1739 ATLANTIC BEACH DR - TRUSS .... , . .
mit Lumber design valuer. are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek
RE: J140588-A - Holloman Residence MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Tampa, FL 33610-4115
Customer Info: Glenn Layton Hms Project Name: Holloman Residence Model:
Lot/Block: 31 Subdivision:
Address: Lot 31 Atlantic Beach Drive
City: Atlantic Beach State: FL
Name Address and License # of Structural Engineer of Flecord, If there is one, for the building.
Name: Derek Murray License #: 71457
Address: 4745 Sutton Park Court, Suite 402
City: Jacksonville State: FL
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 Wind Speed: 130 mph
Roof Load: 37.0 psf Floor Load: 55.0 psf
This package includes 48 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# 'Truss Name Date No. Seal# Truss Name Date
.1 ; T6863372 I FG01 -2/24/015 18 T6863389 BP02 2/24/015
12 T6863373 I FG02 1 2/24/015119 T6863390 I BPO3 2/24/0151
13 T6863374 I FG03 12/24/015 120 T6863391 I BPO4 2/24/015
14 T6863375 FG04 2/24/015 121 T6863392 I BPO5 2/24/0151
5 T6863376 FG05 2/24/015122 T6863393 1A01 2/24/015
16 T6863377 FG06 2/24/015 23 T6863394 1A02 2/24/015
7 T6863378 F01 2/24/015 24 T6863395 A03 2/24/015 i
8 T6863379 F02 2/24/015 25 T6863396 A04 2/24/015
9 16863380 F03 2/24/015 26 T6863397 A05 L 2/24/015
10 116863381 F04 2/24/015127 T6863398 B01 2/24/015
11 I T6863382 F05 2/24/015128 T6863399 B02 2/24/015
12 116863383 F06 2/24/015129 T6863400 C01 2/24/015
13 116863384 F07 2/24/015130 T6863401 CO2 2/24/015
14 116863385 F08 2/24/015 31 T6863402 D01 2/24/015
15 T6863386 F09 2/24/015 32 T6863403 D02 2/24/015
16 T6863387 F10 2/24/015 33 T6863404 E01 2/24/015
17 116863388 BP01 2/24/015134 T6863405 E02 2/24/015
The truss drawing(s)referenced above have been prepared by MiTek ,,,`,%PS i A"q,l��,
Industries, Inc. under my direct supervision based on the parameters ���O�•'G E N g,,s•,�,
provided by Manning Building Supplies. ��,∎..•'�,\ •.2 •
Truss Design Engineer's Name: Albani, Thomas :-:�' :o •
My license renewal date for the state of Florida is February 28.2017. _ *• ': •' *
IMPORTANT NOTE:Truss Engineer's responsibility is solely for X=
.1V STATE OF : �/�
design of individual trusses based upon design parameters shown •:0.• :4/::
P./
<v,
on referenced truss drawings. Parameters have not been verified '•,IFS;• O R �••'� �•`
as appropriate for any use. Any location identification specified is '',1S�ONAL�,o, N
for file reference only and has not been used in preparing design. il,,,ieiirt����
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer, I FL Cent. 6634
per ANSI/TPI-1, Chapter 2.
February 24,2015
Albani, Thomas 1 of 2
RE: J140588-A - Holloman Residence
Site Information:
Customer Info: Glenn Layton Hms Project Name: Holloman Residence Model:
Lot/Block: 31 Subdivision:
Address: Lot 31 Atlantic Beach Drive
City: Atlantic Beach State: FL
No. Seal# Truss Name Date
35 T6863406 E03 2/24/015
36 1 16863407 1E04 2/24/015
37 1 T6863408 1E05 2/24/015
38 I T6863409 1G01 2/24/015
39 T6863410 G02 2/24/015
40 T6863411 G03 2/24/015
41 T6863412 1G04 2/24/015
42 T6863413 I G04A 2/24/015
43 T6863414 I G04B 2/24/015
44 T6863415 1H01 2/24/015
45 T6863416 1H02 2/24/015
46 T6863417 I H03 2/24/015
47 16863418 1P01 2/24/015 FILE COPY 48 1 16863419 I P02 2/24/015
Engineering Business:
JAX APEX TEC NOLOGY INC
4 . • Sutton Pa ourt, ' 402
Ja k onville, 32224
90•-:•1-52
FL a of uthorization 7547
H 4 P 1"AW IN R` EW DISPOSITI r
A yVED a ' 'PROVED AS NOTED
eY _ DATE 3-3-I s,
Engineer of Record:
Derek B.Murray
FL Cert No.71457
ATTENTION:Review of shop drawings Is
only for conformance with the design concept
of the project and does not relieve the
delegated engineer of responsibility for any
deviation from the requirements of the
co7tract documents nor from responsibilityliit
errors or omissions in the shop drawings.
2 of 2
I
r.
IrkeT_cm
TACI ye
:bvV^7R To t��nrrrirt3
j3
agQ)MY;n'
!OT tti' ,
( I
Job [Truss Truss Type arty Ply Holtman Residence T6863372I
A
J140588•A I FGOt FLOOR 1 2 Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 M7ek industries,Inc. Tue Feb 24 14:36:39 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-EcUigZxf39f?dSoXgnTSsUgpPH W FmNgf_yfkClzhvgs
I 4-0-9 I 7-11-7 I 12-0-0 I
4-0-9 3-10-13 4-0-9
Scale=1:20.6
1.5x4 I. 4x10_ 4x4 II
3x10=
1 2 3 4
`
• •
hid
AilliAl 7 6 5
2x5 II 5x12= 1.5x4 1I 5x5=
I
4-0-9 I 7-11-7 { 12-0-0 I
4-0-9 3-10-13 4-0-9
Plate Offsets(X,Y)-- [4:Edge,0-3-8)
LOADING(psf) SPACING- 2-0-0 1
1 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.12 6-7 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(LL) -0.19 6-7 >759 360
BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.03 5 n/a n/a
BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) 1 Weight:118 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins, except
BOT CHORD 2x4 SP No.1 D end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=2822/0-5-8,5=2822/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-8=-2740/0,1-2=-5631/0,2-3=-5631/0,3-4=-299/0,4-5=-860/0
BOT CHORD 7-8=0/305,6-7=0/5643,5-6=0/5643
WEBS 1-7=0/5646,2-7=-1896/0,3-5=-5666/0
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x31 nails as follows:
Top chords connected as follows:2x4-1 row at 1-0-0 oc.
Bottom chords connected as follows:2x4-1 row at 1-0-0 oc.
Webs connected as follows:2x4-1 row at 1-0-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 1`�
3)Refer to girder(s)for truss to truss connections. ,��� irti
4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,NO.^p,S A. ,q` I,
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,,s O\v`••........CJ e ,i,�
be attached to walls at their outer ends or restrained by other means. •" \ S'••••'9A_
LOAD CASE(S) Standard ��•• ••• -
.• 39381_.., : weir 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 •• * •
Uniform Loads(=-
Vert:Loads(plf)72,5-8=-10 .._
(Cr
:11: -- ATE • : i/:
��°,'�•�`• 0R1�PC?\•4•
'#1 l9//ONAL�0`��•
itIti1*o
FL Cert. 6634
February 24,2015
1
0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 9111-7473 rev.02/16/2015 BEFORE USE.
Design valkl for use only with Wok connectors.this design 5 based only upon pxxanrelors shown.and is for an Individual belting component.
Applk:ablllN of design pxiameters and proper incorporation of component k responsibility of building designer-not muss designer.Bracing shown
Is tor lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the ,A1Te�
erector. Additional permanent bracing or the overall stricture Is the responsitAlly or the txrlding designer.For general guidance regarding 'Y1
fabrication.quality control,storage.delivery,erection and tracing.coruUl ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610
I r
Job T Truss Truss Type Qty Ply I Willman Residence
T6863373
J140588-A I FG02 FLOOR 1
i 4(Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:40 2015 Page 1
1 D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-io24uvyHgTnsFcNjOV_hPhNwahniVpvpDcOHk6zhvgr
i
3-1-9 I 5-11-10 I 8-9-11 11-7-13 14-5-14 I 16-2-12 18-4-2 I 20-5-8 I
3-1-9 2-10-1 2-10-1 2-10-1 2.10.1 1-8-14 I 2-1-6 2-1-6
Scale=1:35.7
5x5= 2x4 II 3x8= 2x4 II 5x10= 2x4 II 8x10= 2x4 II 4x4=
1 2 3 4 5 6 7 8 19 20 9
i .
.■ PI PK
PI . r r fl PR
kits 16 15 14 13 11 21 10
2x4 II 8x8= 2x4 II 5x10-= 2x4 II 6x8= 3x4 I I 5x12= 3x10 II
HGUS26-2
3.1.9 I 5-11-10 I 8-9-11 11-7-13 } 14-5-14 I 16-2-12 145- 8 18.4.2 I 20-5-8
3-1-9 2-10-1 2-10-1 2-10-1 2-10-1 1-8-14 0-2212 1-10-10 2-1-6
Plate Offsets(X,Y)-- 17:0-4-8,0-5-01,117:0-4-0,0-4-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.07 15-16 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.11 15-16 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) -0.00 12 n/a n/a
BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight:535 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x6 SP No.t D TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlirrs, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1-9-11 oc bracing.
REACTIONS. (lb/size) 18=3419/0-5-8,12=14878/0-5-8
Max Gray 18=3461(LC 3),12=14878(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-18=-3259/0,1-2=-5988/0,2-3=-6008/0,3-4=-5267/0,4-5=-5267/0,5-6=0/12667,
6-7=0/12667,7-8=0/8027,8-19=0/8027,19-20=0/8027,9-20=0/8027,9-10=0/2417
BOT CHORD 17-18=0/396,16-17=0/7594,15-16=0/7594,14-15=-3152/0,13-14=-3152/0,
12-13=-18098/0,11-12=-17767/0
WEBS 1-17=0/6037,2-17=-1765/0,3-17=-1723/0,3-15=-2823/0,4-15=-1718/0,5-15=0/7037,
5-13=-11231/0,6.13=-842/0,7-13=0/7519,7-12=-12706/0,7-11=0/11280,8-11=-1348/0,
9-11=-9418/0
NOTES-
1)Special connection required to distribute bottom chord loads equally between all plies.
11111111/
2)4-ply truss to be connected together with foal(0.131"x3")nails as follows: ``,11 1 I,�i
Top chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1-0-0 oc. �, 1 S A. 4< '�
Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. `� O\`r' ••••" e ��,
Webs connected as follows:2x4-1 row at 1-0-0 oc,Except member 7-12 2x4-1 row at 0-7-0 oc. •a �. •\Ci E N S•'•�'9A-°,
Attach TC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. . \' —- , •'•.�j•
•Attach BC w/1/2'diem.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. '. • 39381 •
3)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 pm* :
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
P Y ( ) ( ) =
4)Unbalanced floor live loads have been considered for this design.
5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •s�—,� • •'C
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks td ATE • •• �•
be attached to walls at their outer ends or restrained by other means. ---0 '�4/•7)Use Simpson Strong-Tie HGUS26.2(20-10d Girder,6-10d Truss)or equivalent at 19-11-8 from the left end to connect trusses)to front�i�T ••T Q:•• •�
face of bottom chord. ,j�s...% 0 R 1 •• C\�%-
I
8)Fill all nail holes where hanger is in contact with lumber. S
s i / E
O•
LOAD CASE(S) Standard ����I11 t As 11,��
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.0O
Uniform Loads(plf)
Vert:1-19=-615,9-19=-225,10-18—10 FL Ceti. 6634
February 24,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE.
MN
Design valid for use only with Wok connectors.This design Is based only upon txzameters shown.and Is for an het/kiwi balking component.
Applicobilty of design pczameters and proper incorporation of component is responsibility of bxlldhg designer-not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Mire k"
erector.Additional permanent bracing of the overall structure Is the responsibility 01 the bulking desiger.for general guidance regarding
fabrication,quality control,storage.delivery.erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from truss Rate Institute,781 N.Lee Sheet,Suite 312,Alexarulra.VA 72314. Tampa.FL 33610
1
1 Job Truss Truss Type I Qty 'Ply Holloman Residence
T6863373
J140588-A FG02 FLOOR 1
i 4 Job Reference(optional)
Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:40 2015 Page 2
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-io24uvyHgTnsFcNjOV_hPhNwahnlVpvpDcOHk6zhvgr
LOAD CASE(S)Standard
Concentrated Loads(lb)
Vert:20=-3507 21=-2812(F)
V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE.
Design valkl for use only with MBek connectors.this design B treed only upon parameters shown.and Is 6/r Can Individual building ialrng canponent. 1
Applicability of design parameters and proper Incorporation of component Is responsibility of biding designer-not truss designer.Bracing shown
Is for lateral supped of Indvidual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Adaltlonal permanent bracing of the overall structure Is the resporslnlilty or the building designer.Fir general guidance regarding
fabdcation,quality control,storage.delivery,erection and bracing.consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information crvalcble from truss Plate Institute.781 N.Lee Sheet-Suite 312.Alexa vIrki.VA 22314. Tampa.FL 33610
d r
Job Truss Truss Type Oty Ply Holtman Residence
768633741
J140588-A F603 FLOOR 1
2 Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:41 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-A_cT5FzvbmvjsmyvyCVwxvw7X5MuE UfySG8gGYzhvgq
3-10-0 I
3-10-0
1 4x4- 5 2 3x4 I I Scale=1:11.3
Al
4♦ 3
5x5—
2x4 I I
I 3.10-0
3-10-0
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell lid 1 PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Ven(LL) 0.00 4 ""'" 480 1 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 5.0 Code FBC201O/TPI2007 (Matrix-M) 1 Weight:50 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except
I BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=790/0-5-8,3=4617/Mechanical
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-4=-772/0,2-3=-4600/0
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 1-0-0 oc,2x6-3 rows staggered at 0-2-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc.
Webs connected as follows:2x4-1 row at 1-0-0 oc.
i 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)Refer to girder(s)for truss to truss connections.
4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `"1 1'I
be 6)Hanter s)or other device(s) rrooviided sufficient ent to su support concentrated loads 840 lb down at 2.0-0,and 3788 lb ,�01 p.scj A. 4"1,,
9e O O P PPo load(s)
down at 3-8-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. ,�S o0 ••..... .• . ( "i,
LOAD CASE(S) Standard ,.A ." � G E N. ' °.1i f
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 3938
Uniform Loads(plf)
Vert:1-2=-210(F=-110),3-4=-10
Concentrated Loads(lb)
Vert:2=-3788(F)5=-840(F) '•� —_,A-- rif.r Z
. ' — ATE • .
-,, 0R ` `
.,�SS,6.NA�s ��%%
FL Cert. 6634
February 24,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED ANTEK REFERANCE PAGE M11.7473 rev.02/1612015 BEFORE USE � �
Design valid for use only with Wok connectors.This design Is based only upon pczametors shown.and for 00 Individual building component. ,
Applicability of design parameters and proper incorporation of component Is responsibility of bulldi xj designer-not truss designer.Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to muse stability during construction is the responsibility of the MiTek-
erecter. Additional permanent bracing of the overall structure Is the responsbilIty of the bulking designer.For general guidance regarding
fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available horn Truss Plate institute.781 N.Lee Street Suite 312.Alexandria,VA 22314. i Tampa.FL 33610
l
A •
Job Truss Truss Type Qty I Ply Holbman Residence
76863375
J140568•A FG04 FLOOR 2
i 2 Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:41 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-A_cT5FzvbmvismyvyCVwxvw9t5FLE UtySG8gGYzhvgq
1 3-10-0 1
3-10-0
1 3x4= 2 1.5x4 .I
Scale=1:11.3
,_.....i
Et-
::
Special
5 3
1 3x5=
1.5x4 II
3-10-0 I
3-10-0
. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.02 3-4 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(TL) -0.04 3-4 >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:39 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=885/0-5-8,3=899/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1.4=-726/0,2-3=-726/0
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 0-8-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-11-0 oc.
Webs connected as follows:2x4-1 row at 1-0-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Refer to girder(s)for truss to truss connections.
4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means. ``��� 111 111 iI1I,,
6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)297 lb down at 2-0-0 on bottom ,,•S p,S A. ,. ,n,.
chord. The design/selection of such connection device(s)is the responsibility of others. ,`� o0.......... v .i�,
LOAD CASE(S) Standard : \' �•�'•;�i
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 '• • 39381_ '
Uniform Loads(plf) * :Vert:1.2.410(F=-310),3 4=-10 'Concentrated Loads(Ib) 'r
Vert:5=-297(F) - • • 4•.�� :
ATE • 'ILL:7:
�.�0,n&••. OR110 . \'
,,'it,/ONA�..,,• l'Ss,
FL Cert. 6634
February 24,2015
I /
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE.
le
Design valid for use only with Milek connectors.This design Is based only upon parameters shown.and Is to id
an individual building component. ^
ApplIcablily of design lxxarneters and proper incorporation of component Is resporssiblllly of tx/dkrg designer•not taus doslgnef.Bracing shown
Is for lateral support of individual web members only.Additional temporary bracing to Insure stability(being construction Is the responsibility of the MiTek'
erector. Additional permanent txackng of the overall structure Is the responsibility of the building designer.For general guidance regarding
fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avaldle from Truss Plate Institute.781 N.Lee Street.Suite 312.AlexandrW.VA 22314. Tampa,FL 33610
I
Job I Truss Truss Type I Oty Ply I Holoman Residence
16863376
J140588•A 1FG0S FLOOR It 3;Jab Reference(optional)
i
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MTek Industries.Inc. Tue Feb 24 14:36:41 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-A_cTSFzvbmvjsmyvyCVwxvwA_57sEG3ySG8gGYZhvgq
I
3-4-9 6-7-6 i 9-10-2 I 13-0-15 l 16-5-8 I
3-4-9 3-2-13 3-2-13 3-2-13 3-4-9
Scale=1:28.5
1.5x4 I I 3x8= 1.5x4 I I 4x10= 3x4 I I
4x10=
1 2 3 4 5 6
0 i , i B I Q
• 'B 1 • 1 �- v
a
11 to s a ►��
3x4 !I 5x12= 1.5x4 I I 4x10= 1.5x4 'I 4x7=
34-9 6-7-6 I 9-10-2 I 13-0-15 l 16-5-8
I 3-4-9 3-2-13 3-2-13 3.2-13 349
Plate Offsets(X,Y)-- 111:0-5-4,0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.24 9-10 >804 480 MT20 244/190
TCOL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.38 9-10 >514 360
BCLL 0.0 Rep Stress!nor NO WB 0.93 Horz(TL) 0.07 7 n/a rite
BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight:246 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins, except
BOT CHORD 2x4 SP No.1 D end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 12=4963/0-5-8,7=4963/0-5-8
FORCES. (lb)-Max.Comp-/Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-12=-4835/0,1-2=-9494/0,2-3=-9494/0,3-4=-14107/0,4-5=-14107/0,5-6=-339/0,6-7=-939/0
BOT CHORD 11-12=0/351,10-11=0/14125,9-10=0/14125,8-9=0/9515,7-8=0/9515
WEBS 1-11=0/9935,2-11=-2006/0,3-11=-5033/0,4-9=-1909/0,5-9=0/4990,5-7=-9971/0
NOTES-
1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x4-1 row at 1-0-0 oc.
Webs connected as follows:2x4-1 row at 1-0-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face In the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. , �,'
3)"Semi-rigid pitchbreaks with fixed heels"Member end 4)Recommend 2x6 strongbacks,on edge,spaced at 10(0 0 canal fastened to each truss with 310dg(0.131"lXf3")nails. Strongbacks to .%0 11‘0111111
S A. A,e,�
be attached to walls at their outer ends or restrained by other means. `,•O ....... B
.� ••\ ENS•• q •''.
LOAD CASE(S) Standard :A ..••� �••.•,��'
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 39381. •
Uniform Loads(pit)
. Vert:1-6=-604,7-12=-10 — '
— ATE • : �/
d OR1• • � �.
�'1s`s�0NAk E; l4%
it
FL Cert. 6634
February 24,2015
•
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/16/2015 BEFORE USE-
Design valid for use only with Milek connectors.This design Is bored only upon l:rraxnehrs shown,and Is for an individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not hubs designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek•
erector. Additional permanent bracing of the overall structure Is the responsibility of the building gne general ding desir.For geral guidance regarding
fabrication.quality control,storage.delivery.erection and tracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information ova lakle from Burs Plato Institute,781 N.Lee Street.Suite 312•Alexandrit,VA 22314. Tampa.FL 33610
1
t
Job 'Truss •Truss Type l Oty :Ply Holtman Residence
16863377
J140586•A ,FG06 FLOOR !1 'I 3 Job Reference(optional)
i
Manning Budding Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:42 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-eBArIbzYM41 aUwX6Ww09U6SMd W Xznc6gwtOp_zhvgp
2-7-12 l 5-1-12 I 7-7-12 i 10-1-12 I 12-9-8
2-7-12 2-6-0 2-6-0 2-6-0 2-7-12
Scale=1:22.0
1.5x4 II 3x10= 1.5x4 II 5x10= 3x4 II
1 3x8= 2 3 4 5 6
•
i A O eI o •I
.J O
.11, 11 10 9 B K
355 I I 6x10= 3x6 II 4x10= 3x8 II 6x8=
HGUS28-2
2-7-12 I 5-1-12 I 7-7-12 I 10-1-12 12.9.8
2-7-12 2-6-0 2-6-0 2-6-0 2-7-12
Plate Offsets(X,Y)-- 18:0-6-0,0-1-8]
— --r
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.12 9 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.19 9-10 >779 360
BCLL 0.0 Rep Stress lncr NO WB 0.66 Horz(TL) 0.03 7 n/a n/a
BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) i Weight:248 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins, except
BOT CHORD 2x8 SP No.1 D end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 12=3934/0-5-8,7=6698/0-3-8
FORCES. (Ib)-Max.Comp-/Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-12=-3329/0,1-2=-5946/0,2-3=-5946/0,3-4=-11680/0,4-5=-11680/0,5.6=-536/0,6-7=-649/0
BOT CHORD 11-12=0/355,10-11=0/10835,9-10=0/10835,8-9=0/10970,7-8=0/10970
WEBS 1-11=0/6220,2-11.1150/0,3-11=-5439/0,3-10=0/721,3-9=0/941,4-9=-1111/0,5-9=0/790,5-8=0/3603,
5-7=-11608/0
NOTES-
1)Special connection required to distribute bottom chord loads equally between all plies.
2)3-ply truss to be connected together with 10d(0.131'x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x8-4 rows staggered at 0-4-0 oc.
Webs connected as follows:2x4-1 row at 1-0-0 oc. ��1I111/��
3)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. �,,` Ps A. /q� I•
4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,� O\�' ......... ,
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,. •'�\C E N s :.•1/41-47",k/e,
be attached to walls at their outer ends or restrained by other means. % A. ••• �' •••,i'y'
6)Use Simpson Strong-Tie HGUS28-2(36-10d Girder,12-10d Truss)or equivalent at 10-1-8 from the left end to connect truss(es)to from 39381_
•
face of bottom chord. -• *
7)Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S)Standard ,s :fir
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ■ . : —' ATE • : LU
Uniform Loads(plf) .0T•••/C` ,. 4/
Vert:1-6=-472,7-12=-10 �" Z p R I O •" • •
ConcentVert:8=-44607(F) ,,e'�i—111,111'01'
•. N A�- �``•
FL Cert. 6634
February 24,2015
V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.02/16/2016 BEFORE USE.
Design valid for use only with Mllek connectors.this design Is based only upon rxianoters shown,and Is for an individual balding component.
111111. ,
Applicability of design parameters and proper incorporation of component is responsYYAlity of building designer-not truss designer.Bracing shown
Is for lateral StIppO t of individual web members only. Additional temporary bracing to Insure skit lily during construction Is the responsibility of the .MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the txddhg designer.For general guidance regarding
fabrication,quality control,storage,delivery,erection and tracing.consult ANSI/TPI1 Quality Criteria.DSB-89 and BC51 Building Component 6904 Parke East Blvd.
Safety Information availdnle from Truss Plate Institute.781 N.Lee Sheet,Suite 312,Alox ndrkr,VA 22314. Tampa.FL 33610
r •
Job .Truss Truss Type Qty Ply I Holloman Residence
76863378
J140588-A FO7 Floor 1 1 Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 kMTek Industries,Inc. Tue Feb 24 14:36:33 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD•PS7RO W tuUJvsvXLNUXM2cDbv7taaMs?ncOCP_Ozhvgy
2.1'0 -I
1 3x3 II 2 303= 3 303 II
Scale=1:11.2
` •
I
o
CO
P
K -
3x6= 306=
I 4-8-o
4-8•o
LOADING(psi) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udell Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 1 Vert(LL) 0.00 5 "•• 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.23 Vert(TL) -0.09 4-5 >569 360
BCLL 0.0 Rep Stress!nor YES WB 0.04 Horz(TL) 0.00 4 n/a n/a
BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:30 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=243/0.3.8,4=243/0-3-0
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3.10d(0.131"X 3')nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
```►►►►111111//,
.�%% �PgA. gZ '''
•� �. ' GEN B,9�i�
• • 39381_
�
' ' - ATE • • �•
'� • OP.• � .
.• O R , \ `' .
/11111►►
FL Cert. 6634
February 24,2015
■
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE Mll-7473 rev.02/162016 BEFORE USE.
Design valid for use only with Mllek connectors.This design Is based only upon parameters shown.and Is for an individual building component.
ApplIcabilly of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of Indlvklual web members only.Addltbnal temporary bracing to Insure stobltty durhg construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responst lly of the building designer.For general guidance regarding
fabrication quality control.storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312.Alexcndrki.VA 22314. Tampa.FL 33610
• •
!Job Truss (Truss Type I Qty Ply Holtman Residence
16863379
J140588-A F02 Floor 1 1
Job Reference(optional)
Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:34 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq PY6y49SD-tehpdstWEd1jXhwZ2EtH9Q74zGxJ5JEwrgXZXSzhvgx
0-1-8
H I 1.11-8 2-1-2 I 1-9-2 I 1-9-2
Scale=1:18.1
1.5x4= 3x3 I I 3x3= 3x3 I I 3x3= 3x3 I I
1 3x3= 2 3 4 5 6• l
> I
I
s • • •
U 61 1k
3x3= 2 2
3x6= 3x6= 3x6=
2-2-8 24-0 6-9-4 t 10.8-0
2-2-8 011 4-5-4 3-10-12
Plate Offsets(X,Y)-- 111:0-1-8,0-0-121
LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) 0.00 9 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) -0.02 8-9 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 7 n/a n/a 1
BCDL 5.0 Code FBC2010/TPI2007 (Matrix) I Weight:66 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purtins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 7=166/0-5-0,9=502/0-3-8,8=472/0-3-8
Max Grav7=182(LC 5),9=511(LC 3),8=508(LC 4)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
,```t11111111//,�,'
.�'<1`•••N.' ........SF e9, .
J�•
• 39381 •
- * : •....;;#
= is▪ . •01141r ..
' -- ATE • :41•
O••
o, �61 pA1• C?%%
FL Cert. 6634
February 24,2015
4 /
0 WARNING•VerIfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,02/16/1015 BEFORE USE. NI
Design valki for use oNy with Mitok connectors.This design is based only urxxi parameters shown.and is ler an Indvdual binding component.
Applicability of design parameters and proper Incorporation of component is responsibility of building csmigner-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dieing construction is the responsibility of the MiTek.erector. Additional permanent bracing of the overall structure is tine responsibility of the building designer.For general guidance regarding
fabdcatiort quality control,storage,delivery,erection and tracing.consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Rate Institute.781 N.Lee Skeet Suite 312.Alex<ndrkl.VA 22314. Tampa.FL 33610
,
Job Truss Truss Type Oty 1 Ply i Holleman Residence
T6863380
J140588-A F03 Floor 2 1
Job Reference(optional)
Manning Building Supplies. Jacksonvile.FL 7.610 s Jan 16 2015 Muck Industries.Inc. Tue Feb 24 14:36:35 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-MrFBgCu8?w9a8rUmbyOWiegDlg7Yghg43KhW3uzhvgw
0-1-8
2.6.0 1.3-8 I 1-6-8 1 1.6-8 0-1
HI I ScdI6=1:35.4
1.5x4 H 4x7= 1.5x4 H
1.5x4= 3x5= 1.5x4 I! 3x3= 1.5x4 II 3x4= 1.6x4 II 3x6 FP= 3x3= 1.5x4=
1 2 3 4 5 6 7 8 9 10 11
a
419 ��"Al 20
, o.000
a__w ,
gi17 16 15 14 14 12
3x6= 3x6 FP= 3x5- 4x7= 3x6= 3x6=
3x6=
17-0-8 17ri-0 20.6.0 1
17.0.8 0-1-8 3-4-0
Plate Offsets(X,Y)-- [1:Edge,0.0-121,18:0-3-0,Edgel,[19:0-11-8,0-0-121,[20:0-1-8,0-0-121
LOADING(psf) SPACING- 2-0-0
CSI. DEFL. in (loc) Udell lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.14 15-16 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 I BC 0.78 Vert(TL) -0.23 15-16 >881 360
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.05 13 n/a n/a
BCDL 5.0 Code FBC201O/TP12007 I (Matrix) Weight:114 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 18=889/0-5-0,13=1326/0-3-8
Max Gray 18=915(LC 3),13=1326(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2183/0,3-4=-2183/0,4-5=-2407/0,5-6=-2407/0,6-7=-755/112,7-8=-755/112,
8-9=0/367,9-10=0/367
BOT CHORD 17-18=0/1351,16-17=0/1351,15-16=0/2511,14-15=0/1800,13-14=-367/0
WEBS 2-18=-1561/0,8-13=-1038/0,2-16=0/971,4-16=-383/0,5-15=-253/0,6-15=0/757,
6-14=-1271/0,8-14=0/1248,10-13=-393/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3.10d(0.131"X 3')nails. Strongbacks to ',`� /,
be attached to 4)CAUTION,Do walls at their outer ends
truss backwards.r restrained by other means. ,```1f,PS A ,///,'
`.O� ...... e,
• • 3938! •;
• : LU '4' � - ATE
e'1//s;O N A�E so
I FL Cert. 6634
February 24,2015
•
0 WARN/NO-Verity design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERANCE PAOE MI1-7473 rev.02/16/2016 BEFORE USE. NI.
Design valid for use only with Mflek connectors.lids design Is based only upon parameters shown.(rid Is for on Individual bullring component.
AppticaWlty of design pxraneters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporcry bracing to Inane stabllty doing construction Is the responsibility of the
erector. Additional perrncauent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek'
fabrication quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information available born Truss Plate Institute.781 N.Leo Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610
Job I Truss Truss Type ' • i Qty 1 Ply HoNoman Residence
1
T6863381
.1140588-A 1F04 Floor 4 1
1 , Job Reference(optional)
Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 Mitek Industries.Inc. Tue Feb 24 14:36:35 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-MrFBgCu8?w9a8rUmbyO W iegD?g7Mghl43KhW 3uzhvgw
0-1-8
-1 2-6-0 I 1-3-8
S8ale=1:29.4
1.5x4 I I
1.5x4= 3x5= 1.5x4 I I 3x3= 1.5x4 I I 3x4= 1.5x4 II 4x7=
1 2 3 4 5 6 7 8
rw n
4 r
cv /
12 11 10
3x6= 3x8= 3x5= 4x7= 3x3 I I
17-2-0 I
17-2-0
Plate Offsets(X,Y)-- [1:Edge,0-0-12),[8:0-3-0,Edge),[14:0-1-8,0-0-12)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.14 11-12 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.24 11-12 >856 360
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.06 9 n/a ri/a
BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:94 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 9=930/0-3-8,13=924/0-5-0
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 8-9=-934/0,2-3=-2215/0,3-4=-2215/0,4-5=-2471/0,5-6=-2471/0,6-7=-853/0,7-8=-853/0
BOT CHORD 12-13=0/1367,11-12=0/2559,10-11=0/1881
WEBS 2-13=-1580/0,2-12=0/990,4-12=-401/0,5-11.253/0,6-11=0/690,6-10=-1199/0,8-10=0/1232
NOTES-
1)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
3)CAUTION,Do not erect truss backwards.
•
,``1,11111111/I/llllI
lllll
■ •
: 9381
.O•• ATE • ��:llllllll.,iSS//►111111 ONA1-��so
FL Cert. 6634
February 24,2015
0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1l-7473 rev.02/i&J2015 BEFORE USE. •
Design valid for use only with Milek connectors.his design Is based only upon p rameters shown,and Is for an Individual building component. ��
Applicobllty of design parameters and proper incorporation of component Is resporubIlly of building designer-not truss designer.Bracing shown
Is for lateral support 01 IrxANdual web members only.Additional temporay bracing to insure stability during construction Is ttte responsibility of the M Frei('
erector. Additional permanent bracing of the overall structure Is the resporublity of the building designer.For general guidance regarding
fabdcatlon•quality control,storage,delivery-erection and tracing.consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information avalable from Truss Plate Institute.781 N.Lee Sheet,Sulfe 312.Alexandria,VA 27314. Tampa.FL 33610
A •
Job Truss Truss Type 'Cry Ply 1 Holloman Residence
16863382
.1140588-A F05 Floor 4 1
! Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MTek Industries.Inc. Tue Feb 24 14:36:36 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-q 1 pa2YvnmE H Rm?3y9fvlErDNO4PgZ7mDl_04bLzhvgv
0-1-8
-1 I 2-6-0 I I 1-5-0 I
Scale=1:34.0
1.5x4 II
1.5x4= 3x8= 1.5x4 I i 3x3= 1.5x4 1 3x3= 1.5x4 I I 407= 3x3 I I
1 2 3 4 5 6 7 8 9 7 ,..••••• ••:„..........Niiiii
...isiiiiii .,4444iirrp ...-..n
i 5 bR
A . -91.-
a
Ill
13 12 11 4
3x6= 4x7= 3x5= 4x10= 3x6=
19-9-8
19-9-8
Plate Offsets(X,Y)-- (1:Edge,0-0-12),(15:0-1-8,0-0-12)
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.24 12-13 >978 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.39 12-13 >608 360
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.08 10 n/a n/a
BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:106 lb FT=20%F,11%E
LUMBER- BRACING-
1 TOP CHORD 2x4 SP No.2(tlat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(tlat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (lb/size) 14=1069/0-5-0,10=1075/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2700/0,3-4=-2700/0,4-5=-3435/0,5-6=-3435/0,6-7=-2305/0,7-8.230510
BOT CHORD 13-14=0/1612,12-13=0/3283,11-12=0/3083,10-11=0/1010
WEBS 2-14=-1865/0,2-13=0/1270,4-13=-680/0,5-12=-255/0,6-12=0/411,6.11=-907/0,7-11=-260/0,8-11=0/1511,
8-10.1429/0
NOTES-
1)Refer to girder(s)for truss to truss connections.
2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3.10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)CAUTION,Do not erect truss backwards.
`,`,�r,11111111////I
N p,S A. xi /,i
���� ..." 4.B ,,
•
• 3938!.
ATE • -: IQ•
�% c V^..• �:le c<N ; `- O R 10 \S•
°,•/SAONA1-x-,00
411+11111
/
FL Cert. 6634
February 24,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrfEK REFERANCE PAGE Mil-7473 rev.02/162015 BEFORE USE.
Id"
r
Design valid for use only with Mllek corvxx:tors.This design Is based only upon rxzametors shown,and Is for an hdNdual building component.
Applicability of design paameters and proper incorporation of component Is rosrxxubillty of building designer.not truss designer.Bracing shown
Is for lateral support of lndMklual web members only.Additional temporary bracing to hsao stability diming construction Is the responsibility of the MiTek"
erector. Additional permanent bracing of the overall slruckae Is the responsibility of the bulking designer.Tor general guidance regarding
fabrication.quality control,storage,delivery-erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available Born Truss Plate Institute,781 N.Lee Street.Suite 312.Alexaulrkr.VA 22314. Tampa.FL 33610
. •
Job Truss Truss Type Qty Ply Holoman Residence
16863383
J140588-A F06 Floor 16 1 Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MTek Industries.Inc. Tue Feb 24 14:36:37 2015 Page 1
I D:pgrkyeHn2mE4ZbY2ug_PY6y49S D-I DNyFuwPXYPlO9e8jNQ_n31ZfUprlcuMXeAd7nzhvgu
0-1-8
H I 2-6-0 0-6-8 , 1-6-12 1-6-12 II
s6 are=1:34.0
1.5x4 II 1.5x4 II
1.554= 3x5= 1.554 I I 3x3= 1.554 I 3x4= 6x6= 353= 3x3 II
1 2 3 4 5 6 7 8 9 10
rr tui ie • 1
47L 1 T
- 1111W 19
i/ xx
• 15 14 13 11
3x6= 3x6= 3x6= 5x5= 3x6= 3x6=
16-2-4 16r -8 19-9-8
I I
16-2-4 0-4-4 3-6-0
Plate Offsets(X,Y)-- 11:Edge,0.0-121,117:0-1-8,0-0-121
— — I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.12 14-15 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(LL) -0.20 14-15 >969 360
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.05 12 n/a n/a
BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:112 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 16=844/0-5-0,12=1299/0-5-8
Max Grav16=872(LC 3),12=1299(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-2041/0,3-4=-2041/0,4-5=-2125/0,5-6=-2125/0,6-7=-335/261,7-8=-335/261,
8-9=0/388
BOT CHORD 15-16=0/1279,14-15=0/2299,13-14=0/1449,12-13=-388/0
WEBS 8-12=-1004/0,2-16=-1478/0,2-15=0/890,4-15=-301/7,4-14=-257/0,5-14=-253/0,
6-14=0/843,6-13=-1356/0,8-13=0/1026,9-12=-408/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3.10d(0.131"X 3')nails. Strongbacks to ',1 I�',
be attached to 4)CAUTION,Do notle erect truss backwards.r restrained by other means. +►` p„s A 1.4
,,,
,�.`.)..,GEN3Fe-9 �,,
e 3938 e__
�f ' ATJE • '�:
%�'�S,... 4 R 1�1:"..'���4
FL Cert. 6634
February 24,2015
1
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.0246/2015 BEFORE USE.
Design valki for use only with Mitek connectors.this design Is based only upon rx>rarnolars shown.and Is Ida an indANdual siding component.
Applicability of design paameters and proper incorporation of component Is responsibility of building designer.not truss designer.Bracing shown lilt
Is for lateral support of Individual web members only.Additional temporary besci ng to Insure stability during construction Is the resrxxssiblltty of the MiTek•
erector.Additional permanent bracing of the overall structure Is the responsibility of the Wilding g designer.For general guidance regadkg
fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/TPt1 Quality Criteria,DSB-89 and BCSI Building Component • 6904 Parke East Blvd.
Safety Information available from truss Plate institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610
AI 0
Job Truss (Truss Type Qty I Ply Holloman Residence I
16863384��
J14056B-A F07 Floor 6 I 1 I
I Job Reference(optional) ;
Manning Building Supplies, Jacksonville,FL 7610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:37 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq-_PY6y49SD-IDNyFuwPXYPIO9e8jNO.n3IS5UmZIXPMXeAd7nzhvgu
0-1-8
2-6-0 { 10.11-01
Stale=1:42.1
1.5x4 I 1.5x4 I I
1.5x4= 4x7= 1.5x4 II 3x4= 1.5x4 H 3x3= 1.5x4 II 3x5= 3x6 FP= 4x10=3x3 II
1 2 3 4 5 6 7 e 9 10 11 12
0?
gr
19 18 17 16 15 14 13
3x6= 3x6 FP= 3x5= 3x8= 5x10= 4x7=
4x10=
I 245-0
245-0
Plate Offsets(X,Y)-- 11:Edge,0-0-121,113:Edge,0-1-8],120:0-1-8,0-0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Verl(LL) -0.48 15-16 >599 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(TL) -0.78 15-16 >370 360
BCLL 0.0 Rep Stress Incr YES WB 0.59 1 Horz(TL) 0.13 13 n/a rVa
BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:130 lb FT=20%F,11%E
•
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat)*Except* end verticals.
13-18:2x4 SP No.1D(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
• WEBS 2x4 SP No.2(flat) 2-2-0 oc bracing:15-16.
REACTIONS. (lb/size) 19=1323/0-5-0,13=1329/0-5-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-3554/0,3.4=-3554/0,4-5=-5130/0,5-6=-5130/0,6-7=-4844/0,7-8=-4844/0,
• 8-9=-2685/0,9-10=-2685/0,10-11=-2685/0
BOT CHORD 18-19=0/2045,17-18=0/2045,16-17=0/4561,15-16=0/5204,14-15=0/3979,13-14=0/882
WEBS 2-19=-2367/0,2-17=0/1761,4-17=-1174/0,4-16=0/665,5-16=-250/0,6-15=-420/0,
7-15=-251/0,8-15=0/1009,8-14=-1511/0,10-14=-259/0,11-14=0/2104,11-13=-1575/0
NOTES-
1)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
3)CAUTION,Do not erect truss backwards. ,`����1 1g/i/�#
•
■�p �,EN3. 8,9 ,.
• . .': 3938! •
. 41110Pr-
(CC=
-'1.-ATE • IL
i
e'�l S/0 N A,-��``�
�-'11111111%t-
FL Cert. 6634
February 24,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/16/2015 BEFORE USE mit
Design valki for rise only with MBek connectors.Ihls design S based only upon',ammeters shown,and Is for on individual bulking component.
Applicablity of design IxIomefers and proper incorporation of component is responsibility of txlld8sg designer-not buss designer.Bracing shown
Is for lateral support of Ind lvidual web members only. Addiflonal temporary bracing to Insure stabltty during conshucilon Is the responsibility of the MiTek'
erector. AddtiOn of permanent bracing of the overall structure tore Is the responsibility of the building designer.for general guidance regarding
fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avaNable from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa.FL 33610
• •
II Job Truss Truss Type 1 Qty Ply Holloman Residence
i 76863385
J140588-A Foe Floor Supported Gable 11 1
I ,Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 M7ek Industries,Inc. Tue Feb 24 14:36:38 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-mOxKTEw1 I rX8?JDKH4yDJGIOHuK817dW IIvAgDzhvgt
Eia T:11
Scale=1:11.8
1 3x3= 2 3 4 5 6
12 — — ~
- 13
L
- 11 . I
....•.•.........4 •:•44•X•:....•.....•.............•..••.•• •.•.•.••..•4......: ••..44.........•:
4444:.:•::❖:4:4: .:•:.:.:.:.:.:.:.:.:.:.:.:.:•:.:.:.:.:.:.:.:.:.:.:.:❖:.:.:❖:4:4:4:4:•:•:.:.:•:•:.:.:•:•:4:4:4:4:::::.:•:•::•:.:.::•:.: 4:4..:.: 4:4: .:.:.: •:• •:•:
11 10 9 8 7
3x3= 3x3- 3x6—
I 5-9-0
5-9-0
Plate Offsets(X,Y)-- (12:0-1-8,0.0-121,(13:0-1-8,0.0-121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress lncr YES WB 0.02 Horz(TL) 0.00 7 n/a rVa
BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:36 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2(flat)
REACTIONS. All bearings 5-9-0.
(Ib)- Max Gray All reactions 250 lb or less at joint(s)11,7,10,9,8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 1.5x4 MT20 unless otherwise indicated.
i 2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
•1
11111111111,
`,Z�• �G E.A.N S�B9'��..�� �
,, • 39 .1,,,381
7. ! ~ATE • • it/:
IFS
i',��LI N A- E?C�.
1111/11I1{1111
II
FL Cert. 6634
February 24,2015
■
f
V j 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 0411-7473 rev.02/162015 BEFORE USE.
Design valid for use only with MBek connectors.This design Is used only upon roof neters shown.and Is for an hdvkdual building component.
Ap(4k:ablIty of design txrometers and proper Incorporatlon of component Is responsibility of building designer-not truss designer.Bracing shown
Is for lateral suppal of IrldM dual web members only. Additional temporary bracing to insue stability during construction Is the responsibility of the
erector. Addtlorxl permanent bracing of the overall struclure Is the responstAllty of trr,bulking designer.For general guidance regarding MiTek"
fabrication.quality control.storage,delivery,erection and bracing.consult ANSI/7P11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avaldlle from Tess Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610
• a
Job Truss Truss Type Qty Ply Hotioman Residence
J140588-A F09 Floor i 1 1
1 I Job Reference(optional) T6863386I
Manning Building Supplies, Jacksonvile,Fl. 7.610 S Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:38 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq._PY6y49SD-mQxKTEw1 I rX8?JDKH4yDJGIimuE?16AW IIvAgDzhvgt
I 1.3-0 I I 1-4-0 {
3x6= Scale=1:12.6
1 3x6= 21.554 II 3 3x3= 4
cc
fil '
ii
1.5x4 I I 3x3=•
8 7 6 5
3x3=
3x3 11 3x3 11
I 4-4-o { 5-10-0
4-4-0 1-6-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.03 6-7 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.41 Vert(TL) -0.04 6-7 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:38 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
REACTIONS. (lb/size) 9=307/Mechanical,5.307/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-9=-331/0,4-5=-309/0,1-2=-271/0,2-3=-271/0
BOT CHORD 7-8=0/271,6-7=0/271
WEBS 4-6=0/253,1-8=0/398
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections.
3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
E
,`,1111111111//i�,,
��� ..BPS A q� �,i
• 39381_ '
•e r�
: ' ATE • ill:•
11'SS/4NALE 0%%%
11111111
FL Cert. 6634
February 24,2015
Q WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.02/1612016 BEFORE USE.
Design valid for use only with MRek connectors.INS design is based only upon',ammeters shown,and Is for an Individual building component. 11.
Applicability of design paaneters and proper incorporation of component is responsibility of building designer.not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during conshuctlon Is the responsibility of the
erector. Additional permanent tracing of the overall structure Is the responsibility 01 the holding designer.For genorri guidance regarding Mi IT
ek"
fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Flute Institute.781 N.Lee Skeet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610
Job Truss Truss Type Qty Ply HoHoman Residence '
T6863387
J140588-A F10 Floor ,1 1
! Job Reference(optional) 1
Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:39 2015 Page 1
ID:pgrlryeHn2mE4ZbY2uq_PY6y49SD-EcUigZxf39f?dSoXgnTSsUgzLHfLmaJf_yfkCfzhvgs
13-0 I I
1-3-0 0-9-8 i 3x6=
1 3x6= 2 1.5x4 I I 3 1.5x4 ! 4 Scale=1:11.3
R
W
1
i
1
i
3x3_
l3I1 7 6 ,
3x3=
3x3 I I 3x3 1I
4-0-8 I
4-0-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.00 7 >999 480 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(TL) -0.00 7 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a r/a
BCDL 5.0 Code FBC2010/TP12007 1 (Matrix) Weight:30 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=209/0-3-8,5=209/0-5-0
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
,`,1/1111111////,
.0` PSA• q lei,
`�.`�,0.•�G E N•s eq -ice■
', o 39381
•
.. _„„,41010011115F:
O.•- ATE • :41 .
, `96;/********.*,--C‘C9.•
e VAL 00
1"11111111`
FL Cert. 6634
February 24,2015
r
0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE. mil. !
Design valid for use only with Wok connectors.this design is based only upon pxlameters shown.and Is for an kxlvldrl l binding component. j
Applicability of design parameters and proper Incorporation of component Is responsibility of txlkii ng designer-not truss designer.Bracing shown
Is for lateral support of IrsdMdu ll web members only.Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility of line building designer.for general guidance regarding
fabrication,quality control,storage,delivery.erection and txackig,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. i
Safety Information available from Truss Role IrnstIute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610
•
Job Truss I Truss Type I Qty Ply 1 Holloman Residence
I 768633881
J140588-A BP01 Fbor Supported Gable 10 1 j
I [Job Reference(optional) 1
Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:21 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-m8PvuOjMIdOZThQ3n08E7h5u91X7YRY0r9lnaizhvh8
1 3x6= 21.654 I I Scale=1:11.4
4
•
T
—' _ I
I
'•X+: JOi
•
Job Truss Truss Type Qty Ply !Holleman Residence
T6863389
J140588-A BP02 I'1 Floor Supported Gable 1 1 li
1Job Reference(optional)
Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 Mack Industries.Inc. Tue Feb 24 14:36:21 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-m8PvuOjMIdOZThO3n08E7h5sP1 XyYRi0r9lnaizhvh8
1 3x6- 2 3x3
Scale=1:11.4
•
I - 9
4 3
3x3 3x6
2-2-0
2-2-0
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:181b FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=105/2-2-0,3=105/2-2-0
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Gable requires continuous bottom chord bearing.
2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
3)Gable studs spaced at 1-4-0 oc.
4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
t1111111.1,/,
,`��O•��G E NSA.•T
• Y
* :
39381 • r
•
-ATE • ' 4.1 i
•,MS'S��NA`GV' •�
FL Cert. 6634
February 24,2015
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/162016 BEFORE USE. j
Design valid tot use oNy with Milek connectors.fits design Is based only upon pararnoters shown,and is for an individual building component.
Applicabilly of design paarneters and proper incorporation of component k responsibility of bullring designer-not truss designer.Bracing shown
is for lateral support of Indtw dual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek-
erector.Additional permanent tracing of the overall structure Is the respons5 lltty of the burl dksg designer.for general guidance regarding
fatrlcatIon,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety!Monnation avalable from truss Rate Institute,781 N.Lee Street,SuIte 312.Aiexa n drla,VA 22314. Tampa.FL 33610
• ,
Job ,Truss Truss Type Qty Ply Holloman Residence 1
76863390
J1405B8-AI BP03 Floor Supported Gable 1 1
Job Reference(optional)
Manning Building Suppkes. Jacksonville.FL 7.610 s Jan 16 2015 MiTek industries,Inc. Tue Feb 24 14:3622 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-ELzH6Ik?3xW Q4r?GLjfTgud3zRtU Hug94p1 K69zhvh7
1 3x6= 21.5x4 I
Scale=1:11.4
U
•nV
I
■ MI
iII■ .
4 3
3x3 I 3x3=
1-8-8 1 2-0-8 1
1-8-8 0.4-0
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (hoc) I/dell Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 3 n/a n/a
BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:13 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2(flat)
REACTIONS. (lb/size) 4=66/1-4-12,3=66/1-4-12
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Gable requires continuous bottom chord bearing.
2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
3)Gable studs spaced at 1-4-0 oc.
4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
♦11t1111111/,�.
I
•��� . �\G E•N SF e9 °.i
. e 1
3938
Ck!!ø!
ATE
• : U'
FL Cert. 6634
February 24,2015
� _ 1
Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A81-7473 nv.02/16'2015 BEFORE USE.
111111.
Design valid for use only with Mltek connectors.lnls design Is based only upon Ixxameters shown,anti is Wr on kiAv dual bulking component.
Applk:abrlly of design parameters and proper Incorporation of component is responsibility of building designer-not tees designer.Bracing shown
is for lateral support of Individual web members only. Additional temporary bracing to insure stubBly during construction is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall sine:bee Is the responsibility of the building designer.For general grkdrnce regarding
fabrication,quality control,storage-delivery.erection and bracing,consult ANSI/TPI1 Guatty Criteria.OSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Insttute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610
1 •
Job Truss Truss Type Qty Ply Holloman Residence
T6863391
Ji 40588-A BP04 Floor Supported Gable 1 1 '
. Job Reference(optional)
Manning Building Supplies, JacksonvBe,FL 7.610 s Jan 16 2015 MTek Industries.Inc. Tue Feb 24 14:36:22 2015 Page 1
ID:pgrlryeHn2mE4ZbY2uq_PY6y49SD-ELzH61k?3xW Q4r?GLlfTgud 11RtFHuy94p1 K69zhvh7
1 31(6= 2 3x3 I Scale=1:11.4
a!p 1 N I
liii orb
4 3
3x3 3x6=
2-0-8
2-0.8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Iricr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:18 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=99/2-0-8,3=99/2-0-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Gable requires continuous bottom chord bearing.
2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
3)Gable studs spaced at 1-4-0 oc.
4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3.10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
```111111111►///I�/
�� I dl ,,■
. • 3938•_.
• *▪ • /• =
▪ 1�• ATE • •• 41:
.,1SS,ONA` `S
11111111
FL Cert. 6634
February 24,2015
►
Q WARNING-Verrty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml-7473 rev.0216/2015 BEFORE USE.
id"
Design valki for use only with Mllek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design pea meters and proper incorporation of component Is responsibility of LxHdhg designer•not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary tracing to tissue stability during construction Is the responsibility of the M�lek•
erector. Addaond permanent bracing of the overall structure Is the responsibility of The trMdng designer.fox general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Crtterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Institute.781 N.Lee Street Suite 312.Alexandrkr,VA 22314. Tampa.FL 33610
-
Job Truss Truss Type • • I Qty 1Ply 'Holtman Residence
T6863382
J140588-A BP05 Floor Supported Gable 11 1 ' 1
Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MTek Industries,Inc. Tue Feb 24 14:36:22 2015 Page 1
I D:pgrkyeHn2mE4ZbV2uq_PY6y49SD-ELzH61k?3xW Q4r?GLjlTgud3CRtVHuy94p1 K69zhvh7
1 3x6= 2 3x3 I I Scale=1:11.5
-
■■M «Iii
1 II
0
4 3
3x3 I 3x6=
1-4-8
1-4-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 IC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 5.0 1 Code FBC2010/TPI2007 (Matrix) Weight:15 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-8 oc puffins, except
BOT CHORD 2x4 SP No.2(flat) end verticals.
WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=62/1-4-8,3=62/1-4-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Gable requires continuous bottom chord bearing.
2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
3)Gable studs spaced at 1-4-0 oc.
4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
,`,11►1111111////�
�‘ p,S A. q ll,
.. O.•• CE
NS. 6IA ,
•
• 39381_ '
•
.. ..11i!filirre --.°119.41112
O /ATE • ' ��:
�,,��,rcIs O R 1 O . \ %
,,`''SS�0NA1.E ��%.
/1111111
FL Cert. 6634
February 24,2015
4 •
0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2016 BEFORE USE.
Design valid for use only with Wok connectors.This design Is bused only Upon parameters shown.and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of building designer•not truss designer.Bracing shown
Is for lateral supped of Individual web members only. Additional temporary bracing to Insure Mollify during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the biding designer.For general guidance regarding MiTek'
fabrication.quality control.storage,delivery.erection and tracing,consult ANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information avoluble from Truss Plate Institute-781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610
1
•
• Job Truss Truss Type Oty Ply ' Holbman Residence
766633931
J140588-A A01 GABLE 1 1
[Job Reference(optional)
Manning Building Supplies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:16 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-P8bOrifEUSmGMwY6_SY30dOrL0eW t1 IHitaovVzhvhD
1.6.8 19.9-0
f 1-6-8 I 19-9-0
Scale=1:60.7
9
3x4 9 B I
4.00 12 25
6
5
4
3x4
-i 4x4 4 2 3 24
Iie
III
26 11 10
20 19 18 17 16 15 14 13 12
3x6 I 6x6— 3x4— 5x5 II
19-9-0
19-9-0
Plate Offsets(X,Y)-- f 10:Edqe,0-3-81
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid I PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) Na - n/a 999 l MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) n/a - n/a 999 i
BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.01 12 n/a n/a
' BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) 1 Weight:184 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 8-11
MiTek recommends that Stabilizers and required cross bracing �
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 16-5-0.
(lb)- Max Horz20=483(LC 11)
Max Uplift All uplift 100 lb or less at joint(s)14 except 20=-351(LC 10),
12.241(LC 9),19=-897(LC 9),17=-147(LC 12),15=-120(LC 12),13=-102(LC 12)
Max Gray All reactions 250 lb or less at joint(s)14,16,18,15 except 20=943(LC
9),12=389(LC 19),19=532(LC 17),17=298(LC 17),13=261(LC 19)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-20=-1747/1025,1-2=-667/378,2-3=-663/380,3-24=-614/355,4-24=-604/366,
4-5=-522/332,5-6=-467/317,6-7=-299/237,7-25=-343/265,8-25=-338/272
BOT CHORD 19-20=-741/539,18-19=-211/295,17-18=-211/295,16-17=-211/295,15-16=-211/295, 111111111/1,
10-11=-205/251 5 5,13-14=-211/295,12-13=-211/295,12-26=-211/295,11-26=-211/295, ��,,ItPS A. 4C,nn,,,�,
WEBS 8.11=-480/779,3-19=-175/275,4-17=-236/257,6-13=-373/498,1-19=-1020/1719, %%•‘
% .... LT,9
7-11=-447/246 A1`•••\,�C E Nscc'••0
NOTES-
1) • 3938!.
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsh h=25ft;B=45ft;L=24ft;eave=2ft Cat.l
Exp C;End.,GCpi�.18;MWFRS(directional)and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 19-7-4 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 play�6A •�
grip DOL=1.60 'i ATE
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ...•O ��
3)All plates are 1.5x4 MT20 unless otherwise indicated. ,_11:((\*
i��•'cZ R P
4)Gable studs spaced at 2-0-0 oc.
1/49.
•.•• `���
5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. iii S/ •• ••� •%
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
ell N A`1111``
fit between the bottom chord and any other members,with BCDL=10.Opsf.
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14 except(jt=lb)
20=351,12=241,19=897,17=147,15=120,13=102. FL Cert. 6634
8)Non Standard bearing condition. Review required.
9)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. February 24,2015
MINIM 1
0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.02/1612015 BEFORE USE •
Design valid for use only with Mllek connectors.Ns design Is based only upon ixxameters shown,and Is for an individual building component. 1111
Applicability of design parameters and proper Incorporation of component is responsibility of building designer.not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Worse stability during construction is the responslblllty of the Mire K
erector. Additiorni permanent bracing of the overall structure is the responstrillly of the building designer.for general guidance regrading 1 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bled.
Safely information available from Truss Plate institute,781 N.Lee Sheet,Suite 312,Alexcndrkt.VA 22314. 1 Tampa.FL 33610
1 i Job Truss Truss Type Qty Ply I Holoman Residence 76863394
J140588-A A02 MONOPITCH 8 ■ 1 !
'Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 Muck Industries.Inc. Tue Feb 24 14:36:17 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-tN9O32gsFOu7_461YA31zrw2LQ_OcarOwXKZRxzhvhC
-1-6-8 8-2-14 16-2-4 19-9-0
1-6-8 1 8-2-14 7-11-6 l 3-6-12
4.00 FIF Scale=1:58.8
1.5x4 I I 5•-I
4 11
6x6
3
5x5% 10
2
1 in ra
12
9 8 7 6
354 II • 3x4= 3x4= 3x4 I I
8.2.14 l 16-2-4 16 19-9-0
8-2-14 7-11-6 0.2-'12 3-4-0
Plate Offsets(X,Y)-- [3:0-3-0,0-3-41
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 7-8 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.26 8-9 >737 180
BOLL 0.0 • Rep Stress lncr YES WB 0.25 Horz(TL) -0.01 7 Na n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:133 lb FT=20%
■
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-6,3-7,4-7
MiTek recommends that Stabilizers and required cross bracing I
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 9=665/0-5-0,7=868/0-5-8
Max Horz9=425(LC 12)
Max Uplift9=-162(LC 12),7=448(LC 12)
Max Grav9=665(LC 1),7=949(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-10=-476/44,3-10=-412/64,2-9=-591/246
BOT CHORD 8-9=-416/254,8-12=-262/394,7-12=-262/394
WEBS 3-7=-525/345,4-7=-377/369,2-8=0/406
NOTES- `11111111////
1)
Exp CA End.,GCpi=0.18; (directional)a)d C C1Exterior(2 C11--7-1 top1-4--115,Interior(1)1.4-15 to 19-7-4 zone;cantilever left alnd %�,1 S A. ,'iii
s p p p( ) O O ••0'.•E•. q•
right exposed;end vertical left exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip cr �i
DOL=1.60 ,� �••.u\ S� �•. .y�i
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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '. • 3938•.
fit between the bottom chord and any other members,with BCDL=10.Opsf. • *
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=1621:
7=448. = .• •�(CC•5)°Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. =O•• A E �� •
•
°°,,��, •: OR1 p;n\ ��
.,,SS,ON � `�••
1111111
FL Cert. 6634
February 24,2015
Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1.7473 rev.02/16/2016 BEFORE USE.
IMIll l
Design valid for use only with Wilk connectors.This design Is based only upon parameters shown.and Is lot an individual txila g component.
App llcablly of design parameters and proper Incorporation of component is tespons1011tty of building designer-not trim designer.Bracing shown
Is for lateral support of IndMdual web members only. Additional temporay bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsbltty of the building designer.For general guidance regarding
fabrication.qualify control,storage,delivery,erection and bracing.consult ANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information avdable from Truss Plate Instttute,781 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa.FL 33610
. a
Job I Truss Truss Type Qty Ply I Hol loman Residence
76863395
J140588-A .A03 GABLE 2 1 1
1 Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MTek Industries,Inc.Tue Feb 24 14:36:17 2015 Page 1
I D:pgrkye H n2m E4ZbY2uq._PY6y49S D-tN9032gs FOu7_461 YA31 zrwBSQ7zcdtQwXKZ RxzhvhC
I 9-11-8
9.11.8
5 Scale=1:21.2
r
4
4.00 Fri
11 _I•
3
r
2
10 _P•
Ln 6
I _
..•e.•.e•:iii:li:•ii:•:•:•iii •:'iili i:!iii:!:!:li:is:•:i:•iiii:•iiii::ii i:iii:!:till:•.! hill:l iii:•iiii i i:till:till:!:iii•i•i
9 8 7 6
2x4—
I
Plate Offsets(X,Y)-- 11:0-1-13,0-1-0)
-- - F
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) I Weight:43 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2
REACTIONS. All bearings 9-11-8.
(lb)- Max Horz 1=168(LC 11)
Max Uplift All uplift 100 lb or less at joint(s)1,6,7,8 except 9=-129(LC 12)
Max Gray All reactions 250 lb or less at joint(s)1,6,7,8 except 9=300(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-10=-289/147,2-10=-278/157
WEBS 2-9=-203/310
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)0.0-0 to 3-0-0,Exterior(2)3-0-0 to 9-9-12 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ►►►► I,
grip DOL=1.60 `��► i42) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ,0 r∎S A. A ,e-
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ,.. O\`r' ,•••" e •.
3)All plates are 1.5x4 MT20 unless otherwise indicated. .:•,<C'••• •%G E N S'.•.1A-•i•4)Gable requires continuous bottom chord bearing. . !i'y'•
5)Gable studs spaced at 2-0-0 oc. '• • 3938• . •
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * :
7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wile
fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,6,7,8 except '• ATE Qt=Ib)9=129. i ° •• •
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i O••. <C/
nI„f►►
FL Cert. 6634
February 24,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev.02/16/2015 BEFORE USE.
mit 1
Design valid for use only with Mftek connectors,this design is based only upon parameters shown,and Is for on individual bxIdi1(t component.
Applicability of design parameters and proper Incorporotcm of component Is resixxnsbllly of building designer.not truss designer.Bracing shown
Is for lateral support of IrdMduai web members only. Additional temporary bracing to inure stability during construction Is the responsibility of the M iTe
erector. AddBonal permanent bracing of the overall structure is the responsibility of the IxAding designer.For general guidance regarding 1
fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058.89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information avcAaltie from Truss Plate institute.181 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610
• •
Job Truss 'Truss Type Qty Ply Holtman Residence
T6863396
J140588-A A04 Roof Special 4 1 1
Job Reference(optional)
Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:18 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-LZjmGOhU0i0_cEhU6tbXV2TH W gLKL34Z9B37zNzhvhB
-1-6-8 6-6-4 9-11-8
I 1-6-8 6-6-4 I 3-5-4
Scale=1:24.9
1.5x4 II
5
r
4.00 12 1.5x4■��
4
12 40,
r
3x4
3
11
2
t�
1111 I
v
6 /
3x8 11 3x8=
10-5-0 I
10-5-0
Plate Offsets(X,Y)-- (2:0-5-0,Edge1,16:0-3-8,0-1-81
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.21 6-9 >557 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.54 6-9 >216 180
BCLL 0.0 ' Rep Stress!nor YES WB 0.12 Horz(TL) 0.04 2 n/a n/a
BCDL 10.0 Code FBC2010TFPI2007 (Matrix-M) Weight:48 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-12 oc bracing.
SLIDER Left 2x4 SP No.2 2-6-0 ' MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=456/0-3-0,6=356/0-5-8
Max Horz2=189(LC 11)
Max Uplift2=216(LC 12),6=-130(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-11=-932/0,3-11=-907/0,3-12=-354/191,4-12=-303/199
BOT CHORD 2-6=-339/350
WEBS 4-6=-391/338
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4tt;Cat.ll;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-7-1 to 1-4-15,Interior(1)1-4-15 to 9-9-12 zone;cantilever left and ,'% ��'
right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate ,``�1 CJ A. I��,
grip DOL=1.60 %s P` Al n,j
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . o' ••........E v •io•
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 ,4" •••• \— N S'�•• 7 ■
fit between the bottom chord and any other members. ' •
. —- •••l_#•'5•
4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(It=lb)2=216 • : .. • 3938 1_, •
•
6=130. *.
5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
:: ..0111111r: :fir Z
I. 1 — ATE • • �•"0,,n�S'.( 0 R 10 P..•\�:
FL Cert. 6634
February 24,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.021162015 BEFORE USE.
Design valid for use only with Mdtek connectors.This design k based only upon parameters shown,and Is for an Individual folding component. ,
ApplIcabllty of design parameters and proper Incorporation of component Is responsibility of folding designer•riot truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek"
erector. Additional permanent txacl ng of the overall structure is the responsibility of the bulk fang designer.For genera guidance regarding
fabrication.quality control-storage,delivery,erection and tracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bullring Component 6904 Parke East Blvd.
Safety Information avcfatle from Truss Hate IrstIMe,781 N.Lee Sheet,Suite 312.Alexaxlrkn,VA 22314. Tampa.FL 33610
• •
Job Truss Truss Type City Ply Holoman Residence
16863397
J140588-A A05 GABLE 1 1
Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:19 2015 Page 1
I D:pgrkyeHn2mE4ZbY2ug_PY6y49SD-gmH8Uki6n08rDOGhfb6m2G?RhDgF4TXjOrpgWezhvhA
1940
1-188 1.9 0 1 380 1 5 0 I 7-9-0 1 99-0 I 11.9-0 j 13-90 I 159-0 1 17.9-0 1 195.8 j
1.8-B - 1-0-0 2-0.0 2540
-0-0 2-0-0 29:9-0.00
-0-0 2-0-0 2-0-0 2-0-0 2-00 I-B-B 03+8
Scale:3116"=l'
- 4.00 12 10 11
5x5
;I
9 24
•
8 .
7
6
%
4
0 3
0 3x4 2 23 •r
1
' 4
-0 'J if a t i c a a
2x5 IISx5=••••-•-""" 19 18 17 "••--""--"...•.".." 13 12
22 21 20 16 15 14 2x4 I'.
1790
19-0 39-0 I 59-0 7-8-0 99-0 1180 13.9-0 159-0 16.6.9 , 199-0
1.9-0 1 2-0-0 2-00 I 2-00 1 200 1 2-00 1 2-0-0 ] 2-00 69411-4-0 280
Plate Offsets(X,Y)-- (3:0-2-8,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Vdefl Ud 1 PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(TL) 0.09 18 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 1 BC 0.75 Vert(TL) -0.17 18 >562 180
BCLL 0.0 • Rep Stress Incr YES WB 0.30 Horz(TL) -0.00 21 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:171 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
9-9-2 oc bracing:21-22.
WEBS 1 Row at midpt 11-12,9-14,10-13
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 4-11-0 except(jt=length)16=5-5-0,15=5-5-0,14=5-5-0.
(Ib)- Max Horz 22=379(LC 12)
Max Uplift All uplift 100 lb or less at joint(s)except 22=-118(LC 10),21=-652(LC
12),20=-246(LC 12),16.263(LC 12),15=-405(LC 1),14=-376(LC 9)
Max Gray All reactions 250 lb or less at joint(s)21,15 except 22=753(LC 12),
20=576(LC 1),16=624(LC 1),14=664(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-297/138,2-23=-294/150,3-23=-289/153,1-22=-856/434
BOT CHORD 21-22=-357/201 ,1111111►//
WEBS 3-20=-303/167,7-16=-316/181,9-14=-333/417,1-21=-493/891 ����I0% A. q t',ii
NOTES- .s o\'•GEN�• C& ,'.i
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psi;BCDL=3.0psf;h=25ft;B=45ft;L=24lt;eave=4ft;Cat.II; ♦ ' ■\ S ••�•.q e,,
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 19-7-4 zone;cantilever left art. . •• - '.N� �^
right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip • • 39381
DOL=1.60 r. *
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry •.Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. =
3)All plates are 1.5x4 MT20 unless otherwise indicated. `�
4)Gable studs spaced at 2-0-0 oc. T. 4 ATE • : 4./
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. T 4'
6)'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 '���k' ,( O A 1 10 P _\ ■
fit between the bottom chord and any other members. 61 .......••
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 118 lb uplift at joint 22,652 lb uplift at joint ''I,S113 N A,-``,s`,
21,246 lb uplift at joint 20,263 lb uplift at joint 16,405 lb uplift at joint 15 and 376 lb uplift at joint 14. '/I//111111111/1
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
FL Cert. 6634
February 24,2015
/ r
Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII•7473 rev.02/16/2016 BEFORE USE.
liff ,
Design valid for use only with Mftek connectors.this design Is based only upon Ixiometers shown.and Is for an hdvkiuxl bulking component.
Applicability of design parameters and proper hcogxratton of component is responsibility 01 bnlldk g designer-not truss designer.Bracing shown
Is for lateral support of Indtvkdual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of 81e MiTek'
erector. Additional permanent bracing of the overall structure Is the rest)ons1)lity of Bo toiling designer.for general gu Idanc:e regarding I
fabrication.quality control,storage,delivery,erection and tracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from truss Plate institute,te,781 N.Lee Street,Suite 312-Alexandria-VA 22314. Tampa.FL 33610
I
.
1 Job Truss Truss Type Qty Pty Holtman Residence I
■ T6863358
!J140588-A 801 GABLE 1 1
! I Job Reference(optional) I
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 Muck Industries,Inc. Tue Feb 24 14:36:20 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-IyrW heikXJGirYrtDld?bTYZodBBpgHsdVYD2Gzhvh9
-1-6-8 , 2-0-0 I 3-9-8
1-6-8 2-0-0 1-9-8
1.5x4 I! Scale=1:53.8
3
12.00 12
1.5x4 I I
2
3x6//
1
•ium
Igllllllll111Nt=111111111111111187
6 5 4
3x6 I 6x6= 1.5x4 I
2-0-0 1 3-9-8
2-0-0 1-9-8
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (toe) I/deft Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) rVa - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stress Incr YES WB 0.65 Horz(TL) -0.00 4 r1/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:56 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc puffins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-11 oc bracing.
• WEBS 1 Row at midpt 1-6,3-4
• MITek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=55/3-9-8,4=45/3-9-8,5=159/3-9-8
Max Horz 6=332(LC 12)
Max Uplift6=537(LC 10),4=-49(LC 12),5=-879(LC 12)
Max Grav6=836(LC 12),4=60(LC 17),5=672(LC 10)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-6=-1352/1021
BOT CHORD 5-6=-394/301
WEBS 1-5=-996/1302
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=2417;eave=2ft;Cat.II; ‘,0111111/ii,
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 3-7-12 zone;cantilever left and fit, /��
right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip ..0‘4,\.ND A. .q Iii
��O •' - �B 'i
2)DTruss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �.``•r•.•.\G E N S,.. .T4,��
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. A. •• .'(�`',i
3)Gable requires continuous bottom chord bearing. • ' • 39380_ •
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). * :
5)Gable studs spaced at 2-0-0 oc. _
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •rte
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 wile. 4 ATE ••
fit between the bottom chord and any other members. •
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 37 lb uplift at joint 6,49 lb uplift at joint 4 :• 4/••
and 879 lb uplift at joint 5. g joint ,�i�c•'C4 o R \°••• \
9)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �i 6) •••..... �?%%
�'itSAONAL�tos
it/i,
FL Cert. 6634
February 24,2015
I 1
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M/I.7473 rev.02/16/2016 BEFORE USE.
Design valid for use only with MITek connectors.this design Is based only upon Ixrameters shown,and B for an indlvidtxl building component.
Applicability of design pararnelers and proper Incorporation of component Is responsibility of building designer not truss designer.Bracing shown
Is 101 lateral support of Individual web members only. Additional temporary tracing to Insure stability cluing construction Is the responsibility of the
erector. Additional permanent tracing of the overall structure Is the responsibility of the bidding dosi£frxx.f or general guidance regarding M iTe k-
' fabrication,duality control,storage,delNery,erection and bracing.consult ANSI/7PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avatcble from Truss Plate Institute,781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Tampa.FL 33610
A
Job Truss Truss Type Qty I Ply Holleman Residence
T6863399
J140588-A B02 MONOPITCH 8 1 I
1 Job Reference(optional)
Manning Building Suppies, Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:20 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-IyrW h4ikXJGirYrtDld?bTYYKd9ipghsdVYD2Gzhvh9
-1-6.8 I 3.9.8
1-6-8 3-9-8
1.5x4 I I Scale=1:56.0
3
12.00 FIT
3x6 4 7
6
2 4,
1 1
6
•
•
r■sod;
5• 4
3x6 I I 6x6=
3-9-8 I
3-9-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.01 4-5 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.02 4-5 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.69 Horz(TL) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:51 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-3 oc bracing.
WEBS 1 Rowatmidpt 3-4
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer 1
Installation guide. I
REACTIONS. (lb/size) 5=251/0-5-0,4=105/Mechanical
Max Horz 5=456(LC 12)
Max Uplitt5=-228(LC 10),4=-700(LC 12)
Max Grav5=511(LC 12),4=455(LC 10)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-5=-708/519
BOT CHORD 4-5=-439/379
WEBS 2-4=-775/899
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; ,,1,I�11111/iii
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-7-12 to 1-4-4,Interior(1)1-4-4 to 3-7-12 zone;cantilever left and `,S i A' II,
right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip P. .q ��
DOL=1.60 ��`�O�••........E•N.`1.�e oo
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� �`••'\\ Sks .• T_i0
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. • 39380_
4)Refer to girder(s)for truss to truss connections. *
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 228 lb uplift at joint 5 and 700 lb uplift at •
joint 4. = •4116 . ..
.:rir=
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • �►i
ATE • `• L/
P'0 cCN OR1a • •
iiS •
14,;O N A .,0%-/ ;
FL Cert. 6634
• February 24,2015
• •
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.02f162015 BEFORE USE.
Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an individual booing component. 111.
Applicability of design txrameters and proper Incorporation of component Is responstt ltlty of building designer•not hues designer.Bracing shown
Is for lateral support of hxINkfud web members only. Additional temporary bracing to Insure stabllly during construction Is the respo sibIlity of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.ror general guidance regarding
fabrication.quality control,storage.delivery,erection and txackrg,consult ANSI/1PI1 Quality CrIteda,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information mailable from Suss Plate Institute.781 N.Lee Sheet,Suite 312 Alexandria,VA 22314. Tampa.FL 33610
1 1
Job Truss Truss Type Qty Ply Holloman Residence
16863400
J140588-A CO1 GABLE 2 1
Job Reference(optional)
Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:23 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49S D-iX W fJ 5ldq EeH i?aSuQAiC6ADNrBOOLKJJTntf bzhvh6
7-11-8 I
7-11-8
Scale=1:17.4
1.5x4 II
4
400 12 1.5x4 I
3
1.5x4 II 8 g
2
N
w w r .
r.
7 6 5
2x4% 1.5x4 I 1.5x4 I 1.5x4
LOADING(psf) SPACING- 2-0-0 CSI. DEFT. in (roc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 1 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a r1/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:30 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 7-11-8.
(lb)- Max Horz 1=116(LC 11)
Max Uplift All uplift 100 lb or less at joint(s)1,5,6 except 7=-i 00(LC 12)
Max Gray All reactions 250 lb or less at joint(s)1,5,6,7
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
WEBS 2-7=-174/323
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=451h L=24ft;eave=2ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-9-8 to 3-11-8,Exterior(2)3-11-8 to 7-9-12 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60 0111111g.
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ���� ./1„
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ��•` P.S A .. �/�
3)Gable requires continuous bottom chord bearing. �� O0 ••' a "
4)Gable studs spaced at 2-0-0 oc. ♦♦♦ . t••..\G E N S-•' .j,
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 . • 3938 e_.
fit between the bottom chord and any other members. *
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,6 except(jt=lbE
7=100. ••1l�G. •
__ :
8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. % a .
ATE i ♦
i '
.,�SS/ONAL� `�••
FL Cert. 6634
February 24,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/162016 BEFORE USE.
NI.
Design vdkf for use only with Mitok connectors.his design is based only upon Ixscrneters shown,and is for an individual building component.
Applicability of design parameters and proper incorporation of component Is responsibility of building designer.not truss designer.Bracing shown
Is for lateral support of IrldMdud web members only. Acldllbnal temporary bracing to insure stability during construction is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure is the responsibility at the txAding designer.For general guidance regarding
fabrication.quality control,storage,delivery.erection and b iadng.consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Irstttufe,781 N.Lee Sheet Suite 312.Alexandria.VA 22314. Tampa.FL 33610
a,
ob -russ russ ype •ty '1y Holoman Residence
761363401
•J140588-A CO2 Monopitch 9 1 '
Job Reference(optional)
Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:3624 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-Aj41 XRmFbYm8K99eS8ixIJjDtEOjIoSSX7W RB 1 zhvh5
7-11-8
7-11-8
Scale=1:20.5
1.5x4 II
4.00 12 •
8
7
1
3
1.5x4 II
3x5=
7-11-8
7-11-8
LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.18 3-6 >525 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.46 3-6 >203 180
BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.05 1 n/a rVa
BCDL 10.0 Code FBC2010/TPI2007 (Matrlx-M) Weight:28 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=289/0-3-0,3=289/Mechanical
Max Horz 1=137(LC 11)
Max Upliftl_100(LC 12),3=-108(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
BOT CHORD 1-3=-336/217
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-010 3-0-0,Interior(1)3-0-0 to 7-9-12 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,01111111/ ,
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 ,0 S A ,,
fit between the bottom chord and any other members. `� -A P A. q4
4)Refer to girder(s)for truss to truss connections. •%,›P� •'....... ��i�
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) ;K \G E N S,'.'7•
3=108. ;/[��
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • 39381_
* :
• 'r
ATE • . Q./
S ( 0 R \ .•• ZO
•
11
1,4;�4/IItlitr'��`
FL Cert. 6634
February 24,2015
WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev.02/162015 BEFORE USE.
Design valki for use only with MITek connectors.this design b based only upon parameters shown.and Is for an individual building component.
Applicability of design pczameters and proper Incorporation of component is resp onsibNily of building designer-not truss designer.Bracing shown
Is for lateral support of Indtvldual web members only. Additional temporary bracing to Insure stobblty dung construction Is the responsibility of the
erector.Ad(inon l permanent bracing of the overall structure Is the responsbrliity of the belting designer.For general guidance regarding MiTek'
fabrication.quality control.storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Plate Insttute,781 N.Lee Street Suite 312.Alexandria.VA 29314. Tampa,FL 33610
• r
IJob MSS ruSS ype ety -ly Holioman Residence i
16863402
J140588-A D01 Piggyback Base Supported Gable 1 1
Job Reference(optional)
Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:25 2015 Page 1
ID:pgrkyeHn2m E4ZbY2uq_PY6y49S D-evePknmtMsu?yJkrOrDAIXFZGetgUCVbmmGJTzhvh4
13-3-t2 20-11.8
NI:22-12 4-5.12 59.12.. 7.7.4 5.15 10-5.12 123.12 JJ i14-10-4 16-6-12 18-5-12 2%14-0044
a-b-a 2-2d 1 2-0-0 1-4-0 /-9.8 168 2-00 2-0-0 0.10-0 13.8 1 1.7.8 I 2-00 I
3x4// 3x4 . Scale=1:73.0
67 8 910
• 5 71;; .' 11
..ie.c
12.00 12 4 3x8 13x8 II 12
3 13
•
Q 2 14
3x6/i1 153x6��
Illrj.7iaillIl I
es
27 26 24 23 22 21 20 19 18 17 16
25 3x8 11 3x8 !I 3x4=
3x4=
3x4= 20-11-8
2.5.12 , 4-512 5-912 8-5-12 I 10-6-12 I 12-5-12 I 14.164 1 16.512 I 18-5-12 20-11-0
2-5-12 ' 2-0-0 '1-4-0 2-8-0 240 2-0-0 24-8 1-7-8 2-0-0 2-5-4
0-0-8
Plate Offsets(X,Y)-- (6:0.1-9,Edgel,110:0-1-8,Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lot) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 16 n/a rVa
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:222 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-23,12-19,30-34,31-32
JOINTS 1 Brace at Jt(s):30,32,33
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 20-11-8.
(Ib)- Max Horz 27=-389(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)23,19,22,20 except 27=-385(LC 10),
16=-256(LC 11),26.408(LC 12),24=-131(LC 12),18=-130(LC 12),17=-320(LC
8)
Max Gray All reactions 250 lb or less at joint(s)23,19,24,22,20,21,18
except 27=388(LC 11),16=339(LC 10),26=500(LC 10),17=376(LC 11)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-27=-364/391,4-5=-250/282,11-12=-250/283 �1Il I I Iii
BOT CHORD 26-27=-271/321 ���� ���I
WEBS 15-16=-321/274,1-26=-378/372,15-17=-234/251 ♦♦0" p1/4S• A. 4 "tee,,
NOTES- ``♦♦��•. \G E N S+�••-t i,i
1)Unbalanced roof live loads have been considered for this design. a .-- ..r„,„,,---‘,.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ff;eave=217;Cat.ll • • 39381. •-
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-2-4 to 3-2.4,Exterior(2)3-2-4 to 8-0-3,Comer(3)8-0-3 to 15-10-L8 *
,Exterior(2)15-10-13 to 20-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and force_
&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 F: .• /r
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. . : ATE • ''
4)Provide adequate drainage to prevent water ponding. T ••5)All plates are 1.5x4 MT20 unless otherwise indicated. �1e O A O Q'.•\�
• •
6)Gable requires continuous bottom chord bearing. �j, c.1.*S•..... .• .••��.,
7)Truss to be 8)Gable studs spaced at Oft oc.one face or securely braced against lateral movement(i.e.diagonal web). 1/,5,'O N A`.00
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)•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. FL Cert. 6634
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23,19,22,20
except(jt=lb)27=385,16=256,26=408,24=131,18=130,17=320. February 24,2015
12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
4 ,. I
0 WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII•7473 rev.0246/2015 BEFORE USE.
MIN 1
Design vdki for use only with Mllek connectors.this design Is based only upon parameters shown,and B br an Individual building component.
Applicability of design parameters and proper IncorporatIon of component Is responsibility of building designer.not truss designer.Bracing shown
Is for lateral support of kndivkIlx1 web members only. Additional temporary bracing to unsure stability curing construction Is the responsibility of the MiTek.
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.f a regarding general guidance regding
fabrication,quality control,storage,de Very,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BNd.
Safety Information available from Truss Plate institute,781 N.Lee Street.Suite 312,Alexa drla VA 22314. Tampa.FL 33610
4 f
Job Truss Truss Type Qty Ply n Holleman Residence
16863402
J140588-A DO1 Piggyback Base Supported Gable 1 1 Job Reference(optional)
Manning Building Supplies. Jackso wSe,FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:3625 2015 Page 2
I D:pgrkyeHn2mE4ZbY2uq_PY6y49S D-evePknmtMsu?yJkrOrDAIXFZGetgUCVbmmGjTzhvh4
1
0 WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7479 rev.02/16r1016 BEFORE USE.
Design valki for use only with Mflek connectors.this design Is based only upon parameters shown.and Is for an Indvtd u l building component.
Applicabilty or design parameters and Proper incorporation of component Is restx>nsLwtty of txildng designer-not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary tracing to hire stability during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility or the building designer.for general guidance regarding
fabrication.quality control,storage.delivery,erection and tracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avertable from Truss Plate institute.781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610
I
Job ;Truss Truss Type Oty Ply 1ioloman Residence
T6863403
J140588-A D02 ROOF TRUSS 2 1
Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:27 2015 Page 1
I D:pgrkyeHn2m E4ZbY2uq_PY6y49SD-bl mA9To7uT8iBctD7G FeNyl.j SSN ey?lu E415oMzhvh2
7-7-4 15.1.12
3-5-10 5-9-12 10.12 i 10.5-12 13-3-12 14-0-12 17-5-14 20-11-8
3-5-10 ' 2-4-2 1-1-0' ' 2-10-8 ' 2-10-0 0-9-0 l 2-4-2 I 3-5-10
0-8-8 1-1-0 Scale=1:72.5
5x5= 4x7=
454=
4 20 21 226 5x5=
1.5x4 I I �f• � 1
_ �t ∎268
3 � s. 1,, 1.5x4 II
12.00 112 2 9
4x4= 1.5x4 1
19 23
'(549 ‘9 5x 4
5x5// 1 10 IN
N_
O
�11l�SZf/1�,il c9
18 17 15 12 11
2x4 I 6x6= 3x10= 3x4= 2x4 iI 8 0-0.8 35-12 0 I 63-1-50-2 12 d-8-8 120--150-18 2 I 0-0 10.9-02 13.5.24 I 03-5112-020-11-8
3-5 2 0-0-8
Plate Offsets(X,Y)-- (1:0-1-12,0-1-8],(3:0-0-1,0-0.0],14:0-2-4,0-1-12],(6:0-5-4,0-1-12],18:0.0-1,0-0-0],(10:0-1-12,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(TL) -0.45 17-18 >551 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.49 11-12 >499 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.01 11 n/a n/a I
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Attic -0.23 13-16 480 360 Weight:181 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, except
BOT CHORD 2x4 SP No.2*Except* end verticals. Except:
13-16:2x4 SP No.1 D 5-6-0 oc bracing:3-8
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-8 oc bracing.
WEBS 1 Row at midpt 2-16,9-13
JOINTS 1 Brace at Jt(s):14
I MiTek recommends that Stabilizers and required cross bracing
I be installed during truss erection,in accordance with Stabilizer
Installation guide. i
REACTIONS. (lb/size) 18=1207/0-5-0,11=1229/0-5-8
Max Horz 18=-434(LC 10)
Max Uplittl8=-261(LC 12),11=-260(LC 12)
Max Grav18=1383(LC 19),11=1399(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-19=-1084/308,2-19=-951/324,2-3=-819/479,3-4=-645/512,4-20=-491/456,
20-21=-491/456,21-22=-491/456,6-22=-491/456,6-8=-757/528,8-9=-844/482,
9-23=-958/322,10-23=-1098/306,1-18=-1372/399,10-11=-1378/399,3-5=-890/351, ,,���������,
5-24=-850/317,24-25=-850/317,25-26=-850/317,7-26=-850/317,7-8=-857/333 `��� ,�,
BOT CHORD 17-18=-428/398,15-17=-369/968,12-15=-151/746,14-16=-992/0,13-14=-992/0 ,`�� .APS• A AC�/��,
WEBS 16-17=-370/109,2-16=-185/317,12-13=-382/110,9-13=-213/320,4-5=-191/276, �`r�
6-7=-217/348,1-17=-218/964,10-12=-216/961,14-15=-548/0,15-16=-61/1046, ``��•,•�\Ci E di....,/.44• ���
13-15=-62/1037,5-6=-265/205 . C J3-39381_ •
NOTES - - - - _
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult_130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0pst;h_25tt;B=451t;L 24ft;eave 41t;Cat.y •e deiL
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-2-4 to 3-2-4,Interior(1)3-2-4 to 7-7-4,Exterior(2)7-7.4 to 11-10-2, ATE
Interior(1)6-9-6 to 20-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&
MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 I. ••• ���
•3)Provide adequate drainage to prevent water ponding. 1���' ( Cl R I O P\'•\ :��
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 61 •••....••••..w��`
5)
fit between truss
the been
bottom chord and r a live load of
members.sf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1,,�,�0 N A, �%‘‘•
6)Ceiling dead load(5.0 psf)on member(s).2-3,8.9.3-5,5-7,7-8; Wall dead load(5.0psf)on member(s).2-16,9-13
7)Bottom chord live load(40.0 psf)and additional bottom chord dead load(0.0 psi)applied only to room.14-16,13-14
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)18=264, FL Cert. 6634
11=260.
9)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. February 24,2015
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
• ,.
V WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI57473 rev.02/16/2015 BEFORE USE. memo
Design valid for use only with MiTek connectors.this design Is based only upon paaneters shown.and is for an WWivkfual building component. MI'
Applicability of design parameters and proper kscorp raton of component Is resr>orwbltlty of building designer-not truss designer.Bracing shown
is for lateral support of Ind dual web members only.Additional temporary bracing to Insure stabllty during construction Is the responsibility of the
erector. Additional permanent bracing of the overall structure Is the resporsbllty of the bulking designer.for general guidance regarding MiTek'
tabrlcaton.quality control,storage,delivery-erection and bracing-consult ANSI/TPI1 Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandra.VA 22314. Tampa.FL 33610
a r
Job Truss 'Truss Type ,Qty I Ply i Holleman Residence
I 16863403
J140588-A 002 ROOF TRUSS i 2 1
Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 S Jan 16 2015 Mack Industries.Inc. Tue Feb 24 14:36:27 2015 Page 2
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-blmA9To7uT8iBctD7GFeNyLjSSNeytluE4l5oMzhvh2
NOTES-
11)Attic room checked for U360 deflection.
I
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 619.7473 rev.02/16/2016 BEFORE USE.
Design valid for use only with Mltek connec tors.fhb design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design parameters and proper Incorporation of component Is responsibility or balding designer-not truss designer.Bracing shown
Is for lateral support of IrsdM dual web members only. Additional temporary bracing to Unsure stability during construction Is the responsibility of tux; M• k'
erector. Additional permanent txaclng of the overall structure is the resporeliltlty of the txlding designer.for general guidance regarding
fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component I 6904 Parke East Blvd.
Safety Information avalc3Ne from Truss Rate Institute,781 N.Lee Street.Suite 312.AJexanckk,.VA 22314. 1 Tampa.FL 33610
• r
Job Truss Truss Type Qty Ply Holleman Residence
T6863404
J140588-A E01 ,GABLE 1 1
1 Job Reference(optional)
Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MTek Industries.Inc. Tue Feb 24 14:36:28 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-3UKYMppUnGZpmSPh_mtv9t66swOhbV2SkUeKozhvhl
10.6.0 21-0-0
10-6-0 I 10-6-0
Scale=1:40.5
454=
6
I
5 7
7.00 FIF
•
4 8
• 3 9
• •
2 10
11
1 o
a4 '.4
354.::".-- 354
20 19 18 17 16 15 14 13 12
5x5=
21-0-0
21-0-0
Plate Offsets(X,Y)-- f 16:0-2-8,0-3-0)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a - n/a 999
BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 11 n/a Na
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:106 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2)14 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 21-0-0.
(Ib)- Max Horz 1=165(LC 11)
Max Uplift All uplift 100 lb or less at joint(s)1,17,18,19,20,15,14,13,12
Max Gray All reactions 250 lb or less at joint(s)1,11,16,17,18,19,20,15,14,13,12
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25f1;B=45ft;L=24th eave=2fh Cat.II;
Exp C;Encl.,GC0=0.18;MWFRS(directional)and C-C Corner(3)0-6-1 to 3-6-1,Exterior(2)3.6-1 to 10-6-0,Corner(3)10-6-0 to 13-6-0
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60 ,�� ��
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ,`to 11 II��
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ` --AA P ,qC ��''
•
4)All plates are 1.5x4 MT20 unless otherwise indicated. ��� �`v'•Ci......... B e�
5)Gable requires continuous bottom chord bearing. ,� ••��.� S .••q/L��•
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •' • 39381_ •
8)•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 wile '*
fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,17,18,19,20,1+ 44 •r
14,13,12. •• ' ATE • •'
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .O.•
"0'; , .`- OR ,O • \ •
•.,SS/ cv .A �NAL
FL
Cert. 6634
February 24,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE,
Design valid for use only with MI1ek connecters.This design is based only upon parameters shown,and Is for an Indiv dti i building component.
Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown
is for loterd support of IndMdud web members only.Additional temporary bracing to Insure stability Wing construction Is It•e respxxnsibllity of the MiTek"
erector. Addiloxi permanent tracing of the overall structure Is the responsibility of the bulking<resigner.For general guidance regarding
fabrication quality control,storage,delivery,erection and bracing.consult ANSI/Till Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information available from This Plate Institute,781 N.Lee Sheet,Suite 312.Alexandria VA 77314. Tampa.FL 33610
I
1
• s
Job Truss Truss Type Qty Ply II HoHoman Residence
16863405
J140588-A E02 Common 6 1 I
l Job Reference(optional)
Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MTek Industries.Inc. Tue Feb 24 14:3629 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-Xhuwa9pOQ4OQQw1 cFhH6SNQCcF77Q0FBhOECsFzhvhO
5-5-13 10.6-0 i 15.6.4 I 21-0-0
' 5-5-13 5-0-4 5-0-4 5-5-12
Scale=1:42.0
5x5=
3
it
7.0012 15 16
1.5x4\\ 1.5x4//
2 4
•
14 17
3 1 = 5 4
��
oin 7 18 19 6 ere
5x5_ 3x4=
3x4=
3x4=
7-1-14 13-10-2 21-0-0
7-1-14 I 6-8-5 I 7-1-14
Plate Offsets(X,Y)-- (5:0-2-O,Edg0,17:0-2-8,0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.08 6-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.17 6-7 >999 180
BCLL 0.0 ' Rep Stress Inch YES WB 0.16 Horz(TL) 0.03 5 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:98 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=777/0-5-8,5=777/0-5-8
Max Horz 1=-174(LC 10)
Max Upliftl=279(LC 12),5.279(LC 12)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-14=-1159/454,2-14=-1112/465,2-15=-1105/480,3-15=-1085/493,3-16=-1085/493,
4-16=-1105/480,4-17=-1112/465,5-17=-1159/454
BOT CHORD 1-7=-514/1187,7-18=-124/662,18-19=-124/662,6-19=-124/662,5-6=-515/1188
WEBS 3-6=-182/481,4-6=-321/227,3-7=-181/481,2-7=-321/227
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=2511 B=45ft;L=24ft;eave=4ft;Cat.II; ,WWII/14
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-6-0,Exterlor(2)10-6-0 to `%\t .�
13-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions %� -tt p. A•
. •,,�
shown;Lumber DOL=1.60 plate grip DOL=1.60 �s Q\v`••Sc E 1V'• `e ���
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :.',/2"•.\ '.3 "••9�•
4)•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. -- /-y'
fit between the bottom chord and any other members,with BCDL=10.Opsf. • 39381.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=2792 *
5=279.
6)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used In the analysis and design of this truss. ��� rCE
M.
AT E • 11./:
Iii .) 0 N A1- -.00-
mum low
FL Cert. 6634
February 24,2015
I
o WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/162015 BEFORE USE
111 I
Design valid for use only with Milek connectors.Iles design Is based only upon parameters shown.end Is for an Individual bidding component.
Applicatilty of design parameters and proper Incorporallon of component is responsibility of bn idlrg designer•not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure slabilty during construction Is the responsibility of the
erector.Additional permanent tracing of the overall structure Is the responsibility of the tx/ai guidance designer.For general guidce regarding
fabrication,crudity control,stor age,delivery,erection and tracing,consult ANSI/TPI1 Qualfly Criteria,058.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Tess Plate Institute.781 N.Lee Sheet.Suite 312.Aloxcndrka.VA 22314. Tampa.FL 33610
. ,
Jab T6863406 I Truss Truss Type Qty I Ply Holbman Residence
J140588•A E03 Root Special 2 1
Job Reference(optional)
Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:30 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-?tSInVgOBOXH24copPoL?azNpfOr9R9Lw2zlPhzhvh?
i 5-4-0 , 6-8-8 i 10-6-0 15-8-0 I 21-0-0 i
5-4-0 ' 1-4-8 3-9-8 5-2-0 5-4-0
5x5= Scale=1:47.1
3
'\
7.00 FIT
11 12
1.5x4 II 1.5x4 I
2
J 13
10
3x5 i 3x5
5
1
C I 1 fIll 1 m.a IN-.____ .- II I I Li I ii y
''' s 7 ''
9 6
1.5x4 II 5x8= 4x10= 1.5x4 11
5-4-0 I 6-8-8 I 10-6-0 15-7-4 I 21-0-0
5-4-0 1-4-8 3-9-8 5-1-4 5-4-12
Plate Offsets(X,Y)-- [2:0.0-0,0-0-01,[5:0-0-0,0-0-01,[8:0-3-12,0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.36 7-8 >693 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.72 7-8 >347 180
BCLL 0.0 • Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 6 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:122 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 9=766/0-5-8,6=766/0-5-8
Max Horz 9=223(LC 11)
Max Uplitt9=275(LC 12),6=-275(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-10=-997/362,2-10=-940/374,2-11=-1117/514,3-11=-1097/532,3-12=-1094/530,
4-12=-1114/513,4-13=-941/375,5-13=-997/363,5-6=-763/319,1-9=-764/319
BOT CHORD 8-14=-148/612,14-15=-148/612,7-15=-148/612
WEBS 3-8=-225/556,3-7=-223/554,4-7=-390/278,1-8=-210/803,2-8=-392/279,5-7=-212/806
NOTES-
1)Unbalanced roof live loads have been considered for this design. `�� ��,
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opst;h=25ft;B=4511;L=24ft;eave=4ft;Cat.II; �‘‘, I�1
13-6 0 zone;cantilever er ef�d right ;end vertical left Exterior(2) ht exposed;C-C for members and Toro s&MWFRS for reactions ��`, ' ' A ��8,'',
s g .` O ''G •N
shown;Lumber DOL=1.60 plate grip DOL=1.60 �� �`,•'�,\ E `S<`••9�'�,
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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wills • 3938 _ ';
fit between the bottom chord and any other members,with BCDL=10.0psf. *
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=2752
6=275. _ :;�
6)•Semi-rigid pitchbreaks with fixed heels*Member end tixity model was used in the analysis and design of this truss. �• �
iiii/11111 III"
ATE • ' �•
FL Cert. 6634
February 24,2015
• r
0 WARNING•Verify d s/gn panunetas and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 nv.02/16/2016 BEFORE USE. N
Design valid for use only with Mllek connectors.This design Is based only upon parameters shown.and is for on hd dual building component. 1
Applicability of design parameters and proper incorporation of component is responsibility of building designer•not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to insure slabllty during construction Is the responsibility of the MiTek•
erector. Additional permanent bracing 01 the overall structure Is the responsibility of the Exuding designer.For general guidance regarding
fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/IPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avddlle from Truss Plate Institute.781 N.lee Street.Suite 312.Alexandrkr,VA 72314. Tampa.FL 33610
r
Job Truss Truss Type Oty Ply Holleman Residence
76863407
J140588-A 'E04 Root Special 1 1
Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:31 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-T3?h?greyif8gEB_M6KaXoVXh3m?ugwU8ijJx7zhvh_
1-5-8 6-9-0 12-6-0 18-3-0 23-0-0
1-5-8 } 5-3-8 l 5-9-0 I 540 4-9-0
555= Scale=1:55.5
4
j 7.00 FIT. 13 14
1.5x4 II 1.5x4 II
3 5
15
N
00 Ihillhi:x5
3x5 i 12 6
5x5 2 4'4 I4
a�. ter. •
;." 10 5x5= 9 16 17 8 2x4 II 1
=• 5x10= 4x10=
2x4= 12.00 FIT
11
13.8
q-Q59 69-0 124-0 18-3-0 2300
0-5-8 I — — 6-39 I 694 I 6-90 4.90
14-0
Plate Offsets(X,Y)-- 19:0-4-12,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.41 8-9 >667 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(T1) -0.84 8-9 >325 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.08 7 n/a rVa
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:131 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except
BOT CHORD 2x4 SP No.1D*Except' end verticals.
10-11:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 11=840/0-5-8,7=840/0-5-8
Max Horz 11=-243(LC 10)
Max Uplif111=-300(LC 12),7=-304(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1890/813,2-12=-1439/507,3-12=-1393/522,3-13=-1520/670,4-13=-1498/683,
4-14=-1219/575,5-14=-1240/562,5-15=-1054/417,6-15=-1116/405,1-11=-921/390,
6-7=-859/345
BOT CHORD 10-11=-329/300,9-10=-756/1754,9-16=-199/737,16-17=-199/737,8-17=-199/737
WEBS 2-9=-489/329,3-9=-410/289,4-9=-359/942,4-8=-203/558,5-8=-392/279,6-8=-272/967,
1-10=-670/1599
NOTES- ``,11111111111 ,,
2)Wind:AS roof live
loads have been
(3-second lgust)Vasd=101emph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45it;L=24ft;eave=4it Cat.II; �`,�r'PC E A.N qC�,'�,■
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-1210 3-1-12,Interior(1)3-1-12 to 12-6-0,Exterior(2)12-6-0 to ,,. '•.•,\ S'∎••q2 04.
15-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions ---_ :7y
shown;Lumber DOL=1.60 plate grip DOL=1.60 '' • 39381__ •
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 20.0psf 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=10.Opsf. _
5)Bearing at joint(s)11 considers parallel to grain value using ANSI/I-PI 1 angle to grain formula. Building designer should verify capaciS ,- ATE •• ,
of bearing surface. ;
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)11=300t��,• , . Q, • �,•
7=304. -• •Z Q R \Q •• \•7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -• s .. •?‘•
'I %.9/i0 N A�E���.
I
FL Cert. 6634
February 24,2015
•
0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.02/16/2015 BEFORE USE.
Design valid for use only with MIfek connectors.This design Is Las id
based only upon parameters shown,and Is for an Individual txldUtg component. �,
Applk:ab8ty of design paameters and proper incorporation of component Is responsibility of building designer•not truss designer.Bracing shown
Is for lateral supped of Individual web members only.Additional temporary bracing to Insure stab•Ity(dung construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the bolding designer.nor general guidance regarding
fabrication.quality COMM!,storage.delivery,erection and bracing.consult ANSI/TPIt Quality Criteria.058.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from Truss Rate I stltute.181 N.Lee Street.Suite 312,Alexarxdrkt.VA 22314. Tampa.FL 33610
(Job Truss Truss Type Qty Ply 1 HoHoman Residence I
T6863408
IJ140588-A ED5 Roof Special Girder 11 of
G!Job Reference(optional)
Manning Building Supplies, Jacksonville,Fl. 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:32 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq-PY6y49SD-xGZ3CAsGj?n?H0mBwprp4?2hCT3pdDAdNMSsSZzhvgz
1-5-8 5-1-11 7-4-12 12-6-0 17-7-4 23-0-0
' 1-5-8 I 3-8-3 I 2-3-1 I 5-1-4 5-1-4 5-4-12
4x4= Scale=1:55.5
4
r•
7.101 FIT
3x5% 3x5
3 5
6x8 i 2 J,
l 111∎11 ■=111�111� �111�111 111∎111�r�7 0
r7 '1 10 9 8
_ 14 15 16 17 18 19 20 21 22 23 5x10 MT20HS 11 12
' .00 12 8x10 ii HTU26 8x8=HTU26 HTU26 3x8= HTU26 5x5= HTU26
13 HTU26 HTU26 HTU26 HTU26 HTU26
12
all="661- 51-11 7-4-12 1240 17-7< 23-00
x54 ' 3-6-3 I 2x-1 I 61• I — 5-1-4 54.12
1.00
Plate Offsets(X,Y)-- [7:Edge,0-3-81,[10:0-4-0,0-4-81,111:0-2-12,0-3-41
T
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toe) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.12 10-11 >999 240 i MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.26 10-11 >999 180 ' MT20HS 187/143
BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.17 7 n/a rVa
BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:307 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, except
BOT CHORD 2x4 SP No.2'Except' end verticals.
10-11:2x6 SP No.1 D,7-10:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.2
REACTIONS. (lb/size) 12=3787/0-5-8,7=3508/0-5-8
Max Horz 12=-243(LC 6)
Max Upliftl2=-1430(LC 8),7=-1332(LC 8)
Max Grav12=3812(LC 2),7=3550(LC 2)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-7878/3054,2-3=-5575/2113,3-4=-3653/1462,4-5=-3646/1459,5-6=-4547/1722,
1-12=-3544/1351,6-7=-3076/1188
BOT CHORD 12-13.282/326,11-13=-413/254,11-14=-2552/6508,14-15.2552/6510,
15-16=-2553/6512,10-16=-2554/6515,10-17=-1733/4789,17-18.1733/4789,
9-18=-1733/4789,9-19=-1386/3875,19-20=-1386/3875,20-21=-1386/3875,
8-21=-1386/3875,8-22=-145/383,22-23=-145/383,7-23=-145/383
WEBS 2-11=-621/1341,2-10=-1760/826,3-10=-694/2049,3-9=-2172/909,4-9=-1316/3410,
5-9=-1026/463,5-8=-320/895,6.8=-1265/3561,1-11=-2592/6710 0%1111111/11.
sso‘ot p.,s A. 4i/t
NOTP truss to be connected together with 10d(0.131'x3")nails as follows: ,`∎_ oG•E S e•9�fi°i
1)Top chords connected as follows:2x4-1 row at 1-0-0 oc. A.
•••V '•,�/�✓
Bottom chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1.0-0 oc. a 39381 .
Webs connected as follows:2x4-1 row at 1-0-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to j�
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. :2411Li
— ��4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsh h=25ft B=45ft L=24ft eave=oft Cat.I i • ATE • : Q�
Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.6� ••• '��C/
plate grip DOL=1.60 i•,T �4 V.•V''..• ��
5)All plates are MT20 plates unless otherwise Indicated. °• C(19 1s •0 R` !\�,,�
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •�,0' N A-G`,��,
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 •/,//j 111111111`
fit between the bottom chord and any other members.
8)Bearing at)oint(s)12 considers paraltet to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) FL Cert. 6634
12=1430,7=1332. February 24,2015
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ry
0 WARNING-Verily design parameters and READ NOTES ON MIS AND INCLUDED M?EK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE.
Mt i
Design valid for use only with Mitek connectors.This design Is based only upon Ixiotneters shown,andd Is for an indlvkl ull building component.
Applicability of design parameters and proper Incorporation of component Is responsibility of txliding designer-not truss designer.Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Insure stability cluing construction Is the responsibility of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek'
totxtcatlon,quality control,storage.delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DS8-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avaktrle(torn Truss Rate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.Ft. 33610 ---J
Job Truss Truss Type Qty Ply HoHoman Residence
T6863408
J140588-A E05 Roof Special Girder 1 n
G Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:33 2015 Page 2
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-PS7RQW tuUJvsvXLNUXM2cDbsytP2MgPncOCP_Ozhvgy
NOTES-
11)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-11-4 from the left end to 20-11-4 to
connect truss(es)to back face of bottom chord.
12)Fill all nail holes where hanger is in contact with lumber.
13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)507 lb down and 202 lb up at 0-11-4 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(pit)
Vert:1-4=-54,4-6=-54,11-12=-20,7-11=-20
Concentrated Loads(lb)
Vert:13=-507 14=-514(B)15=-510(B)16=-510(B)17=-510(B)18=-510(B)19=-510(B)20=510(B)21—510(B)22=-510(B)23=-510(B)
4 r
Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M7IEK REFERANCE PAGE M/F7173 rev.07/16/2015 BEFORE USE.
Design valid for too only with MRek connectors.Ibis design is bused only upon paa eters shown,and Is for an individual building component.
Applicablily of design parameters and proper incorporation of component Is responsibility ssibility of building designer.nal truss designer.Bracing shown
is for lateral support of ksdlvldual web members only. Additional temporary rxacing to Verse stablily during construction is the responsibility of the AT ek•
erector. Addllonal permanent bracing of the overall structure Is the responsibility of the b ulding designer.for general grrkkrnce regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component i 6904 Parke East Blvd.
Safety Information avalcinle from Truss Flute Institute.781 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa.FL 33610
r
Job Truss ITuuss Type Qty Ply Holtman Residence 76863409
J140588-A 001 GABLE 2 1 Job Reference(optional)
Manning Building Supplies, Jacksonville.FL 7.610 s Jan 16 2015 Weir Industries.Inc. Tue Feb 24 14:36:43 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq__PY6y49SD-7NkDW x_A709R64613dX00K?f0v 1IiNz FvadxLRzhvgo
5-8-8 11-5-0
I
5-8-8 5-8-8
4x4- Scale=1:38.8
4
/41 12.0 6
i•
2 6
1 ■ • ihh.7
u>
! .i4... .••••= 12 11 10 9 8 3x4=
11-5-0
11.5-0
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell 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 0.05 Vert(TL) rite - n/a 999
BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 7 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:66 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2 I MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 11-5-0.
(lb)- Max Horz 1=-186(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)1,7 except 11=-135(LC 12),12=-150(LC 12),9=-135(LC 12),
8=-150(LC 12)
Max Gray All reactions 250 lb or less at joint(s)1,7,10,11,12,9,8
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=13Omph(3-second gust)Vasd=101 mph;TCDL=4.2pst;BCDL=3.0psf;h=25ft;B=4511;L=241t;eave=2lh Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-0-0 to 3-0-0,Exterior(2)3-0-0 to 5-8-8,Corner(3)5-8.8 to 8.8.8
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60 ,,, .�,
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry `�� I��
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �% p. A• q 1.1
4)All plates are 1.5x4 MT20 unless otherwise indicated. � G E N B �.
5)Gable requires continuous bottom chord bearing. ,4. ��.'�\ S'�'.q
6)Gable studs spaced at 2-0-0 oc. • • /-
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '• • 3938•_
8)•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 wily: *
fit between the bottom chord and any other members. w: list'
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7 except Qt=1b) - ••M :
11=135,12=150,9=135,8=150. ���.�
10)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. I. O ATE • 'ILL:
♦ :
.'�,'ONAt-� `��•
FL Cert. 6634
February 24,2015
4 ■
/
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/161015 BEFORE USE.
Design valid for use only with MIlek connectors.This design Is lased only upon parameters shown,arxt is for an individual building component.
Applicability of design parameters and proper Incorporation of component Is responsLllty of building designer.not buss designer.Bracing shown
Is lot lateral support of IrldMkdual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek•
erector. Addtrxy permanent bracing of the overall structure Is the responsibility of the Ixdding designer.For general guidance regarding
fabrication.quality control,storage,delivery.erection and bracng,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Intormatton walable from Truss Plate institute.781 N.tee Street.Suite 312.Adexandrki VA 22314. Tampa.FL 33610
Job ;Truss Truss Type Qty Ply Hoioman Residence
16863410
.1140588-A 'G02 Common 10 1
Job Reference(optional)
Manning Building Supplies, JacksonviNe.FL 7.610 s Jan 16 2015 MTek industries.Inc. Tue Feb 24 14:36:43 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-7NkDWx_A709R64613dXO0K?ZNvuaiN?FvadXLRzhvgo
1 -1-5-8 1 5.8.8 1 11-5-0 1 12-10-8 1
1-5-8 5-8-8 5-8-8 1-5-8
Scale=1:44.5
5x5=
3
1
t_1
1
12.00 12
14 15
13 16
2 4
=� 5
1
17 g 18 ;<? 'Old
7j "?
1 4x4= �� io
�� 4x4= 1.5x4 I _4
-1.5-8 } 5-8-8 11-5-0 1 12-10-8
1-5-8 5-8-8 5-8-8 1-5-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.11 6-12 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 i BC 0.64 Vert(TL) -0.19 6-9 >875 180
BCLL 0.0 ' Rep Stress Incr YES 1 WB 0.07 Horz(TL) 0.17 5 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:75 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 JOINTS 1 Brace at Jt(s):6
MiTek recommends that Stabilizers and required cross bracing
be Installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=529/0-5-8,5=522/0-5-8
Max Horz 1=-221(LC 10)
Max Uplift 1=-180(LC 12),5=-182(LC 12)
Max Gray 1=536(LC 17),5=529(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-491/181,2-13=-821/229,13-14=-557/231,3-14=-528/253,3-15=-556/252,
15-16=-585/231,4-16=-803/229,4-5=-378/182
BOT CHORD 2-17=-261/716,6-17=-40/479,6-18=-40/479,4-18=-263/536
WEBS 3-6=-45/344
NOTES-
1)Unbalanced roof live loads have been considered for this design. 1111111•
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psh BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4f1;Cat.II; %%Ili, •ii,
Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-2-12 to 1-9-4,Interior(1)1-9-4 to 5-8-8,Exterior(2)5-8-8 to 8-8-8 ,%% -A ilk, A• X44 iii
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown; %• l� CY 'e
Lumber DOL=1.60 plate grip DOL=1.60 ; •\G E Ns�..Se,
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A. • •'. r yA
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 wills '. • 39381_ •
fit between the bottom chord and any other members,with BCDL=10.0psf. '*
5)Bearing at joint(s)1,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify _ •
capacity of bearing surface. Al :rcr
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)1=180 s� Z.
5=182. •• .•• ANT E • ��:
7)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. , T�•A" Q `:
.,�sS,O AL�?,%%%
�t111111
FL Cert. 6634
February 24,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/16/3015 BEFORE USE.
Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual budding component.
Applicability of design parameters and proper incorporation of component Is responsibility of bulk-ling designer-not truss designer.Bracing shown
Is for lateral support of IndNidu l web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the �'Tek• ,
erector. Additional permanent bracing of the overall structure Is the responsibility of turn tiding designer.for general guidance regarding I
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criferla,DSB-89 and BCSI Building Component
qu ty acing• h dln9 , 6904 Parke East Blvd.
Safely Information available frore Truss Plate institute,781 N.Lee Street,Suite 312,Alexcxd rkr.VA 27314. ! Tampa.FL 33610
I
Job Truss Truss Type I Qty 1 Ply 1 Holloman Residence
16863411
J140588-A G03 Common 1 1
1 I Job Reference(optional) 1
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:44 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-bZlb;H?ouhH Ij EhUdL2dZXYnulEIRrRO8EMVttzhvgn
-1-5-8 , 5-8-8 I 11-5-0 { 12-10-8 i
1-5-8 ' 5-8-8 5-8-8 1-5-8
Scale=1:44.5
5x5=
3
12.00 12
14 15
rWy 16
13
2 4
•►� 5
r2 ci
4 1 17 6 18 17 17.*
m
J>
6` 3x4= 1.5x4 I 3x4= Cr l0 1'
ilk
-1-7-0 5-8-8 11-5-0 12-10-8
l
1-7-0 I 5-8-8 i f
5-8-8 1-5-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.06 6-12 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.09 6-12 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 n/a tVa
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:75 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 JOINTS 1 Brace at Jt(s):6
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=555/Mechanical,5=527/0-3-8
Max Horz 1=730(LC 18),5=-776(LC 17)
Max Uplifts—189(LC 12),5=-182(LC 12)
Max Grav1=561(LC 17),5=534(LC 17)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-939/456,2-13=-512/157,13-14=468/165,3-14=-369/182,3-15=-368/180,
15-16=454/162,4-16=-505/156,4-5.925/453
BOT CHORD 2-17=-699/472,6-17=-699/472,6-18.699/472,4-18=-699/472
WEBS 3-6=0/278
NOTES-
. 1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft B=45ft;L=24ft;eave=4it;Cat.II; ,��%,� /////
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-4 to 1-5-12,Interior(1)1-5-12 to 5-8-8,Exterior(2)5-8-8 to 8-8-8 ,%%‘0%,',,C. A• .q4 /i.
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; %• 0 •
•..... . .6? �i
Lumber DOL=1.60 plate grip DOL=1.60 ,`� sz%•,..\G E IV �.•9A i,
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • •'. r
4)•This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '. • 3938 I._ •
fit between the bottom chord and any other members,with BCDL=10.Opsf. *
5)Refer to girder(s)for truss to truss connections. :
6)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacitE •....... •f�.
of bearing surface. .• a •
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=189�0• ATE • :��;
5=182.
8)Non Standard bearing condition. Review required. '�i��'�< p A V"..'�� �`
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. 'i is • .... G's.
to
FL Cert. 6634
February 24,2015
0 WARNING-Verily design paramdars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.02/16/2015 BEFORE USE.
MN
Design valid for use only with Mflek connectors.This design Is based only upon parameters shown.and is for an individual building component.
Applicability of design parameters and proper incorporation of component Is responsil llity 01 Lxildixi designer-not truss designer.Bracing shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stabllty during construction Is the responsibility of the
erector. Adllkrlal permanent txacing of the overall structure Is the responsibility of the talking designer.For general guidance regarding MiTek'
• 1 fabrication,quality control,storage,delivery.erection and tracing.consult ANSI/TPII Quality Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avalc3,le from truss Plate Irstltute.781 N.Lee Street.Suite 312.Nexdndria,VA 22314. Tampa.FL 33610
•
,
Job Truss Truss Type 'Qty I Ply Holoman Residence
T6863412
J140588-A G04 Common 1 1
Job Reference(optional) I
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:45 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-3mszxdOOf?P9LN FhB2a5514tSiaZAGLYNu620Jzhvgm
7-2-0 14-4-0
I
7-2-0 I l
7-2-0
505= Scale:1/4'=1'
2
12.00 FIT
12
13
n
n 14
n 11
3
1
- d / ` to
15 4 16 1..7.1
3x6// 1.5x4 I I 3x6
7-2-0 I 14-4-0 I
7-2-0 7.2-0
Plate Offsets(X,Y)-- [1:0-1-10,0-1-81,13:0-1-10,0-1-81
LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.05 4-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.11 4-7 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 I Code FBC2010/TPI2007 (Matrix-M) Weight:63 lb FT=20%
. LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing j
WEDGE be Installed during truss erection,in accordance with Stabilizer ■
Lett:2x4 SP No.3,Right:2x4 SP No.3 Installation guide. ,
REACTIONS. (lb/size) 1=530/Mechanical,3=530/0-5.8
Max Horz 1=-229(LC 10)
Max Uplittl=-191(LC 12),3=-191(LC 12)
Max Grav1=589(LC 17),3=589(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-11=-884/462,11-12=-508/177,2-12=435/197,2-13=-435/197,13-14=-508/177,
3-14=-867/462
BOT CHORD 1-15=-2137/3057,4.15=-20/394,4-16=-20/394,3-16=-2137/3057
• WEBS 2-4=0/376
• NOTES-
1)Unbalanced 2)Wind:ASCEr7-10;Vultt=130mph(3 second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24tt;eave=4ft;Cat.II; ���• oil`5 f S A. q ,�
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3.0-0 to 7-2-0,Exterior(2)7-2-0 to 10-2-0 ,. ,N....-
r• •...•••• (.e i,
zone;cantilever lett and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,� .. •'•\C E N d•••.9 0,
Lumber DOL=1.60 plate grip DOL=1.60 • \.' — •,��••
3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ;• •• • 3938
4)'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=10.Opsf. _ =
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s)except(jt=lb)1=19 r'•AL-
�..-
3=191. i ATE • 14/�
7)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .......0". k/
.,SS ..� 0 N AL E?0;nmIto
FL Cert. 6634
• February 24,2015
f
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.02/16/1015 BEFORE USE.
iill..
Design valid for use only with Mllek connectors.Ills design Is based only upon parameters shown,and is for on individual balding component.
Applicability of design paaneters and proper Incorporation of component Is responsibility of bolding designer•not truss designer.Bracing shown 1
Is for lateral support of lnd lvtdud web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek"
erector. AMIllio al permanent bracing of the overall structure is the responsibility of the bolding designer.For general guidance regarding
tabrtcatkrn,quality control,storage,delivery-erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bled.
Safely Information available from Truss Rate Institute,/St N.lee Street Sidle 312,Alexaxlrkl.VA 22314. Tampa.FL 33610
• , ,
Job Truss Truss Type Qty Ply Holleman Residence
j T6863413
J140588-A G04A i Common 1 1
i Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:46 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-XyPL8z12QJY0zXgtlm55eyd2C6wovjahbYrbymzhvgl
7-2-0 14-4-0
7-2-0 7-2-0
5x5= Scale:1/4'.1'
2
12.00 12 11
12 13
o
n 14
3
1
4,,..1 �. Io
15 4 16
3x6 4 1.5x4 I 3x6''
i 7-2-0 l 14-4-0 i
7-2-0 7-2-0
Plate Offsets(X,Y)-- 11:0.1-10,0-1-8],13:0-1-10,0-1-8]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.05 4-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.11 4-7 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 3 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:63 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
WEDGE be installed during truss erection,in accordance with Stabilizer
Left:2x4 SP No.3,Right:2x4 SP No.3 Installation guide.
REACTIONS. (lb/size) 1=530/Mechanical,3=530/Mechanical
Max Horz 1=-229(LC 10)
Max Uplift1=191(LC 12),3=191(LC 12)
Max Grav1=589(LC 17),3=589(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-11=-884/462,11-12=-508/177,2-12=-435/197,2-13=-435/197,13-14=-508/177,
3-14=-867/462
BOT CHORD 1-15=-2137/3057,4-15=-20/394,4-16=-20/394,3-16=-2137/3057
WEBS 2-4=0/376
NOTES-
1)2)Wind: roof live loads have
Vult=l30mph(3-second'gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45f1;L=24ft;eave=4th Cat.II; ```,,``rks l A. A'nit.
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-2-0,Exterior(2)7-2-0 to 10-2-0 ,∎ Off••......• ...--4!? i,
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;,:% ,)%••.••\C N S�•.1A 0,
Lumber DOL=1.60 plate grip DOL=1.60 A. • _- �a,;1:•,,,V.
•
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ■ '• • 39381_ •
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 wile *
fit between the bottom chord and any other members,with BCDL=10.0psf. ;
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)except Qt=1b)1=191 • `� ;rte:
3=191. T;0'.: • _ ATE • �e
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. zll
'�iss,p N A1-E���`�
X111111%
FL Cert. 6634
February 24,2015
V WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02.116/2016 BEFORE USE — ■'
Design valid for use only with MiTek connectors.This design is Ixi ed only upon parameters shown.and Is for an Individual IxAcfng component.
Applicability of design parameters and proper Incorporation of component Is resporobllty of brlkilng designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability doming conshuchon Is the responsibility of the MiTek
erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding 1
fabrication,quality control,storage,delivery"erection and tracing,consult ANSI/1Pl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalabte from Truss Plate institute.781 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa.FL 33610
It 1 r
Job Truss Truss Type i Qty Ply HoHoman Residence
16863414
1J140588-A GO4B Common 9 1
Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7810 s Jan 16 2015 MiTek Industries.Inc Tue Feb 24 14:36:46 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-XyPL8z12QJY0zXgttm55eyd2C6wovjahbYrbymzhvgl
7.2.0 14-4-0
72-0 I 7-2-0 i
555= Scale:114'=1'
2
el
12.00171-2-
,2 13
14
a
^
I, 11
3
1
efe' ■
2 15 4 16
356// 1.554 1 356\'
7.2-0 14-4-0
72-0 I 7-2-0
Plate Offsets(X,Y)-- 11:0-1-10,0-1-8),13:0-1-10,0-1-81
i
LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (lac) Udell lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.05 4-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.11 4-7 >999 180
BCLL 0.0 * Rep Stress Ina YES WB 0.08 Horz(TL) 0.01 3 n/a r/a
BCDL 10.0 Code FBC2010/TPI2007 I (Matrix-M) i Weight:63 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.2 i MiTek recommends that Stabilizers and required cross bracing
WEDGE I be installed during truss erection,in accordance with Stabilizer
Left:2x4 SP No.3,Right:2x4 SP No.3 1 Installation guide.
REACTIONS. (lb/size) 1=530/0-5.8,3=530/Mechanical
Max Horz 1=-229(LC 10)
Max Uplift1=-191(LC 12),3=-191(LC 12)
Max Grav1=589(LC 17),3=589(LC 18)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-11=-884/462,11-12=-508/177,2-12=-435/197,2-13=-435/197,13-14=-508/177,
3-14=-867/462
BOT CHORD 1-15=-2137/3057,4-15=-20/394,4-16=-20/394,3-16=-2137/3057
WEBS 2-4=0/376
NOTES-
. Unbalanced roof live loads have been considered for this design. ��011111111 /��
2)Exp C;ASCE GCpi=0.18;3MW FRS(directional)al)a d C-C Exterior(2)0-0.0 to 3-0-0,Inntterior(1)3-0-0 to 72.0,Exte or(2)7-0 to 10-2-0 %%,-.Vv.PS A. A4 ',,"i
B
zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for ■reactions shown;,.mob• •••\Ci E•N$�•.-71,0j'
Lumber DOL=1.60 plate grip DOL=1.60 A. • •• �'--„,.
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • •, • 39380 •
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=t 0.Opsf.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=19=• -` ��
3=191. . ATE :::,tos. �/7)"Semi-rigid pitchbreaks with fixed heels"Member ed fixity model was used in the analysis and design of this truss. 0•• k'•�� e•1, R1Pt :::(',1��ss/O fV. • ���•
"Iit,uIt1't
FL Cert. 6634
• February 24,2015
0 WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.02/16/2016 BEFORE USE.
IMIN
Design valid for use only with MUek connectors.This design Is Lased only upon parameters shown.and Is for an Indlvldual building component.
Appkabily of design parameters and proper Incorporation of component is responsibility of txilding designer-not truss designer.Bracing shown
Is for lateral support of IndtvkAlal web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek'
erector. Additional permanent tracing of the overall structure Is the respors8�lllly o1 the bullring desi id
gner.f<x general guidance regarding
fabdco8on,quality control,storage,delivery"erection and bracing.consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Rale Institute.781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Tampa.FL 33610
$ 1 ' •
Job I Truss Truss Type Qty Ply Holtman Residence
16863415
J140588-A 11101 GABLE 2 1
' Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:47 2015 Page 1
I D:pgrkyeHn2mE4ZbY2uq_PY6y49SD-?BzkMJ 1 gBcgtahP3ITcKBAAIGWOpeB8reCb9UCzhvgk
3.8.8 I
3-8-8
Scale=1:10.8
2
1.5x4 II
5.00 12 '
•
•
1
0 II
...4111111111111111111111A111
III
a
0
3
2x4 G 1.5x4 11
i
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:12lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=107/3-8-8,3=107/3-8-8
Max Horz 1=60(LC 11)
Max Upliftl=-36(LC 12),3=-41(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2pst;BCDL=3.0psf;h=2511;B=45ft;L=24ft;eave=2ft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2) 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.
3)Gable requires continuous bottom chord bearing. ,,`fit. I•�.if�,,
4)Gable studs spaced at 2-0-0 oc.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,•%‘-A P.S,A• q� I#j
6)'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 ., Q\"` ' ,
fit between the bottom chord and any other members. ,`� ••.��G E N S�.•97 ��i
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. '. iOj
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. :• '' • 39380 ._
� AA
r. ,-„11 •- --
,,e---
TE • .'i[/
�-- T • 4' OR1OP,:; `�.
C, .
'�0. S/4NA`c .`s •
inllit
FL Cert. 6634
February 24,2015
0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. am
, ma.
Design vald for use only with Mllek connectors.This design is based only upon parameters shown.and Is for on inriv$dtx11 bttldkrg component.
Applicability of des gn parameters and proper Incorporation of component S responsibility of building designer not buss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek"
erector.Additional permanent tracing of the overall structure Is the responsibility of the laing designer.fax general guidance regarding
fabrication,quality control,storage,delivery.erection and txactq.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information arralable from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexarxirks,VA 22314. Tampa.FL 33610
C r r
Job Truss Truss Type !Qty 'Ply Holleman Residence
16863416
J140588-A H02 Monopitch , 1
Job Reference(optional)
Manning Building Supplies. Jacksonville,FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:47 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-7 8zkMJlgBcgtahP3ITcKBAAKKWO1eB8rgCb9UCzhvgk
I
-1-6-0 3-8-8 I
•1-6-0 3-8-8
Scale=1:13.0
3
1.5x4
5.00 Fli
8
I
`i
1 '/ 4
■/
2x4= 1.5x4 11
I 3416
3-8-8
LOADING(psf) SPACING- 2-0-0 CSI. i DEFL. In (loc) Udell lid PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.01 4-7 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.09 1 Vert(TL) -0.01 4-7 >999 180
BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a
BCDL 10.0 1 Code FBC2010/TPI2007 (Matrix-M) Weight:16 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except
BOT CHORD 2x4 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
I MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
I Installation guide.
REACTIONS. (lb/size) 4=102/Mechanical,2=246/0-3-8
Max Horz2=89(LC 11)
Max Uplift4—34(LC 9),2=146(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-8=-256/131
BOT CHORD 2-4=-266/284
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II;
Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-6-11 to 1-5-5,Interior(1)1-5-5 to 3-6-12 zone;cantilever left and
right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate
grip DOL=1.60 `�11111111i
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �% X11
3)•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 ``‘•�-A r,— A• q� -∎
fit between the bottom chord and any other members. ♦ 0' •'.......• e ei
4)Refer to girder(s)for truss to truss connections. `� .•'�G E N S+'• a 74.,. ■•5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) -- �• : T-1t
2=146. • 3938!
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �' .
. •111111L: 1111011r
' SATE • c��'��,5�ONA�GN:::
FL Cert. 6634
February 24,2015
r, 1 _
0 WARNING•Verity design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE 1411.7473 rev.02/1612015 BEFORE USE.
Design valid tot use only with MIlek connectors.this design is based only upon parameters shown.and is for an Individual building component.
ApplicaWlty of design parameters and proper incorporation n o1 component Is responsibility 01 building designer•not truss designer.Bracing shown
Is for lateral support of 1nc11vktuxnl web members only. Additional temporary bracing to Insure stability drahg construction is the responsibility of the MiTek"
erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.n gui
Of general guidance regarding regarding
fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Cdterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd.
• Safety Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312.Alexandria.VA 22314. Tampa.FL 33610
x • • I
Job Truss Truss Type Qty Ply HoHoman Residence ■
76863417
J140588.A H03 Flat Girder 1 1
Job Reference(optional)
Manning Building Supplies. Jacksonvee.FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:36:48 2015 Page I
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-TLX6Ze21 xwokCr_FsA7ZjNiVFwdHNZM_3sKi0ezhvgj
1 3-2-0 I 6-4-0
3-2-0 3-2-0
3x5= 1.5x4 I I 3x5= Scale=1:13.8
1 2
•
_ 1
7 B 9 5 10 11
6x8=
HTU26 NAILED HTU26 NAILED HTU26
R*
6 2x4 11 4
2x4 11
3-2-0 6-4-0
I 3-2-0 I 3-2-0
Plate Offsets(X,Y)-- (5:0.4-0,0-4-41
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(TL) -0.02 5 >999 240 MT20 244/190
TCDL 7.0 1 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.04 4-5 >999 180
• BCLL 0.0 • Rep Stress Incr NO WB 0.32 Horz(TL) -0.00 4 n/a r1/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:38 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins, except
BOT CHORD 2x6 SP No.2 end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 6=1174/0-5-8,4=992/0-5-8
Max Horz 6=-69(LC 4)
Max Uplitt6=-499(LC 4),4.423(LC 5)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-6=-713/333,1-2=-1278/536,2-3=-1278/536,3-4=-713/333
WEBS 1.5=-617/1428,3-5=-617/1428
NOTES-
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft L=24ft;eave=4fh Cat.II;
Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60
plate grip DOL=1.60 101111111 std
2)Provide adequate drainage to prevent water ponding. 11 �I
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦♦0 OP"S A .q 1
4)•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 ♦• E ,i�
fit between the bottom chord and any other members. .i. �..•�,\C N 8�•..9i1.ii
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)6=499,2 .1��
. 4=423. • 39381 •
6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• *
7)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.startinc
at 0-9-4 from the left end to 4-9-4 to connect truss(es)to front face of bottom chord. - �nil� _
8)Fill all nail holes where hanger is in contact with lumber. ' ATE
9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). SOT•..,- Q'.. ��,
LOAD CASE(S) Standard , ••<O R 1.O"•' \•♦♦
1)Dead Rood LLive
(el(balanced):Lumber Increase=1.25,Plate Increase=1.25 ,�,',SS'O N Al'a-'%%♦♦
Vert:1-3154,4.6=-20
Concentrated Loads(lb)
Vert:7=-510(F)8=-82(B)9=-510(F)10=-82(B)11=-535(F) FL Cert. 6634
February 24,2015
■
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.02t16/2015 BEFORE USE.
Design valid for use only with METek connectors.This design Is based only upon parameters shown.and Is log an lndM ival brAdny component.
Applicability of design parameters and proper incorporation of component is responskhlllty of building designer-not truss designer.Bracing shown
Is for lateral support of Individual web members only. Additional temporary tracing to insure stabllty during construction Is the responsibility of the MiTek'
erector. Additional permanent bracing of the overall structure Is the responsibility of the balding designer.For general gold nce regarding
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPit Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bird.
Safely Information avald,le from Truss Plate Institute,781 N.Lee Sheet,Suite 312 Aiexarx1rkt,VA 22314. Tampa.FL 33610
X I ■
Job Truss Truss Type Qty Ply Holloman Residence
T6863418
J140588-A P01 GABLE 1 1
Job Reference(optional)
Manning Building Supplies. Jacksonville.FL 7.610 s Jan 16 2015 MiTek Industries,Inc. Tue Feb 24 14:36:48 2015 Page 1
ID:pgrkyeHn2mE4ZbY2uq_PY6y49SD-TLX6Ze21xwokCr_FsA7ZINiWOwlo NeG_3sKiOezhvgj
2-10-4 5-8-8 I
2-10-4 I 2-10-4
Scale=1:17.5
4x4=
2
12.00 12 U
re
a
3
vQ 1 IF o
3 O :❖.•.•.•❖.•:.•.❖.❖ ❖.:❖.•.•.•.••.•.!!.•.•.❖.• •.•.❖.•.•�•.•.•�•.•.•.•.•.•.•.•.•.•: o
4
2x4// 1.5x4 I 2x4\\
543$ I
5-8-8
I
LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in (loc) Vdefl Lid ' PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 IC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) rVa - n/a 999
BCLL 0.0 • Rep Stress Inc/ YES WB 0.01 Horz(TL) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:18 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins.
8OT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=86/4-7-2,3=86/4-7-2,4=119/4-7-2
Max Horz 1=-63(LC 10)
Max Upliftl=-45(LC 12),3=-45(LC 12),4=-14(LC 12)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced root live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psh BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1.
4)Gable requires continuous bottom chord bearing. ``�11111111/���
5)Gable studs spaced at 2-0-0 oc. �,
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,+,‘∎ p,S A. •xi I,�
•,......
7)"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 %• E 6. •
fit between the bottom chord and any other members. �.. •••\,\C NS F•••
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. — w�,
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. '' ;,_39381_
10)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building = *. 411101117""
designee
' ' ATE • '�
•
ii t.9/�ONA�Env
FL Cert. 6634
February 24,2015
Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.02/16/2015 BEFORE USE.
Design valid for use oNy with Mllek connectors.Its design Is based only upon pxraneters shown.and Is for an Indlvkkral building component.
Applicabllty of design parameters and proper I ncorp oratkxn of component is responsibility of building designer-not puss de-signet.Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to Inure stability during construction Is the responslblllity of the
erector. Additional permanent bracing of the overall structure Is the responsibility of the buldng designer.For general guidance regarding Milt*"
iat,dcatlon.quality control,storage,cdellvery,erection and loading,consult ANSI/TPII Quality Criteria.0S8-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610
• t r m
Job Truss Truss Type Qty Ply Horoman Residence
T6863419
J140588-A P02 Piggyback 2 1
,Job Reference(optional)
Manning Building Stipples, Jacksomie,FL 7.610 s Jan 16 2015 MiTek Industries.Inc. Tue Feb 24 14:3649 2015 Page 1
I D:pgrkyeH n2m E4ZbY2uq_PY6y49S D-xX5U m_3xiEwbq?ZSQueoGbFgPJ3o65T8H V4GZ4z hugs
2-10-4 5-8-8
I 2-10-4 I 2-10-4
4x4= Scale=1:18.9
2
12.00 7 IL
3
1 - Ilii _
r II NIP
4
2x4 i, 1.5x4 2x4\-
5-8-8 {
5-8-8
LOADING(psi) I SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a - n/a 999
BCLL 0.0 • Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3 n/a rVa
BCDL 10.0 1 Code FBC2010ITPI2007 (Matrix) Weight:21 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 1=104/5.5-0,3=104/5-5-0,4=144/5-5-0
Max Horz 1=-76(LC 10)
Max Uplifll=-55(LC 12),3=-55(LC 12),4=-16(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=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4it;Cat.II;
Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical 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)Gable requires continuous bottom chord bearing.
4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
5)•This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 001111111i/'
fit between the bottom chord and any other members. A. /?",•;'/'°0,
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. ,� -A P. q�
7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ' •.SG.
8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building :��.\(%)..•�� E N S�'••designer. • •
• 3938!
- „mo :qtr
pI :� .
ATE •
•'b,�4 YOR1° '.0' s-••
i. 11111lll0�
4
FL Cert. 6634
February 24,2015
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A01.7473 rev.02116/2015 BEFORE USE. NI 1
Design valid for use only with Mffek connectors.Mb design Is based only upon parameters shown,and Is for an Individual boding component.
Applicability of design parameters and proper Incorporason of component is responsibility of txiWtng designer-not truss designer.Bracing shown
Is for lateral support of k cividual web members only. Additional temporary bracing to kwae stability during conshuctlo n Is the responsibility of the
erector. Additional permanent bracing of the overall structure Is the responsibility of tho tusking designer.For general guidance regarding MiTek'
fabdcafl rr,quality control,storage.delivery,erection and bracing-consul ANSI/TPI1 Quality Cdterta,OSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avalable from bras Plate Insirute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610
1 It r
W
O 2 Zg m r -, • �° Vn
- do ci' �� D m D O p D
7.Q 11.11 X m Mii A _ D
7 0 QQy_�Q Q n -0 3 O -( 0
-m7� O a o 1 O N
_
(2,.(0 ° 0 0 O -c 0 C 7 �,pc<7 if HI
Q N3 °� ° 00 0 mt, a0 N6 Q (� Q 007"(D 0002 Q .O 0ON Cy9-0
° 7 'U7QQ7 7•£ y.,-% 0-'y Q ? (Q w0 O_- ° Q6 -f ° "=12-QOQ-O 0 0
°(° Q � o�� ° mm ° ° n�Dm6 0 �� ° 3 Q � � y °.� 3myo ° m
c ° Cip 0300 7000 Q Q6� Z Q . 0 C (D] 0 00a y• ° (�D00 -° -
K° oQ~ (7.0- _03 QQQ- = mo0 30 Q ° 7 >
e, 0 00
m
Q p" Q3 7 -'DO 0QO7 ti70 Op' , O7Q� -4
�=5. (,-, 0 C(Q Q O7 (D O� 0� 3 06
ti O 3y 7 Qc
Q \/ (n 9, 0 a 7 (D ° y m ° 3 Q n ='
Q70 ° p (° (DGQ (D (Q f 0070 oN �O O Q 0 >4 7
0 0,3 c=1 70-. 6 -7 in7Q� yo 0
5.0 K (flnO.ZN O7Q y° Q N 7 (D OO y
(Qo C (D OC36Q O7 C � o x
7 n«o 7 - C5 -.Q Q Cy
K
m a cm i> O A c i =A 0 TOP CHORD
m co A m c-, z cn
0 �v' �, C A, 7•ZD C
(D j a? m
O cm 6
p
.
Q O O5 N � Am
V w
co co.,— N o • W' N y N°n N O O (D N a-4m m MINI
p 0 m'
(/ Tcn O m
g � Q y
•
Co D n (G n .(D • 43� a N �
.
0 , K m a /
co
V a ® O ? j. /}rte
w D p 70 n ® c,, O - \V
0 Z y r 0 7 3
O y -,7c /ta, co
N
m O, 7
P
N 0 ® u,
O
c„ m TOP CHORD
Q
O O p :O W :-4
P (T A W t Q O 0 111 >
•>0 �0m -°(D °00 o Q•P° ao "5c -.o 8Ho C , D';_ -0 C) 00. go oo-c Qr 0 Q
la off- (D--0 o -27 D mo 4O 0-36 6m' 3°3 f; -a co 05 6om " om< A-m 0�m0 (nom 3 Fp
�7 'a£ O0 o °O 3 $.3 roo m;°(D 0 .0 ,-m oo <7 RR-D 3 ma c$ 3m (oDCa 0S (Q
-o "p 03 a Qp 70 Q c (a'O ce "x 5 , �Qu 33 5, (, px ci20 Q
JC -•(D•p 2•jcp Q O0." 0 00 Q" 0(D 0 p (D x o �C °pv. N (ppn. 0- o"7 QQ (� O
o_m '-,Q 'OQ 8. , 7 au, rig 7Q ma clog og4 (D (D3 mmQ R0T um
a- 3 , Q o (� ,o.
'�3 Q (D3� m m� o OD as .00 50 per? a7 7 a (0 0 cDa0 om m° C
((pp 0(p _ pp.
000 NO o„0 3 . ..c Oo 00 30 g.' c p7(D _. off 0=o QC � o Op 57 g'Q (D
6c 0�(D o �2 s .0 7� ` po0 Q : 0y (�. -� go oap (o? in -H
o(Q H3 pQa �� ° o 00 3Q a . °" �T 2 g(Q H., z �_. O n -I
�Q ,a3 c ,3 o_ o9 9>0 O vQ mF5o mH 'o a£6 60" y.� � 7 �oa�. 0(6 O 0
(p(D (6 N 7 3 (D Q D 5 ("D a p n� c`6 a 3 2. £N D' 0 - Q a p g N Q77 p��Jpp " p c li
3' (D� Q 0 ° c Q 0 NN (pp- 6-u., per. OT C tiQc (O �(D "a Q'pO Q QQ 5-- (-1 0,
pp £" 33 ° ('�,Q a _.fi on Dma �' 00 Da. v£t2 - $7 6(p <m(7 my ` /
(y ��• p0 ° h� C O cp �� A 6g No app _. NO pD- -IQp fly
o ag •p o -2 H
H mR. 4° 6- T 7" 5 00 oa7 Q
R0 �8 0 o , 3:fl (DU Qo `p° pa n mm 6 m a3 -8(D 'D6 C -ft
Q co- p 0 a 0". -0 mQ aQ 60 oo -o .R g gg o 22 ci3 v, m
o
G y� ° a o ii Q 00 m 0 0 g 0 . �0 3 cp m o� �� �(p `�(Q
9. cD m a 3 �Q Q a ..( t( Cr O 0 NO N -2 Z
N Q a. 3 pl' o °R 3
m
0 3 0
�
m -
CA