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HomeMy WebLinkAboutTrussio
N
VA' CLNG
ime
26' D"
5' 4"
56'
6' O"
i
0"
i
w
U 0 8'-1' CLNG
O
QN
x Aa 2
8'-l' CLING
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNTY
®OCC
Hatch Legend
TRUSS END DETAIL
IP
ar
FUN. Curovanrowo
r "IV
FILE COPY
CAUTION!!!
DO NOT ATTEMPT TO ERECT
TRUSSES WITHOUT REFERRING TO
THE ME ESRINO DRAVANGS AND
SSCbB1 SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. (lu. SHEATHING,
SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS
MUST BE IN PLACE PRIOR TO
INSTALLING TRUSSES.
REFER TO FINAL ENGINEERING
SHEETS FOR THE FOLLOWING.
1) NUMBER OF DRUM PILES AND
NAILING SCHEDULE
a) BEARING BLOCK REQUIREMENTS.
5) SCAB DETAILS OF REQUIRED)
♦) UPLIFT AND GRAVITY REACTIONS
WARNING
Backc"os 1Vm Not Se Acoopted
RoOardless 0 FauN Without Prior
Notification By Cuatomar Wlihln 0
Noun And IwastiBation By
BuMlom FIn Soumc.
NO "CEPTIONS.
io Goneral Contractor b Resocnelble
TRUSS CONNECTION
LIST
TRUSS END DETAIL
IP
ar
FUN. Curovanrowo
r "IV
FILE COPY
CAUTION!!!
DO NOT ATTEMPT TO ERECT
TRUSSES WITHOUT REFERRING TO
THE ME ESRINO DRAVANGS AND
SSCbB1 SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE
IN PLACE PRIOR TO LOADING
TRUSSES. (lu. SHEATHING,
SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS
MUST BE IN PLACE PRIOR TO
INSTALLING TRUSSES.
REFER TO FINAL ENGINEERING
SHEETS FOR THE FOLLOWING.
1) NUMBER OF DRUM PILES AND
NAILING SCHEDULE
a) BEARING BLOCK REQUIREMENTS.
5) SCAB DETAILS OF REQUIRED)
♦) UPLIFT AND GRAVITY REACTIONS
WARNING
Backc"os 1Vm Not Se Acoopted
RoOardless 0 FauN Without Prior
Notification By Cuatomar Wlihln 0
Noun And IwastiBation By
BuMlom FIn Soumc.
NO "CEPTIONS.
io Goneral Contractor b Resocnelble
TRUSS CONNECTION
LIST
CITY
PRODUCT
LUS24
7
HTU26
HTU28
HHUS26-2
HGUS26-2
HGUS28-2
HGUS28-3
SHOP DRAWING / SUBMITTAL REVItw
APPROVED []A7P ROVEDAS NOTED
REVISE AND RESUBMIT RECTED
BIIILBER:
SUBMITTALWAS REVIEWED FOR DESIGN CONFORMITYANO
PORT SAINT LUCIE PROP
GENERAL CONFORMANCE TO CONTRACT DOCUMENTS
ONLY. THE CONTRACTOR IS RESPONSIBLE FOR
PROJECT:
MOULTON RES
CONFIRMING AND CORR 'Tj�6NJG DIMENSIONS AT JOBSITE
FOR TOLERANCE, G ¢ElQipgryTITIES, FABRICATION
PROCESSES
NODEL'
ARUBA WIPORCH
RNA\ E5/CONSTRUCTION,
COOROINATI H "'hhhlllliy{ R TRADES AND
I,QOREss: BRAGLEr TREEr
FULLCOMP jNTS
LorlBLocK:
-
�fa(�TRAC
Date: 'y
SUBDmSION:
—
CRY: PORT SAINT LUCIE3T LUCIE
ND,O�^
t% ?.'n
DRAWN BY: JL
JDBY: 2145270
ED F . Lu 1 T,
DATE: 1N1N1B SCALE: NTS
FLOR`O(`2�\�\
REVISIONS:
LI'W3oume
Tat S. KINGS HIGHWAY
FORT PIECE, FL M45
Ph. (TT2) -"I MTS
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
RE: 2125270-PSLP-MOULTON -
Site Information:
Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: MOULTON
Lot/Block: Subdivision: .
Address: BRADLEY STREET, .
City: PORT SAINT LUCIE State: FL
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa( FL 33610.4115
o e: .
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License It:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC20171TPI2014 Design Program: MiTek 20/20 8.2
Wind Code: ASCE 7-10 Wind Speed: 160 mph
Roof Load: 37.0 psf Floor Load: NIA psf
This package includes 38 individual, Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 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 T18343709 A01 10/11/19 23 T18343731 G1
10/11/19
2 T18343710A02 10/11/19 24 T18343732 G2
10/11/19
3 T18343711 A04 10/11/19 25 T18343733 G3
10/11/19
4 T18343712 A05 10/11/19 26 T18343734 HJ4
10/11/19
5 T18343713 A08 10/11/19 27 T18343735 HJ7
10/11/19
6 T18343714 A09 10/11/19 28 T18343736 V01
10/11/19
7 T18343715 B01 10/11/19 29 T18343737 V02
8 T18343716 B02 10/11/19 30 T18343738 V03
10/11/19
10/11/19 REVIEWED FOR
9 T1834371B03 10/11/19 31 T183437VO4
10/11/19C®DE
10 T18343718 B04 10/11/19 32 T18343740 40 V05
10/11/19 COMPLIANCE
11 T18343719 C01 10/11/19 33 T18343741 V06
10/11/19
12 T18343720 CO2 10/11/19 34 T18343742 V07
10/11/19 ST LUCIE COUNTY
13 T18343721 CO3 10/11/19 35 T18343743 V08
10/11/19 °
10/11/19
15 T18343723 CJ3. 10/11/19 37 T18343745 V110
B®CC
16 T18343724 CJ5 10/11/19 38 T18343746 V11
10/11/19
17 T18343725 D01 10/11/19
18 T18343726 D02 10/11/19
19 T18343727 D03 10/11/19
20 T18343728 E01 10/11/19
p
FILE COPY
21 T18343729 EJ4 10/11/19
22 T18343730 EJ7 10/11/19
The truss drawing(s) referenced above have been prepared by
UI VF�� ��'
l��
MiTek USA, Inc. under my direct supervision based on the parameters♦�
♦♦♦♦OP
,. G N S
provided by Builders FirstSource - Plant City.
.` R
0 182,
Truss Design Engineer's Name: Velez, Joaquin
*:
My license renewal date for the state of Florida is February 28, 2021.
IMPORTANT NOTE: The seal on these truss component designs is a certification
•, TE OF : �4/Z
• that the engineer named is licensed in the judsdiction(s) identified and that the
i� T'.• O P,;
• designs comply with ANSI1rPI 1. These designs are based upon parameters
• \�♦♦�
�� �` R 1.
" •••••����♦
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
�
s�
0„
given to MiTek or TRENCO. Any project specific information included is for MTek's or
A; 0
TRENCO's customers file reference purpose only, and was not taken into account in the
,preparation of these designs. MiTek or TRENCO has not independently verified the
Joaqul
Velez FE No. 8182
applicability of the design parameters or the designs for any particular building. Before use,
Mlrek
Inc. R:Ce 6634
r the building designer should verify applicability of design parameters and property
6904
a East BNd. parL33610
incorporate these designs into the overall building design per ANSIrrPI 1, Chapter 2.
Date:
October 11,2019
Velez, Joaquin 1 of 1
Job
Truss
Truss Type Cry
Ply
T1B343709
2125270-PSLP-MOULTON
A01
Scissor 2
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566, 8.240 s Jul 142019 Walk Industries, Inc. Ihu Uc11015:03:552019 Page 1
ID:EPnYVXLGnrrWsxd5lFlUfJy191R-cosj8lPjXBKWScJRRaact6PPV9iYsrHH9MnJ_3yUnLl
-0.0 -0-1 3- I 26-7-0•r-1 6-7 9&7 -11-0-0 7-0-1
61
d
- 6x6
4xe =
6.00 12
7-0-1 73-&8 19-6-15 I 26-7-0
7-U1 6-3-7 G3-] 7-04
6xB Zr
Style: 1/4'=1'
UP-
Plate Offsets (X Y)-
12.0-5-9 Edael 16:0-5-9 Edael
LOADING (I
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 1.00
Vert(LL)
-0.23
8
>999
360
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.85
Ven(CT)
-0.46
6.9
>682
240
MT20HS
187/143
BCLL 0.0
Rep Stress lncr YES
WB 0.64
Horz(CT)
0.33
6
rla
Na
BCDL 10.0
Code FBC2017ITP12014
Matri%SH
Wind(LL)
0.38
8-9
>816
240
Weight: 119 lb
Fr=20%
LUMBER -
TOP CHORD
2x4 SP No.1
BOT CHORD
2x4 SP No.2
WEBS
2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (go/size) 6=958/0-7-10, 2=1033/0-7-10
Max 12=143(LC 9)
Max Uplift 6=326(LC 13). 2=-369(LC. 12)
FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 23= 2984/3032, 3-4=-2095/2074, 4-5=-2096/2140, 5-6=-3004/3138
BOT CHORD 2-9=-2611/2653, 8-9=-2613/2642, 7-8=-2620/2669, 6-7- 2631/2675
WEBS 4-8=-1360/1494,5-8=-830/1233,5-74/285,3-8=-804/1195, 3-9=0/288
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 2-2-0oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-" to 5-0-0, Extedor(2) 5-" to 13-3-8, Comer(3) 133-8 to 19-6-15,
Extedor(2) 19-6-15 to 26-3-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Bearing at joints) 6, 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of beading surface.
7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) except (jt=lb)
6=326, 2=369.
~t Joaquin Velez PE No.68182
MITek USA, Inc. FL Cad 6634
6904 Parka East Blvd. Tampa FL 33610
Data:
October 11,2019
QWARNING. Vedrydesf9npevrhdvsend RPAONO1FS ON MMANDWCLUDEDMGEKREFENANCEPAGEM&74n.re.. ILLMOISBEFOREUSE
Design valid for use only with MOO connectors. This design Is based only upon parameters shown, and Is for an Individual builOing component, not
a trios system. Before use, me building designer must verify Me appllcablIlty of design parameters and properly Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckJing 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 antl property damage. For general guidance regarding the
fabrication storage, delivery, erection and bracing of trusses and truss system& seeANSVIPII Qualfly Criteria. OS349 and WSI Building Component
69M Parke East Blvd.
.$Only Infermalbmvaliable from Truss Plate Ins6Me, 218 N. We Street, Suite 312. Alexandria. VA 22314.
Tempe, FL 33610
Job
Truss
Truss Type City
ply
T18343710
2125270-PSLP-MOULTON
A02
Scissor 4
1
�JobReferencxs(optional)
Builders First Source, Plant City, FL - 32566,
8.240 s JuI14 2019 MITek Industries, Inc. Thu Oct 10 15:03:56 2019
Scale: 1/4'=l'
46 =
,TP =
ST1.5xB STP =
6x8 c
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-"
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/rP12014
CSI.
TIC 1.00
BC 0.85
WE 0.64
Matrix-SH
DEFL. in
Ven(LL) -0.23
Ven(CT) -0.46
Horz(CT) 0.33
Wind(LL) 0.38
(loc) Well L/d
7 >999 360
6-7 >681 240
5 Na Na
6-7 >809 240
PLATES GRIP
MT20 244/190
Weight: 1171b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 1=960/0-7-10,5=960/0-7-10
Max Hoa 1=-133(LC 10)
Max Uplift 1=-327(LC 12), 5=-327(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3011/3155,2-3=-2104/2160,3-4=-2104/2155,4-5=-3011/3150
BOT CHORD 1-8= 2665/2681, 7-8=-2663/2675, 6-7= 2671/2675, 5-6=-2673/2681
WEBS 3-7= 1371/1499.4-7=-830/1229, 4-6=0/265, 2-7— 830/1229, 2-8=0/285
NOTES-
1) Unbalanced roof live loads have been Considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. ll; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-3-13 to 63-13, Exterior(2) 6-3-13 to 13-3-8, Comer(3) 13-3-8 to 19-6-1S.
Fxtedor(2) 19-6-15 to 26-3-3 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide
will fit between the bottom chard and any other members.
5) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joinf(s) except 01=lb)
1=327. 5=327.
Joaquin Velez PE No.68182
MTek USA, Ina FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
Q WARNWG-Vedtydes/gnpammetcreand REAONOTES ON THLSANO INCLUDED MriENREFERANCEPAGEMp74Tama. TOA ISBEFORE USE
Design valid for use only with MBekS connectors. This design 6 based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the bWOing designer must verity the opplicabulty of design parameters and property incorporate this design Into the overall
building design. Bracing Indicated is to bucking lndMdual huss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
prevent of
6 dways required for slob0hy and to prevent collapse win possbie personal injury and property damage. For general guidance regarding the
6904 Parke East DWI.fabrication,
storage, delivery. erection and bracing of busses and truss systems, seeANSVWII GoaItlyDSB-a9 end SCSI Building Component
TamCmeM, a FL 33610
p
Safety Intoenplbrnvoilabletrem Truss Rate Instttute. 218 N. Lae Sheet Sure 31Z Alexandra, VA 2231A.
.
Job
Truss
Truss Type Ofy
P y
T18343711
Tb
2125270-PSLP-MOULTON
A04
SCISSORS 4
Relerenrs o tional
bulloem Hrsl bourse, rlam uny. rL-aeaoo, o.a+v. ^mow•^ ... ,.... I. "..
ID:EPnYvXLGrkM_W sxd5IF1UfJN91 R-YAzTZROz3paEhwTgZBz4zXUmpzOVKt5adFF0:
m
d
46 =
6.00 12 4
axis � 6x8
Scale = 1:49.1
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CSI.
TC 0.91
BC 0.82
W B 0.62
Matrix-SH
DEFL. In
Vert(LL) -0.23
Vert(CT) -0.45
Horz(CT) 0.33
Wind(LL) 0.36
(too) Well Lrd
9 >999 360
8-9 >685 240
6 n/a n/a
8-9 >859 240
PLATES
MT20
MT20HS
Weight: 120 lb
GRIP
244/190
187/143
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1
TOP CHORD
Structural wood sheathing directlyapplied or2-2-0 oc puriins.
SOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 3-3-1 oc bracing.
WEBS 2x4 SP No.3
WEDGE
Left: 2x4 SP No.3, Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=1031/0-7-10, 6=1031/0-7-10
Max Horz2=141(LC 11)
Max Uplift 2=-368(LC 12), 6=>368(LC 13)
FORCES. gb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2977/2930, 3-4=-2087/2034, 4-5=-2087/2031, 5-6=-2977/2932
BOT CHORD 2-10=-2496/2647, 9-10=-2498/2636, 8-9=-2502/2636, 6-8= 2501/2647
WEBS 4-9— 1262/1490,5-9— 804/1201,5-8=0/288, 3-9=-804/1202, 3-10=0/288
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18: MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 132-8, Comer(3) 13-3-8 to 19-6-0,
Exterior(2) 19-6-0 to 27-7-0 zone; cantilever left and Fight exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads.
5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-M wide
Will fit betweenthe bottom chord and any other members.
6) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=368, 6=368. -
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 68M
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
Q WARNING - Vfily aesl9npernmefenanEREADNO7ES ON MIS AND INCLUDED MREKREFERANCE PAGEMIP74M rev. IOU12015 BEFORE USE.
Design volid for use only Win MOex® connectors. Fhb design b based only upon parameters showm and b for an Individual bulltling component, not
a truss Mtem. Before use. the bulltling designer must verity Me applicability of design parameters and Drapery Incorporate this design Into the overall
building design. Bracing Indicated is to prevent bucNing of Individual Inuss 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 regofdIng the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIP11 Quality Cmeda. DSI4l9 and ICSI Building Component
fi90a Perm East Blvd.
Safety Infofmatter available from Tuts Plate Institute. 218 N. We Street Suke 312, Alexandra, VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type Oty
P y
T18343712
2125270-PSLP-MOULTON
A05
Roof Special 2
1
Job Reference (optional)
nwla .rs rlrsl auurua,
d
ram s.ny, r� - u<000,
6xe =
6.00 r12 4
Scale=1:49.1
STI.W STP= it = ,< ., ST1.5xe STP
3x6=
4x6 = 2x4 II 3xa = 2x4 11 3.00 12 6x8
LOADING (psf)
SPACING-
2-0-0
TCLL
20.0
Plate Grip DOL
1.25
TCDL
7.0
Lumber DOL
1.25
BCLL
0.0 '
Rep Stress Incr
YES
BCDL
10.0
Code FBC2017/TP12014
LUMBER -
TOP CHORD
2x4 SP No.1 'Except'
4-6,6-8: 2x4 SP No.2
BOT CHORD
2x4 SP No.2 *Except*
5-11: 2x4 SP No.3
CST.
DEFL. In
(loc) Vdefl Ud
PLATES GRIP
TC 0.86
Vert(L-) -0.23
7-9 >999 360
MT20 2441190
BC 0.99
Vert(CT) -0.50
7-9 >621 240
WB 0.72
Hoa(CT) 0.19
7 n/a n/a
Matrix-SH
Wind(LL) 0.31
10 >999 240
Weight: 1441b FT=20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 3-0=12 oc pudins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
10-0.0 oc bracing: 9-11 ,
WEBS
1 Row at midpt 4-9
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (lb/size) 2=1035/0-7-10, 7=1040/D-7-10
Max Horz 2=142(LC 11)
Max Uplift 2=366(LC 12), 7=-3B4(LC13)
FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (to) or less except when shown.
TOP CHORD 2-3=-1694/1736, 3-4=-1152/1368, 4-5=-2537/2815, 5-6=-2611/2549, 6-7=-2860/3009
BOT CHORD 2-14=-1351/1432, 12-14=-1352/1428, 5-9=-215/616, 7-9=-248212554.
WEBS 3-14=0/283, 3-12=-559/825, 9-12=-643/1020, 4-9=-1958/1893, 6-9=-220/637
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-" to 5-0-0, Extedor(2) 5-0-0 to 133-8, Comer(3) 13-3-B to 19-3-8,
Extedor(2) 193-8 to 27-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads.
4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing atjoint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)
2=366, 7=364.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October11,2019
Q WARNING. Verify designp.W. and READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGE MX74M rev, IS03/1015BEFOREUSE.
Design vallO for use only wIM M6el� connectors. IDR tlesign b bpsetl oNy upon parameters shown ontl Is tar an indMdual building component not
a fruss system. Before use, the la"'c hg deggner mustver6y me opplicabllHy of tlesign parameter ontl propedy Incorporate this tle9gn Info the overall
building design. Bwcing intllcated o to prevent buck h of IncNideal fruss web and/or chord members anly. Atltliaonal temporary ontl permanent bracing
MiTek'
Is always required for stablllty ontl to prevent collapse with possible personal lnlury ontl property damage. Far general gultlance regartling the
fobrkoHoru storage, tlelNary, erection and broGng of hussas ontl puss systems, seeAN6U1P11 ClunOv CrMM, DSa-09 one aC31 auldhp ComponeM
690a Pahe East BNtl.
SONty Nfermelbnwailablehom Truss Piote Ins0Me.213 N. Lee 6freef.9ulte 312. Alexontl0o. VA 22 74.
Tampa, FL 33610
Job
Truss
Truss Type
OtY
P7212527:PSLP-MOULTON
T1B343713
A08
COMMON3
b Reference o lional
Builders First Source, Fare ldty, hL - 32be5,
..'au s am w m ro mu ea ..uusurev..... . nu sia ru
Scale =1:45.9
6.100 F12
4.6 II
)a
0
3x8 i ra o US 3x6
2x4 11 7x10 = 2x4 11
3-20.3.0E 26-70700 3-8 I -&.97-0-
1.
P
late
Offsets (X Y)-- [1:0-2-10 0-1-81 [2:0-3-0 0-3-01 [6:0-74 0-0-13][9:0-3-8 0-4-121
LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.49 7-9 >646 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.84 7-9 >377 180
BCLL 0.0 ' Rep Stress Incr YES WE 0.94 Ho2(CT] 0.03 6 n1a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Attic -0.22 7-9. 394 360 Weight: 1401b FT=20%
LUMBER-
LUMBER-
TOPCHORD
2x4 SP No.2'Eircept'
3-6: 2x4 SP No.t
BOT CHORD
2x6 SP M 26
WEBS
2x4 SP No.3 *Except*
3-9: 2x4 SP No.1
REACTIONS.
(Ib/size) 6=1661/Mechanical, 1=1024/0-7-10
Max Horz 1=130(LC 11)
Max Uplift 6=-277(LC 13), 1=-298(LC 12)
Max Grav 6=1205(LC 2), 1=1055(LC 2)
BRACING -
TOP CHORD Structural wood sheathing directly Spoiled or 3-9-1 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing.
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1856/869, 2-3=-1719/795, 34=-1315/620, 4-5=-1766/780, 5-6=-1832J615
BOT CHORD 1-10=-626/1635, 9-10=-628/1638, 7-9=426/1567, 6-7=426/1567
WEBS 9-11=-326/1069,3-11=-327/1110,4-11= 416/230,5-7=-262/329,2-9=-430/319
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-3-13 to 3-3-13, Intedal 3-3-13 to 13-3-8, Extedor(2) 13-3-8 to 16-3-8,
Intedor(1) 16-M to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads.
4) - This truss hasbeen designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Ceiling dead load (5.0 psQ on member(s). 4-5, 4-11
6) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 psf) applied only to room. 7-9
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=11d)
6=277, 1=298.
9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Joaquin Velez PE No.68182
MTek USA, Ina FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
QWARNINa-VedlytimJ9.pemmereraoad R£AONOMS ONTNLSANDNCLUDEDMr7EKREFERANCEPAGEMl7473.V.. 169Y1015B£FOREUSE.
Design valid for use only with Ml connectors. fits design Is based city upon parameters shown. and b for an Individual balding component, not
��'
a buss system. Before use, me building designer must verily the applicability of design parameters and properly Incorporate this design Into me overall
dedgn. Bracing Indicated is to buckling individual truss web and/or chard members only. Additional temporary and permanent bracing
M!Tek'
building prevent of
Is always required for sleekly antl to prevent collapse with passible personal Injury and property damage. For general guidance regarding me
fabrication, storage, call erection and bracing of trusses and hum systems, seeANSVIP11 QuelM CMnlo, D56-69 and 11061 Bell Component
69M Parke East Blvd.
m Safely esformakmallabie from Truss Prole Institute. 218 N. Lee Street. Suite 31Z Alexandria. VA 22914,
Tampa, FL 33610
Tnus
Thus Type Oy
P y
rob
5270-PSLP-MOULTON
A09
COMMON 1
1
��T43714
Job Reference o lional
Builders First Source, Plant City, FL- 32566,
8.240 sJul 142019 MtleK Ina05ines, Inc. Inu Ua1101SO4:01 2019
Scale: 1/4-=l,
6.00 RE
6,02 MT20HS II
ig
3x8 4 rD n _ ' 3x6
2x4 11 7,00 = 5x8 =
2.4 II
7-fi-0 13-3-8 20.341 26.7-0
7.8-0 I 5-9-8 - i 7-0.0 I 6-3-8
Plate Offsets (XY)—
[t0-2-10 0-131 [2:0-3-00-3-01 [6:0-7-4
0-0-13] [9:0-33.0-4-121
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in
(too)
Vdefl
L/d
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.73
Vert(LL)
-0.50
7-9
>634
240
MT20
2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.63
Vert(CT)
-0.85
7-9
>370
180
MT20HS
187/143
BCLL 0.0
Rep Stress ]nor YES
WB 0.94
HOrz(CT)
0.03
6
nfa
ri
BCDL 10.0
Code FBC2017fTPj2014
Matrix-SH
Attic
-0.22
7-9
389
360
Weight: 139 lb
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2 TOP CHORD
BOT CHORD 2x6.SP M 26 BOT CHORD
WEBS 2x4 SP No.3 *Except'
3-9: 2x4 SP No.1
REACTIONS. (lb/size) 6=1061/Mechanical, 1=1024/0-7-10
Max Hom 1=-130(LC 8) -
Max Uplift 6=277(LC 13). 1= 298(LC 12)
Max Grav 6=1205(LC 2), 1=1055(LC 2)
FORCES. (Ib) - Max. CompJMax. Ten. -Ali forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1856/869, 2-3=-1721/795, 3-4=-1324/618, 4-5=-1769/782, 5-6— 1831/616
BOT CHORD 1-10=-62511635, 9-10=-628/1637, 7-9=-028/1568, 6-7=-428/1568
WEBS 9-11= 328/1076, 3-11= 330/1117,4-11=-417/236, 5-7=-267/329, 2-9=-429/320
Structural wood sheathing directly applied or 3-0-1 oc pur ins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl..
GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-3-13 to 3-3-13, Interior(l) 3>3-13 to 133-8, Exterior(2) 13-3-8 to 16-3-8.
Interior(1) 16-3-8 to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads.
5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Ceiling dead load (5.0 psQ on member(s). 4-5. 4-11
7) Bottom chord live load (40.0 psi) and additional bottom chord dead load (5.0 psi) applied only to room. 7-9
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )oint(s) except Qt=11b)
6=277, 1=298.
10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
Q WARNING - Verffy dea/gnparamarera antl READ NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEN0,7473mv. 1GN12eIS BEFORE USE
Design valid for use only win Mifek® connectors. Th6 design 6 based only upon parameters shown. and Is for an indMtlual building component, not
a truss system. Before use, the building designer must verify me appllcabOny of design parameters antl property Incorporate Me design Into Me overall
building tleslgn. Bracing Ntllcated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing
r
MIT61C
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For General guidance regarding me
fabrication, storage, delivery, erection and bracing of trusses and truss systems. saeµSVrP11 Qui Criteria. DSE-09 and SCSI Building Component
69" Parke East Blvd.
Safety Infoana8onovallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314.
Tampa, FL 33610
Truss Type Cry
P y
T78343715
[2125270-PSLP•MOULTON
B01
Hip 1
1
�JobReferenca
(optional)
builders host source, riam ulry, rL- Uobba,
a.zau 5 rim 14 4U re MI I ee inau=nes, mc. mu UM IU 1 b:UV:UZ [U19 Faye l
4x6 =
4
4x6 =
5
Scale: 1/4'=1'
4X6 = 2x4 11 3x4.= 3x4 = — — 2x4 It 4x6 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SPACING- 2-M
CS].
DEFL, in (loc) Vdefl Ud
PLATES GRIP
Plate Grip DOL 1.25
TIC 0.85
Vert(LL) -0.12 9-11 >999 360
MT20 244/190
Lumber DOL 1.25
BC 0.49
Vert(CT) -0.20 9-11 >999 240
Rep Stress Incr YES
WB 0.45
Horz(CT) 0.06 7 n/a n1a
Code FBC2017/TP12014
Matrix-SH
Wind(ILL) 0.11 12-13 >999 240
Weight: 1321b FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or4-1-10 cc puriins.
BOT CHORD Rigid ceiling directly applied or4-10-2 cc bracing.
REACTIONS. (Ib/size) 2=1031/0-7-10,7=1031/0-7-10
Max Hoa 2=-128(LC 10)
Max Uplift 2=359(LC 12). 7=359(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown.
TOP CHORD 23=-1711/1485, 3-4=-1220/1127, 4-5=-1027/1094, 5-0=-1220/1127, 6-7=-1711/1486
BOT CHORD 2-13=-1194/1451, 12-13=-1194/1451, 11-12=-589/1027, 9-11=1065/1451,
7-9=-1065/1451
WEBS 3-13=0/262, 3-12=-536/695, 4-12=-271/324, 5-11=-271/324, 6.11=-536/696, 6-9=0/262
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 27-7-0 zone; cantileverleft and right exposed
;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem 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-M wide
will fit between the bottom chord and any other members, with BCDL=10.Opsf.
6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)
2=359, 7=359.
m
(6
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
® WARNING - Verify desi9npser..fars and READ NOTES ONWISANDINCLUDED MREKRI: RANCEPAGEMM174Mne..1d0.420155EFOBEUSE
Design valid for use only with MITekg connectors. This tleslgn Is based only upon parameters shown, and Is for an Individual WildIng component, not
a Mes system. Before use, the bulldIng designer must verify Me applicability of design parameters and propefly Incorporate this design Into the overall
building tleslgn. Bracing lntllwted B to prevent buckling of lndiNdual 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 properly damage. For general guidance regarding the
fabecallon. storage, dellvary, erection and bradw of trusses and toss systems seeANStMII 41uySy Canada, 050419 and SCSI Building Component
69M PaAe East Blvd.
Safety Srformationavallabie from Truss Rate Institute. 218 N. Lee Street. Suite 31Z Alexondrim VA 22314.
Tampa, FL 33610
Tnus
Truss Type Oy
Fly
T78343716
rob
5270-PSLP-MOULTON
002
Hip 1
1
Job Reference (optional)
Builders brsl Source, rlam uly, rL- Ubbb,
a.eau s dm i4 zu is mi i ea maussnes, mc. i nu uct l u m:ua:u4 Buie
4x6 =
4
5xe =
5
Scale: 1/4'=1-
4x6 = 2x4 11 axe = 3x4 = 2x4 11 US =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate GOP DOL 1.25
Lumber DOL 1.25
Rep Stress [nor YES
Code FBC2017/rP12014
CS'.
TC 0.83
BC 0.51
WB 0.28
Matrix-SH
DEFL. in (roc) Well Ud
Vert-0.07 10 >999 360
Vert(CT) -0.1310-12 >999 240
Horz(CT) 0.06 7 n/a n/a
Wind(LL) 0.10 2-13 >999 240
PLATES GRIP
Ml 244/190
Weight: 137 lb FT=20%
LUMBER-
BRACING-
' TOP CHORD 2x4 SP No.2
TOP CHORD
Sfructural wood sheathing directly applied or4-0-8 oc pudins.
BOTCHORD 2x4 SP No.2
BOTCHORD
Rigid ceiling directly applied or 4-10-0oc bracing.
WEBS 2x4 SP N0.3
,
REACTIONS. (lb/size) 2=1031/0-7-10,7=1031/0-7-10
Max Horz 2=119(LC 11)
Max Uplift 2=-351(LC 12), 7=-351(LC 13)
FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1700/1465, 3A--1283/1185, 4-5=-1095/1127, 5-6=-1282/1185, 6-7—
1700/1466
BOTCHORD 2-13=-1172/1438, 12-13=-1172/1438, 10-12=-647/1095, 9-10=-1042/1439,
7-9=-1042/1439
WEBS 3-12=-426/617,4-12=-266/342,5-10=-283/341, 6-10=-427/618
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; Ill Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-", Exterior(2) 5-0-0 to 27-7-0 zone; cantileverleft and Fight exposed
;C-C for members and tomes & MWFRS for reactions shown; Lumbar DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water panting.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ijt=lb)
2=351, 7=351.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cart 6634
6904 Padre East Blvd. Tampa FL 33610
Date:
October 11,2019
AWARNING -Verydc.1gnparameferaend READ NOTES ONWISANDINCLUDED MmFKFEFENANCEPAGEMAF74TJnrv.rae ISeEFOREUSE
Wit
valid for use only with MIIen connectors. This design Is owed only upon parameters shown and Is for an Individual building component, not
a truss system. Before use. Me building designer must verity Me applicability of design parameters and property Incorporate this design Into Me overall
building design. Bracing Indicated is to buckling of IndMduol 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 personol Injury and property damage. For general guidance regarding Me
fabrication, storage, delivery, erection and bracing of busses and bur system% seeANSUBRI Quality Criteria. DSB49 and BCSi Building Component
69N Fetus East Blvd.
Safety mlamsatbApvotabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314.
Tampa, FL 33610
Truss
Thus Typa DN
yPSLP-MOULTON
F
B03
Hip 1
1
Job Reference (optional)
eunaers NMI bourne, nam Iny, rL- bzbbo,
a.ceu aau wmmmn an
ma,. m m:ar:unmro raga r
4x6 =
4
3x4 =
5
4x6 =
6
Scale: 1/4'=1'
ST1.5x6 STP= rA_ I ST1.5x8 STP=
4x6 = am = 3x8 = 4x6 =
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
Well
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.83
Vert(LL)
-0.15
2-12
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.78
Ven(CT)
-0.33
2-12
>956
240
BELL 0.0 '
Rep Stress Incr
YES
WB 0.19
Horz(CT)
0.06
8
Na
Na
BCDL 10.0
Code FBC2017ITP12014
Matrix-SH
Wind(LL)
0.16
2-12
>999
240
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORE
BOT CHORD 2x4 SP No.2 BOT CHORE
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1031/0-7-10,8=1031/0-7-10
Max Hom 2= 99(LC 10)
Max Uplift 2= 331(LC 12), 8=-331(LC 13)
FORCES. (Ile) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3— 1634/1434, 3-4=-1436/1306, 4-5=-1251/1187, 5-6=-1251/1187, 6-7=-1436/1306,
7-8=-1634/1434
BOT CHORD 2-12=-1144/1397, 10-12= 926/1372, 8-10=-1014/1397
WEBS 3-12=-244/533, 4-12=-468/495, 5-12— 258/250, 5-10= 258/249, 6-10=-469/495,
7-1D=-244/534
PLATES GRIP
MT20 244/190
Weight: 128 lb FT=20%
Structural wood sheathing directly applied or3-9-15 cc puffins.
Rigid ceiling directly applied ors-0-9 cc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15tt; Cat. II; Exp C; Encl..
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Extedor(2) 5-0-0 to 27.7-0 zone; cantilever left and right exposed
;C-C for members and forces 8 MW FRS for reactions shown; 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 pat bottom chord live load nonconcument 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 100111 uplift at joint(s) except at=lb)
2=331, 8=331.
Joaquin Velez PENo.68182
111Rak USA, Inc. FL Cart 6634
6804 Parka East Blvd. Tampa FL 33610
Date:
October 11,2019
Q WARNING -NdrydealSn parameters end READNOTES ON TNISANUWCLUDED MNEKREFERANCEPAGEM6MM.. 1041121715BEFORE USE
Deslgn valid for use only with MITeISs connectors. This design Is based only upon porameters shown, and Is for an IndNldual building component, not
��-
a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall
building design. Bracing indicated isto buckling of lndlyduat truss web and/or chord members only. Additional temporary and permanent bracing
MiTek
prevent
Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss system& seeANSVrFiI Quoin DStH9 m1tl [IL516u1tlbp Component
Parke Blvd.
A.
Sabty Infetmatbnovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 225T4.
3East361
Tampa, FL 33610
Tam
Job
Truss
Truss Type Oly
ply
2125270-PSLP-MOULTON
B04
HIP GIRDER 1
1
Job Reference (optional)T78343718
tlNleers First bourne, Marc Ully, IL - J4000,
4-0.0 3-9.4 7-0-0
1-0.0 3.9-4 3-2-12
Special
5x8 =
4
m
�1
0
..'au s au
NAILED
NAILED Special
NAILED NAILED 2x4 It NAILED NAILED 518
13 14 5 15 16 6
IIu Vul 1V Ia.V V.VI CV IJ
Scale: 1/4'=1'
ST1.5x8 STP= x NAILED NAILED I NAILED NAILED V ST1.5x8 STP=
3x6 = 3x4 = so= 3x4 = 3x6 =
Special NAILED Special
NAILED
7-0-0 I 13.3-8 19-7-0 26-7-0
.'A
Plate Offsets(XY)—
f2:0-2-120-1-81 f4:0-6-00-2-81 f6:0-6-00-2-81
[8:0-2-120-1-81 fll:0-4-00-3-0]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Well
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TIC 0.57
Vert(LL)
0.28 11
>999
240
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.74
Ven(CT)
-0.3710-11
>834
240
BCLL 0.0 '
Rep Stress Incr NO
WB 0.64
Hom(CT)
0.12 8
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matdx-SH
Weight: 1311b
FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-7 oc pudins.
4-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing.
BOT CHORD 2x4 SP No.t
WEBS 2x4 SP No.3 "Special" indicates special hanger(s) or other connection device(s) required at location(s)
shown. The design/selection of such special connection device(s) is the responsibility of
REACTIONS. (lb/size) 2=2001/0-7-10, 8=2001/0-7-10 others. This applies to all applicable truss designs in this job.
Max Horz 2= 79(LC 25)
Max Uplift 2= 1108(LC 8), 8=-1108(LC 9)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 23=-3675/2085, 3-4=-3613/2080, 4-5=-4294/2436, 5-6=-4294/2437, 6-7=-3613/2080,
7-8=3675/2086
BOT CHORD 2-12=-1815/3162, 11-12=1828/3234, 10-11=1768/3234, 8-10— 1743/3162
WEBS 3-12=-244/305,4-12=-184/616, 4-11=-682/1263, 5-11= 855f785, 6-11— 682/1263,
6-10=-185/616, 7.10=-244/305
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever [attend right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=1108, 8=1108.
7) 'NAILED' indicates 3-1 Od (0.148'x3') or 3-12d (0.148'x3.25') foe -nails per NOS guidlines.
8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 2061b down and 294 lb up at
7.0-0, and 206 Its down and 294 lb up at 19-7-0 on top chard, and 3191b down and 279 It, up at 7-0-0, and 319lb down and 2791b
up at 19-6-4 on bottom chard. The designiselection 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 frond (F) or back (B).
LOAD CASE(S) Standard
1) Bead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
- Uniform Loads (pif)
Vert: 1-4= 54, 4-6=-54, 6-9=54, 2-8=-20
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Data.
October 11,2019
O WARNING- Vendydesf9nparemeferrand READ NOTES ON TN/SAND WCLUDED MREKREFERANCEPAGEMp7473rev. 10,11134015BEFOREUSE
Design valid for use only win MBek@ connectors. This design Is based only upon parameters shown, and is for an IndMduci building component, not
a tnse system. Before use, the bulltling designer must verity the applicablely of tleslgn parameters and properly Incorporate iNs design into the overall
building tleslgn. Bracing indicated is o prevent buckling of Individual true web and/or chord members only. Additional temporary and permanent bracing
MiTeW
Is always requlred for stability and to prevent collapse with possible personal Inlury and properly damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of Trusses and truss systems. saeANSVIPI1 Cua®v CMeM, VS349 and SCSI aulding Component
Sooty NformalbMvolloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Alaxondria, VA 22314.
Sect Parke East Blvd.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
Ply
T18343718
2125270-PSLP-MOULTON
B04
HIP GIRDER
1
1
Job Referenceo Banal
Builders Pirst Source, Plant City, FL - 32566, ez9u s au 14 zme mu i ex und.. s, Inc. Ina Oct 10 15:04:07 2019 rage 2
ID:EPnVv%LGnm_W sxd51FIUFJyl91 R-G5aFIsVFtrpuSEIBH9ONeuZV?g9gNE2wpgyPNyUnL6
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 4=-159(F) 6=-159(F) 12=-319(F) 11=-109(F) 5=-219(F) 10=-319(F) 13=-110(F) 14=-110(F) 15=-110(F) 16— 110(F) 17=-54(F) 18— 54(F) 19=-54(F) 20=-54(F)
OWARNING-Verirydaslgnperemefunt.mIREADNOTE50N RUSAND INCLUDED 011IIEKREFERANCEPAGEM674TJrev. 10T34l015BEFORE USE.
Design valid for use only with MRek® connectors. This design a based only upon parameters shown, and Is for an Indlycluol building component, not
�■
■■
a hu5 system. Before use, the bulldIng designer must verity Me applicabllity of design parameters and property Incorporate this design Into the overall
Bracing is bucWing Individual truss only. Additional temporary and permanent bracing
M!Tek'
builtling design, indicated to prevent of web and/or chord members
Is always required for stability and to prevent collapse with possDle personal Injury and property damage. For general gudance regarding the
fobricotlon, storage, delivery, erection and bracing of trusses and truss systems. seeANSIRP11 Quality CmrrM. OSB49 and SCSI Building Component
690s Parke East Blvd.
Safety 1n(amsalbnavailabie from Truss Rate Institute, 218 N. Lee Sheet, Sulfe 312, Atexondrla. VA 22314.
Tampa. FL 33610
Job
Truss
Truss Type
09'
Ply
T1B343719
2125270-PSLP-MOULTON
C01
ROOF SPECIAL
1
1
Job Reference (optional)
Builders First Source, Plant City, FL-32566, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Oo11015:04:082019
Scale =1:45.1
5.6 = 2x4 11 5x8 = 5x6 =
3x8 4 m II lu 9
3x4 = 7x10 = 3x4 = 6x8 =
5.9-0 17-0-0 73-&8 20-7-0 20-7-12 23.0-8 26.7-0
5.9-0 5.2-72 2-3-8 7-3-8 U -12 2-4-12 i 3-6-8
Plate Offsets (X Y)--
[1:0-2.10 0-1-81 [3:0-3-0 0-2-01
[6:04-00-2-81 r7:0-4-00-2-81 [9:Edge
04-0] [11:03-8 0-4-81
LOADING (psQ
SPACING- 2-0-0
CSI.
DEFL.
in (foe)
Vdefl
Ud
PLATES GRIP
TOLL 20.0
Plate Grip DOL 1.25
TC 0.54
Vert(LL)
0.27 11-12
>999
240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.63
Vert(CT)
-0.48 11-12
>654
180
SCLL 0.0 '
Rep Stress Incr YES
W B 0.88
Hom(CT)
0.03 9
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Attic
-0.15 10-11
578
360
Weight: 186 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directlyapplied or3-7-11 oc pudins,
6-7: 2x6 SP No.2 except end verticals.
BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-1-14 oc bracing. ,
9-11: 2x6 SP M 26
WEBS 2x4 SP No.3 *Except*
4-11,13-14,6-10:2x4 SP No.2
REACTIONS. (Ib/size) 1=1019/0-7-10, 9=1057/Mechanical
Max Hors 1=232(LC 12)
Max Uplift 1=-269(LC 12), 9=-269(LC 9)
Max Gray 1=1050(LC 2), 9=1202(LC 2)
FORCES. (lb) - Max. CompJMax, Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2= 2035/965, 2-3= 2018/1149, 341-1413/682, 4-5=-1710/841, 5-6=-1071/437,
6-7>1447/632
BOT CHORD 1-12=-104211756, 11-12=-68211348, 10-11=-589/1364, 9-10=454/980
WEBS 2-12=-266/361, 3-11=-46/311, 13-15=-340/470, 14-15=-340/470, 10-14=-1/258,
6-14=0/294,7-10=-1"664,7-9=-1561/719, 5-14=-8441593,3-12=-52If729
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-3-13 to 33-13, Interior(l) 3-3-13 to 11-0-0, Exterior(2) 11-0-0 to 14-0-0,
Interior(1) 14-0-0 to 20-7-0, Extedor(2) 20-7-0 to 23-0-8, Interior(1) 23-0-8 to 26-54 zone; cantilever left and right exposed ;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip, DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) 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) Ceiling dead load (5.0 psQ on member(s). 13-15, 14-15
7) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 10-11
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11b)
'1=269, 9=269.
10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cert 6634
6904 Parka East Blvd. Tampa FL 33610
Date:
October 11,2019
AWARNWG-Verily&egaporamefenenCREAONOMSONMZANDWCLUOEOMREKREFERANCEPAGEMIP74".re..16MY1615BEFOREUSE
Design valid for use only with MITe4® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not
a truss system. Before use, the butchl designer must verify the appllcob011y, of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of lntlMtlual hues web and/or chord members only, Additional temporary and permanent bracing
MiTek'
Is always reculred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erectlon and bracing of Moses and huss systems, seeANSVIPft CuaNy Criteria. OSS49 and SCSI Building Component
Safely Informorbrevoilobie from Truss Plate Institute. 218 N. We Sheet, Suite 312, Noxantlrla, VA 22314.
6904 Parke East Blvd.
Tampa. FL U610
Job
Truss
Truss Type
711_7Job
T18343720
2125270-PSLP-MOULTON
CO2
HIP
Reference (optional)
bml0ers rust bource, riam wy, rL-waoo, o.eausamw vie n,ue.,i,vvoU.oe..-, uv-1,v ,v.v..vo rv,e
ID:EPnYvXLGnm Wsxd5lFlUfJyl91R-CUi74YNEV5X7m07GIBuS3 t1 oWv8E5LN792'
al
Scale =1:44.7
5.8 =
4x8 = 5x6 = 4x6 = 3xB =
3 4 5 6 16 7
3x4 = 7x10 = 3.8 = 3x8 11
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.70
BC 0.72
WE 0.87
Maul
DEFL. in (loc) Vdefl Ud
Ven(LL) 0.25� 10-11 >999 240
VBn(CT) -0.43 10 >730 180
Horz(CT) 0.03 8 n/a n/a
Attic -0.12 9-10 703 360
PLATES GRIP
MT20 244/190
Weight: 175 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or M-12 oc puriins,
BOT CHORD 2x6 SP No.2 *Except*
except end verticals.
8-10: 2x6 SP M 26
BOT CHORD
Rigid ceiling directly applied or6-0-D oc bracing. ,
WEBS 2x4 SP No.3 *Except*
3-11,41-10,E-9:2x4 SP No.2
REACTIONS. fib/size) 1=1020/0-7-10, 8=1058/Mechanical
Max Horz 1=221(LC 12)
Max Uplift 1= 259(LC 9), 8=-343(LC 9)
MaxGrav 1=1051(LC2),8=1204(LC2)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-2=-1972/1070, 2-3=-1776/870, 3-4=-1745(774, 4-5=-1716/835, 5-6=-1720/844,
6-7=-1606/690, 7-8=-1286/656
BOT CHORD 1-11=-1178/1710. 10-11=-859/1559, 9-10=-741/1693
WEBS 2-11=-238/364,3-11=-211/467,3-10=-90/345, 12-14=-193/306, 13-14=-512/300,
9-13=-556/457, 6-13=-485/430,7-9=-849/2002,4-14=-323/99, 6-14=-404/610
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-13 to 3-3-13, Interior(1) 3-3-13 to 9-0-0, Exterior(2) 9-0-0 to 13-1-12,
Interior(1) 13-1-12 to 26-5-4 zone; cantilever left and right exposed;C-C for members and tomes & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads.
4) • This truss has been designed for a live Iliad of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-M wide
will fit between the bottom chord and any other members.
5) Ceiling dead load (5.0 psf) on member(s). 12-14, 13-14
6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to mom. 9-10
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b)
1=259, 8=343.
9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
Joaquin Velez PE No.68182
Mrrek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
Q WMNING-Veda, desgn pae erersand BEAD NOTES ON THIS AND MCLUDED WEK REJ'EMNCE PAGE MIP74Mrev. I&D21015 BEFORE USE
Design valltl for use only with MReIAe connectors. fill design Is based aNy upon parameters shown. antl b loran IntlMd I bulltling component not
a��
a truss system. Before use, me bu0ding tlesignor must veeN the applicability of design pommetan antl propery Incorporate this design Into the overall
bulltling tleagn. Bracing Indicated is to buckling of lntlblduaitmss web antl/or chord members only. AddMonal temporary and pennanenf bradng
MiTek'
prevent
Is always requlretl for stability antl m prevent collapse with possible personal Injury antl property tlamage. For general gUWance regartling the
6904 Parka Easr Blvd.
fobrica8on, storage, delivery, a,_,I.n on, bracing of tnassat and trusssystems, -a SpIP11 Qualpy CdMdp. DSa-09 and BCSI autdhp Componml
Tampa, FL 33610
SafNy btarmatbmvollobla ham Truss Rate Ir¢VV., 218 N. Ise Street SuBe 312. Alexondrb. VA 22314.
Joh
Truss
Truss Type OtyT
y
��Tl43721
2125270-PSLP-MOULTON
F1
CO3
HALF HIP GIRDER 1
Job Relerence (optional)
BUilders First SOW09, Fiant ally, FL-3Zbbb,
a.Z4U S Jul 14 CUIe Ml l ex mauslnes, Ina. inu um IU i=:UV:II LuI-J
Scale: 11P.1.
Special NAILED NAILED NAILED
US = _
NAILED NAILED 3x4 NAILED NAILED Sxe = NAILED NAILED 5x8 =
axe
V NAILED
3x4 —
NAILED
3x4 = NAILED4x6 =
NAILED Sire
NAILED a
3x8 MT20H5 I
ST1.Sx8 STP =
NAILED
Special
NAILED
NAILED
NAILED
7-0-0
1&6-75
20-0.1
I
2fi-7-0
7-0-0
6-fi-15
6.5-3
6.6-15
Plate Offsets (X Y)-
11.0-0-4 Edge1 (2;0-0-8 0-2-41 r4:0-4-00-MI,
V:0-3-8 0-2-81
LOADING (psi)
SPACING-
2-0-0 1
CSI.
DEFL.
in
(too)
/deft
Vd
PLATES
GRIP
TCLL 20.0
Plate GOP DOL
1.25
TC 0.99
Vert(LL)
0.26
9
>999
240
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.86
VerdGT)
-0.36
9-10
>863
240
MT20HS
187/143
BCLL 0.0 '
Rep Stress Incr
NO
We 0.90
HOrz(CT)
0.10
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Weight: 1311b
Fr=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP M 31 TOP CHORD
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3 *Except* BOT CHORD
3-10,4-9,5-7: 2x4 SP No.2 WEBS
REACTIONS. (Ito/size) 1=1850/0-7-10, 6=2036/Mechanical
Max Ho¢ 1=175(LC 8) '
Max Uplift 1=-960(LC 8), 6=-1048(LC 5)
FORCES. (lb) - Max Comp./Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3589/1942, 2-3=-3143/1786, 3-4---3995/2146, 4-5=-2976/1545, 5-6=-1907/1095
BOT CHORD 1-10=-1770/3101, 9-10=-2146/3995, 7-9=-1585/3029
WEBS 2-10=-384/1020, 3-10=-974/465,3-9=-249/452, 4-9=-644/1110, 4-7=-1291/987,
5-7— 1728/3326
Structural wood sheathing directly applied or 3-7--11 oc pudins,
.except end verticals.
Rigid ceiling directly applied or 4-3-7 oc bracing.
1 Row at midpt 5-7
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsY h=15f; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 lost bottom chard live load nonconcurrent with any other live loads.
5) ' This tress has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=lb)
1=960,6=1048.
8) 'NAILED' indicates 3-10d (0.148'x3') or 3-12d (0.148'x3.25') toe -nails per NDS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 Ib down and 294 Its up at
7-0-0 on top chord, and 319 Ib down and 279 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is
the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)-Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads(plf)
Vert: 1-2=-54, 2-5— 54, 1-6=-20
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
October 11.2019
®WARNING- Ver/Ndeslgeperemetersend READNOTES ONTNISANDMCLUDEDMrt KREFERANCEPAGEMA747Jray. 10030hidSBEFOREUSE
Design valid for use only with Mflek® connectors. This design Is based only upon parameters shown, and Is for an IndNidual building component, not
��-
a Muss system. Before use, the burdinBB designer must verity me applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated No prevent bucklingof Individual truss web and/or chord members only. Additional temporary and permanent bracing
1�q
rY GIC
Is always required for sloblllly, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me
fobdcafion storage. delivery, erection and bracing of tresses and tress systems, seaANSVrP1i Cuo1By CMsda. DS349 and U31 Buld910 Component
69M Parka East Bind.
Safety Infermallorpvarable from Truss Plate Inalitute, 218 N. We Street. Sulta 312, Alexandra VA 22314
Tempo, FL 33610
Job
Thus
Truss Type
T18343721
MiJob
212$270-PSLP-MOULTON
CA3
HALF HIP GIRDER
Reference o tional
Buildem First Source, Plant City, FL-32566, 8.241) a Jul 142U19 MI I ex inOusmes, Ina. The Vq l u i5:04:1120r 9 Page
ID:EPnVvXLGnnLWsxdSlFlUfJy191R-BipmVEblm6LFN3XW N7EMXU38u9Bc7BerOe9V8yUnL2
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 2=-159(B) 10=-319(B) 11=-110(B) 12=110(B) 13=-110(B) 14=-110(B) 15=-110(B) 16=-110(B) 17=-1 10(B) 18=-1 10(B) 19=-110(B)20=-54(B) 21=-54(B)
22=-54(B) 23=-54(B) 24_ 64(B) 25=-54(B) 26=-54(8) 27=-54(B) 28=-54(B)
OWARNING- Ver/ydesignpaxamefervan✓NEADNOTES ON THIS AND INCLUDEDMIFEKREFENANCEPAGEMX74TJrev. 161101420150EFORE USE
Design valld for use only with Ml connectors. ITIs design Is based only upon parameters shown. and Is for an Individual building component not
a buss system. Before use, the bullding designer must vadfy the oppllcablRy of deslgn parameters antl properly Incorporate MB deslgn Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pemronent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me
fabrication, storage. delivery. erection and bracing of hums and Huss systems. sa MS1TIPI1 Quality Criteria, DSB49 and SCSI Sell Component
6904 Parke East Blvd.
Safety Informallancr croble from Truss Rate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314,
Tampa, FL 33610
Tmss
Tmss Type Oty
Pry
T18343722
r1225270.PSLP-MOULTON NCJ1
Comer Jack 12
1
'
Job Reference o tional
Builders Hrst bGurw, ream Ury, FL-a'[bbb,
O.LYUSJUI ,Y CV rJ IVI1r CM1 1, lUWU,ea, l,n.. „Iuvl.l,U V..,,<U �a
2x4 =
STI.S%B STP=
LOADING (pst)
SPACING-
2-0-0
CSI.
DEFL.
In
(lac)
Vdefl
Ud
TCLL 20.0
Plate Grip DOL
1.25
TC 0.12
Veri(LL)
-0.00
2
>999
360
TCDL 7.0
Lumber DOL
1.25
BC 0.01
Ven(CT)
-0.00
2
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WE 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix-P
Wind l-L)
0.00
2
""
240
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (Ib/size) 3=-0/Mechanical, 2=125/0-7-10, 4=9/Mechanical
Max Harz 2=44(LC 12)
Max Uplift 3=-B(LC 1), 2=-63(LC 12)
Max'Gmv 3=18(LC 8), 2=125(LC 1), 4--1 B(LC 3)
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown.
Scale =1:7.0
PLATES GRIP
MT20 244/190
Weight: 5lb FT=20%
BRACING -
TOP CHORD Stmctural wood sheathing directly applied or 1-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=1 Bit; Cat. II; Exp C; Encl.,
GCpl=0.1 S; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
Joaquin Velez PE No.68182
MTok USA, Ina FL Cad 6634
6904 Parka East Blvd. Tampa FL 33610
Date:
October 11,2019
A WARNING -Vedry deaffn perametemand READ NOTES ON MIS AND INCLUDED MREKBEFERANCEPAGEMX7473 rev. 10=015BEFONEUSE
i
Design valid for use only wim Mgek® connectcrs. the design b based only upon parameters shown. and Is for an Individual bullding component, not
a truss system. Before use, me building designer must verity the appllcablllty of design parameters and propery Incorporate this design into me overall
Bracing Indicated Is to bucklingofIndNltlualtnmairy. Additional temporary and permanent bracing
M!Tek'
buildingdesign. prevent web and/or chord members
Is always repulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ills
fabrication, storage, delivery, erection and bracing of trusses and truss systems WeANSVTPII Quo" yCr@eda, DSS-09 and SCSI Building Component
6906 Parka East BNtl.
Tampa, FL ata
Safety Srforma6w mrallcbie from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexandria. VA 22314.
Trw aTrusType
P
T78343723
5270-PSLP-MOULTON
F
CJ3
Comer Jack
12
T
ob Reference o banal
Solders First Source. Plant City, FL-32566,
8.240s Jul142019MITek[Wmtnes.Inc. Ihu OCI1015:U4:122019 Pagel
ID:EPnYvXLGnnlWsxd5IFIU1Jyl91R-o3NBiZCOXOTe D6ixdb4icWWDhfLOTo44Oj4ayUnL1
2x4 =
ST1.5x8 STP=
3.0.0
3.0-0
Scale: 1'=l'
Plate Offsets (X Y)—
[2:0-1-0 Edge)
LOADING (psQ
SPACING-
2-0-0
CSL
DEFL.
In
(log)
Vdefl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.17
Ven(LL)
-0.00
2-4
>999
360
MT20 2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.08
Ved(CT)
-0.01
2-4
>999
240
BCLL 0.0 '
Rep Stress [nor
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TP12014
Matrix-P
Wind(LL)
0.00
2
240
Weight: 111b FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=53/Mechanical, 2=186/0-7.10, 4=26/Mechanical
Max Horz 2=92(LC 12)
_ Max Uplift 3=-63(LC 12), 2=-71(LC 12)
Max Gmv 3=53(LC 1), 2=186(LC 1), 4=52(LC 3)
FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or3-0-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing.
NOTES-
1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.16; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
Joaquin Velez PE No.68182
MiTsk USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33810
Data:
October 11,2019
O WARNING -Verily design parameteraand READ NOTES ON TN/S AND INCLUDED MREK REFERANCE PAGE MX74M rev. fe432TIS BEFORE USE
Design valid for use only with MOek® connectors. mis 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 property Incorporate Mrs design Into the overall
bulltling design, &acing Indicated is to prevent buckling of Individual puss web and/or chord members only. Adtll6anal temporary and permpnont bracing
MiTO W
e always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me
fab4catlon. storage, tlelWN, erection and bracing of trusses and truss systems. 5eeAN5U1P11 Cuplfly Celesta, DSB49 antl SC91 Building Component
69" Parke East Blvd.
Sabel hsfortnolbMvollpble ham Truss Plate InsaMe. 218 N. Lee Sheet Suite 31Z Alexandria, VA 22314.
Tampa. FL 33610
Truss
e cry
P y
T18343724
5270-PSLP-MOULTON
F21
CJS
�Comerck 70
1
Job Reference a tional
Builders Viral 50ulC6,
Ylanl Ull$YL- JZbbb, 5.Z4U S JU114 zul a Ml l ea lnu=mes, mc. i nu �u w isan:m runs rani
ID:EPnYv%LGnm_W sxd5lFlUfJA91 R.4FxW wvdOijbzcNhvVYGgmBatO_4Fjxlk7Gcl yUnLO
5.0-0
5.0-0
3x4 =
ST1.5x8 STP =
Scale-1:19.2
LOADING (psf)
SPACING-
2-0-0
C51.
OEFL.
in
(too)
Vdetl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.58
Ve'I LL)
-0.03
2-4
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.26
Vert(CT)
-0.05
2-4
>999
240
BCLL 0.0 '
Rep Stress Incr
YES
WB 0.00
Horz(CT)
-0.00
3
n/a
rita
BCDL 10.0
Code FBC2017/TPI2014
Matrix-P
Wind(LL)
0.00
2
"••
240
Weight: 18 lb Fr=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4'SP No.2
REACTIONS. (lb/size) 3=115/Mechanical, 2=252/0-7-10, 4=46/Mechanical
Max Horz 2=142(LC 12)
Max Uplift 3=-122(LC 12), 2=-85(LC 12)
Max Grav 3=115(LC 1), 2=252(LC 1), 4=92(LC 3)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCOL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2 except (jt=lb)
3=122.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
Q WARNMG-VerKydes/gnpammefenend REAONOTES ON TNISANOMCLUOEOMREKREPERANCEPAGEM674ma v. re'aYzols BEFORE USE.
Design valltl lot use only wllh Mrtek� cOnnecton. This design Is to oNy upon parameters shown, antl b for an IndMdu' building component, not
��
o tN9 rystem. 'storeuse, the bulltling tleslgner must vetlty the applicobllity of design pammetea gntl properly Incorporate mis tleslgn Into the overall
bulId 0ofeaon.BrocinglntllootatlbtopreventbucklingotlntlNltluaibusswebantl/orchordmembersonly,Addleonoltemporaryontlpermonentbracing
MiTek'
b always requiiatl tar stability antl to prevent collapse with possibie personal INury antl prop.M tlamage. For general gultlance regprtling the
6904 Parke East BNtl.
fabricgtlon, storage, tlelivery, erection ontl bracing of tnsses antl buss systems. seeAN51/IPII Gua�s. CBtb, D5a89 and 5C31 GSldhg Compenrrnt
Tampa, FL 33610
Sabty b/ofmalbmvallob1. hom Truss Rate Ins11Me. 218 N. Lee Sheet. Sutte 312. Alexontltlo. VA 2231d.
TNS9
TNss Type717
y270-P8LP-MOULT0N
F12
D01
COMMON GIRDER
n
L
lob Reference (optional)
Builders First Source, Plant City, FL-32566,
6.24USJU142Ule MIIeKlnGaalUe,lOa. 11JUUUtea
1
3
0
4x6 II
4x10 MT20HSG 3.8 11 Bx10= 1Dx12= 8x10= "-`-3x8 11 "'.`. 4x10 MT20HS0
HTU26 HTU26 HTU26 HTU26 HTU26
(e
0
Scale=1:42.5
LOADING (psQ
TOLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Gdp DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017frP12014
CS1.
TC 0.70
BC 0.52
INS 0.74
Matrix-SH
DEFL. in (too) Vital Ud
Veri(LL) -0.12 10 >999 360
Vert(CT) -0.26 10 >891 240
Horz(CT) 0.05 8 n1a n/a
Wind(LL) 0.1311-12 >999 240
PLATES
MT20
MT20HS
Weight: 273 lb
GRIP
2441190
187/143
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 2-10-9
oc pudins.
BOT CHORD 2x8 SP 240OF 2.0E
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
WEBS 2x4 SP No.3 *Except*
,
5-11: 2x4 SP No.2
REACTIONS. fib/size) 8=6944/0-7-10, 2=4309/0-7-10
Max Horz 2=111(LC 27)
Max Uplift 8=-776(LC 9), 2=-1052(LC 8) ,
Max Grey 8=7371(LC 2), 2=4309(LC 1)
FORCES. (Ib) -Max. CompJMa Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 23=-8405/1963, 3-4=-8665/1973, 4-5=-7481/1350, 5-6=-7483/1348, 6-7=-9808/1394,
7-8=-12507/1446
BOT CHORD 2-13=-1782f7439, 12-13- 1782f7439, 11-12=-1718fT724, 10-11- 1131/8753,
9-10=-1237/11112, B-9=1237/11112
WEBS 5-11- 1107/6486,6-11=-3282/193,6-10=-50/3475,7-10=-2700/142,7-9=0/2467,
4-11=-1899/1020,4-12=-952J1951,3-12=-166/415,3-13=-366/97
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 0-7-0 oc.
Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc.
Webs connected as follows: 2x4 -1 row at 0-9-0 oc.
2) All (Gads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsh h=1511; Cat. 11; Extol C; Encl..
GCpi=0.18; MIN FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb)
8•=776, 2=1052.
9) Use Simpson Strong -Tie HTU26 (20-1Old Girder, 14-1 Odx1 1/2 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to
Joaquin Velez PE No.68182
connect truss(es) to back face of bottom chord.
MiTek USA, Ina FL Cart 6634
10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max.
6904 Parke East Blvd. Tampa FL 33610
.starting at 9-0-12 from the left end to 17-11-4 to connect Muss(es) to back face of bottom chord.
Date:
1J) Fill all nail holes where hanger is in contact with lumber.
wnv x.nogal
Q WARNING- Verfrydeden pamMeters antl READ NOTES ON TNLSANG MCLUGEO UTTEKREFERANCEPAGEW7473 rev. 10,113ZAII5BEFORE USE
Design valid for use only wim Mgek8 connectors. This design Is based only upon parameters shown. and 6 for an Individual building component, not
a true system. Before use, me building designer must verify the applloabillty of design parameters and properly Incorpamte this design Into me oven"
building design Bracing Indicated is to prevent buckling of Individual tam web and/or chord members only. Addmonal retire and percnaneni bmcing
MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property dlaMymage. For general guidance regarding me
of trusses and DS549 and aC513ultlhp Camponont
Ntl.
Se( M Nformarlbmvolloble. e from Trust Plate Institute, 2 B N. Lee She .. Suite 312. Amantltlo. VA 22314,
Ta Oa. FIL 33610
01Y
P y
T78343725
�J.b
125270.PSLP-MOULTON
�DO1�
�COMMONeGIR�DER1
2
Jab Reference lopgone])
Builders First Source, Plant City, FL-32566,
8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 10 15:04:14 2019 Page 2
ID:EPnYvXLGnm_W sxd5lFlUfJyl91R-YSVu7Fde3ljgEXG53Fn397hjhpGDpXR4XOIp9TyUnL7
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
-Uniform Loads (plf)
Vert: 1-5=-54, 5-8=54, 2-8=-20
Concentrated Loads (lb)
Vert: 12=-2014(B) 14=-1292(B)15=-1290(B) 16=-1294(B) 17=-1294(B) 18=-1294(B) 19=-1294(B)
,&WARNING-1AHlydes/9npanmeferaend READNOTES ON TNISANDMCLUDEOMREKREFERANCEPAGEMIF7475rev. INa'Yl015 BEFORE USE.
Design valid for use only with MBek® connectors. fib dedgn is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. &acing lntllcafad is to prevent buckling of Individual truss web and/or chord members Only. Ad fional temporary and permanent bracing
MiTek'
Is always required for stobMty and to prevent collapse with possible personal injury and propene damage. For general guidance regarding Me
fabrication, storage, calvary, erection and bracing of husses and truss systems, seeANSVIPII CuaOy Cdfeda, DSO-09 and IICSI Building Component
69N Parke East BNd.
Safety InfammtbsGxallcble from Truss hate Institute. 218 N. We Street, Sulte 312. Mexandra, VA 22314.
Tampa, FL M610
Job
Trws
Truss Type 0T
P y
T78343726
2125270-PSLP-MOULTON
D02
Common 3
1
Job Reference o tional
Builders First Source, Plant City, FL-32566, 8.240 s Jul 14 2ultl Ml l ex maustnes, Inc. inu G. ru m:ux ra care rage ,
ID:EPnYv%LGnm_W sxd5IFIU1JO91R-1 e3GKbeGgLrhmrHullhKEvcD%kY5jEm2cNhvyUnL-
-1-0.0 5-5-5 9.10-0 14-2-11 79.8-0
1.0.0 5.5-5 M1 4-0 11 S-N
SOME,= 1:36.0
4.6 =
4x6 = 5x8 =
46 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.69
BC 0.88
WE 0.29
Matrix-SH
DEFL. in
Ven(LL) -0.15
Ven(CT) -0.32
Harz(CT) 0.03
Wind(LL) 0.13
(loc) Well Lid
2-7 >999 360
6-7 >709 240
6 Na n/a
6-7 >999 240
PLATES GRIP
MT20 244/190
Weight: 86 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directlyapplied or4.11-10 cc pudins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 5-1-13 cc bracing.
WEBS 2x4 SP No.3 ,
REACTIONS. (Ib/siie) 6=702/0-7-10, 2=778/0-7-10
Max Harz 2=109(LC 9)
Max Uplift 6= 239(LC 13). 2=-282(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown.
TOP CHORD 2-3=-1133/1417, 3-4=-867/1082, 4-5=-868/1129, "=-1139/1466
BOT CHORD 2-7- 1130/964, 6-7=-1123/973
WEBS 4-7=-611/534, 5-7=-311/695, 3.7= 301/679
NOTES -
I) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18: MWFRS (envelope) and C-C Comer(3) -1-" to 5-3-8, Exterior(2) 5-3-8 to 9-10-0. Corri 9-10-0 to 15-10-0,
Extedor(2) 15-10-0 to 19-4-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of Muss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb)
6=239, 2=282.
Joaquin Velez PE No.66162
MiTok USA, Inc. FL Cod 6634
6904 Parka East Blvd. Tampa FL 33610
Data:
October 11,2019
A WANNINO- Ver/yydestsm porametoreana NEAO NOTES ON TNISANO RICLUDW MREKRU1EN01NCEPAGEMM174M rev. 1001217159EFONEUSE
Design valid forvse only with MBek® connectors. This design is based only upon parameters shown and Is for an hdiry dual building component, not
a truss system. Before use, the building designer must vordy Me cppllcabllny of design parameters and properly Incorporate this design Into Me overall
bulltling design. Bracing Indicated is to buckling Individual truss web chord members any. AddBbnal temporary and permonent bracing
KWIC
prevent of and/or
Is always required for stability and to prevent collapse will possible personal Injury and property damage. For general guidance regarding Me
6904 Palle East BNd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrP11 Quality Cdbde, OSS49 and SCSI Building Component
Tampa, FL 33610
Safely Nfomsalionwallable from Truss Rate Institute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314.
Truss
Truss Type
Oty
P y
T78343727
rJob
2125270-PSLP-MOULTOI
D03
Common Supported Gable
1
1
Job Reference o tional
Cuncere rust Jource, Mom 4uy, rL-J.Joo, o.L4vlaO„YLo is rv,,,on ,,,um,,,... ,.... I. v e, .o ,.....v w... vv.
ID:EPnYVXLGnrrWsxd5lFIUIJyl91R-VgdfYxfubezyrrOUAgpXEYmOEd2nHb4NJMwCLyUnK:
'-1-0.0 9-10.0 19-8-0 1 20.8-0
3
Scale v 1:35.9
4x6 =
7
3x4 = 22 21 20 19 18 17 16 15 14 3x4 =
5x6 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017ITP12014
CSI.
TO 0.13
BC 0.06
WE 0.09
Matrix-SH
DEFL. in
Vert(LL) -0.00
Ven(CT) -0.00
Horz(CT) 0.00
(toe) I/defl L/d
13 n/r 120
13 n/r 120
12 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 99lb F7=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins.
BOT CHORD 2x4 SP No.2 BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 19-8-0.
(lb) - Max Hoe 2=-107(LC 10)
Max Uplift All uplift 100 lb or less atjoint(s) 2, 19, 20, 21, 22, 17, 16, 15, 14, 12
Max Grev All reactions 250 Ib or less at joint(s) 2, 18, 19, 20, 21, 22. 17, 16, 15, 14, 12
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 5-6=-70/282, 6-7=-102/367, 7-8=-102/372, 8-9=-70/288
WEBS 6-19=-116I300, 5-20=-106/299,4-21=-110/294, 3-22— 101/267. 8-17=-116/300,
9-16=-106/299, 10-15=-110/294,11-14=101/267
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpl=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0.0 to 9.10-0, Comer(3) 9-10-0 to 15-10-0,
Extedor(2) 15-10-0 to 20-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (none[ to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSVTP11.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 19. 20, 21, 22,
17, 16, 15. 14, 12.
]a
d
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cott 6634
6904 Parka East Blvd. Tampa FL 33610
Date:
October 11,2019
Job
Truss
Truss Type
Cry
P y
T18343728
2125270-PSLP-MOULTON
E01
Half Hip Girder
1
1
Job Reference a ti0nal
Builders First SQUMS, clam ally, rL-3abbb, a.24e s Jul la zU ro mr i en amum,ms, era. .--,,v .i7 urm
I D:EPnYv%LGnm_Wsxd5lFlUfJy191R-z1 B11Hg W My5P5_7gkOKmNJMsl NO02G%DM5UI
NAILED NAILED
SxB= 2x4 II Scale =1:1 fi.]
3 7 4
__-
2x4 = ST1.5x8 STP=
3xfi =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-M
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
C51.
TC 0.20
BC 0.17
WB 0.09
Matrix-P
DEFL In
VBrt(LL) 0.02
Ven(CT) -0.02
Horil -0.00
(roc) deftUd
2-6 >999 240
2-6 >999 240
5 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 33 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied orb-0-0 oo puriins,
BOT CHORD 2x4 SP No.2
except end verticals.
WEBS 2x4 SP No.3 *Except*
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing. ,
4-5: 2x6 SP No.2
REACTIONS. (lb/size) 5=291/0-6-10, 2=335/0-7-10
Max Harz 2=119(LC 8) '
Max Uplift 5=-298(LC 5).2=219(LC 5)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-300/222
WEBS 3-5=-296/311
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.OpsY h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 pet 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.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 6t=11b)
5=298, 2=219.
6) 'NAILED' Indicates 3-10d (0.148°x3') or 2-12d (0.148'x3.25') toe -nails per NOS guldlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-54, 3-4=-54, 2.5=.20
Concentrated Loads (Ib)
Vert: 6=-24(B) 3=-39(B) 7=-31(B) 8=-16(B)
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
O WARNING -Verity desl9n Para me fen end READ NOTES ON THIS AND INCLUDED MmEK REFERANCE PAGE All rev. la'edQ01a BEFORE USE
Design valid far use only with Mil connectors. Ths design Is based any upon parameters shown. and Is for an Individual building component not
a fuss system. Before use, the building designer must verify me opplicobOny of design parameters and propefly Incorporate this design Into the overall
bulltling design. Bracing Indicated is to buckling Individual truss Addiflonal temporary and bracing
MiT®k-
prevent of web and/or chord members only. permanent
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
6904 Parke East BNtl.
fabrication, storage. delivery, electron and bracing of trusses and truss systems, WeANSVIPil CualBY CMoM, DS549 and BCS1 auldYrg Component
Tampa, FL 33610
Safety tnfarmatbnavallable from Truss Plate Institute. 218 N. We Street. Suite 312. Alexond0a, VA 22314.
Job
Truss
Thus Type
Oty
Py
T78343729
2125270-PSLP-MOULTON
EJ4
Jack -Open
1
1
Job Reference o lional
Brxlders FIRt Source, vim uAty, tL- Ubba,
o.24USJul wLU IV mi i en,r Nueeica, ruY. iuu v,.I iv m.v;.m cam rase,
ID:EPnYvXLGnm_Wsxd5lFlUfJy191R-RDIPzdg87GEGj8asl5s?Jz T2ReElWygSOrtHEyUnKx
Seale-1:14.6
3xe =
ST1.5x8 STP =
4.0.0
4-0.0
Plate Offsets (X Y)--
f2.0-8-0 0-0-101
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL in
(loc) Well L/d
PLATES GRIP
TCLL 20.0
Plate Gdp DOL 1.25
TC 0.43
Vert(LL) 0.06
2.4 >759 240
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.45
Vert(CT) -0.02
2-4 >999 240
BOLL 0.0 '
Rep Stress ]nor YES
We 0.00
Horz(CT) -0.00
3 n/a n/a
BCDL 10.0
Code FBC2017/TPI2014
Matdx-P
Weight: 141b FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc puffins.
BOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS. (lb/size) 3=85/Mechanical, 2=218/0-7-10, 4=36/Mechanical
Max Harz 2=117(LC 12)
Max Uplift 3=-93(LC 12), 2=-100(LC 9). 4=-43(LC 8)
Max Gray 3=85(LC 1), 2=218(LC 1), 4=72(LC 3)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind; ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; E1p, C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;porch left and right exposed;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011a uplift at joint(s) 3, 2, 4.
Joaquin Volez PE No.68182
MiTok USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
AWARNING- VerUydesrgapi memefers, mdREAD NOTES ONTNISAND INCLUDED MREKREFERANCEPAGEMS7473 env, 100320150EFORE USE.
•
Design valid for use only with M9Bk8connectors. This design is based only upon parameters shown, and is for an lndNlduol building component. not
a new system. Before use, the building designer must verify me applicability of doegn parameters and properly Incorporate thb design Into the overall
building design. Bracing Indicated is to buckling lndMdual truss members only. AdtllHonal temporary and permanent bracing
MiTek'
prevent of web and/or chord
Is always required for stoblllty and to prevent collapse with poselble personal Injury and property damage. For general guidance regarding me
6904 Parke East Bfid.
fabrication, storage, delivery. erection and brochg of trusses and truss system& seeANSKIll CuaMy CdNdo. DSB49 and SCSI Building Component
Tempe, FL 33610
Safety informalbnavollable from Truss Plate Institute. 218 N. Lee street. Suite 312, Alexandria, VA 22314.
Job
Truss
Truss Type
OtY
P y
T18343730
2125270-PSLP-MOULTON
EJ7
Jack -Open
24
=J.bnm
Builders First Saurce, Plant City, FL - 32566, 8.240 s Jul 14 2019 MiTek Industnes, Inc. Thu Oct 10 15:04:19 2019 Page 1
ID:EPnYvKLGnm Wsxd5lFlUfJy19IR-vPlnAzhnuZM6K192rpNEsAOWSgxtUyCghgaapgyUnKw
-1-0-0 7-0-0
1-0.0 7-0.0
R
3x8 =
STI.5x8 STP=
Scale = 1:24.8
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(too)
Udell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.96
VBd(LL)
-0.08
2-4
>957
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.68
Vert(CT)
-0.19
2-4
>424
240
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Hom(CT)
-0.00
3
n/a
r✓a
BCDL 10.0
Code FBC2017/TP12014
Matrix-SH
Wind(LL)
0.15
2-4
>534
240
Weight: 241b FT=20%
LUMBER -
TOP CHORD 2x4'SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (Ib/size) 3=159/Mechanical, 2=323/0-7-10, 4=78/Mechanical
Max Horz 2=191(LC 12)
Max Uplift 3=-151(LC 12), 2=-102(LC 12)
Max Grav 3=159(LC 1), 2=323(LC 1), 4=122(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; E1to C; Encl.,
GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed
;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss 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 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 100lb uplift at joint(s) except at=lb)
3=151, 2=102.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cad 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October11,2019
Q WARNING - Verity dos/gn paremelem and READ NOTES ON MMAND INCLUDED MREKREFERANCE PAGEMII-74M mv. 7041,112,015BEFOREUSE.
Design valid for use only with Mgelg connectors. This design Is Dosed only upon parameters shown, and Is for an Individual bulking component, not
a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated b to prevent bucWing of individual truss web and/or chord members only. Additional temporary and permanent bracing
ss
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 trustee and hum systems, seeANSVIPil QualityCdtedo, D33 9 and IICSI Bu6ding Component
ke Blvd.
East B
6904 Pere East
Safely Informa6ornvaliable from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandria. VA 22314.
Tampa,
Job
Truss
Truss Type City
Fly
T78343731
2125270.P5LP-MOULTON
G1
Hip 1
1
Job Reference (optional)
Builder: First Source, Plant City, FL-32566, 8.240s Jul 14ZUlU miiex ineusmes, inc. ,nu um 1u m:ua:zu euro rages
ID:EPnYvXLGnrLWsxd5lFIUfJN91R-Nbs90JiPelUzySkFPW uTOOw1W EKYDK_rvKK8L7yUnKv
5-s-0 11-0-0 1&0.0 18.2-12 24-0-0
5.9.4 5.2-12 2-0.0 5.2-12 69-0
Scale v 1:42.9
46 =
46
ST1.Sx6 STP = 2x4 11 3x4 = 5x6 = 2x4 11 3x4 =
LOADING IPS1
TCLL 20.0
TCDL 7.0
BCLL 0.0'
BCDL 10.0
SPACING- 2-0-0.
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr YES
Code FBC2017/7P12014
CSI.
TC 0.55
BC 0.46
WB 0.35
Matrix-SH
OEFL. in
Vert(LL) -0.08
Vert(CT) -0.14
Horz(CT) 0.05
Wind(LL) 0.09
(too) Well L/d
7-8 >999 360
7-8 >999 240
6 n/a n/a
9.10 >999 240
PLATES GRIP
MT20 244/190
Weight: 1161b F7=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathingdirectly applied or 4-5-1 oc pudins.
BOT CHORD 2x4SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-5 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=86410-7-10.6=864/0-7-10
Max Horz 1=-109(LC 10)
Max Uplift 1=-287(LC 12). 6=-287(LC 13)
FORCES. (lb) - Max CempJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1545/1100, 2-3=-1091/872,3-4=-918/837,4-5=-1091/872, 5-6=-1545/1100
BOT CHORD 1-10=-905/1309, 9-10=-905/1309, 8-9=-456/918, 7-8=-878/1309, 6-7=-878/1309
WEBS 2-9=-492/515, 3-9=-224/290,4-8=-224/290,5-8=-4921516
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-3-13 to 6-3-13, Interior(1) 6-3-13 to 11-0-0, Extedor(2) 11-" to 21-5-13,
Interior(1) 21-5-13 to 23-8-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)
1=287, 6=287.
IT
Joaquin Vela=PE No.68182
MiTek USA, Inc. FL Cart 6834
6904 Parka East Blvd. Tampa FL 33610
Date:
October 11,2019
Job
Truss Typ���i
P y
T18343732
2125270-PSLP-MOUL�NG
Hip
t
Job Reference o t anal
aullaem Marl oouroe, nest s.ny, r�-Dove,
Scale = 1:43.4
4x6 =
5%B =
3x6 = 3.8 = °"° - 3x4 = 3,6 =
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress lncr YES
Code FBC2017/TPI2014
C
TCSI. 0.50
BC 0.72
WB 0.13
Matrix-SH
DEFL in
Vert(LL) -0.16
Vert(CT) -0.33
Horz(CT) 0.05
Wlhd(LL) 0.07
(too) Vdefl Ud
7-9 >999 360
7-9 >837 240
7 n/a n/a
2.11 >999 240
PLATES GRIP
MT20 2441190
Weight: 116 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directlyapplied or4-5-12 oc pudins.
SOT CHORD 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-1-7 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=936/0-7-10, 7=936/0-7-10
Max Horz 2=-99(LC 10)
,
Max Uplift 2=-311(LC 12). 7=311(LC 13)
FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1474/1153, 3-4=-1241/942, 4-5=-1069/921, 5-6=-1241/942, 6-7=-1474/1153
BOT CHORD 2-11=-902/1268, 9-11- 545/1068, 7-9=-893/1267
WEBS 3-11=-239/396, 4-11 =-1 10/336, 5-9=-115/336, 6-9=-239/395
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDIL-5.0psf; h=15f1; Cat. II; Exp C; Encl.,
GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 23-83, Interior(1)
23-8-3 to 25-0-0 zone; cantilever 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) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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-" tall by 2-0-0 wide
will fit between the bottom chord and any other members. N
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b)
2=311, 7=311.
Joaquin Velez PE No.66182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
Q WARNING-Vedyydes/gn paremehvs end BEAD NOTES ON THISAND/NCLUDED MREKBEFEBANCE PAGEMl474TJrev. 16012015BEFOBEUSE
Design valid for use only with Meek® connectors. This design a based only upon parameters shown, and Is for an IndlvlCual bulldhg component. not
a truss system. Before use, the bullding designer must verity Me appllcablllfy of design parameters and properly Incorporate thus design Into the overall
bulldIng design. Bracing Indicated is to buc;ding lntlNldual taus web chord members only. Additional temporary and peananent bracing
MiTek'
prevent of and/or
Is always required for stabllily and to prevent collapse with posvble personal Injury and property damage. For general guidance regarding the
69M Palle East Blvd.
fabrication, storage, delivery, erection and bracing of trusses and truss systems weANSVFPl1 Quality CMeM, a56d9 and 6CS1 Building Component
Tampa, FL 33610
Safety Infomsalbnwollable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314.
Job
Thus
Truss Type
OtY
Ply
T78343733
2125270-PSLP-MOULTON
G3
Hip Girder
1
1
Job Reference (optional)
Builders First Source, ream ury. 1-1.-J2b0q
0.24V 5 J W
qI
Special NAILED
46 =
NAILED NAILED 3x4 = NAILED
Special
4x6 =
3xe = exit = i..a..=,. o.,.1—- 6x9 = axe =
Special NAILED NAILED Special
Scale-1:43.4
la
d
LOADING (Pat)
TCLL 20.0
TCDL 7.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress liver NO
Code FBC2017ITP12014
CSI.
TC 0.98
BC 0.76
WB 0.39
Matrix-SH
DEFL in
Vert(LL) -0.35
Vert(CT) -0.76
Horz(CT) 0.08
Wind(LL) 0.17
(too) Vdefl Ud
8.10 >801 360
8-10 >370 240
6 n/a n1a
8-10 >999 240
PLATES
MT20
MT20HS
Weight: 106 lb
GRIP
244/190
1871M
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.1 'Except'
TOP CHORD
Structural wood sheathing directly applied.
3-5: 2x4 SP No.2
BOT CHORD
Rigid ceiling directly applied or 6-" oc bracing.
BOT CHORD 2x4 SP M 31
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=1741/0-7-10, 6=1741/0-7-10
Max Horz 2=79(LC 7)
Max Uplift 2=-821(LC 8). 6=-821(LC 9)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3231/1448, 3-4= 2815/1360, 4-5=-2815/1361, 5-6=-3231/1448
BOT CHORD 2.10=-1249/2775, 8-10=-1597/3210, 6-8- 1186/2775
WEBS 3.10=-252/977,4-10=-557/501, 4-8=-557/501, 5-8= 252/977
NOTES-
1) Unbalanced mot live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Ot=lb)
2=821, 6=821.
8) 'NAILED' indicates 3-1 Off (0.148'x3°) or 3.12d (0.148'x3.25') toe -nails per NOS guidlines.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb dawn and 290 lb up at
7-0-0, and 202 Ito down and 290 lb up at 17-0-0 on top chord, and 323 lb down and 131 Ito up at 7-0-0, and 323 lb down and 131 lb
up at 16.11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the Imes are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25
Uniform Loads (plo
Vert: 1-3- 54, 3-5=-54, 5-7=.54, 2-6=.20
Joaquin Velez PE No.65162
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
Q WARNING -Vedy designmaremet4raend READ NOTES ON TNLSAND&CLUDED MGEKREFERANCEPAGEMa-74Ta rex. 10101MI6 BEFORE USE
valid for use only with MRekO connectors. This design Is based only upon parameters shown. and is for an Individual building component, not
Id
a truss system. Before use. the bullding designer must verity the appllcabllMy of design parameters and properly Incorporate the design into Me overall
building design. Bracing Indicated is to buckling lntlNldual truss only. Additional temporary and! permanent bracing
MiTek'
prevent of web and/or chord members
rope 6 always required for stability and to prevent collapse with possible personal Injury and pi damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and JIM systems, seeANSWPII Cuainy CRedo, DS9d9 and SCSI Building Component
69M Parke East Blvd.
Tampa, FL 33610
Safety Infarsnallona iouabie from Trust Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 229914.
Job
Truss
Truss Type
Oty
Ply
T78363733
2125270-PSLP-MOULTON
G3
Hip Girder
1
=R.flq..
Builders First Source, Plant City, FL - 32566, 8.240 s Jul T4 2UT a mi i ex mausmes, ma. i nu DeI 0 r 5.04.22 co ra Pag&2
ID:EPnYvXLGrun Wsxd51FIULlyl91RJ_woJfAUkhBmtdXxwxUp00R2xOhDoGNepEO7yUnKt
LOAD CASE(S) Standard
Concentrated Loads (Ib)
- Vert: 3=-155(13) 5=-155(B) 10=-323(B) 8=323(B) 11=-105(B) 12=-105(B) 13=-105(B) 14=-105(B) 15=-58(B) 18=-58(B) 17— 58(B) 18=-58(B)
,&WARNING-yedfy dest9nPe..efenr an✓READ NOTES ON TKLSAND/NCLUOEOMd KBEFENANCEPAGEMX74E3 rev. iW94141015 BEFORE USE
Design valid for use only with Mlfek® connectors. This design is based only upon parameters shown, antl is for an Individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parometers and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent bucWing of lndlvldual huss web end/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
fobricotlon, storage, delivery, erection and bracing of trusses and huss system% seeANS"ll Qual CMrrdo, DS349 end SCSI Building Component
g90d Parke East BNE:
T
Safely Informa8mrovaYable from Truss Plate institute, 218 N. Lee Sheet Salta 312, Alexandria, VA 22314.
Tem e F
p . L 33610
Job
Truss
Truss Type
Oty
Fly
T18343734
2125270.PSLP-MOULTON
HJ4
Diagonal Hip Girder
1
1
Job Reference o tWel
Builders First Source, Plant City, FL-32566,
2x4 =
8.24OsJu1142019 MITeKlnausmes, Inc. 1nuuctlulb:u4:zazuaa roger
ID:EPnYvXLGnm_W sxd51FIUIJy191R-oAYIOKkHxwYpvSg4eRA00ZL3SNCQMBPclYoyRyUnKs
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL
in
(roc)
Well
L/d
TCLL 20,0
Plate Gdp DOL
1.25
TC 0.34
Vert(LL)
0.07
2-4
>8q4
240
TCDL 7.0
Lumber DOL
1.25
BC 0.37
Vert(CT)
-0.09
2-4
>7 2
240
BCLL 0.0
Rep Stress Incr
NO
WB 0.00
Horz(CT)
-0.00
3
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Mat
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=115/Mechanical, 2=268(0-10-7, 4=52/Mechanical
Max Horz 2=132(LC 4)
Max Uplift 3=-105(LC 8), 2=-209(LC 4), 4=-62(LC 4)
Max Grav 3=115(LC 1), 2=268(LC 1), 4=104(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
Scale =1:14.3
PLATES GRIP
MT20 2441190
Weight: 20 lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TOOL=4.2psC BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl.,
GCpl=0.18; MIN FRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip
DOL=1.6D
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 fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except 01=11b)
3=105, 2=209.
6)'NAILED' Indicates 3-1 Oct (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guldlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-3=-54, 2-4=-20
Concentrated Loads (lb)
Vert: 5=44(F=22, B=22)
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cod 6634
6904 Parka East Blvd. Tampa FL 33610
Data:
October 11,2019
Q WARNING. Ver/lydee/gnpammefem.dREADNOTES ON MIS AND WCLUDEDM?EKREFERANCEPAGEM47473mv. 16AY1015BEFORE USE.
Design volld for use only wlin Maekw connectors. This tleslgn Is based oNy upon parameters shown, and b for an Individual bulltling component, not
��'
a cuss system. Befaie use. Me bulltling tlesignar must ve" the Opp cob of tleslgn Parameter and propedy Incorporate Mls tleslgn Into the overall
la In tleslgn. &acing Intllcotetla to preventbuckling of IntlMtluot }nss web and/ or chord members only. Atl01ran temporory and pelmonent bracing
MiTek'
Is olways requ0ed for stablllry antl to prevent collapse wltn possible pe..nor In1ury and ptopeM tlaIn go. For general guidance regortling the
6904 Para East BNtl.
fobricoson storage, delivery, erection and bracing of tnuser and tnm systems, seeAN51/IP11 QuolI6pyy C'dMdo, DSlM6V and aRl au1dM0 Cbmponont
Tampa, FL 33610
Sol NtermatbrlwaYable from buss Rate InAV. 218 N. Lee Sfreet SLlte 312. Alaxandrla. VA 22314.
Job
Truss
Truss Type Oty
P y
T78343735
2125270-PSLP-MOULTON
HJ7
Diagonal Hip Girder 5
1
-
Job Reference o tional
Builders First Source, Plant City, FL- 32566, 8.240 s Ju[ 142019 MiTek indusines, Inc. 1 nu oci l0151D424 ZUlU Pagel
I D:EPnVvXLGnm_W sxdSIFIUfJy191R-GN6gDglvi6_PR310eMyPZE5W dF99TZgy]LUuyUnKr
-1-5-0 5-1-9 9-10.1_
7-5.0 i 5-1-9 S-V
i
3xA = NAILED NAILED can 11
NAILED E
Scale - 1:22.8
5-1-9
4-8-7
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(toe)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TIC 0.42
Vert(LL)
-0.03
6-7
>999
360
MT20 244/190
TCDL 7.0
Lumber DOL
1.25
BC 0.41
Vert(CT)
-0.06
6-7
>999
240
BCLL 0.0 '
Rep Stress Incr
NO
WB 0.32
Hoa(CT)
0.01
6
n/a
n/a
BCDL 10.0
Code FBC2017/TPI2014
Matrix-SH
Wind(LL)
0.02
6-7
>999
240
Weight: 42 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 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-M oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=126/Mechanical, 2=444/0-10-7, 6=293/Mechanical
Max Horz 2=206(LC 22)
Max Uplift 4=-131(LC 4), 2=-l6%LC 4). 6= 115(LC 8)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 23=-660/259
BOT CHORD 2-7=-335/590, 6-7=335/590
WEBS 3-7=0/270, 3-6=-637/362
NOTES-
1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=5.Ops1; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; 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 20.0psf 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
4=131, 2=169, 6=115.
6) 'NAILED' Indicates 3-1Do (0.148'x3') or2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead+ Roof Live (balanced): Lumber Increaso=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1.4=-54, 2-5= 20
Concentrated Loads (lb)
Vert: 8=44(F=22, B=22) 10=-76(F=-3B, B=-38) 13=36(F=-18, B=-18)
Joaquin Velez PE NG68102
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
October 11,2019
,&WARNING-Vedydeslgnparemetereend READNOTES ON MIS AND MCLUDEDMREKREFERANCEPAGEMIA74mm.. 161014015BEFORE USE
Design valid for use any with Mgek(t) connectors. This design Is based only upon parameters shown and Is for an IndMdual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
bulldIng design. Bracing lndlcotetl is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing
Is always required for stabillN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage; delivery, erection and bracing of fusses and truss systems. seeANSVIPI1 Quo Ny Cdbdo, DSS-09 and 6CSI Building Component
Sab1y Informatbrlovolloble from Truss Rate Institute. 218 N. We Street Suite 31Z A omhdda. VA 22314,
MITOW
69M Padre East Blvd.
Tampa, FL M610
Job
Truss
Truss Type dry
Ply
T18343736
2125270-PSLP-MOULT01
V01
Valley 2
7
Job Reference o fianal
Builders First Source, Plant Glty, l-L-32bbS, e.24USJUl 142Ula mi lax Misslnea, inc. nmsmr is 5-o4.25 AVIV rnye,
ID:EPnYvXLGrvn_W sxd51 FIUfJyl91 R-kZg2ROmXTP6G2DcCC3Ue5RegeF5jughi3c1 vOKyUnKq
4.0.0 -
4-0.0
2
3
2x4 G 2x4 II
Scale = 1:12.8
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.43
Vert(LL)
,in
n/a -
r✓a
999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.20
Vert(CT)
Na -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
W B 0.00
Hom(CT)
0.00
File
n/a
BCDL 10.0
Code FBC2017/rP12014
Matrix-P
Weight: 1411b FT=20%
LUMBER -
TOP CHORD
2x4 SP No.2
BOT CHORD
2x4 SP No.3
WEBS
2x4 SP No.3
REACTIONS.
(lb/size) 1=119/3-11-8,3=119/3-11-8
Max Hom 1=80(LC 12)
Max Uplift 1=-30(LC 12), 3=-70(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-100/305
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=S.OpsY h=15ft; Cat. 11; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-CComer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chard bearing.
3) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chard and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 1001b uplift at joint(s) 1, 3.
Joaquin Volez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Data;
October 11,2019
QWANNING-Vedyyde4lgnpemmehmmd RN DNOWS ON THIS AND INCLUDED a1REKNEFENANCE PAGE 1110-74nmv. 1ONYta1SDEFONE USE.
Design valid for use only with Mnea connectors. This design Is based only upon parameters shown. and Is for on Individual bullDing component, not
a muss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated is to buckling Individual him web chord members only.Additional temporary and permanent bracing
MiTek'
prevent of and/or
Is always required for stablllty, and to prevent collapse with possible personal Iniury and property damage, For general guidance regarding the
6904 PeMe East Blvd.
fabrication. storage, delivery. erection antl bracing of trusses and muss systems. seeANSUfPII Qualify Crtlub; DS6-09 and BCS1 Building componmf
Tampa, FL 33610
Sahfy Nlonnatbnav0iloble ham Truss Nate InsHMe. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314,
Job
Truss
Truss Type Cly
Ply
T18343737
2125270-PSLP.MOULTON
V02
Valley 2
1
Job Reference (optional)
builders nrst Source, riam City, rL-ooco, rC.,,,1— aiiG
ID:EPnYvXLGnm_WsxdSIFIUfJy191R-kZg2ROmXTP6G2DcCC3Ue5Rem5F8Vughi3clvOKyUnKq
3
2rd i
Scale -1:7.8
Plate Offsets(XY)--
12.0-1-150-0-0112.0-8-90-1-4113:0-1-90-0-131
LOADING (psf)
SPACING- 2-0-0
C51.
DEFL.
In (too)
Voter
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.05
Vert(LL)
n/a -
we
999
MT20 244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.03
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.00
Horz(CT)
0.00
n/a
n/a
BCDL 10.0
Code FBC20171TP12014
Matrix-P
Weight: 6lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3
BOT CHORD
REACTIONS. (Ib/size) 1=45/1-11-8,3=45/1-11-8
Max Hom 1=31(LC 12)
Max Uplift 1=-11(LC 12), 3_ 27(LC 12)
FORCES. (I s) -Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 2-0-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Gable requires continuous bottom chord bearing.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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.
5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) 1, S.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610.
Date:
October 11,2019
Q WARNING-Vedry Caslgnparomefere and READ NOTES ON MIS AND INCLUDED MareK REFERANCE PAGE MB7479 rev. fa=015 BEFORE USE
Design valid for use only with Mnelkill, connectors. This design Is based only upon parameters shown. and Is for on Individual bulltling component, not
a truss system. Before use, the building designer must verify the appllcablllfy of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to buckling lndvdual Uuv members only. Additional temporary and permanent bracing
MiTek'
prevent of web and/or chord
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 busses and truss systems weANSVTP11 QuaMmyy C fteda, D3349 and SCSI Buill Component
6904 Parke East Blvd.
Safety Informolbmvolloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria VA 22314,
Tampa, FL 33610
b
Truss
Truss Type
Oty
Ply
T78343738
25270-PSLP-MOULTON
[21
V03
GABLE
1
1
Job Reference a Clonal
Builders First Source, Plam Gny, IFL- 32be6,
11.240 a Jul 14 Le19 MI I eK Inauvu1e5, ulc. 1 nu V VI 1- 1--U%-40 cV I V
4x6 =
3
3x4 O 8 13 7 14 6 3x4
2x4 II 5x6 — 2.4 II
Scale =1:45.9
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2110
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/IPI2014
CSI.
TC 0.34
BC 0.37
WB 0.14
Matrix-SH
DEFL. in
Ve I(LL) n/a
Ven(CT) n/a
Horri 0.00
(loc) Well Ud
- n/a 999
- n/a 999
5 n/a n1a
PLATES GRIP
MT20 244/190
,
Weight: 811b FT=20%
LUMBER-
BRACING -
TOP CHORD 20 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puriins.
BOT CHORD 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. All bearings 21-9-0.
(lb) - Max Horz 1=-101(LC 8)
-Max Uplift All uplift 1001b or less at joint(s) 1, 5 except 6=-273(LC 13), 8=-273(LC 12)
Max Gmv All reactions 250lb or less at joint(s) 1, 5 except 7=383(LC
19), 6=458(LC 24). 8=458(LC
23)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
WEBS 4-6=-326/464, 2-8=-326/464
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.OpsY h=1Sit; Cat. II; Exp C; Encl.,
GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 10-10-8, Extedor(2) 10-10-8 to 16-10-8.
Interior(1) 16-10-8 to 21-1.7 zone; cantilever left and right exposed ;C-C for members and tortes & 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 pat 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-" 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 1001b uplift at joint(s) 1, 5 except 01=11b)
6=273, 8=273.
Joaquin Valet PE No.68182
Ii USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
Truss
Truss Type
Day
Ply
T18343739
Flob
0-PSLP-MOULTON
VO4
GABLE
1
1
Job Reference (optiona)
guilders First Source, ream ury, rL- azoao,
46 =
3
3x4 6 8 7 6 3x4 C
2x4 II 5x6 = 2x4 II
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL
TCLL 20.0
Plate Grip DOL 1.25
TC 0.31
Vert(LL)
TCDL 7.0
Lumber DOL 1.25
BC 0.49
Vert(CT)
BCLL 0.0 '
Rep Stress Incr YES
WB 0.13
Horz CT)
BCDL 10.0
Code FBC2017TrPI2014
Matrix-SH
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
BOT CHORD 2x4 SP No.3
BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. All bearings 17-9-0.
(lb) - Max Hom 1=-et(LC 10)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6= 244(LC 13). 8=-245(1_0 12)
Max Gmv All reactions 250 Ile or less at joint(s) 1, 5, 7 except 6=421(LC
1). 8=421(LC 1)
FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.
WEBS 4-6=-285/433, 2-8=-205/433
Scale=1:32.5
i
in (too)
Vdefl
L/d
PLATES
GRIP
n/a
n/a
999
MT20
2441190
n/a -
n/a
999
0.00 5
n/a
n/a
Weight: 67 lb
FT=20%
Structural wood sheathing directly applied or 6-0-0 oc pudins
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9. Interior(1) 6.7.9 to 8-10-8, Extedor(2) 8-10-8 to 14-10-8,
Interior(l) 14-10-8 to 17-1-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb)
6=244, 8=245.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
Job
Truss
Truss Type
Oty
IY
T18343740
2125270-PSLP-MOULTON
V05
Valley
1
1
Job Reference o tional
Builders First Source, Vista Uly, VL-Ubaa,
ba
b
a.equ a Out i»moo,5,... i—,,,,.—
ID:EPnYvXLGnm Wsxd5lFlUfJyl91R.88LB32oOmKUrvhLntCl Lj4GFXT9g5Ot8laGZdfyUnKn
4x6 =
3
3x4 4 B 7 6 3x4 C
2x4 II 2x4 II 2x4 II
Scale =1:25.1
LOADING (Pat)
SPACING-
2-M
CSI,
DEFL.
in (too)
Udefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL
1.25
TO 0.17
Ved(LL)
n/a -
n/a
999
MT20
2441190
TCDL 7.0
Lumber DOL
1.25
BC 0.11
Ved(CT)
him
Na
999
BCLL 0.0 '
Rep Stress Incr
YES
INS 0.10
Hom(CT)
0.00 5
Na
rule
BCDL 10.0
Code FBC2017/TPI2014
MatrixSH
Weight: 501b
FT=20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
REACTIONS. All bearings 13-8-0
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
(lb) - Max Hoe 1=-62(LC 8)
Max Uplift All uplift 100 lb or less at joints) 1, 5 except 6= 167(LC 13), 8=-167(LC 12)
Max Grav All reactions 2501b or less at joint(s) 1, 5, 7 except 6=281(LC 24). 8=281(LC 23)
FORCES. (lb) - Max. Comp./Max. Ten. -A[] forces 250 (lb) or less except when shown.
WEBS 4-6=-198/338, 2-6— 198/338
NOTES-
1) Unbalanced root live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15tt; Cat. II; Exp C; Encl.,
GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS
for reactions shown; Lumber DOL=1.60 plate gdp DOIL-- 60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 1, 5 except jt=lb)
6=167. 8=167.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cad 6834
6904 Parka East Blvd. Tampa FL 33610
Date:
October 11,2019
QWARN/NG-Vedfyd.alg0par4meren4nJREADNOTESONTNISANDrNCLUDEDMr KREFE"NCEPAGEMX74MMK 10419.4015 BEFORE USE.
Design valid for use only with MBe4® connectors. This design Is based only upon pam raefersshown, and Is for on Individual building component, not
��'
a true system. Before use, the bullding dengner must Vehfy Me appllcabllity of design parameters and property Incorporate this design Into the overall
building tleslgn. &acing lncilcofed is to prevent bucNing of Individual truss web and/or chord members only. Additional temporary and permanent bracing
M!Tek'
Is always re Wired for stablllty antl to prevent collapse with possible personal Injury and property damage. For general guldanceregarding the
fabrication, storage, delivery erection and bracing of trusses and truss systems. seeANUM11 GUOBty Ciliate, DSB49 and BCSI BWdbO Oamponans
69N Pad. East Blvd.
Sabty Informationovallable from Timm Note Institute. 218 N. Lee Street Sulte 312, Alexondrla, VA 22314.
Tampa, FL 33610
Job
Truss
Thus Type Dry
ly
T78343741
2125270-PSLP-MOULTON
V06
Valley 7
=R.f..q.
Builders First Source, clam Ulty, 1-1--J2bbb,
tl.L4U6JUl l94U itl miiee nmusnros,n�. um vum m.ar.ca cvm
0
46 = 2x4 11
2 3
5 4
2x4 6 34 II 20 ll
Scale: 3/4'-1'
6-0-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Udefl
Ud
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.78
Verl
n/a -
n/a
999
MT20 2441190
TCDL 7.0
Lumber DOL 1.25
BC 0.28
Vert(CT)
n/a -
n/a
999
BCLL 0.0 '
Rep Stress Incr YES
WB 0.13
Horz(CT)
-0.00 4
n/a
i
BCDL 10.0
Code FBC2017/rP12014
Matrix-P
Weight: 23 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 1=154/5-11-8, 4=-14/5-11-8, 5=247/5-11-8
Max Harz 1=106(LC 12)
Max Uplift 1=-47(LC 12), 4=-74(LC 3). 5=-65(LC 12)
Max Grav 1=154(LC 1), 5=256(LC 3)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-5=-146/431
Structural wood sheathing directly applied or 6-0-0 oc pudins, i
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psh BCDL=5.Opsf; h=15t1; Cat. II; Exp C; Encl.,
GCpi=0.18: MW FRS (envelope) and C-C Comer(3) 0.7.9 to 4-10-8, Extedor(2) 4-10-8 to 5-10-4 zone; cantilever left and right
exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Gable requires continuous bottom chord beading.
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads.
5)' This truss has been designed fora live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joinds) 1, 4, S.
Joaquin Velez PE No.88182
MTek USA, Inc. FL Cart 6634
6904 Parka East Blvd. Tampa FL 33610
Data:
October11,2019
QWARNING-Vmitytleslgn pe..I. end READ NOTED ON THIS AND INCLUDED MIrEKREFERANCE PAGEMX74M rev. IGAUQ015aEFORE USE.
Design valid for use only with MDak®connectors. iNa deslgn b based only upon porameters shown. and b for an Individual bulltling component, not
o truss system. Beforeuse, the bulltling tlesigner must verity the oppllcablllN of deslgn Parameters entl propetly Inorate mis deslgn Into the overall
build design. Bracing lndiwted is to buckling of lntlNltlual cuss web an chord members oNy., CorpAtldlkonal temporary and pennonent bradng
Welk'
prevent
Is always required for glonN and to prevent collapse will pouble pew I Injury and propedy damage. For general guidance regording me
69p4 Pella East BNb.
tabrlcoeon, siarage, delivery, erection and bracing of tlusses and truss systems, seeAN31/IPII OuaIM CRAM, DStI-09 and BD61 BueEhp Cempen�nf
Tampa, FL 33610
SafNy Informallbrravallcble from Truss Plate Institute, 218 N. Ise street Suite 312, Alexandria, VA 22 14,
Job
Truss
Truss Type Oty
Ply
T18343742
2125270.PSLP-MOULTON
V07
Velley 1
1
Job Reference (optional)
ewwers mrst source, riani..V...-J<soo.
d
b
o.ewaau, ,v •..y=
ID:EPnYVXLGnm_Wsxd5lFlUfJyl9lR-4XTxUjggW9 UA7d3poVLXmGi)(ZvYRDulgiXyUnKI
Scale =1:16.8
US = 2.4 II
2 3
5 4
3x6 4 2x4 II 20 II
LOADING (psp
SPACING-
2-0-0
CS'.
DEFL.
in
(lac) Vdefl
Ud
TCLL 20.0
Plate Gdp DOL
1.25
TC 0.44
Ved(LL)
n/a
- n1a
999
TCDL 7.0
Lumber DOL
1.25
BC 0.61
Vert(CT)
rVa
- n/a
999
BCLL 0.0 -
Rep Stress Incr
YES
WB 0.15
Horz(CT)
-0.00
4 rVa
rva
BCDL 10.0
Code FBC20171TPI2014
Matrix-SH
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.3
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (Ibleze) 1=14rw7-11-8, 4=8077-11-8.5=309/7-11-8
Max Horz 1=106(LC 12)
Max Uplift 1=35(LC 12), 4=-51(LC 8), 5=-128(LC 12)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
WEBS 2-5=-200/513
PLATES GRIP
MT20 244/190
Weight: 291b FT=20%
Structure[ wcod sheathing directly applied or 6-0-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-7-9 to 4-10-8, Exterior(2) 4-10-8 to 7-10-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFPS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb)
5=128.
Joaquin Velez PE No.68182
MiTok USA, Inc. FL Cad 6634
6904 Parka East Blvd. Tampa FL 33610
Data:
October 11,2019
Jab
Thus
Truss Type
City
ly
T18343743
2125270.PSLP-MOULTON
VOS
Valley
1
1
Job Reference (optional
ampere ntst source, ream Illy, 1.11,11.1 wane,1. icn,�W,,,ra,„�.
ID:EPnYvXLGnm_W sxd51F1UfJyl91R-4XTxUjgglykZ9_UA7d3poVLX7GIZZvC
4-10.8 10-0-0
.n o c1-A
e
0
0
4x6 c 3x4 II
2 a
6.00 FIT2
0
5 4
3x4 6 2x4 11 2x4 11
Scale = 1:17.8
LOADING (psf)
SPACING- 2-0-0
CS].
DEFL.
In (too)
Vdefl
Ud
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.42
Vert(LL)
n/a -
rVa
999
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.54
Vert(CT)
n/a -
rile
999
BCLL 0.0
Rep Stress [nor YES
WE 0.16
Hom(CT)
-0.00 4
n/a
Na
BCDL 10.0
Code FBC2017/rP]2014
Matrix-SH
Weight: 351b
FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD Structural wood sheathing directly applied or6-0-0 oc puffins,
BOT CHORD 2x4 SP No.3
except end verticals. '
WEBS 2x4 SP No.3
BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=153/9-11-8,4=171/8-11-8,5=359/9-11-8
Max Horz 1=106(LC 12)
Max Uplift 1- 39(LC f2), 4=-83(LC 8), 5=-128(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-131/269
WEBS 2-5=-237/540
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl.,
GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0.7.9 to 4-10-8. Extedor(2) 4-10-8 to 9.10-4 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pointing.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 gat bottom chord live load nonconcurrent with any other live loads.
5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except 01=11g)
5=128.
Joaquin Volez PE No.68132
MiTak USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
A WARNING- Verify divegnparmrfera and READ NOTES ON TNISANO INCLUDED MITEKREFERANCEPAGEMIF74TJ rev. faeY1015BEFOFEUSE.
Design valid for use only With Mnek® connectors. This design Is based only upo0 parameters shown. and Is for an Inc Mdual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall
bullring design. Bracing Indicated is to prevent buckling of lndlNdaol teas web and/or chord members oNy. Additional temporciy and permanent bracing
IL
MtTeW
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 musses and muss systems, seeANSVWII Qua" IyCdfedo, 03249 and BC81 Building Component
6904 Papa East Blvd.
Safety Infolinallonavollable mom Truss Mote Institute, 218 N. Lee Sheet. Suite 312, Alexandra. VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type City
2125270-PSLP-MOULTON
V09
Valley 1
�Job
Reference o lional
ouucers rirsr oource, r.am,nry.
b
b
4-10-B 6-D-0
2x4 II
2x4 =
4.e 6
9 8 7
9x4 ' 2x4 II 2x4 II 2x4 II
Scale - 1:20.7
LOADING (psf)
TCLL 20.0
TCDL 7.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
CS'.
TC 0.41
BC 0.57
WB 0.13
Matrix-SH
DEFL in
Vert(LL) n/a
Vert(CT) n/a
Hom(CT) -0.00
(too) Vdefl Ud
- n/a 999
- nta 999
7 Na n/a
PLATES GRIP
MT20 244/190
Weight: 46lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2x4 SP N6.3
except end verticals.
WEBS 2x4 SP No.3
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing..
OTHERS 2x4 SP No.3
REACTIONS. All bearings 11-11-8.
(lb) - Max Horz 1=129(LC 12)
Max Upliff All uplift 100 Ile or less at jolnt(s) 1, 7 except 9=-152(LC 12), 8=-120(LC 8)
Max Gmv All reactions 250 lb or less at joint(s) 1, 7 except 9=276(LC
1), 8=258(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2.9=174/444, 3.8=-199/278
NOTES-
1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl.,
GCpl=0.18; MWFRS (envelope) and C-C Comer(3) 0-7-9 to 4-10-8, Extedor(2) 4-10-8 to 11-104 zone; cantilever left and right
exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOI^7.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 pat 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-" tall by 2-0.0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 7 except Qt=lb)
9=152, 8=120.
7) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.
Joaquin Velez PE No.68182
MiTok USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Data:
October 11,2019
Job
Truss
Truss Type
ay—
ly
T78343745
2125270-PSLP-MOULTON
V10
Valley
1
1
Job Reference o tional
Builders First Source, Plant Glty, FL- 32b6B,
ID:EPnYvXLGnm Wsxd5lFlUfJyl91R-lvbivPrwgZ—GOleY616HtvRv94Sal g7kgCEmmGyUnN
4x6 =
FJ
Scale -1:1 B.9
4
30 i 2x4 II 3x4 1
LOADING (psf)
SPACING-
2-0-0
CST.
DEFL.
in (too)
Well
Lid
TCLL 20.0
Plate Gdp DOL
1.25
TO 0.26
Ven(LL)
Na -
Ne
999
TCDL 7.0
Lumber DOL
1.25
BC 0.38
Vert(CT)
Na -
Na
999
BCLL 0.0 '
Rep Stress Inc
YES
W B 0.08
Horz(CT)
0.00 3
Na
Na
BCDL 10.0
Code FBC2017/rP12014
Matrix-SH
LUMBER -
TOP CHORD 2x4 SP No.2
ROT CHORD' 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 1=140/9-8-0, 3=140/9-8-0, 4=348/9-8-0
Max Horz 1=-42(LC 10)
Max Uplift 1=-62(LC 12), 3=-69(LC 13). 4=-91(LC 12)
Max Grey 1=143(LC 23), 3=143(LC 24), 4=348(LC 1)
FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.
WEBS 2-4=-212/279
PLATES GRIP
MT20 244/190
Weight: 31 lb FT=20%
BRACING -
TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pur ins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15N; Cat. II; Exp C; Encl.,
GCpi=C.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of.20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33810
Data:
October 11,2019
AWARNING -VerllydaslgnparemefenendNEAONOTESONnUSANOINCLUDED MOTKBEFENANCEPAGEMIA74yarev. f0aY1o15BEFOAEUSE
Design valid for use only with Mae& connectors. This tlesign Is based only upon parameters shown, and Is for on Individual building component, not
a truss system. Before use. Me buOtling designer must verify Me applicability of design parameters and properly Incorporate mis design Into Me Overall
building Catch. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addltlonol temporary and permanent brccing
MiTek'
is always required for slabilry and to prevent collapse with possible personal Injury and property damage, For general guldcnce regarding Me
fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPl1 Quality Chord. DSS-09 and SCSI Building Component
69N Papa East BNd.
Safely Nformationovollobie from Truss Plate Im6Me, 218 N. Lee sheet. Suite 312, Alexandria VA 22314.
Tampa, FL 33610
Job
Truss
Truss Type
Oty
ly
T78343748
2125270-PSLP-MOULTON
V11
Valley
1
1
Job Reference (optional)
Builders First Source, Plam filly, FL- J2btiB,
1:1.24Ua JUl 14[Ula Mrnexmuusmes, inc. r nu trarvra:avaa cam
2
sure =
4
2x4 i 2z4 ll 2x4
Scale=1:12.6
O-U-B
5-B-B
LOADING (psi)
SPACING- 2-0-0
CSI.
DEFL.
in (too)
Well
Ltd
PLATES
GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.14
Vert(LL)
n/a -
n/a
999
MT20
244/190
TCDL 7.0
Lumber DOL 1.25
BC 0.09
VertI
n/a -
We
999
BCLL 0.0 '
Rep Stress Incr YES
WE 0.05
Horz(CT)
0.00 3
n/a
n1a
BCDL 10.0
Code FBC2017/rP12014
Matrix-P
Weight: 171b
FT=20%
LUMBER- 'BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 5-9-0 oc puriins.
BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 1=83/5-8-0, 3=83/5-8-0, 4=165/5-8-0
Max Ho¢ 1=-22(LC B)
Max Uplift 1=-41(LC 12), 3=-45(LC 13), 4=-32(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: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15111; Cat. II; Exp C; Encl.,
GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) 1, 3, 4.
- • Joaquin Voltz PE No.68182
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 11,2019
Q WARNING- yed/ydeslgm Peremeren.dREADNGTES GNTHISANDINCLUUEDMR'EKREFERANCEPAGEMIP74Tarev. lea32016 eEFGRE USE
Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
��
a Moss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate his design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/ar chord members only. Additional temporary and permanent bracing
MiTek'
Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding me
fabrication, storage, delivery. erection and bracing of trusses and truss systems seeAN3ufPll QuaT Criteria. D16-09 and SCSI building Component
Safety Infoonalbmvallable from Truss Plate Institute, 218 N. Lee street. Suite 312, Maxontlrlo. VA 2231A.
69N Parke East Blvd.
Tampa, FL 33610
Symbols
PLATE LOCATION AND ORIENTATION
374 Center plate on joint unless Y. y
offsets are Indicated.
Dimensions are in ft-In-sixteenths.
Apply plates to both sides of truss
and fully embed teeth,
�71 dr
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
Indicated by symbol shown and/or
by text In The bracing section of the
output. Use T or I bracing
If Indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section Indicates joint
number where bearings occur.
Min size shown Is for crushing only.
Industry Standards:
ANSIITP11: 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.
Numbering System
6-4-8 I dimensions shown Inftsixteenths
t scale)
(Drawings not to scale)
JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSAETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-131 1, ESR-135Z ESR1988
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
1VlII
MiTek'
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on Inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other Interested parties.
5, Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/rP1 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/rPI 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.