HomeMy WebLinkAboutSUBMITTED PAPERS_2Lumber design values are' in accordance with ANSIrI PI 1-2007 section 6.3.
A-1 ROOF These truss designs rely on lumber values established by others.
ME TRUSSES
A FLORIDA CORPORATION
RE: Job 59895R
A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FL 34946
Customer Info: ADVANCED ARCHITECTURE & PLANNING Project Name: CHLADNY RESIDENCE
Lot/Block: Model: CHLADNY RESIDENCE
Address: INDIAN RIVER DRIVE, FORT PIERCE, FL Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions): ,
Design Code: FBC2010/TPI2007 Design Program: MiTek 20/20 7.5
Wind Code: ASCE 7-10 Wind Speed: 170 MPH
Roof Load: 47.0 psf Floor Load: 0.0 psf
This package includes 56 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
No.
Seal #
Truss Name
Date
1
A0430291
A01
10/30/14
13
A0430302
C01
10/30/14
25
A0430314
CJ5P
10/30/14
2
A0430318
GE3
10/30/14
14
A0430303
CO2
10/30/14
26
A0430315
CJ5PS
10/30/14
3
A0430292
A02
10/30/14
15
A0430304
CA
10/30/14
27
A0430316
GE1
10/30/14
4
A0430293
A03
10/30/14
16
A0430305
CAA
10/30/14
28
A0430317
GE2
10/30/14
5
A0430294
A04
10/30/14
17
A0430306
CAP
10/30/14
29
A0430319
HAP
10/30/14
6
A0430295
A05
10/30/14
18
A0430307
CA PS
10/30/14
30
A0430320
HAP
10/30114
7
A0430296
A06
10/30/14
19
A0430308
CJ3
10/30/14
31
A0430321
HJ7
10/30/14
8
A0430297
A07
10/30/14
20
A0430309
CJ3A
10/30/14
32
A0430322
HJ7A
10/30/14
9
A0430298
A08
10/30/14
21
A0430310
CJ3P
10/30/14
33
A0430323
AP
10/30/14
10
A0430299
A09
10/30/14
22
A0430311
CJ3PS
10/30/14
34
A0430324
APA
10/30/14
11
A0430300
B01
10/30/14
23
A0430312
CJ5
10/30/14
35
A0430325
AP
10/30/14
12
A0430301
I B02
10/30/14
24
A0430313
CJ5A
10/30/14
36
A0430326
I J7
10/30/14
The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA 1 Roof
Trusses, Ltd.
Truss Design Engineer's Name: Julius Lee. My license renewal date for the state of Florida is February 28,2015.
NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown.
The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2.
J '
LICENSE •. F�
* N 34869
LLJ :
�0 STATE OF �`
�i FLORIOP` •' Gi`
,.
l (• 1109 COASTAL BAY" _% '
BOYNTON BEACH, FIP' 3343!
Digitally signed by JULIUS LEE
DN: cn=JULIUS LEE, o=TRUSS
/:`,',,,ENGINEER, ou=STRUCTURAL PE,
-; ema_il=jlenterprises2012@yahoo.
corn, c=,US
Date: 2014.10.3016:04:39-04'00'1
Page 1 of 2
Lumber design values are'in accordance with ANSI/TPI 1-2007 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job 59895R
No.
Seal #
Truss Name
Date
37
A0430327
RA
10/30/14
38
A0430328
J7B
10/30/14
39
A0430329
VS
10/30/14
40
A0430330
Oil
10/30/14
41
A0430331
0J10
10/30/14
42
A0430332
Oil
10/30/14
43
A0430333
0J2
10/30/14
44
A0430334
0J3
10/30/14
45
A0430335
0J4
10/30/14
46
A0430336
OJ5
10/30/14
47
A0430337
0J6
10/30/14
48
A0430338
OR
10/30/14
49
A0430339
OJ8
10/30/14
50
A0430340
0J9
10/30/14
51
A0430341
V11
10/30114
52
A0430342
V15
10/30/14
53
A0430343
V3
10/30/14
54
A0430344
V4
10130114
55
A0430345
V7
10/30114
56
A0430346
V8
10/30/14
Page 2 of 2,
,�i
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
A0430291
59895R
A01
Roof Special
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:28 2014 Page
ID:PyrXMd7nbMofizAd_KK9?yQHMH-b3R?xtHj2KvoXgU5kgESP7ceKrwN BKdA?OetPByOBrri
2-0-0, 4 11-13 8 6 8 , 14 0-0 19 7-8 23-0-3 , 28-0-0 ,30-0-q
2-0 0 4-11-13 3-6-12 4: 8 5-7-8 3-4-1
4 11 4 11-13 2-0 0
4x4 =
8.00 F12
Dead Load Defl. = 3116 in
3x6 i 44 = 1.5x4 11 x 1.5x4 11 44 = x',
6x8 = 6x8 =
19-7-8 23-0-3 , 28-0-0
' 4-11-13
' 3-6-12 ' 5-5-8
5-7-8 3-4-11 '
4-11-13
Plate Offsets (X,Y)—[2:0-2-0,0-1-8], [3:0-1-12,0-1-8], [5:0-1-0,0-1-8], [6:0-2-0,0-2-8], [7:0-1-4,0-2-0], [9:0-1-12,0-1-8], [10:0-2-0,0-1-8], [12:0-2-0,0-1-8], [14:0-5-8,04-0], 116:0-5-I
0-4-01 r18:0-2-0 0-1-81
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft
- L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.91
Vert(LL) 0.12 15-16 >999
360
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.57
Vert(TL) -0.28 14-15 >999
240
BCLL 0.0
Rep Stress Incr YES
WB 0.66
Horz(fL) 0.12 10 n/a
n/a
BCDL 10.0
Code FBC2010[TP12007
(Matrix-M)
Weight: 181 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2''Except'
132,134: 2x4 SP No.3
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD
Rigid ceiling directly applied or 5-8-6 oc bracing.
WEBS
1 Row at midpt 5-15, 6-15, 7-15
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
2 =
1464/0-5-8 (min. 0-2-12)
10 =
1464/0-8-0 (min.0-2-12)
Max Horz
2 =
-611(LC 10)
Max Uplift
2 =
-772(LC 12)
10 =
-772(LC 13)
Max Grav
2 =
1486(LC 21)
10 =
1487(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3065/1699,34=-3046/1760,
4-5=-2937/1777,5-6=-2285/1450,
6-7=-2286/1446,7-8=-2979/1798,
8-9=-3083/1781, 9-10=-3060/1695
BOT CHORD
2-18=1061/3045, 17-18=160/255,
5-16=307/666, 15-16=-925/2320,
14-15=-955/2364, 7-14=-311/679,
12-13=-165/252, 10-12=-1075/3228
WEBS
3-18=386/254, 16-18=918/2177,
5-15=1261/879, 6-15=1076/1725,
7-15=1292/899, 12-14=-928/2207,
9-12=397/252
WEBS
3-18=386/254, 16-18=918/2177,
5-15=1261 /879, 6-15=1076/1725,
7-15=1292/899, 12-14=-928/2207,
9-12=-397/252
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=5.Opsf, BCDL=5.Opsf; h=34ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reacfions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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 100 lb uplift at
joint(s) except at --lb) 2=772, 10=772.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type '
Qty
Ply
RES
59895R
A02
Hip
1
1
�ADVANCEDARCH/CHLADNY
A0430292
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:29 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9TyQHMH-3F?N8DHMpd 1 f8_3HHslhyL9rVFFGwpSJE2OQxdyOBm:
2-10 5-10-7 13 0 0 1(r0 0+ 22-1-9 28-0-0 30-0-0
2-0 0 5 10 7 7-1-9 2-0 0 7-1-9 (r10 7 2-0 0
4x6 i 46 Q
8.00 F12
Of�
4x4 =
1.5x4 11 3x4 = 1.5x4 11 4x4 =
3x4 = 3x4 =
5 10 7 , 3-0- 10 15 '01
22-1-9 26 0 0
2-0-a 7-1-s 5-16.7
Dead Load Defl. = 3/16 in
Plate Offsets(X,Y)--f2:0-0-3,Edgel,f3:0-3-0,0-0-121,f4:0-3-0
Edgel.f5:0-3-8,0-2-81,f6:0-3-8,0-2-81
17:0-3-O,Edgel.f8:0-3-0,0-0-121
f9:0-0-3 Edgel
LOADING(psf)
SPACING- � 2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC
0.82
Vert(LL)
0.23 14-15
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC
0.59
Vert(TL)
-0.38 14-15
>885
240
BCLL 0.0 `
Rep Stress Incr YES
WB
0.56
HOrz(fL)
0.10 9
n/a
n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 161 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 `Except`
T3: 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-5-10 oc bracing.
WEBS
1 Row at midpt 3-1418-12
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1464/0-5-8 (min. 0-2-11)
9 =
1464/0-8-0 (min. 0-2-11)
Max Horz
2 =
-574(LC 10)
Max Uplift
2 =
-763(LC 12)
9 =
-763(LC 13)
Max Grav
2 =
1464(LC 1)
9 =
1464(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3057/1767,34=-2235/1397,
4-5=-2215/1437, 5-6=-1901/1418,
6-7=-2215/1437,7-8=-2234/1397,
8-9=-3056/1766
BOT CHORD
2-15=1137/2597, 14-15=-1137/2416,
13-14=-380/1400,12-13=-380/1400,
11 -1 2=-1 149/2433, 9-11 =1 149/2753
WEBS
3-15=0/265, 3-14=-1214/883,
5-14=377/665,6-12=-377/664,
8-12=1213/882, 8-11=01265
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=34ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation
about its center. 11,
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) `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.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Ot=lb) 2=763, 9=763.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
NOTES-
1) Unbalanced roof live loads have been considered for this Julius Lee; P.E.434869
design. 1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
A0430293
59895R
A03
Hip
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:29 2014 Pagc
I D:PyrXMd7nbMoflzAd_KK9?yQHMH-3F?N8DHMpdi f8_3HHslhyL9rSFFFwohJE2OQxdyOBm:
2-0 0 6-1 0 3 11-0-0 17-0 0 21-1-13 , 28 0 0 30.0 0,
r 2-0 0 6-10-3 4 1-13 6 0 0 4-1-13 6 10 3
4x4
48 =
Dead Load Defl. = 3/8 in
46 = 3x8 = — 3x4 = —
28-M
11-0-0
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL . 20.0
Plates Increase
1.25
TC 0.82
Vert(LL)
-0.22 9-17
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.59
Vert(TL)
-0.61 9-17
>554
240
BCLL 0.0 `
Rep Stress Incr
YES
WB 0.60
Horz(rL)
0.06 7
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 150 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 `Except`
T2: 2x4 SP No.2
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-13 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 7-1-13 oc bracing.
WEBS
1 Row at midpt 5-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer) uide.
REACTIONS. (lb/size)
2 =
1464/0-5-8 (min.0-2-11)
7 =
1464/0-8-0 (min.0-2-11)
Max Horz
2 =
-498(LC 10)
Max Uplift
2 =
-744(LC 12)
7 =
-744(LC 13)
Max Grav
2 =
1464(LC 1)
7 =
1464(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3105/1701, 3-4=-2333/1606,
4-5=-1949/1459,5-6=-2349/1605,
6-7=-3136/1701
BOT CHORD
2-11=1319/4532, 10-11=562/1550,
9-10=562/1550, 7-9=-1398/4698
WEBS
3-11=-802/672, 4-11=-407/764,
5-9=-4091795,6-9=-802/672
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=5.Opsf; BCDL=5.0psf; h=34ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) ` 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, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=744, 7=744.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E.. 214869
1109 Coastal Bay
Boynton Beach, FL 33435
Jab
Truss
Truss Type
Qty
PIy
ADVANCED ARCH/CHLADNY RES
59895R
A04
Hip
1
1
A0430294
Job Reference (optional)
Al ROOF -I BUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:30 2014 Page
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-XRZmMZI ax9Wm7eTraGwVYh16fWdfIASTi7_T3yOBm1
5-2-11 9 0.0 14-0-0 19-0-0 22=9-5 28-0.0 30-0-0
2-0.0 ' 5-2-11 3 9 5 5-0-0 5 0.0. 3 9 5 5-2-11 0
44 =
3x4 =
44 =
Dead Load Defl. = 5116 in
3X6 = aa� — oxa — •••••• —
9-0-0 19-0-0 28-0-0
s-n-n 1n_n> n n.n_n
Plate Offsets(X,Y)—r2:0-6-0,0-0-101,r4:0-2-4,0-2-01,r6:0-2-4,0-2-01.f8:0-6-0,0-0-101
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES
GRIP
TCLL 20.0
Plates Increase 1.25
TC
0.76
Vert(LL)
-0.28 10-12
>999
360
MT20 '
244/190
TCDL 17.0
Lumber Increase 1.25
BC
0.91
Vert(TL)
-0.60 10-12
>563
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.40
Horz(TL)
0.08 8
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 151 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-1-13 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 54-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
1464/0-5-8 (min.0-2-9)
8 =
1464/0-8-0 (min.0-2-9)
Max Horz
2 =
422(LC 10)
Max Uplift
2 =
-714(LC 12)
8 =
-714(LC 13)
Max Grav
2 =
1464(LC 1)
8 =
1464(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2800/1837,34=-2462/1710,
4-5=-2074/1547,5-6=-2074/1547,
6-7=-2462/1710, 7-8=-2799/1836
BOT CHORD
2-12=1186/2978, 12-19=1023/1942,
11-1 9=-1023/1942,11-20=-1023/1942,
10-20=-1023/1942, 8-1 0=1 196/3131
WEBS
3-12=-658/552, 4-12=-555/911,
5-12=341/403, 5-10=-341/402,
6-1 O=555/910, 7-10=-657/551
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Enc1., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) Plate(s) at joint(s) 4, 6, 2, 12, 3, 5, 10, 7 and 8 checked
for a plus or minus 0 degree rotation about its center.
6) Plate(s) at joint(s) 11 checked for a plus or minus 5
degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
8) . 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, with BCDL =
10.0psf.
9) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=714. 8=714.
10) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E.,934869
1109 Coastal Bay
Boynton Beach, FL ,33435'
Job
Truss
Truss Type
City
ADVANCED ARCH/CHLADNY RES
A0430295
59895R
A05
Hip Girder
1
�PIY
1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:30 2014 Pagc
ID:PyrXMd7nbMofizAd_KK9?yQHMH-XRZmMZI—ax9Wm7eTraGwVYh 1 hfZafG?STi7_T3yOBml
2-10 7-0-0 14-0-0 21-0-0 28-0-0 30-0-0
2-0-0 7-0-0 7-0-0 7-0-0 7-0-0 2-0 0
Dead Load Dell. = 1 /4 in
�1
10
23 24
25 9 26
27
28
8
7
1.5x4 I
I
5x8 =
1.5x4 I I
3x6 =
3x6 —
7-0 0
14-0-0
21-0-0
28-0-0
7-0-0
7-0-0
7-0-0
7-0-0
Plate Offsets (X
Y)—
[2:0-6-0 0-0-101 [3:0-6-12 0-5-121 [4:0-4-0,0-1-81 f5:0-6-12,0-5-12],[6:0-6-0,0-0-101,[9:0-4-0 0-3-01
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.73
Vert(LL)
0.26 8-9
>999
360
MT20
244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.72
Vert(TL)
-0.38 8-9
>876
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.54
Horz(TL)
0.14 6
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 150 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30 'Except'
T2: 2x6 SP 240OF 2.0E
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-1-1 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 4-8-6 oc bracing.
WEBS
1 Row at midpt 3-9, 5-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in,
accordance with Stabilizer Installation auide.
REACTIONS. (lb/size)
2 =
2426/0-5-8 (min.0-3-4)
6 =
2426/0-8-0 (min. 0-3-3)
Max Horz
2 =
-344(LC 25)
Max Uplift
2 =
-1947(LC 8)
6 =
-1917(LC 9)
Max Grav
2 =
2745(LC 33)
6 =
2687(LC 34)
FORCES. (lb)
Max. Comp./Max. Ten: - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=4010/2906, 3-17=-4329/3377,
17-18=-4331/3379,18-19=4333/3380,
4-19=-4336/3382,4-20=-4336/3382,
20-21=4333/3380, 21-22=433113379,
5-22= 4329/3378, 5-6=3908/2853
BOT CHORD
2-10=2432/3396, 10-23=2437/3414,
23-24=-2437/3414,24-25=-2437/3414,
9-25=-2437/3414, 9-26=-2306/3306,
26-27=-2306/3306, 27-28=-2306/3306,
8-28=2306/3306, 6-8=2302/3289
WEBS
3-10=160/651, 3-9=-1317/1508,
4-9=-1 310/1441, 5-9=-1 255/1496,
5-8=-161 /651
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) ' 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.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=1947, 6=1917.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 511 lb
down and 522 lb up at 7-0-0, 293 lb down and 282 lb up
at 9-0-12, 293 lb down and 282 lb up at 11-0-12, 293 lb
down and 282 lb up at 13-0-12, 293 lb down and 282 lb
up at 14-11-4, 293 lb down and 282 lb up at 16-11-4,
and 293 lb down and 282 lb up at 18-11-4, and 483 lb
down and 567 lb up at 21-0-0 on top chord, and 430 lb
down and 275 lb up at 7-0-0, 68 lb down at 9-0-12, 68 lb
down at 11-0-12, 68 lb down at 13-0-12, 68 lb down at
14-11A, 68 lb down at 16-11-4, and 68 lb down at
18-11-4, and 430 lb down and 275 lb up at 20-11-4 on
bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
10) 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: 1-3=-74, 3-5=-74, 5-7=-74, 11-14=20
Concentrated Loads (lb)
Standard
Vert: 3=-181(B) 5=181(B) 10=-299(B) 8=299(B)
17=-120(B) 18=-120(B) 19=120(B) 20=-120(B)
21=-120(B) 22=-120(B) 23=40(B) 24=-40(B) 25=40(B)
26=40(B) 27=40(B) 28= 40(13)
Jullus Lee, P.E.434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
59895R
A06
Hip
1
1
A0430296
Job Reference (optional)
Al KUUF I KUJJtS, KM I HLKUL, FL 34945 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:31 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-?e78ZvJcLFHNOHDfPHo91 mECH3xzOgSchLtXOWyOBm(
-2-0 0 4 11-13 8 6-8 13 0 0 15 0 0 19-7-8 23 4 2 28-0-0 30-0-0
2-0 0 4-11-13 3 6 12 4 5 8 2-0-0 4-7-8 3 8 10 4-7-14 2-0-0
44 = 4x4 =
8.00 12
IM
3x6 i
4x4 = 1.5x4 11 1.5x4 11 4x4 = 3x6
6x8 = 6x8 =
Dead Load Defl. =1/8 in
' 4-11-13
3-6-12 ' 4-5-8
' 2-0-0'
4-7-8 3-8-10
1 4-7-14 '
Plate Offsets (X,Y)—[2:0-2-0,0-1-8], [3:0-1-12,0-1-8], [5:0-1-8,0-1-8], [7:0-2-4,0-2-0], [8:0-1-8,0-1-8], [10:0-1-12,0-1-8], [11:0-2-0,0-1-8], [13:0-2-0,0-1-8], [15:0-5-8,04-0], [18:0-5
,04-01,[20:0-2-0,0-1-121
LOADING(psf)
SPACING- 2-0-0
CS1.
DEFL.
in (loc) r I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.74
Vert(LL)
0.16 17-18 >999
360
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.58
Vert(TL)
-0.26 17-18 >999
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.71
Horz(rL)
0.11 11 n/a
n/a
BCDL 10.0
Code FBC201 O/TP12007
(Matrix-M)
Weight: 190 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 *Except*
132,134: 2x4 SP No.3
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0-5 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-6-12 oc bracing.
WEBS
1 Row at midpt 5-17, 8-16
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1464/0-5-8 (min. 0-2-11)
11 =
1464/0-8-0 (min. 0-2-11)
Max Horz
2 =
-574(LC 10)
Max Uplift
2 =
-764(LC 12)
11 =
-763(LC 13)
Max Grav
2 =
1464(LC 1)
11 =
1464(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3004/1722,3-4=-2970/1782,
4-5=-2861/1799, 5-6=-2308/1530,
6-7=-1948/1418,7-8=-2309/1526,
8-9=-2893/1810,9-10=-3007/1793,
10-11=-3026/1732
BOT CHORD
2-20=1082/2955, 5-18=-329/685,
17-18=-924/2235, 16-17=380/1448,
15-16=-957/2282, 8-15=-314/673,
11-13=-1122/2965
WEBS
3-20=377/262, 18-20=952/2142,
3-18=-282/258, 5-17=-1181/814,
WEBS
3-20=-377/262, 18-20=-952/2142,
3-18=282/258, 5-17=-11811814,
6-17=-546/882, 7-16=-533/870,
8-16=1213/837, 13-15=-989/2191,
10-1 3=361/253
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Extedor(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 3x4 MT20 unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation
about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent 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 100 lb uplift at
joint(s) except (jt=lb) 2=764, 11=763.
9) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Jullus Lee; P.E..#34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
City
RES
A0430297
59895R
A07
Hip
1
�Ply
1
�ADVANCEDARCH/CHLADNY
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:32 2014 Page
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-Tqh WmFKE6YPE?Rosz?JOaznMbSDp77Xlw?o4YyyOBm
2-0 0 4 11-13 8 6 8 11-0-0 17-0 0 19 7-8 23 4 3 28-0 0 30 0.0
2-0 0 4-11-13 3 6 12 2-N 6-0 0 2-7-8 3 8 11 4-7-13 2-0 0
4x6
44
1.5x4 11
8.00 F12 4 7
3x4 i W5 3x4,
3 4 8
0
2 1 HAr
5 13 9 10Ig ]
1 17 16 24 25 314= 12 11
4x4 =
3x6 4x4 = 1.5x4 11 1.5x4 11 4x4 =
6x8 = 6x8 =
Dead Load Defl. = 5/16 in
4 11-13 8 6 8 11-0 0, 17-0 0 19 7 4-8 , 23 3 28 0 0
4-11-13 3-6-12 2-5-8 6 0 0 2-7-8 3 8 11 4 7-13
Plate Offsets (X,Y)—[2:0-2-0,0-1-8], [3:0-1-12,0-1-8], [5:0-2-12,0-1-4], [6:0-1-12,0-2-4], [7:0-1-12,0-1-8], [8:0-1-12,0-1-8]; [9:0-0-3,Edge], [11:0-2-0,0-1-12], [13:0-5-8,0-4-0], [15:0-2-0
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.83
Vert(LL)
-0.17 14-15
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.80
Vert(TL)
-0.48 14-15
>700
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.73
Horz(TL)
0.10 9
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 186 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP N0.2 *Except*
B2,B4: 2x4 SP No.3
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING-
TOP CHORD
Structural wood sheathing directly applied or 2-7-14 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-5-9 oc bracing.
WEBS
1 Row at midpt 5-14
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1465/0-5-8 (min. 0-2-11)
9 =
1463/0-8-0 (min. 0-2-11)
Max Horz
2 =
-498(LC 10)
Max Uplift
2 =
-742(LC 12)
9 =
-741(LC 13)
Max Grav
2 =
1465(LC 1)
9 =
1463(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2980/1763, 3-4=-2875/1800,
4-5=-3008/2013, 5-6=-2129/1518,
6-7=-2513/1693, 7-8=-2920/1849,
8-9=-2976/1775
BOT CHORD
2-17=1121/2815, 4-15=-453/364,
15-24=-631/1679, 24-25=631 /1679,
14-25=-631/1679, 13-14=951/2159,
7-13=388/633, 11-12=-114/315,
9-11 =1 163/2803
WEBS
3-17=302/221, 15-17=-942/2243,
3-15=-419/338,5-14=-209/276,
6-14=-480/921, 7-14=-949/673,
WEBS
3-17=302/221, 15-17=942/2243,
3-15=-419/338, 5-14=-2091276,
6-14=-480/921, 7-14=-949/673,
11-13=-1066/2088, 8-13=321/262,
8-11=341/270, 5-15=-709/1231
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=5.Opsf; BCDL=5.Opsf, h=34ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Extedor(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) . 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, with BCDL =
10.Opsf.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=1b) 2=742, 9=741.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E..#34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCEDARCH/CHLADNYRES
59895R
A08
Hip
1
1
A0430298
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:32 2014 Page
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-Tqh WmFKE6YPE?Rosz?JOaznN 1 SIG7911w?c4YyyOBm
2-0-0 4-11-13 8 6 8 9 0 14 0-0 T:o-0 1 7 8 23 4 3 28-0-0 30-0-0
2-0_0 4-11_13 3-6-12 0-5-8 5-0-0 5-0-0 -7-8 3-8-11 4 7-13 2-0-0
n
�1
1.5x4 11
46 % 1.5x4 11 46 zz: 1.5x4 11
3x6 4x4 = 1.5x4 11 1.5x4 11 4x4-
6x8 = 6x8 =
, 4 11-13 1 8-6 8 14-11-0 19-0-0 19-7r8 23-4-3 28-0 0
4-11-13 3-6-11 5-5-8 o_n 7_A �..A-11 4_7_13
Dead Load Dell. = 3/16 in
Plate Offsets (X,Y)—[2:0-2-0,0-1-81,
[3:0-1-12,0-1-81,
r5:0-3-0,0-1-41, r7:0-3-0,o-1-41,
r9:0-1-12,0-1-81, [10:0-0-3,Edgel,
[12:0-2-0,0-1-12]
[14:0-2-12 0-2-81
r16:0-2-0 0-2-12]
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plates Increase 1.25
TC
0.74
Vert(LL)
0.12 15
>999
360
MT20
244/190
TCDL 17.0
Lumber Increase 1.25
BC
0.51
Vert(TL)
-0.23 14-15
>999
240
BCLL 0.0
Rep Stress Incr YES
WB
0.58
Horz(TL)
0.10 10
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 188-lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2 `Except'
132,134: 2x4 SP No.3
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-2-10 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-4-11 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1464/0-5-8 (min. 0-2-8)
10 =
1464/0-8-0 (min. 0-2-8)
Max Horz
2 =
-422(LC 10)
Max Uplift
2 =
-714(LC 12)
10 =
-713(LC 13)
Max Grav
2 =
1464(LC 1)
10 =
1464(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2739/1796,3-4=-2584/1839,
4-5=-2589/1940,5-6=-2381/1851,
6-7=-2381 /1851, 7-8=-2661 /1990,
8-9=-2617/1847, 9-10=2764/1808
BOT CHORD
2-18=-1 149/2707,15-16=857/1767,
14-15=-862/1774, 8-14=-333/262,
12-13=-162/251,10-12=-1191/2700
WEBS
16-18=-1002/1911, 3-16=-466/336,
12-14=-1038/1962, 9-14= 424/307,
6-15=-491 /582, 5-15=-370/443,
5-16=-508/852, 7-15=-371/444,
7-14=563/921
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat.
II; Exp D; Encl:, GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) ` 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.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=714, 10=713.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E. 04869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type I r
Qty
RES
A0430299
59895R
A09
Hip Girder
1
�PIY
1
�ADVANCEDARCH/CHLADNY
Job Reference (optional
At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:33 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHM H-yOFu=aLstsX5dbN2 W gd6BJXGsXnsb?v9fMe4OyOBm(
2-10 7-0-0 14-0-0 21-0-0 28-a0 30-a0
2-a0 7-a0 7-a0 7-a0 7-a0 2-a0
7x10 MT20HS1\
7x10 MT20HS//
Dead Load Defl. = 318 in
46 = — 11 x 1. �,.., —
7-0-0
LOADING(psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plates Increase
1.25
TC 0.77
TCDL
17.0
Lumber Increase
1.25
BC 0.94
BCLL
0.0 '
Rep Stress Incr
NO
WB 0.65
BCDL
10.0
Code FBC201O/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30 *Except*
T2: 2x6 SP 240OF 2.0E
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-1-8 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 3-11-5 oc bracing.
WEBS
1 Row at midpt 3-9, 5-9
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation ouide.
REACTIONS. (lb/size)
2 =
2445/0-5-8 (min. 0-3-2)
6 =
2146/0-8-0 (min.0-2-13)
Max Horz
2 =
344(LC 26)
Max Uplift
2 =
-1997(LC 8)
6 =
-1744(LC 9)
Max Grav
2 =
2665(LC 33)
6 =
2371(LC 34)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-3940/3074, 3-17=-4099/3386,
17-18=-4100/3386, 18-19=-4102/3387,
4-19=-4105/3388, 4-20=-4105/3389,
20-21=-4102/3387, 21-22=-4100/3386,
5-22=-4098/3385, 5-6=3336/2532
BOT CHORD
2-10=2614/3362, 10-23=2635/3394,
23-24=-2635/3394,24-25=-2635/3394,
9-25=2635/3394, 9-26=-1921/2734,
26-27=-1921/2734, 27-28=-1921/2734,
8-28=1921/2734, 6-8=-1923/2729
WEBS
3-10=-671/1026, 3-9=-1017/1172,
4-9=-1159/1297, 5-9=-1655/1886,
5-8=0/343
NOTES-
DEFL. in (loc) I/deft L/d
Vert(LL) 0.50 9-10 >674 360
Vert( I-) -0.59 9-10 >567 240
Horz(fL) 0.13 6 n/a n/a .
1) Unbalanced roof live loads have been considered for
this design.
2) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat.
11; Exp D; End., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4)'AII plates are MT20 plates unless otherwise indicated.
5) Plates checked for a plus or minus 0 degree rotation
about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent 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 100 lb uplift at
joint(s) except Gt=lb) 2=1997, 6=1744.
9) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 374 lb
down and 445 lb up at 7-0-0, 184 lb down and 162 lb up
at 9-0-12, 184 lb down and 162 lb up at 11-0-12, 292 lb
down and 284 lb up at 13-0-12, 292 lb down and 284 lb
up at 15-0-12, 292 lb down and 284 lb up at 17-0-12,
and 292 lb down and 284 lb up at 19-0-12, and 189 lb
down and 200 lb up at 21-0-0 on top chord, and 578 lb
down and 504 lb up at 7-0-0, 232 lb down and 195 lb up
at 9-0-12, 232 lb down and 195 lb up at 11-0-12, 69 lb
down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at
17-0-12, and 69 lb down at 19-0-12, and 53 lb down and
103 lb up at 20-11-4 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
11) 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: 1-3=-74, 3-5=-74, 5-7=-74, 11-14=20
Concentrated Loads (lb)
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 150 lb FT = 0%
Standard
Vert: 3=-87(F) 5=1(F) 10=481(F) 8=-3(F) 17=28(F)
18=-28(F) 19=-122(F) 20=122(F) 21=122(F)
22=-122(F) 23=190(F) 24=-190(F) 25=-42(F)
26=-42(F) 27=-42(F) 28=-42(F)
Jullus Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
city
Ply
ADVANCED ARCH/CHLADNY RES
59895R
B01
Hip Girder
1
1
A0430300
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:34 2014 Pagr
I D: PyrXMd7nbMoflzAd_KK9?yQHM H-Q Dp GBwLUeAfyFlyE4PLsfOsp7G?tb9C2OJ5BcryO Bm I
6-58
-2-0.0 i
2-4-0 i 3-&9 i
57-4
6-" 1 8-&3 9-&12 12-0-12 i 14-0-12 i
2-0-0
2-4-0 1-2-9
2-0-11
1 1
S 2-0-11 1-2-9 2-0-0 2-0-0
0-5-2
48 =
8.49 12
1
20
12.00 12 4x6 /
4x6 ��
4x4 =
7 4x4 =
8.00 12
3
2
8
`
12 21
22 11 23 24 10 i 9
1
3x4 =
3x4 =
3x8 = 3x4 = 3x4 =
&5-8
2-4-0 389
S7-0
8�3 9-&12 12-0-12
2-4-0 1-2-s
2�11
5- 2-0.11 1-2-9 2-4-0
MA19
Plate Offsets (X,l)—
I3:0-2-0,0-1-121,f4:0-3-0,0-1-81,f6:0-3-0,0-1-81, r7:0-2-0,0-1-121
LOADING(pso
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft . L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.38
Vert(LL) 0.06 10-11 >999 360
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.44
Vert(TL) -0.07 10-11 >999 240
BCLL 0.0 `
Rep Stress Incr NO
WB 0.20
Horz(rL) 0.02 8 n/a n/a
BCDL 10.0
Code FBC20101 PI2007
(Matrix-M)
Weight: 77 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP. No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 5-0-12 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-54 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
639/0-8-0 (min. 0-1-8)
8 =
637/0-8-0 (min. 0-1-8)
Max Horz
2 =
-327(LC 6)
Max Uplift
2 =
-779(LC 8)
8 =
-761(LC 9)
Max Grav
2 =
875(LC 40)
8 =
849(LC 41)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1 265/1252, 3-4=-1 319/1374,
4-19=-881/974, 5-19=-792/872,
5-20=814/885, 6-20=-926/1019,
6-7=-1351 /1412, 7-8=-1279/1285
BOT CHORD
2-12=-1145/1227, 12-21=-1049/1130,
21-22=-1049/1130,11-22=-1049/1130,
11-23=-1035/1121, 23-24=-1035/1121,
10-24=-1035/1121, 8-10=1094/1199
WEBS
3-12=-329/370, 7-10=-322/364,
5-11=502/557,4-12=432/467,
6-10=-425/460
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60 plate
grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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 100 lb uplift at
joint(s) except (jt=lb) 2=779, 8=761.
7) "Semi -rigid pitchbreaks with fixed heels' Member end
fixity model was used in the analysis and design of this
truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 398 lb
down and 448 lb up at 3-6-9, 211 lb down and 261 lb up
at 5-7-4, 202 lb down and 256 lb up at 6-0-6, and 211 lb
down and 261 lb up at 6-5-8, and 398 lb down and 448 lb
up at 8-6-3 on top chord, and 78 lb down and 108 lb up
at 3-6-9, 82 lb down and 81 lb up at 3-8-10, 95 lb down
and 95 lb up at 5-7-4, 79lb down and 55 lb up at 6-0-12,
95 lb down and 95 lb up at 6-5-8, and 82 lb down and 81
lb up at 8-4-2, and 78 lb down and 108 lb up at 8-6-3 on
bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
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 (pif)
Vert: 1-3=-74, 3-4=-74, 4-5=-74, 5-6=74, 6-7=74,
7-9=-74, 13-16=20
Concentrated Loads (lb)
Vert: 4=206(F) 5=22(F) 6=206(F) 11=55(F) 19=23(F)
20=-23(F) 21=-70(F) 22=3(F) 23=3(F) 24=-70(F)
Julius Lee; P.E. 4214869
1109 Coastal Bay
Boynton Beach,'FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CH LADNY RES
�
A0430301
59895R
B02
HIP GIRDER
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:35 2014 Pagc
I D: PyrXMd7n bM oflzAd_KK9?yQ H M H-u PMfPG M 6PTn psvXRe 7s5C cPz8g L4KbM Bczd 9HyOBmP
6-5-8
2-4-0 i 38-9 i
5-7-4 1-" i 8-6-3 i 1 12 i
12-0.12
i 1±2:12 i
2��1-2-9 2-4-11 5- 2-0-11 1-2-9
M
2-0-0
o.5-2
5x10 MT20HS=
8.49 12
1 1 20
12.00 12 4x6 i�
46 O
8.00 F12 44 =
6
44 =
2
1
7
I�
11 21
221023 24 25 9
8
3x4 = 3x4 =
3x8 = 3x4 =
3x4 =
6-5-8
i
2-4-0 3{r9 i
5.7-4 6-0-6 8-6-3 1 58-12 i
12-0-12
1
2-4-0 1-2-9 2-0-11 5- 1-0-11 1-2-9
2-4-0
0-5-2
Plate Offsets (X Y)(1:0-4-3
0-0-8] f2:0-2-0 0-1-12] I3'0-3-0 0-1-8]I5:0-3-0,0-1-8],i6:0-2-0,0-1-121 I7:0-4-3,0-0-8]
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL. in (loc) I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.42
Vert(LL) 0.0710-11 >999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.26
BC 0.44
Vert(TL) -0.07 10-11 >999
240
MT20HS 187/143
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.21
Horz(fL) 0.02 7 n/a
n/a
BCDL 10.0
Code FBC2010frP12007
(Matrix-M)
Weight: 74 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-1-6 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 5-1-15 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
1 =
532/0-8-0 (min. 0-1-8)
7 =
688/0-8-0 (min. 0-1-8)
Max Horz
1 =
-302(LC 6)
Max Uplift
1 =
-730(LC 8)
7 =
-806(LC 9)
Max Grav
1 =
744(LC 40)
7 =
882(LC41)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1266/1341, 2-3=-1325/1490,
3-18=924/1073, 4-18=838/973,
4-19=812/934, 19-20=-916/1047,
5-20=1018/1183, 5-6=-130211401,
6-7=-1245/1296
BOT CHORD
1 -11 =1 270/1250, 11-21 =1 143/1160,
21-22=-1143/1160, 10-22=-1143/1160,
10-23=-1076/1123, 23-24=-1076/1123,
24-25=-1076/1123, 9-25=1076/1123,
7-9=-1103/1171
WEBS
2-11=380/426, 6-9=-337/374,
4-1O=516/536, 3-11=-551/561,
5-9=-388/434
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=5.Opsf; BCDL=5.Opsf, h=34ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (envelope);
cantilever left and right exposed ; Lumber DOL=1.60 plate
grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) Plate(s) at joint(s) 1, 3, 4, 5, 7, 11, 9 and 10 checked
for a plus or minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 2 and 6 checked for a plus or minus
4 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent 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 100 lb uplift at
joint(s) except 6t=1b) 1=730, 7=806.
9) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
10) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 396 lb
down and 446 lb up at 3-6-9, 211 lb down and 261 lb up
at 5-7-3, 202 lb down and 256 lb up at 6-0-6, 211 lb
down and 261 lb up at 6-5-6, and 206 lb down and 251 lb
up at 7-1-6, and 237 lb down and 260 lb up at 8-6-3 on
top chord, and 76 lb down and 124 lb up at 3-6-4, 81 lb
down and 94 lb up at 3-8-8, 86 lb down and 104 lb up at
5-7-3. 78 lb down and 63 lb up at 6-0-10, 95 lb down and
95 lb up at 6-5-6, and 77 lb down and 69 lb up at 7-1-6,
and 78 lb down and 108 lb up at 8-6-8 on bottom chord.
The design/selection of such connection device(s) is the
responsibility of others.
11) 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=-74, 2-3=-74, 3-4=-74, 4-5=-74, 5-6=74,
6-8=-74, 12-15=-20
Concentrated Loads (lb)
Vert: 3=207(B) 4=-22(B) 5=148(B) 10=-63(B) 18=-23(B)
19=-23(B) 20=26(B) 21=-101(B) 22=-17(B) 23=3(B)
24=-46(B) 25=-26(B)
Julius Lee; P.E.434869
1109 Coastal Bay
Boynton, Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
59895R
C01
I
SCISSORS
2
�ADVANCEDARCH/CHLADNYRES
A0430302
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:35 2014 Pagc
I D: PyrXMd7n bMoflzAd_KK9?yQ HMH-uPMfPGM6 PTn psvXRe7s5CcPtog H FKRhB czd9HyO Bm I•
i-2-10I 0.10 13 4 0 19 7-6 2110 7- 0
2-0.0 7-0.10 6-3 6 6 3 6 7-0-10 -0.
4x8 =
4x6 =
8.00 F12
4.00 F12
7-0-10 , 13-4-0 1 19-7-6 1 26-8-0
4x8 =
N
R
n
399
Dead Load Defl. = 7/16 in
7-0-10
6-3-6
6-3-6
7-0-10
Plate Offsets (X,Y)-12:0-0-9,Edgel,
13:0-3-0,0-0-121,
r7:0-3-0,0-0-121,
18:0-0-9,Edgel
LOADING(psf)
SPACING= 2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plates Increase 1.25
TC
0.83
Vert(LL)
0.28 11-12
>999
360
MT20
244/190
TCDL 17.0
Lumber Increase 1.25
BC
0.68
Vert(TL)
-0.63 11-12
>504
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr YES
WB
0.89
Horz(TL)
0.52 8
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 130 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 5-2-15 oc bracing.
WEBS
1 Row at midpt 7-11, 3-11
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
1405/0-8-0 (min. 0-,2-7)
8 =
1323/0-8-0 (min.0-2-5)
Max Horz
2 =
573(LC 11)
Max Uplift
2 =
-739(LC 12)
8 =
-682(LC 13)
Max Grav
2 =
1420(LC 21)
8 =
1336(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4946/2519, 3-4=-3499/1688,
4-5=-3380/1719,5-6=-3382/1723,
6-7=-3502/1692, 7-8=-4992/2600
BOT CHORD
2-12=-1831/4052, 11-12=1847/4078,
10-11=-1947/4155,8-10=-1944/4137
WEBS
5-11 =1 350/2994, 7-11=-1585/1219,
3-11=1621 /1177
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat.
11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever 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) Plate(s) at joint(s) 4, 5, 6, 2, 8, 7, 10, 3 and 12 checked
for a plus or minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 11 checked for a plus or minus 3
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent 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) Bearing at joint(s) 2, 8 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except at=lb) 2=739, 8=682.
10) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.434869
1109 Cdastal Bay
Boynton Beach,FL 33435
Job
Truss
Truss Type
Qty
RES
59895R
CO2
SCISSORS
9
�PIY
1
�ADVANCEDARCH/CHLADNY
A0430303
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:36 2014 Page
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-Mbw1 ccNlAnwgU35dCgNKkpx2i4df3uyLrdalhjyOBml
-2-0 0 7-0-10 13 4 0 19 7-6 26-8-0
2-00 7-0-10 636 636 7010
46 =
Dead Load Defl. = 7/16 in
8.00 12
4.00 12
4x8 = 4x8 =
7-0 10 13 4 0 1917-6 26 8-0
Plate Offsets (X,Y)—[2:0-0-9,Edge1
f3:0-3-0,0-0-121, 17:0-3-0 0-0-121,
[8:0-0-9,Edge]
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES
GRIP
TCLL 20.0
Plates Increase 1.25
TC
0.82
Vert(LL)
0.29 10-11
>999
360
MT20
244/190
TCDL 17.0
Lumber Increase 1.25
BC
0.67
Vert(TL)
-0.63 10-11
>510
240
MT20HS
1871143
BCLL 0.0
Rep Stress Incr YES
WB
0.89
Horz(TL)
0.51 8
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 128 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3,
Right: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 5-0-10 oc bracing.
WEBS
1 Row at midpt 7-10, 3-10
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
1407/0-8-0 (min. 0-2-7)
8 =
1248/0-8-0 (min. 0-2-3)
Max Horz
2 =
560(LC 11)
Max Uplift
2 =
-740(LC 12)
8 =
-629(LC 13)
Max Grav
1
2 =
1421(LC 21)
8 =
1256(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-4991/2640,3-4=-3494/1785,
4-5=-3374/1816, 5-6=-3374/1818,
6-7=-3494/1787,7-8=-4988/2702
BOT CHORD
2-11 =-2028/41 00, 10-11=2040/4117,
9-10=-2101/4114, 8-9=-2098/4097
WEBS
5-1 0=-1 459/2993, 7-1 0=-1 584/1226,
3-10=1617/1167
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=5.Opsf, BCDL=5.Opsf; h=34ft; Cat.
II; Exp D; End., GCpi=0.18; MWFRS (envelope) and.C-C
Exterior(2) zone; cantilever 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) Plate(s) at joint(s) 4, 5, 6, 2, 8, 7, 9, 3 and 11 checked
for a plus or minus 0 degree rotation about its center.
5) Plate(s) at joint(s) 10 checked for a plus or minus 3
degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent 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) Bearing at joint(s) 2, 8 considers parallel to grain value
using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 2=740, 8=629.
10) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E. 434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
ADVANCED ARCH/CH LADNY RES
59895R
CJ1
Corner Jack � �
5
�PIY
1
A0430304
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:36 2014 Page
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-Mbwl ccNlAnwgU35dCgNKkpx2i4lO35sLrdalhjyOBmt
-2-0-0 0 -111-11
2-0-0 01-11
�0-11-11
rt�
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
1/defl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.82
Vert(LL)
-0.00
7
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1..25
BC 0.18
Vert(TL)
0.00
7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(fL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 8 lb FT = 0%
LUMBER -
(TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
308/0-8-0 (min. 0-1-8)
4 =
-47/Mechanical
3 =
-22/Mechanical
Max Horz
2 =
132(LC 12)
Max Uplift
2 =
-223(LC 12)
4 =
-51(LC 21)
3 =
-22(LC 1)
Max Grav
2 =
331(LC 21)
4 =
51(LC 12)
3 =
29(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-609/380
BOT CHORD
2-4=-426/694
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust),
Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=34ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4, 3 except Qt=lb) 2=223.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E._#34869
1109 Cdastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type I
Qty
ADVANCED ARCH/CHLADNY RES
59895R
CJ1A
Corner Jack
1
�PIY
1
A0430305
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:36 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-Mbw1 ccNlAnwgU35dCgNKkpxEC4ng35sLrdalhjyOBml
al 1-11
0-11-11
6.00 12 2
1
T1
r
d
131
Q'
3
Q°
2x4 =
0-11-11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.02
Vert(LL)
-0.00
6
>999
360
MT20 244/190
TCDL. 17.0
Lumber Increase
1.25
BC 0.02
Vert(TL)
-0.00
6
>999
240
BCLL 0.0 `
Rep Stress Incr
' YES
WB 0.00
Horz(TL)
-0.00
2
n/a
n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 3 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-11 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
1 =
48/0-8-0 (min.0-1-8)
3 =
16/Mechanical
2 =
26/Mechanical
Max Horz
1 =
50(LC 12)
Max Uplift
1 =
-9(LC 12)
3 =
-12(LC 12)
2 =
-35(LC 12)
Max Grav
1 =
49(LC 21)
3 =
20(LC 21)
2 =
36(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=34ft; Cat. 11;
Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Extehor(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at joint(s)
1,3,2.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E.43486. 9
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
RES
59895R
CAP
CORNER JACK r
5
1
�ADVANCEDARCH/CHLADNY
A0430306
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:37 2014 Pagr
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-qoUPgyONx52W6CgplYuZH1 UFIT6goY5U4HKrD9yOBml
-2-0-0 0-11-14
2-0-0 0-11-14
� 0-11-14
0-11-1a
Plate Offsets (X,Y)—
[2:0-2-10. Edge]
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
1/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.67
Vert(LL)
-0.00
5
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.10
Vert(TL)
0.00
5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(rL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC201 OfrPI2007
(Matrix-M)
Weight: 6 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-11-14 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
2 =
314/0-8-0 (min. 0-1-8)
4 =
-52/Mechanical
3 =
-22/Mechanical
Max Horz
2 =
102(LC 8)
Max Uplift
2 =
412(LC 8)
4 =
-52(LC 1)
3 =
-22(LC 1)
Max Grav
2 =
314(LC 1)
4 =
94(LC 8)
3 =
51(LC 8)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=400/201
BOT CHORD
24=-207/418
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.0psf; BCDL=5.Opsf, h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4, 3 except Qt=lb) 2=412.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435'
Job
Truss
Truss Type
Qry
Ply
RES
59895R
CA PS
CORNER JACK
1
1
�ADVANCEDARCH/CHLADNY
A0430307
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:37 2014 Pag<
ID:PyrXMd7nbMofl7Ad_KK9?yQHMH-goUPgyONx52W6CgplYuZH1 UPtT6loY5U4HKrD9yOBml
0-10-3
0-10-3
2x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.02
Vek(LL)
0.00 6
n/r
120
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.07
Vert(TL)
-0.00 6
n/r
120
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 3 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-10-3 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
28/Mechanical
2 =
50/Mechanical
Max Horz
3 =
113(LC 8)
2 =
-91(LC 8)
Max Uplift
3 =
-37(LC 8)
2 =
-56(LC 8)
Max Grav
3 =
28(LC 1)
2 =
50(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-290/109
BOT CHORD
1-3=-108/302
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom .
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 2.
7) Non Standard bearing condition. Review required.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.134869
1109 Coastal Bay
Boynton Beach., FL .33435
Job
Truss
Truss Type
Qty
Ply
RES
59895R
CJ3
Corner Jack r
5
1
�ADVANCEDARCH/CHLADNY
A0430308
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:37 2014 Pagf
ID:PyrXMd7nbMofizAd_KK9?yQHMH-goUPgyONx52W6CgplYuZH1 UDRT42oY5U4HKrD9yOBml
-2-0-0 2-11-11
2-0-0 2-11-11
_v
N
, 2-11-11
Plate Offsets (X.Y)—f2:0-0-3,Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.82
Vert(LL)
-0.01
4-7
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.22
Vert(fL)
-0.01
4-7
>999
240
BCLL 0.0 •
Rep Stress Incr YES
WB 0.00
Horz(rL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 14 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-11-11 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
73/Mechanical
2 =
328/0-8-0 (min.0-1-8)
4 =
21/Mechanical
Max Horz
2 =
233(LC 12)
Max Uplift
3 =
-101(LC 12)
2 =
-178(LC 12)
Max Grav
3 =
102(LC 21)
2 =
351(LC 21)
4 =
43(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-796/329
BOT CHORD
24=-197/1192
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.0psf; h=34ft; Cat. II;
Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord live load nonconeument 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Gt=lb) 3=101, 2=178.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.,934869
1109 Cdastel Bay
Boynton Beach, FL 33435`
Job
Truss
Truss Type
Qty
ADVANCED ARCH/CHLADNY RES
h
A0430309
59895R
CJ3A
Corner Jack
1
�PIY
1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:38 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-1_2n 1 lO?hOANIMFOJFQopE1 XztSkX?Lelx3PmcyOBrr
2-11-11 J
2-11-11
2x4 =
2-11-11
2-11-11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.19
Vert(LL)
0.01
3-6
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.12
Vert(TL)
-0.01
3-6
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(Q
0.00
1
n/a
n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 10 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-11-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
1 =
159/0-8-0 (min.0-1-8)
2 =
82/Mechanical
3 =
33/Mechanical
Max Horz
1 =
151(LC 12)
Max Uplift
1 =
-53(LC 12)
2 =
-111(LC 12)
3 =
-5(LC 12)
Max Grav
1 =
171(LC 21)
2 =
113(LC 21)
3 =
49(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-327/237
BOT CHORD
1-3=-639/724
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf: BCDL=5.0psf: h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 3 except at --lb) 2=111.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Ply
ADVANCED ARCH/CHLADNY RES
59895R
CJ3P
A
Corner Jack
�Qty
5
1
A0430310
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:38 2014 Pagc
ID:PyrXMd7nbMofizAd_KK9?yQHMH-1_2n110?hOANjMFOJFQopE1 QTtRFX?Lelx3PmcyOBrr
-2-0-0 2-11-11
2-0-0 2-11-11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.67
Vert(LL)
0.01
4-7
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.15
Vert(TL)
-0.01
4-7
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 12 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-11-11 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installationguide.
REACTIONS. (lb/size)
3 =
67/Mechanical
2 =
331/0-8-0 (min. 0-1-8)
4 =
24/Mechanical
Max Horz
2 =
152(LC 8)
Max Uplift
3 =
-69(LC 8)
2 =
-422(LC 8)
4 =
-51(LC 9)
Max Grav
3 =
67(LC 1)
2 =
331(LC 1)
4 =
43(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-255/174
BOT CHORD
2-4=-152/304
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mpti; TCDL=5.Opsf, BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ; porch
left exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a.plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 3, 4 except (jt=lb) 2=422.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. 4 3,4869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type %
Qty
Ply
ADVANCED ARCH/CHLADNY RES
A0430311
59895R
CJ3PS
Corner Jack
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:39 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-mAc9EePdSilELWgCtzx1 MSZkZHo?GSbnXbpy12yOBrr
a��
0-10-0
1.5x41ti00 F12
2
1
V
0
B1Ar
41.5x4 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
TCLL 20.0
Plates Increase
1.25
TC 0.08
Vert(LL)
0.00 4
n/r
120
TCDL 17.0
Lumber Increase
1.25
BC 0.06
Vert(TL)
-0.00 4
n/r
120
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
n/a
n/a
BCDL 10.0
Code FBC20101TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 0-10-0 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
3 =
20/Mechanical
2 =
44/Mechanical
Max Horz
3 =
27(LC 8)
2 =
21(LC 1)
Max Uplift
3 =
-31(LC 8)
2 =
-44(LC 8)
Max Grav
3 =
23(LC 3)
2 =
44(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at joint(s)
3, 2.
7) Non Standard bearing condition. Review required.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 2441190
Weight: 3 lb FT = 0%
Julius Lee, P.E.434869
1109 Coastal Bay
Boynton Beach, FL 33435, .
Job
Truss
Truss Type
Qty
Ply
ADVANCEDARCH/CHLADNYRES
59895R
CJ5
Corner Jack +
5
1
A0430312
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:39 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-mAc9EePdSilELWgCtzx1 MSZZxHhXGSbnXbpy12yOBrT
2-0 0 4-11-11
2-0 0 4-11-11
4-11-11
4-11-11
Plate Offsets (X,Y)-12:0-2-0,0-1-81
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.82
Vert(LL)
-0.03
4-7
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.47
Vert(TL)
-0.06
4-7
>937
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 21 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-5-4 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
3 =
134/Mechanical
2 =
432/0-8-0 (min.0-1-8)
4 =
43/Mechanical
Max Horz
2 =
337(LC 12)
Max Uplift
3 =
-184(LC 12)
2 =
-211(LC 12)
Max Grav
3 =
185(LC 21)
2 =
465(LC 21)
4 =
77(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1477/122
BOT CHORD
2-4=-967/2817
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Ot=lb) 3=184, 2=211.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
I
A0430313
59895R
CJ5A
Corner Jack
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:39 2014 Pagf
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-mAc9EePdSiIELWgCtzxl MSZdoHibGSbnXbpyl2yOBrr
4-11-11
4-11-11
Y
co
4x4 =
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.57
Vert(LL)
0.03
3-6
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.40
Vert(fL)
-0.06
3-6
>969
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
1
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 17 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
1 =
275/0-8-0 (min.0-1-8)
2 =
1381Mechanical
3 =
48/Mechanical
Max Horz
1 =
255(LC 12)
Max Uplift
1 =
-99(LC 12)
2 =
-188(LC 12)
Max Grav
1 =
299(LC 21)
2 =
190(LC 21)
3 =
79(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1024/777
BOT CHORD
1-3=-1918/2231
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf, h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 Ib uplift at
joint(s) 1 except Qt=lb) 2=188.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E:.:934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
59895R
CJ5P
Corner Jack �
3
1
A0430314
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:40 2014 Pag(
ID:PyrXMd7n bMotizAd_KK9?yQ H M H-EMAYS_Q FDOQ5zgP O Rg SGvf6mzhOs?vrxmFZWgUyOB mt
-24)-0 4-11-11
2-0-0 4-11-11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.67
Vert(LL)
0.10
4-7
>568
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.53
Vert(TL)
0.09
4-7
>652
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(rL)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 18 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-11 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
130/Mechanical
2 =
43310-8-0 (min. 0-1-8)
4 =
46/Mechanical
Max Horz
2 =
204(LC 8)
Max Uplift
3 =
-138(LC 8)
2 _
-532(LC 8)
4 =
-87(LC 9)
Max Grav
3 =
130(LC 1)
2 =
433(LC 1)
4 =
76(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-692/1405
BOT CHORD
2-4=-1739/840
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ; porch
left exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except Qt=lb) 3=138, 2=532.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E. #34869
1109 Coastal Bay
Boynton Beach.FL 33435'
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
A0430315
59895R
CJ5PS
Corner Jack
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:40 2014 Pag(
I D:PyrXMd7nbMoflzAd_KK9?yQHM H-EMAYS_QFDOQ5zgPORgSGvf6s6h7X?vrxmFZWgUyOBmI
2-5-2
2-5-2
4 nnR-9
2x,
1.5x4 II
Plate Offsets (X Y)--i4:0-2-0,0-0-12)
LOADING(psf)
SPACING-
2-0-0
CS1.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.28
Vert(LL)
0.00
3-4
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.10
Vert(TL)
-0.00
3-4
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
4
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 9 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-5-2 oc
purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
4 =
139/Mechanical
2 =
53/Mechanical
3 =
17/Mechanical
Max Horz
2 =
115(LC 8)
3 =
-58(LC 8)
Max Uplift
4 =
-176(LC 8)
2 =
-42(LC 12)
3 =
-39(LC 9)
Max Grav
4 =
139(LC 1)
2 =
53(LC 1)
3 =
36(LC 3)
FORCES. (lb)
Max. CompdMax. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
1-4=-167/283
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. 11;
Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ; porch
left exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 2, 3 except Qt=lb) 4=176.
8) Non Standard bearing condition. Review required.
9) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E.434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
RES
59895R
GE1
GABLE
1
1
�ADVANCEDARCH/CHLADNY
A0430316
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:40 2014 Page
ID:PyrXMd7nbMoflzAd KK9?yQHMH-EMAYS_QFDOQ5zgPORgSGvf6vZh8N?t9xmFZWgUyOBmI
9-7-0 19-2-0
9-7-0 9-7-0
4x4 =
-9
0
3x4 -i 21 20 19 18 1716 15 14 13 12 3x4
3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.12
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.05
Vert(TL)
n/a -
n/a
999
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.17
Horz(TL)
0.01 11
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix)
Weight: 99 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 19-2-0.
(lb) - Max Horz
1=-348(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s)
11 except 1=-122(LC 10), 18=-190(LC 12),
19=-185(LC 12), 20=-189(LC 12),
21=-162(LC 12), 15=-187(LC 13),
14=-186(LC 13), 13=-189(LC 13),
12=-162(LC 13)
Max Grav
All reactions 250 lb or less at
joint(s) 1, 11, 16, 19, 21, 14,12 except
18=259(LC 21), 20=251(LC 21),
15=256(LC 22), 13=250(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (Ib) or less except
when shown.
TOP CHORD
1-2=-332/282, 2-3=-262/240, 5-6=360/397,
6-7=-360/397, 10-11 =267/221
WEBS
5-18=325/284,4-19=-322/287,
3-20=330/292, 2-21=-275/243,
7-15=-325/284, 8-14=-322/287,
9-13=330/292, 10-12=275/243
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=5.Opsf; BCDL=5.0psf: h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever 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 1.5x4 MT20 unless otherwise indicated.
4) Plates checked for a plus or minus 0 degree rotation
about its center.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent 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 100 lb uplift at
joint(s) 11 except Qt=lb) 1=122, 18=190, 19=185, 20=189,
21=162, 15=187, 14=186, 13=189, 12=162.
9) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E. 934869
1109 Coastal Bay
Boynton Beach,, FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
i
A0430317
59895R
GE2
GABLE
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:41 2014 Pag(
ID: PyrXMd 7nbMoflzAd_KK9?yQH M H-jZkwfl(Rt_JYyaq_a_OzVRtf2r5TJ kKs4?vl3MxyO B m(
5-4-12 10-9-8
5-4-12 5-4-12
v
g
4x4 =
2x4 i 6 7 6 2x4,
1.5x4 11 1.5x4 11
1.5x4 II
LOADING(psf)
SPACING-
2-0-0
CSI:
DEFL.
in (loc)
I/deft
L/d .
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.22
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.07
Vert(fL)
n/a -
n/a
999
BCLL 0.0 `
Rep Stress Incr
YES
WB 0.14
Horz(TL)
0.00 5
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix) .
Weight: 43 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pur ins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. All bearings 10-9-8.
(lb) - Max Horz
1=-188(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s) 1,
5 except 8=290(LC 12), 6=-290(LC 13)
Max Grav
All reactions 250 lb or less at
joint(s) 1, 5, 7 except 8=382(LC 21),
6=382(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-8=-521 /481. 4-6=-521 /481
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) ' 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.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at joint(s)
1, 5 except Qt=lb) 8=290, 6=290.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #i34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
59895R
GE3
Common Supported Gable
1
1
A0430318
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:42 2014 PagE
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-BIHItfRlMdgpC_ZnY5Uk 4B5pUklTkzDDZ2cvNyOBmF
-2-11-0, 13-4-0 26-8-0
2-0-0 ' 13-4-0 13-4-0
8.00 F12
3x4 =
44 =
A =
26-8-0
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.72
Vert(LL)
-0.00
1
n/r
120
MT20 244/190
TCDL 17.0
Lumber Increase
1.26
BC 0.42
Vert(TL)
-0.04
1
n/r
120
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.34
Horz(TL)
0.01
18
n/a
n/a
BCDL 10.0
Code FBC20101TPI2007
(Matrix)
Weight: 176 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
1 Row at midpt 10-25
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. All bearings 26-8-0.
(lb) - Max Horz
2= 561(LC 11)
Max Uplift
All uplift 100 lb or less at joint(s) 25,
32, 18 except 2=275(LC 8), 26=-179(LC
12), 28=-190(LC 12), 29=-185(LC 12),
30=-178(LC 12), 31=-214(LC 12),
24=-174(LC 13), 23=-193(LC 13),
22=-183(LC 13), 21=-185(LC 13),
20=-188(LC 13), 19=-183(LC 13)
Max Grav
All reactions 250 lb or less at
joint(s) 28, 29, 30, 32, 23, 22, 21, 20,
19, 18 except 2=339(LC 1), 25=344(LC 13),
26=259(LC 21), 31=276(LC 21),
24=251(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-480/395, 3-4=-419/373, 4-5=326/310,
5-6=-288/277, 6-7=252/262,
7-8=-218/272, 8-9=-392/436,
9-10=-525/595, 10-11=-525/595,
11 -1 2=-392/436, 12-13=-212/260,
13-14=-246/254, 16-17=-261/218,
17-18=-419/348
BOT CHORD
2-32=304/380, 31-32=304/380,
30-31=-304/380, 29-30=-304/380,
28-29=-304/380, 27-28=-304/380,
26-27=-304/380,25-26=-304/380,
24-25=-304/380,23-24=-304/380,
BOT CHORD
2-32=304/380, 31-32=304/380,
30-31=-304/380, 29-30=-304/380,
28-29=-304/380, 27-28=-304/380,
26-27=-304/380, 25-26=-304/380,
24-25=-304/380, 23-24=-304/380,
22-23=-304/380, 21-22=-304/380,
20-21=-304/380, 19-20=-304/380,
18-19=-304/380
WEBS
10-25=-449/312, 9-26=312/266,
8-28=331/297, 6-29=-321/285,
5-30=322/280, 4-31=348/323,
3-32=359/159, 11-24=312/265,
12-23=-331/297,14-22=-320/283,
15-21=-320/284, 16-20=-329/292,
17-19=-297/266
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat.
II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever 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) Plates checked for a plus or minus 0 degree rotation
about its center.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
9) `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.
10) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 25, 32, 18 except Qt=lb) 2=275, 26=179, 28=190,
29=185, 30=178, 31=214, 24=174, 23=193, 22=183,
21=185, 20=188, 19=183.
11) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.434869
1109 Coastal Bay
Boynton Beach, FL,33435
Job
Truss
Truss Type
City
ADVANCED ARCH/CH LADNY RES
A0430319
59895R
HJ4P
Roof Special Girder
1
�PIY
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
2-9-15
Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:42 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-BIHItfRWldgpC_ZnY5Uk_4B3NUInTpVDDZ2cvNyOBmF
4-6-5 4,7 1
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 20.0
Plates Increase
1.25
TC 0.87
Vert(LL)
-0.04
6-9
>999
360
TCDL 17.0
Lumber Increase
1.25
BC 0.37
Vert(TL)
-0.04
6-9
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.05
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-7-1 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
2 =
304/0-10-15 (min.0-1-8)
6 =
34/Mechanical
Max Horz
2 =
160(LC 4)
Max Uplift
2 =
-344(LC 4)
6 =
-312(LC 13)
Max Grav
2 =
329(LC 35)
6 =
350(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1450/876
BOT CHORD
2-6=-891 /1454
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=34ft; Cat. II;
Exp D; End., GCpi=0.18; MWFRS (envelope); cantilever
left and right exposed ; porch left exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 Ib uplift at
joint(s) except at=lb) 2=344, 6=312.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
8) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 157 Ib
down and 127 Ib up at 1-4-9, 157 Ib down and 127 Ib up
at 14-9, and 124 Ib down and 103 Ib up at 4-2-8, and
124 Ib down and 103 Ib up at 4-2-8 on top chord, and
164 Ib down and 80 Ib up.at 1-4-9, 164 Ib down and 80 Ib
up at' 14-9, and 86 Ib down and 81 Ib up at 4-2-8,,and
86 Ib down and 81 Ib up at 4-2-8 on bottom chord. The
design/selection of such connection device(s) is the
responsibility of others.
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: 1-3=-74, 3-4=-34, 5-7=-20
Concentrated Loads (Ib)
Vert: 3=74(F=37, B=37) 6=9(F=5, B=5) 8=112(F=56,
B=56) 9=98(F=49, B=49)
l.Jx4
PLATES GRIP
MT20 244/190
Weight: 19 Ib FT = 0%
Julius Lee; P.E.434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
59895R
HJ6P
Roof Special Girder
2
1
A0430320
Job Reference (optional).
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:43 2014 Pagc
ID: PyrXMd7nbMo8zAd_KK9?yQHMH-fxrg4?S8 Wxogg78z6o?zWIkD6u4uCEUNSDnARpyOBml
-2-9-15 4-0-1 7-5 0
2-9-15 4-0-1 3-4-15
4-0-1 7-5-0
4-0-1 3-4-15
Plate Offsets (X,Y)-12:0-2-3,Edge1
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.87
Vert(LL)
-0.04 8-11
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.44
Vert(TL)
-0.05 8-11
>999
240
BCLL 0.0 •
Rep Stress Incr
NO
WB 0.13
Horz(fL)
0.01 7
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 34lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or4-7-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 8-9-13 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation cuide.
REACTIONS. (lb/size)
2 =
360/0-10-15 (min.0-1-8)
7 =
332/Mechanical
Max Horz
2 =
212(LC 22)
Max Uplift
2 =
418(LC 4)
7 =
-650(LC 13)
Max Grav
2 =
390(LC 35)
7 =
41 O(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1 6321770, 4-7=-1 72/317
BOT CHORD
2-8=-789/1609,7-8=-434/359
WEBS
3-7=-376/454
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever
left and right exposed; porch left exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 2=418, 7=650.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
8) Hanger(s) or other connection device(s) shall be
provided sdfficient to support concentrated load(s) 157 lb
down and 127 lb up at 1-4-9, 157 lb down and 127 lb up
at 1-4-9, 124 lb down and 103 lb up at 4-2-8, 124 lb
down and 103 lb up at 4-2-8, and 143 lb down and 166 lb
up at 7-0-7, and 143 lb down and 166 lb up at 7-0-7 on
top chord, and 164 lb down and 80 lb up at 1-4-9, 164 lb
down and 80 lb up at 1-4-9, 86 lb down and 81 lb up at
4-2-8, 86 lb down and 81 lb up at 4-2-8, and 102 lb down
and 119 lb up at 7-0-7, and 102 lb down and 119 lb up at
7-0-7 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
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: 1-4=-74, 4-5=-34, 6-9=-20
Concentrated Loads (lb)
Vert: 4=-52(F=-26, B=-26) 3=74(F=37, B=37) 8=9(F=5,
B=5) 7=36(F=-18, B=-18) 10=112(F=56, B=56)
11=98(F=49, B=49)
Julius Lee; P.E.:#341869
1109 Cdastal Bay
Boynton Beactt,A 33435
Job
Truss
Truss Type I
QtY
Ply
ADVANCED ARCH/CHLADNY RES
t
A0430321
59895R
HJ7
Diagonal Hip Girder
2
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:43 2014 Page
ID: PyrXM d7n bM oflzAd_KK9?yQH MH-fxrg4?S8 Wxogg78z6o?z W I kEiu4 MC Bq NS D nARpyO B ml
-2-9-15 5 1-1 9-10-1
5-1-1 4-9-0
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
TCLL 20.0
Plates Increase
1.25
TC 0.77
Vert(LL)
-0.05 7-10
>999
360
TCDL 17.0
Lumber Increase
1.25
BC 0.41
Vert(TL)
-0.08 6-7
>999
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.37
Horz(TL)
0.01 6
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4'SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-12 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 8-0-13 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
4 =
1661Mechanical
2 =
482/0-10-9 (min. 0-1-8)
6 =
286/Mechanical
Max Horz
2 =
441(LC 26)
Max Uplift
4 =
-216(LC 8)
2 =
-423(LC 4)
6 =
-254(LC 8)
Max Grav
4 =
171(LC 32)
2 =
523(LC 32)
6 =
375(LC 24)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-11=-1405/1071, 11-12=-860/441,
3-12=-683/372
BOT CHORD
2-14=-1351/1531, 14-15=-514/602,
7-15=-514/602, 7-16=-514/602,
6-16=514/602
WEBS
3-6=-683/582
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever
left and right exposed ; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss is not designed to support a ceiling and is not
intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding,100 lb uplift at
joint(s) except (jt=lb) 4=216, 2=423, 6=254.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 142 lb
down and 127 lb up at 1-4-9, 142 lb down and 127 lb up
at 1-4-9, 192 lb down and 144 lb up at 4-2-8, 192 lb
down and 144 lb up at 4-2-8, and 254 lb down and 227 lb
up at 7-0-7, and 254 lb down and 227 lb up at 7-0-7 on
top chord, and 43 lb down and 76 lb up at 1-4-9, 43 lb
down and 76 lb up at 14-9, 23 lb down and 17 lb up at
4-2-8, 23 lb down and 17 lb up at 4-2-8,-and 37 lb down
and 9 lb up at 7-0-7, and 37 lb down and 9 lb up at 7-0-7
on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
10) 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: 1-4=-74, 5-8=-20
Concentrated Loads (lb)
Vert: 11=114(F=57, B=57) 12=64(F=32, B=32)
13=-59(F=-30, B=-30) 14=92(F=46, B=46) 15=15(F=7,
B=7) 16=-30(F=-15, B=-15)
PLATES GRIP
MT20 244/190
Weight: 46 lb FT = 0%
Julius Lee; P.E. #34869
1109 Coastal Bay
Boynton Beach•, EL 33435
Job .
Truss
Truss Type
Qty
Ply
ADVANCEDARCH/CHLADNYRES
A0430322
59895R
HPA
Diagonal Hip Girder
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:44 2014 Page
ID:PyrXMd7n6MofizAd_KK9?yQHM H-78P21LTmH EwXRHj9g W WC3VHR31RFxetWhtXjzFyOBmC
5-1-1 9-10-1
5-1-1 4-9-0
2x4 = 1.5x4 11 3x4 =
LOADING(ps2
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.67
Vert(LL)
-0.02
5-6
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.37
Vert(TL)
-0.07
5-6
>999
240
BCLL 0.0 `
Rep Stress Incr ( NO
WB 0.38
Horz(fL)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 42lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-11-13 oc
purlins. °
BOT CHORD
Rigid ceiling directly applied or 7-9-3 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
286/0-10-15 (min. 0-1-8)
3 =
163/Mechanical
5 =
319/Mechanical
Max Horz
1 =
359(LC 8)
Max Uplift
1 =
-284(LC 6)
3 =
-214(LC 8)
5 =
-281(LC 8)
Max Grav
1 =
485(LC 26)
3 =
169(LC 32)
5 =
390(LC 32)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1 -1 0=-932/520, 10-11=814/464,
2-11-654/391
BOT CHORD
1-1 3=-572/624, 13-14=572/624,
6-14=-572/624,6-15=-572/624,
5-15=572/624
WEBS
2-5=-707/648
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. I
Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever
left and right exposed ; Lumber DOL=1.60 plate grip
DOL=1.60
2) This truss is not designed to support a ceiling and is not
intended for use where aesthetics are a consideration.
3) Plates checked fora plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 1=284, 3=214, 5=281.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 127 lb
down and 78 lb up at 14-9, 142 lb down and 127 lb up at
1-4-9, 190 lb down and 154 lb up at 4-2-8, 192 Ib down
and 144 lb up at 4-2-8, and 254 lb down and 231 lb up at
7-0-7, and 254 lb down and 227 lb up at 7-0-7 on top
chord, and 4 lb down and 40 lb up at 1-4-9, 43 lb down
and 76 lb up at 1-4-9, 21 lb down and 34 lb up at 4-2-8,
23 lb down and 17 lb up at 4-2-8, and 36 lb down and 8
lb up at 7-0-7, and 37 lb down and 9 lb up at 7-0-7 on
bottom chord. The design/selection of such connection
device(s) is the responsibility of others.
10) 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 (plo
Vert: 1-3=-74, 4-7=-20
Concentrated Loads (lb)
Vert: 10=135(F=78, B=57) 11=54(F=22, B=32)
12=-63(F=-34, B=-30) 13=58(F=12, B=46) 14=3(F=-4,
B=7) 15=-35(F=-20, 13=15)
Julius Lee; P.E.:934869
1109 Coastal Bay
Boynton Beach, FL ,33435
Job
Truss
Truss Type
City
ADVANCED ARCH/CHLADNY RES
A0430323
59895R
J4P
Monopitch
8
�PIY
1
Job Reference o tional
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:44 2014 Pagc
ID: PyrXMd7nbMofizAd_KK9?yQHMH-78P21LTmH EwXRHj9gW VVC3VHRyIUAxjgVVhtXjzFyOBmC
-2-0-0 3-4-0
2-0-0 3-4-0
LOADING(psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plates Increase
1.25
TC 0.67
TCDL
17.0
Lumber Increase
1.25
BC 0.18
BCLL
0.0 `
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC2010ffP12007
(Mat(x-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 34-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
6 =
113/Mechanical
2 = 340/0-8-0 (min. 0-1-8)
Max Horz
2 =
162(LC 8)
Max Uplift
6 =
-136(LC 8)
2 =
-430(LC 8)
Max Grav
6 =
113(LC 1)
2 =
340(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-290/158
BOT CHORD
2-6=-266/347
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and CC
Extedor(2) zone; cantilever left and right exposed ; porch
left exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.,
3 4
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) 0.02 6-9 >999 360 MT20 244/190
Vert(TL) -0.01 6-9 >999 240
HOrz(TL) -0.00 2 n/a n/a
Weight: 15 lb FT = 0%
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except (jt=lb) 6=136, 2=430.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton Beach,Fl.33435'
Job
Truss
Truss Type
Qty
Ply
RES
59895R
J4PA
Monopitch
1
1
�ANANCEDARCH/CHLADNY
A0430324
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:44 2014 PagE
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-78P21LTmHEwXRHj9g W WC3VHYeITAxicWhtXjzFyOBm[
3-3-4 0
3=3-4 0- 12
2x4 = 4
1.5x4 II
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.25
Vert(LL)
0.02
5-8
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.25
Vert(TL)
0.02
5-8
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.08
Horz(TL)
-0.00
1
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 12 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 34-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation ouide.
REACTIONS. (lb/size)
1 =
167/0-8-0 (min. 0-1-8)
5 =
138/Mechanical
Max Horz
1 =
85(LC 8)
Max Uplift
1 =
-183(LC 8)
5 =
-173(LC 8)
Max Grav
1 =
167(LC 1)
5 =
138(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-275/757
BOT CHORD
1-5=-915/324
WEBS
2-5=-143/265
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Extedor(2) zone; cantilever left and right exposed ; porch
left exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 1=183, 5=173.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E .04.869
1109 Coastal Bay
Boynton Beach, FL 33435:
Job
Truss
Truss Type I
Qty
Ply
ADVANCED ARCH/CHLADNY RES
A0430325
59895R
J6P
Monopitch
5
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:45 2014 Pagc
ID:PyrXMd7nbMofizAd_KK9?yQHMH-bKzRVh UO2Y203RHM DD2RbjpcWriGgA4gvXGHViyOBmC
-2-11-0 5-4-0
2-0-0 5-4-0
1.5x4 II
3
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defi
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.69
Vert(LL)
0.12
6-9
>503
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.58
Vert(TL)
0.11
6-9
>578
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.01
2
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 22 Ib FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 5-4-0 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
6 =
197/Mechanical
2 =
444/0-8-0 (min. 0-1-8)
Max Horz
2 =
214(LC 8)
Max Uplift
6 =
-245(LC 8)
2 =
-543(LC 8)
Max Grav
6 =
197(LC 1)
2 =
444(LC 1)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-746/1590, 3-6=-221/381
BOT CHORD
2-6=-1964/906
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ; porch
left exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except at --lb) 6=245, 2=543.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. 934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
RES
59895R
V
Jack -Open
8
�ADVANCEDARCH/CHLADNY
A043O326
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:45 2014 Pagc
I D: PyrXMd7n bM oflzAd_KK9?yQ H MH-b KzRVh U O2Y2O3 RH MD D2 Rbjpcq id_gA4gvXGH ViyOBm(
-2-0-0 7-0-0
2-0 0 7-0-0
Dead Load Deft. =1/8 in
4
7-0-0
7-0-0
Plate Offsets (X,Y1—
r2:0-2-0,0-1-81
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.67
Vert(LL)
-0.08
4-7
>999
360
MT20HS 1871143
TCDL 17.0
Lumber Increase
1.25
BC 0.92
Vert(TL)
-0.19
4-7
>433
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 27 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-13 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
3 =
194/Mechanical
2 =
545/0-8-0 (min. 0-1-8)
4 =
60/Mechanical
Max Horz
2 =
442(LC 12)
Max Uplift
3 =
-265(LC 12)
2 =
-253(LC 12)
Max Grav
3 =
267(LC 21)
2 =
589(LC 21)
4 =
108(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOPCHORD
2-3=-2858/1058
BOT CHORD
24=-2755/5050
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 Ib uplift at
joint(s) except at --lb) 3=265, 2=253.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E..934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
QtY
ADVANCED ARCH/CHLADNY RES
r
A0430327
59895R
J7A
Jack -Open
3
[1Y
1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:46 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-3WXpi1 VOpsAFhbsYnxZg8wMsZ65SPaup8BOg28yOBml
3-6-8
3-6-8 3 5 8
4
3x4 = 3x4 =
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
TCLL 20.0
Plates Increase
1.25
TC 0.35
Vert(LL)
-0.06
5-8
>999
360
TCDL 17.0
Lumber Increase
1.25
BC 0.39
Vert(TL)
-0.14
5-8
>582
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.22
Horz(TL)
0.01
5
n/a
n/a
BCDL 10.0
Code FBC20101TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOTCHORD
Rigid ceiling directly applied or 8-5-3 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 = 342/0-8-0 (min.0-1-8)
3 =
1021Mechanical
5 =
210/Mechanical
Max Horz
1 =
360(LC 12)
Max Uplift
1 =
-80(LC 12)
3 =
-145(LC 12)
5 =
-175(LC 12)
Max Grav
1 =
359(LC 21)
3 =
141(LC 21)
5 =
266(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-649/236
BOT CHORD
1-5=-741/1222
WEBS
2-5=-625/575
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.0psf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever 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 is not designed to support a ceiling and is not
intended for use where aesthetics are a consideration.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1 except Qt=lb) 3=145, 5=175.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Dead Load Defl. = 1/16 in
PLATES GRIP
MT20 244/190
Weight: 29 lb FT = 0%
Julius Lee; P.E.:#34869
1109 Coastal Bay
Boynton Beach,FL.33435
Job
Truss
Truss Type
Qry
Ply
ADVANCED ARCH/CH LADNY RES
59895R
J76
Jack -Open �
4
1
A0430328
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:46 2014 PagE
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-3WXpi1 VOpsAFhbsYnxZg8wMnd6_EPdKp8BOg28yOBmI
-1-a-0, 7-0-0
1-0-0 ' 7-0-0
Dead Load Defl. = 1/8 in
3x8 ,i
Plate Offsets (X,Y)—
[2:0-2-0,0-1-81
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.66
Vert(LL)
0.08
4-7
>981
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.85
Vert(TL)
-0.19
4-7
>439
240
BCLL 0.0 `
Rep Stress Incr
YES
WB 0.00
Horz(fL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2010rrP12007
(Matrix-M)
Weight: 26 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.2
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-1 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
3 =
196/Mechanical
2 =
468/0-8-0 (min.0-1-8)
4 =
62/Mechanical
Max Horz
2 =
401(LC 12)
Max Uplift
3 =
-267(LC 12)
2 =
-197(LC 12)
Max Grav
3 =
269(LC 21)
2 =
507(LC 21)
4 =
109(LC 3)
FORCES. (Ib)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-2529/1648
BOT CHORD
2-4=-3525/4620
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Plates checked for a plus or minus 0 degree rotation
about its center.
3) This truss has been designed for a 10.0 psf bottom
chord 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) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except at=lb) 3=267, 2=197.
7) "Semi -rigid pitchbreaks with fixed heels" Member end
Fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.134869
1109 Coastal Bay
Boynton Beach, FL 33435
Jab
Truss .
i
Qty
Ply
ADVANCED ARCH/CHLADNY RESJob
A0430329
J7S
Trus5Type
-Open
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:46 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-3VJXpi1 VOpsAFhbsYnxZg8wMoL64aPdKp8BOg28yOBml
2-3-1�
2-3-1
8.00 F12 2
4x4 II
1
81
4 3
5x10 MT20HSII
i 2-3-1
i
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES
GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.62
Vert(LL)
-0.01
34
>999
360
MT20
244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.51
Vert(TL)
-0.01
34
>999
240
MT20HS
187/143
BCLL 0.0 `
Rep Stress Incr
YES
WB 0.00
Horz(TL)
-0.21
2
n/a
n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix-M)
Weight: 12 lb
FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-3-1 oc
pudins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or,10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
96/Mechanical
2 =
73/Mechanical
3 =
23/Mechanical
Max Horz
4 =
106(LC 12)
Max Uplift
4 =
-2(LC 10)
2 =
-183(LC 12)
3 =
-83(LC 12)
Max Grav
4 =
148(LC 12)
2 =
129(LC 21)
3 =
63(LC 10)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf, h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) All plates are MT20 plates unless otherwise indicated.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4, 3 except at=lb) 2=183.
9)."Semi-rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E..434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
59895R
Oil
Jack -Partial �
3
1
A0430330
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:47 2014 Pagc
ID: PyrXMd7nbMofl7Ad_KK9?yQ HMH-Xj5BwN Vea9l6l lRkLe4vh 8 uu I V RO83 WzNrf NaayO Bm,
-2-2-0 1-5-11 2 6 5 3-9-12
2-2-0 1-5-11 1-0-9 61 0-9-8
11.09 12
�A
N
2-6-5 3 9 12 ,
-R-S 1-9-7
Plate Offsets (X,1)-12:0-6-4,0-0-13j,
13:0-2-4,0-2-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL -20.0
Plates Increase 1.25
TC 0.92
Vert(LL) .-0.03 6-9 >999 360
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.41
Vert(TL) -0.05 6-9 >901 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.07
Horz(Q -0.01 4 n/a n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 19lb FT=0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 2-2-0 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
45/Mechanical
2 =
389/0-8-8 (min.0-1-8)
5 =
78/Mechanical
Max Horz
2 =
289(LC 12)
Max Uplift
4 =
-80(LC 12)
2 =
-193(LC 12)
5 =
-55(LC 12)
Max Grav
4 =
68(LC 21)
2 =
415(LC 21)
5 =
99(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3= 1220/241
BOT CHORD
2-6=-141/1964
WEBS
3-6=-285/231
NOTES-
1) Unbalanced roof live loads have been considered for this
design.
2) Wind: ASCE 7-10; VuIt=170mph (3-second gust)
Vasd=132mph; TCDL=5.0psf; BCDL=5.0psf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center. ,
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4, 5 except (jt=lb) 2=193.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.43.4869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type I
city
Ply
ADVANCED ARCH/CHLADNY RES
A0430333
59895R
OJ2
Jack -Open Structural Gable
7
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34945
Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:47 2014 Pag(
ID:PyrXMd7nbMotlzAd_KK9?yQHMH-Xj5BwNVea9l6llRkLe4vh8uwwWr84azNd NaayOBm,
-2-0-0 _ 2-4-13
2-0-0 2-4-13
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.82
Vert(LL)
-0.01
4-7
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.19
Vert(TL)
-0.01
4-7
>999
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
2
n/a
n/a
BCDL 10.0
Code FBC2010ITPI2007
(Matrix-M)
Weight: 12 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-13 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
3 =
52/Mechanical
2 =
305/0-8-0 (min. 0-1-8)
4 =
11/Mechanical
Max Horz
2 =
204(LC 12)
Max Uplift
3 =
-75(LC 12)
2 =
-174(LC 12)
Max Grav
3 =
75(LC 21)
2 =
325(LC 21)
4 =
32(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-820/414
BOT CHORD
2-4=-385/876
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) 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 perANSI/fPI 1.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) ` 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.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 3 except Gt=lb) 2=174.
9) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E. 934869
1109 Coastal Bay
Boyntgn Beach, FL 33435.:
Job
Truss _
Truss Type
Qty
Ply
59895R
OJ3
Jack -Open �
2
�
�ADVANCEDARCH/CHLADNYRES
A0430334
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:47 2014 Pagc
I D:PyrXMd7nbMoflzAd_KK9?yQ HM H-Xj5BwN Vea916ll RkLe4vh8uwwVSg83UzN dNaayO B m,
-2-10 2 4 0 3-8-0
2-0 0 2-4-0 1 4 0
12.00 12
N
A
2-4-0 1 3-8-0
�M_n 1�n
Plate Offsets (X,Y)—[2:0-2-0,0-1-81,
[3:0-2-4,0-2-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.82
Vert(LL)
-0.03
6
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.38
Vert(TL)
-0.04
6
>996
240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.07
Horz(fL)
-0.01
4
n/a
n/a
BCDL 10.0
Code FBC2010frP12007
(Matrix-M)
Weight: 19 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-8-0 oc
puriins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation uide.
REACTIONS. (lb/size)
4 =
47/Mechanical
2 = 367/0-8-0 (min.0-1-8)
5 =
72/Mechanical
Max Horz
2 =
300(LC 12)
Max Uplift
4 =
-90(LC 12)
2 =
-169(LC 12)
5 =
-52(LC 12)
Max Grav
4 =
73(LC 21)
2 =
388(LC 21)
5 =
92(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1092/260
BOT CHORD
2-6=-254/1884
WEBS
3-6=-282/235
NOTES-
1) Unbalanced roof live loads have been considered for this
design.
2) Wind: ASCE 7-10; Vu1t=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Extedor(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4, 5 except Qt=lb) 2=169.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E. #34869
1109 Coastal Bay
Boynton, Beach, FL 33435
Job
Truss
Truss Type I I
Qty
Ply
ADVANCED ARCH/CHLADNY RES
A0430335
59895R
OJ4
Jack -Open
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:48 2014 Pagc
ID: PyrXMd7nbMoflzAd_KK9?yQHMH-?vfZ7jWGLTQzwvOxvMbBDLR5gv[KtWT6cWx61 yO BmI
-2-0-0 2-4-0 4-6-6
2-0-0 2-4-0 2-2-6
2 4 0 4-6.6
2-4-0 2-2 6
Plate Offsets (X Y)—
[2:0-0-3 Edgel [3:0-2-4 0-2-0)
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) Udell L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.82
Vert(LL) -0.06 6 >964 360
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.55
Vert(TL) -0.09 5-6 >595 240
BCLL 0.0 `
Rep Stress Incr YES
WB 0.09
Horz(TL) -0.02 4 n/a n/a
BCDL 10.0
Code FBC2010ITP12007
(Matrix-M)
Weight: 22 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-6-6 oc
punins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation qUide.
REACTIONS. (lb/size)
4 =
79/Mechanical
2 =
415/0-8-0 (min.0-1-8)
5 =
74/Mechanical
Max Horz
2 =
367(LC 12)
Max Uplift
4 =
-153(LC 12)
2 =
-168(LC 12)
5 =
-41(LC 12)
Max Grav
4 =
123(LC 21)
2 =
434(LC 21)
5 =
91(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1547/354
BOT CHORD
2-6=-817/2709
WEBS
3-6=-335/294
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=5.Opsf; BCDL=5.Opsf, h=34ft; Cat. II;
Exp D; Encl., GCpi=o.18; MWFRS (envelope) and C-C
Extedor(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 5 except Qt=lb) 4=153, 2=168.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss .
Truss Type
Qty
ADVANCED ARCH/CHLADNY RES
59895R
OJ5
t
Jack -Open
1
Fy
A0430336
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
a
Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:48 2014 Page
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-?vfz7jWGLTQzwvOxvMb8DLR5gv/YtWK6cWx61 yOBm!
-2-0-0 2 4 0 5-O-o
2-0-0 2-4-0 2-8-0
N
4
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.82
Vert(LL)
-0.07
5-6
>812
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.67
Vert(TL)
-0.12
5-6
>484
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.10
Horz(TL)
-0.03
4
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 23 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP N6.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-1-13 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
4 =
96/Mechanical
2 =
441/0-8-0 (min.0-1-8)
5 =
75/Mechanical
Max Horz
2 =
404(LC 12)
Max Uplift
4 =
-187(LC 12)
2 =
-166(LC 12)
5 =
-35(LC 12)
Max Grav
4 =
151(LC 21)
2 =
459(LC21)
5 =
92(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1806/404
BOT CHORD
2-6=-1150/3181
WEBS
3-6=-361 /324
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=5.Opsf, BCDL=5.Opsf; h=34ft; Cat. 11;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Extedor(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 5 except Qt=lb) 4=187, 2=166.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was. used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.134869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type r
Qty
Ply
ADVANCED ARCH/CHLADNY RES
A0430337
59895R
OJ6
Jack -Open
1
1
Job Reference (optional)
At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:48 2014 Pagc
ID:PyrXMd7nbMotlzAd_KK9?yQHMH-?vtZ7j VGLTQzmQxvMb8DLRCnvkgtWE6cWx61yOBm!
2-4-0 5 0 0
2 4-0 2-8 0
3x4 = 1.5x4 11
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defi
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.37
Vert(LL)
0.08
4-5
>737
360
MT20 2441190
TCDL 17.0
Lumber Increase
1.25
BC 0.60
Vert(TL)
-0.12
4-5
>494
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.10
Horz(TL)
-0.03
3
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 20 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-10-10 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation auide.
REACTIONS. (lb/size)
1 =
285/0-8-0 (min. 0-1-8)
3 =
96/Mechanical
4 =
83/Mechanical
Max Horz
1 =
321(LC 12)
Max Uplift
1 =
-55(LC 12)
3 =
-187(LC 12)
4 =
-43(LC 12)
Max Grav
1 =
294(LC 21)
3 =
151(LC 21)
4 =
99(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-1298/995
BOT CHORD
1-5=-2135/2542
WEBS
2-5=351 /343
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. 11;
Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Extedor(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 4 except Qt=lb) 3=187.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.434869
1109 Coastal Bay.
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
RES
59895R
OJ7
Jack -Partial Girder
3
1
�ADVANCEDARCH/CHLADNY
A0430338
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:49 2014 Pagc
ID:P yrXMd7n bMoflzAd_KK9?yQ H M H-U5 DxL3Xv6nYgY2b7S 36N mZ_MJJ4_cza Fqg EUeTyO Bm
2-2-0 1-5 11 2-6 5, 3 9 12 5 4 10
2-2-0 1-5-11 1-0-9 1-3-7 1-611
LOADING(pso
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
TCLL 20.0
Plates Increase
1.25
TC 0.44
Vert(LL)
-0.11
5-6
>582
360
TCDL 17.0
Lumber Increase
1.25
BC 0.59
Vert(TL)
0.14
5-6
>451
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.10
Horz(TL)
0.04
4
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 4-11-3 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation cuide.
REACTIONS. (lb/size)
4 =
104/Mechanical
2 =
210/0-8-8 (min. 0-1-8)
5 =
-16/Mechanical
Max Horz
2 =
403(LC 27)
Max Uplift
4 =
-186(LC 8)
2 =
-170(LC 4)
5 _
-73(LC 6)
Max Grav
4 =
157(LC 15)
2 =
236(LC 33)
5 =
106(LC 27)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
2-3=-1392/1331
BOT CHORD
2-6=-1837/1774
WEBS
3-6=-297/325
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; End., GCpi=0.18; MWFRS (envelope); cantilever
left and right exposed ; Lumber DOL=1.60 plate grip
DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girders) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 5 except (jt=lb) 4=186, 2=170.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 255 lb
down and 255 lb up at 2-6-5, and 255 lb down and 255 lb
up at 2-6-5 on top chord, and 7 lb down and 72 lb up at
2-7-3, and 7 lb down and 72 lb up at 2-7-3 on bottom
chord. The design/selection of such connection device(s)
is the responsibility of others.
10) 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 (plo
Vert: 1-3=-74, 3-4=-74, 5-7=-20
Concentrated Loads (lb)
Vert: 3=282(F=141, B=141) 6=81(F=40, B=40)
PLATES GRIP
MT20 244/190
Weight: 25 lb FT = 0%
Julius Lee, P.E..934869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type ,
Qty
Ply
ADVANCED ARCH/CHLADNY RES
A0430339
59895R
OJ8
Jack -Partial Girder
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946
Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:49 2014 Pagc
I D:PyrXMd7nbMoflzAd_KK9?yQHMH-U5DxL3Xv6nYgY2b7S36NmZ_NOJ37czVFg9EUeTyOBm
1-5-11 , 2-6 53 9-12 , 5-4-10
1-5-11 , 1-0-9 1-3-7 1
3x4 = 1.5x4 II
2-6 5
6-5
5 3 12
2-9-7
5-4r10
0-
14
Plate Offsets (X Y)—f1:0-2-0
Edgel f2:0-2-4 0-2-01
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.33
Vert(LL)
0.10
4-5
>634
360
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.65
Vert(TL)
0.15
4-5
>437
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.10
Horz(rL)
0.04
3
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 21 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 54-10 cc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
87/0-8-9 (min. 0-1-8)
3 =
104/Mechanical
4 =
8/Mechanical
Max Horz
1 =
320(LC 27)
Max Uplift
1 =
-238(LC 6)
3 =
-186(LC 8)
4 =
-83(LC 6)
Max Grav
1 =
297(LC 27)
3 =
157(LC 15)
4 =
97(LC 27)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=825/1030
BOT CHORD
1-5=-1517/1046
WEBS
2-5=282/341
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Ehcl., GCpi=0.18; MWFRS (envelope); cantilever
left and right exposed ; Lumber DOL=1.60 plate grip
DO L=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except (jt=lb) 1=238, 3=186.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
9) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentrated load(s) 253 lb
down and 269 lb up at 2-6-5, and 253 lb down and 269 lb
up at 2-6-5 on top chord, and 4 lb down and 64 lb up at
2-7-6, and 4 lb down and 64 lb up at 2-7-6 on bottom
chord. The design/selection of such connection device(s)
is the responsibility of others.
10) 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 (plo
Vert: 1-2=-74, 2-3=74, 4-6=-20 J.
Concentrated Loads (lb)
Vert: 2=254(F=127, B=127) 5=48(F=24, B=24)
Julius Lee; P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
PIY
ADVANCED ARCH/CHLADNY RES
59895R
OJ9
Jack -Open Structural Gable
2
A0430340
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:50 2014 Pagc
ID:PyrXMd7nbMof zAd_KK9?yQHMH-yImKYPYXt4ggACAJOmdclmWc2/Y5LRJP3p_1 BvyOBm
2-4-14
2-4-14
kh
2x4 =
LOADING(psi)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defi
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.12
Vert(LL)
-0.00
6
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.09
Vert(TL)
-0.00
. 3-6
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
1
n/a
n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix-M)
Weight: 8 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-4-14 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required _
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
126/0-8-0 (min. 0-1-8)
2 =
66/Mechanical
3 =
28/Mechanical
Max Horz
1 =
122(LC 12)
Max Uplift
1 =
-40(LC 12)
2 =
-89(LC 12)
3 =
-7(LC 12)
Max Grav
1 =
135(LC 21)
2 =
91(LC 21)
3 =
40(LC 3)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
BOT CHORD
1-3=-402/449
NOTES-
1) Wind: ASCE 7-10; Vult=170mph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) 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/rPI 1.
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) ` 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.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 2, 3.
9) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E. #34869
1109 Coastal Bay
Boynton. Beach, FL 33435
Job
Truss
Truss Type t I
Qty
Ply
ADVANCED ARCH/CHLADNY RES
A0430331
59895R
0J10 _
JACK -OPEN
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:50 2014 Pagc
ID:PyrXMd7nbMofizAd_KK9?yQHMH-ylmKYPYXt4ggACAJOmdclmWbljU?LQ7P3p_1 BvyOBm
2-4-0 3-8-0
2-4-0 1 4-0
12.00 12
c&
N
1.5x4 II
2x4 =
, 20 3-8- , 0 ,
2-4--4-0 1-4-0
Plate Offsets (X Y)—
12:0-2-4 0-2-0)
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defi
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.19
Vert(LL)
0.03
5
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.35
Vert(TL)
-0.04
5
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.08
Horz(Q
-0.01
3
n/a
n/a
BCDL 10.0
Code FBC2010/TP12007
(Matrix-M)
Weight: 15 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-8-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
205/0-8-0 (min. 0-1-8)
3 =
47/Mechanical
4 =
86/Mechanical
Max Horz
1 =
218(LC 12)
Max Uplift
1 =
-52(LC 12)
3 =
-90(LC 12)
4 =
-66(LC 12)
Max Grav
1 =
216(LC 21)
3 =
73(LC 21)
4 =
108(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-669/513
BOT CHORD
1-5=-1154/1336
WEBS
2-5=-270/258
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 3, 4.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee, P.E.434869
1109 Coastal Bay
Boynton Beach, FL.33435
Job
Truss
Truss Type
Qty
ADVANCED ARCH/CHLADNY RES
59895R
OJ11
Jack -Partial r
1
Fy 1
A0430332
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:50 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-ylmKYPYXt4ggACAJOmdclmWazjUjLQ8P3p_i BvyOBm
1-5 1 1 2 6-5 3 0 2 3-9-6
1-5 11 1-0-9 5 1 0-9-5
11.09 12
1.5x4 II
4
2x4 =
2-6-5
3-9-6
2-6-5
1-3 1
Plate Offsets (X,Y)--f2:0-2-4,0-2-01
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.19
Vert(LL)
0.03 5-8
>999
360
MT20 244/190
TCDL 17.0
Lumber Increase
1.25
BC 0.37
Vert(TL)
-0.05 5-8
>962
240
BCLL 0.0 `
Rep Stress Incr
YES
WB 0.08
Horz(TL)
-0.01 3
n/a
n/a
BCDL 10.0
Code FBC20101TP12007
(Matrix-M)
Weight: 15 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-9-6 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
210/0-8-8 (min.0-1-8)
3 =
44/Mechanical
4 =
95/Mechanical
Max Horz
1 =
205(LC 12)
Max Uplift
1 =
-65(LC 12)
3 =
-78(LC 12)
4 =
-72(LC 12)
Max Grav
1 =
225(LC 21)
3 =
67(LC 21)
4 =
118(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-726/551
BOT CHORD
1-5=-1133/1336
WEBS
2-5=-270/255
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
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) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 1, 3, 4.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.,04869
1109 Cdastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type r
Qty
Ply
RES
A0430343
59895R
V3
Valley
1
1
�ADVANCEDARCH/CHLADNY
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:51 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-QUKimkY9eOoXnMIVaU8rr 3or7vn4uZYITjbjLyOBm
1-7-0 3.2-0
1-7-0 1-7-0
3x4 =
2x4 i
0 6 3-1-10
Plate Offsets (X Y)—[2:0-2-0 Edge]
LOADING(psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plates Increase
1.25
TC 0.06
TCDL
17.0
Lumber Increase
1.25
BC 0.06
BCLL
0.0 `
Rep Stress Incr
YES
WB 0.00
BCDL
10.0
Code FBC201 O/TPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-2-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
104/3-1-4 (min. 0-1-8)
3 =
104/3-1-4 (min.0-1-8)
Max Horz
1 =
-42(LC 10)
Max Uplift
1 =
-52(LC 12)
3 =
-52(LC 13)
Max Grav
1 =
104(LC 21)
3 =
104(LC 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Extedor(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) . 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.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at joint(s)
1, 3.
id
0
2x4
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) n/a - n/a 999 MT20 244/190
Vert(TL) n/a - n/a 999
Horz(fL) 0.00 3 n/a , n/a
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Weight: 9 lb FT = 0%
Julius Lee; P.E. #34869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
ADVANCED ARCH/CHLADNY RES
59895R
V4
`
Valley
1
�PIY
1
A0430344
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:51 2014 PagE
ID:PyrXMd7nbMoBzAd_KK9?yQHMH-QUKimkY9eOoXnMIVaU8rr 3c47v44uZYITjbjLyOBm
14-12 2-9-8
14-12 1-4-12
2x4 i
8.00 12 2 3x4 =
2-9-8
9-49
2x4
Plate Offsets (X.Y)-12:0-2-O,Edgel
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.04
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.04
Vert(TL) n/a - n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00 3 n/a n/a
BCDL 10.0
Code FBC201 O/TPI2007
(Matrix)
Weight: 7 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-9-8 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
86/2-8-12 (min. 0-1-8)
3 =
86/2-8-12 (min. 0-1-8)
Max Horz
1 =
-35(LC 8)
Max Uplift
1 =
-43(LC 12)
3 =
-43(LC 13)
Max Grav
1 =
87(LC 21)
3 =
87(Ld 22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
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=5.Opsf; BCDL=5.0psf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) . 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.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at joint(s)
1, 3.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E..#34869
1109 Coastal Bay
Boynton: Beach, FL 33435
Job
Truss
Truss Type
Qty
Ply
ADVANCED ARCH/CHLADNY RES
A0430345
59895R
V7
Valley
1
1
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:52 2014 Page
I D: PyrXMd7nbMoflzAd_KK9?yQHMH-ugu4z4ZnOixOP WKi8 Bg4OBcunWDOpKmiW7T8FoyOBml
3-7-0 7-2-0
3-7-0 3-7-0
d
4x4 =
4
2x4 i 1.5x4 11 2x4,
.9
d
0 -6 7-2-0
0 6 7-1-10
LOADING(psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) 1/defl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.36
Vert(LL) n/a n/a 999
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.10
Vert(TL) n/a n/a 999
BCLL 0.0 `
Rep Stress Incr YES
WB 0.07
HOrz(TL) 0.00 3 n/a n/a
BCDL 10.0
Code FBC20101TPI2007
(Matrix)
Weight: 24 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING-
TOPCHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
1 =
160f7-1-4 (min.0-1-8)
3 =
160f7-14 (min. 0-1-8)
4 =
2647-14 (min.0-1-8)
Max Horz
1 =
118(LC 11)
Max Uplift
1 =
-107(LC 12)
3 =
-118(LC 13)
4 =
-82(LC 12)
Max Grav
1 =
161(LC 21)
3 =
178(LC 22)
4 =
266(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
24=-310/227
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=5.Opsf; BCDL=5.Opsf, h=34ft; Cat. II;
Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) ` 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.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except (jt=lb) 1=107, 3=118.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius, Lee, P.E.434869
1109 Coastal Bay
Boynton Beach, FL 33435`
Job
Truss
Truss Type
Ply
ADVANCED ARCH/CHLADNY RES
59895R
V8
F
Valley
�Qty
1
1
A0430346
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:52 2014 Pagf
I D:PyrXMd7nbMoflzAd_KK9?yQHMH-ugu4z4ZnOixOP WKi8Bg4OBcuTWDZpLgiW7T8FoyOBm!
3-4-12 6-9-8
3-4-12 3-4-12
4
0
4x4 =
4
2x4,', 1.5x4 11 2x4
CS
LOADING(psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.32
Vert(LL)
n/a -
n/a
999
MT20 244/190
TCDL 17.0 -
Lumber Increase
1.25
BC 0.09
Vert(TL)
n/a -
n/a
999
BCLL 0.0 *
Rep Stress Incr
YES
WB 0.06
Horz(TL)
0.00 3
n/a
n/a
BCDL 10.0
Code FBC2010lf1312007
(Matrix)
Weight: 23 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
REACTIONS. (lb/size)
1 =
150/6-8-12 (min. 0-1-8)
3 =
150/6-8-12 (min. 0-1-8)
4 =
248/6-8-12 (min. 0-1-8)
Max Horz
1 =
-111(LC 8)
Max Uplift
1 =
-100(LC 12)
3 =
-111(LC 13)
4 =
-77(LC 12)
Max Grav
1 =
151(LC 21)
3 =
167(LC 22)
4 =
250(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-4=-292/214
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) . 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.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 4 except Qt=lb) 1=100, 3=111.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E-#39869
1109 Coastal Bay
Boynton Beach, FL ,33435
Job
Truss
Truss Type
Qty
59895R
V11
Valley
1
Fy 1
�ADVANCEDARCH/CHLADNYRES
A0430341
Job Reference (optional)
Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:52 2014 Pagc
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-ugu4z4ZnOixOP WKi8Bg4OBcgR W7ApKwi W7T8FoyOBm!2 5-7-0 11--0
5-7-0 5-7-0
4x4 11
4x4 i 4 44
1.5x4 II
0- 6 11-2-0
0- 6 11-1-10
LOADING(psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plates Increase
1.25
TC 0.58
TCDL
17.0
Lumber Increase
1.25
BC 0.50
BCLL
0.0 `
Rep Stress Incr
YES
WB 0.12
BCDL
10.0
Code FBC2010/TP12007
(Matrix)
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
pudins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation quide.
REACTIONS. (lb/size)
1 =
232/11-1-4 (min. 0-1-13)
3 =
232/11-1-4 (min. 0-1-13)
4 =
494/11-1-4 (min.0-1-13)
Max Horz
1 =
-195(LC 8)
Max Uplift
1 =
-138(LC 12)
3 =
-157(LC 13)
4 =
-209(LC 12)
Max Grav
1 =
235(LC 21)
3 =
264(LC 22)
4 =
495(LC 21)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
WEBS
2-4=-501/339
NOTES-
1) Unbalanced roof live loads have been considered for this
design.
2) Wind: ASCE 7-10; Vult=17omph (3-second gust)
Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
.9
a
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) n/a n/a 999 MT20 244/190
Vert(TL) n1a n/a 999
Horz(TL) 0.00 3 n/a n/a
6) ` 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.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) except Qt=lb) 1=138, 3=157, 4=209.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Weight: 39 lb FT = 0%
Julius Lee, P.E.434869
1109 Coastal Bay
Boynton Beach, FL 33435
Job
Truss
Truss Type
Qty
ARCH/CHLADNY RES59895R
V15
Valley
1
[P41YTADVANCED
A0430342
Reference (optional)
Al R00v i KUbbEb, FuK I MERGE, FL 34846 Run: 7.530 s Jul 14 2014 Print: 7.530 s Jul 14 2014 MiTek Industries, Inc. Thu Oct 30 15:43:53 2014 Pag(
ID:PyrXMd7nbMoflzAd_KK9?yQHMH-MISSBQaP9?3FlgvuhvBJwP8yRwW Yj4dnCinEyOBm
7-7-0 15-2-0
7-7-0 7-7-0
4x6 II
3x4 i 8 7 a - 3x4 Q
3x6 11
1.5x4 II
0-¢6 15-2-0
0- 15-1-1n
3x6 11
Plate Offsets (X,Y)--I1:0-3-7,Edgel, r2:0-3-11,0-0-41, 14:0-3-11,0-0-41, r5:0-1-7 Edgel
LOADING(pso
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.82
Vert(LL) n/a - n/a 999
MT20 244/190
TCDL 17.0
Lumber Increase 1.25
BC 0.27
Vert(TL) n/a - n/a 999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.32
.
Horz(rL) 0.00 5 n/a n/a
BCDL 10.0
Code FBC2010/TPI2007
(Matrix)
Weight: 56 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc
purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation ouide.
REACTIONS. All bearings 15-1-4.
(lb) - Max Horz
1=271(LC 8)
Max Uplift
All uplift 100 lb or less at joint(s)
except 1=-352(LC 10), 5=-298(LC 11),
7=-101(LC 12), 8=-640(LC 12), 6=640(1_C
13)
Max Grav
All reactions 250 lb or less at
joint(s) except 1=328(LC 12), 5=301(LC
13), 7=460(LC 21), 8=817(LC 21), 6=816(LC
22)
FORCES. (lb)
Max. Comp./Max. Ten. - All forces 250 (lb) or less except
when shown.
TOP CHORD
1-2=-383/357,2-3=-344/268, 3-4=-344/268,
4-5=-366/342
WEBS
3-7=-465/257,2-8=-1181/1073,
4-6=-1181/1073
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=5.Opsf; BCDL=5.Opsf; h=34ft; Cat. II;
Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C
Exterior(2) zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60.plate grip DOL=1.60
3) Plates checked for a plus or minus 0 degree rotation
about its center.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6) ` 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.
7) Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 352 lb uplift at joint
1, 298 lb uplift at joint 5, 1 01'Ib uplift at joint 7, 640 lb
uplift at joint 8 and 640 lb uplift at joint 6.
8) "Semi -rigid pitchbreaks with fixed heels" Member end
fixity model was used in the analysis and design of this
truss.
LOAD CASE(S)
Standard
Julius Lee; P.E.134869
1109 Coastal Bay
Boynton Beach, FL ,33435
ti
a
All_- A-1 ROOF
TRUSSES
A FLOMDA. CORPORA17ION
Important Notes / Please Review Prior to Truss Installation:
1) Trusses are to be handled, installed and braced in accordance with the following standards:
ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving
Metal Plate Connected Wood Trusses", and `SCSI 1-03 Guide to Good Practice For Handling,
Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate
Institute. Any of this material can be obtained by contacting A-1, Roof Trusses. Spanish versions are
also available.
2) All temporary and permanent bracing design, connection, material, and labor by others.
3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may
vary from building designers calculated loads. The building designer is ultimately responsible for
clarifying any discrepancies.
4) If provided by truss manufacturer, any engineered beams provided have been sized using
information design guides or software provided by the beam manufacturer. The building designer
should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for
specifying beams, other than those provided by truss manufacturer.
5) Unless specified, roof trusses are not designed for any additional attic storage loads.
6) On flat surfaces, adequate drainage must be provided to avoid,ponding.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and
plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords
and webs cannot be cut. Attic access opening should be located between trusses unless otherwise
noted.
8) Unless specified, valley framing design, connection, material and labor to be supplied by the
builder.
9) Attached drawings are standard details that cover most installation standards. Structural details
provided by the building. designer supersede any attached details.
10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified.
Structure should be framed through the trusses to be supported by the foundation. In cases where
trusses are designed to carry the structure above all loads and uplifts MUST be verified by building
designer. Connection of structure to trusses must be provided by the building designer.
1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss
placement plan and/or individual truss design drawings.
12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads
for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed
unless specified on sealed engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 St. Lucie Blvd., Fort Pierce, FL 34946
772-409-1010 Office 772-409-1015 Fax www.AItruss.com
w
Name:
U S P
Address:
STRUCTURAL
CONNECTORS'
Customer.,
A MITeW CompaWy
Contact Number.
Hangers
JIM
M
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1Q, W
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1604-Ul
AO
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-
TI
JUS24
1881,
655
750
820
510
4- 10d (Header)
FL82LB9,
2 - 10d (Joist)
11-
0510.01,
RR 25779
LUS24
670
765
825
490
4 - 10d (Header)
I
I
I
1
1
2 - lad (Joist)
T2
JUS26
1881,
B50
975
1060
1115
4 - 10d (Header)
FL82L42,
4 -10d (Joist)
0510.01,
RR 25779
LUS26
965
990
1070
i165
4 - I Od (Header)
I
I
I
I
I -
4 - I od (Joist)
T3
MSH422
183:1,
-
-
-
22 - 10d (Face - Face Max Mailing)
FL822.36,
6 -10d (Face - Top Max Nailing)
08-
6 - 10d (Joist - Face Max Nailing)
0303,06,
6- 10d (Joist -Top Max Nailing)
RR 25836,
4- 10d (Top -Top Max Nailing)
133.16-11
THA422
2245
2245
2245
6 - 16d (Canted Member- face Mount)
6 - lod (Conled Member - Top Flange)
22 - 16d (Face - Face Mount)
2 - I 6d (Face - rap Mange)
4 - 16d (rap - rap Flange)
THA1422
1835
1835
1835
2-10dxl-112or2-lodxl-112(Carried Member)
20 - 10d or2 - 10d (Face)
14 -10d (Top)
USP Structural Connectors I
T4
TH D26
1781,
2485
2855
3060
2170
-
-
18 -16d (Face)
FL13285.35
12 -10d x 1-1/2 (Joist)
, 06-
0921.05,
RR 25843
HW26
2940
3340
3600
1555
11 - IOd x I-112 (Carried Member)
20 -10d x 1-112 (Carried Member - Max Nailing)
27 -16d (Carrying Member)
27 -16d (Carrying Member- Max Nailing)
T5
THD26-2
1789.
2540
2920
3175
2285
-
-
18 - 16d (Face)
F1.13285.35
12 -10d (Joist)
06-
0921.05,
RR 25843,
_
1311fi-R
HHUS26 2
2785
3155
3405
1550
-
14 -16d (Face)
6- I6d (Joist)
HiU26-2
2940
3340
3600
2175
20 -10d (Carried Member - Max Nailing)
20 -16d (Carrying Member- Max Nailing)
*T6
THD28
178L
3865
3965
3965
2330
-
28 -16d (Face)
FL13285.35
16 - 10d x 1-1/2 (Joist)
, 06- ,
0921.05,
RR 25843
HN28
3820
4340
4680
2140
-
26 -10d x 1-112 (Carried Member - Max Nailing)
26 -16d (Carrying Member- Max Nailing)
T7
THD28-2
1781.
3950
4540
4935
2595
-
-
-
28 - 16d (Face)
FL13285.35
16 -10d (Joist)
. 06-
0921.05,
RR 25843,
.13116-R
HHUS28-2
4210
4770
5140
2000
22 -16d (Face)
8 - I6d (Joist)
HTU28-2
3820
4340
4680
3485
-
-
26 -10d (Carried Member - Max Nailing)
26.16d (Carrying Member- Max Nailing)
T8
THD46
178:4
2540
2920
3175
2285
-
-
18 - 16d (Face)
FL13285.35
12 - 10d (Joist)
, 06-
0921.05,
RR 25843,
13116-R-
USP Structural Connectors I `
HHU546
2790
13160
3410
11.5,50
-
14 -16d (Face)
6 -16d (Joist)
T9
THD48
1781.
3950
4540
4935
2595
28 - 16d (Face)
FL13285.35
16 - 10d (Joist)
, 06-
092L05,
RR 25843,
13116-R
HHUS48
4210
4770
5140
200
-
-
-
-
22 -16d (Face)
8 -16d (Joist)
T10
THDH26-2
1881,
3915
4505
4795
2235
-
20 -16d (Face)
FL821.75,
8- 16d (Joist)
06-
0921.05,
RR 25779,
13116-R
HGUS26-1
4355
4875
5230
2155
-
-
20.16d (Face)
a -16d (Joist)
T11
THDH26-3
1881,
3915
4505
4795
2235
20 -16d (Face)
FL821.75,
8 -16d (Joist)
06-
0921.05,
RR 25779
HGUS26-3
4355
4875
5230
2155
20 -16d (Face)
8 -16d (Joist)
T12
THDH28-2
1881,
6535
7515
8025
2665
-
36 - 16d (Face)
FL82L77,
10 -16d (Joist)
RR 25779,
13116-R
HGUS28-2
7460
7460
7460
3235
36 -16d (Face)
12 -16d (Joist)
T13
THDH28-3
1881.
6770
7785
8025
2665
-
-
36 -16d (Face)
FL821.77,
12 -16d (Joist)
06-
092L05,
RR 25779
HGUS28-3
7460
7460
7460
3235
36.16d (Face)
12 -16d (Joist)
USP Structural Connectors
STRUCTURAL
CONNECTORS'
A MTW CciTM_ y
Fastener Comparison Table
Name:
Address:
Customer.
Contact: Number.
_ .--•. wb�y3�ic3�•
Win_.=
• sa_ :-u�
-
�_
tc..cyi�,-v�-.> = "'SCy: C,--•
_ ,fi,• -:. s•'..:. =-Cti73 'b..: �."k-,.-.:-r_�rl--" `�--r�z- _•_•-�- -�_
�.�,�-.�.. _4.-.ram _—i`-�:�-",y-, ■�/-�+^ j./y _- � r 6: „�v" �-.sue"'...
- s'^..t+. �•i _. z..,.-_�_.-� y -cam � �i"..
--Y—t _��
.:yi`..��.'.'ivV,f■��CL
�'��tii -. V+�•'a :-'• =�
,:i �L_ _.'cCw--�'^:;"-s::=S=���� +e.^rr^-.4. .in.Y
- - _ '•-%:a+i'f.v.=+-=.•Y.`:L� ••:ri��4�v�`S: a-y�ti.rr. ..c:_.c�^�"�-:x.:=,7_lr-.—�.�..,._a,.�+.,..Y.:_'�+--.;'�'c.:
.,. .. ..: -...:. .. -, -- •� =n -� tip• � - �, -.. :._ <r `��'� <�� f-�,
25:::�h,: -_ .. E'�a<_ _.+..�..•:�T.:. �pi:.C�-�� - n:C=�=- a�_-`.�-.-.bL:Ta - - i�1"v'e
�Cabei •"ElSPStocki�os ��s:��-�;R wredeFasfeners�y.: �;�:F ��e�n •Na; � ��`�"�.:��=r ��_�� �.
� ��
-':{� :� Gro •� _
.�'-�
-�."-`�
- - - -- - -- -- ,.�K; �.:��.,.,�'•-ri,��Rec�uii==dtFastener�>.;
-
TI
JUS24
4 - 10d (Header)
LUS24
4-10d(Headeo
2 -10d (Joist)
2 -10d (Joist)
-
TIO
THDH26-2
20 -16d (Face)
HGUS26-2
20-16d (Face)
8 -16d (Joist)
8-16d (Joist)
-
TJ1
THDH26-3
20-16d(Face)
HGUS26.3
20-16d(Face)
8 -16d (Joist)
8 -16d (Joist)
-
T12
THDH28-2
36 -16d (Face)
HGUS28 2
36-16d (Face)
10 -16d (Joist)
12 -16d (Joisi)
-
U3
THDH28-3
36-16d (Face)
HGUE28--3
36-16d(Face)
12 -16d (Joist)
12 -16d (Joist)
T2
JUS26
4 -10d (Header)
LUS26
4-10d (Header)
4 -10d (Joist)
4-10d (Joist)
T3
MSH422
22 -10d (Face - Face Max Nailing)
7NA422
6-16d (Carried Member - Face Moun#)
6 -10d (Face - Top Max Nailing)
6-10d (Carried Member - Top Flange)
6 -10d (Joist - Face Max Nailing)
22 -16d (Face - Face Mount)
6 -10d (Joist -Top Max Nailing)
2 -16d (Face - Top Flange)
4 -10d (ibp -Top Max Nailing)
4-16d (Top - Top Flange)
-
T4
THD26
18-16d(Face)
HTU26
11-10dx1-1a(CarriedMember)
12 -10d x 1-IJ2 (Joist)
20 -10d x 1-12 (Curried Member -
Max Nailing)
20 -16d (Urrrying Member)
20 -16d (Carrying Member - Max
Nailing)
-
TS
THD26-2
1S -16d (Face)
UHUS261
14 -16d (Face)
12 -10d (Jolst)
6-16d (Joist)
-
T6
THD28
28-16d(Face)
HTU28
26-IOdx1-112(Carried Member -
16 -10d x 1-1/2 (foist)
Max Mailing)
26 -16d (Carrying Member - Max
Nailing)
-
T7
THD28-2
28 -16d (Face)
HHUS28-2
22 -16d (Face)
16-10d (Joist)
8-16d (Joist)
-
T8
TH046
18 -16d (Face)
HHUS46
14-16d (Face)
12 -10d (Joist)
6 -16d (Joist)
-
T9 I
THD48 128
-16d (Face)
HHUS48
22-16d (Face)
16 -10d (Joist)
8 -16d (Joist)
USP Structural Connectors
4,
pAdam
STRUCTURAL
CONNECi•OW
Customer.
A Mirek•Company
COnfact: Number.
:y
4
_
JUS24
(Qty.1)
THDH26-2•
(Qty.' 1)
THDH26-3
(Qty.• 1)
WIN
iRl Me-
THDH28-2
(Qtyr-1)
THDH28-3
(Qty. I)
JUS26
(Qty.' 1)
flange
�
�= 21 t:c
� ' � ``_� ii
j�'•�•,Ey
?• �.' :vim:
/
w
right
s 91�4
�U
flange
MSH422
(Qty. 1)
THD26
(QV. 1)
THD26-2
MY, 1)
t
Left �Zb r q,.�
flange
Left
EIM
mow'
�w�v�.
Y\ D
Right
D
Fight
_
flange
flange
THD28
(Qtyr 1)
THD28-2
(Qty--1)
THD46
(Qty-1)
USP Structural Connectors ]
aa�
STRUCTURAL
CONNECTORS'
Customer:
A MTek GomPany
ContaCt: Number.
ZaL3"
Lem l.. ~.-..
......
.. F!c'•..
flange
r
v Right
flange
THD48
i4nY 11
USP Structural Connectors
3
J
1 t
lJcb Aefar,nm I
11=7250S Jun222D12 Pori- 7_M a Ju122 i
i1:ZvU4 a0bY!sE mp1bRWyPs 4-
TYPICAL HIPJACK CONNECTION
TSTBK MAX 55 PSF MAX ROOF LOAD
170 MPH EXC H=25h MAX
A 23 t 2. 12 a,,t o 3s4 r-
tYAILEn�
fS4RID�2-1
7n_�
2
A-
14
1
S t
ANILS3
_
3YA -
t1YlID
5
5
-ts (X,Y): i2:0.0.8,0-i-81
(p>-i)
SPACING
2-0-0
CS1
30.0
Plates Increase
1.25
TC 0.71
15.0
Lumber Increase
1.25
SC 0649
0.0 '
Rep Stress incr
NO
WS 0.50
10-0
Cod_ FRC2010tTP12007
(Matrix M)
14AtLr=D
ML0
11,11 Blu _TT I I
15 7 is
NRLM 7SuL n HALED
NALM NAILD
AEM In (loc) lidell Lid
Vert(LL) -DM 6-7 >999 360
Vert(PL) -0.09 6-7 >999 240
Hoa(fL) 0.01 6 nia n1a
2-16d
toe naL
at+=
2 strapfi40dr1S'
e?.ch end
PLATES GRIP
MTZ0 2441190
sLR1e=1:z
0
n
Weight ''.41b FT - 0 0
BRACING
TOP CHORD Structural vmod sheathing directly applied orb -0 cc puriins.
BOT CHORD Structural vmod sheathing directly applied or B-9-4 or bracing.
UTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in accordance vdth Stabilizer
Installation snide
TTIONS (IhrsiM) 4-183/N1echantca4 2-60810-10-15 (min. 0-1-8), 6-352jMechanlcai
Max Horz 2-308(LC 4)
Max UpGIi4--156(LC 4), 2--382(LC 4), 6-159(LC 8)
Max Grav4s219(LC 2), 2-734(LC 2), 6-412(LC 2)
:ES (lb) - Max. Comp! -Max Ten. -All forces 250 (lb) ortess except when shown -
CHORD 2-11--933i645, 11-12--BSf4B07, 3-12--B4y303
CHORD 214--MI184B,14-15--439rB48,7-15--4391848,7-16-439/84%&16--439J848
S 3-6-9161475
CHORD 2s4 SYP M 38
CHORD 2x4SPNo_2
S 2x4 SP No.3
Wind: ASCE 7-10;170mph (3-second gust) uasd=132mph; TCOL-5.0ast; BCOL-5.Opst; h-251t; Cal- 11; Exp C; Encl., GCp1-0.18;
MWFP.S (envelope); cantilever left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33
This truss is not designed to support a celling and is not Intended for use vAiere aesthetics are a consideration_
Plates checked for a plus or ndnus 0 degree rotation about its center.
This truss has been designed fora 10.0 pst bottom chord five load nonconcurent with any other line loads.
'This truss has been designed fora Eve load of 20.0psi on the bollornchord In all areas where a rectangle 3-6-0 tali by 2-M wide %ill fit
beWeen the bottom chord and any other members.
`,llllil(!lit�7
VrG
j - N 34869
LU
V - = 11l
STATE OF
cif :!c�OR1pP- �N`:
\kr. `♦
13-09 COASTAL BAY
BOYNTON BC,FL 33435
10/20/12
TYPICAL ALTERNATE' BRACING DETAIL
FOR EXTERIOR FLAT GIRDER TRUSS
iz
4 12tl-„ P1TCH��
TRUSS •24' Q.c.
4 12d
MAX 30" (2' -- 5")
UPLIFT CONN7ECTI()N ►����<<1�''
SEE ROOF 2x6 #2 SP BOTH FACES,.`24• �. �� �9EXTERI{, �yw�
OIRDER IMP�N H �:Ida
STATE OF ���:
R10-
ONAL��
1109 COASTAL BAY
BOYNTON BC,FL 33435
10/19/22
11
I tI >
IFEBRUARY 14, 2012 I CONSTANDARD PIGGYBACK TRUSS
NECTION DETAIL (PERPENDICULAR) S i'-PIGGY PERP.I
0 0
a
M'Tek Industries, Inc.
DETAIL IS NOT APPLICABLE FOR TRUSSES .
TRANSFERING DRAG LOADS (SHEAR TRUSSES
ADDITIONAL CONSIDERATIONS BY BUILDING
ENGINEER(DESIGNER ARE REQUIRED.
PIGGY-BACKTRUSS
(CROSS-SECTION VIEVI)
Refer to actual truss design drawing for
addrLkmal piggyback truss frrformaiion.
NEARSIDE
IW ek Industde3, Chestefeld, MO Page 1 of 1
MAX MEAN ROOF HEIGHT =30 FEET
BUILDING CATEGORY 11
WIND EXPOSURE B or C
WIND DESIGN P ER ASCE 7-98, ASCE 7-02. ASCE 7-05100 MPH (MWFRS)
WIND DESIGN PER ASCE 7-10125 MPH (MWFRS)
DURATION OF LOAD INCREASE
FOR WIND LOADS:1.60
THIS DETAIL SHALL BE ONLY USED FOR RESISTJNG A VERTICAL WIND UPLIFT
UP TO 140 LEIS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER
IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN
OTHER DIRECTIONS.
ATTACH PIGGYBACK TRUSS
TO BASE TRUSS WITH
(2) -16d (0.131" X3.5'1 NAILS
TOENAILED.
FAR SIDE
FLAT TOP CHORD
OF BASE TRUSS
BASE TRUSS (SIDE VIEW)
Refer to actual truss design drawing
for additional base buss information. i
NOTES FOR TOE -NAIL:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES
WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE
NAIL FROM THE MEMBER END AS SHOWU
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF
NAILS SHALL BE SUCH ASTO AVOID UNUSUAL SPLITTING
OFTHE WOOD.
NOTES FOR TRUSS:
1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY:
2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES
MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER:
3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES
IS 2 FT OR LESS:
4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO
BASE TRUSSES.
5� PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS
OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT
AT CONNECTING POINT.
'' * ' N 34869 •' #
�0 W _
�0 STATEOF •'.��:
�i� '•.�OR1T?
1109 COASTAL BAY
BOYNTON BC,FL 33435
'10/19/12
FEBRUARY 14, 2012 1 Standard Gable End Detail " '
Fv_1aQ °
o�
Welt Industries, Inc. Roof S
SHEET 2 '
Mi fek Industries, CheaerfWK MO Page 2 of 2
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
HOP.IZONTAL BRACE
(SEE SECTION A A)
THE RESPONSIBILITY OF THE SLOG DESIGNEROR
PROJECT ENGINEERIARCHTECTTO DESIGN THE
BNG DIAPHRAGM AND ITS ATTACHMENTTOTHE
3SESTO RESIST= OUT OF PLANE LOADS THAT
RESULT FROM THE BRACING Or -THE GABLE ENDS)
Diag. Brace.
at 113 points
(t needed
Wall
24" Q.Ci.
2YS DIAGONAL BRACE SPACED 48- O.C.
ATTACHED TD VERTr_ALWITH (') -16d
COMMON WIRE NAISAND ATTACHED
TO BLOCKING WITH (5) -10d COMMONS.
NAIL DIAGONAL BRACETO
PURLIN WITH TWO 16d NAILS
/ 2X 4 PURLN FASTENED TO FOUR TRUSSES
V+RTH TW016d NAILS EACH. FASTEN PURLIN
\ TO BLOGIONG W/Tir`lO 15d NABS (MIA)
PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES
SUPPORTING THE BRACE AND THETWOTRUSSES
ONEITHER SIDE ASNOTED. TOENAIL BLOCKING
TO TRUSSES WITH (2) -10d NAILS AT EACH END.
ATTACH DIAGONALBRACE TO BL OCIONG WTiH
(5} -10d COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1 : ATi ACH A IAATCHWG GABLETRUSS TOTHE NSME
FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAILING SCHEDULE
METHOD 2 : ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL
MEMBER 09THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARETO BE OF THESAME SIZE, GRADE
AND SPECIES AST HE TRUSS VES ICALS
NAILING SCHEDULE:
- FOR W IND SPEEDS 120 MPH (ASCE 7-98, 02,135).150 MPH (ASCE 7-10) OR LESS, NAIL ALL
MEMBERS WITH ONE ROW OF t0d (131' X 3') NAILS SPACED 6- O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7.98, 02. 05).150 MPH {ASCE 710) NAIL ALL
MEMBERS WITH TWO ROW S OF 1 Od (131- X 31 NAILS SPACED 6 O.C. (2X 4 STUDS MINIMUM)
i
STRUCTURAL
GABLETRUSS /
MAXIMUM STUD LENGTHS ARE LISTED O
ALL BRACING METHODS SHOWN ON PA(
VAUD AND ARETO BE FASTENED TOTHE SCABS OR
VERTICALSIUDS OFTHESTANDARD GABLETRUSS
011 THE INTERIOR SIDE OFTHE STRUCTURE
NOTE : THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES W I T•i INLAYED
STUDS. TRUSSES W LTHOUT INLAYED
STUDS ARE NOi ADDRESSED HERE
STANDARD I
GABLETRUSS
AN ADEQUATE DIAPHRAGM OR OTHER
BE PRESENTTO PROVIDE FULLLATER
CHORD TO RESISTALLOUT CF PLANE,
IN THIS DETAIL IS FORTHE VERTICA10"i i
' 4tCEl+ISF-
' N 34869 '
:::i, _0 1� W
O STATE OF
`%Z
NAX-
1109 COASTAL, BAY
BOYNTON 3C,FL 33435
INLAYED STUD
MUST
FEBRUARY 14, 2012 STANDARDPIGGYBACK ST-PIGGY PLATE
TRUSS CONNECTION
ECTION DETAIL
n== R MTek Industries, Chaswfflerd, MD Page l of 1
000
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Mr i ek Industries, Inc.
This detail is applicable for the following wind conditions:
ASCE 7.99, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under
all enclosure and exposure conditions as long as no uplift exceeds 3T7lbs.
Refer to actual piggyback truss design drawing for uplifts.
NOTE:
This Detail is valid for one ply trusses spaced 24" o c. or less.
PIGGYBACKTRUSS
fiefer to actual truss design drawing for
additional piggyback truss information.
SPACE PURLINS ACCORDING TO THE MAMMUM
SPACING ONTHE TOP CHORD DFTHE BASE
TRUSS (SPACING NOT TO EXCEED 24" O.C.j
A PURLIMTO BE LOCATED AT EACH BASE TRUSS JOINT.
Attach piggyback truss to the base truss with 3"xe" TEE -LOCK
Mutd-Use connection plates spaced 48" o.c. Plates shall be
pressed into the piggyback truss at 46" o.c. staggered from each
face and nailed to the base truss with four (4)- 6d (1.5"x0.099")
nails in each plate to achieve a maximum upift capacity of 37rr lbs.
at each 3"xW TEE -LOCK Multi -Use connection plate.
(Minimum of 2 plates)
Attach each puriin to the fop chord
of the base truss.
(Purlins and connection by others)
3E TRUSS
er to actual truss design drawing
additional base truss information.
,`�t�tltlrrrr��
`tCENSF -
jN 341369
w
STATE OF
sIlONpLt
1109 COASTAL BAY
BOYNTON BC,FL 33435
10/19/12
FEBRUARY 14. 2012 1 TRUSSED VALLEY StTIDETAIL I Sl -VALLEY SYP
Nifek Industries, ches[erfrzld. MO Page 1 of I
Q oo
GENERAL SPECIFICATIONS
-
�0
I. NAIL SIZE = 3.5' X 0.131" =16d
I L
2. INSTALL VALLEYTRUSSES (24' O.C. MAXR&M AND
Sul
SECURE PER DETAILA
Mi T ek Industries. Inc.
3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWING&
GABLE END. CM -WON TRUSS
4. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING
OR GtRDERTFUSS
EOUILIVANTTO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
S. NAILING DONE PER NDS - 01
/
6. VALLEY STUD SPACING NOT TO EXCEED 43' O.C.
7. ALL LUMBER SPECIES TO BE SYP.
VALLEY T RUSS TYPICAL
SECURE VALLEY TRUSS
W/ ONE ROW OF 16d
NAILS W O.C. .
BASETRUSSES
VALLEY TRUSS TYPICAL
ATTACH 2x4 CONTINUOUS NO-2 SYP
TO THE ROOF W/T4VO t 5d (0.131' X 3.5") NAILS
INTO EACH BASE TRUSS.
DETAIL A
(MAXIMUM 1" SHEATHING)
N.T.S.
GABLE ENO. COMMON TRUSS
S
WIND DESIGN PER ASCE 7.98. ASCE 7-DZ ASCE 7-05 120 MPH
WIND DESIGN PER ASCE7-16 15D MPH
MAX MEAN ROOF HEIGHT a 30 FEET
ROOF PITCH - MINIMUM 3112 MAXIMUM 1102
CATEGORY it BUILDING
EXPOSURE C OR B
WIND DURATION OF LOAD INCREASE : ll§Ol I 1
MAXTOP CHORD TOTAL LOAD /7
MAX SPACING - 29 O.C. (BAS�bid
MINIMUM REDUCED DEAD D F-, /r
ON T14E TRUSSES ` �' ��GENS`r •- .�
ti
* ' N 34869
O10 19/12
STATE OF : • .
1109 COASTAL BAY
BOYNTON BC,FL 33435
tv t
I OCTOBER 1. 2006 I LATERAL TOE -NAIL DETAIL I ST TOENAIL SP
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MTek Industries, Inc.
MTekindis,Chesterftld,MO Page 1 01`1
NOTES
1. TOE NAILS SHALL BE DRI VEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND
EXT AT THE BACK CORNER OFTHE MEMBER END AS SHOWN.
2 THE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOI D UNUSUAL SPLITTING OF THE WOOD.
3, ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES
FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail)
DIAM.
GYP
I OF
HF
SPF
SPF S
.131
88.0
B0.6
I 699
69 a
1 59.7
O
.135
93.5
1
958
74.2
72.8
63A
Zr,
.162
108.81
99.6
BSA
84.5
73.8
ai
Z
.128
74.Z
67.9
58.9 57.6
553
JO
.131
759
69.5
60.3
59.0
51.1
j(
148
R14 1
74,5
1 64.5
63.2
52-5
cd
VALUES SHOWN AF--- CAPACITY PER TOE -NAIL
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED,
EXAMPLE.
(3)-16d NAILS (.162' diam.x 3S) WITH SPF SPECIES BOTTOM CHORD
For load duration increase ot1.15:
3 (nails) X 84.5 (lb/nail) X 1,15 (DOL) = 291.5 lb Maximum Capacity
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL APPLICABLE TO THE
THREE END DETAILS SHOWN BELOW
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
(161. '4)
2 NAILS
NEAR SIDE
NEAR SIDE
45.000
SIDEMEW
IZ51
3 QLS
NEAR SIDE
NEAR SIDE
NEAR SEE
ANGLE MAY
VARY FROM
30' Td 60°
45.000
"%%lilI111/t//r
� • N 348(i9 '
`�-• 3.0/19/12 (V�
STATE OF _. �
''��i S•."LORIOP' �C9`t�
//Irrlrslt���
1109 COASTAL BAY
BOYNTON BC,FL 33435
r 0 r
OCTOBER 1, 2006
Q
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MTek Industries, Inc.
SIDE VIEW
NEAR
FAR. SIDE
UPLIFT TOE -NAIL DETAIL
ST-TOENAIL UPLIFT
Mi Etk IrdusWes, Chesterfield, MO ' Page 1 Of 'I
NOTES:
1. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER
AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MBvSER END AS SHOWN.
2. THE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THEV`JOOD_
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES
OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES_
TOi
OF
SIDE
VIMS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ibinail)
DIAM. SfP
DF HF
SPF
SPF S
O
.131 58.5
49.1 315
29.9
20.3
p
.135 I 69.3
47.5 I 325
30.7
2D.B
n
2
2s.1.16
of
Z
.128 53.1
412
29.7
27.0
19.4
OJ
.131 543
420
293
27.7
18.8
r
148 bi A
48.3
33.2131.3
21.3
.120
45.9
3
'748
23A
15.9
O
128
49.0
38.6
26.5
25.0
17.0
o
.131
50.1
39.6
27.1
25.b
17.4
`�
143
1 Sb.6
445
30.6
20.9
19.6
VALUES SHOM ARE CAPAQ Y PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED.
EXAMPLE:
(3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECES TOP PLATE
For VNnd DOL of 1.33:
3 (nails)X36.8 (lb/nail)X 1.33 (DOL forwind) = 146.81b Maximum Allowable UpfiftReaction Due To Wind
For VAnd DOL of 1.60:
3 (nails) X 36.8 ()b/nai1)X 1.60 (DOL forwind)=176.61b Maximum Allowable Uplift Reaction Due To Wind
If the uplift reaction specified on the Truss Design
Drawing is more than 146.81bs (175.61bs) another
mechanical uplift connection must be used_
z' USE (3) TOENAILS ON N4 BEARING WAU
USE (4) TOENAILS ON 2x6 BEARING WALL
END VIEW
10/19/12
1,`\lIIIIIiIt11''
%J�_ • 4ICFJvsF t�`�f��
_ N 34869 ==_
LU-
• STATE OF ' ��-Z*
�' -.••.F�ORtfl�'.-•- Q>
/ONAL
Illfllllll�
1109 COASTAL BAY
BOYNTON BC,FL 33435