A',. sstt� .l.i`Dcf!_._+._t, ✓`iv= h4a - <I�pY ..i . OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs 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 lbs Vert. Component = Total = 5,565.0 lbs 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 Soil Data - Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf 4 � � 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 S LI oil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore ' for passive pressure = 12.00 in X4 Surcharge Loads Lateral Load Applied to Stem - Adjacent Footing Load t Surcharge Over Heel = 40.0 Psf Lateral Load = 0.0 #/ft Adjacent Footing = Load 0 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 A lied to Stem has been increased by a factor of 1.00 Footing Type 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 280.1 lbs h °'' Ka for static earth pressure = 0.277 Design - n Kh = _ 0.166 g 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 214.3 lbs 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 Design Data . Soil Pressure @ Toe = 1,777 psf OK tb /FB + fa /Fa = 0.844 Soil Pressure © Heel = 78 psf OK Total Force © Section lbs = 2,116.6 Allowable = 1 psf Soil Pressure Less Than Allowable Moment....Actual ft #= 6,094.0 ACI Factored © Toe = 2,133 psf Moment Allowable = 7,221.8 ACI 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 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 19.75 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 lbs Lap slice above base reduced by stress ratio less 100% Friction Force = - 1,947.8 lbs p p y Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5 : 1 Stability = 626.6 lbs NG fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ration' = 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 = 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 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 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 _ Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs 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 = 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 Stern 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 lbs Vert. Component = Total = 5,565.0 lbs 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 (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 Retained Height = 8.00 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 = 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 Soil height to ignore for passive pressure = 12.00 in .� Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load x 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 has been increased 1.00 Footing T Axial Load Applied to Stem by a factor of 9 yp e 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 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 lbs 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 Total + fa/Fa = 0.5 1,500 Total Force @ Section lbs = 1,954.9 9 Allowable = psf 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 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 13.20 LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,532.0 lbs 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 = - 2,369.2 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 fm psi = Fs psi = Solid Grouting = Use Half Stresses = Modular Ratio 'n' _ Load Factors Building Code IBC 2009,ACI Short Term Factor 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 : 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 -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Footing Dimensions & Strengths I _ Footing Design Results Toe Width = 0.75 ft Toe 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 Pc = 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 I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs 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 /Overtuming Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure = 6,769.2 lbs Vert. Component = Total = 6,769.2 lbs 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 I Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,995.0 psf _ . Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method 3 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 s ` °" Surcharge Loads 1 Lateral Load Applied to Stem 1 Adjacent Footing Load II 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 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 i Kae for seismic earth pressure = 0.389 Added seismic base force 354.6 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 242.9 lbs 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 II Stem Construction 0 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.06 OK Wall Material Above "Ht" = Concrete Sliding = 1.11 Ratio < 1.51 Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00 ...resultant ecc. = 11.40 in Rebar Placed at = Edge Soil Pressure © Toe = 1,850 psf OK Design Data Soil Pressure @ Total Heel = 156 psf OK + fa /Fa = 0.9 1 995 Total Force (g Section lbs = 2,689.5 .5 Allowable = psf Moment....Actual ft-#= 8,769.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,219 psf Moment Allowable = 9,623.1 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 lbs HOOK EMBED INTO FTG in= 7.84 less 100% Passive Force = - 0.0 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 2,369.2 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 825.0 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 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data ft psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimensions & Strengths I 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-it 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 • & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs 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 lbs Vert. Component = Total = 6,769.2 lbs 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 s u �`. �_.,...1= - Retained Height = 9.00 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 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 t Soil height to ignore ti for passive pressure = 12.00 in tali 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 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 = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction µ Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc 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 lbs Rebar Spacing = 10.00 ...resultant ecc. = 4.09 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,331 psf OK Design Data Soil Pressure @ Heel = 789 psf OK Total + fa/Fa 0. = 1,500 Total Force @ Section lbs = 2,451.3 1.3 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 lbs HOOK EMBED INTO FTG in = 6.03 less 100% Passive Force = - 0.0 lbs La splice above base reduced b stress ratio less 100% Friction Force = - 2,968.6 lbs p p y 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 Ration' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Dead Load 1.200 Equiv. Solid Thick. = ea Load 1.200 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data Pc 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 -06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318- 08,ACI 530 -08 License To : CORE ENGINEERING Footing Dimensions & Strengths 1 Footing Design Results Toe Width = 1.25 ft • 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 ft-# 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 Summa of Overturnin • & Resistin • Forces & Moments �. a.i i. RESISTING Y., +"a6'!++1XFC- m,c'�az�• OVERTURNING RESISTING Force Distance Moment Force ,Distance Moment Item lbs ft ft-# lbs 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 lbs Vert. Component = Total = 8,481.7 lbs 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 II 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 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 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 A lied to Stem has been increased 1.00 Footing Type Line Load 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 4 Kae for seismic earth pressure = 0.389 Added seismic base force 437.7 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 339.3 lbs 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 Design Summary Stem Construction - Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc 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 lbs Rebar Spacing = 10.00 ...resultant ecc. = 10.57 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,760 psf OK Design Data = fb /FB + fa /Fa - 0.970 Soil Pressure © Heel = 360 psf OK Total Force @ Section lbs = 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 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 22.70 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 lbs 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 lbs 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 Short Term Factor = Building Code IBC 2009,ACI 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 Seismic, E 1.000 Fy psi = 2,500.0 Fy psi = 60,000.0 Footing Dimensions & Strengths Footing Design Results 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-# 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 _ Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs 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 lbs Vert. Component = Total = 8,481.7 lbs R.M.= 37,503.9 If seismic included the min. OTM and sliding • Axial live load 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 : 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 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 = 10.00 ft Allow Soil Bearing = 1,500.0 psf It Wall Equivalent Fluid Pressure Method all height above soil = 0.50 ft Heel Active Pressure = 35.0 psf /ft WI Slope Behind Wall = 0.00 : 1 = ki 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 , '; Surcharge Loads Lateral Load Applied to Stem - Adjacent Footing Load Surcharge Over Heel = 40.0 Psf Lateral Load = 0.0 #/ft Adjacent Footing Load = .0.61 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 A lied to Stem has been increased 1.00 Footing Type Line Load 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 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 Ftc ft = 0.00 Overturning = 5.58 OK Wall Material Above "Ht" = Concrete Sliding = 1.55 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 lbs 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 Total + fa /Fa = 0.3 Total Force @ Section lbs = 3,003.6 .6 Allowable = 1,500 psf Moment....Actual ft-#= 10,351.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,733 psf Moment Allowable = 16,968.2 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 LAP SPLICE IF BELOW in = Lateral Sliding Force = 2,324.3 lbs HOOK EMBED INTO FTG in = 6.21 less 100% Passive Force = - 45.1 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 3,555.6 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 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 Pc psi= 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 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 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 I 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 Pc = 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 I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs 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 lbs Vert. Component = Total = 10,158.8 lbs 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 (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 I Retained Height = 10.00 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 = Ft 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 g for passive pressure = 12.00 in °Z :4, ' 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 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 Line Load p p i 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 545.8 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 375.0 lbs 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 I Stem Construction I Top Stem - - Stem OK Wall Stability Ratios Design Height Above Ftc, ft = 0.00 Overturning = 3.32 OK Wall Material Above "Ht" = Concrete Sliding = 1.11 Ratio < 1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 lbs 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 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 3,555.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs 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 Building Code IBC 2009,ACI Dead Load 1.200 Equi v. Solid Thick. = Term Factor = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data Seismic, E 1.000 Fy psi = 2,500.0 Fy psi = 60,000.0 Footing Dimensions & Strengths I Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 7.25 Factored Pressure = 2,303 484 psf Total Footing Width = 8.75 Mu' : Upward = 2,474 0 ft-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 ft = 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 : 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 _ Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs 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 = • 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 lbs Vert. Component = • Total = 10,158.8 lbs 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: • • • • • • J j 537D S octkvv evyf PI A4 5 7 / - Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 -BEAMS \1453- 170 -BEAM 1.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 12:56:45 h. WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY RECEIVE" * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. LP WILL MAKE AVAILABLE TO 0 C T 0 1 2012 ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, g T pig INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. yCITYOF YIGARDTM� COMPANY: STONEBRIDGE HOMES B�11���1�GD VlS o1V JOB ID: 1453- 170 -BEAM 1 STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE 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 18.000' 0.000' 0.00 TOP L /240 L /180 SPAN CARRIED IS CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2084 4870 1614 0.054 0.084 ALLOWABLE 10500 20246 8035 0.483 0.644 STRESS INDICES 0.199 0.241 0.201 L/2135 L/1383 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 EACH END OF COMPONENT. * ** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT) STRUCTURAL GEOMETRY SPAN 1 10.000' TOTAL SPAN: 10.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 135.0 PLF 0.000 10.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 10.000 +1 1 UNIF LIVE ROOF TOP 270.0 PLF 0.000 10.000 Page 2 1453- 170 -BEAM 1.dsn +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 10.000 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.333 2.833 4 1 UNIF LIVE ROOF TOP 120.0 PLF 7.167 9.666 5 1 UNIF LIVE ROOF TOP 120.0 PLF 3.750 6.250 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 4870 1614 1.00 2 1716 576 0.90 3 1935 832 1.00 4 1935 832 1.00 5 2347 726 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2084 2084 2 734 734 3 987 782 4 782 987 5 884 884 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 734 734 2 734 734 3 734 734 4 734 734 5 734 734 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1350 1350 2 0 0 3 253 47 4 48 252 5 150 150 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.000 4.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.054 0.483 L/2135 0.084 0.644 L/1383 2 1 0.000 0.483 0.030 0.644 L/3924 0.030 0.044 3 1 0.004 0.483 L/27284 0.034 0.644 L/3439 4 1 0.004 0.483 L/27284 0.034 0.644 L/3439 5 1 0.010 0.483 L/11983 0.039 0.644 L/2956 * * ** 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 0.241 0.201 • Page 3 1453 - 170 -BEAM 1.dsn 2 0.094 0.080 3 0.096 0.104 4 0.096 0.104 5 0.116 0.090 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 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 -BEAMS \1453- 170 -BEAM A.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 17:26:13 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453- 170 -BEAM A STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 16" 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 0.000' 0.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 9480 30962 7959 0.164 0.293 ALLOWABLE 13781 52849 16240 0.457 0.685 STRESS INDICES 0.688 0.586 0.490 L /1002 L/562 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 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 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 14.000' TOTAL SPAN: 14.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 345.0 PLF 0.000 14.000 ALL 1 *UNIF DEAD FLOOR SIDE 135.0 PLF 9.000 14.000 ALL 1 *UNIF DEAD FLOOR SIDE 105.0 PLF 0.000 9.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 14.000 1 1 UNIF LIVE ROOF TOP 517.5 PLF 0.000 14.000 1 1 *UNIF LIVE FLOOR SIDE 270.0 PLF 9.000 14.000 1 1 *UNIF LIVE FLOOR SIDE 210.0 PLF 0.000 9.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 14.000 • Page 2 1453 - 170 -BEAM A.dsn 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 9.000 14.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.000 3 1 *UNIF LIVE FLOOR SIDE 360.0 PLF 9.000 14.000 3 1 *UNIF LIVE FLOOR SIDE 280.0 PLF 0.000 9.000 4 1 UNIF LIVE ROOF TOP 690.0 PLF 0.000 14.000 * 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 30962 7959 1.00 2 13614 3448 0.90 3 20536 5653 1.00 4 29822 7258 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 9191 9480 2 4045 4141 3 6076 6430 4 8875 8971 O REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 4045 4141 2 4045 4141 3 4045 4141 4 4045 4141 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 5146 5339 2 0 0 3 2031 2289 4 4830 4830 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 0.164 0.457 L/1002 0.293 0.685 L/562 2 1 0.000 0.457 0.129 0.685 L/1278 0.129 0.193 3 1 0.066 0.457 L/2500 0.195 0.685 L/846 4 1 0.153 0.457 L/1075 0.282 0.685 L/584 * * ** 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 0.586 0.490 2 0.286 0.236 3 0.389 0.348 4 0.564 0.447 SLENDERNESS RATIO = 3.05 LIMIT = 10.00 • Page 3 1453- 170 -BEAM A.dsn 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 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453 - 170 -BEAMS \1453- 170 -BEAM B.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 17:29:03 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453- 170 -BEAM B STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE 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 13.500' 18.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4236 9453 4106 0.106 0.148 ALLOWABLE 9188 20246 8035 0.307 0.460 STRESS INDICES 0.461 0.467 0.511 L/1042 L/748 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH THE TWO PLIES WITH 3 ROWS OF 16d (3 -1/2 ") NAILS AT 8" 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 9.500' TOTAL SPAN: 9.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 240.0 PLF 0.000 9.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 9.500 +1 1 *UNIF LIVE FLOOR SIDE 640.0 PLF 0.000 9.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.500 * 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 9453 4106 1.00 Page 2 1453- 170 -BEAM B.dsn 2 2670 1160 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 4236 4236 2 1196 1196 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1196 1196 2 1196 1196 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 3040 3040 2 0 0 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 0.106 0.307 L/1042 0.148 0.460 L/748 2 1 0.000 0.307 0.042 0.460 L/2648 0.042 0.063 * * ** 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 0.467 0.511 2 0.147 0.160 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 C: \Users \NWUD \Desktop \NWOD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 - BEAMS \1453- 170 -BEAM C.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 17:32:26 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453- 170 -BEAM C STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE 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 13.500' 18.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6285 21090 6154 0.347 0.487 ALLOWABLE 13781 30368 12053 0.457 0.685 STRESS INDICES 0.456 0.694 0.511 L/474 L/338 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 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 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 14.000' TOTAL SPAN: 14.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 240.0 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 14.000 +1 1 *UNIF LIVE FLOOR SIDE 640.0 PLF 0.000 14.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.000 * 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 Page 2 1453 - 170 -BEAM C.dsn 1 21090 6154 1.00 2 6057 1767 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 6285 6285 2 1805 1805 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1805 1805 2 1805 1805 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 4480 4480 2 0 0 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 0.347 0.457 L/474 0.487 0.685 L/338 2 1 0.000 0.457 0.140 0.685 L/1176 0.140 0.210 * * ** 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 0.694 0.511 2 0.222 0.163 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 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 -BEAMS \1453- 170 -BEAM D.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 17:35:54 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453- 170 -BEAM D STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE 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 14.000' 13.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2304 3129 2192 0.013 0.019 ALLOWABLE 9188 20246 8035 0.190 0.285 STRESS INDICES 0.251 0.155 0.273 L/5090 L/3644 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 6.000' TOTAL SPAN: 6.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 206.3 PLF 0.000 6.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.000 +1 1 *UNIF LIVE FLOOR SIDE 550.0 PLF 0.000 6.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.000 * 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 3129 2192 1.00 • Page 2 1453- 170 -BEAM D.dsn 2 889 623 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2304 2304 2 654 654 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 654 654 2 654 654 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1650 1650 2 0 0 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 0.013 0.190 L/5090 0.019 0.285 L/3644 2 1 0.000 0.190 0.005 0.285 L/12833 0.005 0.008 * * ** 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 0.155 0.273 2 0.049 0.086 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 C: \Users \NWDD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 - BEAMS \1453- 170 -BEAM E.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 17:40:10 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453- 170 -BEAM E STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -7/8" 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 0.000' 16.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 3880 12050 3664 0.192 0.359 ALLOWABLE 9188 20246 8035 0.424 0.635 STRESS INDICES 0.422 0.595 0.456 L/793 L/425 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 8" 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 13.000' TOTAL SPAN: 13.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 120.0 PLF 0.000 13.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 13.000 ALL 1 UNIF DEAD ROOF TOP 30.0 PLF 0.000 13.000 ALL 1 *UNIF DEAD ROOF SIDE 15.0 PLF 0.000 13.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 13.000 +1 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 13.000 1 1 UNIF LIVE ROOF TOP 45.0 PLF 0.000 13.000 1 1 *UNIF LIVE ROOF SIDE 22.5 PLF 0.000 13.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.000 • Page 2 1453- 170 -BEAM E.dsn 2 1 *UNIF LIVE ROOF SIDE 0.0 PLF 0.000 13.000 +3 1 *UNIF LIVE FLOOR SIDE 320.0 PLF 0.000 13.000 4 1 UNIF LIVE ROOF TOP 60.0 PLF 0.000 13.000 4 1 *UNIF LIVE ROOF SIDE 30.0 PLF 0.000 13.000 * 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 11798 3540 1.00 2 5590 1631 0.90 3 12050 3664 1.00 4 7407 2143 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 3799 3799 2 1800 1800 3 3880 3880 4 2385 2385 • REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1800 1800 2 1800 1800 3 1800 1800 4 1800 1800 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1999 1999 2 0 0 3 2080 2080 4 585 585 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 0.185 0.424 L/825 0.351 0.635 L/434 2 1 0.000 0.424 0.166 0.635 L/916 0.166 0.250 3 1 0.192 0.424 L/793 0.359 0.635 L/425 4 1 0.054 0.424 L/2819 0.221 0.635 L/692 * * ** 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 0.583 0.441 2 0.307 0.226 3 0.595 0.456 4 0.366 0.267 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 Page 3 1453- 170 - BEAM E.dsn 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 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 - BEAMS \1453 170 - BEAM F.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 17:43:59 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453 - 170 -BEAM F STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE 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 0.000' 3.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 954 1652 744 0.006 0.016 ALLOWABLE 9188 20246 8035 0.240 0.360 STRESS INDICES 0.104 0.082 0.093 L/15447 L/5465 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 7.500' TOTAL SPAN: 7.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 7.500 ALL 1 UNIF DEAD ROOF TOP 30.0 PLF 0.000 7.500 +ALL 1 *UNIF DEAD FLOOR SIDE 22.5 PLF 0.000 7.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 7.500 +1 1 *UNIF LIVE FLOOR SIDE 45.0 PLF 0.000 7.500 1 1 UNIF LIVE ROOF TOP 45.0 PLF 0.000 7.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 7.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.500 +3 1 *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 7.500 Page 2 1453- 170 -BEAM F.dsn 4 1 UNIF LIVE ROOF TOP 60.0 PLF 0.000 7.500 * 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 1652 744 1.00 2 1068 464 0.90 3 1457 680 1.00 4 1457 621 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 954 954 2 616 616 3 841 841 4 841 841 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 616 616 2 616 616 3 616 616 4 616 616 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 338 338 2 0 0 3 225 225 4 225 225 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 0.006 0.240 L/15447 0.016 0.360 L/5465 2 1 0.000 0.240 0.010 0.360 L/8457 0.010 0.015 3 1 0.004 0.240 L/23171 0.014 0.360 L/6196 4 1 0.004 0.240 L/23171 0.014 0.360 L/6196 * * ** 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 0.082 0.093 2 0.059 0.064 3 0.072 0.085 4 0.072 0.077 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 • Page 3 1453- 170 -BEAM F.dsn UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453 170 -BEAMS \1453 170 - BEAM G.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 17:58:45 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453 - 170 -BEAM G STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 20" 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 0.000' 19.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 13921 59056 12065 0.348 0.589 ALLOWABLE 13921 79986 20300 0.640 0.960 STRESS INDICES 1.000 0.738 0.594 L/662 L/391 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 4 ROWS OF 16d (3 -1/2 ") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 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. 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 345.0 PLF 13.500 19.500 ALL 1 UNIF DEAD ROOF TOP 345.0 PLF 0.000 6.000 +ALL 1 *UNIF DEAD FLOOR SIDE 142.5 PLF 0.000 19.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 6.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 13.500 19.500 +ALL 1 UNIF WEIGHT BEAM 30.0 PLF 0.000 19.500 ALL 1 *UNIF DEAD FLOOR SIDE 15.0 PLF 6.000 13.500 • Page 2 1453- 170 -BEAM G.dsn ALL 1 CONC DEAD ROOF TOP 1406.7 LBS 6.000 ALL 1 CONC DEAD ROOF TOP 1406.7 LBS 13.500 1 1 UNIF LIVE ROOF TOP 517.5 PLF 13.500 19.500 1 1 UNIF LIVE ROOF TOP 517.5 PLF 0.000 6.000 +1 1 *UNIF LIVE FLOOR SIDE 285.0 PLF 0.000 19.500 1 1 *UNIF LIVE FLOOR SIDE 30.0 PLF 6.000 13.500 1 1 CONC LIVE ROOF TOP 2110.0 LBS 6.000 1 1 CONC LIVE ROOF TOP 2110.0 LBS 13.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 13.500 19.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 19.500 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 6.000 13.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 6.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 13.500 +3 1 *UNIF LIVE FLOOR SIDE 380.0 PLF 0.000 19.500 3 1 *UNIF LIVE FLOOR SIDE 40.0 PLF 6.000 13.500 4 1 UNIF LIVE ROOF TOP 690.0 PLF 13.500 19.500 4 1 UNIF LIVE ROOF TOP 690.0 PLF 0.000 6.000 4 1 CONC LIVE ROOF TOP 2813.3 LBS 6.000 4 1 CONC LIVE ROOF TOP 2813.3 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 59056 12065 1.00 2 24055 4963 0.90 3 42734 8762 1.00 4 52047 10634 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 13921 13921 2 5815 5815 3 9670 9670 4 12769 12769 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 5815 5815 2 5815 5815 3 5815 5815 4 5815 5815 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 8106 8106 2 0 0 3 3855 3855 4 6953 6953 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.536 3.536 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1406.7 6.000 3.536 1 DEAD 1406.7 13.500 3.536 1 LIVE 2813.3 6.000 3.536 1 LIVE 2813.3 13.500 3.536 Page 3 1453- 170 -BEAM G.dsn LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.348 0.640 L/662 0.589 0.960 L/391 2 1 0.000 0.640 0.241 0.960 L/956 0.241 0.361 3 1 0.176 0.640 L/1306 0.417 0.960 L/552 4 1 0.288 0.640 L /801 0.529 0.960 L/436 * * ** 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 0.738 0.594 2 0.334 0.272 3 0.534 0.432 4 0.651 0.524 SLENDERNESS RATIO = 3.81 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. • Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 -BEAMS \1453- 170 -BEAM H.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 18:04:33 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453- 170 -BEAM H STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 20" LP LVL 2950Fb -2.0E DESIGN CRITERIA FOR FLOOR BEAN (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 1.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 12937 60210 12734 0.410 0.689 ALLOWABLE 13923 79986 20300 0.774 1.160 STRESS INDICES 0.929 0.753 0.627 L/679 L/404 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 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 23.500' TOTAL SPAN: 23.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 19.000 +ALL 1 UNIF WEIGHT BEAM 30.0 PLF 0.000 23.500 ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 19.000 +ALL 1 UNIF DEAD FLOOR TOP 7.5 PLF 0.000 23.500 Page 2 1453- 170 -BEAM H.dsn ALL 1 *CONC DEAD FLOOR SIDE 3796.6 LBS 5.000 1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 19.000 +1 1 UNIF LIVE FLOOR TOP 15.0 PLF 0.000 23.500 1 1 *CONC LIVE FLOOR SIDE 7593.3 LBS 5.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 19.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 23.500 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 5.000 +3 1 UNIF LIVE FLOOR TOP 20.0 PLF 0.000 23.500. 3 1 *CONC LIVE FLOOR SIDE 10124.4 LBS 5.000 4 1 UNIF LIVE ROOF TOP 30.0 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 51465 10898 1.00 2 21246 4528 0.90 3 60210 12734 1.00 4 22806 4816 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 11140 4097 2 4732 2132 3 12937 4521 4 5071 2363 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 4732 2132 2 4732 2132 3 4732 2132 4 4732 2132 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 6409 1965 2 0 0 3 8205 2389 4 340 230 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.536 3.536 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 3796.6 5.000 3.536 1 LIVE 10124.4 5.000 3.536 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.327 0.774 L/853 0.605 1.160 L/460 2 1 0.000 0.774 0.279 1.160 L/998 0.279 0.419 3 1 0.410 0.774 L/679 0.689 1.160 L/404 4 1 0.026 0.774 L/10848 0.305 1.160 L/914 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** • Page 3 1453- 170 - BEAM H.dsn * * ** 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 0.643 0.537 2 0.295 0.248 3 0.753 0.627 4 0.285 0.237 SLENDERNESS RATIO = 3.81 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 -BEAMS \1453- 170 -BEAM I.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 20:30:21 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453- 170 -BEAM I STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE 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 0.000' 6.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4427 13814 4284 0.226 0.321 ALLOWABLE 13781 30368 12053 0.457 0.685 STRESS INDICES 0.321 0.455 0.355 L/728 L/513 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 4 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. FROM ONE FACE ONLY.. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 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 14.000' TOTAL SPAN: 14.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 *UNIF DEAD FLOOR SIDE 135.0 PLF 9.000 14.000 ALL 1 *UNIF DEAD FLOOR SIDE 105.0 PLF 0.000 9.000 +ALL 1 *UNIF DEAD FLOOR SIDE 45.0 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 14.000 1 1 *UNIF LIVE FLOOR SIDE 360.0 PLF 9.000 14.000 1 1 *UNIF LIVE FLOOR SIDE 280.0 PLF 0.000 9.000 +1 1 *UNIF LIVE FLOOR SIDE 120.0 PLF 0.000 14.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 9.000 14.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.000 Page 2 1453- 170 -BEAM I.dsn +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.000 * 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 13814 4284 1.00 2 4072 1257 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 4073 4427 2 1202 1298 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1202 1298 2 1202 1298 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 2871 3129 2 0 0 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 0.226 0.457 L/728 0.321 0.685 L/513 2 1 0.000 0.457 0.094 0.685 L/1742 0.094 0.142 * * ** 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 0.455 0.355 2 0.149 0.116 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 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 -BEAMS \1453- 170 - BEAM J.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 20:33:16 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453- 170 -BEAM J STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE 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 9.000' 18.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 1536 1320 1424 0.002 0.003 ALLOWABLE 9188 20246 8035 0.124 0.185 STRESS INDICES 0.167 0.065 0.177 L/18565 L/13293 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 4.000' TOTAL SPAN: 4.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 206.3 PLF 0.000 4.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 4.000 +1 1 *UNIF LIVE FLOOR SIDE 550.0 PLF 0.000 4.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 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 1320 1424 1.00 Page 2 1453 -170 -BEAM J.dsn 2 375 404 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 1536 1536 2 436 436 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 436 436 2 436 436 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1100 1100 2 0 0 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 0.002 0.124 L/18565 0.003 0.185 L/13293 2 1 0.000 0.124 0.001 0.185 L/46808 0.001 0.001 * * ** 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 0.065 0.177 2 0.021 0.056 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 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170- BEAMS \1453- 170 -HDR H1.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 13:00:57 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: STONEBRIDGE HOMES JOB ID: 1453 - 170 -HDR H1 STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -1/4" LP LVL 2950Fb -2.OE 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 46.000' 0.000' 0.00 TOP L/240 L /180 SPAN CARRIED IS CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4447 8723 3302 0.083 0.126 ALLOWABLE 10500 18280 7613 0.408 0.544 STRESS INDICES 0.423 0.477 0.434 L/1178 L/777 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. * ** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT) STRUCTURAL GEOMETRY SPAN 1 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 345.0 PLF 0.000 8.500 +ALL 1 UNIF WEIGHT BEAM 11.3 PLF 0.000 8.500 +1 1 UNIF LIVE ROOF TOP 690.0 PLF 0.000 8.500 Page 2 1453- 170 - HDR H1.dsn +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.333 2.833 4 1 UNIF LIVE ROOF TOP 120.0 PLF 5.667 8.166 5 1 UNIF LIVE ROOF TOP 120.0 PLF 3.000 5.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 8723 3302 1.00 2 2970 1131 0.90 3 3186 1379 1.00 4 3186 1379 1.00 5 3489 1281 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 4447 4447 2 1514 1514 3 1758 1570 4 1570 1758 5 1664 1664 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1514 1514 2 1514 1514 3 1514 1514 4 1514 1514 5 1514 1514 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 2933 2932 2 0 0 3 244 56 4 56 244 5 150 150 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 4.000 4.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.083 0.408 L/1178 0.126 0.544 L/777 2 1 0.000 0.408 0.043 0.544 L/2282 0.043 0.064 3 1 0.003 0.408 L/28137 0.046 0.544 L/2113 4 1 0.003 0.408 L/28137 0.046 0.544 L/2113 5 1 0.007 0.408 L/14455 0.050 0.544 L/1971 * * ** 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 0.477 0.434 Page 3 1453 - 170 -HDR H1.dsn 2 0.181 0.165 3 0.174 0.181 4 0.174 0.181 5 0.191 0.168 SLENDERNESS RATIO = 3.21 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 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 - BEAMS \1453- 170 -HDR H2.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 18:19:20 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453- 170 -HDR H2 STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 9 -1/2" LP LVL 2950Fb -2.OE 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 18.500' 10.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5003 3120 3105 0.007 0.012 ALLOWABLE 9282 13282 6428 0.107 0.160 STRESS INDICES 0.539 0.235 0.483 L/5388 L/3314 LOAD CASE 4 1 4 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 EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 3.500' TOTAL SPAN: 3.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 345.0 PLF 0.000 2.750 +ALL 1 UNIF DEAD FLOOR TOP 213.8 PLF 0.000 3.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 3.500 ALL 1 CONC DEAD ROOF TOP 1482.3 LBS 2.750 Page 2 1453 - 170 -HDR H2.dsn 1 1 UNIF LIVE ROOF TOP 517.5 PLF 0.000 2.750 +1 1 UNIF LIVE FLOOR TOP 427.5 PLF 0.000 3.500 1 1 CONC LIVE ROOF TOP 2223.5 LBS 2.750 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 2.750 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 3.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 2.750 +3 1 UNIF LIVE FLOOR TOP 570.0 PLF 0.000 3.500 4 1 UNIF LIVE ROOF TOP 690.0 PLF 0.000 2.750 4 1 CONC LIVE ROOF TOP 2964.7 LBS 2.750 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 3120 2965 1.00 2 1204 1161 0.90 3 1907 1623 1.00 4 3102 3105 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 3373 4982 2 1284 1928 3 2282 2926 4 3072 5003 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1284 1928 2 1284 1928 3 1284 1928 4 1284 1928 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 2089 3054 2 0 0 3 998 998 4 1787 3075 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.536 3.536 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1482.3 2.750 3.000 1 LIVE 2964.7 2.750 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.007 0.107 L/5388 0.012 0.160 L/3314 2 1 0.000 0.107 0.004 0.160 L /8611 0.004 0.007 3 1 0.003 0.107 L/14203 0.007 0.160 L/5367 4 1 0.007 0.107 L/5642 0.011 0.160 L/3409 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** Page 3 1453 - 170 -HDR H2.dsn * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.235 0.461 2 0.101 0.201 3 0.144 0.252 4 0.234 0.483 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 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453- 170 -SEAMS \1453- 170 -HDR H3.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 18:30:36 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453 - 170 -HDR H3 STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 9 -1/2" LP LVL 2950Fb -2.OE 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 18.500' 10.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2233 2472 1402 0.013 0.020 ALLOWABLE 9282 13282 6428 0.157 0.235 STRESS INDICES 0.241 0.186 0.218 L/4490 L/2865 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 EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 5.000' TOTAL SPAN: 5.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 213.8 PLF 0.000 5.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 5.000 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 5.000 +1 1 UNIF LIVE FLOOR TOP 570.0 PLF 0.000 5.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 5.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. Page 2 1453- 170 -HDR H3.dsn SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 2472 1402 1.00 2 895 512 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2233 2233 2 808 808 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 808 808 2 808 808 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1425 1425 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.536 3.536 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.013 0.157 L/4490 0.020 0.235 L/2865 2 1 0.000 0.157 0.007 0.235 L/7917 0.007 0.011 * * ** 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 0.186 0.218 2 0.075 0.088 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. J Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1453 \1453 -170 -BEAMS \1453- 170 -HDR H4.dsn LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2012.1 09/09/12 20:38:05 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2012.1 EXPIRES ON 3/31/2014. 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: 1453 - 170 -HDR H4 STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 9 -1/2" 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 18.500' 10.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 9890 15670 9109 0.176 0.258 ALLOWABLE 14817 19924 9643 0.273 0.410 STRESS INDICES 0.667 0.787 0.945 L/558 L/382 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. STRUCTURAL GEOMETRY SPAN 1 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 213.8 PLF 0.000 8.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500 +ALL 1 UNIF WEIGHT BEAM 14.3 PLF 0.000 8.500 Page 2 1453- 170 - HDR H4.dsn ALL 1 CONC DEAD FLOOR TOP 1358.7 LBS 1.500 ALL 1 CONC DEAD FLOOR TOP 609.0 LBS 2.500 ALL 1 CONC DEAD FLOOR TOP 609.0 LBS 7.000 +1 1 UNIF LIVE FLOOR TOP 570.0 PLF 0.000 8.500 1 1 CONC LIVE FLOOR TOP 3623.3 LBS 1.500 1 1 CONC LIVE FLOOR TOP 1624.0 LBS 2.500 1 1 CONC LIVE FLOOR TOP 1624.0 LBS 7.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 1.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 2.500 2 1 CONC LIVE FLOOR TOP 0.0 LBS 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 15670 9109 1.00 2 4925 2767 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 9890 7191 2 3050 2315 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 3050 2315 2 3050 2315 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 6839 4877 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 3.763 3.536 . CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 1358.7 1.500 3.763 1 DEAD 609.0 2.500 3.763 1 DEAD 609.0 7.000 3.536 1 LIVE 3623.3 1.500 3.763 1 LIVE 1624.0 2.500 3.763 1 LIVE 1624.0 7.000 3.536 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.176 0.273 L/558 0.258 0.410 L/382 2 1 0.000 0.273 0.081 0.410 L/1207 0.081 0.122 * * ** 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 0.786 0.945 2 0.275 0.319 Page 3 1453- 170 -HDR H4.dsn SLENDERNESS RATIO = 1.81 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA- PACIFIC CORPORATION. /A5 zo I z crozcI I 5 3 7 0 s v-J O A-S‹ 0 o vl`f LE I RESIDENTIAL ENERGY GHEGKLIST , MEASURES Floors Fenestration Walls Ceilin•s I-1 � Lt u. Misc._ N co C rn ❑1 C C — ` > 1 F > n m Ca p cr m m — uhIu o = I A = n. O m o o w N , . a C L U - 7l •TI a V i V C w O pi T ? 0 1 0 tU n A) 1173 Q. — w II I -y C Q- C - C — _ N C Q m Cr ) C r - l A V w <` r = n a w _ c ,� u� c u m ui CL (1) a a v -, N N N m c m c° - w s T v iD = ,- r CO c. 5' o o w m m 9' 4 — w — _ °1 a m a m 11 w t a- co in 1 D a w c� o a 8 WI to 0, C D , C w , -- w °' c am ; �I , o o m to w C o O cca co - . o a o -, o C C C , O c m cn o sv w 0 c a c cu co' cu o m C C w o T T f co w J,' c 3 C c]- > > L v s V kV ill - L. 0 hi ro h 0 0 to - CO b N a) O co -0 l o,� 1 o .6 ' to t,: Is L. G] (W 9 o' A . c, m n Ut CO CO o m 1' m N Additional Measure Path ° v o N o . ql.; r ..._c SI -y`'�"t ti 11 Ail windewsiceilingslwater htg A...:,-..:7,..:.r...-:-$,..T., i tn i +1 c I ighefficiency - 1-1 - VAC 4). ,, r ca i t t( 7 +ti nt " • j�c F 2a High efficiency ducts— certified-sealed i x .,3 1 ``,t; i r i 'k '" a s F._ +. �� ._ �7 � -i `rl.1j : 5:�. +: ti ' , 'r7u Pb High efficiency ducts — all intenor - i, •i.:r'' t %;i, c 1 —� .. 7 ' •i High eITiCIeIICy building envelope _ i �3 i� l 2 � ` o?:.1.1:,;;; ti t , ; 4 {;j t', 1, i.� All ^ a Zonal elec ht, ductless fi�� or ht pump hie ltg ! . i -- . •r tt 0...V.:' ck 1',1*,.,,. ., l 4b Zonal elec hi_. ductless Earn or ht pump-U-032 r•v. i t t "t t '� ` 4�j f tcr` � ��1, - Indo \ -: t sl glass doors t � ,— s y arS a =� '�tA7 1t , , Ni Zor -1 elec ht, ductless Earn or ht pump improved 11....4...5 31 j'1,!.§"6 y {{; ,� t ti ° t -. j X 1 i 1 4 * y 4.. t2':t; CeLi'lQ] ✓. t y y �i �� �. l'' t. p,',. � t I,it, i i ' =; - :i - ;c i • L !:.:.:'-'4,- o r i ll t 1 , a , 4d Zonal l e ductless ht pump-R_24 wall ■, _ , L.:. i I se n1 Lo_al - Chi, uCL as P�7 or � rte..: � ' 11,.. t r �1P1 ` } , o t j ' t ; , F. S Y. } g r I lai 3 q ' 'ti !'1 1 V4 N. 1 1 • S High efficiency ".Nndo�ti"s1ceilingsilightnng 1" S ,c ,s -• j 1 r 4 � �l RV, p tt t 6 High efficiency t,.�Fz - ,7 - a ti" _ � � � I� :n t_- L g.i�ti. 1 a 7 High efficiency water hea ing/l g bting �■t �° :'4111',11, i t �� t : t�4, t y� : ■ �■ a 1■ 4 �' c hut: : 8 Solar photovoltaic ■ ,' • c� ,- ■ ' - ���� ,,,. '; i 1 o Solar water heating ■■ .._a,.: .,,. S - 6 - 711 a Skylights with vinyl, wood, or therLnally broken aluminum frames and low- emissivity coatings shall be deemed to satisfy this requirement if total skylight atsnliiii.stractticl is L or less of total heated space _floor area. ~ B Hinged doors only— �o }' —does not include sliding glass doors. Sliding glass doors are categorized with windows. Glazing that is either double pane with to ,v -e N ue � surface, or triple pane shall be deemed to comply with this U -0.40 requirement. c Must have a U- factor of 0.047 or less. See Tab N1104.1(2) for acceptable assemblies/U- factors. o 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. e Must have a U- factor of 0.031 or less. See Table N1104.1(2) for acceptable assemblies/U- factors. . F Must have a U- factor of 0.025 or less. See Table N1104,1(2) for acceptable assemblies/U- factors. • Air handler must be sealed combustion -air unit with air supply ducted from outdoors andis located within the conditioned space when all- interior cluck are utilized.