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HomeMy WebLinkAboutTruss=LIFE SAFETY WARNING
This symbol identifies Life Safety Warnings that should be read
given special attention by all persons installing trusses.
SPACING NOTE
TRUSSES FOR THE FIRST MODEL SHOULD BE SHIPPED AND SUCCESSFULLY SET BEFORE ANY MORE TRUSSES ARE BUILT FOR THAT MODEL?
R IN ADVANCE FOR A SPREADER BAR OF 17' - 23 IN LENGTH
ARRANGE WITH CRANE OPERATOR e
until the are brace10"/
d per BCSI & properly nailed to straps & hangers I✓ IVY(
A Do not stand on trusses y
� I
T(` i3E SL 1
AI DON'T LIFT TRUSSES
tilt €: WITH SPANS LONGER THAN
,•')Tr U 30' BY THE PEAK.
CONSULT BCSI
MULTIPLE PLY TRUSSES MUST BE
ASTENED TOGETHER PER ENGINEERIN
BEFORE SETTING. REFER TO
ENGINEERING DRAWING TO DETERMINE
IF MULTIPLE PLY.
30' Span or less 30' to 60' Span
` Spread Bar
Lin
Approx Spun
to
Line 1/2 0( span
i� REFER TO SCSI
^e used Truss must be set this way if crone use0
r�ss c This is on example, truss may not match.
ma«h
way Insist crane operator sets truss this way.
-s; t
All load bearing walls, headers,
beams & lintels must be in place
at indicated height before trusses
® are installed. Alli
AtFZ �—tAN�t—ER NOTE
UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES
ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR
ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT
WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS.
CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR.
For Truss to Truss
Connections see
hanger/connector
schedule in engineering
package.
Carrying Girder
ails must be tas
o
shown. Guide tabs
Dome angle nails.
russ
hp
iA':,ti
{ l
rp6
\. PHII OKi
i INDICATES LOAD BEARING
REQUIRED BY TRUSSES
SUPPLIED BY BUILDER
AT A HEIGHT OF 8'-0"
IN - II� ��t I ABOVE FINISHED FLOOR
�i/
CORNER DETAIL
b VFNHANGS NO] S,1(,tNN FOR CLARIrV
AT PLATES BY CHAMBERS
1
upset=1/4" heel=315/16"
PLUMB CUT END
401 2 x 4 Top Chord
WALL HEIGHT 8'
a TYPICAL END DETAIL
fair
•:
'� 12
ww ° 8
12 200
' r upset=114" heel=3 15116"
PLUMB CUT END
r
2 x 4 Top Chard
WALL HEIGHT 8'
END DETAIL: TYPICAL VAULT
I �
I I
I 14'4"
4n1_n" �, V-4"
PORCH RIGHT
FABRICATION J
TRUSSES CANNOT 9E aTARTED UNTILTNIS
The Net desaili of the property where the to
.3. Unlaia written news a prvv,uw yr •^'••.o
ayi M delivery the tmderslgned agrees that n'
tch wdasn notke Is banished chambers Truss
The rspelrs requhed, or to substlh¢e othart u
4. Tha undersigned ectmoivdadges rodelpt of'S
'6. Daled b to Job she. aµ they bn�ehs�u
NEW IS SIGNED E RETUI
II be Installed Is:: .
---------------
a buss placersent diagram
betlon of to trauas.
s undesigned.
to Chambers TNsa within 1
.ni wi be allmed..In th
,a throe (3) Mini a days I
Chambers optlon:
3' summary sheet by TPI S 1
,w .v"te the lob site sue
boyar Ia recDonao,e rm rod Tor delvery or buyer Is not prepared ter delivery a IN
oods due to site con
atuae fob stte Ie riot PrePe
yer la responsible to Chem �rs 7TN:� fowl lg to cJtenge arty eh°ngea are. me
I. Pdce as shown bl parsg p Chambers Truss.
r laybut. A $50 per hour fee for revtslbns may be dlarged br _
r merit a roasoriable prke 11
ImroPoe'o"CI be made on daOverY eM Datd within lama
deMery. Irnoia, meY.be made at scheduled data M dalNery H boyar amnot r
Overy of fabrketed trusses. The and agrsas to pay Chambers.TNse roasr
Wme)rs tee for collection° N event of payment not tlmety made.l-12'/. Per month s
large wIU be added for aU sums not pelth,dwlthin terms.sag' _Or
& SlgnatulderaUonaof Che bars TNsasede% 9 credit for "a Me at the under
cons uarsMeas D rTdr when due of any and all Indabtednass ov
uom oval 9 e ro�h,I„ g metadel and the undersigned agrees to pa'.
hambers TNsa by emy Nay
dabladnesa Including ettpmeys teas, il defaue In payment for material be made
telplem.'
�1�y�e1, b re nietrteotda"to Aare the.Dher
erOes gareestha a eels vane to enY a °ch ed
e Sslnt 61 County, Florida. ed Guldelln
1t. Design n,sponslNlples ate Der'N'MZ' Standard And d Woo end.
ta'spbnslhllltles For CaNtrucUon Using Metal plat° Connecled.WoodTNssee
wsvrpgWTCA4-2001"
FO
71�ayberai"ed 13CS11-03 b�pteuerttlNuY&damn
sses must be fastened together per engineerh
sei, failure to do so l an result In root cotlaps peuired and can gave
rmanent brectenn 1b11 re of the truss erector,
y and Is the rasp t71Studythe conents ofth
bet9 Information ore setting truss§st Included on delft
Iltmwnwstbeaetarrdbracedp;dWgndoP Wu°y&duW
Trusses must be S; plumb and square
Do trot set bunks or stack of plywood, roofing material or a
w : ' Do n Bleat bunks
d loads on trusses, this can cause collapl
d n O C
9 - e : p p NOT $ET
w a TRUSSES US/NG THIS LA
'YO
c u m m
C Is e « _ v 4 ''USE LAYOUT DEuvERED VYITH TRUSSES TO SET TRUSS
d a o -a o h = CHAMBERS TRUSS INC
o e A, Q c4
a w E n
„a
i o
y e s a '1x C e` Y. A
N C
o a+ e c YJt •e so A 3106 Oleander Avenue
s 0$ u n 3? y n Fort Pleri Florida 34882.6423
4 Q o 800-551-5932
i n Fax 772.466.87
f t'ortPlerce 772-465.2012 .�2-286-33
Vero Beach ' 772-569-2012 Stuart art
fy
LIJ
I
I I 14"1 I 6'i I 14"
i� SLOU
PECIAL
AREAS ARE OF PORCH LEFT
f SPECIALL CONCERN & MUST BE f
� CHECKED CAREFULLY &MAY �
INDICATE DEVIATION FROM �,� 16 TRUSS DRAWINGS ;ARE ATTACHED TO LAYOUT
�,_ PLANS.,
92.0/93.2 MITEK 4.2
DESIGN CRITERIA
County
SAINT LUCIE
Building Department
ST LUCIE COUNTY
Wind Design Criteria
ASCE 7-2010
Wind Design Method
Main Wind Force Resisti
Roofing Material
Shingle or Shake
Loading in PSF
Roof R.D.L.
Top Chord Live
20
Top Chord Dead
7 4.2
Bottom Chord Live
10 Non -Concurrent
Bottom Chord Dead
10 3
TOTAL Load
37 7.2
Duration Factor
1.25
Wind Speed '
165mph
Top Chord C.B.
Sheeting by builder.
Bottom Chord C.B.
Sheeting by builder.
Highest Mean Height
15'1
Building Type
ENCLOSED
Building Category
II:Non Restrictive
Exposure Category
C
Barrier Island
No
Conforms to FBC 2014
R.D.L =Restraining Dead Load C.B.=Continuous Bracing
Verify DESIGN CRITERIA shown above with the
building department and your engineer.
Design Criteria is the responsibility of the
Chambers Truss Inc. Drawing Name: M11364
Scale: 1 /4 = 1'
83 total trusses, 16 different trusses.
MI 4: RLC ACAD: RLC Reviewed By:_ �-y�&
Date:07/29/14 Revised:08/04/16
FOR
WYNNE BUILDING CORP.
DESCRIPTION:
70' ROYAL W/2 CAR GARAGE
PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE
M 11364F1
�3
�v�rle
k.
r
® Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek® Q�-s
RE: M11364 - 70' Royal with 2 car garage MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Tampa, FL 33610-4115
Customer Info: Wynne Project Name: 70' Royal with 2 car garage Model:
Lot/Block: Subdivision:
Address: unknown
City: St. Lucie County State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph
Roof Load: 37.0 psf Floor Load: N/A psf
This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that l 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
1
T9237300
A
8/9/16
2
T9237301
Al
8/9/16
3
T9237302
A2
8/9/16
4
T9237303
A3
8/9/16
5
T9237304
A4
8/9/16
6
T9237305
ATA
8/9/16
7
T9237306
ATB
8/9/16
8
T9237307
BHA
8/9/16
9
T9237308
GRA
8/9/16
TO
T9237309
J1
8/9/16
11
T9237310
J3
8/9/16,
12
T9237311
J5
8/9/16
13
T9237312
J7
8/9/16
14
T9237313
J8
8/9/16
15
T923731.4
KJ7
8/9/16
16
T9237315
KJ8
8/9/16
The truss drawing(s) referenced above have been prepared by MiTek
USA, Inc. under my direct supervision based on the parameters
provided by Chambers Truss.
Truss Design Engineer's Name: Albani, Thomas
My license renewal date for the state of Florida is February 28, 2017.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design.
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSUTPI 1, Chapter 2.
%�. M; •EN <e 2
'. S TA F
••�� R +r0.w 'rr .
Thomas A. Albani PE No.39380
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
August 9,2016
Albani, Thomas 1 of 1
Job
Truss
Truss Type
Qty
Ply 70' Royal with 2 car garage
T92373D0
M11364
A
HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL /.64U 5 Apr iv 2016 MI I eX Industries, Inc. I us Aug Ve 13:1 Z:4D 2016 rage 1
I D:OLulzpi0?_SmS_J UbP6BgtzFJ4j-kUdRFINKPGagKBgeLT5Gal ALwGJYeBHDfjwDATypalm
--15 4-11-2 19-11-2-0 35-0-0 --01000 1-1-0 5-8 -7-15 $0-r11-06-7715 34-1 4 -05-0-8 6-0q
rl1
6
4.00 12
4X8 2X3 14x4 =
3X4 =
4 22 5 6 23 7
Scale = 1:61.8
__ 14 6x8 = 1L _
3x5 = 3X4 3x6 = 3x6 = 3x8 3X4 =
10-0-0 14-111 25-0-0 35-0-0
10-0-0 4-11-0 10-1-0 10-0-0
N
n
C6
0
Im
6
Plate Offsets (X Y)--
f2:0-2-8 Edgel 14:0-5-4 0-2-01 f9:0-3-2 Edgel
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Vdefl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.25
Vert(LL) -0.15
11-13 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.47
Vert(TL) -0.39
11-13 >623 240
BCLL 0.0
Rep Stress Incr YES
WB 0.82
Horz(TL) 0.02
9 n/a n/a
BCDL 10.0
Code FBC2014/fP12007
(Matrix-M)
Weight: 160 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=440/0-8-0, 13=1565/0-8-0, 9=674/0-8-0
Max Horz 2=107(LC 7)
Max Uplift2=-295(LC 8), 13=-922(LC 8), 9=-433(LC 8)
Max Grav2=474(LC 17), 13=1585(LC 1), 9=695(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-456/253, 4-22=-372/760, 5-22=-372/760, 5-6=-372/760, 6-23=-755/447,
7-23— 755/447, 7-8=-831/450, 8-9= 1155/661
BOT CHORD 2-15=-135/392, 12-13=-37/281, 11-12=-37/281, 9-11=-520/1051
WEBS 3-15=-374/348, 4-15=-144/344, 4-13=-905/526, 5-13=-297/263, 6-13=-1137/728,
6-11=-260/613, 8-11=-350/339
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35ft; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 2, 922 lb uplift at joint 13
and 433 lb uplift at joint 9.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
®'WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MUM) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
�
a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Insiitule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal with 2 car garage
T9237301
M11364
Al
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL /.e4u s Apr 19 20i o M11 etc mausmes, inc. 1 ue Aug us 13: 1 Z:46 20 I6 rage 1
I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-ChBpSeOyAaihyLkgvBcV7FjLygYeNbnN uNfmjvypall
1-0- 6-5-9 12.0-D 18-0-12 23-0-0 25-10-5 35-0-0 6-0-
-0-0 6-5-9 5-6-7 6-0-12 4-11-5 2-10-5 9-1-11 -0-0
3x6
4.00 12
5x6 =
3x4 = 5x6 =
4 20 5 21 6
13 12 3x4 =
3x4 = 5X6 = 2,00 F12
8-8-2 i 14-9-0 23-0-0 24-6-8 35-0-0
8-8-2 6-0-14 8-3-0 1-6-11 10-5-8
Scale = 1:62.9
3x12 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.93
Vert(LL) 0.68
10 >621 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.93
Vert(TL)-1A411-12
>368 240
MT18HS
244/190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.80
Horz(TL) 0.40
8 n/a n/a
BCDL 10.0
Code FBC2014/fPl2007
(Matrix-M)
Weight: 154lb
FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1362/0-8-0, 8=1336/0-8-0
Max Horz 2=126(LC 7)
Max Uplift2=-831(LC 8), 8=-819(LC 8)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3154/1861, 3-4=-2911/1716, 4-20=-2634/1614, 5-20= 2634/1614, 5-21=-3771/2177,
6-21= 3771/2177, 6-7= 5230/2979, 7-8=-5525/3138
BOT CHORD 2-13=-1658/2941, 12-13— 1281/2446, 11-12=-1733/3241, 10-11 =-1 955/3831,
8-10=-2881/5252
WEBS 3-13=-314/328, 4-13=-211/435, 4-12=-133/435, 5-12=-894/551, 5-11=-245/701,
6-11= 293/184,6-10=-1199/2107,7-10= 358/361
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 831 Ib uplift at joint 2 and 819 lb uplift at
joint 8.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into The overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of Trusses and Truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal with 2 car garage
T9237302
M11364
A2
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi I ek industries, Inc. rue Aug 09 13:12:4/ 20i 6 rage 1
ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-gtlBg_PaxugYZVJOSu7kgSGYc4uS6??W71 PKFLypalk
1-0- 8-11-15 U-0-0 21-0-0 26-1-2 35-0-0 6-0
-O-D 8-11-15 5-0-i 7-0-0 5-1-2 8-10-14 -04
4.00
3x6
4x5 =
11 '-
2x3 I 5x12 =
2.00 F12
5x8 =
Scale = 1:62.9
3x12 =
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) Well Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC, 0.81
Vert(LL) 0.68
9 >618 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.89
Vert(TL) -1.43
9-10 >293 240
MT18HS
244/190
BCLL 0.0
Rep Stress Incr YES
WB 1.00
Horz(TL) 0.40
7 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 151 lb
FT = 0
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 2-2-0
oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 4-3-0 oc bracing.
WEBS 2x4 SP No.3 *Except`
5-9: 2x4 SP M 30
REACTIONS. (lb/size) 2=1366/0-8-0, 7=1332/0-8-0
Max Horz2=146(LC 7)
Max Uplift2=-835(LC 8), 7=-814(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2985/1701, 3-4= 2373/1431, 4-5=-2273/1421, 5-6=-5207/2930, 6-7=-5549/3139
BOT CHORD 2-11— 1477/2760, 10-11= 1477/2760, 9-10=-1505/2927, 7-9= 2885/5280
WEBS 3-11=0/259, 3-10=-644/431, 4-10= 185/461, 5-10=-816/445, 5-9=-1381/2679,
6-9=-390/400
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 835 lb uplift at joint 2 and 814 lb uplift at
joint 7.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valld for use only with MITek(3) connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Welk`
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal with 2 car garage
T92373D3
M11364
A3
SPECIAL
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL r.ovv s Apr ra zv io mn ert nwua,nes, mc. n uy — ,u.,c.Y, cv.. yo ,
I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-gtlBg_PaxugYZVJOSu7kgSGXP4tO61 AW 71 PKFLypalk
1-0 8-0-10 16-0-0 19-0-D 26-1-3 35-0-0 6-0
1-0 8-0-10 7-11-6 3-0-0 7-1-3 8-10-13 -0-0
d3
6
3x6 =
4.00 12
4x6 = 5x8 =
13 3x4
2x3 11
5x6 =
2.00 FIT
Scale: 3/16"=1'
3x12 =
8-0-10
14-9-0
19-0-0
24.6-8 35-0-0
8-0-10
6-8-6
43-0
5-6-8 10-5-8
Plate Offsets (X Y)--
f3:0-3-0 0-3-4) (5:0-4-0 0-2-3) (7:0-3-0
Edge) [8:0-1-15 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.89
Vert(LL)
0.72 10 >583 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.92
Vert(TL)
-1.17 10-19 >358 240
MT18HS
244/190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.86
Horz(TL)
0.41 8 n/a n/a
BCDL 10.0
Code FBC2014lrP12007
(Matrix-M)
Weight: 161 lb
FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30 `Except`
TOP CHORD Structural wood sheathing directly applied.
5-7: 2x4 SP M 31
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3 `Except`
5-10: 2x4 SP M 30
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1363/0-8-0, 8=1335/0-8-0
Max Horz 2=165(LC 7)
Max Uplift2= 833(LC 8), 8= 817(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3113/1785, 3-4=-2339/1400, 4-5=-2371/1488, 5-6=-5196/2948, 6-7=-5457/3199,
7-8=-5590/3199
BOT CHORD 2-13= 1572/2895, 12-13=-1574/2890, 11-12= 1065/2174, 10-11=-1177/2419,
8-10=-2945/5318
WEBS 3-13=0/284, 3-12=-824/565, 4-11= 202/541, 5-11=-400/209, 5-10=-1636/2998,
6-10=-484/484
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 817 lb uplift at
joint 8.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
��
a truss system. Before use, the building designer must verify the applicabillty of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated. Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
Welk`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal with 2 car garage
T9237304
M11364
A4
SPECIAL
16
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:48 2016 Page 1
I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-83JZtKPCiByPBfuCOcezcgoj W U DcrVOfMh8tnnypalj
1-0- 8-6-0 17-6-0 24-6-8 27-4-7 35-0-0 6-0
-0-0 8-0-0 9-0-0 7-0-8 2-9-15 7-7-9 1-0-0
rli
6
4.00 12
6x8 =
13
2x3 5x8
3x6 % 2.00 12
8-6-0 14-9-0 24-6-8 35-0-0
Scale = 1:61.8
3x12 =
Im
0 r
0
Plate Offsets (X,Y)--
f2:0-3-14,0-1-81,j7:0-3-O,Edgel,f9:0-1-15,Edge1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.80
Vert(LL) 0.78
11 >537 360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.90
Vert(TL) -1.61
11-12 >261 240
MT18HS
244/190
BCLL 0.0 '
Rep Stress Incr YES
WB 0.80
Horz(TL) 0.43
9 n/a n/a
BCDL 10.0
Code FBC2014/rP12007
(Matrix-M)
Weight: 153 lb
FT = 0
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30 `Except`
TOP CHORD
Structural wood sheathing directly applied or 2-2-0
oc purlihs.
5-7: 2x4 SP M 31
BOT CHORD
Rigid ceiling directly applied or 4-2-7 oc bracing.
BOT CHORD 2x4 SP M 30
WEBS
1 Row at midpt 5-11
WEBS 2x4 SP No.3 `Except`
5-11: 2x4 SP M 30
REACTIONS. (lb/size) 2=1363/0-8-0, 9=1335/0-8-0
Max Horz 2=-1 79(LC 6)
Max Uplift2= 833(LC 8), 9=-817(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3092/1791, 3-4=-2331/1366, 4-5=-2249/1388, 5-6=-5319/3083, 6-7=-5228/2966,
7-8=-5271/2965, 8-9=-5609/3202
BOT CHORD 2-13=-1577/2874, 12-13= 1577/2874, 12-20— 1017/2069, 20-21=-1013/2078,
11 -21 =- 1009/2091, 9-11=-2953/5339
WEBS 3-13=0/255, 3-12= 853/609, 5-12=-56/334, 5-11 =-1 895/3433, 6-11= 320/311,
8-11=-305/296
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity
of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 817 lb uplift at
joint 9.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not
�°
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal with 2 car garage
T9237305
M11364
ATA
ROOFTRUSS
5
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi rek Industries, Inc. Tue Aug 09 13:12:49 2016 Page 1
I D:yDOdW M W eu991 iJ70SDveiFyfR5h-cGty5gQgTV4GppTPaJ9CItL?qufUai hpaLuQJEypali
r1-0-Q 8-5-4 13-0-0 17.6-0 22-0-0 26-6-12 35-0-0 $6-0-0
1-0-0 8-5-4 4 fi-12 4 6-0 4 6-0 4-6-12 8-5-4 1-0-0
�1
6
4.00 FIT
4x4 =
Scale = 1:60.8
17 .- 15 14 12
4x5 =
2x3 14x6 = 3x8 = 2x3 I I 4x5 =
3x8 = 4x6 =
1
Im
6
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/deft Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.38
Vert(LL)
0.29 14-15 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.54
Vert(TL)
-0.74 14-15 >565 240
BCLL 0.0
Rep Stress Incr
YES
WB 0.47
Horz(TL)
0.15 10 n/a n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix-M)
Weight: 166lb FT=0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD Rigid ceiling directly applied or 6-3-10 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0
Max Horz2=179(LC 7)
Max Uplift2— 775(LC 8), 10=-775(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3157/1570, 3-4=-2665/1326, 4-5=-2594/1337, 5-24=-2667/1402, 6-24=-2617/1425,
6-25=-2617/1425, 7-25= 2667/1402, 7-8=-2594/1337, 8-9=-2665/1326, 9-10= 3157/1570
BOT CHORD 2-17=-1360/2929, 16-17� 1360/2929, 15-16=-1360/2929, 15-26=-744/1961,
26-27=-744/1961, 14-27= 744/1961, 13-14— 1360/2929, 12-13=-1360/2929,
10-12=-1360/2929
WEBS 6-14=-454/918, 7-14=-258/191, 9-14=-539/400, 6-15=-454/918, 5-15=-258/191,
3-15= 539/400
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at
joint 10.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING -Verify design parameters and READ NOTES ON THIS. AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M[TekO connectors. ]his design is based only upon parameters shown, and is for an individual building component, not
��
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
IViiTW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal wish 2 car garage
T9237306
M11364
ATB
ROOFTRUSS
2
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi I eK inaustrles, Inc. T ue Aug U9 13:12:bu 2U16 rage 1
I D:yDOd W M W eug91iJ70S DveiFyfR5h-4SQKIORSEpC7Rz2b8OhRH5uB9H_iJVryp?d_sgypaih
r1-0-Q 8-5-4 13-0-0 17-6-0 22-0 0 26-6.12 35-0-0 13-10
3 0-Q
OO-00 8-5-4 4f-12 4-6-0 4 6-0 4 6-12 8-5-4 1-0 0
6
Scale=1:60.8
4.00 12 4x4 =
3x5 =
2x3 II 4x6 = 3x8 = 2x3 II 3x5 =
3x8 = 4x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.28
Vert(LL)
-0.16 15-16
>510
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.60
Vert(TL)
-0.22 12-14
>766
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.41
Horz(TL)
0.05 10
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 166 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings 0-8-0.
(lb) - Max Horz 2=-1 79(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) except 2=-487(LC 8), 10=-487(LC 8), 16= 288(LC 8), 15=-288(LC 8)
Max Grav All reactions 250 lb or less at joint(s) except 2=726(LC 1), 10=726(LC 1), 16=682(LC 13), 15=673(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1171/719, 3-4=-482/391, 4-5=-412/402, 5-26=-484/466, 6-26= 434/489,
6-27=-434/489, 7-27= 484/466, 7-8=-412/402, 8-9=-482/391, 9-10= 11711719
BOT CHORD 2-19=-554/1049, 18-19=554/1049, 17-18= 554/1049, 16-17=-82/415, 16-28= 82/415,
28-29= 82/415, 15-29=-82/415, 14-15=-82/415, 13-14=-554/1049, 12-13=-554/1049,
10-12= 554/1049
WEBS 7-14=-257/190, 9-14=-749/497, 9-12=-39/336, 5-17= 257/190, 3-17=-749/497,
3-19= 39/336
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=5fh Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart.
4) The solid section of the plate is required to be placed over the splice line at joints) 18, 13.
5) Plate(s) at joint(s) 18 and 13 checked for a plus or minus 4 degree rotation about its center.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 2, 487 lb uplift at joint 10
, 288 lb uplift at joint 16 and 288 lb uplift at joint 15.
9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage- delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal with 2 car garage
T92373D7
M11364
BHA
BOSTON HIP
1
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mrlek Industries, Inc. I ue Aug 09 13:12:60 2016 Page 1
I D:yDOd W M W eu991iJ70SDveiFyfR5h-4SQKIORSEpC7R22b8OhRH5uCIH49JOkyp?d_sgypalh
15-6-0 21-6-0
1.0. 9-6-0 11-6-0 13-6-01 - 0 17-6-0 19-6-0 27-40 23-6-0 25-6-0 2&0-0 35-40
1-0.D 7-40 2-6-0 2-0-0 2-0.0 6- 1-6-0 2-0.0 2-0-0 1.6-0 6- 2-0.0 2-0-0 2-6-0 7-0.0
Scale: 3/16°=1'
—_
(+) Top chord must be braced by end jacks,
4.00 12
4x4
roof diaphragm, or properly connected
12
14
17
purlins as shown.
3x6 % 9
20
3x6
8
22
5x12 %
4 6
3x6
3x4
24 5x12
3
11
15
19 1
26
23 27
t2
n
28 29 ,n N
—
O
35
34 33
32
o
31 30
3x6 = 3x8 =
3x4 =
3x6 = 3x4 =
3x4 =
7-0-0
14-0-0
21-0-0
28-0-0 35-"
7-0-0
7-0-0
7-0-0
7-0-0 7-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udefl Ud
PLATES GRIP
TCLL
20.0
Plate Grip DOL 1.25
TC 0.24
Vert(LL)
0.05 30-41
>999 360
MT20 244/190
TCDL
7.0
Lumber DOL 1.25
BC 0.25
Vert(TL)
-0.09 30-41
>999 240
BCLL
0.0 '
Rep Stress Incr NO
WB 0.87
Horz(TL)
0.02 28
n/a n/a
BCDL
10.0
Code FBC2014ITP12007
(Matrix-M)
Weight: 208lb FT=0%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing: 32-33.
JOINTS 1 Brace at Jt(s): 11, 19, 15, 23, 7
REACTIONS. All bearings 0-8-0.
(Ib) - Max Horz2= 179(LC 6)
Max Uplift All uplift 100 lb or less at joint(s) except 2=-344(LC 8), 33=-500(LC 8), 32=-453(LC 8), 28= 353(LC 8)
Max Grav All reactions 250 lb or less at joint(s) except 2=540(LC 17), 33=818(LC 1), 32=803(LC 1), 28=540(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-715/340, 27-28=-714/369
BOT CHORD 2-35=-209/681, 34-35= 214/658, 33-34=-214/658, 31-32= 242/604, 30-31=-242/604,
28-30=-237/626
WEBS 3-35=0/278, 27-30=0/278, 3-33=-847/538, 11-33=-369/332, 19-32=-363/315,
27-32=-837/508
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=701t; L=351t; eave=5ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are 2x3 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 2, 500 lb uplift at joint 33
, 453 lb uplift at joint 32 and 353 lb uplift at joint 28.
8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
9) Graphical pLlrlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord.
®WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
��
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
Tampa, FL 33610
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
city
Ply
70' Royal with 2 car garage
T9237308
M11364
GRA
HIP
1
1
Job Reference (optional)
l namoers i russ, inc., ron rrerce, rL r.ovu s mpr ro eu r o mr i en muusmes, inc. i ue mug ua r s r o i zu ro raga i
I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-Ye_iVLS4?6K_26dnhkCgglQDyhLj2px62fNX06ypatg
1-0- 8-0-0 14-11-0 20-11-2 27.0.0 35-0-0 6.0-
-0-0 8-0-0 6-11-0 6-0-2 6-0-14 8-" -0-0
r11
6
4.00 FIT
5x8 =
3 22 23
2x3 11 3x6 = 3x6 = 4x8 =
24 25 426 27 285 629 30 31 327
Scale = 1:61.8
15 33 34 1435 13 3637 38 12 394011 41 70 42
3x4 - 2x3 11 3x6 = 6x10 = 3x4 = 4x6 = 2x3 II 3x6 -
8-0-0 14-11-0
20-11-2
27-0-0 35-0-0
8-0-0 6-11-0
6-0-2
6-0-14 8-"
Plate Offsets (X,Y)--
i2:0-1-6,Edgel,r3:0-5-12,0-2-121,i7:0-5-4,0-2-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.85
Vert(LL)
0.17 10-12 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.55
Vert(TL)
-0.32 10-12 >749 240
BCLL 0.0 "
Rep Stress Incr NO
WB 1.00
Horz(TL)
0.10 8 n/a n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
Weight: 154 lb FT = O%
LUMBER-
BRACING -
TOP CHORD 2x4 SP M 30
TOP CHORD
Structural wood sheathing directly applied or 3-11-7 oc purlins.
BOT CHORD 2x4 SP M 30
BOT CHORD
Rigid ceiling directly applied or 6-0-4 oc bracing.
WEBS 2x4 SP No.3 `Except'
WEBS
1 Row at midpt 3-13, 6-13
4-13: 2x6 SP No,2
REACTIONS. (lb/size) 2=733/0-8-0, 13=3566/0-8-0, 8=1262/0-8-0
Max Horz 2=88(LC 7)
Max Uplift2_ 494(LC 8), 13=-2144(LC 8), 8=-812(LC 8)
Max Grav2=744(LC 17), 13=3566(LC 1), 8=1266(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3-1234/716, 3-22=-876/1598, 22-23=-876/1598, 23-24- 876/1598, 24-25- 876/1598,
25-26=-876/1598, 4-26=-876/1598, 4-27= 876/1598, 27-28=-876/1598, 5-28=-876/1598,
5-29=-876/1598, 6-29_ 876/1598, 6-30=-1527/993, 30-31= 1527/993, 31-32=-1527/993,
7-32- 1527/993, 7-8- 2827/1694
BOT CHORD 2-15=-555/1111, 15-33=-566/1151, 33-34=-566/1151, 14-34= 566/1151, 14-35=-566/1151,
35-36= 566/1151, 13-36=-566/1151, 13-37= 811/1527, 37-38=-811/1527,
38-39=-811/1527, 12-39= 811/1527, 12-40=-1492/2658, 11-40= 1492/2658,
11-41= 1492/2658, 41-42=-1492/2658, 10-42=-1492/2658, 8-10=-1480/2618
WEBS 3-15- 208/783, 3-13=-2916/1744, 4-13= 788/734, 6-13= 3407/2049, 6-12- 216/791,
7-12=-1246/745, 7-10=-223/754
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 lb uplift at joint 2, 2144 lb uplift at joint
13 and 812 lb uplift at joint 8.
7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of Trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal whh 2 car garage
T9237306
M11364
GRA
HIP
1
1
Job Reference (optional)
cnamoers truss, inc., ton rterce, tL
i.o9u s.vpr ra euio mitetc inuusmes, inc. iue mug ua to; —ot—to rage
I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-Ye_iVLS4?6K-26dnhkCgglQDyhLj2px62fNX06ypalg
NOTES-
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 229 lb up at 8-0-0, 107 lb down and 173 lb up at 8-6-0, 107
Ib down and 173 Ib up at 10-6-0, 107 Ib down and 173 lb up at 12-6-0, 1071b down and 173 lb up at 14-6-0, 107 lb down and 173 lb up at 16-6-0, 107 Ib down and 173 Ib up at
18-6-0, 107 lb down and 173 lb up at 20-6-0, 107 lb down and 173 lb up at 22-6-0, 107 lb down and 173 lb up at 24-6-0, and 107 lb down and 173 lb up at 26-6-0, and 131 lb
down and 229 lb up at 27-0-0 on top chord, and 515 lb down and 303 lb up at 8-0-0, 79 lb down and 1 lb up at 8-6-0, 79 lb down and 1 lb up at 10-6-0, 79 lb down and 1 lb up
at 12-6-0, 79 lb down and 1 lb up at 14-6-0, 79 lb down and 1 lb up at 16-6-0, 79 lb down and 1 lb up at 18-6-0, 79 lb down and 1 lb up at 20-6-0, 79 lb down and 1 lb up at
22-6-0, 79 lb down and 1 lb up at 24-6-0, and 79 lb down and 1 lb up at 26-6-0, and 515 lb down and 303 lb up at 27-0-0 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3— 54, 3-7=-54, 7-9=-54, 16-19=-20
Concentrated Loads (lb)
Vert: 3= 131(B) 7=-131(B) 15=-515(B) 10= 515(B) 22= 107(B) 23= 107(B) 24=-107(B) 26= 107(B) 27= 107(B) 28=-107(B) 29— 107(B) 30=-107(B) 31= 107(B)
32=-107(B) 33— 50(B) 34= 50(B) 35=-50(B) 36=-50(B) 37= 50(B) 38=-50(B) 39= 50(B)40= 50(B) 41=-50(B) 42=-50(B)
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
��
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal w sh 2 car garage
T9237309
M11364
J1
MONO TRUSS
8
1
Job Reference (optional)
Truss, Inc., Fort Pierce, FL
7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:52 2016 Page 1
I D:o HTg505Ds3TR?kt?m4?ZGyzbQDE-OrY4jhTjlQSrgGB_FRjvN WzaG5pPnVoFGJ64wZypalf
1-0-0 1-"
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 20.0
Plate Grip DOL 1.25
TC 0.11
TCDL 7.0
Lumber DOL 1.25
BC 0.01
BCLL 0.0
Rep Stress Incr YES
WB 0.00
BCDL 10.0
Code FBC2014/fP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP No.3
BOT CHORD 2x4 SIP No.3
REACTIONS. (lb/size) 3=9/Mechanical, 2=113/0-8-0, 4=4/Mechanical
Max Horz 2=48(LC 8)
Max Uplift3=-5(LC 5), 2=-127(LC 8), 4=-2(LC 5)
Max Grav3=11(LC 13), 2=113(LC 1), 4=1 O(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:6.2
3x4 =
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.00 5 >999 360 MT20 244/190
Vert(TL) -0.00 5 >999 240
Horz(TL) 0.00 2 n/a n/a
Weight: 5lb FT=0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 13CDL=3.0psf; h=15ft; B=70fh L=34ft eave=4ft; Cat. 11;
Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tail by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 127 lb uplift at joint 2
and 2 lb uplift at joint 4.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not
��
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek°
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erecflon and bracing of trusses and truss systems, scoANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal with 2 car garage
T9237310
M11364
J3
MONO TRUSS
8
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 Mi I e1c Industries, Inc. rue Aug US 1 s:lz:bz zuw rage 1
I D:oHTg505Ds3TR?kt?m4?ZGyzbO DE-OrY4jhTjlQSrgGB_FRjvN WzaG5olnVoFGJ64wZypalf
1-0-0 M-0
Scale =1:9.6
3x4 =
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.11
Vert(LL) -0.00
7 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.08
Vert(TL) -0.01
4-7 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00
2 n/a n/a
BCDL 10.0
Code FBC2014lrP12007
(Matrix-M)
Weight: 11 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=56/Mechanical, 2=179/0-8-0, 4=30/Mechanical
Max Horz 2=83(LC 8)
Max Uplift3=-51(LC 8), 2=-146(LC 8), 4= 3(LC 8)
Max Grav3=56(LC 1), 2=179(LC 1), 4=43(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=7011t; L=34ft; eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 3, 146 lb uplift at joint 2
and 3 lb uplift at joint 4.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE
Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing
MiTek'
prevent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.fabrication,
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandra, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal with 2 car garage
79237311
M11364
JS
MONO TRUSS
B
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:53 2016 Page 1
I D:oHTg505Ds3TR?kt?m4?ZGyzbODE-V 16Sw1TLW kailOmAp9E8vjVhLV4cWy2OVzseT?ypale
-11-0 5-0-0
1-0-0 5-0-0
Scale = 1:12.9
3x4 =
LOADING (psf)
SPACING- 2-0-0
CS1.
DEFL. in
(loc) I/defl Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.35
Vert(LL) 0.02
4-7 >999 360
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.27
Vert(TL) -0.04
4-7 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) 0.00
2 n/a n/a
BCDL 10.0
Code FBC2014ITP12007
(Matrix-M)
Weight: 17 lb FT = 0%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.3
TOP CHORD
Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=98/Mechanical, 2=270/0-8-0, 4=46/Mechanical
Max Horz 2=121(LC 8)
Max Uplift3=-94(LC 8), 2=-191(LC 8)
Max Grav3=98(LC 1), 2=270(LC 1), 4=73(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=70ft; L=34ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 3 and 191 lb uplift at joint
2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component. not
��
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fobricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal with 2 car garage
T9237312
M11364
J7
MONO TRUSS
16
1
Job Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTsk Industries, Inc. Tue Aug 09 13:12:53 2016 Page 1
I D:oHTg505Ds3TR?kt?m4?ZGyzbQD E-V16Swl TLW kaiiQmAp9E8vjVjwV00Wy2OVzseT?ypale
i -1-01 7-0-0 i
1-0-o 7-0-0
3x4 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.25
Vert(LL)
0.06
4-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.56
Vert(TL)
-0.15
4-7
>544
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2014[TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP No.3
REACTIONS. (lb/size) 3=1 41 /Mechanical, 2=360/0-8-0, 4=60/Mechanical
Max Harz 2=159(LC 8)
Max Uplift3= 138(LC 8), 2— 238(LC 8)
Max Grav3=141 (LC 1), 2=360(LC 1), 4=102(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale=1:16.5
PLATES GRIP
MT20 244/190
Weight: 23 lb FT = 0
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=70ft; L=34ft eave=4ft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 3 and 238 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss.
0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component. not
�'
Im
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
70' Royal with 2 car garage
T9237313
M11364
J8
MONO TRUSS
10
1
Job Reference (optional)
Cuss, Inc., Fort Pierce, FL
3x4 =
7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:53 2016 Page 1
I D:OLulzpiO?_SmS_JUbP6BgtzFJ4j-V76Swl TLW kail OmAp9E8vjVhgV5vWy2OVzseT?ypale
8-0-0
8-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.33
Vert(LL)
-0.08
4-7
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.25
Vert(fL)
-0.21
4-7
>440
240
BCLL 0.0
Rep Stress ]nor
YES
WB 0.00
Horz(TL)
0.01
2
n/a
n/a
BCDL 10.0
Code FBC2014/TP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30
SOT CHORD 2x4 SP M 30
REACTIONS. (lb/size) 3=1 61 /Mechanical, 2=404/0-8-0, 4=70/Mechanical
Max Harz 2=178(LC 8)
Max Upiift3= 158(LC 8), 2= 261(LC 8)
Max Grav3=161(LC 1), 2=404(LC 1), 4=119(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
Scale = 1:17.7
PLATES GRIP
MT20 244/190
Weight: 26 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=701ft; L=34ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 3 and 261 lb uplift at
joint 2.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
City
Ply
70' Royal with 2 car garage
T9237314
M11364
KJ7
MONO TRUSS
2
1
Job Reference (option 1
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:54 2016 Page 1
ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-zDgrBNUzH1 iZvaLMNsINSx2vtvSkFNwYkcbB?Rypald
6-11-1 9-10-1
1-5.0 6-11-1 2-11-0
Scale=1:21.1
3x4 = — " 65
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Lid
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.17
Vert(LL)
0.03
7-10
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.15
Vert(TL)
-0.06
7-10
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.15
Horz(TL)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC2014/fP12007
(Matrix-M)
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=42/Mechanical, 2=296/0-11-5, 6=317/Mechanical
Max Horz2=159(LC 8)
Max Uplift4=-74(LC 21), 2=-236(LC 8), 6=-196(LC 8)
Max Grav4=48(LC 13), 2=296(LC 1), 6=317(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-11= 514/367, 11-12=-545/364, 3-12=-517/338
BOT CHORD 2-13=-345/503, 13-14= 345/503, 7-14=-345/503, 6-7=-345/503
WEBS 3-6=-586/402
3x4 =
PLATES GRIP
MT20 244/190
Weight: 38 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. 11;
Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 4, 236 lb uplift at joint 2
and 196 Ito uplift at joint 6.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 67 lb up at 1-6-1,
83 lb down and 67lb up at 1-6-1, 98 lb down and 75 lb up at 4-4-0, 98 lb down and 75 lb up at 4-4-0, and 118 lb down and 118 lb up at
7-1-15, and 118 lb down and 118 lb up at 7-1-15 on top chord, and 8 lb down and 47 lb up at 1-6-1, 8 lb down and 47 lb up at 1-6-1, 17
lb down and 31 lb up at 4-4-0, 17lb down and 31 lb up at 4-4-0, and 32 lb down and 29 lb up at 7-1-15, and 32 lb down and 29 lb up at
7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 5-8=-20
Concentrated Loads (lb)
Vert: 3=-43(F— 21, B=-21) 7=-35(F=-18, B= 18) 11=134(F=67, B=67) 12=40(F=20, B=20) 13=48(F=24, B=24) 14=-3(F=-2, B=-2)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE.
Design valid for use only with Mi1ek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek`
prevent
Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Qty
Ply
70' Royal with 2 car garage
T9237315
M11364
KJ8
MONO TRUSS
2
i
Jab Reference (optional)
Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Tue Aug 09 13:12:55 2016 Page 1
1 D:OLuizpiQ?_SmS_J UbP6BgtzFJ4j-RQEDLjVb2LrQXkwZwaGc_8b35lnrt_oDhzGLIXuypalc
1-5-0 7.8-2 113-0
1-5-0 7-8-2 3-6-14
Scale=1:20.8
3x4 = 65
3x4 =
7-8-2
13-5-6 011-8
LOADING (psi)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.20
Vert(LL)
0.05
7-10
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.23
Vert(TL)
-0.09
7-10
>999
240
BCLL 0.0
Rep Stress [nor
NO
WB 0.28
Horz(TL)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC2014/fP]2007
(Matrix-M)
Weight: 44lb FT= 0%
LUMBER -
TOP CHORD 2x4 SP M 30
BOT CHORD 2x4 SP M 30
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=133/Mechanical, 2=370/0-11-5, 6=450/Mechanical
Max Horz2=178(LC 8)
Max Uplift4=-143(LC 6), 2=-279(LC 8), 6=-241(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-11=-756/522, 11-12= 782/519, 12-13— 752/494, 3-13=-705/441
BOT CHORD 2-15=-490/731, 15-16=-490/731, 16-17= 490/731, 7-17= 490/731, 7-18=-490/731,
6-18=-490/731
WEBS 3-7=0/288, 3-6=-829/555
NOTES-
1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=oft; Cat. II;
Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 4, 279 lb uplift at joint 2
and 241 lb uplift at joint 6.
6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 67 lb up at 1-6-1,
83 lb down and 67lb up at 1-6-1, 98 lb down and 75 Ito up at 4-4-0, 98lb down and 75 lb up at 4-4-0, 118 lb down and 118 lb up at
7-1-15, 118 lb down and 116 lb up at 7-1-15, and 139 lb down and 162 lb up at 9-11-14, and 139 lb down and 162 lb up at 9-11-14 on
top chord, and 8 lb down and 47 lb up at 1-6-1, 8 lb down and 47 lb up at 1-6-1, 17 lb down and 31 lb up at 4-4-0, 17 lb down and 31 lb
up at 4-4-0, 32 lb down and 29 lb up at 7-1-15, 32 lb down and 29 lb up at 7-1-15, and 46 lb down and 12 lb up at 9-11-14, and 46 lb
down and 12 lb up at 9-11-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-54, 5-8= 20
Concentrated Loads (lb)
Vert: 11=134(F=67, B=67) 12=40(F=20, B=20) 13= 43(F= 21, B= 21) 14=-130(F=-65, B=-65) 15=48(F=24, B=24) 16=-3(F=-2,
B=-2) 17=-35(F=-18, B=-18) 18=-63(F=-31, B= 31)
0 WARNING- Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. fits design Is based only upon parameters shown, and Is for an Individual building component, not
�
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this desfgn Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual trussweb and/or chord members only. Additional temporary and permanent bracing
MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrlcatlon, storage, delivery. erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component
6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
Tampa, FL 33610
Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
3/4' Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ff-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0 /1 d'
-
-I-
For 4 x 2 orientation, locate
plates 0-1/0 from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Nor
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
6-4-8 1 dimensions shown in ft-in-sixteenths
(Drawings not to scale)
1 2 3
TOP CHORDS
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR- 1311, ESR- 1352, ESR 1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
© 2012 MiTek® All Rights Reserved
MiTek°
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-brocing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19, Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.