HomeMy WebLinkAbout21102665JR- engMA712
512
=3x4
=5x6
=3x8
=4x6
=3x6 =4x4
=6x8
=3x6
=4x6
=5x6
=3x8
=3x4
12 8
1 7
62119
19 22
53
10
2120
4
T1 T1
B1 B1
B2 B2
W5
W1W1
W4
W3
W2
W4
W3
W2
1-02-12
1-02-12
1-02-12
19-10-00
4-05-00
18-07-04
4-05-00
5-07-12
4-03-04
9-11-00
4-03-04
14-02-04
1-04-08
19-10-00
1-04-08
1-04-08
4-03-04
14-02-04
4-03-04
9-11-00
4-03-04
18-05-08
4-03-04
5-07-126-066-03-133-06-11Scale = 1:51.7
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)30.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL)-0.11 10 >999 240 MT20 197/144
Snow (Pf/Pg)26.9/35.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.21 10-11 >995 180
TCDL 15.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.20 8 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 78 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
3-10-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing.
REACTIONS (size)8=5-08, (min. 1-11), 12=5-08, (min.1-11)
Max Horiz 12=-166 (LC 9)
Max Uplift 8=-185 (LC 14), 12=-185 (LC 13)
Max Grav 8=1091 (LC 2), 12=1091 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-19=-2157/382, 3-19=-2052/395,
3-20=-2005/251, 4-20=-1904/271,
4-21=-1904/293, 5-21=-2005/273,5-22=-2052/290, 6-22=-2157/277BOT CHORD 10-11=-390/1937, 9-10=-183/1920
WEBS 4-10=-177/1552, 6-8=-1014/249,
2-12=-1014/272, 3-11=-318/105,
2-11=-255/1850, 5-10=-245/274,
5-9=-318/98, 6-9=-218/1850
NOTES
1)This truss has been checked for uniform roof live load
only, except as noted.
2)Wind: ASCE 7-10; Vult=140mph (3-second gust)Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp B; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to6-11-0, Exterior (2) 6-11-0 to 12-11-0, Interior (1) 12-11-0to 16-10-0, Exterior (2) 16-10-0 to 19-10-0 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3)TCLL: ASCE 7-10; Pr=30.0 psf (roof live load: Lumber
DOL=1.25 Plate DOL=1.25); Pg=35.0 psf (ground
snow); Pf=26.9 psf (flat roof snow: Lumber DOL=1.15
Plate DOL=1.15); Category II; Exp B; Partially Exp.;
Ct=1.10
4)Unbalanced snow loads have been considered for thisdesign.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
6)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 185 lb uplift atjoint 12 and 185 lb uplift at joint 8.
7)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 80 Wilfin Rd.
S01 Scissor 9 121102665JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Mar 14 09:54:17 Page: 1
ID:ffM8XF1Ixo4V4uPXflrLtwyOd?p-Im4Emcnt?qYvXmqyp?6p2M?TDLj8jIgs?e024xzb3jq
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
912
=5x8 =8x8
=3x6
=MT20HS 7x14
=8x8 =4x10
=4x6
=6x8
=M18AHS 7x16
=4x6
=4x10
=8x8
=MT20HS 7x14
=3x6
=8x8
=5x8
1
14 13 12
11
1022623
3 9
84
24 2557
6
T1
T2
T1
T2
B2B1
W3
W1 W1
W2W2
HW1HW1
16-00-00
2-06-07
25-04-03
2-06-07
6-06-04
2-04-15
17-00-15
2-04-15
14-08-00
3-11-13
29-04-00
3-11-13
3-11-13
5-08-13
12-03-01
5-08-13
22-09-12
11-00
11-00
11-00
29-04-00
5-07-04
28-05-00
5-07-04
6-06-04
16-03-08
22-09-1211-06-106-108-00-129-049-0410-09-0611-06-10Scale = 1:77.8
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)30.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL)-0.56 12-14 >618 240 MT20 244/190
Snow (Pf/Pg)26.9/35.0 Lumber DOL 1.25 BC 0.56 Vert(CT)-0.88 12-14 >391 180 MT20HS 187/143
TCDL 15.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.02 11 n/a n/a M18AHS 186/179
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS Attic -0.35 12-14 >560 360
BCDL 10.0 Weight: 249 lb FT = 20%
LUMBER
TOP CHORD 2x8 SP 2400F 2.0E
BOT CHORD 2x10 SP 2400F 2.0E
WEBS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
Right: 2x4 SPF No.2
BRACINGTOP CHORD Structural wood sheathing directly applied or5-6-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 5-7
REACTIONS (size)1=5-08, (min. 1-12), 11=5-08, (min.
1-12)
Max Horiz 1=-291 (LC 9)
Max Uplift 1=-26 (LC 13), 11=-26 (LC 14)
Max Grav 1=2127 (LC 27), 11=2127 (LC 28)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 1-2=-3036/98, 2-23=-2855/11,
3-23=-2800/17, 3-4=-2757/25,
4-24=-1940/147, 5-24=-1662/183, 5-6=0/840,
6-7=0/840, 7-25=-1662/183, 8-25=-1939/147,
8-9=-2755/23, 9-26=-2798/16,10-26=-2854/9, 10-11=-3034/8
BOT CHORD 1-14=-159/2357, 13-14=0/1880,
12-13=0/1880, 11-12=0/2186
WEBS 8-12=0/1540, 4-14=0/1540, 5-7=-2777/176,
2-14=-667/213, 10-12=-670/216
NOTES
1)This truss has been checked for uniform roof live loadonly, except as noted.
2)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 1-1-12 to 4-1-12, Interior (1) 4-1-12
to 11-8-0, Exterior (2) 11-8-0 to 17-5-4, Interior (1)
17-5-4 to 25-2-4, Exterior (2) 25-2-4 to 28-2-4 zone;cantilever left and right exposed ; end vertical left andright exposed;C-C for members and forces & MWFRSfor reactions shown; Lumber DOL=1.60 plate gripDOL=1.60
3)TCLL: ASCE 7-10; Pr=30.0 psf (roof live load: LumberDOL=1.25 Plate DOL=1.25); Pg=35.0 psf (groundsnow); Pf=26.9 psf (flat roof snow: Lumber DOL=1.15
Plate DOL=1.15); Category II; Exp B; Partially Exp.;
Ct=1.10
4)Unbalanced snow loads have been considered for this
design.
5)All plates are MT20 plates unless otherwise indicated.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Ceiling dead load (10.0 psf) on member(s). 4-5, 7-8, 5-7;Wall dead load (5.0psf) on member(s).8-12, 4-14
8)Bottom chord live load (40.0 psf) and additional bottom
chord dead load (5.0 psf) applied only to room. 12-14
9)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 26 lb uplift at joint1 and 26 lb uplift at joint 11.
10)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
11)Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 80 Wilfin Rd.
T01 Attic 14 121102665JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Mar 14 09:54:17 Page: 1
ID:vC_q7mmxoEd?H6_3ALvQJayOd_t-Im4Emcnt?qYvXmqyp?6p2M?O5Li2jFxs?e024xzb3jq
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
912
=5x8 =6x8 =2x4
=6x8
=6x8
=6x8
=5x8
1
20 19 18 17 16 15 14
13
122
113410
95
29 30
21
6 8
7
T2
T1
T2
T1
B2B1
W2
W1 W1
ST3
ST2
ST1
ST2
ST1
16-00-00
2-05-01
17-01-01
2-05-01
14-08-00
5-08-11
12-02-15
5-08-11
22-09-12
6-06-04
29-04-00
6-06-04
6-06-04
11-00
11-00
5-07-04
6-06-04
6-06-04
29-04-00
16-03-08
22-09-1211-06-106-108-00-129-049-0410-09-0611-06-10Scale = 1:72.5
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)30.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL)n/a -n/a 999 MT20 244/190
Snow (Pf/Pg)26.9/35.0 Lumber DOL 1.25 BC 0.17 Vert(TL)n/a -n/a 999
TCDL 15.0 Rep Stress Incr YES WB 0.19 Horiz(TL)0.01 13 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 252 lb FT = 20%
LUMBER
TOP CHORD 2x8 SP 2400F 2.0E
BOT CHORD 2x10 SP 2400F 2.0E
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
JOINTS 1 Brace at Jt(s): 21
REACTIONS All bearings 27-06-00.
(lb) -Max Horiz 1=-308 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)
1, 13, 16, 20 except 14=-156 (LC
13), 15=-1600 (LC 27), 18=-111
(LC 13), 19=-976 (LC 19)
Max Grav All reactions 250 (lb) or less at joint(s) 13, 15, 19 except 1=734 (LC 2),14=1630 (LC 2), 16=1797 (LC 28),18=1697 (LC 27), 20=276 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-843/124, 2-3=-793/158, 3-4=-737/205,4-5=-671/212, 5-29=-925/294,
6-29=-684/310, 6-7=-310/84, 7-8=-309/90,
8-30=-677/310, 9-30=-925/294,
9-10=-648/195, 10-11=-715/189,
11-12=-894/158, 12-13=-745/101
BOT CHORD 1-20=-201/622, 19-20=-88/620,18-19=-88/620, 17-18=-87/616,16-17=-87/616, 15-16=-85/618,14-15=-86/617, 13-14=-86/623
WEBS 12-14=-367/104, 6-21=-446/325,
8-21=-446/325, 5-18=-586/339,
9-16=-592/323
NOTES
1)This truss has been checked for uniform roof live load
only, except as noted.
2)Wind: ASCE 7-10; Vult=140mph (3-second gust)Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner (3) 0-11-0 to 3-11-0, Exterior (2) 3-11-0
to 11-8-0, Corner (3) 11-8-0 to 17-5-9, Exterior (2)
17-5-9 to 26-0-8, Corner (3) 26-0-8 to 29-0-8 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind (normal to the face),
see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-10; Pr=30.0 psf (roof live load: Lumber
DOL=1.25 Plate DOL=1.25); Pg=35.0 psf (ground
snow); Pf=26.9 psf (flat roof snow: Lumber DOL=1.15
Plate DOL=1.15); Category II; Exp B; Partially Exp.;Ct=1.10
5)Unbalanced snow loads have been considered for this
design.
6)All plates are 3x6 MT20 unless otherwise indicated.
7)Gable studs spaced at 2-0-0 oc.
8)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
9)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 100 lb uplift atjoint(s) 13, 20, 1, 16 except (jt=lb) 19=975, 15=1599,14=155, 18=111.
10)Non Standard bearing condition. Review required.
11)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
12)This truss has large uplift reaction(s) from gravity load
case(s). Proper connection is required to secure truss
against upward movement at the bearings. Building
designer must provide for uplift reactions indicated.
13)Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 80 Wilfin Rd.
T01GE Attic Supported Gable 2 121102665JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Mar 14 09:54:17 Page: 1
ID:40WGB9T0eF50ve4npTN6R6yOctV-Im4Emcnt?qYvXmqyp?6p2M?YBLoAjMOs?e024xzb3jq
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
912
=5x8
=3x6 =6x8
=5x6 =3x6
=4x6
=6x8
=8x8
=4x6
=3x6
=5x6
=6x8
=3x6
=5x8
1
14 13 12
11
2421210
3 9
4 8
22 23
5 7
6
T1
T2
T1
T2
B1 B2
W3
W1 W1
W2W2
16-00-00
2-06-07
6-06-04
2-06-07
25-04-03
2-04-15
14-08-00
2-04-15
17-00-15
3-11-13
3-11-13
3-11-13
29-04-00
5-08-13
22-09-12
5-08-13
12-03-01
11-00
11-00
11-00
29-04-00
5-07-04
28-05-00
5-07-04
6-06-04
16-03-08
22-09-1211-06-106-108-00-129-049-0410-09-0611-06-10Scale = 1:77.8
Loading (psf)Spacing 5-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)30.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL)-0.36 12-14 >970 240 MT20 244/190
Snow (Pf/Pg)26.9/35.0 Lumber DOL 1.25 BC 0.40 Vert(CT)-0.56 12-14 >613 180
TCDL 15.0 Rep Stress Incr NO WB 0.32 Horz(CT)0.01 11 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS Attic -0.22 12-14 >874 360
BCDL 10.0 Weight: 993 lb FT = 20%
LUMBER
TOP CHORD 2x8 SP 2400F 2.0E
BOT CHORD 2x10 SP 2400F 2.0E
WEBS 2x4 SPF No.2
BRACING
TOP CHORD 2-0-0 oc purlins (6-0-0 max.)
(Switched from sheeted: Spacing > 2-0-0).
BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing.
REACTIONS (size)1=5-08, (min. 1-08), 11=5-08, (min.1-08)
Max Horiz 1=-774 (LC 11)
Max Uplift 1=-141 (LC 13), 11=-141 (LC 14)
Max Grav 1=5503 (LC 27), 11=5503 (LC 28)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-21=-7735/11, 2-21=-7468/24,2-3=-7118/45, 3-4=-6871/63,4-22=-4826/364, 5-22=-4132/458,5-6=0/2081, 6-7=0/2081, 7-23=-4131/457,8-23=-4825/364, 8-9=-6867/60,9-10=-7114/41, 10-24=-7462/19,11-24=-7729/7
BOT CHORD 1-14=-227/6150, 13-14=0/4685,12-13=0/4685, 11-12=0/5779
WEBS 8-12=0/3863, 4-14=0/3863, 5-7=-6881/420,
2-14=-2040/483, 10-12=-2048/490
NOTES
1)4-ply truss to be connected together with 10d
(0.131"x3") nails as follows:
Top chords connected as follows: 2x8 - 2 rows
staggered at 9-00 oc.
Bottom chords connected as follows: 2x10 - 2 rows
staggered at 9-00 oc.
Web connected as follows: 2x4 - 1 row at 9-00 oc.
Attach TC w/ 1/2" diam. bolts (ASTM A-307) in thecenter of the member w/washers at 4-0-0 oc.Attach BC w/ 1/2" diam. bolts (ASTM A-307) in thecenter of the member w/washers at 4-0-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front (F) or back (B) face in the LOADCASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B),
unless otherwise indicated.
3)This truss has been checked for uniform roof live load
only, except as noted.
4)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp B; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-3-8 to 3-3-8, Interior (1) 3-3-8 to
11-8-0, Exterior (2) 11-8-0 to 17-5-4, Interior (1) 17-5-4
to 26-0-8, Exterior (2) 26-0-8 to 29-0-8 zone; cantilever
left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
5)TCLL: ASCE 7-10; Pr=30.0 psf (roof live load: Lumber
DOL=1.25 Plate DOL=1.25); Pg=35.0 psf (ground
snow); Pf=26.9 psf (flat roof snow: Lumber DOL=1.15
Plate DOL=1.15); Category II; Exp B; Partially Exp.;
Ct=1.10
6)Unbalanced snow loads have been considered for this
design.
7)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members.8)Ceiling dead load (10.0 psf) on member(s). 4-5, 7-8, 5-7;
Wall dead load (5.0psf) on member(s).8-12, 4-14
9)Bottom chord live load (40.0 psf) and additional bottom
chord dead load (5.0 psf) applied only to room. 12-14
10)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 141 lb uplift at
joint 1 and 141 lb uplift at joint 11.
11)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
12)Attic room checked for L/360 deflection.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 80 Wilfin Rd.
T01GR Attic 2 421102665JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Mar 14 09:54:17 Page: 1
ID:6ouE8XMIbN4FTDGWmSfw4JyOcpn-Im4Emcnt?qYvXmqyp?6p2M?RNLkejKOs?e024xzb3jq