HomeMy WebLinkAboutTrussI ` s `' : ..
Lumber design va u ire in accordance with ANSIff PI 1: section 6.3
These truss designs .rely on lumber values established by.others.
MiTeks':
-RE* . Q57296 - UNITED. PENTECOSTAL:.: MiTek USA, Inc.,:.'
:Site Information:: �6[[99a04 Parrkee33E38a6�si1t.Blvddl1.
Customer Info: UNITED PENTACOASTAL FIRE MINISTRIES Project�Name: UNIT�E'PE YK&OASTAL Model:
Lot/Block: Subdivision:
Address: 202 E MIDWAY ROAD
City: FORT PIERCE State: FL
-Name.Address and License.# of Structural.Engineer of Record, if there is one, for the building.
License #:.
Address:
City: State:
General Truss Engineering: Criteria & Design Loads (Individual Truss Design, Drawings Show Speci:al-
r Loading.Conditions): .
'-Design Code::: FBC2017/TP120.14: Design Program: MiTek:20/20 8.2
Wind Code:: ASCE.7-10 - :Wind Speed: 160 mph. .
Roof Load: 37.0 ps Floor Load:: N/A psf
This package includes 29-individual, 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 Enginee'rs Rules.
No. ]
Seal# .
Truss Name
_Date
No.
Sealk ::
:Truss •Name ..
Date:
11
1 T164506.12
1 A
3/7/19
18
IT164506291JC
3/7/19 .
12 ...:I
T1:6450613
I Al : ,
13/7/19
119 ::
I .T:16450630
I JD .
3/7/19
13 :::
I T16450614
I A2 ; :
13/7/19
120
I T16450631
I KJ7:
13/7/19
14
I T16450615
I A3
I.3/7/19 :.
I21 '
I T1645.06321:KJA
•
13/7/19 . • �
I:5
I T16450616
I A4
I W/19 ,
122
I T16450633
I SGEA -.I
3/7/1.0
16
I.T16450617
I A5
13/7/19
I23 ..
I T16450634
I VA.
3/7/19
IT 'I718450618
I D ...
13/7/19
124 ::
I T16450635
I VB•.
13/7/19 I
18 '
I T16450619
I E .
13/7/1.9. .125
I T16450636
I,VC : - -
13/7/19 . I
19
I T16450620
I GRA
18/7/10
I26
I T16450637:I:VD
1 3/7/19 I
110
I T16450621
I GRD
I S/7/19
I27
I T16450638
I VE .:13/7/19'-
I
111 :.
I71:6450622
I GRE :.'
13/7/19
128 .'
I T16450639
I VF
13/7/19 I
112 :I
T16450623
I J1 -:
13/7/19
I29 .
I T16450640
I VG
13/7/19
113 I
T16450624
I J3
13/7/19
I sw
='
114 I
T16450625
I J5
I :3/7/19
115. :I:T16450626
I J7
13/7/19
11.6 . _I
T16450627
I JA : :.. -
13/7/19
17 I
T16450628
I JB
I.3/7/1.9 : I
:.
aq
The truss drawing(s) referenced above have beon prepared by7.
P•
MiTek USA, Inc.. under my' direct.supervision based on the, parameters
=
���� ��,'(ER.
•'�C.E;NS'�
provided by Chambers Truss.
Truss. Design Engineer's Name: Finn, Walter
No 22839.
My license. renewal date for the state of Florida is February 28, 2021
- '
. _
:IMPORTANT NOTE: Theseal on these designs is a certification
that the is licensed in identified
� ';. STATE OF
engineer named the jurisdiction(s) and that the ..
'TFiese
�.p'•;�`
designs:compl.y with ANSI/TPI 1. designs are based upon parameters
shown'(e.g., loads, supports,:dimensions, shapes and design.codes), which were
��. •: O RA O.,•` ter.
iven to MiTek. .An project spec information included is for MiTek's customers
9 Yo p .1 . P
i� S •• •' �1`
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability: of the design
parameters or the designs forany.particular.building. Before use; the building designer
WalterP Finn'PE.ho. 21 9 .
should verify.applicability of design parameters and properly incorporate these designs
MitekusA, Ind: FL-6it6634 '
into the overall building design per ANSI/TPI .1, Chapter2.
6804"Parke East`BIVd .Tampa'FL33610 _ .
.- : ..
.. March 7;2019
inn; Walter. _ ..: 1; of `1 -
Job
Truss
Truss Type i
Qty" .
Ply
UNITED PENTECOSTAL
T16450612
Q57296
A...
Hi ..
P
2
1
... ..
Job Reference (optional)
Chambers Truss, Inc.,. Fort Pierce, FL 8.240 s: Dec 6 2018 MiTek Industries, Inc.. Thu Mar 7 07:42:25 2019 Page 1
ID:?gMoITG3X6ia9GP_IOQ5y5AOv-T51BY8OVuak5Zkbdor9QV7XmNnLcE1 FokOfFPKzdNYy
1 2.0-01 5-8-12 9-0.0 , 15.11-4 22.10-8 29-9-12 . 36 2-40 41-0-0 44-3-4 , 50-0-0 52-0-0
2-0-0 5-8-12 3-3.4 6-11-4 '6-11-4 6-11-4' 6-11-4 4-3-0 3-3-4 5-8-12 2-0-0
Scale = 1;88.3
5x8 = 3x5 = 3x4. 11 3x6 = 4x12 = 3x4 11 5x8
5.00 FIT
4 .. 5 6 7 8 31 9 .. 10
mnm�
PAN ��
.
22 21.
20 191E
...17
1615: ..
14
..
4x5 =
.. ... 3x5 = 3x6 = .
3x5 = 4x10 = .:
..
3x4 I I
7x10 =
3x5 = :. .:
4x5 =.
3x6 =
3x6 =
i
9 0 0 15-11-4
22-10-8
29-9.1P
36.9-0
41.0-0
50-0-0
9-0-0 6-11-4
6-11-4
6-11-4'
6-11-4
4-3-0
9-0-0
Plate Offsets (X,Y)--
[4:0-5-12,0-2-8], [10:0-5-12,0-2-8] .
LOADING (psf)
SPACING- 2-0-0-
CSI.
DEFL.
in . (loc) Well
Ud
PLATES.
GRIP
TCLL 20.0.
Plate Grip DOL 1.25
TC 0.48
Vert(LL) :
-0.19 18-20 >999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.49
Vert(CT)
-0.37 18-20 >999
240
BCLL -0.0
Rep Stress Incr YES
WB -0.98
Horz(CT)
0.08 15 n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.17 18-20 >999
240
Weight: 256lb
FT=20%
LUMBER- .. BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3=9 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing..
WEBS - 2x4 SP No,3 *Except* WEBS 1 Row at midpt 8=15
9-15: 2x6 SP No.2
REACTIONS. (lb/size) 2=1265/0-8-0, 15,=2625/0-6-0,'12=32/0-8-0
Max Horz 2=-125(LC 10)
Max Uplift 2=-480(LC 12), 15=-828(LC 12), 12=-274(LC21)
Max Grav 2=1273(LC 21), 15=2625(LC 1), 12=95(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib),or less except when shown....
TOP CHORD 2-3= 2428/1383, 3-4=-2181/1215, 4-5=-2449/1372; 5-6=-1942/1080, 6-8=-1942/1080,
8-9=-886/1941, 9-10=-886/1941.; 10-11=-494/1156,.11-12=-382/1061
BOT CHORD 2-22=-1143/2209, 20-22=-880/1990, 1.8-20=-1089/2449; 17-18=-61/508, 15-17=-61/508;
14-15=-1058/705, 12-14=-952/516
WE 3-22=-300/321, 4-22=-137/408, 4-20==31W/ 24, 5-18=-593/344, 6-16=-366/284, .
8-18=-839/1650, 8-17=0/286,.8-15=-2725/1370, 9-15=-352/313, 10-15=-1295/692,
10-14=-166/386, 11-14==365/364
NOTES- '
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp.B;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 241-5, Interior(1) 2-11-5 to 9-0-0, Exterior(2) 9-070
to 15-11-4, Interior(1) 15-11-4 to 41-0.0, Exterior(2) 41-0-0 to 48-0-14, Interior(1) 48-0-14 to 52-0-11 2ohe;C-C for members and -
forces & MWFRS for reactions sh(jwn;: Lumbe.r_DOL=1.60 plate grip DOL=1,60
3) Provide adequate drainage to prevent water ponding.
'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.Ib uplift at joint(s) except at=1b) . .
2=480, 15=828, 12=974, :.
Walter P. Finn PE,No.22839
MiTek USA, Inc. FL Cert 6634.
,
6904 Parke East Blvd. Tampa FL 33610.
Date:
March 7;2019
Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE.
Design valid for use only With Mtfek®.connectors. This design Is based only upon parameters shown, and is for an individual building component, not `
a.truss system. Before use, the building.designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'.
Is always required for stability and to prevent collapse with possible personal Injury and,property damage. For general guidonce'regarding the
.
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Guallly Cdtoda, DSB-69.and SCSI BuOding Component
6904 Parke East Blvd. .
Safety Informationovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 223314. -
Tampa, FL 33610
Job
Truss
Truss.Type
Qty
Ply
UNITED PENTECOSTAL
�
T16450613
Q57296
Al
Hip , ...
2
1
..
Job Reference (optional)
Chambers Truss, Inc.,,
Fort Pierce, FL
8.240 s Dec 6 2018 MiTek Industries, Inc., Thu Mar 7 07:42:26 2019 Page 1
ID:?gXPJ61TG3X8ia9GP_IOQ5y5AOv-zHsW IUP7fusyAuApLYhf2L4y4BhDzW Pxyg PoxmzdNYx
-2-0-0 7-8-4
11-0-0
17-5-4 23-1%1
30-3-12 36-9.0 39-0.0 . 42-3-12 50-0-0 52.0.0
2=0.0 7.8.4
3-3-12
6-5.4 6.5-4
6-5-4 6-5-4 2-3-0 3=3-12 7.8-4 2-0-0
-
-
- Scale = 1:88.3
5x8 =
" 3x5 =
.3x4 II 3x6 = 4x10 =. - 3x4 11 5x8 =
5.00 12
... ..
.. ..
4
33 5 34
6 .7 :' 8 35 36 9 10
3
11
31 32.
...
37 38
v
12 I'
0 0
24 23 22 21 ... 20 19 - 18 1716 15 14 ..
4x5 — 3x4 I 3x5 3x6 — 3x5 = 4x8 — . 3x4 I 6xl0 — 3x5 = 13x4 I I : . 4x5 —
.. .. :.... .3x6 = . 3x6 =. .. :
7-e-4 11-0.0 17-5-4 23 11 30-3-12 36-9-0 39-0-0
42-3-12 50-0-0
7-8-4 3.3-12 6.5-4 6-5-4 6_ _4 6-5-4 2-3-0
3-3-12 7-8.4
Plate Offsets (X,Y)-- [4:0-5-12,0-2-81, [10:0-5-12,0-2-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in - (loc). I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip. DOL 1.25
-TC , 0.42
Vert(LL) -0.14 21 >999 360
MT20 244/190
TCDL 7-.0
Lumber DOL 1.25
BC 0.46
Vert(CT) -0.28 21-23 >999 240 '
BCLL 0.0 '
Rep Stress Incr YES
WB. 0.86
Horz(CT) 0.07 16 n/a n/a
" 'BCDL 10.0
Code FBC2017/TP12014' ."
Matrix -MS "":
Wind(LL) 0.13 : 21' >999 240
Weight: 274lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS " 2x4 SP No.3'Except' WEBS 1 Row at midpt
8-16
9-16: 2x6 SP No.2
REACTIONS., (lb/size) 2=1270/0-8r0,.16=2608/0-6-0, 12=44/0-8-0 .:
..:Max Horz 2=-148(LC 10)
Max Uplift 2=-484(LC 12), 16=-813(LC 12), 12= 272(LC:21)
Max Grav-2=1281(LC 21), 16=2608(LC 1), 12=114(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250:(Ib).or less except when shown...
TOP CHORD 2-3=-2402/1328, 3-4=-1998/:1177, 4-5— 2010/1187, 5-6— 1501/902, 6-8=-1501/902,
8-9=-651/1559, 9-10=-651/1559; 10-11=-523/1280, 1-1-12=-429/1074
BOT CHORD 2-24=-1075/2154, 23-24=-1075/2154, 21-23= 793/1809; 20-21=-865/2010,,18-20=0/343,
16-18=0/343, 15-16=-1179/783, 14-15==967/574, 12-14=-967/574
WEBS 3-23=-517/396, 4-23=-234/425, 4-21=-156/367, 5-20=-645/352, 6-20=-338/259,
8-20=-731/1445; 8-.18=0/257, 8-16=-2257/1163, 9-16=-325/297, 10-16=-893%506,
10-15=-256/347, 11-15=-611/444, 11-14=-12/310
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3,0psf; h=18ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2).-2-0-11 to 2-11-5, Interior(1) 2-11-5 to 11-0-0, Exterior(2) .
11-0-0 to 18-0-14, Interior(1) 18-0-14 to 39-0-0; Exterior(2) 39-0-0 to 46-0-14, Interior(1) 46-0-14 to 52-0.11 zone;C-C for members .
and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate g'rip.DOL=1.60
3) Provide adequate drainage to prevent water ponding.:
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 100.1b uplift at joint(s) except Qt=1b)
.
2=484, 16=813, 12=272.
Walter P. Finn FI?:No.22839
MiTek USA, Inc. FL Cert 6634
8904 Parke East Blvd. Tampa FL 33610-'
Date:. ...
-
4.
r
a c
®WARNING -Verify deslgri parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not.
-
a,truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
' -building design. Bracing Indicated is to, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
McTek•.. •.:
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the `.: -
..
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdterla, DSB-89 and BCSI Building Component
6904 Parke East Blvd. .
Safety Informatlondvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. -
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL
T16450614
Q57296
A2
Common ... . ...
1
1
. . . . .
Job Reference o tional
Chambers Truss, Inc., Fort Pierce, FL
mz4u s uec u zui a mi i eK inausmes, Inc,.. ,I nu mar f ur.4z:zl zui a rage T
I D:?gXPJOITG3X6ia9GP_IOQ5y5AOv-PUQvzgQIQC_po21?vFCuaYcBVbyxi_b5BKBMTCzdNYw
17-10-15 25-0-0 32.0-15 36.9-0 42-3-11 50-0-0. . 52-0-0
4-8-15 J-1-1 7-0-15 4-8-1 5-B-11 7-8=5 2-0-0
Scale = 1:86.9
5x6
5.00 12.
.
... .. 7
..
3x5 29
30 4x5
. 3x4 11 6
8.. 3x4: 11
.'3x6
3x6 C
45
10
3x5
3
..
11'
28
31
2
1
Y".
2T— 2019 32 33 18. 1734 35 :1fi 15
14
4x5 ._ 3x4 11 46 = 3x8 = '3x6 = 6x10 = 3x6 =
3x4 II 4x5 =
. 3x8 — .. ..
7-8-4 9-8-2 13-1-15 17-10-15 25-0-0 36-9.0 42-3-11
50-0-0
7- 3.11-1 3-5-14 4-8-15 7-1-1 11-9.0 5-6-11
7=8=5
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) . I/defl Ud
PLATES GRIP
TCLL 20.0
Plate.Grip DOL 125
TC 0.37
Vert(LL) 0.43 T8-20 .. >999 360
MT20 244/190
TCDL 7.0
Lumber IDOL 1.25 .
:BC:. 0.82
Vert(CT) -0.78 18-20 >563 240
BCLL 0.0 `
Rep Stress Incr YES
WB -0.80
Horz(CT) 0.06 16 n/a h/a
BCDL 10.0
Code FBC2017[TP12014
Matrix -MS
Wind(LL) _ 0.11 20 >999 240
Weight: 279 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc pudins.
BOT CHORD 2x4.SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 `Except` WEBS 1 Row at micipt 8-16, 6-18
9-16: 2x6 SP No.2
REACTIONS. (lb/size) 2=1340/0-8-0, 16=2345/0-6rb, 12=237/0-8-0
Max Harz 2=-305(LC 10)
Max Uplift 2=-503(LC 12), 16=-740(LC 12), 12=-155(LC 12)
Max Grav 2=1370(LC 17), 16=2345(LC 1), 12=366(LC 22)
fORCES. (lb) -Max. Comp./Max. Ten. -All forces250 (lb) -or less except when shown.
"
TOP CHORD 2-3= 2637/1161; 3-5= 2145/973, 5-6= 2136/1059, 6-7=-937/611, 7-8=r958/622,
8-9=-268/991, 9-11=-351/964, 11-12= 154/593
BOT CHORD 2-21 =-912/2594,20-21=-912/2594, 18-20=-428/1595, 14-16=-472/297, 12-14=-472/2,97
WEBS 7-18=-148/390, 8-18==256/1015, 8-16=-1952/909, 11-16=-628/368, 3-20=-594/352,
6-26=-355/954,6-18=-965/564
..
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second 'gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1.8ft; B=45ft; L=50ft; eave=6ft;'Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2=0-11 to 2-11-5, Interior(1) 2-11-5 to 25-0-0, Exterior(2)
25-0-0 to 30-0-0, Interior(1) 30-0-0 to 52-0-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60
plate grip DOL=1.60' .
3) This truss has been designed for a 1.0.0 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, with BCDL = 10,0p'sf.
5) Provide mechanical connection (by others) of truss, to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=503, 16=740, 12=155.
Walter P. Finn PE N6.22839
.
MiTek USA, Inc FL tort 6634'
'
6904 Parke East Blvd. Tampa FL 33610;
Date,
March 7,2019
& WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MR-EK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE,
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and -is for an Individual building component, not
F
a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'.
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the :.
.
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSIMII GualO�yy CrItarla, DSO.89.and BCSI Bullding Component
6904 Parke East Blvd. .
Safety tnfonnatlon.avoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL
:
T16450615
Q57296
A3•
Roof Special
13
1
Job Reference (optional)
Chambers Truss, Inc.,, Fort Pierce,
FL
8.240 s. Dec 6 2018 MiTek Industries; Inc.. Thu Mar 7 07:42:28 2019 Page.1
ID:?gXPJoITG3X8ia9GP_IOQ5y5AOv=tg_HAAQNBV6gQCKCTzj77mgGu_LLRP W EQ_uv?fzdNYv
1-2-0-0 6.9-0
12-9-15
18-7-0 1B.-•10.15'
25-0-0
:32-7-3.""
36-6.0 42-3.8 50-0.0 52-0-0
6-9.0
6-0.15
5-9-1 -15
6-1-1
7-7-3
3-10-13 5.9.8 7-8-8
Scale = 1:88.3
5x6 = .
6.00' 12 .
6
3x4 11
27
28 \
4x6
5'
7 .3x4. I I . '
5x6
3x6
4
89
. ..
....
..
. -
3x5
3x4
10
3
26
17
29
30
2
19 18
5x8 =
16 15
11
-
N.
1
31
1.�
0
3z6 =
3x6 =
32
3x5 ='
2.00 12
3x5 =
14 13
4x5 =
=
5x12 MT18HS = 3x4 I I
4x6
9.4-10
18-7.0
27-6-8
36-6-0 361g-0 42-3-8 50-0.0
9.4-10
9-2-6
8-11-8
8.11-8 0- -0 5-6-8 7-8-8
-.Plate Offsets (X,Y)-- (4:0-3-0,0-3-01,
f14:0-9-0,0-3.01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in . (loc). Well Ud
.:PLATES GRIP
TCLL 20.0
Plate Grip, DOL 1.25
TC ' • 0.52
Vert(LL) -0.29 15-17 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.61'
Vert(CT) -0.58 17-19 >756 240-
MT18HS 244/190
BCLL. 0.0
Rep Stress Incr YES
WI3 . 0.92
Horz(CT) 0.19 14 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS "
" Wind(LL) 0.23 17.19.'>999 240
Weight: '267lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD:. _ Structural wood sheathing directly applied or 3-10-1 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt
6-17, 6-15, 7-14
8-14: 2x6.SP No.2
REACTIONS.. (lb/size) 14=2888/0-6-0, 11=147/0-8-0, 2=1181/0-8,0
Max Harz 2= 305(LC 10)
Max Uplift 14= 893(LC 12), 11=-407(LC 21), 2=-458(LC 12)
Max Grav 14=2888(LC'1), 11=169(LC 22), 2=1181(LC 1)
.FORCES. (lb) -Max. Comp./Max. Ten. -All forces.250'(lb).or less except when shown... ......
TOP CHORD 2-3=-3415/1487, 3-4=-3054/1287, 4-5=-1800/806, 5-6=-1838/958, 6-7= 396/305,
7-8=-702/2109, 8-10=-767/2078, 10-11=-564/1618
BOT CHORD 2-19=-1239/3368, 17-19=-820/2612, 15-17=0/593, 14-15=-717/513, 13-14=-1398/670,
11-13=-1398/670
WEBS 3-19= 386/326,4 -19=-184/686, 4-17=-848/47915-17=-358/342, 6-17=-767/1853,
. 6-15= 962/427, 7-1.5=-383/1456, 7-14=-2490/1075, 10-14=-702/373,10-13=0/303
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) _Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=50ft; eave=6ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-1.1-5, Interior(1) 2-11-5 to 25-0-0, Exterior(2)
25-0-0 to 30-0-0, Interior(1) 30-0-0 to 52-0-11 zone;C-C for members and, forces & MWFRS for reactions shown; Lumber DOL=1.60...
plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by2=0-0 wide
will fit between the. bottom chord and any other members, with BCDL = 10.Opsf.
6) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1.angle to grain formula. Building designer should verify..
"
capacity of bearing surface.
7) Provide'mechahical connection (by others) of truss to bearing plate capable'of withstanding 100 lb uplift at joints) except Qt=lb)
14=893, 11=407, 2=458.
Walter P. Finn PE.No.22939
MiTek USA, Inc, FL Cart 6634,
8804 Parke East Blvd. Tampa FL 33810 .
Date:
q.
..March 7,2019 '
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE,
. • '
Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
�� -
a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
,
Is always required for stability and to prevent collapse with possible personal Injury-ond property damage. For generol.guidance regarding the
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSI/iPll Quality Criteria, DSB-69.and SCSI Building Component
6904 Parke East Blvd. -
Safety Informatbnavallable from Truss Plate Institute, 2.18 N. Lee Street, Suite 312, Alexandria, VA 22314. -
Tampa, FL 33610
Job
Truss
Truss Type
Oty' "'
Ply
UNITED PENTECOSTAL
+
..
T16450616
057296
A4
Roof Special
9
1
Job Reference (optional)'
l I Iaaruerb I Tubb, rrru., . : rvrr nerve, rL - _ O.e4u s UeC O LU r O N6 I eK rnausiries, Inc. I nu mar i ui:4e:zu zul u rage 1
ID:?gXPJoITG3X8ia9GP_1005y5A0v-MsYfNW R?ypEXl LvOI gEMfziRMOgaAs9OfedSY5zdNYu
-2-0-0 6-9.0 12-9-15 18-7-0 18-10-15 25-0-0 32-7-3 36-6-0 36-b-2 42-2-0 42r3-8 50.0-0
2-0-0 6-9-0 6-0-15 5-9-1 0-��15 6-1-1 1 7-7-3 .' 3-10-13 0- -3 5-7-14 0- -8 7-8-8
•- -- Scale =1:86.4—
5x6 =
5.00 12
6
.. 3k5 = - .3x5 . 13
12
,. 2.00 12 .... . 12 18HS — - - .4x5 =
.. 4x6 = .. - .. .. —
Sx . 3x4. '11 - '
'..
18-8-12
... ..
9-4-10 18-5-4 . • 18�7r0 27-6-8 is 36-6-0 36r$-0' '
42-3-8 i ' :50-0-0
9-4-10 9-0-10 0.1 2 8.9-12 8-11-8 0- -0
5-6-8 7-8-B '
_
. 0-1.12
.Plate Offsets (X Y)-- [4:0-3.0,0-3-01, [13:0-9-0,0-3=01 ..
LOADING (psf)
..SPACING- 2-0-0 .....
CSI.
DEFL. in. (loc). I/defl Lid
PLATES GRIP
TCLL 20.0,
Plate Grip DOL . 1.25
TC 0:54
Veft(L.L) -0.29 14-16 >999 360
MT20 244/190
TCDL7.0
Lumber DOL 1.25
BC 0:61
Vert(CT) -0.58 16-18 >756 240
MT18HS 244/190
BCLL 0.0
Rep Stress Incr YES
W B . 0.92
Horz(CT) . 0.19 13 n/a n/a
BCDL 10.0
Code FBC2017/TP12014, '
Matrix -MS
Wind(LL) 0.24 16-18: >999 240
-Weight:263Ib FT=20% "
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD: Structural wood sheathing directly applied or 3-10-1• oc pudins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly,applied or 5-11-11 oc bracing.
WEBS 2x4'SP No.3'Except' WEBS 1 Row at micipt'
6-14, 6-16, 7-13
8-13: 2x6 SP No.2.
REACTIONS. (lb/size) 13=2898/0-6-0, 11=-268/Mechanical; 2=1181/0-8-0
'Max Harz 2=300(LC 11) '
Max Uplift 13=-929(LC 12), 11=-438(LC 21), 2=-451(LC 12) .
Max Grav 13=2898(LC 1), 11=102(LC 9); 2=1181(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces,250:(Ib) or less except when shown.. .
TOP CHORD 2-3=-3412/1489, 3-4=-3051/1289, 4-5=-1797/809, 5-6=-1835/961, 6-7=-393/278,.
7-8=-734/2099, 8-10=-797/2068' 10-11=-580/1597
BOT CHORD 2-18=-1314/3352, 16-18= 895/2596, 14716=0/581, 13-14=-717/488,,12-13=-1390/597;
11-12=-1390/597
WEBS 3-18=-386/325, 4-18=-184/686, 6-14==963/4591 7-14=-417/1451,.10-13= 730/457,
10-12=-101306, 5-1,6= 358/342, 4-16=-848/470, 6-16=-795/1847, 7-13=-2484/1097
NOTES-
.1) Unbalanced roof live loads have been considered for this design.
2) .Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=50ft; eave=6ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-1.1-5, Interior(l) 2-11-5 to 25-0-0, Exterior(2)
25-0-0 to.30-0-0, Interior(1) 3b-0-0 to 50-0-0'zone;C-C for members:and forces & MWFRS for reactions shown; Lumber DOL=1..60
plate grip DOL=1.60
3) All plates: are MT20 plates unless Otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on -the bottom chord in all areas'where a rectangle 3=6-0 tall by.2=0-0 wide
will fit between the. bottom. chord. and any other members; with BCDL = 10.Opsf. ....
6) Refer to girders) for truss to truss connections:
7) Bearing at joint(s) 2 considers parallel to grain value using ANSIfr.P1 1 angle to grain formula. Building designer should verify.
capacity of bearing surface.
" 8) Provide mechanical 'connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)'except at=lb)
13=929, 11=438, 2=451.
Walter P. Finn PE:N6.22839
MiTek USA, Inc. FL bert 6634.
6904 Parke East Blvd, Tampa FL 33610.
Date:.. .
March 7,2019
• Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1WO3/2015 BEFORE USE,
Design valid for use only with MITek® connectors. This design is basedonly upon parameters shown, and Is for an Individual building component, not
�•
a,truss system. Before use, the building designer must verify the applicability of design parametersandproperly Incorporate this design Into the overall
- -
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ::'
. -'
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSB-89.and BCSI Bueding Component ' '
6904 Parke East Blvd.
Safety Infomratlo-vallable from Truss Plate Institute, 218 N. Lee Street Suite'312, Alexandria, VA 22314. ::
Tampa, FL 33610
Job
Truss
Truss Type
Qty ' . "'
Ply
UNITED PENTECOSTAL "
•
T16450617
Q57296
A5 :
Roof Special
1
1"
Job Reference (optional)
vnau,uei. ...... n ic.,, ran ne,�cc, rm , . 8.Z4a 5UBC 0 eU 10 1VII l eK moUSITIeS, Inc. I nu iviar i ui:4Z:Ju xviv rage s
ID:?gXPJoITG3X6ia9GP_IOQ5y5A0v-g361 bsShc7MOtVUaaOlbCBEb6oOpvJPXtIN04XzdNYt
2-0-0 6-9.0 12-9.15 18-7-0 18-10:15 25-0.0 32-7-3 36.6-0 42-3-8 50.0-0 '
2-0-0 6-9.0 6-0-15 5-9-1 0- -15 6-1-1 7-7-3 3-10-13 5-9.8 " 7-8-8
.. .. - .. .. .. Scale = 1:86.4
.. 5x6 =
. .. 5.00 12...
.. ... 6
.. 3X5 _ .. 2.00 12 3x5 z .. 13 12
:....
4x6 = 5x12 18HS 3x4. II
9-4-10 18-7-0
27-6.8
36.6-0
§6 -()
42-3-8 50-0-0
9-4-10 9-2-6
8 11-8
8-11-8
0- -0
5-6-8 7-8-B
Plate Offsets (X,Y)--[4:0-3-0,0-3-01,[13:0-9-0,0-3-01 .
LOADING (psf)
SPACING- 2-0-0 .
CSI.
DEFL.
in. (loc) .. I/defl
Ud
PLATES GRIP
TCLL 20.0,
Plate Grip DOL 1.25
TIC 0.54
Vert(LL)
-0.29 14-16 >999
360
MT20 244/190
TCDL 7.0
Lumber DOL "' 1.25
BC 0.61
Vert(CT).
'-0.58 16-18 >756 '
, 240
MT18HS ' 244/190
BCLL 0.0 `'
Rep Stress Incr YES
WB .0.92
Horz(CT) .
0.19 13 n/a
n/a
'BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
" Wind(LL)
0.24 16-18' >999
240
'Weight: 263 lb FT = 20:/
LUMBER-
BRACING-
TOP CHORD 2x4 SP M 30
TOP CHORD:
Structural wood
sheathing directly applied or 3-10: 1 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied
or 5-11-11 oc bracing.
WEBS 2x4 SP No.3 *Except*
WEBS
1 Row at midpt
6-16, 6-14, 7-13
8-13: 2x6 SP No.2.
REACTIONS. (lb/size) 13=2898/0-6-0, 11= 268/0-8-0, 2=1181/0-8-0
Max Harz 2=300(LC 11)
Max Uplift 13=-929(LC 12), 11=-438(LC 21), 2=-451(LC 12)
Max Grav 13=2898(LC 1), 11=102(LC 9), 2=1181(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250:(Ib) or less except when shown.. .
TOP CHORD 2-3= 3412/1489, 3-4=-3051/1289, 4-5=-1797/809, 5-6=-1835/961, 6-7=-393/278,
7-8=-734/2099, 8-10=-797/2068; 10-11= 580/1597,
BOT CHORD 2-18=-1314/3352, 16-18= 895/2596, 14-16=0/581, 13-14=-717/488, 12-13= 1390/597,
11-12=-1390/597
WEBS 3-18=-386/325, 4-18=-184/686, 4-16=-848/479, 5-16=-358/342, 6-16=-795/1847,
.6-14= 963/459, 7-14=-417/1451, 7-13=-2484/1097, 10-13=-730/457, 10-12=-10/306
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10;,Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=50ft; eave=6ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-11 to 2-1,1-5, Interior(1) 2-11-5 to 25=0-0, Exterior(2)
25-0-0 to 30-0-0, Inted6r(1) 30-0-0 to 50-0-0 zone;C-C for members: and forces & MWFRS for reactions shown; Lumber DOL=1..60 .. .
plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3=6-0.fall by 2-0-0 wide
will fit between the. bottom. chord and any other members, with BCD = 1O.Opsf. ... .
6) Bearing at joint(s) 2 considers parallel to grain value using ANSULPI !'angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at'joint(s) except Qt=lb)'
13=929, 11=438, 2=451: ..
•
Walter P. Finn PE:No.22839
Walk USA, Inc. PL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:. .
March 7,2019.
.. ® WARNING - Verily design parameters and READ NOTES ON rHIS AND INCLUDED M1TEK REFERANCE PAGE 11111-7473 rev. f0/03/2015 BEFORE USE,
. _
Design valid for use only with MfTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
�•
.
o.truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated Is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
M 1pk•..:.
Is always required for stability and to prevent collapse with possible personal Injury and. property damage. For general guidance regarding the. -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Guallty Cittedo, DSB-89.ond BCSI Bullding Component
Safety Informatlonavailobie from Truss Plate Institute, 218 N. Lee Street, Suite 312' Alexandria, VA 22314..
6904 Parke East Blvd. -
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL
T16450618
Q57296 ....
D.
HIP.
Job Reference (optional)
Chambers Truss, Inc., Fort rlerce, t-L _ _ 8.240 s Dec 6 2018 MI I eK Inaustnes, Inc. I nu Mar 7 07:42:31 2019 Page 1.
ID?gXPJoITG3XBia9GP_IOQ5y5AOv-IFfPoCTGUQUFHf3n85GglOnmlCPieyjg6y6Zc_zdNYs'
. - B-6-12
-1-0-0 4-11.0 8�5-4 B- 0 12-1-0 17-0-0 18-0-0
•1-0-0 . 4-11-0 . 3.6y. 0- 2 3-6-4 .. 4-11-0 1-0-0
0-0.12
Scale = 1:31.3
46
.. ... 3
i
. .. .3x5 = .... . . .. 4x6 — .. 3x5 =
:.
. 854 wr8 0 ... 1700 ....: -
8-5-4 2 8-5-4
0012
Plate Offsets (X,Y)-- [2:0-2-8,Edge] [4:0-2-8,Edgej .
LOADING (psf) SPACING- 2-0-0 " CSI. DEFL. in (loc), I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip, DOL 1.25 TC 0:51 Vert(LL) 0.16 6-10 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) - -0.26 6-13 >787 240
BCLL 0.0 Rep Stress Incr YES WB .0.15 Horz(CT) 0.02 4 n/a n/a
'BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 61 lb FT = 20%
LUMBER- - BRACING -
TOP CHORD , 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.'
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=686/0-8-0, 4=686/0-8-0
.Max Horz 2=137(LC 9)
Max Uplift 2=-349(LC 12); 4=-349(LC 8)
Max Grav 2=799(LC 21),; 4=799(LC 25)
FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or except when shown.
TOP CHORD 2-3=-1151/55113-4=-1151/551
BOT CHORD 2-6=-368/961, 4-6=-368/961
WEBS 3-6=-37/394
NOTES-
1) Unbalanced roof live loads have been considered. for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=]8ft; B=45ft; L=24ft; eave=4ft;.Cat.
II; Exp B; Open, GCpi=0.00; MWFRS.(directional) and C-C Exterior(2) 1.-0-11 to 1-11-5, Interior(1) 1-11-5Io 8-6-0, Exterior(2) 8-6-0
to 12-8-15, Interior(1) 12-8-15 to 18-041 zone.;C-C for members and.forces & MW FRS for reactions shown; Lumber DOL=1.60, plate
grip DOL=1:60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This 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 ctiord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=[.b)
2=349, 4=349.
Io
Walter P. Finn PE:No.22839
MiTek USA, Inc. FL tort 6634.
6904 Parke East Blvd. Tampa FL 338%
Date:
March 7,2019
® WARNING -Verify design parameters and READ NOTES ON:THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE,
Design valid for use only with Moak® connectors. This design Is based only upon parameters shown, and is for an Individual building component not
�+
a. Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .:: :. :
.: .
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Cdtoda, DSB-89.and BCSI Building Component
6904 Parke East Blvd:
Safety Inlormatiorlavallable from Truss Plote Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.. "
Tampa, FL 33610
Job
Truss "'
Truss Type
City
Ply
UNITED PENTECOSTAL
T16450619
Q57296
E
COMMON
4
1'
"
Job Reference (optional)
Chambers Truss, Inc.,, Fort Pierce, FL 8.240 s. Dec 6 2018 MiTek Industries; Inc. Thu:Mar 7 07:42:32 20.19 Page 1
I D?gXPJo ITG3X8i a9G P_I O Q5y5AOv-mRDoOXU uFkc6up dzi po3H cKsTcjmN FXgLcs78QzdNYr
7 8 6 15-0-0" 16-1141-11-4 19-0-0
7-8-6 7-3-11'. 2-0-12
US II Scale= 1 :40.0
5.00 12 3 133x4 II
4
14
5
5z6
12
.; 6 7 15... 16 ..
.. - 3x6' _ .. 6 . ..
3x4.= 3x4 6x8 =
7-9-15 16-11-4
7-9-15 9-1-5
.LOADING (pso
. ..SPACING- 2-0-0 ...
CSI.
.... . DEFL. in. (loc) I/deft Ud
.:PLATES GRIP
TCLL 20.0
Plate Grip. DOL 1.25
TC. 0.87
Vert(LL) . -0.18 6-8 >999 360
MT20 244/190
TCDL ' 7.0
Lumber DOL 1.25
BC 0.52
Vert(CT) -0.34 6-8 >594 240
_
BCLL 0.0 '_
Rep Stress Incr YES
WB .0.82
Horz(CT) -0.01 6 n/a n/a
BCDL 10.0
Code FBC2017/TP12014"".
Matrix -MS
Wind(LL) 0.43 6-8 >470 240
Weight:'92lb FT=20
LUMBER- . BRACING -
TOP CHORD 2x4.SP M 30 TOP CHORD " Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD' 2x4 SP M 30 except end verticals. -
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied
or 5-4-9 oc bracing.
" .. .. WEBS 1 Row at midpt
3-8
REACTIONS. (lb/size). . 1=613/0-8-0, 6=752/0-7-4
MaxHorz 1=282(LC11).
Max Uplift 1=-434(LC 12),'6=-542(LC 12)
Max Grav 1=615(LC 21),:6=752(LC 1)
FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) orless except when shown.
TOP CHORD 1-2=-1057/1604; 2-3= 1098/1784,.34=-198/306, 4-6= 235/373 .
BOT CHORD 1-8=-1527/936, 6-8=-255/237
WEBS 2-8= 455/414, 3-8=-1717/1035, 3-6=-515/551
NOTES-
1) Unbalanced roof live loads have been considered -for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft;.Cat.
II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to
.
18-0-0, Interior(1) 18-0-0 to 19-0-11 zone; end vertical right exposed; porch left and right exposed;C-C for'members and forces &
MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This 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. .
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
1=434; 6=542.
Walter-P. Finn PE:No.11839 -
MiTek USA, Inc. FL Cert 6634.
6904 Parke East Blvd. Tampa FL 33610
Data;
......
..Marc h 7,2019
Q WARNING - Verify design parameters and READ NOTES ON,TRIS AND INCLUDED MrrEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE,
I
Design valid for use only with MiTek® connectors.. This design is based only upon parameters shown, and is for an Individual' building component, not
�'
a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MITek` '
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ::
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN5VrPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd. ,
Safety Informatbmvalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA'22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL
T16450620
-Q57296
GRA
Hip Girder
2
2
Job Reference (optional)
�r ianwerb r rubs, uru., rvn nerve, rL t3.'G4U s: UeC b ZUl d MI I eK mausines; Inc,.. I nu Mar I U/:42:3d 2U1 g rage T
ID:7gXPJoITG3X6ia9GP_IOQ5y5AOV-bba3GbYfgaNFck5723uTXtZyKOml ny5ijXJRM4zdNYl
2-0-0 3-9-14 7-0-0 11-11-8 16-11-0 21-10.8 26-10-0 31-9.8 36-9.0 39.10-8 43-0-0 46-2-2 50-0.0 52-0-0
2=0-0 3-9-14 3-2-2 4-11-8 4-11-8 4-11.8 4-11-8 . 4-11-8 4-11-8 3-1-8 3-1-2 3-9-14 2-0-0
Scale = 1:88.3
.. .. .. - 3x6 = ..
5x8 a
...SxB
5.00 12 3x5 = 3x5 =3x6 = 3x4 II 3x5 = 5x10 3x4_ II 3x5 = '
3 34 354 36 3738 5 6 397 40 41 8 42 9 10 43 44 45 11: 46'47 12 48 13
0
27 49 50 26 51 25 52 24, 53 54 23 55 22 21 56 57 20 58 59 1918 _ fill 61 17 62 16
4x5 = 3x4 I 3x5 '= 4x6 = 3x5 = 4x8 = 3x6 = 3x8 3x4 11 WO 3x5 = .: 3x4 11
.. 3x6 =
3.9-14 7-0.0 11-11.8 _ 16.11-0 21-10.8 26-10-0 31-9-8 36-9-0 39-10-8 , 43-0-0 , 46.2-2 50-0-O
3-9-14 3-2-2 4.11-8 4.11-8 4-11-8 4-11-8 4-11-8 4-11-8 3-1-8 3-1-8 3-2-2 3-9-14
is (X,Y)-- ' [3:0-5-12,0-2-81, rl3:0-5-12,0-2-81, [21:0-3-8,0-1-81
4x5
..LOADING (psf)
SPACING-
2-0-0 .
CSI.
D.EFL.
in .
(loc)..
.I/defl
Ud
..PLATES GRIP
TCLL 20.0.
Plate Grip DOL
1.25
TC . 0.59
Vert(LL) .
-0.26
24
>999
360
MT20 ' .244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.53
Vert(CT).
-0.48 23-24
>912
240
BCLL 0.0 _'
Rep Stress Incr
NO
WB 0.88
Horz(CT)
0.08
18
n/a
n/a
BCDL 10.0
'Code FBC2017/TP12014
Matrix -MS
Wind(LL)
0.25
:.24
>999
240
Weight: 508 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4.SP M 30 TOP CHORD _ Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. .
WEBS 2X4'SP No.3 "Except` "
11-18: 2x6 SR No.2
REACTIONS. (lb/size) 2=2297/0-8-0, 18=5807/0-6-0, 14=-432/0-8-0
'Max Horz 2=-103(LC 23) "
Max Uplift 2=-806(LC 8)118=-181'5(LC 8), 14=-701(LC 17) . . .
Max Grav 2=2299(LC 17), 18=5807(LC-1), 14=332(LC 7)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces.250 (lb) or less except when shown.
TOP CHORD 2-3=-5025/1576, 3-4=-6131/1994, 4-5=-6335/2061, 5-7=-5240/1721, 7-8=-5240/1721,
8-10=-2851/974, 10-11=-1746/5832, 11-12=-1746/5832, 12-13=-1079/3713,
13-14=-620/2150
BOT CHORD 2-27=4329/4573, 26-27= 1330/4598,24-26— 1831/6131, 23-24=-1899/6335,
21-23=-812/2851, 20-21=-886/354, 18-20=-886%354, 17-18=-3713/1241, 16-17=-1938/674,
14-16= '1962/677 .
WEBS 3-27=-25/608, 3-26=-584/1865, 4-26=-715/366, 4-24= 78/263,.5-24=0/310,
5-23=-1278/396, 7-23= 540/311; 8-23=-870/2785, 8721=-1973l758, 10-21 =-1 358/4339,
10-20=0/374, 10-18=-5762/1811, 11-18=-526/285, 12=18=-2952/919, 12-17=-479/1787,
13-17=-2572/781, 13-16=-52/616
NOTES-
1) 2-ply truss to be connected together with .10d (0.131 °x3") nails as follows:
Top chords connected as follows: 2x4 1 _ row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9=0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.''
2) All loads are considered. equally applied to all plies, except if noted as front (F) or back.(B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design..
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=50.ft; eave=6ft; Ca4:
II;.Exp B; Encl., GCpi=0:18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1;60_ _
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed fora 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'df withstanding 100 lb uplift at joint(s) except at --lb)
2=806, 18=1815, 14=701.
Walter P. Finn PE.No.22639
MiTek USA, Ini. FL Cart 6634.
6904 Parke East Blvd. Tampa FL 33.610., -
Date
March 7;2019
A WARNING - Verily des/gn parameters and READ NOTES ONTHIS AND INCLUDED M_ ITEK REFERANCEPAGE M11-7473 rev. 1010312015 BEFORE USE,p.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not -
a,truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M ITek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
.
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVMII Quallly CrMorla, DSO-69.and 1i Building Component
6904 Parke East Blvd.
Safety Inforrnatlortavailable from Truss Plate Institute, 218 N. Lee Street Suite 312> Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL
:.
.... . .. .... T16450620
Q57296
GRA
Hip Girder
2
2
dob Reference (optional)'
. . . Chambers Truss, Inc.,. : _Fort Pierce, FL 8.240 s. Dec 6 2018 MiTek Industries, Inc.. Thu Mar 7 07:42:3B 2019 Page 2
ID:7gXPJoITG3XBia9GP_IOQ5y5AOv-bba3GbYfgaNFck5723uTXtZyKOml ny5ijXJRM4zdNYl
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) .190 lb down and 210 lb up at: .7-0-0, :110 lb down and 111 lb up at
9-0-12, 110 lb down and 111 lb up at 11-0-12, 110 lb down and 111 lb up at 13-0-12, 110 lb down and 111 lb up at. 15-0-12, 110 lb down and 111 lb Lp at 17-0-12, 110 lb
down and 111 Ito up at: 1,94=12; 110 lb down and 111 lb up at, 21-0-12, 110 lb down and 111 lb up at 23-0-12, 110 lb down and 111 lb up at. 25-0-0, 110 lb down and 111
lb up at, 26-11-4, 110 lb down and 111 lb up at 28-11-4, 110 Ib down and 111 Ib up at 30-11-4, 110 )b down and 111 Ito up at 32-1.1-4, 110 Ib'down and-111 lb up at,
34-11-4, 110:Ib down and 111 lb up at 37-0-12, 110 lb down and 111 lb up at 38-11-4, and 11.0:lb down and 111 lb up at 40-11'-4,_and 190 lb down and 210 lb up at
43-0-0 on top chord, and 347 lb down and 98 Ib up at 7-0-0, 80 lb down at 9-0-12, 80 lb down at :11-0-12, 80 lb down at 13-0-12, 80 lb down at 15-0-12, 80 lb down at
17-0-12, 80 lb down at 19-0-12, 80 lb down at 21-0-.12, 80 lb down at 23-0-12, 80.Ib.down at 25-0-0, 80 lb down at 26-11-4, 80 Ib down at 28-11-4,.80 lb down at
30-11-4, 80 lb down at 32-.1174, 80 lb down at 34-11-4, 80 lb down at 37-0-12, 80 lb down. at 38-11-4, and 80 lb down at.40-11-4, and 3471b down:and 98 lb up at
42-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S), Standard
1) Dead'+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25.
Uniform Loads (plf) .. .
Vert: 1-3=-54,.3-13=-54, 13-15=-54, 28-31=-20 "
Concentrated Loads (lb) .
Vert:,3=-143(F) 6=-110(F)13=-143(F) 27=-318(F) 24=-57(F) 5=-110(F) 8=-110(F) 21=-57(F).16=-318(F) 9= 110(F) 22==57(F).34- 110(F) 35=-110(F) 36=-1.10(F)
37= 110(F) 39- 110(F) 40=-110(F) 4l- 110(F) 42=-110(F) 43=-1'10(F) 45=-110(F) 46=-11Q(F) 47==110(F) 48=-110(F) 49=-57(F).50=-57(F) 51=-57(F) 52=-57(F)
53= 57(F) 54=-57(F) 55=757(F) 56=-57(F) 57= 57(F) 58=-57(F).59=-57(F)60=-57(F) 61- 57(F) 62=-57(F)
- & WARNING -Verify design parameters and READ NOTES ON:THIS AND INCLUDED MITEK REFERANCE PAGE MII4473 rev. f0/03/2015 BEFORE USE.
Design valid for use only with MTek® connectors: This design is based only upon parameters shown, and Is for an Individual building component, not
�•
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building deslgn..Bracing Indicated Is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*.
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
:
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVM11 Quality Cftda, DSB.69.and SCSI Building Component -
6904 Parke East Blvd.
Safety Infonnatlonovailable from,Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314.- -
Tampa, FL 3.3610
Job
Truss
Truss Type
City
Ply
UNITED PENTECOSTAL
T16450621
Q57296
GRD
HIP GIRDER
2
1
Job Reference (optional)
Chambers Truss, Inc.,
Fort Pierce, FL
8.240 s Dec 6 2018 MiTek Industries, Inc.. Thu Mar 7 07:42:40 2019 Page 1
I D:?gXPJoITG3X8ia9G P_IOQ5y5A0v-X_iphGavMBdzs2FVAUxzclfl7gS2FOn7BroYRyzdNr
1,0-0 .,
3-9-14
7-0-0
10-0-0 13-2-2 17-0-0 18-0-0
1-0-0 '
3-9-14
3 2 2
3-0-0 3-2-2 3 9 14 1-0-0
Scale = 1:31.3
5x8
3 16
5x6 —
4
I6 .
4x5 2x3 I 4x6 = 3z4 4x5 .
3-9-14 7-0-0 10 0 0 13-2-2 17-0-0
3-9-14 3-2-2 3.0.0 3-2-2 3-9-14
LOADING (psf)
SPACING-
24-0 :
CSI.
DEFL.
in
(lac).
..I/dell
Ud
PLATES GRIP
TCLL :. 20.0.
Plate Grip. DOL
1.25
TC . 0:58
Vert(LL) .
0.11
9-12
>999
•240
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.56
Vert(CT).
-0.19
9-12
>999 '
24'0
.
BCLL 0.0
Rep Stress Incr
NO
WB .0.22
Horz(CT)
0.05
5
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014"
Matrix -MS
Weight:69 lb FT = 20%
LUMBER- .. BRACING-
TOP CHORD 2x4 SP M 30 TOP CHORD, _ Structural wood. sh&athinb directly applied or 3-6-2 oc Purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing.'
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1317/0-8-0, 5=1317/0-8-0
Max Horz 2=116(LC 37)
Max Uplift 2=-876(LC 12), 5=-876(LC 8)
Max Grav 2=1580(LC'45), 5=1580(LC 49)
FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. .
TOP CHORD 2-3=-3176/1772; 3-4=-2943/1712,.4-5=-3178/1773
BOT CHORD 2-9= 1609/2887, 7-9=-1623/2919, 5-7=-1534/2842;
WEBS 3-9=-281/650, 4-7=-298/665 '
NOTES-
1) Unbalanced roof live loads have been considered. for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;-BCDL=3.Opsf; h=.18ft; B=45ft; L=24ft; eave=4ft;.Cat.
II; Exp B; Open, GCpi=0.00; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed fora 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 inallareas 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=876, 5=876.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 089 lb down and 395 lb up at: .. _
7-0-0, and 217 Ib downand 222Ib up at 8-6-0, and 38.9 Ib down and 395 lb up'at 10-0-0'on top chord, and 466 lb down and 254 lb
up at 7-0-0, and 81 Ib:down and 23 lb up at 8-6-0, and 466 Ito down and 254 lb up at 9-114 on bottom chord. The design/selection
of such connection device(s).is the responsibility of others..
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .
LOAD CASE(S) Standard
1.) _Dead + Roof Live (balanced): Lumber Increase=1.25,' Plate Increase=1.25
Uniform Loads (plf)
Vert:.1-3='54, 3=4= 54; 4-6=-54, 10713= 20 :..
Concenfrafed Loads (lb)
Walter P. Finn PE No.22839
Vert: 3=-143(F) 4=-143(F) 9=-399(F) 7=-399(F) 16=-116(F) 17=-62(F)
MiTek USA, Inc. FL Cart 6634
8904 Parke East Blvd. Tampa FL 33810:.
- Date..:
a.
March 7;2019
Q WARNING -Verify deslg# parameters and READ NOTES ON. THIS AND iNCLUDED MIrEK REFERANCE PAGE MIF7473 rev. 1WO312015 BEFORE USE,
,
Design valid for use only with MITek® connectors.. Thls design Is based only upon parameters shown, pnd is for an Individual building component, not
a.truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall
_ q
building design..Bracing indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MITpiK•...
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance'regarding the , ' .
.
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII CualNy Cdteda, DSB-89.and BCSI BuBdlnp Campononf
6904 Parke East Blvd.
Safety Inform flonovallable from. Truss Plate. Institute, 218 N. Lee Street, Suite 312, Alexandria; VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
UNITED PENTECOSTAL
T16450622
Q57296
GRE
COMMON GIRDER
1
2
Job Reference o tional
�iiarnuerb r rubs, uru.,, run nerue, rL - t1.24V s Dec 6 2018 MI I ex Industries, Inc.. J hu Mar i U/:42:41 z019 Page 1
ID:?gXPJoITG3XBi a9G P_IOQ5y5AOv-?AGBvcbX7VIgUCgikCSA9VBVSEoi_Sd9PVX5zPzdNY
6-7-2 10.1-3 15.0.0 16.11-4 19.0.0
6-7-2 34-10-13 1-11-4 2-0-12
4x4 = Scale = 1:41.8
5.00 12 ... 5
' --- HUJ26 'HUJ26 3x4 MUs26 4Xb = 3x4 — HUS26 .. HUS26 3x8 =
HUS26 — 3x10II
HUS26 HUS26 HUS26
6-7-2 10 1 3 15.0-0 16-11-4
6-7-2 3-6-2 4-10-13 1-11-4
Plate Offsets (X,Y)-- [1:0=5-13,0-2-2]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc), I/deft Ud
PLATES GRIP
TCLL 20.0.
Plate Grip DOL : 1.25
TC: 0.47
Vert(LL) 0.11 12-14 >999 360 •
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.53_
Vert(CT) 0.14 12-14 >999 240
BCLL 0.0
Rep Stress Incr NO
WB 0.31
Horz(CT) . -0.02 8 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix -MS
Wind(LL) 0.10 12;14'.'>999 240
Weight: 247lb FT=20%:
LUMBER- BRACING -
TOP CHORD" 2x4 SP M 30 TOP CHORD Structural wood. sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP N9.3 'Except" BOT CHORD Rigid ceiling directly applied or 6, 0, 0 oc bracing.
6-8: 2x6 SP No.2 .
REACTIONS.. (lb/size) 1=736/0-8-0, 8=882/0-7-4
Max Harz 1=282(LC 7)
Max Uplift 1=-1788(LC 25), 8=-1841(LC 8)
Max Grav 1=968(LC 30), 8=1056(LC 38)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces.260 (lb).or less except when shown.
TOP CHORD 1-2=-1734/3260, 2-4= 1031/1'926, 4-5=-350/612, 5-6=-343/663, 6-8=-1018/1833
BOT CHORD 1-12= 3017/1720, 10-12=-3017/1720, 9-10=-1757/1028
WEBS 2-12=-1472/672, 2-iO=-873/1590, 4-10=-1681/826, 4-9=-943/1672, 5-9= 507/279,
6-9=487/906 '
NOTES-
1) 2-ply truss to be connected together with 1.0d (0.131 "x3") nails as follows:.
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2z6'- 2 rows staggered at 0-9-0 oc:
Webs connected as follows:2x4 - 1 row at 0-9-0 oc. '
2) All loads are considered equally applied to all plies; except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as-(F) or (B), unless otheivvise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft;-Cat.
II; Exp B; Encl., 6Cpi=0.18; _MWFRS (directional); end vertical right exposed; porch left and right exposed; Lumber,DOL=1,60 plate
grip DOL=1.60
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 lbuplift at joint(s) except Qt=1b)
1=1788, 8=1841. _
8) Use USP HUS26 (With 14-16d nails into Girder & 4-16d nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 1-0-12
from the left end to 15-1 V-4 to connect truss(es) to back face of bottom chord.
9) Fill all nail holes where hanger is in contact:with lumber.
Walte[P. Finn PE,No.22839
-LOAD CASE(S) Standard
MiTekUSA, Inc.FLCert6634.
1) Dead +-Roof Live (balanced): Lumber Increase=1.25, PlateIncrease=1.25
6904 Parke East Blvd. Tampa FL 33.610
,
Date:
:.
- - -.
flAarr•h 7 9r116
Q WARNING -Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MfTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not'
. ".
a.truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
" building design..Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. • Additional temporary and permanent bracing
MITek'
Is always required for stability and to'prevent collapse with possible personal Injury and property damage. For general guidance regarding the r : , -:
... .
fabricafion, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIP11 GilaRlyCriteria, DSB-B9.and BCSI Bull ding Component
6904 Parke East Blvd: .
Safety Informatlonavollable from Truss Plate Institute, 218 N. Lie Street Suite 312; Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL "
T16450622
Q57296
GRE
COMMON GIRDER
1
2
Job Reference (optional)
WARNING -Verify design parameters and READ NOTES. ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1WO3(2015 BEFORE USE.
• •
Design valid for use only with MlTek® connectors, This design is based only upon parameters shown, and is for an Individual building component, not
��
o.truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to. prevent buckling of individual Truss web and/or chard members only. Additional temporary and permanent bracing
MiTek'
.. is always required for stability and to prevent collapse with possible personal Injury and property damage. For*general guidance regarding the : ,
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVTPII Qualify Criteria, DSB-89.and BCSI BuBdiComponent
Parke-
6904 ParkEast Blvd. .
Safety Informationovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA'22314.
Tampa, FL n610
Jab
Truss
Truss Type
Qty ' .
Ply
UNITED PENTECOSTAL
T16450623
Q57296
J1
Jack -Open
8
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc,, Thu Mar 7 07:42:42 2019 Page 1.
I D;?gXPJoITG3X8ia9GP_IOQ5y5AOv-TMga6yb9upth5LOuHvzPhjkdHeEUj7nle9HeVrzdNYh
-2-0.0 1-0-0
2-0-0 1-0.0
.. ... . . .. Scale = 1,8.2
m
0
v
o
1-0-0
1-0-0
Plate Offsets (X,Y)-- [2:0-.0-10,Edge]
LOADING (psf)
SPACING- 2-0-0 : ..
CSI.
DEFL. in . (loc), I/dell Ud
PLATES GRIP
TCLL : 20.0.
Plate Grip DOL 1.25
TC . 0166
Vert(LL) : 0.00 5 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.11
Vert(CT) 0.00 5 >999 240
BCLL .0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT) 0.06 4 n/a n/a
BCDL 10.0
Code FBC2017/TP12014 "
Matrix -MP
Wind(LL) -0.00 "5 >999 240
"' Weight: '7lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD, Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=-28/Mechanical, 2=263/0=8-0, 4=-51/Mechanical
Max Harz 2=66(LC 12)
Max Uplift 3=-28(LC 1), 2=-23.8(LC 12), 4=-51(LC 1) .:
Max Grav 3=42(LC 12),,2=263(LC 1), 4=69(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. -
NOTES- . .
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=41`t; Cat. .
11; Exp B;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2),zone;C-C for members and forces & MW FRS for reaction's
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-O:tall by 2-0-0 wide
will fit between the bottom chord and any other members"
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=1b)'
2==238.
Walter P. Finn PE:No.22839
MiTek USA, Inc. FL Cart 6634.
6904 Parke East Blvd. Tampa FL 33610'
:Date:
March 7;2019
- ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE,
.. ..
Design valid for use only with Mtfek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not
��
a,truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to. prevent buckling of Individual truss web and/or chard members only. Additional temporary and"permanent bracing -
'MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the '
.:.: . .
fabrication, storage; delivery, erection and bracing of trusses and Truss systems, seeANSVTI1 Quality Cdtorla, DSB-69.and BCSI BulldIng Component
6964 Parke East Blvd: .
Safety Infonnatlonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314.
Tampa, FL 33610
Job v
Truss
Truss Type
Qty -
Ply
UNITED PENTECOSTAL
T16450624
Q57296
J3
Jack -Open
8
I
Job Reference (optional)
-2-0-0
2-0-0
tl.Z4O S UeC b zul t5 ml I eK mausineS, Inc. I nu'mar f U f:42:4z 2u1 y' rage T, .
ID:?gXPJoITG3XBia9G P_IOQ5y5A0v=TMga6yb9upth5LOuHvzPhjkdHeDfjznle9HeVrzdNYh
3-0-0
3-0-0
Scale = 1;12.4
N
300
3.0-0
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in • (loc) . I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25 .. ,
TC 0.66
Vert(LL) 0.00 4-7 . >999 360
MT20 244/190
TCDL _ 7.0,
Lumber DOL 1.25
BC.. 0.16
Vert(CT) -0.01 4-7 >999 240
BCLL 0.0 '
Rep Stress Inc r YES
WB 0.00
Horz(CT) 0.00 2 n/a n/a
BCDL 10.0
Code FBC20171FP12014
Matrix -MP
Wind(LL) .-0.01 4-7 >999 . 240
Weight: 13lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD . Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4.SP No.3 BOT CHORD Rigid ceiling directly'applied or 10-0-0 oc bracing..
REACTIONS. (lb/size) 3=50/Mechanical, 2=259/0-8-0,.4=20/Mechanical
Max Harz 2=97(LC 12)
Max Uplift 3=-21(LC 9), 2=-171(LC 12) .
Max Grav 3=50(LC 1), 2=259(LC 1), 4=46(LC 3)
FORCES. '(lb) - Max. Comp./Max. Teh. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS '(directional) and C-C Exterior(2)-2-0-11 to 0-7-13, Interior(1) 0-7-13 to 2-11-4 zone;C-C for ;
members and forces & MW FRS for reactions 'shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas:where a rectangle 3-6-O.tall by 270-0 wide
will fit between the bottom, chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by ofhers) of truss to bearing plate capable of withstanding 100 lb dpliff at joint(s) 3 except Qt=lb) '
2=171.
Walter P. Finn PE.No.22839
:.
MiTek USA, Inc. FL Cart 6634.
8904 Parke East Blvd. Tampa FL 33810: .
.
Date:
. .: ..
March7,2019'
Q WARNING - Verify design parameters and READ NOTES ON: THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10103/201 S BEFORE USE.
'
• _ Design valid for use only with MiTek® connectors. This design: is based only upon parameters shown, and is for an Individual building component, not
�e .
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
■■��YY
building design. Bracing indicated is to, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MlTeke
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the :: ,
..:
. . .
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Crlteda,.DSB�9.and BCSI Building Component
6904 Parke East Blvd.
Safety Infonnatlonavoilabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL
T16450625
Q57296
J5
Jack -Open
8
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
-2-0.0
2-0-0
a.Z4u S uec b ZU1 B MI l ex industries, Inc., .I hu Mar 7 07:42:43 20,19 Pagel. .
ID:?gXPJoITG3X8ia9GP_IOQ5y5AOv-xZOyJlcnf6?YjVz4rdUeEwHo11 VRSP1 RtpOCI HzdNYg
. 5.0-0
5-0-0
Scale = 1:16.4
LOADING (psf)
SPACING- 2-0-0.
CSI.
DEFL. in - (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate.Grip DOL 1.25
TC 0.66
Vert(LL) -0.02 . 4-7 . >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC_ 0-.45
Vert(CT) -0.05 4-7 >999 240
BCLL 0.0
Rep Stress Incr ' YES
WB 0.00
Horz(CT) -0.00 3 n/a n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Wind(LL) .0.04 4-7 >999 240
Weight: 191b . FT=20°/
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=107/Mechanical, 2=317/0-8-0, 4=53/Mechanical
Max Harz 2=129(LC 12)
Max Uplift 3=-60(LC 12), 2— 170(LC 12)
Max Graf 3=107(LC 1), 2=317(LC 1), 4=86(LC 3) _
FORCES.: (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES
1) Wind: ASCE 7-10; Vult=.160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; 13=4511t; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2):c2-0-11 to 0-7-13, Interior(1) 0-7-13 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-O-0 wide
will fit between the botlom'chord and any other members.
4) Refer to girder(s) for truss to truss connections. • "' '
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except at=1b)
2=170.'
sl
-
Walter P. Finn PE.No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 3391D;
Dale;
.... .
March 7,2019
Q -WARNING - Verify design parameters and READ NOTES ON, THIS AND INCLUDED MfTEK REFERANCE PAGE 114II-7473 rev, 1010312015 BEFORE USE.
..-
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
�AA
Is always required for stability and to prevent collapse with. possible personal Injury Grid property damage. For general guidance regarding the .:. ' :. '
IVI!Tek' . - -
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CrBorla, Willi BCSI BuDding Component
6904 Parke East Blvd:. ,
Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312: Alexandria, VA 22314. -
Tampa, FL 33610. �-
Job
Truss
Truss Type "
Qty" . "Ply
UNITED PENTECOSTAL
:.
:.
T16450626
Q57296
J7
Jack -Open
38
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc.. Thu.Mar 7 07:42:43 2019 Pagel.
ID:?gXPJoITG3XBia9GP_IOQ5y5AOv-xZOy icnf6?YjVz4rdUeEwHtV1P7SP1RtpOCIHzdNYg
-2-0-0 . 7-0-b ..
200 700
- Scale = 1:20.4
3
5.00 F12. ..... .
o "r
... ..
2 ..
E
Plate Offsets X,Y)-- f2:0-0-14,Edgel . ..
LOADING (psf) SPACING- 2-0-0 : CSI. DEFL. in . (loc).. .Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0'37 Vert(LL) -0.09 4-7 >925 360 MT20 2441190
TCDL 7.0 Lumber DOL "' 1.25 BC 0.79 Vert(CT) -0.20 4-7 >408 240 '
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 ""' 'Code FBC2017[fP]2014Matrix-MP "' Wind(LL) 0.12 4-7 >671 240 Weight: '25lb FT=20%
LUflABERc BRACING -
TOP CHORD' . 2x4 SP M 30 .. TOP CHORD: Structural wood, sheathing .-directly applied or 6-0-0' oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. '
REACTIONS. (lb/size) 3=164/Mechanical, 2=384/0-8-0, 4=77/Mechanical
Max Hors 2=161(LC 12)
Max Uplift 3=-95(LC 12); 2=r180(LC 12)
Max Grav 3=164(LC 1),.2=384(1_C 1), 4=120(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wirid: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. -
II; Exp B; Encl.,'GCpi=0.18; MWFRS.(directional) and C-C Exterior(2).-2-0-11. to 0-7-13, InterioT(1) 0-7-13'to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 • .
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) *This truss has been designed for alive load of 20.Opsf on' the bottom chord in all areas where.a rectangle 3-6-0'tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss 66rinections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3 except (jt=Ili)
2=180. .
Jit
0 WARNING -Verify design parameter's and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE,
Design valid for use only with MlTel O connectors. This desigh is based only upon parameters shown, pnd is for an Individual building component, not
.
a truss system. Before use, the building designer must verify the applicabillty.of design parameters and properly Incorporate this design Into The overall
building design. Bracing indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M iTek'
l5 always required for stability and to prevent-collopse with possible personal Injury and property damage. For general guidance regarding the
.
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSU1P11 GualRy Cdtodo, DSB-69 and BCSI Building Component
6904 Parke East Blvd. -
Safety.lnfomlationavailabie from .Truss Plate Institute, 218 N. Lee Street, Suite'312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL
T16450627
Q57296
JA
JACK -OPEN
6
1
Job Reference (optional)
.. Vnamoers I russ, Inc.,. r-on rierce, I-L . - 6.24u s Uec 6 2u1 d MI I eK InausirleS; Inc.. I nu:Mar 7 01:42:44 2019 Page 1.
I D:?gXPJoiTG3X8ia9GP_IOQ5y5A0v-PlyKXedPQQ7PLfYHPK?tmep1 vRl3BsHb5TmlajzdNYf
1 0 0 7-0-0 .. ...
1.0.0. 7-0.0 .
Scale = 1:18.8
o m
o
N
3x4
70_0':
7_0 0
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in (loc) . I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25 :
TC 0.39
Vert(LL) 0.12 . 4-7 >682 240
p MT20 . 244/190 .
TCDL 7.0.
Lumbel` DOL : 1.25
BC:. 0:81
Vert(CT) -0.21 4-7 >389 240
BCLL 0.G
Rep Stress Incr YES
WB - 0.00
Horz(CT) -0.00 3 n/a n/a
_
BCDL 10.0
Code FBC2017/TP12014
Matrix -MP
Weight: 23 lb FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD. Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD .2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) : 3=170/Mechanical, 2=318/0-8-0, 4=82/Mechanical
Max Harz 2=194(LC 12) .
Max Uplift 3=-172(LC 12), 2=-173(LC 12), 4=-11(LC 12)
Max Grav 3=239(LC 21), 2=386(LC 21), 4=121(LC 3) .
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp.B;.Open, GCpi=0.00; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 1-11-5, Interior(1) 1-11-5 to 6-11-4 zone;C-C for .
members and forces & MW FRS for reactions shown; Lumber DOL=1.60plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100]b uplift at joint(s) 4 except at=1b)
3=172, 2=173.
Walter P. Finn PE:No.22839
MiTek USA, Inc. FL Cert 6634.
6904 Parke East Blvd. Tampa FL 33610.:
Date:
March 7,2019
Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
-
o,truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M ffek' '
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdteda, DSB-89.and BCSI Build Ing Component
6904 Parke East Blvd.
saloty Inlonnatlanavoliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610 .
Job
Truss
Truss Type
City
Ply
UNITED PENTECOSTAL
:.
T16450628
Q57296
JB
JACK -OPEN
8
1
Job Reference (optional)
Chambers Truss, Inc,,. Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries; Inc.. Thu Mar 7 07:42:45 2019 Page 1-
ID:?gXPJolTG3XBia9GP_ OQ5y5AOv-uxWik_e2BkFGyp7Tzl W6JLMAUrBcwJWkK7VJ6AzdNYe
-1-0-0 5.0-0
100 500
3
Scale = 1:14.9
I jIIII
. 2. _ ..
1
3x4 - ..
. 5-0-0 .
'500
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in (loc) ' I%deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.53
Vert(LL) 0.04 4-7 . - >999 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.40
Vert(CT) -0.06 4-7 >988 240 .
BCLL 0.0 '
Rep Stress Incr YES
WB '0.00
Horz(CT) -0.00 3 n/a n/a '
.
BCDL 110.0 _
Code FBC2017/TPI2014
Matrix -MP
Weight: 17 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0:3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. or 10-0-0 oc bracing.
REACTIONS., (lb/size) 3=115/Mechanical, 2=246/0-8-0, 4=62/Mechanical
Max Horn 2=145(LC 12)
Max Uplift 3=-116(LC 12), 2=-142(LC 12), 4=-11(LC 12)
Max Grav 3=161(LC 21), 2=301(LC 21), 4=88(LC 3).
FORCES. '(lb) -Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Open, GCpi=0.00; MWFRS (directional) and C-C Exterior(2):-1-0-11 to 1-11-5, Interior(1) 1-11-5 to 4-11-4 zone;C-C for
..
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) *This truss has been: designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb)
3=116, 2=142.
Walter P. Finn PE:No.22639
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610.
Date: . ..
March 7,2019
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE,
- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
�
a.truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
- -
building design. Bracing Indicated Is to, prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MITeK•..
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
.
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB49.and SCSI Bu9ding Component
6904 Parke East Blvd. .
Safety Infonnationavollable from Truss Plate Institute, 218 N. Lee Street, Suite'312; Alexandria, VA-22314. -
Tampa, FIL 33610
Job
Truss
Truss Type ,' :
Qty
Ply
UNITED PENTECOSTAL
T16450629
Q57296
JC
JACK -OPEN
8
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FIL 8.240 s. Dec 6 2018 MiTek Industries, Inc. Thu -Mar 7 07:42:45 2019 Page 1
ID:7gXPJolTG3X8ia9GP_IOQ5y5AOv-uxWik_e2BkFGyp7Tz1W6JLMGUrG3wJWkK7VJ6AzdNYe ,
1-0-0 3.0.0, .
1 0 0 3.0.0
Sdale = 1;10.8
3
n
v
5.00 F12
3x4 =
3-0-0
300
LOADING (pso
SPACING- 2-0-0
CSI.
DEFL. in - (Ioc) I/dell Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25 .
TC 0.15
Vert(LL) 0.00 . 4-7 . >999 240
MT20 - 244/190
TCDL' 7.0
Lumber DOL 1.25
BC' 0.12
Vert(CT) -0.01 4-7 >999 240
BCLL' 0.0
Rep Stress Incr YES
WB 0.00
Horz(CT) -0.00 3 n/a _ n/.a
BCDL_ 10.0
Code FBC2017lTPI2014
Matrix -MP.
Weight: 111bFT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 3=64/Mechanical, 2=176/0-8-0, 4=35/Mechanical
Max Horz 2=97(LC 12)
Max Uplift 3=-63(LC 12), 2=-112(LC 12), 4=-6(LC 12)
Max Grav 3=89(LC 21), 2=219(LC 21), 4=50(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
.1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
Il; Exp.B;:Open, GCpi=0.00; MWFRS (directional) and C-C Exterior(2)-1-0-11 to 1-11-5, Interi6r(1) 1-11-5 to 2-11-4 zone;C-C for .
members and forces & MW FRS for reactions shown; Lumber DOL=1.6D plate grip DOL=1.60
2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (bybthers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=ib) .:
2=112.' .
"
Walter P. Finn PE.N6.22839
.... . ..
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 3.3610: .
Date: .
"
March 7,2019
.. ..
A WARNING -Verify design parameters and READ NOTES ON -THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 1WO3/2015 BEFORE USE.
��.
- .
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not'
��
a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design..Bracing indicated is to, prevent buckling of individual truss web and/or chord members only. Additional. temporary and permanent. bracing
MiTek.
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i
fabrication, storage: delivery, erection and bracing of trusses and truss systems, seeANSVWII Qua[ BByy Cdfada, DSB-89.and BCSI BuIlding Componont
6904 Parke East Blvd.-.
Safety Informationavoilable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty'
Ply
UNITED PENTECOSTAL
T76450630
Q57296
JD
JACK -.OPEN
8
1
Job Reference (optional)
VnamDers I russ, Inc., - t-on tierce, t-L ., U.24U S:uec 6 2uib MI I el< Industries, Inc.. I nu.mar / U/:4Z:46 2U19 rage 1
I D:?gXPJoITG3X8ia9GP_IOQ5y5A0v-MB34yKegyl N7azifW 12LsZvRlFdtfmrhuZnFseczdNYd
1.0-0
1-00 100
Scale=1:6.5
3
I
. I
3x4
1-0-0
100
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0,11 Vert(LL) -0.00 . 5 .>999 240 MT20 :. 244/190
1.25 BC: 0.01 Veft(CT), 0.00 5 >999 TCDL 7.0 Lumber DOL 180 ,
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP. Weight: 5lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.,
REACTIONS. (Ib/size) 3--7/Mechanical, 2=124/0-8-0, 4=-1/Mechanical
Max Horz 2=50(LC 12)
Max Uplift 3=-4(LC 12), 2=-101(LC 12), 4=-5(LC 5)
Max Grav 3=9(LC 21), 2=163(LC 21), 4=11(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vu(t=160mph (3-second gust) Vasd=.124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Open, GCpi=0.00; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; -Lumber DOL=1.60 plate grip DOL=1.60 .
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf'on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ioint(s) 3, 4 except Qt=lb)
2=101. .
Verify ar. WARNING - ameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE
.. rY des! ri 9. P..
Design valid for use onlywith MRek®connectors. This design is based onlyupon parameters shown and is for an Individual building component not
a.trusss system. Before us, the building designer must verify the applicabilty of dsign parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing
MiTek'.
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Quality Criteria, OSB-89 and SCSI Bu9ding Component
6904 Parke East Blvd. -
Safety Infoanaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss "
Truss Type
Qty "
Ply
UNITED PENTECOSTAL
T16450631
Q57296
KJ7
Diagonal Hip Girder
4
1
"
Job Reference (optional)
Chambers Truss, Inc.,. Fort Pierce, FL 8.240 s. Dec 6 2018 MiTek Industries; Inc. Thu Mar 7 07:42:47 2019 Page 1
ID:?gXPJoITG3X8ia9GP_IOQ5y5AOv-4KdT9gfliLV_C7Hr4SZaOmRZUfVgO9f1 oR_PA2zdNYc
-2-9-15, 5-8.3 9-10-1
2-9-15 5-8.3 4-1-14
Soale: 1/0=1'
NAILED Io
NAILED
13
3.54 12 . 3x4
NAILED"
NAILED "
12 .. ..
N
.'NAILED o. m
NAILED a
2
1
14 ... 15 7 . 16 6 ..
NAILED NAILED 2x3 I NAILED 5
3x4 = NAILED NAILED NAILED
3x4 -. .
5-8-3 9-10-1
5-8.3 4.1-14
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate'Grip DOL 1.25 TC 0.31 Vert(LL) -0.10 7-10 >999 240 MT20 : 244/190
TCDL 7.0 ' Lumber DOL.. 1.25 BC:' 0.30 Vert(CT). -0.09 7-10 >999 " : 180 "
BCLL 0.0 Rep Stress Incr NO WB '0.28_ Horz(CT) 0.01 5 n/a n/a" "
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 42lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.,
WEBS" 2x4 SP No.3
REACTIONS. (lb/size)4=109/Mechanical, 2=46310-10-15, 5=290/Mechanical
Max Harz. 2=160(LC 8)
Max Uplift 4=-64(LC 8), 2=-307(LC "8), 5=-70(LC 8) :.
Max Grav 4=11 O(LC 17), 2=571(LC 28), 5=330(LC 29)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. "
TOP CHORD 2-3=-788/145
BOT CHORD 2-7=-191/704, 6-7=-191/704
WEBS : 3-7=0/257, 3-6=-770/209.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf: h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for alive load of 20.Opsf on the bottom ohord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to'girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4' 5 except at=lb)
2=307.
6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d.(0.148"x3.25") toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standard
.1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4= 54, 5-8=-20
Concentrated Loads (lb)
Vert:91=49(F=25, B=25) 13=-61(F=-30,,B=-30) 14=73(F=37, B=37) 15=4(F=2, B=2) 16=-49(F=-25, B=-25).
Walter P. Finn PE No.22$39
MiTek USA, Inc. FL Cori 6634.
6904 Parke East Blvd. Tampa FL 33610 .
Date: "
. .
- ...: March 7,2019
® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. f010 12015 BEFORE USE.
Design valid for use only with MIT6W connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MITeK�
is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' .
..
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Criteria, DS1111-69.and BCS1 Building Component
6904 Parke East Blvd. .
Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite'312; Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty "
Ply
UNITED PENTECOSTAL
T16450632
Q57296
KJA
DIAGONAL HIP GIRDER
4
1
Job Reference (optional)
undnruers 1 rus5, Ifla.,, run rierce, r.L mz4u s ueC b za1 t$MI I eK mausineS; mc. I nu.mar / U1:4z:4b zu1v, rage 1
ID:?gXPJoITG3XBia9GP_IOQ5y5AOv-I W BrNOgwUfdrpGs2eA4px_Ii2Fs7aAB05kzjVzdNYb
1-5.0 5-8-3 9-10-1
1 5 0 5-8-3 4-1-14
• Scale = 1:91.4
I NAILED.
3x4 = NAILED NAILED NAILED
3x4 = ..
5-B-3 9 10 1
5-B-3 4-1-14
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 :. TC 0.20 Ven(LL) 0.03 7-10 . >999 240 MT20 .. 244/190 .
TCDL 7.0 Lumber DOL : 1.25 BC 024 Ven(CT) -0.05 7-10 >999 ::240 .
BCLL 0.0 ' Rep Stress Incr NO WE 0.39 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 40 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Strilctural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling dire.ctly'applied or 9-8-14 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=103/Mechanical, 2=488/0-10.15, 5=365/Mechanical
Max Harz .2=184(LC 12)
Max Uplift 4=-107(LC 12),; 2=,315(LC 12), 5=-229(LC 12)
Max Grav 4=137(LC 44), 2=618(LC 44), 5=454(LC 44)
FORCES. (lb) -Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown.:
TOP CHORD 2-3=-1081/555
BOT CHORD 2-7=-561/984, 6-7=-561/984
WEBS 3-7=-58/294, 3-6=-1077/613:
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Open, GCpi=0.00; MWFRS (directional); Lumber DOL=1.60 plate grip, DOL=1.60
2) This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has.been designed for alive load of 20.Opsf on the bottom chord in all areas where a ieotangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and anyOther members.
4) Refer to girder(s) for truss to truss connections.
5) .Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
4=107, 2=315, 5=229. .
6) "NAILED" indicates 3-10d (0.148"x3") or 2.12d (0.148"x3.25") toe -nails per NDS gu'idlines.
7) 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 (pit) ...
Vert: 1-4=-54, 5-8=-20
Concentrated Loads (lb)
Vert: 12= 2(F- 1, B- 1) 13= 77(F=-38; B=-38) 14=8(F=4, B=4) 15=-17(F=-8, B=-8) 16=-67(F=-33; B=-33) .
w. Walter P. Finn PE:No.22S39 -
MiTek USA, Inc. FL Cart 6634.
6904 Parke East Blvd. Tampa FL 33610:.
Date: . .
Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03)2015 BEFORE USE.
.. .
_ Design volld for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not
�• -
a.Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M iTeks
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery,erection and bracing of trusses and truss systems, seeANSUTPII Quality Cdtona, DS111-89-and BCSI Bulding Component
Safety inform tlonavalloble from Truss Plate Institute, 218 N. Lee Street, Suite' 312. Alexandria, VA 22314.
.:.
6904 Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL
T16450633
Q57296
BGEA
Common Structural Gable
2
1.
Job Reference (optional)
in iau,u— 1-Do, wu., -run newe, r� - .. b.Z4u s Uec b eui tf mi I eK Inauslnes, Inc.. J nu.mar I U/:4Z:bU 2ui U gage 1
ID:?gXPJolTG3X6ia9GP_IOQ5y5AOv-EvJbnhhA?GtY3aOQlb6HOP33msrBbN6TU PD4nNzdNYZ
2-0-0 6-B-14 7-8-A 12-9-14 13r2 1 17-9-3 19.0-p 25.0.0 32-1-1 36-9-0 37r2 2 42-3-12 43 Or0 50-0-0 52-0-0
2.0-0 6.8-14 0.11 6' S-1-10 0-4-2 4-7-2 1-2-1 6-0-0 7-1-1 4-7-15 0-5-2 5-1-10 0-8-4 7-0-0 2-0-0
Scale = 1:86.9
.. 5x6 = -
5.00 12
g
v1
0
I95
26 25 24-- - - 22 -- 21 ---- -" 19
18 1716 -
4x5 — 3x6 = 3x8 = 3x6 = 6xl0 = 5x6 = '4x5 =
3x8
7-8-4 13-2-1 17-9.3 19.0-Q 25.0.0 36-9-0
42-3-12 43 Or0 50-0-0
7-8-4 5.5-13 4-7-2 1-2-1 6.0-0 11-9-0
5-6.12 0-8-4 7.0-0
Plate Offsets (X,Y)-- (18:0-3rO,0-3-01
LOADING (psf)
SPACING- 2-0-0
CSI.
D,EFL. in (loc), I/defl Ud
PLATES GRIP
TCLL 20.0.
Plate Grip. DOL : 1.25
TIC 0.37
Vert(LL) _ -0.50 19-21 >883 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.64
Vert(CT) -0.84 19-21 >525 240
BCLL 0.0
Rep Stress Incr. YES
WB 0.87
Horz(CT) 0.06 19 n/a n/a
BCDL 10.0
Code FBC2017ITP12014
Matrix -MS
Wind(LL) 0.14 2224. >999 240
Weight: 429lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4'SP M 30 TOP CHORD' Structural wood sheathing directly applied or 4-3-1 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied
or 6-0-0 oc bracing.. .
WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt
6-21, 9-19
10-19: 2x6 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. '(lb/size) 2=1339/0-8=0, 19=2346/0-6-0, 14=237/0-8-0
Max Harz 2=-305(LC 10)
Max Uplift 2=-503(LC 12), 19=-739(LC 12), 14=-156(LC 12)
Max Grav 2=1369(LC 17), 19=2346(LC 1),.14=365(LC 22) "
FORCES. :(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2653/1158, 3=5=-21.02/984, 5-6=-2085/1070, 6-7=-977/584, 7-8= 888/615, ,
8-9=-943/626, 9-10=-267/986, 10-12=-355/958, 12-13=-94/630, 13-14=-156/586
= BOT CHORD 2-2690912608, 25-26=-909/2608, 24-25=-909/2608, 22-24=-417/1631, 21722=-417/1631,
17-19=-478/296, 16-17=-478/296, .14-16=-478/296
WEBS 3-42= 637/338, 24-42_ 629/335, 6-24=-387/812, 6-73=-1027/528, 21-73=-1036/543,
. 8-21=-155/360, 9-21=-262/1006, 9-19=-1931/911, 12-19=r623/370, 3-26=0/280.
NOTES-
1) .Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft; L=50ft; eave=6ft; Cat.
11; Exp.B;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-1 l to 2-11-5, Interior(1) 2-11-5 to 25-0-0, Exterior(2).: ..
25-0-0 to 30-0-0, Interior(1) 30-0-0 to 52-0-14 zone;C-C for members and forces & MW FRS 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 3x4 MT20 unless otherwise indicated. ".
5) Gable Studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load honconourrent with any other live loads.
7) *This truss has been designed for alive 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 BCD = 10.Opsf. '
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=503, 19=739, 14=156.
Walter P. Finn PE N6.22839
MiTek USA, Inc. FL tort 6634
6904 Parke East Blvd. Tampa FL 33610. ,
Date:
March 7,2019
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. fe/03/2015 BEFORE USE,
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a.truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the : .
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Crifeda, DSB-89.and SCSI Building Componoanf
6904 Parke East Blvd:
Safety Informatlanovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss "
Truss Type
Qty
Ply
UNITED PENTECOSTAL
T16450634
Q57296 ....VA:
Valley
1
1
Job Reference (optional)
Chambers Truss, Inc— Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries; Inc. Thu.Mar 7 07:42:51 2019 Page 1
ID:?gXPJoITG3XBia9GP_IOQ5y5A0v-i5tz?l ipma?PgkadJldWZcclxGIHK10di3ydJpzdNYY
2-0-0 3-11-4
2-0-0 1-11-4
3x6 = Scale = 11.4
- 5.00 F12 2 ...
3
....
Io
0
3x4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc). I/dell Ud
PLATES GRIP
TCLL' 20.0
Plate Grip DOL 1.25
TC 0.08
Vert(LL) n/a
n/a 999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.13
Vert(CT) n/a
n/a 999
BCLL -0.0
Rep Stresslncr YES
WB 0.00
Horz(CT) 0.00
3 n/a n/a
"BCDL 10.0
Code FBC2017ITPI2014
Matrix-P
Weight: 10 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD -
Structural wood sheathing directly applied or 3-11-4 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly,applied. or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=94/3-11-4, 3=94/3-11-4
Max Horz.1-11(LC 11)
Max Uplift 1=-30(LC 12), 3=-30(LC 12)
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=160mph (3-sec6nd gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zofie;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing. .
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.bpsf 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) 1, 3.
Walter P. Finn PE No.22839
MiTek USA, Inc. PL tort 6634
6904 Parke East Blvd. Tampa FL 33610: .
Date:
..March 7,2019
.WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010=015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
-
�
a truss system. Before use, the building designer must verlfythe applicability of design parameters and properly incorporate this design Into the overall
building design. -Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality Cdteda, DS1I and SCSI BuOding Component
6904 Parke East Blvd. .
Safety Infonnatlonovolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type i
City
Ply
UNITED PENTECOSTAL
T16450635
Q57296
VB
Valley
1
1
Job Reference (optional)
Gnamoers I russ, Inc.,. .ron tierce, rL , .. , . , d.24U S UeC 6 2U1 d MI I eK InaustrleS, Inc.. J nu.Mar / L11:42:52 2U19 rage 1.
ID:?gXPJoITG3XBia9GP_IOQ5y5A0V=AI RMCNj RXt7Glu9pt0815g917gfh3SBmxjiAsGzdNYX
4-0-0 -111
8-0-0
5
4-0-0 1-11-4 2.0-12
Scale = 1:15.0
3x6 = .
3.
3x4
7 .
2x3 II
5.11-4.
6
3x8 11
T
O
O
. 5-11-4
Plate Offsets (X,Y)-- [3:0-3-0,Edgel, [6:0-4-12,0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in . (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.82
Vert(LL) -0.06 5 n/r 120
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.11
Vert(CT) -0.08 5 n/r 90
BCLL 0.0
Rep Stress Incr . YES
W B 0.13
Horz(CT) . 0.00 n/a ' n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Weight 22 lb FT = 20%
LUMBER- BRACING-
TOP CHORD 2x4'SP No.3 TOP CHORD Structural wood. sheathing directly applied or 5-11,-4 oc pur(ins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=73/5-11-4, 6=26B/5-11-4, 7=156/5-11-4
Max Horz 1=-40(LC 10) '
Max Uplift 1- 69(LC 12), 6=-226(LC 12)
Max Grav 1=73(LC 1), 6=268(LC 1), 7=190(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown..
WEBS 4-6=-246/446
NOTES-. .
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 7-0-0, Interior(1) 7-0-0 to 8-0-11 'zone;C-C for
members and forces & MW FRS for reactions shown; Lumber DOL=1:60. plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
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-O.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) 1 except at=1b).: .
6=226.
sp
Walter P. Finn PE.N6.22839
:.
MiTek USA, Inc. FL Cert 6634.
6904 Parke East Blvd. Tampa FL 33610,
'Date' . .
.. March 7,2019
.WARNING - Veri/y deslgn parand READ NOTES ONTH/S AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE.
Mamefeis
Design valid for use only with iTek® connectors. This design n Is based only upon parameters shown, and Is for an Individual building component, not
a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design, .Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the :
.:.
fabrication, storage; delivery,erection and bracing of trusses and truss systems, seeANSVWII Quality Cifferla, DSB.89.and BCSI BuBding Camponont
6904 Parke East Blvd. .
Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL
T16450636
Q57296
VC
VALLEY
1
1
Job Reference (optional)
Chambers Truss, Inc.,
Fort Pierce, FL
8.240 s. Dec 6 2018 MiTek Industries; Inc. Thu.Mar 7 07:42:52 2019 Page 1. .
I D:?gXPJoITG3X8ia9GP_IOQ5y5A0v-AIRMCNj RXt7G 1 u9pt0815g91MgdR3TEmAiAsGzdNYX
6-0.0
7-11-4' 10-0-0
6-0-0
1-11-4 . 2 0 12 "
Scale =' 1;18.4
3x6 =
3
5.00 :12
. .
8
3x4 II
2x3
4
9
.
.. ..
- .. .... .. 5
,n
m
1
' ...
..
.. ..
] ...
.. .. 6 :..
3x4
2x3 II
3x4 II
7-11-4
7-11-4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in . (loc). I/defl Lid
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC. 0.81
Vert(LL) -0.04 5 lair 120
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.20
Vert(CT) -0.06 5 n/r 90
BCLL 0.0 *'
Rep Stress Incr YES
WB 0.07
Horz(CT) 0.00 6 n/a n/a
BCDL 10.0
'Code FBC2017fTP12014
Matrix-S
Weight: 30 lb FT = 20%
LUMBER- . BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD, Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS - 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3 ..
REACTIONS. (lb/size) 1=87/7-11-4, 6=272/7-11-4, 7=28617-11-4. .
Max Harz 1=86(LC11)
Max Uplift 1=-23(LC,12),•6=-167(LC 12), 7=-91(LC 12)
Max Gray.1=97(LC 21), 6=272(LC 1), 7=286(LC 1)
FORCES. (lb) - Max.'Comp./Max. Ten. - All forces 250 (lb) or less except when shown..
TOP CHORD . 4-6=-239/342
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-11-10, Interior(1) 3711-.10 to 6-0-0, Exterior(2)
6-0-0 to 9-0-0, Interior(1) 9-0-0 to 10-0-11 zone; end vertical right eiiposed;C-C for members and forces & MWFRS for reactions
shown;Lumber_DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
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 ohord and any other.members.
6) Provide mechanical connection (by others) Hof truss to bearing plate capable of withstanding 100 lb uplit at joint(s) 1, 7 except at=lb).
6=167.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL tort 6634,
6904 Parke East Blvd. Tampa FL 33610
Date:. ...
"
March 7,2019 '
Q WARNING -Verify design parameters and READ NOTES ON: THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE
!�
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
G`j
a.truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the '
.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Crttedo, DSB-89.and BCSI Building Component
6904 Parke East Blvd:
Safety Infomlatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite' 312; Alexandria, VA 22314.
Tampa, FL *33610
Job
Truss
Truss Type
Qty
Ply
UNITED PENTECOSTAL
T16450637
Q57296
VD
VALLEY
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries; Inc.. Thu Mar 7 07:42:53 2019 Page 1.
ID:?gXPJoITG3X8ia9GP_IOQ5y5AOv-fU_kQjk31BG7w2k?Rjg_el hT63xhowOwANRkOizdNYW
B-0.0 9-11-4 12-0-0
B-0 0 1-i t=4 2-0-12
.. -- .. .. Scale='1:22.4..
3
9 3x4 11
.. 5.00 F12 :.. 4 .. .....
2x3
10
.. 2
.. :. .: 5
19
N
1
3x4 2x3 11 3x4 11
9-11-4
9-11-4
.Plate Offsets X, -- [3:0-3-0,Edpe
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . Vdefl L/d PLATES GRIP
TCLL - 20.0: Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.04 5 n/r 120 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT)_ -0.06 5 n/r 90
BCLL 0.0 Rep Stress Incr. YES WB ..0.07 Horz(CT) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 38 lb FT = 20% "
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD: Structural wood_ sheathing directly applied or 6-0-0 oc puriins,
BOT CHORD" 2x4 SP No.3 except end verticals.
WEBS 2x4'SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. .(lb/size) 1=122/9-11.4,.6=299/9-11-4, 7=371/9-11-4
MaxHorz 1=126(LC11)
Max Uplift 1=-37(LC 12), 6=-169(LC 12), 7=-124(LC'12) .
Max Grav 1=128(LC 21), 6=299(LC 1),.7=37.1(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(ib).or less except when shown.
TOP CHORD 4-6=-258/348
WEBS 2-7=-258/241
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; 6=45ft; L=24ft; eave=4ft;.Cat.
II; ExP B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteri6r(2) 0-8-12'to 3-8-12, Interior(1) 3-8-12 to 8-0-0, Exterior(2) 8-0-0
to 11-0-0, Ihterior(1) 11-0-0 to 12-0-11 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate. grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
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 1001b uplift at joint(s) 1 except at=lb). '
6=169, 7=124.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634.
6904 Parke East Blvd. Tampa FL 3.3610
Date:
" -..March 7,2019
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE.
•
Design valid for use only with MlTeW connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
■
building design. Bracing Indicated is to, prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek" "
Is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneral guidance regarding the
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdtedo, DS111439.and BCSI Building Component
6904 Parke East Blvd:
Safety Infomlationavallobie from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty''
Ply
UNITED PENTECOSTAL
T16450638
Q57296
VE
VALLEY
1
1
Job Reference (optional)
cnamoers 1 russ, Inc.,. I r-on rierce, t-L
tl.'L4U s uec 6'LUlb ml l eK inausme% Inc., ,l nu.mar / U/:42:b4 zuil f rage s
ID:?gXPJolTG3X8ia9GP_IOQ5y5AOv-7gY6d3lh3VC_XBJC_QBDAFEesTHLXNN3P1 BHwBzdNYV
10.0.0 11-11; 4 14-0-0
10-0-0 1-11-4
Scale = 1:26.8
4x4 =
3
8 .. .. 7. 6 3X4II. .
2x3 I 2x3 11
N
v
m
10-0-0 11-11-4
10 0 0 1-11-4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) ]/dell Ud
PLATES GRIP
TCLL 20.0
Plate -Grip DOL 1.25
TC 0.81
V.ert(LL) 0.04 5 n/r 120
MT20 244/190
TCDL 7.0.
Lumber DOL 1.25
-BC 0.36
Vert(CT) -0.06 4-5 n/r ' 90
BCLL ' 0.0
Rep Stress Incr YES
WB '0.09
Horz(CT) -' 0.00 6 n/a n/a
BCDL .10.0
Code FBC2017lrP12014
Matrix-S
Weight: 52Ib FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.3 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly,applied or 6-0-0 oc bracing. '
_
OTHERS 2x4 SP No.3
REACTIONS. All bearings 11-11-4.
(lb).- ,Max Harz 1=166(LC 11)
Max Uplift All uplift 100 Ib or less at joints) 1 except 6=-237(LC 12), 8=-179(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 6, 7 except:8=427(LC 1)
FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown.. "
TOP CHORD 4-6=-225/390
WEBS :. 2-8=-306/297
NOTES- ..... .' .
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;.BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 10-0-0, Exterior(2)
10-0-0 to 15-0-0, Interior(1) 13-0-0 to 14-0-11. zone; end vertical right ezposed;C-C for members and forces& MW FRS for reactions .
shown;'Lumber DOL=1.60 plate grip DOL=1'.60
3) Gable requires continuous bottom chord bearing:
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) 1 except (jt=lb)
6=237, 8=179.
.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cent 6634.
690 4 Parke East Blvd. Tampa FL 33810 '
Date:
March 7,2019 .
® WARNING -Verily design parameters and READ NOTES ON:THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE,
Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
gTruss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to, prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing -
MiTek".
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
- -
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Cdterb, DSB-69.and BCSI BuOding Component
6904 Parke East Blvd.
Saloty Infonnatlonovoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type .
Qly-'
Ply
UNITED PENTECOSTAL
T16450639
Q57296
VF
VALLEY
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL
12-0-0
12-0-0
8.240 s: Pea 6 21318 MI I ek Industries, Inc.. I hu Mar 7 07:42:54 2019 F'age 1
ID:?gXPJoITG3X8ia9GP_IOQ5y5A0v-7gY6d3lh3V0_XBJC_QBDAFEIATLCXNK3P1 BHw8zdNYV
13-11-4 16-0-0
1-11-4 2-0-12
4x4 = Scale = 1:31.7
4
9x4 10 9 8
7.3x4 If
2x3 11 2x3 I 2x3 I I
12-0-o 13-11-4
12.0-0 1 11-4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25 - -
TIC 0.34
Vert(LL) -0.04 . - 6. n/r 120
MT20 2441190 .
TCDL , 7.0
Lumber DOL : 1.25
BC, 0:12
Vert(CT): -0.05 5-6 n/r 90 .
BCLL 0.0 '
Rep Stress Inci YES
WB 0.09
Horz(CT) ' 0.00 7 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-S
Weight: 65 lb FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD - 2x4 SP M 30 except end verticals. 1 .
- .
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly_applied or 6-0-0 oc bracing..:. '
OTHERS 2x4 SP No.3
REACTIONS. All bearings 13-11-4.
(lb) -. Max Harz 1=266(LC 11)
Max Uplift All uplift 1001b or less at joint(s) 1, 9 except 7=-246(LC 12), 10=-149(LC 12),
".
Max Grav All reactions 250,lb or less at joint(s) 1, 7, 9, 8 except 10=366(LC 21)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. .
TOP CHORD 5-7=-230/387 .
WEBS 2-10=-251/253
NOTES-
' '1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=Mpsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B;.Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2),0-8-12 to 3-8-12, Interior(l) .3-8-12 to 12-0-0; Exteri6r(2)
12-0-0 to 15-0-0, Interior(1) 15-0-0 to 16-0-11 zone; end vertical right exposed;C-C for members and forces & MW FRS for reactions
shown; Lumber DOL=1.60 plate grip-DOL=1.60
3) Gable requires continuous bottom chord bearing. .
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-&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) 1, 9 except Qt=lb).
7=246, 10=149.
Walter P. Finn PE:No.22839
MiTek USA, Inc. FL Cart 663.4
6904 Parke East Blvd. Tampa FL 33610
-Date; .. .
..
MarchT 2019
• ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. IW03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not
i'`
A Ell
a, truss system. Before use, the•building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
M ITek"
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the .:
.. .
fabrication, storage; delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdteda, DSB-89.and III Building Component
6904 Parke East Blvd.
Safety Infomlatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite312; Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type C.
Qty
Ply
UNITED PENTECOSTAL
T16450640
Q57296
VG
VALLEY
1
1
Job Reference (optional)
unarl I russ, Inc., ron rlerce, rL it.24u s uec ti zu1 a Mi I ek Industries, Inc.. I nu Mar r ur:42:bb 2u1 a rage 1
ID:?gXPJoITG3XBia9GP_IOQ5y5A0v=bt6Ur.PIJgoW r9LuOY8iSjSrhvHtgRGpiCdhwrSbzdNYU
14.0.0 15-11-4 18-0.0
14-0-0 1-11-4 2-0-12
4x4 = . . . Scale = 1:36.6 .
.. .. .. 4 12
3x4
~— 1400
10 9 8 73x4 ICI
2x3 11 2x3 11 2x3 11
14-0-0 15-11-4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 20.0
_Plate. Grip DOL 125 ..
TC 0.45
Vert(LL)
-0.04
5-6
n/r
120
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.12
Vert(CT) :
-0.05
5-6
n/r
90
BCLL 0.0 ' .
Rep Stress Incr YES
WB 0.13
Horz(CT)
0.00
7
n/a
n/a
BCDL 10.0 .
Code FBC2017ITP12014
Matrix-S
Weight: 75 lb : FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP M 30 except end verticals:
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 15-11-4.
(lb) - Max Horz 1=246(LC 11),
Max Uplift All uplift.100. lb or less at joint(s) 1 except 7=-255(LC 12), 9=-11 B(LC 12), 10=-1.65(LC 12)
Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=332(LC 17), 10=402(LC 21), 8=301(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 5-7=-233%381 .
WEBS 2-10=-284/265
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; B6D1=3.bpsf; h=18ft; B=45ft;. L=24ft; eave=4ft; Cat.
li; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2), 0-8-12 to 3-8-12; interior(1) 3-8-12 to 14-0-0, Extedor(2)
14-0-0 to 17-0-0, Interior(1) 17-0-0 to 18-0-11 zone; end vertical right exposed;C-C for members and forces & MW FRS for reactions .
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
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 20.0psf on'the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the -bottom chord and any.other.members, with BCDL = 1.0.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at=lb)
7=255, 9=118, 10=165.
Walter P. Finn PE.No.22839'
MiTek USA, Inc. FL Oert 6634,
6904 Parke East Blvd. Tampa FL 336%
Date: .
March 7,2019
Q .WARNING -Verity design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE.
•
Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and is for an Individual building component not
a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
_ .
building design. Bracing indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
p�
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII QualBy CrR®rla, DSB-111i SCSI BuBding Component
6904 Parke East Blvd.,
Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street Suite.312; Alexandria, VA 22314.
Tampa, FL 33610
Symbols
PLATE LOCATION AND ORIENTATION
13 /4 Center plate on joint unless x, y .
offsets are indicated.
Dimensions "are in ft-in-sixteenths:
...Apply plates to both sides of truss
and fully embed teeth.
For 4 x 2, orientation; locate
plates 0-1/0 from outside
edge -of truss.
This symbol indicates the:.
required direction of slots in .
connector plates.
Plate location details available in MTek20/20
software or upon request.
c
O
U
M
Q
Numbering System
6-4-8 dimensions shownin.ff.-in-sixteenths
(Drawings not to scale)
I 2 3
TOP CHORDS
8 7 6 = 5
JOINTS ARE GENERALLY NUMBEREDAETTERED:CLOCKWISE
AROUND -THE TRUSS STARTING AT THE JOINT FARTHEST TO .
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PLATE SIZE PRODUCT CODE APPROVALS
ICC-ES Reports:
The first dimension is the plate
:.4 X 4 width measured perpendicular ESR-1 31 1,.ESR-1 352, ESR1988
to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282
the length parallel to slots.
LATERAL BRACING LOCATION
0.
O
U
a_
O
Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the
by text in the bracing section of the truss unless otherwise shown.
output. Use T. or I bracing
if indicated. Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
BEARING
Indicates location .where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry.Standards:
ANSI/TPII: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
-Connected Wood Trusses.
established by others.
2012 MiTekO All Rights Reserved
�O
MiTek�
MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 .
General Safety Notes .
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI:
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should: be. considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to.the building::
designer, erection supervisor, property owner and
all other interested parties. .
5. Cut members to bear tightly against each other.
6. Place plates on.each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated,- or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimurn'plating requirements.
12. Lumber used shall be of the species and size, and:.
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design;
14. Bottom chords require lateral bracing at 10 ft. spacing, .
or less, if no ceiling is installed, unless otherwise noted.
15: Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior,
approval of an engineer.'
17. Install and load vertically unless. indicated otherwise.
18. Use of.green or treated lumber may pose unacceptable.
environmental, health or performance risks. Consult with - -
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
- is not sufficient.
2.0. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
30' Sp nor less AI
�o
60 degrees
X or less
Tag line '� 1/2 span
ummoo
approx.
REFER TO BCSI
Truss must be set this way if crane is used.
Truss is an example, your truss may not match.
Insist crane operator sets truss this way.
SoreJJer Bar
Tag line ♦mhpprox 2/3 to �o
1!2 of Span.
REFER TO BCSI
Truss must be set this way if crane is used.
Truss is an example, your truss may not match.
Insist crane operator sets truss this way.
MULTIPLE PLY TRUSSES MUST BE FASTENED
TOGETHER PER ENGINEERING BEFORE
SETTING. REFER TO ENGINEERING DRAWING
TO DETERMINE IF MULTIPLE PLY.
I
0
I All load bearing Walls, headers,
beams, & lintels must be In place
at indicated height before trusses
are installed.
SPACING NOTE
All trusses are to be set 2'-0" on
center except as noted.
=LIFE SAFETY WARNING
i
This symbol identifies Life Safety Warnings that
should be read and given special attention to all
persons installing trusses.
Hatch Legend
HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT
WARNING
FABRICATION AGREEMENT
-- - -
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
The size of these trusses makes it necessary that they e set by a profeesional builder
familiar with and experienced in the problems and dangers of setting large span trusses.
rhe undersigned acknowledges and agrees:
The builder and erector should consult with an engineer licensed in Florida specializing
1. Trusses will be made in strict accordance with this truss placement diagram layout, which isthesole authority for
in wood roof trusses about the safe erection of these trusses. The engineer should be at
g
--
- ��- -
N
I � �1
etermining successful fabrication of the trusses.
2. All dimensions in this layout have been verified by the undersigned..
the job site when trusses are erected t0 provide supervision and advice.
CORNDERJACKSARE NOT BEVELED, I
3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the
SEE STANDARD w t '
ndersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss
HANDLER NOTE
ENGINEERING. z
O��
>-AIR
hall have three(3) business days In which to begin repairs required, or to substitute other trusses, at Chambers option.
N o
kilter 10 days of delivery remedy will be according to Florida statute 558.
Unless noted elsewhere on this layout, these trusses are not
4. The undersigned acknowledges receipt of "BCSI" summary sheet by TPI & WTCA.
designed for air handlers in the roof or for any other A/C
5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has
he sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss willN
requirements. This may be in conflict with building code and A/C
!
e responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has
o redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is
Design requirements. Consult with Building Department and A/C
=
esPDnsible to chambers Truss for towing costs due to site conditions.
Contractor.
r
6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour
Be for be by Chambers
revisions may charged Truss.
7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price.
,
nvoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of
elivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss
1 ,
24",�
CO O.C. JACKS
CORNER JACKS
easonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be
RECEIVED F �'
ONLY
24"
1' 1-1P1
dded for all sums not aid within terms.
P
OPERATOR I N ADVANCE FOR A STRONG BACK O F 4� 1 ' - 4 6' I N L E N \' T H ! ! � 8. Signature or initials C here on this sheet constitutes agreement thisma er all terms herein:
JNARRANGE WITH CRANE - _ � g anywhere
` ������� I 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees
MAY 0 1 2019 - _.- ayment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the
i DON'T LIFT TRUSSES CORNER DETAIL
Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers ! ! 3o'BYTHEPEAK --- -- eci i g g pay
g y payment be made by the
t.
LST. Lucie County, Permitting - ovERHANGs NOT SHOWN FOR CLARITY — - - 10 eIn the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to
METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN. -- - — - - - erein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida.
- - 11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For
onstruction Using Metal Plate Connected Wood Trusses ANSI/TPIIWTCA 4 2002
12. Warranty is per Chambers Truss Warranty attached.
SQUARE CUT END
2X4 TOP CHORD
WALL HEIGHT 12'
END DETAIL: TYPICAL
4-01
12
5 r—
SQUARE CUT END
2X4 TOP CHORD 12
WALL HEIGHT 12' SIB
END DETAIL: TYPICAL VAULT
4-01 :�:
�o
0
ao
2-00-00
SQUARE CUT END
2X4 TOP CHORD
WALL HEIGHT 12'
END DETAIL'( )
4-01
12
SEAT PLATES BY CHAMBERS TRUSS
REPRESENTS A BANGER
HANGER SCHEDULE
USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN
CARRIED CARRYING HANGER ID FASTENER FOR FASTENER FOR
TRUSS TRUSS CARRIELTRUSS CARRYING TRUSS
i
*Please refer to Standard Engineering package for general instuction on installing hangers
1 Cd=0.148" x 3" 16d=0.162" x 3 1 /2"
ATED_
IGNED
TIT
A spreader bar may be required per "BCSI" to prevent injury 8r damage.
."
Multiple ply trusses must be fastened together per engineering before they are
set, failure to do so can result in roof collapse.
Temporary and permanent bracing are required and can save life and property
and is the responsibility of the truss erector.
Study the contents of the information packet included on delivery before
setting trusses.
Trusses must be set and braced per design to prevent injury & damage.
Trusses must be set plumb and square
Do not set bunks or stack of plywood, roofing material or any other
concentrated loads on trusses, this can cause collapse.
DO NOT INSTALL TRUSSES USING THIS
USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES
CHAMBERS TRUSS
INC
-3105 can er venue
Fort Pierce, Florida 34982.6423
800.551.5932
Fort Pierce 772.465.2012 Fax 772.465.8711
Vero Beach 772-569.2012 Stuart 772-286.3302
Web Site: CHAMBERSTRUSS.COM
Email: MAIL@CHAMBERSTRUSS.COM
LOADING/DESIGN CRITERIA REDUCIBLE
PER CODE SUCH AS SBC 1604.6.1
DESIGN CRITERIA
County
Saint Lucie County
Building Department
Saint Lucie County
Wind Design Criteria
ASCE 2010
Wind Design Method
MWFRS(Directional)/C-C hybrid Wind ASCE 7-10
Roofing Material
Metal
Loading in PSF
Roof R.D.L. Floor
Top Chord Live
20 0
Top Chord Dead
7 4.2 - 0
Bottom Chord Live
*10-Non Conccurent 0
Bottom Chord Dead
10 3 0
Total Load
47 7.2 0
Duration Factor
1.25 0
Wind Speed
160mph
Top Chord C.B.
Sheathing by builder
Bottom Chord C.B.
Sheathing by builder
Highest Mean Height
18'
Building Type
Enclosed
Building Category
II: Non Restrictive
Exposure Category
B> Urban/ suburban and wooded areas/ others...
Miles from Ocean
3
Conforms to Florida Building Code
2017
R. D. L. =Restraining Dead Load
C.B.=Continuous Bracing
Verify DESIGN CRITERIA shown above with the
building department and your engineer,
Design Criteria is the responsibility of the
Building Designer and/or Engineer of Record
Chambers Truss Inc. Drawing Name: 75789
SCALE: 1 /4" _ 1 r_orr
150 total trusses, 29 unique designs
Designer: BLW Reviewed by:
Date: 03/07/19 ��tJ
FOR
United Pentecoastal
DESCRIPTION:
UNITED PENTECOASTAL
Page 1 of 1 CUSTOMER INITIALS EACH PAGE
75789