HomeMy WebLinkAboutEngineering Project Information:
Customer: Job Number:
SOLTY PLUMBING 170463
Job Name:
CUSTOM TRUSS CESPEDES RES. HORSE BARN
1890 W. ATLANTIC AVE Address:
DELRAY BEACH, FL 33444 C24 CANAL ROAD
954-786-8800 City,sr,ZIP:
FT. PIERCE, FL
General Truss Engineering Criteria & Design Loads
Building Code and Chapter: Computer Program Used:
FBC2014/TPI2007 MiTek Version:8.02 Nov 18 2016
Gravity: Gravity:
A
-.55.0 psf ROOF TOTAL LOAD N/A
Wind
170 mph from MWFRS(Directional)/C-C hybrid Wind ASCE 7-10
This package includes a Truss Index Sheet and 6 individual truss design drawings,together with the attached index of the Truss System
design drawings. I hereby certify that this serves as a cover sheet in accordance with Chapter 61 G15-31.003 of the Florida Board of
Professional Regulations.
Note:Furthermore,the responsibility of the undersigned is solely limited to the
design of the truss components shown.The suitability and use of these
trusses for any building is the responsibility of the building designer.
i Delegated Engineer: CARL G. FORBES
-
FL LIC. NO: 20699
555 S. POMPANO PKWY.
POMPANO BEACH, FL. 33069
(954) 682-6651
1 04/17/17 A2
2 04/17/17 A2A
3 04/25/17 A3
4 04/25/17 A4
5 04/25/17 A5
a_ -
fi '64/17/17 A5A
HLEi COO PY
Page 1 of 1
Job Truss Truss Type Qty Ply �CESPEDES RES. HORSE BARN
170463 A2 Monopitch 134 1
Job Reference(optional)
Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MITek Industdes,Inc.Thu Apr 27 07:14:28 2017 Page 1
12-1-8 .ID:QU6lfCDIvRwyPlkshg5_"PpHy-pODRg_K7lmEolYXOSQ9ola79GOgno6gibMyxnjzMbxf
7-0-0 13-0-0
7-0-0 6-0-0
Scale=1:37.2
4 Dead Load Defl.=1/16 In
4x6
5.00 12
Nk
3x4
3
3x4=
15
3x4
2
1 3x4=
cj 14 ry
0
� 6
s " 6 5
4x4= 1.5x4 11 3x4=
12-1-8 12-8-12
I 7-0-0 13-0-0
Plate Offsets
7-0-0 6-0-0
(X Y)— f1:0-0-2 0-2-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.04 6-12 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.12 6-12 >999 240
BCLL 0.0' Rep Stress Incr YES WB 0.67 Horz(TL) 0.02 14 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007, Matrix-AS Wind(LL) 0.08 6-12 >999 240 Weight:71 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied,except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss
OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0 erection in accordance with Stabilizer Installation guide.
REACTIONS. (lb/size) 1=725/0-8-0(min.0-1-8),14=656/0-3-8(min.0-1-8)
Max Horz 1=342(LC 12)
Max Upliftl=222(LC 12),14=358(1C 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=347/82,2-15=958/256,3-15=880/281,5.7=245/470,4-7=-2451470
BOT CHORD 1-6=498/812,5-6=498/812
WEBS 3-6=0/266,3-5=-864/555
NbTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS
(directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 12-6-12 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
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
4)Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 222 lb uplift atjoint 1 and 358 lb uplift at joint 14.
6)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and%7 gypsum sheelrock be applied directly to the bottom
chord.
7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
tCARL G. FORBES
FL LIC.NO:20699
555 S. POMPANO PKWY.
PAMP,ANO 8SACH, FL.SM69
(954}682.6661
Job Truss Truss Type City Ply CESPEDES RES. HORSE BARN
170463 A2A Monopitch 4 1
Job Reference(optional)
Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MITek Industries,Inc.Thu Apr 27 07:14:29 2017 Page 1
12-1-8 ID:CiU61fCDIvRwyPlksl 1pyI PpHy-HDnptKLlo4Mf i6DOBgl5ogKlQymXerrgOhUK9zMbxe
I 7-0-0 t 13-0-0
7-0-0 6-0-0
4x10= Scale=1:37.6
3 Dead Load Defl.=1/8 in
5.00 12
M
3x4
2
1 3x4= `?
V
u�
11
1 3x4=
6 10 v
I^0
5 4
3x4= 1.5x4 II 4x4=
12-1-6 12-8-12
I 7-0-0 I 13-0-0 i
7-0-0 6-0-0
Plate Offsets(X,Y)—[1:0-1-14,0-0-21
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.06 5-9 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.16 5-9 >979 240
BCLL 0.0' Rep Stress Incr NO WB 0.35 Horz(TL) 0.03 10 n/a n/a
BCDL 10.0 Code FBC2014/rP12007 Matrix-AS Wind(LL) 0.08 5-9 >999 240 Weight:80 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-4
OTHERS 2x4 SP No.3 with 2x4 SP No.3 with 2-10d(0.131"4')nails and cross brace spacing of 2040 oc.
MiTek recommends that Stabilizers and required cross bracing be installed during truss
REACTIONS. (lb/size) 1=1039/0-8-0(min.0-1-8),10=971/Mechanical erection in accordance with Stabilizer Installation guide.
Max Horz 1=342(LC 12)
Max Uplift1=358(LC 12),10=484(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-11=1501/624,2-11=1400/610,2-3=282/21,4-6=-414/705,3-6=-414RO5
BOT CHORD 1-5=813/1296,4-5=813/1296
WEBS 2-5=0/268,2-4=1369/907
NOTES-
1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS
(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Intedor(1)3-0-0 to 12-6-12 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
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
4)Refer to girder(s)for truss to truss connections.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 358lb uplift at joint 1 and 484 lb uplift at joint 10.
6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and YT gypsum sheetrock be applied directly to the bottom
chord.
7)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plQ
Ved:1-3=140(F=50),4-7=20
CARL Q, FORBES
FL LIC.NO: 20699
555 S. POMPANO PKWY.
PAMPANO BEACH,FL.33069
(954 687-6651
Job Truss Truss Type Qty Ply ESP DES RES. HORSE BARN
170463 A3 GABLE 2 1
Job Reference(optional)
Custom Truss,Delray Beach,FL 33444 Run:6.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:14:30 2017 Page 1
12-1-8 ID:QU6lfCDIvRwyPlkshDnf5MzPpHy-mPLB4gMOZOUWzrhPZrypg?RUQgM?G2k?2gRlsczMbxd
-2-0-0 2-4-0 6-4-0 9-4-0 12-4-0 16-4-0 18-8-0 20-8-0
2-0 2-4-0 I 4-0-0 1 3-0-0 3-0-0 1 4-0-0 I 2-4-0 1 2-0-0
Scale=1:39:0
5x5= Dead Load Deft.=1/16 in
2x4 II 2x4 II 7 2x4 II 2x4 II
2x4 11 2x4 11
r 6 8
2x4 11 2x4 11
2x4 II T T 9 2x4 II 2x4 11
5.00 12
2x4 II 3x8 3x8 7x10 II
7x10 II 5 4 17 S y 11
453 4 5x5= 1046
2 2 S 12 9
18 16
1 W5 T 3x4 3x4 11 W3 13 13 n a
l�
i 5.00 F12
3x6 II 5x14 3x6 II
20 19 15 14
5x14=
12-1-8 12-1-8
1 z-a-o 1 6-4-0 9 a-o 1 1 z-a-o 1 i s-a•o 1 1 e-a-o
2-4-0 4-0-0 3-0-0 3-0-0 4-0-0 2-4-0
Plate Offsets(X Y)— 12:0-8-0 0-2-121 f3:0.1-15 0-4101 (5.0-2-0 0-0-41 f9:0-2-0 0-0-4) 110.0-1-15 0-4-101 f12:0-8-0 0-2-121 f31.0-1-14 0-0-61 f43.0-1-14 0-0-61
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 Vert(ILL) -0.06 17 >999 360 MT20 2441190
TCDL 15.0 Lumber DOL 1.25 BC 0.27 Verl(TL) -0.14 17 >999 240
BCLL 0.0' Rep Stress Incr YES WB 0.57 Horz(TL) 0.11 15 n/a nla
BCDL 10.0 Code FBC2014/TPI2007 Matdx-AS Wind(LL) 0.03 17 >999 240 Weight:135 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied,except end verticals.
T3,T4:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied.
BOB CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed d
W3,W5,EV1V1,EV2:2x6 SP No.2 uring truss
WEBS 2x4 S `Except` erection in accordance with Stabilizer Installation guide.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 20=-290/2-4-0(min.0-1-8),19=1485/2-4-0(min.0-1-8),15=1430/2-4-0(min.0-1-8),14=-235/2-4-0(min.0-1-8)
Max Horz20=204(LC 10)
Max Uplift20=425(LC 17),19=-438(LC 12),15=433(LC 12),14=263(LC 19)
Max Grav20=30(LC 9),19=1485(LC 1),15=1430(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-45=3021849,3-45=-298/855,3-4=772/259,45=311/894,5-6=-779/342,6-7=807/433,7-8=807/452,8-9=-779/352,9-10=-209/810,
10-11=1791722,11-46=201/778,12-46=2041770,2-20=127/414,12-14=36/394
BOT CHORD 18-19=924/430,17-18=152f703,16-17=151/703,15-16=926/410
WEBS 7-17=105/532,9-16=-050/1492,9-15=7821410,518=520/1490,5-19=-844/469,2-19=616/252,12-15=5501186,6-18=-453/244,8-16=454/214
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS
(directional)and C-C Exterior(2)-1-114 to 1-0-12,Interior(l)1-0-12 to 9-4-0,Extedor(2)940 to 12-4-0 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) 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)All plates are 1.5x4 MT20 unless otherwise indicated.
5)Gable studs spaced at 1-4-0 oc.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads.
7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 425 lb uplift at joint 20,438 lb uplift at joint 19,433 lb uplift at joint 15 and 263 lb
uplift at joint 14.
9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and''%"gypsum sheelrock be applied directly to the bottom
chord.
10)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S) Standard
CARL G. FORBES
FL LIC, NO:28899
555 S. POMPANO PKWY.
PAMIPANO ErmACH, FL..33069
( }682-6651
Job Truss Truss Type Qty Ply ESP DES RES. HORSE BARN
170463 A4 ROOF SPECIAL 2 1
Job Reference(optional)
Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:14:312017 Page 1
12.1.E ID:QU6lfCDIvRmyPlkshDnf5MzPpHy-Ebval?NOKhcNa',Igq�IDIaCEd_?Ss8HKAbO2zMbxc
1 -2-0-0 2-4-0 6-4-0 1 9-4-0 1 12-4-0 1 16-4-0 1 18-8-0 t 20-8-0
2-0-0 ' 2-4-0 4-0-0 3-0-0 3-0-0 4-0-0 2-4-0 2-0-0
4x4= Scale=1:39.8
Dead Load Defl.=1/8 in
5
5.00 F12 1.5x4 11 1..5x4 II
4.
3x8-5� 3x8
3 13 7
4x6 184x6
17 5x8 II
2 R28 4
CI-2 14 12
4 x4 x4 J a
5 4 3 9 �p
Xx Ix 5.00 12 x y
3x6 11 3x6 11
16 15 11 10
5x14 MT18HS= 5x14 MT16HS=
12-1-8 12-1-8
1 2 4-0 1 6-4-0 1 9 4-0 I 12-4-0 1 16-4-0 1 18-8-0 1
2-4-0 4-0-0 3-0.0 3-0-0 4-0-0 2-4-0
Plate Offsets FU)— f2:0-1-0 0-1-121 r8:0-1-0 0-1-121.t13:0-3-13,0-2-81
LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) I/deb Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Ved(LL) -0.11 13 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.60 Ved(TL) -0.26 13 >654 240 MT18HS 244/190
BCLL 0.0' Rep Stress Incr NO WB 0.70 Horz(TL) 0.20 11 nla n/a
BCDL 10.0 Code FBC2014[TP12007 Matrix-AS Wind(LL) -0.07 13 >999 240 Weight:103 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3'Ecept* MiTek recommends that Stabilizers and required cross bracing be installed during truss
W3,W5,EV1,EV2:2x6 SP No.2 erection in accordance with Stabilizer Installation guide.
REACTIONS. All bearings 24-0.
(lb)- Max Horz 16=237(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)except 16=590(LC 17),15=728(LC 12),11=728(LC 12),10=443(LC 19)
Max Grav All reactions 250lb or less at joint(s)16,10 except 15=2362(LC M.11=2163(LC 19)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-17=511/1231,3-17=518/l287,3-4=911/425,4-5=9451534,5-6=-945/552,6-7=919/435,7-18=-43811124,8-18=431/1069,2-16=-222/585,
8-10=152/578
BOT CHORD 15-16=352/434,14-15=-1253/691,13-14=194/865,12-13=1931863,11-12=1216/690,10-11=-299/361
;VEBS 5-13=139/518,7-12=709/1868,7-11=1278/686,3-14=799/1982,3-15=1354/719,2-15=973/433,8-11=7851350,4-14=-7231429,6-12=-680/407
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS
(directional)and C-C Exter or(2)-1-11-4 to 1-0-12,Interior(l)1-0-12 to 941-0,Extedor(2)9-4-0 to 12-4-0 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)All plates are MT20 plates unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 590 lb uplift at joint 16,728 lb uplift at joint 15,728 lb uplift at joint 11 and 443 lb
uplift at joint 10.
7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the tap chord and V gypsum sheetrock be applied directly to the bottom
chord.
8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=140(1`=50),2-5=140(1`=50),5-8=-140(F=-50),8-9=140(F=50),15-16=20,13-15=20,11-13=20,10-11=20
CARS,.O. FORBES
FI,LIC.NO: 24699
556 S. POMPANO PKWY.
PAMPANO BEACH, FL..33969
(954)682.6651
Job Truss Truss Type qty, Ply �CESPEDES RES. HORSE BARN
170463 A5 ROOF SPECIAL 67 1
Job Reference(optional)
Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:14:32 2017 Page 1
P4-4- ID:QU61fCDIvRwyPlkshDnf5MzPpHy-ioSyVLOe4?kEC t4C_Ckj0lpndtOk?pIW_WBwUzMbxb
6-8-0 10-10-0 12-7-8 13-4 15-4.0
2-0-0 0-8-8 1.9.8 4-2-0 I 4-2-0 1-9-8 1 0-8 8 2-0-0 '
Scale=1:27.9
Dead Load Defl.=5/16 in
4x4=
4
5.00 12 1
1s
1.5x4 II 14 10 1.5x4 II
3 5
13 6x8 II 16 co
2 6 i d6
B1 �
66 9m
7 0
e s 11 8 ee s
6x6=
5x8-5� 5.00 12 5x8
9
24-4-0 12 Elks=24-4-0
i 0-B-8 2-6-0 I 6-8-0 I 10-10-0 I 12-7-8 113-4-0
4-2-0 4-2-0 1-9-8 0-6-B
Plate Offsets(X,)O--f2:0-0-0 0-2-101 f6:Edge 0-2-101 flO:0-3-13 0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/doff Ud PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.25 10 >618 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.55 10 >275 240
BCLL 0.0' Rep Stress Incr YES WB 0.34 Horz(TL) 0.44 6 n/a n/a
BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.14 10 >999 240 Weight:66 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc pudins.
BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
B1,B6:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss
WEBS 2x4 SP No.3 erection in accordance with Stabilizer Installation guide.
WEDGE
Left:2x4 SP No.3,Right:2x4 SP No.3
REACTIONS. (lb/size) 2=943/0-8-0(min.0-1-8),6=943/0-8-0(min.0-1-8)
Max Horz 2=113(LC 11)
Max Uplift2=AB7(LC 12),6=487(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-13=1445/472,3-13=1364/488,3-14=14811584,4-14=1368/607,4-15=1368/586,5-15=-1481/563,5-16=1364/470,6-16=1445/454
BOT CHORD 2-11=303/1262,10-11=321/1337,8-10=336/1337,6-8=30311262
VEBS 4-10=184/892,3.11=291/224,5-8=291/232
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=B.Opsf;BCDL=4.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS
(directional)and C-C Exterior(2)-2-0-0 to 140,Intedor(1)1-0-0 to&-&0,Exterior(2)6-8-0 to 9-8-0 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)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 487 lb uplift at joint 2 and 487 lb uplift at joint 6.
6)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
LOAD CASE(S)Standard
CARII..G. FORRES
FL L[C.CIO:28699
555 S. POMPANO PKV4WY.
PAMPArNO 89ACW, FL..33069
(964}682-6651
Job truss Truss Type Oly Ply CESPEDES RES. HORSE BARN
170463 A5A Roof Special 2 1
Job Reference(optional)
Custom Truss,Delray Beach,FL 33444 Run:8.020 s Nov 18 2016 Print:8.020 s Nov 18 2016 MiTek Industries,Inc.Thu Apr 27 07:14:32 2017 Page 1
24-4-o ID:OU6lfCDIvRwyPlkshDnf5MzPpHy-la�yyye4?kEC9rohGEk101trxl_skxflW wMzMbxb
I_ -2-0-0 4-0-0 I 6-8-0 I 9-4-0 I 13-4-0 1 15-4-0 i
2-0-0 2-8-0 2-8-0 4-0-0 2-0-0
5x5= Scale=1:32.6
Dead Load Defl.=1/8In
4
5.00 12 20 II 2x4 II
143 1 5 15
4x10 1 T 4x10
13 10 16
2 6
5x6 11
0
11 g 7 b
EV1 N
4x4: 4x4 EV2 d�m
s a, 5.00 12 s �o
e
s 12 3x6= 8
3x6=
24-4-0 24-4-0
i 4-0-0 1 6-8.0 { 9-4-0 I 13-4-0
4-0-6 2.8-0 2-8-0 4 0 0
LOADING(psf) SPACING- 2-0-0 CS1. DEFL, in (loc) Well Ltd PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.08 10 >999 360 MT20 244/190
TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.17 10 >877 240
BCLL 0.0` Rep Stress Incr NO WB 0.61 Horz(TL) 0.17 8 n/a n/a
BCDL 10.0 Code FBC2014ITP12007 Matrix-AS Wmd(LL) 0.08 10-11 >999 240 Weight:88lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 SP No.3`Except` MiTek recommends that Stabilizers and required cross bracing be installed during truss
EV1,EV2:2x6 SP No.2 erection in accordance with Stabilizer Installation guide.
REACTIONS. (lb/size) 12=1341/0-8-0(min.0-1-8),8=1341/0-8-0(min.0-1-8)
Max Horz12=242(LC 11)
Max Upliftl2=681(LC 12),8=681(LC 12)
FORCES. (lb)-.Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-12=1323/965,2-13=1826/952,13-14=1802/930,3-14=1698/923,3-4=191011044,4-5=-1916/1096,5-15=-1687/952,15-16=-17511977,
6-16=-1845/983,6-8=1295/1029
BOT CHORD 11-12=2521290,10-1 1=81211836,9-10=803/1835
WEBS 4-10=579/1371,6-9=-869/1712,2-11=679/1634,3-11=594/327,5-9=-6081375
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=170mph(&second gust)Vasd=132mph;TCDL=8.Opsf;BCDL=4.Opsf;h=25ft;B=4511;L=24ft;eave=oft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS
(directional)and C-C Exterior(2)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 6-8-0,Extedor(2)6-8-0 to 9-8-0 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any
other members.
5)Bearing at joint(s)12,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 681 lb uplift at joint 12 and 681 lb uplift at joint 8.
7)This truss design requires that a minimum of 7/16°structural wood sheathing be applied directly to the top chord and%gypsum sheetrock be applied directly to the bottom
chord.
8)Waming:Additional permanent and stability bracing for truss system(not part of this component design)is always required.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S)Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25
Uniform Loads(plf)
Vert:1-2=-140(F=-50),2-4=-140(F=50),4-6=-140(F=-50),6-7=140(F=-50),10-12=20,8-10=-20
CARL G. FORBES
FL.LIC.NO:20699
555 S. POMPANO PKWY.
PApIMPANO BEACH, FL.33069
(964)682.6661