Plans (42) IIIIIIIIIIIIIII This design prepared from computer input by °
PACIFIC LUMBER
LUMBER SPECIFICATIONS 40-07-08 DUTCH SETBACK 2-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -291) 243 1- 9=(-527) 2361 1- 2=(-2582) 520 13- 6=(-650) 218 -
2x6 KDDF #1&BTR T5-T8 2- 3=(-2611) 579 9-10=(-457) 1913 2- 9=( -317) 159 6- 7=(-158) 481
BC: 2x4 KDDF #1&BTR LOADING 3- 4=(-1898) 488 10-11=(-315) 1225 9- 3=( -52) 580
WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1394) 393 11-12=(-282) 1019 3.10=( -897) 256
2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 7.5" V 5- 6=( -106) 498 12-13=(-282) 1019 10- 4=( -152) 1078
TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PLF 2'- 0.0" TO 38'- 7.5" L 6- 7=( -519) 275 13- 7=(-249) 123 4-11=( -294) 126
TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 40'- 7.5" V 7- B=( -61) 84 11- 5=( -30) 399
BC LATERAL SUPPORT <= 12°OC. UON. 5-13=(-2229) 528
TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" L
OVERHANGS: 0.0" 20.0" TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 38'- 7.5° L BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" •366/ 1817V -178/ 431H 5.50" 2.91 KDDF ( 625)
vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 27'- 8.0° 0/ 132V -218/ 272H 155.50" 0.21 KDDF ( 625)
Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
WEB BRACE MAY BE INSTALLED 32'- 6.0" -519/ 2444V -274/ 165H 155.50" 3.91 KDDF ( 625)
40'- 7.5" -95/ 461V -17/ 153H 155.50' 0.74 KDDF ( 625)
considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ON OPPOSITE SIDE OF WEB SHOWN
WITH (+) TO GAIN MORE
Connector plate prefix designators: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. CLEARANCE. ICOND. 2: Design checked for net(-5 ssf) uplift at 24 'on spacing.'
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
M,M2OHS,M18HS,M16 = MiTek MT series Refer to CompuTrus standard + Laterally brace to roof diaphragm.MAX LL DEFL = -0.105" 8 13'- 5.7" Allowed = 1.360"
gable end detail for complete MAX TL DEFL = -0.161' @ 13'- 5.7' Allowed = 1.814"
2)M-2X4-TVP specifications. MAX LL DEFL = -0.017" @ 42'- 3.5' Allowed = 0.167"
AT HORIZ. INLETS MAX TL DEFL = -0.020" @ 42'- 3.5" Allowed = 0.222"
MAX HORIZ. LL DEFL = 0.043" @ 32'- 6.0"
20-01-08 20-06 MAX HORIZ. IL DEFL = 0.066" @ 32'- 6.0"
6-04-01 6-08-05 7-00-04 13-08-01 This truss does not include any time dependent
deformation for long term loading (creep) in the
6-08-10 6-09-14 6-07 6-11-08 6-10-03 6-08-051 total load deflection. The building designer
+21.30# T f f f '' +21.3 # shall verify that this parameter fits with the
12 12 intended use of this component.
6.001/ M-4x6 -----,J6.00 DESIGN ASSUMES MOISTURE CONTENT DOES
4.0" NOT EXCEED 19%AT TIME OF MANUFACTURE.
M-4x16 ,fr M-4x6 Design conforms to main windforce-resisting
M-4x6 y," M 4X6 system and components and cladding criteria.
M-3x6(S) M-4x6 M-3x6 ,� �� M-3x6 M-4x6 M-3x6(S) Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
M-2.5X4 ' M-3X6 Enclosed, Cat.2, Exp.B, MWFRS,
M-3x6 3 / \ �5 M-3x6 interior zone, load duration factor=1.6
., Truss designed for 4x2 outlookers. 2x4 let•ins
M-4x6 �+� / / ‘11 �` of the same size and grade as structural top
s� + \\
+ �,, M-4x6 chord. Insure tight fit at each end of let-in.
%M-4x4 M-2.5x4 Outlookers must be cut with care and are
,'� \ / \ // 4' 16 permissible at inlet board areas only.
M-1.5x4 'a 11 / / M 1.5x4
PR0 .
. 1 9 to 11 12 .......... 1 0 � 1N ;
CD
M-4x8 M-2.5x4 M-3x4 M-4x6 M-d�x6 ▪ 40
M-3x6(S) M-3x6(S) M-3x6 ,4 .� ) ,i
J.,. y y y y y y 1 ► tF4
J, 8-01-08 8-01-08 ,, 8- 01-08 3-09 4-04-08 8-01-08 40y
J. 14-00 12-07-08 14-00 - ), j '• - "26.`- 4r)
N.
40-07-08 1-08 4 ts" �s, 4. i0'0 ;2, ;%,j;2
JOB NAME: J-1443 STONE BRIDGE Al 6cale: Q.,467 fir '' �41 If .g p�}t
WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES 6/30'1
1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �';
Truss: Al 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. ,i,
ii
Design assumes the top and bottom chords to be laterally braced at
DES. BY: BS 3.All lateral force resisting elements such as temporary and permanent a 3 t K
stabiles bracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c,respectively unless braced throughout their length by #,+'i
Y 9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24243
t1 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. : 5379872 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ( [y
design loads be applied to any component. and are for"dry condition"of use. , '!a"n
TRANS I D: 356322 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 bt pi
necessary. 1 i ry lYf�,M
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -i lr it/i G^
a.This design is fumished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center s 41 '
11E11 11111111111111111111 HI TPI/WlCA in SCSI,copies of which will be furnished upon request. git trod cat with jointain ches w
9. Digits indicate size of plate in inches. i
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) "
IIIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 40'- 4.5" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1. 2=( -344) 246 1- 8=(-786) 2692 1- 2=(-2916) 755 5.11=( -21) 366
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3066) 870 8. 9=(-722) 2434 2- 8=( -136) 154 11. 6=( -125) 148
WEBS: 2x4 KDDF STAND; 3- 4=(-2592) 776 9-10=(-565) 1871 8- 3=( -28) 383 6- 7=(-2870) 744
2x6 KDDF #2 A LOADING 4- 5=(-2636) 787 10.11=(-735) 2476 3- 9=( -614) 275
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3101) 878 11- 7=(-795) 2725 9- 4=( -172) 1003
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -419) 264 4-10=( -180) 1016
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 10- 5=( -622) 282
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 SQ.IN. (SPECIES)
M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -234/ 1943V -201/ 2O3H 5.50" 3.11 KDDF ( 625)
** For hanger specs. - See approvedplans LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 40'- 4.5" -234/ 1944V -201/ 2O3H 5.50" 3.11 KDDF ( 625) ..
9 P pP THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.)
VERTICAL DEFLECTION LIMITS: LL=L/24O, TL=L/180
MAX LL DEFL = -0.181" @ 24'- 4.5" Allowed = 1.973"
MAX TL DEFL = -0.275" @ 24'- 4.5" Allowed = 2.631"
MAX HORIZ. LL DEFL = 0.081" @ 39'- 11.0"
MAX HORIZ. TL DEFL = 0.122" @ 39'- 11.0"
This truss does not include any time dependent
deformation for long term loading (creep) in the
total load deflection. The building designer
20-01-08 20-03 shall verify that this parameter fits with the
intended use of this component.
11-02-03 8-11-05 8-11-05 11-03-11 DESIGN ASSUMES MOISTURE CONTENT DOES
6-07-11 6-10-13 6-07 ' 6-11-08 '6-10-03 6-05-05 '' NOT EXCEED 1996 AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
12 12 system and components and cladding criteria.
6.00 V M-4x6 6.00
4.0" Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05,
4 Enclosed, Cat.2, Exp.B, MWFRS,
�r+� interior zone, load duration factor=1.6
k
M-2.5x43 M 2.5x4
M 3x6(S) 5 M-3x6(S)
•
%M-4x4 M-4x4
M-1.5x4,r / i .M-1.5x4
.p A � 4000 P1ro , .
M-5x88
M-2.5x4M-3x410
M-3x4ii
M-2.5x4 M-5x8 o a - �� + y
M18HS-3x18(S) M18HS-3x18(S) 0: liii, 1 j
y 8-01-08 8-01-08 , 8-01-08 y 8-01-08 7-10-08 y 4
14-00 12-07-08 13-09 � � 0a
y 40-04-08 y Is,.'ori+Y ! ..5r ` ,' "'26, \
.. 1 0• Jovv i,�
JOB NAME: J-1443 STONE BRIDGE - A2 Scale: Q.1465 tip ' •,, ;. °o,iz.
WARNINGS: GENERAL NOTES,unless otherwise noted: 1 7i ;. EX IR S 1
I.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review � ,'
Truss: A2 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. 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
DES. BY: BS 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 • } +r
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24243 e;
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. : 5379873 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, (�'tj'y1
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 35 6322 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 ryNAL,
rp y
necessary. , Lr9 AL,
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r1i/,'/,r, ,g;.
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 iu"`// , '
IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII TPI/VYlCA in BCSI,copies of which will be furnished upon request. Digitsgit coincide with jointain ches ~' /
9. linesindicate size of plate in inches. !
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
IIIIIIIIIIIIIII This design prepared from computer input by -
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 40'- 7.5" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -344) 247 1- 9=(-786) 2711 1- 2=(-2938) 754 12- 6=( -176) 157 -
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3088) 870 9-10=(-721) 2456 2- 9=( -135) 154 6- 7=(-3160) 942
WEBS: 2x4 KDDF STAND; 3- 4=(-2617) 775 10-11=(-564) 1894 9- 3=( -28) 381
2x6 KDDF #2 A LOADING 4- 5=(-2674) 785 11-12=(-732) 2521 3-10=( -614) 275
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3201) 869 12- 7=(-785) 2835 10- 4=( -172) 1003
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -547) 161 4-11=( -178) 1047
BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -61) 84 11- 5=( -654) 279
5-12=( -12) 438
OVERHANGS: 0.0" 20.0" LL = 25 PSF Ground Snow (Pg)
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 prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2009. 0'- 0.0" -234/ 1955V -201/ 222H 5.50" 3.13 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 7.5" -276/ 2149V -201/ 222H 5.50" 3.44 KDDF ( 625)
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.190" @ 24'- 4.5" Allowed = 1.985"
MAX TL DEFL = -0.288" @ 24'- 4.5" Allowed = 2.647"
MAX LL DEFL = -0.017" @ 42'- 3.5" Allowed = 0.167'
MAX TL DEFL = -0.020" @ 42'- 3.5" Allowed = 0.222"
MAX HORIZ. LL DEFL = 0.083' @ 40'- 2.0'
MAX HORIZ. TL DEFL = 0.125" @ 40'- 2.0"
20-01-08 20-06 This truss does not include any time dependent
T I. T deformation for long term loading (creep) in the
11-02-03 8-11-05 8-11-05 11-06-11 total load deflection. The building designer
T f f f shall verify that this parameter fits with the
6-07-11 6-10-1 6-07 T 6-11-08 6-10-03 6-08-05 4' intended use of this component.
DESIGN ASSUMES MOISTURE CONTENT DOES
12 12
6.00 / M-4x6 v 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE.
4.0" Design conforms to main windforce-resisting
4 ,,- system and components and cladding criteria.
°11444 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-2.5x a
M-3x6(S) 5M-2.5;43x6(s)
-3
\Il
��
--M-4x4 1111\4p6M 3x6
\ '
M-1.5x4 M 1.5x4
c' M-5x8 M-2.5x4 M 3x4 M 3x4 M-2.5x41M-5x6 t,� GIN ''„t-- °`
01.
M18HS-3x18(S) M18HS-3x18(S) ' + , ,, 1 ',
* 1- J, * 1, ), 1 4 F
y 8-01-08 8-01-08 1 8-01-08 y 8-01-08 8-01-08 1 �'
14-00 12-07-08 14-00 OR esN4l
1' 1• 1' � � '41'26,\so ' '
40-07-08 1-08 ,,.3C}.41 s,,G� cam..
, t�f, O /1. JO° /
JOB NAME : J-1443 STONE BRIDGE - A3 >e "" "``` '
Scale: 0.1487 - p 01 ,,ham v !
WARNINGS: GENERAL NOTES,unless otherwise noted: ' t . Ey 1 ps 6/301 1
1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review `4
Truss: A3 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.
2.Design assumes the top and bottom chords to be laterally braced at /
3.All lateral force resisting elements such as temporary and permanent t ,'
DES. BY: BS stabilitybracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ; j
9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE• 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24243 1
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.
SEQ '4•i
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 356322 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 A}px
necessary.
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ) (( i'9 y
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 l lr
I 1111111111111111111 III III 1111111111110.TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
9. Digits indicate size of plate in inches. i
MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E For basic connector plate desgn values see ESR-1311,ESR-1988(MiTek)
IIIIIIIIIIIIII) This design prepared from computer input by
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -61) 84 2- 9=(-789) 2844 2- 3=(-3168) 946 12- 7=( -139) 151
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -549) 161 9-10=(-735) 2528 3- 9=( -177) 158 7- 8=(-2955) 755
WEBS: 2x4 KDDF STAND; 3- 4=(-3210) 873 10-11=(-568) 1903 9. 4=( -13) 440
2x6 KDDF #2 A LOADING 4- 5=(-2680) 789 11-12=(-735) 2495 4-10=( -654) 279
LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=(-2640) 782 12- 8=(-801) 2757 10- 5=( -176) 1047
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3131) 881 5-11=( -173) 1008
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -368) 259 11- 6=( -627) 279
6.12=( -25) 388
OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg)
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 prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0" -277/ 2154V -222/ 203H 5.50" 3.45 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -235/ 1959V -222/ 203H 5.50" 3.14 KDDF ( 625)
'COND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.)
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167"
MAX TL DEFL = -0.020" @ -1'- 8.0" Allowed = 0.222'
MAX LL DEFL = -0.192" @ 16'- 3.6" Allowed = 1.992"
MAX TL DEFL = -0.291" @ 16'- 3.6" Allowed = 2.656"
MAX HORIZ. LL DEFL = 0.084" @ 40'- 3.5°
MAX HORIZ. TL DEFL = 0.126" @ 40'- 3.5"
20-06 20-03 This truss does not include any time dependent
1' '( T deformation for long term loading (creep) in the
11-06-11 8-11-05 8-11-05 ( 11-03-11 total load deflection. The building designer
6-09 07 6-09-07� 6-11-03 6-10-03 6-08-07 6 08-07 I shall verify that this parameter fits with the
intended use of this component.
T T T T T T 1'
DESIGN ASSUMES MOISTURE CONTENT DOES
6.00 1/
�I 6.00
12 M-4x6 12 NOT EXCEED 19% AT TIME OF MANUFACTURE.
4.0" Design conforms to main windforce-resisting
5 -tf 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-2.5x4M-2.5x4
M-3x6(S) a 6 M-3x6(5)
M' \ NN
M-3x63 M 4x4
M-1.5x4 M-1.5x4
A1\
P €}P
o 1 2 s 10 ti -r t r 1z 18 + .
�1M-5x6 M-2.5x4 M-3x4 M-3x4 M-2.5x4 M-5x8 8 ;' 6' INE
+'• ''
tea -Ni
M18HS-3x18(S) M18HS-3x18(S) f. ( • /
8-01-13 8-01-13 8-01-13 8-01-13 8-01-13
14-00 13-00 13-09 �.'-', ?
joHN 1-08 40-09
26+ U
JOB NAME: J 1443 STONE BRIDGE A4 0 „ , jl1
Scale: 0,1481 ._'41 t y
WARNINGS: GENERAL NOTES,unless otherwise noted: i - SI `'Y" 6 EXPIRE'"` 6/3011
1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ,� '9°.
Truss: A4 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. 3� +
3.Al lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ,+ x
DES. BY: BS 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 /1
continuous sheathing such as plywood shealhing(rC)and/or drywall(BC).
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �q 2$2+49 n
4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. }
SEQ. : 5379875fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , 0 ktIS10. '
design loads be applied to any component. and are for"dry condition"of use. Kit /6y.
TRANS I D: 356322 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beanng at all supports shown.Shim or wedge,t 1i �y�}x1
fabrication,handling,shipment and installation of components. necessary. g-'°t�'/t3.+
7.Design assumes adequate drainage is provided. r ' (/j'1
6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f 2' `r F t lr ; A
111111111111111 IIIIIIIIIIIIII Ill IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines
9. Digits oicide size of plate ein inches.ne. ITIMMialling MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
IIIIIIIIIII III This design prepared from computer input by _
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0' !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE.
TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Refer to CompuTrus standard 9
DL ON BOTTOM CHORD = 10.0 PSF gable end detail for complete system and components and cladding criteria.
M-1.5x4 or equal at non-structural TOTAL LOAD = 42.0 PSF specifications.
vertical members (uon). Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS,
Unbalanced live loads have been interior zone, load duration factor=1.6
considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Note: ttruss. Upper top chords require same material
Connector plate prefix designators: as struucctuuralralt top chord. Connect with M-3x6
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (uon).
M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous
bearing wall for entire span UON.
TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY.
20-06 20-03
'1 4. T
11-08-04 8-09-12 8-09-12 11-05-04
20-06 20-03
T T T
12 12
6.00 I/ M-42x8+ a 6.00
M-3x6 M-3x6
M-3x6(5) M-3x6(5)
gyp? v9N%
y
%
I
y ,
M-5x6+ 3M-4x6+ o1
�� ,
o1.1.". H PA 'i -�cm
M-3x6(S) M-3x6(S)
14-00 13-00 13-09
1, 1, y \)PRC
1-08 40-09 i .. * /
, '° ' :► G�
JOB NAME : J -1443 STONE BRIDGE - A5 ,` � `'� � °�4,
lik
scale: 0.2029 " rsji 1 ,� +ins r-
WARNINGS: GENERAL NOTES,unless otherwise noted: t�I�r"p♦ �, '
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♦ OR'
Truss: A5 and Warnings before construction commences, and approval Is the responsibility of the building designer,not the �/ 4,• 1J 4$7
2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. s ,, (`y c• ^, .
2.Design assumes the top and bottom chords to be laterally braced at , „(^ +l
3.All lateral force resisting elements such as temporary and permanent . ; e
DES. BY' BS 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 f f r�7 �4+ -
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC.
DATE• 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 2420 s
4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ) y� 1" , Q S"
SEQ. : 5379876 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4✓,..,)111:1111`t,
•S,r) /-211/1/
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 356322 5.CompuTrus has no control over and assumes no responsibility for the 6.Design asumes full bearing at all supports shown.Shim or wedge if ( ,7"P^t�?Ary V PIKE» 6/'20!1
necessary. 470NAL !1 E- V 3
fabrication,handling,shipment and installation of components. :r -
P Po 7.Design assumes adequate drainage is provided. 117,f i' , j -
6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .`.. ,
I IIIIII IIIII IIIA VIII III VIII IIIA IIII II TPINVTCA in BCSI,copies of which will be famished upon request lines coincide with joint center lines
9. Digits indicate size of plate in inches. =ma ifeamm
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
IIIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc snacing..I
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19's 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)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria.
_
Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc p
M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS,
interior zone, load duration factor=1.6
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. as structural top chord. Connect with M-3x6
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (uon).
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON.
M-1x2 or equal typical at stud verticals.
5-00 5-00 Refer to CompuTrus gable end detail for
T T i' complete specifications.
12 M-4x6ill 12
12.00 \12.00
1/111‘\1111111116.16,6-5x6+M 5x �co
oo
o� m M --/o
P Or'
y y y yLer •t #1. , 1 !. .
1-00 10-00 1-004/
' OR'el' f ,
� .el' '`'4 "26.\tx. i"<"._`� _
1�� k—.4t. 30‘'‘'
/`�� r�
JOB NAME : J-1443 STONE BRIDGE - B1 Scale: 0.4280 11, A , ,,: �y// ttpp��y{� *� J
WARNINGS: GENERAL NOTES,unless otherwise noted: al I � PiFC'ki:.S S,P .iQ .
1.Builder and erection contractor should be advised of all General Notes 1.This Miss design is adequate for the design parameters shown.Review A
'4.
Truss: B1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the {
1
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 bosom chords to be laterally braced at
DES. BY: BS stabilitybracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • (-41/
9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ os 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.
q
SEQ. : 5379877 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, { / '
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 356322 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 d�tssAA #'moi
fabrication,handling,shipment and installation of components. necessary. '.J "'� 1Ysk `" "
7.Design assumes adequate drainage is provided. f i
1 fc '-'
S.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center t: --
IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII TPIMlrCA in BCSI,copies of which will be fumished upon request. git coincide with jointain che. f �
9. Digits indicate size of plate in inches. rli"�f
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) -
VIII II I II IIII
LUMBER SPECIFICATIONS 10-00-00 GIRDER SUPPORTING 40-07-08 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3244 464 1-4=(-340) 2074 4-2=(-532) 4414
BC: 2x8 KDDF #1&BTR 2.3=(-3244) 464 4- 3=(-340) 2074 ( )
WEBS: 2x4 KDDF STAND LOADING
LL = 25 PSF Ground Snow (Pg)
TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 482.8)+DL( 348.3)= 831.1 PLF 0'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
0'- 0.0" -618/ 4476V -132/ 132H 5.50" 7.16 KDDF ( 625)
Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -618/ 4476V -132/ 132H 5.50" 7.16 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.
M,M20HS,M18HS,M16 = MiTek MT series
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing"I
( 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
9" oc throughout 2x4 top chords,
MAX TL DEFL = -0.039" @ 5'- 0,0" Allowed = 0.606" `
MAX TC PANEL LL DEFL = 0.038" @ 2'- 8.7" Allowed = 0,422'
2 Rows at 4" oc throughout 2x8 bottom chords,
9" oc throughout webs. MAX HORIZ. LL DEFL = 0.003" @ 9'- 6.5'
5-00 5-00 MAX HORI2. TL DEFL = 0.006" @ 9'- 6.5"
This truss does not include any time dependent
12 12 deformation for long term loading (creep) in the
M-4x6 total load deflection. The building designer
12.00 V. N 12.00 shall verify that this parameter fits with the
24.0" intended use of this component.
/ \
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
MSHS-10x18 MSHS-10x18
2xwedge
wedge
CI lir ® O CI
dor
M-4x10
0'° <Y'26.
26}°' (.
; 500 3, 5-00 J, '0•1.30 °`' :tt(It
log
y 10-00 y EXPIRES 6 3# JIM
it
JOB NAME: J - 1443 STONE BRIDGE - B-GIRD ', ,� "�� a
Scale: 0.3991
WARNINGS: GENERAL NOTES,unless otherwise noted: 2; 1.
1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review
Truss: B-GIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the If- +�4
2.2x4 compression web bracing must be instated 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
stabitly bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++
4SEQ. : 5379878 .No Toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. . 4t't :V -
TRANS I D: 356322
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
q
design loads be applied to any component and are for"dry condition"of use. t�
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 `IONAL
fabrication,handling,shipment and installation of components. necessary. I
7. /2-Design assumes adequate drainage is provided. � . j t
6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center JILL
111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterinches.
9.Digits indicate size of plate In inches. Y
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
IIIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE.
TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. —
Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS,interior zone, load duration factor=1.6
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. as structural top chord. Connect with M-3x6
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36'oc (uon).
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON.
TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. M-1x2 or equal typical at stud verticals.
T ons
8 06 T 8-06 f complete specificatiRefer to ComuTrus e end detail for
12 M-4x6 12
42.00111\ 12.00
ilS11,\
11
co
o� All ill hulL
�o
o, -,8 �,t�tD R °-
M-5x6
M-5x6 :s � � ��
y ), ��
I
1-00 17-00 1-00 R N e, cb,
. ► '' t r1j1 : RC1
JOB NAME : J -1443 STONE BRIDGE - Cl w ;roof
'`"1.,1,,„
�.# 141,,,, i4-
Scale: 0,3075 ' ��! r1y�y��e6� ��
WARNINGS: GENERAL NOTES,unless otherwise noted: �` �» •�; fi4RC«..J
1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Or S-"
and Warnings before construction commences. and approval is the responsibility of the building designer,not the �..
Truss: Cl
2.2x4 compression web bracing 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: BS 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f J j
stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE• 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24243 s
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. : 5379879 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, (
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 356322 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes onfulbearing at at supports shown.Shim or wedge ifnecessa7y� g y *
.
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provded. �`i,/f L
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 t:
IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPI/1IViCA in BCSI,copies of which will be furnished upon request. Digitsgit coincide
with joint center inr che. _ "
9. sindicate
ocsize of plateto inches.
MiTek USA,InC./CompuTrus Software 7.6.4(1 L)-E 10.LoFor 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 17'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( -62) 80 2-10= ( )
BC: 2x4 KDDF #1&BTR (-315) 415 2- 0= -156 156
WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-736) 602 10- 8=(-315) 415 4.10=(-155) 156
2x6 KDDF #2 A 3. 4=(-687) 553 10- 5=(-102) 395
LOADING 4- 5=(-562) 410 10- 6=(•155) 157
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-562) 410 7- 8=(-736) 602
TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-687) 553
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-736) 602
8- 9=( -62) 80
LETINS: 2-00-00 2-00-00 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 -
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: 0'- 0.0' -122/ 828V -219/ 219H 5.50" 1.32 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 17'- 0.0" -122/ 828V -219/ 219H 5.50" 1.32 KDDF ( 625)
M,M2OHS,MI8HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) -
8-06 8-06
T f f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
1-07-06 2-07-14 4-02-12 4-02-12 2-07-14 1-07-06 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
T T ' f T T ' MAX LL DEFL = 0.052" @ 8'- 6.0° Allowed = 0.804'
12 12 MAX TL DEFL = -0.056" @ 8'- 6.0" Allowed = 1.072"
12.007
M-4x6 MAX LL DEFL = -0.002" @ 18'- 0.0' Allowed = 0.100"
5 4.0" N 12.00 MAX TL DEFL = -0.003' @ 18'- 0.0" Allowed = 0.133"
;: MAX HORIZ. LL DEFL = -0.008" @ 16'- 6.5"
Pq MAX HORIZ. TL DEFL = 0.008" @ 16'- 6,5"
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.
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19%AT TIME OF MANUFACTURE.
M-1.5x4 ,M-1.5x4 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-2.5x43 M-2.5x4
aos ��e i� �Z ao
lull ,. o
',,C.: (;!::::::" ,
M-2.5x4 M-3x8 M-2.5x4 .B os4 ;
y y 1
8-06 8-06 6
061`
J, y sN cla
1-00 17-00 1-00
JOB NAME : J -1443 STONE - A.�JL)k ./2>,,'
BRIDGE C2 ' t
Scale: 0.2666 ` 11 A .
44 i t f C'St S� 65/,3011.
WARNINGS: GENERAL NOTES,unless otherwise noted: t& ' 1, C i-'e °�
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: C2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the F•
2.2x4 compression web bracing must be installed where shovel+• 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
stability bracing must be designed by designer of complete structure. •,'f ,,.,.
continuousxImpactsheathinggr such plywood srwhere s own+drywall(BC).
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24243 g
4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t� C
SEQ. : 53 79880 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, ( �t '7 +
TRANS I D: 356322 design loads be applied to any component. and are for"dry condition"of use.
5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if p q
fabrication,handling,shipment and installation of components. necessary. ,
6.This design is furnished to the limitations set forth by7.Design assumes adequate drainage is provided. r^ f/t 1/
9 subject 8.Plates shall be located on both faces of truss,and placed so their center ( t t,f�r '
MI IIIII 1111111111 IIIII IIIII III I IIII IIIITPIIWTCA in BCS(,copies of which will be famished upon request lines coincldwith joint center linea
9. Digits indicatt e size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
IIIA II I II IIII
LUMBER SPECIFICATIONS 17.00-00 GIRDER SUPPORTING 40-09.00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR 1- 2=(-7496) 1054 1- 6=(-746) 4860 6- 2=( -410) 3346
BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5044) 718 6- 7=(-742) 4830 2- 7=(-2034) 288
WEBS: 2x4 KDDF STAND; LOADING 3. 4=(-5044) 718 7- 8=(-742) 4830 7- 3=( -884) 6764
2x4 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-7496) 1054 8- 5=(-746) 4860 7- 4=(-2034) 288
4- 8=( -410) 3346
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 17'- 0.0" V
BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 484.4)+OL( 833.8 PLF 0'- 0.0" TO 17'- 0.0" V
BC LATERAL SUPPORT <= 12"OC. UON. 349.4)= BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA
NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
LIMITED STORAGE DOES
Connector plate prefix designators: REQUIREMENTS OF IBC 2009NOAND IRC 2009 NOT BEING MET. 0'- 0.0" -1054/ 7631V -215/ 215H 5.50" 12.21 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc17'- 0.0" -1054/ 7631V -215/ 215H 5.50" 12.21 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
( 2 ) complete trusses required.
Join together 2 ply with 16d Common nails staggered at
9" oc throughout 2x4 top chords,
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CIO 2: Desirf ec ed for 5 psfl uplift at 24 "ox spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.063" @ 8'- 6.0" Allowed = 0.804°
2 Rows at 4" oc throughout 2x8 bottom chords, MAX TL DEFL = -0.106" @ 8'- 6.0" Allowed = 1.072"
9° oc throughout webs.
MAX HORIZ. LL DEFL = 0.014" @ 16'- 6.5"
MAX HORIZ. TL DEFL = 0.024" @ 16'- 6.5"
8-06 8-06
T f .' This truss does not include any time dependent
deformation for long term loading (creep) in the
4-07 3-11 3-11 4-07 total load deflection. The building designer
T ( T T shall verify that this parameter fits with the
12 M-5x6 12 intended use of this component.
12.00 V. N 12.00 DESIGN ASSUMES MOISTURE CONTENT DOES
35.0" NOT EXCEED 19%AT TIME OF MANUFACTURE.
ASL 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-3x6 M-3x6
SdI4I
S
*(1V.V. 1 ',-
MSHS-10x18 MSHS-10x18
e
2xwedgeA 2xwed g tioNfb
• s ).26,\
o. -"o
1`=' 6 7 8 --5 C Al Ati
M-3x10 M-8x10 M-3x10 Jo
/2,/(///2-
.1,
1'lf/iy 4-05 04 y 4-00-12 y 4-00-12 y 4-05 04 y
EXPIRES
6/3011
y ,1
pi, JuliNJ
JOB NAME: J - 1443 STONE BRIDGE - C-GIRD Scale: 0.2505 .+v '1 . .A
T
WARNINGS: GENERAL NOTES,unless otherwise noted: ,y` ,`
1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review j -
and Warnings before construction commences. and approval is the responsibility of the building designer,not the '°r�T
Truss: C-GIRD truss designer or truss engineer.
2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at „ Er,�y
��� BY: BS 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,g!_ 24
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ .+.1 ��yy,,,�
4.No load should be appFed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. {4 `^Ste °
SEQ. : 5379881 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 applied to any component. and are for"dry condition"of use. ..� 10NAt
TRANS I D: 356322 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 T+
Pnecessary. t'"(/ ' t 6 t'7
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .Ei / _
A.A.
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 orttworagimi
11111111111111111111 TPI/WTCA in!SCSI,copies of which will be famished upon request, lines coincide with joint center finers.
9.Digits indicate size of plate in inches.
MiTek USA,InC./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ._,
IIIIIIIIIIIIIII This design prepared from computer input by _
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 29'- 4.0" ICOND. 2: Design checked for net(-5 psf1 uplift at 24 "oc spacing.)
TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria.
Connector plate prefix designators: TOTAL LOAD = 42.0 PSF
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS,
interior zone, load duration factor=1.6
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material `
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. as structural top chord. Connect with M-3x6
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (uon).
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON.
TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. M•1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
complete specifications.
14-08 14-08
12 M-4x6 12
6.00 L— 2 J 6.00
CO1l11IIIlI1IIiIIIjIIIi4
il1`
M-3x6(5) y 0
M-2.5x4 11'1:
r@:5 4 (;cS',.'rtt� O,12-00 17-04 I1-00 29-04 "" r i 'b arir ,
JOB NAME : - - A w ' '' � lr.f.;�f �
J 1443 STONE BRIDGE D1 Scale: 0.2849 ` ,, , _
libFS 6/30/1
WARNINGS: GENERAL NOTES,unless otherwise noted �f � ,,. c4 EY �
I. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review g
Truss: D1 and Wamings 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. 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
DES. BY: BS stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length byJ t
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 12/1 1/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 004k 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. : 5379882 yy.,
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, (� •`-sit
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 356322 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 ,,
fabrication,handling,shipment and installation of components. necessary.
7.Design assumes adequate drains a is provided. ! ^ry
8.This design is furnished subject to the limitations set forth by 8.Plats shall be located on both faces otruss,and placed so their center r /`�r >i 4� , .'
1111 VIII 11111111 1111111111111 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ��
9.lines ndsize of plate ein nesr
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
IIIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER
LUMBER SPECIFICATIONS 29-04-00 GIRDER SUPPORTING 40-07-08 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-21240) 2946 1- 8=(-2520) 18261 1- 2=(-21240) 2946 5-11=( -654) 5223
BC: 2x8 KDDF #1&BTR 2- 3=(-17748) 2466 8- 9=(-2508) 18150 8- 2=( -486) 3984 11- 6=( -2769) 384
WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-13779) 1914 9-10=(-2154) 15591 2- 9=( -2769) 384 6-12=( -486) 3984
2x4 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13779) 1914 10.11=(-2154) 15591 9- 3=( -654) 5223 6- 7=(-21240) 2946
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 29'- 4.0" V 5- 6=(-17748) 2466 11.12=(-2508) 18150 3.10=( -5025) 702
TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 482.8)+DL( 348.3)= 831.1 PLF 0'- 0.0" TO 29'- 4.0" V 6- 7=(-21240) 2946 12- 7=(-2520) 18261 10- 4=( -1596) 11991
BC LATERAL SUPPORT <= 12"OC. UON. 10- 5=( -5025) 702
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1813/ 13128V -160/ 160H 5.50° 21.01 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 29'- 4.0" -1813/ 13128V -160/ 160H 5.50"21.01 KDDF ( 625) .,
'- ( 3 ) complete trusses required.
Join together 3 ply with led Common nails staggered at
9° oc throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc scaring.'
XXX2 Rows at 4" oc throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
9" oc throughout webs. MAX LL DEFL = -0.191° @ 14'- 8.0" Allowed = 1.421"
MAX TL DEFL = -0.321" @ 14'- 8.0" Allowed = 1.894"
MAX HORIZ. LL DEFL = 0.060° @ 28'- 10.5"
MAX HORIZ. TL DEFL = 0.101" @ 28'- 10.5"
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.
14-08 14-08 +2x4 web brace required. Laterally brace to roof diaphragm.
T T T DESIGN ASSUMES MOISTURE CONTENT DOES
5-03-03 4-10-02 4-06-10 4-06-10 4-10-02 5-03-03 NOT EXCEED 19% AT TIME OF MANUFACTURE.
12 12 Design conforms to main windforce-resisting
6.001/ M-6x8 (6.00 system and components and cladding criteria.
8.0" Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
4 F-,� Enclosed, Cat.2, Exp.B, MWFRS,
interior zone, load duration factor=1.6
M-3x8 4.1" M-3x6
3
M-4x10 A 6M-4x10
M 1.5x4; _ _ _ = M-1x4
M-7x12 M-7x12
c, of_ o� iii II I o� . o� iii o� 1°38'
'.
0 1-i CD 8 co 9 CO 10 c0 11 12 7 ,```"�-"` ,__._ ,,'
M-3x10 M-6x10 M-8x10 M 6x10 M-3x10 ; 11t ? _
M18HS-7x14(S) 04
1- y ), 1, y ), 1- - lit, q 1). t ' )
y 5-03-03 4-06-10 4-10-02y4-10-02 4-06-10 5-03-03 y �+
y
12-00 17-04 4*. ,
& z,,,,r rf'=r, /,G
JOB NAME : J-1443 STONE BRIDGE - D-GIRD Scale: Q.,B,Q , To
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: D-GIRD and Warnings before construction commences. ands designer or the
respss onsibility of the building designer,not the A
2.204 compression web bracing must be installed where shown+, tru2.Design assumes the top and bottom chords to be laterally braced at +' ;;
DES. BY BS 3.All lateral force resisting elements such as temporary and permanent 2 o.c.and at 10'o.c.respectively unless braced throughout their length by } J
stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ,. 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.
SEQ. : 5379883 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, { SO r
design loads be applied to any component. and are for"dry condition"of use.
timItionfaims
TRANS I D: 356322 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 "100 px
necessary. r `�7t Y.rii.*
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. (^y f i
6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f G' /if t Fr '
11111111111111111111111111 TPI/WTCA in BCSI,copies of which will be famished upon request. git coincideinictwith joint ate in che.
9. Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
IIIIIIIIIIIIIII This design prepared from computer input by _
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0"
TC: 2x4 KDDF #1&BTO IRC- 2009 MAX MEMBER FORCES1 ) 42-3= -2520
LOAD DURATION INCREASE 1.15
BC: 2x4 KDDF #1&BTR 2-3=( -36) 501 6-4=(-212) 429 2-3=(-251) 28 -
SPACED 24.0" O.C. 2.3=(-470) 331 6-4=(-212) 429 6-3=( 0) 282
WEBS: 2x4 KDDF STAND LOADING 3-4=(-470) 331 3-4=(-251) 28
TC LATERAL SUPPORT <= 12"OC. UON. 4-5=( -36) 50
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
M-1,5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -93/ 618V -70/ 70H 3.50" 0.99 KDDF ( 625)
12'- 0.0" -93/ 618V -70/ 70H 3.50" 0.99 KDDF ( 625)
vertical members (uon).
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l -
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100'
TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. MAX TL DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133"
MAX TL DEFL = -0.011" @ 6'- 0.0' Allowed = 0.761"
MAX LL DEFL = -0.002" @ 13'- 0.0" Allowed = 0.100"
Refer to CompuTrus standard MAX TL DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133"
gable end detail for complete MAX TC PANEL LL DEFL = -0.042" @ 3'- 2.8" Allowed = 0.431"
specifications.
MAX HORIZ. LL DEFL = -0.005" @ 11'- 8.5"
MAX HORIZ. TL DEFL = 0.006" @ 11'- 8.5"
6-00 This truss does not include any time dependent
6-00 deformation for long term loading (creep) in the
T '1 total load deflection. The building designer
� shall verify that this parameter fits with the
12 12
6.00I/ M-5x6 intended use of this component.
I 6.00
' DESIGN U %
NOTEXCEED19% MOISTURE TCONTENT T
TIME OFMANUFACTURE.
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,
M-1.5X4 • 6" Enclosed, Cat.2, Exp.B, MWFRS,
M-1.5X4 interior zone, load duration factor=1.6
tri t
A-
o -V
co
0
o� o
y -V
M-3x6 M-1.5x4 M-3x6 '
ig°:::
311:::!!!'4'
1-08 12-00 1-08dos
Lx
€, 0 . .JO~
JOB NAME: J-1443 STONE BRIDGE - El 4 � trt/r1
Scale: 0,4315 ' ' t s-ill fVCir s(
WARNINGS: GENERAL NOTES,unless otherwise noted: Jr 4 n „g„. �y-•iM"5cC« 6*g �
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: El 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 4
2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer.
DES. BY: BS 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at j
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 ;f,i/ -•ti€ -
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24243 s
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. i ,,,,..1
e ,.59
SEQ. : 5379884 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 356322 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 At t '
necessary. - ONA'+
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /^7 ,
IIIIIII 11111 IIIII IIIII IIIII IIIII IIIII IIII IIII 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f J 11/ 2- €
TPINITCA in BC51,copies of which w�tl be furnished upon request. lines coincide with joint center lines.
9.Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek)
IIIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 8=(-217) 433 2- 3=(-681) 402
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-147) 144 8- 6=(-217) 433 8. 4=( 0) 280
WEBS: 2x4 KDDF STAND 3- 4=(-543) 297 5. 6=(-681) 402
LOADING 4- 5=(-543) 298
TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-147) 144
BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -36) 50
TOTAL LOAD = 42.0 PSF
LETINS: 2-00-00 2-00-00
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -93/ 61BV -70/ 70H 3.50" 0.99 KDDF ( 625)
Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 12'- 0.0" -93/ 618V -70/ 70H 3.50" 0.99 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.)
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100"
MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.060" @ 1'- 8.4" Allowed = 0.571"
MAX TL DEFL = 0.062" @ 1'- 8.4" Allowed = 0.761°
MAX LL DEFL = -0.002" @ 13'- 0.0" Allowed = 0.100"
MAX TL DEFL = -0.003° @ 13'- 0.0" Allowed = 0.133'
MAX HORIZ. LL DEFL = -0,005" @ 11'- 8.5"
MAX HORIZ. TL DEFL = 0.006° @ 11'- 8.5"
6-00 6-00
This truss does not include any time dependent
T deformation for long term loading (creep) in the
12 12 total load deflection. The building designer
6.00 I/ M-4x4 6.00 shall verify that this parameter fits with the
4,0" intended use of this component.
T
i , DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19%AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
1. 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,
M-2.5x4 M-2.5X4 interior zone, load duration factor=1.6
- co
co _
0
o II II -/
A- x
M-3x6 M-1.5x4 M-3x6 ,
(, .
,
1-08 12-00 1-08 1:-:. ,,:; 11 :15':;14::''':::::1-1:11;1
,rr>f*
} i
s =
ill 46
NY
JOB NAME : J - 1443 STONE BRIDGE - E2 w '' t ,,,s „ -, `ii..
Scale: 0.4315 �' � � ✓�,�-
E eaX�'PRS 613f}!
WARNINGS: GENERAL NOTES,unless otherwise noted: * ,y;a -.
1.Builder and erection contractor should be advised of all General Notes 1.This Less design is adequate for the design parameters shown.Review .k
Truss: E2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the e{
2.2x4 compression web bracing must be installed where shown v. 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: BS2'0.0.and at 10'o.c.respectively unless braced throughout their length by d,)/ ..,ak`;W
stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown v+ 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. �{f �t y
SEQ. : 5379885 fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used in a non-corrosive environment,
design loads be applied to any component. and are for"dry contlaion"of use. fS�.
TRANS I D: 356322 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 'aIONA to
fabrication,handling,shipment and installation of components. ry tY
p 7.Design assumes caequate drainage is provided.ren,a /G 1 f-, q1
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 14 ��
111111 IIIII 11111 11111 1111 ill 11111 IIII IIII TPIM TCA in BCSI,copies of which will be furnished upon request.
lingitcoincide withzjoint center nliche. rI 3
9. Digits indicate size of plate in inches. yt
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
11111111111111 This design prepared from computer input by -
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 4168TR LOAD DURATION INCREASE = 1.15 1-2=(-240 162 1-4=(-65) 118 4-2=(0) 139
BC: 2x4 KDDF N16BTR SPACED 24.0' O.C.WEBS: 2x4 KDDF STAND 2.3=(-240; 162 4-3=(-65) 118
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES)
M-1.5x4 or equal at non-structural TOTAL LOAD = 42.0 PSF D'• 0.0" -67/ 266V -93/ 93H 3.50' 0.43 KDDF 625
vertical members (uon). LL = 25 PSF Ground Snow (Pg) 6'- 4.0° 67/ 266V 93/ 93H 3.50" 0.43 KDDF 625;
Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 sfl uplift at 24 "oc s acin
N (or ( D v D 9•
C,CN,C18,C 18 no prefix = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
M,M20HS,M18HS,h116 =MiTek MT series
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL 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 = 0.100"
MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.100"
3-02 3-02 MAX TL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.133"
T MAX TO PANEL LL DEFL = -0.011° @ 1'- 8.8" Allowed = 0.242" -
M-4x10 MAX TC PANEL TL DEFL = 0.014" @ 1'- 8.7" Allowed = 0.363"
4.0 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY.
12 MAX HORIZ. LL DEFL = -0.001" 8 6'- 0.5"
MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5"
12.00 2 111\
Refer to CompuTrus standard
gable end detail for completeThis truss does not include any time dependent
specifications. deformation for long term loading (creep) in the
12 total load deflection. The building designer
shall verify that this parameter fits with the
112.00 intended use of this component.
�, DESIGN ASSUMES MOISTURE CONTENT DOES
1 NOT EXCEED 196 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
M-5X6+ -5X6+ Note: Outlooker truss. Upper top chords require same material
as structural top chord. Connect with M-3x6
min typical 36"oc (uon).
co
C3 w o 4X2 OUTLOOKER NOTCHES CUT WITH
O� o CARE AT 2X IN-LET AREAS ONLY.
1MI 4 im3
M-1.5x4
1. y y .f P €}
3-02 3-02
1-00 6-04 1-00 y rt' 1114
,�• ,
1. If
arr
II
JOB NAME : J-1443 STONE BRIDGE - F16.� � ' ,i.,, •
Scale: 0.5419 ' t ,_ V tp6/3011.
WARNINGS: GENERAL NOTES,unless otherwise noted: 'IV iir
z XPI RES
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 ;t•=
Truss: Fl and Warnings before construction commences. and approval is the responsibility of the building designer,not the +Y
2.2x4 compression web bracing must be installed where shown 5, 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: BS stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length byBC.
( ) , /
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood sheathing(TC)and/or drywall
'31SE3.2x Impact bridging or lateral bracing required where shown++ 24243 f
7 t1 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.
Q. : 53 19887 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, (i�" '! t
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 356322 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if 7*L
necessary. -
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /2,/11//
6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 . t�^ - .,, ,
1111111 IIIII IIIII IIIII 11111111111 IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
9.Digits indicate size of plate in inches. EXPIRESj{�' f
MiTek USA,Inc./CompuTrus Software+7,6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) dl
11111111111This design prepared from computer input by
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -67) 80 2- 8=(-50) 117 2- 3=(-238) 150
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-2- 3=(-238) 150 50 8- 6-( 50) 117 5- 4=8- ( 0140
-230) 150
WEBS: 2x4 KDDF STAND
LOADING 4- 5=(-150) 60
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-238) 150
BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -67) 80 -
TOTAL LOAD = 42.0 PSF
LETINS: 3-00-00 3-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 12.0°
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0" -601 380V -951 95H 3.50" 0.61 KDDF ( 625)
Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 6'- 4.0° -60/ 380V -95/ 95H 3.50" 0.61 KDDF ( 625) _
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psf) uplift at 24 'oc scacing,I
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
3-02 3-02 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 = -0.017" @ 2'- 0.7" Allowed = 0.287"
2-03-02 0-10-14 0-10-14 2-03-02 MAX TL DEFL = -0.017" @ 2'- 0.7" Allowed = 0.383"
MAX LL DEFL = 0.002" @ 7'- 4.0" Allowed = 0.100"
MAX TL DEFL = -0.003" @ 7'- 4.0" Allowed = 0.133"
12 12
M-4x6 N12.00 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.5"
12.00 44.0" MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5"
!� This truss does not include any time dependent
NN� deformation for long term loading (creep) in the
I total load deflection. The building designer
M-2°5x4L "22°5x4 shall verify that this parameter fits with the
intended use of this component.
rri
DESIGN ASSUMES MOISTURE CONTENT DOES
4444-:2.5x4
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=l.6
co
CD m co
11 o
2�� 8 *�6
M-2.5x4 M-1.5x4 M-2.5x4
PRO
y <, 17i
3-02 3-02
kr
1-00 6-04 1-00
dor
v Rc 14 tb
ft„ -x '
w ;V"`,4#' ? JONA'
JOB NAME : J-1443 STONE BRIDGE - F2 ' /,.3./1,//2...
Scale: 0.4780 t �. 'p .. V t{ yS�� fl (}/1-
WARNINGS: GENERAL NOTES,unless otherwise noted: Of EXPIRES
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: F2 and Warnings before construction commences. and approval is the responsibilky of the building designer,not the �.
2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 'r
2.Design assumes the lop and bottom chords to be laterally braced at /' `
3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by {,AJ -
DES. BY: BS stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 04, 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. y
TRANS I D: 356322 ,
SEQ. : 5379888 fasteners are complete and at no time should any loads greater than 5.Design
are assfor"dry umescondititrusseona"s reof to beuse.used in a non-corrosive environment, v
design loads be applied to any component.5.CompuTrus has no control over and assumes no responsibilhy forthe 6' c esa assumes full bearing at all supports shown.Shim or wedge if a,
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i7./ISI I¢ ,
6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '
lit 131 11111 11111 11111 1111 11111 IIII IIII TPI Ain BCSI,copies of which will be furnished upon request 9. IDigits intl ccrate siwzhe joint ot plate inriliiches.
MiTekk USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek)
IIIIIIIIIIIIIII This design prepared from computer input by -
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0° IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-44) 63 2-4=(-50) 32 3-4=(-71) 34 -
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C.
WEBS: 2x4 KDDF STAND 2-3=(-89) 105
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 300V -52/ 42H 5.50" 0.4B KDDF ( 625)
OVERHANGS: 12.0" 0.0" 2'- 0.0" -18/ 61V -52/ 42H 5.50" 0.10 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg)
C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsf) 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 LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
BOTTOM CHORD CHECKED FOR 10PSF 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 = -0.004" @ 1'- 0.7' Allowed = 0.103"
MAX TC PANEL TL DEFL = 0.003° @ 1'- 0.1" Allowed = 0.154" -
12M-1.5x4 MAX HORIZ. LL DEFL = 0.000" @ 0'- 5.5"
8.00 MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5"
3 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.
DESIGN ASSUMES MOISTURE CONTENT DOES
Allijil r--
c, NOT EXCEED 19% AT TIME OF MANUFACTURE.
CO Design conforms to main windforce-resisting
system and components and cladding criteria.
M-2.5x4 T Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
f.......,-
c., interior zone, load duration factor=1.6
v
o� -V
2► '4
M-1.5x4
04 .a qtrIiii
J, y y ,'
1-00 2-00 w/
OR. ett4 co
t ,x,'26 ' --cad'_
jork Q
JOB NAME : J-1443 STONE BRIDGE - G1 `;7
Scale: 1.0000 A 3i-
WARNINGS: GENERAL NOTES,unless otherwise noted:
'+ ' s�^ '" „..*I" . 3011,
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
Truss: G1 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,
3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at f
DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by •,
stability bracing must be designed by designer of complete structure. continuous sheathingsuch as plywood sheathing(TC) drywall(BC). i •
•
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. P cw g(re shown
drywall BC.
Po Y3. Impact bridging oris the rel bracing required the whertive co+a h ^, 4243 o
4. No load should be applied to any component until after g bracing and 4. Installation of truss is the lubeare used in a non-corrosive environment, ,
design loads be applied to any component, and are for"dry condition"of use,
STEVO
TRANS I D: 356322 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 aryAT
fabrication,handling,shipment and installation of components. necessary. r' SJJ'tIYY
7.Designlaesassumes atedadequate drainagehcis truss,a 1 f
8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f 2, /t/i fi �;
IIIIII IIIII 11111 111 IIIII IIIII IIIII 11 111 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines.
9. Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
IIIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -36) 50 2-5=(0) 0 2-3=(-258) 206
BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-141) 176
WEBS: 2x4 KDDF STAND 3-4=( -41) 34
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LETINS: 1-02-01 1-02-01 0'- 0.0" -55/ 291V -311 OH 5.50" 0.47 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625)
OVERHANGS: 12.0' 0.0" 2'- 0.0" -27/ 47V -31/ OH 1.50" 0.07 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. IODND. 2: Design checked for net(-5 psfl uplift at 24 "oc smacing.I
C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc
M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
2-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
T T MAX LL DEFL = -0.004" @ 0'- 11.6" Allowed = 0.054"
12 MAX IL DEFL = -0.004" @ 0'- 11.6" Allowed = 0.072"
6.001/ MAX HORIZ. LL DEFL = 0.005" @ 1'- 11.2"
MAX HORIZ. TL DEFL = 0.004" @ 1'- 11.2"
This truss does not include any time dependent
deformation for long term loading (creep) in the
total load deflection. The building designer
shall verify that this parameter fits with the
intended use of this component.
-/ DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19%AT TIME OF MANUFACTURE.
M-2.5x4 Design conforms to main windforce-resisting
3 /` system and components and cladding criteria.
i w Wind: 110 mph, h=2Oft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
o Enclosed, Cat.2, Exp.B, MWFRS,
A-
ii00°.' .•-•
interior zone, load duration factor=1.6
o '�
o
1 _
2 5 -/
M-3x6
D Pro `,
y y y tNE,, ,,.'°
1-00 2-00
PROVIDE FULL BEARING:Jts:2.5,4) i .1lox( ."
fif.
{
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dr
.0 t:. .`t`26,',.t�4,,"
JOB NAME . J -1443 STONE BRIDGE - G2 �� `"�
Scale: 0.8866 �� ��",� � ✓�„"-
() ?C RFS 61/30/1,
WARNINGS: GENERAL NOTES,unless otherwise noted: v ir 1. ,e.
1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Reviewer
Truss: G2 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. '�
2.Design assumes the top and bosom chords to be laterally braced at I
3.At lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ,r l j c
DES. BY: BS stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 12/11/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24263 A
SEQ. : 53 79890 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. y a Cm
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, r,«r `tit,+
design loads be applied to any component. and are for"dry condition"of use. a
TRANS I D: 356322 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A yt 0N
necessary. i N Iwr
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 7) ,�4j'r
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 AlUIL
1 �<.
IIIIII 111IIIII IIIII 1E 111 111111111 TPINYTCA in BCSI,copies of which will be furnished upon request. Digit dclde with joint anr liche.
9. Digits coincide
size of plate eintinches.. yt
MiTek USA,InC./COR1puTrun Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)